CALCULATION-REPORT

PAGE 1 / 7

STRENGTH CHECK OF LIFTING PADEYE ( FOR PADEYE TYPE 55 ton )

1. ) CONDITIONS :

1.1 Specifications: AISC & API-RP2

1.2 In practice a horizontal force of 5% of the static sling load should be applied

simultanrously with the sling load.

1.3 Try : main & cheek plate materials to Q345B

= 295

1.4 The lifting shackle pin diameter ,

( 55 ton shackle , type BX class S( 6 ).) B = 70.00 mm

C = 3.00 mm

The pin hole diameter in the lifting padeye , = B + C

= 73.00 mm

Radius of pin hole , =

= 36.50 mm

Width of main plate , W = 300 mm

Center of pin hole from base , H = 170 mm

Thickness of main plate ,

= 40 mm

Radius of main plate , = 120 mm

( > 1.25 * Dpin-hole ) OK!

Radius of cheek plate , = 100.00 mm

Thickness of cheek plate , = 20 mm

Width of stiffener plate , = 250 mm

Thickness of stiffener plate , = 20 mm

Effective bearing angle , a = 120 DEGREES

Resultant force angle , q = 67 DEGREES

1.5 Taking padeye extreme case :

Max . Load = 825.00 KN

( Total Load Factor = 1.5 )

Static Sling Load 550.00 KN

2. ) CHECK FOR BEARING

Pin diameter , B = 70.00 mm

Total plate thk , =

= 80 mm

Bearing force , = 825000 N

Bearing area , =

= 5864.31

=

= 140.68

<

= 265.5 OK!

Fy N / mm2

Dpin-hole

Rhole Dpin-hole / 2

MTHK

RM

RCH

CHTHK

STW

STTHK

F3

FS L

Tp l MTHK + 2 * CHTHK

Fb r

Ab r Tpl * ( B / 2 * a * p / 180 )

mm2

fb r Fbr / Abr

N / mm2

0.9 * Fy

N / mm2

CALCULATION-REPORT

PAGE 2 / 7

3. ) CHECK FOR PULL - OUT DOUBLE SHEAR

Shear force = 825000 N

Shear area ( effective ) ,

= = 11760.00

=

= 70.15

<

= 118.0 OK!

4. ) CHECK FOR TENSION

Tensile force , = 825000 N

Consider section along lower semi-circumference of cheek plate

Effective net area , =

= 14166.37

=

= 58.24

<

= 177.00 OK!

Consider straight section through bore centreline.

Effective net area ,

= = 11760.00

=

= 70.15

<

= 132.75 OK!

5. ) WELD CHECK BETWEEN MAIN + CHEEK PLATE

1. =

= 118.0

2. Min. required weld area

= = 1747.88

Fillet weld size ( equal legs ) , S =

= 3.93 mm

Therefore, use 15 mm equal legs, for cheek plateson padeye.

6. ) BENDING STRESS CHECK

= = 322353 N

= = 759417 N

Effective area at base of padeye main plate and stiffener plates,

= = 22000

Neutral axis location , = 150.00 mm (W/2)

Eccentric distance , E = 30.00 mm

Moment of inertia & section modulus @ N.A. ,

=

= 346333333.3333

=

Fs h

As h 4 * CHTHK ( RCH - Rhole ) + 2 * MTHK ( RM - Rhole ) mm2

fv fs h / As h

N / mm2

0.4 * Fy

N / mm2

FT

At e1 (p * RCH + 2 * ( RM-RCH ) ) * MTHK

mm2

f t 1 FT / At e1

N / mm2

0.60 * Fy

N / mm2

At e2 4 * CHTHK ( RCH - Rhole ) + 2 * MTHK ( RM - Rhole ) mm2

f t 2 FT / At e2

N / mm2

0.45 * Fy

N / mm2

Max. allowable weld stress for weld with Q345B steel , Fs s 0.4 * Fy

N / mm2

AW F3 * CHTHK / ( FW * (2 * CHTHK +MTHK)) mm2

AW / (0.707 * p * 2 * RCH)

HF3 F3 * COS ( q )

VF3 F3 * SIN ( q )

ABASE MTHK * W + 2 * STW * STTHK mm2

Ixx MTHK * W3 / 12 + 2 * (STW * STTHK3 / 12 + STW * STTHK * ((W / 2)+STTHK / 2) 2)

mm4

Sxx Ixx / (X +STTHK)

CALCULATION-REPORT

PAGE 3 / 7

= 2037254.901961

Moment of inertia & section modulus @ Y-Y ,

= = 53683333.33333

=

= 429466.6666667

6.1 ) IN - PLANE BENDING CHECK

Moment force , M =

= 32017545.64767 N - mm

Tensile stress , =

= 34.52

<

= 177.00 OK!

Bending stress , =

= 15.72

<

= 194.70 OK!

6.2 ) SHEAR CHECK ON CONNECTIONS

Along main plate & T.O.S. =

(Effective area no-including stiffener plates) = 26.86

<

= 118.00 OK!

6.3 ) OUT - OF - PLANE BENDING

* * Consider 5 % contingency for side load caused by out of plane pull due to error between actual

and theoretical C.G., wind load & load swing.

= 0.05 = 27500 N

= = 64 mm

= = 84 mm

=

= 5547333

= = 138683.33

Moment @ Bore centreline

= = 1003750 N - mm

= = 7.24

<

= 194.7 OK!

= = 53683333.33333

= = 429466.6666667

Moment @ Bore T.O.S. ( Base )

= = 5678750 N - mm

= = 13.22

<

= 194.70 OK!

mm3

Iyy MTHK3 * W / 12 + 2 * STTHK * STW

3 / 12 mm4

Syy Iyy / ( STW / 2)

mm3

ABS ( HF3 * H - VF3 * E )

f t i VF3 / ABASE

N / mm2

0.60 * Fy

N / mm2

f b a M * (W - X + STTHK) / I xx

N / mm2

0.66* Fy

N / mm2

f v HF3 / ( MTHK * W )

N / mm2

0.40 * Fy

N / mm2

FL * FSL

I @ Bore centre ( Y-Y)

R1 RCH - Rhole

R2 RM - Rhole

ICyy

mm4

SCyy ICyy / ( CHTHK + MTHK / 2 ) mm3

MCL FL * Rhole

fb MCL / SCyy N / mm2

0.66 * Fy

N / mm2

I at the base of the padeye ( Y - Y)

Iyyb Iyy mm4

Syyb Syy mm4

MB FL * ( H + Rhole )

fbb MB / Syyb N / mm2

0.66 * Fy

N / mm2

2∗R1∗ CHTHK

3

12 + [ 2 ∗ R1∗ CHTHK∗(

CHTHK + MTHK

2)2 ]∗ 2 + 2 ∗

R2∗ MTHK3

12

CALCULATION-REPORT

PAGE 4 / 7

AISC unity check at padeye base

= 0.34

< 1.0 OK!

UC = ( f ti / 0.6Fy ) + ( f ba / 0.66Fy ) + ( f bb / 0.66Fy )

CALCULATION-REPORT

PAGE 5 / 7

STRENGTH CHECK OF LIFTING PADEYE ( FOR PADEYE TYPE 35 ton )

1. ) CONDITIONS :

1.1 Specifications: AISC & API-RP2

1.2 In practice a horizontal force of 5% of the static sling load should be applied

simultanrously with the sling load.

1.3 Try : main & cheek plate materials to Q345B

= 325

1.4 The lifting shackle pin diameter ,

( 35 ton shackle , type BX class S( 6 ).) B = 60.00 mm

Pin hole clearance ,

C = 3.00 mm

The pin hole diameter in the lifting padeye , = B + C

= 63.00 mm

Radius of pin hole , =

= 31.50 mm

Width of main plate , W = 300 mm

Center of pin hole from base , H = 170 mm

Thickness of main plate ,

= 30 mm

Radius of main plate , = 120 mm

( > 1.25 * Dpin-hole ) OK!

Radius of cheek plate , = 100.00 mm

Thickness of cheek plate , = 20 mm

Width of stiffener plate , = 160 mm

Thickness of stiffener plate , = 20 mm

Effective bearing angle , a = 120 DEGREES

Resultant force angle , q = 67 DEGREES

1.5 Taking padeye extreme case :

Max . Load = 525.00 KN

( Total Load Factor = 1.5 )

Static Sling Load 350.00 KN

2. ) CHECK FOR BEARING

Pin diameter , B = 60.00 mm

Total plate thk , =

= 70 mm

Bearing force , = 525000 N

Bearing area , =

= 4398.23

=

= 119.37

<

= 292.5 OK!

3. ) CHECK FOR PULL - OUT DOUBLE SHEAR

Shear force = 525000 N

Shear area ( effective ) ,

= = 10790.00

=

= 48.66

Fy N / mm2

Dpin-hole

Rhole Dpin-hole / 2

MTHK

RM

RCH

CHTHK

STW

STTHK

F3

FS L

Tp l MTHK + 2 * CHTHK

Fb r

Ab r Tpl * ( B / 2 * a * p / 180 )

mm2

fb r Fbr / Abr

N / mm2

0.9 * Fy

N / mm2

Fs h

As h 4 * CHTHK ( RCH - Rhole ) + 2 * MTHK ( RM - Rhole ) mm2

fv fs h / As h

N / mm2

CALCULATION-REPORT

PAGE 6 / 7

<

= 130.0 OK!

4. ) CHECK FOR TENSION

Tensile force , = 525000 N

Consider section along lower semi-circumference of cheek plate

Effective net area , =

= 10624.78

=

= 49.41

<

= 195.00 OK!

Consider straight section through bore centreline.

Effective net area ,

= = 10790.00

=

= 48.66

<

= 146.25 OK!

5. ) WELD CHECK BETWEEN MAIN + CHEEK PLATE

1. =

= 130.0

2. Min. required weld area

= = 1153.85

Fillet weld size ( equal legs ) , S =

= 2.60 mm

Therefore, use 12 mm equal legs, for cheek plateson padeye.

6. ) BENDING STRESS CHECK

= = 205134 N

= = 483265 N

Effective area at base of padeye main plate and stiffener plates,

= = 15400

Neutral axis location , X = 150.00 mm (W/2)

Eccentric distance , E = 0.00 mm

Moment of inertia & section modulus @ N.A. ,

=

= 231553333.3

=

= 1362078.431

Moment of inertia & section modulus @ Y-Y ,

= = 14328333.33

=

= 179104.1667

6.1 ) IN - PLANE BENDING CHECK

Moment force , M =

= 34872753.22 N - mm

Tensile stress , =

= 31.38

<

= 195.00 OK!

0.4 * Fy

N / mm2

FT

At e1 (p * RCH + 2 * ( RM-RCH ) ) * MTHK

mm2

f t 1 FT / At e1

N / mm2

0.60 * Fy

N / mm2

At e2 4 * CHTHK ( RCH - Rhole ) + 2 * MTHK ( RM - Rhole ) mm2

f t 2 FT / At e2

N / mm2

0.45 * Fy

N / mm2

Max. allowable weld stress for weld with Q345B steel , Fs s 0.4 * Fy

N / mm2

AW F3 * CHTHK / ( FW * (2 * CHTHK +MTHK)) mm2

AW / (0.707 * p * 2 * RCH)

HF3 F3 * COS ( q )

VF3 F3 * SIN ( q )

ABASE MTHK * W + 2 * STW * STTHK mm2

Ixx MTHK * W3 / 12 + 2 * (STW * STTHK3 / 12 + STW * STTHK * ((W / 2)+STTHK / 2) 2)

mm4

Sxx Ixx / (X +STTHK)

mm3

Iyy MTHK3 * W / 12 + 2 * STTHK * STW

3 / 12 mm4

Syy Iyy / ( STW / 2)

mm3

ABS ( HF3 * H - VF3 * E )

f t i VF3 / ABASE

N / mm2

0.60 * Fy

N / mm2

CALCULATION-REPORT

PAGE 7 / 7

Bending stress , =

= 25.60

<

= 214.50 OK!

6.2 ) SHEAR CHECK ON CONNECTIONS

Along main plate & T.O.S. =

(Effective area no-including stiffener plates) = 22.79

<

= 130.00 OK!

6.3 ) OUT - OF - PLANE BENDING

* * Consider 5 % contingency for side load caused by out of plane pull due to error between actual

and theoretical C.G., wind load & load swing.

= 0.05 = 17500 N

= = 69 mm

= = 89 mm

=

= 3914583

= = 111845.24

Moment @ Bore centreline

= = 551250 N - mm

= = 4.93

<

= 214.5 OK!

= = 14328333.33

= = 179104.1667

Moment @ Bore T.O.S. ( Base )

= = 3526250 N - mm

= = 19.69

<

= 214.50 OK!

AISC unity check at padeye base

= 0.37

< 1.0 OK!

f b a M * (W - X + STTHK) / I xx

N / mm2

0.66* Fy

N / mm2

f v HF3 / ( MTHK * W )

N / mm2

0.40 * Fy

N / mm2

FL * FSL

I @ Bore centre ( Y-Y)

R1 RCH - Rhole

R2 RM - Rhole

ICyy

mm4

SCyy ICyy / ( CHTHK + MTHK / 2 ) mm3

MCL FL * Rhole

fb MCL / SCyy N / mm2

0.66 * Fy

N / mm2

I at the base of the padeye ( Y - Y)

Iyyb Iyy mm4

Syyb Syy mm4

MB FL * ( H + Rhole )

fbb MB / Syyb N / mm2

0.66 * Fy

N / mm2

UC = ( f ti / 0.6Fy ) + ( f ba / 0.66Fy ) + ( f bb / 0.66Fy )

212

3

R CH

12 + [ 2 R CH (

CH + M

2 ) ] 2 + 2

R M1 THK3

1 THKTHK THK 2 2 THK