Lifting Lug Calculation

RIVELIN CONSULTANTS LIMITED CLIENT

UNITED ENGINEERING SERVICES LTD.

Date

9-May-11

PROJECT

PETROTRIN Precast concrete foundation pads

By

M Rampersad

Location

Lifting lug design checks

Job Ref

241-002

Sub-Location

Pipe Supports

Page DESCRIPTION

REF

OUTPUT

References 1. Client Drawing DET-1 2. AISC 360-05 Specification for structural steel buildings 3. AISC LRFD Manual 1999 4. DNV 2.7-1 Std. for Certification, Offshore containers 5. Load analysis from Client 6. W-shapes dimensions to ASTM A6M Padeye dimensions: Min distance from pinhole to edge, y-direction, a = Min distance from pinhole to edge, x-direction, b = Pinhole diameter, dh = Pin diameter, dpin =

76.2 56.1 50.8 48.3

Padeye plate thickness, t = Padeye width, w = Padeye effective outer distance, ro = Cheek plate diameter, dc = Cheek plate thickness, tc = Distance from fixed edge to pinhole centre, h1 =

20.0 165.0 101.6 50.8

Angle θ = ‫ ׵‬Angle θ = Sling force RS = Horizontal component (x-direction) RSx = Vertical component (y-direction) RSy =

90.0 1.571 45.0 0.1 45.0

mm mm mm mm

mm mm mm mm mm 152.4 mm

Loading: Ref 5

Rs=45 kN Rsy=45 kN a=77 r0=102

Rsx=0.1 kN

tc=0

dc=51 b=57 dpin=49

dpin=49 h1=153

dh=51 dc=51 w=165

6mm‐E60 xx

t=20

deg rad kN kN kN

RIVELIN CONSULTANTS LIMITED CLIENT

UNITED ENGINEERING SERVICES LTD.

Date

9-May-11

PROJECT

PETROTRIN Precast concrete foundation pads

By

M Rampersad

Location

Lifting lug design checks

Job Ref

241-002

Sub-Location

Pipe Supports

Page DESCRIPTION

REF

OUTPUT

Padeye material Select grade of padeye steel Yield strength, Fy Ultimate tensile strength, Fu

A36 2 245.0 N/mm 2 400.0 N/mm

GEOMETRIC CHECKS b eff = 2t+16mm ≤b

Ref 2, Clause C-D5

2t+16= Check for

OK

2b eff + d = 162.8 mm Check forw ≥ 2b eff + d

OK

1.33b eff = 74.5 mm Check for a ≥ 1.33b eff

OK

w ≥ 2b eff + d

Ref 3 Clause D3-1b

a ≥ 1.33b eff

Ref 3 Clause D3-1b

Ref 3 Clause D3-1a (a)

56.0 mm beff < b

CODE CHECKS Tension on Net effective area General formula P n = 2tb eff F u

Eqn D3-1

2tb eff F u =

896.0 kN

Design strength in tension = ØPn Ø= ‫ ׵‬Design strength in tension, ØPn = Check against Rs Check against Rsx Check against Rsy Ref 3 Clause D3-1a (b) Eqn D3-2

0.75 672.0 45.0 0.1 45.0

[unitless] kN kN kN kN

Shear on the effective area General formula P n = 0.6A sf F u Design strength in shear = ØPn Ø= a+dh/2

b+dh/2 x

y

y-axis

x-axis

0.75 [unitless]

OK with Rs in tension OK with Rsx in tension OK with Rsy in tension

RIVELIN CONSULTANTS LIMITED CLIENT

UNITED ENGINEERING SERVICES LTD.

Date

9-May-11

PROJECT

PETROTRIN Precast concrete foundation pads

By

M Rampersad

Location

Lifting lug design checks

Job Ref

241-002

Sub-Location

Pipe Supports

Page DESCRIPTION

REF

Ref 3 Clause J8 (a) Eqn J8-1

OUTPUT

Check shear due to R sy For the R sy component, A sf = 2 [t(a+d h /2) + 2yt c ] = where y = √[(d c 2 -d h 2) /4] = P ny = 0.6A sf F u = ØPny = Check against actual Rsy

2 4064.0 mm mm 975.4 kN 731.5 kN 45.0 kN

Check shear due to R sx For the R sx component, A sf = 2 [t(b+d h /2) + 2xt c ] = where x = √[(d c 2 -(d h 2 /2)] = P nx = 0.6A sf F u = ØPnx = Check against actual Rsx

3260.0 44.0 782.4 586.8 45.0

mm kN kN kN

OK with Rsx in shear

General formula (assuming milled, drilled, reamed or bored holes) R n = 1.8F y A pb Design strength in bearing = ØRn

y-axis

0.75 [unitless]

x-axis

Check bearing (both axes are the same) Projected bearing area (same either axis), A pb = d pin (t+2t c ) = 1.8F y A pb = ‫ ׵‬Design strength in bearing, ØRn = Check against Rsx Check against Rsy

Eqn D1-1

mm2

Bearing on projected pin area

Ø=

Ref 3 Clause D1 (a)

OK with Rsy in shear

965.2 425.7 319.2 0.1 45.0

mm2 kN kN kN kN

Yield in gross section General formula Pn = FyAg Where A g = Gross cross-sectional area through padeye in the direction of the force Design strength in yield = ØtPn Øt = 0.90 [unitless]

OK with Rsx in bearing OK with Rsy in bearing

RIVELIN CONSULTANTS LIMITED CLIENT

UNITED ENGINEERING SERVICES LTD.

Date

9-May-11

PROJECT

PETROTRIN Precast concrete foundation pads

By

M Rampersad

Location

Lifting lug design checks

Job Ref

241-002

Sub-Location

Pipe Supports

Page DESCRIPTION

REF

y-axis

OUTPUT

x-axis

Check gross tension due to R sy A gy = 2(tb+2t c [(d c -d h )/2]) P ny = F y A gy = ‫ ׵‬Design strength in yield, ØtPny = Check against Rsy

1122.0 274.9 247.4 45 0 45.0

A gx = at+(h 1 t-d h /2)+2t c [(d c -d h )/2]) P nx = F y A gx = ‫ ׵‬Design strength in yield, ØtPnx = Check against Rsx

4546.6 1113.9 1002.5 45.0

Check gross tension due to R sx

mm2 kN kN kN

OK with ith Rsy R in i yield i ld

mm2 kN kN kN

OK with Rsx in bearing

BENDING CHECKS Bending due to R sx (about Z-Z axis) Lever arm to Rsx component, h1 = Moment Mx = Moment of inertia for padeye (bd3/12), Izz = Bending stress, δ =

152.4 mm 15,240 Nmm 4 7,486,875 mm 2 0.2 N/mm

OK in bending about zz axis

WELDING CHECKS Select welding electrode strength ‫ ׵‬design strength of fillet weld, pw = Select nominal fillet weld size, a = Use the directional method as per BS5950 Cl 6.8.7.3 Check longitudinal weld shear capacity P L (in direction of x-axis) PL = pwa Longitudinal weld capacity per unit length, P L = Total length of weld, 2w = ‫ ׵‬Total longitudinal weld shear capacity, P L = Check against R sx =

60,000 ksi 2 414 N/mm 6 mm

2484.0 N/mm 330.0 mm 819.7 kN 0.1 kN

Weld OK in longitudinal shear

RIVELIN CONSULTANTS LIMITED CLIENT

UNITED ENGINEERING SERVICES LTD.

Date

9-May-11

PROJECT

PETROTRIN Precast concrete foundation pads

By

M Rampersad

Location

Lifting lug design checks

Job Ref

241-002

Sub-Location

Pipe Supports

Page DESCRIPTION

REF

OUTPUT

Check transverse weld shear capacity P T (in direction of y-axis) P T = KP L K = 1.25 √[1.5/(1+cos 2 β)] β = angle between vertical and throat of weld = ‫ ׵‬β= K= Transverse weld capacity per unit length, P T = Total length of weld, 2w =

‫ ׵‬Total transverse weld shear capacity, P T = Check against R sy =

45 0.785 1.25 3105.0

deg rad [unitless] N/mm

330.0 mm 1024.7 kN 45.0 kN

Weld OK in transverse capacity

Unity check on transverse and longitudinal capacity (R SX /P L ) 2 +(R SY /P T ) 2 ≤1 (R SX /P L ) 2 = (R SY /P T ) 2 = 2 (R SX /P L ) +(R SY /P T ) =

0.000 [unitless] 0.002 [unitless] 0.002 [unitless]

Unity check on weld OK

ADDITIONAL CODE CHECKS TO DNV 2.7-1 (if required) Tear-out stress Ref 4 Appx D3

General formula from DNV R e ≥ 3R SL /(2Ht-d h t)

*

Using U i thi this calculation l l ti tterminology i l DNV Code [R e ] = min. yield stress of padeye material = [F y ] this calculation DNV code [RSL] = sling load (factored) = [Rs] this calculation DNV code [H] = centre of hole to min. outer edge = [r 0 ] this calculation ‫ ׵‬Fy ≥ 3RS/(2r0t-dht) 3RS/(2r0t-dht) = Fy =

2 44.3 N/mm 2 245.0 N/mm

OK in DNV tear-out stress

2 157.7 N/mm 2 245.0 N/mm

OK in DNV contact stress

* Note: cheek thickness not allowed by DNV 2.7-1 as part of this calculation

Contact stress Ref 4 Appx D3

General formula from DNV R e ≥ 23.7 √(R SL /d h t) Using this calculation terminology as above Total thickness at contact area is (padeye thickness + 2Xcheek thickness) ‫ ׵‬Fy ≥ 23.7√(RS/dh[t+2tc]) 23.7√(RS/dh[t+tc]) = Fy =

Ref 4 Clause 4.4.1

Shackle pin diameter General formula from DNV d pin ≥ 94% d h dpin = 0.94dh =

48.3 mm 47.8 mm

OK in DNV pin diameter