Lug 0-5 ton Design

7/28/2019 Lug 0-5 ton Design

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EVERSENDAI ENGINEERING W.L.L Sheet of

PROJECT Job No Designed by

DOHA CONVENTION CENTER & TOWER - QATAR

Date Checked by

SUBJECT TYPICAL LIFTING LUG DESIGN FOR 5 Tons 12.2.11Reference Code & Journal

Notation definition:

Load Calculation ts = Thickness of stiffner

Self Weight = 5.000 t Ss = Size of weld for stiffner

Additional Weight Due to Impact (25%) = 1.250 t Sl = Size of weld for lug

tl = Thickness of lug

Total Weight = 6.250 t dh = Dia of hole

dd = Dia of de-shackle

Total Nos. of Lifting Lug = 1 Nos. Ws = Width of stiffner

No of Lifting Lug sharing the Load 1 Nos. W l = Width of lug

Hl = Hight of lug

Weight / Lug = Total Weight / 1 Hs = Hight of stiffner

= 6.250 t E = Distance from edge of hole to edge

~ 6.250 t ~ kN of plate parallel force direction

Capacity of DEE SHACKLES = 10 t Table. 13 Approved Code of Practice

For Load - Lifting Rigging

Rope Diameter (Wire Ropes With Fibre = 20 mm Table. 7 Approved Code of Practice

Core - 1770 Tensile Strength Steel) For Load - Lifting Rigging

Lifting Lug Specification

Hl = mm Wh = mm

Hs = mm a = mm

W l = mm b = mm

tl = mm ts = mm

Ed = mm Ss = mm

dh = mm Sl = mm

dd = mm Ws = mm

Material Specification

Attached drawing only for reference

Lifting Lug Connecting Member Weld Specification

Grade = S275 Grade =ASTM 572M Type = E70XX

Yield Strength = N/mm2 Yield Strength = N/mm2 Nominal Strength = N/mm2

Tensile Strength = N/mm2

Notation definition contd:

Ty a = Least plate width in lug

T T - Rope Tension b = Max plate widh of lug

T = Tx = Ty Conservative Side Wh = Critical width of plate

Ty

170

75

200

125

16

65 8

12

410

345255

STV

NVP

165

40

120

10

62.5

291

50

32

SENDAI


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Date Checked by

SUBJECT TYPICAL LIFTING LUG DESIGN FOR 5 Tons 12.2.11

Reference Code & Journal

STV

NVP

SENDAI

I.CHECK FOR LIFTING LUG

1. Tensile Capacity

i. Tensile Yielding (Ref. ANSI/AISC 360-05, D2-a)

ft Pn = ft fyAg= 605.88 kN > kN Safe

ii. Tensile Rupture (Ref. ANSI/AISC 360-05, D5)

= ft 2 t beff Fu

beff = 2t + 16= 48 mm

Tensile Rupture Capacity = 472.32 kN

Safe Working Load = Pn/5

= 94.464 kN > kN Safe

Provide washer plate of 10 mm thickness on both side of lifting lugs = 10 mm

Total thickness of lifting lug (t) = 36

beff = 2t + 16

= 88

Tensile Rupture Capacity = 1948.32

Safe Working Load = Pn/5

= 389.664 > kN Safe

iii. Tensile Blockout Failure (Ref.Design and Construction of Lifting Beam by DAVID.T.RICKER)

P = (1.67 Fb t e2)/d

Fb = 0.9 Fy (Ref. ANSI/AISC 360-05,F1)

= 229.5 N/mm2

P = 518.174 kN

Safe Working Load = P/1.8

by DAVID.T.RICKER

= 287.875 kN > kN Safe

2. Shear Capacity

i. Shear Yielding (Ref. ANSI/AISC 360-05, J4-2a)

fRn = f0.6fyAg= 403.92 kN > kN Safe

ft Pn

63

63

63

63

mm

kN 63

mm


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Date Checked by



STV

NVP

SENDAI

ii. Shear Rupture (Ref. ANSI/AISC 360-05, D5-1b)

fPn = f 0.6 Fu Asf

Asf = 2t ( a+ d/2 )

= 2880 mm2

Shear Rupture Capacity Pn = 531.36 kN

Safe Working Capacity = Pn/1.8

= 295.2 kN > kN Safe

3. Bearing Capacity (Ref.Design and Construction of Lifting Beam by DAVID.T.RICKER)

Pp = 0.9 Fy t d

= 117.504

Safe Working Capacity = Pp/1.8

= 65.28 kN > kN Safe

Provide washer 10 mm plates around the hole on both side of lug

Therefore thickness of lug = 36

Pp = 0.9 Fy t d

= 264.384 kN

Safe Working Capacity = Pp/1.8

= 146.88 kN > Safe

4. Flexural Capacity

i. In-Plane Bending (Ref. ANSI/AISC 360-05, F1)

Moment = P e

= 4.6875 kN-m

Moment Capacity = Z - Section Modulus

Z = 107083 mm3

Conservatively

= 24.5756 kN-m > kN-m Safe

ii. Out of Plane Bending (Ref. ANSI/AISC 360-05, F1)

Moment = P e q - Angle for out of plane bending= 1.60322 kN-m q = degree Conservatively


Z = 236315 mm3

Conservatively

= 54.2344 kN-m > kN-m Safe

5. Interaction Check

=

= 0.20011 < 1 Safe

5

2

63

70

63

63

fb Mn fb Fy Z

fb Mn fb Fy Z

(T+M)2+R2

mm


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Date Checked by



STV

NVP

SENDAI

II.CHECK FOR WELD

1. Tensile Capacity

fRnt = f 0.707w lw Fw s - Size of weld

- Nominal Strength of weld

= 740.653 kN > kN Safe

2. Shear Capacity

fRnu = f0.6 lw 0.707s Fw

= 444.392 > kN Safe

3. Flexural Capacity

i. In-Plane Bending (Ref. ANSI/AISC 360-05, F1)

Moment = P e

= 4.6875 kN-m

Z - Section Modulus

Moment Capacity fb Mn = fb Fw Z Conservatively

Z = 118452 mm3

Moment Capacity = 31.0225 kN-m > kN-m Safe

ii. Out of Plane Bending (Ref. ANSI/AISC 360-05, F1)

Moment = P e q - Angle for out of plane bending= 1.60322 kN-m q = degree Conservatively


Z = 121166 mm3

Conservatively

Moment Capacity = 31.7333 kN-m > kN-m Safe

5. Interaction Check

=

= 0.19488 < 1 Safe

III.CHECK FOR SUPPORTING MEMBER

Here the lifting lug designed typically to use for erection purpose. Beofre lifting suppprting member should be checkedfor local strength/buckling.

70

(T+M)2+R2

2

63

5

Fw

63

fb Mn fb Fy Z


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DEE-SACKLE

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Lug 0-5 ton Design