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7/28/2019 Lug 0-5 ton Design
1/6
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
7/28/2019 Lug 0-5 ton Design
2/6
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 12.2.11
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
7/28/2019 Lug 0-5 ton Design
3/6
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 12.2.11
Reference Code & Journal
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
Moment Capacity = Z - Section Modulus
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
7/28/2019 Lug 0-5 ton Design
4/6
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 12.2.11
Reference Code & Journal
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
Moment Capacity = Z - Section Modulus
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
7/28/2019 Lug 0-5 ton Design
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7/28/2019 Lug 0-5 ton Design
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DEE-SACKLE
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