Lifting Clamp

Total E&P ANGOLA - Block 17 GEP Phase 2 Project ---

Pipeline ifting clamp checking

1. BOLTS CHECKING

Installation angle

a := 70deg

Number of bolts

n := 10

M24 8.8 bolt tension force max

F0max := 150649N

Installation force in Tons

Ftons := 50tonne

Installation force

Fi := Ftons ⋅ g

Fi = 490.33 kN

Tension force

Fn := sin( a) ⋅ Fi

Fn = 460.76 kN

Shear force

Ft := cos( a) ⋅ Fi

Ft = 167.7 kN

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F0max = 150.65 kN

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Overall clamp length

Ltot := 1000mm

Subsequent distances from bolt to clamp extremity

L1 := 170mm L2 := 335mm L3 := 500mm L4 := 665mm L5 := 830mm

Distance pipe axis/point of application force

L6 := 470mm

Distance middle of clamp/point of application force

L8 := 130mm

Maximum tension load applied on bolt

F1 :=

~5042171.xmcd

⎡ ⎡⎣( Ft ⋅ L6 ) − ( Fn ⋅ L8)⎤⎦ ⋅ L5 ⎤ ⎥ 2 2 2 2⎥ 2 ⎢ 2 ⎣ L1 + L2 + L3 + L4 + L5 ⎦ 1

⋅⎢

F1 = 5.2 kN

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Number of bolts at the right of the force

n r := 6

Number of bolts at the left of the force

n l := 4

Length L7

L7 := 35mm

Length L8

L8 = 130 mm

Length L9

L9 := 330mm

Right length ratio

rr :=

Left length ratio

rl := 1 − rr

Tension force in a bolt at the right of the force

Nr :=

Tension force in a bolt at the right of the force

Nl :=

Max tension force in a bolt between ligth and right

Nm :=

L8 + L9 2 ⋅ L9

Fn ⋅ rr nr Fn ⋅ rl nl

Nr if Nr > Nl

rr = 0.7

rl = 0.3

Nr = 53.52 kN

Nl = 34.91 kN

Nm = 53.52 kN

Nl otherwise

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Length between bolts (out of plane)

L10 := 801mm

Out of plane factor

γ op := 5%

Number of pair of bolts

λ b := 5

Force out of plane

Fop := γ op ⋅ Fi

Tension force in bolt due to out of plane force

F01 :=

~5042171.xmcd

1 Fop ⋅ L6 λb

L10

Fop = 24.52 kN

F01 = 2.88 kN

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Friction coefficient

f := 0.2

Bolts diamter

Bd := 24mm

Tension force total

Nall_1 := F01 + Nm + F1

Nall_1 = 61.56 kN

Anti-sliding force

Ft Nall_2 := 2⋅f

Nall_2 = 419.26 kN

Tightening force

F0 :=

Tightenig force in Tons

Tightening force ratio

1 n

(

)

⋅ Nall_1 + Nall_2

F0tons :=

IRatio tf :=

F0

F0 = 48.08 kN

F0tons = 4.9 tonne

g F0

IRatio tf = 0.32

F0max

"OK" if IRatio tf ≤ 1

= "OK"

"FAIL" otherwise

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2. PLATE CHECKING Based on reference : Rubrique du practicien (Résistance à une charge concentrée d'une plaque rectangulaire ayant un bord libre).

Tightening force in tons

P :=

F0

P = 4.9 tonne

g

Dimension 1

ap := 75mm

Dimension 2

cp := 50mm

Dimension 3

bp := 100mm

Plate thickness

ep := 15mm

Plate yield stress

σe := 36

kg 2

mm

P

Plastic moment by unit of length

mp :=

Allowable force on plate

Pmax :=

Interaction ratio

IRatio plate :=

bp bp ⎞ ap + ap + + 2 ⋅ ⎛⎜ ⎟ ap ap ⎠ ⎝ cp 2 ⎛ P ⎞ ⋅ 1.185 ⋅ ep ⋅ σe ⎜ ⎟ 6 ⎝ mp ⎠

P

Pmax = 18.13 tonne

IRatio plate = 0.27

Pmax

"OK" if IRatio plate ≤ 1

mp = 0.43 tonne

= "OK"

"FAIL" otherwise ~5042171.xmcd

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3. GUSSET CHECKING

•

Bending

Tightening force

F0 = 48.08 kN

Gusset yield stress

Fy := 355MPa

Distance between section and bolt axis

ds := 49mm

Inertia modulus

Iv := 2.403 ⋅ 10 mm

Bending moment max

Mfmax := F0 ⋅ ds

Maximum bending stress

fb :=

Bending ratio

4

3

Mfmax = 2.36 kN ⋅ m

Mfmax

fb = 98.04 MPa

Iv

IRatio gussetB :=

fb

IRatio gussetB = 0.37

0.75 ⋅ Fy

"OK" if IRatio gussetB ≤ 1

= "OK"

"FAIL" otherwise

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•

Shear 2

Shear section

As := ( 15mm ⋅ 57mm) + ( 15mm ⋅ 15mm)

As = 1080 mm

Maximum shear stress

F0 fv := As

fv = 44.52 MPa

Shear ratio

IRatio gussetS :=

fv

IRatio gussetS = 0.31

0.4 ⋅ Fy

"OK" if IRatio gussetS ≤ 1

= "OK"

"FAIL" otherwise

•

Weld gusset/plate

2

Weld shear section

Aw := 2 ⋅ ( 77mm ⋅ 8 mm ⋅ 0.7 ⋅ 0.707 )

Aw = 610 mm

Weld shear stress

F0 fw := Aw

fw = 78.86 MPa

Weld ratio

IRatio gussetW :=

fw

IRatio gussetW = 0.56

0.4 ⋅ Fy

"OK" if IRatio gussetW ≤ 1

= "OK"

"FAIL" otherwise

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4. SHELL CHECKING The following calculations are based on "Design Guide for Circular Hollow Section (CHS) Joints Under Predominantly Static Loading", CIDECT, 1991 Note : The formulas have been adapted to the AISC and API regulations. Input data Shell yield stress

Fysh := 355MPa

Shell outside diameter

Dsh := 711.2mm

Shell thickness

tsh := 15.875mm

Padeye bracket width

b 1 := 200mm

Padeye bracket thickness

tfb := 15mm

Padeye main plate length

Hb := 590mm

Padeye hole height

a0 := 135mm

Coefficient (assumed to be 1.00 (no preload in shell)

fnsh := 1

Geometrical parameter 1

β sh :=

Geometrical parameter 2

η sh :=

b1

β sh = 0.28

Dsh Hb + 2 ⋅ tfb

η sh = 0.87

Dsh

Allowable loads Axial force

Nshw := ⎛ 4 + 20 ⋅ β sh ⎝

2⎞

⎠

(

)

⋅ 1 + 0.25 ⋅ η sh ⋅ fnsh ⋅

Fysh 1.5

⋅ tsh

2

Nshw = 405.46 kN

In-plane bending moment

Mipshw := Hb + 2 ⋅ tfb ⋅ ⎛ 4 + 20 ⋅ β sh

(

)

⎝

2⎞

⎠

⋅ 1 ⋅ fnsh ⋅

Fysh 1.5

⋅ tsh

2

Mipshw = 206.4 kN ⋅ m

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Out of plane bending moment

Mop shw :=

b1 2

⋅ ⎛ 4 + 20 ⋅ β sh

⎝

2⎞

⎠

(

)

⋅ 1 + 0.25 ⋅ η sh ⋅ fnsh ⋅

Fysh 1.5

⋅ tsh

2

Mop shw = 40.55 kN ⋅ m Design loads Axial force

Nsh := Fn

Nsh = 460.76 kN

In-plane bending moment

Mipsh := Ft ⋅ a0

Mipsh = 22.64 kN ⋅ m

Out of plane bending moment

Mop sh := Fop ⋅ a0

Mop sh = 3.31 kN ⋅ m

Ratio Condition to be verified

2

Mop sh ⎛ Mipsh ⎞ IRatio sh := +⎜ ⎟ + Mop shw Nshw ⎝ Mipshw ⎠ Nsh

"OK" if IRatio sh ≤ 1

IRatio sh = 1.23

= "FAIL"

"FAIL" otherwise

5. PIPE COLLAPSE CHECKING Note : see "Ring Stress" file for calculation details Pipe radius

Rp := 304.8mm

Rp = 30.48 cm

Pipe thickness

tp := 29.6mm

tp = 2.96 cm

Pipe squeeze load

Wp := F0tons ⋅ n

Wp = 49 tonne

Force application angle

θp := 120deg

Linear force

wp :=

Maximum ratio

Wp ⋅ ( π − θp )

2 ⋅ Rp ⋅ ( 1 + cos( θp ) )

wp = 1685

kg cm

IRatio p := 0.23 "OK" if IRatio p ≤ 1

= "OK"

"FAIL" otherwise

~5042171.xmcd

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