Design Theories of Ship and Offshore Plant · 2018. 4. 20. · 2)James M. Gere, Mechanics of...

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1Design Theories of Ship and Offshore Plant, Fall 2016, Myung-Il Roh

Design Theories of Ship and Offshore Plant

Part I. Ship Design

Ch. 6 Structural Design

Fall 2016

Myung-Il Roh

Department of Naval Architecture and Ocean EngineeringSeoul National University

Lecture Note of Design Theories of Ship and Offshore Plant


Contents

Ch. 1 Introduction to Ship Design

Ch. 2 Introduction to Offshore Plant Design

Ch. 3 Hull Form Design

Ch. 4 General Arrangement Design

Ch. 5 Naval Architectural Calculation


Ch. 7 Outfitting Design

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6.1 Generals & Materials6.2 Global Hull Girder Strength (Longitudinal Strength)6.3 Local Strength (Local Scantling)6.4 Buckling Strength6.5 Structural Design of Midship Section of a 3,700 TEU Container Ship


6.1 Generals & Materials

(1) Stress Transmission(2) Principal Dimensions(3) Criteria for the Selection of Plate Thickness, Grouping of Longitudinal Stiffener(4) Material Factors

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(1) Stress Transmission

Center Girder

Side Girder

Longitudinals

Web frame

Inner Bottom Plate

Plate Longi. Web frame Girder

Load

: Stress Transmission


: Greatest moulded breadth in [m], measured at the summer load waterline

Distance on the summer load waterline (LWL) from the fore side of thestem to the axis of the rudder stock

Not to be taken less than 96%, and need not be taken greater than 97%, of the extreme length on the summer load waterline (LWL)

0.96 0.97WL WLL L L

2) Breadth

Example of the calculation of rule length

LBP LWL 0.96·LWL 0.97·LWL L

250 261 250.56 253.17 250.56

250 258 247.68 250.26 250.00

250 255 244.80 247.35 247.35

DNV Rules, Jan. 2004,Pt. 3 Ch. 1 Sec. 1 101

The following principal dimensions are used in accordance with DNV rule.

(2) Principal Dimensions

: Length of a ship used for rule scantling procedure1) Rule length (L or Ls)

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3) Depth (D)

: To be calculated based on the rule length

4) Draft (T): Mean moulded summer draft (scantling draft) in [m]

5) Block coefficient (CB)

1.025BCL B T

:, ( Moulded displacement in sea water on draft T)

DNV Rules, Jan. 2004,Pt. 3 Ch. 1 Sec. 1 101 (2) Principal Dimensions

: Moulded depth defined as the vertical distance in [m] from baseline to moulded deck line at the uppermost continuous deck measured amidships


When selecting plate thickness, use the provided plate thickness.

(1) 0.5 mm interval(2) Above 0.25 mm: 0.5 mm(3) Below 0.25 mm: 0.0 mm

Ex) 15.75 mm 16.0 mm15.74 mm 15.5 mm

1) Criteria for the selection of plate thickness

2) Grouping of longitudinal stiffener

Average value but not to be taken less than 90% of the largest individual requirement (DNV).

Ex) The longitudinal stiffeners have design thickness of 100, 90, 80, 70, 60 mm. The average thickness is given by 80 mm×5. However, the average value is less than 100mm×90% = 90 mm of the largest individual requirement, 100 mm.Therefore, the average value should be taken 90 mm×5.

For the efficiency of productivity, each member is arranged by grouping longitudinal stiffeners. The grouping members should satisfy the following rule.

(3) Criteria for the Selection ofPlate Thickness, Grouping of Longitudinal Stiffener

DNV Rules, Jan. 2004,Pt. 3 Ch. 1 Sec. 1 101

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(4) Material Factors

* Yield Stress (σy) [N/mm2] or [MPa]:The magnitude of the load required to cause yielding in the beam.2)

* NV-NS: Normal Strength Steel (Mild Steel)

1) DNV Rules, Jan. 2004, Pt. 3 Ch. 1 Sec.2

The material factor f1 is included in the various formulae for scantlings and in expressions giving allowable stresses.1)

MaterialDesignation

Yield Stress(N/mm2)

MaterialFactor (f1)

NV-NS 235 235/235 = 1.00 1.00

NV-27 265 265/235 = 1.13 1.08

NV-32 315 315/235 = 1.34 1.28

NV-36 355 355/235 = 1.51 1.39

NV-40 390 390/235 = 1.65 1.47

NSNV

* NV-XX: High Tensile Steel

* High tensile steel: A type of alloy steel that provides better mechanical properties or greater resistance to corrosion than carbon steel. They have a carbon content between 0.05-0.25% to retain formability and weldability, including up to 2.0% manganese, and other elements are added for strengthening purposes.

2) James M. Gere, Mechanics of Materials 7th Edition, Thomson, Chap.1, pp.15~26

* A: ‘A’ grade ‘Normal Strength Steel’* AH: ‘A’ grade ‘High Tensile Steel’


6.2 Global Hull Girder Strength (Longitudinal Strength)

(1) Generals(2) Still Water Bending Moment (Ms)(3) Vertical Wave Bending Moment (Mw)(4) Section Modulus

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(1) Generals


Interest of “Ship Structural Design”

Ship Structural Design

What is designer’s major interest?

Safety: Won’t ‘it’ fail under the load?

a ship

a stiffenera plate

local

global

Let’s consider the safety of the ship from the point of global strength first.

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Dominant Forces Acting on a Ship

What are dominant forces acting on a ship in view of the longi. strength?

weight of light ship, weight of cargo, and consumables

hydrodynamic force induced by the wave

The forces act in vertical (lateral) direction along the ship’s length.

What is the direction of the dominant forces?

x

z( )b x b(x):buoyancy hydrostatic force (buoyancy) on the submerged hull

x

z( )w x w(x):weight

AP FP


Longitudinal strength loads: Load concerning the overall strength of the ship’s hull, such as the bending moment, shear force, and torsional moment acting on a hull girder

1) Okumoto,Y., Design of Ship Hull Structures, Springers, 2009, P.17

Static longitudinal loads

Loads are caused by differences between weight and buoyancy in longitudinal direction in the still water condition

z

x

Hydrodynamic longitudinal loadsz

x Loads are induced by waves

Longitudinal Strength

: Overall strength of ship’s hull which resists the bending moment, shear force, and torsional moment acting on a hull girder.

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Structural member according to the types of loads

① Axially loaded bar: structural member which supports forces directed along the axis of the bar

② Bar in torsion: structural member which supports torques (or couples) having their moment about the longitudinal axis

③ Beam: structural members subjected to lateral loads, that is, forces or moments perpendicular to the axis of the bar

Idealization of the Ship Hull Girder Structure

How can we idealize a ship as a structural member?

Since a ship has a slender shape and subject to lateral loads, it will behave like a beam from the point view of structural member.

Ship is regarded as a beam.

y

x

w

AR BR

AP FP


Applying Beam Theory to a Ship

Actually, there are no supports at the ends of the ship.However, the deflection and slope could occur due to inequality of the

buoyancy and the weight of a ship. For this problem, we assume that there are simple supports at the A.P and the F.P.

y

xw

( )V x

( )M x

AR BR

( )y x

y

x

w

BRAR

If there are supports at the ends, deflection and slope of the beam occur.

Idealize

( )M x

x

( )V x

x

f x

x

Lx

y f x

AP FP

AP FP

* James M. Gere, Mechanics of Materials, 6th Edition, Thomson, Ch. 4, p. 292

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Correction of a Bending Moment Curve

* James M. Gere, Mechanics of Materials, 6th Edition, Thomson, Ch. 4, p. 292

( )M x

xAP FP

What if the bending moment is not zero at FP? The deflection and slope of the beam occur at FP. Thus, we correct the bending moment curve

to have 0 at AP and FP.

- =

After correction

Before correction


Actual Stress ≤ Allowable Stress- Bending Stress and Allowable Bending Stress

3 2. 10 [ / ]S W

act

M Mkg cm

Z

21175 [ / ]l allow f N mm

21125 [ / ]f N mm

within 0.4L amidship

within 0.1L from A.P. or F.P.

The actual bending stress (act.) shall not be greater than the allowable bending stress (l).

lact .

1) DNV Rules, Pt. 3 Ch. 1 Sec. 5, Jan. 2004

(DNV Pt. 3 Ch. 1 Sec. 5 C303)

SM : Largest SWBM among all loading conditions and class rule

WM : Calculated by class rule or direct calculation

(f1: Material factor. Ex. Mild steel 1.0, HT-32 1.28, HT-36 1.39)

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Criteria of Structural Design (1/2)

Ship Structural Design z

x

L

x

y f x

a shipa ship

What is, then, the f1?

: allowable stress

21175 [ / ]l f N mm

21125 [ / ]f N mm

within 0.4L amidship

within 0.1L from A.P. or F.P.

250

200

150

100

50

0

50

100

150

200

250.A P .F P14 29 52 88 126 144 180 218 254 293

1, 000Ton m Example of bending moment curve of container carrier

Light ship

Ballast dep.

Ballast arr.

Homo 10t dep.Homo 10t arr.

Homo 18t dep.Homo 10t arr.

Actual bending moments at aft and forward area are smaller than that at the midship.

For instance, allowable bending stresses by DNV rule are given as follows:

., S Wact

M MMσ

Z Z

l

lact .

The actual bending stress (act.) shall not be greater than the allowable bending stress (l).

SM : Largest SWBM among all loading conditions and class rule

WM : calculated by class rule or direct calculation


(1) Still Water Bending Moment (Ms)(2) Vertical Wave Bending Moment (Mw)(3) Section Modulus (Z)

.S W

act

M MMσ

Z Z

.act l Criteria of Structural Design (2/2)

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(2) Still Water Bending Moment (Ms)


Still Water Bending Moment (Ms)

( )Sf x

., S Wact

M MMσ

Z Z

: distributed loads in longitudinal direction in still water

0( ) ( )

x

S SV x f x dx

( )SV x

( )SM x

Hydrostatic loads along ship’s length

: still water shear force

: still water bending moment

, MS: Still water bending momentMW: Vertical wave bending moment

caused by the weight & the buoyancy

weight

buoyancy

0( ) ( )

x

S SM x V x dx

lact .

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Distributed Loads in Longitudinal Direction

z

x

x

z( )w x

w(x) : weight

x

z( )b x

b(x) : buoyancy

In still water

( ) ( ) ( )Sf x b x w x

( ) ( ) ( )S Wf x f x f x

x

z Sf x

f S(x) = b(x) + w(x) : Load

b(x): Distributed buoyancy in longitudinal directionw(x) = LWT(x) + DWT(x)

- w(x): Weight distribution in longitudinal direction- LWT(x): Lightweight distribution- DWT(x): Deadweight distribution

f(x): Distributed loads in longitudinal direction

fS(x): Static longitudinal loads in longitudinal directionfW(x): Hydrodynamic longitudinal loads induced by wave


Distributed Loadsin Still Water

* Frame space: 800mm

Example of a 3,700 TEU Container Ship in Homogeneous 10 ton Scantling Condition

- Principal Dimensions & Plans

Principal dimension

Profile & plan Midship section

- Loading Condition: Homogeneous 10 ton Scantling Condition (Sailing state)

Weight, w(x)Buoyancy, b(x)

0( ) ( )

x

S SV x f x dx 0( ) ( )

x

S SM x V x dx

Actual Still Water

Shear Force, VS(x)

Actual Still Water

Bending Moment, MS(x)Load Curve, fS(x)

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LIGHTWEIGHT DISTRIBUTION DIAGRAM

FR. NO0 25 50 74 99 125 150 175 200 226 251 276 301 3260.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

220.0

240.0

TONNES

Crane

Bow ThrusterEmergency

Pump

Engine

Example of a 3,700 TEU Container Ship

Distributed Loads in Still Water - Lightweight

AP FP

E/R

A.P F.P


0( ) ( )

x

S SV x f x dx 0( ) ( )

x

S SM x V x dx

Actual Still Water

Shear Force, VS(x)

Actual Still Water



-Loading plan in homogenous 10 ton scantling condition

Distributed Loads in Still Water - Deadweight

Deadweight distribution in longitudinal directionin homogenous 10 ton scantling condition

-Deadweight distribution curve in homogenous 10 ton scantling condition

A.P F.PFR.Space : 800 mm



0( ) ( )

x

S SV x f x dx 0( ) ( )

x

S SM x V x dx

Actual Still Water

Shear Force, VS(x)

Actual Still Water


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(2) Integration of sectional area over the ship’s length

(1) Calculation of sectional area below waterline

x

A

'y

'z

Buoyancy curve in homogeneous 10 ton scantling condition

Distributed Loads in Still Water - Buoyancy Curve

100 ton

FR. NoA.P F.PFR. Space: 800 mm

Calculation of buoyancy


0( ) ( )

x

S SV x f x dx 0( ) ( )

x

S SM x V x dx

Actual Still Water

Shear Force, VS(x)

Actual Still Water




LIGHTWEIGHT DISTRIBUTION DIAGRAM

FR. NO0 25 50 74 99 125 150 175 200 226 251 276 301 3260.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

220.0

240.0

TONNES

= Lightweight + Deadweight

Load Curve

Actual Still Water Shear Force

Load Curve

: Loads Curve = Weight + Buoyancy

Buoyancy Curve

Weight Curve

( )Sf x

Lightweight Distribution Curve Deadweight Distribution Curve

FR.No

A.P F.PA.P F.P

A.P F.PFR.Space : 800 mm

100 ton

FR.NoA.P F.P

FR.Space: 800 mm

A.P F.P

= Weight w(x) + Buoyancy b(x)

in homogenous 10ton scantling condition

in homogenous 10 ton scantling conditionin homogenous 10 ton scantling condition

in homogenous 10 ton scantling condition

Distributed Loads in Still Water - Load Curve Weight, w(x)

Buoyancy, b(x)0

( ) ( )x

S SV x f x dx 0( ) ( )

x

S SM x V x dx

Actual Still Water

Shear Force, VS(x)

Actual Still Water


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Actual Still Water Shear Force &Actual Still Water Bending Moment

Actual still water bending moment

Design still water bending moment

Actual Still Water Bending Moment

Load Curve

0( ) ( )

x

S SM x V x dx

Actual still water shear force

Design still water shear force

( ) ( ) ( )Sf x b x w x

0( ) ( )

x

S SV x f x dx Actual Still Water Shear Force


0( ) ( )

x

S SV x f x dx 0( ) ( )

x

S SM x V x dx

Actual Still Water

Shear Force, VS(x)

Actual Still Water


Example of a 3,700TEU Container Ship


The still water bending moment shall not be less than the large of: the largest actual still water bending moment based on the loading conditions and the rule still water bending moment.

[ ]S SOM M kNm)7.0(065.0 2 BWUSO CBLCM

2 (0.1225 0.015 )WU BC L B C

[kNm] in sagging

[kNm] in hogging

: Wave coefficient for unrestricted service

• The design still water bending moments amidships are not to be taken less than

(DNV Pt. 3 Ch. 1 Sec. 5 A105)

Rule Still Water Bending Moment by the Classification Rule

Recently, actual still water bending moment based on the loading conditions is used for still water bending moment, because the rule still water bending moment is only for the tanker.

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)(kNQkQ SOsqS

)(5 kNL

MQ SO

SO )7.0(065.0 2 BWUSO CBLCM

)015.01225.0(2BWU CBLC

[kNm] in sagging

[kNm] in hogging

ksq = 0 at A.P. and F.P. = 1.0 between 0.15L and 0.3L from A.P. = 0.8 between 0.4L and 0.6L from A.P.= 1.0 between 0.7L and 0.85L from A.P.

Rule Still Water Shear Force by the Classification Rule

: wave coefficient for unrestricted service

• The design values of still water shear forces along the length of the ship are normally not to be taken less than

The still water shear force shall not be less than the large of: the largest actual still water shear forces based on loading conditions and the rule still water shear force.

(Dnv Pt.3 Ch.1 Sec. 5 B107)


(3) Vertical Wave Bending Moment (Mw)

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Vertical Wave Bending Moment (Mw)

Hydrodynamic loads induced by waves along ship’s length

diffractionadded mass

mass inertiadamping

: distributed loads induced by waves

: vertical wave shear force

: vertical wave bending moment

= Froude-Krylov force + diffraction force+ added mass force + damping force

( )Wf x

( )WV x

( )WM x

0( ) ( )

x

W WV x f x dx

0( ) ( )

x

W WM x V x dx

.F K

., S Wact

M MMσ

Z Z

, MS: Still water bending moment

MW: Vertical wave bending momentlact .

Mr F )()( ForceSurfaceForceBody

( ) ( , , )gravity Fluid F r F r r r

.

, ,

( ) ( ) ( )

( , ) ( , )

gravity Buoyancy F K D

R Damping R Mass

F F r F r F r

F r r F r r


z

x

z

x

( ) ( ) ( )Sf x b x w x

Dynamic Longitudinal Loads

x

z Sf x

f S(x)= b(x) – w(x): Load

Dynamic longitudinal loads: Loads are induced by waves

Vertical bending due to waves

• Ship in oblique waves

Hogging Sagging

In still water

In wave

f(x): Distributed loads in longitudinal directionfS(x): Static longitudinal loads in longitudinal directionfW(x): Hydrodynamic longitudinal loads induced by wave

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( ) ( ) ( )Rf x a x b x x x

z

x

z

x

( )( ) S Wf x f x f x

.( )( ) ( ) ( ) ( )D F K Rf x fb x f x xw x

x

z( )Wf x

?

Dynamic Longitudinal Loads- Direct Calculation of Dynamic Longitudinal Loads (1/2)

• from 6DOF motion of ship

, , , , ,T

X Y T x

x

z Sf x


fD(x): Diffraction force at xfR(x): Radiation force at x by damping and added massfF.K(x): Froude-Krylov force at x

where,

Roll

Pitch

Hea

ve T

Yaw

O

x

y

z

Ref.> 6 DOF motion of ship

additional loads in wave

Dynamic longitudinal loads

Direct calculation of dynamic longitudinal loads

In still water

In wave

( ) ( ) ( )Sf x b x w x

: Loads are induced by waves



( ) ( ) ( )Rf x a x b x x x

z

x

.( ) ( ) ( ) ( )W D F K Rf x f x f x f x

where,


Load inducedby Wave

Actual Vertical WaveBending Moment

Actual Vertical WaveShear Force

0( ) ( )

x

W WM x Q x dx

0( ) ( )

x

W WQ x f x dx

Dynamic Longitudinal Loads- Direct Calculation of Dynamic Longitudinal Loads (2/2)In wave

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Rule Values of Vertical Wave Bending Moments

Direct calculation of dynamic longitudinal loads• Loads are induced by waves


0( ) ( )

x

W WQ x f x dx

Direct calculation values of vertical wave bending moments can be used for vertical wave bending moment instead of the rule values of vertical wave moments, if the value of the direct calculation is smaller than that of the rule value.

Actual Vertical WaveBending Moment 0

( ) ( )x

W WM x Q x dx

[ ]W WOM M kNm

)7.0(11.0 2 BWWO CBLCM

BW BCLC 219.0 [kNm] in hogging

[kNm] in sagging

α = 1.0 for seagoing condition

= 0.5 for harbor and sheltered water conditions (enclosed fiords, lakes, rivers)CW: wave coefficient

The rule vertical wave bending moments amidships are given by:

CB: block coefficient, not be taken less than 0.6

WC

2/3100/)300(75.10 L75.10

L0792.0

2/3150/)350(75.10 L350L350300 L300100 L

100L

L

Recently, rule values of vertical wave moments are used,because of the uncertainty of the direct calculation values of vertical wave bending moments.

(DNV Pt.3 Ch.1 Sec.5 B201)


Rule Values of Vertical Wave Shear Forces


• Loads are induced by waves

Load induced by Wave


0( ) ( )

x

W WQ x f x dx

The rule values of vertical wave shear forces along the length of the ship are given by:

Positive shear force: )7.0(3.0 BWwqpWP CLBCkQ

)7.0(3.0 BWwqnWN CLBCkQ

β: coefficient according to operating conditionkwqp, kwqn: coefficients according to location in lengthwise

Negative shear force:

CW: wave coefficient

Direct calculation values of vertical wave shear forces can be used for vertical wave shear force instead of the rule values of vertical shear forces, if the value of the direct calculation is smaller than that of the rule value.

where, ( ) ( ) ( )Rf x a x b x x x .( ) ( ) ( ) ( )W D F K Rf x f x f x f x

(DNV Pt.3 Ch.1 Sec.5 B203)

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[Example] Rule Values of Still Water Bending Moments (Ms) and Vertical Wave Bending Moment (Mw)

Calculate LS, CB,SCANT, and vertical wave bending moment at amidships (0.5L) of a shipin hogging condition for sea going condition.

Dimension : 332.0 , 317.2 , 322.85 , 43.2 , 14.5OA BP EXT sL m L m L m B m T m

140,960sDisplacement ton atT ton

(Sol.)

20.065 ( 0.7),SO WU B in saggingM C L B C

2 (0.1225 0.015 ),WU B inhoggingC L B C

20.11 ( 0.7),WO W B insaggingM C L B C

20.19 ,W B inhoggingC L BC

)(kNmMM SOS

)(kNmMM WOw

0.97 0.97 322.85 313.16s EXTL L

,

140,906/ 1.025 0.701

1.025 313.16 43.2 14.5B SCANT s sC L B T

1.0, for sea going condition,

10.75, if 300 L 350 (wave coefficient)WC

1.0 between 0.4L and 0.65 L from A.P(=0.0) and F.Pwmk

2,0.19WO W B SCANTM C L B C kNm

20.19 1.0 10.75 313.16 43.2 0.701 6,066,303 kNm

at 0.5L, 1.0wmk 1.0W WOM M

1.0 6,066,303W WOM M kNm So,

1) DSME, Ship Structural Design, 5-2 Load on Hull Structure, Example 4, 2005


Still Water Bending Moment Curve (T&S Booklet)

-200000

-100000

0

100000

200000

300000

400000

-10 20 50 80 110 140 170 200 230 260 290

x(m )

SW

BM

(to

n-m

)

LC2 LC3 LC4 LC5 LC6 LC7 LC8 LC9 LC10 LC11 LC12 LC13 LC14 LC15 LC16 LC17 LC18

LC19 LC20 LC21 LC22 LC23 LC24 LC25 LC26 LC27 LC28 LC29 LC30 LC31 LC32 LC33 LC34 LC35

LC36 LC37 LC38 LC39 LC40 LC41 LC42 LC43 LC44 LC45 LC46 LC47 LC49 LC50 LC51

Design SWBMHogging

Design SWBMSagging

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Total Bending Moment Curve

-800000

-600000

-400000

-200000

0

200000

400000

600000

800000

1000000

-10 20 50 80 110 140 170 200 230 260 290

x(m)

Ben

din

g M

om

ent(

ton

-m)

T/S max. T/S Min. B/E Max. B.E Min. Design SWBM Hog.

Design SWBM Sag. VWBM Hog. VWBM Sag. Total BM Hog. Total BM Sag.

Design SWBMHogging

Design SWBMSagging

VWBMHogging

VWBMSagging

Total Bending Moment Hogging= Design SWBM + VWBM

Total Bending Moment Sagging= Design SWBM + VWBM


(4) Section Modulus

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Example of Midship Section of a 3,700 TEU Container Ship

1) First, determine the dimensions of the longitudinal structural members such as longitudinal plates and longitudinal stiffeners by rule local scantling.


Vertical Location of Neutral Axis about Baseline

..LB

..AN

DeckUpper

<Midship section>

Dy

ihBy

2) Second, calculate the moment of sectional area about the base line.

i ih A

iA

i ih Ah

A

: vertical center of structural memberih

: area of structural memberiA

: vertical location of neutral axish

: total areaA

3) Vertical location of neutral axis from base line ( ) is, then, calculated by dividing the moment of area by the total sectional area.

h

By definition, neutral axis pass throughthe centroid of the cross section.

h

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2. . .N A B LI I A h

2. . .B L N AI I A h

- The midship section moment of inertia about base line (IB.L)

- then calculate the midship section moment of inertia about neutral axis (IN.A) using IB.L.

Midship Section Moment of Inertia about N.A


Section modulus

..LB

..AN

DeckUpper

<Midship section>

Dyy

By

. .

:bending stress

:Total bending moment

: Total Area

: nertia of the midship section area about

neutral axis (N.A.)

B.L : Base Line

T

N A

M

A

I I moment

. . ,N AD

D

ZI

y

Calculation of Actual Stress at Deck and Bottom

Calculation of Section Modulus and Actual Stressat Deck and Bottom

. .A

B

NBZ

I

y

DeckD

M

Z

BottomB

M

Z

. /N A D

M

I y

. /N A B

M

I y

.

,/N A

M Mσ

Z I y l

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Global Hull Girder Strength (Longitudinal Strength) - Definition of the Longitudinal Strength Members

Application of hull girder load effects

※ Example of Requirement for Longitudinal Structural Member

DNV Rules for Classification of ShipsPart 3 Chapter 1 HULL STRUCTUREALDESIGN SHIPS WITH

LENGTH 100 METERS AND ABOVESec. 5 Longitudinal StrengthC 300 Section modulus301 The requirements given in 302 and 303 will normally be satisfied when

calculated for the midship section only, provided the following rules for tapering are complied with:

a) Scantlings of all continuous longitudinal strength members shall be maintained within 0.4 L amidships.

b) Scantlings outside 0.4 L amidships are gradually reduced to the local requirements at the ends, and the same material strength group is applied over the full length of the ship. The section modulus at other positions along the length of the ship may have to be specially considered for ships with small block coefficient, high speed and large flare in the fore body or when considered necessary due to structural arrangement, see A106.

* Hughes, Ship Structural Design, John Wiley & Sons, 1983


The Minimum Required Midship Section Modulus and Inertia Moment by DNV Rule

The midship section modulus about the transverse neutral axis shall not be less than:

2 3

1

( 0.7) [cm ]WOO B

CZ L B C

f

CWO: wave coefficient

CB is in this case not to be taken less than 0.60.

WOC

2/3100/)300(75.10 L75.10

2/3150/)350(75.10 L350L350300 L

300L

L

DNV Rules, Jan. 2004, Pt. 3 Ch. 1 Sec. 5

3 43 ( 0.7) [ ]ship W BI C L B C cm

The midship section moment of inertia about the transverse neutral axis shall not be less than:

* DNV Rules, Jan. 2004, Pt. 3 Ch. 1 Sec. 5

(Pt.3 Ch.1 Sec.5 C302)

(Pt.3 Ch.1 Sec.5 C400)

2017-06-16

25


Material Factors (f1)

* Yield Stress (σy) [N/mm2] or [MPa]:The magnitude of the load required to cause yielding in the beam.2)

* NV-NS: Normal Strength Steel (Mild Steel)

1) DNV Rules, Jan. 2004,Pt. 3 Ch. 1 Sec.2

The material factor f1 is included in the various formulae for scantlings and in expressions giving allowable stresses.1)

MaterialDesignation

Yield Stress(N/mm2)

MaterialFactor (f1)

NV-NS 235 235/235 = 1.00 1.00

NV-27 265 265/235 = 1.13 1.08

NV-32 315 315/235 = 1.34 1.28

NV-36 355 355/235 = 1.51 1.39

NV-40 390 390/235 = 1.65 1.47

NSNV

* NV-XX: High Tensile Steel

* High tensile steel: A type of alloy steel that provides better mechanical properties or greater resistance to corrosion than carbon steel. They have a carbon content between 0.05-0.25% to retain formability and weldability, including up to 2.0% manganese, and other elements are added for strengthening purposes.

2) James M. Gere, Mechanics of Materials 7th Edition, Thomson, Chap.1, pp.15~26

* A: ‘A’ grade ‘Normal Strength Steel’* AH: ‘A’ grade ‘High Tensile Steel’


Summary of Longitudinal Strength

Calculation of hull girder total shear force & bending moment

4. Shear force curve s SQ f dx 5. Bending moment curve S sM Q dx

Class rule (QW , MW )

Calculation of section modulus (Local scantling)

Actual bending stress ≤ Allowable bending stressModify longitudinal structural members

No

End of design of longitudinal strength

Yes

Still water shear forces QSStill water bending moments MS

Wave shear force QWWave bending moment MW

3. Load curve ( ) ( ) ( )Sf x W x B x

1. Weight curve )(xW

2. Buoyancy curve )(xB

Direct calculation (QW , MW )

(QS , MS ) Min. rule requirements

(QS , MS ) based on the loading conditions

1. Wave Load curve.( ) ( ) ( ) ( )W D F K Rf x f x f x f x

2. Vertical Wave Shear force curve

W WQ f dx 3. Vertical Wave Bending moment curve

W WM Q dx

Direct calculation values can be used for wave shear force andwave bending moment.

Larger value shall be used for the still water bending moment betweenthe largest actual still water bending moment based on loading conditionsand design still water bending moment by rule.

.

,/N A

M Mσ

I y Z l

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26


6.3 Local Strength(Local Scantling)

(1) Procedure of Local Scantling(2) Local Strength & Allowable Stress(3) Design Loads(4) Scantling of Plates(5) Scantling of Stiffeners(6) Sectional Properties of Steel Sections


Local Scantling

Ship structure members are designed to endure the loads acting on the ship structure such as hydrostatic and hydrodynamic loads1).

For instance, the structural member is subjected to:

Hydrostatic pressure due to surrounding waterInternal loading due to self weight and cargo weightHydrodynamic load due to wavesInertia force of cargo or ballast due to ship motion

1) Okumoto, Y., Takeda, Y., Mano, M., Design of Ship Hull Structures - a Practical Guide for Engineers, Springer, pp. 17-32, 20092) Mansour, A., Liu, D., The Principles of Naval Architecture Series – Strength of Ships and Ocean Structures, The Society of Naval Architects and Marine Engineers, 2008

2)

2017-06-16

27


(1) Procedure of Local Scantling


Procedure of Local Scantling- Design Procedure of Structures

Main data, geometry and arrangement

Midship section arrangement

Assumption of initial midship section modulus

Local scantling

Calculation of actual section modulus

Required section modulus

Actual section modulus

Rule scantling end

As-built ship midship section modulus

Yes

No

Calculation of stress factor

Given bythe rule requirement

Estimation of design bending moment

Local scantling

Longitudinal strength check

Ship structure design is carried out in accordance with the procedure shown in the figure.

Each member is adjusted to have enough local strength given by the rule of Classification Societies based on the mechanics of materials.

This is called the “local scantling”.

2017-06-16

28


Design Procedure of Structures- Stress Factor

The actual midship section modulus at bottom or deck is needed. However, the section modulus can

be calculated after the scantlings of the members are determined.

Assumption!

Therefore, the actual section modulus is calculated to be equal to the assumed section modulus by the iteration.

Why iteration is needed for the calculation of local scantling?


Design Procedure of Structures- Stress Factor

db

WSdb Z

MMf

,2,2

)(7.5

MS: Largest design SWBM2) [kN·m]

MW: VWBM by class rule or direct calculation in [kN·m]

Actual midship section modulus [cm3] at bottom or deck as-built

Example) Inner bottom longitudinals1)

2383

( )kl spwZ cm

1 2225 100 0.7b dbf f 1f : Material factor as defined in DNV Rules Pt. 3 Ch. 1 Sec.2

2bf : stress factor

Where,

l: Stiffener span in m

s: Stiffener spacing in m

p: Design loads

wk: Section modulus corrosion factor in tanks, Sec.3 C1004

Minimum longi. stiffener section modulus

σdb: Mean double bottom stress at plate flanges, normally not to be taken less than= 20 f1 for cargo holds in general cargo vessel= 50 f1 for holds for ballast= 85 f1 b/B for tanks for liquid cargo

2) Largest SWBM among all loading conditions and class rule

1) DNV Rules, Pt. 3 Ch. 1 Sec. 6 C800, Jan. 2004

Required midship section modulus [cm3] at bottom or deck

The actual midship section modulus at bottom or deck is needed. However, the section modulus can be calculated after the scantlings of the members are determined.

Therefore, the actual section modulus is calculated to be equal to the assumed section modulus by the iteration.

Assumption!

Why iteration is needed for the calculation of local scantling?

: Allowable stress of this structural part

2017-06-16

29


(2) Local Strength & Allowable Stress


Local Strength & Allowable Stresses- Allowable Stress for Local Strength

245 f1: Maximum Yield Stress235 f1: Proportional Limit

Relationship between load and stress

1) Longitudinal loadinduced by waves (Hogging or Sagging)

Longitudinal

2) Cargo load

girder (db)

3) Ballasting load

local

BHD

BHD BHD

Transverse Web

BHDBHD

BHD

In the figure above, the meaning of the coefficients of the maximum allowable stresses is as follows:

225 f1: The maximum allowable stress for the local strength uses the value less than the maximum yield stress.In other words, 225 f1 is used for the yield stress, except for the other effects.

Deck

Bottom

Longitudinal girder local etc

Max. 190 f1

Max. 225 f1

Max. 245 f1

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30


Local Strength & Allowable Stresses

Primary, secondary, and tertiary structure

* Mansour, A., Liu, D., The Principles of Naval Architecture Series – Strength of Ships and Ocean Structures, The Society of Naval Architects and Marine Engineers, 2008

Longitudinal

girder (db)

local


Allowable Stresses - Allowable Stress for Local Strength

)(83 3

2

cmspwl

Z k

dbbff 7.0100225 21

σdb: Mean double bottom stress at plate flanges, normally not to be taken less than

= 20 f1 for cargo holds in general cargo vessel= 50 f1 for holds for ballast= 85 f1 b/B for tanks for liquid cargo

Another interpretation of the figure

Example) Inner bottom longitudinals1)

The section modulus requirement is given by:

where, is the local pressure on bottom structure.p

The nominal allowable bending stress due to lateral pressure is used except for the longitudinal stress and the double bottom stress.

The longitudinal stress is given by the stress factor. And the double bottom stress is given by:

Deck

Bottom

Longitudinal girder local etc

Max. 190 f1

Max. 225 f1

Max. 245 f1

1) DNV Rules, Pt. 3 Ch. 1 Sec. 6 C800, Jan. 2004

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31


Allowable Stresses (l) forBottom Plating, Deck Plating, Bulkhead Plating, Side Plating

N.A. 160 f1

120 f1

120 f1

140 f1

120 f1

Allowable stress at the neutral axis (N.A.) is largest. And the allowable stress decreases proportionally from the neutral axis (N.A) to the deck and bottom of the section. Because actual bending stress is smallest at the neutral axis (N.A.), the allowable stress increases proportionally from N.A to the deck and bottom of the section.

Bottom

Strength deck 120 f1

120 f1Strength deck(Pt. 3 Ch. 1 Sec. 8 C102)

140 f1Inner Bottom Plating(Pt. 3 Ch. 1 Sec. 6 C401)

130 f1Longi. Girder Plating(Pt. 3 Ch. 1 Sec. 6 C501)

120 f1Bottom Plating(Pt. 3 Ch. 1 Sec. 6 C302)

CL

f1: material factor

DNV Rules, Pt. 3 Ch. 1 Sec. 6, 7, 8, 9, Jan. 2004


Zn: vertical distance in [m] from the base line or deck line to the neutral axis of the hull girder, whichever is relevant

Za: vertical distance in [m] from the base line or deck line to the point in question below or above the neutral axis, respectively

Allowable Stresses (l) for Longitudinal Stiffeners

On Decks (Pt. 3 Ch. 1 Sec. 8 C301)

1 2 1225 130 ,max 160n ad

n

z zf f f

z

1 2 1225 100 0.7 ,max 160b dbf f f On Inner Bottom (Pt. 3 Ch. 1 Sec. 6 C801)

121 160max,110225 fff b

On Double Bottom Girders(Pt. 3 Ch. 1 Sec. 6 C901)

On Double Bottom (Pt. 3 Ch. 1 Sec. 6 C701)

dbbff 7.0130225 21

N.A.

Longitudinal

Longitudinal

Longitudinal

Longitudinal

db

WSdb Z

MMf

,2,2

)(7.5

MS: Largest design SWBM [kN·m]MW: Rule VWBM in [kN·m]Zb,d: Midship section modulus [cm3] at bottom

or deck as-built (f2b: Pt. 3 Ch. 1 Sec. 6 A201)

CL

σdb: Mean double bottom stress at plate flanges, normally not to be taken less than= 20 f1 for cargo holds in general cargo vessel= 50 f1 for holds for ballast= 85 f1 b/B for tanks for liquid cargo

1 2 1225 130 ,max 160df f f : Strength deck

: Continuous decks below strength deck

Longitudinal

DNV Rules, Pt. 3 Ch. 1 Sec. 6, 7, 8, 9, Jan. 2004

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32


Allowable Stresses- Longitudinal Stiffeners (1/6)

CL

DSME, DNV Rule Commentary Book, 1991.8DNV Rules, Pt. 3 Ch. 1 Sec. 6, 7, 8, 9, Jan. 2004

23

.

83 kreq

l

l s p wZ cm

db

WSdb Z

MMf

,2,2

)(7.5

MS: Largest design SWBM [kN·m]MW: Rule VWBM in [kN·m]Zb,d: Midship section modulus [cm3] at bottom or deck as-built

2 ,2b df Calculation of

For example, 3,700 TEU Container Carrier:

7 32.595BZ e cm

7 32.345DZ e cm

2

5.7( )1.030S W

bb

M Mf

Z

2

5.7( )1.140S W

dd

M Mf

Z

Section modulus of bottom is larger than that of deck,and thus the stress factor f2b is smaller than f2d.

10 42.343I e cm

29.028By e cm

210.272Dy e cm

Bottom:

Deck:

N.A.( 0)Longitudinal


N.A.

az

nz

aznz

( 0)Longitudinal

db

WSdb Z

MMf

,2,2

)(7.5

Zn: Vertical distance in [m] from the base line or deck line to the neutral axis of the hull girder, whichever is relevant

CL

2

3.

83 kreq

l

l s p wZ cm

,n az z Calculation of

Za: Vertical distance in [m] from the base line or deck line to the point in question below or above the neutral axis




or deck as-built

2017-06-16

33


On Decks (Pt. 3 Ch. 1 Sec. 8 C301) 1 2225 130 n al d

n

z zf f

z

N.A.

Longitudinal

db

WSdb Z

MMf

,2,2

)(7.5

Zn: Vertical distance in m from the base line or deck line to the neutral axis of the hull girder, whichever is relevant

Za: Vertical distance in m from the baseline or deck line to the point in question below or above the neutral axis

CL

2

3.

83 kreq

l

l s p wZ cm


10.272, 0.000n az z 2 1.140df

1,n a

n

z z

z

10.272, 3.712n az z 0.639,n a

n

z z

z

10.272, 9.782n az z 0.048,n a

n

z z

z

[ ]160 MPa(Maximum: 160)

1 1.28f Assumption:Actual

1 1.28f

1 1.0f Actual

1 1.0f Actual

[ ]139.800 l MPa

[ ]130.300 l MPa

[ ]217.886 l MPa



or deck as-built



On Decks (Pt. 3 Ch. 1 Sec. 8 C301)

n

and z

zzff

21 130225

On Double Bottom (Pt. 3 Ch. 1 Sec. 6 C701)

dbbff 7.0130225 21

N.A.

db

WSdb Z

MMf

,2,2

)(7.5 MS : Largest design SWBM [kN·m]

MW : Rule VWBM in [kN·m]Zb,d : Midship section modulus [cm3] at

bottom or deck as-built

Zn : vertical distance in m from the base line or deck line to the neutral axis of the hull girder, whichever is relevant

Za : vertical distance in m from the base line or deck line to the point in question below or above the neutral axis

CL

σdb : mean double bottom stress at plate flanges, normally not to be taken less than= 20 f1 for cargo holds in general cargo vessel= 50 f1 for holds for ballast= 85 f1 b/B for tanks for liquid cargo

2

3.

83 kreq

l

l s p wZ cm


2 1.030bf

2 1.140df

10.272, 0.000n az z 1,n a

n

z z

z

1 1.28f

For example, 3,700 TEU Container Carrier, Assumption: db = 0

1 1.28f

9.208, 0.000n az z 1,n a

n

z z

z

[ ]139.8l MPa

[ ]154.1l MPa

Allowable stresses at deck are smaller than those at bottom, because the distance from N.A to deck is longer than N.A to bottom.

If the mean double bottom stress (db) is considered as 20,

1 2225 130 0.7l b dbf f [ ]225 1.28 130 1.030 0.7 20 140.1 MPa



2017-06-16

34


On Side Shell (Pt. 3 Ch. 1 Sec. 7 C301)

N.A.

Max 130 f1

az

nz

aznz

)0( L

225 f1

n

an

z

zzff

21 130225

alLongitudin

db

WSdb Z

MMf

,2,2

)(7.5

CL

130which is lesser.

2

3.

83 kreq

l

l s p wZ cm





or deck as-built



On Longitudinal Bulkhead (Pt. 3 Ch. 1 Sec. 9 C201)

N.A. )0( L

Max 160 f1

n

an

z

zzff

21 130225

az

nz

aznz

225 f1

alLongitudin

db

WSdb Z

MMf

,2,2

)(7.5

CL

160which is lesser.

2

3.

83 kreq

l

l s p wZ cm





or deck as-built


2017-06-16

35


(3) Design Loads


Contents

Ship Motion and Acceleration Combined Acceleration Design Probability Level Load Point Pressure & Force

Sea Pressure Liquid Tank Pressure

2017-06-16

36


( ) ( ) ( )Rf x a x b x x x

z

x

z

x

( )( ) S Wf x f x f x

.( )( ) ( ) ( ) ( )D F K Rf x fb x f x xw x

x

z( )Wf x

?

[Review] Loads in Wave

• from 6DOF motion of ship

, , , , ,T

X Y T x

x

z Sf x


fD(x): Diffraction force at xfR(x): Radiation force at x by damping and added massfF.K(x): Froude-Krylov force at x

where,

Roll

Pitch

Hea

ve T

Yaw

O

x

y

z

Ref.> 6 DOF motion of ship

additional loads in wave

Dynamic longitudinal loads


In still water

In wave

( ) ( ) ( )Sf x b x w x

: Loads are induced by waves



[Review] 6 DOF Equation of Motion of Ship

R

D

I

: Incident wave velocity potential

: Diffraction wave velocity potential

: Radiation wave velocity potential

FF.K: Froude-Krylov forceFD: Diffraction forceFR: Radiation force

matrixcoeff.restoring66:

matrixcoeff.damping66:

matrixmassadded66:

C

B

M A

Fluid force acting on hull

.Static F K D R F F F FGravityFxM

RestoringF Wave exciting F R F Ax Bx

, ,( )Gravity Static Wave exciting External dynamic External static Mx F F F Ax Bx F F

, ,Wave exciting External dynamic External static M A x Bx Cx F F F Linearization , ( ( ) )Restoring Gravity StaticF F F Cx

Addedmass

DampingCoefficient

Surface forceBody force

, ,External dynamic External static F F

External force excluding wave exciting force (ex. control force)

( )B B B

I D RFluid S S S

P dS ρgz dS dSt t t

F n n

6 D.O.F equations of motion of a ship in waves

Newton’s 2nd LawFxM

Gravity Fluid F F

FBody + FSurface

ExternalF

Pressure force acting as surface force on hull

How to know ?,x x FluidP ρgz

t

ttt

ρgz RDI

By solving equations of motion, we can get the velocities and accelerations of the ship!

Pressure acting on hull

Static F .F K D R F F F

LinearizedBernoulli Eq.

By solving equations of motion,we can get the velocities and accelerations.

2017-06-16

37


(1) Ship Motion and Acceleration- Empirical Formula of DNV Rule

Common Acceleration Parameter

Surge Acceleration

Combined Sway/Yaw

Acceleration

Heave Acceleration

Tangential Roll Acceleration

Tangential Pitch Acceleration

10

3vv

w CCL

Ca

bx Caga 002.0

003.0 agay

b

zC

aga 0

07.0

rr

r RT

a2

2

pp

p RT

a

2

2

Common Acceleration Parameter, a0

tcoefficien WaveWC

0.8 minimum ,

0.2 maximum,50

1L

VC

LC

V

V

Ref. 6 DOF motion of ship

WC

2/3100/)300(75.10 L75.10

L0792.0

2/3150/)350(75.10 L350L

350300 L300100 L100L

L

0

2

: standard acceleration of gravity

=9.81m/s

g

DNV Rules, Pt. 3 Ch. 1 Sec. 4, Jan. 2004

Roll

Pitch

Hea

ve T

Yaw

O

x

y

z


(1) Ship Motions and Accelerations- Roll Angle & Roll Period

Roll angle

DNV Rules, Pt. 3 Ch. 1 Sec. 4, Jan. 2004

Roll period

kr= 0.39B for ships with even transverse distribution of mass= 0.35B for tankers in ballast= 0.25B for ships loaded with ore between longitudinal bulkheads

GM= 0.07B in general= 0.12B for tankers and bulk carriers

Pitch angle

Pitch period

0

2


=9.81m/s

g

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(2) Combined Acceleration- Combined Vertical Acceleration (av)

2222 ,max pzzrzzv aaaaa

The acceleration along the ship’s vertical axis considering combined effect of heave, pitch & roll motion1)

1) DNV Rules, Pt. 3 Ch. 1 Sec. 4 B602, Jan. 2004

ParameteronAcceleratiCommona

A.P. from 0.6L and 0.3Lbetween 0.7

vesseloflength thealongfactor on distribution Accelerati

0 vK

b

oovv

C

agka

Vertical component oftangential roll acceleration

Vertical component oftangential pitchacceleration

Heave Acceleration4)

22

r r

Ar

r

a R

RT

: Space fixed coordinate systemO xyz: Body fixed coordinate systemO x y z

cosrrz aa

y

z z

y,OO

: distance in m from the center of the mass

to the axis of rotationrR

3): period of rollRT


2): roll angleamplitudeA


2cos( )A

R

tT

22 2

cos( )A

R R

tT T

: tangential roll accelerationra

: roll angle


: angle of center of mass about

the body fixed coordinate system

LC

ra

rR

0

2


=9.81m/s

g

b

zC

aga 0

07.0

<Section View>


pa cosppz aa

pR 22

P r

Ar

P

a R

RT


to the axis of rotationPR

3): period of pitchPT

2): pitch angleamplitude)A

2cos( )A

P

tT

22 2

cos( )A

P P

tT T

: tangential pitch accelerationPa

: pitch angle

zz

x

xO O

: angle of center of mass about

the body fixed coordinate system

2222 ,max pzzrzzv aaaaa

The acceleration along the ship’s vertical axis considering combined effect of heave, pitch & roll motion1)

ParameteronAcceleratiCommona

A.P. from 0.6L and 0.3Lbetween 0.7

vesseloflength thealongfactor on distribution Accelerati

0 vK

b

oovv

C

agka

(2) Combined Acceleration- Combined Vertical Acceleration (av)

Vertical component oftangential roll acceleration

Vertical component oftangential pitchacceleration

Heave acceleration4)

b

zC

aga 0

07.0


<Elevation View>





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39


(2) Combined Acceleration- Combined Transverse Acceleration (at) The acceleration along the ship’s transverse axis considering combined effect of sway, yaw & roll motion1)

Combined sway& yaw acceleration

Transverse component of the tangential roll acceleration

00y 3.0a agTransverse componentof acceleration of gravity by roll angle

22 sint y o rya a g a


sinry ra a

ra

0gsin0g


to the axis of rotationrR

3): period of rollRT

: roll angleamplitudeA

: tangential roll accelerationra

: roll angle

rR

22A

r rr

a RT

0

2


=9.81m/s

g

LC

y

zz

y

<Section View>



22 sinl x o pxa a g a

The acceleration along the ship’s longitudinal axis considering combined effect of surge & pitch motion1)

Surge accelerationLongitudinal component ofthe pitch acceleration

Longitudinal componentof gravitational acceleration by pitch anglebx Caga 002.0

pa

pya

pza

0gsin0g

0

2


=9.81m/s

g

22A

P rP

a RT


to the axis of rotationPR

3): period of pitchPT

2): pitch angleamplitudeA

: tangential pitch accelerationPa

: pitch anglex

x

zz

(2) Combined Acceleration- Combined Longitudinal Acceleration (al)

<Elevation View>



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40


(2) Combined Acceleration- [Example] Vertical Acceleration

(Example) Calculate the vertical acceleration of a given ship at 0.5L (amidships) by DNV Rule.[Dimension] Ls=315.79 m, V=15.5 knots, CB=0.832

b

oovv

C

agka

0

20

Acceleration distribution factor along the length of vessel

0.7 between 0.3L and 0.6L from A.P.

a Common Acceleration Parameter

g Standard acceleration of gravity (=9.81m/sec )

vK

(Sol.)

0 0

2

/ 0.7 9.81 0.277 / 0.832

2.286 / sec

v v Ba k g a C

m

where, 0.7 at mid shipvk

0 13 / 3 10.75 / 315.79 0.2 0.872 0.277W v va C L C C 0.5 0.5/ 50 315.79 / 50 0.355 or Max. 0.2

=0.2vC L

0.5 0.51 / =15.5 / 315.79 =0.872 or Min. 0.8

=0.872vC V L


(3) Design Probability Level

Local scantlingsHull girder strengthBuckling strength

Fatigue strength

Local strength of container supports

Number of waves that the ship experiences during the ship’s life (for 25 years): about 108

The ship is designed to endure the extreme wave (10-8 probability) which the ship encountersonce for 25 years.(Extreme condition: Ship motion, acceleration is given as extreme value.)

In case of design pressure, use the reduced value of 10-4 (Reduction value = 0.5×Extreme value)

Ex) Liquid Tank Pressure: Pressure, P1, considering vertical acceleration svo1 h0.5agp

d

100 101 102 103 104 105 106 107 10810-8 10-7 10-6 10-5 10-4 10-3 10-2 10-1 100

NQ

Once 25 years

Once a day

Extreme values

log n

Design Probability Level2)

1) DNV, Fatigue Assessment of Ship Structures, p.18, 2003

Probability Level1)

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41


(4) Load Point- Horizontally Stiffened Plate

DNV Rules, Pt. 3 Ch. 1 Sec. 4 A202, Jan. 2004

: Midpoint of stiffened plate field

1) When considered plate includes the midpointof stiffened plate field

1. General

2. Seam & butt (In case two plates are welded)

2) When considered plate does not includethe midpoint of stiffened plate field

: Midpoint of stiffened plate field

: Nearest seam or butt line from midpoint

The pressure at the load point is considered as uniform load of unit strip

Definition of load point

: Load point

Load point of sea pressure acting on the side plate

s

Unit strip

spacing longi.:s

GR

2 0.67 0.12 o s tp g h b H b

GR

SP 2

SP 1

SP 3

SP 2

SP 1

SP 3L1

L3

L4

L5

L1

L3

L4

L5

T

L2

L2


GRSP 2

SP 1

SP 3

L1

L2

L3

L4

The pressure at the load point is considered as uniform load

span longi.:

spacing longi.:

l

s

sl Load point of sea pressure acting on the side plate

- In vertical direction

T

GR

L3

L1

L4

: Load point

L2

L5L5

(4) Load Point- Longitudinal Stiffeners (1/2)


: Midpoint of span

1. In vertical direction: The point of intersection between a plate and a stiffener

2. In longitudinal direction


2017-06-16

42


GRSP 2

SP 1

SP 3

L1

L2

L3

L4

span longi.:

spacing longi.:

l

s

sl

T

: Load point

L2

2

l2

l

s

* Pressure distribution can be changed in longitudinal direction

3 0.67 0.12 o s tp g h l H l

(4) Load Point- Longitudinal Stiffeners (2/2)


: Midpoint of span

1. In vertical direction: The point of intersection between a plate and a stiffener

2. In longitudinal direction

Load point of sea pressure acting on the side plate- In longitudinal direction

The pressure at the load point is considered as uniform load



(5) Pressure and Force - Sea Pressure

Sea pressures = Static sea pressure + Dynamic sea pressure

ds PPP

T0h

0h

H0

:Alw

ays

posi

tive

Static Sea Pressure Dynamic Sea Pressure

dpd pP 00 10hghPs

T T

DNV Rules, Pt. 3 Ch. 1 Sec. 4 C201, Jan. 2004

2017-06-16

43


(5) Pressure and Force - Liquid Tank Pressure (1/7)

1

2

3

4

5

0.5

0.67 0.12

0.67 0.12

0.67

o v s

o s t

o s t

o p dyn

o s o

p g a h

p g h b H b

p g h l H l

p g h P

p g h p

P1: Considering vertical acceleration

P2: Considering rolling motion

P3: Considering pitching motion

P4: Considering overflow

P5: Considering tank test pressure

Maximum pressure is different depending on locations

The pressure in full tanks shall be taken as the greater of p1 ~ p51)

)5(

)4(

)5(

)5(

)1(

)3( )2(

)1( )1(

)5(

)2( )2()3()2()3(

)5()5(

va

b

&t tb l

sh

ph

0p

dynp

: Vertical acceleration

: Roll angle

: The largest athwart ship distance in [m] form the load point to the tank corner at top of tank

: Breadth and length in [m] of top of tank

: Density of liquid cargo

: Vertical distance from the load point to tank top in tank

: Vertical distance from the load point to the top of air pipe

: 25 kN/m2 general

: Calculated pressure drop

DNV Rules, Pt. 3 Ch. 1 Sec. 4 C300, Jan. 2004


Static Pressure Dynamic Pressure

sv hagp )5.0( 0

svs hahgP 5.001

sh

tank of toppoint to load from min distance virtical:sh

Reduced value of 10-4 by probability level is used.(Reduction value=0.5×Extreme value)






oso5

po4

tso3

tso2

svo1

phgp

hg0.67pl H0.12lh0.67 gp

b H0.12bh0.67 gp

h0.5agp

dynP

va : Vertical acceleration


Design pressure P1 considering vertical acceleration (General)

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44


In case of side shell, the effect of sea pressure is considered.

bsv hhagp 10)5.0( 0

Sea Pressure

When we consider the design pressure, the largest value shall be applied. The liquid cargo pressure acting on the side shell is the highest when the sea pressure is the lowest, i.e. in case of minimum draft.

T

TM

bsvs hhahgP 105.00

sh Static Pressure

Dynamic Pressure







oso5

po4

tso3

tso2

svo1

phgp

hg0.67pl H0.12lh0.67 gp

b H0.12bh0.67 gp

h0.5agp

dynP

Design pressure P1 considering vertical acceleration (In case of side shell)

= 2 + 0.02L for Tanker = 0.35 T for Dry Cargo

(T: Rule Draft)

hb: vertical distance in m from load point to minimum design draft

bh


sh

sh

TM

Sea Pressure

When we consider the design pressure, the largest value shall be applied. The liquid cargo pressure acting on the bottom shell is the highest when the sea pressure is the lowest, i.e. in case of minimum draft.

Msv Thagp 10)5.0( 0

Static Pressure

Dynamic Pressure

In case of bottom shell, the effect of sea pressure is considered







oso5

po4

tso3

tso2

svo1

phgp

hg0.67pl H0.12lh0.67 gp

b H0.12bh0.67 gp

h0.5agp

dynP

Design pressure P1 considering vertical acceleration (In case of bottom shell)

0 0.5 10s v s MP g h a h T

= 2 + 0.02L for Tanker = 0.35 T for Dry Cargo

(T: Rule Draft)

TM: vertical distance in m from load point to minimum design draft

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(5) Pressure and Force- Example) Calculation of P1 Pressure

(Example) When the tank is filled up, calculate the P1 pressure of inner bottom and deck by using vertical acceleration (av=2.286 m/s2) and dimensions of tank which is given below.[Dimension] Inner bottom height: 3.0 m, Deck height: 31.2m, ρ = 1.025 ton/m3

1 0 0.5 v sP g a h 3

20

density ton/m

a Vertical acceleration

g Standard acceleration of gravity (=9.81m/sec )

v

(Sol.)

① Inner Bottom

22.286 m/sva

31.2 3.0 28.8sh m

1 0

2

0.5

1.025 9.81 0.5 2.286 28.2

316.6 /

v sP g a h

kN m

② Deck

31.2 31.2 0sh m

1 0

2

0.5

1.025 9.81 0.5 2.286 0

0 /

v sP g a h

kN m

tank of toppoint to load from min distance virtical:sh

DNV Rules, Pt. 3 Ch. 1 Sec. 4 B800, Jan. 2004


sh1h

2h

sh

ss hhh cos1

bbh sin2

b bh

hhh

s

s

21

]12.0)(67.0[02 ts bHbhgp

Air pipe

Design pressure P2 considering the rolling motion

In case of rolling of a ship, two third (=0.67) of actual pressure is applied considering pressure drop by overflow.

The filling ratio of the most tank is about 98%.That (about 2%) is considered.

When the ship is rolling, the higher static pressure is applied.

DNV Rules, Pt. 3 Ch. 1 Sec. 4, Jan. 2004DSME, 선박구조설계 5-3

Load point







oso5

po4

tso3

tso2

svo1

phgp

hg0.67pl H0.12lh0.67 gp

b H0.12bh0.67 gp

h0.5agp

dynP

Assumption: << 1

H: Height in m of the tankbt: Breadth in m of top of tank

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46


00.67 p dynp g h P

sh

b

Air pipe

Design pressure P4 considering the tank overflow

In case of rolling of a ship, two third (=0.67) of actual pressure is applied considering pressure drop by overflow.

Calculated pressure dropGenerally, 25kN/m2

ph

Load point

The liquid of tank is filled up to air pipe in case of tank overflow. So, hp is used for calculating static pressure.

pipeair of top theto

point load thefrom min distance verticalph







oso5

po4

tso3

tso2

svo1

phgp

hg0.67pl H0.12lh0.67 gp

b H0.12bh0.67 gp

h0.5agp

dynP



Over-pressure is applied in order to have the water head of ‘tank height + 2.5’ [m] in case of tank test for leakage. (Water head of over-pressure of tank test: 2.5m)

0 s op g h p

2

0

/25

5.210

5.2

mkN

gpo

T

TM

sh

Design pressure P5 considering the tank test pressure







oso5

po4

tso3

tso2

svo1

phgp

hg0.67pl H0.12lh0.67 gp

b H0.12bh0.67 gp

h0.5agp

dynP


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(4) Scantling of Plates


Use of eccentric beam element

(a) Beams attached to plating (b) Structural model using eccentric beam element

Scantling of Plates (1/3)

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Bottom plate

Longitudinals

Side Girder

Web Frame

S1

Unit Strip plate

Midship Secton

Bottom plate

S

1

Scantling of Plates (2/3)p : “pressure” on the load point for the stiffener


Scantling of Plates (3/3)

Assumption 1. Cut off the unit strip plate supported by the longitudinals or girder. And consider the unit strip plate as a “fixed-end beam” which has a span ’s’, thickness ‘t’.

Assumption 3. The design of plates is based on the plastic design.

Assumption 2. Consider the lateral load of the beam as a uniformly distributed load. (Assume the pressure on the load point as an intensity of uniformly distributed load.)

Unit Strip plate

t

1

N.A.

s : Longitudinals span

t : Plate thicknessN.A. : Neutral Axis

Bottom plate

Longitudinals

Side Girder

Web Frame

S1

Unit Strip plate

fixedfixed

x

y

p

s 1

Bottom plate

t

Longitudinals

Midship Secton

Bottom plate

p : “pressure” on the load point for the stiffener

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Comparison between Stiffener and Plate

t

l

s

T

: Stiffener spacing: Stiffener spansl

sl


s

Unit strip

Unit strip plate

s : Stiffener spacing

t

1

N.A.

N.A.: Neutral Axis

s 1

Bottom plate

t

Longitudinals

Longitudinal stiffener attached to the plate

l : Stiffener span

s : Stiffener spacing21

12M p ls 21

1

16PM p s

: Stiffener spacings

1 : Unit length of strip


Flexure formula

.

15.8( )a

req k

l

k s pt t mm

field plate of ratioaspect for factor correction ak corrosion additionkt

Substitutingformula:

Plastic moment (Mp)

Plastic section modulus (Zp)

21

16p

p sM

2 21

4 4p

t tZ

, 2

s pt

2

24p

p

M ps

Z t

.

22.4( )a

req k

l

k s pt t mm

Substitutingformula:

Elastic moment (M)

Elastic section modulus (Z)

21

12

p sM

2 21

6 6

t tZ

, 2

s pt

2

22

M ps

Z t

Elastic DesignPlastic Design/

M M

I y Z

assumption: l assumption: l

Comparison of the Elastic and Plastic Design of the Plate- Overview

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50


Elastic moment (M)


21

12

p sM

66

1 22 ttZ

21

16p

p sM

44

1 22 ttZ p

Plastic moment (Mp)


① A mild steel plate carries the uniform pressure of 100 kN/m2 on a span length of 800 mm. Compare the thickness requirement depending on the plastic design and elastic design.

The thickness requirement of the plate of plastic design is smaller than that ofthe elastic design at the same pressure and on the same span.

Comparison of the Elastic and Plastic Design- [Example] Thickness Requirements

.

15.8 areqplastic l

k s pt

.

22.4 areqelastic l

k s pt

P

211

16pM p s

211

16pM p s

max

11

2V p s

t

1

N.A.

s 1

Bottom plate

t

Longitudinals

V

0/ 2L L

M

0/ 2L

L

15.8 1 0.8 1008.24

235mm

22.4 1 0.8 100

11.69235

mm

field plate of ratioaspect for factor correction ak


21

16p

p sM

44

1 22 ttZ p

Plastic moment (Mp)


Elastic moment (M)


21

12

p sM

66

1 22 ttZ

② A mild steel plate has a thickness of 10 mm on a span length of 800 mm.

The design pressure of plastic design that reaches the yield stress, is higherthan that of the elastic design on the same span with the same thickness.

Comparison of the Elastic and Plastic Design- [Example] Design Pressure

2

2 215.8l

plastic

tp

s

2

2 222.4l

elastic

tp

s

Compare the design pressure that the maximum stresses of the plate reaches the yield stress depending on the plastic design and elastic design.

P

211

16pM p s

211

16pM p s

max

11

2V p s

t

1

N.A.

s 1

Bottom plate

t

Longitudinals

V

0/ 2L L

M

0/ 2L

L

22

2 2

10 235147 [ / ]

15.8 0.8kN m

22

2 2

10 23573 [ / ]

22.4 0.8kN m

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(5) Scantling of Stiffeners


Bottom plate

Longitudinals

Side Girder

Web Frame


be: effective breadth

be

l

sspan longi.:

spacing longi.:

l

s

Scantling of Stiffeners (1/3)

* Okumoto, Y., Takeda, Y., Mano, M., Design of Ship Hull Structures - a Practical Guide for Engineers, Springer, pp. 17-32, 2009

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Bottom plate

Longitudinals

Side Girder

Web Frame

l

sspan longi.:

spacing longi.:

l

s

Assumption 1. Cut off the stiffener and attached plate with effective breadth. Sectional properties of stiffener are calculated including attached plate.

Assumption 4. The design of stiffener is based on the elastic design (when the load is removed, the material returns to its original dimensions)

Assumption 3. Consider the lateral load of the beam as a uniformly distributed load.(Assume the “pressure” on the load point as an intensity of uniformly distributed load.)

l

ts

p


max

1

2V psl

V

0/ 2L L

2max

1

12M psl

21

24M psl

M

0/ 2L

L

Assumption 2. Consider the stiffener and attached plate as a “fixed-end beam”supported by the web frames.



Bottom plate

Longitudinals

Side Girder

Web Frame

l

sspan longi.:

spacing longi.:

l

s

l

ts

Pmax

1

2V psl

V

0/ 2L L

2max

1

12M psl

21

24M psl

M

0/ 2L

L

2

24

wL

0x/ 2L

L

2

12

wL

Bending moment

2

wL

0

2

wL

x/ 2L L

Shear force

Relation between p∙s and w

w: distributed load(load per unit length)

p: pressure(load per unit area)

p∙s: distributed load(load per unit length)=

2

12

wL 2

12

pslw p s

L l


Same!


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53


(6) Sectional Properties of Steel Sections


twd 6 9 11 12.7 14

50AZI

3.006.0531.2

4.58.8144.5

5.5010.653.0

6.3512.159.7

7.0013.375.2

65AZI

3.909.5562.3

5.8514.088.8

7.1516.8105

8.2619.3119

9.1021.1129

75AZI

4.5012.391.4

6.7518.1130

8.2521.8154

9.5325.0174

10.527.3189

90AZI

5.4017.2150

8.1025.3214

9.9030.5252

11.434.8284

12.638.0307

100AZI

6.0020.9200

9.0030.6284

11.037.0335

12.742.2376

14.046.1407

125AZI

7.5031.7370

11.346.4521

13.855.8612

15.963.6685

17.569.5738

150AZI

9.0044.7614

13.565.2856

16.578.31000

19.189.11120

21.097.21200

<Sectional properties of steel sections including attached plate>(Base plate dimension : bp x tp = 420 x 8)

A = Area including plate(cm2)Z = Section modulus including plate

(cm3)I = Moment of inertia of area

including plate(cm4)

twd 16 19 22 25.4 28 32 35 38

200AZI

32.0215

3900

38.0259

4730

44.0305

5600

50.8359

6640

56.0401

7460

64.0469

8790

70.0521

9830

76.0576

10900

250AZI

40.0325

7120

47.5390

8600

55.0458

10100

63.5536

11900

70.0597

13400

80.0694

15600

87.5769

17400

95.0845

19200

300AZI

48.0455

11700

57.0546

14000

66.0639

16500

76.2746

19300

84.0829

21600

96.0961

25100

105.01060

27800

114.01160

30700

350AZI

56.0606

17700

66.5726

21200

77.0847

24800

88.9988

29100

98.01100

32400

112.01270

37600

122.51400

41600

133.01530

45700

400AZI

64.0776

25300

76.0928

30300

88.01080

35400

101.61260

41400

112.01400

46000

128.01610

53300

140.01780

58900

152.01940

64600

450AZI

72.0965

34700

85.51150

41500

99.01340

48500

114.31560

56500

126.01730

62800

144.022000

72600

157.52200

80100

171.02400

87700

500AZI

80.01170

46000

95.01400

55000

110.01630

64200

127.0189074700

140.02100

82900

160.02420

95700

175.02660

10500

190.02900

11500

1) “조선설계편람”, 제 4판 (일본어), 일본관서조선협회, 1996

bp = breadth of plate (mm)tp = thickness of plate (mm)

tw

tp

d

bp

A = 42*0.8 + 15*1.4 = 21 [cm2]ZTop = 349.6 [cm3]ZBottom = 97.2 [cm3]

Sectional Properties of Steel Sectionsfor Ship Building1) (1/12)

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54


<Sectional properties of steel sections including attached plate>- Use the standard dimension of plate depending on “a” (bp× tp) => (a≤75 : 420×8, 75<a<150 : 610×10, 150≤a : 610×15)

Dimension Area Including plate

Symbol a b t1 t2 r1 r2 A I Z

Unit mm cm2 cm4 cm3

Equal angle

5065657575759090100100130130130150150150200200200

‘’

66869121013101391215121519202529

‘’

6.58.58.58.58.58.510101010121212141414171717

4.54646677776

8.58.571010121212

5.647.539.768.7312.6916.5617.0021.7119.0024.3111.7419.7636.7534.7742.7453.3876.0093.75107.6

90.119122928436943376790510301220

18.731.939.742.558.271.696.0117119147

Unequal angle

100100125125150150

757575759090

710710912

‘’

101010101212

57576

8.5

11.8716.5013.6219.0020.9427.36

674860110142024903060

72.596.297.2130181230

bp

tp

1) “조선설계편람”, 제 4판 (일본어), 일본관서조선협회, 1996Sectional Properties of Steel Sectionsfor Ship Building1) (2/12)


Dimension Area Including plate

Symbol a b t1 t2 r1 r2 A I Z

Unit mm cm2 cm4 cm3

Unequal angle

200250250300300400400450450500550600

9090909090100100125150150150150

910121113

11.513

11.511.511.512

12.5

141516161716181815182123

141717191924242424242424

7.08.58.59.59.512121212121212

29.6637.4742.9546.2252.6761.0968.5973.1173.4583.695.91107.6

587010300110001640017600342003670051200517007040093300118000

3404945406817431120123015701590202025203000

Channels

150200250250300300300380380

75909090909090100100

6.5891191012

10.513

1013.513

14.513

15.5161620

101414171419191824

577

8.57

9.59.5912

23.7138.6544.0751.1748.5755.7461.9069.3985.71

216056509420105001430016000169002990034900

1543224394995676466939891190

Bulb flats

180200230250

32.536.54145

9.5101112

----

78910

2222

21.0625.2331.9838.13

2860416066108960

172231330424

be

be

be

tp

tp

tp

<Sectional properties of steel sections including attached plate>- Use the standard dimension of plate depending on “a” (bp× tp) => (a≤75 : 420×8, 75<a<150 : 610×10, 150≤a : 610×15)


2017-06-16

55



<Sectional properties of steel sections including attached plate>(Base plate dimension: bp x tp = 610 x 15)


Unit: mm

Af: Sectional area (cm2)A: Sectional area including plate (cm2)Z: Section modulus including plate (cm3)I: Moment of inertia including plate (cm4)



Section shape A I ZPZe

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Section shape anddistribution of shear force

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6.4 Buckling Strength

(1) Column Buckling(2) Buckling Strength of Stiffener(3) Buckling Strength of Plate(4) Buckling Strength by DNV Rule(5) Buckling Strength of Stiffener by DNV Rule(6) Buckling Strength of Plate by DNV Rule

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Buckling

• Definition: The phenomenon where lateral deflection may arise in the athwart direction* against the axial working load

• This section covers buckling control for plate and longitudinal stiffener.

James M. Gere, Mechanics of Materials 6th Edition, Thomson, pp. 748-762Rules for classification of ships, Det Norske Veritas, January 2004, Pt. 3 Ch. 1 Sec. 13

* Mansour, A., Liu, D., The Principles of Naval Architecture Series – Strength of Ships and Ocean Structures, The Society of Naval Architects and Marine Engineers, 2008

Plate alone buckles between stiffenersFlexural buckling of stiffeners plus plating

*선측(船側)에서 선측으로 선체를 가로지르는


0 PyyEI Differential equation for column buckling:

0)0( 2 Cy

1) If C1 = 0, y = 0 (trivial solution).

2) If sinkl = 0, (sinkl = 0: buckling equation)

① If kl = 0, y = 0 (trivial solution).

James M. Gere, Mechanics of Materials 6th Edition, Thomson, pp. 748~762

② If kl = nπ (n=1, 2, 3) or , it is nontrivial solution.2

nP EI

l

E = modulus of elasticity

I = 2nd moment of the section areaEI = flexural rigidityP = axial loadv = deflection of columnL = length of column

2 ,P n

k kEI l

L

xPB

Ay

Px

Ay

B

yA

y

PM

x

x

y

2 Pk

EI 02 ykyUsing the notation ,

1 2sin cosy C kx C kx General solution of the equation:

Boundary conditions:

(1) Column Buckling- The Equation of the Deflection Curve

(0) 0, ( ) 0y y l

1( ) sin 0y l C kL

1 1sin sin , 1, 2,3...n x

y C kx C nL

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61


[Example] Mode Shapes of a Cantilevered I-beam

Lateral bending (1st mode) Torsional bending (1st mode) Vertical bending (1st mode)

Lateral bending (2nd mode) Torsional bending (2nd mode) Vertical bending (2nd mode)

* Reference: https://en.wikipedia.org/wiki/Bending


1 1 2 3nπx

y C sin , n , , ...L

2 ,P n

k kEI l

2

2cr

cr

P EI

A AL


E = modulus of elasticityI = 2nd moment of areaEI = flexural rigidityP = axial loadv = deflection of columnA = area of columnL = length of column

Differential equation for column buckling : 0 PyyEI

The equation of the deflection curve :

The critical loads :

The lowest critical load (n=1) :

The corresponding critical stress :

(1) Column Buckling- Critical Stress

Euler’s formula

22 n

P k EI EIL

2 2

2cr

EIP EI

L L

L

xPB

Ay

Px

Ay

B

yA

y

PM

x

x

y

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62



E = modulus of elasticityI = 2nd moment of areaEI = flexural rigidityP = axial loady = deflection of columnA = area of columnL = length of column

Differential equation for column buckling :

The equation of the deflection curve :

The critical loads :

The lowest critical load (n=1) :

(1) Column Buckling- Critical Load

0y y , (0) 0y , ( ) 0y L , /where P EI

1( ) sin( / )ny x C n x L

2 21 /P EI L

2 2 2/ , 1,2,3...nP n EI L n

crP

L

P

y

x

0x

x L


(1) Column Buckling- Critical Buckling Stress

A critical buckling stress is often used instead of a buckling load and it can bederived by dividing Pcr by A, the cross sectional area of the column.

2

2

22

crcr

P

A

EI

Al

kE

l

The corresponding critical stress :

Euler’s formula

, where 2 /k k I A is the radius of gyration1) of the section of the column.

The ratio (l/k), often called the slenderness ratio, is the main factor which governs the criticalstress

E = modulus of elasticityI = 2nd moment of areaEI = flexural rigidityP = axial loady = deflection of columnA = area of columnl = length of column

For large value of l/k the critical stress tends toward zero, and at small values of l/k it tends to infinity. In Euler’s formula, the buckling stress may become infinite for a small value of l/k, however, buckling stress never goes up above the yield stress of the material in actual conditions, because the material would fail if the stress exceeded the yield stress.

1) The radius of gyration describes a circular ring whose area is the same as the area of interest.

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(1) Column Buckling- Curve of Buckling Stress

by theoretical consideration, a horizontal line of yield stress connected to Euler buckling stress is specified as an upper limit of Euler’s buckling curve.

cr

la b

k

2

cr

la b

k

21 /

cr

a

b l k

Tetmayer’s formula

Johnson’s formula

Rankine’s formula

For example, one of the Classification Societies, ABS (American Bureau of Shipping) specifies the permissible load of a pillar or strut of mild steel material in the following equation:

1.232 0.00452cr

l

k

2[ / ]ton f cm

From the above equation, we can see that the ABS formula is theoretically based onTetmayer’s experimental result.


(1) Column Buckling- Buckling of Thin Vertical Column Embedded at Its Base and Free at Its Top (1/2)

Suppose that a tin vertical homogeneous column is embedded at its base (x=0) and free at its top (x=L) and that a constant axial load P is applied to its free end.The load either causes a small deflection , or does not cause such a deflection. In either case the differential equation for the deflection y(x) is

(1) What is the predicted deflection when ?

2

2

d yEI P y

dx

2

2

d yEI Py P

dx

0

- The general solution of the differential equation (1) is

(1)

1 2cos sinP P

y c x c xEI EI

- The boundary conditions of the differential equation (1) are(0) '(0) 0y y

L

P P

y

x

0x

x L

- If , this implies that and . That is, there is no deflection.0 1 2 0c c ( ) 0y x

* Zill, D.G., Advanced Engineering Mathematics, 3rd edition, pp.166-174, 2006

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0

- If , the boundary conditions give, in turn, . Then

0 1 2, 0c c

1 cosP

y xEI

- In order to satisfy the boundary condition , we must have( )y L

1 cosP

LEI

cos 0P

LEI

2P

L nEI

- The smallest value of , the Euler load, is then nP 21

1 2

1 or

2 4

P EIL P

EI L

L

P P

y

x

0x

x L

Euler load

One-fourth of the Euler load

* Zill, D.G., Advanced Engineering Mathematics, 3rd edition, pp.166-174, 2006

(1) Column Buckling- Buckling of Thin Vertical Column Embedded at Its Base and Free at Its Top (2/2)

Suppose that a tin vertical homogeneous column is embedded at its base (x=0) and free at its top (x=L) and that a constant axial load P is applied to its free end.The load either causes a small deflection , or does not cause such a deflection. In either case the differential equation for the deflection y(x) is

2

2

d yEI P y

dx

2

2

d yEI Py P

dx (1)

(2) When , show that the Euler load for this column is one-fourth of the Euler load for the hinged column?


(2) Buckling Strength of Stiffener

It is assumed that the stiffener is a fixed-end column supported by the web frames.

Hull girder bending moment is acting on the cross section of the ship as moment from the point view of global deformation. And it is acting on the each stiffener as axial load from the point view of local deformation.

Bottom plate

Longitudinals

Side Girder

Web Frame

l

sspan longi.:

spacing longi.:

l

s

what is our interest?

Safety: Won’t it fail under the load?

.

, aN A

M Mwhere

I y Z

a cr

The actual compressive stress (a) shall not be great than the critical buckling stress (cr)

, ( )Z Z y

x

y

P

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65


(3) Buckling Strength of Plate (1/7)

A ship hull is a stiffened-plate structure, the plating supported by a system of transverse or longitudinal stiffeners.

Bottom plate

Longitudinals

Side Girder

Web Frame

l

sspan longi.:

spacing longi.:

l

s

For practical design purpose, it is often assumed that the plate is simply supported at the all edges, since it gives the least critical stress and is on the safe side.

Longitudinals

Web Frame

ba

t:thickness

0 x

y



Let us consider the rectangular plate with only supported edges as shown in this figure.

ba

t:thickness

0 x

y

The equation of elastic buckling stress of the plate under uni-axial compressive stress:

3 4 4 4 2

2 4 2 2 4 22 0

12(1 )

Et w w w wt

v x x y y x

where,

σ : the uni-axial compressive stressν : Poisson's ratioE : Modulus of elasticitya : plate lengthb : plate widtht : thickness of the plate

: deflection of the plate( , )w w x y

(1)

* Okumoto, Y., Design of Ship Hull Structures, pp.57-60, 2009

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Because all four edges are simply supported, the boundary condition can be expressed in the form:

(0, ) ( , ) 0w y w a y

( ,0) ( , ) 0w x w x b deformation at the edges are zero

Let us assume the following formula for the solution of the equation (1), so that the solution satisfies the boundary conditions.

(1)

sin sinm x n y

w fa b

where, m, n are integers presenting the number of half-wave of buckles.

(2)

where, : deflection of the plate( , )w w x y

ba

t:thickness

0 x

y

σ : the uni-axial compressive stress

ν : Poisson's ratio

E : Modulus of elasticity

a: plate length

b : plate width

t : thickness of the plate



3 4 4 4 2

2 4 2 2 4 22 0

12(1 )

Et w w w wt

v x x y y x



3 4 4 4 2

2 4 2 2 4 22 0

12(1 )

Et w w w wt

v x x y y x

(1)


where, : deflection of the plate( , )w w x y

Substituting the formula (2) into the equation (1),

sin sinm x n y

w fa b

(2)

23 22

2 212(1 )

Et mn

v b t m

a

b where,

Elastic buckling stress is a minimum critical stress, therefore, we put n=1 in the equation (3),

22

212(1 )el

E tK

v b

2m

km

where, K Minimum value of k,

Ideal elastic (Euler) compressive buckling stress:

(3)


ba

t:thickness

0 x

y




a : plate length

b : plate width


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67



Bryan’s formula1)

22

212 1c

elp

E tK

b

σc : the critical compressive buckling stress

σel : the ideal elastic(Euler) compressive buckling stress

K : plate factor (corresponding to the boundary conditions and a/b)

ηp : plasticity reduction factor

ex) Coefficient K when all four edges are simply supported

4.0 / 1.0K a b

2/ / , / 1.0K a b b a a b

,when 2

yel

1) DSME, “선박구조설계” 13-18 Buckling, 2005.8

1p

,when 2

yel

1

4y y

pel el

ba

t:thickness

0 x

y




a : plate length

b : plate width


22

212(1 )el

E tK

v b

where,a

b

2

,m

km

K Minimum value of k

Ideal elastic (Euler) compressive buckling stress:

For the small b in comparison with t, the elastic buckling stress becomes more than the yield stress of the plate material.

Therefore, it is usual to use Johnson’s modification factor and the critical buckling stress for the full range of value of t/b as follows:

pc

σy = upper yield stress in [N/mm2] 1


σcr : the critical compressive buckling stress


ν : Poisson’s ratio

K : Plate factor (corresponding to the boundary conditions and a/b)

d : depth of web plate

t : thickness of web plate


In case of T-bar, it is assumed that the web plate of stiffener is the plate simply supported by flange and attached plate.

wt

d

2

2

1

12 1w el

d EK

t v

, (Bryan’s formula), K = 4.0

22

212 1c

elp

E tK

d

flange

web plate

attached plate

Web plate of stiffener have to be checked about buckling.

(3) Buckling Strength of Plate (6/7)- Buckling Strength of Web Plate

1) DSME, “Ship Structural Design”, 13-18 Buckling, 2005.8

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68


σc : the critical compressive buckling stress


ν : Poisson’s ratio

K : Plate factor (corresponding to the boundary conditions and a/b)

bf : breadth of flange plate

tf : thickness of flange plate


ft

fb

22

212 1fc

elp f

tEK

b

, (Bryan’s formula), K = 0.5

2

2

1

12 1f el

b K E

t v

flange

web plate

attached plate

Flange of stiffener have to be checked about buckling.

In general, b/tf does not exceed 15.

(3) Buckling Strength of Plate (7/7)- Buckling Strength of Flange Plate

1) DSME, “Ship Structural Design”, 13-18 Buckling, 2005.8

It is assumed that the flange of stiffener is the rectangular plate simply supported on one end by web plate.


, when 2

(1 ) ,when 4 2

fc el el

f ff el

el

5 2

. .2

1

10 , /

minimum 30 f N/mm at side

a n aN A

Ms Mwz z N mm

I

Critical buckling stress σc

1) Rules for Classification of Ships, DNV, Pt. 3 Ch. 1 Sec. 13, pp.92~93, January 2004 Criteria for buckling strength

ac

σc = critical buckling stress in N/mm2

σa = calculated actual stress in N/mm2

η = usage factor

Calculated actual stress σa

σa is calculated actual stress in general In plate panels subject to longitudinal stress, σa is given by

MS : still water bending moment as given in Sec. 5MW : wave bending moment as given in Sec. 5INA : moment of inertia in cm4 of the hull girderσel : ideal compressive buckling stress

‘σel’ is determined according to specific load.

σel for Plate in uni-axial compression1)

20.9 ( )1000

kel

t tkE

s

σel for stiffener in uni-axial compression1)

23 .8 ( )w ke l

W

t tE

h

20.001 A

el

IE

Al

σel for stiffener in lateral buckling mode

Plate

Stiffener

σf is yield stress of material in N/mm2

..LB

..AN

DeckUpper

<Midship section>

iy

)(, yyiy

consider each different stress according to location

IA : moment of inertia in [cm4] about the axis perpendicular to the expected direction of bucklingA : cross-sectional area in [cm2]l : length of member in [m]

σc : critical buckling stressσf : upper yield stress in [N/mm2]t : thickness in [mm]tk : corrosion additiontw : web thickness, hw : web heightE : modulus of elasticitys : stiffener spacing in [m]

(4) Buckling Strength by DNV Rule

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(5) Buckling Strength of Stiffener by DNV Rule- Stiffener in Uni-axial Compression (1/2)

Usage Factor () = 1.0 Deck, Single bottom & Side shell (long stiff) = 0.9 Bottom, Inner bottom & Side shell (trans stiff) = 1.0 Extreme loads (Q = 10-8) = 0.8 Normal loads (Q = 10-4)

, when 2

(1 ) ,when 4 2

fc el el

f ff el

el

5 2

. .

21

10 , /


a n aN A

Ms Mwz z N mm

I


Criteria for Buckling Strength

ac

σc : critical buckling stress in [N/mm2]σa : calculated actual compressive stress

in [N/mm2]η : usage factor


σa is calculated actual compressive stress in general In plate panels subject to longitudinal stress, σa is given by

MS = still water bending moment as given in Sec. 5MW = wave bending moment as given in Sec. 5IN = moment of inertia in cm4 of the hull girder

(Uni-axial compression)

σel : ideal compressive buckling stress‘σel’ is determined according to specific load.σf : yield stress of material in N/mm2

(in the same way of plate)

(※ Hull girder bending moment is acting on the cross section of the ship as moment from the point view of global deformation.And it is acting on the each stiffener as axial load from the point view of local deformation.)

1) Rules for Classification of Ships, DNV, Pt. 3 Ch. 1 Sec. 13, pp.92~93, January 2004


σel : ideal compressive buckling stressσc : critical buckling stressσs : minimum upper yield stresstw : web thickness, hw : web heightE : modulus of elasticitys : stiffener spacing (m)ν : 0.3 (Poisson's ratio of steel)

Ideal compressive buckling stress σel

of stiffener in uni-axial compression1)

23 .8 ( )w kel

W

t tE

h

, when 2

(1 ) ,when 4 2

fc el el

f ff el

el


‘σel‘ is determined according to specific load.

And substituting K=4(for simply supported plate), the coefficient is approximately equal to 3.8.

Thickness of flange

σf : yield stress of material in [N/mm2]

20 .0 01 A

el

IE

A l


of stiffener in lateral buckling mode

0.1f f kt b t mm bf = flange width in mm for angles, half the flange width for T-Section(m)tk = corrosion addition(DNV Rule : Pt. 3 Ch. 1 Sec.2 – Page15)

For flanges on angles and T-sections of longitudinals and other highly compressed stiffeners, the thickness shall not be less than

(5) Buckling Strength of Stiffener by DNV Rule- Stiffener in Uni-axial Compression (2/2)

Derivation of the coefficient ‘3.8’

From Bryan’s formula ,

22

212 1cr

e

E tK

b

2

20.9038

12 1

(≒0.9)

Derivation of the coefficient ‘0.001’2 2 2 4

2 2 2

/cr

EI N mm cm

Al cm m

From Euler’s formula ,

2 2 4 2 2 4

2 2 2 2

/ / (10 )

(10 ) (1000 )

N mm cm N mm mm

cm m mm mm

≒0.001 N/mm2


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70


Usage Factor () = 1.0: Deck, Single bottom & Side shell (longI. stiff) = 0.9: Bottom, Inner bottom & Side shell (trans. stiff) = 1.0: Extreme loads (Q = 10-8) = 0.8: Normal loads (Q = 10-4)

, when 2

(1 ) ,when 4 2

fc el el

f ff el

el


Criteria for buckling strength

ac



σel : ideal compressive buckling stress‘σel’ is determined according to specific load.σf : upper yield stress in [N/mm2]

(6) Buckling Strength of Plate by DNV Rule- Plate Panel in Uni-axial Compression (1/4)

22

212 1c

elp

E tK

b

when ,2

fel

1p

when , 12 4

f f fel p

el el

c p el c el

c p el 14

fc f

el

From Bryan’s formula,



Usage Factor () = 1.0: Deck, Single bottom & Side shell (long stiff) = 0.9: Bottom, Inner bottom & Side shell (trans stiff) = 1.0: Extreme loads (Q = 10-8) = 0.8: Normal loads (Q = 10-4)

, when 2

(1 ) ,when 4 2

fc el el

f ff el

el

5 2

. .

21

10 , /


a n aN A

Ms Mwz z N mm

I


Criteria for buckling strength

ac




σa is calculated actual compressive stress in general In plate panels subject to longitudinal stress, σa is given by

(Uni-axial compression)

(※ Hull girder bending moment is acting on the cross section of the ship as moment from the point view of global deformation.And it is acting on the each plate as axial load from the point view of local deformation.)

σel : ideal compressive buckling stress‘σel’ is determined according to specific load.σf : upper yield stress in [N/mm2]


MS : still water bending moment as given in Sec. 5MW : wave bending moment as given in Sec. 5IN : moment of inertia in cm4 of the hull girder


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σel : ideal compressive buckling stressσc : critical buckling stressσf : upper yield stress in N/mm2

t : thickness (mm)tk : corrosion additionE : modulus of elasticitys : stiffener spacing (m)ν : 0.3 (Poisson's ratio of steel)


in uni-axial compression1)


From Bryan’s formula , 22

212 1cr

e

E tK

b

2 2

2 2

3.1415930.9038

12 1 12 1 0.3

(≒0.9)

20 .9 ( )1 0 00

kel

t tkE

s

, when 2

(1 ) ,when 4 2

fc el el

f ff el

el



factor k

8.4

1.1lk k

1.1

1.21

22

l

sckk s

ψ = ratio between the smaller and the larger compressive stress (positive value)

c =1.21 when stiffeners are angles or T sections=1.10 when stiffeners are bulb flats=1.05 when stiffeners are flat bars=1.30 when plating is supported by deep girders

For plating with longitudinal stiffeners (in direction of compression stress):

For plating with transverse stiffeners(perpendicular to compression stress):

sl

l

s

σf : minimum upper yield stress of material in [N/mm2]


0 1




in uni-axial compression1)


From Bryan’s formula , 22

212 1cr

e

E tK

b

2 2

2 2

3.1415930.9038

12 1 12 1 0.3

(≒0.9)

20 .9 ( )1 0 00

kel

t tkE

s

, when 2

(1 ) ,when 4 2

fc el el

f ff el

el



factor k

σf : minimum upper yield stress of material in [N/mm2]


8.4

1.1lk k

1.1

1.21

22

l

sckk s

Example) If 1.0, 1.05, / 1/10c s l 8.4

41.0 1.1lk k

071.11.10.1

1.2

10

1105.1

1.1

1.21

2222

l

sckk s

For plating with longitudinal stiffeners (in direction of compression stress):

For plating with transverse stiffeners (perpendicular to compression stress):

Thus, the plate with longitudinal stiffeners can endure much stress than the plate with transverse stiffeners


σel : ideal compressive buckling stressσc : critical buckling stressσf : upper yield stress in N/mm2

t : thickness (mm)tk : corrosion additionE : modulus of elasticitys : stiffener spacing (m)ν : 0.3 (Poisson's ratio of steel)

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6.5 Structural Design of MidshipSection of a 3,700 TEU Container Ship

(1) Data for Structural Design(2) Longitudinal Strength(3) Local Strength(4) Buckling Strength


(1) Data for Structural Design

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Midship Section for 3,700 TEU Container Ship


Design Still Water Bending Momentfor Ballast Arrival Condition

214,994[ ]SM ton m

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74


Design Still Water Bending Moment

By calculating the section modulus and stress factor of the basis ship, we can assume the stress factor for the design ship.

214,994[ ]SM ton m

From ballast arrival condition,


(2) Longitudinal Strength

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Example of Midship Scantling- Midship Scantling for 3,700 TEU Container Ship

1) DNV Rules, Pt. 3 Ch. 1 Sec. 5 B100, Jan. 20042) DNV Rules, Pt. 3 Ch. 1 Sec. 5 B200, Jan. 2004

Design still water bending moment by rule1)

<Calculation of Design Bending Moment (Hogging)>

1.0 2,364,171.77

2,364,171.77 ( )

S sm SOM k M

kN m

2

2

(0.1225 0.015 )

10.37 247.64 32.2

(0.1225 0.015 0.6581)

2,364,171.77 ( )

SO WU BM C L B C

kN m

3/2

3/2

10.75 [(300 ) /100]

10.75 [(300 247.64) /100]

10.37

WU WC C

L

1.0 2,560, 481.90

2,560, 481.90( )

W wm WOM k M

kN m

2

2

0.19

0.19 1.0 10.37 247.64 32.2 0.6581

2,560, 481.90( )

WO WU BM C L BC

kN m

2,364,171.77 2,560, 481.90

4,924,653.67 ( )

S WM M M

kN m

Wave bending moment2)

Design bending moment at sagging condition is calculated in the same way.1,807,679.05( )

3,059,149.16( )S

W

M kN m

M kN m

Largest actual still water bending moment based on the loading conditions

2,364,171.77 ( )SM kNm

<Calculation of Design Bending Moment (Sagging)>

1,807,679.05 3,059,149.16 4,866,828.21( )S WM M M

kN m

Still water bending moment- Larger value shall be used for still water bending moment

between the largest actual still water bending moment based on loading conditions and design still water bending moment by rule.

- At ballast arrival condition

2,109,290( )

214,994( )SM kN m

ton m


IBP (inner bottom plate) area (A)= Width of IBP X Thickness of IBPEx. Area of IBP2 2340 1.35 459 cm

Plates at Bottom Structure

2x xI I b A

Moment of inertia of IBP area about base line (Ix’) is obtained by using the parallel-axis theorem.

1st moment of IBP area about base line= Area of IBP (A) X Vertical center of IBP (b)

3459 170 78,030 cm Ex. 1st moment of Area of IBP2

2 07 4459 170 1.327e cm

2nd moment of IBP area about base line= Area of IBP (A) X Vertical center of IBP (b)2

Ex. 2nd moment of Area of IBP2

3 301 4340 1.35

6.97112 12

LBe cm

Moment of inertia of IBP area (Ix)Ex. Moment of inertia of IBP2 area

IBP2 area=340X1.35=459 cm2

nd

nd

B

L

x


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76


For convenience of calculation of moment of inertia of the stiffener area about base line, we consider that the stiffener is actually composed of flange and web plate and thus the stiffener is assumed as the flange and web plate.

Flange

Web plate

Neutral axis of bottom structure = Total 1st moment of area about base line / Total area

590,63778.55 [ ]

7,519cm

IBP2 area=340X1.35=459 cm2

Stiffeners at Bottom Structure

nd

nd

nd

nd



Calculation of moment of inertia of sectional area from neutral axis Area, neutral axis, 1st moment & 2nd moment about baseline, and moment of inertia of side structure, bulkhead structure, deck structure are calculated in the same way and the results are as follows:

Vertical location of neutral axis of midship section from baseline ( ) is calculated by using the above table.

071.583873.2[ ]

18,127

ecm

Moment of inertia of area about neutral axis of midship section:

2. ., ,

2 2,

2 2,

08 10 2 10 47.620 2.540 873.2 18,127 1.234 [ ]

N A Total Base Total i

Local i i i i

Local i i i i

I I h A

I A h h A

I A h h A

e e e cm

2, . .,Base Total N A Total iI I h A

(Parallel-axis theorem) 2, ,Base Total Local i i iI I A h

h Total 1st moment of area about baseline / Total area

h

3. .

3

: moment of inertia of midship section area about neutral axis (cm )

: moment of inertia of midship section area about base line (cm )

: verticalcenter of structural member (cm)

: area of structuralmember (cm

N A

Base

i

i

I

I

h

A )


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Bottom section modulus 10

7 3

2 /

2 1.234 /1, 226.8

2.012 [ ]

D DZ I y

e

e cm

Bottom Stress Factor

(yD: Vertical distance from N.A to deck=2094–873.2 = 1,226.8 cm)

Deck section modulus

21

7

5.7( )

5.7 4,924,653.670.993

1.0 2.826

S Wb

B

M Mf

f Z

e

10

7 3

2 /

2 1.234 /873.2

2.826 [ ]

B BZ I y

e

e cm

(yB: Vertical distance from N.A to bottom = 873.2cm)

21

7

5.7( )

5.7 4,924,653.671.004

1.39 2.012

S Wd

D

M Mf

f Z

e

Deck Stress Factor

2, 1.030bf Bottom stress factor of the basis ship

7 32.595BZ e cm

Because the section modulus at bottom is larger thanthat of the basis ship, the stress factor should bedecreased.

Deck stress factor of the basis ship7 32.345DZ e cm 2, 1.140df

2383

[ ]kl spwZ cm

db

WSdb Z

MMf

,2,2

)(7.5

③ Because the stress factor (f2b) is decreased, the allowable stress is increased.

1 2225 130 0.7b dbf f

④ Because the allowable stress is increased, the required section modulus is decreased. So, we can reduce the size of the structure member.

① Assume section modulus

② Actual section modulus

Because the section modulus at deck is smaller thanthat of the basis ship, the stress factor will be increased. However, if HT-36 is used, then the stress factor can be decreased.


(port & starboard)

(port & starboard)

e.g., Allowable stress for longitudinals at inner bottome.g., Required section modulusfor longitudinals at inner bottom


Main data, geometry, and arrangement

Midship section arrangement

Local scantling

Calculation of actual section modulus

Required section modulus

Actual section modulus

Rule scantling end

Yes

No

Calculation of stress factor

According to the rule requirement

Estimation of design bending moment

Local scantling

Longitudinal strength check

The local scantling is determined assuming that initial midship section modulus of the design ship is equal to that of the basis ship.

The midship section modulus of the basis ship:

7 32.595BZ e cm7 32.345DZ e cm

2 1.030bf

2 1.140df

The actual bending stress (act.) shallnot be greater than the allowable bending stress (l).

Therefore, we have to repeat thecalculation.


Assumption of initial midship section modulus

As-built ship midship section modulus

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78


(3) Local Strength


In this example, we consider the midship section is composed of bottom structure, side structure, bulkhead structure, and deck structure.

Bottom Structure

Side Structure

Bulkhead Structure

Deck Structure


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Example of Local Scantling

Outer Bottom & Bilge plate Outer Bottom Longitudinals Inner Bottom Plate Inner Bottom Longitudinals Side Shell Plate Side Shell Longitudinals Deck Plate Deck Longitudinals Longitudinal Bulkhead Plate Longitudinal Bulkhead Longitudinals

158Design Theories of Ship and Offshore Plant, Fall 2016, Myung-Il Roh Seam

lin

e

KPBP1BP3 BP2

KP: Keel plate, BPn: n-th Outer Bottom Plate

Outer Bottom & Bilge PlateMain particulars of design ship

LOA (m) 259.64

LBP (m) 247.64

L_scant (m) 245.11318

B (m) 32.2

D (m) 19.3

Td (m) 11

Ts (m) 12.6

Vs (knots) 24.5

Cb 0.6563

2 1.030bf

2 1.140df

SM

WM

: The largest SWBM among all loading conditions and class rule

: calculated by class rule or direct calculation

It is assume that the initial stress factor is equal to the stress factor of basis ship.

7 32.595 [ ]BZ e cm7 32.345 [ ]DZ e cm

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Keel Plate (KP) (1/2)

Structure Load Type

Outer bottom

Sea pressure

)/( 2mkNp

dppTp 101

DNV Rules, Pt. 3 Ch. 1 Sec. 6 Table B1, Jan. 2004

KP

123

:Load point Design load (p1) acting on the unit strip 1 of keel plate

p1

pdp

pl

ks 2 0.2L~0.7L from A.P. ks=2

Cw 10.343 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)

kff 6.7 f= vertical distance from the waterline to the top of the ship’s

side at transverse section considered, maximum 0.8*Cw (m)6.7

28.33795639

y 8.05horizontal distance in m from the ship’s center line to the load point, minimum B/4(m)=8.05

z 0vertical distance in m from the ship’s baseline to the load point, maximum T(m)

23.355

149.355

)/15.08.0)(( LVkCkp fWsl

)/()(2.175

135 2mkNzTB

ypp ldp

dppTp 101

The design loads of the unit strip 2 and 3 are calculated in the same way.

Unit strip 2: p1 = 149.355 (kN/m2)

Unit strip 3: p1 = 149.355 (kN/m2)

: Design load acting on the keel plate is only the sea pressure.

Keel plate is composed of the three unit strips.

Load point of the unit strip:1, 2: Midpoint3: Point nearest the midpoint

Calculate the required thickness of each unit strip. And the thickest value shall be used for thickness of the plate.

The material of keel plate of basis ship (NV-32) is used for that of design ship. (f1 = 1.28)

①

Design Load


Keel Plate (KP) (2/2)

)(8.15

1 mmtpsk

t ka

Required Thickness

Minimum Thickness

Allowable Stress for Bottom Plate

1120 f

T1

p 149.355 Maximum Design Load

ka 1.0maximum 1.0 for s/l = 0.4

minimum 0.72 for s/l = 1-0

s 0.741 stiffener spacing in m

f1 1.28 Material factor = 1.28 for NV-32

σ 153.6

tk 1.5 Corrosion addition

13.04

t2

L1 245.11 Min (L, 300) (m)



19.33

3319.t

Required thickness of the unit strip 1 of the keel plate

,)/..( 225011 lska

1120 f

)(8.15

1 mmtpsk

t ka

Unit strip 2 : t1 = 13.04 (mm)

Unit strip 3 : t1 = 14.603 (mm)

)(.

. mmtf

Lt k

1

12

05007

)(.

. mmtf

Lt k

1

12

05007

cf) Minimum Breadth)(mmLb 5800

bRule 2,025.566

Arr. 3154 Breadth of keel plate Rule is satisfied.

KP

123

:Load point

Unit strip 1 19.33

Unit strip 2 19.33

Unit strip 3 19.33

][),max( mmttt 21

②

③

⑤ The thickest value between the thickness of unitstrips shall be used for thickness of keel plate.

][. mm519

④

The required thickness of the unit strip2 and 3 are calculated in the same way.

2017-06-16

81


Longitudinals at Keel Plate (L1) (1/2)

Structure Load Type

Outer bottom

Sea pressure

)/( 2mkNp

dppTp 101

KPL1

:Load point Design load (p1) acting on the L1

p1

pdp

pl


Cw 10.343 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)

kff 6.7 f = vertical distance from the waterline to the top of the

ship’s side at transverse section considered, maximum 0.8*Cw(m)6.7

28.33795639

y 8.05horizontal distance in m from the ship’s centre line to the load point, minimum B/4(m)=8.05

z 0vertical distance in m from the ship’s baseline to the load point, maximum T(m)

23.355

149.355


)/()(2.175

135 2mkNzTB

ypp ldp

dppTp 101

Load point : Midpoint

①

Design Load

The material of L1 of basis ship (NV-32) is used for that of design ship.(f1=1.28)

: Design load acting on the keel plate is only the sea pressure.



Longitudinals at Keel Plate (L1) (2/2)

Required Section Modulus Allowable Stress ②

)(83 3

2

cmspwl

Z k

dbbff 7.0130225 21

Z

le 2.96 Distance between web frame (3.16m) - 0.2 m(braket)



wk

tkw 1.0 Corrosion addition

tkf 1.0 Corrosion addition

1.15

σ


f2b 1.04 It is obtained from the section modulus of the basis ship.

σdb 25.6 20f1 in general

134.88

744.91

section flangedfor )(. kfkw tt 0501

dbbff 7.0130225 21

)(83 3

2

cmspwl

Z k

KPL1

:Load point

Minimum Thickness of Web and Flange

)(,)(. mmtg

htmmt

f

kt kk 2

1

1 05

t1

k 4.9022 0.02 L1



10.83

t2

h 400 Profile height in m

g 70 70 for flanged profile webs


7.21

)(. mmtf

kt k

1

1 05

)(mmtg

ht k2

④ Select the longitudinal whose section modulus is larger than the required section modulus from the table.

③

a b t1 t2 r1 r2 A I Z

mm cm2 cm4 cm3

400 100 11.5 16 24 12 61.09 34,200 1,120

121 tttt ),max(

“조선설계편람”, 제 4판 (일본어), 일본관서조선협회, 1996

2017-06-16

82


Inner Bottom Plate

Seam

lin

e

IBP1IBP2IBP4 IBP3

Main particulars of design ship

LOA (m) 259.64

LBP (m) 247.64

L_scant (m) 245.11318

B (m) 32.2

D (m) 19.3

Td (m) 11

Ts (m) 12.6

Vs (knots) 24.5

Cb 0.6563


: Calculated by class rule or directcalculation

7 32.595 [ ]BZ e cm7 32.345 [ ]DZ e cm

2 1.030bf

2 1.140df

SM

WM



Inner Bottom Plate (IBP4) (1/3)

Structure Load Type

Inner bottom Dry cargo in cargo holds

Inner Bottom, floors and girders

Pressure on tank boundary in double bottom

Minimum pressure

①

Design Load

12

:Load point

IBP4

34

Dry cargo in cargo holdsContainer is considered as a light cargo, so load by container can be negligible during local scantling. (Opinion by expert in structural design, p4 = 0)

CV Hagp ).( 5004

014 10 php s

Tp 1015

)(. dynp php 1067013

Design load acting on the inner bottom plate considering the overflow of the cargo tank.

The design loads of the unit strip 2, 3, and 4 are equal to that of the unit strip 1.

p13

Δpdyn 25 25 in general

hp 14.648

vertical distance in m from the load point to the top of air pipe (Air pipe is located on 0.76 m above the second deck)

114.89 )(67.0 013 dynp PhgP

Inner bottom plate 4 (IBP4) is composed of the four unit strips.

Load point of the unit strip:1, 2, 3, 4: Midpoint

Calculate the required thickness of each unit strip. And thickest value shall be used for thickness of the plate.

The material of inner bottom plate of basis ship (NV-32) is used for that of design ship. (f1=1.28)

Design load (p4, p13) acting on the unit strip 1 of IBP4

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83



Design load (p14, p15) acting on the unit strip 1 of IBP4①

p15 126 Tp 1015

Design loads acting on the unit strip 2, 3 and 4 are calculated in the same way.

Unit strip 2: p14 = 153.88(kN/m2)

Unit strip 3: p14 = 153.88(kN/m2)

p14

hs0

vertical distance in m from the load point to top of tank (= 0)

p0 15 15 in ballast hold of dry cargo vessels

15 014 10 php s

Unit strip 4: p14 = 153.88(kN/m2)

mhs 8813.

, (hs of the unit strip 2, 3, 4 is different from that of the unit strip1.)

Unit strip 2: p = p14 = 153.88

Unit strip 3: p = p14 = 153.88Unit strip 4: p = p14 = 153.88

Unit strip 1: p = p15 = 126

]/[

),,max(2

151413

mkN

pppp

Largest value between p13, p14, and p15 shall be used for pressure acting the unit strip.

Design load acting on the inner bottom plate considering the static pressure on the tank.

The design loads of the unit strip 2, 3, and 4 are equal to that of the unit strip 1.

Design load acting on the inner bottom plate considering the damaged condition.


⑤ The thickest value between the thickness of unitstrips shall be used for thickness of inner bottomplate.

)(8.15

1 mmtpsk

t ka

Required Thickness Minimum Thickness

Allowable Stress for Inner Bottom Plate

1140 f

t1

p 126 Maximum Design Load





σ 179.2

tk 1 Corrosion addition

12.14

t2

t0 5.0 5.0 in general

L1 245.11 Min (L, 300) (m)



12.50

12.50t

,)/..( 225011 lska

1140 f

)(8.15

1 mmtpsk

t ka

Unit strip 2: t1 = 13.31 [mm]Unit strip 3: t1 = 13.31 [mm]

)(.

mmtf

Ltt k

1

102

030

Unit strip 1 12.50

Unit strip 2 13.31

Unit Strip 3 13.31

][),max( mmttt 21

②

③

12.5 [ ]mm

④

Unit strip 4: t1 = 13.31 [mm]


Required thickness of the unit strip 1 of the inner bottom plate

The required thicknesses of the unit strip 2 and 3 are calculated in the same way.

2017-06-16

84


Longitudinals at Inner Bottom (L12) (1/2)

:Load point

IBP4

L12L13

Structure Load Type

Inner bottom Dry cargo in cargo holds

Inner Bottom, floors and girders

Pressure on tank boundary in double bottom

Minimum pressure

Design load (p14) acting on the L12①

Design Load

CV Hagp ).( 5004

014 10 php s

)(. dynp php 1067013

Tp 1015

L14 : p = p14 =153.88

Design load acting on the longitudinals at inner bottom is equal to that on the inner bottom plate.

Load point: Midpoint

The materials of L12 and L13 of basis ship (NV-32) are used for those of design ship. (f1=1.28)


Longitudinals at Inner Bottom (L12) (2/2)

Required Section Modulus Allowable Stress ②

)(83 3

2

cmspwl

Z k

dbbff 70100225 21 .

Z




wk



1.1

σ


f2b 1.04 It is obtained from the section modulus of the basis ship.

σdb

25.6 20f1 in general

166.08

623.33


)(83 3

2

cmspwl

Z k


)(,)(. mmtg

htmmt

f

kt kk 2

1

1 05

t1

k 4.9022 0.02 L1



10.33

t2




5.29

)(. mmtf

kt k

1

1 05

)(mmtg

ht k2

③


mm cm2 cm4 cm3

300 90 11 16 19 9.5 46.22 16,400 681

121 tttt ),max(


dbbff 70100225 21 .

Section modulus whose longitudinal involves the plate.1)

1) When the section modulus is calculated, standard breadth depending on a is used for effective breadth for simplicity. But effective breadth in accordance with rule should be used in actual calculation. (bp× tp ) => (a≤75 : 420×8, 75<a<150 : 610×10, 150≤a : 610×15)


2017-06-16

85


Side Shell Plate

SP1

SP2

SP3

SP4

SP5

SP: Side shell Plate


LOA(m) 259.64

LBP(m) 247.64

L_scant(m) 245.11318

B(m) 32.2

D(m) 19.3

Td(m) 11

Ts(m) 12.6

Vs(knt) 24.5

Cb 0.6563

07 32.595BZ e cm07 32.345DZ e cm

2 1.030bf

2 1.140df




SM

WM


Side Shell Plate (SP5 - Side Plating) (1/3)

:Load point

SP5 1

2

][2

21 mmtt

t

t1: required side plating in mm

t2: strength deck plating in mm

t2 shall not be taken less than t1.

Side shell plate (SP5) is composed of the two unit strips.

Load point of the unit strip:1, 2: Midpoint

Calculate the required thickness of each unit strip. And thickest value shall be used for thickness of the plate (SP5).

The material of SP5 of basis ship (NV-32) is used for that of design ship.(f1=1.28)

Because SP5 is a side plate and a shear strake at strength deck, the required thickness of SP5 considering both the required side plating and strength deck plating is as follows. (DNV Rules, Jan. 2004,Pt. 3 Ch. 1 Sec. 7 C202)

Design Load & Load Point

2017-06-16

86


Side Shell Plate (SP5 - Side Plating) (2/3)

Structure Load Type

ExternalSea pressure above summer load waterline

)/( 2mkNp

02 )2.04( hkpp sdp


:Load point

p2

pdp

pl


Cw 10.343 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)

kf

f 6.7f= vertical distance from the waterline to the top of the ship’s side at transverse section considered, maximum 0.8*Cw (m)

6.7

28.33795639


z 12.6vertical distance in m from the ship’s baseline to the load point, maximum T(m))

48.613

h0 5.163vertical distance in m from the waterline considered to the load point

25.896


)/()(2.175

135 2mkNzTB

ypp ldp

Unit strip 2: p2 = 21.558(kN/m2)

①

SP5 1

2

02 )2.04( hkpp sdp

Side plate (SP5) is composed of the two unit strips.



The material of SP5 of basis ship (NV-32) is used for that of design ship.(f1=1.28) The design loads of the unit strip 2 is calculated in the

same way.

: Design load acting on the SP5 is only the sea pressure.

Design load (p2) acting on the unit strip 1 of SP5


Side Shell Plate(SP5 - Side Plating) (3/3)

)(8.15

mmtpsk

t ka

Required Thickness

Minimum Thickness

Allowable stress for Side Shell Plate

1140 f

t1_1






sigma 157.431N.A(140f1)~ deck(140f1), It shall be reduced linearly.


8.575

t1_2

k 0.03 Min (L, 300) (m)

L1 245.11 Min (L, 300) (m)



14.5

,)/..( 225011 lska

)(8.15

1 mmtpsk

t ka

Unit strip 2: t1 = 9.993 (mm)

)(0.51

1 mmtf

kLt k

)(0.51

1 mmtf

kLt k


bRule 2025.566

Arr. 3154 Breadth of side shell plate

Unit strip 1 14.5

Unit strip 2 14.5

][),max( 2_11_11 mmttt

②

③

④

at N.A.σ shall be reduced linearly.

:Load point

SP51

2

Required thickness of the unit strip 1 of the SP5

The required thickness of the unit strip 2 is calculated in the same way.

Rule is satisfied.

⑤ The thickest value between the thickness of unitstrips shall be used for thickness of SP5.

][ 5.141 mmt

2017-06-16

87


Side Shell Plate(SP5 - Shear Strake at Strength Deck) (1/3)

Structure Load Type

Weather deck

Sea pressure

)/( 2mkNp

))2.04(( 01 hkpap sdp


:Load point

p1

pdp

pl


Cw 10.343 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)



28.33795639


z 12.6vertical distance in m from the ship’s baseline to the load point, maximum T(m)

48.613

a 0.81.0 for weather decks forward of 0.15L from FP, or forward of deckhouse front, whichever is the foremost position or 0.8 for weather decks elsewhere


15.743


)/()(2.175

135 2mkNzTB

ypp ldp

Unit strip 2: p1 =15.743(kN/m2)

①SP5 1

2

))2.04(( 01 hkpap sdp

: Design load acting on the SP5 is only the sea pressure.

Design load (p1) acting on the unit strip 1 of SP5

The design loads of the unit strip 2 is calculated in the same way.

Shear strake at strength deck (SP5) is composed of the two unit strips.



The material of SP5 of basis ship (NV-32) is used for that of design ship.(f1=1.28)


)(8.15

mmtpsk

t ka

Required Thickness

Minimum Thickness

1140 f

t2_1






sigma 153.6 120f1


7.401

t2_2

t0 5.5 5.5 for unsheathed weather and cargo deck

k 0.02 0.02 in vessels with single continuous deck

L1 245.11 Min (L, 300) (m)



12.883

2 12.883 13.0 [ ]t mm

,)/..( 225011 lska

)(8.15

1 mmtpsk

t ka

Unit strip 2: t1_1 =8.574 (mm)

)(1

10 mmt

f

kLtt k


bRule 2025.566

Arr. 3154 Breadth of shear strake

Unit strip 1 12.883

Unit strip 2 12.883

][),max( 2_21_22 mmttt

②

③

④

at N.A.

:Load point

SP51

2

)(1

10 mmt

f

kLtt k

Side Shell Plate (SP5- Shear Strake at Strength Deck) (2/3)

Required thickness of the unit strip 1 of the SP5

The required thickness of the unit strip 2 is calculated in the same way. Rule is satisfied.

⑤ The thickest value between the thickness of unitstrips shall be used for thickness of SP5.

σ shall be reduced linearly.

Allowable stress for Side Shell Plate

2017-06-16

88


Side Shell Plate (SP5 - Shear Strake at Strength Deck) (3/3)

0.132 t5.141 t

][2

21 mmtt

t

t1 : required side plating in mm

t2 : strength deck plating in mm

Side shell plate(SP5)

][5.142

5.145.14

221 mm

ttt

SP51

2

:Load point

t2 shall not be taken less than t1. 5.142 t


:Load point

SP5

L38

Structure Load Type

ExternalSea pressure above summer load waterline

)/( 2mkNp

02 )2.04( hkpp sdp


p2

pdp

pl


Cw 10.343 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)

kff 6.7

f= vertical distance from the waterline to the top of the ship’s side at transverse section considered, maximum 0.8*Cw (m)

6.7

28.33795639



48.613


23.982


)/()(2.175

135 2mkNzTB

ypp ldp

①

02 )2.04( hkpp sdp

Longitudinals at Side Shell Plate(L38 - Deck Structure) (1/4)


L38 to be considered is the longitudinals located between the side structure and deck structure.


: Design load acting on the L38 is only the sea pressure.

Design load (p2) acting on the L38 of the SP5

2017-06-16

89


Required Section Modulus Allowable stress ②

)(83 3

2

cmspwl

Z k

n

an

z

zzff

21 130225

Z_1


s 0.986 = (0.87+1.102 )/2, stiffener spacing in m


wk

tkw 3 Corrosion addition

tkf 3 Corrosion addition

1.3

σ


f2 1.19 It is obtained from the section modulus of the basis ship.

zn10.272

=19.3 – 9.028, vertical distance in m from the neutral axis to the deck

za 1.102 vertical distance in m from the deck to the load point

150.383

148.651

section flangedfor )(05.01 kfkw tt

)(83 3

2

cmspwl

Z k


)(,)(. mmtg

htmmt

f

kt kk 2

1

1 05

t1_1

k 4.9022 0.02 L1



12.33

t1_2


g 20 20 for plat bar profile


13

)(. mmtf

kt k

1

1 05

)(mmtg

ht k2

③

1_1 1_ 2 1_ 2max( , )t t t t n

an

z

zzff

21 130225

31 1148.651 [ ], 13 [ ]Z cm t mm

:Load point

SP5 L38




:Load point

SP5

L38

Structure Load Type

Weather deck

Sea pressure

)/( 2mkNp

))2.04(( 01 hkpap sdp


p1

pdp

pl


Cw 10.343 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)



28.33795639



48.613



15.307


)/()(2.175

135 2mkNzTB

ypp ldp

))2.04(( 01 hkpap sdp


L38 to be considered is the longitudinals located between the side structure and deck structure.


: Design load acting on the L38 is only the sea pressure.

① Design load (p2) acting on the L38 of the SP5

2017-06-16

90




)(83 3

2

cmspwl

Z k

n

and z

zzff

21 130225

Z_2


s 0.986 = (0.87+1.102 )/2, stiffener spacing in m


wk



1.3

σ


f2d1.19

It is obtained from the section modulus of the basis ship.

zn10.272


za 1.102 vertical distance in m from the deck to the load point

150.383

94.877

section flangedfor )(05.01 kfkw tt

)(83 3

2

cmspwl

Z k


)(,)(. mmtg

htmmt

f

kt kk 2

1

1 05

t2_1

k 4.9022 0.02 L1



12.33

t2_2




13

)(. mmtf

kt k

1

1 05

)(mmtg

ht k2

③

2 _1 2 _ 2 2 _ 2max( , )t t t t n

and z

zzff

21 130225

32 294.877 [ ], 13 [ ]Z cm t mm

:Load point

SP5 L38


Longitudinals at Side Shell Plate(L38 - Side Structure & Deck Structure)

Side structure::Load point

SP5 L38

mmtcmZ 13,877.94 23

2

mmtcmZ 13,651.148 13

1

Deck structure:

Side structure & Deck structure3

121 651.148),max( cmZZZZ mmttt 13),max( 21

d tw 16 19 22 25.4 28 32 35 38

200

A 32 38 44 50.8 56 64 70 76

Z 215 259 305 359 401 469 521 576

I 3900 4730 5600 6640 7460 8790 9830 10900

d tw 6 9 11 12.7 14

150

A 9 13.5 16.5 19.1 21

Z 44.7 65.2 78.3 89.1 97.2

I 614 856 1000 1120 1200


④ Select the longitudinal whose section modulus is larger than the required section modulus from the table.Section modulus of flange whose longitudinal involves the plate.1)

Section of web plate modulus whose longitudinal involves the plate.


2017-06-16

91


Deck Plate

DP1

DP2

DP3

DP4 DP5

DP: Deck Plate


LOA(m) 259.64

LBP(m) 247.64

L_scant(m) 245.11318

B(m) 32.2

D(m) 19.3

Td(m) 11

Ts(m) 12.6

Vs(knt) 24.5

Cb 0.6563

07 32.595BZ e cm07 32.345DZ e cm

2 1.030bf

2 1.140df




SM

WM


Deck Plate (1/2)

:Load point

DP1

123

Structure Load Type

Weather deck

Sea pressure

)/( 2mkNp

))2.04(( 01 hkpap sdp

DNV Rules, Jan. 2004,Pt. 3 Ch. 1 Sec. 7 Table B1

p1

pdp

pl


Cw 10.343 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)



28.33795639



48.267



16.853


)/()(2.175

135 2mkNzTB

ypp ldp

))2.04(( 01 hkpap sdp

Deck plate (DP1) is composed of the three unit strips.

Load point of the unit strip:1, 2, 3: Midpoint

Calculate the required thickness of each unit strip. And thickest value shall be used for thickness of the plate (DP1).

The material of DP1 of basis ship (NV-32) is used for that of design ship.(f1=1.28)

: Design load acting on the DP1 is only the sea pressure.

① Design load (p1) acting on the unit strip 3 of DP1

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92


Deck Plate (2/2)

)(8.15

mmtpsk

t ka

Required Thickness

Minimum Thickness

Allowable stress for Side shell Plate

t1




s 0.765 = (0.69 + 0.84)/2, stiffener spacing in m


sigma 153.6 120f1


6.611

t2

t0 5.5 5.5 for unsheathed weather and cargo deck

k 0.02 0.02 in vessels with single continuous deck

L1 245.11 Min (L, 300) (m)



12.883

2 12.883 13.0 [ ]t mm

,)/..( 225011 lska

)(8.15

1 mmtpsk

t ka


)(1

10 mmt

f

kLtt k


bRule 2025.566

Arr. 3154 Breadth of side deck plate

Unit strip 1 12.883

Unit strip 2 12.883

][),max( 2_21_22 mmttt

②

③

④

)(1

10 mmt

f

kLtt k

:Load point

123

DP1


Required thickness of the unit strip 3 of the DP1

The required thicknesses of the unit strip 1 and 2 are calculated in the same way.

Rule is satisfied.

⑤ The thickest value between the thickness of unitstrips shall be used for thickness of DP1.

1120 f


Longitudinals at Deck Plate (1/2)


Structure Load Type

Weather deck

Sea pressure

)/( 2mkNp

))2.04(( 01 hkpap sdp


p1

pdp

pl


Cw 10.343 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)



28.33795639


z 12.6vertical distance in m from the ship’s baseline to the load point, maximum T(m)

47.921



16.576


)/()(2.175

135 2mkNzTB

ypp ldp

))2.04(( 01 hkpap sdp

:Load point

DP1

L1L2

The materials of L1, L2 of basis ship (NV-32) are used for that of design ship.(f1=1.28)

① Design load (p1) acting on the L1 and L2

: Design load acting on the L1, L2 is only the sea pressure.

2017-06-16

93


Longitudinals at Deck Plate (2/2)


)(83 3

2

cmspwl

Z k

n

and z

zzff

21 130225

Z


s 0.695 = (0.550 + 0.840 )/2, stiffener spacing in m


wk



1.3

σ


f2d 1.19 It is obtained from the section modulus of the basis ship.

zn10.272


za 0 vertical distance in m from the deck to the load point

150.383

72.422 section flangedfor )(05.01 kfkw tt

)(83 3

2

cmspwl

Z k


)(,)(. mmtg

htmmt

f

kt kk 2

1

1 05

t1

k 4.9022 0.02 L1



12.33

t2_2




10.5

)(. mmtf

kt k

1

1 05

③

n

and z

zzff

21 130225

:Load point

DP1

L1L2

d tw 6 9 11 12.7 14

150

A 9 13.5 16.5 19.1 21

Z 44.7 65.2 78.3 89.1 97.2

I 614 856 1000 1120 1200

)(mmtg

ht k2

121 ),max( tttt

“조선설계편람”, 제 4판 (일본어), 일본관서조선협회, 1996Section modulus of flange whose longitudinal involves the plate.1)




Longitudinal Bulkhead Plate

LBP1

LBP2

LBP3

LBP4

LBP5

LBP6

LBP: Longitudinal Bulkhead Plate


LOA(m) 259.64

LBP(m) 247.64

L_scant(m) 245.11318

B(m) 32.2

D(m) 19.3

Td(m) 11

Ts(m) 12.6

Vs(knt) 24.5

Cb 0.6563

07 32.595BZ e cm07 32.345DZ e cm

2 1.030bf

2 1.140df




SM

WM

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1

2

3

4

5

LBP4

:Load point

Structure Load Type

Watertight bulkheadsSea pressure when flooded or general dry cargo minimum

Tank bulkheadsin general

)/( 2mkNp


Design Load

bhp 101

sV hagP ).( 5003 )(. dynp PhgP 04 670

005 phgP s

`

①

p1

hb 3.725

vertical distance in metres from the load point to the deepest equilibrium waterline in damaged condition obtained from applicable damage stability calculations. The deepest equilibrium waterline in damaged condition should be indicated on the drawing of the deck in question.

37.25 bhp 101





Watertight decks submerged in damaged condition

Longitudinal Bulkhead Plate (LBP4) (1/3)

Longitudinal bulkhead plate (LBP4) is composed of the five unit strips.

Calculate the required thickness of each unit strip. And thickest value shall be used for thickness of the plate (LBP4).

The material of LBP4 of basis ship (NV-NS) is used for that of design ship.(f1=1.00)

Load point of the unit strip:1: Point nearest the midpoint 2, 3, 4, 5: Midpoint

Design load (p1) acting on the unit strip 1 of LBP4

The design loads of the unit strip 2, 3, 4, and 5 are calculated in the same way.


Longitudinal Bulkhead Plate(LBP4) (2/3)

p3

av

a0

Cw 10.34 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)

Cv 0.2

Cv1 1.56

0.4396

kv 0.7 0.7 between 0.3L and 0.6L from A.P.

4.599

hb 3.725

vertical distance in metres from the load point to the deepest equilibrium waterline in damaged condition obtained from applicable damage stability calculations. The deepest equilibrium waterline in damaged condition should be indicated on the drawing of the bulkhead in question.

46.24

2050 .max,/LCV

801 .max,/ LVCV

10 3 VVW CCLCa /

Bvv Cagka /00

bsv hhagp 105003 ).(





Considering vertical acceleration (P3)

12345

LBP4

:Load point

①

Unit strip2 : p4 = 42.29(kN/m2)




p4


hp 4.485

vertical distance in m from the load point to the topof air pipe

46.97 )(. dynp PhgP 04 670

005 phgP s

Considering the tank overflow (P4)

Considering tank test pressure (P5)

p5

P0 25 25 in general

Hs 3.725

vertical distance in m from the load point to the topof tank or hatchway excluding smaller hatchways

52.46 005 phgP s





Unit strip2 : p = p5 = 45.48

Unit strip3 : p = p5 =36.74Unit strip4 : p = p4 = 30.58

Unit strip5 : p = p4 = 24.76

Unit strip1 : p = p5 = 52.46

]/[

),,,max(2

5431

mkN

ppppp

Design load (p3, p4, p5) acting on the unit strip 1 of LBP4 The design loads of the unit strip2, 3, 4, and 5 are

calculated in the same way.

The design loads of the unit strip2, 3, 4, and 5 are calculated in the same way.

The design loads of the unit strip 2, 3, 4, and 5 are calculated in the same way.

Largest value between p1, p3, p4 and p5 shall be used for pressure acting the unit strip.

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Longitudinal Bulkhead Plate(LBP4) (3/3)

)(8.15

1 mmtpsk

t ka

Required Thickness

Minimum Thickness

Allowable Stress for LongitudinalBulkhead Plate

t1





f1 1 Material factor = 1.00 for NV-NS

σ 134.48


11.59

t2

L1 245.11 Min (L, 300) (m)

f1 1.00 Material factor = 1.00 for NV-NS

Tk 3 Corrosion addition

k 0.01 0.01 for other bulkheads

8

5911.t

,)/..( 225011 lska

)(8.15

1 mmtpsk

t ka

)(. mmtf

Lkt k

1

12 05

Unit strip 1 11.59

Unit strip 2 10.99

Unit strip 3 10.26

Unit strip 4 9.67

Unit strip 5 8.96

][),max( mmttt 21

②

③

][. mm511

④

12345

LBP4

:Load point

Unit strip 2: t1 = 10.99 (mm)Unit strip 3: t1 = 10.26 (mm)Unit strip 4: t1 = 9.67 (mm)Unit strip 5: t1 = 8.96 (mm)

)(. mmtf

Lkt k

1

12 05

Required thickness of the unit strip 1 of the LBP4

The required thickness of the unit strip 2, 3, 4, and 5 are calculated in the same way.

⑤ The thickest value between the thickness of unitstrips shall be used for thickness of LBP4.

1160 f at N.A.σ shall be reduced linearly.


Longitudinals at Longitudinal Bulkhead Plate (LBP4) (1/3)

L31

L32

L33

L34

LBP4

:Load point

Structure Load Type

Watertight bulkheadsSea pressure when flooded or general dry cargo minimum

Tank bulkheadsin general

)/( 2mkNp

DNV Rules, Jan. 2004,Pt. 3 Ch. 1 Sec. 6 Table B1 Design Load

bhp 101

sV hagP ).( 5003 )(. dynp PhgP 04 670

005 phgP s

①

p1

hb 3.464

vertical distance in metres from the load point to the deepest equilibrium waterline in damaged condition obtained from applicable damage stability calculations. The deepest equilibrium waterline in damaged condition should be indicated on the drawing of the deck in question.

34.64 bhp 101


The material of LBP4 of basis ship (NV-NS) is used for that of design ship.(f1=1.00)

Considering the sea pressure at damaged condition (P1)

Design load (p1) acting on the L31

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p3

av

a0

Cw 10.34 100 < L < 300, 10.75 - [(300-L)/100]^(3/2)

Cv 0.2

Cv1 1.56

0.4396

kv 0.7 0.7 between 0.3L and 0.6L from A.P.

4.599

hb 3.464

vertical distance in metres from the load point to the deepest equilibrium waterline in damaged condition obtained from applicable damage stability calculations. The deepest equilibrium waterline in damaged condition should be indicated on the drawing of the bulkhead in question.

43.00

2050 .max,/LCV

801 .max,/ LVCV

10 3 VVW CCLCa /

Bvv Cagka /00

bsv hhagp 105003 ).(

①

p4


hp 4.224

vertical distance in m from the load point to the topof air pipe

45.21 )(. dynp PhgP 04 670

p5

P0 25 25 in general

Hs 3.464

vertical distance in m from the load point to the topof tank or hatchway excluding smaller hatchways

49.83 005 phgP s

p = p5 = 49.83

]/[),,,max( 25431 mkNppppp

Considering vertical acceleration (P3)

Considering tank test pressure (P5)

Considering the tank overflow (P4)

Largest value between p1, p3, p4 and p5 shall be used for pressure acting the unit strip.

Design load (p3, p4, p5) acting on the L31




)(83 3

2

cmspwl

Z k

n

an

z

zzff

21 130225

Z




wk



1.15

σ 160

226.08


)(83 3

2

cmspwl

Z k


)(,)(. mmtg

htmmt

f

kt kk 2

1

1 05

t1

k 4.9022 0.01L1

f1 1.00 Material factor = 1.00 for NV-NS


8.95

t2




4.36

)(. mmtf

kt k

1

1 05

)(mmtg

ht k2

③


mm cm2 cm4 cm3

200 90 9 14 14 7 29.66 5,870 340

121 tttt ),max(

“조선설계편람”, 제 4판 (일본어), 일본관서조선협회, 1996eb


Section modulus whose longitudinal involves the plate.1)


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(4) Buckling Strength


Example of Buckling Check by DNV Rule1)

Basis ship: 3,700TEU Container Carrier

Arrangement of structure member, longi. spacing, seam line of design ship are same with those of basis ship.


LOA (m) 259.64

LBP (m) 247.64

Ls (m) 245.11318

B (m) 32.2

D (m) 19.3

Td (m) 11

Ts (m) 12.6

Vs (knots) 24.5

Cb 0.6563

Midship section of 3700TEU container carrier

Design ship in this example is the same with the ship considered in the example of local scantling.

1) Rules for Classification of Ships, DNV, Pt. 3 Ch. 1 Sec. 13, pp.92-98, Jan. 2004

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Midship Section

Example of Buckling Check by DNV Rule- Midship Section


Calculation of elastic buckling stress

Example of Buckling Check by DNV Rule- Bottom Plate (1/4)

Because for all bottom plates, critical buckling stress is calculated as follows:

2f

el

14

fc f

el

2

14 2

fc el el

f fc f el

el

when

when

c critical buckling stress

2

2

2

235 /

315 / , ,

355 / 36, 36, 36

f minimum yield stress

N mm for mild steel

N mm for AH DH EH steel


220.9 ( / )

1000

el

k

elastic buckling stress

t tkE N mm

s

5 22.06 10 /E N mm

8.4(0 1)

1.1lk k for

s: shortest side of plate panel in m

Ψ : the ratio between the smaller and the larger compressivestress assuming linear variationIn this example, Ψ at bottom and deck are assumed as 1, Ψ at side plate is assumed as 0.97.

Name

1) Rules for Classification of Ships, Det Norske Veritas, Pt. 3 Ch. 1 Sec. 13, pp.92-98, January 2004

KP BP1 BP2 BP3 BP4

BP5

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2

14 2

fc el el

f fc f el

el

when

when

c critical buckling stress

2

2

2

235 /

315 / , ,

355 / 36, 36, 36

f minimum yield stress

N mm for mild steel



220.9 ( / )

1000

el

k

elastic buckling stress

t tkE N mm

s

5 22.06 10 /E N mm

8.4(0 1)

1.1lk k for

s: shortest side of plate panel in m

Ψ : the ratio between the smaller and the larger compressivestress assuming linear variationIn this example, Ψ at bottom and deck are assumed as 1, Ψ at side plate is assumed as 0.97.

Because for all bottom plates, critical buckling stress is calculated as follows:

2f

el

14

fc f

el

Calculation of elastic buckling stress

Name



KP BP1 BP2 BP3 BP4

BP5


ac

Comparison between critical buckling stress and actual stress

ac

5 2

21

2

2

2

( )10 ( / )

30 /

30 /

, , 38.4 /

36, 36, 36 41.7 /

S Wa al n a

N

M Mz z N mm

I

minimum f N mm at side

for mild steel N mm

for AH DH EH N mm

for AH DH EH N mm

zn: vertical distance in m from the baseline or deck line tothe neutral axis of the hull girder, whichever is relevantza: vertical distance in m from the baseline or deck line tothe point in question below or above the neutral axis,RespectivelyI: Moment of Inertia (cm4)Ms,Mw: Still water bending moment, vertical wave bending moment(kNm)

In this example, buckling check for BP1~BP3 are not satisfied. To satisfy that, the change such as increase of plate thickness or change of material from mild to high tensile steel is needed.


Name

1.0 for deck, single bottom, longitudinally stiffened side plating

0.9 for bottom, inner bottom, transversely stiffened side plating

1.0 for local plate panels where an extreme load level is applied.

(e.g impact pressures)

0.8 fo

r local plate panels where an normal load level is applied.

min.


KP BP1 BP2 BP3 BP4

BP5

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ac

Determination of the way of buckling reinforcementa

c

5 2

21

2

2

2

( )10 ( / )

30 /

30 /

, , 38.4 /

36, 36, 36 41.7 /

S Wa al n a

N

M Mz z N mm

I

minimum f N mm at side

for mild steel N mm

for AH DH EH N mm

for AH DH EH N mm

1.0 for deck, single bottom, longitudinally stiffened side plating

0.9 for bottom, inner bottom, transversely stiffened side plating

1.0 for local plate panels where an extreme load level is applied.

(e.g impact pressures)

0.8 fo

r local plate panels where an normal load level is applied.

In this example, we increase the thickness of plate.


zn: vertical distance in m from the baseline or deck line tothe neutral axis of the hull girder, whichever is relevantza: vertical distance in m from the baseline or deck line tothe point in question below or above the neutral axis,RespectivelyI: Moment of Inertia (cm4)Ms,Mw: Still water bending moment, vertical wave bending moment(kNm)

Name


KP BP1 BP2 BP3 BP4

BP5

Design Theories of Ship and Offshore Plant · 2018. 4. 20. · 2)James M. Gere, Mechanics of...

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