scantlings version_2 for print only

8/13/2019 Scantlings Version_2 for Print Only

1/280

L= length of craft in meters

L= 36 m

B= breadth of the craft in m

B= 12 m

D= depth of the craft in m

D= 4 m

d= stationary draft in m

d= 2.5 m (but generally not to be taken as ledd then 0.04L)

Cb=0.5

g= 1.005 N/cm2-m

ncg=the vertical acceleration of the craft

ncg= N2[(12 h1/3/NhBw)+1] *50-cg](V2(NhBw)

2/)g

= 1.45

Nh=number of hulls

Nh=2

kn=0.256

nxx= ncgKv= 1.45

N1=0.1

N2=0.0078

N3=9.8

=displacement at design waterline in kg= 297250 kg

=282.9268 m3

=290 ton

g= 9.81 m/s2

Lw=craft length on the waterline in m= 36 m

Bw=maximum waterline beam in m= 11.8 m

H= wave parameter= 0.017L+3.653 m = 4.3 m

h1/3=significant wave height= 2.5 m

=running trim at V= 4

cg=deadrise at LCG= 30

bx=deadrise at any section clear of LCG= 30

V= craft design speed in knots= 12 knots

FD=design area factor= 0.4

FV=vertical accleration distribution factor (3-2-2/fig-5)

KV=vertical accleration distribution factor (3-2-2/fig-4)

KV=1

AD=design area , cm2

2.5s2= 6250 cm

2(for shell plate panel)

0.33l2

cm2

(for longitudenals, stiffners,transverse

AR=referance area ,cm2

= 6.95 /d cm2

= 786.5365854 m2

= 0.08 cm2

AD/AR=79462.29


2/280

s = spacing of longitudenal stiffners in cm= 50 cm

l= unsupported span of intervals in cm

LI=mean span of cross structure in cm

pbcg,pbxx,N1,N2,N3,,Lw,V,FV,nxx,bx,cg,H,d and FDare as defined in 3-2-2/1.1

C1=0.044L+3.75

C1=5.33

C2=0.01Wave bending moment amidships: (3-2-1/1.1.2, pg-47)

Mws= -k1C1 L2B (Cb+ 0.7) x 10

-3kN-m sagging moment

Mws= -10949.97658 kN-m

Mwh= k2C1L2B Cbx 10

-3kN-m hogging moment

Mwh=7880.66 kN-m

where

k1= 110

k2= 190

Msws=0 kN-m sagging moment

Mswh= 0.3 fpC1C2L2

B (Cb+ 0.7) kN-m hogging momentMswh=5226.13 kN-m

where

fp= 17.5 kN/cm2

Slamming induced bending moment:

Msl=C3(1+ncg)(L-ls) kN-m

Msl=29187.18 kN-m

where

C3= 1.25

= full load displacement in metric tons

ls=length of slamming load in m

ls= AR/Bwl

ls=6.61

AR=0.67/d m2

AR=77.72 m2

Section Modulus:

SM=M tCQ/fp cm2-m

1667.84 cm

2

-m0.17 m

3

where

Mt=maximum total bending moment, to be taken greater of the following

= Mswh+Mwh 13106.79014 kN-m

= -Msws-Mws -10949.97658 kN-m

= Msl 29187.18 kN-m

Mt=29187.18 kN-m 175000


3/280

C= 1 for steel craft

Q= 1 for ordinary steel

fp=17.5 kN/cm2

K= 50

Moment of inertia:

I= (L/QC)*(SM/K) cm2-m

2

I= 0.12 cm2-m

2

I= 1.20084E-05 m4

Catamaran transverse loading: (3-2-1/3.3, pg-53)

Mtb= K1 Bcl (1+ncg) kN-m

Mtb=17879 kN-m

Mtt= K2 L(1+ncg) kN-m

Mtt=35757 kN-m

Max Mtt=35757.00 kN-m

Qt= K1 (1+ncg) kN

Qt=1986.50 kN

where

Mtb=design transverse bending moment acting upon the cross structure connecting the hull

Mtt=design torsional moment acting upon the transverse structure connecting the hulls

Qt=design vertical shear force acting upon the transverse structure connecting the hulls

K1 =2.5

K2 =1.25

=craft displacement in tonnes

=290 m3

Bcl=distance between the hull centerlines in meters

Bcl=9 m

ncg vertical accleration at the craft's center of gravity

1+ncg=2.74 (3-2-1/table 1)

Design stresses and deflection: (3-2-1/3.5, pg-54)a=design transverse bending stress N/mm

2

a= 0.66 y 155.1 N/mm2

ab=design torsional or combined stress N/mm2

ab= 0.75 y 176.25 N/mm2

a=design transverse shear stress N/mm2

a= 0.38 y 89.3 N/mm2


4/280

E= tensile or compressive modulus N/mm2

E= 206000 N/mm2

y=minium yield strength of material in N/mm2

y=235 N/mm2

N/mm2

A. Keels:

Bar keelsthickness

t= 0.625L+12.5 mm

t= 35 mm

t= 50 mm provided

depth

h= 1.467L+100 mm

h= 153 mm

h= 180 mm provided

B. Bottom structure:

Bottom plating:

Bottom slamming for crafts less than 61 m (3-2-2/3.1, pg-62)

pbxx= N1 (1ncg) FDFV/(Lw Nh Bw) kN/m2

pbxx=38.51 kN/m2

afor slamming pressure= 0.90 y= 211.5 N/mm2

p= 38.51 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 2.04 mm

Hydrostastic pressure (3-2-2/3.1, pg-62)

pd= N3(0.64H+d) kN/m2

pd=51.25 kN/m2

afor hydrostatic pressure= 0.55 y= 129.25 N/mm2

p= 51.25 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 1.66 mm

Minimum thickness: (3-2-3/1.3.3, pg-72)

qs=1 for ordinary steel

ts= 0.44 (L qs)1/2

+ 2 mm

ts=4.64 mm

t= 5 mm pvovided

Bottom transverse and girder:


5/280

afor bottom transverse and girder - slamming pressure= 0.80 y= 188

afor bottom transverse and girder - sea pressure= 0.60 y= 141

l= 2.96 m

SM=83.3*p s l2/a cm

3

SM= 74.75 cm3

slamming pressure

SM= 132.64 cm3

sea pressure

provided SM= 139 cm 3

130 x 75 x 10 A= 21 cm2

(transverse

provided SM= 141 cm3

130 x 10 + 65 x 12 A= 21 cm3

(transverse


250 x 15 A= 38 cm2

(center gir

Buckling Criteria for bottom plate: (3-2-3/1.5, pg-73)

Ideal Elastic Stress:

E= 0.9m1E(tb/s)2 N/mm

2

E= 218.42 N/mm2

m1=buckling coefficient as given in 3-2-3/table-3

for '= m1= C2(1+(s/l)2)2= 2.03

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95

E= 2.06E+05 N/mm2

tb=thickness of plate mm

tb= 10 mm provided

s= shorter distance of plate panel mm

s= 500 mm

l= longer distance of plate pannel mml= 1000 mm

C2=1.3

Critical buckling stress:

y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 171.7916241 N/mm2

c= 171.79 N/mm2

Calculated compressive stress:

a= c5(Mt(y/I)) N/mm2

a= 159.28 N/mm2

a= (fp/CQ)(SMR/SMA) N/mm2

y= vertical distance in m, from the neutral axis to the consideration location

c5=1.E+05

Permissible buckling stress:

c=>a TRUE


6/280

C. Inner bottom structure

Tank boundaries

pt= g(1+0.5nxx)h2 kN/m2

pt= 2.60 kN/m2

Watertight boundaries

The design pressure for water tight boundries is to be not less than given by the following equationpw= N3h kN/m

2

h= 1.5 m

pw= 14.7 kN/m2

afor lower deck/ other deck= 0.60 y= 141 N/mm2

p= 14.70 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.52 mm

Lower deck,WT bulkhead, Deep tank bulkhead

Minium thickness: (3-2-3/1.3.3, pg-73)


ts= 0.35 (L qs)1/2

+ 1 mm

ts=3.64 mm

t= 5 mm pvovided

Inner Bottom transverse and girder:

afor deck transverse and girder - other deck= 0.75 y= 176.25 N/mm2

l= 2.76 mSM=83.3*p s l

2/a cm

3

SM= 26.46 cm3

provided SM= 30 cm3

75 x 55 x 5 A= 7 cm2

(transverse

provided SM= 41 cm3

100 x 5 + 50 x 5 A= 8 cm2

(transverse

provided SM= 41 cm3

100 x 5 + 50 x 5 A= 8 cm2

(long. T)

Buckling Criteria for deck plate: (3-2-3/1.5, pg-73)



2

E= 73.81 N/mm2


for '= m1= C2(1+(s/l)2)2= 2.03


7/280

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95

E= 2.06E+05 N/mm2


tb= 7 mm provided


s= 500 mm


C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 47.95480602 N/mm2

c= 73.81 N/mm2



y= 1 ma= 62.17 N/mm

2



c5=1.E+05


c=>a TRUE

D. Side and transom structure:

Side and transom structure ,design pressure: (3-2-2/3.3, pg-62)

The side design pressure ps, is to be not less than given by the equations

slaming pressure

psxx= [N1 (1nxx)/LwNhBw+ *(70-sx)/(70-cg)] kN/m2

psxx=36.31 kN/m2


p= 36.31 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 1.92 mm

Hydrostatic pressure

ps= N3(Hs-y) kN/m2

ps=27.17 kN/m2


p= 27.17 kN/m2


8/280

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.88 mm



ts= 0.44 (L qs)1/2

+ 2 mm

ts=4.64 mm

t= 5 mm pvovided

Side transverse and girders:

side transverse and girders - slamming pressure 0.80 y 188

side transverse and girders - sea pressure 0.60 y 141

s= 0.5 m

l= 1.5 m

SM=83.3*p s l2/a cm

3

SM= 18.10 cm3

slamming pressure

SM= 18.06 cm3

sea pressure

provided SM= 20 cm3

section= 50 x 50 x 6 A= 6 cm2

(transverse

Buckling Criteria for side shell: (3-2-3/1.5, pg-73)



2

E= 107.03 N/mm2


for '= m1= C2(1+(s/l)2)2= 2.03

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95

E= 2.06E+05 N/mm2


tb= 7 mm provided


s= 500 mm

l= longer distance of plate pannel mm

l= 1000 mmC2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 106.0033145 N/mm2

c= 107.03 N/mm2



9/280


y= 1.5 m

a= 93.25 N/mm2



c5=1.E+05


c=>a TRUE

Fore end

psf= 0.28FaCFN3(0.22+0.15 tan)(00.4V sin0.6 L1/2

)2 kN/m

2

where

psxx=side design slamming pressure

ps=side design pressure due to hydrostatic force

psf=side design pressure for forward of 00.125L stern

Hs=0.64H+d m

Hs=5.27 m

y= distance above base line in m = 2.5 m

L= craft length

Fa=3.25 for plating and 1 for longitudinals, transverses and girders

CF=0.0125L for L


10/280

afor strength deck= 0.60 y= 141 N/mm2

p= 11.20 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.39 mm


p= 71.00 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 2.50 mm



ts= 0.44 (L qs)1/2+ 1 mm

ts=3.64 mm

t= 5 mm pvovided

p= 14.80 kN/m2

deck transverse and girders - strength decks 0.75 y 176.25 N/mm2

deck transverse and girders - other decks 0.75 y 176.25 N/mm2

s= 0.5 m

l= 3.5 m

SM=83.3*p s l2/a cm

3

SM= 42.84 cm 3 Exposed freeboard deck

SM= 32.42 cm3

Freeboard deck

provided SM= 46 cm3

section= 60 x 60 x 10 A= 12 cm2

provided SM= 48 cm3

section= 100 x 6 + 50 x 6 A= 9 cm2




2

E= 96.41 N/mm2


for '= m1= C2(1+(s/l)2)2= 2.03

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95

E= 2.06E+05 N/mm2


tb= 8 mm provided


11/280


s= 500 mm


l= 1000 mm

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 91.79352336 N/mm2

c= 96.41 N/mm2



y= 1.42 m

a= 88.28 N/mm2



c5=1.E+05


c=>a TRUE

Enclosed accommadations decks= 5 kN/m2

Concentrated deck cargo loads, equipment foundations= W(1+1.5nxx)

Enclosed store rooms, machinery spaces, etc= h (10.55nxx)

W=deck cargo load in kN/m2

nxx

=average vertical accleration at the location unbder consideration as defined in 3-2-2/1.1

=cargo densityin kN/m2

not to be less than 7.04 kN/m2

h= height of enclosed store room, machinery space,etc in m

L= craft length as defined in 3-1-1/3

F. Wet deck or cross structure: (3-2-2/3.5, pg-65)

pwd= 30 N1FDF1V V1(1-0.85 ha/h1/3) kN/m2

0.006144 kN/m2

where

N1=0.1

ha= vertical distance in m, is not be greater than 1.176h1/3= 2.94

ha= 1.176h1/3 m

ha=2.94 m

F1=Wet deck pressure distribution factor as given in 3-2-2/fig-6=

V1=relative impact velocity as given below

V1= (4h1/3/L1/2

)+1 m/s


12/280

V1=2.67 m/s

V, h1/3and FDare as defined in 3-2-2/1.1

The wet deck pressure is

Pwd=N1[/(0.332LWNhBw+ LwdWwd)]*[Hb+nxx]*[1-(GA/Hw)]*FD

Pwd=12.78 kN/m2

where,N1=0.1

Hb=1 for catamarans

GA=vertical distance in m

= 1 m

Lwd=Length of wet deck in m

= 36 m

Wwd=width of wet deck in m

= 6 m

Hw= h1/3 m

afor cross deck= 0.90 y= 211.5 N/mm2

p= 12.78 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.68 mm



ts= 0.44 (L qs)1/2

+ 1 mm

ts=3.64 mm

t= 5 mm pvovided

wet deck transverse and girders 0.75 y 176.25 N/mm2

s= 0.5 m

l= 5.13 m

SM=83.3*p s l2/a cm

3

SM= 79.51 cm3


section= 100 x 100 x 8 A= 16 cm2


section= 130 x 8 + 65 x 10 A= 16 cm2


section= 130 x 8 + 65 x 10 A= 16 cm2

Buckling Criteria for wet deck (3-2-3/1.5, pg-73)



2


13/280

E= 96.41 N/mm2


for '= m1= C2(1+(s/l)2)2= 2.03

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95

E= 2.06E+05 N/mm2


tb= 8 mm provided


s= 500 mm


l= 1000 mm

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 91.79352336 N/mm2

c= 96.41 N/mm2



y= 1.42 m

a= 88.28 N/mm2



c5=1.E+05


c=>a TRUE

G. Bulkhead structure:

Tank boundaries

pt= N3h kN/m2

9.8 kN/m2

pt= g (1+0.5nxx)h2 kN/m2

1.90 kN/m2

where

g= specific weight of liquid= 1.055 N/cm2-m

h2=distance from lower edge of plate panel or center of area support by stiffener to

the top of the tank in m

watertight boundaries

pw= N3h kN/m2

9.8 kN/m2


14/280

afor watertight bulkhead= 0.95 y= 223.25 N/mm2

p= 9.80 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.55 mm

afor deep tank bulkhead= 0.60 y= 141 N/mm2

p= 9.80 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.35 mm


Lower decks,WT bulkheads,deep tank bulkheads:


ts= 0.35 (L qs)1/2

+ 1 mm

ts=3.1 mm

t= 5 mm pvovided

Bulkhead transverse and girders:

Tank= 0.60 y 211.5 N/mm2

Watertight= 0.85 y 129.25 N/mm2

s= 0.5 m

l= 1 m

SM=83.3*p s l2

/a cm

3

SM= 1.93 cm3

Tank bulkhead

SM= 3.16 cm3

Watertight bulkhead

provided SM= 12 cm3

section= 75 x 6 A= 5 cm2

Buckling Criteria for bulkhead: (3-2-3/1.5, pg-73)



2

E= 107.03 N/mm2


for '= m1= C2(1+(s/l)2)2= 2.03

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95

E= 2.06E+05 N/mm2


tb= 7 mm provided



15/280

s= 500 mm


l= 1000 mm

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 106.0033145 N/mm2

c= 107.03 N/mm2



y= 1.5 m

a= 93.25 N/mm2



c5=1.E+05


c=>a TRUE

Strength and stiffness:

SM=83.3*p s l2/a cm

3

p=design pressure in kN/m2

(3-2-2/1 or 3-2-2/5)

s= spacing in m, of the longitudenal, stiffner, transverse web or girder

l= length in m, of the longitudenal, stiffner, transverse web or girder between supports;

where bracketed end connections are supported by bulkheads,

l, may be measured onto the bracket, the distance given on 3-1-2/fig 1,

provided both bracket arms are about the same length.

Where transverse members span chines or Knuckles, l is to be measured

as shown in 3-2-4/fig-1 and 3-2-4/fig-2

a=design stress in N/mm2

Stiffner without end attachment are permited on watertight bulkheads provided the section

modulus is increased by 50% and provided the bulkhead plating and boundary can transmit

the shear forces on the stiffners

Design stress,a: (3-2-4/table-1, pg 89)

bottom longitudenals - slamming pressure 0.65 y 152.75

bottom longitudenals - sea pressure 0.50 y 117.5

side longitudenals - slamming pressure 0.60 y 141

side longitudenals - sea pressure 0.50 y 117.5


16/280

deck longitudenals - strength decks 0.33 y 77.55

deck longitudenals - other decks 0.40 y 94

wet deck longitudenals 0.75 y 176.25

bottom transverse and girder - slamming pressure 0.80 y 188

bottom transverse and girder - sea pressure 0.60 y 141



deck transverse and girders - strength decks 0.75 y 176.25

deck transverse and girders - other decks 0.75 y 176.25

wet deck transverse and girders 0.75 y 176.25

watertight bulkheads 0.85 y 199.75

tank bulkheads 0.60 y 141

super structure and deckhouse 0.70 y 164.5

y=235 N/mm2

Buckling Criteria (3-2-3/1.5, pg-73)



2

E=


for '= m1= C2(1+(s/l)2)2

for '=/3 m1= 1.45C2(1+(s/l)

2

)

2

E=2.06 x 105

N/mm2


tb= mm


s= mm


C2=1.3


c= E when E0.5

y



a=


a=

c5=1.E+05


17/280


c=>a


18/280

A. Keels:




E. Deck structure:

F. Wet deck or cross structure:


and girders)


19/280


20/280


21/280


22/280

N/mm2

N/mm2

L)

T)

er)


23/280

L)

T)


24/280


25/280

N/mm2

N/mm2

L)


26/280


27/280

(transverse L)

(long. T)


28/280

kN/m2

kN/m2

m

0.4


29/280

kN/m2

(transverse L)

(transverse T)

(long. T)


30/280


31/280


32/280

N/mm2

N/mm2

N/mm2

N/mm2


33/280

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2


34/280


35/280


36/280


37/280


38/280


39/280


40/280


41/280


42/280


43/280


44/280


45/280


46/280


47/280


48/280


49/280


50/280

Calculation of section modulus

Plating t(m) horizontal vertical area of single section

Deck 0.005 3.000 0.005 0.015

Bottom 0.005 0.005 2.500 0.013

Inner bottom 0.005 2.760 0.005 0.014

wet deck 0.005 3.000 0.005 0.015

longtidenal bulkhead 0.003 0.003 1.000 0.003

Bar Keel 0.050 0.050 0.180 0.009

Side Shell 0.005 0.005 1.500 0.008

Sum

Longitudenal total no horizontal vertical area of single section

center girder 2 0.015 0.25 0.0038

deck girder 18 0.0016

inner bottom girder 8 0.0008

Sum

a=0.23 m2

ah=0.60 m3

ah2=1.97 m

4

total Iself=0.03 m4

y= ah/a= 2.56 m 1.44

MI and Z of the midship

IKeel=2.00 m4

INA= 0.47 m

4

= 46948162.49

IDeck=0.95 m4

ZDeck=0.33 m3

= 3.26E+05

ZKeel=0.18 m3

= 1.83E+05

Deck=89395.86 K N/m2

= 89.40 M Pa

Keel=159279.94 K N/m2

= 159.28 M Pa

Yield stress of steel

y=235 M Pa

Depth (m) y Z (M Pa)


51/280

0 1.44 0.33 89.40

0.25 1.19 0.40 73.85

0.5 0.94 0.50 58.31

0.75 0.69 0.68 42.77

1 0.44 1.07 27.23

1.25 0.19 2.50 11.68

1.5 -0.06 -7.57 -3.86

1.75 -0.31 -1.50 -19.402 -0.56 -0.84 -34.94

2.25 -0.81 -0.58 -50.48

2.5 -1.06 -0.44 -66.03

2.75 -1.31 -0.36 -81.57

3 -1.56 -0.30 -97.11

3.25 -1.81 -0.26 -112.65

3.5 -2.06 -0.23 -128.20

3.75 -2.31 -0.20 -143.74

4 -2.56 -0.18 -159.28

Approximate steel weight estimation:

of MS= 7.86 T/m3

area of plating and longitudenals= 0.23 m2

weight per meter= 1.83 ton/m

weight for 36 m= 66.04 ton

members area length volume mass

bottom transverse 0.002 2.96 0.006 0.195

inner bottom transverse 0.001 2.76 0.002 0.030

side transverse 0.002 1.5 0.003 0.099

wet deck transverse 0.002 6 0.010 0.075

cross structure bottom 0.002 6 0.010 0.075

deck transverse 0.002 6 0.010 0.075

bulkhead transverse 0.001 1 0.001 0.004

floors 4.281

weight of Transverse members= 0.555weight of Transverse members per meter= 1.110

weight for 36 m= 44.251

total weight of hull = 110

other allowance (10%) 121

total weight of steel hull and superstructure= 127

Alluminium superstructure weight= 18

-200.00

Depth(m)


52/280

allowance (5%) 18.90

total weight of steel hull and Alluminium superstructure= 128

total weight = 140 ton


53/280

total area(a) lever (h) ah ah2

Iselfof single section total Iself

0.030 4.000 0.120 0.480 3.13E-08 6.25E-08

0.050 1.320 0.066 0.087 6.51E-03 2.60E-02

0.028 1.500 0.041 0.062 2.88E-08 5.75E-08

0.030 4.000 0.120 0.480 3.13E-08 6.25E-08

0.005 3.500 0.018 0.061 2.08E-04 4.17E-04

0.018 0.230 0.004 0.001 2.43E-05 4.86E-05

0.030 3.250 0.098 0.317 1.41E-03 5.63E-03

0.191 0.467 1.488 3.21E-02

total area (a) lever (h) ah ah2


0.0076 0.874 0.007 0.006 1.94E-05 3.87E-05

0.0288 4.000 0.115 0.461 3.43E-06 6.17E-05

0.0064 1.500 0.010 0.014 8.80E-07 7.04E-06

0.0428 0.131 0.481 1.07E-04

cm

4

cm3

cm3

a=174 M Pa


54/280


55/280

ton

ton


56/280



wet deck 0.005 12.000 0.005 0.060

cross structure bottom 0.005 12.000 0.005 0.060

Side Shell 0.005 0.005 1.000 0.005

floors 0.005 0.005 1.000 0.005

Sum

transverses total no horizontal vertical area of single section

top transverses 30 80 120 0.0016

bottom transverses 30 80 120 0.0016

Sum

a=0.30 m2

ah=0.17 m3

ah2=

0.16 m

4

total Iself=0.00 m4

y= ah/a= 0.57 m 0.43


IKeel=0.17 m4

INA= 0.07 m4

IDeck=0.12 m4

ZDeck=0.16 m3

= 1.60E+05

ZKeel=0.12 m3

= 1.21E+05

Deck=111495.51 K N/m2

= 111.50 M Pa

Keel=147715.45 K N/m2

= 147.72 M Pa


y=235 M Pa


0 0.43 0.16 111.50

0.25 0.18 0.38 46.69

0.5 -0.07 -0.99 -18.11


57/280

0.75 -0.32 -0.22 -82.91

1 -0.57 -0.12 -147.72

Ordinary-StrengthOrdinary-strength ABS shipbuilding steel comes in a number of grades, A, B, D, E, DS, and CS. On certified stee

Yield pointfor all ordinary-strength ABS steels is specified as 34,000 psi(235 MPa), except for ABS A in thick

Ultimate tensile strength of ordinary strength alloys is 58,000 - 71,000 psi (400-490 MPa), except for ABS A sh

The various grades have slightly differing alloychemical ingredients, and differing fracture toughness.

Higher-StrengthHigher-strength ABS shipbuilding steel comes in six grades of two strengths, AH32, DH32, EH32, AH36, DH36,

The 32grades have yield strength of 45,500 psi (315 MPa), and ultimate tensile strength of 64,000 - 85,000 p

The36

grades have yield strength of 51,000 psi (355 MPa), and ultimate tensile strength of 71,000 - 90,000 pPer Steel Vessel Rules Part 2 Chapter 1 Section 3 Table 2 (pg 36).

FOS= 1.35

-150.00

Depth(m)


58/280



0.120 1.000 0.120 0.120 1.25E-07 2.50E-07

0.120 -0.003 -3.00E-04 7.50E-07 1.25E-07 2.50E-07

0.010 0.500 0.005 0.003 4.17E-04 8.33E-04

0.150 0.500 0.075 0.038 4.17E-04 1.25E-02

0.250 0.125 0.123 8.34E-04



0.048 0.940 0.045 0.042 2.02E-06 6.06E-05

0.048 0.060 0.003 0.000 2.02E-06 6.06E-05

0.048 0.045 0.042 6.06E-05

cm3

cm3

a=174 M Pa

(M Pa)

Stress distribution


59/280

ls, the plates are marked with the grade and a preceding "AB/", e.g. AB/A etc. [2]

esses of greater than 1 inch (25 mm) which has yield strength of 32,000 psi (225 MPa), and cold flange rolle

apes and bars with 58,000 - 80,000 psi (400-550 MPa), and cold flanged sections with 55,000 - 65,000 psi (38

and EH36.[2]

si (440-590 MPa).

si (490-620 MPa).

0

0.2

0.4

0.6

0.8

1

1.2

-100.00 -50.00 0.00 50.00 100.00 150.00


60/280


61/280

d sections, which have yield strength of 30,000 psi (205 MPa).

0-450 MPa).


62/280

frame area lcg vcg tcg wt for 5mm wt for 7m

2 2.2731 1 1.5261 0 0.089333 0.071466 0.125066

4 2.3405 2 1.5199 0 0.091982 0.073585 0.128774

6 2.4129 3 1.5133 0 0.094827 0.075862 0.132758

8 2.4909 4 1.5064 0 0.097892 0.078314 0.137049

9 2.5324 4.5 1.5028 0 0.099523 0.099523 0.139333

10 0.9752 5 1.1589 0 0.038325 0.038325 0.053656

11 1.0035 5.5 1.155 0 0.039438 0.039438 0.05521312 1.0332 6 1.151 0 0.040605 0.040605 0.056847

13 1.0645 6.5 1.1469 0 0.041835 0.041835 0.058569

14 1.0975 7 1.1427 0 0.043132 0.043132 0.060384

15 0.2665 7.5 0.8866 0 0.010473 0.010473 0.014663

16 0.2858 8 0.8823 0 0.011232 0.011232 0.015725

17 0.3067 8.5 0.8778 0 0.012053 0.012053 0.016875

18 0.3292 9 0.8732 0 0.012938 0.012938 0.018113

19 0.3536 9.5 0.3536 0 0.013896 0.013896 0.019455

20 0.38 10 0.8633 0 0.014934 0.014934 0.020908

21 0.4086 10.5 0.8579 0 0.016058 0.016058 0.022481

22 0.4397 11 0.8523 0 0.01728 0.01728 0.02419223 0.4736 11.5 0.8464 0 0.018612 0.018612 0.026057

24 0.5103 12 0.84 0 0.020055 0.020055 0.028077

25 0.55 12.5 0.8333 0 0.021615 0.021615 0.030261

26 2.004 13 1.1342 0 0.078757 0.078757 0.11026

28 2.146 14 1.1181 0 0.084338 0.06747 0.118073

30 2.282 15 1.1006 0 0.089683 0.071746 0.125556

32 2.4051 16 1.0817 0 0.09452 0.075616 0.132329

34 2.5117 17 1.0614 0 0.09871 0.078968 0.138194

36 2.598 18 1.0402 0 0.102101 0.081681 0.142942

38 2.657 19 1.0201 0 0.10442 0.083536 0.146188

39 2.6728 19.5 1.0116 0 0.105041 0.105041 0.147057

41 2.6706 20.5 0.9997 0 0.104955 0.104955 0.146936

42 2.652 21 0.9966 0 0.104224 0.104224 0.145913

44 2.5804 22 0.9955 0 0.10141 0.10141 0.141974

60 0.6597 30 1.1133 0 0.025926 0.025926 0.036297

61 0.4858 30.5 1.1463 0 0.019092 0.019092 0.026729

62 0.329 31 1.1864 0 0.01293 0.01293 0.018102

63 0.1947 31.5 1.2345 0 0.007652 0.007652 0.010712

64 0.085 32 1.3053 0 0.003341 0.003341 0.004677

65 0.009 32.5 1.4445 0 0.000354 0.000354 0.000495

66 33 0 0 0 0

67 33.5 0 0 0 0

1.983491 1.793929 03.587859

frame length area lcg vcg tcg wt for 5mm

7 5.97298 5.97298 3.5 3.5 0 0.029865 0.023892

9 5.91773 5.97298 4.5 3.5 0 0.029865 0.023892

11 5.86319 5.97298 5.5 3.5 0 0.029865 0.023892

13 5.810619 5.97298 6.5 3.5 0 0.029865 0.023892

15 5.761905 5.97298 7.5 3.5 0 0.029865 0.023892


63/280

17 5.717945 5.97298 8.5 3.5 0 0.029865 0.023892

19 5.680125 5.97298 9.5 3.5 0 0.029865 0.023892

21 5.649625 5.97298 10.5 3.5 0 0.029865 0.023892

23 5.628279 5.97298 11.5 3.5 0 0.029865 0.023892

25 5.61738 5.97298 12.5 3.5 0 0.029865 0.023892

27 5.61738 5.97298 13.5 3.5 0 0.029865 0.023892

29 5.632318 5.97298 14.5 3.5 0 0.029865 0.023892

31 5.662726 5.97298 15.5 3.5 0 0.029865 0.02389233 5.710281 5.97298 16.5 3.5 0 0.029865 0.023892

35 5.773803 5.97298 17.5 3.5 0 0.029865 0.023892

37 5.851391 5.97298 18.5 3.5 0 0.029865 0.023892

39 5.943862 5.97298 19.5 3.5 0 0.029865 0.023892

41 6.054369 5.97298 20.5 3.5 0 0.029865 0.023892

43 6.185897 5.97298 21.5 3.5 0 0.029865 0.023892

45 6.337644 5.97298 22.5 3.5 0 0.029865 0.023892

47 6.505303 5.97298 23.5 3.5 0 0.029865 0.023892

49 6.683062 5.97298 24.5 3.5 0 0.029865 0.023892

51 6.865736 5.97298 25.5 3.5 0 0.029865 0.023892

53 7.048982 5.97298 26.5 3.5 0 0.029865 0.02389255 7.229482 5.97298 27.5 3.5 0 0.029865 0.023892

57 7.405514 5.97298 28.5 3.5 0 0.029865 0.023892

59 7.578677 5.97298 29.5 3.5 0 0.029865 0.023892

61 7.75411 5.97298 30.5 3.5 0 0.029865 0.023892

63 7.93658 5.97298 31.5 3.5 0 0.029865 0.023892

0.692866

after buckling:

ABOVE DWL= 108.54

VOLUME= 0.75978

WEIGHT= 5.9718708

TOTAL 2 HULLS= 11.94374 ton

BELOW DWL= 189.6

VOLUME= 1.7064

WEIGHT= 13.412304


Deck area= 405.0028Volume= 3.2400224

Deck Weight= 25.46658 ton

Bottom deck of cross structure= 188.45422

Volume= 1.5076337

B C S Deck Weight= 11.85 ton

Sides of cross structure FWD= 8.12


64/280

Volume= 0.05684

S C FWD Weight= 0.446762 ton

Sides of cross structure AFT= 6.028

Volume= 0.042196

S C AFT Weight= 0.331661 ton

mid= 24.0617

frd= 1.8526145

aft= 34.625165

Inner bottom plating= 60.53948

Volume= 0.4237764


VCG

Area of bulkhead in cross structure= 30 3.5

Bulkhead at FR 0= 7.3595 2.5618

Bulkhead at FR 9= 5.6789 3.0053

Bulkhead at FR 26= 8.4229 2.7592Bulkhead at FR 44= 8.5832 2.7693

Bulkhead at FR 53= 9.6738 2.4701

Bulkhead at FR 60= 4.9344 2.8913

Total area of bulkhead= 74.6527

volume= 0.5225689

weight= 4.107392

84.30162 ton

39.9698 ton

136.9187 ton

allowance of 10%= 150.6106 ton

before buckling:

ABOVE DWL= 108.54

VOLUME= 0.5427

WEIGHT= 4.265622


BELOW DWL= 189.6

VOLUME= 0.948

WEIGHT= 7.45128


Deck area= 405.0028Volume= 2.025014

Deck Weight= 15.91661 ton

Bottom deck of cross structure= 188.45422

Volume= 0.9422711

B C S Deck Weight= 7.406251 ton

Sides of cross structure FWD= 8.12


65/280

Volume= 0.0406


Sides of cross structure AFT= 6.028

Volume= 0.03014

S C AFT Weight= 0.2369 ton

mid= 24.0617

frd= 1.8526145

aft= 34.625165

Inner bottom plating= 60.53948

Volume= 0.3026974


Area of bulkhead in cross structure= 30 3.5

Bulkhead at FR 0= 7.3595 2.5618

Bulkhead at FR 9= 5.6789 3.0053

Bulkhead at FR 26= 8.4229 2.7592Bulkhead at FR 44= 8.5832 2.7693

Bulkhead at FR 53= 9.6738 2.4701

Bulkhead at FR 60= 4.9344 2.8913

Total area of bulkhead= 74.6527

volume= 0.3732635

weight= 2.933851

52.62573 ton

39.9698 ton

96.87626 ton

allowance of 10%= 106.5639 ton


66/280

0.100053

0.103019

0.106206

0.109639

0.139333

0.053656

0.0552130.056847

0.058569

0.060384

0.014663

0.015725

0.016875

0.018113

0.019455

0.020908

0.022481

0.0241920.026057

0.028077

0.030261

0.11026

0.094458

0.100445

0.105863

0.110555

0.114354

0.116951

0.147057

0.146936

0.145913

0.141974

0.036297

0.026729

0.018102

0.010712

0.004677

0.000495

0

0

2.5115015.023002

wt for 7mm

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907


67/280

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.2629070.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.2629070.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

0.328633 0.262907

7.624294


68/280


69/280



Deck 0.008 3.000 0.008 0.024

Bottom 0.010 0.010 2.500 0.025

Inner bottom 0.007 2.760 0.007 0.019

wet deck 0.008 3.000 0.008 0.024longtidenal bulkhead 0.004 0.004 1.000 0.004

Bar Keel 0.050 0.050 0.180 0.009

Side Shell 0.007 0.007 1.500 0.011

Sum


center girder 2 0.015 0.25 0.0038


inner bottom girder 8 0.0008

Sum

a=0.34 m2

ah=0.87 m3

ah2=2.81 m

4

total Iself=0.06 m4

y= ah/a= 2.53 m 1.47


IKeel=2.87 m4

INA= 0.67 m4

= 66899022.22

IDeck=1.42 m4

ZDeck=0.45 m3

= 4.54E+05

ZKeel=0.26 m3

= 2.65E+05

Deck=64247.04 K N/m2

= 64.25 M Pa

Keel=110267.80 K N/m2

= 110.27 M Pa



70/280

y=235 M Pa


0 1.47 0.45 64.25

0.25 1.22 0.55 53.34

0.5 0.97 0.69 42.430.75 0.72 0.93 31.53

1 0.47 1.42 20.62

1.25 0.22 3.01 9.71

1.5 -0.03 -24.40 -1.20

1.75 -0.28 -2.41 -12.10

2 -0.53 -1.27 -23.01

2.25 -0.78 -0.86 -33.92

2.5 -1.03 -0.65 -44.82

2.75 -1.28 -0.52 -55.73

3 -1.53 -0.44 -66.64

3.25 -1.78 -0.38 -77.55

3.5 -2.03 -0.33 -88.45

3.75 -2.28 -0.29 -99.36

4 -2.53 -0.26 -110.27

Approximate steel weight estimation:

of MS= 7.86 T/m3

area of plating and longitudenals= 0.34 m2

weight per meter= 2.71 ton/m

weight for 36 m= 97.46 ton

members area length volume mass

bottom transverse 0.002 2.96 0.006 0.195inner bottom transverse 0.002 2.76 0.006 0.087

side transverse 0.001 1.5 0.001 0.028

wet deck transverse 0.002 6 0.010 0.075

cross structure bottom 0.002 6 0.012 0.094

deck transverse 0.001 6 0.007 0.057

bulkhead transverse 0.001 1 0.001 0.004

floors 3.588

weight of Transverse members= 0.541

-200.00

Depth(m)


71/280


72/280



0.048 4.000 0.192 0.768 1.28E-07 2.56E-07

0.100 1.320 0.132 0.174 1.30E-02 5.21E-02

0.039 1.500 0.058 0.087 7.89E-08 1.58E-07

0.048 4.000 0.192 0.768 1.28E-07 2.56E-070.007 3.500 0.025 0.086 2.92E-04 5.83E-04

0.018 0.230 0.004 0.001 2.43E-05 4.86E-05

0.042 3.250 0.137 0.444 1.97E-03 7.88E-03

0.302 0.739 2.328 6.06E-02



0.0076 0.874 0.007 0.006 1.94E-05 3.87E-05

0.0288 4.000 0.115 0.461 3.43E-06 6.17E-05

0.0064 1.500 0.010 0.014 8.80E-07 7.04E-06

0.0428 0.131 0.481 1.07E-04

cm4

cm3

cm3


73/280

a=174 M Pa

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

-150.00 -100.00 -50.00 0.00 50.00 100.00 150.00

(M Pa)

Stress distribution


74/280

ton/m

ton

ton

ton

ton

ton

ton

ton


75/280

L= length of craft in meters

L= 36 m

B= breadth of the craft in m

B= 12 m

D= depth of the craft in m

D= 4 m

d= stationary draft in m

d= 2.5 m (but generally not to be taken as ledd then 0.04L)

Cb=0.5

g= 1.005 N/cm2-m

ncg=the vertical acceleration of the craft

ncg= N2[(12 h1/3/NhBw)+1] *50-cg](V2(NhBw)

2/)g

= 1.45

Nh=number of hulls

Nh=2

kn=0.256

nxx= ncgKv= 1.45

N1=0.1

N2=0.0078

N3=9.8

=displacement at design waterline in kg= 297250 kg

=282.9268 m3

=290 ton

g= 9.81 m/s2

Lw=craft length on the waterline in m= 36 m

Bw=maximum waterline beam in m= 11.8 m

H= wave parameter= 0.017L+3.653 m = 4.3 m

h1/3=significant wave height= 2.5 m

=running trim at V= 4

cg=deadrise at LCG= 30

bx=deadrise at any section clear of LCG= 30

V= craft design speed in knots= 12 knots

FD=design area factor= 0.4

FV=vertical accleration distribution factor (3-2-2/fig-5)

KV=vertical accleration distribution factor (3-2-2/fig-4)

KV=1

AD=design area , cm2

2.5s2= 6250 cm

2(for shell plate panel)

0.33l2

cm2

(for longitudenals, stiffners,transverse

AR=referance area ,cm2

= 6.95 /d cm2

= 786.5365854 m2

= 0.08 cm2

AD/AR=79462.29


76/280


l= unsupported span of intervals in cm



C1=0.044L+3.75

C1=5.33

C2=0.01Wave bending moment amidships: (3-2-1/1.1.2, pg-47)

Mws= -k1C1 L2B (Cb+ 0.7) x 10


Mws= -10949.97658 kN-m

Mwh= k2C1L2B Cbx 10


Mwh=7880.66 kN-m

where

k1= 110

k2= 190

Msws=0 kN-m sagging moment

Mswh= 0.3 fpC1C2L2

B (Cb+ 0.7) kN-m hogging momentMswh=5226.13 kN-m

where

fp= 17.5 kN/cm2



Msl=29187.18 kN-m

where

C3= 1.25



ls= AR/Bwl

ls=6.61

AR=0.67/d m2

AR=77.72 m2

Section Modulus:

SM=M tCQ/fp cm2-m

1667.84 cm

2

-m0.17 m

3

where


= Mswh+Mwh 13106.79014 kN-m

= -Msws-Mws -10949.97658 kN-m

= Msl 29187.18 kN-m

Mt=29187.18 kN-m


77/280



fp=17.5 kN/cm2

K= 50

Moment of inertia:


2

I= 0.12 cm2-m

2

I= 1.20084E-05 m4



Mtb=17879 kN-m


Mtt=35757 kN-m


Qt= K1 (1+ncg) kN

Qt=1986.50 kN

where




K1 =2.5

K2 =1.25


=290 m3


Bcl=9 m


1+ncg=2.74 (3-2-1/table 1)

Design stresses and deflection: (3-2-1/3.5, pg-54)a=design transverse bending stress N/mm

2

a= 0.66 y 155.1 N/mm2


ab= 0.75 y 176.25 N/mm2


a= 0.38 y 89.3 N/mm2


78/280


79/280


80/280


Tank boundaries


pt= 2.60 kN/m2


The design pressure for water tight boundries is to be not less than given by the following equationpw= N3h kN/m

2

h= 1.5 m

pw= 14.7 kN/m2


p= 14.70 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.52 mm




ts= 0.35 (L qs)1/2

+ 1 mm

ts=3.64 mm

t= 5 mm pvovided



l= 2.76 mSM=83.3*p s l

2/a cm

3

SM= 26.46 cm3

provided SM= 30 cm3

75 x 55 x 5 A= 7 cm2

(transverse

provided SM= 41 cm3

100 x 5 + 50 x 5 A= 8 cm2

(transverse

provided SM= 41 cm3

100 x 5 + 50 x 5 A= 8 cm2

(long. T)




2

E= 54.23 N/mm2


for '= m1= C2(1+(s/l)2)2= 2.03


81/280

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95

E= 2.06E+05 N/mm2


tb= 6 mm provided


s= 500 mm


C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y -19.58929181 N/mm2

c= 54.23 N/mm2



y= 1 ma= 43.63 N/mm

2



c5=1.E+05


c=>a TRUE


Side and transom structure ,design pressure: (3-2-2/3.3, pg-62)

The side design pressure ps, is to be not less than given by the equations

slaming pressure


psxx=36.31 kN/m2


p= 36.31 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 1.92 mm


ps= N3(Hs-y) kN/m2

ps=27.17 kN/m2


p= 27.17 kN/m2


82/280

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.88 mm



ts= 0.44 (L qs)1/2

+ 2 mm

ts=4.64 mm

t= 5 mm pvovided




s= 0.5 m

l= 1.5 m

SM=83.3*p s l2/a cm

3

SM= 18.10 cm3

slamming pressure

SM= 18.06 cm3

sea pressure

provided SM= 20 cm3

section= 50 x 50 x 6 A= 6 cm2

(transverse

Buckling Criteria for side shell: (3-2-3/1.5, pg-73)



2

E= 78.63 N/mm2


for '= m1= C2(1+(s/l)2)2= 2.03

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95

E= 2.06E+05 N/mm2


tb= 6 mm provided


s= 500 mm


l= 1000 mmC2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 59.42117806 N/mm2

c= 78.63 N/mm2



83/280


y= 1.5 m

a= 65.44 N/mm2



c5=1.E+05


c=>a TRUE

Fore end


)2 kN/m

2

where




Hs=0.64H+d m

Hs=5.27 m

y= distance above base line in m = 2.5 m

L= craft length


CF=0.0125L for L


84/280


85/280


86/280

V1=2.67 m/s


The wet deck pressure is

Pwd=N1[/(0.332LWNhBw+ LwdWwd)]*[Hb+nxx]*[1-(GA/Hw)]*FD

Pwd=12.78 kN/m2

where,N1=0.1

Hb=1 for catamarans


= 1 m


= 36 m


= 6 m

Hw= h1/3 m


p= 12.78 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.68 mm



ts= 0.44 (L qs)1/2

+ 1 mm

ts=3.64 mm

t= 5 mm pvovided


s= 0.5 m

l= 5.13 m

SM=83.3*p s l2/a cm

3

SM= 79.51 cm3


section= 100 x 100 x 8 A= 16 cm2


section= 130 x 8 + 65 x 10 A= 16 cm2


section= 130 x 8 + 65 x 10 A= 16 cm2

Buckling Criteria for wet deck (3-2-3/1.5, pg-73)



2


87/280


88/280


89/280


90/280

deck longitudenals - strength decks 0.33 y 77.55

deck longitudenals - other decks 0.40 y 94

wet deck longitudenals 0.75 y 176.25

bottom transverse and girder - slamming pressure 0.80 y 188

bottom transverse and girder - sea pressure 0.60 y 141



deck transverse and girders - strength decks 0.75 y 176.25

deck transverse and girders - other decks 0.75 y 176.25

wet deck transverse and girders 0.75 y 176.25

watertight bulkheads 0.85 y 199.75

tank bulkheads 0.60 y 141

super structure and deckhouse 0.70 y 164.5

y=235 N/mm2

Buckling Criteria (3-2-3/1.5, pg-73)



2

E=


for '= m1= C2(1+(s/l)2)2

for '=/3 m1= 1.45C2(1+(s/l)

2

)

2

E=2.06 x 105

N/mm2


tb= mm


s= mm


C2=1.3


c= E when E0.5

y



a=


a=

c5=1.E+05


91/280


c=>a


92/280

A. Keels:




E. Deck structure:

F. Wet deck or cross structure:


and girders)


93/280


94/280


95/280


96/280


97/280

L)

T)


98/280


99/280


100/280


101/280


102/280


103/280


104/280


105/280


106/280

N/mm2

N/mm2

N/mm2

N/mm2


107/280


108/280



Deck 0.008 3.500 0.008 0.028

Duct side 0.007 0.007 1.000 0.007

Duct bottom 0.008 1.052 0.008 0.008

Bottom 0.009 0.009 2.500 0.023

Inner bottom 0.007 2.760 0.007 0.019

wet deck 0.008 2.500 0.008 0.020

Bar Keel 0.050 0.050 0.180 0.009

Side Shell 0.007 0.007 1.500 0.011

Sum


long floor 2 0.0039


Sum

a=0.33 m2

ah=0.83 m3

ah2=2.65 m

4

total Iself=0.06 m4

y= ah/a= 2.54 m 1.46


IKeel=2.71 m4

INA= 0.61 m

4

= 60988034.89

IDeck=1.31 m4

ZDeck=0.42 m3

= 4.17E+05

ZKeel=0.24 m3

= 2.40E+05

Deck=70002.71 K N/m2

= 70.00 M Pa

Keel=121426.18 K N/m2

= 121.43 M Pa


y=235 M Pa



109/280


110/280


111/280


112/280

T-sections:

area length volume

0.000 2 0.000

0.000 2.76 0.000

0.002 1.5 0.006

0.002 6 0.010

0.002 1 0.004

0.002 1.052 0.003

0.002 6 0.010

0.001 2.5 0.007

0.033

0.696494

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

-150.00 -100.00 -50.00 0.00 50.00 100.00 150.00

(M Pa)


113/280


114/280

AD/AR=0.0076 (for shell plate panel)

AD/AR=0.0518 (for longitudenals, stiffners,transverses and girders)


l= unsupported span of intervals in cm= 360 cm



C1=0.044L+3.75

C1=5.33

C2=0.01

Wave bending moment amidships: (3-2-1/1.1.2, pg-47)

Mws= -k1C1 L2B (Cb+ 0.7) x 10


Mws= -10949.97658 kN-m

Mwh= k2C1L2B Cbx 10


Mwh=7880.66 kN-m

where

k1= 110

k2= 190Msws=0 kN-m sagging moment

Mswh= 0.3 fpC1C2L2B (Cb+ 0.7) kN-m hogging moment

Mswh=5226.13 kN-m

where

fp= 17.5 kN/cm2



Msl=29187.18 kN-m

whereC3=1.25



ls= AR/Bwl

ls=6.61

AR=0.67/d m2

AR=77.72 m2

Section Modulus:

SM=M tCQ/fp cm

2

-m1667.84 cm

2-m

0.17 m3

where


= Mswh+Mwh 13106.79014 kN-m

= -Msws-Mws -10949.97658 kN-m

= Msl 29187.18 kN-m


115/280

Mt=29187.18 kN-m



fp=17.5 kN/cm2

K= 50

Moment of inertia:


2

I= 0.12 cm2-m

2

I= 1.20084E-05 m4



Mtb=17879 kN-m


Mtt=35757 kN-m


Qt= K1 (1+ncg) kN

Qt=1986.50 kN

where




K1 =2.5

K2 =1.25


=290 m3


Bcl=9 m


1+ncg=2.74 (3-2-1/table 1)

Design stresses and deflection: (3-2-1/3.5, pg-54)

a=design transverse bending stress N/mm2

a= 0.66 y 155.1 N/mm2


ab= 0.75 y 176.25 N/mm2


a= 0.38 y 89.3 N/mm2

E= tensile or compressive modulus N/mm2


116/280

E= 206000 N/mm2

y=minium yield strength of material in N/mm2

y=235 N/mm2

N/mm2

A. Keel:

Bar keels

thicknesst= 0.625L+12.5 mm

t= 35 mm

t= 50 mm provided

depth

h= 1.467L+100 mm

h= 153 mm

h= 180 mm provided


Bottom plating:

Bottom slamming for crafts less than 61 m (3-2-2/3.1, pg-62)

pbxx= N1 (1ncg) FDFV/(Lw Nh Bw) kN/m2

pbxx=77.02 kN/m2

(for shell plate panel)

pbxx=44.29 kN/m2

(for longitudenals, stiffners,transverses and girder


p= 77.02 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 4.07 mm

Hydrostastic pressure (3-2-2/3.1, pg-62)

pd= N3(0.64H+d) kN/m2

pd=51.25 kN/m2


p= 51.25 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 1.66 mm

Minimum thickness: (3-2-3/1.3.3, pg-72)


ts= 0.44 (L qs)1/2

+ 2 mm

ts=4.64 mm

t= 5 mm pvovided



117/280

The design pressure for water tight boundries is to be not less than given by the following equation

pw= N3h kN/m2

h= 1.5 m

pw= 14.7 kN/m2

Buckling Criteria for bottom plate: (midship region from fr 10 to fr 45)

Ideal Elastic Stress: (3-2-3/1.5, pg-73)E= 0.9m1E(tb/s)

2 N/mm2

E= 127.83 N/mm2


for '= m1= C2(1+(s/l)2)2= 1.47

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.13

E= 2.06E+05 N/mm2


tb= 9 mm provided

s= shorter distance of plate panel mms= 500 mm


l= 2000 mm

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 126.9930353 N/mm2

c= 126.99 N/mm2

Calculated compressive stress:a= c5(Mt(y/I)) N/mm

2

a= 121.43 N/mm2



c5=1.E+05


c=>a TRUE

Buckling Criteria for bottom plate: (forward region from fr 45 to fr 70 )

Ideal Elastic Stress: (3-2-3/1.5, pg-73)


2

E= 125.23 N/mm2


for '= m1= C2(1+(s/l)2)2= 1.44

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.08


118/280

E= 2.06E+05 N/mm2


tb= 9 mm provided


s= 500 mm


l= 2200 mmC2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 124.7535034 N/mm2

c= 124.75 N/mm2



a= 121.43 N/mm2



c5=1.E+05


c=>a TRUE

Buckling Criteria for bottom plate: (aft region from fr -3 to fr 9)



2

E= 127.83 N/mm

2


for '= m1= C2(1+(s/l)2)2= 1.47

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.13

E= 2.06E+05 N/mm2


tb= 9 mm provided


s= 500 mm


l= 2000 mm

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 126.9930353 N/mm2

c= 126.99 N/mm2


119/280



a= 121.43 N/mm2



c5=1.E+05


c=>a TRUE

Bottom transverse and girder:

afor bottom transverse and girder - slamming pressure= 0.80 y= 188 N/mm2

afor bottom transverse and girder - sea pressure= 0.60 y= 141 N/mm2

midship region (from fr 10 to fr 45):

s= 0.5 m

l= 2 m

SM=83.3*p s l2/a cm

3

SM= 68.25 cm3

slamming pressure

SM= 60.56 cm3

sea pressure

provided SM= 69 cm3

section= 80 x 80 x 8 (transverse L)

s= 1.5 m

l= 2 m

SM=83.3*p s l2/a cm

3

SM= 117.73 cm3

slamming pressure

SM= 181.67 cm3

sea pressure


section= 150 x 10 + 75 x 12 (transverse T)

s= 1.5 m

l= 3.3 m

SM=83.3*p s l2/a cm

3

SM= 494.58 cm3

sea pressure


section= 650 x 6 (transverse floor)

s= 1.6 m

l= 3 m

SM=83.3*p s l2/a cm

3

SM= 436.00 cm3

sea pressure


section= 650 x 6 (long floor)


120/280

s= 0.5 m

l= 0.98 m

SM=83.3*p s l2/a cm

3

SM= 4.17 cm3

tank pressure

provided SM= 14 cm3

section= 45 x 45 x 5 (floor stiffner)

s= 1.6 m

l= 3 m

SM=83.3*p s l2/a cm

3

SM= 282.56 cm3

slamming pressure

SM= 436.00 cm3

sea pressure


section= 180 x 50 (keel)

forward regions (from fr 45 to fr 70) :

s= 0.5 m

l= 2.2 mSM=83.3*p s l

2/a cm

3

SM= 82.58 cm3

slamming pressure

SM= 73.27 cm3

sea pressure

provided SM= 85 cm3


aft region(from fr -3 to fr 10):

s= 0.5 m

l= 2 m

SM=83.3*p s l2/a cm

3

SM= 68.25 cm3

slamming pressure

SM= 60.56 cm3

sea pressure

provided SM= 69 cm3



Tank boundaries


pt= 2.60 kN/m2

Watertight boundariesThe design pressure for water tight boundries is to be not less than given by the following equation

pw= N3h kN/m2

h= 1.5 m

pw= 14.7 kN/m2


p= 14.70 kN/m2


121/280

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.52 mm




ts= 0.35 (L qs)1/2

+ 1 mm

ts=3.64 mm

t= 5 mm pvovided

Buckling Criteria for inner bottom plate: (3-2-3/1.5, pg-73)



2

E= 55.77 N/mm2


for '= m1= C2(1+(s/l)2)2= 1.53

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.23

E= 2.06E+05 N/mm2


tb= 7 mm provided


s= 500 mm


l= 1700 mm

C2=1.3Critical buckling stress:

y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y -12.57282316 N/mm2

c= 55.77 N/mm2



y= 1.04 m

a= 49.77 N/mm2



c5=1.E+05


c=>a TRUE



122/280


s= 0.5 m

l= 1.7 m

SM=83.3*p s l2/a cm

3

SM= 10.04 cm3

provided SM= 15 cm3


s= 1.5 m

l= 2.76 m

SM=83.3*p s l2/a cm

3

SM= 79.39 cm3

provided SM= 96 cm3



Side and transom structure ,design pressure: (3-2-2/3.3, pg-62)The side design pressure ps, is to be not less than given by the equations

slaming pressure


psxx=72.62 kN/m2

psxx=41.76 kN/m2


p= 72.62 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 3.84 mm


ps= N3(Hs-y) kN/m2

ps=27.17 kN/m2


p= 27.17 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.88 mm



ts= 0.44 (L qs)1/2

+ 2 mm

ts=4.64 mm

t= 5 mm pvovided


123/280


124/280


s= 500 mm


l= 2520 mm

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 48.42208764 N/mm2

c= 74.00 N/mm2



y= 1.46 m

a= 69.87 N/mm2



c5=1.E+05


c=>a TRUE

Buckling Criteria for side shell: (aft region from fr -3 to fr 10)



2

E= 77.33 N/mm2


for '= m1= C2(1+(s/l)2)2= 1.47

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.13

E= 2.06E+05 N/mm2


tb= 7 mm provided


s= 500 mm


l= 2000 mm

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 56.45787474 N/mm2

c= 77.33 N/mm2




125/280

y= 1.46 m

a= 69.87 N/mm2



c5=1.E+05


c=>a TRUE


side transverse and girders - slamming pressure 0.80 y 188 N/mm2

side transverse and girders - sea pressure 0.60 y 141 N/mm2


s= 0.5 m

l= 2.6 m

SM=83.3*p s l2/a cm

3

SM= 108.75 cm3

slamming pressure

SM= 54.25 cm3

sea pressure

provided section= 60 cm3


s= 1.5 m

l= 2.6 m

SM=83.3*p s l2/a cm

3

SM= 187.60 cm3

slamming pressure

SM= 162.75 cm3

sea pressure

provided section= 170 cm 3



s= 0.5 m

l= 2.52 m

SM=83.3*p s l2/a cm

3

SM= 58.74 cm3

slamming pressure

SM= 50.96 cm3

sea pressure



s= 1.5 m

l= 2.52 m

SM=83.3*p s l2/a cm

3

SM= 176.23 cm3

slamming pressure

SM= 152.89 cm3

sea pressure




126/280

aft region(from fr -3 to fr 10):

s= 0.5 m

l= 2 m

SM=83.3*p s l2/a cm

3

SM= 37.00 cm3

slamming pressure

SM= 32.10 cm

3

sea pressureprovided section= 39 cm

3


s= 1.5 m

l= 2 m

SM=83.3*p s l2/a cm

3

SM= 111.01 cm3

slamming pressure

SM= 96.30 cm3

sea pressure



Fore end


)2 kN/m

2

where




Hs=0.64H+d m

Hs=5.27 m

y= distance above base line in m = 2.5 mL= craft length


CF=0.0125L for L


127/280

t= 0.52 mm

Freeboard deck inside enclosed superstructures and deckhouse decks aft of 0.25L,

and internal decks included in the hull girder bending moment=

p= 0.10L+6.1 kN/m2

p= 11.2 kN/m2


p= 11.20 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.39 mm


p= 71.00 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 2.50 mm



ts= 0.44 (L qs)1/2

+ 1 mm

ts=3.64 mm

t= 5 mm pvovided

Buckling Criteria for deck plate:(midship region from fr 10 to fr 60)



2

E= 71.59 N/mm2


for '= m1= C2(1+(s/l)2)2= 1.51

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.19

E= 2.06E+05 N/mm2


tb= 8 mm provideds= shorter distance of plate panel mm

s= 500 mm


l= 1800 mm

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2


128/280


129/280


130/280


s= 1.5 m

l= 3.5 m

SM=83.3*p s l2/a cm

3

SM= 128.53 cm3

Exposed freeboard deck

SM= 97.27 cm

3

Freeboard deckprovided SM= 136 cm

3


s= 1.7 m

l= 3 m

SM=83.3*p s l2/a cm

3

SM= 107.02 cm3


SM= 80.99 cm3

Freeboard deck

provided SM= 123

section= 130 x 8 + 60 x 10 (long. T)


s= 0.5 m

l= 1.2 m

SM=83.3*p s l2/a cm

3

SM= 5.04 cm3


SM= 3.81 cm3

Freeboard deck

provided SM= 15 cm3


s= 1.5 m

l= 2 m

SM=83.3*p s l2/a cm

3

SM= 41.97 cm3


SM= 31.76 cm3

Freeboard deck

provided SM= 62 cm3


s= 1.7 m

l= 2 m

SM=83.3*p s l2/a cm

3

SM= 47.56 cm

3

Exposed freeboard deckSM= 36.00 cm

3Freeboard deck

provided SM= 62 cm3

section= 100 x 6 + 50 x 8 (long. T)

aft region (from fr -3 to fr 10):

s= 0.5 m

l= 1.5 m


131/280

SM=83.3*p s l2/a cm

3

SM= 7.87 cm3


SM= 5.96 cm3

Freeboard deck

provided SM= 15 cm3


s= 1.5 ml= 2.8 m

SM=83.3*p s l2/a cm

3

SM= 82.26 cm3


SM= 62.25 cm3

Freeboard deck



s= 1.7 m

l= 3 m

SM=83.3*p s l2/a cm

3

SM= 107.02 cm3


SM= 80.99 cm3

Freeboard deck

provided SM= 111

section= 120 x 8 + 60 x 10 (long. T)

Enclosed accommadations decks= 5 kN/m2

Concentrated deck cargo loads, equipment foundations= W(1+1.5nxx) kN/m2

Enclosed store rooms, machinery spaces, etc= h (10.55nxx) kN/m2

W=deck cargo load in kN/m2

nxx=average vertical accleration at the location unbder consideration as defined in 3-2-2/1.1

=cargo densityin kN/m2

not to be less than 7.04 kN/m2

h= height of enclosed store room, machinery space,etc in m

L= craft length as defined in 3-1-1/3

F. Wet deck or cross structure: (3-2-2/3.5, pg-63)

pwd= 30 N1FDF1V V1(1-0.85 ha/h1/3) kN/m2

pwd=0.012288 kN/m2


pwd

=0.0070656

kN/m2

(for longitudenals, stiffners,transverses and girderwhere

N1=0.1

ha= vertical distance in m, is not be greater than 1.176h1/3= 2.94 m

ha= 1.176h1/3 m

ha=2.94 m

F1=Wet deck pressure distribution factor as given in 3-2-2/fig-6= 0.4

V1=relative impact velocity as given below


132/280

V1= (4h1/3/L1/2

)+1 m/s

V1=2.67 m/s


The wet deck pressure is (ABS Oct 2001, 3-8-3/8.3.3, pg-51)

Pwd=N1[/(0.332LWNhBw+ LwdWwd)]*[Hb+nxx]*[1-(GA/Hw)]*FD kN/m2

Pwd=25.57 kN/m2


Pwd=14.70 kN/m2

(for longitudenals, stiffners,transverses and girder

where,

N1=0.1

Hb=1 for catamarans


= 1 m


= 36 m


= 6 mHw= h1/3 m


p= 25.57 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 1.35 mm



ts= 0.44 (L qs)1/2

+ 1 mm

ts=3.64 mm

t= 5 mm pvovided

Buckling Criteria for wet deck:(midship region (from fr 10 to fr 60)



2

E= 71.04 N/mm2


for '= m1= C2(1+(s/l)2)2= 1.50

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.17

E= 2.06E+05 N/mm2


tb= 8 mm provided



133/280

s= 500 mm


l= 1850 mm 1000

C2=1.3


y= 235 N/mm2

0.5y= 117.5N/mm2

c= E when E0.5y 40.66725265 N/mm2

c= 71.04 N/mm2



y= 1.46 m

a= 69.87 N/mm2



c5=1.E+05


c=>a TRUE

Buckling Criteria for wet deck:(forward regions from fr 60 to fr 70 & aft region from fr -3 to fr 10)



2

E= 71.04 N/mm2


for '= m1= C

2(1+(s/l)

2)2= 1.50

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.17

E= 2.06E+05 N/mm2


tb= 8 mm provided


s= 500 mm


l= 1850 mm 1000

C2=1.3


y= 235 N/mm2 0.5y= 117.5N/mm

2

c= E when E0.5y 40.66725265 N/mm2

c= 71.04 N/mm2



y= 1.46 m


134/280

a= 69.87 N/mm2



c5=1.E+05


c=>a TRUE

wet deck transverse and girders



s= 0.5 m

l= 1.85 m

SM=83.3*p s l2/a cm

3

SM= 11.89 cm3

provided SM= 15 cm3


s= 1.5 m

l= 3.5 m

SM=83.3*p s l2/a cm

3

SM= 127.68 cm3



s= 1.7 m

l= 3 mSM=83.3*p s l

2/a cm

3

SM= 106.32 cm3


section= 130 x 8 + 60 x 10 (long. T)

forward regions (from fr 60 to fr 70)/aft region (from fr -3 to fr 10):

s= 0.5 m

l= 1.85 m

SM=83.3*p s l2/a cm

3

SM= 11.89 cm3



s= 1.5 m

l= 3.6 m

SM=83.3*p s l2/a cm

3

SM= 135.08 cm3



135/280


s= 1.7 m

l= 3 m

SM=83.3*p s l2/a cm

3

SM= 106.32 cm3

provided SM= 123 cm

3

section= 130 x 8 + 60 x 10 (long. T)


Tank boundaries

pt= N3h kN/m2

9.8 kN/m2

pt= g (1+0.5nxx)h2 kN/m2

1.90 kN/m2

where

g= specific weight of liquid= 1.055 N/cm2-m

h2=distance from lower edge of plate panel or center of area support by stiffener to

the top of the tank in m

watertight boundaries

pw= N3h kN/m2

9.8 kN/m2

afor watertight bulkhead= 0.95 y= 223.25 N/mm2

p= 9.80 kN/m2

s= 0.5 m

k= 0.5t= s*(pk/1000a)

1/2

t= 0.55 mm

afor deep tank bulkhead= 0.60 y= 141 N/mm2

p= 9.80 kN/m2

s= 0.5 m

k= 0.5

t= s*(pk/1000a)1/2

t= 0.35 mm


Lower decks,WT bulkheads,deep tank bulkheads:


ts= 0.35 (L qs)1/2

+ 1 mm

ts=3.1 mm

t= 5 mm pvovided

Bulkhead transverse and girders:


136/280

Tank= 0.60 y 211.5 N/mm2

Watertight= 0.85 y 129.25 N/mm2

s= 1.8 m

l= 2.5 m

SM=83.3*p s l2/a cm

3

SM= 43.42 cm3

Tank bulkhead

SM= 71.05 cm3

Watertight bulkhead

provided SM= 77 cm3

section= 100 x 8 +50 x 10 (vertical T)

s= 0.5 m

l= 2.5 m

SM=83.3*p s l2/a cm

3

SM= 12.06 cm3

Tank bulkhead

SM= 19.74 cm3

Watertight bulkhead

provided SM= 21 cm3

section= 50 x 50 x 6 (vertical L)

Buckling Criteria for bulkhead: (3-2-3/1.5, pg-73)



2

E= 74.09 N/mm2


for '= m1= C2(1+(s/l)2)2= 1.41

for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.04

E= 2.06E+05 N/mm2


tb= 7 mm provided


s= 500 mm


l= 2500 mm

C2=1.3


y= 235 N/mm

2

0.5y= 117.5N/mm

2

c= E when E0.5y 48.6489265 N/mm2

c= 74.09 N/mm2



y= 1.46 m

a= 69.87 N/mm2


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8/13/2019 Scantl

scantlings version_2 for print only

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