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
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
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:
8/13/2019 Scantlings Version_2 for Print Only
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
provided SM= 144 cm3
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
8/13/2019 Scantlings Version_2 for Print Only
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)
qs=1 for ordinary steel
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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E= 73.81 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
for '= m1= C2(1+(s/l)2)2= 2.03
8/13/2019 Scantlings Version_2 for Print Only
7/280
for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95
E= 2.06E+05 N/mm2
tb=thickness of plate mm
tb= 7 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 47.95480602 N/mm2
c= 73.81 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1 ma= 62.17 N/mm
2
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
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
afor slamming pressure= 0.90 y= 211.5 N/mm2
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
afor hydrostatic pressure= 0.55 y= 129.25 N/mm2
p= 27.17 kN/m2
8/13/2019 Scantlings Version_2 for Print Only
8/280
s= 0.5 m
k= 0.5
t= s*(pk/1000a)1/2
t= 0.88 mm
Minium 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
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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E= 107.03 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= 7 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 1000 mmC2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 106.0033145 N/mm2
c= 107.03 N/mm2
Calculated compressive stress:
8/13/2019 Scantlings Version_2 for Print Only
9/280
a= c5(Mt(y/I)) N/mm2
y= 1.5 m
a= 93.25 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
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
8/13/2019 Scantlings Version_2 for Print Only
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
afor strength deck= 0.60 y= 141 N/mm2
p= 71.00 kN/m2
s= 0.5 m
k= 0.5
t= s*(pk/1000a)1/2
t= 2.50 mm
Minium thickness: (3-2-3/1.3.3, pg-72)
qs=1 for ordinary steel
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
Buckling Criteria for deck plate: (3-2-3/1.5, pg-73)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E= 96.41 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= 8 mm provided
8/13/2019 Scantlings Version_2 for Print Only
11/280
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 1000 mm
C2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 91.79352336 N/mm2
c= 96.41 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1.42 m
a= 88.28 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
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
8/13/2019 Scantlings Version_2 for Print Only
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
Minium thickness: (3-2-3/1.3.3, pg-72)
qs=1 for ordinary steel
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
provided SM= 101 cm3
section= 100 x 100 x 8 A= 16 cm2
provided SM= 119 cm 3
section= 130 x 8 + 65 x 10 A= 16 cm2
provided SM= 119 cm3
section= 130 x 8 + 65 x 10 A= 16 cm2
Buckling Criteria for wet deck (3-2-3/1.5, pg-73)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
8/13/2019 Scantlings Version_2 for Print Only
13/280
E= 96.41 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= 8 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 1000 mm
C2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 91.79352336 N/mm2
c= 96.41 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1.42 m
a= 88.28 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
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
8/13/2019 Scantlings Version_2 for Print Only
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
Minium thickness: (3-2-3/1.3.3, pg-72)
Lower decks,WT bulkheads,deep tank bulkheads:
qs=1 for ordinary steel
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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E= 107.03 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= 7 mm provided
s= shorter distance of plate panel mm
8/13/2019 Scantlings Version_2 for Print Only
15/280
s= 500 mm
l= longer distance of plate pannel mm
l= 1000 mm
C2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 106.0033145 N/mm2
c= 107.03 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1.5 m
a= 93.25 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
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
8/13/2019 Scantlings Version_2 for Print Only
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
side transverse and girders - slamming pressure 0.80 y 188
side transverse and girders - 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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E=
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= mm
s= shorter distance of plate panel mm
s= mm
l= longer distance of plate pannel mm
C2=1.3
Critical buckling stress:
c= E when E0.5
y
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
a=
a= (fp/CQ)(SMR/SMA) N/mm2
a=
c5=1.E+05
8/13/2019 Scantlings Version_2 for Print Only
17/280
Permissible buckling stress:
c=>a
8/13/2019 Scantlings Version_2 for Print Only
18/280
A. Keels:
B. Bottom structure:
C. Inner bottom structure
D. Side and transom structure:
E. Deck structure:
F. Wet deck or cross structure:
G. Bulkhead structure:
and girders)
8/13/2019 Scantlings Version_2 for Print Only
19/280
8/13/2019 Scantlings Version_2 for Print Only
20/280
8/13/2019 Scantlings Version_2 for Print Only
21/280
8/13/2019 Scantlings Version_2 for Print Only
22/280
N/mm2
N/mm2
L)
T)
er)
8/13/2019 Scantlings Version_2 for Print Only
23/280
L)
T)
8/13/2019 Scantlings Version_2 for Print Only
24/280
8/13/2019 Scantlings Version_2 for Print Only
25/280
N/mm2
N/mm2
L)
8/13/2019 Scantlings Version_2 for Print Only
26/280
8/13/2019 Scantlings Version_2 for Print Only
27/280
(transverse L)
(long. T)
8/13/2019 Scantlings Version_2 for Print Only
28/280
kN/m2
kN/m2
m
0.4
8/13/2019 Scantlings Version_2 for Print Only
29/280
kN/m2
(transverse L)
(transverse T)
(long. T)
8/13/2019 Scantlings Version_2 for Print Only
30/280
8/13/2019 Scantlings Version_2 for Print Only
31/280
8/13/2019 Scantlings Version_2 for Print Only
32/280
N/mm2
N/mm2
N/mm2
N/mm2
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
34/280
8/13/2019 Scantlings Version_2 for Print Only
35/280
8/13/2019 Scantlings Version_2 for Print Only
36/280
8/13/2019 Scantlings Version_2 for Print Only
37/280
8/13/2019 Scantlings Version_2 for Print Only
38/280
8/13/2019 Scantlings Version_2 for Print Only
39/280
8/13/2019 Scantlings Version_2 for Print Only
40/280
8/13/2019 Scantlings Version_2 for Print Only
41/280
8/13/2019 Scantlings Version_2 for Print Only
42/280
8/13/2019 Scantlings Version_2 for Print Only
43/280
8/13/2019 Scantlings Version_2 for Print Only
44/280
8/13/2019 Scantlings Version_2 for Print Only
45/280
8/13/2019 Scantlings Version_2 for Print Only
46/280
8/13/2019 Scantlings Version_2 for Print Only
47/280
8/13/2019 Scantlings Version_2 for Print Only
48/280
8/13/2019 Scantlings Version_2 for Print Only
49/280
8/13/2019 Scantlings Version_2 for Print Only
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)
8/13/2019 Scantlings Version_2 for Print Only
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)
8/13/2019 Scantlings Version_2 for Print Only
52/280
allowance (5%) 18.90
total weight of steel hull and Alluminium superstructure= 128
total weight = 140 ton
8/13/2019 Scantlings Version_2 for Print Only
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
Iselfof single section total Iself
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
8/13/2019 Scantlings Version_2 for Print Only
54/280
8/13/2019 Scantlings Version_2 for Print Only
55/280
ton
ton
8/13/2019 Scantlings Version_2 for Print Only
56/280
Calculation of section modulus
Plating t(m) horizontal vertical area of single section
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
MI and Z of the midship
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
Yield stress of steel
y=235 M Pa
Depth (m) y Z (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
8/13/2019 Scantlings Version_2 for Print Only
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)
8/13/2019 Scantlings Version_2 for Print Only
58/280
total area(a) lever (h) ah ah2
Iselfof single section total Iself
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
total area (a) lever (h) ah ah2
Iselfof single section total Iself
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
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
60/280
8/13/2019 Scantlings Version_2 for Print Only
61/280
d sections, which have yield strength of 30,000 psi (205 MPa).
0-450 MPa).
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
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
TOTAL 2 HULLS= 26.82461 ton
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
8/13/2019 Scantlings Version_2 for Print Only
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
S C FWD Weight= 3.330882 ton
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
TOTAL 2 HULLS= 8.531244 ton
BELOW DWL= 189.6
VOLUME= 0.948
WEIGHT= 7.45128
TOTAL 2 HULLS= 14.90256 ton
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
8/13/2019 Scantlings Version_2 for Print Only
65/280
Volume= 0.0406
S C FWD Weight= 0.319116 ton
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
S C FWD Weight= 2.379202 ton
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
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
68/280
8/13/2019 Scantlings Version_2 for Print Only
69/280
Calculation of section modulus
Plating t(m) horizontal vertical area of single section
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
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=0.34 m2
ah=0.87 m3
ah2=2.81 m
4
total Iself=0.06 m4
y= ah/a= 2.53 m 1.47
MI and Z of the midship
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
Yield stress of steel
8/13/2019 Scantlings Version_2 for Print Only
70/280
y=235 M Pa
Depth (m) y Z (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)
8/13/2019 Scantlings Version_2 for Print Only
71/280
8/13/2019 Scantlings Version_2 for Print Only
72/280
total area(a) lever (h) ah ah2
Iselfof single section total Iself
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
total area (a) lever (h) ah ah2
Iselfof single section total Iself
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
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
74/280
ton/m
ton
ton
ton
ton
ton
ton
ton
8/13/2019 Scantlings Version_2 for Print Only
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
8/13/2019 Scantlings Version_2 for Print Only
76/280
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
8/13/2019 Scantlings Version_2 for Print Only
77/280
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
8/13/2019 Scantlings Version_2 for Print Only
78/280
8/13/2019 Scantlings Version_2 for Print Only
79/280
8/13/2019 Scantlings Version_2 for Print Only
80/280
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)
qs=1 for ordinary steel
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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E= 54.23 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
for '= m1= C2(1+(s/l)2)2= 2.03
8/13/2019 Scantlings Version_2 for Print Only
81/280
for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.95
E= 2.06E+05 N/mm2
tb=thickness of plate mm
tb= 6 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 -19.58929181 N/mm2
c= 54.23 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1 ma= 43.63 N/mm
2
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
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
afor slamming pressure= 0.90 y= 211.5 N/mm2
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
afor hydrostatic pressure= 0.55 y= 129.25 N/mm2
p= 27.17 kN/m2
8/13/2019 Scantlings Version_2 for Print Only
82/280
s= 0.5 m
k= 0.5
t= s*(pk/1000a)1/2
t= 0.88 mm
Minium 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
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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E= 78.63 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= 6 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 1000 mmC2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 59.42117806 N/mm2
c= 78.63 N/mm2
Calculated compressive stress:
8/13/2019 Scantlings Version_2 for Print Only
83/280
a= c5(Mt(y/I)) N/mm2
y= 1.5 m
a= 65.44 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
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
8/13/2019 Scantlings Version_2 for Print Only
84/280
8/13/2019 Scantlings Version_2 for Print Only
85/280
8/13/2019 Scantlings Version_2 for Print Only
86/280
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
Minium thickness: (3-2-3/1.3.3, pg-72)
qs=1 for ordinary steel
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
provided SM= 101 cm3
section= 100 x 100 x 8 A= 16 cm2
provided SM= 119 cm 3
section= 130 x 8 + 65 x 10 A= 16 cm2
provided SM= 119 cm3
section= 130 x 8 + 65 x 10 A= 16 cm2
Buckling Criteria for wet deck (3-2-3/1.5, pg-73)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
8/13/2019 Scantlings Version_2 for Print Only
87/280
8/13/2019 Scantlings Version_2 for Print Only
88/280
8/13/2019 Scantlings Version_2 for Print Only
89/280
8/13/2019 Scantlings Version_2 for Print Only
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
side transverse and girders - slamming pressure 0.80 y 188
side transverse and girders - 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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E=
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= mm
s= shorter distance of plate panel mm
s= mm
l= longer distance of plate pannel mm
C2=1.3
Critical buckling stress:
c= E when E0.5
y
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
a=
a= (fp/CQ)(SMR/SMA) N/mm2
a=
c5=1.E+05
8/13/2019 Scantlings Version_2 for Print Only
91/280
Permissible buckling stress:
c=>a
8/13/2019 Scantlings Version_2 for Print Only
92/280
A. Keels:
B. Bottom structure:
C. Inner bottom structure
D. Side and transom structure:
E. Deck structure:
F. Wet deck or cross structure:
G. Bulkhead structure:
and girders)
8/13/2019 Scantlings Version_2 for Print Only
93/280
8/13/2019 Scantlings Version_2 for Print Only
94/280
8/13/2019 Scantlings Version_2 for Print Only
95/280
8/13/2019 Scantlings Version_2 for Print Only
96/280
8/13/2019 Scantlings Version_2 for Print Only
97/280
L)
T)
8/13/2019 Scantlings Version_2 for Print Only
98/280
8/13/2019 Scantlings Version_2 for Print Only
99/280
8/13/2019 Scantlings Version_2 for Print Only
100/280
8/13/2019 Scantlings Version_2 for Print Only
101/280
8/13/2019 Scantlings Version_2 for Print Only
102/280
8/13/2019 Scantlings Version_2 for Print Only
103/280
8/13/2019 Scantlings Version_2 for Print Only
104/280
8/13/2019 Scantlings Version_2 for Print Only
105/280
8/13/2019 Scantlings Version_2 for Print Only
106/280
N/mm2
N/mm2
N/mm2
N/mm2
8/13/2019 Scantlings Version_2 for Print Only
107/280
8/13/2019 Scantlings Version_2 for Print Only
108/280
Calculation of section modulus
Plating t(m) horizontal vertical area of single section
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
Longitudenal total no horizontal vertical area of single section
long floor 2 0.0039
deck girder 2 0.0014
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
MI and Z of the midship
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
Yield stress of steel
y=235 M Pa
Depth (m) y Z (M Pa)
8/13/2019 Scantlings Version_2 for Print Only
109/280
8/13/2019 Scantlings Version_2 for Print Only
110/280
8/13/2019 Scantlings Version_2 for Print Only
111/280
8/13/2019 Scantlings Version_2 for Print Only
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)
8/13/2019 Scantlings Version_2 for Print Only
113/280
8/13/2019 Scantlings Version_2 for Print Only
114/280
AD/AR=0.0076 (for shell plate panel)
AD/AR=0.0518 (for longitudenals, stiffners,transverses and girders)
s = spacing of longitudenal stiffners in cm= 50 cm
l= unsupported span of intervals in cm= 360 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=0.01
Wave 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= 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
Slamming induced bending moment:
Msl=C3(1+ncg)(L-ls) kN-m
Msl=29187.18 kN-m
whereC3=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 cm
2
-m1667.84 cm
2-m
0.17 m3
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
8/13/2019 Scantlings Version_2 for Print Only
115/280
Mt=29187.18 kN-m
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/mm2
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
E= tensile or compressive modulus N/mm2
8/13/2019 Scantlings Version_2 for Print Only
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
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=77.02 kN/m2
(for shell plate panel)
pbxx=44.29 kN/m2
(for longitudenals, stiffners,transverses and girder
afor slamming pressure= 0.90 y= 211.5 N/mm2
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
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
Watertight boundaries
8/13/2019 Scantlings Version_2 for Print Only
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
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= 9 mm provided
s= shorter distance of plate panel mms= 500 mm
l= longer distance of plate pannel mm
l= 2000 mm
C2=1.3
Critical buckling stress:
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
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
Buckling Criteria for bottom plate: (forward region from fr 45 to fr 70 )
Ideal Elastic Stress: (3-2-3/1.5, pg-73)
E= 0.9m1E(tb/s)2 N/mm
2
E= 125.23 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
for '= m1= C2(1+(s/l)2)2= 1.44
for '=/3 m1= 1.45C2(1+(s/l)2)2= 2.08
8/13/2019 Scantlings Version_2 for Print Only
118/280
E= 2.06E+05 N/mm2
tb=thickness of plate mm
tb= 9 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 2200 mmC2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 124.7535034 N/mm2
c= 124.75 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
a= 121.43 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
Buckling Criteria for bottom plate: (aft region from fr -3 to fr 9)
Ideal Elastic Stress: (3-2-3/1.5, pg-73)
E= 0.9m1E(tb/s)2 N/mm
2
E= 127.83 N/mm
2
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= 9 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 2000 mm
C2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 126.9930353 N/mm2
c= 126.99 N/mm2
8/13/2019 Scantlings Version_2 for Print Only
119/280
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
a= 121.43 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
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
provided SM= 208 cm3
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
provided SM= 802 cm3
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
provided SM= 805 cm3
section= 650 x 6 (long floor)
8/13/2019 Scantlings Version_2 for Print Only
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
provided SM= 499 cm3
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
section= 80 x 80 x 10 (transverse L)
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
section= 80 x 80 x 8 (transverse L)
C. Inner bottom structure
Tank boundaries
pt= g(1+0.5nxx)h2 kN/m2
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
afor lower deck/ other deck= 0.60 y= 141 N/mm2
p= 14.70 kN/m2
8/13/2019 Scantlings Version_2 for Print Only
121/280
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)
qs=1 for ordinary steel
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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E= 55.77 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= 7 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel 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
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1.04 m
a= 49.77 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
Inner Bottom transverse and girder:
8/13/2019 Scantlings Version_2 for Print Only
122/280
afor deck transverse and girder - other deck= 0.75 y= 176.25 N/mm2
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
section= 45 x 45 x 5 (transverse L)
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
section= 120 x 8 + 60 x 8 (transverse T)
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=72.62 kN/m2
psxx=41.76 kN/m2
afor slamming pressure= 0.90 y= 211.5 N/mm2
p= 72.62 kN/m2
s= 0.5 m
k= 0.5
t= s*(pk/1000a)1/2
t= 3.84 mm
Hydrostatic pressure
ps= N3(Hs-y) kN/m2
ps=27.17 kN/m2
afor hydrostatic pressure= 0.55 y= 129.25 N/mm2
p= 27.17 kN/m2
s= 0.5 m
k= 0.5
t= s*(pk/1000a)1/2
t= 0.88 mm
Minium 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
8/13/2019 Scantlings Version_2 for Print Only
123/280
8/13/2019 Scantlings Version_2 for Print Only
124/280
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 2520 mm
C2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 48.42208764 N/mm2
c= 74.00 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1.46 m
a= 69.87 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
Buckling Criteria for side shell: (aft region from fr -3 to fr 10)
Ideal Elastic Stress: (3-2-3/1.5, pg-73)
E= 0.9m1E(tb/s)2 N/mm
2
E= 77.33 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= 7 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 2000 mm
C2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 56.45787474 N/mm2
c= 77.33 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
8/13/2019 Scantlings Version_2 for Print Only
125/280
y= 1.46 m
a= 69.87 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
Side transverse and girders:
side transverse and girders - slamming pressure 0.80 y 188 N/mm2
side transverse and girders - sea pressure 0.60 y 141 N/mm2
midship region (from fr 10 to fr 45):
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
section= 80 x 80 x 7 (transverse L)
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
section= 150 x 8 + 75 x 10 (transverse T)
forward regions (from fr 45 to fr 70) :
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
provided section= 60 cm3
section= 80 x 80 x 7 (transverse L)
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
provided section= 170 cm3
section= 150 x 8 + 75 x 10 (transverse T)
8/13/2019 Scantlings Version_2 for Print Only
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
section= 60 x 60 x 8 (transverse L)
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
provided section= 107 cm3
section= 130 x 8 + 60 x 8 (transverse T)
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 mL= craft length
Fa=3.25 for plating and 1 for longitudinals, transverses and girders
CF=0.0125L for L
8/13/2019 Scantlings Version_2 for Print Only
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
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
afor strength deck= 0.60 y= 141 N/mm2
p= 71.00 kN/m2
s= 0.5 m
k= 0.5
t= s*(pk/1000a)1/2
t= 2.50 mm
Minium thickness: (3-2-3/1.3.3, pg-72)
qs=1 for ordinary steel
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)
Ideal Elastic Stress: (3-2-3/1.5, pg-73)
E= 0.9m1E(tb/s)2 N/mm
2
E= 71.59 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= 8 mm provideds= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 1800 mm
C2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
8/13/2019 Scantlings Version_2 for Print Only
128/280
8/13/2019 Scantlings Version_2 for Print Only
129/280
8/13/2019 Scantlings Version_2 for Print Only
130/280
section= 45 x 45 x 5 (transverse L)
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
section= 130 x 8 + 70 x 10 (transverse T)
s= 1.7 m
l= 3 m
SM=83.3*p s l2/a cm
3
SM= 107.02 cm3
Exposed freeboard deck
SM= 80.99 cm3
Freeboard deck
provided SM= 123
section= 130 x 8 + 60 x 10 (long. T)
forward regions (from fr 60 to fr 70) :
s= 0.5 m
l= 1.2 m
SM=83.3*p s l2/a cm
3
SM= 5.04 cm3
Exposed freeboard deck
SM= 3.81 cm3
Freeboard deck
provided SM= 15 cm3
section= 45 x 45 x 5 (transverse L)
s= 1.5 m
l= 2 m
SM=83.3*p s l2/a cm
3
SM= 41.97 cm3
Exposed freeboard deck
SM= 31.76 cm3
Freeboard deck
provided SM= 62 cm3
section= 100 x 6 + 50 x 8 (transverse T)
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
8/13/2019 Scantlings Version_2 for Print Only
131/280
SM=83.3*p s l2/a cm
3
SM= 7.87 cm3
Exposed freeboard deck
SM= 5.96 cm3
Freeboard deck
provided SM= 15 cm3
section= 45 x 45 x 5 (transverse L)
s= 1.5 ml= 2.8 m
SM=83.3*p s l2/a cm
3
SM= 82.26 cm3
Exposed freeboard deck
SM= 62.25 cm3
Freeboard deck
provided SM= 111 cm3
section= 120 x 8 + 60 x 10 (transverse T)
s= 1.7 m
l= 3 m
SM=83.3*p s l2/a cm
3
SM= 107.02 cm3
Exposed freeboard deck
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
(for shell plate panel)
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
8/13/2019 Scantlings Version_2 for Print Only
132/280
V1= (4h1/3/L1/2
)+1 m/s
V1=2.67 m/s
V, h1/3and FDare as defined in 3-2-2/1.1
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
(for shell plate panel)
Pwd=14.70 kN/m2
(for longitudenals, stiffners,transverses and girder
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 mHw= h1/3 m
afor cross deck= 0.90 y= 211.5 N/mm2
p= 25.57 kN/m2
s= 0.5 m
k= 0.5
t= s*(pk/1000a)1/2
t= 1.35 mm
Minium thickness: (3-2-3/1.3.3, pg-72)
qs=1 for ordinary steel
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)
Ideal Elastic Stress: (3-2-3/1.5, pg-73)
E= 0.9m1E(tb/s)2 N/mm
2
E= 71.04 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= 8 mm provided
s= shorter distance of plate panel mm
8/13/2019 Scantlings Version_2 for Print Only
133/280
s= 500 mm
l= longer distance of plate pannel mm
l= 1850 mm 1000
C2=1.3
Critical buckling stress:
y= 235 N/mm2
0.5y= 117.5N/mm2
c= E when E0.5y 40.66725265 N/mm2
c= 71.04 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1.46 m
a= 69.87 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
Buckling Criteria for wet deck:(forward regions from fr 60 to fr 70 & aft region from fr -3 to fr 10)
Ideal Elastic Stress: (3-2-3/1.5, pg-73)
E= 0.9m1E(tb/s)2 N/mm
2
E= 71.04 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= 8 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 1850 mm 1000
C2=1.3
Critical buckling stress:
y= 235 N/mm2 0.5y= 117.5N/mm
2
c= E when E0.5y 40.66725265 N/mm2
c= 71.04 N/mm2
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1.46 m
8/13/2019 Scantlings Version_2 for Print Only
134/280
a= 69.87 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
wet deck transverse and girders
wet deck transverse and girders 0.75 y 176.25 N/mm2
midship region (from fr 10 to fr 60):
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
section= 45 x 45 x 5 (transverse L)
s= 1.5 m
l= 3.5 m
SM=83.3*p s l2/a cm
3
SM= 127.68 cm3
provided SM= 136 cm3
section= 130 x 8 + 70 x 10 (transverse T)
s= 1.7 m
l= 3 mSM=83.3*p s l
2/a cm
3
SM= 106.32 cm3
provided SM= 123 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
provided SM= 15 cm 3
section= 45 x 45 x 5 (transverse L)
s= 1.5 m
l= 3.6 m
SM=83.3*p s l2/a cm
3
SM= 135.08 cm3
provided SM= 136 cm3
8/13/2019 Scantlings Version_2 for Print Only
135/280
section= 130 x 8 + 70 x 10 (transverse T)
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)
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
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
Minium thickness: (3-2-3/1.3.3, pg-72)
Lower decks,WT bulkheads,deep tank bulkheads:
qs=1 for ordinary steel
ts= 0.35 (L qs)1/2
+ 1 mm
ts=3.1 mm
t= 5 mm pvovided
Bulkhead transverse and girders:
8/13/2019 Scantlings Version_2 for Print Only
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)
Ideal Elastic Stress:
E= 0.9m1E(tb/s)2 N/mm
2
E= 74.09 N/mm2
m1=buckling coefficient as given in 3-2-3/table-3
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=thickness of plate mm
tb= 7 mm provided
s= shorter distance of plate panel mm
s= 500 mm
l= longer distance of plate pannel mm
l= 2500 mm
C2=1.3
Critical buckling stress:
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
Calculated compressive stress:
a= c5(Mt(y/I)) N/mm2
y= 1.46 m
a= 69.87 N/mm2
8/13/2019 Scantlings Version_2 for Print Only
137/280
8/13/2019 Scantlings Version_2 for Print Only
138/280
8/13/2019 Scantlings Version_2 for Print Only
139/280
8/13/2019 Scantlings Version_2 for Print Only
140/280
8/13/2019 Scantl