剖面模数计算方法
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P184-H100-707rB.xlsPage 1Allowable stress to ABS MODU 2001, part 3, charpter 2, section 1, item 3.3
F=Fy/F.S., where
Fy = 235 N/mm2 , or 34 ksi
F.S. = 1.67 for axial or bending stress
2.50 for shear stress
Hence, F = 140.7 N/mm2 , or 20.4 ksi for axial or bending stress
94.0 N/mm2 , or 13.6 ksi for shear stress
1. Bulkhead
1.1 Wind pressurep = f V
k2.c
h.c
s N/m2where
f = 0.611
Vk = 100 knots = 51.44 m/s
c
s = 1.0
c
h = 1.1
hence p = 1778.4 N/m2or 37.13 lbf/ft2
1.2 Bulkhead plating
Plate panel maximum size (mm)4070 by 690
Plate thickness, t (mm)8
Bulkhead load to wind pressure p = 1778.4 N/m2or 37.13 lbf/ft2
Stress due to lateral perpendicular load:σ = kpb2/t2 where
k = 0.741 for panel size ratio of 5.9 (4070/690)
p =37.13lbf/ft2, or0.26 lbf/in2
b =690 mm
t =8mm
Henceσ =1421 lbf/in2, or1.42ksi OK1.3 Horizontal Stiffener of bulkhead
1.3.1 Combined beam section modulus (BF + attaching plate)
thk(cm)plt width
/sect dep
(cm)section
area(cm2)ctr.dist. to
plt top(cm)d(cm)I
0 (cm4)mom. of
inert.(cm4)SM(cm3)
att plt0.86148.80.42.6482.1
section-1520.9410.84484.01601.5
Combined69.743.52083.6170
10.4in3
P184-H100-707rB.xlsPage 2
1.3.2 Bending moment & reaction force
Bulkhead load due to wind pressure p = 1778.4 N/m2or 37.13 lbf/ft2
Distributed load along the beam length, q = 0.69*p =1227.1N/m
BM
max = qL2/8whereL =4.07m
Hence,BM
max =2540.8N.m
RF
max =qL/2 =2497.1N
1.3.3 Stresses
Bending stress at mid-span,σ = BM
max/SM =14.96N/mm2, or2.2ksi OK
Shear stress at support,τ = RF
max/A
BF =1.19N/mm2, or0.2ksi OK
1.4 Vertical girder of bulkhead
1.4.1 Combined beam section modulus (T + attaching plate)
thk(cm)width(cm)section
area(cm2)ctr.dist. to
plt top(cm)d(cm)I
0 (cm4)mom. of
inert.(cm4)SM(cm3)
top flg1.215180.62.24789.7
web1303016.22250.02265.1
btm flg1.4152131.93.44723.0
Combined6916.911777.7697
42.5in3
1.4.2 Bending moment & reaction force
Bulkhead load due to wind pressure p=1778.4N/m2or 37.13 lbf/ft2
Distributed load along the beam length, q = 2.25*p =4001N/m
BM
max = qL2/8whereL =6.74m
Hence,BM
max =22721.7N.m
RF
max =ql/2 =13484.7N
1.4.3 Stresses
Bending stress at support,σ = BM
max/SM =32.62N/mm2, or4.7ksi OK
Shear stress at support,τ = RF
max/A
web =4.49N/mm2, or0.7ksi OK
P184-H100-707rB.xlsPage 32. Bottom
2.1. bottom plating
Plate panel maximum size (mm)2650 by 830
Plate thickness, t (mm)8
Deck load to MODU 2001, w920 kgf/m2, or 188 lbf/ft2
Stress due to lateral perpendicular load:σ = kwb2/t2 where
k = 0.718 for panel size ratio of 3.19 (2650/830)
w =188lbf/ft2, or1.31 lbf/in2
b =830mm
t =8mm
Henceσ =10090 lbf/in2, or10.1ksi OK2.2 Longitudinal stiffeners
2.2.1 Combined beam section modulus (L + attaching plate)
thk(cm)plt width
/sect dep
(cm)section
area(cm2)ctr.dist. to
plt top(cm)d(cm)I
0 (cm4)mom. of
inert.(cm4)SM(cm3)
att plt0.675450.31.4458.8
section-5020.9410.34537.01520.0
Combined65.943.51978.842
2.6in3
2.2.2 Bending moment & reaction force
Deck load to MODU 2001, w = 920kgf/m2, or 188 lbf/ft2
Distributed load along the beam length, q = 0.66*w =607.2kgf/m
BM
max = qL2/8whereL =2.65m
Hence,BM
max =533.0kgf.m
RF
max =qL/2 =804.5kgf
2.2.3 Stresses
Bending stress at mid-span,σ = BM
max/SM =124.49N/mm2, or18.07ksi OK
Shear stress at support,τ = RF
max/A
BF =3.77N/mm2, or0.55ksi OK
P184-H100-707rB.xlsPage 43. APV' lower Supporting Structure
As per contract specification 2.22G, foundations for equipment shall be designed for combined static
and dynamic load of 1.5g vertical and 0.5g horizontal for roll and pitch.
According to HYDRALIFT Drawing: T2820-D1157-G0040 APV's arrangement,
per WORKING APV' average weight: 2750kg,
add 10% variables: 3025kg is to be used in following calculation.
3.1 check supporting plate panel
The supporting plate panel, which is supported at four sides, is considered conservatively as plate beam
supported at two longer edges.
Plate panel concentrated load maximum size (mm)1420 by 760
Plate thickness, t (mm) =25.5
Deck load to MODU 2001, w =920kgf/m2, or 188 lbf/ft2Distributed load along the beam length, q = 1.42*w =1306.4kgf/m
Max moment due to deck load q: M
q =qL2/8 =925N.m
whereL =0.76m
Max reaction force due to deck loaR
q=qL/2=4870N
Load Case 1 (LC1): Heave at 1.5g
Force due to static and dynamic load:P = ma,where
m=3025kg
a=14.7m/s2 (1.5g)
P=44467.5N
Hence,Q=2P = 88935N
M
1max=Ql
1l
2/L=16605N.m
where L=0.76m
l
1=0.33m
l
2=0.43m
R
1max=Ql
2/L=50318N
P184-H100-707rB.xlsPage 5
