Contract Drawings.pdf
PDF 20 MB Posted
- Attached to
- 1100 HP Tow Boat Federal contract opportunity
- Solicitation number
- W912BU22B0019
About this file
This document provides details for a federal contract solicitation to procure a triple screw towboat for the Marine Design Center of the U.S. Army Corps of Engineers. The solicitation number is W912BU22B0019 and bids are due by October 13, 2022 at 2:00pm to the USACE Philadelphia office. The towboat requirements include an ABS Class steel hull design with dimensions of 65 feet in length, 26 feet in beam, 5 feet 2 inches in draft, and 8 feet 6 inches in depth. It will require two main propulsion engines of 550 HP each for conventional propulsion, along with two generator sets to power the electrical system. Bidders must submit a bid bond with their response and the awarded contractor will be required to provide payment and performance bonds. The attached contract drawings and solicitation provide additional specifications for the towboat procurement.
View the file
Other files for this federal contract opportunity
| File | Type | Posted |
|---|---|---|
| Unauditited Abstract 22B0019.pdf | ||
| W912BU22B0019 P00005.pdf | ||
| W912BU22B0019 P00004.pdf | ||
| Contract Drawings ALL 20SEP22.pdf | ||
| W912BU22B0019 P00003.pdf | ||
| W912BU22B0019 P00002.pdf | ||
| W912BU22B0019 P00001.pdf | ||
| W912BU22B0019.pdf |
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5/17/2022
D ocking Calcs - Block Load A
Job N
o. 3308
Sheet 2 of 4
PLAN
A
N ote: Reference point for "x = 0 ft" starts a the center of the aft m ost block
BLO
CK Pos.
x
# of Blocks Total B. Area
1st M om of A 2nd M om of A
Io Δx
Block Stress Load / Block
FR-to-LCG H ull Fram e #
(ft) per row
A (in²) x*A (in³) x²*A (in⁴) bh³/12 (in⁴)
D ist to B. LCG
*σ =σ*A (kips)
30.00
27648
27.23 0.0376
21.63
25.00
138240 16588800
55296 17.23
0.0381 21.94
21.00
373248
80621568 82944
9.23 0.0385
22.19
13.00
940032 383533056
110592 6.77
0.0394 22.69
7.00
635904
351019008 55296
18.77 0.0400
23.07
4.00
359424 224280576
27648 24.77
0.0404 23.25
[0.3 ksi Lim it][90 Kip Lim it]
SU
M
2446848 1056043008
359424 REF: Ensley Engineer Yard D rydrock in² in³ in⁴ in⁴ 5801 Tanks and D oublers Plan b (in) h (in) D em . of Block=
Vessel D isplacem ent (W
130.47
LT =
292.2528 Kips
LCG
31.44 ft, AFT O
F FR 0 (assum ing no trim
D ist. From FR 0 to AFT-m ost block = ft
LCG
Block G roup (dG
) = SU
M (x*A/SU
M A)=
27.23 ft, FW
D
FR
30.00
LCG
Vessel= ft, FW D
FR
30.00
Eccentricity of Vessel W eight w
.r.t. LCG Block G roup, e = 0.33 ft *σ= [W
/SU
M
(A)] +/- [M om ent*Δx/Ina] (ksi)
M om ent=W *e =
43.1 ft-LT = in-kip
Ina = SU M
(Io+A*x^2)- dG
^2*SU
M
(A) =
2.57E+08 in⁴
N ote: Allow able Load on the docking block perim eter structure is based upon an equal distribution of block load to tw o opposite edges only, 5/17/2022
D ocking Calcs - Block Load A
Job N
o. 3308
Sheet 3 of 4
PLAN
B
N ote: Reference point for "x = 0 ft" starts a the center of the aft m ost block
BLO
CK Pos.
x
# of Blocks Total B. Area
1st M om of A 2nd M om of A
Io Δx
Block Stress Load / Block
FR-to-LCG H ull Fram e #
(ft) per row
A (in²) x*A (in³) x²*A (in⁴) bh³/12 (in⁴)
D ist to B. LCG
*σ =σ*A (kips)
25.00
55296
17.54 0.0389
22.43
23.00
55296 2654208
55296 13.54
0.0390 22.44
21.00
110592
10616832 55296
9.54 0.0390
22.45
13.00
497664 143327232
82944 6.46
0.0391 22.50
10.00
414720
149299200 55296
12.46 0.0391
22.52
7.00
497664 214990848
55296 18.46
0.0391 22.53
[0.3 ksi Lim it][90 Kip Lim it]
SU
M
1575936 520888320
359424 REF: Ensley Engineer Yard D rydrock in² in³ in⁴ in⁴ 5801 Tanks and D oublers Plan b (in) h (in) D em . of Block=
Vessel D isplacem ent (W
130.47
LT =
292.2528 Kips
LCG
31.44 ft, AFT O
F FR 0 (assum ing no trim
D ist. From FR 0 to AFT-m ost block = ft
LCG
Block G roup (dG
) = SU
M (x*A/SU
M A)=
17.54 ft, FW
D
FR
25.00
LCG
Vessel= ft, FW D
FR
25.00
Eccentricity of Vessel W eight w
.r.t. LCG Block G roup, e = 0.02 ft *σ= [W
/SU
M
(A)] +/- [M om ent*Δx/Ina] (ksi)
M om ent=W *e =
2.9 ft-LT = in-kip
Ina = SU M
(Io+A*x^2)- dG
^2*SU
M
(A) =
1.90E+08 in⁴
N ote: Allow able Load on the docking block perim eter structure is based upon an equal distribution of block load to tw o opposite edges only, 05/17/2022
U
SACE D
ocking Calcs (Plate Buckling) Job N o.3308 Sheet 4 of 4
REF: FO
RM
U
LAS FO
R STRESS AN
D
STRAIN
, 7TH
ED
., BY RO
ARK AN
D
BU
D
YN
AS, M
CG
RAW
-H
ILL, P.730
PLATE PAN
EL ASPECT RATIO
, a/b = W
H
ERE:
a =
FT.
b =
FT.
a/b = 3.00
FRO
M
REF., TH
E PLATE BU
CKLIN
G
STRESS, ASSU
M
IN
G
ALL SID
ES ARE SIM
PLY SU
PPO
RTED
FO
R A CO
N
SERVATIVE AN
ALYSIS, IS D
EFIN
ED
AS FO
LLO
W
S:
σ'=K(E/(1-v^2))(t/b)^2
K= PLATE BU
CKLIN
G
CO
EFFICIEN
T, D
EPEN
D
EN
T U
PO
N
PLATE ASPECT RATIO
AS a/b APPRO
ACH
ES IN
FIN
ITY, Figure 4.2
E = ELASTIC M
O
D U
LU
S =
29000
KSI, FO
R STEEL
v= PO
ISSO
N
'S RATIO
0.3
FO
R STEEL
t = PLATE TH
ICKN
ESS =
0.25
IN
b = SM
ALL (LO
AD
ED
) D
IM
. O
F PLATE =
IN
σ'= 13.83
KSI
IF s >= Fy/2 (17 KSI FO
R ABS G
R. A M
ILD
STEEL), TH
E IN
ELEASTIC PLATE BU
CKLIN
G
STRESS
M
U
ST BE CALCU
LATED
TO
ACCO
U
N
T FO
R IN
ITIAL PLATE IM
PERFECTIO
N
S, AS D
EFIN
ED
AS FO
LLO
W
S:
f'cr = fy-(fy^2)/4fcr (U
SS STEEL D
ESIG
N M
AN
U
AL, EQ
. 4.3) f'cr = IN
ELASTIC PLATE BU
CKLIN
G
STRESS
fy = PLATE YIELD
STREN
G
TH
34000
PSI
fc = ELASTIC PLATE BU
CKLIN
G STRESS, =( 26.2 X 10^6)kc/(b/t)^2
W H
ERE kc = PLATE BU
CKLIN
G
CO
EFFICIEN
T =
FO
R a/b= 3.00
P = M ax Load on Block bearing on Plate =
23.25 Kips
fc = 11371.53
PSI
f'cr = 8585.65
PSI =
8.59
KSI
ACTU
AL PL PAN
EL CO
M
PRESSIVE STRESS, fa = P/Ab = P/(bt) = 3.88
F.S. = σ'/fa O R f'cr/fa =
3.57
K
BL
8 "
2 "
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8 "
BL
4 "
4 "
6 "
8 "
8 "
BL
8 "
6 "
4 "
4 "
6 "
8 "
2 "
6 "
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TE
LL
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TIO
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LO
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IN
G
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LA
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LE
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IS
T
R
IC
T
- T
O W
B O
A T
65'-0" x 26'-0"x 8'-6"
A B
S C
A L
C U
L A
T
IO
N S
R E
C O
M M
E N
D E
D
- P
R O
J E N
G
JO
R
D A
N K
A
ISE
R
P R
O
JE
C T
N O
D
R A
W
IN
G N
O
T .J. K
E Y
S E
R , P
.E . N
A
881-B
399-01
R E
V
IS
IO
N
S
D E
SC
R
IPT
IO
N
O R
IG
IN
A L
IS
SU
E
M A
R
IN
E D
E S
N T
N
N S
Q U
A R
E E
A
P A
R T
M E
N T
O F
T H
E A
R M
Y
M A
R
IN
E D
E S
IG
N
C E
N T
E R
C O
R P
S O
F E
N G
IN
E
E
5/9/2022
ABS Calculations
JBL2
RIVER RU
LES
PLATIN
STAN
CH
IO
N
CALCS
Basic H ull
L B
D d
3-2-4/11.1,3
FR
D im ensions (ft)
(ft) (ft)
(ft) W
=pbs
8.5 4.5
W a=[k-nℓ/r]A
ABS
CL
3-2-4/17.1 L s treq'd toff'd Pipe
Bottom Shell
(ft) (in)
(in) (in)
Stan Rule Ref
Variable(s)
FR 0-10
0.200 0.500
2.917
FR 10=65
0.200 0.3125 t=0.000825L+0.007s-0.04 in , m in=0.20 in
3-2-4/17.3 tbot treq'd toff'd
0.08
3-2-4/11.3.2 b (ft) s (ft) h (ft) p (lb/ft²) p (Ltf/ft²)
Side Shell (in)
(in) (in)
7.83 0.200
0.180 0.250
0.345 t=BO
T t req'd - 0.02 in, m
in. t=0.18 in
1.209 3-2-4/7.1 sb treq'd toff'd 0.886
M in D eck Plate (in)
(in) (in)
11.3.2 2.58
Typical
0.240 0.250 t=0.01*(s
b) in 11.3.1
5.168 3-2-4/11.3.1 kn ℓ (ft) r (in)
A (in²) W
(Ltf)
W a (Ltf)
3-2-4/7.3 L treq'd toff'd
D eck Plate Betw n Rake (ft)
(in) (in)
0.192
0.250
3" SCH 80
t=0.0008L+0.14 in **3-2-4/11.5
3-2-4/21.3 tbot treq'd toff'd D iagonals Flat Plate Keel
(in) (in)
(in)
STAN
C 0.886
0.200 0.200
0.500 D
IAG
O
0.443 t=BO
T t req'd
D
IAG
O
A (in²) A req'd (in²)
A off'd (in²)
3-2-4/15 s h treq'd toff'd Bulkhead Plate
(in) (ft)
(in) (in)
**D iaA=StAx50%
N ontank
24.00 4.25
0.180 0.250
Tank 20.00
12.50 0.194
0.250
L #x#x#" t=s* √(h)/525+0.07 in t=s* √(h)/460+0.07 in h=p/(45 lb/ft³) ft
3-2-4/19 s treq'd toff'd
D eckhouse Str. G uide (in)
(in) (in)
0.138
0.1875
D eckhouse Plating ≥
3.5 m m w hich equals 0.138 in , larger w hen:
s > in
Stiffener D epth ≥
2.5 in
, larger w hen:
ℓ ≤ ft
U se ABS River Rules: 3-2-4/9.3 and 3-2-4/13 for scantling design.
h ≥
2.0 ft for First Level h ≥
1.5 ft for Second Level++
ABS Calculations
JBL3
LO
N
G
ITU
D
IN
AL STREN
G
TH
- H
U
LL G
IRD
ER SM
3-2-4/5 B
D L
SM
Req. H ull G irder SM
(ft) (ft)
(ft) (in²-ft)
8.5 t=0.011*B*D *L in ²-ft
M
AN
U AL (Values in O utlined cells are inserted to finish calcs), H
ALF-H
U
LL VERSIO
N
(in) (in)
(in²) (ft)
(in²-ft) (in²-ft²)(in²-ft²)
STR
b h A d n
Adn Ad n² io
Deck
0.25 15.00
8.48 127.2
1078.7 0.0
Side 0.313
31.88
4.25 135.5
575.7 191.9
Bot
0.313 48.75
0.16 7.6
1.2 0.0
BulkH BulkH Deck
FP 12x4x5/16" 4.90
7.88 38.6
304.3 75.1
Deck Side Side Bot
BU
-T: 14x1/2"+6x3/4"
11.50 0.85
9.8 8.3
264.0 Bot
BU
-T: 14x1/2"+6x3/4"
11.50 0.85
9.8 8.3
264.0
(ft) D epth
ΣA
ΣAdn ΣAdn²
Σio 8.50
123.5 328.4
1976.5 795.0
(ft) (in²-ft²)
(in²-ft²) d g = ΣAd n/ΣA d g²ΣA
2x I = 2x [Σ(io+Ad n²)-d g²ΣA]
2.66 873.3
3796.3
(ft) (ft)
(in²-ft) C = d g c = D epth-d g
SM
= Lesser of 2xI/C &
2x I/c 2.659
5.84 649.9
SCANTLINGS PLATE
ABS Calculations
JBL4
SCAN
TLIN
G
CALCS
M
BR
SM
SM
TAG
Type
D epth x W idth x t W idth x t O ff'd Req'd c h s ℓ
(AA#)
(L/FP)
(in) (in)
(in) (in)
(in) (in³)
(in³)
(ft) (ft)
(ft)
BT01
L x x 5/16 x
5/16 6.56
0.81 0.70
4.25 2.00
5.75
BT02
L x x 5/16 x
5/16 6.56
2.37 0.70
12.50 2.00
5.75
BT03
FP
x x 5/16 x
5/16 26.50
0.81 0.70
4.25 2.00
5.75
BL01
BU
-T
14x5/16 x
1/2 x 5/16
59.17 21.19
1.00 4.25
4.75 16.00
BL02
BU
-T 14x1/2 x 3/4 x
5/16 25.84
15.97 1.00
4.25 3.58
16.00
BL03
BU
-T
14x1/2 x
3/4 x 5/16
25.84 17.84
1.00 4.25
4.00 16.00
ST01
L x x
5/16 x 5/16
6.56 1.76
0.70 4.25
2.00 8.50
ST02
L x x
5/16 x 5/16
6.56 5.18
0.70 12.50
2.00 8.50
D T01
L x x 1/4 x
5/16 4.03
2.21 1.00
4.00 2.00
8.20 D
T02 L x x
1/4 x 5/16
4.03 3.39
1.00 12.50
2.00 5.75
D T03
FP
x x 1/2 x
5/16 52.59
50.35 1.00
4.00 5.33
24.00 D
L01
FP
x x
5/16 x 5/16
27.78 5.17
0.70 4.00
4.50 10.00
D L02
FP
x x 5/16 x
5/16 27.64
1.52 0.70
4.00 4.00
5.75 D
L03
FP
x x
5/16 x 5/16
26.93 4.13
0.70 4.00
2.50 12.00
N B01
L x x 1/4 x
5/16 1.43
0.26 0.46
3.00 2.00
4.75 N
B02 L x x
1/4 x 5/16
1.43 0.20
0.46 7.00
2.00 2.75
N B03
L x x 1/4 x
5/16 4.06
1.13 0.46
4.25 2.75
7.17
TB01
L x x 1/4 x
5/16 4.06
1.62 1.00
8.25 1.33
6.00
TB02
L x x 1/4 x
5/16 4.06
1.93 1.00
6.92 2.00
5.83 H
V00 L x x
1/4 x 3/16
1.96 1.05
1.00 2.00
2.00 8.00
H H
L x x
1/4 x 3/16
1.96 0.52
1.00 2.00
4.00 4.00
H T01
L x x 1/4 x
3/16 3.86
2.94 0.70
2.00 2.00
16.00 H
V01 L x x
1/4 x 3/16
1.96 0.79
1.00 1.50
2.00 8.00
H T02
L x x 1/4 x
3/16 1.98
1.46 0.70
1.50 2.00
13.00 H
T03 L x x
1/4 x 3/16
1.98 0.14
0.70 1.50
2.00 4.00
H L03
L x x 5/16 x
3/16 6.28
2.48 0.70
1.50 4.00
12.00 H
V03 L x x
1/4 x 3/16
1.96 0.79
1.00 1.50
2.00 8.00
H H
L x x
1/4 x 3/16
1.96 0.49
1.00 1.50
5.00 4.00
H T04
L x x 1/4 x
3/16 1.98
0.14 0.70
1.50 2.00
4.00 H
L04 L x x
5/16 x 3/16
6.28 3.87
0.70 1.50
4.00 15.00 c=0.70
BL## =
c=1.00 c=1.00
BT## =
c=1.00
D L## = c=0.70 N
B## = c=0.46
ST## =
c=1.00
TB## =
c=1.00
H V## = c=1.00 H
T## = c=0.70
H L## = c=0.70 H
H c=1.00 3-2-4/9.3
Deckh. H oriz. Stiff
3-2-4/13
3-2-4/13 Deckh. Deck Transv.
3-2-4/9.3 Deckhouse Vert Stiff
Deck Long. G irder
3-2-4/13 Bottom
Transverse N onTank BH Stiffener
(IW
O
Tanks)
STRU
CTU
RAL M
EM
BER
EFFECTIVE PLATE
ABS / SM
=0.0041chsℓ²
3-2-4/9.3 Bottom
Long. G irder
3-2-4/13
3-2-4/15
3-2-4/13 3-2-4/15
Side Transverse
Deck Transverse D
T## =
3-2-4/13 Tank BH
Stiffener
Deck Long. G irder
ABS Calculations
JBL5
SU
PPLEM
EN
TAL SCAN
TLIN
G
SECTIO
N
M O
D U
LU
S CALCU
LATIO
N
S
FR 13-21, 4'8"O
CL
FR 13-23, 25-33, CL
FR 7-25, 30-33, 7'4"O
CL
(in) (in)
(in) (in)
(in) (in)
(in) (in)
(in) (in)
(in) (in)
D epth
Flange tw tFl PL t
PL b D epth Flange tw tFl
PL t PL b
14.50 6.00
0.313 0.500
5/16 48.00
14.75 6.00
0.500 0.750
5/16 0.00
(in) (in)
(in²) (in)
(in³) (in⁴)
(in⁴) (in)
(in) (in²)
(in) (in³)
(in⁴) (in⁴)
Part W idth D epth A d n
And Ad n² io
Part W idth D epth A d n
And Ad n² io
Plate
0.313 15.00
14.66 219.8
0.12
Plate
0.313 0.00
14.91 0.0
0.00
W eb
0.313
4.38 7.50
32.81 246.1
71.5 W
eb 0.5
7.00
7.75 54.25
420.4 114.3
Flange
0.5 3.00
0.25 0.75
0.19 0.06
Flange
0.75 4.50
0.38 1.69
0.63 0.21
(in) (in) rx =
√(I/ΣA)
ΣD
epth
ΣA
lb/ft
ΣAdn ΣAdn²
Σio rx =
√(I/ΣA)
ΣD
epth
ΣA
lb/ft ΣAdn
ΣAdn² Σio
5.472 14.81
22.38 76.4
253.4
71.6 4.787
15.06 11.50
39.2 55.9
114.5
(in) (in⁴)
(in⁴) (in)
(in⁴) (in⁴) d g = ΣAd n/ΣA d g²ΣA I = Σ(io+Adn²)-dg²ΣA d g = ΣAd n/ΣA d g²ΣA I = Σ(io+Adn²)-dg²ΣA
11.33
670.1 4.86
263.5
(in) (in)
(in³) (in)
(in) (in³)
C = d g c = ΣD epth-d g
SM
= Lesser of I/C & I/c
C = d g c = ΣD epth-d g
SM
= Lesser of I/C & I/c
11.33 3.49
59.17 4.86
10.20 25.84
BU
-T: Bot G irder, CVK
M em ber 14x5/16+6x1/2
BU
-T: Bot Long G irders
M em ber 14x1/2+6x3/4
ABS Calculations
JBL6
SCAN
TLIN
G
ABBREVIATIO
N D
ESCRIPTIO
N
SStart End
Start End
BT01
Bot
Transv Stiffnr
L x x 5/16
BT02
Bot
Transv Stiffnr
L x x 5/16
BT03
Bot
Transv G irder
FP
x x
5/16 16 &
BL01
Bot Long'l
G irder
BU
-T
14x5/16 x
1/2 13-23
25-33
BL02
Bot Long'l
G irder
BU
-T
14x1/2 x
3/4
4.75
BL03
Bot Long'l
G irder
BU
-T
14x1/2 x
3/4 7-25
30-33 7.33
ST01
Side Transv
Stiffnr L x x
5/16
ST02
Side Transv
Stiffnr L x x
5/16
D
T01 Deck
Transv Stiffnr
L x x 1/4
D T02
Deck Transv
Stiffnr L x x
1/4
D
T03 Deck
Transv G irder
FP
x x
1/2
D
L01 Deck
Long'l G irder
FP
x x
5/16 13-16
25-33
D
L02 Deck
Long'l G irder
FP
x x
5/16
4.75
D
L03 Deck
Long'l G irder
FP
x x
5/16
N
B01 BulkH
Long'l Stiffnr
L x x 1/4
N B02
BulkH Long'l
Stiffnr L x x
1/4
N
B03 BulkH
Transv Stiffnr
L x x 1/4
TB01
BulkH
Long'l Stiffnr
L x x 1/4
TB02
BulkH
Transv Stiffnr
L x x 1/4
H V00
D eckH
Vert Stiffnr
L x x 1/4
H H
D eckH H oriz Stiffnr
L x x 1/4
H T01
D eckH
Transv Stiffnr
L x x 1/4
9.5
H V01
D eckH
Vert Stiffnr
L x x 1/4
9.5
H T02
D eckH
Transv Stiffnr
L x x 1/4
9.5
H T03
D eckH
Transv Stiffnr
L x x 1/4
9.5
H L03
D eckH
Transv G irder L x x
5/16
9.5 H
V03 D eckH Vert
Stiffnr L x x
1/4
6.6 H
H
D eckH
H oriz
Stiffnr L x x
1/4
6.6 H
T04 D eckH Transv
Stiffnr L x x
1/4
6.6 H
L04 D eckH Transv
G irder
L x x 5/16
6.6
PilotH Roof
Pilot H ouse
Pilot H ouse
PilotH Roof
U pper Deck
U pper Deck
U pper Roof
PilotH Deck
PilotH Deck
M ain DeckH
M ain DeckH
M
BR
TAG
LO
CAT
D
IRECT
SCAN
T
STRU
CTU
RAL M
EM
BER
P/S P/S
CVK
Typical
IW
O Tanks
Engine Rm
Typical
IW
O Tanks
Typical
IW
O Tanks
FR ## - FR ##
__' O ff CL Additional
N otes
Engine Rm
Typ. Longest Typical Typical
CL
P/S P/S
Typ. Above Typ. Below
V
D A
T E
A
PR
D
6/3/2022
D R
. B Y
D E
S. B Y
C H
K 'D
B Y
JB
L
M D
C
A P
R D
. F O
R T
H E
D
IR
. - C H
. D E
S . B
R .S
IZ
E
R E
V
D A
T E
S H
E E
T : C
O V
E R
R E
V
IS
IO
N
S
D E
SC
R
IPT
IO
N
O R
IG
IN
A L
IS
SU
E
M A
R
IN
E D
E S
N T
N
N S
Q U
A R
E E
A
P A
R T
M E
N T
O F
T H
E A
R M
Y
M A
R
IN
E D
E S
IG
N
C E
N T
E R
C O
R P
S O
F E
N G
IN
E
E R
S
June 3, 2022 S
C A
L E
: A
S SH
O W
N
U S
A C
E T
U L
SA
D
IS
T
R
IC
T
- T
O W
B O
65'-0" x 26'-0" x 8'-6"
A
D E
Y E
C A
L C
S R
E C
O M
M E
N D
E D
- P R
O J E
N G
JO
R
D A
N K
A
ISE
R
P R
O
JE
C T
N O
D
R A
W
IN
G N
O
T .J. K
E Y
S E
R , P
.E . N
A
881-B
399-02
Lifting Padeye Calcs - Tee Job N
o. 3201 Sheet 2 of 7
M
ATERIAL PRO
PERTIES
LIFTIN
G
PAD
EYE D
IM
EN
SIO
N S
F w (ksi) =
70.00 = U ltim ate Strength of W eld M aterial rm (in) = 7.000
= Padeye M ain Plate Radius
F y (ksi) =
34.00 = Yield Strength Steel of Padeye
D h (in) =
3.000 = D iam eter of Padeye H ole
E (ksi) = 29000
= Elasticity M odulus of Steel tm (in) = 2.000
= Thickness of Padeye M ain Plate
PIN
/H
O O
K D
IM
EN
SIO
N S
H
(in) =
23.00 = D ist from Base Edge to H ole Center
D pin (in) =
2.750 = D iam eter of Pin/H ook L (in) =
14.00 = Length of M ain Plate Base tw m (in) =
0.313 = M ain Plate W eld Size
CH
EEK PLATE D
IM
EN
SIO
N
S
D c (in) =
6.00 = O utside D iam eter of Cheeck Plate tc (in) = 0.500
= Thickness of Cheeck Plate tw c (in) =
0.313 = Cheek Plate W eld Size(leg)
Lifting Padeye Calcs - Tee Job N
o. 3201 Sheet 3 of 7
LIFTIN
G
LO
AD
VARIABLES
W t (kip) =
300.0 = Total Lifted W eight n p =
= N um ber of Padeyes U sed
LLM
1.8 = Lifted Load M ultiplier θ y (°) =
= Pull Angle from
Vertical θ x (°) =
= Pull Angle from
Parallel
Lifting Load Force Com ponents
Padey D esign Load →
P D (kip) =
135.00 = W t*LLM /n p
P D per Bearing Length → p D (kip/in) =
45.00 = P
D /(tm + 2*tc )
Vertical Force Com ponent→
F y (kip) =
135.00 = F total *Cos(θ y )
Parallel Force Com ponent→
F x (kip) =
0.00 = F total *Sin(θ y )*Cos(θ x )
Ͱ Perp. Force Com ponent→
F z (kip) =
0.00 = F total *Sin(θ y )*Sin(θ x )
Force on Cheek Plate W eld →
F w c (kip) = 25.71
= P D *[tc /(tm +2*tc )]
PAD
EYE STRESS CALCS
Bearing Stress(P D )
Shear Stress(P D )
Tension Stress(P D )
H ertz Stress(P
D )
M
AIN
PLATE STRESS
M
AIN
PLATE W
ELD
STRESS
CH
EEK PLATE W
ELD
STRESS
Tension Stress(F y )
Tension Stress(F y )
Shear Stress (F w c )
Shear Stress(F x ,F z ) Shear Stress(F x ,F z )
Bending Stress (F x ,F z ) Bending Stress (F x ,F z )
Com bined(ten+bendx,z)
Com bined(ten+bendx,z)
Lifting Padeye Calcs - Tee Job N
o. 3201 Sheet 4 of 7
PAD
EYE STRESS CALCS
Actual/O ffered Lifting Padeye Section Properties
Bearing A rea →
A b (in²) =
9.00 = (D h )*[tm +(2*tc )] N o Cheek
Shear Area → A s (in²) = 28.00
= 2*[{rm -(D h /2)}*tm +2*{(D c /2)-(D h )/2)}]
= 2*{rm -(D h /2)}*tm
Tension Area → A t (in²) = 28.00
= 2*[{rm -(D h /2)}*tm +2*{(D c /2)-(D h )/2)}]
= 2*{rm -(D h /2)}*tm
Padeye Contact Thickness → tpad (in) =
3.00 = tm + 2*tc
Allow able Lifting Padeye Stress
Bearing Stress → σ ba (ksi) = 30.60
= 0.9*F y
Shear Stress → τsa (ksi) =
13.60 = 0.4*F y
Tension Stress → σ ta (ksi) = 20.40
= 0.6*F y
.45 for pinhole stress m aybe…
H ertz/Contact Stress → σ H a (ksi) = 68.00
= 2*F y
Actual Lifting Padeye Calculated Stress
Bearing Stress → σ b (ksi) = 15.00
= P d /A b
Shear Stress → τs (ksi) =
4.82 = P d /A s
Tension Stress → σ t (ksi) = 4.82
= P d /A t
H ertz/Contact Stress → σ H (ksi) =
67.85 = 0.591*√[(E*p
D /tpad )/{D h *D pin /(D h -D pin )}]
Lifting Padeye Calcs - Tee Job N
o. 3201 Sheet 5 of 7
M
AIN
PLATE STRESS CALCS
Actual/O ffered M ain Plate Section Properties
M ain Plate Crit. Length →
L m in (in) = 14.00
= 2*rm + [2*(H -rm )*(L/2-rm )/H
M ain Plate Crit. A rea → A m (in²) = 28.00
= L m in *tm
X-Axis Area Centroid → x cm (in) = 7.00
= L m in /2
Z-Axis Area Centroid → zcm (in) =
1.00 = tm /2
Section M odulus @
X-Axis →
SM
xm (in³) = 9.33
= (L m in *tm ³/12) / z cm
Z-Axis →
SM
zm (in³) =
65.33 = (tm *L m in ³/12) / x cm
Allow able M ain Plate Stress
Shear Stress → τsa (ksi) =
13.60 = 0.4*F y
Tension Stress → σ ta (ksi) = 20.40
= 0.6*F y
Bending Stress → σ
Ba (ksi) = 20.40
= 0.6*F y
Actual M ain Plate Calculated Stress
Shear Stress @ X-D irect.→ τsx (ksi) =
0.00 = F x /A m
Z-D irect.→ τsz (ksi) =
0.00 = F z /A m
Tension Stress → σ t (ksi) = 4.82
= F y /A m
Bending Stress @ X-Axis → σ Bx (ksi) =
0.00 = F z *rm /SM xm
Z-Axis → σ Bz (ksi) =
0.00 = F x *rm /SM zm
Com bined Stress Inter. →
1.0 ≥ 0.24
= σ t /σ ta + σ Bx /σ
Ba + σ Bz /σ
Ba
Lifting Padeye Calcs - Tee Job N
o. 3201 Sheet 6 of 7
M
AIN
PLATE W
ELD
STRESS CALCS
Actual/O ffered M ain Plate W eld Section Properties
M ain Plate W eld A rea →
A w m (in²) = 10.39
= 2*(L+2*tw m )*tm +2*tm *tw m
X-Axis Area Centroid → x cw m (in) =
7.31 = (L/2)+tw m
Z-Axis Area Centroid → zcw m (in) = 1.31
= (tm /2)+tw m
Section M odulus @
X-Axis →
SM
xw m (in³) =
9.68 = (L m in *tm ³/12) / z cw m
Z-Axis →
SM
zw m (in³) = 31.04
= (tm *L m in ³/12) / x cw m
Allow able M ain Plate W eld Stress
W eld Stress → σ w a (ksi) = 21.00
= 0.3*F w
Actual M ain Plate W eld Calculated Stress
Shear Stress @ X-D irect.→ τsxw
(ksi) = 0.00
= F x /A w m
Z-D irect.→ τszw (ksi) =
0.00 = F z /A w m
Tension Stress → σ tw (ksi) = 12.99
= F y /A w m
Bending Stress @ X-Axis → σ Bxw (ksi) =
0.00 = F z *H
/SM
xw m
Z-Axis → σ Bzw (ksi) =
0.00 = F x *H
/SM
zw m
Com bined Stress Inter. →
1.0 ≥ 0.62
= (σ tw + σ
Bxw + σ Bzw ) / σ w a
Lifting Padeye Calcs - Tee Job N
o. 3201 Sheet 7 of 7
CH
EEK PLATE W
ELD
STRESS CALCS
Actual/O ffered Cheek Plate W eld Section Properties
Cheek Plate W eld Throat→ tw ct (in) =
0.221 = tw c *Cos(45°)
Cheek Plate W eld A rea → A w c (in²) =
2.159 = (π/2)*[({D c +2*tw ct }/2)²-(D c /2)²)]
Allow able Cheek Plate W eld Stress
W eld Stress → σ w a (ksi) = 21.00
= 0.3*F w
Actual Cheek Plate W eld Calculated Stress
Cheek Plate W eld Stress → σ w c (ksi) = 11.91
F w c / A w c
PAD
EYE STRESS CALCU
LATIO
N
SU
M
M
ARY
*=Tension+Bending Stress
RESU
LT
D esign Com ponent(s) Perform ance Param eter
Allow able
Actual
20.40 4.82
PASS
M ax Shear Stress (ksi)
21.00 0.00
PASS
Tension Stress (ksi) 68.00
67.85
PASS
13.60 0.00
PASS
SU
M
M ARY: A balanced 4-Padeye Vertical Lift of the Tulsa Tow boat in the lightship condition is successful w ith a lifted load m ultipler (LLM
) of 1.8
Bearing Stress (ksi) 30.60
15.00
PASS
Shear Stress (ksi) 13.60
4.82
PASS
Lifting Padeye
M ax Shear Stress (ksi)
Com bined Stress Interaction*
1.00 0.24
PASS
H ertz/Contact Stress (ksi)
PASS
M ain Plate W eld
Cheek W eld
M ain Plate
Com bined Stress Interaction*
1.00 0.62
Shear Stress (ksi) 21.00
11.91
PASS
V
D A
T E
A
PR
D
6/14/2022
D R
. B Y
D E
S. B Y
C H
K 'D
B Y
JB
L
M D
C
A P
R D
. F O
R T
H E
D
IR
. - C H
. D E
S . B
R .S
IZ
E
R E
V
D A
T E
S H
E E
T : C
O V
E R
T .J. K
E Y
S E
R , P
.E . N
A
881-B
399-03
June 14, 2022
SC
A L
E : A
S SH
O
W N
U S
A C
E T
U L
SA
D
IS
T
R
IC
T
- T
O W
B O
65'-0" x 26'-0" x 8'-6"
O
A T
D A
V
IT
F O
U N
D A
T
IO
N C
A L
C S
R E
C O
M M
E N
D E
D
- P
R O
J E N
G
JO
R
D A
N K
A
ISE
R
P R
O
JE
C T
N O
D
R A
W
IN
G N
O
R E
V
IS
IO
N
S
D E
SC
R
IPT
IO
N
O R
IG
IN
A L
IS
SU
E
M A
R
IN
E D
E S
N T
N
N S
Q U
A R
E E
A
P A
R T
M E
N T
O F
T H
E A
R M
Y
M A
R
IN
E D
E S
IG
N
C E
N T
E R
C O
R P
S O
F E
N G
IN
E
E
6/14/2022
Boat D avit Foundation Calcs
Job N
o. 3308
Sheet 2 of 7
TERM
S Crane
P L (kip) =
M ax Lifted Load
L c (in) =
D istance betw een lifted load and pedestal centerline (crane arm length)
H c (in) =
H eight of Crane Boom
(above base) P c (kip) = W eight of Crane Assem bly
CG
c (in) =
D istance betw een pedestal crane center of gravity and pedestal centerline (conservatively estim ated)
L B (in) =
Crane Pedestal Base M ax Length
B B (in) =
Crane Pedestal Base M ax W idth
L F (in) =
Above-D eck Foundation M ax Length B
F (in) = Above-D eck Foundation M ax W idth
CRAN
E
ABO
VE D
ECK
M
O M
EN
T
P L (kip) =
2.00
CG
c (in) =
L F (in) =
M
L (kip-in) = 240.0
= P L *L c
L c (in) =
L
B (in) =
B F (in) =
M c (kip-in) = 20.5
= P c *CG c
H c (in) =
B
B (in) =
M AB (kip) =
260.5 = M
L + M c
P c (kip) =
1.28
CO
RN
ER LIFT/SW
IN
G
AFT/STERN
LIFT
F A (kip) =
8.14 = (0.5*M
AB )/(0.5*B
B )
F A (kip) =
7.24 = (0.5*M
AB )/(0.5*L
B )
F B (kip) =
8.14 = (0.5*M
AB )/(0.5*B
B )
F B (kip) =
7.24 = (0.5*M
AB )/(0.5*L
B )
Boat D avit Foundation Calcs
Job N
o. 3308
Sheet 3 of 7 Location: FR 32
D
ECK TRAN
SVERSE(S)
(in) (in)
(in) (in)
(in) (in)
D epth
Flange tw tFl PL t
PL b 5.00
3.00 0.313
0.313 1/4
10.00
(in) (in)
(in²) (in)
(in³) (in⁴)
(in⁴) Part
W idth
D epth
A d n And
Ad n² io Plate
0.25
2.50 5.13
12.8
0.01 W
eb 0.313
4.688 1.46
2.66 3.89
10.3 2.68
Flange
0.313 0.94
0.16 0.15
0.02 0.01
(in) rx =
√(I/ΣA)
ΣD
epth
ΣA
lb/ft ΣAdn
ΣAdn² Σio
2.060 5.25
4.90 16.7
16.8
2.70
(in) (in⁴)
(in⁴) d g = ΣAd n/ΣA d g²ΣA
I = Σ(io+Adn²)-dg²ΣA O
TBD
3.44
20.8
F y (ksi) =
(in)
(in) (in³) ℓ-b = a (in) =
8.0 C = d
g c = ΣD epth-d g
SM
= Lesser of I/C &
I/c b (in) =
16.00 3.44
1.81 6.05 ℓ (in) =
W (kip/in) =
0.10 P
a (kip) = 8.14
O
TBD
M ax M om ent in Beam
(lb-in) = 47.8
R 1 (kip) =
3.8 Beam
Section M odulus (in³) =
6.05 R
2 (kip) = 5.97
Actual Bending Stress (psi) = 7.893
= M om ent / SM V m ax (kip) =
6.0
M m ax (kip-in) = 47.8
Allow able Bend. Stress (psi) =
20.4 = (0.6)*F y
Factor of Safety (F.S.) = 2.58
= Allow able / Actual
O K
M ax Shear in Beam
(lb) = 6.0
Shear Area (in²) = 1.46
= W eb Area
Actual Shear Stress (psi) = 4.08
=Shear / Area
Allow able Shear Stress (psi) =
13.6 = (0.4)*F y
Factor of Safety (F.S.) = 3.3 O
K
D T1
FR 32
M em ber L 5x3x5/16"
EVAL N
O
TES: Analysis reflects a Corner/Sw ing m ax lift (crossing opposite corners of square foundation). The loads from the davit w ere conservatively applied only in the dow nw ard direction to sim plify analysis. Concentrated
Loads applied at the foundation edges as a Force Couple. Total Crane W eight and Lifted Load w ere also applied as a uniform ly distributed load. Each Load in the Force Couple is split betw een the IN D
BD
Transverse
(FR 31.5) and O
TBD
Transverse (FR 32) spans.
Boat D avit Foundation Calcs
Job N
o. 3308
Sheet 4 of 7 Location: FR 31.5
D
ECK TRAN
SVERSE(S)
(in) (in)
(in) (in)
(in) (in)
D epth
Flange tw tFl PL t
PL b 5.00
3.00 0.313
0.313 1/4
10.00
(in) (in)
(in²) (in)
(in³) (in⁴)
(in⁴) Part
W idth
D epth
A d n And
Ad n² io Plate
0.25
2.50 5.13
12.8
0.01 W
eb 0.313
4.688 1.46
2.66 3.89
10.3 2.68
Flange
0.313 0.94
0.16 0.15
0.02 0.01
(in) rx =
√(I/ΣA)
ΣD
epth
ΣA
lb/ft ΣAdn
ΣAdn² Σio
2.060 5.25
4.90 16.7
16.8
2.70
(in) (in⁴)
(in⁴) d g = ΣAd n/ΣA d g²ΣA
I = Σ(io+Adn²)-dg²ΣA
IN
BD
3.44
20.8
F y (ksi) =
(in)
(in) (in³) ℓ-b = a (in) =
42.0 C = d
g c = ΣD epth-d g
SM
= Lesser of I/C &
I/c b (in) =
16.00 3.44
1.81 6.05 ℓ (in) =
W (kip/in) =
0.103 P
a (kip) = 8.14
IN
BD
M ax M om ent in Beam
(lb-in) = 103.8
R 1 (kip) =
7.3 Beam
Section M odulus (in³) =
6.05 R
2 (kip) = 2.47
Actual Bending Stress (psi) = 17.15
= M om ent / SM V m ax (kip) =
7.3
M m ax (kip-in) = 103.8
Allow able Bend. Stress (psi) =
20.4 = (0.6)*F y
Factor of Safety (F.S.) = 1.19
= Allow able / Actual
O K
M ax Shear in Beam
(lb) = 7.3
Shear Area (in²) = 1.46
= W eb Area
Actual Shear Stress (psi) = 4.99
=Shear / Area
Allow able Shear Stress (psi) =
13.6 = (0.4)*F y
Factor of Safety (F.S.) = 2.7 O
K
EVAL N
O
TES: Analysis reflects a Corner/Sw ing m ax lift (crossing opposite corners of square foundation). The loads from the davit w ere conservatively applied only in the dow nw ard direction to sim plify analysis. Concentrated
Loads applied at the foundation edges as a Force Couple. Total Crane W eight and Lifted Load w ere also applied as a uniform ly distributed load. Each Load in the Force Couple is split betw een the IN D
BD
Transverse
(FR 31.5) and O
TBD
Transverse (FR 32) spans.
D T2
FR 31.5
M em
L 5x3x5/16"
Boat D avit Foundation Calcs
Job N
o. 3308
Sheet 5 of 7 Location: FR 30-33
D
ECK G
IRD
ER
(in) (in)
(in) (in)
(in) (in)
D epth
Flange tw tFl PL t
PL b 12.00
4.00 0.313
0.313 1/4
40.00
(in) (in)
(in²) (in)
(in³) (in⁴)
(in⁴) Part
W idth
D epth
A d n And
Ad n² io Plate
0.25
10.00 12.13
121.3
0.05 W
eb 0.313
11.69 3.65
6.16 22.48
138.4 41.58
Flange
0.313 1.25
0.16 0.20
0.03 0.01
(in) rx =
√(I/ΣA)
ΣD
epth
ΣA
lb/ft ΣAdn
ΣAdn² Σio
4.178 12.25
14.90 50.9
143.9
41.64
(in) (in⁴)
(in⁴) d g = ΣAd n/ΣA d g²ΣA
I = Σ(io+Adn²)-dg²ΣA G
IRD
ER
9.66
260.1 F
y (ksi) = a (in) = 13.5
(in) (in)
(in³) b (in) =
32.00 C = d
g c = ΣD epth-d g
SM
= Lesser of I/C &
I/c ℓ-a-b = c (in) = 26.5
9.66 2.59
26.93 ℓ (in) =
W
(kip/in) = 0.205
P f (kip) =
7.24 G
IRD
ER
P a (kip) =
7.24 M
ax M om ent in Beam (lb-in) =
233.0 Beam
Section M odulus (in³) =
26.93 R
1 (kip) = 12.4
R 2 (kip) =
8.62 Actual Bending Stress (psi) =
8.651 = M om ent / SM
V m ax (kip) = 12.4
M m ax (kip-in) = 233.0
Allow able Bend. Stress (psi) =
20.4 = (0.6)*F y
Factor of Safety (F.S.) = 2.36
= Allow able / Actual
O K
M ax Shear in Beam
(lb) = 12.4
Shear Area (in²) = 3.65
= W eb Area
Actual Shear Stress (psi) = 3.40
=Shear / Area
Allow able Shear Stress (psi) =
13.6 = (0.4)*F y
Factor of Safety (F.S.) = 4.0 O
K
EVAL N
O
TES: Analysis reflects an Aft/Stern m ax lift (parallel w ith the G irder). The loads from the davit w ere conservatively applied only in the dow nw ard direction to sim plify analysis. Concentrated Loads applied at the foundation edges as a Force Couple. Total Crane W eight and Lifted Load w ere also applied as a uniform ly distributed load across length of above-deck foundation.
D T2
FR 31.5
M em
FP 12x4x5/16"
Boat D avit Foundation Calcs
Job N
o. 3308
Sheet 6 of 7 Location: FR 31.5
BH
Plate Buckling a (in) = Plate Panel H eight F'cr (ksi) =
Critical Buckling Stress (Inelastic) b (in) =
Plate Panel W idth fy (ksi) = Yield Strength of Steel Plate a/b () = Plate Panel Aspect Ratio fcr (ksi) = Critical Buckling Stress (Elastic)
K () = Plate Buckling Coefficient (Figure 4.2) k c () =
Plate Buckling Coefficient (ASD
EQ
4.3) E (ksi) =
M odulus of Elasticity (of Steel)
P (kip) = Total Load on Plate Panel ν () = Poisson's Ratio (of Steel) fa (ksi) = Actual Com pressive Stress on Panel t (in) =
Plate Panel Thickness σ' (ksi) =
Plate Buckling Stress (Roark) K () = k c () =
Plate Buckling Coefficient
REFEREN
CES
Roark: Form ulas for Stress and Strain, pg 730 + ASD
Steel D esign M anual, Fig 4.2
PLATE BU
CKLIN
G
STRESS
a/b () = 1.875 a (in) = 45.0 b (in) = 24.0 ν () = 0.3
E (ksi) = 29000 t (in) = 0.25
K () = 4.00
= ASD
, Figure 4.2: Line - Case 3 - As a/b approaches infinity σ' (ksi) = 13.8
= K*[E/(1-ν²)]*(t/b)²
CRITICAL PLATE BU
CKLIN
G
STRESS
If σ' =
13.8
17.0 , then the Inelastic Plate Buckling Stress m ust be calculated fy /2
P (kip) = 2.47 fy (ksi) = 34.0 fa (ksi) = 0.41
= P/t*b k c () = 4.00 fcr (ksi) = 11.4
= (26.2x10³)*kc/(b/t)² σ' or F'cr fa F'cr (ksi) =
8.6 = fy -(fy ²/4*fcr )
F.S = 33.6
Boat D avit Foundation Calcs
Job N
o. 3308
Sheet 7 of 7
STIFFEN
ER/STAN
CH
IO
N
BU
CKLIN
G
CALC
TH
E BU
CKLIN
G
CH
ECK SH
ALL BE BASED
U
PO
N
TH
E U
SE O
F AN
ALLO
W
ABLE AXIAL STRESS, AS D
EFIN
ED
BY AISC ASD
M
AN
U
AL.
TH
E PRO
CED
U
RE IS TH
E FO
LLO
W
IN
G
KL/r = CO
LU
M
N
SLEN
D
ERN
ESS RATIO
W
H
ERE:
K = EFF. CO
LU
M N
LEN
G
TH
FACTO
R = Table C-A-7.1 in AISC M anual (Figures)
L = CO
LU
M N
LEN
G
TH
r = RAD
IU
S O
F G
YRATIO
N
ABO
U T W
EAK AXIS = (I/A)^0.5
I = M
O M
EN
T O
F IN
ERTIA O
F CO
M
BIN
ED
STIFFEN
ER AN
D
EFF. W
IDTH
O
F BH
D
PL.
A= AREA O
F CO
M
BIN
ED
STIFF. AN
D
EFF. BH
D
PL
CO
M
PARE KL/r to LD
EN
RESS RATIO
LIM
IT CO
RRESPO
N D
IN
G
TO
TAN
G
EN
T PO
IN
T O N
CO
LU
M N
STREN
G
TH
CU
RVE W
H
ERE Fy/2.
Cc= (2π^2E/Fy)^0.5
E = 29000
KSI
Fy =
KSI
Cc = 129.8
IF KL/r < Cc, TH
EN
TH
E ALLO
W ABLE AXIAL STRESS, Fa, IS D
ETERM
IN
ED
AS FO
LLO
W
S:
Fa = CaFy
Ca =ALLO W
ABLE STRESS CO
EFFICIEN
T FRO
M
AISC ASD
TABLE 3, P. 5-119 O
F AISC ASD
M
AN
U
AL.
FO
R 4x1/4" FB W
/8" O
F 1/4" BH
D
PL @
FR 31-32:
K =
ABS Stanchion Calculation Check L =
IN
3-2-2-11.3.1
W a=[k-nℓ/r]A
Ltf r =
1.2
IN
n k ℓ (ft) r (in) KL/r =
37.50 0.345
7.83 3.75
1.20
(KL/r)/Cc = 0.29
A (in²) PL toff'd (in)
PL b off'd (in)
W a (Ltf)
3.00 0.250
20.26
Ca = 0.54
Fa = 18.36
KSI
W
(kips) W a (kips) 2.47
45.4
O K
D
ETERM
IN
E ALLO
W
ABLE LO
AD
, Pa.
Pa = Fa x A
A = 3.00
IN
^2
Pa = 55.1
KIPS*
P = M ax Load =
2.47
KIPS
REV
D A
TE
A
PRD
4/30/2022
D R
. B Y
D
ES. B
Y C
H K
'D B
Y R
PM
W
JL
J K
A
ISER
A
PR
D
. FO
R
TH
E D
IR
SIZE
PRO
JECT N
O
R
EV
D A
TE
SH
EET: C
O
V
ER
A pril 30, 2022
SC
A
LE: A
S SH
O W
N
TU
LSA
D
ISTR
IC
T - TO
W B
O A
T
65' x 26' x 8'-6" R
EC
O
M M
EN
D
ED
A
N O
D E
W E
IG
H
T C
A L
C U
L A
T
IO
N D
R A
W
IN
G N
O
T.J. K
EY
SER
P.E. N
.A
A
881-B 405-02
M .R
. N
EW
B O
R N
P.E. N .A
R
EV
ISIO
N
S D
ESCRIPTIO
N
O
RIG
IN
A
L ISSU
E
M A
R
IN
E D
E
SIG
N C
E N
T
100 PEN
SQ
U
A R
E EA
ST
PH
ILA
D
ELPH
IA
, PA
19107
D
EPA
R
TM
EN
T O
F TH
E A
R M
Y M
A R
IN
E D
ESIG
N
C
EN
TER
C
O R
PS O
F EN
G
IN
EER
node W eight C alcualation
A node W eight (lbs) = [(W etted S urface A rea) x (C urrent D ensity) x (Im m ersion)] [(E nergy C ontent) x (1000 m
A /A m p)]
M
id. V elocity of W ater F low
2 -5 m ph W ell C oated D ensity = m A
/ft² Im m ersion = hrs (1 yr)
17520 hrs (2 yr)
26280 hrs (3 yr)
35040 hrs (4 yr)
43800 hrs (5 yr)
E nergy C ontent (A lum inum am p-hrs
D raft
A rea
(ft) (ft²)
1 year 2 year
3 year 4 year
5 year 5.5
2,212.7 52.5
105.0 157.4
209.9 262.4
A lim in u m A n o d e A m o u n t in P o u n d
V
D A
T E
A P
R D
A pril 30,2022
G eneral N otes:
D R
. B Y
D E
S . B
Y C
H K
'D B
Y
R P
M M
D C
J K A
IS
E
R
A P
R D
. F O
R T
H E
D
IR
. - C H
. D E
S . B
R
S
IZ
E R
E V
D A
T E
S H
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T : C
O V
E R
A pril 30,2022
S C
A L
E : N
T S
M D
C S
T A
N D
A R
D F
L O
A T
IN
G
P L
A N
T P
A
IN
T S
C H
E D
U L
E R
E C
O M
M E
N D
E
DM
. R . N
E W
B O
R N
, P .E
. N A
P R
O
JE
C T
N O
D
R A
W
IN
G N
O
T .J. K
E Y
S E
R , P
.E . N
A A
881-B
406-01
M A
R
IN
E D
E S
IG
N
C E
N T
N
N S
Q U
A R
E E
A S
T P
H
IL
A D
E L
P H
IA
, P
A 19107
D E
P A
R T
M E
N T
O F
T H
E A
R M
Y
M A
R
IN
E D
E S
IG
N
C E
N T
E R
C O
R P
S O
F E
N G
IN
E
E R
S
T U
L S
A D
IS
T
R
IC
T
- T
O W
B O
A T
65' x 26' x 8'-6"
R E
V
IS
IO
N
S
D E
S C
R
IP
T
IO
N riginal Issue ain t M an u factu rer P
P G
/A M
E R
C O
A T
IN
T
E R
N A
T
IO
N A
L P
A
IN
T S
H E
R W
IN
-W
IL
L
IA
M
S C
A R
B O
L
IN
E
A rea o f V essel - F in ish
C o lo r/F
S 595B
C o atin g M o d el N u m b er, m in
. D F
T
C o lo r
C o atin g
M o d el N u m b er, m in . D
F T
C o lo r C o atin g M o d el N u m b er, m in
. D F
T
C o lo r
C o atin g
M o d el N u m b er, m in . D
F T
C o lo r
If used, pre-construction prim ers w ill be approved on a case-by-case basis and m ust be of the sam e m anufacture as the paint system
H u ll E xterio r B elo w W aterlin e - R ed /31136
1st C oat
A M
E R
C O
A T
240 w /A dditive 880 - 12 m ils - R ed
IN
T E
R Z
O N
E 505 - 12 m ils - R ed
S herG lass - 12 m ils - R ed C arboguard 890 G lass F lake -10 m ils - R ed
H ull M arkings O nly - W hite/27880 - 2nd C oat
A M
E R
C O
A T
450 H
- 2 m ils - W hite
IN
T
E R
T H
A N
E 990 - 2 m ils - W hite
A crolon 218 H
S
- 2 m ils - W hite
C arbothane 134H
G
- 2 m ils - W hite
A n tifo u lin g
1st C oat
A m ercoat 240 - 5 m ils - G rey
IN
T E
R T
U F
262 - 5 m ils - G rey S eaG uard 5000 H
S
- 5 m ils - G rey
C arboguard 635 - 5 m ils - G rey
2nd C oat
A m ercoat 240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 5 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - R ed
3rd C oat
A m ercoat A B
C 3 - 5 m ils - G rey
IN
T
E R
C
LE
N E
245N A
- 4 m ils - G rey S eaG uard A blative A F
- 5 m ils - G rey C
-F
LE
X 1-2-3 A
F
- 4 m ils - G rey
4th C oat
A m ercoat A B
C 3 - 5 m ils - R ed
IN
T
E R
C
LE
N E
245N A
- 4 m ils - R ed S eaG uard A blative A F
- 5 m ils - R ed C
-F
LE
X 1-2-3 A
F
- 4 m ils - R ed
H u ll E xterio r A b o ve W aterlin e (In clu d in g exterio r o f to w kn ees) -lack/17038
A M
E R
C O
A T
240 w /A dditive 880 - 12 m ils - B lack
IN
T E
R Z
O N
E 505 - 12 m ils - B lack
S herG lass - 12 m ils - B lack C arboguard 890 G lass F lake - 10 m ils - B lack
2nd C oat
A M
E R
C O
A T
450 H
- 2 m ils - B lack
IN
T
E R
T H
A N
E 990 - 2 m ils - B lack
A crolon 218 H
S
- 2 m ils - B lack
C arbothane 134H
G
- 2 m ils - B lack
H ull M arkings O nly - W hite/27880 - 3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - W hite
IN
T
E R
T H
A N
E 990 - 2 m ils W hite
A crolon 218 H
S
- 2 m ils - W hite
C arbothane 134H
G
- 2 m ils - W hite xterio r M ain
D eck &
U p p er D eck h o u se T o p s - D eck R ed /10076 lternative N on-S kid S ystem 1st C oat A
M E
R C
O A
T 240 - 12 m ils - Lt. G rey
Intertuf 262 - 12 m ils - Lt. G rey S eaG uard 5000 H
S
- 12 m ils - G rey
C arboguard 635 - 12 m ils - Lt. G rey
(G arnet N on-S kid M edium ) 2nd C oat A
M E
R C
O A
T 240 w
/36-m esh G arnet G rit, 0.3 lb/sq.ft.-R ed
IN
T E
R T
U F
262 w /36-m esh G arnet G rit, 0.3 lb/sq.ft.-R ed
S eaG uard 5000 H S w /36-m esh G arnet G rit, 0.3 lb/sq.ft.-R ed
C arboguard 635 w
/36-m esh G arnet G rit, 0.3 lb/sq.ft.-R e d
3rd C oat
A M
E R
C O
A T
450 H
- R ed
IN
T E
R T
H A
N E
990 - R ed
A crolon 218 H
S
- R ed C arbothane 134H G
- R ed
P ilo t H o u se T o p
- W h ite/27880 lternative N on-S kid S ystem 1st C oat A
M E
R C
O A
T 240 - 12 m ils - Lt. G rey
Intertuf 262 - 12 m ils - Lt. G rey S eaG uard 5000 H
S
- 12 m ils - G rey
C arboguard 635 - 12 m ils - Lt. G rey
(G arnet N on-S kid M edium ) 2nd C oat A
M E
R C
O A
T 240 w
/36-m esh G arnet G rit, 0.3 lb/sq.ft.-W hite
IN
T E
R T
U F
262 w /36-m esh G arnet G rit, 0.3 lb/sq.ft.-W hite
S eaG uard 5000 H S w /36-m esh G arnet G rit, 0.3 lb/sq.ft.-W hite
C arboguard 635 w
/36-m esh G arnet G rit, 0.3 lb/sq.ft.-W hite
3rd C oat
A M
E R
C O
A T
450 H
- W hite
IN
T E
R T
H A
N E
990 - W hite
A crolon 218 H
S
- W hite C arbothane 134H G
- W hite
D eckh o u se E xterio r (In clu d in g U p p er d eck, E lectro n ics D eck &
P ilo t H o u
se) - O ld
Ivo ry/17855
1st C oat
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - 5 m ils - Lt. G ray
IN
T E
R T
U F
262 - 4 m ils - B uff S eaG uard 5000 H
S
- 5 m ils - W hite
C arboguard 635 - 5 m ils - Lt. G ray
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - O ld Ivory
IN
T
E R
T H
A N
E 990 - 2 m ils - O ld Ivory
A crolon 218 H
S
- 2 m ils - O ld Ivory
C arbothane 134H
G
- 2 m ils - O ld Ivory
P ilo th o u se V iso r T o p
- R ed
/11136
1st C oat
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - 5 m ils - Lt. G ray
IN
T E
R T
U F
262 - 4 m ils - B uff S eaG uard 5000 H
S
- 5 m ils - W hite
C arboguard 635 - 5 m ils - Lt. G ray
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - R ed
IN
T
E R
T H
A N
E 990 - 2 m ils - R ed
A crolon 218 H
S
- 2 m ils - R ed
C arbothane 134H
G
- 2 m ils - R ed
U n d ersid e o f O verh an g s (D eckh o u se &
P ilo th o u se V iso
r) - B lack/17038
1st C oat
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - 5 m ils - Lt. G ray
IN
T E
R T
U F
262 - 4 m ils - B uff S eaG uard 5000 H
S
- 5 m ils - W hite
C arboguard 635 - 5 m ils - Lt. G ray
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - B lack
IN
T
E R
T H
A N
E 990 - 2 m ils - B lack
A crolon 218 H
S
- 2 m ils - B lack
C arbothane 134H
G
- 2 m ils - B lack
D eck F ittin g s, C au tio n
S afety Z o n es - Y ello w
/13655
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - 5 m ils - Lt. G rey
IN
T E
R T
U F
262 - 4 m ils - Lt. G rey S eaG uard 5000 H
S
- 5 m ils - G rey
C arboguard 635 - 5 m ils - Lt. G ray
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - Y ellow
IN
T
E R
T H
A N
E 990 - 2 m ils - Y ellow
A crolon 218 H
S
- 2 m ils - Y ellow
C arbothane 134H
G
- 2 m ils - Y ellow
(for this application only Interlac 665 m ay be substituted for Interthane 990)
S tacks, H an d rails, S tair R ails (In terio r & E xterio r), C ran e P ed estals, E xterio r F o u n d atio n s &
M asts - B lack/17038
1st C oat
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - 5 m ils - Lt. G ray
IN
T E
R T
U F
262 - 4 m ils - B uff S eaG uard 5000 H
S
- 5 m ils - W hite
C arboguard 635 - 5 m ils - Lt. G ray
F or the underside of the pilothouse visor, add "de-gloss chem ical" to U rethane T op C oat to rem ove the gloss and create a m at finish.
M A
R
IN
E D
E S
IG
N
C E
N T
E R
S T
A N
D A
R D
F L
O A
T
IN
G P
L A
N T
P A
IN
T
S C
H E
D U
L E
D o cu m en t 881-B
406-01, R evisio n
A ll th ickn esses are m in im u m
D ain t M an u factu rer P
P G
/A M
E R
C O
A T
IN
T
E R
N A
T
IO
N A
L P
A
IN
T S
H E
R W
IN
-W
IL
L
IA
M
S C
A R
B O
L
IN
E
A rea o f V essel - F in ish
C o lo r/F
S 595B
C o atin g M o d el N u m b er, m in
. D F
T
C o lo r
C o atin g
M o d el N u m b er, m in . D
F T
C o lo r C o atin g M o d el N u m b er, m in
. D F
T
C o lo r
C o atin g
M o d el N u m b er, m in . D
F T
C o lo r
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - B lack
IN
T
E R
T H
A N
E 990 - 2 m ils - B lack
A crolon 218 H
S
- 2 m ils - B lack
C arbothane 134H
G
- 2 m ils - B lack
In terio r T o w kn ees, S tacks &
F an
E n lco su res - W
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 -5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - S tripe C oat - B uff
IN
T
E R
T U
F 262 - S tripe C oat - Lt. G rey S eaG uard 5000 H
S
- S tripe C oat - 5 m ils - B uff
C arboguard 635 - S tripe C oat - Lt. G ray
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - W hite
IN
T
E R
T U
F 262 - 4 m ils - W hite
S eaG uard 5000 H S
- 5 m ils - W hite C arboguard 635 - 5 m ils - W hite
In terio r H u ll - V o id s, P u m p R o o m , T an k R o o m s, E n g
R o o m an d
L azarette
- W
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 -5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - S tripe C oat - B uff
IN
T
E R
T U
F 262 - S tripe C oat - Lt. G rey S eaG uard 5000 H
S
- S tripe C oat - 5 m ils - B uff
C arboguard 635 - S tripe C oat - Lt. G ray
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - W hite
IN
T
E R
T U
F 262 - 4 m ils - W hite
S eaG uard 5000 H S
- 5 m ils - W hite C arboguard 635 - 5 m ils - W hite
In terio r B allast T an ks - W
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - select im m ersion color
2nd C oat
A M
E R
C O
A T
240 - S tripe C oat - B uff
IN
T
E R
T U
F 262 - S tripe C oat - Lt. G rey S eaG uard 5000 H
S
- S tripe C oat - 5 m ils - B uff
C arboguard 635 - S tripe C oat
3rd C oat
A M
E R
C O
A T
240 - 5 m ils - W hite
IN
T E
R T
U F
262 - 4 m ils - W hite S eaG uard 5000 H
S
- 5 m ils - W hite
C arboguard 635 - 5 m ils - W hite
F u el O il, L u b e O il, O ily W ater &
W aste O il T an ks
1st C oat
10W M ineral O il
10W M ineral O il
10W M ineral O il
10W M ineral O il
P o tab le W ater T an k In terio r
N O
C O
A T
IN
G
N O
C O
A T
IN
G
N O
C O
A T
IN
G
N O
C O
A T
IN
G
S each est In terio r & T ran sd u cer In terio r - B lack/17038
1st C oat
A M
E R
C O
A T
240 w /A dditive 880 - 12 m ils - B lack
IN
T E
R Z
O N
E 505 - 12 m ils - B lack
S herG lass - 12 m ils - B lack C arboguard 890 G lass F lake - 10 m ils - B lack
2nd C oat
A M
E R
C O
A T
450 H
- 2 m ils - B lack
IN
T
E R
T H
A N
E 990 - 2 m ils - B lack
A crolon 218 H
S
- 2 m ils - B lack
C arbothane 134H
G
- 2 m ils - B lack
In terio r D eckh o u se (B u lkh ead s & O verh ead
s) - C o vered
- W h ite/27880
1st C oat
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - G ray
C arboguard 635 - 5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - S tripe C oat - W hite
IN
T
E R
T U
F 262 - S tripe C oat - W hite S eaG uard 5000 H
S
- S tripe C oat - Lt. G rey C arboguard 635 - S tripe C oat - W hite
3rd C oat
A M
E R
C O
A T
240 - 5 m ils - W hite
IN
T E
R T
U F
262 - 4 m ils - W hite S eaG uard 5000 H
S
- 5 m ils - W hite
C arboguard 635 - 5 m ils - W hite
In terio r D eckh o u se (B u lkh ead s & O verh ead
s) - E xp o sed
- W h ite/27880
1st C oat
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - R ed
2nd C oat
A M
E R
C O
A T
240 - S tripe C oat - Lt. G ray
IN
T
E R
T U
F 262 - S tripe C oat - W hite S eaG uard 5000 H
S
- S tripe C oat - Lt. G rey C arboguard 635 - S tripe C oat - Lt. G ray
3rd C oat
A M
E R
C O
A T
240 - 5 m ils - Lt. G ray
IN
T E
R T
U F
262 - 4 m ils - W hite S eaG uard 5000 H
S
- 5 m ils - W hite
C arboguard 635 - 5 m ils - Lt. G ray
4th C oat
A M
E R
C O
A T
450 H
- 2 m ils - W hite
IN
T
E R
T H
A N
E 990 - 2 m ils - W hite
A crolon 218 H
S
- 2 m ils - W hite
C arbothane 134H
G
- 2 m ils - W hite
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - B lack
IN
T
E R
T H
A N
E 990 - 2 m ils - B lack
A crolon 218 H
S
- 2 m ils - B lack
C arbothane 134H
G
- 2 m ils - B lack
In terio r D eckh o u se D ecks &
M ach in ery F o u n d atio n s - G ray/16473
A M
E R
C O
A T
240 - 5 m ils - R ed
IN
T E
R T
U F
262 - 4 m ils - R ed S eaG uard 5000 H
S
- 5 m ils - R ed
C arboguard 635 - 5 m ils - Lt G rey
2nd C oat
A M
E R
C O
A T
240 - 5 m ils - B uff
IN
T E
R T
U F
262 - 4 m ils - B uff S eaG uard 5000 H
S
- 5 m ils - B uff
C arboguard 635 - 5 m ils - B uff
3rd C oat
A M
E R
C O
A T
450 H
- 2 m ils - G ray
IN
T
E R
T H
A N
E 990 - 2 m ils - G ray
A crolon 218 H
S
- 2 m ils - G ray
C arbothane 134H
G
- 2 m ils - G ray am eb o ard L etters - G o ld /23594
S ee C lause C
S ee C lause C
S ee C lause C
S ee C lause C
S ig n atu re, C o m m u n icatio n s M ark &
S tack S trip es
S ee C lause C
S ee…
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