Mobile District 150 ft. Stop Log Barge, MDC Project No. 3367, Hull No. 882 (07-JULY-2023).pdf

REV

of Engineers

882-B000-01

SIZE PROJECT NO.

DWG. NO.

CESAM STOP LOG BARGE

150' X 52' X 7'

CORPS OF ENGINEERS

D

NTS

MARINE DESIGN CENTER

MAS

US Army Corps

DRAWING INDEX

DR. BY

MARINE DESIGN CENTER

PHILADELPHIA, PA

MATTHEW NEWBORN P.E. N.A.

MDC JBL

SUBMITTED - PROJ ENG

RECOMMENDED - SECT CH

CHK'D BY

DATE

JON LIGHTNER, C.E. N.A.

DES. BY

TIMOTHY KEYSER P.E. N.A.

APRD FOR THE DIRECTOR - CH DES BR

SCALE01-JUNE-2023 SHEET 1OF

A A

B B

C C

D D

E E

F F

DEPARTMENT OF THE ARMY

TITLE SHEET &

U.S. Army Corps of Engineers

CESAM

150' STOP LOG BARGE

MDC PROJECT NO. 3367

MDC HULL NO. 882

REFERENCES

23 STOP LOG GUIDES 882-B498-01 -

22 HULL MARKINGS 882-B460-01 -

21 DECK WINCHES 882-B456-01 -

20 VERTICAL & INCLINDED LADDERS 882-B427-01 -

19 WALKWAYS, RAILING & GRATINGS 882-B425-01 -

18 DECK FITTINGS & INSERTS 882-B420-01 -

17 MANHOLES 882-B415-01 -

16 FENDERING DETAILS 882-B410-02 -

15 TOWKNEES 882-B410-01 -

14 GENERAL PAINT SCHEDULE 882-B406-01 -

13 ANODE ARRANGEMENT 882-B405-01 -

12 MISCELLANEOUS CALCULATIONS 882-B399-02 -

11 ABS CALCULATIONS 882-B399-01 -

10 LONGITUDINAL STRUCUTRE 882-B311-01 -

9 TRANSVERSE STRUCTURE 882-B309-01 -

8 SIDE SHELL PLATING 882-B307-02 -

7 DECK & BOTTOM PLATING 882-B307-01 -

6 GENERAL ARRANGEMENT 882-B215-01 -

5 OUTBOARD PROFILE 882-B205-01 -

4 DRY DOCKING BLOCK CALCULATIONS 882-B170-02 -

3 DRY DOCKING PLAN 882-B170-01 -

2 LINES & OFFSETS 882-B105-01 -

1 TITLE SHEET AND DRAWING INDEX 882-B000-01 -

NO. TITLE DWG NO. REVISION

REV. DATE APRD.

- 7/7/2023

DR. BY DES. BY CHK'D BY

JBL - MDC

APRD. FOR THE DIR. - CH. DES. BR.SIZE REV.

DATE

SHEET: COVERJuly 7, 2023 SCALE: AS SHOWN

USACE MOBILE DISTRICT - STOP LOG BARGE

150'-0" x 52'-0" x 7'-0"

DRY DOCKING PLAN CALCULATIONSRECOMMENDED - PROJ ENG.

J.B. LIGHTNER, P.E.

PROJECT NO. DRAWING NO.

T.J. KEYSER, P.E. NA

- 3367 882-B170-02 0

REVISIONS

DESCRIPTION

ORIGINAL ISSUE

MARINE DESIGN

CENTER

100 PENN SQUARE EAST

DEPARTMENT OF THE ARMY

MARINE DESIGN CENTER

CORPS OF ENGINEERS

JBL

06/21/2023

Moment of Area - Block Calcs

PLAN A

Job No. 3367 Sheet 2 of 4

Note: Reference point for "x = 0 ft" starts a the center of the aft most block

PLAN A

Dist. Block Dist Dry from Trans. Long'l Blocks Row 1st From Load

Dock Vessel Aft-Most Block Block Per Area Mom Block Block Per Frame Frame Block Width Height Row b*h of A bh³/12 LCG Stress Bock D-FR V-FR x b h # A x*A Io Δx σ σ*A (##) (##.#) (ft) (ft) (ft) (#) (ft²) (ft³) (ft⁴) (ft) (kip/ft²) (kip)

69.00 0.0 2.50 3.00 2 15 0 11.25 64.0 5.6 42.0

61.00 16.0 2.50 3.00 3 22.5 360 16.88 48.0 5.5 41.5

53.00 32.0 2.50 3.00 2 15 480 11.25 32.0 5.5 41.0

45.00 48.0 2.50 3.00 3 22.5 1080 16.88 16.0 5.4 40.4

37.00 64.0 2.50 3.00 2 15 960 11.25 0.0 5.3 39.9

29.00 80.0 2.50 3.00 3 22.5 1800 16.88 16.0 5.3 39.4

21.00 96.0 2.50 3.00 2 15 1440 11.25 32.0 5.2 38.9

13.00 112.0 2.50 3.00 3 22.5 2520 16.88 48.0 5.1 38.3

5.00 128.0 2.50 3.00 2 15 1920 11.25 64.0 5.0 37.8

[<43.2] [<90] Defintions SUM: 165 10560 124 ft² ft³ ft⁴ REF: Ensley 5801 Drydrock W = Vessel Displacement

LCG = Vessel LCG, from FR 0 DAB = Distance: Fr 0 to Aft-Most Block W = 392 LT LCG = 75.34 ft dLCG = Distance: Vessel LCG to Aft-Most Block 878 Kips dBG = Block Group LCG, from Aft-Most Block e = Eccentricity: Vessel LCG w.r.t. Block Group LCG DAB = 138 ft, at FR 69.00 M = Moment Created by Vessel on Block Group

INA = Moment of Inertia of Block Group dLCG = 62.66 ft, FWD of FR 69.00

Formulas dBG = 64.00 ft, FWD of FR 69.00 dLCG = DAB - LCG e = -1.34 ft M = -525.2 LT-ft dBG = ∑(x*A)/∑ (A) -1176 kip-ft e = dLCG-dBG INA = ft⁴ M = W*e

INA = ∑(Io+A*x²)- dBG²*∑(A) σ = [W/∑(A)] +/- [M*Δx/INA]

Note: Block Frames in bold represent blocks that count as resting underneath a transverse frame not closer than 6" from the edge of the block. Allowable Load on the docking block perimeter structure is based upon an equal distribution of allowable block load to two opposite edges only, perpendicular to plan of block loading on ship structure.

of Area Moment

2nd

944640 ft⁴

268924

245760

(ft⁴) x²*A

15360 51840 61440

144000 138240 282240

6/21/2023

Moment of Area - Block Calcs

PLAN B

Job No. 3367 Sheet 3 of 4

Note: Reference point for "x = 0 ft" starts a the center of the aft most block

PLAN B

Dist. Block Dist Dry from Trans. Long'l Blocks Row 1st From Load

Dock Vessel Aft-Most Block Block Per Area Mom Block Block Per Frame Frame Block Width Height Row b*h of A bh³/12 LCG Stress Bock D-FR V-FR x b h # A x*A Io Δx σ σ*A (##) (##.#) (ft) (ft) (ft) (#) (ft²) (ft³) (ft⁴) (ft) (kip/ft²) (kip)

69.00 0.0 2.50 3.00 3 22.5 0 17 64.0 5.3 40.0

61.00 16.0 2.50 3.00 2 15 240 11 48.0 5.3 39.6

53.00 32.0 2.50 3.00 3 22.5 720 17 32.0 5.2 39.1

45.00 48.0 2.50 3.00 2 15 720 11 16.0 5.2 38.6

37.00 64.0 2.50 3.00 3 22.5 1440 17 0.0 5.1 38.2

29.00 80.0 2.50 3.00 2 15 1200 11 16.0 5.0 37.7

21.00 96.0 2.50 3.00 3 22.5 2160 17 32.0 5.0 37.3

13.00 112.0 2.50 3.00 2 15 1680 11 48.0 4.9 36.8

5.00 128.0 2.50 3.00 3 22.5 2880 17 64.0 4.8 36.3

[<43.2] [<90] Defintions SUM: 173 11040 129 ft² ft³ ft⁴ REF: Ensley 5801 Drydrock W = Vessel Displacement

LCG = Vessel LCG, from FR 0 DAB = Distance: Fr 0 to Aft-Most Block W = 392 LT LCG = 75.34 ft dLCG = Distance: Vessel LCG to Aft-Most Block 878.1 Kips dBG = Distance: Block Group LCG to Aft-Most Block e = Eccentricity: Vessel LCG w.r.t. Block Group LCG DAB = 138 ft, at FR 69.00 M = Moment Created by Vessel on Block Group

INA = Moment of Inertia of Block Group dLCG = 62.66 ft, FWD of FR 69.00

Formulas dBG = 64.00 ft, FWD of FR 69.00 dLCG = DAB - LCG e = -1.34 ft M = -525.3 LT-ft dBG = ∑(x*A)/∑ (A) -1177 kip-ft e = dLCG-dBG INA = ft⁴ M = W*e

INA = ∑(Io+A*x²)- dBG²*∑(A) σ = [W/∑(A)] +/- [M*Δx/INA]

1013760 ft⁴

307329

Note: Block Frames in bold represent blocks that count as resting underneath a transverse frame not closer than 6" from the edge of the block. Allowable Load on the docking block perimeter structure is based upon an equal distribution of allowable block load to two opposite edges only, perpendicular to plan of block loading on ship structure.

368640

207360 188160

2nd Moment of Area x²*A (ft⁴)

23040 34560 92160 96000

6/10/2022

Plate Buckling Calcs Job No. 3367 Sheet 4 of 4

TERMS

a (in) = Plate Panel Height F'cr (ksi) = Critical Buckling Stress (Inelastic) b (in) = Plate Panel Width 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) kc () = Plate Buckling Coefficient (ASD EQ 4.3) E (ksi) = Modulus of Elasticity (of Steel) P (kip) = Total Load on Plate Panel ν () = Poisson's Ratio (of Steel) fa (ksi) = Actual Compressive Stress on Panel t (in) = Plate Panel Thickness σ' (ksi) = Plate Buckling Stress (Roark) K () = kc () = Plate Buckling Coefficient

REFERENCES

Roark: Formulas for Stress and Strain, pg 730 + ASD Steel Design Manual, Fig 4.2

PLATE BUCKLING STRESS

a/b () = 3.5 a (in) = 84.0 b (in) = 24.0 ν () = 0.3 E (ksi) = t (in) = 0.375

K () = 4.00 = ASD, Figure 4.2: Line - Case 3 - As a/b approaches infinity σ' (ksi) = 31.1 = K*[E/(1-ν²)]*(t/b)²

CRITICAL PLATE BUCKLING STRESS

If σ' ≥ fy/2 , then calcuate F'cr Bearing Area AISC, ASD MANUAL

31.1 ≥ 17.0

P (kip) = 42.01 fy (ksi) = 34.0 fa (ksi) = 4.67 = P/t*b kc () = 4.00 fcr (ksi) = 25.6 = (26.2x10³)*kc/(b/t)² σ' or F'cr > fa

F'cr (ksi) = 22.7 = fy-(fy²/4*fcr)

F.S = 4.86 OK

29000

- 5/15/2023

1 7/7/2023

DR. BY DES. BY CHK'D BY

JBL JBL MDC

APRD. FOR THE DIR.- CH. DES. BR. SIZE REV.

DATE

SHEET: COVERJuly 7, 2023 SCALE: AS SHOWN

USACE MOBILE DISTRICT - STOP LOG BARGE

150'-0" x 52'-0" x 7'-0"

ABS CALCULATIONSRECOMMENDED - PROJ ENG.

J.B. Lightner, P.E.

PROJECT NO. DRAWING NO.

T.J. KEYSER, P.E. NA

- 3367 882-B399-01 1

REVISIONS

DESCRIPTION

ORIGINAL ISSUE

MARINE DESIGN

CENTER

100 PENN SQUARE EAST

DEPARTMENT OF THE ARMY

MARINE DESIGN CENTER

REVISED ISSUE, 3/8" BHDs

7/7/2023 ABS Calculations - River - Dry Barge

3-2-2/25.3 treq'd 3-2-2/11.3 FR Reinforcement B (in) RIVER RULES W=pbs -

Side Shell 0.375 W a =[k-nℓ/r]A ABS Bilge Radius 0.500 HULL PLATING Typ

Headlog 0.625 STANCHION CALCS Truss Sternlog 0.625 Stanch

Rule Ref Variable(s)

8b (ft) Basic Hull L B D d 8

3- 2-

2/

.3 .2 s (ft)

Dimensions (ft) (ft) (ft) (ft) 22.22

3- 2-

2/

.3 .2 h (ft) 150 52 7 4.5 1000

3- 2-

2/

.3 .2 p (lb/ft²) 0.4463-

2- 2/

.3

.2 p (Ltf/ft²) 3-2-2/17.1 L s treq'd toff'd 7.83k

Bottom Shell (ft) (in) (in) (in) 0.345

3- 2-

2/

.3 .1 n

150 24 0.272 0.375 5

3- 2-

2/

.3 .1 ℓ (ft) t=0.000825L+0.007s-0.02 in , min=0.20 in 1.58

3- 2-

2/

.3 .1 r (in) 9.61

3-2-2/17.1 tbot treq'd treq'd,B toff'd 11.3.2 28.57 Side Shell (in) (in) (in) (in) ^

0.272 0.252 0.375 0.375 11.3.1 64.75

W (Ltf)

Wa (Ltf)

3- 2-

2/

.3 .1

A (in²) t=BOT t req'd - 0.02 in, min. t=0.18 in

L 8 x8 x5 /8

L 8 x8 x5 /8

3-2-2/7.1 sb treq'd toff'd h=p/(45 lb/ft ³ ) ft Min Deck Plate (in) (in) (in)

Typical 24 0.240 0.500 t=0.01*(s b ) in **3-2-2/11.5 ↓

L 8 x8 x5 /8

Diagonals 3-2-2/7.7 s p h treq'd toff'd STANC 9.61

Cargo Deck Plate (in) (psf) (ft) (in) (in) DIAGO 4.805 Typcial Load 24 1000 22.22 0.307 0.500 ^ t=0.00218*s* √(h)+0.06 in, no less than 0.20 in DIAGO 7.34

Aoff'd (in²)

Areq'd (in²) A (in²)

3-2-2/7.3 L treq'd toff'd **DiaA=StAx50%

W 6x

25Deck Plate Betwn Rake (ft) (in) (in) 150 0.260 0.500 t=0.0008L+0.14 in

W 6x

3-2-2/7.5 tbulk treq'd toff'd

Watertight Deck Plate (in) (in) (in)

3-2-2/15.1.1, 15.3.1 s h treq'd toff'd

Bulkhead Plate (in) (ft) (in) (in) Nontank 26.00 7.00 0.180 0.375

Tank 0.180 t=s* √(h)/525+0.07 in t=s* √(h)/460+0.07 in

LONGITUDINAL STRENGTH - HULL GIRDER SM

3-2-4/5 B D L SM

Req. Hull Girder SM (ft) (ft) (ft) (in²-ft)

52 7 150 600.6 t=0.011*B*D*L in ²-ft

MANUAL (Values in Outlined cells are inserted to finish calcs), HALF-HULL VERSION

(in) (in) (in²) (ft) (in²-ft) (in²-ft²) (in²-ft²)

STR b h A dn Adn Adn² io Deck 312 0.5 156.00 7.00 1092.0 7644 0.0 Side 0.375 84 31.50 3.50 110.3 385.9 128.6 Bot 312 0.375 117.00 0.19 21.9 4.1 0.0

BulkH 0.188 84 15.75 3.50 55.1 192.9 64.3 BulkH Deck FP 21x6x3/4" 20.00 6.17 123.3 760.6 301.0 Deck FP 21x6x3/4" 20.00 6.17 123.3 760.6 301.0 Side Side Bot MC12" x 31 9.12 0.92 8.4 7.7 202.0 Bot MC12" x 31 9.12 0.92 8.4 7.7 202.0

(ft) Depth ΣA ΣAdn ΣAdn² Σio

7.00 378.5 1542.7 9763.4 1199.0

(ft) (in²-ft²) (in²-ft²) dg = ΣAdn/ΣA dg²ΣA 2x I = 2x [Σ(io+Adn²)-dg²ΣA]

4.08 6287.9 9348.8

(ft) (ft) (in²-ft) C = dg c = Depth-dg SM = Lesser of 2xI/C &2x I/c

4.076 2.92 2293.7 > 600.6

SC

AN

TL

IN

G S

PL

AT

E

SCANTLING CALCS

MBR SM SM

TAG Type Depth x Width x t Width x t Off'd Req'd c h s ℓ

(AA#) (L/FP) (in) (in) (in) (in) (in) (in³) (in³) (#) (ft) (ft) (ft) BT01 L 5 x 3 x 3/8 24 x 3/8 7.78 4.15 1.00 7.00 2.00 8.50 BL01 MC 12 x 31 33.70 14.38 1.08 7.00 8.25 7.50 ST01 L 5 x 3 x 3/8 24 x 3/8 7.78 1.90 1.00 7.00 2.00 5.75 DT01 FP 16 x 6 x 3/4 24 x 1/2 108.11 9.76 0.70 22.22 2.00 8.75 DT02 L 6 x 3 x 3/8 24 x 1/2 10.30 9.21 0.70 22.22 2.00 8.50 DL01 FP 21 x 6 x 3/4 30 x 1/2 163.70 34.18 0.70 22.22 8.38 8.00 NB01 L 6 x 4 x 3/8 24 x 3/8 12.08 1.29 0.46 7.00 2.00 7.00 NB02 L 3.5 x 2.5 x 1/4 24 x 3/8 3.03 2.59 0.46 7.00 4.00 7.00

DT## = c=0.70 BL## = c=1.08 DL## = c=0.70 BT## = c=1.00 ST## = c=1.00 NB## = c=0.46 SL## = c=1.08 TB## = c=1.00

SUPPLEMENTAL SCANTLING SECTION MODULUS CALCULATIONS

FR 5-69 8'-0" & 16'-0" OCL

(in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b Depth Flange tw tFl PL t PL b

16.00 6.00 0.750 0.750 1/2 24.00 21.00 6.00 0.750 0.750 1/2 30.00

(in) (in) (in²) (in) (in³) (in⁴) (in⁴) (in) (in) (in²) (in) (in³) (in⁴) (in⁴) Part Width Depth A dn And Adn² io Part Width Depth A dn And Adn² io Plate 24 0.5 12.00 16.25 195.0 3169 0.25 Plate 30 0.5 15.00 21.25 318.8 6773 0.31 Web 0.75 15.25 11.44 8.38 95.79 802.2 221.7 Web 0.75 20.25 15.19 10.88 165.16 1796.2 519.0

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21 Flange 6 0.75 4.50 0.38 1.69 0.63 0.21

(in) (in) rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

6.365 16.50 27.94 95.3 292.5 3972 222.1 8.128 21.50 34.69 118.4 485.6 8570 519.5

(in) (in⁴) (in⁴) (in) (in⁴) (in⁴) dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

10.47 3062 1131.8 14.00 6798 2291.6

(in) (in) (in³) (in) (in) (in³) C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c

10.47 6.03 108.11 14.00 7.50 163.70

NonTank BH Stiffener

Deck Trans. Frame

STRUCTURAL MEMBER EFFECTIVE PLATE

Deck Transverse

Side Longitudinal 3-2-2/FIG 5-7 Side Transverse 3-2-2/FIG 5-7

Tank BH Stiffener

3-2-2/FIG 5-7

Deck Long. Stiff/Gird. 3-2-2/FIG 5-7 Bottom Transverse

ABS / SM=0.0041chsℓ²

Bot. Long. Stiff/Gird. 3-2-2/FIG 5-7

Member FP 16x6x3/4"

Deck Long. Girder

Member FP 21x6x3/4"

3-2-2/15.1.2

3-2-2/FIG 5-7

3-2-2/15.3.2

SCANTLING ABBREVIATION DESCRIPTIONS

Start End Start End BT01 Bot Transv Stiffnr L 5 x 3 x 3/8 0 74 0 26 BL01 Bot Long. Chord MC 12 x 31 5 69 8 16 ST01 Side Transv Stiffnr L 5 x 3 x 3/8 0 74 0 26 DT01 Deck Transv Frame FP 16 x 6 x 3/4 5 69 0 26 DT02 Deck Transv Frame L 6 x 3 x 3/8 0 74 0 26 DL01 Deck Long. Chord FP 21 x 6 x 3/4 0 74 8 16 NB01 NonT BulkH Stiffnr L 6 x 4 x 3/8 5 69 0 26 NB02 NonT BulkH Stiffnr L 3.5 x 2.5 x 1/4 0 74 0 26

MBR

TAG

LOCAT DIRECT SCANT STRUCTURAL MEMBER

Typical

8' & 16' OCL

Typical

Typical

8' & 16' OCL

FR 0-5, 69-74

Typical

FR 0-5, 69-74

FR ## - FR ## __' Off CL Additional Notes

DR. BY DES. BY CHK'D BY

JBL JBL MDC

APRD. FOR THE DIR.- CH. DES. BR. SIZE REV.

DATE

SHEET: COVERJuly 7, 2023 SCALE: AS SHOWN

USACE MOBILE DISTRICT - STOP LOG BARGE

150'-0" x 52'-0" x 7'-0"

MISCELLANEOUS CALCULATIONSRECOMMENDED - PROJ ENG.

J.B. Lightner, P.E.

PROJECT NO. DRAWING NO.

T.J. KEYSER, P.E. NA

- 3367 882-B399-02 0

REVISIONS

DESCRIPTION

ORIGINAL ISSUE

MARINE DESIGN

CENTER

100 PENN SQUARE EAST

DEPARTMENT OF THE ARMY

MARINE DESIGN CENTER

7/7/2023 Miscellaneous Calculations

1). Stop Log Stack Load(s) 2). Footing Details

Component Type 1 = 29 Count, 9"x6" Rectangular Footings, Non-seal Side

Type 2 = 1 count, 2.5"x114'-2.5"Bar, Attaches Seal to Log

L (in) W (in) 3). Average Footing Pressure 1 29 9 6 1566.0 2 1 1370.5 2.5 3426.3 Total Weight / Total Area

Total Weight (lb) = Total Area (in²) = 4992.3 Avg. Foot Pressure (psi) = 85.0

4). Deck Plating Stress Check

Deck Plating Stress

Ref : Rourke Formulas for Stress and Strain (pg 503) a (in = 96 b (in) = 24 Interpolation t (in) = 0.5 b¹/b β a¹/b q (ksi) = 0.085 a¹ (in) = 6 0.2 1.73 0.0 W (kip) = 4.591 b¹ (in) = 9 0.38 1.371 0.25

0.4 1.32 0.40 a = 4 b σy (ksi) = 34 b¹/b () = 0.38 V OK a¹/b () = 0.25 β () = 1.371 σmax (ksi) = 25.18

424,400

65,000 Count

Weight (lb)

Lifting Beam Standard Log Standard Log Standard Log

27,000 65,000 65,000 65,000

A (in²)Type Dimensions

Heavy Log Heavy Log

68,700 68,700

Standard Log

5). Footing Load Load Per Frame

Note: Assume at least 1 small foot occurrence if spacing is greater than Frame Spacing

Frame Spacing (in) = 24

L (in) W (in) 1 1 9 6 54.0 85.0 4591 2 1 24.0 2.5 60.0 85.0 5101

6). Footing Load Locations

Note: Assume point loads at estimated centers of footing area for conservative approach

7). Check Deck Transverse Stress (below)

Count Dimensions

A (in²)Type p (psi) P (lb)

Original Location: Side-to-OBTruss, PORT DECK TRANSVERSE MAX BENDING/SHEAR STRESS

(in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b

16.00 6.00 0.750 0.750 1/2 24.00

(in) (in) (in²) (in) (in³) (in⁴) (in⁴) Part Width Depth A dn And Adn² io Plate 24 0.5 12.00 16.25 195.0 3169 0.25 Web 0.75 15.25 11.44 8.38 95.79 802.2 221.66

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21

(in) rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

6.365 16.50 27.94 95.3 292.5 3972 222.12

(in) (in⁴) (in⁴) dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

10.47 3062 1131.8 Fy (ksi) = 34

(in) (in) (in³) w (kip) = 4.59 C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c

10.47 6.03 108.11 a (in) = 46.0 ℓ-a = b (in) = 74.0 ℓ (in) = 120.0 Max Moment in Beam (lb-in) = 130.2 R1 (kip) = 2.8 (S)

Beam Section Modulus (in³) = 108.11 R2 (kip) = 1.76 (T)

Actual Bending Stress (psi) = 1.205 = Moment / SM Vmax (kip) = 2.8< Mmax (kip-in) = 130.2 Allowable Bend. Stress (psi) = 20.4 = (0.6)*F y

Factor of Safety (F.S.) = 16.94 = Allowable / Actual

OK

Max Shear in Beam (lb) = 2.8 Shear Area (in²) = 11.44 = Web Area

Actual Shear Stress (psi) = 0.25 =Shear / Area<

Allowable Shear Stress (psi) = 13.6 = (0.4)*F y

Factor of Safety (F.S.) = 54.9

OK

DT1

Member FP 16x6x3/4"

Original Location: OBTruss-to-IBTruss, PORT DECK TRANSVERSE MAX BENDING/SHEAR STRESS

(in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b

16.00 6.00 0.750 0.750 1/2 24.00

(in) (in) (in²) (in) (in³) (in⁴) (in⁴) Part Width Depth A dn And Adn² io Plate 24 0.5 12.00 16.25 195.0 3169 0.25 Web 0.75 15.25 11.44 8.38 95.79 802.2 221.66

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21

(in) rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

6.365 16.50 27.94 95.3 292.5 3972 222.12

(in) (in⁴) (in⁴) dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

10.47 3062 1131.8 Fy (ksi) = 34

(in) (in) (in³) w (kip) = 5.10 C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c

10.47 6.03 108.11 a (in) = 68.0 ℓ-a = b (in) = 28.0 ℓ (in) = 96.0 Max Moment in Beam (lb-in) = 101.2 R1 (kip) = 1.5 (T)

Beam Section Modulus (in³) = 108.11 R2 (kip) = 3.61 (T)

Actual Bending Stress (psi) = 0.936 = Moment / SM Vmax (kip) = 3.6< Mmax (kip-in) = 101.2 Allowable Bend. Stress (psi) = 20.4 = (0.6)*F y

Factor of Safety (F.S.) = 21.80 = Allowable / Actual

OK

Max Shear in Beam (lb) = 3.6 Shear Area (in²) = 11.44 = Web Area

Actual Shear Stress (psi) = 0.32 =Shear / Area<

Allowable Shear Stress (psi) = 13.6 = (0.4)*F y

Factor of Safety (F.S.) = 43.1

OK

DT1

Original Location: IBTruss-to-BHD, PORT DECK TRANSVERSE MAX BENDING/SHEAR STRESS

(in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b

16.00 6.00 0.750 0.750 1/2 24.00

(in) (in) (in²) (in) (in³) (in⁴) (in⁴) Part Width Depth A dn And Adn² io Plate 24 0.5 12.00 16.25 195.0 3169 0.25 Web 0.75 15.25 11.44 8.38 95.79 802.2 221.66

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21

(in) rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

6.365 16.50 27.94 95.3 292.5 3972 222.12

(in) (in⁴) (in⁴) dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

10.47 3062 1131.8 Fy (ksi) = 34

(in) (in) (in³) w (kip) = 4.59 C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c

10.47 6.03 108.11 a (in) = 44.0 ℓ-a = b (in) = 52.0 ℓ (in) = 96.0 Max Moment in Beam (lb-in) = 109.4 R1 (kip) = 2.5 (T)

Beam Section Modulus (in³) = 108.11 R2 (kip) = 2.10 (B)

Actual Bending Stress (psi) = 1.012 = Moment / SM Vmax (kip) = 2.5< Mmax (kip-in) = 109.4 Allowable Bend. Stress (psi) = 20.4 = (0.6)*F y

Factor of Safety (F.S.) = 20.16 = Allowable / Actual

OK

Max Shear in Beam (lb) = 2.5 Shear Area (in²) = 11.44 = Web Area

Actual Shear Stress (psi) = 0.22 =Shear / Area<

Allowable Shear Stress (psi) = 13.6 = (0.4)*F y

Factor of Safety (F.S.) = 62.6

OK

Member

DT1

Original Location: BHD-to-IBTruss, STBD DECK TRANSVERSE MAX BENDING/SHEAR STRESS

(in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b

16.00 6.00 0.750 0.750 1/2 24.00

(in) (in) (in²) (in) (in³) (in⁴) (in⁴) Part Width Depth A dn And Adn² io Plate 24 0.5 12.00 16.25 195.0 3169 0.25 Web 0.75 15.25 11.44 8.38 95.79 802.2 221.66

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21

(in) rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

6.365 16.50 27.94 95.3 292.5 3972 222.12

(in) (in⁴) (in⁴) dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

10.47 3062 1131.8 Fy (ksi) = 34

(in) (in) (in³) w (kip) = 5.10 C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c

10.47 6.03 108.11 a (in) = 78.0 ℓ-a = b (in) = 18.0 ℓ (in) = 96.0 Max Moment in Beam (lb-in) = 74.6 R1 (kip) = 1.0 (B)

Beam Section Modulus (in³) = 108.11 R2 (kip) = 4.14 (T)

Actual Bending Stress (psi) = 0.69 = Moment / SM Vmax (kip) = 4.1< Mmax (kip-in) = 74.6 Allowable Bend. Stress (psi) = 20.4 = (0.6)*F y

Factor of Safety (F.S.) = 29.56 = Allowable / Actual

OK

Max Shear in Beam (lb) = 4.1 Shear Area (in²) = 11.44 = Web Area

Actual Shear Stress (psi) = 0.36 =Shear / Area<

Allowable Shear Stress (psi) = 13.6 = (0.4)*F y

Factor of Safety (F.S.) = 37.5

OK

DT1

Original Location: IBTruss-to-OBTruss, STBD DECK TRANSVERSE MAX BENDING/SHEAR STRESS

(in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b

16.00 6.00 0.750 0.750 1/2 24.00

(in) (in) (in²) (in) (in³) (in⁴) (in⁴) Part Width Depth A dn And Adn² io Plate 24 0.5 12.00 16.25 195.0 3169 0.25 Web 0.75 15.25 11.44 8.38 95.79 802.2 221.66

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21

(in) rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

6.365 16.50 27.94 95.3 292.5 3972 222.12

(in) (in⁴) (in⁴) dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

10.47 3062 1131.8 Fy (ksi) = 34

(in) (in) (in³) w (kip) = 4.59 C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c

10.47 6.03 108.11 a (in) = 33.0 ℓ-a = b (in) = 63.0 ℓ (in) = 96.0 Max Moment in Beam (lb-in) = 99.4 R1 (kip) = 3.0 (T)

Beam Section Modulus (in³) = 108.11 R2 (kip) = 1.58 (T)

Actual Bending Stress (psi) = 0.92 = Moment / SM Vmax (kip) = 3.0< Mmax (kip-in) = 99.4 Allowable Bend. Stress (psi) = 20.4 = (0.6)*F y

Factor of Safety (F.S.) = 22.18 = Allowable / Actual

OK

Max Shear in Beam (lb) = 3.0 Shear Area (in²) = 11.44 = Web Area

Actual Shear Stress (psi) = 0.26 =Shear / Area<

Allowable Shear Stress (psi) = 13.6 = (0.4)*F y

Factor of Safety (F.S.) = 51.6

OK

FP 16x6x3/4"

DT1

Original Location: OBTruss-to-Side, STBD DECK TRANSVERSE MAX BENDING/SHEAR STRESS

(in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b

16.00 6.00 0.750 0.750 1/2 24.00

(in) (in) (in²) (in) (in³) (in⁴) (in⁴) Part Width Depth A dn And Adn² io Plate 24 0.5 12.00 16.25 195.0 3169 0.25 Web 0.75 15.25 11.44 8.38 95.79 802.2 221.66

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21

(in) rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

6.365 16.50 27.94 95.3 292.5 3972 222.12

(in) (in⁴) (in⁴) dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

10.47 3062 1131.8 Fy (ksi) = 34

(in) (in) (in³) w (kip) = 5.10 C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c

10.47 6.03 108.11 a (in) = 67.0 ℓ-a = b (in) = 53.0 ℓ (in) = 120.0 Max Moment in Beam (lb-in) = 150.9 R1 (kip) = 2.3 (T)

Beam Section Modulus (in³) = 108.11 R2 (kip) = 2.85 (S)

Actual Bending Stress (psi) = 1.396 = Moment / SM Vmax (kip) = 2.8< Mmax (kip-in) = 150.9 Allowable Bend. Stress (psi) = 20.4 = (0.6)*F y

Factor of Safety (F.S.) = 14.61 = Allowable / Actual

OK

Max Shear in Beam (lb) = 2.8 Shear Area (in²) = 11.44 = Web Area

Actual Shear Stress (psi) = 0.25 =Shear / Area<

Allowable Shear Stress (psi) = 13.6 = (0.4)*F y

Factor of Safety (F.S.) = 54.6

OK

DT1

8). Convert Frame Loadings

Truss Girder Load

OTBD INBD TOTAL

Max Load Combos on OTBD Port Girder/Truss (kip) = 1.76 + 1.5 = 3.25 = a1

Max Load Combos on INBD Port Girder/Truss (kip) = 3.61 + 2.5 = 6.10 = a2

Max Load Combos on OTBD STBD Girder/Truss (kip) = 2.3 + 1.58 = 3.83 = b1

Max Load Combos on INBD STBD Girder/Truss (kip) = 3.0 + 4.14 = 7.16 = b2

Unsupported Span of Truss Girder (in) = 96 = c

Transverse Frame Spacing (in) = 24 = d

Frame Loadings on Girder Unsupported Span (#) = 5 = e = (c/d)+1

Total Load on Girder Unsupported Span (kip) = 35.78 = f = e*Max(a,b)

Uniform Loading on Girder Unsupported Span (kip/in) = 0.373 = g = f/c

Bullkhead Plating Load

Max Load Combination on CL Bulkhead (kip) = 2.10 + 1.0 = 3.06

9). Check Truss Girder Stress (below)

Original Location: Typical DECK GIRDER MAX BENDING/SHEAR STRESS

(in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b

21.00 6.00 0.750 0.750 5/8 16.00

(in) (in) (in²) (in) (in³) (in⁴) (in⁴) Part Width Depth A dn And Adn² io Plate 16 0.625 10.00 21.31 213.1 4542 0.33 Web 0.75 20.25 15.19 10.88 165.16 1796.2 518.99

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21

(in) rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

8.198 21.63 29.69 101.3 380.0 6339 519.52

(in) (in⁴) (in⁴) dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

12.80 4863 1995.1 Fy (ksi) = 34

(in) (in) (in³) W (kip/in) = 0.373 C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c

12.80 8.83 155.88 ℓ (in) = 96.0 R1 (kip) = 17.89 (P) R2 (kip) = 17.89 (B)

Max Moment in Beam (lb-in) = 429.4 Vmax (kip) = 17.9 Beam Section Modulus (in³) = 155.88

Mmax (kip-in) = 429.4 Actual Bending Stress (psi) = 2.755 = Moment / SM<

Allowable Bend. Stress (psi) = 20.4 = (0.6)*F y

Factor of Safety (F.S.) = 7.41 = Allowable / Actual

OK

Max Shear in Beam (lb) = 17.9 Shear Area (in²) = 15.19 = Web Area

Actual Shear Stress (psi) = 1.18 =Shear / Area<

Allowable Shear Stress (psi) = 13.6 = (0.4)*F y

Factor of Safety (F.S.) = 11.5

OK

DG2 FR 66-70

FP 21x6x3/4"

10). Check Truss Pillar Buckling (below)

TERMS Stanchion Buckling

SLENDERNESS RATIO

K () = Effective Column Length Factor, AISC L (in) = Unbraced/Unsupported Length K () = 1 = AISC: Table C-A-7.1 r (in) = Radius of Gyration L (in) = 48

A (in²) = Area of Stiffener and Attached Plate r (in) = 1.580 = rz

KL/r () = Column Slenderness Ratio Cc () = Compression Stress Coefficient KL/r () = 30.38

Pa (kip) = Allowable Axial Load Po (kip) = Max Axial Load Observed Fa (ksi) = Allowable Compressive Stress COMPRESSIVE STRESS COEFFICIENT E (ksi) = Modulus of Elasticity of Steel

Fy (ksi) = Yield Strength of Steel E (ksi) = 29000 Ca () = Allowable Stress Coefficient, ASD Fy (ksi) = 34

Cc () = 129.8 = √[π²E/(Fy/2)]

REFERENCES

AISC ASD Manual AISC Manual CHECK

KL/r < Cc , then calculate Fa

If TRUE

30.38 < 129.8

(in) (in) (in) (in) (in) (in) Depth Flange tw tFl PL t PL b ALLOWABLE COMPRESSIVE STRESS

8.00 8.00 0.625 0.625 # 0.00

(KL/r)/Cc = 0.234

(in) (in) (in²) (in) (in³) (in⁴) (in⁴)

Part Width Depth A dn And Adn² io Ca () = 0.553 = ASD: Table 3, 5-119 Plate 0 0 0.00 0.00 0.0 0 0.00 Web 0.625 7.375 4.61 4.31 19.88 85.7 20.89 Fa (ksi) = 18.8 = Ca*Fy

Flange 8 0.625 5.00 0.31 1.56 0.49 0.16

(in) ALLOWABLE AXIAL LOAD rx = √(I/ΣA) ΣDepth ΣA lb/ft ΣAdn ΣAdn² Σio

2.487 8.00 9.61 32.8 21.4 86 21.05 A (in²) = 9.61

(in) (in⁴) (in⁴) Pa (kip) = 180.7 = Fa*A dg = ΣAdn/ΣA dg²ΣA I = Σ(io+Adn²)-dg²ΣA

2.23 48 59.4 Po (kip) = 17.9

(in) (in) (in³) C = dg c = ΣDepth-dg SM = Lesser of I/C & I/c CHECK

2.23 5.77 10.30 Po < Pa

OK

17.9 < 180.7

L 8x8x5/8"

11). Check Bulkhead Plate Buckling (below)

TERMS

a (in) = Plate Panel Height F'cr (ksi) = Critical Buckling Stress (Inelastic) b (in) = Plate Panel Width 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) kc () = Plate Buckling Coefficient (ASD EQ 4.3) E (ksi) = Modulus of Elasticity (of Steel) P (kip) = Total Load on Plate Panel ν () = Poisson's Ratio (of Steel) fa (ksi) = Actual Compressive Stress on Panel t (in) = Plate Panel Thickness σ' (ksi) = Plate Buckling Stress (Roark) K () = kc () = Plate Buckling Coefficient

REFERENCES

Roark: Formulas for Stress and Strain, pg 730 + ASD Steel Design Manual, Fig 4.2

PLATE BUCKLING STRESS

a/b () = 1.083 a (in) = 26.0 b (in) = 24.0 ν () = 0.3 E (ksi) = t (in) = 0.375

K () = 4.00 = ASD, Figure 4.2: Line - Case 3 - As a/b approaches infinity σ' (ksi) = 31.1 = K*[E/(1-ν²)]*(t/b)²

CRITICAL PLATE BUCKLING STRESS

If σ' ≥ fy/2 , then calcuate F'cr Bearing Area AISC, ASD MANUAL

31.1 ≥ 17.0

P (kip) = 17.89 fy (ksi) = 34.0 fa (ksi) = 1.99 = P/t*b kc () = 4.00 fcr (ksi) = 25.6 = (26.2x10³)*kc/(b/t)² σ' or F'cr > fa

F'cr (ksi) = 22.7 = fy-(fy²/4*fcr)

F.S = 11.42 OK

29000

DR. BY DES. BY CHK'D BY

JBL - MDC

APRD. FOR THE DIR. - CH. DES. BR. SIZE REV.

DATE

SHEET: COVER

REVISIONS

DESCRIPTION

ORIGINAL ISSUE

MARINE DESIGN

CENTER

100 PENN SQUARE EAST

DEPARTMENT OF THE ARMY

MARINE DESIGN CENTER

CORPS OF ENGINEERS

July 7, 2023 SCALE: AS SHOWN

USACE MOBILE DISTRICT - STOP LOG BARGE

150'-0" x 52'-0" x 7'-0"

MDC STANDARD FLOATING PLANT PAINT

SCHEDULE

RECOMMENDED - PROJ ENG.

J.B. LIGHTNER, P.E.

PROJECT NO. DRAWING NO.

T.J. KEYSER, P.E. NA

- 3367 882-B406-01 0

7/7/2023

MARINE DESIGN CENTER STD

FLOATING PLANT PAINT SCHEDULE

Pg 2

Min Max

1st Coat Amercoat 240 with Additive 880 / Black 12 20

2nd Coat Amercoat 450H or Pitthane Ultra / White / 27880 2 3

1st Coat Amercoat 240 with Additive 880 / Black 12 20

2nd Coat Amercoat 450H or Pitthane Ultra / Black 2 3

3rd Coat Amercoat 450H or Pitthane Ultra / White / 27880 2 3

1st Coat Amercoat 235 or 240 / Light or Haze Gray 5 8

2nd Coat Amercoat 235 or 240 / Light or Red Oxide 5 8

3rd Coat Amercoat 450H or Pitthane Ultra / Red / 10076 2 3

1st Coat Amercoat 235 or 240 / Red Oxide 5 8

2nd Coat Amercoat 235 or 240 / Light or Oxide Grey 5 8

3rd Coat Amercoat 450H or Pitthane Ultra / Yellow 2 3

1st Coat Amercoat 235 or 240 / Red Oxide 5 8

2nd Coat Amercoat 235 or 240 / Light or Oxide Grey 5 8

3rd Coat Amercoat 450H or Pitthane Ultra / Yellow 2 3

1st Coat Amercoat 235 or 240 / Red Oxide 5 8

2nd Coat Amercoat 235 or 240 Stripe Coat / Buff 4 5

3rd Coat Amercoat 235 or 240 Stripe Coat / White 5 8

4th Coat Amercoat 450H or Pitthane Ultra / White (Optional if Requested) 2 3

1st Coat Amercoat 235 or 240 Red Oxide 5 8

2nd Coat Amercoat 235 or 240 Black 5 8

3rd Coat Amercoat 450H or Pitthane Ultra - Black 2 3

1st Coat Amercoat 235 or 240 Red Oxide 5 8

2nd Coat Amercoat 235 or 240 Black 5 8

3rd Coat Amercoat 450H or Pitthane Ultra - Black 2 3

Min Max

1st Coat INTERZONE 505 / Black 12

2nd Coat INTERTHANE 990 / White 2

1st Coat INTERZONE 505 / Black 12

2nd Coat INTERTHANE 990 / Black 2

3rd Coat INTERTHANE 990 / White 2

1st Coat INTERTUF 262 / Grey 4

2nd Coat INTERTUF 262 / Red 4

3rd Coat INTERTHANE 990 / Red 2

1st Coat INTERTUF 262 / Red 4

2nd Coat INTERTUF 262 / Grey 4

3rd Coat INTERTHANE 990 or INTERLAC 665 / Yellow 2

1st Coat INTERTUF 262 / Red 4

2nd Coat INTERTUF 262 / Grey 4

3rd Coat INTERTHANE 990 or INTERLAC 665 / Yellow 2

1st Coat INTERTUF 262 / Red 4

2nd Coat INTERTUF 262 - Stripe Coat / Grey

3rd Coat INTERTUF 262 / White 4

4th Coat INTERTHANE 990 / White 2

1st Coat INTERTUF 262 / Red 4

2nd Coat INTERTUF 262 / Grey 4

3rd Coat INTERTHANE 990 / Black 2

1st Coat INTERTUF 262 / Red 4

2nd Coat INTERTUF 262 / Grey 4

3rd Coat INTERTHANE 990 / Black 2

Coating Order

INTERNATIONAL PAINT - 7/30/2020

Product Names - Details / Finish Color / AMS-STD-595 # DFT (Mils)

Hull Exterior Below Waterline / Black / 17038 (Hull Markings Only White / 27880)

PPG (Amercoat) - 7/31/2020 Coating Order

DFT (Mils) Product Names - Details / Finish Color / AMS-STD-595 #

Hull Exterior Below Waterline / Black / 17038 (Hull Markings Only White / 27880)

Area of Vessel - Details / Finish Color / AMS-STD-595 #

Caution, Safety Zones & Tripping Hazards / Yellow / 13655

Deck Fittings & Top 24" of Stop Log Guides / Yellow / 13655

Caution, Safety Zones & Tripping Hazards / Yellow / 13655

Handrails, Ladders, Stringers, & Rails / Black / 17038

Deck Fittings & Top 24" of Stop Log Guides / Yellow / 13655

Hull Exterior Above Waterline / Black / 17038 (Hull Markings Only White / 27880)

Exterior Main Deck - Deck Barge / Deck Red / 10076

Interior Hull - Compartment Voids - Dry / White / 27880

Stop Log Guides / Black / 17038

Area of Vessel - Details / Finish Color / AMS-STD-595 #

Hull Exterior Above Waterline / Black / 17038 (Hull Markings Only White / 27880)

Exterior Main Deck - Deck Barge / Deck Red / 10076

Handrails, Ladders, Stringers, & Rails / Black / 17038

Stop Log Guides / Black / 17038

Interior Hull - Compartment Voids - Dry / White / 27880

PPG

INTERNATIONAL PAINT

MARINE DESIGN CENTER STD

FLOATING PLANT PAINT SCHEDULE

Pg 3

Min Max

1st Coat SherGlass / Black 12 20

2nd Coat Acrolon 218 HS / White 2 6

1st Coat SherGlass / Black 12 20

2nd Coat Acrolon 218 HS / Black 2 6

3rd Coat Acrolon 218 HS / White 2 6

1st Coat SeaGuard 5000 HS / Grey 5 7

2nd Coat SeaGuard 5000 HS / Red 5 7

3rd Coat Acrolon 218 HS / Deck Red 2 6

1st Coat SeaGuard 5000 HS / Red 5 7

2nd Coat SeaGuard 5000 HS / Grey 5 7

3rd Coat Acrolon 218 HS / Yellow 2 6

1st Coat SeaGuard 5000 HS / Red 5 7

2nd Coat SeaGuard 5000 HS / Grey 5 7

3rd Coat Acrolon 218 HS / Yellow 2 6

1st Coat SeaGuard 5000 HS / Red 5 7

2nd Coat SeaGuard 5000 HS - Stripe Coat / Grey 5 7

3rd Coat SeaGuard 5000 HS / White 5 7

4th Coat Acrolon 218 HS / White 2 6

1st Coat SeaGuard 5000 HS / Red 5 7

2nd Coat SeaGuard 5000 HS / Grey 5 7

3rd Coat Acrolon 218 HS / Black 2 6

1st Coat SeaGuard 5000 HS / Red 5 7

2nd Coat SeaGuard 5000 HS / Grey 5 7

3rd Coat Acrolon 218 HS / Black 2 6

Min Max

1st Coat Carboguard 890 Glass Flake / Black / 17038 16

2nd Coat Carbothane 134HG / White / 27880 Hull Markings Only 2

1st Coat Carboguard 890 Glass Flake / Black / 17038 16

2nd Coat

3rd Coat Carbothane 134HG / White / 27880 Hull Markings Only 2

1st Coat Carbozinc 808 Green 3

2nd Coat Carboguard 890 Glass Flake Red #0500 16

3rd Coat Carbothane 134HG / Deck Red / 10076 2

1st Coat Carbozinc 808 Green 3

2nd Coat Carboguard 890 Grey 5

3rd Coat Carbothane 134HG Yellow 2

1st Coat Carbozinc 808 Green 3

2nd Coat Carboguard 890 Grey 5

3rd Coat Carbothane 134HG Yellow 2

1st Coat Carboguard 890 Buff 5

2nd Coat Carboguard 890 Grey - Stripe Coat 2

3rd Coat Carboguard 890 White 5

4th Coat

1st Coat Carboguard 890 Buff 5

2nd Coat Carboguard 890 Black 5

3rd Coat

1st Coat Carboguard 890 Buff 5

2nd Coat Carboguard 890 Black 5

3rd Coat

SHERWIN-WILLIAMS - 8/13/2020

Product Names - Details / Finish Color / AMS-STD-595 # DFT (Mils)Area of Vessel - Details / Finish Color / AMS-STD-595 #

Coating Order

Hull Exterior Below Waterline / Black / 17038 (Hull Markings Only White / 27880)

Hull Exterior Above Waterline / Black / 17038 (Hull Markings Only White / 27880)

Exterior Main Deck - Deck Barge / Deck Red / 10076

Deck Fittings & Top 24" of Stop Log Guides / Yellow / 13655

Caution, Safety Zones & Tripping Hazards / Yellow / 13655

Interior Hull - Compartment Voids - Dry / White / 27880

Handrails, Ladders, Stringers, & Rails / Black / 17038

Stop Log Guides / Black / 17038

CARBOLINE - 7/31/2020

Product Names - Details / Finish Color / AMS-STD-595 # DFT (Mils)Area of Vessel - Details / Finish Color / AMS-STD-595 #

Coating Order

Hull Exterior Below Waterline / Black / 17038 (Hull Markings Only White / 27880)

Hull Exterior Above Waterline / Black / 17038 (Hull Markings Only White / 27880)

Exterior Main Deck - Deck Barge / Deck Red / 10076

Deck Fittings & Top 24" of Stop Log Guides / Yellow / 13655

Caution, Safety Zones & Tripping Hazards / Yellow / 13655

SHERWIN-WILLIAMS

CARBOLINE

Interior Hull - Compartment Voids - Dry / White / 27880

Handrails, Ladders, Stringers, & Rails / Black / 17038

Stop Log Guides / Black / 17038

MARINE DESIGN CENTER STD

FLOATING PLANT PAINT SCHEDULE

Pg 4

Min Max

1st Coat Jotamastic 90 GF / Black 10

2nd Coat Hardtop XP / White 2

1st Coat Jotamastic 90 GF / Black 10

2nd Coat Hardtop XP / Black 2

3rd Coat Hardtop XP / White 2

1st Coat Jotamastic 80 / Grey 5

2nd Coat Jotamastic 80 / Red 5

3rd Coat Hardtop XP / Deck Red 2

1st Coat Jotamastic 80 / Red 5

2nd Coat Jotamastic 80 / Grey 5

3rd Coat Hardtop XP / Yellow 2

1st Coat Jotamastic 80 / Red 5

2nd Coat Jotamastic 80 / Grey 5

3rd Coat Hardtop XP / Yellow 2

1st Coat Jotamastic 80 / Al RT 5

2nd Coat Jotamastic 80 - Stripe Coat / Grey

3rd Coat Jotamastic 80 / White 5

4th Coat Hardtop XP / White 2

1st Coat Jotamastic 80 / Red 5

2nd Coat Jotamastic 80 / Grey 5

3rd Coat Hardtop XP / Black 2

1st Coat Jotamastic 80 / Red 5

2nd Coat Jotamastic 80 / Grey 5

3rd Coat Hardtop XP / Black 2

JOTUN - 7/30/2020

Product Names - Details / Finish Color / AMS-STD-595 # DFT (Mils)Area of Vessel - Details / Finish Color / AMS-STD-595 #

Coating Order

Interior Hull - Compartment Voids - Dry / White / 27880

Handrails, Ladders, Stringers, & Rails / Black / 17038

Stop Log Guides / Black / 17038

JOTUN

Hull Exterior Below Waterline / Black / 17038 (Hull Markings Only White / 27880)

Hull Exterior Above Waterline / Black / 17038 (Hull Markings Only White / 27880)

Exterior Main Deck - Deck Barge / Deck Red / 10076

Deck Fittings & Top 24" of Stop Log Guides / Yellow / 13655

Caution, Safety Zones & Tripping Hazards / Yellow / 13655