871-B399-01 ABS Structure Calculations.pdf

REV. DATE APRD.

- 8/13/2021

DR. BY DES. BY CHK'D BY

JBL 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

August 13, 2021 SCALE: AS SHOWN

USACE ST. PAUL 150' CRANE/EXCAVATOR BARGE

150'-0" x 40'-0" x 9'-0"

ABS STRUCTURE CALCULATIONSRECOMMENDED - PROJ ENG.

M. R. NEWBORN, P.E. NA

PROJECT NO. DRAWING NO.

T.J. KEYSER, P.E. NA

- 3218 399-01 1

JBL

8/13/2021 St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 2 of 22

Basic Hull L B D d Dimensions (ft) (ft) (ft) (ft)

150 40 9 5

3-2-2/17.1 L s treq'd toff'd

Bottom Shell (ft) (in) (in) (in) t=0.000825L+0.007s-0.02 in , min=0.20 in

150 24 0.272 0.500

3-2-2/21.3 treq'd 3-2-2/17.1 tbot treq'd toff'd

Reinforcement B (in) Side Shell (in) (in) (in) t=BOT t req'd - 0.02 in, min. t=0.18 in

Side Shell 0.375 0.272 0.252 0.500

Bilge Radius 0.500

Headlog 0.625

Sternlog 0.625

3-2-2/7.3 L treq'd toff'd

Between Rakes Deck Plate (ft) (in) (in) t=0.0008L+0.14 in

150 0.260 0.500

3-2-2/7.1 sb treq'd toff'd

Min Deck Plate (in) (in) (in) t=0.01*(s b ) in

Typical 24 0.240 0.500

3-2-2/7.7 s p h treq'd toff'd h=p/(45 lb/ft ³ ) ft

Cargo Deck Plate (in) (psf) (ft) (in) (in) t=0.00218*s* √(h)+0.06 in, no less than 0.20 in

Typcial Load 24 1000 22.2 0.307 0.50

Crane Load 24 11353 252.3 0.891 1.00 ****'

3-2-2/15.1.1, 15.3.1 s h treq'd toff'd t=s* √(h)/525+0.07 in

Bulkhead Plate (in) (ft) (in) (in) t=s* √(h)/460+0.07 in

Nontank 24.00 9.00 0.18 0.375

Tank 24.00 13.00 0.23 0.375

3-2-2/7.5 tbulk treq'd toff'd t=t bulkhead + 0.04 in

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

0.375 0.415 0.50

HULL PLATING CALCULATIONS

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 3 of 22 h=p/(45 lb/ft ³ ) ft

SM=0.0041chsℓ ² in³

HULL toff'd boff'd

Scantlings (*) (ft) (ft) (ft) (in) (in) (in³) (in³)

1.08 13.00 2.00 4.00 0.500 24.00 1.84 3.09

1.00 13.00 4.00 9.25 0.500 37.00 18.24 41.80

1.00 13.00 4.00 12.00 0.500 48.00 30.70 42.24

1.00 13.00 3.00 10.00 0.500 36.00 15.99 40.83

1.08 11.17 2.00 4.00 0.500 24.00 1.58 3.09

1.00 8.50 4.00 9.00 0.500 36.00 11.29 21.94

0.70 22.20 2.00 4.00 0.500 24.00 2.04 3.09

0.70 50.00 4.00 8.00 0.750 32.00 36.74 42.90

0.70 22.20 4.00 12.00 0.500 48.00 36.70 42.24

0.70 22.20 3.00 10.00 0.500 36.00 19.11 40.83

0.70 22.20 6.00 12.00 0.500 48.00 55.05 55.15

0.70 89.20 2.00 4.00 0.750 24.00 8.19 12.18

0.46 4.50 2.00 9.00 0.375 24.00 1.37 2.94

0.46 4.50 2.00 9.00 0.375 24.00 1.37 2.94

0.46 4.50 4.00 9.00 0.375 36.00 2.75 21.45

1.00 13.00 2.00 9.00 0.375 24.00 8.63 11.23

1.00 13.00 2.00 9.00 0.375 24.00 8.63 11.23

1.00 13.00 4.00 9.00 0.375 36.00 17.27 21.45

0.46 4.50 2.00 9.00 0.375 24.00 1.37 23.47

0.46 4.50 2.00 9.00 0.375 24.00 1.37 23.47

ABS Equivalent Uniformly Distributed Deck Loadings

0.70 55.56 2.00 4.00 0.750 24.00 5.10 12.18

0.70 100.0 1.00 4.00 0.750 12.00 4.59 32.31

0.70 55.55 4.00 8.00 0.750 32.00 40.81 42.90

0.70 100.0 4.00 8.00 0.750 32.00 73.47 78.15

*=ABS Rule References and 'c' values

SMoff'd Member off'd

Bottom Long/FR 0-38 L 3x2x3/8"

0'-8' off CL/Bottom Trans/FR 0-38 FP 12x6x3/8"

HULL SCANTLING CALCULATIONS

c h s ℓ Effective Plate

SMreq'd

Side Long/FR 0-38 L 3x2x3/8"

Side Trans/FR 0-38 FP 9x4x3/8"

8'-20' off CL/Bottom Trans/FR 0-38 FP 12x6x3/8"

4' off CL/Bot Long Girder/FR 16-21' FP 12x6x3/8"

Crane Pad/Deck Trans/FR 24-26 Basic Principles FP 12x6x3/4"

Crane Pad/Deck Trans/FR 31-33 Basic Principles FP 12x6x3/4"

10'-14' off CL/Deck Long/FR 24-26 Basic Principles FP 12x4x3/8"

10'-14' off CL/Deck Long/FR 31-33 Basic Principles FP 12x4x3/8"

Typical/Deck Trans/FR 0-24 FP 12x6x3/8"

4' off CL/Deck Long Girder/FR 16-21' FP 12x6x3/8"

OTHER/Deck Trans/Loaded Hatches FP 12x9x3/8"

Typical/Deck Long/FR 0-38 L 3x2x3/8"

Typical/DeckTrans/FR 24-38 FP 12x6x3/8"

NonTank BH Stiff/Trans/FR 0-38 L 3x2x3/8"

NonTank BH Stiff/Long/FR 0-38 L 3x2x3/8"

NonTank BH Trans/Long/FR 0-38 FP 9x4x3/8"

0-8' off CL/Deck Long/FR 24-38 L 5x5x3/8"

Tank BH Trans/Long/FR 0-38 FP 9x4x3/8"

12' off CL/BH Stiff/Long/FR 24-26 L 5x5x3/8" x 2

Tank BH Stiff/Trans/FR 0-38 L 5x5x3/8"

Tank BH Stiff /Long/FR 0-38 L 5x5x3/8"

0-8' off CL/Deck Long/FR 24-38 L 5x5x3/8"

10-14'off CL/DeckLong/FR24-26,31-33 FP 12x4x3/8"

Typical/DeckTrans/FR 24-38 FP 12x6x3/8"

12' off CL/BH Stiff/Long/FR 31-33 L 5x5x3/8" x 2

3-2-2/9 Side Long. c = 1.08 3-2-2/13 Side Trans. c = 1.00

10-14'off CL/DeckTrans/FR24-26,31-33 FP 12x6x3/4"

3-2-2/9 Bottom Long. c = 1.08 3-2-2/11.1, 13 Bottom Trans. c = 1.00

3-2-2/15.1.2 NonTank BH Stiffener c = 0.46 3-2-2/15.3.2 Tank BH Stiffener c = 1.00

3-2-2/9 Deck Long. c = 0.70 3-2-2/11.1, 13 Deck Trans. c = 0.70

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 4 of 22

3-2-2/11.3 FR FR FR FR FR FR FR

W=pbs 0-38 24-38 24-38 24-38 24-38 24-38 21

W a =[k-nℓ/r]A ABS NonTk EXCAV EXCAV TIRE PAD Tank

Side Long'l Long'l Long'l Long'l Long'l Trans

Trans BulkHd BulkHd BulkHd BulkHd BulkHd BulkHd Frame Frame Frame Stiff Stiff Frame Stiff

STANCHION, DIAGONAL/COMPRESSION MEMBER CALCULATIONS

Rule

Ref Variable(s)

6 8 3 3 3.75 2.41 4

4 4 4 2 1.16 2.41 2

22.22 22.22 43.52 43.52 157.8 476 22.22

1000 1000 1958 1958 7101 21420 999.9

0.446 0.446 0.874 0.874 3.17 9.563 0.4463- 2-

2/

.3 .2 b (ft) s (ft) h (ft) p (lb/ft²) p (Ltf/ft²)

7.83 7.83 7.83 7.83 7.83 7.83 7.83

0.345 0.345 0.345 0.345 0.345 0.345 0.345

9 9 9 9 9 9 9

2.78 3.30 3.30 0.88 0.88 2.74 0.88

22.73 18.23 18.23 10.73 10.73 16.21 10.73

11.3.2 10.71 14.29 10.49 5.246 13.79 55.54 3.571

11.3.1 152.6 125.6 125.6 46.16 46.16 108.6 46.16

W (Ltf)

Wa (Ltf)

3- 2-

2/

.3 .1 k n ℓ (ft) r (in)

A (in²)

*3-2-2/11.5

ABS

Interaction EQ

11.29 2.75 2.75 1.37 1.37 1.37 8.63

21.94 12.18 12.18 2.94 2.94 23.47 11.23

10.71 21.45 21.45 21.45 13.79 55.54 3.571

152.6 125.6 125.6 46.16 46.16 108.6 46.16

ABS 0.58 0.40 0.40 0.93 0.77 0.57 0.85

**3-2-2/11.5 ↓ ↓ ↓ ↓ ↓ ↓

Diagonals ↓ ↓ ↓ ↓ ↓ ↓

STANC

DIAGO 0 0 0 0 0 0

DIAGO

*EQ = (SMreq'd/SMoff'd)+(W/Wa) <= 1.00 **DiaA=StAx50%

FP

x4 x3

/8

EQ

A (in²)

Areq'd (in²)

Aoff'd (in²)

L 5x

5x 3/

8" x2

L 5x

5x 3/

8"

SCANT

SMreq'd (in³)

SMoff'd (in³)

STANC

W (Ltf)

Wa (Ltf)

FP

x4 x3

/8

FP

x4 x3

/8

L 3x

2x 3/

8"

L 3x

2x 3/

8"

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 5 of 22

MANUAL (Values in Outlined cells are inserted to finish calcs), HALF-HULL VERSION @ FR 00-38 b ↔(in) h ↕(in) A (in²) dn (ft) Adn (in²-ft) Adn² (in²-ft²) io (in²-ft²)

240 0.5 120.0 9.00 1080 9720 0.02

0.5 108 54.00 4.500 243 1094 364.5

240 0.5 120.0 0.021 2.500 0.052 0.02

0.375 31 11.63 4.500 52.31 235.4 6.47

15.57 9.000 140.1 1261 1.57

6.92 4.500 31.1 140.1 1.57

15.57 0.086 1.336 0.115 1.57

ΣA ΣAdn ΣAdn² Σio

343.7 1550 12450 375.7 dg (ft) = ΣAdn/ΣA dg²ΣA (in²-ft²) 2x I (in²-ft²) = 2x [Σ(io+Adn²)-dg²ΣA]

4.51 6994 14765

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

4.51 4.49 3273

3-2-2/5.1 L B D SMreq'd SMoff'd SM=0.005(B+40)DL in²-ft Longitudinal Strength (ft) (ft) (ft) (in²-ft) (in²-ft)

150 40 9 540.0 3273 h ≥ 4.6 ft h=.0224L-1.82 ft, SM=0.0041chsℓ ² in³

3-2-5/21.1.2,21.1.3

Deckhouse toff'd boff'd

Scantlings (*) (ft) (ft) (ft) (in) (in) (in³) (in³)

0.45 4.60 2.00 8.00 0.250 24.00 1.09 2.03

0.45 4.60 2.00 8.00 0.250 24.00 1.09 14.30

0.45 4.60 2.66 4.00 0.250 31.92 0.36 2.03

0.45 4.60 4.00 8.00 0.250 32.00 2.17 14.56

0.45 4.60 2.00 4.00 0.250 16.00 0.27 2.00

0.45 4.60 4.00 6.00 0.250 24.00 1.22 14.30

3-2-5/9.3 sb treq'd toff'd t ≥ 0.18 in

Superstructure Deck Plate (in) (in) (in) t=0.0063*(s b ) + 0.04 in

24 0.240 0.250

3-2-5/21.1.1.1 L h s treq'd tmin toff'd h=.0224L-1.82 ft Deckhouse Side & End Bulkheads (ft) (ft) (ft) (in) (in) (in) t min =0.16 + 0.00012L in

150 1.54 2 0.150 0.178 0.250 t req =(s* √(h)/50) + 0.10 in

150 1.54 2 0.150 0.178 0.250

LONGITUDINAL STRENGTH/HULL GIRDER CALCULATIONS

Structure

P

LA

TE

Deck

Side(s)

Bottom

Bulkhead

Bulkhead

L 3x2x3/8" X 9

Bottom

Depth (ft)

9.00

DECKHOUSE/SUPERSTRUCTURE CALCULATIONS

SC

A

N

TL

IN

G

S

Deck L 3x2x3/8" X 9

Deck

Side(s) L 3x2x3/8" X 4

Side(s)

Bottom

Long'l BH Horizontal Stiffener L 3x2x1/4"

Vert. Long'l BH Web Stiffener L 7x4x3/8"

Top Deck Long'l Stiffener L 3x2x1/4"

SMoff'd Member off'd

DoorFrame BH Vert Stiffener L 3x2x1/4"

TRV BH Vert Stiffener L 7x4x3/8" c h s ℓ Effective Plate

SMreq'd

Top Deck Trans Web Stiffener L 7x4x3/8"

Transverse Bulkhead

Longitudinal Bulkhead

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 6 of 22

I L L-2*I D X Y

Dunnage Pressure Calc Width Tread Quoted Timber

Arm Track Over Clear Contact Max Dun.

Length Width Track Dist Length GBP Height

(in) (in) (in) (in) (in) (psi) (in)

185 20 162 122 188 24.5 8

213 26 162 110 181 15.4 8

ABS Cargo Deck Plate Test s p p h treq'd toff'd h=p/(45 lb/ft ³ ) ft

(in) (psi) (psf) (ft) (in) (in) t ≥ 0.20in, t=0.00218*s*√(h)+0.06 in

24 13.61 1960 43.56 0.405 0.75 *

24 9.53 1373 30.51 0.349 0.75 *=Worst Case in Leibherr h=p/(45 lb/ft ³ ) ft p= (D-GBP x 144) psf

SM=0.0041chsℓ ² in³

ABS Uniform Loading Test toff'd boff'd

(*) (ft) (ft) (ft) (in) (in) (in³) (in³)

0.70 43.56 2.00 4.00 0.750 24.00 4.00 12.18

0.70 43.56 4.00 8.00 0.750 32.00 32.0 42.90

Diluted

Priority / Excavator

D-GBP

(psi)

Liebherr R976-Tier4 13.61

X*I*D/(I+2Y)*D

SMoff'd Member off'd

Tread/FR 24-38/Deck Long/D-GBP L 5x5x3/8"

Tread/FR 24-38/Deck Trans/D-GBP FP 12x6x3/8"

John Deer 870G-LC 9.53

Leibherr / FR 24-38 / D-GBP

John Deer / FR 24-38 / D-GBP c h s ℓ Effective Plate

SMreq'd

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 7 of 22

Liebherr R976-Tier4

Exc Tread on Deck Longitudinal

SHEAR AND BENDING STRESS

Tire Contact Area / Diluted GBP

Fy (psi) = 34000

Load Width = d (in) = 24 ℓ (in) = 48 w (psi) = 13.6

W (lb/in) = 327

R1 = R2 = Vmax (lb) =

Mmax (lb-in) =

94080

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

5.00 5.00 0.375 0.375 3/4 24.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

L 5x5x3/8"

Plate 24 0.75 18.00 5.38 96.8 520 0.84

Web 0.375 4.625 1.73 2.69 4.7 13 3.1

Flange 5 0.375 1.88 0.19 0.35 0.07 0.02 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

1.63 5.75 21.61 73.7 101.8 533 3.96 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

4.71 479 57 4.71 1.04

SM (in³) = Lesser of I/C & I/c

12.18

Max Moment in Beam (lb-in) = Max Shear in Beam (lb) =

Beam Section Modulus (in³) = 12.18 Shear Area (in²) = 1.73 = Web Area

Actual Bending Stress (psi) = 7724 = Moment / SM Actual Shear Stress (psi) = 4520 =Shear / Area

Allowable Bending Stress (psi) = 20400 = (0.6)*F y Allowable Shear Stress (psi) = 13600 = (0.4)*F y

Factor of Safety (F.S.) = 2.64 = Allowable / Actual Factor of Safety (F.S.) = 3.01

OK OK

784094080

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 8 of 22

Dunnage Pressure Calc # of Contact Result. Timber

Quoted Contact Point Contact Contact Max Dunn. Dillute.

Pres. Points Shape Width Length GBP Height D-GBP (psi) () () (in) (in) (psi) (in) (psi)

76.0 4 Rect. 29.5 13.88 76.0 8.00 49.27

ABS Cargo Deck Plate Test s p p h treq'd toff'd h=p/(45 lb/ft ³ ) ft

(in) (psi) (psf) (ft) (in) (in) t ≥ 0.20in, t=0.00218*s*√(h)+0.06 in

24 49.3 7096 157.7 0.717 0.75

Quoted

Quoted Max

Crane Tire

FR 24-38 / Tire-on-Trans / D-GBP

Priority / Excavator Weight Load

(lb) (lb)

GRT8100 w/ Tires 124505 31126

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 9 of 22

GRT8100 - TIRES

DECK LONGITUDINAL

MAX BENDING STRESS

Tire Contact Area / Diluted GBP

Fy (psi) = 34000

(ℓ-b) /2 = a (in) = 16.0 b (in) = 16.00 c (in) = 16.00

Load Width = d ( in) = 24 ℓ (in) = 48 w (psi) = 49.3

W (lb/in) = 1183

R1 = R2 = Vmax (lb) =

Mmax (lb-in) =

189215

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

5.00 5.00 0.375 0.375 3/4 24.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

L 5x5x3/8"

Plate 24 0.75 18.00 5.38 96.8 520 0.84

Web 0.375 4.625 1.73 2.69 4.7 13 3.1

Flange 5 0.375 1.88 0.19 0.35 0.07 0.02 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

1.63 5.75 21.61 73.7 101.8 533 3.96 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

4.71 479 57.4 4.71 1.04

SM (in³) = Lesser of I/C & I/c

12.18

Max Moment in Beam (lb-in) = Max Shear in Beam (lb) =

Beam Section Modulus (in³) = 12.18 Shear Area (in²) = 1.73 = Web Area

Actual Bending Stress (psi) = 15534 = Moment / SM Actual Shear Stress (psi) = 5455 =Shear / Area

Allowable Bending Stress (psi) = 20400 = (0.6)*F y Allowable Shear Stress (psi) = 13600 = (0.4)*F y

Factor of Safety (F.S.) = 1.31 = Allowable / Actual Factor of Safety (F.S.) = 2.49

OK OK

Deflection Allowable = 0.060 = L/800 P=W*b Actual Deflection = 0.026 = PL³/(48*E*I)

189214.9451 9460.747253

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 10 of 22

GRT8100 - TIRES

DECK LONGITUDINAL

MAX SHEAR STRESS

Fy (psi) = 34000

Tire Contact Area / Diluted GBP

(ℓ-b) = a (in) = 34.2 b (in) = 13.8

Load Width = d (in) = 24.0 ℓ (in) = 48 w (psi) = 49.3

W (lb/in) = 1183

R2 (lb) =

R1 = Vmax (lb) =

Mmax (lb-in) =

2345.970

13973.819

82559.071

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

5.00 5.00 0.375 0.375 3/4 24.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

L 5x5x3/8"

Plate 24 0.75 18.00 5.38 96.8 520 0.84

Web 0.375 4.625 1.73 2.69 4.7 13 3.1

Flange 5 0.375 1.88 0.19 0.35 0.07 0.02 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

1.63 5.75 21.61 73.7 101.8 533 4.0 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

4.71 479 57 4.71 1.04

SM (in³) = Lesser of I/C & I/c

12.18

Max Moment in Beam (lb-in) = Max Shear in Beam (lb) =

Beam Section Modulus (in³) = 12.18 Shear Area (in²) = 1.73 = Web Area

Actual Bending Stress (psi) = 6778 = Moment / SM Actual Shear Stress (psi) = 8057 =Shear / Area

Allowable Bending Stress (psi) = 20400 = (0.6)*F y Allowable Shear Stress (psi) = 13600 = (0.4)*F y

Factor of Safety (F.S.) = 3.01 = Allowable / Actual Factor of Safety (F.S.) = 1.69

82559.07139 13973.81934

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 11 of 22

GRT8100 w/ Tires

CENTER DECK TRANSVERSE

MAX BENDING STRESS

Tire Contact Area / Diluted GBP

Fy (psi) = 34000 a (in) = 25.25 b (in) = 45.5 c (in) = 25.25

Load Width = d ( in) = 13.88 ℓ (in) = 96 w (psi) = 49.3

W (lb/in) = 684

R1 (lb) = 15559

R2 (lb) = 15559

Vmax (lb) =

Mmax (lb-in) =

15559

569866

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

12.00 6.00 0.375 0.375 3/4 32.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

FP 12x6x3/8"

Plate 32 0.75 24.00 12.38 297.0 3675 1.13

Web 0.375 11.63 4.36 6.19 27.0 167 49.1

Flange 6 0.375 2.25 0.19 0.42 0.08 0.03 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

3.85 12.75 30.61 104.4 324.4 3842 50.2 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

10.60 3438 455 10.60 2.15

SM (in³) = Lesser of I/C & I/c

42.90

Max Moment in Beam (lb-in) = Max Shear in Beam (lb) =

Beam Section Modulus (in³) = 42.90 Shear Area (in²) = 4.36 = Web Area

Actual Bending Stress (psi) = 13283 = Moment / SM Actual Shear Stress (psi) = 3569 =Shear / Area

Allowable Bending Stress (psi) = 20400 = (0.6)*F y Allowable Shear Stress (psi) = 13600 = (0.4)*F y

Factor of Safety (F.S.) = 1.54 = Allowable / Actual Factor of Safety (F.S.) = 3.81

569866 15559

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 12 of 22

GRT8100 - TIRES

DECK TRANSVERSE

MAX SHEAR STRESS

Fy (psi) = 34000

Tire Contact Area / Diluted GBP

(ℓ-b) = a (in) = 50.5 b (in) = 45.5

Load Width = d (in) = 13.88 ℓ (in) = 96 w (psi) = 49.3

W (lb/in) = 684

R2 (lb) =

R1 = Vmax (lb) =

Mmax (lb-in) =

7374.545

23744.415

412172.742

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

12.00 6.00 0.375 0.375 3/4 24.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

FP 12x6x3/4"

Plate 24 0.75 18.00 12.38 222.8 2757 0.84

Web 0.375 11.63 4.36 6.19 27.0 167 49.1

Flange 6 0.375 2.25 0.19 0.42 0.08 0.03 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

4.18 12.75 24.61 84.0 250.1 2924 50.0 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

10.16 2543 431 10.16 2.59

SM (in³) = Lesser of I/C & I/c

42.39

Max Moment in Beam (lb-in) = Max Shear in Beam (lb) =

Beam Section Modulus (in³) = 42.39 Shear Area (in²) = 4.36 = Web Area

Actual Bending Stress (psi) = 9724 = Moment / SM Actual Shear Stress (psi) = 5447 =Shear / Area

Allowable Bending Stress (psi) = 20400 = (0.6)*F y Allowable Shear Stress (psi) = 13600 = (0.4)*F y

Factor of Safety (F.S.) = 2.10 = Allowable / Actual Factor of Safety (F.S.) = 2.50

23744.41479412172.7419

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 13 of 22

TIRE w/ LONGITUDINAL BULKHEAD --------------------------- COMPRESSION STRESS AND BUCKLING CHECK

REF: FORMULAS FOR STRESS AND STRAIN, 7TH ED., BY ROARK AND BUDYNAS, MCGRAW-HILL, P.730

CHECK 3/8" Transverse BHD. PL WIDTH FOR BUCKLING FOR MAX GBP Excavator Loading:

PLATE PANEL ASPECT RATIO, a/b = a = 9 FT. b = 2 FT. a/b = 4.5

WHERE:

FROM REF., THE PLATE BUCKLING STRESS, ASSUMING ALL SIDES ARE SIMPLY SUPPORTED,

FOR A CONSERVATIVE ANALYSIS, IS DEFINED AS FOLLOWS:

σ'=K(E/(1-v^2))(t/b)^2

WHERE: Roark pg 734, Table 15.2, 1a

K= PLATE BUCKLING COEFFICIENT, DEPENDENT UPON PLATE ASPECT RATIO = 3.29 AS a/b APPROACHES Infinity

E = ELASTIC MODULUS = 29000 KSI, FOR STEEL v= POISSON'S RATIO = 0.3 FOR STEEL t = PLATE THICKNESS = 0.375 IN. b = SMALL (LOADED) DIM. OF PLATE = 24 IN σ'= 25.60 KSI f'cr = fy-(fy^2)/4fcr (USS STEEL DESIGN MANUAL, EQ. 4.3)

WHERE:

f'cr = INELASTIC PLATE BUCKLING STRESS P (kips)= (Pc)*(b*Bc)/1000 fy = PLATE YIELD STRENGTH = 34000 PSI b = Width of Plate = 2 ft fc = ELASTIC PLATE BUCKLING STRESS, =( 26.2 X 10^6)kc/(b/t)^2 Bc = Distance Between Vert Stiffener = 2 ft

WHERE kc = PLATE BUCKLING COEFFICIENT = 4.00 FOR a/b from USS Steel Design Manual fc = 25586 PSI f'cr = 22705 PSI = 22.70 KSI w = Max GBP = Max Pressure from Crane Tires = 49.27 PSI with 8" Dunnage

= 7.096 KSF

P = Avg Tire Load on Width of BHD = 28.38 kips = [w (ksf) ] x Bc x b

ACTUAL PL PANEL COMPRESSIVE STRESS, fa = P/Ab = P/(bt) = 3.15 KSI

F.S. = f'cr/fa = 7.20 OK

SINCE s IS >= Fy/2 (17 KSI FOR ABS GR. A MILD STEEL), THE INELEASTIC PLATE BUCKLING STRESS MUST BE CALCULATED

TO

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 14 of 22

TIRE w/ LONG/TRANS BULKHEAD STIFFENER --------------------- COMPRESSION STRESS AND BUCKLING CHECK

THE BUCKLING CHECK SHALL BE BASED UPON THE USE OF AN ALLOWABLE AXIAL STRESS, AS DEFINED BY AISC ASD MANUAL.

KL/r = COLUMN SLENDERNESS RATIO

WHERE:

K = EFF. COLUMN LENGTH FACTOR = Table C-A-7.1 in AISC Manual (Figures)

L = COLUMN LENGTH

r = RADIUS OF GYRATION ABOUT WEAK AXIS = (I/A)^0.5

I = MOMENT OF INERTIA OF COMBINED STIFFENER AND EFF. WIDTH OF BHD PL.

A= AREA OF COMBINED STIFF. AND EFF. BHD PL

COMPARE KL/r to SLENDERNESS RATIO LIMIT CORRESPONDING TO TANGENT POINT ON

COLUMN STRENGTH CURVE WHERE Fy/2.

Cc= (2π^2E/Fy)^0.5 E = 29000 KSI Fy = 34 KSI Cc = 129.8

IF KL/r < Cc, THEN THE ALLOWABLE AXIAL STRESS, Fa, IS DETERMINED AS FOLLOWS:

Fa = CaFy Ca =ALLOWABLE STRESS COEFFICIENT FROM AISC ASD TABLE 3, P. 5-119 OF AISC ASD MANUAL.

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

3.00 2.00 0.375 0.375 3/8 24.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

L 3x2x3/8"

Plate 24 0.375 9.00 3.19 28.7 91 0.11

Web 0.375 2.625 0.98 1.69 1.7 3 0.6

Flange 2 0.375 0.75 0.19 0.14 0.03 0.01 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

0.88 3.38 10.73 36.6 30.5 94 0.68 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

2.84 87 8 2.84 0.53

SM (in³) = Lesser of I/C & I/c

2.94

K = 1 L = 108 IN. r = 0.88 IN. KL/r = 122.45

(KL/r)/Cc = 0.94 Ca = 0.291 Fa = 9.89 KSI

DETERMINE ALLOWABLE LOAD, Pa. Pa = Fa x A

TIRE

A = 10.73 IN^2 Pa = 106 KIPS* >P = Max Load = 32.00 KIPS OK

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 15 of 22

TIRE w/ LONG/TRANS BULKHEAD TRANSVERSE --------------------- COMPRESSION STRESS AND BUCKLING CHECK

THE BUCKLING CHECK SHALL BE BASED UPON THE USE OF AN ALLOWABLE AXIAL STRESS, AS DEFINED BY AISC ASD MANUAL.

KL/r = COLUMN SLENDERNESS RATIO

WHERE:

K = EFF. COLUMN LENGTH FACTOR = Table C-A-7.1 in AISC Manual (Figures)

L = COLUMN LENGTH

r = RADIUS OF GYRATION ABOUT WEAK AXIS = (I/A)^0.5

I = MOMENT OF INERTIA OF COMBINED STIFFENER AND EFF. WIDTH OF BHD PL.

A= AREA OF COMBINED STIFF. AND EFF. BHD PL

COMPARE KL/r to SLENDERNESS RATIO LIMIT CORRESPONDING TO TANGENT POINT ON

COLUMN STRENGTH CURVE WHERE Fy/2.

Cc= (2π^2E/Fy)^0.5 E = 29000 KSI Fy = 34 KSI Cc = 129.8

IF KL/r < Cc, THEN THE ALLOWABLE AXIAL STRESS, Fa, IS DETERMINED AS FOLLOWS:

Fa = CaFy Ca =ALLOWABLE STRESS COEFFICIENT FROM AISC ASD TABLE 3, P. 5-119 OF AISC ASD MANUAL.

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

9.00 4.00 0.375 0.375 3/8 24.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

L 9x4x3/8"

Plate 24 0.375 9.00 9.19 82.7 760 0.11

Web 0.375 8.625 3.23 4.69 15.2 71 20.1

Flange 4 0.375 1.50 0.19 0.28 0.05 0.02 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

3.30 9.38 13.73 46.9 98.1 831 20.17 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

7.14 701 150 7.14 2.23

SM (in³) = Lesser of I/C & I/c

20.98

K = 1 L = 108 IN. r = 3.30 IN. KL/r = 32.69

(KL/r)/Cc = 0.25 Ca = 0.551 Fa = 18.73 KSI

DETERMINE ALLOWABLE LOAD, Pa. Pa = Fa x A

TIRE

A = 13.73 IN^2 Pa = 257 KIPS* >P = Max Load = 32.00 KIPS OK

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 16 of 22

Dunnage Pressure Calc # of Result. Timber

Contact Contact Contact Pad Contact Contact Max Dunn. Dillute.

Points Width Length Area Width Length GBP Height D-GBP () (in) (in) (in²) (in) (in) (psi) (in) (psi)

1 23.6 23.6 437.4 18.54 23.6 288.0 8.00 154.6

ABS Cargo Deck Plate Test s p p h treq'd toff'd h=p/(45 lb/ft ³ ) ft

(in) (psi) (psf) (ft) (in) (in) t ≥ 0.20in, t=0.00218*s*√(h)+0.06 in

12 154.6 22262 494.7 0.642 0.75

Original Pad A Equal Area

RectangleQuoted

FR 24-38 / Pad-on-Trans / D-GBP

Crane

Priority / Excavator Weight

(lb)

GRT8100 w/ Pads 126000

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 17 of 22

GRT8100 - PADS

DECK TRANSVERSE

SHEAR AND BENDING STRESS

Fy (psi) = 34000

PAD Contact Area / Diluted GBP

(ℓ-b) = a (in) = 61.5 b (in) = 34.5

Load Width = d (in) = 23.8 ℓ (in) = 96 w (psi) = 154.6

W (lb/in) = 3679

R2 (lb) =

R1 = Vmax (lb) =

Mmax (lb-in) =

> 29.17 if bulkhead is missed

22862.014

104222.720

1476127.117

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

12.00 6.00 0.750 0.750 3/4 32.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

FP 12x6x3/4"

Plate 32 0.75 24.00 12.38 297.0 3675 1.13

Web 0.75 11.25 8.44 6.38 53.8 343 89.0

Flange 6 0.75 4.50 0.38 1.69 0.63 0.21 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

4.49 12.75 36.94 126.0 352.5 4019 90.3 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

9.54 3364 746 9.54 3.21

SM (in³) = Lesser of I/C & I/c

78.15

Max Moment in Beam (lb-in) = Max Shear in Beam (lb) =

Beam Section Modulus (in³) = 78.15 Shear Area (in²) = 8.44 = Web Area

Actual Bending Stress (psi) = 18889 = Moment / SM Actual Shear Stress (psi) = 12352 =Shear / Area

Allowable Bending Stress (psi) = 20400 = (0.6)*F y Allowable Shear Stress (psi) = 13600 = (0.4)*F y

Factor of Safety (F.S.) = 1.08 = Allowable / Actual Factor of Safety (F.S.) = 1.10

1476127.117 104222.7198

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 18 of 22

GRT8100 - PADS

DECK LONGITUDINAL

MAX BENDING STRESS

Pad Contact Area / Diluted GBP

Fy (psi) = 34000 ℓ - b - c = a (in) = 12.10 b (in) = 23.80 c (in) = 12.10

Load Width = d (in) = 12 ℓ (in) = 48 w (psi) = 154.6

W (lb/in) = 1855

R1 (lb) =

Vmax (lb) =

Mmax (lb-in) =

22076.10

22076.10

398473.56

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

12.00 4.00 0.375 0.375 3/4 12.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

FP 12x4x3/8"

Plate 12 0.75 9.00 12.38 111.4 1378 0.42

Web 0.375 11.63 4.36 6.19 27.0 167 49.1

Flange 4 0.375 1.50 0.19 0.28 0.05 0.02 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

4.50 12.75 14.86 50.7 138.6 1545 49.53 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

9.33 1293 301 9.33 3.42

SM (in³) = Lesser of I/C & I/c

32.31

Max Moment in Beam (lb-in) = Max Shear in Beam (lb) =

Beam Section Modulus (in³) = 32.31 Shear Area (in²) = 4.36 = Web Area

Actual Bending Stress (psi) = 12334 = Moment / SM Actual Shear Stress (psi) = 5064 =Shear / Area

Allowable Bending Stress (psi) = 20400 = (0.6)*F y Allowable Shear Stress (psi) = 13600 = (0.4)*F y

Factor of Safety (F.S.) = 1.65 = Allowable / Actual Factor of Safety (F.S.) = 2.69

398473.5577 22076.09738

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 19 of 22

GRT8100 - PADS

DECK LONGITUDINAL

MAX SHEAR STRESS

Fy (psi) = 34000

PAD Contact Area / Diluted GBP

(ℓ-b) = a (in) = 24.2 b (in) = 23.8

Load Width = d (in) = 12.0 ℓ (in) = 48 w (psi) = 154.6

W (lb/in) = 1855

R2 (lb) =

R1 = Vmax (lb) =

Mmax (lb-in) =

10946.065

33206.130

297187.944

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)

12.00 4.00 0.375 0.375 3/4 12.00

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

Member

FP 12x6x3/4"

Plate 12 0.75 9.00 12.38 111.4 1378 0.42

Web 0.375 11.63 4.36 6.19 27.0 167 49.1

Flange 4 0.375 1.50 0.19 0.28 0.05 0.02 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

4.50 12.75 14.86 50.7 138.6 1545 49.5 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

9.33 1293 301 9.33 3.42

SM (in³) = Lesser of I/C & I/c

32.31

Max Moment in Beam (lb-in) = Max Shear in Beam (lb-in) =

Beam Section Modulus (in³) = 32.31 Shear Area (in²) = 4.36 = Web Area

Actual Bending Stress (psi) = 9199 = Moment / SM Actual Shear Stress (psi) = 7617 =Shear / Area

Allowable Bending Stress (psi) = 20400 = (0.6)*F y Allowable Shear Stress (psi) = 13600 = (0.4)*F y

Factor of Safety (F.S.) = 2.22 = Allowable / Actual Factor of Safety (F.S.) = 1.79

297187.9439 33206.12981

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 20 of 22

CRANE PAD w/ LONGITUDINAL BULKHEAD -------------------- COMPRESSION STRESS AND BUCKLING CHECK

REF: FORMULAS FOR STRESS AND STRAIN, 7TH ED., BY ROARK AND BUDYNAS, MCGRAW-HILL, P.730

CHECK 3/8" Transverse BHD. PL WIDTH FOR BUCKLING FOR MAX GBP Excavator Loading:

PLATE PANEL ASPECT RATIO, a/b = a = 9 FT. b = 2 FT. a/b = 4.5

WHERE:

FROM REF., THE PLATE BUCKLING STRESS, ASSUMING ALL SIDES ARE SIMPLY SUPPORTED,

FOR A CONSERVATIVE ANALYSIS, IS DEFINED AS FOLLOWS:

σ'=K(E/(1-v^2))(t/b)^2

WHERE: Roark pg 734, Table 15.2, 1a

K= PLATE BUCKLING COEFFICIENT, DEPENDENT UPON PLATE ASPECT RATIO = 3.29 AS a/b APPROACHES Infinity

E = ELASTIC MODULUS = 29000 KSI, FOR STEEL v= POISSON'S RATIO = 0.3 FOR STEEL t = PLATE THICKNESS = 0.375 IN. b = SMALL (LOADED) DIM. OF PLATE = 24 IN σ'= 25.60 KSI

SINCE s IS >= Fy/2 (17 KSI FOR ABS GR. A MILD STEEL), THE INELEASTIC PLATE BUCKLING STRESS MUST BE CALCULATED TO

ACCOUNT FOR INITIAL PLATE IMPERFECTIONS, AS DEFINED AS FOLLOWS:

f'cr = fy-(fy^2)/4fcr (USS STEEL DESIGN MANUAL, EQ. 4.3)

WHERE:

f'cr = INELASTIC PLATE BUCKLING STRESS P (kips)= (Pc)*(b*Bc)/1000 fy = PLATE YIELD STRENGTH = 34000 PSI fc = ELASTIC PLATE BUCKLING STRESS, =( 26.2 X 10^6)kc/(b/t)^2

WHERE kc = PLATE BUCKLING COEFFICIENT = 4.00 FOR a/b from USS Steel Design Manual fc = 25586 PSI f'cr = 22705 PSI = 22.70 KSI

P = Avg Crane Load on Width of BHD = 126.0 kips

ACTUAL PL PANEL COMPRESSIVE STRESS, fa = P/Ab = P/(bt) = 14.00 KSI

F.S. = f'cr/fa = 1.62 OK

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 21 of 22

CRANE PAD w/ BULKHEAD TRANSVERSE --------------------------- COMPRESSION STRESS AND BUCKLING CHECK

THE BUCKLING CHECK SHALL BE BASED UPON THE USE OF AN ALLOWABLE AXIAL STRESS, AS DEFINED BY AISC ASD MANUAL.

KL/r = COLUMN SLENDERNESS RATIO

K = EFF. COLUMN LENGTH FACTOR = Table C-A-7.1 in AISC Manual (Figures)

L = COLUMN LENGTH

r = RADIUS OF GYRATION ABOUT WEAK AXIS = (I/A)^0.5

I = MOMENT OF INERTIA OF COMBINED STIFFENER AND EFF. WIDTH OF BHD PL.

A= AREA OF COMBINED STIFF. AND EFF. BHD PL

COMPARE KL/r to SLENDERNESS RATIO LIMIT CORRESPONDING TO TANGENT POINT ON

COLUMN STRENGTH CURVE WHERE Fy/2.

Cc= (2π^2E/Fy)^0.5 E = 29000 KSI Fy = 34 KSI Cc = 129.8

IF KL/r < Cc, THEN THE ALLOWABLE AXIAL STRESS, Fa, IS DETERMINED AS FOLLOWS:

Fa = CaFy Ca =ALLOWABLE STRESS COEFFICIENT FROM AISC ASD TABLE 3, P. 5-119 OF AISC ASD MANUAL.

Depth (in) Flange (in) Web t (in) Flange t (in) PL t (in) PL Eff b (in)Member

5.00 5 3/8 3/8

5.00 5 3/8 3/8

Part Width (in) Depth(in) A (in²) dn (in) Adn (in³) Adn²(in⁴) io (in⁴)

L 5x5x3/8" 3/8 24

L 5x5x3/8"

Top Flange 5 0.375 1.875 10.2 19.1 194.6 0.022

Top Web 0.375 4.625 1.734 7.7 13.3 102.5 3.092

Plate 24 0.375 9.000 5.2 46.7 242.2 0.105

Bot Web 0.375 4.63 1.734 2.69 4.661 12.53 3.092

Bot Flange 5 0.375 1.875 0.188 0.352 0.066 0.022 rx (in) = √(I/ΣA) ΣDepth ΣA lb/ft Σadn ΣAdn² Σio

2.74 10.38 16.22 55.34 84.13 552 6.33 dg (in) = ΣAdn/ΣA dg²ΣA (in⁴) I (in⁴) = Σ(io+Adn²)-dg²ΣA C (in) = dg c (in) = ΣDepth-dg

5.19 436 121.8 5.19 5.19

855-259-8568 SM (in³) = Lesser of I/C & I/c

23.47

K = 1 L = 108 IN. r = 2.74 IN. KL/r = 39.42

(KL/r)/Cc = 0.304 Ca = 0.538 e Fa = 18.29 KSI

DETERMINE ALLOWABLE LOAD, Pa. Pa = Fa x A

A = 16.22 IN^2 Pa = 297 KIPS* >P = Max Load = 126.0 KIPS OK

St. Paul Crane/Excavator Barge

ABS/Basic Principles Calcs

Job No. 3218

Sheet 22 of 22

MEMBER SELECTION AND LOCATION DESCRIPTION

Basic Hull

Dimensions Longitudinal Spacing = 2 ft

150 40 9 5 Transverse Spacing = 4ft, 3ft frame spacing from FR 0-2

Start End Start End

0 24 - -

24 38 - -

0 38 - -

24 38 0 10

24 26 10 14

31 33 10 14

16 21 -4 4

0 38 - -

24 26 - -

31 33

See Notes - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

3 36 See Notes

0 38 - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

16 21 -4 4

0 38 - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

0 38 - -

L (ft) B (ft) D (ft) d (ft)

Additional

Notes

- Deck Plate t = 1/2" -

Direction Location Scantling Member FR ## - FR ## __' Off CL

- Deck Plate t = 3/4" -

Longitudinal Deck Stiffener L 3x2x3/8" All Else

Longitudinal Deck Stiffener L 5x5x3/8" Tread/Tire

Longitudinal Deck Stiffener FP 12x4x3/8" Crane Pad

Longitudinal Deck Stiffener FP 12x4x3/8" Crane Pad

Longitudinal Deck Girder* FP 12x6x3/8" Split -4, 4

Transverse Deck Frame FP 12x6x3/8" -

Transverse Deck Frame FP 12x6x3/4" -

Transverse Deck Frame FP 12x6x3/4"

Transverse Deck Frame FP 12x9x3/8" Loaded Hatch

Longitudinal Bulkhead Plate t = 3/8" ALL Else

Longitudinal Bulkhead Nontank Stiffener L 3x2x3/8" -

Longitudinal Bulkhead Tank Stiffener L 5x5x3/8" -

Longitudinal Bulkhead Transverse Frame FP 9x4x3/8" -

Longitudinal Bulkhead Intermediate Stiff L 3x2x3/8" -

Transverse Bulkhead Plate t = 3/8" FR 2,5,16,24…

Transverse Bulkhead Nontank Stiffener L 3x2x3/8" -

Transverse Bulkhead Tank Stiffener L 5x5x3/8" -

- Side Plate t = 1/2" -

Longitudinal Side Stiffener L 3x2x3/8" -

Transverse Side Frame FP 9x4x3/8" -

- Bottom Plate t = 1/2" -

Longitudinal Bottom Stiffener L 3x2x3/8" -

Transverse Bottom Frame FP 12x6x3/8" -

Longitudinal Bottom Girder* FP 12x6x3/8" Split -4, 4

- Deckhouse Super/Roof Plate t = 1/4" -

Longitudinal Deckhouse Roof Stiffener L 3x2x1/4" -

Transverse Deckhouse Roof Frame L 7x4x3/8" -

Longitudinal Deckhouse Bulkhead Plate t = 1/4" -

Transverse Deckhouse Bulkhead Plate t = 1/4" -

Transverse Deckhouse Vertical Stiffener L 7x4x3/8" -

Longitudinal Deckhouse Horizontal Stiffener L 3x2x1/4" -