DRAWING_2.pdf

FWD

SPUD WINCH FOUNDATION CALCULATIONS

COASTAL MARINE EQUIPMENT, INC. MODEL 1S50-125*7-16-40 lb/LT 2240 -

Axial and Shear Force Calculations at Bolt Locations

Rule Reference : ABS SVR Pt-3,Ch-5, Sec-1,13

Bolt Numbering Scheme (Port Side Shown)

Wire breaking strength (BS) 159,800.00 lbs

Design Load (DL) 127,840.00 lbs

Height of the winch drum (H) 60.00 in

Moment (M) 7,670,400.00 lb-in

Approximate weight of winch (W) 10,550.00 lbs

4.71 LT

Number of bolts (N) 12.00 -

Coefficient of friction ( α) 0.50 -

Gravitational acceleration constant (g) 32.20 ft/s

Diameter of the bolt (D) 1.56 in

Cross sectional area of the bolt (Abolt) 1.50 in

Force Normal to Shaft Axis (Px) 127,840.00 lbs

Force Parallel to Shaft Axis (Py) 0.00 lbs

Weight group

Bolts included

No.of bolts

Weight fraction Per bolt

1 B1 & B4 2 0.15 0.08

2 B2 & B5 2 0.20 0.10

3 B3 & B6 2 0.10 0.05

4 B7,B9, & B11 3 0.45 0.15

5 B8, B10, & B12 3 0.10 0.03

Bolt No. xi (in) yi (in) Ixi (in ) Iyi (in

) Rxi (lbs) Ryi (lbs) Rsi(lbs) Ri (lbs) Fxi (lbs) Fyi (lbs) Fi (lbs)

1 32.5 44.4 1,584.4 2,953.7 23,601.2 0.0 791.3 22,810.0 10,647.0 -6.3 10,647.0

2 0.0 44.4 0.0 2,953.7 0.0 0.0 1,055.0 -1,055.0 10,647.0 -6.3 10,647.0

3 -32.5 44.4 1,584.4 2,953.7 -23,601.2 0.0 527.5 -24,128.7 10,647.0 -6.3 10,647.0

4 32.5 28.4 1,584.4 1,207.7 23,601.2 0.0 791.3 22,810.0 10,647.0 -6.3 10,647.0

5 0.0 28.4 0.0 1,207.7 0.0 0.0 1,055.0 -1,055.0 10,647.0 -6.3 10,647.0

6 -32.5 28.4 1,584.4 1,207.7 -23,601.2 0.0 527.5 -24,128.7 10,647.0 -6.3 10,647.0

7 32.5 14.0 1,584.4 294.0 23,601.2 0.0 1,582.5 22,018.7 10,647.0 -6.3 10,647.0

8 -32.5 14.0 1,584.4 294.0 -23,601.2 0.0 351.7 -23,952.9 10,647.0 -6.3 10,647.0

9 32.5 4.0 1,584.4 24.0 23,601.2 0.0 1,582.5 22,018.7 10,647.0 -6.3 10,647.0

10 -32.5 4.0 1,584.4 24.0 -23,601.2 0.0 351.7 -23,952.9 10,647.0 -6.3 10,647.0

11 32.5 -6.0 1,584.4 54.0 23,601.2 0.0 1,582.5 22,018.7 10,647.0 -6.3 10,647.0

12 -32.5 -6.0 1,584.4 54.0 -23,601.2 0.0 351.7 -23,952.9 10,647.0 -6.3 10,647.0

TOTAL 15,843.75 13,228.27 0.00 0.00 10,550.00 -10,550.00

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

REV P2

DWG. NO. 850-B330-02 2 of 10

Above Deck Analysis (Spud Winch)

Wire breaking strength (BS) 159,800.00 lbs

Design Load (DL) 127,840.00 lbs

Height of the winch drum (H) 60.00 in

Moment (M) 7,670,400.00 lb-in

Approximate weight of winch (W) 10,550.00 lbs

YS (σY) 34,000.00 psi

Transverse Foundation Members

RA (aft-outboard) 64,756.24 lbs

RB (aft-inboard) 57,743.76 lbs

RC (fwd - outboard) -64,756.24 lbs

RD (fwd - inboard) -57,743.76 lbs

Bending

Max BM 410,576.00 lb-in

SMreq 12.08 in

SMprovided - 8" x 10" x 5/8" with Attached

Plating of 12" width and 1" thick

56.24 in

Calculated bending stress 7,301.08 psi

Allowable bending stress 34,000.00 psi

Shear web height 8.00 in web thickness 0.63 in

Area of web 5.00 in2

Maximum shear force 40,256.24 lbs

Calculated shear stress 8,051.25 psi

Allowable shear stress 20,400.00 psi

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

DWG. NO. 850-B330-02 3 of 10

Longitudinal Founda!on Members (Inboard)

R2 (aft-inboard) = -R3 47,467.47 lbs

R4 (fwd - inboard) = -R4 -46,412.47 lbs

Bending

Max BM 923,717.00 lb-in

SMreq 27.17 in3

SMprovided - 8" x 10" x 5/8" with Attached

Plating of 12" width and 1" thick 56.24 in

Calculated bending stress 16,426.02 psi

Allowable bending stress 34,000.00 psi

Shear

Area of web 5.00 in2

Maximum shear force 46,412.47 lb

Calculated shear stress 9,282.49 psi

Allowable shear stress 20,400.00 psi

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

DWG. NO. 850-B330-02 4 of 10

Below Deck Analysis (Spud Winch)

YS (σY) 34,000.00 psi

AFT Transverse Member

R1 (aft-outboard) 47,467.47 lbs

R2 (aft-inboard) 47,467.47 lbs

Rside (aft-outboard) 81,438.53 lbs

Rbulk (aft-inboard) 13,496.47 lbs

Bending

Max BM 1,603,879.43 lb-in

SMreq 47.17 in

SMprovided (15x4x3/8" FP with 3 ft. wide and 1" thick attached plate)

49.14 in

Calculated bending stress 32,638.31 psi

Allowable bending stress 34,000.00 psi

Shear web height 15.00 in web thickness 0.38 in

Area of web 5.63 in2

Maximum shear force 46,412.47 lb

Calculated shear stress 8,251.11 psi

Allowable shear stress 20,400.00 psi

Note: The approach is conservative as the calculations are based on the vendor supplied axial force of 24,500 lbs. for mounting hardware. The only exception is the force applied at the location of bolt

2, which was taken as the calculated value of 1,055 lb, as this bolt location is neither in tension nor compression.

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

DWG. NO. 850-B330-02 5 of 10

Local Stress Calculation in the Foundation Flange Due to Loads from the Bolts

Bolt Diameter (D) 1.50 in

Tensile Axial Strength/Proof Load Provided for SAE Grade 8 (Diameter 1.5 in bolts)

(σTFF,prov.)

120,000.00 lb/in2

Tension

Maximum Tensile Axial Force 24,500.00 lbs

Tensile stress area of the bolt on foundation flange (ATFF) 1.49 in

Tensile Axial Stress due to load from bolts in the foundation flange (σTFF,calc.) 16,422.63 lb/in

Safety Factor (SF) 7.31 -

Shear

Max. Shear Force from the bolts on the mounting foundation flange to be supplied

(S.F.BFF) 14,250.00 lbs

Shear Area of the bolt on foundation flange

(S.A.BFF) 1.77 in

Shear Stress (τBFF) 8,063.85 lb/in2

Safety Factor (SF) 14.88 -

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

DWG. NO. 850-B330-02 6 of 10

Above Deck Analysis (Bow Winch)

BOW MANUAL WINCH FOUNDATION CALCULATIONS

PACIFIC MARINE 50HL

Winch Dog Holding capacity (DHC) 65.00 US Tons

Design load (DL) 81.25 US Tons

162,500.00 lbs

Height of the winch drum (H) 25.00 in

Moment (M = DL*H) 4,062,500.00 lb-in

Weight of the winch (W) 1,175.00 lbs

Span of transverse foundation member (B) 18.75 in

Span of longitudinal foundation member (L) 26.50 in

Total Force acting at the center due to moment (F =

M/L) 153,301.89 lbs

Weight distribution on foot prints (W/4) 293.75 lbs

Yield Stress (σY) 34,000.00 psi

FWD/AFT Transverse Foundation Member

Reaction force RA 76,944.00 lb

Reaction force RB 76,944.00 lb

Bending

Max BM 718,602.61 lb-in

SMreq 21.14 in3

SMProvided Foundation FP 8 x 6 x 0.5 " + 8.3325 width with 1" 31.11 in3

Calculated bending stress 23,100.99 psi

Allowable bending stress 34,000.00 psi

Shear

Web height 8.00 in

Web thickness 0.50 in

Area of web 4.00 in2

Maximum shear force 76,650.00 lb

Calculated shear stress 19,162.50 psi

Allowable shear stress 20,400.00 psi

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

DWG. NO. 850-B330-02 7 of 10

Below Deck Analysis (Bow Winch)

Fwd Transverse Member

Reaction force RC 70,932.75 lb

Reaction force RD 6,011.25 lb

Bending

Max BM 664,944.53 lb-in

YS (σY) 34,000.00 psi

SMreq 19.56 in3

SMProvided Foundation FP 15 x 4 x 0.375 " + 39.6 width with 1" 45.51 in3

Calculated bending stress 14,612.56 psi

Shear

Web height 15.00 in

Web thickness 0.38 in

Area of web 5.63 in2

Maximum shear force 70,932.00 lb

Calculated shear stress 12,610.13 psi

Allowable shear stress 20,400.00 psi

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

DWG. NO. 850-B330-02 8 of 10

Aft Transverse Member

Reaction force RE 46,887.75 lb

Reaction force RF 30,056.25 lb

Bending

Max BM 439,572.66 lb-in

Allowable bending stress 34,000.00 psi

SMreq 12.93 in3

SMProvided Foundation L 6 x 6 x 0.5 " + 7.92 width with

0.5" 19.42 in3

Calculated bending stress 22,638.55 psi

Shear

Web height 6.00 in

Web thickness 0.50 in

Area of web 3.00 in2

Maximum shear force 46,887.00 lb

Calculated shear stress 15,629.00 psi

Allowable shear stress 20,400.00 psi

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

DWG. NO. 850-B330-02 9 of 10

Port and Starboard Longitudinal Member

Reaction force RF 30,056.25 lb

Bending

Max BM 499,519.00 lb-in

Allowable bending stress 34,000.00 psi

SMreq 14.69 in3

SMProvided Foundation FP 6 x 6 x 0.5 " + 23.76 width with

1" 20.55 in3

Calculated bending stress 24,306.31 psi

Shear

Web height 6.00 in

Web thickness 0.50 in

Area of web 3.00 in2

Maximum shear force 19,078.22 lb

Calculated shear stress 6,359.41 psi

Allowable shear stress 20,400.00 psi

TAI 1208 - USACE 160'X60'X12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

01/29/2019

DWG. NO. 850-B330-02 10 of 10

MEMBER THK [in] TO MEMBER THK [in]

TYPE

OF

WELD

LENGTH OF

WELD FILLET

l [in]

DISTANCE BETWEEN

SUCCESSIVE WELD

FILLETS , FROM

CENTER TO CENTER

s [in]

C/DC CI/SI

sheer strake 3/8 Deck/Bottom Shell 3/8, 1/2, 5/8 DC 1/4 - - -sheer strake 3/8 Deck/Bottom Shell 1 DC 5/16 - - -sheer strake 1/2 Deck/Bottom Shell 3/8 DC 1/4 - - -sheer strake 1/2 Deck/Bottom Shell 1/2, 5/8, 1 DC 5/16 - - -

Main Longitudinal Bulkhead 3/8 Deck/Bottom Shell 3/8, 1/2, 5/8 DC 1/4 - - - Main Longitudinal Bulkhead 3/8 Deck/Bottom Shell 1 DC 5/16 - - -

Watertight Bulkhead 3/8 Deck/Bottom Shell 3/8, 1/2, 5/8 DC 1/4 - - -

Watertight Bulkhead 3/8 Deck/Bottom Shell 1 DC 5/16 - - -

Bottom Floors 3/8 Longitudinal Bulkhead 3/8 DC 1/4 - - -

Bottom Floors 3/8 Transverse Bulkhead 3/8 DC 1/4 - - -

Deck/Bottom Transverse Beam 3/8 Deck/Bottom Shell 3/8, 1/2, 5/8 CI - 1/4 3 8 Deck/Bottom Transverse Beam 3/8 Deck/Bottom Shell 1 CI - 5/16 3 8 Deck/Bottom Transverse Girder 1/2 Deck/Bottom Shell 3/8 CI - 1/4 3 8 Deck/Bottom Transverse Girder 1/2 Deck/Bottom Shell 1/2, 5/8, 1 CI - 5/16 3 8 Side Longitudinal 3/8 Side Shell 3/8 CI - 1/4 3 10 Side Transverse (Vertical Deep Member) 3/8 Side Shell 3/8 CI - 1/4 3 10 Deck/Bottom Transverse Girder 1/2 Side Shell 3/8 DC 1/4 - - - Deck/Bottom Transverse Beam 3/8 Side Shell 3/8 DC 1/4 - - - Deck/Bottom Transverse Beam 3/8 Watertight Bulkhead 3/8 DC 1/4 - - - Deck/Bottom Transverse Girder 1/2 Watertight Bulkhead 3/8 DC 1/4 - - -

Deck/Bottom Longitudinal 3/8 Deck/Bottom Shell Fwd. Rake (FR. 0-3) 3/8, 1/2 CI - 1/4 3 9 Deck/Bottom Longitudinal 3/8 Deck/Bottom Shell Fwd. Rake (FR. 0-3) 1 CI - 5/16 3 9 Deck Longitudinal Girder 1/2 Deck Fwd. Rake (FR. 0-3) 3/8 DC 1/4 - - - Deck Longitudinal Girder 1/2 Deck Fwd. Rake (FR. 0-3) 1/2, 1 DC 5/16 - - - Deck Transverse Girder 1/2 Deck Fwd. Rake (FR. 0-3) 3/8 CI - 1/4 3 8 Deck Transverse Girder 1/2 Deck Fwd. Rake (FR. 0-3) 1/2, 1 CI - 5/16 3 8

a. In Tanks

LEG SIZE OF

FILLET w [in]

I. Periphery Connections

II. Bottom Floors

III. Frames, Stringers, Girders, Transverses, Longitudinals, Beams, and Stiffeners

1. To Plating

4. To Margin Plate, Side Shell, Longitudinal Bulkhead or Rounded Bilge

1. Strength deck to sheer strake

2. Main longitudinal bulkhead to deck, bottom or inner bottom

3. All other tight joints except corrugated bulkheads

b. Fwd. Rake (Fr. 0-3)

MDC 2989 DWG: 850-B380-01

TAI 1208

OF

WELD

LENGTH OF

WELD FILLET

l [in]

DISTANCE BETWEEN

SUCCESSIVE WELD

FILLETS , FROM

CENTER TO CENTER

s [in]

LEG SIZE OF

FILLET w [in]

Bottom Longitudinal Girder 1/2 Bottom Shell Fwd. Rake (FR. 0-3) 1/2 DC 5/16 - - - Bottom Transverse Girder 1/2 Bottom Shell Fwd. Rake (FR. 0-3) 1/2 DC 5/16 - - -

Deck/Bottom Longitudinal 3/8 Deck/Bottom Shell 3/8, 1/2, 5/8 CI - 1/4 3 11 Deck/Bottom Longitudinal 3/8 Deck/Bottom Shell 1 CI - 5/16 3 11 Deck/Bottom Transverse Beam 3/8 Deck/Bottom Shell 3/8, 1/2, 5/8 CI - 1/4 3 10 Deck/Bottom Transverse Beam 3/8 Deck/Bottom Shell 1 CI - 5/16 3 10 Deck/Bottom Transverse Girder 1/2 Deck/Bottom Shell 3/8 CI - 1/4 3 8 Deck/Bottom Transverse Girder 1/2 Deck/Bottom Shell 1/2, 5/8, 1 CI - 5/16 3 8 Side Longitudinal 3/8 Side Shell 3/8 CI - 1/4 3 11 Side Transverse (Vertical Deep Member) 3/8 Side Shell 3/8 CI - 1/4 3 11 Bulkhead Longitudinal 3/8 Watertight Bulkhead 3/8 CI - 1/4 3 11 Bulkhead Vertical 3/8 Watertight Bulkhead 3/8 CI - 1/4 3 11 Bulkhead Vertical Deep Member 3/8 Watertight Bulkhead 3/8 CI - 1/4 3 11 Bulkhead Longitudinal 3/8 Bulkhead 3/8 CI - 1/4 3 12 Bulkhead Vertical 3/8 Bulkhead 3/8 CI - 1/4 3 12 Bulkhead Vertical Deep Member 3/8 Bulkhead 3/8 CI - 1/4 3 12

Bulkhead Longitudinal 3/8 Bulkhead 3/8 DC 1/4 - - - Deck/Bottom Transverse Beam 3/8 Bulkhead 3/8 DC 1/4 - - - Deck/Bottom Transverse Girder 1/2 Bulkhead 3/8 DC 5/16 - - - Deck/Bottom Longitudinal 3/8 Stanchion 1/2 DC 1/4 - - - Deck/Bottom Longitudinal 3/8 Diagonal 1/2 DC 1/4 - - - Deck/Bottom Longitudinal Girder 1/2 Stanchion 1/2 DC 5/16 - - - Deck/Bottom Longitudinal Girder 1/2 Diagonal 1/2 DC 5/16 - - - Deck/Bottom Transverse Beam 3/8 Stanchion 1/2 DC 1/4 - - - Deck/Bottom Transverse Beam 3/8 Stanchion 3/4 DC 5/16 - - - Deck/Bottom Transverse Girder 1/2 Stanchion 1/2, 3/4 DC 5/16 - - - Deck/Bottom Transverse Beam 3/8 Diagonal 3/8, 1/2 DC 1/4 - - - Deck/Bottom Transverse Girder 1/2 Diagonal 3/8 DC 1/4 - - - Deck/Bottom Transverse Girder 1/2 Diagonal 1/2 DC 5/16 - - -

Deck/Bottom Longitudinal 3/8

Side/Bulkhead Verticals (Vertical Deep

Members) 3/8

DC

1/4 -

Deck/Bottom Transverse Beam 3/8, 1/2

Side/Bulkhead Verticals (Vertical Deep

Members) 3/8

DC

1/4 -

Stem Transverse 1/2 Stem 1/2 DC 5/16 - - -

c. Elsewhere

2. End Attachment

a. Unbracketed (See Note 1)

OF

WELD

LENGTH OF

WELD FILLET

l [in]

DISTANCE BETWEEN

SUCCESSIVE WELD

FILLETS , FROM

CENTER TO CENTER

s [in]

LEG SIZE OF

FILLET w [in]

Stem Verticals 3/8 Stem 1/2 DC 1/4 - - - Deck/Bottom Longitudinal 3/8 Stem 1/2 DC 1/4 - - - Deck/Bottom Longitudinal Girder 1/2 Stem 1/2 DC 5/16 - - - Side Longitudinal 3/8 Stem 1/2 DC 1/4 - - -

Deck/Bottom Transverse Beam 3/8 Stanchion 3/8 DC 1/4 - - - Deck/Bottom Transverse Girder 1/2 Bulkhead 3/8 DC 1/4 - - - Deck/Bottom Longitudinal 3/8 Stanchion 1/2 DC 1/4 - - - Deck/Bottom Longitudinal 3/8 Stanchion 3/4 DC 5/16 - - - Deck/Bottom Longitudinal 3/8 Bulkhead 3/8 DC 1/4 - - - Bulkhead Longitudinal 3/8 Bulkhead Vertical 3/8 DC 1/4 - - -

Hatch Covers 3/8 Deck 3/8 DC 1/4 - - -

Hatch Covers 3/8 Deck 3/8 DC 1/4 - - -

Hatch Covers 3/8 Deck 1 DC 5/16 - - -

Skeg Side Shell 3/8 Skeg Side Shell 3/8 DC 1/4 - - - Skeg Bottom Shell 1/2 Skeg Side Shell 3/8 DC 1/4 - - - Skeg Side Shell 3/8 Bottom Shell 3/8 DC 1/4 - - -

Skeg Bottom Shell 1/2 Bottom Shell 3/8 DC 1/4 - - - Skeg Shell (Plug Weld) 3/8 F.B. Backing (Plug Weld) 3/8 DC 1/4 - - -

Skeg Bulkhead 3/8 Skeg Shell 3/8 CI - 5/16 3 12

Skeg Bulkhead 3/8 Skeg Bottom Shell 1/2 DC 1/4 - - - Backing Bar 1 Skeg Bottom Shell 1/2 CI - 5/16 3 12

Backing Bar 1 Skeg Side Shell 3/8 CI - 5/16 3 12 Backing Bar 1 Bottom Shell 3/8 CI - 5/16 3 12

Backing Bar 1 F.B. Backing 3/8 CI - 5/16 3 12

Bottom Longitudinal 3/8 Bottom Shell 3/8, 1/2 DC 1/4 - - - Inner Bottom/Deck Longitudinal 3/8 Inner Bottom Floor/Deck 3/8 DC 1/4 - - - Inner Bottom/Deck Longitudinal 3/8 Inner Bottom Floor/Deck 1 1/2 DC 5/16 - - -

Deck Transverse Beam 3/8 Deck 3/8 DC 1/4 - - -

Deck Transverse Beam 3/8 Deck 1 1/2 DC 5/16 - - -

Deck Transverse Beam 3/8 Bulkhead 3/8 DC 1/4 - - -

b. Bracketed

V. Skeg Details

VI. Foundations

IV. Hatch Covers

1. Oil-tight Joints

2. Watertight Joints

1. Crane Foundation (See Note 10)

OF

WELD

LENGTH OF

WELD FILLET

l [in]

DISTANCE BETWEEN

SUCCESSIVE WELD

FILLETS , FROM

CENTER TO CENTER

s [in]

LEG SIZE OF

FILLET w [in]

Bulkhead 3/8 Bottom Shell 3/8, 1/2 DC 1/4 - - - Bulkhead Vertical 3/8 Bulkhead 3/8 DC 1/4 - - - Bulkhead Vertical 3/8 Bulkhead 1 DC 5/16 - - -

Bulkhead Vertical 3/8 Bracket 3/8 DC 1/4 - - -

Bulkhead Vertical 3/8 Inner Bottom Floor 3/8 DC 1/4 - - - Bulkhead Vertical 3/8 Inner Bottom Floor 1 1/2 DC 5/16 - - -

Bulkhead 3/8 Bulkhead 3/8 DC 1/4 - - -

Bulkhead 3/8 Inner Bottom Floor/Deck and Bottom Shell 3/8 DC 1/4 - - -

Bulkhead 3/8 Inner Bottom Floor/Deck and Bottom Shell 1 1/2 DC 5/16 - - - Bulkhead 1 Inner Bottom Floor/Deck and Bottom Shell 3/8 DC 5/16 - - - Bulkhead 1 Inner Bottom Floor/Deck and Bottom Shell 1 1/2 DC 5/16 - - - Bulkhead Longitudinal 3/8 Bulkhead 1 DC 5/16 - - -

Bulkhead Longitudinal 3/8 Bulkhead 3/8 DC 1/4 - - -

Bulkhead Longitudinal 3/8 Bracket 3/8, 1/2 DC 1/4 - - - Bulkhead Transverse 3/8 Bulkhead 1 DC 5/16 - - - Bulkhead Transverse 3/8 Bulkhead 3/8 DC 1/4 - - -

Bulkhead Transverse 3/8 Bracket 3/8, 1/2 DC 1/4 - - -

Stanchion 1/2 Deck Transverse Beam 3/8 DC 1/4 - - - Stanchion 1/2 Inner Bottom Floor 1 1/2 DC 5/16 - - - Stanchion 1/2 Inner Bottom Floor 3/8 DC 1/4 - - - Stanchion 1/2 Bracket 3/8 DC 1/4 - - -

Bracket 3/8 Bulkhead Longitudinal 3/8 DC 1/4 - - - Bracket 3/8 Deck Longitudinal 3/8 DC 1/4 - - -

Bracket 3/8 Crane Pedestal 2 DC 5/16 - - -

Watertight Bulkhead 3/8 Deck/Bottom Shell 1 DC 5/16 - - -

Watertight Bulkhead 3/8 Watertight Bulkhead 3/8 DC 1/4 - - -

Inner Bulkhead Stiffener 3/8 Watertight Bulkhead 3/8 DC 1/4 - - -

Deck and Bottom Braces 1/2 Watertight Bulkhead 3/8 DC 1/4 - - -

Inner Bulkhead Plate 3/4 Watertight Bulkhead 3/8, 3/4 DC 5/16 - - -

Inner Bulkhead Plate 3/4 Deck/Bottom Shell 1 DC 5/16 - - -

Inner Bulkhead Plate 3/4 Inner Plate 3/4 DC 5/16 - - -

Inner Bulkhead Stiffener 3/8 Inner Bulkhead Plate 3/4 DC 5/16 - - -

Inner Bulkhead Stiffener 3/8 Deck and Bottom Braces 1/2 DC 1/4 - - -

Inner Bulkhead Stiffener 3/8 Bracket 3/8 DC 1/4 - - -

Deck/Bottom Longitudinal 3/8 Bracket 3/8 DC 1/4 - - -

Bracket 3/8 Deck/Bottom Shell 3/8 DC 1/4 - - -

2. Spud Well

OF

WELD

LENGTH OF

WELD FILLET

l [in]

DISTANCE BETWEEN

SUCCESSIVE WELD

FILLETS , FROM

CENTER TO CENTER

s [in]

LEG SIZE OF

FILLET w [in]

Bracket 3/8 Deck/Bottom Shell 1 DC 5/16 - - -

Inner Plate 3/4 Deck/Bottom Shell 1 DC 5/16 - - -

Top Plate 1 Inner Plate 3/4 DC 5/16 - - -

12" Upper Tee Web 3/4 Inner Plate 3/4 DC 5/16 - - -

12" Upper Tee Web 3/4 Upper Tee Face Plate 1 DC 5/16 - - - 12" Upper Tee Web 3/4 Deck 1 DC 5/16 - - - 12" Upper Tee Web 3/4 Top Plate Rim 1 DC 5/16 - - -

12" Upper Tee Web 3/4 Top Plate 1 DC 5/16 - - -

Top Plate Rim 1 Top Plate 1 DC 5/16 - - - Top Plate Rim 1 Upper Tee Face Plate 1 DC 5/16 - - - Upper Tee Face Plate 1 Deck 1 DC 5/16 - - - Top Plate 1 Watertight Bulkhead 3/8 DC 5/16 - - -

Inner Plate 3/4 Wear Pad Hanger 1 DC 5/16 - - -

Hanger Gusset 3/8 Wear Pad Hanger 1 DC 5/16 - - -

Legend

CI: Chained Intermittent

General Notes:

3. Tee-type end connections where fillet welds are used are to have continuous welds on each side. In general, the leg sizes of the welds are to be in accordance with ABS 3-2-12/Table-

1 for unbracketed end attachment, but in special cases where heavy members are attached to relatively light plating, the sizes may be modified. Where only the webs of girders, beams and stiffeners are required to be attached to plating, it is recommended that the unattached face plate or flanges be cut back.

4. Unbracketed stiffeners of shell, watertight and oil-tight bulkheads and house fronts are to have double continuous welds for one-tenth of their length at each end. Unbracketed stiffeners of non-tight structural bulkheads, deckhouse sides and after ends are to have a pair of matched intermittent welds at each end.

5.Lapped joints are generally to have overlaps of not less width than twice the thinner plate thickness plus 25 mm ( 1.0 in).

C: Continuous DC : Double Continuous SI: Staggered Intermittent

2. Completed welds are to be to the satisfaction of the attending Surveyor. The gaps between the faying surfaces of members being joined should be kept to a minimum. Where the opening between members being joined exceeds 2.0 mm (1/16 in.) and is not greater than 5 mm (3/16 in.), the weld leg size is to be increased by the amount of the opening. Where the opening between members is greater than 5 mm (3/16 in.),corrective procedures are to be specially approved by the surveyor.

1. Welding to be in accordance with ABS Rules for building and classing steel barges 2018.

10. All Items in Crane Foundation refer to structural members located from FR. 20-24 and 19 ft OCL Port and Stbd.

6. Overlapped end connections of longitudinal strength members within the midship 0.4L are to have continuous fillet welds on both edges, each equal in size w to the thickness of the thinner of the two plates joined. All other overlapped end connections are to have continuous welds on each edge of sizes w such that the sum of the two is not less than 1.5 times the thickness of the thinner plate.

7. Where beams, stiffeners, frames, etc., are intermittently welded and pass through slotted girders, shelves or stringers, there is to be a pair of matched intermittent welds on each side of each such intersection and the beams, stiffeners and frames are to be efficiently attached to the girders, shelves and stringers.

8. A seal weld is recommended at the tank boundaries, to fill in between the intermitted welding.

9. Longitudinal members shall be welded to transverse frames and non-tight bulkheads that they pass through.

TAI 1208 - USACE 160' x 60' x 12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850

22 OCTOBER 2018

REV P1

PURPOSE

GENERAL

Deck structure has been designed for the following rated deck loadings:

1,000 psf Frames 0-5

2,000 psf Frames 6-10

5,000 psf Frames 11-15

1,000 psf Frames 16-26

Transverse extent of 2,000 and 5,000 psf areas is 19' off vessel centerline, Port and Starboard.

For the purpose of using voids as ballast tanks, all framing has been conservatively designed with 4ft additional head in lieu of 2/3 of the height of the overflow.

In determination of section modulus for transverse members in way of 1,000 and 2,000 psf areas, width of associated plating is considered as 60 times the thickness in accordance with

"MarAd Combined Plate and Shape Manual Vol. II." In way of 5,000 psf area, width of associated plating considered in SM calculation is the actual frame spacing of 36 inches.

This document has been developed to demonstrate that the structural arrangement of the

USACE 160'x60'x12' Floating Crane complies with American Bureau of Shipping's "Rules for

Building and Classing Steel Barges" as required for XA1 - Barge Crane CRC, Great Lakes

Service.

22 OCTOBER 2018

REV P1

Reference: ABS "Rules for Building and Classing Steel Barges," (2017) treq'd toff'd S.F.

[in] [in] [-]

Side Shell Amidships 3-2-2/3.1.1 0.277 0.375 1.354

Bottom Shell Amidships 3-2-2/3.5.1 0.321 0.375 1.168

Side Shell at Ends 3-2-2/5.1 0.309 0.375 1.212

Bottom Forward 3-2-2/5.3 0.381 0.500 1.311

Bilge Strake 3-2-2/12 0.432 0.500 1.157

5,000 psf Deck 3-2-3/1.1.4 0.612 0.625 1.022

2,000 psf Deck 3-2-3/1.1.4 0.409 0.500 1.223

1,000 psf Deck 3-2-3/1.1.4 0.307 0.375 1.223

Deck Plating at Ends 3-2-3/1.7 0.252 0.375 1.490

Collision BHD 3-2-6/5.1 0.269 0.375 1.396

XVSE Watertight BHD 3-2-6/5.1 0.243 0.375 1.544

LONG'L Watertight BHD 3-2-6/5.1 0.243 0.375 1.544

XVSE Diesel Tank BHD 3-2-7/3.1 0.265 0.375 1.415

LONG'L Diesel Tank BHD 3-2-7/3.1 0.265 0.375 1.415

Diesel Tank Bottom 3-2-7/3.1 0.265 0.375 1.415

Inner Bottom Center Girder 5-1-2/5.1.1 0.320 0.375 1.171

Inner Bottom Solid Floor 5-1-2/5.7 0.302 0.375 1.240

Inner Bottom 5-1-2/5.17 0.284 0.375 1.319

Ref: Part -

Chapter -

Section /

Rule No.

Plate Member

22 OCTOBER 2018

REV P1

Reference: ABS "Rules for Building and Classing Steel Barges," (2017)

SMreq'd SMoff'd S.F.

[in ] [in

Thickness

[in]

Breadth

[in]

Deck LONG'L - Fore End 3-2-5/3.1 7.406 7.777 1.050 0.375 24.00

Bottom LONG'L - Fore End 3-2-5/3.5 7.145 8.026 1.123 0.500 24.00

Side LONG'L - Fore End 3-2-5/3.5 5.832 7.777 1.334 0.375 24.00

XVSE WT BHD Vertical 3-2-6/5.3 5.556 7.777 1.400 0.375 24.00

Collision WT BHD Vertical 3-2-6/5.3 6.945 7.777 1.120 0.375 24.00

LONG'L WT BHD LONG'L 3-2-6/5.3 2.893 7.777 2.688 0.375 24.00

Diesel Tank Xvse BHD Vertical 3-2-7/3.3 2.066 7.777 3.764 0.375 24.00

Diesel Tank LONG'L BHD LONG'L 3-2-7/3.3 2.066 7.777 3.764 0.375 24.00

Diesel Tank Bottom XVSE 3-2-7/3.3 6.100 7.777 1.275 0.375 24.00

Deck LONG'L - 5,000 psf 5-1-1/3.3 4.797 8.265 1.723 0.625 24.00

Deck LONG'L - 2,000 psf 5-1-1/3.3 7.675 8.026 1.046 0.500 24.00

Deck LONG'L - 1,000 psf 5-1-1/3.3 3.838 7.777 2.027 0.375 24.00

Side LONG'L 5-1-1/9 5.166 7.777 1.505 0.375 24.00

Bottom LONG'L 5-1-1/9 6.329 7.777 1.229 0.375 24.00

Inner Bottom LONG'L 5-1-2/5.15 2.610 7.777 2.980 0.375 24.00L5x3x3/8"

Associated Plate

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

LONG'L Member

Ref: Part -

Chapter -

Section /

Rule No.

Description

L5x3x3/8"

L5x3x3/8"

L5x3x3/8"

22 OCTOBER 2018

REV P1

Reference: ABS "Rules for Building and Classing Steel Barges," (2017)

SMreq'd SMoff'd S.F.

[in ] [in

Thickness

[in]

Breadth

[in]

Deck XVSE - Fore End 3-2-5/3.3 36.97 43.51 1.177 0.375 22.50

3-2-5/3.9(i)

Bottom XVSE - Fore End 3-2-5/3.7 49.00 117.15 2.391 0.500 30.00

3-2-5/3.9(iii)

Side XVSE - Fore End 3-2-5/3.7 24.35 43.51 1.787 0.375 22.50

3-2-5/3.9(ii)

LONG'L WT BHD Web 3-2-6/5.5 13.54 43.51 3.214 0.375 22.50

3-2-6/5.5.2

Deck XVSE - 5,000 psf 5-1-1/7 75.21 82.05 1.091 0.625 36.00

3-2-4/3.9(i)

Deck XVSE - 2,000 psf 5-1-1/7 60.17 79.28 1.318 0.500 30.00

3-2-4/3.9(i)

Deck XVSE - 1,000 psf 5-1-1/7 30.08 43.51 1.446 0.375 22.50

3-2-4/3.9(ii)

Bottom XVSE 5-1-1/11 36.00 74.62 2.073 0.375 22.50

3-2-4/3.9(iii)

Side XVSE 5-1-1/11 20.87 43.51 2.085 0.375 22.50

3-2-4/3.9(iii)

FP15x4x3/8"

FP16x6x1/2"

FP15x4x3/8"

FP16x6x1/2"

FP16x6x1/2"

FP15x4x3/8"

FP15x4x3/8"

FP21x6x1/2"

FP15x4x3/8"

Associated Plate

XVSE Member

Ref: Part -

Chapter -

Section /

Rule No.

Description

22 OCTOBER 2018

REV P1

Reference: ABS "Rules for Building and Classing Steel Barges," (2017)

W Wa S.F.

[Ltf] [Ltf] [-]

Stanchion - 5,000 psf 5-1-1/15.3 63.62 64.21 1.009

Stanchion - 2,000 psf 5-1-1/15.3 50.89 64.21 1.262

Stanchion - 1,000 psf 5-1-1/15.3 27.46 28.31 1.031

Areq'd Aoff'd S.F.

[in ] [in

Diagonal - 5,000 psf 5-1-1/15.7 5.70 5.77 1.012

Diagonal - 2,000 psf 5-1-1/15.7 5.70 5.77 1.012

Diagonal - 1,000 psf 5-1-1/15.7 2.89 5.77 1.997

Notes: 1) Excess SM of transverse members result of meeting proportionality requirements

2)

3) LONG'L ≡ Longitudinal

4) XVSE ≡ Transverse

Top and bottom chords of longitudinal trusses in rakes are to be same sizes as transverse girders which they support

L6x6x1/2"

L6x6x1/2"

L6x6x1/2"

Description

Ref: Part -

Chapter -

Section /

Rule No.

L8x8x3/4"

L8x8x3/4"

L6x6x1/2"

Truss Member

Ref: Part -

Chapter -

Section /

Rule No.

DescriptionTruss Member

22 OCTOBER 2018

REV P1

Reference: ABS "Rules for Building and Classing Steel Barges," (2017) Part 3

Chapter 1 - General

Section 1 - Definitions

3. L = 153.6 ft (96% of 160')

5. B = 60.00 ft

7. D = 12.00 ft

11. d = 6.00 ft

31. C b = 0.919 -

Chapter 2 - Hull Structures and Arrangements

Section 1 - Longitudinal Strength

1. B/D = 5.0 -

3. Longitudinal Hull Girder Strength

3.1 Strength Standard

SM R = K ·SM b in -ft

SM b = C 1C 2L B (C b + 0.7) in

-ft

C 1 = 16.33(L /328)

- 15.47(L /328) + 7.77 for 150 ≤ L < 310 ft

= 4.107 -

C 2 = 1.44E-04 -

SM b = 1,355 in -ft

K = 1.000 - note:

SM R = 1,355 in -ft

SM offered = 3,797 in -ft note:

5. Hull Girder Moment of Inertia

I = 0.03SM R ∙ L in -ft

The required hull girder section modulus SM R amidships, to the deck and bottom is to be obtained from the following equation:

conservative assumption due to not having submitted still water bending moment(s)

The hull girder moment of inertia I amidships is to be not less than obtained from the following equation:

corresponds to 1,000 psf section with no longitudinal framing considered (plate only)

22 OCTOBER 2018

REV P1

where

L is as defined per Section 1/3.1 and SM R is as calculated per 3-2-1/3.1

I = 6,244 in -ft

I offered = 22,781 in -ft

2 note:

13. Buckling Calculations

S w SM b = 9,651 Ltf-ft

Buckling calculations for barges of specialized services are to be in accordance with Part

5C, "Specific Vessel Types" of Steel Vessel Rules .

Consideration may be given to the wave-induced bending moment calculated be means od a statistical analysis based on the ship motion calculation in realistic sea states. In such cases, the calculations, computer programs used, and the computed results are to be submitted for review.

Buckling calculations are to be in accordance with Appendix 3-2-A4 of the ABS Rules for

Building and Classing Steel Vessels (Steel Vessel Rules ).

corresponds to 1,000 psf section with no longitudinal framing considered (plate only)

Where buckling calculations are required to be submitted to verify the acceptability of the thickness of the decks, shell, longitudinal bulkheads, hatch side coamings, etc., per 3-2-

2/3.5 or where special consideration is required, the total hull girder bending moment to be used in the calculations is to consist of the maximum still-water bending moment plus a wave-induced bending moment of S w SM b (Ltf-ft) where S w = 7.123 Ltf/in and SM b is as defined in Section 1/3.1.

22 OCTOBER 2018

REV P1

Section 2 - Shell Plating

3. Shell Plating Amidships

3.1 Side Shell Plating Amidships

t 1 = 0.00084L + 0.007s inches for L ≤ 492 feet where s = frame spacing in inches

= 24.000 in and

L is as defined per 3-1-1/3.

t 1-min1 = 0.297 in for side shell plating amidships

3.1.1 Barges with Longitudinal Bulkheads

0.2B = 12.00 ft ≡ 18 ft OCL to Side Shell

P/S Longitudinal Bulkheads ≡ 19 ft OCL to Side Shell t 1-min1 ' = 0.277 in for side shell plating amidships

3.5 Bottom Shell Plating

3.5.1 Longitudinal Framing

t 2 = 0.00054L + 0.007s + 0.07 inches for L ≤ 405 feet where s = 24.000 in for bottom shell t 2-min1 = 0.321 in for bottom shell amidships

The thickness of the side shell plating within 0.4L amidships, as defined in 3-1-

1/19, is not to be less than obtained from the following equation nor less than required by 3-2-2/5.1:

The thickness of the bottom shell plating within 0.4L amidships, as defined in 3-

1-1/21, is not to be less than that obtained from the following equation nor less than required by 3-2-2/5.1:

Where longitudinal bulkheads are fitted on each side of the centerline througout the cargo space or extending not less than the midship

0.5L , and located not more than 0.2B from the side of the barge, the side shell thickness, as above, may be reduced by 0.02 inches.

22 OCTOBER 2018

REV P1

5. Shell Plating at Ends

5.1 Minimum Shell Plating Thickness

t 3 = 0.00066L + 0.007s + 0.04 inches for L ≤ 250 feet where s = 24.000 in for side shell t 3 = 0.309 in for side shell at ends

5.3 Bottom Forward Plating

t 4 = 0.00066L + 0.01s + 0.04 inches for L ≤ 360 feet where s = 24.000 in t 4 = 0.381 in for bottom forward plating

12. Bilge Plating s = kr1sg in where sg = girth spacing of the bilge longitudinals in inches kr1 = (1 - 0.5sg/R) but not less than 0.55

R = radius of the bilge in inches sg = 43.60 in

R = 12.00 in kr1 = 0.667 - as calculated kr1 = 0.550 - minimum

The minimum shell plating thickness for 0.1L at ends is to be obtained from the following equation. Between the midship 0.4L and the end 0.1L, the thickness of the plating may gradually be tapered.

The thickness of the bottom forward plating, as defined in 3-1-1/33, is not to be less than that obtained from the following equation. However, it need not exceed 1.00 inch.

In general, the bilge plate is to be longitudinally stiffened. The thickness of the bilge plate is to be not less than required in 3-2-2/3 and 3-2-2/5, adjusted for spacing of the bilge longitudinals or frames and the material factors. Where girth spacing of bilge longitudinals is greater than that of the adjacent bottom plating, the spacing may be modified by the following equation in calculations of minimum required thickness.

but not to be taken less than the spacing of the longitudinals of the adjacent bottom plating

22 OCTOBER 2018

REV P1

s = 29.08 in t = 0.00084L + 0.007s inches for L ≤ 492 feet t = 0.333 in t = 0.00054L + 0.007s + 0.07 inches for L ≤ 405 feet t = 0.356 in t = 0.00066L + 0.007s + 0.04 inches for L ≤ 250 feet t = 0.345 in t = 0.00066L + 0.01s + 0.04 inches for L ≤ 360 feet t = 0.432 in

Section 3 - Decks

1. Deck Plating

1.1 Deck Plating Thickness

1.1.4 Thickness of Platform Decks in Enclosed Cargo Spaces

t 5i = 0.00218s i √h i + 0.06 inches but not less than 0.20 in.

where h i = p i /45 ft p i = uniformly distributed deck loading (lbf/ft and s is as previously defined.

p 1 = 5,000 lbf/ft h 1 = 111.1 ft t 1 = 0.612 in for deck iwo 5,000 psf

The strength deck plating is to be of the thickness necessary to obtain the required hull girder section modulus. The thickness outside the longitudinal line of the openings, or completely across the barge where there are no centerline openings, is not to be less than obtained from the equations in 3-2-3/1.1.1 or 3-

2-3/1.1.2 below, except within steel deckhouses, where the plating may be 1 mm (0.04 in.) less. The requirements of equations 3-2-3/1.1.1(b) and 3-2-

3/1.1.2(b) are to extend over 0.4L amidships, beyond which they may be gradually reduced in the manner permitted for strength deck area in 3-2-1/3.3.

The thickness requirements of 3-2-3/1.1.1(a) and 3-2-3/1.1.2(a) are to extend over the 0.8L amidships.

22 OCTOBER 2018

REV P1

p 2 = 2,000 lbf/ft h 2 = 44.44 ft t 2 = 0.409 in for deck iwo 2,000 psf p 3 = 1,000 lbf/ft h 3 = 22.22 ft t 3 = 0.307 in for deck iwo 1,000 psf

1.5 Plating in Way of Deck Cargo

1.7 Deck Plating at Ends

t 6 = 0.00036L + 0.0036s + 0.11 inches where s = 24.000 in for rake deck t6 = 0.252 in for rake deck

Section 4 - Main Framing

3.5

3.9 Proportions

i) ii) iii)

The thickness of the deck plating forward or aft of 0.1L from the ends is not to be less than 0.01 inch for each inch of frame spacing. In way of deck cargo, the requirements of 3-2-3/1.5 also apply. Exposed freeboard deck plating forward of 0.05L from the forward perpendicular is also not to be less in thickess than given by the following equation:

Where cargo is to be carried on deck, the deck thickness is not to be less than obtained from the appropriate equations in 3-2-3/1.1.1, 3-2-3/1.1.2 or 3-2-

3/1.1.3, nor is the deck thickness to be less than is required for platform decks in enclosed cargo spaces per 3-2-3/1.1.4.

Bottom and side girders, chords, and transverses are to have a depth of not less than 1.5 inch per foor of span l

Deck girders, chords, and transverse and bottom/side girders, chords and transverses are to have proportions complying with the following:

Flanged plate main supporting members are to be fitted with brackets arranged so as to support the flange at intervals of about 10 feet and in close proximity to changes of sections. The width of the flange is not to exceed 14 times the thickness of the member. Unusually deep members may require additional stiffeners on webs.

Deck girders, chords, and transverses are to have a depth of not less than 0.7 inch per foot of span l

Deck girders, chords and transverses in tanks are to have depth of not less than 1 inch per foot span of l

22 OCTOBER 2018

REV P1

iv)

3.11 Minimum Thicknesses

3.11.1 In Tanks

t = L 1 /1665 + 0.21 in.

t = 0.302 in

3.11.2 Clear of Tanks

t = L 1 /5000 + 0.25 in.

t = 0.281 in

3.13 Tripping Brackets

Section 5 - Fore End Construction

3. Framing

3.1 Deck Longitudinals

3.1.1

SM = 0.0041chsl in where c = 1.0 -h = 22.22 ft for 1,000 psf rake deck s = 2.000 ft l = unsupported span, in feet, of the longitudinals

= 6.375 ft note:

SM = 7.406 in 3 for rake deck longitudinals

3.1.2 Where cargo is to be carried on deck, the longitudinals, in addition to complying with 3-2-5/3.1.1, are also to comply with 5-1-1/3.3.

Tripping brackets, arranged to support the flanges or face bars of girders, chords and transverses, are to be fitted at intervals of about 3 meters (10 feet), close to change of section and in line with, or as near as practicable, to the stanchions of transverse or longitudinal trusses.

Web portions of girders, chords, and transverses are to have a thickness of not less than 0.01 inch per inch of depth plus 0.12 inches, but need not exceed

0.46 inches (2018) , nor is the thickness to be less than:

Each deck longitudinal, in association with the plating to which it is attached, is to have a section modulus SM not less than that obtained from the following equation:

8' span between headlog/sternlog and adjacent frame is reduced to 6.375' due to vertical flanged plate and brackets on headlog/sternlog

In tanks, girder to be 2.5 depth of any cutout. Clear of tanks, girder to be at least 2 times depth of cutout

22 OCTOBER 2018

REV P1

3.3 Deck Transverses

SM = 0.0025chsl in where c = 1.0 h = 22.22 ft for 1,000 psf rake deck s = spacing of deck transverses in feet

= 7.000 ft l = unsupported span, in feet, of the transverse member

= 9.75 ft

SM = 36.969 in 3 for rake deck transverses

3.5 Bottom and Side Longitudinals

SM = 0.0041chsl in where c = 1.34 for bottom longitudinals

= 1.25 for side longitudinals h = 16.00 ft for rake bottom longitudinals

(12 ft Barge Depth + 4 ft Design Head)

= 14.00 ft for rake side longitudinals s = 2.000 ft for rake bottom longitudinals

= 2.000 ft for rake side longitudinals l = 6.375 ft note:

SM = 7.145 in 3 for rake bottom longitudinals

SM = 5.832 in 3 for rake side longitudinals

(10 ft from lowest long'l stiffener to main deck +

4 ft Design Head)

8' span between headlog/sternlog and adjacent frame is reduced to 6.375' due to vertical flanged plate and brackets on headlog/sternlog

Each deck transverse, in association with the plating to which it is attached, is to have a section modulus SM not less than that obtained from the following equation:

Each bottom and side longitudinal, in association with the plating to which it is attached, is to have a section modulus SM not less than that obtained from the following equation:

22 OCTOBER 2018

REV P1

3.7 Bottom and Side Transverses

SM = 0.0025chsl in where c = 1.75 for bottom transverses

= 1.75 for side transverses h =

= 16.00 ft for rake bottom transverses

(12 ft Barge Depth + 4 ft Design Head)

= 10.00 ft for rake side transverses

(1/2*12 ft Barge Depth + 4 ft Design Head) s = 7.000 ft l = 10.00 ft for rake bottom transverses

= 8.917 ft for rake side transverses

SM = 49.000 in 3 for rake bottom transverses

SM = 24.349 in 3 for rake side transverses

3.9 Proportions

i) ii) iii) iv)

3.11 Minimum Thickness

Deck girders, chords, and transverse and bottom/side girders, chords and transverses are to have proportions complying with the following:

Web portions of transverses and chords are to have a thickness not less than required by 3-2-4/3.11

In tanks, girder to be 2.5 depth of any cutout. Clear of tanks, girder to be at least 2 times depth of cutout as required by 3-2-5/3.5 for bottom and side longitudinals supported

Deck girders, chords, and transverses are to have a depth of not less than 1.0 inch per foot of span l

Deck girders, chords and transverses in tanks are to have depth of not less than 1.5 inch per foot span of l

Bottom and side girders, chords, and transverses are to have a depth of not less than 1.875 inch per foor of span l

Each bottom and side transverse, in association with the plating to which it is attached, is to have a section modulus SM not less than that obtained from the

22 OCTOBER 2018

REV P1

Section 6 - Watertight Bulkheads

3. Arrangement of Watertight Bulkheads

3.1 Collision Bulkhead

Minimum distance aft of forward perpendicular:

0.05L = 7.68 ft aft FP

Maximum distance aft of forward perpendicular:

0.05L + 12 = 19.68 ft aft FP note:

5. Construction of Watertight Bulkheads

5.1 Plating

t = sk (√qh )/c + 0.06 in where s = 24.00 in for longitudinal wt bulkheads s = 24.00 in for transverse wt bulkheads k = 1.0 -q = 1.0 -

Y = 34,000 psi h = 16.00 ft (12 ft Barge Depth + 4 ft Design Head) c = 460 - for collision bulkhead

= 525 - for other watertight bulkheads t = 0.269 in for collision bhd t = 0.243 in for xvse wt bhd t = 0.243 in for longl wt bhd but not less than 0.24 inches or s/200 + 0.10 inches, whichever is greater.

Collision BHD as offered is located 20' aft FP. ABS has confirmed that this may be acceptable provided that stability criteria can still be met.

Plating of watertight bulkheads is to be of the thickness obtained from the

22 OCTOBER 2018

REV P1

5.3 Stiffeners

SM = 0.0041chsl

Q in c = 0.56 - for stiffeners having both ends attached

= 0.70 -h = 10.00 ft for transverse bulkheads

(1/2*12 ft Barge Depth + 4 ft Design Head)

= 14.00 ft for longitudinal bulkheads s = 2.00 ft for transverse bulkheads

2.00 ft for longitudinal bulkheads l = 11.00 ft for transverse bulkheads

= 6.00 ft for longitudinal bulkheads

Q = 1.00 - for ordinary strength steel

SM = 5.556 in 3 for verticals on transverse bulkheads

SM = 6.945 in 3 for verticals on collision bulkhead

SM = 2.893 in 3 for longitudinals on longitudinal bulkheads

5.5 Stringers and Webs

SM = 0.0025chsl

Q in c = 1.00 -h = 10.00 ft for longitudinal bulkhead webs

(1/2*12 ft Barge Depth + 4 ft Design Head) s = 6.00 ft l = 9.50 ft

Q = 1.00 -

SM = 13.54 in 3 for WT bulkhead webs

(10 ft from lowest long'l stiffener to main deck +

4 ft Design Head)

Each stringer or web, in association with the watertight bulkhead plating to which it is attached, is to have a section modulus SM not less than obtained from the following equation:

Each stiffener, in association with the watertight bulkhead plating to which it is attached, is to have a section modulus SM not less than obtained from the following equation:

for horizontal stiffeners on longitudinal bulkheads

22 OCTOBER 2018

REV P1

5.5.2 Proportions

Section 7 - Tank Bulkheads

3. Cargo Tank Bulkhead Scantlings

3.1 Plating

t = sk (√qh )/460 + 0.10 in but not less than 0.25 inches or s/150 + 0.10 inches, whichever is greater.

s = 24.00 in

24.00 in k = 1.00 -q = 1.00 -

Y = 34,000 psi h = 10.00 ft (6 ft Tank Depth + 4 ft Design Head) t = 0.265 in

3.3 Stiffeners

SM = 0.0041chsl

Q in c = 1.0 -s = 2.00 ft for transverse bulkheads

2.00 ft for longitudinal bulkheads h = 7.00 ft for transverse and longitudinal bulkheads

(1/2*6 ft Tank Depth + 4 ft Design Head)

10.0 ft for tank bottom

(6 ft Tank Depth + 4 ft Design Head) l = 6.00 ft for transverse bulkheads

6.00 ft for longitudinal bulkheads

Q = 1.0 -

Bulkheads stiffeners are to have their ends attached. Each stiffener, in association with the plating to which it is attached, is to have a section modulus

SM not less than obtained from the following equation:

Plating of cargo tank bulkheads is to be of thickness obtained from the following equation:

for integral diesel tank bulkhead, inner bottom plating

Stringers and webs are to have depths not less than 1 inch per foot of span l. See also 3-2-4/3.9(iv) for horizontal or vertical stiffeners on transverse bulkheads and vertical stiffeners on longitudinal

22 OCTOBER 2018

REV P1

SM = 2.066 in 3 for verticals on diesel tank transverse bulkheads

SM = 2.066 in

SM = 6.100 in 3 for transverse stiffeners on tank bottom

Reference: ABS "Rules for Building and Classing Steel Barges," Part 5

Chapter 1 - Dry Cargo Barges

Section 1 - Deck Cargo Barges

3. Deck Beams

3.3

SM = 0.0041chsl in c = 0.585 -h = 111.1 ft for 5,000 psf

= 44.44 ft for 2,000 psf

= 22.22 ft for 1,000 psf s = 2.00 ft for longitudinals l = 3.00 ft for 5,000 psf

6.00 ft for 2,000 and 1,000 psf areas

SM = 4.797 in 3 for 5,000 psf area

SM = 7.675 in 3 for 2,000 psf area

SM = 3.838 in 3 for 1,000 psf area

Where cargo is to be carried on deck, each deck longitudinal, in association with the plating to which it is attached, is to have a section modulus SM not less than obtained from the following equation:

for verticals on diesel tank longitudinal

22 OCTOBER 2018

REV P1

7. Deck Girders, Chords, and Transverses

SM = 0.0025chsl in c = 1.0 -h = 111.1 ft for 5,000 psf area

= 44.44 ft for 2,000 psf area

= 22.22 ft for 1,000 psf area s = 3.00 ft for 5,000 psf area

= 6.00 ft for 2,000 and 1,000 psf areas l = 9.50 ft for all areas

SM = 75.208 in 3 for 5,000 psf area

SM = 60.167 in 3 for 2,000 psf area

SM = 30.083 in 3 for 1,000 psf area

9. Side and Bottom Frames

SM = 0.0041chsl in c = 1.25 - for longitudinal side frames

= 1.34 - for longitudinal bottom frames h = 14.00 ft for longitudinal side frames

16.00 ft for longitudinal bottom frames

(12 ft Barge Depth + 4 ft Design Head) s = 2.00 ft for longitudinal side frames

= 2.00 ft for longitudinal bottom frames l = 6.00 ft

SM = 5.166 in 3 for longitudinal side frames

SM = 6.329 in 3 for longitudinal bottom frames

(10 ft from lowest long'l stiffener to main deck +

4 ft Design Head)

Each deck girder, chord, and transverse, in association with the plating to which it is attached, is to have a section modulus SM not less than obtained from the following equation:

22 OCTOBER 2018

REV P1

11. Side and Bottom Transverse

SM = 0.0025chsl in c = 1.50 - for bottom transverse

= 1.75 - for side transverse h = 16.00 ft for bottom transverse

(12 ft Barge Depth + 4 ft Design Head)

= 10.00 ft for side transverse

(1/2*12 ft Barge Depth + 4 ft Design Head) s = 6.00 ft l = 10.00 ft for bottom transverse

8.917 ft for side transverse

SM = 36.000 in 3 for bottom transverse

SM = 20.871 in 3 for side transverse

15. Trusses

15.3 Stanchions

W a = [m - nl/r ]A Ltf where l = unsupported span of the strut, stanchion, or pillar (ft)

= 10.00 ft r = least radius of gyration (in)

= 1.57 in for 8x8x3/4"

1.18 in for 6x6x1/2"

A = area of the strut, stanchion, or pillar (in

= 11.40 in 2 for 8x8x3/4"

5.77 in 2 for 6x6x1/2" m = 7.83 - for ordinary strength steel n = 0.345 - for ordinary strength steel

W a = 64.21 Ltf for 8x8x3/4" stanchion

W a = 28.31 Ltf for 6x6x1/2" stanchion

The permissible load Wa of a stanchion, pillar or strut is to be obtained from the following equation which will, in all cases, be equal to or greater than the calculated load as defined in 5-1-1/15.5:

22 OCTOBER 2018

REV P1

15.5 Calculated Load

The calculated load W for a specific stanchion:

W = pbs Ltf where p = 2.23 Ltf/ft 2 for 5,000 psf

= 0.89 Ltf/ft 2 for 2,000 psf

= 0.45 Ltf/ft 2 for 1,000 psf b = 9.50 ft for 5,000 and 2,000 psf

10.25 ft for 1,000 psf s = 3.00 ft for 5,000 psf

6.00 ft for 2,000 and 1,000 psf

W = 63.62 Ltf for 5,000 psf

W = 50.89 Ltf for 2,000 psf

W = 27.46 Ltf for 1,000 psf

15.7 Diagonals

Diagonals in trusses are to be arranged to have angles of inclination of about

45° and a sectional area of approximately 50% of that of the adjacent stanchion.

22 OCTOBER 2018

REV P1

Section 2 - Barges Intended for the Carriage of Dry Cargo in Holds Below Deck

5. Double Bottom

5.1 Center Girder

5.1.1 Thickness at Amidships

t = 0.000672L + 0.217 in

= 0.320 in

5.1.2 Thickness at Ends

t = 85% of that given for amidships

= 0.272 in

5.1.3 Depth

d DB = 0.384B + 4.13√d in

= 33.16 in

5.5 Side Girders

Side girder plates are to have a thickness given by the following equation:

t = 0.000432L + 0.18 in

= 0.246 in

5.7 Solid Floors

5.7.1 Longitudinally Framed Double Bottoms

t = 0.000432L + 0.236 in

= 0.302 in

Longitudinally framed double bottoms are to have solid floors spaced not more than 12 feet apart and are to have a thickness not less than given by the following equation:

22 OCTOBER 2018

REV P1

5.13 Bottom Longitudinal Frames

SM = 0.0041chs1 in where c = 1.300 - without struts h =

= 8.000 ft s = 2.000 ft l = 6.000 ft

SM = 3.070 in

5.15 Inner-Bottom Longitudinals

SM = 2.610 in

5.17 Inner-Bottom Plating

t = 0.000445L + 0.009s - 0.02 in

= 0.284 in

Deck supports in way of Gate Blocking:

Each bottom longitudinal frame in association with the plating to which it is attached is to have a section modulus SM not less than obtained from the following equation:

distance from the keel to the load line, or two-thirds of the distance to the bulkhead or freeboard deck, whichever is greater

Inner bottom plating is to be of not less thickness than obtained from the following equation:

The section modulus SM of inner-bottom longitudinals, in association with the plating to which it is attached, is not to be less than 85% of that required for bottom longitudinals.

Refer to Deck Support in way of gate blocking FEA analysis report (Doc. 850-

B399-02).

Tables of Contents

1. Summary

2. Assumptions

3. Model Definition

3.1 Group Definition

Table 3.1.1 Group Definition

Table 3.1.2 Part Mass Properties

3.2 Contact Definition

3.3 Material Properties

Table 3.3.1 Isotropic Material Definition

3.4 Mesh

Table 3.4.1 Element Initial Distortion Summary

4. Environment

4.1 Structural Loading

Table 4.1.1 Applied Load Vector Resultant

4.2 Structural Support

Table 4.2.1 Reaction Load Vector Resultant

5. Results

Table 5.1.1 Displacement Summary

Table 5.1.2 Peak Displacement Component Summary

Table 5.1.3 Stress Results Summary

Table 5.1.4 Solution Error Measure and the Relative Stress Error Summary

6. Conclusion

29 JAN 2019

REV. P2

file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23summary file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23assumption file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23modeldefinition file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23groupdefinition file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23groupdefinitiontable file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23partmasstable file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23contactdefinition file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23materialproperty file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23materialproperty file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23mesh file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23elementdistortion file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23environment file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23structureloading file://///navaltechsvr2/technology/TAI%201208%20160FT%20USACE%20MCCAULEY%20CRANE%20BARGE%20REPLACEMENT/MODELING/Full%20Hull%20Model/TAI%201208%20Hull%20Model%20Surface-1/Report1.HTML%23structureloading…