380-427_series.pdf

Electronically published by ABS New Orleans.

Reference T1829016, dated 26-FEB-2019.

Reference T1829016, dated 26-FEB-2019.

ABS Global Engineering 800 West Commerce Road, Suite 400 | Harahan, LA 70123 USA

Task – T1856267 TAI Crane Barge – 160’ Crane Barge ABS Pre-Contact Design Review prior to

Request for Class Flag: United States of America

Attention: Mr. Krishna Karri, Technology Associates, Inc. (WCN: 426181)

The document shown in the attached list is reviewed in accordance with the applicable requirements of the following:

• ABS Rules for Building and Classing Steel Barges 2018, as amended

Please note our review is based on the following conditions:

1. We recognize that the submitted drawings are intended for basic design only. As such, the subject review has been focused on verifying compliance reflective of the detail shown in the submitted drawing and identifying noncompliance items with the applicable Rules and Code(s) listed above. Review for full compliance with the

Rules and Code(s), such as complete Bill of Materials for piping, valves and specialty items and certificates/cut sheets for system components is to be carried out during the review of the detail design.

2. Once the vessel is contracted for construction, the drawing is to be resubmitted to

ABS for detailed review for Classification.

3. We have been advised that the loading conditions presented in the FEA model are the worst anticipated for the vessel while in service; and in this respect can advise these results are within the allowable stress for the intended application.

Please refer to the attached list of comments associated with this review.

Additionally, we have received your declaration stating that the materials used in the system indicated in the submittal are free from asbestos.

For any clarifications, contact Scott C. Sienkiewicz at 504-262-5238, (ssienkiewicz@eagle.org).

Very truly yours, Roy H. Bleiberg Vice President of Engineering

Electronically Signed by: Subramani Ragunathan

Reference T1856267, dated 14-MAY-2019.

800 West Commerce Road, Suite 400 | Harahan, LA 70123 USA

Document List

Drawing No.

Rev.

No.

Title Status

850-B399-03 0 Crane Foundation

FEA Report

Filed by ABS for Reference Only

An electronic copy of the document, appropriately stamped, is available in the ABS My

Eagle Portal through Engineering Manager.

Comments List

Comment No Comment Text Facilities Action

S-004

850-B399-03 -

CRANE

FOUNDATION FEA

REPORT

[Open] Technical

We note that the number of brackets on drawing 850-B330-01 - Rev.0 do not resemble those shown in the FEA model. Please revise the drawing to accurately reflect the structure in the model.

Electronically published by ABS New Orleans.

Reference T1856267, dated 14-MAY-2019.

javascript:openDrawingPopUp('29184785')

800 West Commerce Road, Suite 400 | Harahan, LA 70123 USA

Task – T1819251 TAI Crane Barge – 160’ Crane Barge ABS Pre-Contact Design Review prior to

The documents shown in the attached list are reviewed in accordance with the applicable requirements of the following:

• ABS Rules for Building and Classing Steel Barges 2018, as amended

• International Convention on Load Lines 1966, as amended

Please note our review is based on the following conditions:

1. We recognize that the submitted drawings are intended for basic design only. As such, the subject review has been focused on verifying compliance reflective of the detail shown in the submitted drawing and identifying noncompliance items with the applicable Rules and Code(s) listed above. Review for full compliance with the

Rules and Code(s), such as complete Bill of Materials for piping, valves and specialty items and certificates/cut sheets for system components is to be carried out during the review of the detail design.

2. Once the vessel is contracted for construction, the drawing is to be resubmitted to

ABS for detailed review for Classification.

Additionally, we have received your declaration stating that the materials used in the system indicated in the submittal are free from asbestos.

For any clarifications, contact Scott C. Sienkiewicz at 504-262-5238, (ssienkiewicz@eagle.org).

Very truly yours, Roy H. Bleiberg Vice President of Engineering

Electronically Signed by: Clayton S. Cooper

Reference T1819251, dated 18-JAN-2019.

800 West Commerce Road, Suite 400 | Harahan, LA 70123 USA

Documents List

Drawing No.

Rev.

No.

Title Status

850-B105-01 0 Hull Lines & Offset Filed by ABS for Reference Only

850-B170-01 0 Dry Docking Plan Filed by ABR for Reference Only

850-B170-02 0 Dry Docking Blocking Calculations

Filed by ABS for Reference Only

850-B330-04 0 Deck Dunnage

Drawing

Filed by ABS for Reference Only

850-B410-01 0 Hull Fendering Filed by ABS for Reference Only

850-B427-01 0 Ladder Arrangement Filed by ABS for Reference Only

850-B554-02 0 Spud Winch Sizing Calculations

Filed by ABS for Reference Only

Electronic copies of the documents, appropriately stamped, are available in the ABS My

Eagle Portal through Engineering Manager.

Reference T1819251, dated 18-JAN-2019.

800 West Commerce Road, Suite 400 | Harahan, LA 70123 USA

Task – T1819252, 1819253 & 1819995 TAI Crane Barge – 160’ Crane Barge ABS Pre-Contact Design Review prior to requirements of the following:

• ABS Rules for Building and Classing Steel Barges 2018, as amended

• International Convention on Load Lines 1966, as amended

Please note our review is based on the following conditions:

1. We recognize that the submitted drawings are intended for basic design only. As such, the subject review has been focused on verifying compliance reflective of the detail shown in the submitted drawing and identifying noncompliance items with the applicable Rules and Code(s) listed above. Review for full compliance with the

Rules and Code(s), such as complete Bill of Materials for piping, valves and specialty items and certificates/cut sheets for system components is to be carried out during the review of the detail design.

2. Once the vessel is contracted for construction, the drawing is to be resubmitted to

ABS for detailed review for Classification.

Additionally, we have received your declaration stating that the materials used in the system indicated in the submittal are free from asbestos.

For any clarifications, contact Khue Le at 504-262-5249, (kle@eagle.org).

Very truly yours, Roy H. Bleiberg Vice President of Engineering

Electronically Signed by: Clayton S. Cooper

Reference T1819252, dated 23-JAN-2019.

800 West Commerce Road, Suite 400 | Harahan, LA 70123 USA

Documents List

Drawing No.

Rev.

No.

Title Status

850-B399-01 0 ABS Structural

Calculations

Filed by ABS for Reference Only

850-B554-01 0 Spud Handling System Arrangements

Filed by ABS for Reference Only

850-B415-02 0 Hatches and

Manholes

Filed by ABS for Reference Only

850-B730-03 0 Navigation Lighting

Arrangements

File by ABS for Reference Only

Electronic copies of the documents, appropriately stamped, are available in the ABS My

Eagle Portal through Engineering Manager.

Reference T1819252, dated 23-JAN-2019.

800 West Commerce Road, Suite 400 | Harahan, LA 70123 USA

Task – T1819252, 1819253 & 1819995 TAI Crane Barge – 160’ Crane Barge ABS Pre-Contact Design Review prior to requirements of the following:

• ABS Rules for Building and Classing Steel Barges 2018, as amended

• International Convention on Load Lines 1966, as amended

Please note our review is based on the following conditions:

1. We recognize that the submitted drawings are intended for basic design only. As such, the subject review has been focused on verifying compliance reflective of the detail shown in the submitted drawing and identifying noncompliance items with the applicable Rules and Code(s) listed above. Review for full compliance with the

Rules and Code(s), such as complete Bill of Materials for piping, valves and specialty items and certificates/cut sheets for system components is to be carried out during the review of the detail design.

2. Once the vessel is contracted for construction, the drawing is to be resubmitted to

ABS for detailed review for Classification.

Additionally, we have received your declaration stating that the materials used in the system indicated in the submittal are free from asbestos.

For any clarifications, contact Khue Le at 504-262-5249, (kle@eagle.org).

Very truly yours, Roy H. Bleiberg Vice President of Engineering

Electronically Signed by: Clayton S. Cooper

Reference T1819253, dated 23-JAN-2019.

800 West Commerce Road, Suite 400 | Harahan, LA 70123 USA

Documents List

Drawing No.

Rev.

No.

Title Status

850-B399-01 0 ABS Structural

Calculations

Filed by ABS for Reference Only

850-B554-01 0 Spud Handling System Arrangements

Filed by ABS for Reference Only

850-B415-02 0 Hatches and

Manholes

Filed by ABS for Reference Only

850-B730-03 0 Navigation Lighting

Arrangements

File by ABS for Reference Only

Electronic copies of the documents, appropriately stamped, are available in the ABS My

Eagle Portal through Engineering Manager.

Reference T1819253, dated 23-JAN-2019.

800 W Commerce Rd, Suite 400, Harahan, LA 701 23 USA

Task � T1864634 TAI Crane Barge ABS Pre-Contract Design prior to RFC

Flag: United States of America

Attention: Mr. Krishna Karri, Technology Associates, Inc. (WCN: 426181 )

The document shown in the attached list is reviewed in accordance with the applicable requirements of the following:

� ABS Rules for Building and Classing Steel Barges 201 8, as amended � International Convention on Load Lines 1 966, as amended

Please note our review is based on the following conditions:

1 . We recognize that the submitted drawings are intended for basic design only. As such, the subject review has been focused on verifying compliance reflective of the detail shown in the submitted drawing and identifying noncompliance items with the applicable Rules and Code(s) listed above. Review for full compliance with the Rules and Code(s), such as complete Bill of Materials for piping, valves and specialty items and certificates/cut sheets for system components is to be carried out during the review of the detail design.

2. Once the vessel is contracted for construction, the drawing is to be resubmitted to ABS for detailed review for Classification.

Additionally, we have received your declaration stating that the materials used in the system indicated in the submittal are free from asbestos.

For any clarifications, please contact Subramani Ragunathan at (281 ) 877-6141 or SRagunathan@eagle.org.

Very truly yours, Roy H. Bleiberg Vice President of Engineering

Electronically Signed by: Subramani Ragunathan

Reference T1864634, dated 16-MAY-2019.

800 W Commerce Rd, Suite 400, Harahan, LA 701 23 USA

Document List

Drawing No. Rev. No. Title Status

850-B380-01 2 Welding Schedule Reviewed

An electronic copy of the document, appropriately stamped is available in the ABS My Eagle Portal through Engineering Manager.

Reference T1864634, dated 16-MAY-2019.

800 West Commerce Road Suite 400| Harahan, LA 70123 USA

Task – T1833247 TAI Crane Barge – 160’ Crane Barge ABS Pre-Contact Design Review prior to

Attention: Mr. Krishna Karri, Technology Associates, Inc. (426181 ) requirements of the following:

· 2018 ABS Rules for Building and Classing Steel Barges, as amended.

· International Convention on Load Line, 1966 as amended.

Please note our review is based on the following conditions:

1 . We recognize that the submitted drawings are intended for basic design only. As such, the subject review has been focused on verifying compliance reflective of the detail shown in the submitted drawing and identifying noncompliance items with the applicable Rules and Code(s) listed above. Review for full compliance with the Rules and Code(s), such as complete Bill of Materials for piping, valves and specialty items and certificates/cut sheets for system components is to be carried out during the review of the detail design.

2. Once the vessel is contracted for construction, the drawing is to be resubmitted to

ABS for detailed review for Classification.

Additionally, we have received your declaration stating that the materials used in the system indicated in the submittal are free from asbestos.

For any clarifications, contact Khue Le at 504-262-5249 or (kle@eagle.org) or Sathya, (Shathiyakkumar Ganapathy Annadurai) at 504-262-5209 or (sganapathy@eagle.org).

Very truly yours, Roy H. Bleiberg Vice President of Engineering

Electronically Signed by: Clayton S. Cooper

Reference T1833247, dated 13-MAR-2019.

mailto:kle@eagle.org mailto:sganapathy@eagle.org

800 West Commerce Road Suite 400| Harahan, LA 70123 USA

Documents List

Drawing No. Rev. No. Title Status 850-B410-02 0 SKEG DETAILS Reviewed

850-B410-03 0 Skeg Design Force Calculations

Filed By ABS for Reference Only

Electronic copies of the documents, appropriately stamped, are available in the ABS My

Eagle Portal through Engineering Manager.

Reference T1833247, dated 13-MAR-2019.

800 West Commerce Road Suite 400| Harahan, LA 70123 USA

Task – T1857105 TAI Crane Barge – 160’ Crane Barge ABS Pre-Contact Design Review prior to

Attention: Mr. Krishna Karri, Technology Associates, Inc. (426181 ) requirements of the following:

· 2018 ABS Rules for Building and Classing Steel Barges, as amended.

· International Convention on Load Line, 1966 as amended.

Please note our review is based on the following conditions:

1 . We recognize that the submitted drawings are intended for basic design only. As such, the subject review has been focused on verifying compliance reflective of the detail shown in the submitted drawing and identifying noncompliance items with the applicable Rules and Code(s) listed above. Review for full compliance with the Rules and Code(s), such as complete Bill of Materials for piping, valves and specialty items and certificates/cut sheets for system components is to be carried out during the review of the detail design.

2. Once the vessel is contracted for construction, the drawing is to be resubmitted to

ABS for detailed review for Classification.

Additionally, we have received your declaration stating that the materials used in the system indicated in the submittal are free from asbestos.

For any clarifications, contact Khue Le at 504-262-5249 or (kle@eagle.org).

Very truly yours, Roy H. Bleiberg Vice President of Engineering

Electronically Signed by: Charles Wheeler

Reference T1857105, dated 16-MAY-2019.

mailto:kle@eagle.org

800 West Commerce Road Suite 400| Harahan, LA 70123 USA

Document List

Drawing No. Rev. No. Title Status 850-B399-02 0 Full Hull Strength Report Filed by ABS for Reference

Only

An electronic copy of the document, appropriately stamped, is available in the ABS My

Eagle Portal through Engineering Manager.

Reference T1857105, dated 16-MAY-2019.

Note: welded to 9/16" PL

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AutoCAD SHX Text: DRAWN BY:

AutoCAD SHX Text: APPROVED BY:

AutoCAD SHX Text: DATE:

AutoCAD SHX Text: NEW ORLEANS, LA 70122 AutoCAD SHX Text: TECHNOLOGY ASSOCIATES INC.

AutoCAD SHX Text: WWW.NAVALARCHITECTS.US AutoCAD SHX Text: 2045 LAKESHORE DRIVE, SUITE 526 AutoCAD SHX Text: REVISION:

AutoCAD SHX Text: SHEET:

AutoCAD SHX Text: MARINE DESIGN CENTER AutoCAD SHX Text: DEPARTMENT OF THE ARMY AutoCAD SHX Text: CORPS OF ENGINEERS AutoCAD SHX Text: VESSEL:

AutoCAD SHX Text: SCALE:

AutoCAD SHX Text: DWG NO:

AutoCAD SHX Text: PROJECT:

AutoCAD SHX Text: US Army Corps AutoCAD SHX Text: of Engineers AutoCAD SHX Text: SIZE:

AutoCAD SHX Text: A AutoCAD SHX Text: MDC PROJECT AutoCAD SHX Text: DRAWING NUMBER AutoCAD SHX Text: SHEET AutoCAD SHX Text: REV AutoCAD SHX Text: MDC HULL No.

AutoCAD SHX Text: TASK:

AutoCAD SHX Text: CONTRACT:

AutoCAD SHX Text: FLOATING CRANE AutoCAD SHX Text: 160'-0"x60'-0"x12'-0" AutoCAD SHX Text: FULL HULL STRENGTH REPORT AutoCAD SHX Text: 2989 AutoCAD SHX Text: 2989 AutoCAD SHX Text: 850-B399-02 AutoCAD SHX Text: 850-B399-02 AutoCAD SHX Text: 0 AutoCAD SHX Text: 0 AutoCAD SHX Text: NTS AutoCAD SHX Text: 1 AutoCAD SHX Text: 1 OF - AutoCAD SHX Text: 850 AutoCAD SHX Text: GM AutoCAD SHX Text: 04-15-19 AutoCAD SHX Text: NK AutoCAD SHX Text: W912BU-17-D-0001 AutoCAD SHX Text: W912BU18F0037 AutoCAD SHX Text: TAI 1208 DWG - AutoCAD SHX Text: REFERENCES AutoCAD SHX Text: DESCRIPTION AutoCAD SHX Text: NO.

AutoCAD SHX Text: DWG NO.

AutoCAD SHX Text: DWG REV AutoCAD SHX Text: DATE AutoCAD SHX Text: BY AutoCAD SHX Text: CKD AutoCAD SHX Text: REVISIONS AutoCAD SHX Text: SYM AutoCAD SHX Text: 1 AutoCAD SHX Text: GENERAL ARRANGEMENT AutoCAD SHX Text: 850-B215-01 AutoCAD SHX Text: 1 AutoCAD SHX Text: 2 AutoCAD SHX Text: DECK AND BOTTOM PLATING AutoCAD SHX Text: 850-B307-01 AutoCAD SHX Text: 1 AutoCAD SHX Text: 3 AutoCAD SHX Text: MIDSHIP SECTION AutoCAD SHX Text: 850-B301-01 AutoCAD SHX Text: 0 AutoCAD SHX Text: 4 AutoCAD SHX Text: SHELL PLATING AutoCAD SHX Text: 850-B307-02 AutoCAD SHX Text: 0 AutoCAD SHX Text: 5 AutoCAD SHX Text: LONGITUDINAL STRUCTURE AutoCAD SHX Text: 850-B311-01 AutoCAD SHX Text: 1 AutoCAD SHX Text: 6 AutoCAD SHX Text: TRANSVERSE STRUCTURE AutoCAD SHX Text: 850-B309-01 AutoCAD SHX Text: 1 AutoCAD SHX Text: CRANE FOUNDATION STRUCTURAL ARRANGEMENTS AutoCAD SHX Text: 850-B330-01 AutoCAD SHX Text: 0 AutoCAD SHX Text: 7 AutoCAD SHX Text: 7 AutoCAD SHX Text: KINGPOST FEA REPORT AutoCAD SHX Text: 4836BRPT AutoCAD SHX Text: 0

FULL HULL FINITE ELEMENT ANALYSIS –

FLOATING CRANE

TAI PROJECT NO. 1208

MDC PROJECT NO. 2989

MDC HULL NO. 850

REV 0

18-APR-2019

Technology Associates, Inc

NAVAL ARCHITECTS, MARINE ENGINEERS, MARITIME SOLUTIONS

2045 LAKESHORE DRIVE

SUITE 526

New Orleans, LA 70122, USA

Tel: (504) 282 6166 Fax: (504) 280 3311

TAI 1208 - USACE 160'x60'x12' FLOATING CRANE

MDC PROJECT 2989 - HULL 850 850-B399-02

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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. Solution

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

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1 . Summary

This report presents finite element analysis of the Full Hull Model performed by Technology Associates, Inc. The Full Hull Model has been re-analyzed in Nastran In CAD software.

Figure 1 - Finite Element Model

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2. Assumptions

Loads have been assumed based on vendor furnished information for the crane pedestal. Loads for lift gate on main deck are from Government Furnished Information. Support for hull at the midship bulkhead is assumed as a fixed boundary condition. Model is assigned Grade A steel material. Hull and below deck structures are evaluated for stress limits associated for Grade A steel, except for the pedestal above deck area which is evaluated for stress limits associated with AH36 steel.

3. Model Definition

3.1 Group Definition

The model is divided into 6 property group(s). Details for each group are given in Table 3.1.1.

1 . The bounding box for all positioned bodies in the model measures 89.98 by 173.6 by 89.98in along the basic coordinate system x, y and z axes, respectively.

2. The total mass of the model is 1545.0 lbf s^2/in.

3. The model center of mass is located at (-1 .976E-1 1 , 2.191E-12, -2.303E-13) in.

Table 3.1 .1 Group Definition

Property

Group Material

Bounding Box (in)

Mass (lbf s^2/in)

Volume (in

Nodes Elements

SHELL 1 MAT 1 1921 .0, 144.0, 720.0 1234.0 1 .68E+06 174641 71255

SHELL 2 MAT 1 190.0, 1 14.0, 190.0 33.58 4.571E+04 1109 672

SHELL 3 MAT 1 168.0, 1 45.5, 168.0 63.18 8.602E+04 1332 968

SHELL 4 MAT 1 89.98, 173.6, 89.98 72.0 9.802E+04 1234 756

SHELL 5 MAT 1 360.0, 0.0, 534.0 70.46 9.592E+04 7707 3105

SHELL 6 MAT 1 294.0, 0.0, 534.0 72.08 9.812E+04 5482 2487

Table 3.1 .2 Part Mass Properties

Property

Group Material

Mass (lbf s^2/in)

Center of Mass (in)

Moments of Inertia (in)

SHELL 1 MAT 1 1234.0 41 .98, -10.69, -4.61 4E-03 6.783E+07, 4.65E+08, 4.055E+08

SHELL 2 MAT 1 33.58 -537.0, 8.418, -3.367E-03 1 .224E+05, 1 .715E+05, 1 .224E+05

SHELL 3 MAT 1 63.18 -537.1 , 13.27, 8.267E-02 3.788E+05, 3.04E+05, 3.788E+05

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SHELL 4 MAT 1 72.0 -537.0, 38.22, 9.347E-04 2.541E+05, 1 .455E+05, 2.54E+05

SHELL 5 MAT 1 70.46 437.6, 65.41 , 3.546E-03 1 .668E+06, 2.425E+06, 7.578E+05

SHELL 6 MAT 1 72.08 1 1 1 .0, 65.41 , 3.701E-03 1 .713E+06, 2.232E+06, 5.1 91E+05

3.2 Contact Definition

The model contains 1 contact region(s).

- Adaptive stiffness scaling is enabled.

3.3 Material Properties

3.3.1 Isotropic Material Definition

Material

ID

E G NU RHO ALPHA T-REF

1 2.901E+07 1 .151E+07 0.26 7.345E-04 0.0 0.0

3.4 Mesh

The finite element mesh is shown in the figure below. The model consists of a total of 246205 nodes and 79243 elements.

Table 3.4.1 Element Initial Distortion Summary

Property

Group

Property

Type

Aspect Ratio Taper Ratio Warping Angle

SHELL 1 QUAD 2.864 0.573 9.535

SHELL 2 QUAD 1 .136 0.142 1 .702

SHELL 3 QUAD 2.82 0.453 6.6E-02

SHELL 4 QUAD 1 .32 0.26 6.512

SHELL 5 QUAD 1 .252 0.353 0.0

SHELL 6 QUAD 1 .418 0.342 0.0

SHELL 1 TRI 2.673 0.0 0.0

SHELL 3 TRI 3.066 0.0 0.0

SHELL 4 TRI 1 .52 0.0 0.0

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SHELL 6 TRI 1 .684 0.0 0.0

Figure 2 - Finite Element Mesh

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4. Environment

4.1 Structural Loading

The finite element environments are shown in the figures below. Applied structural loading is summarized in Table 4.1 .1 . Applied load vector resultants are defined in the basic coordinate system. Moments are summed about location (0,0,0). Applied loads below:

Subcase Crane Load

(lbf) Crane Moment

(lbf) Gate Load

1 (lbf) Gate Load

2 (lbf) Hydrostatic

(psi) Lightship

(lbf) Port/Stbd

Ballast (psi)

SUBCASE 1

Fy -763,000 Fz 880412

Mz -3.59208e+8 Fy -100000 Fy -52000 -2.17 -1 .422e+6 -3.6

SUBCASE 2

Fy -763,000 Fz -880,412

Mz 3.59208e+8 0 0 -2.17 -1 .422e+6 -3.6

Table 4.1 .1 Applied Load Vector Resultant

Resultant Force(lbf) Resultant Moment (lbf in)

Subcase XT YT ZT XR YR ZR

SUBCASE 1 6.616E-09 5.407E-09 -5.303E-13 1 .185E-07 -1 .993E-07 -1 .059E-06

SUBCASE 2 6.979E-10 1 .856E-09 -1 .878E-14 -2.475E-08 7.582E-08 -2.946E-06

4.2 Structural Support

Reaction loads are summarized in Table 4.2.1 . Reaction load vector resultants are defined in the basic coordinate system. Moments are summed about location ().

Table 4.2.1 Reaction Load Vector Resultant

Resultant Force (lbf) Resultant Moment (lbf in)

Subcase XT YT ZT XR YR ZR

SUBCASE 1 4.156E-04 1 .979E-02 1 .121E-03 8.306E+06 -7.638E+05 -3.631E+07

SUBCASE 2 -5.695E-04 3.338E-04 -4.721E-04 -2.389E+06 9.712E+05 1 .074E+07

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Figure 3 – Gate Loads

Figure 4 – Crane Forces/Moment Subcase 1

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Figure 5 – Hydrostatic Pressure

Figure 6 – Lightship

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Figure 7 – Port/Stbd Ballast Pressure

Figure 8 – Crane Forces Moment Subcase 2

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5. Results

Table 5.1 .1 Displacement Component Summary

Displacement Components (in) Rotation Components (in)

Subcase XT YT ZT XR YR ZR

SUBCASE

0.4841 1 .617 0.4761 2.037E-03 2.1 1 5E-03 7.743E-03

SUBCASE

0.208 0.748 0.1656 1 .854E-03 1 .89E-03 5.466E-03

Table 5.1 .2 Stress Results Summary

Minimum

Principal

Stress (psi)

Maximum

Von Mises

Stress (psi)

Subcase 1 -4.283E+04 4.21 1E+04 4.266E+04

Subcase 2 -4.258E+04 4.245E+04 3.787E+04

Table 5.1 .3 Solution Error Measure and the Relative Stress Error Summary

Subcase Solution Error Measure Shell Element Relative

Stress Error Solid Element Relative

Stress Error

SUBCASE 1 2.504E-09 4.754E-02 n/a

SUBCASE 2 1 .58E-09 6.531E-02 n/a

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Figure 9 - SUBCASE 1 CONTOUR: SHELL VON MISSES STRESS (psi)

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Figure 10 - SUBCASE 2 - CONTOUR: SHELL VON MISSES STRESS (psi)

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Figure 11 - SUBCASE 1 - CONTOUR: DISPLACEMENT (in) (TOTAL)

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Figure 12 - SUBCASE 2 - CONTOUR: DISPLACEMENT (in) (TOTAL)

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6. Conclusion:

Von-Mises stresses for hull below main deck are less than 30.6 ksi, which is acceptable for Grade A material. Von-Mises stress in the crane pedestal are below 42.66 ksi, which is less than maximum 45.0 ksi allowed for ABS Grade AH36 steel.

The vessel structural stresses are within allowable limits after application of a simultaneous crane resultant loads, heaviest deck cargo load (lift gate), hydrostatic pressure, ballast tank pressure and lightship weight.

Note:

Allowable Von-Mises stress limit – 30.6 ksi for ABS Grade A steel

Allowable shear stress – 18 ksi for ABS Grade A steel

Allowable Von-Mises stress limit – 45.0 ksi for ABS Grade AH36 steel

Allowable shear stress – 26.5 ksi for ABS Grade AH36 steel

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APPENDIX 1 : Buckling Stress Report

USACE MCCAULEY CRANE BARGE

REPLACEMENT

"FLOATING CRANE"

1 60'-0" X 60'-0" X 1 2'-0"

TAI PROJECT NO. 1 208

REV. (0)REV. (0)REV. (0)REV. (0)

1 7-Apr-1 91 7-Apr-1 91 7-Apr-1 91 7-Apr-1 9

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2045 LAKESHORE DRIVE2045 LAKESHORE DRIVE2045 LAKESHORE DRIVE2045 LAKESHORE DRIVE

SUITE 526SUITE 526SUITE 526SUITE 526

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PURPOSE

Critical Buckling Stress of Plate (Compression)

Critical Buckling Stress of Longitudinal (Column Buckling without Rotation)

Critical Buckling Stress of Longitudinal (Torsion)

Critical Buckling Stress (Webs of Longitudinals)

Critical Buckling Stress of Plate (Shear)

GENERAL

Fw = kF1C1LB(Cb + 0.7) x 10-2 Ltf where k = 0.2797 [-]

F1 = 1.000 [-]

C1 = 4.107 [-]

L = 153.6 [ft] *96% of 160'

B = 60.0 [ft]

Cb = 0.919 [-]

Eight (8) profiles are those of the main deck and subject to compressive stresses from sagging moments. The other eight (8) profiles are those of the bottom shell and subject to compressive stresses from hogging moments.

This Appendix has been submitted to demonstrate that the structural arrangement of the subject barge is adequate to withstand local buckling when the hull girder is subject to still-water and wave-induced bending moments and shear forces. Sixteen (16) distinct plate fields have been analyzed to determine critical buckling stresses of each profile considering five (5) unique modes:

Per 2018 ABS SVR 3-2-1, Buckling calculations shall be based on total hull girder bending moment, which is the sum of maximum still-water bending moment and wave-induced bending moment. Wave-induced bending moment is product of Sw (7.123 LTf/sq.in) and

SMb (required hull girder section modulus with K=1, as per 2018 ABS SBR 3-2-1/3.1). SMb

= 1,355 in2-ft.

Wave-induced shear force is calculated in accordance with ABS SVR 3-2-1/3.5.3 as shown below.

The equations for calculating positive and negative wave induced shear forces are identical, however, the maximum distribution factors for positive and negative forces are 1.0 and 0.92, respectively. For the sake of conservatism, the maximum wave-induced positive shear force as calculated is considered in these analyses.

*as calculated in 850-B399-01, "ABS

Structural Calculations"

Appendix 1 - Page 1

MDC PROJECT 2989 - HULL 850

850-B399-02 Rev 0

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The following hull girder loads are considered in these calculations:

Still-Water Bending Moment = 3,577 Ltf-ft

Still-Water Shear Force = 373.0 Ltf

Wave-Induced Bending Moment = 9,651 Ltf-ft

Wave-Induced Shear Force = 172.0 Ltf

ASSUMPTIONS

It should also be noted that all working stresses have been calculated considering the hull girder 2nd moment of inertia with no stiffening or wing wall bulkheads. The results are therefore conservative.

Still-water and wave-induced bending moments are considered as equal magnitudes for both sagging (deck buckling check) and hogging (bottom buckling check) conditions.

Only the maximum hull girder bending moments and shear forces are considered in analyses of all plate fields despite a distribution of decreased loading along the vessel length.

The standard deduction for all plate flange and stiffener thickness is taken as the ABS maximum of 0.16 inches.

The following assumptions have been considered in these calculations:

The still-water bending moment and shear force are taken from the HYDROMAX longitudinal strength output as contained in Appendix 3 of 850-B399-02. Appendix 3 analyzes two conditions for the purpose of delineating between maximum sagging and hogging moments. The first condition considers the gate as being suspended by the crane hook above the cargo deck with the weight of the gate being imparted onto the hull at the location of the kingpost. This condition simulates the maximum sagging moment. The second condition considers the gate as being suspended by the crane hook over the stern of the barge. Similar to the first condition, the weight of the gate is considered to be acting on the hull at the location of the kingpost. However, in order to replicate the affect that the crane load has on the barge in this condition, the maximum crane moment (as shown in the

Full Hull FEA Report) has been incorporated into the still water analyis of this condition.

Because HYDROMAX does not permit the user to add a moment as a hull load, a force couple equivalent to the maximum crane moment is considered as acting at the forward and aft extents of the kingpost. This condition simulates the maximum hogging moment.

Long. Strength- Shear loading case exerts maximum forces on the vessel; the same are considered for buckling calculations.

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ABS BUCKLING ANALYSIS SUMMARY

1 2 3 4 5 6 7 8

Critical Buckling Stress of Plate (Compression) σcp [psi] 15,408 8,667 15,408 8,667 26,500 20,667 29,990 26,872 ≥ 8,275 σa-max

Critical Buckling Stress of Longitudinal (Column Buckling without Rotation) σccb [psi] 31,740 31,520 32,729 32,605 32,546 32,327 33,588 33,513 ≥ 9,102 σa-max

Critical Buckling Stress of Longitudinal (Torsion) σct [psi] 31,903 29,960 31,889 31,099 32,897 32,717 33,258 33,247 ≥ 9,102 σa-max

Critical Buckling Stress (Webs of Longitudinals) σcw [psi] 32,629 32,629 32,629 32,629 32,629 32,629 32,629 32,629 ≥ 8,275 σa-max

Critical Buckling Stress of Plate (Shear) τcp [psi] 15,067 11,677 15,156 11,944 17,841 16,557 18,787 18,295 ≥ 449.3 τa

9 10 11 12 13 14 15 16

Critical Buckling Stress of Plate (Compression) σcp [psi] 26,500 20,667 15,408 8,667 15,408 8,667 15,408 8,667 ≥ 8,275 σa-max

Critical Buckling Stress of Longitudinal (Column Buckling without Rotation) σccb [psi] 30,744 30,253 32,729 32,605 32,729 32,605 33,682 33,651 ≥ 9,102 σa-max

Critical Buckling Stress of Longitudinal (Torsion) σct [psi] 32,830 32,711 31,889 31,099 31,899 31,099 33,151 33,126 ≥ 9,102 σa-max

Critical Buckling Stress (Webs of Longitudinals) σcw [psi] 32,629 32,629 32,629 32,629 32,629 32,629 32,629 32,629 ≥ 8,275 σa-max

Critical Buckling Stress of Plate (Shear) τcp [psi] 17,796 16,420 15,156 11,944 15,156 11,944 15,685 13,384 ≥ 449.3 τa

PROFILE DESCRIPTIONS

*sketches on following page illustrate areas corresponding to index numbers

1 2 3 4 5 6 7 8

Plate Thickness [in] 0.375 0.375 0.375 0.375 0.500 0.500 0.625 0.625

Dimension Perpendicular to Centerline [in] 18.00 24.00 18.00 24.00 18.00 24.00 18.00 24.00

Dimension Parallel to Centerline [in] 96.00 96.00 72.00 72.00 72.00 72.00 36.00 36.00

9 10 11 12 13 14 15 16

Plate Thickness [in] 0.500 0.500 0.375 0.375 0.375 0.375 0.375 0.375

Dimension Perpendicular to Centerline [in] 18.00 24.00 18.00 24.00 18.00 24.00 18.00 24.00

Dimension Parallel to Centerline [in] 107.75 107.75 72.00 72.00 72.00 72.00 36.00 36.00 note: all longitudinal stiffeners are 5x3x3/8" angles

Bottom Shell Profiles

Max.

Calculated

Main Deck Profiles (SAGGING)

Bottom Shell Profiles (HOGGING) Max.

Calculated

Main Deck Profiles

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Reference: ABS "Rules for Building and Classing Steel Vessels" (2018)

Part 3 Hull Construction and Equipment

Chapter 2 Hull Structures and Arrangements

Appendix 4 Buckling Strength of Longitudinal Members (1995)

1 Application

3 Elastic Buckling Stresses

3.1 Elastic Buckling of Plates

3.1.1 The ideal elastic buckling stress is given by:

σEp = 0.9mE(tb/s) 2 psi m = 8.4/(ψ + 1.1) for (0 ≤ ψ ≤ 1) m = c[1 + (s/l)2]2 [2.1/(ψ + 1.1)] for (0 ≤ ψ ≤ 1)

E = 30 x 106 psi tb = s = shorter side of plate panel in inches l = longer side of plate panel in inches c = 1.30 when plating stiffened by floors or deep girders

= 1.21 when stiffeners are angles or T-sections

= 1.10 when stiffeners are bulb flats

= 1.05 when stiffeners are flat bars ψ =

For plating with longitudinal stiffeners (parallel to compressive stress):

For plating with transverse stiffeners (perpendicular to compressive stress):

These requirements apply to plate panels and longitudinals subject to hull girder bending and shear stresses.

net thickness of plaing, in inches, after making standard deductions as given in 3-2-A4/Table 1 ratio of smallest to largest compressive stress, σa (see 3-2-

A4/7.1), varying linearly across panel

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3.1.2 Shear

The ideal elastic buckling stress is given by:

τEp = 0.9ktE(tb/s) 2 kt = 5.34 + 4(s/l)2

E, tb, s and l are as defined in 3-2-A4/3.1.1

3.3 Elastic Buckling of Longitudinals

3.3.1 Column Buckling without Rotation of the Cross Section

σEcb = EIa/c1Al 2

Ia =

A = l = span, in feet, of longitudinal c1 = 14.4

E = as defined in 3-2-A4/3.1.1

3.3.2 Torsional Buckling Mode

The ideal elastic buckling stress for the torsional mode is given by:

σEt = π2EIw/10c1Ipl 2 (m 2 + K/m2) + 0.385E(It/Ip) psi

K = c2(Cl 4 /π4EIw) m = number of half waves given by 3-2-A4/Table 2

E = as defined in 3-2-A4/3.1.1 c2 = 20,736

It =

= c3(hwtw /3) for flat bars (slabs) moment of inertia, in inches4, of longitudinal, including plate flange and calculated with thickness as specified in 3-2-

A4/3.1.1

For the column buckling mode (perpendicular to plane of plating), the ideal elastic buckling stress is given by:

cross-sectional area, in inches2 of longitudinal, including plate flange and calculated with thickness, as specified in 3-

2-A4/3.1.1

St. Venant's moment of inertia, in inches4, of profile (without plate flange)

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= c31/3[hwtw 3 + bftf

(1 - 0.63tf/bf)] for flanged profiles c3 = 1.0

Ip =

= c3(hw tw/3) for flab bars (slabs)

= c3(hw 3 tw/3 + hw bftf) for flanged profiles

Iw =

= c4hw 3 tw

/36 for flat bars (slabs)

= c4(tfbf 3 hw

/12) for "Tee" profiles c4 = 1.0 hw = web height in inches tw = bf = flange width in inches tf = l = span of profile in feet s = spacing of profiles in inches

C = spring stiffness exerted by supporting plate panel

= kpEtp 3 /[3s(1 + 1.33kphwtp

3 /stw )] lbf kp = 1 - ηp not to be taken less than zero

For flanged profiles, kp need not be taken less than 0.1 tp = ηp = σa/σEp σa = σEp =

3.3.3 Web and Flange Buckling

For web plate of longitudinals the ideal buckling stress is given by:

σEw = 3.8E(tw/hw) 2 plate thickness, in inches, after making standard deductions, as specified in 3-2-A4/3.1.1 elastic buckling stress of supporting plate, as calculated in 3-

2-A4/3.1 calculated compressive stress. For longitudinals, see 3-2-

A4/7.1 web thickness, in inches, after making standard deductions, as specified in 3-2-A4/3.1.1 flange thickness, in inches, after making standard deductions, as specified in 3-2-A4/3.1.1. For bulb profiles the mean thickness of the bulb may be used.

polar moment of intertia, in inches4, of profiles about connection of stiffener to plate warping constant, in inches6, of profile about connection of stiffener to plate c4bf 3 hw

2 /[12(bf + hw) 2 ][tf(bf 2 + 2bfhw + 4hw

) + 3twbfhw] for angles and bulb profiles

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A Y -2 bf/tfa ≤ 15 bf = tfa = as-built flange thickness in inches

5 Critical Buckling Stress

5.1 Compression

σc = σE when σE ≤ σF/2

= σF(1 - σF/4σE) when σE > σF/2 σF = σE =

The critical buckling stress in compression, σc, is determined as follows:

ideal elastic buckling stress calculated according to 3-2-

A4/3 yield stress of material, in psi. σF may be taken as 34,000 psi for mild steel

For flanges on angles and T-sections of longitudinals, the following requirements will apply:

flange width, in inches, for angles, half the flange width for T-sections

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5.3 Shear

The critical buckling stress in shear, τc, is determined as follows:

τc = τE when τE ≤ τF/2

= τF(1 - τF/4τE) when τE > τF/2 τF = σF/√3 σF = as given in 3-2-A4/5.1 τE =

7 Working Stress

7.1 Longitudinal Compressive Stress

The compressive stresses are given in the following formula:

σa = c5 [(Mw + Msw)/In] y psi

= minimum 4,400/Q psi

Msw =

Mw = wave bending moment in Ltf-ft

In = moment of inertia in inches4 of the hull girder y =

Q = as defined in 3-2-1/5.5 (1.0 for ordinary strength steel) c5 =

7.3 Shear Stresses

7.3.1 Vessels without Effective Longitudinal Bulkheads

still water bending moment in Ltf-ft

322,560 ideal elastic buckling stress in shear calculated according to

3-2-A4/3.1.2 vertical distance in feet from the neutral axis to the considered point

Mw and Msw are to be taken as sagging or hogging bending moments, respectively, for members above or below the neutral axis.

The working shear stress, τa, in the side shell of vessels without effective longitudinal bulkheads is given by the following formula:

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A Y -2 τa = c6(Fsw + Fw)ms/2tsI psi

I = ms = ts =

Fsw =

Fw = c6 = 2,240

7.3.2 Vessels with Two or More Effective Longitudinal Bulkheads

9 Scantling Criteria

9.1 Buckling Stress

σc ≥ βσa β = 1.0

1.1 for stiffeners τc ≥ τa τa =

The design buckling stress, σc, of plate panels and longitudinals (as calculated in 3-2-A4/5.1) is to be such that:

for plating and for web plating of stiffeners (local buckling)

The critical buckling stress, τc, of plate panels (as calculated in 3-2-

A4/5.3) is to be such that:

working shear stress in the plate panel under consideration, in psi, as determined by 3-2-A4/7.3.

hull girder shearing force in still water in Ltf. See 3-2-1/3.3.

moment of inertia of the hull girder section, in inches4, at the section under consideration first moment, in inches3, about the neutral axis of the area of the effective longitudinal material between the horizontal level at which the shear stress is being determined and the vertical extremity of effective longitudinal material, taken at the position under consideration thickness of the side shell plating, in inches, at the position under consideration.

Fwp or Fwn, in Ltf, as specified by 3-2-1/3.5.3, depending upon loading

The working shear stress, τa, in the side shell or longitudinal bulkhead plating is to be calculated by an acceptable method and in accordance with 3-2-1/3.9.4.

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APPENDIX 2: CRITICAL BUCKLING STRESS

CALCULATIONS

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Index 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 E [psi] 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07 3.00E+07

2 t [in] 0.375 0.375 0.375 0.375 0.500 0.500 0.625 0.625 0.500 0.500 0.375 0.375 0.375 0.375 0.375 0.375

3 SD [in] 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160

4 tb [in] 0.215 0.215 0.215 0.215 0.340 0.340 0.465 0.465 0.340 0.340 0.215 0.215 0.215 0.215 0.215 0.215

5 s [in] 18.000 24.000 18.000 24.000 18.000 24.000 18.000 24.000 18.000 24.000 18.000 24.000 18.000 24.000 18.000 24.000

6 l [in] 96.000 96.000 72.000 72.000 72.000 72.000 36.000 36.000 107.750 107.750 72.000 72.000 72.000 72.000 36.000 36.000

7 c [-] 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21

8 σa-max [psi] 8,275 8,275 8,275 8,275 6,849 6,849 5,838 5,838 8,275 8,275 8,275 8,275 8,155 8,155 8,069 8,069

9 σa-min [psi] 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400 4,400

10 ψ [-] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

11 m [-] 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000

12 σEp [psi] 15,408 8,667 15,408 8,667 38,533 21,675 72,075 40,542 38,533 21,675 15,408 8,667 15,408 8,667 15,408 8,667

13 kt [-] 5.481 5.590 5.590 5.784 5.590 5.784 6.340 7.118 5.452 5.538 5.590 5.784 5.590 5.784 6.340 7.118

14 tb [in] 0.215 0.215 0.215 0.215 0.340 0.340 0.465 0.465 0.340 0.340 0.215 0.215 0.215 0.215 0.215 0.215

15 τEp [psi] 21,112 12,112 21,533 12,534 53,850 31,344 114,239 72,143 52,517 30,011 21,533 12,534 21,533 12,534 24,422 15,423

16 Ia [in4] 26.436 28.705 26.436 28.705 30.843 32.888 34.059 35.913 30.843 32.888 26.436 28.705 26.436 28.705 26.436 28.705

17 A [in2] 6.729 8.019 6.729 8.019 8.979 11.019 11.229 14.019 8.979 11.019 6.729 8.019 6.729 8.019 6.729 8.019

18 l [ft] 8.000 8.000 6.000 6.000 6.000 6.000 3.000 3.000 8.979 8.979 6.000 6.000 6.000 6.000 3.000 3.000

19 c1 [-] 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4

20 σEcb [psi] 127,886 116,524 227,353 207,154 198,786 172,724 702,113 592,995 88,760 77,123 227,353 207,154 227,353 207,154 909,414 828,617

21 K [-] 1.825 0.337 0.577 0.107 2.157 1.693 0.191 0.174 10.593 8.007 0.577 0.107 0.586 0.107 0.037 0.007

22 m [-] 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 2.000 2.000 1.000 1.000 1.000 1.000 1.000 1.000

23 c2 [-] 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736 20,736

24 It [in4] 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026

25 c3 [-] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

26 Ip [in4] 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083 25.083

27 Iw [in6] 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770 34.770

28 c4 [-] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

29 hw [in] 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000

30 twa [in] 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750

31 tfa [in] 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750 0.3750…