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10-1047 - Integris Rentals - 6FtL x 6FtW x 6Ft-6InH Cargo Box - Shell Lifting Cert.doc

Shell Exploration and Production Company

(SEPCo)

__________________Lifted Equipment Certification Form_________________

Shell Purchased: ______ Supplier: Integris Rentals

Rental Equipment: ______ Owner (Vendor): Integris Rentals

Description of Equipment: 6FtL x 6FtW x 6Ft-6InH Cargo Box Job # 10-1047; Drawing # 109-671 Rev A. Sheets 1 – 4. Tare Weight (lbs): 2,900 Lbs. (Empty weight of container, tank, package, skid) Working Load Limit (lbs): 9,100 lbs (Weight of Liquid in tank, items in container, etc.) Maximum Gross Weight (lbs): 12,000 Lbs. (Tare Weight + Working Load Limit = Max Gross Weight) Floor Area Loading (psf): 1.912 psf (Allowable floor area loading for containers or buildings) Unique Identification Number: 6x6x6CB-1 thru 6x6x6 CB-50 (For rental equipment only) I certify that the above-described lifted equipment is designed for offshore dynamic lifting in accordance with the provisions of API RP2A (latest edition) and SEPCo Document OPS0055 (latest edition). ___________________________________________________ July 23, 2010 Registered Professional Engineer Date

Notes:

1. Owners of rental equipment shall keep a copy of this form on file for duration of equipment life and shall submit a copy to Shell upon request.

2. ISO blocks/connectors are not permitted to be used as lifting attachment points.

Steve

PE Stamp with Signature

Steve

Typewritten Text

07-23-2010

10-1047 - Integris Rentals - 6FtL x 6FtW x 6Ft-6InH Cargo Box - Shell Lifting Cert.doc

__________________Lifted Equipment Certification Form_________________

Supplier: Integris Rentals

Description of Equipment: 6FtL x 6FtW x 6Ft-6InH Cargo Box Job # 10-1047; Drawing # 109-671 Rev A. Sheets 1 – 4. Tare Weight (lbs): 2,900 Lbs. (Empty weight of container, tank, package, skid) Working Load Limit (lbs): 9,100 lbs (Weight of Liquid in tank, items in container, etc.) Maximum Gross Weight (lbs): 12,000 Lbs. (Tare Weight + Working Load Limit = Max Gross Weight) Floor Area Loading (psf): 1.912 psf (Allowable floor area loading for containers or buildings) Unique Identification Number: 6x6x6CB-1 thru 6x6x6 CB-50 (For rental equipment only) I certify that the above-described lifted equipment is designed for offshore dynamic lifting in accordance with the provisions of API RP2A (latest edition) and SEPCo Document OPS0055 (latest edition). ___________________________________________________ July 23, 2010 Registered Professional Engineer Date

Notes:

1. Owners of rental equipment shall keep a copy of this form on file for duration of equipment life and shall submit a copy upon request.

2. ISO blocks/connectors are not permitted to be used as lifting attachment points.

Steve


Steve

Typewritten Text

07-23-2010

10-1047 - Integris Rentals - 6FtL x 6FtW x 6Ft-6InH Cargo Box - Cover Letter.doc

SRC ENGINEERS, INC. STEPHEN R. CALLEGARI, SR., P.E. P.O. BOX 81903 LAFAYETTE, LA 70598-1903 (337) 837-3810 Fax (337) 837-5710 100 CARDINAL DR. LAFAYETTE, LA 70508-4449 srcengineers.com

Friday, July 23, 2010 Pierre Olivier Integris Rentals 218 Redmond Road Houma, La. 70363 Phone: (985) 804-6966 Reference: 6FtL x 6FtW x 6Ft-6InH Cargo Box Structural Analysis

12,000 lbs Maximum Capacity (Cargo Box & Equipment Weight) SRC Job No. 10-1047; Drawing No. 109-671 Rev A, Sheets 1 - 4. Unique Identification numbers: 6x6x6CB-1 thru 6x6x6 CB-50. Dear Mr. Olivier: As per your request, we have performed the structural analysis for the above referenced Cargo Box. The analysis included structural lifting analysis and lift lug analysis. Four Point Lift: The four point lifting analysis is calculated using the weight of the members, components, and contents supported by lifting slings at the four pad eyes. A 2:1 dynamic load factor is applied to the lifting analysis. In other words, the Cargo Box is loaded with 2.0 times the self-weight and contents weight (24,000 lbs). In the analysis, the point at which the four slings meet is fixed in the X, Y, and Z directions. The total estimated weight of the Cargo Box is 2,900 lbs. The Cargo Box lifting capacity is 9,100 lbs. The total lifting weight of the Cargo Box and contents is 12,000 lbs. Fork Lift: The fork lifting analysis is calculated using the weight of the members, components, and contents supported by forklift slots. The contents of the Cargo Box are assumed to be uniformly distributed. A 1.6:1 dynamic load factor is applied to the lifting analysis. In other words, the Cargo Box is loaded with 2.0 times the self-weight and contents weight (19,200 lbs). In the analysis, the forklift slots are restrained in the X-Y and Z-Y directions at the end of the fork slots. The total estimated weight of the Cargo Box is 2,900 lbs. The Cargo Box lifting capacity is 9,100 lbs. The total lifting weight of the Cargo Box and contents is 12,000 lbs. The structural members are as follows:

Tubing 8”x4”x1/4” ASTM A-500 Gr. B Tubing 8"x4”x3/16” ASTM A-500 Gr. B Tubing 3"x3”x3/16” ASTM A-500 Gr. B Plate 3/16” ASTM A-36

Structural steel design calculations are performed in accordance with the Manual of Steel Construction, Ninth Edition, from the American Institute of Steel Construction, Inc (AISC). The structural members were determined to be within SEPCo OPS 0055 Lifted Equipment and Operations Standard Requirements allowable limits. All welds are to be in accordance with ANSI/AWS D1.1 latest edition. All critical structural welds shall be magnetic particle or liquid penetrant inspected per AWS D1.1. All welds shall be full penetration. Design and weld verification load testing shall be conducted in accordance with SEPCo OPS 0055 Lifted Equipment and Operations Standard Requirements. Periodic examination, tests, and repairs shall be conducted in accordance with SEPCo OPS 0055 Lifted Equipment and Operations Standard Requirements. As the use of this product is beyond the control of SRC Engineers, Inc., the purchaser and/or end user is solely responsible for the usability and suitability of this product.

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Analysis results are as follows:

Calculated Results Allowable Limits Load Case I: 4-Point Lift Applied Structure and Contents Load (2.0:1) DLF 12,000 lbs 12,000 lbs Maximum Unity Check 0.249 1.0 Maximum Bending Stress 7,502 psi 33,000 psi Maximum Displacement 0.342” Von Mises Plate Stress 11,028 23,760 psi Load Case II: Fork Lift Applied Structure and Contents Load (1.6:1) DLF) 12,000 lbs 12,000 lbs Maximum Unity Check 0.250 1.0 Maximum Bending Stress 7,544 psi 33,000 psi Maximum Displacement 0.066” Von Mises Plate Stress 10,990 23,760 psi The 1.00” plate ASTM A-36, lifting lugs were checked using a 2:1 Dynamic load factor. In other words the lifting lug is loaded with 2.0 times the self-weight and contents weight (24,000 lbs). In the lifting lug analysis a 3/4” shackle, with a working load limit of 4.75 tons and a pin diameter of 0.89” was used. The four (4) sling cables 5/8” Diameter Steel Core, used in the analysis are 7’-3” in length (60 sling angle from the horizontal plane) with a Breaking Strength of 20.6 Tons. A copy of all analysis calculations and analysis results is enclosed with this letter. Thank you for considering SRC Engineers, Inc. to provide engineering assistance for your firm’s projects. If there are any questions concerning this project or if there is anything else that we can do for you, please do not hesitate to call.

Sincerely,

Stephen R. Callegari, Sr., P.E. Mechanical Engineer Enclosure

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Steve


Steve

Typewritten Text

07-23-2010


SRC Engineers, Inc. - Terms and Conditions Base Offer SRC Engineers, Inc. proposes to provide consulting services on a cost reimbursable basis as defined herein. The authorization or performance of any work by SRC Engineers, Inc. hereunder shall constitute Client’s acceptance of these terms and conditions. Charges for Services SRC Engineers, Inc. proposes to be reimbursed for services provided to Client based on the rates shown on our published rate sheet and/or prices shown on the attached proposal for all work performed. Payments SRC Engineers, Inc. shall deliver to Client progress payment billing invoices on a two-week basis. Insofar as practicable, each shall be in the amount of the total charges for services as of the invoice date. The progress payment billing invoices shall be in standard form showing complete detail. Client shall pay invoices within thirty days of the date of the invoice. Client shall pay an additional charge of one and one-half percent (1 ½%) per month, or the maximum percentage allowed by law, whichever is lesser, for any past due amounts. In the event of a legal action for invoice amounts not paid, attorney's fees, court costs, and other related expenses should be paid to the prevailing party. Standard of Care Services provided by SRC Engineers, Inc. under this agreement would be performed in a manner consistent with that degree of care and skill ordinarily exercised by members of the same profession currently practicing under similar circumstances. Upon notice SRC Engineers, Inc. will correct those services not meeting such standard. SRC Engineers, Inc. accepts no responsibility for information, designs and standards, which have been furnished by the Client. Ownership of Instruments of Service Client acknowledges SRC Engineers, Inc. construction documents as instruments of professional service. Nevertheless, the plans and specifications prepared under this Agreement shall become the property of Client upon completion of the work and payment in full of all monies due to SRC Engineers, Inc. Client shall not reuse or make any modification to the plans and specifications without the prior written authorization of SRC Engineers, Inc. Client agrees, to the fullest extent permitted by law, to indemnify and hold SRC Engineers, Inc. harmless from any claim, liability or cost (including reasonable attorney’s fees and defense cost) arising or allegedly arising out of any unauthorized reuse or modification of the construction documents by the client or any person or entity that acquires or obtains the plans and specifications from or through Client without the written authorization of SRC Engineers, Inc.. Jobsite Safety Neither the activities of SRC Engineers, Inc., nor the presence of SRC Engineers, Inc. or their employees and sub consultants at a construction site, shall relieve the construction Contractor and any other entity of their obligations, duties and responsibilities including, but not limited to, construction means, methods, sequence, techniques or procedures necessary for performing, superintending or coordinating all portions of the work of construction in accordance with the contract documents and any health or safety precautions required by any regulatory agencies. SRC Engineers, Inc. and their personnel have no authority to exercise any control over any construction contractor or other entity or their employees in connection with their work or any health or safety precautions. Client agrees that the Construction Contractor is solely responsible for job site safety, and warrants that this intent shall be made evident in Client’s agreement with the Construction Contractor. Liability The liability of SRC Engineers, Inc., it employees and subcontractors shall be limited to the correction of the final work produced by SRC Engineers, Inc. Any derivative work, such as but not limited to design modification, change of design application or use, printed material, advertisements, or other work product not directly produced by or approved in writing by SRC Engineers, Inc. is not the responsibility of SRC Engineers, Inc. Liability is limited to the client, specified scope, and circumstance of the project. In no event will SRC Engineers, Inc. be liable to any person or organization for any direct, indirect, special, incidental, consequential or similar damages as a result of the work produced. As the use of this product is beyond the control of SRC Engineers, Inc., the purchaser and/or end user is solely responsible for the usability and suitability of this product. Therefore, SRC Engineers, Inc. provides no warranties or guarantees, expressed or implied, except that the work will be performed in a professional manner unless otherwise specifically agreed to in writing. Some states do not allow the exclusion or limitation of implied warranties or of liability or consequential damages. In the event of any of the above limitations or exclusions are held to be unenforceable, SRC Engineers, Inc.’s total liability shall not exceed the amount paid for services rendered. Insurance SRC Engineers, Inc. agrees to maintain during the performance of services:

(1) Statutory Workers' Compensation and Employer's Liability with a Limit of $1,000,000 (2) Automobile Liability insurance coverage with a combined Single Limit of $500,000 (3) General Liability insurance with a General Aggregate Limit of $2,000,000

01-10-2003 REV. 7/10/03

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1Lifting Eye Design Calculations per BHP Billiton Lifting Equipment Requirements-has a Minimum Load Factor= 2.5 with allowable stress=0.85Fy & Shell SEPCo OPS0055 Lifting & Hoisting Standard which refers to API RP-2A Section 2.4.2c & 2.4.2d - has a Minimum LoadFactor=2.0 with allowable stress of 0.66Fy. Final Pad Eye Design FS=2.5/0.85Fy=2.94 or FS=2.0/0.66Fy=3.03

LIFTING EYE DESIGN

Inputs defined:

Equipment Weight: W 12000 lb

Design Impact/Load Factor: fsd 2.0

Minimum Sling Angle: θ 60 deg

Number of Lifting Lugs: N 4

Lifting Eye Plate Thickness: t 1.0 in

Cheek Plate Thickness: tc 0.0 in

Lifting Eye Finish Radius: ro 2.00 in

Diameter of Pin Hole: dh 0.9375 in

Lifting Eye width at attachment: d 4.0 in

Distance from Center Hole to Fixed Edge: h1 2.0 in

Angle Between Vertical Sling plane and Vertical Plane of Padeye: γ 0 deg

Cheek Plate Outside Diameter: dc 0.0 in

Yield Strength of Material: Fy 36000lb

in2

Ultimate Tensile Strength of Material: Fu 58000lb

in2

Select Type of Calculation: T = 1 for Shell = 2 for Shell / BHP Billiton = 3 for Shell / BHP / BP

T 3

Shell OPS 0055 & BHP Lifting Lug 04-22-2010.xmcd

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2S = 1 If Pad Eye is Symmetric; S = 2 If Pad Eye is Not Symmetric S 1

h2 dd

2 ro S 2=if

dd

2 ro

d

2ro

S 1=if

h2 0 in

BRIGHT 6 x 19 Class STEEL CORE (IWRC)

Diameter Breaking(in.) Strength in

(Tons)

1/4 3.4

5/16 5.3

3/8 7.6

7/16 10.2

1/2 13.3

9/16 16.8

5/8 20.6

3/4 29.4

7/8 39.8

1 51.7

1 1/8 65.0

1 1/4 79.9

1 3/8 96.0

1 1/2 114.0

1 5/8 132.0

1 3/4 153.0

2 198.0

2 1/4 247.0

2 3/8 274.0

2 1/2 302.0

Diameter Breaking(in.) Strength in

(Tons)

1/4 2.7

5/16 4.1

3/8 5.9

7/16 8.0

1/2 10.3

9/16 13.0

5/8 16.1

3/4 23.0

7/8 31.1

1 40.4

1 1/8 50.8

1 1/4 62.5

1 3/8 75.1

1 1/2 89.0

1 5/8 103.0

1 3/4 120.0

1 7/8 137.0

2 155.0

2 1/8 173.0

2 1/4 193.0

GALVANIZED6 x 19 Class

STEEL CORE (IWRC)Nominal Size Working Load Dimensions (in.)

Limit (Tons) A B C

3/16 1/3 0.38 0.25 0.88

0.25 1/2 0.47 0.31 1.13

0.31 3/4 0.53 0.38 1.22

0.38 1 0.66 0.44 1.44

0.44 1 1/2 0.75 0.50 1.69

0.50 2 0.81 0.64 1.88

0.63 3 1/4 1.06 0.77 2.38

0.75 4 3/4 1.25 0.89 2.81

0.88 6 1/2 1.44 1.02 3.31

1.00 8 1/2 1.69 1.15 3.75

1.13 9 1/2 1.81 1.25 4.25

1.25 12 2.03 1.40 4.69

1.38 13 1/2 2.25 1.53 5.25

1.50 17 2.38 1.66 5.75

1.75 25 2.88 2.04 7.00

2.00 35 3.25 2.30 7.75

2.50 55 4.13 2.80 10.50Maximum Proof Load is 2.0 times the Working Load Limit. Minimun Ultimate Strength is 6 times the Working Load Limit.

Crosby Forged Shackles G-2130

For G-2140 Crosby Alloy Bolt Type Shackles and G-2130CT /G-2140CT Crosby COLD TUFF Shackles See Crosby CatalogLatest Edition

**Rule of thumb: Size the cable first then choose a shackle one diameter larger than the sling.


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3SHACKLE & CABLE DATA:

Shackle Size SS 0.75in

Shackle Safe Working Load SWL 4.75 ton

ShackleDimensions A 1.25 in B 0.89 in C 2.81 in

Select Cable Type Cselect 1 Select = 1 for Normal = 2 for Galvanized

Cable Size CS 0.63in

Cable Min BS CBS 20.6 ton

Diameter of hole in padeye should match the shackle used, clearance betweenshackle pin and padeye hole should not exceed 10% of the shackle pin diameter.Cactual ro

dh

2

CS 0.375 in

Cactual 2.536 in

KT 0.95 0.25 in CS 1 inif

0.925 1 in CS 2 inif

0.90 CS 2 inif

KT 0.95 Factor which allows for the efficiency of the terminat

MASTER LINK ASSEMBLY - USE CROSBY A-345:

1/2 7,000 14,000 2.50 5.005/8 9,000 18,000 3.00 6.003/4 12,300 24,600 2.75 5.507/8 14,000 28,400 3.75 6.38

1 24,360 48,700 3.50 7.001 1/4 36,200 72,400 4.38 8.751 1/2 54,300 113,200 5.25 10.501 3/4 84,900 169,800 6.00 12.002 102,600 205,200 7.00 14.002 1/4 143,100 289,200 8.00 16.002 1/2 160,000 320,000 8.00 16.002 3/4 216,900 433,800 9.50 16.003 228,000 456,000 9.00 18.003 1/4 262,200 524,400 10.00 20.003 1/2 279,000 558,000 12.00 24.003 3/4 336,000 672,000 10.00 20.004 373,000 746,000 10.00 20.004 1/4 354,000 708,000 12.00 24.004 1/2 360,000 720,000 14.00 28.004 3/4 389,000 778,000 14.00 28.005 395,000 790,000 15.00 30.00

C

A-342 Alloy Master Links

* Minimum Ultimate Load is 5 times the Working Load

Working Load Limit (lbs)*

Size "A" (in.)

Proof Load (lbs)**

B


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4

** Proof test load equals or exceeds the requirement of ASTM A957(8.1) and ASME B30.9-1.4 for the chain size and number of legs

gLimit. Based single leg sling (in-line load), or resultant load on multiple legs with an included angle less than or equal to 120 degrees.

Note: As a Minimum the Master LinkAssembly Size Should be 2 Times theSelected Cable Size

Link 1.25 in Link = Master Link Assembly Size (From Crosby Catalog)

LinkSWL 36200 lb LinkSWL = Master Link Assembly Safe Working Load (With 5:1 Factor of Safety)

If the sling assembly has three or more legs and the sling has a SWL greater than 25,000 lbs then a master link with sub links willbe used. BHP Billiton Sec 1.2

Factors of Safety

The sling assembly shall have a SWL of 1.3 times the maximum gross weight of the transit container. Per BHP Billiton Section 1.2

Wire Rope Factor of Safety

SFw 6.5 T 1if

4 T 1=if

SFw 6.5 BP/BHP Wire Rope SFw= 1.3*5.0 = 6.5 (5.0:1 Mfg FOS)

Minimum required Breaking Strength for the sling using the greater of FS of 4 for the sling load(per Shell OPS0055) or 1.3W(per BHP Billiton) or 5.0 1.3W

KT n cos θ( )

(BP/DNV 2.7-1 θ measured from the vertical in specification as opposed to horizontal in this spreadsheet).

Shackle Factor of Safety SFs 6

A. Calculate design loadsW 12000 lbEquipment weight (W)

Design impact factor fsd 2

Wt fsd W

Weight with impact factor included Wt 24000 lb

Minimum sling angle (measured fromhorizontal (q) degrees

θ 60 deg

Number of lifting lugs (N) N 4

Load per lug (P) PWt

N sin θ( )( ) P 6928 lb

Sling Load with out factor of safety

PsP

fsd

Ps 3464 lb Ps 1.73 ton

Number of lugs used for calcs perDNv 2.7-1 Appendix E

n N 1 N 4 T 3=if

N otherwise

n 3


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5Minimum required Breaking Strength for the sling using the greater of FS of 4 for the sling load(per

Shell OPS0055) or 1.3W(per BHP Billiton) or 5.0 1.3W

KT n cos θ( ) (BP/DNV 2.7-1) θ measured from the

vertical in specification as opposed to horizontal in this spreadsheet.

BSPs 4

KT

BS 7.3 ton

BSBHP

6.5 Ps

KT

BSBHP 11.9 ton Note: For BHP Biliton and BPsling factors of safety:5.0*(1.3) = 6.5BSBP

6.5 W

KT n sin θ( ) BSBP 15.8 ton

BSreq BS T 1=if

max BS BSBHP T 2=if

max BS BSBHP BSBP T 3=if

15.801 ton Required cable breaking strengthcorrected for termination efficiency

Minimum Required Shackle Working Limit

Swl Ps Swl 1.73 ton

Angle between vertical sling plane andvertical plane of padeye (= 0 if slingis in the plane of padeye) degrees

γ 0 deg

Component of sling load normal to the plane of the padeye - with impact factor

Vertical component of sling load (Pv) Pv P sin θ( ) Pv 6000 lb

Horizontal component of sling load (Ph) Ph P cos γ( ) cos θ( ) Ph 3464 lb

Component of sling load normal to the plane of the padeye - with impact factor

Pside P sin γ( )( ) θ 90deg=if

P sin γ( ) cos θ( )( ) otherwise

Pside 0 lb

B. AISC Pin - Connected Member (Lifting Lugs) Requirements per D3.1 & D3.2


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61.) The allowable stress on the net area of the pin hole for pin-connected members

Ft .45 Fy Ft 16200lb

in2

Calculation of Cross Sectional Area of Section A-A

AA 2 ro dh t dc dh 2 tc AA 3.062 in2

Calculation of the Allowable Tension Across Pin Hole Cross Section A-A

Pallow Ft AA Pallow 49612 lb

Vertical Component of Sling Load (Pv) is < Allowable Tension Load (Pallow) Therefore Lifting Eye is O.K. in tension

Calculation of the Actual Tensile Stress Across Pin Hole Cross Section A-A

ftactualPv

AA

ftactual 1959lb

in2

C. Check Bearing Stress at Holelifting eye plate thickness t 1 in

cheek plate thickness tc 0 in

tb t 2 tc

tb 1 inactual bearing plate thickness

yield strength of lifting eye material Fy 36000lb

in2

sling load with impact factor included

P 6928 lb

AreqdP

.9 Fy

required bearing area Areqd 0.214 in2

outside diameter of shackle pin B 0.89 in

treqd

Areqd

B

required plate thickness treqd 0.24 in

actual bearing plate thickness tb 1 in

The actual plate thickness > required plate thickness, therefore lifting eye is O.K. in bearing.

actual bearing stress fpP

B t 2 tc fp 7784

lb

in2


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7AISC Allowable bearing stress Fp = is 0.90Fy:

Fp 0.90 Fy Fp 32400lb

in2

D. Check Pin "Tear-out" (Shear) at Hole Section B-B

lifting eye finished radius ro 2 in

diameter of pin hole dh 0.938 in

cheek plate outside diameter dc 0 in

lifting eye plate thickness t 1 in

cheek plate thickness tc 0 in

"tear-out" shear area As 4dc

2

dh

2

tc 2 ro

dh

2

t As 3.062 in2

fvP

As

actual shear stress fv 2262lb

in2

AISC D1 Page 5-40 & J4 Page 5-77

Fv .3 Fu allowable shear stress Fv 17400lb

in2

Actual shear stress < allowable shear stress, therefore lifting eye is O.K. in "tear-out" shear.Actual Shear Stress Due to Horizontal Component of Sling Load at the Pin Hole Cross Section

PsactualPh

2 ro dh t dc dh 2 tc Psactual 1131

lb

in2

Actual shear stress < allowable shear stress, therefore lifting eye is O.K. in shear at pin hole cross section due to thehorizontal component of the sling load.

E. Check Combined Stress (Axial & Bending)

lifting eye width at attachment d 4 in

maximum sling load inclusive of impact factor P 6928 lb

Pn .05 P API RP2A 5%

side load applied normal to lifting eye Pn 346 lb

lifting eye plate thickness tw t

Ab tw d

cross sectional area of lifting eye Ab 4 in2

S11

6tw d

2 S1 2.667 in

3

strong axis section modulus

S21

6d tw

2 S2 0.667 in

3


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8weak axis section modulus

vertical component of sling load -impact factor included

Pv P sin θ( )

faPv

Ab

fa 1500lb

in2

axial stress in lifting eye

horizontal component of sling load in planeof padeye - impact factor included

Ph 3464 lb

distance from center of hole to fixed edge h1 2 in

distance from center of hole to centroid oflifteye cross section (positive in same direction asvertical load)

h2 0 in

fbx

Pv h2 Ph h1

S1

strong axis bending stress in lifting eye fbx 2598lb

in2

fshPh

d tw

in-plane shear stress in lifting eye due to horizontal loading

fsh 866lb

in2

side load applied normal to lifting eye (5% perAPI RP2A, including impact factor)

Pn 346 lb

fbz1 Psideh1

S2

fbz1 0lb

in2

weak axis bending stress in lifting eye - Due to API RP 2A 5% Side Load

fbz2 Pn

h1

S2

fbz2 1039lb

in2

Ufa fbx fbz2 fbz1

.6 Fy

fsh

.6 Fy

2

U 0.239 unity check for combined axialand bending stresses

The unity check < 1.0, therefore lifting eye design is adequate for combined tension and bending.


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9

Design Details

Calculation of the Maximum Allowable Shackle Pin Diameter

Diameter of hole in padeye should match the shackle used, clearance between shackle pin and padeyehole should not exceed 10% of the shackle pin diameter.

B 0.89 in Diameter of the Shackle Pin

Dhmax B 1.10 Dhmax 0.979 in

Dhmin B 1.04 Dhmin 0.926 in

dh 0.938 in Selected Lug Pin Hole Diameter

Selected Pin Diameter: B 0.89 in

Calculation of the Required Padeye Thickness at the Shackle Pin Hole

The padeye thickness at the hole should not be less than 75% of the inside width of the joiningshackle.A 1.25 in Selected Shackle inside width

trequired A 0.75 trequired 0.938 in

tmin A 0.75 tmin 0.938 in

Range of Max & Min desired Lug Thicknesstmax A 0.063 in tmax 1.187 in

tactual t 2 tc tactual 1 in Actual Selected pad eye thickness


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10

SUMMARY OF RESULTSShackle Analysis

Shackle Size (from Crosby Catalog) SS 0.75 in

Shackle Safe Working Load (With 6:1 Factor of Safety) SWL 4.75 ton

Calculated Minimum Required Shackle Working Limit Swl 1.73 ton

Cable Analysis

Cable Size (Bright 6x19 IWRC Class Steel Core) CS 0.63 in

Cable Minimum Breaking Strength CBS 20.6 ton

Calculated Minimum Required Breaking Strength for the Cable BSreq KT 15.01 ton

AISC Pin - Connected Member Requirements per D3.1 & D3.2 Analysis

The Allowable Stress on the Net Area of the Pin Hole for Pin-Connected Members

Ft 16200lb

in2

Calculated Actual Tensile Stress Across Pin Hole Cross Section ftactual 1959lb

in2

Plate Thickness Analysis

Required Plate Thickness treqd 0.24 in

Actual Plate Thickness tb 1 in

Shear Tear Out Analysis

Actual Shear Stress fv 2262lb

in2

Allowable Shear Stress Fv 17400lb

in2

Unity Analysis

Unity Check for Combined Axial and Bending Stresses U 0.239


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11 VERIFICATION OF RESULTS

Shackle Size

Shackle "Satisfactory" SWL Swlif

"Not Satisfactory" Swl SWLif

Shackle "Satisfactory"

Shackle Dimensions

The padeye thickness t +2* tc at the hole should not be less than 75% of the inside width A of the joining shackle

A1 "Satisfactory" t 2tc tminif

"Not Satisfactory" otherwise

"Not Applicable" T 1=if

tmin 0.938 in

A1 "Satisfactory"

Actual Selectiontmax 1.187 in

t 2 tc 1 inA2 "Satisfactory" t 2tc tmaxif



A2 "Satisfactory"

The padeye pin hole dh should be 4-10% larger than the shackle Pin B= dp:

B1 "Satisfactory" dh Dhmaxif



B1 "Satisfactory"

Dhmin 0.926 in

Actual Selection

B2 "Satisfactory" dh Dhminif



B2 "Satisfactory" dh 0.938 in

Dhmax 0.979 in

The padeye radius & hole diameter size - cable size CS & shackle 3/8 clearance checkC 2.81 in

C "Satisfactory" C ro

dh

2

CS 0.375 inif



C "Satisfactory"

Cable Size

Minimum required Breaking Strength for the sling using the greater of FS of 6.5 for the

sling load(per Shell OPS0055) or 1.3W(per BHP Billiton) or 5.0 1.3W

KT n sin θ( ) (BP/DNV 2.7-1).

.Cable "Satisfactory" CBS BSreqif

"Not Satisfactory" BSreq CBSif

Cable "Satisfactory"


24 of 31

12Tensile Stress

Tensile "Satisfactory" Ft ftactualif

"Not Satisfactory" ftactual Ftif

Tensile "Satisfactory"

Lifting Lug Plate Thickness

Plate "Satisfactory" tb treqdif

"Not Satisfactory" treqd tbif

Plate "Satisfactory"

Shear Tear Out

TearOut "Satisfactory" Fv fvif

"Not Satisfactory" fv Fvif

TearOut "Satisfactory"

Unity Check

Unity "Satisfactory" U 1if

"Not Satisfactory" U 1if

Unity "Satisfactory"

Summary of the Factors of Safety with respect to Yield Strength or Shackle/MasterLink WLL(Working Load Limit)

Shear Tear Out FS

Factor of Safety for Shear Tear Out Stress with Respect to the Material Yield Strength - FS should be2.0/0.40=5 for API RP2A, FS=2.5/0.58=4.31 for BHP Billiton, min. reqd. FS=5.0.

FSTO

Fy

fv

fsd

FSTO 31.8 FSreqdTO 5.0

TearOutFS "Satisfactory" FSTO FSreqdTOif

"Not Satisfactory" FSreqdTO FSTOif

TearOutFS "Satisfactory"

Contact/Bearing Stress FS

Factor of Safety for Contact Bearing Stress with Respect to the Material Yield Strength - FS should be2.0/0.90=2.22 for API RP-2A. min. reqd. FS=2.22 - should be equal to or greater than 1.

FSCS

Fy

fp

fsd

FSCS 9.2 FSreqdCS 2.22

ContactFS "Satisfactory" FSCS FSreqdCSif

"Not Satisfactory" FSreqdCS FSCSif

ContactFS "Satisfactory"


25 of 31

13Pad Eye Combined Stress FS

Factor of Safety for Pad Eye Combined Stress (Bending, Axial and Shear) with Respect to the Material YieldStrength - FS should be 2.0/0.66=3.03 for API RP2A, FS=2.5/0.85=2.94 for BHP Billiton. min. reqd. FS=3.03- shouldbe equal to or greater than 3.03.

FSPS

Fy

fa fbx fbz1 fbz2 2

FSPS 14 FSreqdPS 3.03

PadEyeFS "Satisfactory" FSPS FSreqdPSif

"Not Satisfactory" FSreqdPS FSPSif

PadEyeFS "Satisfactory"

Cable FS

Factor of Safety for the Cable with Respect to the Breaking Strength vs. the actual sling load - FS should be =or greater than (1.3xFS=5.0 )=6.5 per BHP Billiton Spec/BP

FSC

CBS KT

Wt

fsd n sin θ( )( )

FSC 8.47 SFw 6.5

CableFS "Satisfactory" FSC SFwif

"Not Satisfactory" SFw FSCif

CableFS "Satisfactory"

Shackle FSFactor of Safety for the Shackle with Respect to the Working Load Limit(Ultimate strength is 6 times WLL) & theactual sling load - should be equal to or greater than 6.

FSS

SWL 6

Ps

FSS 16.5FSreqdShackle 6

ShackleFS "Satisfactory" FSS FSreqdShackleif

"Not Satisfactory" FSreqdShackle FSSif

ShackleFS "Satisfactory"

Master Link FS

Factor of Safety for the Master Link with Respect to the Working Limit(Ultimate strength is 5 times WLL) vs.the total load W to be lifted - should be equal to or greater than 5.

FSML

LinkSWL 5

W FSML 15.1 FSreqdML 5

MasterLinkFS "Satisfactory" FSML FSreqdMLif

"Not Satisfactory" FSreqdML FSMLif

MasterLinkFS "Satisfactory"


26 of 31

14BHP Billiton Petroleum Gulf of Mexico Transit Container Code

1.1 Transit Containers (containers, baskets, pallet boxes, skids and tool racks)

There must be evidence from a bona fide structural design engineer (P.E.) that the load path is suitable for the lifting,transportation and impact loads expected (unless there is evidence of the transit container being constructed and tested to aUSA or other recognized code.

The design working stress should be based on 2.5 times the maximum gross weight of the transit container.

Four lifting points are required, but two or three may be acceptable for smaller units only with the approval of the BHPB supplybase manager.

Pad-eyes should be fabricated to ensure that they are of adequate strength so that any one pad-eye can hold the maximumgross weight of the transit container.

Maximum pad-eye hole size shall be equal to the diameter of the shackle pin plus 10 percent.

Maximum plate thickness shall be equal to the jaw gap of the shackle less 25 percent. Pad-eyes shall be oriented in such adirection that they are aligned to the direction of lift.

Pad-eyes should be positioned accurately for even loading of the slings. The position of the pad-eyes on the transit containershould be such that they minimize the risk of the sling fouling on the transit container or fouling other lifts. ISO locks (twist locks)should not be used as a substitute for pad-eyes as they are only designed for vertical loading.

1.2 Wire Rope Slings

The sling assembly shall have a SWL of 1.3 times the maximum gross weight of the transit container.If the sling assembly has three or more legs and the sling has a SWL greater than 25,000 lbs then a master link with sub linkswill be used. On tall transit containers a stinger with D-ring (5th Leg) shall be used.The stinger should be of such a length that it will hang over the side of the transit container between waist and shoulder height.All wire slings must conform to the intent of ANSI B30.9. Major sling repairs/modifications are not permitted.

1.3 Shackles

All shackles fitted to a transit container shall be safety shackles (four part, body, bolt, nut and cotter pin). Each pair of shacklesshould be able to support the maximum gross weight of the transit container. All shackles shall be individually identified by oneof the following methods, hard stamping on the body of the shackle or fitting tags and wire as a replacement of the cotter pin,shackles that are captivated in the thimble do not need to be marked. Stamping shall be carried out using low stress stamps.

Summary of the Factors of Safety with Respect to the Material Yield Strength

Primary Structure: FS= 2.5xLoad/0.85Fy=2.94 Lift Eye Bending & Axial Stress Calculations: FS= 4.0 Lift Eye Shear Tear Out of the Lug FS=2.5xLoad/0.58Fy=4.31Cable Selection: Maximum of FS=6.5 or Design for a Load of 1.3xCable FS of 5.0=1.3 x 5pad eyes=6.5


27 of 31

DETERMINED BY CUSTOMERVENT TYPE AND PLACEMENT

LIFT SET:(1)MASTER LINK: 1.25", CROSBY A-342 WORKING LOAD LIMIT - 36,200 LBS.(4)CABLE: 0.625" DIA. 6x19 STEEL CORE IWRC WITH EXTRA HEAVY THIMBLE, BREAKING STRENGTH OF 20.6 TONS 60° FROM HORIZONTAL, 7'-3" LONG(4)SHACKLES: 0.75"- 4.75 TON WORKING LOAD LIMIT, PIN DIAMETER OF 0.89", BOLT TYPE, CROSBY MODEL G-2130

12

1011

12

3

8

6

11

SECTION A-A SCALE 1 : 24

8

6 9

TOP VIEW

72"

72"

86"

A

A 2. DIMENSIONS ARE IN INCHES.

REPRODUCTION IN PART OR AS A WHOLE

3. INTERPRET DIM. TOL. PER

D

C

B

AA

B

C

D

12345678

8 7 6 5 4 3

__

ASME Y14.5M=1994

5. INSIDE CORNERS R. .032,

THE INFORMATION CONTAINED IN THIS

OUTSIDE CORNERS R. .020

DRAWING IS THE SOLE PROPERTY OF 4. REMOVE ALL BURRS AND

INTEGRIS RENTALS IS PROHIBITED.

PROPRIETARY AND CONFIDENTIAL

DRAWN

CHECKED

ENG APPR.

MFG APPR.

Q.A.

COMMENTS:

DATE NAME SRC ENGINEERS, INC.

SIZE

BDWG. NO. REV

SHEET 1 OF 4WEIGHT:SCALE: 1:32

UNLESS OTHERWISE SPECIFIED:

Lafayette, LA (337)837-3810

109-671A

6'-0" L x 6'-0" W x 6'-6" HT. CARGO BOX

INTEGRIS RENTALSHOUMA, LOUISIANA

JOB NO. 10-1047

10/07 BPS

__ ____ ____ __

SHARP CORNERS.

WITHOUT THE WRITTEN PERMISSION OF

INTEGRIS RENTALS. ANY

1. DO NOT SCALE DRAWING.

2 1

__

6. MACHINE FINISH

TOLERANCES:FABRICATION MACHINEFRACTIONS= .X = .030 1/16" .XX = .015 .XXX = .005 ANGLES 3° .XXXX = .0010 ANGLES 0.50°

REVISIONS

9. Minimum pad-eye plate thickness shall be equal to or greater than the jaw gap of the shackle less 25%.8. Maximum pad-eye hole size shall be equal to the diameter of the shackle pin plus + 10%.7. If Cheek Plates are fitted to the pad-eyes, they will be drilled or bored after fitting the cheek plates.6. All holes for pad-eyes shall be Drilled or Bored, not flame cut.5. All Welding shall be in accordance with AWS D1.1 Structural Welding Code, Latest Edition.4. All welds shall be Full Penetration unless noted otherwise.3. Working Load Limit (Weight of Liquid, or items in the skid) - 9,100 lbs.2. Tare Weight (Empty weight of skid) - 2,900 lbs.

SIDE VIEW

ISOMETRIC VIEW

showing certification status as specified by BHP Billiton “GOM Transit Container Code” Rev 7.15. All Transit Containers, Baskets or Skids shall have a Data Plate fixed to the outside of the container color or high visibility for safe loading/unloading in poor light conditions.14. All transit containers top rails, and basket ends (minimum of four areas) shall be painted with contrasting13. Testing & Inspection shall be in accordance with Shell Standard OPS0055. such length that it will hang over the side of the equipment skid between the waist & shoulder height.12. On tall skids a stinger with D-ring (5th Leg) shall be provided by the end user. The stinger should be of11. Corrosion protection per Purchaser or end user specifications10. All pad-eye welds shall be Magnetic Particle or Liquid Penetrant inspected per AWS.

SRC7/22/2010 1. Maximum Lift Weight/Gross Weight - 12,000 lbs.

NOTES:

the manufacturer or owner, which last the life of the item.16. All lifting equipment shall have a unique serial number permanently marked on the item, traceable to

BPSISSUED FOR APPROVALA

APPROVEDDATEBYDESCRIPTIONREV.

ITEM NO. DESCRIPTION QTY1 REC. TUBING: 8" X 4" X 1/4", ASTM A-500 GR. B 12 SQFT2 REC. TUBING: 8" X 4" X 3/16", ASTM A-500 GR. B 24 SQFT3 SQ. TUBING: 3" X 3" X 3/16", ASTM A-500 GR. B 81 SQFT4 PLATE: 1", ASTM A-36 .75 SQFT5 PLATE: 3/4", ASTM A-36 1 SQFT6 PLATE: 1/4", ASTM A-36 69 SQFT7 PLATE: 1/2", ASTM A-36 .25 SQFT8 PLATE: 3/16", ASTM A-36 41 SQFT9 CORRUGATED PLATE: 3/16" THICK 113 SQFT

10 NEOPRENE: 1" X 1/4 THICK 21'-0"11 ANGLE: 1½" X 1½" X 3/16", ASTM A-36 21'-0"12 FLATBAR: 1" X 1/4", ASTM A-36 20'-4"13 PIPE: 1¼", ASTM A-106 GR. B, SCH. 40 3"14 PIPE: 1", ASTM A-106 GR. B, SCH. 40 1'-6"15 ROUNDBAR: 1", 1018 COLD ROLL 3'-0"16 COUPLING: 1/8" HALF, 3000#, ASTM A-105 317 GREASE ZERK: 1/8", NPT 318 ROUNDBAR: 1 3/4", 304 STAINLESS 2"19 ROUNDBAR: 1", 304 STAINLESS 2'-1"20 ROUNDBAR: 3/4", 304 STAINLESS 1'-2"21 TEFLON: 1½" 1"22 WASHER: 1" REGULAR FLAT (S.S.) 1023 HEAVY HEX NUT: 3/4"-10 N.C. (S.S.) 2

28 of 31

Steve


Steve

Typewritten Text

07-23-2010

11"

1 12

3

3

314

8 14 "

28 14 "

28 14 "

12" 48" 12"

6"

FLUSH WITH TOP OF TUBING3

3

4

5

14 "1

4 "

8" @ 45°

4

4"

2"

R2" 1516 "

FLOOR PLATE NOTCHEDFOR ANGLE TO WELD TOTOP OF 8X4 TUBING

22

3

3

8

10

1111

1212

4 12 "

2 516 "

1"12 "

1416

DRILL AND TAPFOR GREASE ZERKS

3"

FLOOR PLATE NOTCHEDFOR ANGLE TO WELD TOTOP OF 8X4 TUBING

22

3

3

8

1011

11

1212

1416

2 516 "

4 12 "

1"

1 34 "

1"

FRONT VIEW2

3

3

3

14

(OPEN)

86"72"

48"

B B

SECTION B-B

1

2

1

23

2

3

24 12 " 23" 24 1

2 "

40"

TOP VIEW

3

3

3

3

3

3

72"

72"

45°

36"

36"

9

93 316 "

2"

4"

12 "

ISOMETRIC VIEW(PLATES NOT SHOWN FOR CLARITY)

SIDE VIEW

PADEYE DETAIL

TYP

CORRUGATED PLATE DETAIL

3

3

11

12

1 12 " 1"

D

C

B

AA

B

C

D

12345678

8 7 6 5 4 3 2 1

THE INFORMATION CONTAINED IN THISDRAWING IS THE SOLE PROPERTY OFINTEGRIS RENTALS. ANY REPRODUCTION IN PART OR AS A WHOLEWITHOUT THE WRITTEN PERMISSION OFINTEGRIS RENTALS IS PROHIBITED.


DRAWN

CHECKED

ENG APPR.

MFG APPR.

Q.A.

COMMENTS:


SIZE

BDWG. NO. REV




109-671A

6'-0" L x 6'-0" W x 6'-6" HT. CARGO BOX


JOB NO. 10-1047

10/07 BPS

__ ____ ____ __

__ __1. DO NOT SCALE DRAWING.2. DIMENSIONS ARE IN INCHES.3. INTERPRET DIM. TOL. PER ASME Y14.5M=19944. REMOVE ALL BURRS AND SHARP CORNERS.5. INSIDE CORNERS R. .032, OUTSIDE CORNERS R. .0206. MACHINE FINISH


29 of 31

ISOMETRIC VIEW(SEE SHEET 4 FOR LATCH DETAILS)

6

6

6

6

6

1 34 "

SCALE 1 : 16SECTION C-C

SECTION L-L SCALE 1 : 8

6

6

6

13

1 12 "

58 "

3 34 "

TOP VIEWP

50 12 "

1 34 "

6

6

13

515

6"

28 14 "

28 14 "

18 12 "

1 12 "

2"

6"

12"18"

15 12 "

20 12 "

15 12 "

3 34 "

1 12 "

TYP

11 18 "

7"R15 1

2 "

74 12 "

4"

38 "

C

C

L

L

D

C

B

AA

B

C

D

12345678

8 7 6 5 4 3 2 1



DRAWN

CHECKED

ENG APPR.

MFG APPR.

Q.A.

COMMENTS:


SIZE

BDWG. NO. REV




109-671A

6'-0" L x 6'-0" W x 6'-6" HT. CARGO BOX


JOB NO. 10-1047

10/07 BPS

__ ____ ____ __



515

SCALE 1 : 8DETAIL P

6

6

2"

58 "

SIDE VIEWEND VIEW

TYP

30 of 31

8 34 "

8"

ISOMETRIC VIEW

23

22

22

22

22

22

21

21

20

18

19

21

1.032

1820

34 "

1316 "

19

19

1"

1"

18

1"

1 34 "

19

19

3/4" 10-UNC THD

8 12 "

1 12 "

2"1 1

8 "

3 34 "

4 14 "

R R

HANDLE

20

7°R 3

8 "

7

7 12 "

2"

12 "

12 " 5

8 "

38 "

1"

12 "

DOG LATCH

BUSHING

LATCH

VERIFY WITH DOOR SLEEVE I.D.

SECTION R-R SCALE 1 : 3

34 "

1 12 "

12 "

D

C

B

AA

B

C

D

12345678

8 7 6 5 4 3 2 1



DRAWN

CHECKED

ENG APPR.

MFG APPR.

Q.A.

COMMENTS:


SIZE

BDWG. NO. REV




109-671A

6'-0" L x 6'-0" W x 6'-6" HT. CARGO BOX


JOB NO. 10-1047

10/07 BPS

__ ____ ____ __



31 of 31

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