engineering standard specification...

ENGINEERING STANDARD SPECIFICATION Ontario

TITLECIVILSTEELWORKSTEELWORK – GENERAL, QUALITY, FABRICATION ANDERECTION

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1.0 PURPOSE

This specification describes the minimum requirements for notes, materials, quality,fabrication and erection of structural steelwork.

This specification supplements the requirements of the Ontario Occupational Health andSafety Act, and its Regulations, the Ontario Building Code, CSA Standard S16 and the CISCHandbook of Steel Construction and CISC Code of Standard Practice.

This specification applies to the modification and construction of existing and new structuralsteel systems.

The following drawings form part of this specification:99-999-E-004287 Standard Handrail Details99-999-E-004288 Steel Access Ladders99-999-E-004289 Standard Stair Details – Sheet 199-999-E-004290 Standard Stair Details – Sheet 299-999-E-004291 Miscellaneous Details99-999-E-004292 Self-Closing Gate



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2.0 GENERAL

All materials and workmanship shall conform to Ontario Building Code.

All steelwork shall be designed, fabricated and erected in accordance with CSA S16

All Welding shall conform to CSA W59.

Any deviation from this specification shall be forwarded to Vale for approval prior tocommencing any work. Vale may reject or approve the proposed deviation.

2.1 DRAWINGS

2.1.1 Notes

Drawing notes shall be shown and referenced on project, fabrication and erection drawings,which are to include the minimum following information:

All materials, sizes and their gradesFabrication tolerances better than those specified within CSA S16Erection tolerances better than those specified within CSA S16Design loads and codes in which they are designed.Connection typesMaterial protection systemWorkmanship requirementsInspection and testing requirements

3.0 MATERIALS

The following materials shall be used as a minimum for the design, fabrication and erection,unless approved by Vale:

Use new materials, free from defects impairing strength, durability and appearance.

3.1.1 Steelwork

All rolled or welded shapes, plates and bars shall conform to:

Canada: CSA G40.21- Grade 350WUSA: ASTM A572 or A992 - Grade 50 for Sections not manufactured in Canada.Hollow Structural Steel Sections (HSS): CSA G40.21 350W Class-H



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Steel plate, Angle and Channels: CSA G40.21- 300WSteel Bars (square or round): Hot rolled to CAN3-G312.1 and CAN3-G312.2 Grade 300W.

3.1.2 Structural Steel Fasteners

High Strength bolts to ASTM F3125 Grade A325 - 3/4" diameter minimum.Heavy Hex Nut to ASTM A563.Hardened washers to ASTM F436. Bevel washers shall be installed on sloping flanges of Sor C shapes).Plate Washers to be 5/16" min. CSA G40.21 – Grade 300W for all slotted holes.

3.1.3 Welding

Welding electrodes to CSA W48

3.1.4 Coating

Steelwork shall be coated by one of the following:

Paint system conforming to:Vale SPEC-15001 and,Vale SPEC-15006 Medium Industrial – Epoxy, orVale SPEC-15007 Heavy Industrial – Epoxy Paint final coat shall be:Colour FSC 16251 (grey) for all structural steelworkColour FSC 13591 (safety yellow) for all lifting devices and safety equipment

· Metallic zinc coatingso Hot dip galvanizing to the requirements of CSA G164.

3.1.5 Floor Plate (Checker, tread, diamond, raised pattern)

Raised pattern plate shall be of a commercial quality meeting the requirements of ASTMA786 and ASTM A36 for grade.

Thickness of checkered plate to be 5/16” exclusive of pattern.

Field weld floor plates to every supporting steel member using 3/16 fillet weld, 2” long at 8”centers on all sides unless specified otherwise on the project drawing.



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3.1.6 Floor Grating

Grating to be standard welded type. Minimum bearing bar size to be used for newinstallations shall be at least 1 1/4" x 3/16”.

For all trench grating and at all cutouts and openings, bearing bars at ends of each gratingpanel shall have banding bars equal in depth to the bearing bars. Connect trim banding asper NAAMM MBG details, unless noted otherwise on the project drawings. Load bandings tobe as detailed and specified on the project drawings.

Weld grating to support steel in accordance with American National Standard Metal BarGrating Manual ANSI/NAAMM MBG 531.

Fasten removable grating to supporting steel with the clip assembly consisting of a topsaddle clip, lower clamp and 5/16" diameter bolt and nut.

Serrated grating shall be used in:slippery areasrampsAll exterior platforms and stairs.

Note: Overall depth of serrated grating is to be increased by the depth of theserrations.

No overhang or cantilevering bearings bars are allowed unless they are specified on theproject drawings.

3.1.7 Stair Treads

Fabricate from specified type W (welded) grating, with checkered plate nosing unlessspecified otherwise in the contract documents.

Stair treads shall be bolted to the stair stringers (welding is not acceptable).

Bearing bars shall be a minimum thickness of 3/16” (4.8mm and a depth of 1 ¼” (32mm)deep, exclusive of serrations.



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Tread lengths shall not exceed the following:

Bearing Bar Size Maximum Tread Length

1 ¼” x 3/16” 3’-0”(32 mm x 4.8 mm) (914 mm)

1 ½” x 3/16” 4’-0”(38 mm x 4.8 mm) (1219 mm)

Serrated treads shall be used in areas identified in 3.1.6.

4.0 STEELWORK QUALITY REQUIREMENTS

4.1 GENERAL

The contractor, fabricator and erector shall have access to and be knowledgeable of allapplicable codes and standards.

Submit a suitably bound and organized Construction Final Report upon completion of theproject.

Have in place a Quality Assurance (QA) program. The QA program must be registered withthe Quality Management Institute (QMI) and in accordance with CSA Z299.3 or ISO 9001.

Address supplies, materials and services from other suppliers or sub-contractors in the QAmanual when those supplies, materials and services may affect the quality of the product toVale.

Submit proof of certification by the Canadian Welding Bureau to CSA W47.1..

Submit a registered copy of the contractor's QA manual to Vale and include a copy of theQMI certificate of registration.

Non-destructive Testing (NDT) personnel performing the evaluations shall be certified by theCanadian General Standards Board Standard to CGSB-48.9712, Level 2 or 3, or equivalentto International Certification to ISO 9712, Level 2 or 3 in the appropriate method(s).

Visual examiners to be qualified in accordance with CSA W178.2 Certification of WeldingInspectors. A level II or level III is required, with respect to the appropriate code.



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4.2 REQUIRED SUBMISSIONS WITH TENDER

Submit copies of Canadian Welding Bureau (CWB) approved Engineering Specification andapproved Welding Procedure Data Sheets. The procedure(s) submitted must be inaccordance with those indicated on project drawings.

4.3 REQUIRED SUBMISSION DURING MOBILIZATION

Submit copies of all CWB valid welders Identification Cards (CSA-W47.1) prior to firstproduction joint. Support all welders certificates by the provisions of part 4.2 of thisspecification.

Submit copies of the proposed inspection and test plan.

4.4 REQUIRED SUBMISSIONS DURING CONSTRUCTION

Submit Non-Conformance Reports for items affecting the quality of the finished productsupplied to Vale.

4.5 REQUIRED SUBMISSIONS BEFORE COMPLETION OF "CARE, CUSTODY ANDCONTROL" (VALE FORM NAV-TE-0089)

Submit a "Construction Final Report". The report is to include but is not limited to thefollowing:

4.5.1 A letter of introduction providing a general description of the work performed.

Welder's Qualification Report including but not limited to the following:· system identification· Vale job number· Vale contract number· date· record of valid Welder Identification Card(s)

4.5.2 A copy of the visual examination report including but not limited to the following:

· System identification· Vale job number· Vale contract number· date· examiners qualifications



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· a statement regarding compliance with the visual requirements of the applicable code· details of any defect repair

4.5.3 A copy of the non-destructive examination report including but not limited to thefollowing:

· System identification· Vale job number· Vale contract number· Date· Examiners qualifications· NDE examination results· Statement regarding compliance with the requirements of the applicable code

A copy of all non-conformance reports including the results of the resolution.

5.0 FABRICATION

5.1 GENERAL

Shop and erection drawings shall be reviewed by Vale in accordance with SPEC-08012,prior to fabrication. Prior to submitting to Vale, the contractor shall review the drawings toconfirm accuracy of, but not limitied to, layout, member sizes, dimensions (design and field),interferences. All discrepencies shall be corrected and the drawings to be noted on them asaccepted and issued for Vale review.

Assemble steelwork in shop as much as practicable, making inconspicuous connections andclearly marking surfaces for re-assembly on site.

Identify structural steel members with legible painted erection marks as per the erectiondrawings.

Do not splice rolled sections or welded wide flanges used as beams or columns, unlessapproved in writing by the Vale Representative. Make splices full strength and submitconnection details to the Vale Representative for review prior to fabrication. Splice details ofbeam or column splices to be prepared and sealed by a Professional Engineer registered inthe jurisdiction where the steelwork is being constructed.



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Provide necessary inserts, framing and connections to properly secure metal work toconcrete, masonry, structural steel framing or other parts of the structure, and other itemsnecessary to provide the complete installation of the work.

Fabricate miscellaneous items to be set in place as components, having size and weightsuitable for the erection conditions.

Prior to shop painting, weld masonry anchoring components to steel members as required.Coincide the layout with modular masonry coursing.

5.2 SUBMITTALS

Shop drawings, erection drawings, (and calculations on request), in PDF format, shall besubmitted for review to the Vale Representative prior to fabrication.

Furnish one complete set of final erection and detail drawings, in format as per Vale SPEC-08012 at the completion of steel fabrication.

Submit copies of W47.1 welder’s and procedure certifications.

Submit mill test reports or a written statement indicating that the materials conform todrawings and specifications.

5.3 VALE FURNISHED ITEMS

Vale may furnish reproducible copy of project drawings when requested.

5.4 SHOP, FABRICATION AND ERECTION DRAWINGS

All drawings are to be in accordance with Vale SPEC-08012.The preferred sheet size is 22" x 34" sheets.

Reference shop drawings to the related design drawings.

Clearly show all details on the drawings, including: the size of steel members, dimensions,connections, anchor bolt and bearing plate locations, fabrication and erection details, andother pertinent data required for shop and field assembly.

Clearly show the location of structural members, details of field welding procedures and theconstruction sequence on the erection drawings.



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5.5 CONNECTIONS

5.5.1 General Requirements

Shop connections may be bolted or welded. Use bolted field connections unless otherwiseshown on the project drawings.

Use double angle header connections for all simply supported beam connections includingchannels.

Provide moment connections where shown on the project drawings. Use a minimum of5/16" thick connection angles unless otherwise shown on the project drawings.

The minimum number of bolts* per vertical line for within each connection, for the followingbeam depth shall be:

Beam Depth Bolts per vertical line**

8” – 10” 212” – 14” 316” 418” – 21” 524” 627” 730” 833” 9

36” 10

* Number of bolts based on the use of ASTM F3125 Grade A325, ¾” and 7/8” diameters.** Minimum shall not include erection bolt where required based on connection.

Where connecting new steel to existing, use bolted header angle connections on at least oneend of the member.

Use not less than four bolts in each beam connection, or 2 bolts in angle connections.

Each bracing member must have at least one end connection bolted.

Repaired defects of structural members are subject to review and acceptance by Vale.



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Design double angle header connections, involving two beams framing into a column web ora beam using a common bolting system, so that at least one bolt on each side of theconnection is not common.

End plate connection and shear tab plate connection not to be used unless approved byVale in writing

5.5.2 Design

The Fabricator’s Structural Engineer (Connection Design Engineer) is responsible for:· Determining if a connection is a Standard or Non-Standard Connection· For Standard Connections, verifying the correct selection from the CISC Handbook· Design of Non-Standard Connections· Stamping of the Shop Drawings or Issuance of a signed and sealed letter to the

Building Design Engineer stating that the shop and details drawings and connectionshave been prepared and approved under their supervision and direction

The Connection Design Engineer must be a registered professional engineer licensed in thejurisdiction where the steelwork in being erected.

Design using Limit States Design Method as specified on the project drawings and to satisfyrequirements of CSAS16 as referenced on the design drawings, and the CISC handbook ofSteel Construction.

All welded connections are to be in accordance with CSA W59.Examine drawings to ascertain the extent of any cutting and preparatory work ormodifications required to the existing steelwork and provide pertinent details.

5.5.3 Loads

Design the connection of all tension and compression members for the axial forces shownon the project drawings, plus the shear force due to direct member loading, if applicable, butnot less than 50 percent of the load capacity of the member.

Design the connections of all flexural members, (beams, channels, etc.) for one half of thetotal uniformly distributed load capacity of a laterally supported beam, except whereshear/moment loads are shown on the project drawings.

5.5.4 Bearing and Slip-Critical Connections

Use bearing type connections unless otherwise shown on the project drawings.



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Bolts subjected to tensile cyclic loading shall be pretension to the minimum preload valuesas defined in CSA S16.

5.6 COLUMN BASE PLATES

Make holes in base plates 1/4" larger than bolt size for bolts up to 3/4" diameter and 7/16"larger than bolt size for bolts over 3/4" diameter up to 1” diameter. Refer to CISC Handbookof steel construction for other sizes.

Where base plate is resting on concrete, the dimensions of the base plate shall be sized insuch way that no bearing pressure on the concrete cover. Plate to be located within therebar cage unless other means are used to prevent bursting of concrete.

Base plate thicknesses given are finished dimensions.

5.7 TRUSSES

Fabricate trusses with connections to withstand forces indicated on the project drawings.

Line up panel points of adjacent trusses with one another for ease of threading services.Provide spacers for built-up members as required by CSA-S16.

5.8 BUILT-UP MEMBERS

Fabricate built-up members and components of built-up members in accordance withrequirements of CSA-S16. Built-up members include component members built-up fromplates and shapes and connected by lacing, batten plates, perforated cover plates and plateinterconnectors.

5.9 CAMBER

Camber beams, trusses and girders as shown on the project drawings.

5.10 GALVANIZING

Galvanize designated steel items with a protective hot dip zinc coating in accordance withthe requirements of CSA Standard G164, "Hot Dip Galvanizing of Irregularly ShapedArticles".



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5.11 PAINTING

Prepare and paint with paint system and colour of finished coat as specified on the projectdrawings. Shop apply all paint coats unless otherwise authorized in writing by the ValeRepresentative.

Do not paint steel surfaces that are to be embedded in concrete, or in contact with cast-in-place concrete.

Do not paint contact surfaces of slip-critical type connection within 3" dia. of all bolt holes.

Do not paint nonferrous metals.

5.12 INSPECTION, TESTING AND QUALITY CONTROL

The Vale Representative may engage an inspection and testing company, during fabricationto perform complete shop inspection.

Inspector may visit fabricating plant and submit reports to the Vale Representative, showingtonnage fabricated and inspected with comments on workmanship and listing of defects orinaccuracies.

Cooperate fully to allow completion of inspection and testing, as may be required.

Inform the Vale Representative to arrange for a steel inspection before commencingstructural steel painting.

Welds are subject to nondestructive testing as specified on the project drawings inaccordance with CSA W59.

5.13 ALLOWABLE TOLERANCES

Fabrication tolerances in accordance with CSA-S16.

5.14 PRODUCT DELIVERY, STORAGE AND HANDLING

Store all steelwork clear of ground and areas where contaminants are and could be present.

Store steelwork systematically to reduce re-handling and potential for damage, to best suitthe erection methodology.



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All members and assemblies shall be delivered, handled and stored to prevent impact, whichcould cause damage to components and coatings.

All members damaged shall be noted, repaired/rejected, under written approval of the ValeRepresentative.

6.0 ERECTION

6.1 GENERAL

Erect all steelwork in accordance with this specification, codes and standards as indicatedand referenced.

Install work true, square, straight, plumb and accurate to required dimensions.

Design, supply, install and dismantle temporary guys, braces, falsework and shoringnecessary to complete this work. The design shall be performed by a registered professionalengineer licensed in the jurisdiction where the steel work in being erected. Submit to theVale Representative all design briefs and plans prepared by the contractors engineer forreview.

Do not cut or burn holes in the field without approval of the Vale Representative.

Field modifications are subject to the approval of the Vale Representative and the designengineer. Report any error in the work to the Vale Representative and obtain approval forcorrective measures.

6.2 EXAMINATION

Thoroughly examine the existing structure, upon which work is dependent, prior tocommencing erection. Report any deficiencies discovered to the Vale Representative.

Check that the position of anchor bolt setting is installed in accordance with CSA StandardCSA-A23.1.

6.3 CONNECTIONS

Install connections in accordance with the reviewed and approved shop, fabrication anderection drawings.

Field welding is not permitted unless otherwise indicated on the project drawings or as



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directed by the Vale Representative.

Do not distort bolt holes or damage the material while using drift pins to bring parts together.

Drive or hammer the members into position with resilient head malls. Do not use steelsledges.

Install and tighten all fastener assemblies in accordance with CSA S16.

Faying surfaces in slip critical connections to be conditioned in accordance with CSA S16.

Ensure that compression members are in complete contact before fastening.

6.4 SHIMS

Shim and level base plates and bearing plates with steel shim packs 2" x 2" (Minimum) tosuit. Use four shim packs minimum per base plate. Shim packs shall be removed prior tofinal setting unless approved by Vale to remain.

6.5 ERECTION TOLERANCES

In accordance with CSA S16 unless otherwise indicated on the project drawings.

6.6 PROTECTION

Protect recesses, shear-pockets, grooves, bolt sleeves and other openings susceptible todamage, when freezing temperatures are likely to occur.

6.9 HANDRAILS

Maintain continuity of handrails at transitions between horizontal and inclined sections andbetween changes in alignment due to top mounting and side mounting support systems.

Do not attach or support any equipment or any other items from the handrails.

Make handrails continuous at corners on platforms and landings.

All openings for ladder entries to be equipped with a self-closing safety gate as per drawings99-999-E-004288 and 004292.

Grind smooth all handrail connections and welds.



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6.7 SPLICING

Splices, other than as shown on the shop drawings or as approved by the design engineer,are prohibited.

6.8 CRANE RUNWAY

Erect crane runways in accordance with the requirements of CSA B167 and CSA S16.

Erect crane rails with end-stops in true alignment and fasten as detailed.

6.9 EXISTING STEEL MEMBERS

Provide properly sized holes for connecting items to existing work as indicated on thedrawings.

Prepare surfaces of steel to receive welds in accordance with CSA W59.

6.10 FIELD PAINTING

Field paint as specified in the contract documents.

6.11 TOUCH-UP OF SHOP PAINT

Spot paint field fasteners and field welds. Clean and touch-up erection marks and steelsurfaces damaged by handling and shipping. Paint to be compatible with that initially usedwithin the shop.

6.12 CLEANING

Remove all weld slag, splatter, scale and discoloration from welds and adjacent membersthat are designated as architecturally exposed structural steel.

Do not use acid for removal of stains and scale.

6.13 INSPECTION AND TESTING

The Vale Representative may engage an inspection and testing company during installationto perform field inspections.



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Inspectors may visit site and submit reports that list items inspected, defects or inaccuraciesfound and comment on workmanship.

Field welding inspection in accordance with CSA W59.

Field welds shown on the drawings are subject to nondestructive testing.

Field welding that is substituted for bolting, with prior approval by the Vale Representative,those welds may be subjected to nondestructive testing, at the discretion of the ValeRepresentative.

Any inspection and testing or its absence does not relieve the contractor of responsibility tofully meet the requirements of this specification and all applicable codes and standards.

7.0 REFERENCE DOCUMENTATION

The following documents are related to this specification and shall be used to their latest revision:

ANSI/NAAM MBG 531 Metal Bar Grating ManualASTM American Society for Testing and MaterialsASTM A36 Standard Specification for Carbon Structural SteelASTM A563 Standard Specification for Carbon and Alloy Steel Nuts

ASTM A572 Standard Specification for High-Strength Low-Alloy Columbium-VanadiumStructural Steel

ASTM A786 Standard Specification for Hot-Rolled Carbon, Low-Alloy, High-Strength Low-Alloy, and Alloy Steel Floor Plates

ASTM A992 Standard Specification for Structural Steel Shapes

ASTM F3125

Standard Specification for High Strength Structural Bolts and Assemblies,Steel and Alloy Steel, Heat Treated, Inch Dimensions 120 ksi and 150 ksiMinimum Tensile Strength, and Metric Dimensions 830 MPa and 1040 MPaMinimum Tensile Strength

CAN3-G312.1 Preferred Metric Dimensions for Flat Metal Products

CAN3-G312.2 Preferred Metric Dimensions for Round, Square, Rectangular and HexagonalMetal Products

CGSB 48.9712 Non-destructive testing - Qualification and certification of NDT personnel (ISO9712:2012, IDT)

CISC Canadian Institute of Steel ConstructionCISC Handbook of Steel ConstructionCISC Code of Standard Practice

CSA Canadian Standards AssociationCSA A23.1 Concrete materials and methods of concrete constructionCSA B167 Overhead cranes, gantry cranes, monorails, hoists, and jib cranesCSA G40.20/ G40.21 General requirements for rolled or welded structural quality steel / Structural



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quality steelCSA G164 Hot dip galvanizing of irregularly shaped articlesCSA S16 Design of steel structuresCSA W178.2 Certification of welding inspectorsCSA W47.1 Certification of companies for fusion welding of steelCSA W48 Filler metals and allied materials for metal arc weldingCSA W59 Welded steel constructionCSA Z299.3 Quality Assurance Program - Category 3CWB Canadian Welding BureauFSC Federal Standard ColorISO 9001 Quality management systems -- RequirementsISO 9712 Non-destructive testing -- Qualification and certification of NDT personnelOBC Ontario Building CodeOHSA Occupational Health and Safety ActVALE SPEC-08012 Vendor, Fabrication, and Shop Drawing RequirementsVALE SPEC-15001 Paints - General RequirementsVALE SPEC-15006 Paints - Steel - Medium Industrial - EpoxyVALE SPEC-15007 Paints - Steel - Heavy Industrial & Underground - Epoxy



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8.0 REVISION AND TRANSITION NOTES

Revision notes describe: what was changed, and if applicable, why it was changed, and the plan toimplement the change, including whether changes are retroactive.Note: The revision notes are a summary of the changes and may not necessarily be a complete list.

A risk code is entered for each revision and if applicable, the revision notes will describe how riskwas addressed for the revision.RiskCode Risk Category

A This revision is a minor change and/or introduces no risk.

B Risk has been addressed for this revision by the reviewer and approver. Low risk or no new hazards identified.

C For this revision, a PHR or other risk management tool has been used to address risk and minimize hazards. Thisrisk assessment has been documented and is available through Central Engineering.

Rev Revision Notes RiskCode

Approvedby

Reviewedby

Issue DateYYYY/MM/DD

1Document format and number changed. Replacesnumber 1402-00.01.511 --- AA AA 2014/02/05

2General Review 2015Section 5 - Steel Bar specification added --- AA AA 2015/07/20

3 Removed CAD Cell note from specification A A. Alaeddine C. Marshall 2017/12/20

4 General updates and consolidation of SPEC-14001,SPEC-14002, SPEC-14003 and SPEC-14004 B A. Alaeddine K. Clausen 2019/06/24



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9.0 APPENDICES

NONE

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