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1、SPECIFICATION FORSTRUCTURAL STEEL FABRICATION & ERECTIONTable of ContentsGeneral5Codes, Standards & References5Canadian Standards Association(CSA)5American Society for Testing and Materials (ASTM)5Canadian Institute of Steel Construction (CISC)6American Institute of Steel Construction (AISC)6Society
2、 for Protective Coating (SSPC)6Other Codes and References7Conflicts7Definitioins7Requirements7Qualifications7Submittals7Units of Measurement8Materials9Structural Steel9Bolts9Miscellaneous9Welding Consumables9Materials Substitutions10Coatings10General10Painting10Galvanizing10Connection Design11Genera
3、l11Column Connections11Shear Connections11Moment Connections12Bracing Connections12Fabrication12Steel12Cutting13Openings13Handrail & Accessories13Holes14Flooring and Grating14Assembly14Welding15Miscellaneous15Erection15General15Base Plate and Grouting16Bolted Connection16Field Welding16Miscellaneous
4、17Field Modifications17Repairs17Shipping & Handling17General17Preparation for Shipment18Handling18Storage18Inspection18General18Inspection18Inspection Reports19Conclusion19Clean-up19Records201.0 GENERALThis specification outlines the minimum requirements for the supply of materials, fabrication and
5、erection of structural steel. This specification also covers the supply, fabrication and erection of miscellaneous steel items including stairs, ladders, grating and steel flooring.This specification is intended to cover only the technical provisions necessary for structural steel supply, fabricatio
6、n and erection and does not cover other contractual matters.2.0 CODES, STANDARDS & REFERENCESStructural steel design, construction methods and materials shall be in accordance with accepted engineering standards and shall meet the requirements of the latest editions of the following codes, standards
7、 and references.2.1 Canadian Standards Association(CSA) CSA G164 - Hot Dip Galvanizing Of Irregularly Shaped Articles - General Requirements for Rolled or Welded Structural Quality Steel / Structural Quality Steel CSA S16 - Design of Steel Structures CSA S136 North American Specification for the Des
8、ign Of Cold-Formed Steel Structural Members CSA W47.1 - Certification of Companies for Fusion Welding of Steel CSA W48 - Filter Materials and Allied Materials for Metal Arc Welding CSA W59 - Welded Steel Construction (Metal Arc Welding) CSA W178.1 - Certification of Welding Inspection Organizations
9、CSA W178.2 - Certification of Welding Inspectors2.2 American Society for Testing and Materials (ASTM) ASTM A36 - Standard Specification for Carbon Structural Steel ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless ASTM A194 - Standard Specifica
10、tion for Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both ASTMA307 Standard Specification for Carbon Steel Bolts and Studs, 60,000psi Tensile Strength ASTM A325 - Standard Specification for Structural Bolts, Steel, Heat Treated 120/105 ksi Minimum Tensile
11、Strength ASTM A490 - Standard Specification for Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength ASTM A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes ASTM A563 - Standard Specification for Carbon and A
12、lloy Steel Nuts ASTM A572 - Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel ASTM A780 - Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings ASTM A786 - Standard Specification for Hot-Rolled Carbon, Low-Alloy, High-Strength
13、Low-Alloy, and Alloy Steel Floor Plates ASTM A992 - Standard Specification for Structural Steel Shapes ASTM F436 - Standard Specification for Hardened Steel Washers ASTM F1554 -Standard Specification for Anchor Bolts, Steel , 36, 55, and 105-ksi Yield Strength2.3 Canadian Institute of Steel Construc
14、tion (CISC) CISC Code of Standard Practice for Structural Steel Handbook of Steel Construction2.4 American Institute of Steel Construction (AISC) Specification for Structural Joints Using High-Strength Bolts Specification for Structural Joints Using ASTM A325 or A490 Bolts2.5 Society for Protective
15、Coating (SSPC) SP 3 Power Tool Cleaning SP 6/NACE No. 3 Commercial Blast Cleaning SP 11 Power Tool Cleaning to Bare Metal2.6 Other Codes and References CGSB 48.9712 - Non-destructive Testing; Qualification and Certification of Personnel 2.7 Conflicts2.7.1 In the event of a conflict between the drawi
16、ngs, codes, standards, specifications or governmental requirements shall be referred to the Owner / Engineer in writing for a resolution.3.0 DEFINITIOINSOwner - means (LEL) and its authorized representatives.Contractor - means Party that performs the work or services at the site or other designate l
17、ocations.Engineer - means project engineering team4.0 REQUIREMENTS4.1 Qualifications4.1.1 Contractors undertaking welding shall be currently certified by the Canadian Welding Bureau (CWB) to the requirements . Welding shall only be performed by qualified welders or operators.4.1.2 All weld inspectio
18、n shall be performed in accordance with CSA W59 by a welding inspector certified by the Canadian Welding Bureau to the requirements of CSA W178.2.4.1.3 Non-destructive testing shall be performed by a qualified non-destructive testing technician certified to the CGSB in the specified test method.4.2
19、Submittals4.2.1 Contractor shall submit shop drawings and erection drawings to the Owner / Engineer for review and approval prior to commencing fabrication. Shop drawings submitted for review shall include the following: Design calculations for all connection designs undertaken by the Fabricator. Th
20、e design calculations shall be signed and sealed by a Professional Engineer registered in the Province of Alberta. Detailed dimensions and member sizes of all component parts of the structure. Detail sheets shall be referenced to the related erection drawing. Material grades. Weld details. Surface t
21、reatment and any required painting or coatings. Bills of materials. Erection marks to uniquely identify all fabricated components. Erection drawings, procedures and any temporary bracing requirements. Erection drawings shall be referenced to the design drawings. Erection drawings and shop drawings w
22、ith connection information shall be signed and sealed by a Professional Engineer registered in the Province of Alberta.4.2.2 Contractor shall submit a copy of the following welding certification, qualification and QA/QC documents to the Owner / Engineer for review and approval: CWB Welding certifica
23、te in accordance with CWB Approved welding procedures in accordance with CSA W594.2.3 Contractor shall retain all of Mill Test Certificates. Copies of the Mill Test Certificates shall be submitted to the Owner after the project completion.4.2.4 Prior to beginning the work, Contractor shall prepare a
24、nd submit a Quality Control Plan (QC Plan) to the Owner for review and approval. The QC Plan shall cover the monitoring, inspection and testing requirements as necessary to ensure conformance with the drawings and specifications.4.2.5 Review of the shop drawings and procedures by the Owner / Enginee
25、r shall not relieve the Contractor for the responsibility for the completeness, accuracy of dimensions, details and conformance with all applicable codes, standards and specifications.4.3 Units of Measurement4.3.1 All dimensions, data and nameplates shall be in the SI System in accordance with the C
26、anadian Metric Practice Guide and Supplementary Metric Practice Guide.5.0 MATERIALS5.1 Structural Steel5.1.1 Rolled and fabricated structural steel (W, WWF, HP and S) sections shall conform to CSA G40.21 Grade 350W, ASTM A572 or ASTM A992 Grade 50.5.1.2 Hollow structural sections sha Grade 350W or A
27、STM A500 Grade C. 5.1.3 Structural channels, angles, plate and bars shapes shall conform to CSA G40.21 Grade 300W.5.1.4 Cold formed sections shall meet the applicable steel requirements described in CSA S136.5.1.5 Steel pipe shall conform to ASTM A53 Grade B or better.5.2 Bolts5.2.1 High strength bo
28、lts shall conform to the requirements of ASTM A325 or ASTM A490. 5.2.2 All A325 bolts connecting painted or coated components shall be zinc coated. All A490 bolts shall be supplied plain (black).5.2.3 All washers required for tensioned bolts, oversized or slotted holes or for inspection purposes sha
29、ll be hardened and meet the requirements of ASTM F436. Nuts used with ASTM A325 shall comply with ASTM A194 or ASTM A563, respectively.5.2.4 Anchor bolts shall conform to the requirements of ASTM F1554.5.3 Miscellaneous5.3.1 Steel floor plate shall meet the requirements of CSA G40.21 Grade 260W (min
30、imum) or ASTM A786. Unless specified otherwise on the drawings, floor plate shall have a skid resistant raised pattern.5.3.2 Unless otherwise specified on the drawings, all welded steel grating shall be serrated with 32mm x 4.8mm bearing bars at 30mm center to center and cross bars spaced at 102mm c
31、enter to center.5.4 Welding Consumables5.4.1 Welding electrodes shall conform to the requirements of CSA W48. Unless noted otherwise electrode classification shall be E49XX. Electrodes shall be stored in strict compliance with CSA W595.5 Materials Substitutions5.5.1 Materials types other than those
32、listed in this specification may be considered. Alternate materials can only be used with the prior written approval of the Owner / Engineer.6.0 COATINGS6.1 General6.1.1 Unless otherwise specified on the drawings, painting and galvanizing shall conform to the requirements of LEL-000-4511-0001 Exteri
33、or Painting and Protective Coating Specification.6.1.2 Where field welding is required on painted or galvanized surfaces, the coatings shall be excluded from areas within 50mm of the weld. Paint or galvanize after welding in accordance with the coating manufacturers recommendations.6.1.3 All prepare
34、d surfaces subject to painting, galvanizing or other coatings shall be subject to inspection and approval by the Owners representative before primer is applied.6.2 Painting6.2.1 Where painting is required by LEL-000-4511-0001 (i.e. ladders, cages, handrails, toe-kicks) or as otherwise specified on t
35、he drawings, all surfaces shall be prepared in accordance with the paint manufacturers recommendations.6.2.2 All surface imperfections including fins, sharp edges, weld splatter and slag shall be removed from all steel surfaces prior to painting.6.2.3 All surfaces to be painted shall be commercial s
36、hop blasted in accordance with SSPC SP6.6.2.4 All steel surfaces to be painted shall receive one coat of primer with a minimum dry film thickness of 50 microns (2.0 mils), and one coat of industrial enamel with a minimum dry film thickness of 38 microns (1.5 mils) applied in accordance with the manu
37、facturers recommendations.6.3 Galvanizing6.3.1 All surface imperfections including fins, sharp edges, weld splatter and slag shall be removed from all steel surfaces prior to galvanizing.6.3.2 Weld surfaces subject to galvanizing shall be blast cleaned as indicated in LEL-000-4511-0001.6.3.3 Unless
38、noted otherwise, surface preparation of steel to be galvanized shall conform to the requirements of CSA G164. 7.0 CONNECTION DESIGN7.1 General7.1.1 Connections not detailed on the design drawings shall be designed by the Fabricator to resist the forces shown on the drawings. If neither the forces no
39、r connection details are shown, connections shall be designed in accordance with this specification.7.1.2 All connection design and any design required for members not shown on the drawings, including members required for erection stability, shall be performed by a Professional Engineer registered i
40、n the province of Alberta.7.1.3 Design, detailing and fabrication shall be in accordance with CSA S16, CSA S136, CISC Handbook of Steel Construction or other recognized design standards.7.1.4 All forces and moments shown on the drawings are factored values (per limits states design) unless otherwise
41、 noted.7.1.5 In addition to the applicable shear and moment forces, beam connections on braced grid lines shall be designed for an axial force equivalent to the horizontal component of the bracing on that gridline as otherwise indicated on the drawings.7.1.6 Where the loads provided or the requireme
42、nts of this specification result in impractical connection details or require changes to the member sizes shown on the design drawings, the design engineer shall be contacted for further guidance.7.1.7 Unless noted otherwise on the drawings bolted connections shall be bearing type. Bolted bearing co
43、nnections may be designed with threads excluded in the shear plane provided it is clearly marked on the erection drawings and erected accordingly.7.2 Column Connections7.2.1 Where column splice forces or details are not shown on the drawings, column splices shall be designed to resist the full membe
44、r capacity.7.2.2 Column splice locations shall be in accordance with the design drawings. Any changes to the splice locations must be approved by the Engineer / Owner in writing prior to proceeding with detailing and fabrication.7.3 Shear Connections7.3.1 Shear connections may be either single angle
45、, double angle, shear plate or end-plate type depending upon the Fabricators preference and design considerations.7.3.2 The minimum thickness of plate in shear connections shall be 10mm.7.3.3 Where shear connection details or forces are not shown on the drawings, shear connections shall be designed
46、for a minimum of 50% of the factored shear capacity of the connected member.7.4 Moment Connections7.4.1 Moment connections will typically be shown by “MC. Unless otherwise indicated on the drawings, moment connections shall be design to develop the full moment resistance of the weakest connected mem
47、ber.7.4.2 Where no respective shear forces are shown on the drawings, the moment connection shall be design to resist 50% of the shear capacity of the member acting concurrently with the design factored moment.7.4.3 The overall combined capacity of the connection need not exceed the resistance capac
48、ity of the member.7.5 Bracing Connections7.5.1 All bracing members shall be designed to accommodate 100% of the compressive capacity of the member relative to its effective length or 50% of the tension capacity of the member, whichever is more rigorous.7.5.2 All bracing members shall have a minimum of two (2) b