0691-sp-s775-001_1 structural steel framing specs

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SNOLAVAIINConstructors Inc.

Bothell,

Washington

CSISECTION05 12 00

SPECIFICATION SP-S775

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♦» SNOLAVAUNConstnictors Inc.

Fénix Power Perú S.A.Chilca, Perú

REVISIÓN ÍNDEX

Revision 1: March 10, 2011

2.03 A Deleted “lead- and chromate-free, nonasphaltic, rust-inhibiting primer”Added “in organic zinc primer”, “MP#19” and “Top Coat will beEpoxy/Polyurethane…”

2.03 B Deleted MPI#18, “MPI#19, or SSPC-Paint 20, ASTM A 780”.

Added “Cold galvanizing component meeting requirement of MPI # 18…”

Contract No. 0691 Section 05 1200

Revision 1, March 10, 2011 Page iF:\0691\Specs\0691-05 12 00 (SP-S775) r1.doc

STRUCTURAL STEEL

FRAMING



♦» SNOLAVAUNConstnictors Inc.


TABLE OF CONTENTS

1. RELATED DOCUMENTS1

2. SUMMARY1

3. DEFINITIONS1

4. PERFORMANCE REQUIREMENTS2

1.07 DELIVERY, STORAGE, AND HANDLING3

5. STRUCTURAL-STEEL MATERIALS4

6. BOLTS, CONNECTORS, AND ANCHORS4

2.07 SHOP PRIMING

7

2.09 SOURCE QUALITY CONTROL

8

7. EXAMINATION

8

8. PREPARATION9

9. FIELD QUALITY CONTROL10

10. REPAIRS AND PROTECTION11

Contract No. 0691 Section 05 1200Revisión 1, March 10, 2011 Page ¡i12 00 (SP-S775) r1.doc

STRUCTURAL STEELFRAMING



♦» SNOLAVAIJNConstructors Inc.


SECTION 05 12 00

STRUCTURAL STEEL

FRAMING

PART 1 - GENERAL

1.01 RELATED DOCUMENTS

A. SNC Lavalin Quality Specification SSQC-001 - Erection

B. SNC Lavalin Quality Specification PSQC-005-Fabrication

C. Referenced Codes and Standards:

1. American Institute of Steel Constructiona. 360-05 Specification for Structural Steel Buildingsb. Seismic Provisions for Structural Steel Buildings, 341-05

11. American Society for Testing and Materials (ASTM)12. American Welding Society

(AWS) a. D1.1 AmericanWelding Code

13. Research Council on Structural Connections a. Specification for Structural Joints Using ASTM A 325 or A 490 Bolts

14. Society for Protective Coatings (SSPC)

1.02 SUMMARY

A. Section

Includes:

15. Structural steel.

16. Grout.

1.03 DEFINITIONS

A. Structural Steel: Elements of structural-steel frame, as classified by AISC 303, "Codeof Standard Practice for Steel Buildings and Bridges."

B. Heavy Sections: Rolled and built-up sections as follows:17. Shapes included in ASTM A 6 with flanges thicker than 1-1/2 inches.18. Welded built-up members with plates thicker than 2 inches.19. Column base plates thicker than 2 inches.

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STRUCTURAL STEEL FRAMING





1.04 PERFORMANCE REQUIREMENTS

A. Connections not designed by the Engineer and shown on the Drawings shall bedeveloped by the Supplier. Connections shall be designed in accordance with the

requirements of the AISC Specification. Where Drawings indicate specific endforces and moments connections shall be designed for such. Design allconnections, except where noted as “slip-critical” on the Drawings, as bearingconnections with threads included in the shear plane. Provide complete details of connections as required for fabrication.

1.05 A.

B.

SUBMITTALS

Product Data: For each type of product indicated.

Shop Drawings: Show fabrication of structural-steel components.

C. D.

E. F.

G.

Include details of cuts, connections, splices, camber, holes, and other pertinent

data.Include embedment drawings.Indicate welds by standard AWS symbols, distinguishing between shop andfield welds,and show size, length, and type of each weld. Show backing bars that are to beremovedand supplemental fillet welds where backing bars are to remain.Indicate type, size, and length of bolts, distinguishing between shop and fieldbolts.Identify pretensioned and slip-critical high-strength bolted connections.

Qualification Data: For qualified fabricator.

Paint Compatibility Certificates: From manufacturers of topcoats applied over shop

primers, certifying that shop primers are compatible with topcoats.

Mill test reports for structural steel, including chemical and physical properties.

Product Test Reports: For the following:

20. Bolts, nuts, and washers including mechanical properties and chemical

analysis.21. Direct-tension indicators.22. Tension-control, high-strength bolt-nut-washer assemblies.23. Shear stud connectors.24. Shop primers.

25. Nonshrink grout.

Source quality-control reports.



1

.2

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1.06 QUALITY ASSURANCE

A. The Fabricator’s Quality Assurance requirements shall be as described in SNCLavalin Quality

Specification PSQC-005.

B. Fabricator Qualifications: A qualified fabricator that participates in the AISC QualityCertificationProgram and is designated an AISC-Certified Plant, Category STD.

C. Welding Qualifications: Qualify procedures and personnel according to AWS D1.1,"StructuralWelding Code - Steel."

D. Comply with applicable provisions of the following specifications and documents:

26. AISC 303.27. AISC 341.

28. AISC 360.29. RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

1.07 DELIVERY, STORAGE, AND HANDLING

A. Store materials to permit easy access for inspection and identification. Keep steelmembers off ground and spaced by using pallets, dunnage, or other supports andspacers. Protect steel members and packaged materials from corrosion anddeterioration.

1. Do not store materials on structure in a manner that might cause distortion,damage, or overload to members or supporting structures. Repair or replacedamaged materials or structures as directed.

B. Store fasteners in a protected place in sealed containers with manufacturer's labels intact.

30. Fasteners may be repackaged provided Owner's testing and inspectingagency observes repackaging and seals containers.

31. Clean and relubricate bolts and nuts that become dry or rusty before use.32. Comply with manufacturers' written recommendations for cleaning and

lubricating ASTM F 1852 fasteners and for retesting fasteners after lubrication.

1.08 COORDINATION

A. Coordinate selection of shop primers with topcoats to be applied over them. Complywith paint

and coating manufacturers' recommendations to ensure that shop primers andtopcoats arecompatible with one another.

B. Coordinate installation of anchorage items to be embedded in or attached to other constructionwithout delaying the Work. Provide setting diagrams, sheet metal templates,instructions, anddirections for installation.





PART 2 - PRODUCTS

2.01 STRUCTURAL-STEEL MATERIALS

A. W-Shapes: ASTM A 992 or ASTM A 572, Grade 50.

B. Channels, Angles, M , S-Shapes: ASTM A 36 or ASTM A 572, Grade 50.

C. Plate and Bar: ASTM A 36 or ASTM A 572, Grade 50.

D. Cold-Formed Hollow Structural Sections: ASTM A 500, Grade B structural tubing.

E. Steel Pipe: ASTM A 53 Type E or S, Grade B.

33. Weight Class: Standard, Extra strong or Double-extra strong as indicated on

Drawings.34. Finish: As indicated on Drawings.

F. Welding Electrodes: Comply with AWS requirements.

2.02 A.

B.

C.

BOLTS, CONNECTORS, AND ANCHORS

High-Strength Bolts, Nuts, and Washers: ASTM A 325, Type 1, heavy-hex steel structuralbolts; ASTM A 563, Grade C, heavy-hex carbon-steel nuts; and ASTM F 436, Type 1,hardened carbon-steel washers; all with plain finish.

High-Strength Bolts, Nuts, and Washers: ASTM A 490, Type 1, heavy-hex steel structuralbolts; ASTM A 563, Grade DH, heavy-hex carbon-steel nuts; and ASTM F 436 , Type 1,hardened carbon-steel washers with plain finish.

Zinc-Coated High-Strength Bolts, Nuts, and Washers: ASTM A 325, Type 1, heavy-hex steelstructural bolts; ASTM A 563, Grade DH heavy-hex carbon-steel nuts; and ASTM F 436 , Type1, hardened carbon-steel washers.

1. Finish: Hot-dip or mechanically deposited zinc coating.

D.

E.

Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed-stud type, cold-finished carbon steel; AWS D1.1, Type B.

Unheaded Anchor Rods: ASTM F 1554, Grade 36 or ASTM F 1554, Grade 55,weldable as indicated on Drawings.

35. Nuts: ASTM A 563 heavy hex carbon steel.36. Plate Washers: ASTM A 36 carbon steel.37. Washers: ASTM F 436, Type 1, hardened carbon steel.38. Finish: Plain or galvanized as noted on Drawings. Galvanized finish to be hot-

dip zinc coating, ASTM A 153, Class C or mechanically deposited zinc coating,ASTM B 695, Class 50.

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F. Headed Anchor Rods: ASTM F 1554, Grade 36 or Grade 55, weldable as indicatedonDrawings.

39. Nuts: ASTM A 563 heavy-hex carbon steel.40. Plate Washers: ASTM A 36 carbon steel.41. Washers: ASTM F 436, Type 1, hardened carbon steel.

42. Finish: Plain or galvanized as noted on Drawings. Galvanized finish to be hot-dip zinc coating, ASTM A 153 Class C or mechanically deposited zinc coating,ASTM B 695, Class 50.

G. Threaded Rods: ASTM A 36 or A 572, Grade 50 as noted on Drawings.

43. Nuts: ASTM A 563 heavy hex carbon steel.44. Washers: ASTM F 436, Type 1, hardened ASTM A 36 carbon steel.

45. Finish: Plain or galvanized as noted on Drawings. Galvanized finish to be hot-dip zinc coating, ASTM A 153, Class C or mechanically deposited zinc coating,ASTM B 695, Class 50.

H. Clevises and Turnbuckles: Made from cold-finished carbon steel bars, ASTM A 108,Grade 1035.

I. Eye Bolts and Nuts: Made from cold-finished carbon steel bars, ASTM A 108, Grade1030.

J. Sleeve Nuts: Made from cold-finished carbon steel bars, ASTM A 108, Grade 1018.

2.03 PRIMER

A. Primer: Fabricator's standard lead- and chromate-free, nonasphaltic, rust-inhibitingprimer inorganic zinc primer complying with MPI#79 MPI#19 and compatible with topcoat.Top Coatwill be epoxy or epoxy Polyurethane system by others.

B. Galvanizing Repair Paint: Cold galvanizing compound meeting requirement of MPI #18 andASTM A-780. MPI#18, MPI#19, or SSPC-Paint 20, ASTM A 780.

2.04 GROUT

A. Nonmetallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, nonmetallicaggregate grout, noncorrosive and nonstaining, mixed with water to consistency

suitable for application and a 30-minute working time.







2.05 A.

B.

C

.

D

.

E.

F.

FABRICATION

Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate

according to AISC's "Code of Standard Practice for Steel Buildings and Bridges" and AISC360.

46. Camber structural-steel members where indicated.47. Fabricate beams with rolling camber up.48. Identify high-strength structural steel according to ASTM A 6 and maintain markings until

structural steel has been erected.49. Mark and match-mark materials for field assembly.50. Complete structural-steel assemblies, including welding of units, before starting shop-

priming operations.

Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.

1. Plane thermally cut edges to be welded to comply with requirements in AWS D1.1.

Bolt Holes: Cut, drill, or punch standard bolt holes perpendicular to metal surfaces.

Finishing: Accurately finish ends of columns and other members transmitting bearing loads.

Cleaning: Clean and prepare steel surfaces that are to remain unpainted according to SSPC-SP 1, "Solvent Cleaning"

Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear connectors. Use automatic end welding of headed-stud shear connectors according toAWS D1.1 and manufacturer's written instructions.

G. Steel Wall-Opening Framing: Select true and straight members for fabricating steel

wall-opening framing to be attached to structural steel. Straighten as required toprovide uniform, square, and true members in completed wall framing.

H. Welded Door Frames: Build up welded door frames attached to structural steel. Weldexposed joints continuously and grind smooth. Plug-weld fixed steel bar stops toframes. Secure removable stops to frames with countersunk machine screws,uniformly spaced not more than 10 inches o.c. unless otherwise indicated.

I. Holes: Provide holes required for securing other work to structural steel and for other work topass through steel framing members.

51. Cut, drill, or punch holes perpendicular to steel surfaces. Do not thermally cutbolt holes or enlarge holes by burning.

52. Baseplate Holes: Cut, drill, or punch holes perpendicular to steel surfaces.53. Weld threaded nuts to framing and other specialty items indicated to receive

other work.







2.06 SHOP CONNECTIONS

A. High-Strength Bolts: Shop install high-strength bolts according to RCSC's"Specification for

Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of jointspecified.

1. Joint Type: All joints to be snug tightened unless noted as pretensioned or slipcritical on Drawings.

B. Weld Connections: Comply with AWS D1.1 and AWS D1.8 for tolerances,appearances,welding procedure specifications, weld quality, and methods used in correctingwelding work.

1. Assemble and weld built-up sections by methods that will maintain true alignmentof axes without exceeding tolerances in AISC 303 for mill material.

2.07 SHOP PRIMING

A. Shop prime steel surfaces except the following:

54. Surfaces embedded in concrete or mortar. Extend priming of partiallyembedded members to a depth of 2 inches.

55. Surfaces to be field welded.56. Surfaces to be high-strength bolted with slip-critical connections.57. Surfaces to receive sprayed fire-resistive materials (applied fireproofing).58. Galvanized surfaces.

B. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale

andspatter, slag, or flux deposits. Prepare surfaces according to the followingspecifications andstandards

1. SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning."

C. Painting: Interior and exterior exposed steel to be painted as indicated on Drawings andSLCI painting specification SP-P020. Both color and paint type to be approved byOwner prior to painting.

2.08 GALVANIZING

A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steelaccording to ASTM A 123. Interior and exterior exposed steel to be galvanized asindicated on Drawings.

1. Fill vent and drain holes that will be exposed in the finished Work unless they willfunction as weep holes, by plugging with zinc solder and filing off smooth.







2.09 SOURCE QUALITY CONTROL

A. Testing Agency: The Fabricator will engage an independent testing and inspectingagency to

perform shop tests and inspections and prepare test reports.

1. Provide testing agency with access to places where structural-steel work is beingfabricated or produced to perform tests and inspections.

B. Correct deficiencies in Work that test reports and inspections indicate does notcomply with theContract Documents.

C. Bolted Connections: Shop-bolted connections will be tested and inspected accordingtoRCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

D. Welded Connections: In addition to visual inspection, shop-welded connections will

be testedand inspected according to AWS D1.1 and the following inspection procedures, attestingagency's option:

59. Liquid Penetrant Inspection: ASTM E 165.60. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on

finished weld. Cracks or zones of incomplete fusion or penetration will not beaccepted.

61. Ultrasonic Inspection: ASTM E 164.62. Radiographic Inspection: ASTM E 94.

E. In addition to visual inspection, shop-welded shear connectors will be tested andinspectedaccording to requirements in AWS D1.1 for stud welding and as follows:

63. Bend tests will be performed if visual inspections reveal either a less-than-continuous 360-degree flash or welding repairs to any shear connector.

64. Tests will be conducted on additional shear connectors if weld fracture occurson shear connectors already tested, according to requirements in AWS D1.1.

PART 3 - EXECUTION

3.01 EXAMINATION

A. Verify, with steel Erector present, elevations of concrete- and masonry-bearingsurfaces andlocations of anchor rods, bearing plates, and other embedments for compliance withrequirements.

1. Prepare a certified survey of bearing surfaces, anchor rods, bearing plates, andother embedments showing dimensions, locations, angles, and elevations.

B. Proceed with installation only after unsatisfactory conditions have been corrected.





3.02 PREPARATION

A. Provide temporary shores, guys, braces, and other supports during erection to keepstructural steel secure, plumb, and in alignment against temporary construction loads

and loads equal in intensity to design loads. Remove temporary supports whenpermanent structural steel, connections, and bracing are in place unless otherwiseindicated.

1. Do not remove temporary shoring supporting composite deck construction untilcast-in-place concrete has attained its design compressive strength.

3.03 ERECTION

A. The Erectors Quality Assurance requirements shall be as described in SNC LavalinQualitySpecification SSQC-001.

B. Set structural steel accurately in locations and to elevations indicated andaccording toAISC 303 and AISC 360.

C. Base Plates: Clean concrete- and masonry-bearing surfaces of bond-reducingmaterials, androughen surfaces prior to setting plates. Clean bottom surface of plates.

Set plates for structural members on wedges, shims, or setting nuts as required.Weld plate washers to top of baseplate.Snug-tighten anchor rods after supported members have been positioned and plumbed.Do not remove wedges or shims but, if protruding, cut off flush with edge of plate beforepacking with grout.Promptly pack grout solidly between bearing surfaces and plates so no voids remain.Neatly finish exposed surfaces; protect grout and allow to cure. Comply withmanufacturer's written installation instructions for shrinkage-resistant grouts.

D. Maintain erection tolerances of structural steel within AISC's "Code of Standard Practice for Steel Buildings and Bridges."

E. Align and adjust various members that form part of complete frame or structure beforepermanently fastening. Before assembly, clean bearing surfaces and other surfaces that will bein permanent contact with members. Perform necessary adjustments to compensate for discrepancies in elevations and alignment.

65. Level and plumb individual members of structure.66. Make allowances for difference between temperature at time of erection and

mean temperature when structure is completed and in service.

F. Splice members only where indicated.

G. Do not use thermal cutting during erection unless approved by Engineer. Finishthermally cutsections within smoothness limits in AWS D1.1.

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1.2

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H. Do not enlarge unfair holes in members by burning or using drift pins. Ream holes thatmust be enlarged to admit bolts.

I. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of

shear connectors. Use automatic end welding of headed-stud shear connectors according to AWS D1.1 and manufacturer's written instructions.

3.04 FIELD CONNECTIONS

A. High-Strength Bolts: Install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of jointspecified.

1. Joint Type: Snug tightened unless noted as pretensioned or slip critical on Drawings..

B. Weld Connections: Comply with AWS D1.1 and AWS D1.8 for tolerances,appearances, welding procedure specifications, weld quality, and methods used incorrecting welding work.

67. Comply with AISC 303 and AISC 360 for bearing, alignment, adequacy of temporary connections, and removal of paint on surfaces adjacent to fieldwelds.

68. Remove backing bars or runoff tabs , back gouge, and grind steel smooth.69. Assemble and weld built-up sections by methods that will maintain true

alignment of axes without exceeding tolerances in AISC's "Code of StandardPractice for Steel Buildings and Bridges" for mill material.

3.05 FIELD QUALITY CONTROLA. Testing Agency: The Erector will engage a qualified independent testing and

inspecting agencyto inspect field welds and high-strength bolted connections.

B. Bolted Connections: Bolted connections will be tested and inspected according toRCSC's"Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

C. Welded Connections: Field welds will be visually inspected according to AWS D1.1.

1. In addition to visual inspection, field welds will be tested and inspected accordingto AWS D1.1 and the following inspection procedures, at testing agency's

option:a. Liquid Penetrant Inspection: ASTM E 165.b. Magnetic Particle Inspection: ASTM E 709; performed on root pass and

onfinished weld. Cracks or zones of incomplete fusion or penetration willnot beaccepted.

c. Ultrasonic Inspection: ASTM E 164.d. Radiographic Inspection: ASTM E 94.



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D. In addition to visual inspection, test and inspect field-welded shear connectorsaccording torequirements in AWS D1.1 for stud welding and as follows:

70. Perform bend tests if visual inspections reveal either a less-than-continuous360-degree flash or welding repairs to any shear connector.71. Conduct tests on additional shear connectors if weld fracture occurs on shear

connectors already tested, according to requirements in AWS D1.1.

E. Correct deficiencies in Work that test reports and inspections indicate does notcomply with theContract Documents.

3.06 REPAIRS AND PROTECTION

A. Galvanized Surfaces: Clean areas where galvanizing is damaged or missing andrepair using

cold galvanizing compound to comply with MPI #18 and ASTM A 780.

B. Touchup Painting: Immediately after erection, clean exposed areas where primer isdamagedor missing and paint with the same material as used for shop painting to comply withSSPC-PA 1 for touching up shop-painted surfaces. Touchup paint all bolts.

1. Clean and prepare surfaces by SSPC-SP 2 hand-tool cleaning or SSPC-SP 3power-tool cleaning.

END OF SECTION 05 12 00

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