section 05120: structural steel - taos design...

SECTION 05120: STRUCTURAL STEEL

PART 1 GENERAL

1.01 GENERAL REQUIREMENTS:

A. The drawings indicate the extent of the structural steel work, and describe the sizes of steelmembers. All the drawings, including mechanical, architectural, civil, electrical, and structuralmust be reviewed to determine to entire scope of the structural steel work.

1.02 RELATED REQUIREMENTS:

A. Document A201: General Conditions of the Contract for Construction.B. Section 01340: Shop Drawings, Product Data and Samples.C. Section 03300: Cast-in-Place Concrete.D. Section 05310: Structural Metal Decking.E. Section 05500: Metal Fabrications.

1.03 QUALITY ASSURANCE:

A. Codes and Standards: Comply with the provisions of the following, except as otherwise noted.Except as specifically shown otherwise, the most recent edition or revision of each documentshall be used.

1. AISC "Code of Standard Practice for Steel Building and Bridges."2. AISC "Specifications for the Design, Fabrication and Erection of Structural Steel for

Buildings" and including the "Commentary of the AISC Specification."3. AISC "Specifications for Structural Joints using ASTM A-325 or A-490 Bolts" approved by

the Research Council on Structural Connection of the Engineering Foundation.4. AWS D1.1 "Structural Welding Code."5. ASTM A6 "General Requirements for Delivery of Rolled Steel Plates, Shapes, Sheet Piling

and Bars for Structural Use."

1.04 SUBMITTALS:

A. Submit shop drawings including complete details and schedules for fabrication for shopassembly of members, and details, schedules, procedures and diagrams showing the sequence oferection. Comply with Section 01340: Shop Drawings, Product Data and Samples.

The cost of detailing and all costs associated with shop drawings is the responsibility of thesupplier/fabricator. Changes in detailing or shop drawings that are required by thearchitect/engineer to meet the structural requirements of the project, shall be made by thesupplier/fabricator at no additional cost to the Owner. Submittals shall be complete, accurate,and easy to read.

1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING:

A. Protect structural steel members and packaged materials from corrosion and deterioration.

Sec 05120 Structural Steel page I

B. Do not store materials on the structure in any manner that might cause distortion or damage tothe members or the supporting structures. Repair or replace damaged materials or structures asdirected.

PART 2 PRODUCTS

2.01 MATERIALS:

A. Rolled Steel Plates, Shapes and Bars: ASTM A-36, except where other type steel is shown.

B. Stainless Steel Shapes: ASTM A 167-70, Type 304, 1/4 in. plate, Finish No. 6.

C. Structural Steel Tubular Products: Cold-formed structural quality carbon steel, welded orseamless, as follows:

1. Square, Rectangular and Special Shapes: ASTM A-500, Grade B.2. Structural Steel Pipe: ASTM A-53, Type E or S, Grade B, Standard Weight (Schedule 40)

except as otherwise shown.

D. Steel Floor Plates: Where shown on drawings FS QQ-F-461, Class T; produced from ASTMA-36 steel:

1. Provide pattern shown or, if not shown, as selected by the Architect from manufacturer'sstandard patterns.

E. Headed Stud Type Shear Connectors: ASTM A-108, Grade 1015 or 1020, cold finished carbonsteel, with dimensions complying with AISC Specifications.

F. Standard Threaded Fasteners:

1. Bolts: ASTM A307, Grade A regular hex head.2. Nuts: ASTM A563, Grade A or better, hexagonal.

G. High Strength Threaded Fasteners: Heavy structural bolts conforming to ASTM A325 withheavy hex nuts conforming to ASTM A563 (grade C) and hardened washers conforming toASTM F436. Bolts shall be of the direct tension indicating type fabricated with a reducedsection designed to shear off when correctly installed. The following products are acceptable:

1. Tension control bolts as manufactured by the LeJeune Bolt Company.2. Load indicator bolts as manufactured by the Industrial Fastener Division of Bethlehem Steel

Corporation.3. High strength tension set threaded fasteners as manufactured by the CFS Division of the

Bristol Machine Company.

H. Bedding Grout, Non-Shrink: Non-metallic shrinkage resistant grout, premixed, non-corrosive,non-staining product containing selected silica sands, portland cement, shrinkage compensatingagents, plasticizing and water reducing agents, complying with the Corps of Engineers StandardCRRD-C588, type A. Minimum compressive strength of 8,000 psi at 7 days when installed bythe dry-pack method. Products complying with the above requirements include the following:

Sec 05120 Structural Steel page 2

1. Chrystex by L & M Construction Chemicals.2. Masterflow 713 by Master Builders.3. Five Star: Five-Star grout by U.S. Grout Corp.4. Non-Ferrous, Non-Shrink Grout by Burke Co.

I. Lintels and Framing Angles: Provide loose structural steel lintels and framing members ofshape, size and weight shown or required, complete with anchors as detailed. Where wallopenings show supported masonry, provide lintels, either where indicated or not and required forgood construction.

1. Lintels: Except as otherwise shown, provide structural steel lintels consisting of two 3-1/2" x3-1/2" x 3/8" steel angles at each opening in masonry. Length of angles shall be as requiredto provide not less than four inches of bearing on each side of each opening.

2.02 FABRICATION:

A. General:

I. Fabricate items of structural steel in accordance with AISC Specifications and as indicated onthe final shop drawings. Provide camber in structural members as shown.

2. Properly mark and match-mark materials for field assembly. fabricate for delivery sequencewhich will expedite erection and minimize field handling of materials.

3. Where finishing is required, complete the assembly, including riveting and welding of units,before start of finishing operations.

B. Connections:

1. Welded connections. Make all shop connections by welding except as otherwise shown.Comply with applicable procedures of AWS using prequalified joints made by certifiedwelders.

2. Bolted connections. Make all field connections by bolting except as otherwise shown. Allsteel-to-steel connections shall be made using high strength threaded fasteners of the typespecified in accordance with the "Specifications for Structural Joints Using ASTM A 325 orA 490 Bolts." Connections of steel to other materials shall be made using standard threadedfasteners. Hardened washers shall be used at all oversized or slotted holes.

C. Holes for Other Work:

1. Provide holes required for securing other work to structural steel framing, and for the passageof other work through steel framing members, as shown on the final shop drawings. Providethreaded nuts welded to framing and other specialty items as shown to receive other work.

2.03 SHOP PAINTING:

A. General: Shop paint structural steel work with red oxide Primer. (No asphalt). Minimum dryfilm thickness of 1 (one) mil. VOC content of paint shall not exceed 250 g/L.

B. Surface Preparation; Remove scale, rust and other deleterious materials. Clean off heavy rustand loose mill scale in accordance with SSPC SP-2 "Hand Tool Cleaning," or SSPC SP-3


"Power Tool Cleaning," or SP-7 "Brush-Off Blast Cleaning." Remove oil, grease and similarcontaminants in accordance with SSPC SP-1 "Solvent Cleaning."

PART 3 EXECUTION

3.01 ERECTION:

A. Erector must examine the areas and conditions under which structural steel work is to beinstalled and notify the Architect in writing of conditions detrimental to the proper and timelycompletion of the work. Do not proceed with the work until unsatisfactory conditions have beencorrected in a manner acceptable to the erector. Comply with the AISC Specifications and Codeof Standard Practice and with specified requirements.

B. Temporary Shoring and Bracing: Provide temporary shoring and bracing members as required,with connections of sufficient strength to bear imposed loads. Remove temporary members andconnections when permanent members are in place and final connections are made. Providetemporary guy lines to achieve proper alignment of the structures as erection proceeds.

C. Temporary Planking: Provide temporary planking and working platforms as required by codesand as necessary to effectively complete the work.

D. Anchor Bolts:

1. Furnish anchor bolts and other connectors required for securing structural steel to foundationsand other in-place work.

2. Furnish templates and other devices as necessary for resetting bolts and other anchors toaccurate locations.

3. Refer to Division 3 of these specifications for anchor bolt installation requirements inconcrete and Division 4 for masonry installation, if required.

4. Pack non-shrink grout solidly between bearing surfaces and bases or plates to ensure that novoids remain. Finish exposed surfaces, protect installed materials and allow to cure in strictcompliance with the manufacturer's instructions, or as otherwise required. Do not apply loadsto steel framing until grout has been placed and attained a compressive strength of not lessthan 3500 psi

5. Do not enlarge unfair holes in members by burning or by the use of draft pins, except insecondary bracing member. Ream holes that must be enlarged to admit bolts, only withpermission of the Architect.

E. Field Assembly:

1. Comply with AISC Specifications for bearing, adequacy of temporary connections, aligrnentand the removal of paint on surfaces adjacent to field welds.

2. Set structural frames accurately to the lines and elevations indicated. Align and adjust thevarious members forming a part of a complete frame or structure before permanentlyfastening. Clean bearing surfaces and other surfaces which will be in permanent contactbefore assembly. Perform necessary adjustments to compensate for discrepancies inelevations and alignment.


3. Level and plumb individual members of the structure within specified AISC tolerances.

4. Splice members only where shown or specified.

5. Make all steel-to-steel bolted connections using ASTM A325 highstrength load indicatorbolts installed in accordance with the AISC "Specification for Structural Joints." Bolts whichhave been removed shall not be reused.

6. Make welded connections using methods and procedures approved by the AWS. Weldingshall be done by welders certified in accordance with the procedures of the AWS.

F. Erection Bolts: On exposed welded construction, remove erection bolts, fill holes with plugwelds and grind smooth at exposed surfaces.

G. Field Correction: Do not correct fabrication errors in the structural framing in the field withoutthe prior approval of the Architect. Do not enlarge holes in members by burning or by drift pins.Holes which must be enlarged shall be reamed. Do not use gas cutting torches in the field forcorrecting fabrication errors in structural framing. Members which have been modified in thefield without approval shall be removed and replaced by the Contractor at his expense if sodirected by Architect.

H. Opening through deck: Install 4 x 4 x 3/8 in. minimum size or as detailed angle headers betweenjoist and all around all openings through deck. Weld securely in place. Place to provide positivecontact to deck, block-up as required.

I. Roof mounted equipment: Provide continuous 4 x 4 x 3/8 in. minimum size or as detailed steelangle supports under all roof mounted equipment. Run angle to next joist beyond equipmentweld securely in place. Provide positive contact to deck, block-up as required.

3.02 FIELD QUALITY CONTROL:

A. Correct deficiencies in structural steel work which inspections have indicated to be not incompliance with requirements

END OF SECTION


SECTION 05310: STRUCTURAL METAL DECKING

PART 1 GENERAL


A. Structural metal decking includes floor and roof decking. The drawings indicate the extent ofeach type of decking.


A. Document A201: General Conditions of the Contract for Construction.B. Section 01340: Shop Drawings, Product Data and Samples.C. Section 05120: Structural Steel.D. Section 05500: Metal Fabrication.


A. Codes and Standards: Comply with the provisions of the following codes and standards, latestedition or revision, except as otherwise shown or specified:

1. American Iron and Steel Institute (AISI) "Specification for the Design of Cold-Formed SteelStructural Members."

2. American Welding Society (AWS) "Structural Welding Code - Sheet Steel", AWS D1.3.3. Steel Deck Institute (SDI) "Design Manual for Composite Decks, Form Decks and Roof

Decks" containing the SDI "Steel Roof Deck Specifications".

B. Design Properties:

1. Compute the properties of metal deck sections on the basis of the effective design width aslimited by the provisions of the AISI Specifications. Provide not less than the deck sectionproperties shown, including section modulus and moment of inertia per foot of width.

2. Loading: Design and fabricate deck units to resist design loads shown on the drawings.3. Allowable Deflection: Design and fabricate deck units so that centerline deflection under full

dead and live loads does not exceed 1/240th (roof) or 1/360th (floor) of the center to centerspan of the supporting members.

4. Uplift Loading: Except as otherwise shown, install and anchor roof deck units to resist grossuplift loading of 45 pounds per square foot at eave overhang and 30 pounds per square footfor other roof areas.

1.04 SUBMITTALS:

A. General: Comply with requirements of Section 01340, Shop Drawings, Product Data andSamples.

B. Manufacturer's Data: Manufacturer's specifications and installation instructions for each productspecified. Include manufacturer's certification as may be required to show compliance with thesespecifications. Indicate by transmittal form that a copy of each instruction has been distributed to

Sec- 05310 Structural Metal Decking page 1

the Installer. Provide two copies of deck manufacturer's current catalog and design data for eachtype of deck.

C. Shop Drawings: Detailed drawings showing layout of deck panels, anchorage details and everycondition requiring closure panels, supplementary framing, special jointing or other accessories.

The cost of detailing and all costs associated with shop drawings is the responsibility of thesupplier/fabricator. Changes in detailing or shop drawings that are required by thearchitect/engineer to meet the structural requirements of the project, shall be made by thesupplier/fabricator at no additional cost to the Owner. Submittals shall be complete, accurate,and easy to read.

1.05 PRODUCT DELIVERY, STORAGE AND HANDLING:

A. Deliver metal deck and accessories to the job site in a timely manner. Handle using methods andequipment as necessary to prevent damage to the deck and accessories. Store all material off theground with one end elevated for drainage. Cover with non- staining, waterproof material.

PART 2 PRODUCTS

2.01 MATERIALS:

A. Miscellaneous Steel Shapes: ASTM A 36.

B. Joint Sealing Material: Non-skinning, gun-grade, bulk compound as recommended by deckmanufacturer.

C. Flexible Closure Strips for Deck: Vulcanized, closed-cell, expanded chloroprene elastomers,complying with ASTM D 1056, Grade SCE 41. Brittleness Temperature: Minus 40 degrees F.,ASTM D746. Flarnmability Resistance: "Self-extinguishing," and ASTM D 1692.

D. Painted Metal Deck:

1. Steel for Painted Deck: ASTM A-61 1, Grade C.2. Finish: Manufacturer's standard primer paint, baked on. Prior to painting, deck units shall be

chemically cleaned and phosphate coated.3. Accessories: 14 gage steel except as otherwise shown on drawings.4. Repair Paint: Acrylic enamel primer compatible in composition and color with ship primer

and field applied finish paint, if any.

2.02 FABRICATION:

A. General: Form deck units in lengths to span 3 or more support spacings with flush, telescoped ornested 2 in. end laps and nesting side laps, unless otherwise shown or specified. Provide deckconfigurations complying with SDI "Basic Design Specifications," as specified herein. Unitsshall be fabricated so that not more than 50% of the units crossing any supporting member arespliced at that member and so that not more than two adjacent (side by side) units are splicedover the same supporting member.

Sec. 05310 Structural Metal Decking page 2

B. Standard deck configurations, see drawings for type and location:

1. Type B: 20 gage SDI type WR (wide rib), painted.a. Depth not less than 1-1/2 inches.b. Ribs spaced not more than 6 inches o.c.c. Width of rib opening at roof surface not more than 2-1/2 in.d. Width of bottom rib surface not less than 1-3/4 inches.

C. Ridge and valley plates (if shown on drawings):

1. Fabricate of galvanized sheet steel of same quality as deck units.2. Minimum width 4-1/2 in. (114 mm).

PART 3 EXECUTION

3.01 INSTALLATION:

A. Examine areas and conditions under which metal decking items are to be installed. NotifyArchitect in writing of conditions detrimental to the proper and timely completion of the work.Do not proceed with the work until unsatisfactory conditions have been corrected.

B. Install deck units and accessories in accordance with manufacturer's recommendations and finalshop drawings, and as specified herein. Welding washers are required.

1. Position deck units on supporting steel framework and adjust to final position with endsbearing on supporting members and accurately aligned end to end before being permanentlyfastened.

2. Lap ends not less than 2 in.3. Do not stretch or contract the side lap.4. Place deck units flat and square and secure to adjacent framing without warp or deflection.5. Layout shall be in accordance with Fabricator's shop drawings which have been reviewed by

the Architect.

C. Fastening Deck Units:

1. Fasten deck units to supporting members with fusion (puddle) welds. Sizes and spacing ofwelds are shown on the drawings. Provide welding washers for all decks made from 22 ga.or lighter material.

2 Use machine screws at 4 ft. o.c. for fastening end closures.3. Lock side laps between adjacent deck units by button punching or with self-drilling screws at

intervals not exceeding 24 inches o.c. between supports, except as otherwise shown on thestructural drawings.

D. Cutting and Fitting:

1. Cut and fit deck units and accessories around other work projecting through or adjacent to thedecking- Provide neat, square and trim cuts.

E. Reinforcement at Openings:


1. Provide additional metal reinforcement and closure pieces as required for strength continuityof decking and support of other work, unless otherwise noted.

2. Reinforce decking around openings less than 12 inches in any dimension by means of a fiatsteel sheet placed over the opening and secured to the top surface of the deck. The steel sheetshall be of the same quality as the deck units not less than 14 gage in thickness and not lessthan 12 inches longer and wider than the opening The reinforcing sheet shall be secured tothe deck with 5/8 in. minimum diameter fusion (puddle) welds placed near the comers of thereinforcing sheet and at not greater than 6 inches o.c. on all sides.

3. For openings with any plan dimension larger than 12 inches, provide and install, except asotherwise shown on drawings, 4" x 4" x 3/8" steel angles on all sides of the opening, securelywelded to the supporting frame work and the deck. The angles perpendicular to the span ofthe joists shall extend to the first joist past the opening on each side and shall be securelywelded to them. Provide steel shims welded to the angles and deck as required to fullysupport the deck without distortion.

F. Ridge and Valley Plates:

1. Screw ridge and valley plates to the top surface of the roof decking. Lap end joints not lessthan 3 in., with laps made in the direction of water flow.

G. Touch-Up Painting:

1. After decking installation, wire brush, clean and paint scarred areas, screw and rust spots onthe top and bottom surfaces of decking units and supporting steel members:

2. Touch-up galvanized surfaces with galvanizing repair paint applied in accordance withmanufacturer's instructions.

3. Touch-up painted surfaces with specified primer paint applied in accordance withmanufacturer's instructions.

END OF SECTION


SECTION 05400: LIGHT GAUGE STRUCTURAL STEEL FRAMING

PART 1 GENERAL


A. Work included in this section consists of the furnishing and installation of light gaugecold-formed structural steel framing used for roofs and walls. The extent of this work is shownon the drawings and is described as "structural studs". Metal studs used for non-load bearinginterior walls and ceiling framing is described in other specification sections.


A. Document A20 1: General Conditions of the Contract for Construction.B. Section 01340: Shop Drawings, Product Data and Samples.C. Section 05120: Structural Steel.D. Section 05310: Structural Metal Decking.E. Section 07216: Sprayed-on Cavity Insulation.


A. Codes and Standards: The publications, manuals, standard specifications and codes listed beloware a part of these specifications, the same as if fully set forth herein. If two or more of thesedocuments are in conflict, the more restrictive shall govern except as otherwise shown on thedesign drawings or as given herein. Except as specifically stated otherwise, the latest edition orrevision of each document shall be used.

1. AISI: "Specification for the Design of Cold-Formed Steel Structural Members." Referred tohereafter as the AISI Specification.

2. AISC: "Specification for the Design, Fabrication and Erection of Structural Steel forBuilding," effective November 1, 1978. Referred to hereafter as the AISC Specification.

3. AWS Dl.3: "Structural Welding Cold Sheet Steel." Referred to hereafter as the AWS Code.4. ASTM: ASTM Standard Specifications and Methods will be referred to as required by their

serial designations and titles.

B. Qualifications of Personnel: Contractor shall provide personnel who are trained and experiencedin light gauge structural steel framing and who are present on the project site and in charge of thework at all times. Welders shall be qualified in accordance with the requirements of the AWSSpecification.

C. Manufacturers: provide light gauge structural steel framing from one of the following:

1. Dietrich Industries.2. Unimast Incorporated.

1.04 SUBMITTALS:

A. General: Comply with requirements of Section 01340, Shop Drawings, Product Data and

Sec. 05400 Light Ga. Struct. Framing page 1

Samples.

B. Erection Drawings: Submit erection drawings showing erection methods and details, givingparticular emphasis to situations or conditions which require particularly high standards ofworkmanship or unusual equipment, where proposed details differ from those shown on thedrawings.

C. Catalogs: Submit two (2) catalogs of manufacturer's current catalog and other design data.

1.05 HANDLING AND STORAGE:

A. Handle and store all materials and products using methods and materials adequate to preventdamage. All damaged members shall be repaired or replaced by the Contractor at his expense asdirected by and to the satisfaction of the Architect.

B. Store all steel members on skids above ground, protected by non-asphalt waterproof covers,arranged to permit ventilation of the members.

PART 2 PRODUCTS

2.01 MATERIALS:

A. Steel for Cold Formed Members:

1. 16 gage and heavier members: Conform to the requirements of ASTM A570, "StandardSpecification for Hot Rolled Carbon Steel Sheets and Strips, Structural Quality" or of ASTMA607, "Standard Specification for Steel Sheet and Strip Hot Rolled and Cold Rolled, HighStrength, Low Alloy Columbium or Vanadium". Minimum yield stress = 50,000 psi.

2. 18 gage and lighter members: Conform to the requirements of ASTM A61 1, "StandardSpecification for Steel, Cold Rolled Sheet, Carbon, Structural"' Minimum yield strength =

33,000 psi.

B. Paint: Manufacturer's standard rust resisting primer paint.

PART 3 EXECUTION

3.01 INSTALLATION:

A. Prior to beginning field assembly and erection, examine the areas and conditions of work. Donot begin work until unsatisfactory conditions have been corrected.

B. All framing components shall be cut squarely or at an angle as required to fit squarely againstabutting members. Members shall be held firmly into position until properly fastened.

C. Splices in studs and diagonal bracing members are not permitted. Splices in bridging and tracksare permitted if splice sections of the same or heavier gauge are used and connected to provide atensile strength capacity of not less than 125% of the tensile strength of the spliced members.

D. Framing components may be prefabricated into panels prior to erection. Panels shall be square

Sec 05400 Light Ga. Struct. Framing page 2

with all connections welded. Studs shall be seated squarely in upper and lower runners with thestud web and flange abutting the runner webs. All studs shall be plumb and correctly aligned andsecurely attached to the flanges and webs of the upper and lower runners.

E. Runners shall be securely anchored to floor and overhead structure as shown on the drawings.

F. Provide a minimum of three studs at each comer of stud walls, located to provide surfaces for theattachment of all interior and exterior bracing and facings.

G. Wherever studs are installed against each other in an exterior wall, apply sprayed-on cavityinsulation between studs to fill the entire cavity. See Section 07216. Batt insulation shall beinstalled in all exterior stud lintels.

H. Erect light gauge structural steel framing to the following tolerances:

1. Deviations from plumb line shall not exceed 3/8 inch in ten feet.

I. After erections of light gauge structural steel is complete, clean all welds, bolt heads, nuts,abraded areas and rusty surfaces using solvents and wire brushing as required. After cleaning iscomplete, apply by brush or spray paint of the same type used in shop painting in sufficientquantity that the dry film thickness is not less than that required for the shop painting (1.5 mils).

3.02 PROTECTION OF WORK:

A. Protect light gage structural steel framing from damage during and after fabrication, storage, fieldassembly and erection for the life of the construction contract. Any light gage framing damagedshall be replaced or repaired by the Contractor at his cost as required by and to the satisfaction ofthe Architect.

END OF SECTION

Sec. 05400 Light Ga. Struct. Framing page 3

SECTION 05421: ENGINEERED LIGHT GAUGE METAL TRUSS SYSTEM

PART 1 GENERAL


A. This section refers to engineered light gauge metal trusses. Engineering of the trusses for thisproject is included by the truss manufacturer.


A. Document A201: General Conditions of the Contract for Construction.B. Document 00800: Modifications to the General Conditions.C. Section 01340: Shop Drawings, Product Data and Samples.D. Section 05120: Structural Steel.E. Section 05310: Metal Decking.


A. Codes and Standards: Comply with the provisions of the following codes and standards, latestedition or revision, except as otherwise shown or specified:

1. American Iron and Steel Institute (AISI) "Specification for the Design of Cold-Formed SteelStructural Members, August 19, 1986 Edition with December 11, 1989 addendum.

2. ASTM A 370 "Standard Test Methods and Definitions for Mechanical Testing of SteelProducts."

3. ASTM A 500 "Standard Specification for Cold Formed Welded and Seamless Carbon SteelStructural Tubing in Rounds and Shapes."

4. ASTM A 653 / A 653M "Standard Specification for Steel Sheet, Zinc Coated (Galvanized) orZinc Iron Alloy Coated by the Hot Dip Process."

5. AISI (American Iron and Steel Institute) "Design Guide for Cold Formed Steel Trusses,Publication RG-9518, December 1995."

1.04 SYSTEM DESCRIPTION:

A. Design Requirements:1. Design system components in accordance with AISI references.2. Conform to requirements of the 2003 International Building Code.3. Maximum Allowable Deflection: 1/240th of span, under total design loads.4. Maximum Allowable Deflection: 1/360th of span, under live design loads.

B. Performance Requirements:1. Truss system, with framing components and accessories, shall provide a complete horizontal

framing system, ready for deck installation, meeting specified Design Requirements.

C. Component Requirements:1. Truss chord and web components shall be Alpine TrusSteel components or approved equal.2. Truss chord and web components shall have rolled or closed edges to minimize the danger of

Sec. 05421 Light Gauge Metal Trusses page I

cutting during handling. Chord and web components without rolled edges shall not beacceptable.

D. System Definitions:1. Truss Component Manufacturer: the approved maker of the components that will be

assembled into trusses by the truss fabricator.2. Truss Fabricator: The approved truss manufacturer who assembles truss component

manufacturer's components into completed trusses.3. Truss Designer: The design professional, individual or organization, having responsibility for

the design of the light gauge steel trusses

1.05 SUBMITTALS:

A. General: Comply with requirements of Section 01340, Shop Drawings, Product Data andSamples.

B. Product Data: Truss component manufacturer's descriptive literature for each item of coldformed metal framing and each accessory specified in this section.

C. Shop Drawings: Truss fabricator's drawings and / or details that:1. Indicate special components and installations not fully detailed in product data.2. Indicate the layout placement drawings the number, types, location, and spacings of trusses

and other framing members.3. Indicate details of truss loading, reactions, uplifts, support locations, material sizes, and

gauges, permanent truss web bracing, and splices as required for a complete installation.

D. Quality Assurance Submittals:1. Truss component manufacturer's instructions: printed installation instructions for each item

of cold formed metal framing and each accessory specified in this section.2. Design Data: Results of design analysis, bearing the seal and signature of a professional

engineer registered in the State of New Mexico.3. Truss component manufacturer's recommendations for handling and storage.


A. Pre-installation meetings:1. Confer at job site prior to scheduled beginning of construction activities of this section to

review requirements of this section.2. Attendees:

a. Truss fabricator, if requested by installer of products of this section.b Installer of this section.c. Other entities directly affecting, or affected by, construction activities of this section,

including but not limited to the following:1 Installer of truss support framing.2 Installer of mechanical systems.3. Installer of electrical systems.

3. Review potential interface conflicts, coordinate layout and support provisions.

Sec. 05421 Light Gauge Metal Trusses page 2

1.07 DELIVERY, STORAGE, AND HANDLING OF STEEL TRUSSES:

A. Packing, shipping, handling and unloading: Handle and lift shop assembled units in accordancewith truss component manufacturer's recommendations to prevent damage or distortion.

B. Storage and protection: store shop assembled units in accordance with truss componentmanufacturer's recommendations to prevent damage, distortion and moisture build-up.

PART 2 PRODUCTS

2.01 MANUFACTURERS:

A. Acceptable truss component manufacturer for light gauge steel truss system:1. TrusSteel truss component system by Alpine Engineered Products, Inc., or approved equal.

B. Requests for substitutions will be considered prior to bidding in accordance with Section 01630:Product Options and Substitutions.1. All substitution requests must include samples and technical data.

2.02 COMPONENTS:

A. Load bearing members: mechanical properties of components shall be determined by testingconforming to ASTM A 370 "Standard Test Methods and Definitions for Mechanical Testing ofSteel Products." Members shall be cold formed to indicated sizes, profiles and thickness of steelconforming to ASTM A 653, minimum G60 coating, and ASTM A500 as follows:1. Chord materials: minimum yield strength: 55,000 ksi.2. Web materials: minimum yield strength: 45,000 ksi.3. Shapes: indicated on shop drawings.4. Size: indicated on shop drawings.5. Gauge: indicated on shop drawings.

B- Fasteners used in fabricating trusses: all web and chord connections shall be made with theappropriate screw fastener as recommended by the truss component manufacturer. Each screwshall bear the stamp of the truss component manufacturer for ready identification.

2.03 FABRICATION:

A. Light Gauge Steel Trusses:1. Shop fabricate from cold formed steel components in accordance with shop drawings using

jigging systems to ensure consistent component placement and alignment of components, andto maintain specified tolerances as shown in Paragraph 2.04 below.

2. Field fabrication of trusses is not allowed.

B. Shop fabrication of other cold formed steel framing components into assemblies prior to erectionis permitted, fabricate assemblies in accordance with shop drawings.

2.04 SOURCE QUALITY CONTROL:

A. Material tolerances: steel for cold formed chord components:


1. Nominal 22 gauge members:a. Minimum bare metal thickness: 0.0284 inch.b. Maximum design thickness. 0.0299 inch.

2. Nominal 20 gauge members:a. Minimum bare metal thickness: 0.0329 inch.b. Maximum design thickness: 0.0346 inch.



B. Material tolerances: steel for cold formed web components:1. Nominal 20 gauge members:

a. Minimum bare metal thickness: 0.033 inch.b. Maximum design thickness: 0.035 inch.

2. Nominal 18 gauge members:a Minimum bare metal thickness: 0.047 inch.b. Maximum design thickness: 0.049 inch.


C. Material Tolerances: Truss assemblies: Fabricate to tolerances of maximum variation fromplumb, level, or true to line as indicated below:1. Trusses up to 30 feet long = max. 2'" variation from design length.2. Trusses over 30 feet long = max. 3/4" variation from design length.3. Trusses up to 5 feet high = max. 1/4" variation from design height.4. Trusses over 5 feet high = max. 2'" variation from design height.

D. Material Certification: provide truss component manufacturer's material certification.

PART 3 EXECUTION

3.01 EXAMINATION:

A. Verification of conditions:1. Verify that bearing surfaces and substrates are ready to receive steel trusses.2. Verify that rough-in utilities and / or chases that will interface with the steel trusses or truss

bracing are in correct locations and do not interfere with truss placement.

B. Installer's Examination:1. Have installer of this section inspect conditions under which construction activities are to be

performed, then submit written notification if such conditions are unacceptable to installer.2. Installer shall transmit two copies of installer's report to Architect with 24 hours of

inspection.3. Beginning construction activities of this section before unacceptable conditions have been

corrected is prohibited.


4. Beginning construction activities of this section indicates installer's acceptance of conditions.

3.02 INSTALLATION:

A. Field Fastening:1. Use fasteners recommended by truss component manufacturer and as shown on shop

drawings.

B. Metal Trusses:1. Install metal trusses in accordance with truss component manufacturer's instruction and the

truss fabricator's shop drawing submittal. Place components at spacings indicated on thetruss fabricator's shop drawings. Install truss installation (erection) bracing. Trussinstallation (erection) bracing shall hold trusses straight and plumb and in safe condition untildecking and permanent truss bracing has been fastened, forming a structurally sound framingsystem. All subcontractors shall employ proper construction procedures to insure adequatedistribution of temporary construction loads so that the carrying capacity of any single trussor group of trusses is not exceeded.

2. Install required roof and system permanent bracing and bridging as indicated by the drawingsand notes of the Architect / Engineer. See the truss fabricator's shop drawings for anyadditional bracing requirements. All truss installation (erection) bracing and permanentbracing and bridging shall be installed before the application of any loads.

3. The field removal, cutting or alteration of any truss chord, web or bracing members is notallowed without prior written approval of the Architect and the truss designer.

4. Damaged chords, webs, and complete trusses shall be repaired or replaced as directed by theArchitect / Engineer. Repairs must be approved in writing by the Architect / Engineer andthe truss designer prior to installation or application of the repair and / or replacement.

END OF SECTION


SECTION 05500: METAL FABRICATIONS

PART 1 GENERAL


A. The extent of miscellaneous metal work is shown on the drawings and includes items fabricatedfrom iron and steel shapes, plates, bars, strips, tubes, pipes and castings which are not a part ofthe structural steel or other metal systems in other sections of these specifications.

B. The types of miscellaneous metal items include, but are not limited to, the following: carpenter'siron work, corner guards, ladders, bearing plates, miscellaneous trim, railings and handrails.


A. Document A20 1: General Conditions of the Contract for Construction.B. Section 01340: Shop Drawings, Product Data and Samples.C. Section 05120: Structural Steel.


A. Codes and Standards: Comply with the provisions of the following codes, standards andspecifications, except as otherwise shown and specified:

1. AISC "Specifications for the Design, Fabrication and Erection of Structural Steel forBuildings," including "Commentary of the AISC Specification."

2. AISI "Specification for the Design of Cold Formed Steel Structural Members."3. AWS "Code for Welding in Building Construction."4. ASTM A6 "General Requirements for Delivery of Rolled Steel Plates, Shapes, Sheet Piling

and bars for Structural Use."

B. Qualify welding processes and welding operators in accordance with AWS "StandardQualification Procedure."

C. Take field measurements prior to preparation of shop drawings and fabrication, where possible,to ensure proper fitting of the work. Allow for trimming and fitting wherever the taking of fieldmeasurements before fabrication might delay the work.

1.04 SUBMITTALS:

A. Comply with requirements of Section 01340, Shop Drawings, Product Data and Samples.

B. Submit manufacturer's specifications, load tables, dimension diagrams, anchor details andinstallation instructions for products to be used in the fabrication of miscellaneous metal work,including paint products. Indicate by transmittal that copy of instructions has been distributed tothe installer where required.

C. Submit shop drawings for the fabrication and erection of all assemblies of miscellaneous metal

Sec. 05500 Metal Fabrications page I

work which are not completely shown by the manufacturer's data sheets.

PART 2 PRODUCTS

2.01 MATERIALS:

A. Select materials to meet the standards specified or otherwise indicated.

1. Steel Plates, Shapes and Bars: ASTM A 36.2. Steel Plates to be bent or cold formed: ASTM A 283, Grade C.3. Steel Bars and Bar-Size Shapes: ASTM A 283, Grade D, or ASTM A 36.4. Structural Steel Tubing: (Cold formed, welded or seamless), ASTM A500, Grade B.5. Cold Finished Steel Bars: ASTM A 108, grade as selected by the fabricator.6. Cold Rolled Carbon Steel Sheets: ASTM A 366.7. Galvanized Carbon Steel Sheets: ASTM A 526, with 1.25 oz. Commercial zinc coat

complying with ASTM A 525.8. Cold Drawn Steel Tubing: ASTM A 512, sunk drawn, butt welded, cold- finished and

stress-relieved.9. Steel Pipe: ASTM A 53; type as selected; Grade A, black finish unless galvanizing is

required; standard weight (Schedule 40), unless otherwise shown or specified.

2-02 ANCHORS:

A. Threaded-Type Concrete Inserts (TCI): Galvanized ferrous castings, internally threaded toreceive required diameter machine bolts; either malleable iron complying with ASTM A 47 orcast steel complying with ASTM A 27; hot-dip galvanized in compliance with ASTM A 153.

B. Wedge-Type Concrete Inserts (WCI): Galvanized box-type ferrous castings, designed to acceptrequired diameter bolts having special wedge-shaped heads; either malleable iron complyingwith ASTM A 47 or cast steel complying with ASTM A 27; hot-dip galvanized in compliancewith ASTM A 153:

1. Provide carbon steel bolts having special wedge-shaped heads, nuts, washers and shims; allgalvanized in compliance with ASTM A 153.

C. Slotted-Type Concrete Inserts (SCI): Galvanized 1/8 in. thick pressed steel plate complying withASTM A 283; box-type welded construction with slot designed to receive 3/4 in. diameter squarehead bolt and with knockout cover; hot-dip galvanized in compliance with ASTM A 386.

D. Masonry Anchorage Devices: Expansion Shields: FS FF-S-325.

E. Toggle Bolts: Tumble-wing type: FS FF-B-588, type, class and style as required.

2.03 FASTENERS:

A. Provide zinc-coated fasteners, with galvanizing complying with ASTM A 153, for exterior use orwhere built into exterior walls. Select fasteners for the type, grade and class required for theinstallation of miscellaneous metal items.

Sec. 05500 Metal Fabrications page 2

1. Standard Bolts and Nuts: ASTM A 307, Grade A, regular hexagon head.2. Lag Bolts: FS FF-B-561, square head type.3. Machine Screws: FS FF-S-02, cadmium plated steel.4. Wood Screws: FS FF-S- 1I1, flat head carbon steel.5. Plain Washers: FS FF-W-92, round, general assembly grade carbon steel.6. Lock Washers: FS FF-W-84, helical spring type carbon steel.

2.04 PAINT:

A. Metal Primer Paint:

1. Red mixed pigment, alkyd varnish, linseed oil paint complying with FS TT-P-86G, Type III.2. Primer paint selected must be compatible with the required finish coats of paint. Coordinate

selection of metal primer with finish paint requirements specified in Division 9 of thesespecifications.

B. Galvanizing Repair Paint:

1. High zinc dust content paint for regalvanizing welds in galvanized steel, complying withmilitary specifications MIL-P-21035 (Ships).

2.05 MISCELLANEOUS METAL ITEMS:

A. Carpenter's Iron Work:

1. Furnish bent or otherwise custom fabricated bolts, plates, anchors, hangers, dowels and othermiscellaneous steel and iron shapes as required for framing and supporting woodwork and foranchoring or securing woodwork to concrete or other structures. Straight bolts and otherstock rough hardware are specified in Division 6 sections.

B. Bearing Plates:

1. Provide bearing plates for steel items bearing on masonry or concrete construction, made flat,free from warps or twists and of required thickness and bearing area. Fabricate as detailed.

C. Miscellaneous Framing and Supports:

1. Provide miscellaneous steel framing and supports which are not a part of the structural steelframework, as required to complete the work.

D. Guardrails and Handrails:

1. Unless shown otherwise on the drawings, provide 1-1/2 in. O.D., IPS standard weight blacksteel pipe railings. Brackets, fittings, anchors, etc. to form a complete installation as detailed.(Brackets shall provide 1 1/2" clearance between wall and handrail.)

2. Provide terminating post and intermediate post at 6 ft. o.c. maximum.3. Provide three horizontal rails, equally spaced, for guard rails as shown on drawings.4. Sleeves: diameter as required, 6 in. long with capped ends and welded anchors or leveling

straps for setting in concrete.


5. Joints: Butt and weld all internal joints. Round all external joints to 4 inch radius. Butt andweld at tangent point. Grind smooth.

6. Wall attachment: Round terminating ends to 4 inch radius and return to within 1 inch ofwall. Cap ends, weld and grind smooth.

7. Installation: Set railing and handrails in sleeves with "Por-Rok" or as otherwise detailed.

PART 3 EXECUTION

3.01 INSPECTION:

A. Examine areas and conditions under which miscellaneous metal items are to be installed. NotifyArchitect in writing of conditions detrimental to the proper and timely completion of the work.Do not proceed with the work until satisfactory conditions have been corrected.

B. Preassemble items in the shop to the greatest extent possible, so as to minimize field splicing andassembly of units at the project site. Disassemble units only to the extent necessary for shippingand handling limitations. Clearly mark units for reassembly and coordinated installation.

3.02 FABRICATION:

A. Use materials of size and thickness shown, or, if not shown, of required size and thickness toproduce adequate strength and durability in the finished product for the intended use. Work todimensions shown or accepted on shop drawings, using proven details of fabrication and support.Use type of materials shown or specified for the various components of work.

B. Form exposed work true to line and level with accurate angles and surfaces and straight sharpedges. Ease exposed edges to a radius of approximately 1/32 in. unless otherwise shown. Formbent-metal comers to the smallest radius possible without causing grain separation or otherwiseimpairing the work.

C. Weld comers and seams continuously and in accordance with the recommendations of AWS.Grind exposed welds smooth and flush to match and blend with adjoining surfaces.

D. Form exposed connections with hairline joints which are flush and smooth, using concealedfasteners wherever possible. Use exposed fasteners of type shown or, if not shown, use Phillipsflathead (countersunk) screws or bolts.

E. Provide for anchorage of type shown, coordinated with supporting structure. Fabricate and spaceanchoring devices as shown and as required to provide adequate support for intended use of thework.

F. Cut, reinforce, drill and tap miscellaneous metal work as may be required to receive finishhardware and similar items of work.

G. Provide a zinc coating for those items shown on drawings or specified to be galvanized, usinghot-dip process after fabrication

1. ASTM A 153 for galvanizing of iron and steel hardware.2. ASTM A 123 for galvanizing of rolled, pressed and forged steel shapes, plates, bars and strip


1/8 in. thick and heavier.3. ASTM A 386 for galvanizing of assembled steel products.

H. Shop Painting:

1. Shop paint miscellaneous metal work, except those members or portions of members to beembedded in concrete or masonry, surfaces and edges to be field welded and galvanizedsurfaces, unless otherwise indicated.

2- Remove scale, rust and other deleterious materials before shop coat of paint is applied. Cleanoff heavy rust and loose mill scale in accordance with SSPC SP-2 "Hand Tool Cleaning," orSSPC SP-3 "Power Tool Cleaning," or SP-7 "Brush-Off Blast Cleaning." Remove oil, greaseand similar contaminants in accordance with SSPC SP-1 "Solvent Cleaning."

3. Apply one shop coat of metal primer paint to fabricated metal items, except apply 2 coats ofpaint to surfaces which are inaccessible after assembly or erection. Change color of secondcoat to distinguish it from the first.

4. Immediately after surface preparation, brush or spray on metal primer at a rate to provide auniform dry film thickness of 1.0 mils for each coat. Use painting methods which will resultin full coverage of joints, comers, edges and all exposed surfaces.

I. Furnish setting drawings, diagrams, templates, instructions and directions for the installation ofanchorages, such as concrete inserts, anchor bolts and miscellaneous items having integralanchors, which are to be embedded in concrete or masonry construction. Coordinate delivery ofsuch items to the project site.

3.03 INSTALLATION:

A. Setting Bearing Plates:

1- Clean concrete and masonry bearing surfaces of any bond-reducing materials and roughen toimprove bond to surfaces. Clean bottom surface of bearing plates.

2. Set bearing plates on wedges, or other adjustable devices. After items have been positionedand plumbed, tighten anchor bolts. Do not remove wedges or shims, but if protruding,cut-off flush with edge of bearing plate before packing with mortar.

3. Pack bedding mortar solidly between bearing surfaces and plates to ensure that no voidsremain.

B. Fastening to In-Place Construction:

1. Provide anchorage devices and fasteners where necessary for securing miscellaneous metalitems to in-place construction, including threaded fasteners for concrete and masonry inserts,toggle bolts, lag bolts, wood screws and other connectors as required.

C. Cutting, Fitting and Placement:

1. Perform cutting, drilling and fitting required for the installation of miscellaneous metal items.Set work accurately in location, alignment and elevation, plumb, level, true and free of rack,measured from established lines and levels. Provide temporary bracing or anchors informwork for items which are to be built into concrete, masonry, or similar construction.

2. Fit exposed connections accurately together to form tight hairline joints. Weld connections


which are not be left as exposed joints but cannot be shop welded because of shipping sizelimitations Grind joints smooth and touch-up shop paint coat. Do not weld, cut or abradesurfaces of exterior units which have been hot-dip galvanized after fabrication and areintended for bolted or screwed field connections.

D. Field Welding:

1. Comply with AWS Code for procedures of manual shielded metal-arc welding, appearanceand quality of welds made and methods used in correcting welding work.

3.04 ADJUST AND CLEAN:

A. Immediately after erection, clean field welds, bolted connections and abraded areas of shoppainted items and paint all exposed areas with the same material as used for shop painting.Apply by brush or spray to provide minimum dry film thickness of 2.0 mils.

END OF SECTION


section 05120: structural steel - taos design...

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