STRUCTURAL STEEL PART 1 GENERAL 1.1 RELATED ......C. Section 05310 – Steel Deck. 1.2 REFERENCES AISC – Steel Construction Manual , 13th Edition. AISC 303 – Code of Standard Practice

SECTION 05120

STRUCTURAL STEEL

PART 1 GENERAL

1.1 RELATED SECTIONS

A. Division 1 Sections

B. Section 05210 – Steel Joists and Joist Girders.

C. Section 05310 – Steel Deck.

1.2 REFERENCES

AISC – Steel Construction Manual, 13th Edition.

AISC 303 – Code of Standard Practice for Steel Buildings and Bridges.

AISC 341-05 – Seismic Provisions for Structural Steel Buildings, including Supplement No. 1 dated

2006.

AISC 360-05 – Specification for Structural Steel Buildings.

AISC – Specification for Structural Joints Using ASTM A325 or A490 Bolts prepared by the

Research Council on Structural Connections.

AWS D1.1 – Structural Welding Code.

AWS A5.1 – Specification for Carbon Steel Electrodes for Shield Metal Arc Welding.

AWS A5.5 – Specification for Low-Alloy Steel Covered Arc Welding Electrodes.

AWS A5.17 – Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding.

AWS A5.20 – Specification for Carbon Steel Electrodes for Flux Cored Arc Welding.

SSPC – Steel Structures Painting Manual.

ASTM A6 – Standard Specification for General Requirements for Rolled Structural Steel Bars,

Plates, Shapes, and Sheet Piling.

ASTM A36 – Standard Specification for Carbon Structural Steel.

ASTM A123 – Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel

Products.

ASTM A153 – Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

ASTM A307 – Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile

Strength.

05120-1

ASTM A325 – Standard Specification for Structural Bolts, Heat Treated, 120/105 KSI Minimum

Tensile 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 A501 – Standard Specification for Hot-Formed Welded and Seamless Carbon Steel

Structural Tubing.

ASTM A563 – Standard Specification for Carbons and Alloy 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 A992 – Standard Specification for Structural Steel Shapes.

ASTM F436 – Standard Specification for Hardened Steel Washers.

ASTM F844 – Standard Specification for Washers, Steel, Plain (Flat), Unhardened for General Use.

ASTM F1554 – Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-Ksi Yield Strength.

ASTM F1852 – Standard Specification for “Twist Off” Type Tension Control Structural

Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength.

1.3 SUBMITTALS

A. Refer to Structural Quality Assurance Plan in the Structural Drawings for additional

submittal requirements.

B. Shop Drawings:

1. Contact Structural Engineer’s Construction Administrator prior to detailing structural

steel shop drawings.

2. Shop drawings shall be submitted on a 24” x 36” sheet minimum.

3. Shop drawings shall clearly indicate the profiles, sizes, ASTM Grade, spacing and

locations of structural steel members, including connections, attachments,

anchorages, framed openings, sizes and types of fasteners, method of tightening

fasteners, cambers, and the number, type and spacing of the stud shear connectors

and headed studs.

4. Beam sizes shall be shown on the erection drawings (plans).

5. Submit shop drawings for review.

6. Reproduction of Structural Drawings for shop drawings is not permitted. Electronic

drawing files will not be provided to the Contractor.

C. Maintain at construction office written welding procedures for each type of welded joint

used in accordance with AWS D1.1.

05120-2

D. Submit certification that the fabricator meets the required qualifications and ultrasonic

testing reports for complete penetration welds. If fabricator has an independent testing

agency inspect fabrication as required by these specifications, submit the name and

qualifications of the independent testing agency.

E. Upon request, submit the erection sequence and procedures to be used by the steel

erector.

F. Submit certification that the erector meets the required qualifications.

1.4 QUALITY ASSURANCE

A. Refer to the Structural Quality Assurance Plan in the Structural Drawings.

1.5 FABRICATOR'S QUALIFICATIONS

A. Steel fabricator shall meet the requirements in the Structural Quality Assurance Plan in the

Structural Drawings.

1.6 ERECTOR’S QUALIFICATIONS

A. Erector shall be experienced in erecting structural systems similar in complexity to this

Project as evidenced by 10 completed projects.

B. Erector shall have a minimum of 5 years experience in the erection of structural steel or is

an AISC Certified Advanced Steel Erector.

C. For qualification of welders, refer to the Structural Quality Assurance Plan in the Structural

Drawings.

1.7 STORAGE

A. Store materials off ground to permit easy access for inspection and identification. Store

steel members and packaged items in a manner that provides protection against contact

with deleterious materials.

PART 2 PRODUCTS

2.1 ANCHOR RODS

A. Anchor Rods: Headed rod or a threaded rod with a heavy hexagonal nut and plate washer

welded to the bottom of the threaded rod conforming to ASTM F1554.

B. Nuts and Washers: Two hexagonal nuts and two plate washers conforming to ASTM A36

for each anchor rod assembly.

2.2 ROLLED STEEL SHAPES, PLATES, AND BARS

A. Rolled Steel Shapes, Plates, and Bars: ASTM A36; ASTM A572, Grade 50; or ASTM A992

as indicated by the Structural Drawings. ASTM A572, Grade 50 may be substituted for

ASTM A992.

05120-3

2.3 ROUND STRUCTURAL STEEL TUBING

A. Round Structural Steel Tubing: ASTM A501, 36 ksi minimum yield strength.

2.4 SHAPED STRUCTURAL STEEL TUBING

A. Shaped Structural Steel Tubing: ASTM A500, Grade B, 46 ksi minimum yield strength.

2.5 NON-HIGH-STRENGTH FASTENERS

A. Non-High-Strength Bolts: ASTM A307, Grade A, 60 ksi minimum, where noted on the


B. Hardened Steel Washers: ASTM F436.

2.6 HIGH-STRENGTH FASTENERS

A. High-Strength Bolts: ASTM A325 or ASTM A490 as noted on the Structural Drawings. 3/4-

inch minimum diameter.

B. Hardened steel washers shall conform to ASTM F436.

C. Spline-Type Tension Control Bolts: ASTM spline-type tension control bolts with plain

hardened washers and suitable nuts are an acceptable alternate design bolt assembly.

D. Do not use load indicating washers.

2.7 HEADED STUDS

A. Headed Studs: Comply with AWS D1.1. Provide studs with the diameter shown on the


2.8 EXPANSION ANCHORS

A. Expansion Anchors: See Structural Notes.

2.9 ADHESIVE ANCHORS

A. Adhesive Anchors: See Structural Notes.

2.10 SCREW ANCHORS

A. Screw Anchors: See Structural Notes.

2.11 WELD ELECTRODES

A. Weld Electrodes: AWS A5.1, A5.5, A5.l7, or A5.20 E-70 series low hydrogen electrodes.

B. Provide E-70 series, low hydrogen electrodes with a minimum Charpy V-Notch (CVN)

toughness of 20 ft.-lb. at –20 degrees Fahrenheit and 40 ft.-lb. at 70 degrees Fahrenheit for

demand critical welds. Refer to the Structural Drawings for locations of demand critical

welds.

C. Properly store electrodes to maintain flux quality.

05120-4

2.12 PAINT

A. Oxide Primer: AISC Specifications, Code of Standard Practice, and SSPC Steel Structure

Painting Manual, unless indicated otherwise.

B. Paint Primer: Free of lead and chromate and comply with State and Federal volatile organic

compound (VOC) requirements.

C. Paint Primer: Compatible with finish coating.

2.13 GALVANIZE

A. Galvanized Coating: ASTM A123.

B. Galvanize Bolts, Nuts, and Washers: ASTM A153 when used to connect steel members

that are specified to be galvanized.

C. Expansion Anchors, Adhesive Anchors, or Screw Anchors: Where specified to be

galvanized, anchors shall be mechanically galvanized in accordance with ASTM B695,

Class 65, Type I.

PART 3 EXECUTION

3.1 GENERAL

A. Fabricate and erect structural steel in accordance with AISC Specifications and Code of

Standard Practice.

B. Notify Architect/Structural Engineer and Structural Testing/Inspection Agency at least 48

hours prior to structural steel fabrication and erection.

3.2 ANCHOR ROD SETTING

A. Provide templates for setting anchor rods. Position anchor rods by using templates with two

nuts to secure in place prior to placement of concrete.

B. Do not erect steel where anchor rod nuts will not have full threads.

3.3 CONNECTIONS

A. Provide a minimum of two fasteners at each bolted connection.

B. Ensure fasteners are lubricated prior to installation.

C. Provide high-strength bolted connections in accordance with AISC Specifications for

Structural Joints using ASTM A325 or A490 Bolts.

D. Provide connections for expansion and contraction where steel beams connect to concrete

walls or concrete columns and at expansion joints. Secure nuts on bolts against loosening.

(Dent threads with a chisel.)

05120-5

3.4 FASTENER INSTALLATION

A. Bolts shall be installed in holes of the connection and brought to snug tight condition.

Tighten connection progressing systematically from the most rigid part to the free edges of

the connection to minimize relaxation of the bolts.

B. High-strength bolts installed shall have a hardened washer under the element turned in

tightening.

C. Installation and tightening of bolts shall conform to the AISC Specifications for Structural

Joints.

3.5 HEADED STUDS

A. Headed studs shall be installed in accordance with AWS D1.1 with the resulting in-place

length after burn-off as shown on the Structural Drawings.

B. Do not locate headed studs closer than 1-1/4 inches from the edge of embedded steel

member to the centerline of the stud.

C. Remove ceramic arc shields after welding studs.

3.6 EXPANSION ANCHOR INSTALLATION

A. Install in accordance with manufacturer's recommendation and the ICC ESR report for the

particular anchor used.

B. Minimum Embedment: See Structural Notes on Drawings.

3.7 ADHESIVE ANCHOR INSTALLATION




3.8 SCREW ANCHOR INSTALLATION




3.9 WELDING

A. Welding procedures, welder qualifications, and welding electrodes for structural steel shall

be in accordance with the requirements of AWS D1.1 and as specified herein. Approved

written welding procedures shall be clearly posted at the job site and strictly adhered to

during construction. The ability of each welder to produce sound welds of all types required

by the Work shall be established by on-site welder qualifications satisfactory to the

Structural Engineer, the local building authority, and the welding inspector.

B. Provide end returns where fillet welds terminate at ends or sides. Returns shall be

continuous for a distance of not less than two times the nominal size of the weld.

05120-6

C. Remove all slag and weld splatter from deposited weld metal.

3.10 SPLICING

A. Splice members only where indicated unless authorized in writing by Structural Engineer.

B. Provide shim plates at bottom flange splice at continuous beam splices with different

depths.

3.11 CUTTING

A. Do not use flame cutting to correct errors unless authorized in writing.

B. Re-entrant corners shall have a minimum radius of one inch and be free of notches.

Notches and gouges resulting from flame cutting shall be finished to a smooth appearance.

3.12 MILL SCALE

A. Remove loose mill scale.

3.13 BOLT HOLES

A. Cut, drill, or punch holes perpendicular to metal surfaces. Do not enlarge holes by burning.

Drill or punch holes in bearing plates. Remove burrs.

3.14 PAINTING

A. Paint steel that is not encased in concrete, plaster, or sprayed fireproofing. Do not shop

paint in areas to be field welded, contact surfaces of slip critical connections, or areas to

receive special finishes.

B. Field paint as required steel that has been welded or that is unpainted after connections

have been tightened.

3.15 GALVANIZING

A. Galvanize shelf angles that support the exterior building veneer, for example brick shelf

angles.

B. Galvanize environmentally exposed steel, for example mechanical equipment supports.

C. Touch-up welds and abrasions in galvanized members in accordance with ASTM A780.

END OF SECTION 05120

05120-7

SECTION 05310

STEEL DECK

PART 1 GENERAL

1.1 RELATED SECTIONS

A. Division 1 Sections

B. Section 05120 – Structural Steel Framing.

C. Section 05210 – Steel Joists and Joist Girders.

1.2 REFERENCES

AISI – Specifications for the Design of Cold-Formed Steel Structural Members.

AWS D1.1 – Structural Welding Code.

AWS A5.5 – Specifications For Low Alloy Steel Covered Arc-Welding.

SDI 31 – Design Manual for Composite Decks, Form Decks, and Roof Decks

SDI RDCH1 – Roof Deck Construction Handbook

SDI DDMO3 – Diaphragm Design Manual, Third Edition

ASTM A653 – Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-

Coated (Galvannealed) by the Hot-Dip Process.

ASTM A1008 – Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-

Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and

Bake Hardenable.

1.3 SUBMITTALS

A. Notify the Structural Engineer prior to detailing shop drawings.

B. Submit detailed shop drawings showing layout and types of deck panels, weld sizes, weld

patterns and conditions requiring closure panels, supplementary framing, sump pans, cant

strips, cut openings, special jointing or other accessories.

C. Submit manufacturer’s information including section properties, deck gage, material yield

strength, etc. for each type of steel deck required. The submittal shall demonstrate that the

deck complies with the minimum section and material properties indicated in the structural

notes and this Specification.

D. Submit supporting documentation and manufacturer’s information for deck that does not

comply with the minimum section and material properties specified. Deck shall be designed

for the design criteria outlined herein and the submittal shall be stamped and signed by an

Engineer licensed in the project state.

05310-1

E. Upon request, submit mill certification that the steel supplied meets these Specifications.

F. Upon request, submit written welding procedures.

G. Submit manufacturer's certification of compliance with supplementary framing, sump pans,

cant strips, curb openings, special jointing and other accessories.



B. Welders shall be certified by AWS for the welding process involved.

1.5 STORAGE

A. Store materials off ground to permit easy access for inspection and identification. Store

steel members and packaged items in a manner that provides protection against contact

with deleterious materials.

PART 2 PRODUCTS

2.1 GENERAL

A. Provide steel deck sheets of three spans minimum wherever possible.

2.2 DECK ATTACHMENT

A. Use E-60 series electrodes conforming to AWS A5.5.

B. Provide weld washers for material thinner than 22 gage.

2.3 ROOF DECK

A. Roof Deck: Steel sheets, minimum yield strength of 33,000 pounds per square inch, ASTM

A653, Grade 33 or higher, deck types and gages as indicated on Drawings.

B. Finish: Galvanized, G60 coating.

C. End and Side Laps: 2-inch flush, nested unless otherwise indicated or specified.

PART 3 EXECUTION

3.1 GENERAL

A. Installer must examine the areas and conditions under which metal decking is to be

installed and notify the Contractor 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 in a manner acceptable to the Installer.

B. Steel deck shall be installed in accordance with the approved shop drawings, requirements

of the Steel Deck Institute, the manufacturer’s recommendations, and any applicable

regulatory, safety guidelines.

05310-2

3.2 PLACEMENT

A. Place steel deck units on supporting steel framework and adjust to final position before

permanently fastening. Install deck units and accessories in accordance with

manufacturer's recommendations and the Drawings, and as specified herein.

3.3 CUTTING

A. Cut holes in deck indicated by the Drawings. Other holes required shall be supplied by

those requiring them. Obtain written authorization for additional holes and cutting not

indicated on erection drawings.

3.4 WELDING

A. Perform welding in accordance with AWS Structural Welding Code.

B. Install weld washers for deck thinner than 22 gage.

3.5 CONCENTRATED LOADS

A. Concentrated loads suspended from the steel deck shall not exceed 50 pounds. No more

than one suspended load shall be located in the sheet width in any span.

3.6 DECK SUPPORTS

A. Fasten deck to steel framework at ends and at each intermediate support by welding

according to manufacturer's specifications unless indicated otherwise on structural

drawings or otherwise specified herein. Do not weld deck in place until all bolted and

welded connections for the structural frame are complete. A minimum of one floor over the

area to be decked is to be bolted and welded prior to welding deck in place.

3.7 ROOF DECK

A. Place roof deck in straight alignment. Lap ends of sheets two inches.

B. Attach side laps of roof deck with screws spaced at a maximum of 24 inches on center for

spans greater than 4 feet unless shown otherwise on the Drawings.

C. Weld roof deck in place by welding with 5/8-inch puddle welds spaced 12 inches on center

at each support, unless shown otherwise by the Drawings.


05310-3

SECTION 05400

COLD-FORMED STEEL FRAMING

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Section includes the furnishing and installation of cold-formed structural steel studs, joists

and accessories as shown in the Structural Drawings and specified herein.

B. For all other stud walls not shown in the Structural Drawings, see Architectural Drawings. 1.2 RELATED SECTIONS

A. Division 1 Sections.

1.3 REFERENCES

AISI S100-07 – North American Specification for the Design of Cold-Form Steel Structural

Members.

AISI S200-07 – North American Standard for Cold-formed Steel Framing – General Provisions.

ANSI Z49.1 – Safety in Welding, Cutting, and Allied Processes.

ASTM A653 – Standard Specification for Sheet Steel, Zinc-Coated (Galvanized) or Zinc-Iron

Alloy-Coated (Galvannealed) by the Hot-Dip Process.

ASTM A924 – Standard Specification for General Requirements for Steel Sheet, Metallic-Coated

by the Hot-Dip Process.

AWS D1.3 – Structural Welding Code – Sheet Steel

1.4 SUBMITTALS

A. Submit manufacturer's product information and installation instructions for each type of

cold-formed structural steel framing member and accessory. Clearly describe quality.

Performance and finish for framing members. Submit certificate of material showing that

materials meet or exceed the specified ASTM Standards.

B. Submit fabrication and erection shop drawings for approval by the Architect/Structural

Engineer prior to commencement of fabrication. These drawings should include the

following:

1. Include placing drawings for framing members showing size and gage designations,

number, type, location and spacing. Indicate supplemental strapping, bracing,

splices, bridging, accessories, and details required for proper installation.

2. Connection details showing screw types and locations, weld lengths or other

fastener requirements.



05400-1

B. Manufacturer shall have a minimum of three years documented experience in the

manufacturing of products required by the Contract Documents. The manufacturer shall

be certified by the Steel Stud Manufacturers Association (SSMA).

C. Installer shall have a minimum of three years documented experience.

D. Compute structural properties of studs and joists in accordance with AISI "Specification

for Design of Cold-Formed Steel Structural Members."

E. Where framing units and accessories are attached by self-drilling fasteners, expansion

anchors and/or powder actuated fasteners such devices shall be approved by Factory

Mutual, the Steel Deck Institute, the International Conference of Building Officials or other

governing authorities for the specific application noted.

F. Welding shall be in accordance with the AWS 1.3.

G. Where framing units are components of assemblies indicated for a fire-resistance rating,

including those required for compliance with governing regulations, provide units which

have been approved by governing authorities having jurisdiction.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Deliver to project site in manufacturer's unopened containers or bundles, fully identified

with name, brand, type and grade.

B. Protect framing units and accessories from rusting and damage. Store off ground in dry

ventilated space or protect with suitable waterproof coverings.

1.7 COORDINATION

A. Cold-formed structural steel framing shall be coordinated with other trades to ensure

proper spacing and location of studs for application of other materials.

PART 2 PRODUCTS

2.1 MATERIALS

A. With each type of steel framing required, provide manufacturer's standard steel runners

(tracks), blocking, lintels, clip angles, shoes, reinforcements, fasteners, and accessories

as recommended by manufacturer for applications indicated, as needed to provide a

complete steel framing system.

B. Studs, joists and accessories shall be of the type, size and gage as shown on the

Drawings.

C. Studs and accessories which are 12, 14, or 16 gage shall meet the requirements of

ASTM A653 with a minimum yield of 50,000 psi. Studs and accessories which are 18 or

20 gage shall meet the requirements of ASTM A653 with a minimum yield of 33,000 psi.

D. Studs and accessories shall have a G60 galvanized coating meeting the requirements of

ASTM A924.

05400-2

E. Substitution: Products of other manufacturers may be acceptable. Submit manufacturer

literature for approval.

2.2 ACCESSORIES

A. Bridging: 1-1/2-inch deep by 16 gage minimum.

B. Strap Bracing: Minimum of 1-1/2-inch wide by 18 gage unless noted otherwise.

C. Tracks: Deep leg type, unpunched, same gage, size, and finish as studs with minimum 18

gage thickness.

D. Compensation Tracks/ Slip Tracks: Deep leg type with a flange width of 2-1/2 inch. Track

shall be same nominal depth as stud/track with allowance for slip of standard deep leg

track. Minimum 14 gage.

E. Plates, Gussets, Clip Angles: Minimum 14 gage. Clip angles shall be a minimum of 2

inches x 2 inches.

F. Self-drilling, Self-tapping Screws: Hot-dip galvanized conforming to minimum values set

forth in table below:

Minimum Design Values For Self Tapping Screws (Pounds)

Material #6 #8 #10

Gage Shear Tension Shear Tension Shear Tension

20 133 53 140 68 141 69

18 188 83 248 94 263 98

16 NA NA 236 142 261 151

14 NA NA NA NA 286 205

Notes: Values based on thinnest material in the attachment. Values may be increased 33% for wind or seismic loading. NA indicates screw size is inappropriate for material thickness.

G. Anchorage Devices:

1. Powder Actuated Fasteners shall be manufactured from AISI 1062 or AISI 1065

steel austempered to a minimum core hardness of 50-54Rc and possess the

following properties:

Tensile strength = 270,000 psi

Shear strength = 162,000 psi

All fasteners shall meet the requirements of ASTM B-633-78.

Fasteners shall be a minimum 9/64-inch diameter.

Fasteners shall be zinc plated.

05400-3

Minimum Design Values for Powder Driven Fasteners in Concrete (Pounds)

Shank Dia

Penetration

Loading Type

3,000 psi

Concrete

4,000 psi

Concrete

0.145" 1-1/8" Shear 225 265

0.145" 1-1/8" Tension 115 145

0.177" 1-7/16" Shear 285 330

0.177" 1-7/16" Tension 205 275

0.205" 1-1/4" Shear 445 500

0.205" 1-1/4" Tension 280 345

Notes: Values are for semi-lightweight or normal weight concrete. Minimum fastener spacing of 4 inches and minimum edge distance of 3 inches. See product literature for values in structural steel.

H. Welding: AWS D1.3-8 Structural Welding Code-Sheet Metal (field welding of material

shall not be permitted for 20 gage material or thinner).

I. Acoustical Sealant: USG, or approved equal.

2.3 FABRICATION

A. Framing components may be prefabricated into panels prior to erection. Fabricate panels

plumb, square, true to line and braced against racking with joints welded. Members shall

be held positively in place until properly fastened. Perform lifting of prefabricated panels in

a manner to prevent damage or distortion.

B. Attach similar components by welding, or with self-drilling screw fasteners, as standard

with manufacturer. Screws shall be of sufficient size to ensure the strength of the

connection. All welds shall be painted with a zinc-rich paint.

C. Wire tying of framing components is not permitted.

PART 3 EXECUTION

3.1 INSTALLATION

A. Install metal framing systems in accordance with manufacturer's printed or written

instructions and recommendations, unless otherwise indicated.

B. Install continuous tracks sized to match studs. Align tracks accurately to layout at base

and top of studs. Secure tracks as recommended by stud manufacturer for type of

construction involved, except do not exceed 24" o.c. spacing for screws or powder-driven

fasteners, or 16" o.c. for other types of attachment. Provide fasteners at corners and ends

of tracks.

C. Set studs plumb, except as needed for diagonal bracing or required for non-plumb walls

or warped surfaces and similar requirements.

05400-4

D. Splices in axial loaded studs shall not be permitted. Axial loaded bearing studs shall be

installed in a manner which will assure that stud ends are positioned against the inside

track web prior to stud and track attachment.

E. Complete, uniform and level bearing support shall be provided for the bottom track at

each bearing stud location. If not provided, install full size shims below bottom track at

stud locations as needed, or set bottom track in high-strength grout.

F. Secure studs to top and bottom runner tracks by either welding or screw fastening at both

inside and outside flanges.

G. Where stud system abuts structural columns or walls, including masonry walls, anchor

ends of stiffeners to supporting structure.

H. Where studs abut back to back, they shall be secured together by screws or welding at

the point of attachment to horizontal steel members.

I. Frame both sides of expansion and control joints, with separate studs; do not bridge the

joint with components of stud system.

J. Install supplementary framing, blocking and bracing in steel framing system wherever

walls or partitions are indicated to support fixtures, equipment, services, casework, heavy

trim and furnishings, and similar work requiring attachment to the wall or partition. Where

type of supplementary support is not otherwise indicated, comply with stud manufacturer's

recommendations and industry standards in each case, considering weight or loading

resulting from item supported.

K. Frame wall openings larger than 2'-0" square with double stud at each jamb of frame

except where more than two are either shown or indicated in manufacturer's instructions

or on the Drawings. Install runner tracks to jamb studs with stud shoes or by welding, and

space jack studs same as full-height studs of wall. Secure stud system wall opening

frame in manner indicated. Include headers as indicated on Drawings.

L. Corners: Construct using a minimum of three studs.

M. Headers for wall openings shall be built-up sections using steel stud and track sections as

shown on the Structural Drawings. Stud and track members shall be unpunched sections

(solid web). Each stud and track section of the header shall be a single piece (no splices

permitted). No holes, horizontal or vertical, shall be permitted in headers unless

specifically approved by the Structural Engineer.

N. Between Studs: Install framing for attachment of electrical boxes, mechanical and for

other items to be anchored to walls.

O. At Butting Walls: Place studs not more than 2 inches from walls.

P. Diagonal bracing shall be installed at locations indicated on Drawings for frame stability

and to resist lateral loads. Bracing shall be securely anchored for uplift and horizontal

shear. Additional stud(s) shall be positioned to resist the vertical component as indicated

on Drawings.

05400-5

Q. Bridging for studs shall be installed in accordance with manufacturer's recommendations.

Resistance to bending and rotation about the minor axis shall be provided by gypsum

board or gypsum sheathing per AISI Specification, Section 5.1 on both flanges or shall be

provided by mechanical bracing spaced 48 inches maximum, as indicated on the

Drawings.

R. Joist bridging shall be provided in accordance with manufacturer's recommendations but

not to exceed 8'-0" as indicated on the Drawings.

S. Floor and roof joists shall be located to align directly over bearing studs, or a continuous

distribution member shall be provided over the top track. Provide web reinforcement

stiffener at reaction points or points of concentrated loads as indicated on Drawings.

T. Floor and roof joists shall be supplied with a solid web. Field-cut unreinforced holes,

maximum 2 1/2” diameter or 2 1/2" x 4" oval shape may be cut at the centerline of joist

web. Holes shall be a minimum 18" o.c. and located a minimum 20" from the edge of a

joist support.

U. Touch-up shop-applied protective coatings damaged during handling and installation. Use

compatible primer for prime coated surface; use galvanizing repair paint for galvanized

surfaces.

3.2 WELDING RECOMMENDATION

A. A wire feed type welder is recommended for fastest and most uniform welding in the

shop. Good welds are also obtained with a 3/32" or 1/8" AWS type 6013 or 7014 rod with

a welding heat of 60-110 amperes depending on the gage of material and the fit of the

parts.

3.3 FIELD CUTTING

A. Field cutting of small quantities shall be with a 3 H.P. worm drive saw equipped with a

reinforced abrasive cut-off blade, a band saw or a power hack saw.


05400-6

05500- 1

SECTION 05500

METAL FABRICATIONS PART 1 GENERAL 1.01 SECTION INCLUDES

A. Shop fabricated aluminum items, ferrous metal items, galvanized, and prime painted. 1.02 PRODUCTS FURNISHED BUT NOT INSTALLED UNDER THIS SECTION

A. Not used. 1.03 RELATED SECTIONS

A. Section 02510 - Asphaltic Concrete Paving B. Section 02511 - Hot-Mixed Asphalt Paving C. Section 02512 - Exterior Resilient Sheet Surface. D. Section 03200 - Concrete Reinforcement. E. Section 03300 - Cast-in-Place Concrete.

F. Section 09900 - Painting: Paint finish. 1.04 UNIT PRICE - MEASUREMENT AND PAYMENT

A. Not used. 1.05 REFERENCES

A. ASTM A36 - Structural Steel.

B. ASTM A53 - Hot-Dipped, Zinc-coated Welded and Seamless Steel Pipe.

C. ASTM A123 - Zinc (Hot-Galvanized) Coatings on Products Fabricated From Rolled, Pressed and Forged Steel Shapes, Plates, Bars, and Strip.

D. ASTM A153 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

E. ASTM A283 - Carbon Steel Plates, Shapes, and Bars.

F. ASTM A307 - Carbon Steel Externally Threaded Standard Fasteners.

G. ASTM A325 - High Strength Bolts for Structural Steel Joints.

H. ASTM A386 - Zinc-Coating (Hot-Dip) on Assembled Steel Products.

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I. ASTM A500 - Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Round and Shapes.

J. ASTM A501 - Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

K. ASTM B177 - Chromium Electroplating on Steel for Engineering Use.

L. AWS A2.0 - Standard Welding Symbols.

M. AWS D1.1 - Structural Welding Code.

N. SSPC - Steel Structures Painting Council.

1.06 SUBMITTALS

A. Submit under provisions of Section 01300.

B. Shop Drawings: Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories. Include erection drawings, elevations, and details where applicable.

C. Indicate welded connections using standard AWS A2.0 welding symbols. Indicate net weld

lengths. 1.07 QUALIFICATIONS

A. Prepare Shop Drawings under direct supervision of a Professional Structural Engineer experienced in design of this work and licensed in the State of the Project.

B. Welders Certificates: Submit under provisions of Section 01300, certifying welders

employed on the Work, verifying AWS qualification within the previous 12 months. 1.08 FIELD MEASUREMENTS

A. Verify that field measurements are as indicated on the Drawings and shop drawings. PART 2 PRODUCTS 2.01 MATERIALS

A. Steel Sections: ASTM A36.

B. Steel Tubing: ASTM A500, Grade B, ASTM A501.

C. Plates: ASTM A283.

D. Pipe: ASTM A53, Grade B, Schedule 40.

E. Fasteners: As required for specific application.

F. Bolts, Nuts, and Washers: ASTM A325, A307, galvanized to ASTM A153 for galvanized components.

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G. Welding Materials: AWS D1.1; type required for materials being welded.

H. Touch-Up Primer for Galvanized Surfaces: SSPC 20, Type I Inorganic. J. Not Used. 2.02 FABRICATION

A. Fit and shop assemble in largest practical sections, for delivery to site.

B. Fabricate items with joints tightly fitted and secured.

C. Continuously seal joined members by continuous welds.

D. Grind exposed joints flush and smooth with adjacent finish surface. Make exposed joints butt tight, flush, and hairline. Ease exposed edges to small uniform radius.

E. Exposed Mechanical Fastenings: Flush countersunk screws or bolts; unobtrusively located;

consistent with design of component, except where specifically noted otherwise.

F. Supply components required for anchorage of fabrications. Fabricate anchors and related components of same material and finish as fabrication, except where specifically noted otherwise.

2.03 FINISHES

A. Clean surfaces of rust, scale, grease, and foreign matter prior to finishing.

B. Do not prime surfaces in direct contact with concrete or where field welding is required.

C. Prepare, prime, then paint items with two coats in accordance with Painting Specification Section 09900.

D. Galvanized items to minimum 1.25 oz/sq ft zinc coating in accordance with ASTM A386.

E. Aluminum items to be finished to match adjacent aluminum assemblies such as storefront

aluminum, door frames, etc.

PART 3 EXECUTION 3.01 EXAMINATION

A. Verify that field conditions are acceptable and are ready to receive work.

B. Beginning of installation means erector accepts existing conditions. 3.02 PREPARATION

A. Clean and strip primed steel items to bare metal where site welding is required, see Painting Specification Section 09900.

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B. Supply items required to be cast into concrete with setting templates, to appropriate sections.

3.03 INSTALLATION

A. Install items plumb and level, accurately fitted, free from distortion or defects.

B. Allow for erection loads, and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments.

C. Field weld components indicated on Drawings and shop drawings.

D. Perform field welding in accordance with AWS D1.1.

E. Obtain Architect/Engineer approval prior to site cutting or making adjustments not

scheduled.

F. After erection, prime welds, abrasions, and surfaces not galvanized, except surfaces to be in contact with concrete.

3.04 ERECTION TOLERANCES

A. Maximum Variation From Plumb: 1/4 inch per story, non-cumulative.

B. Maximum Offset From True Alignment: 1/4 inch. 3.05 SCHEDULE

A. The Schedule is a list of principal items only. Refer to Drawing details for items not specifically scheduled and for more information regarding items listed below.

B. Galvanized Steel Tubes: (handrails, guardrails, etc.) Zinc primer, ready for painting with

alkyd enamel finish paint. C. Steel Stair Assemblies: Zinc or metal primer, as applies, ready for painting with alkyd

enamel finish paint.

D. Lintels: As detailed; prime paint finish.

E. Hoistway Divider Beams: Beam sections; prime paint finish. F. Braces, hangers, and supports for miscellaneous wall mounted, wall assemblies, exterior

metal or stone, and/or ceiling suspended items, prime and paint as required.

END OF SECTION

05805- 1

SECTION 05805

EXPANSION JOINT ASSEMBLIES PART 1 GENERAL 1.01 SECTION INCLUDES

A. Expansion joint assemblies for floor, and wall surfaces. 1.02 RELATED SECTIONS

A. Section 03300 - Cast-in-Place Concrete: Expansion and contraction joints. B. Section 04300 – Unit Masonry C. Applicable and related Structural Sections

1.03 SUBMITTALS

A. Submit under provisions of Section 01300.

B. Shop Drawings: Indicate joint and splice locations, miters, layout of the work, affected adjacent construction and anchorage locations.

C. Product Data: Provide joint assembly profiles, profile dimensions, anchorage devices, and

available colors and finish. 1.04 FIELD MEASUREMENTS

A. Verify that field measurements are as instructed by the manufacturer. PART 2 PRODUCTS 2.01 MANUFACTURERS

A. The specifications and drawings are based on MM Systems, Corp. , 4520 Elmdale Drive, Tucker, GA 30085. Phone: (404) 938-7570, 800-241-3460.

Products:

• Series FSS-Flushline Systems (width as required by joint width) or as applicable for specific floor to floor applications. Use FSSE-Flushline for floor to wall.

• Series FSA-Flushline Systems (width as required by joint width) or as applicable for specific wall to wall applications. Use FSAL for wall to wall at corners.

• Series ESS, “ColorJoint Silicone” (for required width) for wall-to-wall, wall-to-slab or wall-to-corner applications. This system is to be used when a simple field applied sealant joint will not work due to the width of the expansion joint exceeding the allowable sealant width.

B. Substitutions: Under provisions of Section 01600.

2.02 FABRICATION

A. Joint Covers: Aluminum cover plate, aluminum frame construction, retainers with resilient vinyl filler strip, designed to permit plus or minus 50 percent joint movement with full recovery.

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B. Back paint components in contact with cementitious materials.

C. Galvanize embedded ferrous metal anchors and fastening devices.

D. Shop assemble components and package with anchors and fittings. E. Provide joint components in single length wherever practical. Minimize site splicing.

2.03 FINISHES

A. Floors: Clear Anodized.

B. Walls: Clear anodized.

C. Resilient Filler Exposed to View: Color by Architect. PART 3 EXECUTION 3.01 EXAMINATION

A. Verify existing conditions under provisions of Project Coordination Section.

B. Verify that joint preparation and affected dimensions are acceptable. Make all necessary corrections to surfaces that are being bridged by the expansion joint cover so that the abutting surfaces are within the acceptable tolerances of the manufacturer and so that the expansion joint cover will provide a smooth transition between surfaces. The contractor is responsible for installing blocking and anchorage as necessary for proper installation.

3.02 PREPARATION

A. Provide anchoring devices for installation.

B. Provide templates and rough-in measurements. D. Correct all misaligned surfaces before installation so that the expansion joint cover is flat

and level. 3.03 INSTALLATION

A. Install components and accessories in accordance with manufacturer's instructions.

B. Align work plumb and level.

C. Rigidly anchor to substrate to prevent misalignment and/or detachment. 3.04 PROTECTION OF FINISHED WORK

A. Protect finished Work under provisions of Section 01500.

B. Do not permit traffic over unprotected floor joint surfaces.

C. Provide removable strippable coating to protect finish surfaces.

END OF SECTION