USACE / NAVFAC / AFCESA / NASA UFGS-05 40 00 (April 2006)
--------------------------
Preparing Activity: NAVFAC Replacing without change
UFGS-05400 (October 2003)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2009
SECTION 05 40 00
COLD-FORMED METAL FRAMING
04/06
NOTE: This guide specification covers the requirements for framing components
and erection of load-bearing light gage steel.
Edit this guide specification for project specific requirements by adding, deleting,
or revising text. For bracketed items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in respective project, whether
or not brackets are present.
Comments and suggestions on this guide specification are welcome and should
be directed to the technical proponent of the specification. A listing of technical
proponents, including their organization designation and telephone number, is
on the Internet.
Recommended changes to a UFGS should be submitted as a Criteria Change Request
(CCR).
NOTE: The following information shall be shown on the project drawings:
1. The extent and location of all framing indicating gage, size, section modulus,
and other structural properties required.
2. Connections and other installation details.
3. Indicate concentrated loads, e.g., pipe supports, that may overstress a
flange or connection.
PART 1 GENERAL
1.1 REFERENCES
NOTE: This paragraph is used to list the publications cited in the text of
the guide specification. The publications are referred to in the text by basic
designation only and listed in this paragraph by organization, designation,
date, and title.
Use the Reference Wizard's Check Reference feature when you add a RID outside
of the Section's Reference Article to automatically place the reference in the
Reference Article. Also use the Reference Wizard's Check Reference feature
to update the issue dates.
References not used in the text will automatically be deleted from this section
of the project specification when you choose to reconcile references in the
publish print process.
The publications listed below form a part of this specification to the extent referenced. The publications are
referred to within the text by the basic designation only.
[AMERICAN IRON AND STEEL INSTITUTE (AISI)AISI SG02-1(2001) North American Specification for the Design of Cold-Formed Steel Structural MembersAISI SG03-3(2002) Cold-Formed Steel Design Manual Set][AMERICAN WELDING SOCIETY (AWS)AWS D1.3/D1.3M(2008; Errata 2008) Structural Welding Code - Sheet Steel][ASTM INTERNATIONAL (ASTM)ASTM A 1008/A 1008M(2008a) Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake HardenedASTM A 1011/A 1011M(2008) Standard Specification for Steel, Sheet, and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved FormabilityASTM A 123/A 123M(2008) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel ProductsASTM A 153/A 153M(2005) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel HardwareASTM A 370(2008b) Standard Test Methods and Definitions for Mechanical Testing of Steel ProductsASTM A 653/A 653M(2008) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip ProcessASTM B 633(2007) Standard Specification for Electrodeposited Coatings of Zinc on Iron and SteelASTM C 955(2008a) Load-Bearing (Transverse and Axial) Steel Studs, Runners (Tracks), and Bracing or Bridging for Screw Application of Gypsum Panel Products and Metal Plaster BasesASTM E 329(2008) Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction][SOCIETY OF AUTOMOTIVE ENGINEERS INTERNATIONAL (SAE)SAE J78(1998) Steel Self Drilling Tapping Screws][THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)SSPC Paint 25(1997; E 2004) Paint Specification No. 25Zinc Oxide, Alkyd, Linseed Oil Primer for Use Over Hand Cleaned Steel Type I and Type II]1.2 SUBMITTALS
NOTE: Review submittal description (SD) definitions in Section 01 33 00 SUBMITTAL
PROCEDURES and edit the following list to reflect only the submittals required
for the project. Submittals should be kept to the minimum required for adequate
quality control.
A “G” following a submittal item indicates that the submittal requires Government
approval. Some submittals are already marked with a “G”. Only delete an existing
“G” if the submittal item is not complex and can be reviewed through the Contractor’s
Quality Control system. Only add a “G” if the submittal is sufficiently important
or complex in context of the project.
For submittals requiring Government approval on Army projects, a code of up
to three characters within the submittal tags may be used following the "G"
designation to indicate the approving authority. Codes for Army projects using
the Resident Management System (RMS) are: "AE" for Architect-Engineer; "DO"
for District Office (Engineering Division or other organization in the District
Office); "AO" for Area Office; "RO" for Resident Office; and "PO" for Project
Office. Codes following the "G" typically are not used for Navy, Air Force,
and NASA projects.
Choose the first bracketed item for Navy, Air Force and NASA projects, or choose
the second bracketed item for Army projects.
Government approval is required for submittals with a "G" designation; submittals not having a "G" designation
are [for Contractor Quality Control approval.][for information only. When used, a designation following the
"G" designation identifies the office that will review the submittal for the Government.] The following shall
be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-02 Shop Drawings
Framing Components[; G][; G, [_____]]
a. Cross sections, plans, and/or elevations showing component types and locations for each
framing application; including shop coatings and material thicknesses for each framing component.
b. Connection details showing fastener type, quantity, location, and other information to
assure proper installation.
c. Drawings depicting panel configuration, dimensions, components, locations, and construction
sequence if the Contractor elects to install prefabricated/prefinished frames.
SD-03 Product Data
Steel studs,joists, tracks, bracing, bridging and accessories
[SD-05 Design Data
NOTE: Require calculations for items considered critical by the designer.
Delete paragraph if calculations are not necessary.
Metal framing calculations[; G][; G, [_____]]]
SD-07 Certificates
Load-bearing cold-formed metal framing
Mill certificates or test reports from independent testing agency, qualified in accordance
with ASTM E 329, showing that the steel sheet used in the manufacture of each cold-formed component
complies with the minimum yield strengths and uncoated steel thickness specified. Test reports
shall be based on the results of three coupon tests in accordance with ASTM A 370.
Welds
Certified copies of welder qualifications test records showing qualification in accordance
with AWS D1.3/D1.3M.
1.3 DELIVERY, STORAGE, AND HANDLING
Deliver materials to job site and store in adequately ventilated, dry locations. Storage area shall permit easy
access for inspection and handling. If necessary to store materials outside, stack off the ground, support on
a level platform, and protect from the weather as approved. Handle materials to prevent damage. Finish of the
framing members shall be maintained at all times, using an approved high zinc dust content, galvanizing repair
paint whenever necessary to prevent the formation of rust. Replace damaged items with new, as directed by the
Contracting Officer.
1.4 LOAD-BEARING COLD-FORMED METAL FRAMING
Include [top and bottom tracks,] bracing, fastenings, and other accessories necessary for complete installation.
Framing members shall have the structural properties indicated. Where physical structural properties are not
indicated, they shall be as necessary to withstand all imposed loads. Design framing in accordance with AISI SG03-3
. [Non-load-bearing metal framing, furring, and ceiling suspension systems are specified in Section
09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD.] [Metal suspension systems for acoustical ceilings are specified
in Section 09 51 00 ACOUSTICAL CEILINGS.]
1.5 MAXIMUM DEFLECTION
NOTE: Modify to suit project requirements. Use maximum deflection of L/360
unless special considerations require modification.
a. Exterior Studs:
Deflection Criteria Exterior Finish
L/240 or L/360 Synthetic Plaster, Metal Panels
L/360 Cement Plaster, Wood Veneer
L/600 Brick Veneer, Stone Panels
Wall deflections shall be computed on the basis that studs withstand all lateral forces independent of any composite
action from sheathing materials. Studs abutting windows or louvers shall also be designed not to exceed 6 mm 1/4
inch maximum deflection.
b. Floor Joists:
L/360 - Live load only
L/240 - Total load
c. Roof Rafters:
L/240 - Live load only
1.6 QUALITY ASSURANCE
1.6.1 Drawing Requirements
Submit framing components to show sizes, thicknesses, layout, material designations, methods of installation,
and accessories.
[1.6.2 Design Data Required
Submit metal framing calculations to verify sizes, gages, and spacing of members and connections. Show methods
and practices used in installation.
]PART 2 PRODUCTS
2.1 STEEL STUDS, JOISTS, TRACKS, BRACING, BRIDGING AND ACCESSORIES
Framing components shall comply with ASTM C 955 and the following.
NOTE: It is assumed that members will be protected from the weather. If members
will be exposed or subject to moisture directly, by water infiltration, or via
vapor transmission and condensation or indirectly in a corrosive atmosphere,
delete carbon steels (painted) and specify coating Class Z275 G90 for such members.
Specify G40 for brick ties and screw fasteners. See special option below for
deflection limit on exterior wall brick construction. Grades specified are
normally used for this type of framing. See manufacturer's current literature
for other grades and section properties available.
2.1.1 Studs and Joists of 1.5 mm 16 Gage (0.0598 Inch) and Heavier
Galvanized steel, ASTM A 653/A 653M, SS Grade 50, [Z180] [Z275] [G60] [G90] [; or carbon steel, ASTM A 1011/A 1011M
, Grade 50, painted].
2.1.2 Studs and Joists of 1.2 mm 18 Gage (0.0478 Inch) and Lighter
Studs and Joists of 1.2 mm 18 Gage (0.0478 Inch) and Lighter, Track, and Accessories (All Gages): Galvanized
steel, ASTM A 653/A 653M, SS, Grade 345 230 MPa Grade 50 33,000 psi Z180 G60[; or carbon steel, ASTM A 1008/A 1008M
, Grade C, painted].
2.1.3 Sizes, Gages, Section Modulus, and Other Structural Properties
Size and gage as indicated. Steel stud deflection shall be limited to L/600 for exterior wall brick veneer construction.
2.2 MARKINGS
Studs and track shall have product markings stamped on the web of the section. The markings shall be repeated
throughout the length of the member at a maximum spacing of 1200 mm 4 feet on center and shall be legible and
easily read. The product marking shall include the following:
a. An ICBO number.
b. Manufacturer's identification.
c. Minimum delivered uncoated steel thickness.
d. Protective coating designator.
e. Minimum yield strength.
2.3 CONNECTIONS
Screws for steel-to-steel connections shall be self-drilling tapping in compliance with SAE J78 of the type,
size, and location as shown on the drawings. Electroplated screws shall have a Type II coating in accordance
with ASTM B 633. Screws, bolts, and anchors shall be hot-dipped galvanized in accordance with ASTM A 123/A 123M
or ASTM A 153/A 153M as appropriate. Screws bolts, and anchors shall be hot dipped galvanized in accordance
with ASTM A 123/A 123M or ASTM A 153/A 153M as appropriate.
[2.4 PAINT
Ungalvanized steel, if used, shall be thoroughly cleaned, phosphate treated, and coated with corrosion-inhibiting
primer, SSPC Paint 25.
]2.5 PLASTIC GROMMETS
Supply plastic grommets, recommended by stud manufacturer, to protect electrical wires. Prevent metal to metal
contact for plumbing pipes.
PART 3 EXECUTION
3.1 FASTENING
Fasten framing members together by welding or by using self-drilling or self-tapping screws. Electrodes and
screw connections shall be as required and indicated in the design calculations.
3.1.1 Welds
NOTE: The welding of cold-formed steel should be performed by qualified workmen.
The Contractor, Subcontractor, or Fabricator shall provide verification that
welders are qualified in accordance with AWS D1.3/D1.3M.
TI 809-07 provides suggested design values for fillet and flare-bevel welds.
Welding is not recommended on minimum metal thickness of less than 1.09 mm (0.0428
inch).
All welding shall be performed in accordance with AWS D1.3/D1.3M, as modified by AISI SG02-1. All welders, welding
operations, and welding procedures shall be qualified according to AWS D1.3/D1.3M. All welds shall be cleaned
and coated with rust inhibitive galvanizing paint. Do not field weld materials lighter than 1.2 mm 18 gage.
3.1.2 Screws
NOTE: TI 809-07 provides suggested capacities of screw connections. Screws
will not be used to resist pullout type loadings.
Minimum Screw Sizes for Steel-to-Steel Connections
Point Minimum Total Thickness of Steel
Size Screw Size (mm (in))
2 #8 2.540 mm (0.100 inches max)
2 #10 2.794 mm (0.110 inches max)
2 #12 3.556 mm (0.140 inches max)
3 #8 3.556 mm (0.140 inches max)
3 #10 4.445 mm (0.175 inches max)
3 #12 5.334 mm (0.210 inches max)
Total thickness of steel is combined thickness of all connected steel members.
Screws shall be [of the] [self-drilling self-tapping]type, size, and location shown on the drawings. Screw penetration
through joined materials shall not be less than three exposed threads. Minimum spacings and edge distances for
screws shall be as specified in AISI SG02-1. Screws covered by sheathing materials shall have low profile heads.
3.1.3 Anchors
NOTE: TI 809-07 provides suggested capacities of expansion and power type anchors.
Power driven anchors can be used to attach tracks to structural steel and concrete
floors and foundations. Power driven anchors will not be used to anchor shear
walls.
Anchors shall be of the type, size, and location shown on the drawings.
3.2 INSTALLATION
3.2.1 Tracks
Provide accurately aligned runners at top and bottom of partitions. Anchor tracks as indicated in design calculations.
Butt weld joints in tracks or splice with stud inserts. Fasteners shall be at least 75 mm 3 inches from the
edge of concrete slabs.
3.2.2 Studs
Cut studs square and set with firm bearing against webs of top and bottom tracks. Position studs vertically
in tracks and space as indicated in design. Do not splice studs. Provide at least two studs at jambs of doors
and other openings 600 mm 2 feet wide or larger. Provide jack studs over openings, as necessary, to maintain
indicated stud spacing. Provide tripled studs at corners, positioned to receive interior and exterior finishes.
Fasten studs to top and bottom tracks by welding or screwing both flanges to the tracks. Framed wall openings
shall include headers and supporting components as shown on the drawings. Headers shall be installed in all
openings that are larger than the stud spacing in a wall. In curtain wall construction, provide for vertical
movement where studs connect to the structural frame. Provide horizontal bracing in accordance with the design
calculations and AISI SG03-3, consisting of, as a minimum, runner channel cut to fit between and welded to the
studs or hot- or cold-rolled steel channels inserted through cutouts in web of each stud and secured to studs
with welded clip angles. Bracing shall be not less than the following:
LOAD HEIGHT BRACING
Wind load only Up to 3000 mm One row at mid-height
Over 3000 mm Rows 1500 mm o.c. maximum
Axial load Up to 3000 mm Two rows at 1/3 points
Over 3000 mm Rows 900 mm o.c. maximum
LOAD HEIGHT BRACING
Wind load only Up to 10 feet One row at mid-height
Over 10 feet Rows 5'-0" o.c. maximum
Axial load Up to 10 feet Two rows at 1/3 points
Over 10 feet Rows 3'-4" o.c. maximum
3.2.3 Joists and Trusses
Locate each joist or truss directly above a stud. Provide doubled joists under parallel partitions wherever
partition length exceeds 1/2 of joist span. Joists shall have at least 60 mm 2.50 inches of bearing on steel,
100 mm 4 inches on masonry, and shall be reinforced over bearings where required to prevent web crippling.
Splice joists over bearings only. Lap and weld splices as indicated. Provide manufacturer's standard bridging
which shall not be less than the following:
CLEAR SPAN BRIDGING
Up to 4200 mm One row near center
4200 mm to 6000 mm Two rows at 1/3 points
6000 mm to 7800 mm Three rows at 1/4 points
7800 mm to 10600 mm Four rows at 1/5 points
CLEAR SPAN BRIDGING
Up to 14 feet One row near center
14 to 20 feet Two rows at 1/3 points
20 to 26 feet Three rows at 1/4 points
26 to 32 feet Four rows at 1/5 points
Temporary bracing shall be provided and remain in place until work is permanently stabilized.
3.2.4 Erection Tolerances
a. Framing members which will be covered by finishes such as wallboard, plaster, or ceramic
tile set in a mortar setting bed, shall be within the following limits:
(1) Layout of walls and partitions: 6 mm 1/4 inch from intended position;
(2) Plates and runners: 6 mm in 2400 mm 1/4 inch in 8 feet from a straight line;
(3) Studs: 6 mm in 2400 mm 1/4 inch in 8 feet out of plumb, not cumulative; and
(4) Face of framing members: 6 mm in 2400 mm 1/4 inch in 8 feet from a true plane.
b. Framing members which will be covered by ceramic tile set in dry-set mortar, latex-portland
cement mortar, or organic adhesive shall be within the following limits:
(1) Layout of walls and partitions: 6 mm 1/4 inch from intended position;
(2) Plates and runners: 3 mm in 2400 mm 1/8 inch in 8 feet from a straight line;
(3) Studs: 3 mm in 2400 mm 1/8 inch in 8 feet out of plumb, not cumulative; and
(4) Face of framing members: 3 mm in 2400 mm 1/8 inch in 8 feet from a true plane.
3.2.5 Special Inspection and Testing for Seismic-Resisting Systems
NOTE: Include this paragraph only when special inspection and testing for seismic-resisting
systems is required by paragraph 3.2 of FEMA 302, NEHRP RECOMMENDED PROVISIONS
FOR SEISMIC REGULATIONS FOR NEW BUILDINGS AND OTHER STRUCTURES.
This paragraph will be applicable to both new buildings designed according to
TI 809-04, SEISMIC DESIGN FOR BUILDINGS, and to existing building seismic rehabilitation
designs done according to TI 809-05, SEISMIC EVALUATION AND REHABILITATION FOR
BUILDINGS.
The designer must indicate on the drawings all locations and all features for
which special inspection and testing is required in accordance with Chapter
3 of FEMA 302. This includes indicating the locations of all structural components
and connections requiring inspection.
Add any additional requirements as necessary.
Special inspections and testing for seismic-resisting systems and components shall be done in accordance with
Section 01 45 35 SPECIAL INSPECTION FOR SEISMIC-RESISTING SYSTEMS.