Cold-Formed Metal Framing
Corpus sync: neutrality remakes, note hygiene, datasheet relocation, transformer-split cross-refs
Showing changes from Rev 6
to Rev 7
in Cold-Formed Metal Framing.
---
title: Cold-Formed Metal Framing
…264 unchanged lines
### Members with section loss from corrosion shall be rejected.
−# Materials {toc}
+# Structural Cold-Formed Steel — Studs, Tracks, and Joists {toc}
−## Structural Cold-Formed Steel — Studs, Tracks, and Joists {toc}
−
```datasheet
label: Base Metal Specification — Structural CFSF (Load-Bearing and Curtain-Wall)
…6 unchanged lines
```
−### ASTM A1003/A1003M is the consolidated material standard for cold-formed framing members and covers galvanized sheet steel produced for cold-forming. {note}
−### Structural members under AISI S240 are designated with the suffix "ST" (structural) and a yield strength: ST33H (33 ksi yield, the older minimum still used for some light-gauge structural members), ST50H (50 ksi yield, the current standard for the vast majority of structural CFSF), and ST55H (55 ksi yield, used in selected proprietary heavy-gauge members). {note}
−### The "H" denotes that the steel is suitable for hot-dip metallic coating per ASTM A653/A653M. {note}
−### ST50H at 50 ksi yield is the SSMA reference standard for structural studs at 33 mil through 97 mil designations and is the appropriate default for nearly all U.S. commercial work. {note}
+## ASTM A1003/A1003M is the consolidated material standard for cold-formed framing members and covers galvanized sheet steel produced for cold-forming. {note}
+## Structural members under AISI S240 are designated with the suffix "ST" (structural) and a yield strength: ST33H (33 ksi yield, the older minimum still used for some light-gauge structural members), ST50H (50 ksi yield, the current standard for the vast majority of structural CFSF), and ST55H (55 ksi yield, used in selected proprietary heavy-gauge members). {note}
+## The "H" denotes that the steel is suitable for hot-dip metallic coating per ASTM A653/A653M. {note}
+## ST50H at 50 ksi yield is the SSMA reference standard for structural studs at 33 mil through 97 mil designations and is the appropriate default for nearly all U.S. commercial work. {note}
−### SSMA Designation System {toc}
+## SSMA Designation System {toc}
```datasheet
…10 unchanged lines
```
−#### The Steel Stud Manufacturers Association (SSMA) designation system identifies a cold-formed member with a four-part code that specifies web depth, flange width, member type, and base metal thickness. {note}
−#### For example, the designation 362S162-43 indicates: 362 = 3.625 in. web depth (in hundredths of an inch), S = structural C-stud (with return lips), 162 = 1.625 in. flange width, and 43 = 43-mil (0.0451 in.) minimum base metal thickness. {note}
−#### The full SSMA system covers studs (S), tracks (T), U-channels (U), hat furring (F), and L-section angles. {note}
+### The Steel Stud Manufacturers Association (SSMA) designation system identifies a cold-formed member with a four-part code that specifies web depth, flange width, member type, and base metal thickness. {note}
+### For example, the designation 362S162-43 indicates: 362 = 3.625 in. web depth (in hundredths of an inch), S = structural C-stud (with return lips), 162 = 1.625 in. flange width, and 43 = 43-mil (0.0451 in.) minimum base metal thickness. {note}
+### The full SSMA system covers studs (S), tracks (T), U-channels (U), hat furring (F), and L-section angles. {note}
+### The 1-5/8 in. flange (162) is the SSMA standard structural stud flange and is suitable for the great majority of stud applications. {note}
+### A wider 2 in. flange (200) is available in heavier-gauge structural studs and is used where additional flange width increases local buckling capacity at high axial loads. {note}
+### Deeper joist members typically have 2-1/2 in. flanges for compatibility with floor deck and screw spacing. {note}
+
+### Members shall be specified by SSMA designation rather than by gauge alone to ensure unambiguous procurement, which is the dominant U.S. convention for structural CFSF.
+
```datasheet
label: Stud Web Depth — Structural
…27 unchanged lines
```
−#### The 1-5/8 in. flange (162) is the SSMA standard structural stud flange and is suitable for the great majority of stud applications. {note}
−#### A wider 2 in. flange (200) is available in heavier-gauge structural studs and is used where additional flange width increases local buckling capacity at high axial loads. {note}
−#### Deeper joist members typically have 2-1/2 in. flanges for compatibility with floor deck and screw spacing. {note}
+## Base Metal Thickness (Mil Designation) {toc}
−#### Members shall be specified by SSMA designation rather than by gauge alone to ensure unambiguous procurement, which is the dominant U.S. convention for structural CFSF.
−
−### Base Metal Thickness (Mil Designation) {toc}
−
```datasheet
label: Base Metal Thickness (Mil) — Structural
…11 unchanged lines
```
−#### Cold-formed steel framing is designated by the minimum base metal thickness in mils (thousandths of an inch), not by the older gauge system. {note}
−#### The mil designation system was adopted by the industry because gauge numbers are not standardized between manufacturers and because the design thickness used in AISI S100 calculations is the minimum base metal thickness, not the nominal coating-inclusive thickness. {note}
−#### The conversion between gauge and mil is provided in the manufacturer literature; for reference, 43 mil corresponds to nominal 18 gauge structural and 33 mil to nominal 20 gauge structural. {note}
−#### The "structural" qualifier on 20 gauge is important: ASTM C645 (non-structural) 20 gauge is permitted to be as thin as 18 mil, whereas ASTM C955 (structural) 20 gauge is 33 mil minimum. {note}
−#### Specifying "20 gauge" without identifying structural vs. non-structural creates ambiguity that has produced bidding and procurement errors; the mil designation is unambiguous. {note}
+### Cold-formed steel framing is designated by the minimum base metal thickness in mils (thousandths of an inch), not by the older gauge system. {note}
+### The mil designation system was adopted by the industry because gauge numbers are not standardized between manufacturers and because the design thickness used in AISI S100 calculations is the minimum base metal thickness, not the nominal coating-inclusive thickness. {note}
+### The conversion between gauge and mil is provided in the manufacturer literature; for reference, 43 mil corresponds to nominal 18 gauge structural and 33 mil to nominal 20 gauge structural. {note}
+### The "structural" qualifier on 20 gauge is important: ASTM C645 (non-structural) 20 gauge is permitted to be as thin as 18 mil, whereas ASTM C955 (structural) 20 gauge is 33 mil minimum. {note}
+### Specifying "20 gauge" without identifying structural vs. non-structural creates ambiguity that has produced bidding and procurement errors; the mil designation is unambiguous. {note}
−### Metallic Coating {toc}
+## Metallic Coating {toc}
```datasheet
…7 unchanged lines
```
−#### Galvanized coating designations under ASTM A653/A653M describe the minimum total weight of zinc coating on both sides of the sheet in ounces per square foot: G40 = 0.40 oz/ft², G60 = 0.60 oz/ft², G90 = 0.90 oz/ft². {note}
+### Galvanized coating designations under ASTM A653/A653M describe the minimum total weight of zinc coating on both sides of the sheet in ounces per square foot: G40 = 0.40 oz/ft², G60 = 0.60 oz/ft², G90 = 0.90 oz/ft². {note}
−#### AISI S240 shall require a minimum of G60 for structural cold-formed steel in most applications; G40 is permitted only for interior, dry, conditioned applications.
+### AISI S240 shall require a minimum of G60 for structural cold-formed steel in most applications; G40 is permitted only for interior, dry, conditioned applications.
−#### G90 shall be the default for exterior wall assemblies, intermittently humid interior conditions, and any installation within one mile of saltwater coastline.
+### G90 shall be the default for exterior wall assemblies, intermittently humid interior conditions, and any installation within one mile of saltwater coastline.
−#### Where aluminum-zinc alloy coatings (AZ50, AZ55) or zinc-aluminum-magnesium coatings are specified as alternates, the specification shall identify the coating standard and minimum coating weight to ensure procurement equivalence.
+### Where aluminum-zinc alloy coatings (AZ50, AZ55) or zinc-aluminum-magnesium coatings are specified as alternates, the specification shall identify the coating standard and minimum coating weight to ensure procurement equivalence.
−## Non-Structural Cold-Formed Steel — Partition Framing {toc}
+# Non-Structural Cold-Formed Steel — Partition Framing {toc}
```datasheet
…8 unchanged lines
```
−### ASTM C645 governs non-structural steel framing members intended only to support gypsum board and plaster bases. {note}
−### The minimum permitted base metal thickness under ASTM C645 is 15 mil (often described as 25 gauge nominal), which is adequate for partition heights up to approximately 10 ft at 16 in. on center supporting one layer of 5/8 in. gypsum board on each face. {note}
−### Taller partitions, partitions with two layers of board per face, and partitions in higher fire-resistance-rated assemblies require thicker base metal — typically 18 mil, 27 mil, or 30 mil — selected per the partition height tables published by manufacturers and by GA-600 design data. {note}
+## ASTM C645 governs non-structural steel framing members intended only to support gypsum board and plaster bases. {note}
+## The minimum permitted base metal thickness under ASTM C645 is 15 mil (often described as 25 gauge nominal), which is adequate for partition heights up to approximately 10 ft at 16 in. on center supporting one layer of 5/8 in. gypsum board on each face. {note}
+## Taller partitions, partitions with two layers of board per face, and partitions in higher fire-resistance-rated assemblies require thicker base metal — typically 18 mil, 27 mil, or 30 mil — selected per the partition height tables published by manufacturers and by GA-600 design data. {note}
+## The non-structural stud web depth shall be specified for each partition type based on the partition height and deflection criteria shown on the drawings.
+
```datasheet
label: Non-Structural Stud Web Depth
…11 unchanged lines
```
+## The non-structural stud spacing shall be specified for each partition type based on the partition height, board configuration, and fire-resistance rating required.
+
```datasheet
label: Non-Structural Stud Spacing
…7 unchanged lines
```
−### Stud spacing of 16 in. on center is the U.S. standard for non-structural partition framing supporting one layer of 5/8 in. gypsum board on each face. 24 in. on center is permitted for many partition heights with 5/8 in. board but reduces partition stiffness and is more sensitive to point loads (wall-hung items, door operating shocks, partition rattle). 12 in. on center is used where partition height, deflection criteria, or surface impact resistance require closer spacing. {note}
+## Stud spacing of 16 in. on center is the U.S. standard for non-structural partition framing supporting one layer of 5/8 in. gypsum board on each face. 24 in. on center is permitted for many partition heights with 5/8 in. board but reduces partition stiffness and is more sensitive to point loads (wall-hung items, door operating shocks, partition rattle). 12 in. on center is used where partition height, deflection criteria, or surface impact resistance require closer spacing. {note}
−### The specifier shall verify that the selected gauge meets the partition height and deflection criteria for each partition type indicated on the architectural drawings.
+## The specifier shall verify that the selected gauge meets the partition height and deflection criteria for each partition type indicated on the architectural drawings.
−### Gypsum board installation shall be coordinated per [[sync/gypsum-board-assemblies]].
+## Gypsum board installation shall be coordinated per [[sync/gypsum-board-assemblies]].
−## Tracks and Runners {toc}
+# Tracks and Runners {toc}
```datasheet
…7 unchanged lines
```
−### Track sections (designated "T" in the SSMA system) are U-shaped channels that receive the ends of studs at the top and bottom of a wall. {note}
−### Standard tracks match the connected studs in base metal thickness and have the same flange dimension as the stud web depth. {note}
−### Deflection tracks (slip tracks) provide vertical relief at the top of non-load-bearing walls so that primary structure deflection from live, snow, or seismic loads does not transfer into the partition wall and crack finishes — the stud slides freely within the deflection track up to the rated travel. {note}
+## Track sections (designated "T" in the SSMA system) are U-shaped channels that receive the ends of studs at the top and bottom of a wall. {note}
+## Standard tracks match the connected studs in base metal thickness and have the same flange dimension as the stud web depth. {note}
+## Deflection tracks (slip tracks) provide vertical relief at the top of non-load-bearing walls so that primary structure deflection from live, snow, or seismic loads does not transfer into the partition wall and crack finishes — the stud slides freely within the deflection track up to the rated travel. {note}
+## Deflection tracks shall be provided at the top of interior partitions and curtain-wall studs that extend to the underside of structure above, and the rated deflection capacity shall meet or exceed the calculated deflection of the structure above.
+
+## Drift tracks, which combine vertical deflection capacity with seismic horizontal drift accommodation, shall be used in seismic design categories C through F where in-plane drift of the primary frame would otherwise damage interior partition framing.
+
+## The deflection track shall be sized to accommodate at least the calculated total deflection of the primary structure above the wall, including the elastic deflection under live loads and any inelastic seismic drift where applicable.
+
```datasheet
label: Deflection Track Capacity
…9 unchanged lines
```
−### Deflection tracks shall be provided at the top of interior partitions and curtain-wall studs that extend to the underside of structure above, and the rated deflection capacity shall meet or exceed the calculated deflection of the structure above.
+## Specifying an undersized deflection track is one of the most common interior partition failures, generating cracked drywall and broken corner bead at occupancy. {note}
−### Drift tracks, which combine vertical deflection capacity with seismic horizontal drift accommodation, shall be used in seismic design categories C through F where in-plane drift of the primary frame would otherwise damage interior partition framing.
+# Joists, Rafters, and Built-Up Sections {toc}
−### The deflection track shall be sized to accommodate at least the calculated total deflection of the primary structure above the wall, including the elastic deflection under live loads and any inelastic seismic drift where applicable.
+## Cold-formed steel joists and rafters are deeper C-section members (typically 6 in. to 12 in. web depth) used for floor and roof framing where light-gauge structural framing is selected over open-web steel joists or hot-rolled wide flange beams. {note}
−### Specifying an undersized deflection track is one of the most common interior partition failures, generating cracked drywall and broken corner bead at occupancy. {note}
+## Where cold-formed steel joists or rafters are used for floor and roof framing, the framing approach shall be specified based on the span, spacing, and loading shown on the structural drawings.
−## Joists, Rafters, and Built-Up Sections {toc}
−
−### Cold-formed steel joists and rafters are deeper C-section members (typically 6 in. to 12 in. web depth) used for floor and roof framing where light-gauge structural framing is selected over open-web steel joists or hot-rolled wide flange beams. {note}
−
```datasheet
label: Floor and Roof Framing (CFSF Joists)
…6 unchanged lines
```
−### Joist member sizes, spacing, lateral bracing, and bearing details shall be designed per AISI S100 and S240.
+## Joist member sizes, spacing, lateral bracing, and bearing details shall be designed per AISI S100 and S240.
−### Joists shall be selected from manufacturer load tables that correspond to the actual span, spacing, and loading shown on the structural drawings.
+## Joists shall be selected from manufacturer load tables that correspond to the actual span, spacing, and loading shown on the structural drawings.
−### Built-up sections — pairs or triples of studs connected back-to-back or as boxed sections — shall be used for jamb studs at large openings, header members, and column-like members where a single C-section would be inadequate.
+## Built-up sections — pairs or triples of studs connected back-to-back or as boxed sections — shall be used for jamb studs at large openings, header members, and column-like members where a single C-section would be inadequate.
−## Bridging and Bracing {toc}
+# Bridging and Bracing {toc}
```datasheet
…8 unchanged lines
```
−### Bridging restrains structural studs against rotation and weak-axis buckling at intermediate points along the stud length. {note}
−### Each stud manufactured for structural CFSF has factory-punched knockout slots in the web at standard intervals (typically 12 in. or 24 in. on center vertically) sized to receive a 3/4 in. or 1-1/2 in. cold-rolled channel (CRC) used as bridging. {note}
−### The CRC passes through every stud in the wall and is fixed to each stud with a clip angle screwed or welded to the stud flange. {note}
−### Proprietary clip-and-bar systems achieve the same function with snap-in or screw-in connectors and are increasingly common because they reduce labor at each connection. {note}
−### Strap bracing on both faces (with periodic solid blocking) is used where stud knockouts cannot be aligned or where sheathing is not relied upon for diaphragm action. {note}
+## Bridging restrains structural studs against rotation and weak-axis buckling at intermediate points along the stud length. {note}
+## Each stud manufactured for structural CFSF has factory-punched knockout slots in the web at standard intervals (typically 12 in. or 24 in. on center vertically) sized to receive a 3/4 in. or 1-1/2 in. cold-rolled channel (CRC) used as bridging. {note}
+## The CRC passes through every stud in the wall and is fixed to each stud with a clip angle screwed or welded to the stud flange. {note}
+## Proprietary clip-and-bar systems achieve the same function with snap-in or screw-in connectors and are increasingly common because they reduce labor at each connection. {note}
+## Strap bracing on both faces (with periodic solid blocking) is used where stud knockouts cannot be aligned or where sheathing is not relied upon for diaphragm action. {note}
+## The maximum vertical spacing of bridging rows shall be governed by AISI S100 weak-axis buckling provisions and by AISI S240 detailing requirements; typical commercial values are 4 ft to 8 ft on center.
+
```datasheet
label: Maximum Vertical Spacing of Bridging Rows
…9 unchanged lines
```
−### The maximum vertical spacing of bridging rows shall be governed by AISI S100 weak-axis buckling provisions and by AISI S240 detailing requirements; typical commercial values are 4 ft to 8 ft on center.
+## The specialty engineer responsible for the wall design shall determine the actual spacing, which shall be shown on the shop drawings and confirmed against the manufacturer's published load tables.
−### The specialty engineer responsible for the wall design shall determine the actual spacing, which shall be shown on the shop drawings and confirmed against the manufacturer's published load tables.
+# Connectors and Clip Angles {toc}
−## Connectors and Clip Angles {toc}
−
```datasheet
label: Clip Connectors at Top and Base of Load-Bearing Walls
…7 unchanged lines
```
−### Engineered slide clips and drift clips provide controlled freedom of movement at the top of curtain-wall studs to accommodate primary structure deflection and seismic drift without transferring those movements into the framing or cladding. {note}
+## Engineered slide clips and drift clips provide controlled freedom of movement at the top of curtain-wall studs to accommodate primary structure deflection and seismic drift without transferring those movements into the framing or cladding. {note}
−### Clip connectors at the connection of CFSF to primary structure or to other CFSF members shall be selected to transfer the calculated forces without imposing rotational restraint where rotational freedom is required.
+## Clip connectors at the connection of CFSF to primary structure or to other CFSF members shall be selected to transfer the calculated forces without imposing rotational restraint where rotational freedom is required.
−### Manufacturer's published load tables shall be the basis for clip selection; clip type, size, and screw or weld pattern shall be shown on the shop drawings.
+## Manufacturer's published load tables shall be the basis for clip selection; clip type, size, and screw or weld pattern shall be shown on the shop drawings.
−## Fasteners {toc}
+# Fasteners {toc}
−### Self-Drilling Tapping Screws {toc}
+## Self-Drilling Tapping Screws {toc}
```datasheet
…8 unchanged lines
```
−#### #8 screws are standard for non-structural partition framing through 33 mil and thinner members. {note}
−#### #10 screws are the standard for structural CFSF through approximately 54 mil; #12 and #14 screws are used in heavier-gauge connections. {note}
+### #8 screws are standard for non-structural partition framing through 33 mil and thinner members. {note}
+### #10 screws are the standard for structural CFSF through approximately 54 mil; #12 and #14 screws are used in heavier-gauge connections. {note}
+### Self-drilling tapping screws used for cold-formed steel framing connections shall comply with ASTM C1513.
+
+### Screw size shall be selected based on the combined thickness of the connected steel and the calculated screw shear and pullout demand.
+
+### Screw spacing, edge distance, and minimum end distance shall be shown on the shop drawings and shall comply with AISI S100 Section E4 connection provisions and the manufacturer's published values.
+
+### Screw coating shall match or exceed the corrosion environment of the assembly.
+
```datasheet
label: Screw Coating
…7 unchanged lines
```
−#### Self-drilling tapping screws used for cold-formed steel framing connections shall comply with ASTM C1513.
+### The zinc plating on standard screws sold for interior drywall work is inadequate for screws in exterior wall assemblies and within the building envelope of exterior walls; field reports of corroded screws in wall cavities are typically of standard zinc-plated screws used where a corrosion-resistant coating was required. {note}
−#### Screw size shall be selected based on the combined thickness of the connected steel and the calculated screw shear and pullout demand.
+## Powder-Actuated Fasteners {toc}
−#### Screw spacing, edge distance, and minimum end distance shall be shown on the shop drawings and shall comply with AISI S100 Section E4 connection provisions and the manufacturer's published values.
−
−#### Screw coating shall match or exceed the corrosion environment of the assembly.
−
−#### The zinc plating on standard screws sold for interior drywall work is inadequate for screws in exterior wall assemblies and within the building envelope of exterior walls; field reports of corroded screws in wall cavities are typically of standard zinc-plated screws used where a corrosion-resistant coating was required. {note}
−
−### Powder-Actuated Fasteners {toc}
−
```datasheet
label: Powder-Actuated Fasteners (Track to Concrete or Hot-Rolled Steel)
…6 unchanged lines
```
−#### Powder-actuated fasteners (PAFs) are commonly used to anchor bottom and top tracks to concrete slabs and to hot-rolled steel beams; they are appropriate and code-compliant for non-structural partition tracks to either substrate. {note}
+### Powder-actuated fasteners (PAFs) are commonly used to anchor bottom and top tracks to concrete slabs and to hot-rolled steel beams; they are appropriate and code-compliant for non-structural partition tracks to either substrate. {note}
−#### Use of PAFs in load-bearing or shear-wall track connections shall be limited to fasteners with published, tested capacities and shall be designed by the SER or the delegated specialty engineer.
+### Use of PAFs in load-bearing or shear-wall track connections shall be limited to fasteners with published, tested capacities and shall be designed by the SER or the delegated specialty engineer.
−#### PAFs shall not be installed within minimum edge distances of concrete or near concrete reinforcement.
+### PAFs shall not be installed within minimum edge distances of concrete or near concrete reinforcement.
−#### PAFs shall be inspected after installation for proper embedment.
+### PAFs shall be inspected after installation for proper embedment.
−### Welded Connections {toc}
+## Welded Connections {toc}
```datasheet
…7 unchanged lines
```
−#### Field welding of cold-formed steel framing is less common than screw or PAF connections because of the labor cost, the burn-through risk, and the damage to the galvanized coating around the weld. {note}
+### Field welding of cold-formed steel framing is less common than screw or PAF connections because of the labor cost, the burn-through risk, and the damage to the galvanized coating around the weld. {note}
−#### Welded connections in cold-formed sheet steel shall conform to AWS D1.3/D1.3M (Structural Welding Code — Sheet Steel), which is distinct from AWS D1.1 (used for hot-rolled steel).
+### Welded connections in cold-formed sheet steel shall conform to AWS D1.3/D1.3M (Structural Welding Code — Sheet Steel), which is distinct from AWS D1.1 (used for hot-rolled steel).
−#### The minimum sheet thickness at which welding is reliably acceptable for structural connections is governed by AWS D1.3 and is approximately 0.025 in. (25 mil); welds on thinner sheet are unreliable because of burn-through and rapid cooling.
+### The minimum sheet thickness at which welding is reliably acceptable for structural connections is governed by AWS D1.3 and is approximately 0.025 in. (25 mil); welds on thinner sheet are unreliable because of burn-through and rapid cooling.
−#### Where field welding is used, the damaged coating shall be repaired with a zinc-rich cold galvanizing compound applied within 24 hours of welding.
+### Where field welding is used, the damaged coating shall be repaired with a zinc-rich cold galvanizing compound applied within 24 hours of welding.
# Installation {toc}
…62 unchanged lines
### Door and window openings in CFSF walls require additional framing: jamb studs (often built-up from two or more studs box-connected back-to-back), a header member spanning the opening, a sill member at window openings, and cripple studs at the header and sill to maintain stud spacing pattern. {note}
+### Opening framing shall be detailed on the shop drawings and shall be sized to carry the loads transferred from the interrupted studs above.
+
```datasheet
label: Jamb Stud Configuration at Openings
…7 unchanged lines
```
−### Opening framing shall be detailed on the shop drawings and shall be sized to carry the loads transferred from the interrupted studs above.
−
### Door frame anchorage to jamb studs shall be coordinated with [[sync/doors-frames-and-hardware]]; jamb studs at hollow metal door frames shall be solid-blocked to the floor track and to the header to resist door swing loads.
…60 unchanged lines
## The fire-resistance rating depends on the precise assembly — stud gauge, stud spacing, board type and thickness, fastener pattern, cavity insulation, and perimeter conditions — and a change to any component invalidates the listing. {note}
+## The Contractor shall identify each rated assembly by its UL design number or GA-600 reference and shall install the assembly per that design.
+
```datasheet
label: Fire-Resistance Design Number Schedule
…6 unchanged lines
```
−## The Contractor shall identify each rated assembly by its UL design number or GA-600 reference and shall install the assembly per that design.
−
## CFSF stud gauge for rated assemblies shall be governed by the specific UL or GA-600 design rather than by the load on the wall; a non-load-bearing partition in a 2-hour assembly may require a heavier gauge than the same partition would require structurally, because the listed design was tested with that gauge.
…81 unchanged lines
## Where delegated design is used, the specialty engineer's professional liability for the design of the framing system extends per the engineer's professional services agreement and is not limited by the construction warranty period.