CRC · California Residential Code

What are the CRC requirements for cold‑formed steel roof framing and fasteners?

For a homeowner: the California Residential Code says steel roof framing must be made of specified AISI steel, use special self‑drilling/self‑tapping screws (not ordinary wood screws), attach sheathing with No. 8 screws with minimum head and edge clearances, and every screw must stick through the steel with at least three threads visible — these rules protect strength and corrosion resistance and apply only within the size/wind/snow limits in § R804.1.1.

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Last reviewed: July 6, 2026

What the code requires — 2-4 sentences

In short: the California Residential Code requires that load‑bearing cold‑formed steel roof members meet the AISI material, thickness and coating requirements and that steel‑to‑steel connections use self‑drilling, self‑tapping screws installed with minimum edge/spacing limits; structural sheathing must be attached with minimum No. 8 self‑drilling tapping screws meeting ASTM C1513 and certain head/edge‑distance requirements. These requirements are stated in § R804 and the fastening specifics are in § R804.2.5; roof assemblies must be constructed and fastened per § R804.3 (Figure and Table references) .

The single most important rule: use the screw types, sizes and minimum edge/spacing called out in the CRC — self‑drilling/self‑tapping screws (ASTM C1513) for steel‑to‑steel connections and No. 8 screws for attaching structural sheathing to cold‑formed steel rafters — and make sure screws extend through the steel with at least three exposed threads. See § R804.2.5.

Requirements in detail

Scope and limits (where the prescriptive rules apply)

  • Applicability: cold‑formed steel roof framing per § R804.1.1 is limited to buildings not greater than 60 ft perpendicular to joist/rafter/truss span, 40 ft parallel to span, ≤ three stories, roof slope between 3:12 and 12:12, sites with ultimate design wind speed < 140 mph (Exposure B or C) and ground snow load ≤ 70 psf. See § R804.1.1.

Material & corrosion

  • Members must be cold‑formed from structural‑quality sheet steel and comply with AISI S240 (material ID and coating requirements). See § R804.2.1, § R804.2.2, § R804.2.3.

Fasteners — required types, sizes and installation basics (key values)

  • Steel‑to‑steel connections: screws must be self‑drilling, self‑tapping, conform to ASTM C1513, and be installed with a minimum edge distance and center‑to‑center spacing of 1/2 inch. See § R804.2.5.
  • Structural sheathing to cold‑formed steel rafters: use minimum No. 8 self‑drilling tapping screws conforming to ASTM C1513. See § R804.2.5.
  • Screw head size for structural sheathing: screws attaching structural sheathing must have minimum head diameter 0.292 in (7.4 mm), countersunk heads, and be installed with minimum edge distance 3/8 in (9.5 mm). See § R804.2.5.
  • Gypsum ceilings to cold‑formed joists: use minimum No. 6 screws conforming to ASTM C954 or ASTM C1513, bugle‑head style, installed per Section R805. See § R804.2.5.
  • Thread engagement: for all connections, screws shall extend through the steel not fewer than three exposed threads (i.e., at least three threads beyond the inner face of the member). See § R804.2.5.
  • Corrosion: fasteners shall have a rust‑inhibitive coating suitable for the installation or be of a material not susceptible to corrosion. See § R804.2.5.

Table — decision‑relevant dimensions & values

Requirement / decision item Required value / threshold Code Reference
Applicability wind speed limit < 140 mph (Exposure B or C) § R804.1.1
Structural member material standard AISI S240 (structural quality sheet steel) § R804.2.1
Steel‑to‑steel screws — edge & spacing Min. 1/2 in edge distance and C‑to‑C spacing § R804.2.5
Sheathing fastener minimum No. 8 self‑drilling tapping screws (ASTM C1513) § R804.2.5
Sheathing screw head diameter Min. 0.292 in (7.4 mm) head; countersunk § R804.2.5
Sheathing screw edge distance Min. 3/8 in (9.5 mm) § R804.2.5
Gypsum ceiling screws No. 6 screws (ASTM C954 or C1513), bugle head § R804.2.5
Minimum exposed thread engagement At least 3 exposed threads § R804.2.5

Connections and roof assembly

  • Cold‑formed steel roof systems must include both ceiling joists and rafters per Figure R804.3 and be fastened in accordance with Table R804.3; the CRC requires construction per those Figure/Table references. See § R804.3. Note: the full text and graphics of Figure R804.3 and Table R804.3 are part of the CRC and required for prescriptive assembly details.

Exceptions & special cases

  • Alternate designs outside the prescriptive limits (building size, wind, snow, slopes, etc.) may be designed per AISI S230 (see § R804.1.1.1) — permitted when the project exceeds the prescriptive applicability limits. See § R804.1.1.1.
  • Where the Section R804 applicability limits are exceeded, the code allows design to AISI S230 subject to its limits (i.e., engineered design rather than prescriptive CRC details). See § R804.1.1.1.
  • Web holes and modifications in joists/rafters must follow the AISI web‑hole rules (AISI S230, Sections A4.5–A4.7) — web holes not conforming must be reinforced or patched per those AISI sections. See § R804.2.6.

Note: I was asked to ground every requirement in the retrieved CRC text for § R804, § R804.3 and § R804.3.2.1. I can cite § R804 and § R804.3 from the files (citations above). The explicit text for § R804.3.2.1 was not present in the uploaded CRC material returned by the file search, so I cannot quote or summarize that specific subsection — consult the complete code or your local copy of the CRC for the text of § R804.3.2.1. (Search results do show Figure R804.3 and Table R804.3 but not a named § R804.3.2.1 entry in the retrieved excerpts.)

Common mistakes

  • Using self‑tapping screws that are NOT self‑drilling (many screws need a pilot hole for steel — CRC requires self‑drilling, self‑tapping for steel‑to‑steel per § R804.2.5) .
  • Installing sheathing screws with too small a head or too close to the edge; CRC requires head diameter ≥ 0.292 in and edge distance ≥ 3/8 in for structural sheathing fasteners (see § R804.2.5) .
  • Not achieving the three exposed threads requirement — screws must protrude through the steel with at least three threads showing (critical for engagement). See § R804.2.5. .
  • Using non‑corrosion‑resistant fasteners in exterior or high‑moisture locations (CRC requires rust‑inhibitive coating or corrosion‑resistant material). See § R804.2.5. .
  • Assuming wood‑framing fastener schedules apply — cold‑formed steel has its own screw types and spacing requirements per § R804.2.5 and § R804.3.

Worked example — concrete scenario

Scenario: You are fastening 4'×8' plywood roof sheathing to cold‑formed steel rafters (light‑frame roof that is within CRC prescriptive limits). Apply the CRC rules:

  • Use No. 8 self‑drilling, self‑tapping screws conforming to ASTM C1513 to attach the plywood to the steel rafters (per § R804.2.5) .
  • Ensure every sheathing screw has a head diameter ≥ 0.292 in (7.4 mm) and is a countersunk head or otherwise meets the head requirement; maintain ≥ 3/8 in edge distance from panel edges (per § R804.2.5) .
  • For steel‑to‑steel framing splices, use self‑drilling, self‑tapping screws (ASTM C1513) and place them with ≥ 1/2 in edge distance and minimum 1/2 in center‑to‑center spacing as required by § R804.2.5 .
  • Drive the screws so that each extends through the steel with at least three exposed threads on the far side (per § R804.2.5) .
  • Choose fasteners with appropriate coating/material for the exposure (stainless or coated as required by the application) per § R804.2.5.

If the project exceeds the CRC applicability limits (e.g., wind, building dimensions), an engineered design per AISI S230 is required instead of the prescriptive details. See § R804.1.1.1.

Related provisions (CRC sections)

  • § R804.1 — General scope and straightness/defects requirements for cold‑formed steel roof framing.
  • § R804.1.1 — Applicability limits (size, slope, wind, snow).
  • § R804.1.1.1 — Alternate applications / design to AISI S230 when outside prescriptive limits.
  • § R804.2.1 – § R804.2.4 — Material, corrosion protection, dimensions and identification requirements (AISI references).
  • § R804.2.5 — Fastening requirements (detailed in this article).
  • § R804.2.6 — Web hole, reinforcement and patching rules (AISI S230 references).
  • § R804.3 — Roof construction, Figure R804.3 and Table R804.3 fastening details (see code figures/tables).

Code references

Grounded in the retrieved California Residential Code — click a citation to read the verbatim passage:

  • CRC § 1.1 High relevance — show source text

    SECTION R804—COLD-FORMED STEEL ROOF FRAMING

    R804.1 General. Elements shall be straight and free of any defects that would significantly affect their structural performance. Coldformed steel roof framing members shall be in accordance with the requirements of this section.

    R804.1.1 Applicability limits. The provisions of this section shall control the construction of cold-formed steel roof framing for buildings not greater than 60 feet (18 288 mm) perpendicular to the joist, rafter or truss span, not greater than 40 feet (12 192 mm) in width parallel to the joist span or truss, less than or equal to three stories above grade plane and with roof slopes not less than 3:12 (25-percent slope) or greater than 12:12 (100-percent slope). Cold-formed steel roof framing constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed is less than 140 miles per hour (63 m/s), Exposure Category B or C, and the ground snow load is less than or equal to 70 pounds per square foot (3350 Pa).

    R804.1.1.1 Alternate applications. Cold-formed steel roof and ceiling framing for buildings exceeding the applicability limits of Section R804.1.1 is permitted to be designed and constructed in accordance with AISI S230, subject to the limits therein.

    R804.1.2 In-line framing. Cold-formed steel roof framing constructed in accordance with Section R804 shall be located in line with the tolerances specified in AISI S240, Section B1.2.3.

    R804.2 Structural framing. Load-bearing, cold-formed steel roof framing members shall be in accordance with this section.

    R804.2.1 Material. Load-bearing, cold-formed steel framing members shall be cold formed to shape from structural quality sheet steel complying with the requirements of AISI S240, Section A3.

    R804.2.2 Corrosion protection. Load-bearing, cold-formed steel framing shall have a protective coating complying with AISI S240, Section A4.

    R804.2.3 Dimension, thickness and material grade. Load-bearing, cold-formed steel roof framing members shall comply with AISI S230, Section A4.3 and material grade requirements as specified in AISI S230, Section A4.4.

    R804.2.4 Identification. Load-bearing, cold-formed steel framing members shall meet the product identification requirements of AISI S240, Section A5.5.

    R804.2.5 Fastening requirements. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of [1] / 2 inch (12.7 mm), shall be self-drilling tapping and shall conform to ASTM C1513. Structural sheathing shall be attached to cold-formed steel roof rafters with minimum No. 8 self-drilling tapping screws that conform to ASTM C1513. Screws for attaching structural sheathing to cold-formed steel roof framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of [3] / 8 inch (9.5 mm). Gypsum board ceilings shall be attached to cold-formed steel joists with minimum No. 6 screws conforming to ASTM C954 or ASTM C1513 with a buglehead style and shall be installed in accordance with Section R805. For all connections, screws shall extend through the steel not fewer than three exposed threads.

  • CRC § 2.2 High relevance — show source text

    R804.2.2 Corrosion protection. Load-bearing, cold-formed steel framing shall have a protective coating complying with AISI S240, Section A4.

    R804.2.3 Dimension, thickness and material grade. Load-bearing, cold-formed steel roof framing members shall comply with AISI S230, Section A4.3 and material grade requirements as specified in AISI S230, Section A4.4.

    R804.2.4 Identification. Load-bearing, cold-formed steel framing members shall meet the product identification requirements of AISI S240, Section A5.5.

    R804.2.5 Fastening requirements. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of [1] / 2 inch (12.7 mm), shall be self-drilling tapping and shall conform to ASTM C1513. Structural sheathing shall be attached to cold-formed steel roof rafters with minimum No. 8 self-drilling tapping screws that conform to ASTM C1513. Screws for attaching structural sheathing to cold-formed steel roof framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of [3] / 8 inch (9.5 mm). Gypsum board ceilings shall be attached to cold-formed steel joists with minimum No. 6 screws conforming to ASTM C954 or ASTM C1513 with a buglehead style and shall be installed in accordance with Section R805. For all connections, screws shall extend through the steel not fewer than three exposed threads. Fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

    R804.2.6 Web holes, web hole reinforcing and web hole patching. Web holes in roof or ceiling joists shall comply with the conditions as prescribed in AISI S230, Section A4.5. Web holes not in conformance to the conditions of AISI S230, Section A4.5 shall be reinforced in accordance with the provisions of AISI S230, Section A4.6 or patched in accordance with the provisions of AISI S230, Section A4.7.

    R804.3 Roof construction. Cold-formed steel roof systems constructed in accordance with the provisions of this section shall consist of both ceiling joists and rafters in accordance with Figure R804.3 and fastened in accordance with Table R804.3.

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    ROOF-CEILING CONSTRUCTION

    FIGURE R804.3—COLD-FORMED STEEL ROOF CONSTRUCTION

  • CRC § 0.292 High relevance — show source text

    Screws for attaching structural sheathing to cold-formed steel roof framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of [3] / 8 inch (9.5 mm). Gypsum board ceilings shall be attached to cold-formed steel joists with minimum No. 6 screws conforming to ASTM C954 or ASTM C1513 with a buglehead style and shall be installed in accordance with Section R805. For all connections, screws shall extend through the steel not fewer than three exposed threads. Fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

    R804.2.6 Web holes, web hole reinforcing and web hole patching. Web holes in roof or ceiling joists shall comply with the conditions as prescribed in AISI S230, Section A4.5. Web holes not in conformance to the conditions of AISI S230, Section A4.5 shall be reinforced in accordance with the provisions of AISI S230, Section A4.6 or patched in accordance with the provisions of AISI S230, Section A4.7.

    R804.3 Roof construction. Cold-formed steel roof systems constructed in accordance with the provisions of this section shall consist of both ceiling joists and rafters in accordance with Figure R804.3 and fastened in accordance with Table R804.3.

    2025 CALIFORNIA RESIDENTIAL CODE 8-31

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    ROOF-CEILING CONSTRUCTION

    FIGURE R804.3—COLD-FORMED STEEL ROOF CONSTRUCTION

    Col1 Col2
    CEILING JOIST
    ½ IN. GYPSUM BOARD
    LOAD-BEARING WALL
    WHEN INSTALLED RAFTER SUPPORT
    BRACE SHALL BE A MINIMUM OF
    350s162-33 MIL C-SECTION, CONNECTED
    TO EACH CEILING JOIST AND RAFTER
    WITH 4 SCREWS AT EACH END (COPE
    FLANGES OF BAR AT CEILING JOIST
    CONNECTION OR USE GUSSET PLATE)    		 6 IN. MAX. TO CENTER
    OF SCREW PATTERN
    EAVE OVERHANG
    2 FT. MAX.
    CEILING JOIST SPAN
    LOAD-BEARING WALL SHALL BE
    INSTALLED WHEN RAFTER BRACE
    IS USED
    LOAD-BEARING WALL

    For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm.

  • CRC § 2.1 High relevance — show source text

    R803.2 Wood structural panel sheathing.

    R803.2.1 Identification and grade. Wood structural panels shall conform to DOC PS 1, DOC PS 2, CSA O325 or CSA O437, and shall be identified for grade, bond classification and performance category by a grade mark or certificate of inspection issued by an approved agency. Wood structural panels shall comply with the grades specified in Table R503.2.1.1(1).

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    ROOF-CEILING CONSTRUCTION

    R803.2.1.1 Exposure durability. Wood structural panels, when designed to be permanently exposed in outdoor applications, shall be of an exterior exposure durability. Wood structural panel roof sheathing exposed to the underside shall be permitted to be of interior type bonded with exterior glue, identified as Exposure 1.

    R803.2.1.2 Fire-retardant-treated plywood. The allowable unit stresses for fire-retardant-treated plywood, including fastener values, shall be developed from an approved method of investigation that considers the effects of anticipated temperature and humidity to which the fire-retardant-treated plywood will be subjected, the type of treatment and redrying process. The fire-retardant-treated plywood shall be graded by an approved agency.

    R803.2.2 Allowable spans. The maximum allowable spans for wood structural panel roof sheathing shall not exceed the values set forth in Table R503.2.1.1(1) or APA E30.

    R803.2.3 Installation. Wood structural panel used as roof sheathing shall be installed with joints staggered or not staggered in accordance with Table R602.3(1), APA E30 for wood roof framing or with Table R804.3 for cold-formed steel roof framing. Wood structural panel roof sheathing in accordance with Table R503.2.1.1(1) shall not cantilever more than 9 inches (229 mm) beyond the gable endwall unless supported by gable overhang framing.

    SECTION R804—COLD-FORMED STEEL ROOF FRAMING

    R804.1 General. Elements shall be straight and free of any defects that would significantly affect their structural performance. Coldformed steel roof framing members shall be in accordance with the requirements of this section.

    R804.1.1 Applicability limits. The provisions of this section shall control the construction of cold-formed steel roof framing for buildings not greater than 60 feet (18 288 mm) perpendicular to the joist, rafter or truss span, not greater than 40 feet (12 192 mm) in width parallel to the joist span or truss, less than or equal to three stories above grade plane and with roof slopes not less than 3:12 (25-percent slope) or greater than 12:12 (100-percent slope). Cold-formed steel roof framing constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed is less than 140 miles per hour (63 m/s), Exposure Category B or C, and the ground snow load is less than or equal to 70 pounds per square foot (3350 Pa).

    R804.1.1.1 Alternate applications. Cold-formed steel roof and ceiling framing for buildings exceeding the applicability limits of Section R804.1.1 is permitted to be designed and constructed in accordance with AISI S230, subject to the limits therein.

  • CRC § 11.1 High relevance — show source text

    Anchorage of the steel angle at every double stud spacing shall be not less than two [7] / 16 -inch-diameter (11 mm) by 4-inch (102 mm) lag screws for wood construction or two 7 / 16 -inch (11.1 mm) bolts with washers for cold-formed steel construction. The steel angle shall have a minimum clearance to

    2025 CALIFORNIA RESIDENTIAL CODE 7-19

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    WALL COVERING

    underlying construction of [1] / 16 inch (1.6 mm). Not less than two-thirds the width of the masonry veneer thickness shall bear on the steel angle. Flashing and weep holes shall be located in the masonry veneer in accordance with Figure R703.8.2.1. The maximum height of masonry veneer above the steel angle support shall be 12 feet 8 inches (3861 mm). The airspace separating the masonry veneer from the wood backing shall be in accordance with Sections R703.8.4 and R703.8.4.2. The method of support for the masonry veneer on wood construction shall be constructed in accordance with Figure R703.8.2.1.

    The maximum slope of the roof construction without stops shall be 7:12. Roof construction with slopes greater than 7:12 but not more than 12:12 shall have stops of a minimum 3-inch by 3-inch by [1] / 4 -inch (76 mm by 76 mm by 6.4 mm) steel plate welded to the angle at 24 inches (610 mm) on center along the angle or as approved by the building official.

    FIGURE R703.8.2.1—EXTERIOR MASONRY VENEER SUPPORT BY STEEL ANGLES

    SHEATHING

    BRICK VENEER

    STUD

    STEEL ANGLE ATTACHED TO STUD WITH FASTENERS

    FASTENERS

    VENEER TIE

    FLASHING

    WEEP HOLE

    COUNTER FLASHING

    BASE FLASHING

    ROOF SHEATHING

    R703.8.2.2 Support by ledger or roof construction. A steel angle shall be placed directly on top of the ledger or roof construction. The ledger or roof construction supporting the steel angle shall consist of not fewer than three 2-inch by 6-inch (51 mm × 152 mm) wood members for wood construction or three 550S162 cold-formed steel members for cold-formed steel light frame construction. The wood member abutting the vertical wall stud construction shall be anchored with not fewer than three [5] / 8 -inch (15.9 mm) diameter by 5-inch (127 mm) lag screws to every wood stud spacing. Each additional wood roof member shall be anchored by the use of two 10d nails at every wood stud spacing. A cold-formed steel member abutting the vertical wall stud shall be anchored with not fewer than nine No. 8 screws to every cold-formed steel stud. Each additional cold-formed steel roof member shall be anchored to the adjoining roof member using two No. 8 screws at every stud spacing. Not less than two-thirds the width of the masonry veneer thickness shall bear on the steel angle. Flashing and weep holes shall be located in the masonry veneer wythe in accordance with Figure R703.8.2.2(1) or R703.8.2.2(2).

  • CRC § 2.95 High relevance — show source text

    00|2.95|2.20|1.45|3.00|2.35|1.25|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#8 screw into 33 mil steel or
    thicker|8|3.00|2.55|1.60|0.60|3.00|1.80|DR|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#8 screw into 33 mil steel or
    thicker|12|3.00|1.80|DR|DR|3.00|0.65|DR|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 33 mil steel|6|4.00|3.50|2.70|1.95|4.00|2.90|1.70|0.55| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 33 mil steel|8|4.00|3.10|2.05|1.00|4.00|2.25|0.70|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 33 mil steel|12|4.00|2.25|0.70|DR|3.70|1.05|DR|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 43 mil steel or
    thicker|6|4.00|4.00|4.00|3.60|4.00|4.00|3.45|2.70| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 43 mil steel or
    thicker|8|4.00|4.00|3.70|3.00|4.00|3.85|2.80|1.80| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 43 mil steel or
    thicker|12|4.00|3.85|2.80|1.80|4.00|3.05|1.50|DR| |For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
    DR = design required, o.c. = on center.
    a. Cold-formed steel framing shall be minimum 33 ksi steel for 33 mil and 43 mil steel and 50 ksi steel for 54 mil steel or thicker.
    b. Screws shall comply with the requirements of AISI S240.
    c. Foam sheathing shall have a minimum compressive strength of 15 pounds per square inch in accordance with ASTM C578 or ASTM C1289.|For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
    DR = design required, o.c. = on center.
    a. Cold-formed steel framing shall be minimum 33 ksi steel for 33 mil and 43 mil steel and 50 ksi steel for 54 mil steel or thicker.
    b.

  • CRC § 3.3 Medium relevance — show source text

    R804.3.3 Cutting and notching. Flanges and lips of load-bearing, cold-formed steel roof framing members shall not be cut or notched.

    R804.3.4 Headers. Roof-ceiling framing above wall openings shall be supported on headers. The allowable spans for headers in load-bearing walls shall not exceed the values set forth in Section R603.6 and Tables R603.6(1) through R603.6(6).

    R804.3.5 Framing of openings in roofs and ceilings. Openings in roofs and ceilings shall be framed with header and trimmer joists. Header joist spans shall not exceed 4 feet (1219 mm) in length. Header and trimmer joists shall be fabricated from joist and track members having a minimum size and thickness equivalent to the adjacent ceiling joists or roof rafters and shall be installed in accordance with Figures R804.3.5(1) and R804.3.5(2). Each header joist shall be connected to trimmer joists with not less than four 2-inch by 2-inch (51 by 51 mm) clip angles. Each clip angle shall be fastened to both the header and trimmer joists with four No. 8 screws, evenly spaced, through each leg of the clip angle. The steel thickness of the clip angles shall be not less than that of the ceiling joist or roof rafter. Each track section for a built-up header or trimmer joist shall extend the full length of the joist (continuous).

    FIGURE R804.3.5(1)—ROOF OR CEILING OPENING

    For SI: 1 foot = 304.8 mm.

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    FIGURE R804.3.5(2)—HEADER TO TRIMMER CONNECTION

    MINIMUM 2 IN. × 2 IN. CLIP ANGLE WITH 4 NO. 8 SCREWS THROUGH EACH LEG, BOTH SIDES OF CONNECTION

    For SI: 1 inch = 25.4 mm.

    R804.3.6 Roof trusses. Cold-formed steel trusses shall be designed and installed in accordance with AISI S230, Section F6. In the absence of specific bracing requirements, trusses shall be braced in accordance with accepted industry practices, such as the SBCA Cold-Formed Steel Building Component Safety Information (CFSBCSI) Guide to Good Practice for Handling, Installing & Bracing of Cold-Formed Steel Trusses. Trusses shall be connected to the top track of the load-bearing wall in accordance with Table R804.3, either with the required number of No. 10 screws applied through the flange of the truss or by using a 54-mil (1.37 mm) clip angle with the required number of No. 10 screws in each leg.

    R804.3.7 Ceiling and roof diaphragms. Ceiling and roof diaphragms shall be in accordance with this section. **R804.3.7.1 Ceiling diaphragms.

  • CRC § 6-106 Medium relevance — show source text

    R607 Glass Unit Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-106

    R608 Exterior Concrete Wall Construction. . . . . . . . . . . . 6-107

    R609 Exterior Windows and Doors. . . . . . . . . . . . . . . . . . . 6-172

    R610 Structural Insulated Panel Wall Construction . . . 6-175

    CHAPTER 7 WALL COVERING. . . . . . . . . . . . . . . . . . . . . . . . 7-3

    R701 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-3

    R702 Interior Covering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-3

    R703 Exterior Wall Covering . . . . . . . . . . . . . . . . . . . . . . . . . 7-10

    R704 Exterior Soffits and Fascias. . . . . . . . . . . . . . . . . . . . . 7-32

    R705 BIPV Systems for Exterior Wall Coverings and Fenestration . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-35

    CHAPTER 8 ROOF-CEILING CONSTRUCTION. . . . . . . . . . . 8-3

    R801 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-3

    R802 Wood Roof Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-3

    R803 Roof Sheathing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-30

    R804 Cold-Formed Steel Roof Framing . . . . . . . . . . . . . . . 8-31

    R805 Ceiling Finishes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-44

    R806 Roof Ventilation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-44

    R807 Attic Access. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-46

    CHAPTER 9 ROOF ASSEMBLIES . . . . . . . . . . . . . . . . . . . . . .9-3

    R901 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3

    R902 Fire Classification. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3

  • CRC § 8-3 Medium relevance — show source text

    R802 Wood Roof Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-3

    R803 Roof Sheathing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-30

    R804 Cold-Formed Steel Roof Framing . . . . . . . . . . . . . . . 8-31

    R805 Ceiling Finishes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-44

    R806 Roof Ventilation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-44

    R807 Attic Access. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-46

    CHAPTER 9 ROOF ASSEMBLIES . . . . . . . . . . . . . . . . . . . . . .9-3

    R901 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3

    R902 Fire Classification. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3

    R903 Weather Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-4

    R904 Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-4

    R905 Requirements for Roof Coverings . . . . . . . . . . . . . . . . 9-4

    R906 Roof Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-19

    R907 Rooftop-Mounted Photovoltaic Panel Systems . . . 9-19

    R908 Reroofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-19

    R909 Roof Coatings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-20

    CHAPTER 10 CHIMNEYS AND FIREPLACES . . . . . . . . . . . .10-3

    R1001 Masonry Fireplaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-3

    R1002 Masonry Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-6

    R1003 Masonry Chimneys . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-7

  • CRC § 12.1.1 Medium relevance — show source text

    R606.12.1.1 Floor and roof diaphragm construction. Floor and roof diaphragms shall be constructed of wood structural panels attached to wood framing in accordance with Table R602.3(1) or to cold-formed steel floor framing in accordance with Table R505.3.1(2) or to cold-formed steel roof framing in accordance with Table R804.3. Additionally, sheathing panel edges

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    WALL CONSTRUCTION

    perpendicular to framing members shall be backed by blocking, and sheathing shall be connected to the blocking with fasteners at the edge spacing. For Seismic Design Categories C, D 0, D 1 and D 2, where the width-to-thickness dimension of the diaphragm exceeds 2-to-1, edge spacing of fasteners shall be 4 inches (102 mm) on center.

    R606.12.2 Seismic Design Category C. Townhouses located in Seismic Design Category C shall comply with the requirements of this section.

    R606.12.2.1 Minimum length of wall without openings. Table R606.12.2.1 shall be used to determine the minimum required solid wall length without openings at each masonry exterior wall. The provided percentage of solid wall length shall include only those wall segments that are 3 feet (914 mm) or longer. The maximum clear distance between wall segments included in determining the solid wall length shall not exceed 18 feet (5486 mm). Shear wall segments required to meet the minimum wall length shall be in accordance with Section R606.12.2.2.3.

    TABLE R606.12.2.1—MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES Col2 Col3 Col4
    ** SESIMIC**
    DESIGN CATEGORY    		 ** MINIMUM SOLID WALL LENGTH**
    (percent)a    		 ** MINIMUM SOLID WALL LENGTH**
    (percent)a    		 ** MINIMUM SOLID WALL LENGTH**
    (percent)a
    ** SESIMIC**
    DESIGN CATEGORY    		 ** One story or**
    top story of two story    		 ** Wall supporting**
    light-frame second story and roof    		 ** Wall supporting**
    masonry second story and roof
    Townhouses in C 20 25 35
    D0 or D1 25 NP NP
    D2 30 NP NP
    NP = Not Permitted, except with design in accordance with the_California Building Code_.
    a. For all walls, the minimum required length of solid walls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consideration, of
    a rectangle inscribing the overall building plan.    		 NP = Not Permitted, except with design in accordance with the_California Building Code_.
    a. For all walls, the minimum required length of solid walls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consideration, of
    a rectangle inscribing the overall building plan.    		 NP = Not Permitted, except with design in accordance with the_California Building Code_.
    a.
  • CRC § 0.42 Medium relevance — show source text

    Spacing of fasteners not included in this table shall be based on Table R602.3(2).
    f. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4
    inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Fastener spacing applies where roof
    framing specific gravity is 0.42 or larger. Where roof framing specific gravity is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, fastening of roof
    sheathing shall be with RSRS-03 (21/2″ × 0.131″ × 0.281″ head) nails.
    g. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with ASTM C1280 or GA 253 . Fiberboard sheathing shall conform to ASTM C208.
    h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only. Spacing of fasteners
    on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the
    framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
    i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist
    to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.
    a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections are carbon steel and shall have mini-
    mum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than
    0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. Connections using nails and staples of other materials, such as stainless steel, shall be designed by accepted
    engineering practice or approved under Section R104.2.2.
    b. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
    c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
    d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
    e. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
    f. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4
    inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Fastener spacing applies where roof
    framing specific gravity is 0.42 or larger.

  • CRC § 3.1.1 Medium relevance — show source text

    R702.3.1.1 Adhesives. Expandable foam adhesives for the installation of gypsum board and gypsum panel products shall conform to ASTM D6464. Other adhesives for the installation of gypsum board and gypsum panel products shall conform to ASTM C557. Supports and fasteners used to attach gypsum board and gypsum panel products shall comply with Table R702.3.5 or other approved method.

    R702.3.2 Wood framing. Wood framing supporting gypsum board and gypsum panel products shall be not less than 2 inches (51 mm) nominal thickness in the least dimension except that wood furring strips not less than 1-inch by 2-inch (25 mm by 51 mm) nominal dimension shall be permitted to be used over solid backing or framing spaced not more than 24 inches (610 mm) on center.

    R702.3.3 Cold-formed steel framing. Cold-formed steel framing supporting gypsum board and gypsum panel products shall be not less than 1 [1] / 4 inches (32 mm) wide in the least dimension. Nonload-bearing cold-formed steel framing shall comply with AISI S220. Load-bearing cold-formed steel framing shall comply with AISI S240.

    R702.3.4 Insulating concrete form walls. Foam plastics for insulating concrete form walls constructed in accordance with Sections R404.1.2 and R608 on the interior of habitable spaces shall be protected in accordance with Section R303.4. Use of adhesives in conjunction with mechanical fasteners is permitted. Adhesives used for interior and exterior finishes shall be compatible with the insulating form materials.

    R702.3.5 Application. Supports and fasteners used to attach gypsum board and gypsum panel products shall comply with Table R702.3.5. Gypsum sheathing shall be attached to exterior walls in accordance with Table R602.3(1). Gypsum board and gypsum panel products shall be applied at right angles or parallel to framing members. All edges and ends of gypsum board and gypsum panel products shall occur on the framing members, except those edges and ends that are perpendicular to the framing members. Interior gypsum board shall not be installed where it is directly exposed to the weather or to water.

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    TABLE R702.3.5—MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD AND GYPSUM PANEL PRODUCTS Col2 Col3 Col4 Col5 Col6 Col7
    ** THICKNESS OF**
    GYPSUM BOARD OR
    GYPSUM PANEL
    PRODUCTS (inches)    		 ** APPLICATION** ** ORIENTATION OF**
    GYPSUM BOARD
    OR GYPSUM PANEL
    PRODUCTS TO
    FRAMING    		 ** MAXIMUM**
    SPACING
    OF FRAMING
    MEMBERS
    **(inches o.c.
  • CRC § 3.1 Medium relevance — show source text

    Screws shall comply with ASTM C1513 and shall penetrate a minimum of three threads through minimum 33 mil (20 gage) cold-formed steel frame construction.
    b. Screw head diameter shall be not less than the nail head diameter required by Table R703.3(1).
    c. Number and spacing of screw fasteners shall comply with Table R703.3(1).
    d. Pan head, hex washer head, modified truss head or other screw head types with a flat attachment surface under the head shall be used for vinyl siding attachment.
    e. Aluminum siding shall not be fastened directly to cold-formed steel light frame construction.|

    R703.3.1 Siding clearance at wall and adjacent surfaces. Unless otherwise specified by the cladding manufacturer or this code, polypropylene, insulated vinyl and vinyl claddings shall have clearance of not less than 6 inches (152 mm) from the ground and not less than [1] / 2 inch (13 mm) from other adjacent surfaces (decks, roofs, slabs).

    R703.3.2 Wind limitations. Where the design wind pressure exceeds 30 psf or where the limits of Table R703.3.2 are exceeded, the attachment of wall coverings shall be designed to resist the component and cladding loads specified in Table R301.2.1(1) for walls, adjusted for height and exposure in accordance with Table R301.2.1(2). For the determination of wall covering, component and cladding loads shall be determined using an effective wind area of 10 square feet (0.93 m [2] ).

    TABLE R703.3.2—LIMITS FOR ATTACHMENT PER TABLE R703.3(1) Col2 Col3 Col4
    ** MAXIMUM MEAN ROOF HEIGHT** ** MAXIMUM MEAN ROOF HEIGHT** ** MAXIMUM MEAN ROOF HEIGHT** ** MAXIMUM MEAN ROOF HEIGHT**
    ** Ultimate Wind Speed**
    (mph 3-second gust)    		 ** Exposure** ** Exposure** ** Exposure**
    ** Ultimate Wind Speed**
    (mph 3-second gust)    		 ** B** ** C** ** D**
    95 NL NL NL
    100 NL NL NL
    105 NL NL NL
    110 NL NL 40′
    115 NL 50′ 20′
    120 NL 30′ DR
    130 60′ 15′ DR
    140 35′ DR DR
    For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
    NL = Not Limited by Table R703.3.2, DR = Design Required.    		 For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
    NL = Not Limited by Table R703.3.2, DR = Design Required.    		 For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
    NL = Not Limited by Table R703.3.2, DR = Design Required.    		 For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
    NL = Not Limited by Table R703.3.2, DR = Design Required.

    7-12 2025 CALIFORNIA RESIDENTIAL CODE

  • CRC § 3.00 Medium relevance — show source text

    fastener**
    horizontal spacing|24″ o.c. fastener
    horizontal spacing|24″ o.c. fastener
    horizontal spacing|24″ o.c. fastener
    horizontal spacing|24″ o.c. fastener
    horizontal spacing| |CLADDING FASTENER THROUGH
    FOAM SHEATHING INTO:|CLADDING FASTENER TYPE
    AND MINIMUM SIZEb|CLADDING
    FASTENER
    VERTICAL
    SPACING
    (inches)|Cladding weight|Cladding weight|Cladding weight|Cladding weight|Cladding weight|Cladding weight|Cladding weight|Cladding weight| |CLADDING FASTENER THROUGH
    FOAM SHEATHING INTO:|CLADDING FASTENER TYPE
    AND MINIMUM SIZEb|CLADDING
    FASTENER
    VERTICAL
    SPACING
    (inches)|**3 **
    psf|11
    psf|18
    psf|25
    psf|**3 **
    psf|11
    psf|18
    psf|25
    psf| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#8 screw into 33 mil steel or
    thicker|6|3.00|2.95|2.20|1.45|3.00|2.35|1.25|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#8 screw into 33 mil steel or
    thicker|8|3.00|2.55|1.60|0.60|3.00|1.80|DR|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#8 screw into 33 mil steel or
    thicker|12|3.00|1.80|DR|DR|3.00|0.65|DR|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 33 mil steel|6|4.00|3.50|2.70|1.95|4.00|2.90|1.70|0.55| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 33 mil steel|8|4.00|3.10|2.05|1.00|4.00|2.25|0.70|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 33 mil steel|12|4.00|2.25|0.70|DR|3.70|1.05|DR|DR| |Cold-formed steel framing
    (minimum penetration of steel
    thickness plus 3 threads)|#10 screw into 43 mil steel or
    thicker|6|4.00|4.00|4.00|3.60|4.00|4.00|3.45|2.

  • CRC § 1.15 Medium relevance — show source text

    Exception: The gap-to-side plate thickness ratio shall be permitted to be modified for moment connections with unequal beam sizes on opposite sides of the column or when orthogonal beams acting as drag connections frame into the side plate. 9. Demand Critical fillet welds {2}, {5}, {5a} and {8} shall have Magnetic Particle Testing (MT) in accordance with AWS D1.1 for procedure, technique and acceptance. Inspect the beginning and end of these welds for a 6-inch (152 mm) length, plus any location along the length of the weld where a start and restart is visually noted for a distance of 6 inches (152 mm) on either side of the start/stop location. 10. The connection specific factor to account for peak connection strength, C pr , shall be between 1.15 and 1.35. Calculations shall be submitted to OSHPD for review and approval. 11. For in-plane collectors transferring axial loads into the sideplate connection, coordination between sideplate and the regis- tered design professional in responsible charge will be required to confirm the collector connection is sufficient to transfer the load into the moment frame system. This requirement shall be satisfied by designing the sideplate connections in the first bay of a multi-bay sideplate moment frame or an end bay to have a minimum connection capacity, including combined shear (V u + V g ) and moment (M pr ) demands, of at least 1.2 times the M pr at the plastic hinge location when the axial load, as determined by ASCE 7, Section 12.10.2.1 without Ω o , exceeds 0.1 F y A g of the sideplate beam. 12. A complete frame analysis for gravity and design wind loading using LRFD load combinations in Section 1605A.1 shall be performed including Demand/Capacity Ratios. Frame beam member nominal moment strengths (M n ) used for gravity and design wind loading for the bolted sideplate connection using Class A or Class B faying surfaces shall be taken as 0.80 F y Z for frame beams up to 300 plf and 0.60 F y Z for frame beams greater than 300 plf. 13. For moment frame beams with maximum beam shear greater than 90 percent of the vertical bolt shear capacity, a second- ary check is to be provided to confirm the vertical bolt shear capacities are sufficient. 14. Bolted sideplate connections used on heavy-shallow frame beams for beams greater than 200 plf and shallower than 24 inches (610 mm) in depth shall be considered as an alternative system. 15. Skewed beams shall utilize the link-beam fabrication method with CJP welded splices for skew angles. The skew angle shall be less than 15 degrees. 16. For two-sided bolted sideplate connections sharing the same side plates at the same height and depth across the column, the vertical offset in the beams shall not exceed 10 inches (254 mm).

  • CRC § 5-14 Medium relevance — show source text

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    FLOORS

    R505.2 Structural framing. Load-bearing cold-formed steel floor framing members shall be in accordance with this section.

    R505.2.1 Material. Load-bearing cold-formed steel framing members shall be cold formed to shape from structural quality sheet steel complying with the requirements of AISI S240, Section A3.

    R505.2.2 Corrosion protection. Load-bearing cold-formed steel framing shall have a metallic coating complying with AISI S240, Section A4.

    R505.2.3 Dimension, thickness and material grade. Load-bearing cold-formed steel floor framing members shall comply with AISI S230, Section A4.3 and material grade requirements as specified in AISI S230, Section A4.4.

    R505.2.4 Identification. Load-bearing cold-formed steel framing members shall meet the product identification requirements of AISI S240, Section A5.5.

    R505.2.5 Fastening. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of [1] / 2 inch (12.7 mm), shall be self-drilling tapping, and shall conform to ASTM C1513. Floor sheathing shall be attached to cold-formed steel joists with minimum No. 8 self-drilling tapping screws that conform to ASTM C1513. Screws attaching floor sheathing to cold-formed steel joists shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of [3] / 8 inch (9.5 mm). Gypsum board ceilings shall be attached to cold-formed steel joists with minimum No. 6 screws conforming to ASTM C954 or ASTM C1513 with a bugle-head style and shall be installed in accordance with Section R702. For all connections, screws shall extend through the steel not fewer than three exposed threads. Fasteners shall have a rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

    R505.2.6 Web holes, web hole reinforcing and web hole patching. Web holes in floor framing members shall comply with the conditions as prescribed in AISI S230, Section A4.5. Web holes not in compliance with the conditions as prescribed in AISI S230, Section A4.5 shall be reinforced in accordance with the provisions of AISI S230, Section A4.6 or patched in accordance with the provisions of AISI S230, Section A4.7.

    R505.3 Floor construction. Cold-formed steel floors shall be constructed in accordance with this section.

    R505.3.1 Floor-to-foundation or load-bearing wall connections. Cold-formed steel-framed floors shall be anchored to foundations, wood sills or load-bearing walls in accordance with Table R505.3.1(1) and Figure R505.3.1(1), R505.3.1(2), R505.3.1(3), R505.3.1(4), R505.3.1(5) or R505.3.1(6). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks.

  • CRC § 8.2.1 Medium relevance — show source text

    FIGURE R703.8.2.1—EXTERIOR MASONRY VENEER SUPPORT BY STEEL ANGLES

    SHEATHING

    BRICK VENEER

    STUD

    STEEL ANGLE ATTACHED TO STUD WITH FASTENERS

    FASTENERS

    VENEER TIE

    FLASHING

    WEEP HOLE

    COUNTER FLASHING

    BASE FLASHING

    ROOF SHEATHING

    R703.8.2.2 Support by ledger or roof construction. A steel angle shall be placed directly on top of the ledger or roof construction. The ledger or roof construction supporting the steel angle shall consist of not fewer than three 2-inch by 6-inch (51 mm × 152 mm) wood members for wood construction or three 550S162 cold-formed steel members for cold-formed steel light frame construction. The wood member abutting the vertical wall stud construction shall be anchored with not fewer than three [5] / 8 -inch (15.9 mm) diameter by 5-inch (127 mm) lag screws to every wood stud spacing. Each additional wood roof member shall be anchored by the use of two 10d nails at every wood stud spacing. A cold-formed steel member abutting the vertical wall stud shall be anchored with not fewer than nine No. 8 screws to every cold-formed steel stud. Each additional cold-formed steel roof member shall be anchored to the adjoining roof member using two No. 8 screws at every stud spacing. Not less than two-thirds the width of the masonry veneer thickness shall bear on the steel angle. Flashing and weep holes shall be located in the masonry veneer wythe in accordance with Figure R703.8.2.2(1) or R703.8.2.2(2). The maximum height of the masonry veneer above the steel angle support shall be 12 feet 8 inches (3861 mm). The airspace separating the masonry veneer from the wood backing shall be in accordance with Sections R703.8.4 and R703.8.4.2. The support for the masonry veneer shall be constructed in accordance with Figure R703.8.2.2(1) or R703.8.2.2(2).

    The maximum slope of a steel angle installed without stops shall be 7:12. A steel angle installed with a slope greater than 7:12 but not more than 12:12 shall have stops of a minimum 3-inch by 3-inch by [1] / 4 -inch (76 mm × 76 mm × 6.4 mm) steel plate welded to the angle at 24 inches (610 mm) on center along the angle or as approved by the building official.

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    WALL COVERING

    FIGURE R703.8.2.2(1)—EXTERIOR MASONRY VENEER SUPPORT BY ROOF MEMBERS

    SHEATHING

    BRICK VENEER

    STUD

    STEEL ANGLE NOT ATTACHED TO STUD

    FASTENERS

    VENEER TIE

    FLASHING

    WEEP HOLE

    COUNTER FLASHING

    BASE FLASHING

    TRIPLE RAFTERS ATTACHED TO STUDS

Frequently asked questions

Can I use self‑tapping sheet‑metal screws instead of self‑drilling, self‑tapping screws?

No. The CRC specifically requires self‑drilling, self‑tapping screws (ASTM C1513) for steel‑to‑steel connections in cold‑formed steel roof framing — use the screw type called out in § R804.2.5.

How far must a screw protrude through the member?

Screws must extend through the steel with not fewer than three exposed threads — this is stated in § R804.2.5.

Are there different fastener rules for sheathing vs. member‑to‑member connections?

Yes. Structural sheathing to rafters must use No. 8 self‑drilling tapping screws with ≥0.292 in head and 3/8 in edge distance; steel‑to‑steel connections require self‑drilling, self‑tapping screws with minimum 1/2 in edge/center spacing. See § R804.2.5.

What if my building is taller or in higher wind speeds than the applicability limits?

If the project is outside the prescriptive limits in § R804.1.1, design per AISI S230 (engineered design) as allowed by § R804.1.1.1.

Where can I find the prescriptive fastening patterns/spacing for the whole roof assembly?

The CRC references Figure R804.3 and Table R804.3 for the prescriptive roof‑ceiling assembly and fastening — consult those figures/tables in your CRC copy because they show assembly details and fastening patterns required by § R804.3. (Note: specific subsection § R804.3.2.1 text was not found in the provided files.)

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Framing and span tables (wood & cold‑formed steel)

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