CRC · California Residential Code
How must bearing studs and braced wall uplift load paths be handled?
For homeowners: roof members that are spaced wider than 16 inches over studs spaced 24 inches must sit within 5 inches of the stud below. If the calculated uplift on a braced wall top is over 100 pounds per linear foot, the framing must use approved connectors that create a continuous path of uplift resistance down to the foundation unless narrow prescriptive conditions apply. (§ R602.3.3, § R602.3.5)
Last reviewed: July 6, 2026
What the code requires — 2-4 sentences
In the California Residential Code the key rules are: bearing members (joists, rafters or trusses) that are spaced more than 16 inches (406 mm) on center over walls with studs at 24 inches (610 mm) on center must bear within 5 inches (127 mm) of the stud beneath (§ R602.3.3) . For braced wall panels that support roof rafters/trusses, the framing must either be fastened per Table R602.3(1) under limited wind/roof conditions, or—if the computed net uplift at the top of the wall exceeds 100 plf (146 N/ft)—approved uplift connectors must be installed to provide a continuous load path to the foundation (or to a point where the uplift is ≤ 100 plf) (§ R602.3.5) .
If the top-of-wall net uplift is more than 100 plf, you must provide approved uplift connectors that make a continuous load path to the foundation (unless other Table R602.3(1) conditions apply). § R602.3.5 is the controlling rule.
Requirements in detail
Bearing studs — what to check and why
- Defined term — Bearing studs: studs supporting bearing members under roof/joist/truss loads.
- Rule: If roof joists/trusses/rafters are spaced > 16 in. o.c. and the studs below are 24 in. o.c., those members must bear within 5 in. of the studs beneath (§ R602.3.3) .
- Purpose: prevent excessive eccentric bearing on a top plate and ensure load is transferred into studs; avoids unsupported header/tie situations.
Braced wall panel uplift load path — three permitted approaches
The code requires one of the following for braced wall panels at exterior walls that support roof framing (§ R602.3.5) :
- Fasten framing per Table R602.3(1) where all of these are true:
- ultimate design wind speed ≤ 115 mph (51 m/s),
- wind Exposure B,
- roof pitch ≥ 5:12,
- roof span ≤ 32 ft (9754 mm).
(See § R602.3.5(1) for conditions) .
- If the net uplift at the top of the wall exceeds 100 plf (146 N/ft), install approved uplift framing connectors that provide a continuous load path from the top of wall to the foundation or to a point where the uplift force is ≤ 100 plf; the net uplift is determined per § R802.11 and may be reduced by 60 plf for each full wall above (§ R602.3.5(1.2)–(2)) .
- Design the wall sheathing + fasteners to resist the combined uplift and shear forces using accepted engineering practice (the performance alternative in § R602.3.5(3)) .
Decision table — when to use which path
| Condition / question | Threshold / value | Required action | Code reference |
|---|---|---|---|
| Joists/trusses/rafters spacing vs studs | Joists > 16 in. o.c. and studs at 24 in. o.c. | Members must bear within 5 in. of stud beneath | § R602.3.3 |
| Use prescriptive Table R602.3(1)? | Wind ≤ 115 mph, Exposure B, roof pitch ≥ 5:12, roof span ≤ 32 ft | Fasten per Table R602.3(1) | § R602.3.5(1) |
| Net uplift at top of wall | ≤ 100 plf (146 N/ft) (after allowed reductions) | No continuous uplift connectors required if Table conditions met; otherwise verify | § R602.3.5(1.2) |
| Net uplift > 100 plf | > 100 plf | Install approved connectors to provide continuous load path to foundation or to a point ≤ 100 plf | § R602.3.5(2) |
| Reduction for walls above | 60 plf reduction per full wall above | Can lower required connectors if cumulative reductions bring net uplift ≤ 100 plf | § R602.3.5(1.2) |
| Alternative: sheathing design | Performance-designed sheathing & fasteners | Design sheathing/fasteners to resist combined uplift & shear | § R602.3.5(3) |
Exceptions & special cases
- Top-plate constructions affecting bearing studs: § R602.3.3 includes exceptions where the 5‑inch requirement does not apply if one of these exists: (a) top plates are two 2x6 or two 3x4 members, (b) a third top plate is installed, or (c) solid blocking equal in size to the studs is installed to reinforce a double top plate — see § R602.3.3 Exceptions .
- Braced-wall end/return details: Other sections (e.g., the end conditions in § R602.10.7) set hold‑down sizing/locations at braced wall ends; when braced wall panels and returns are used the code calls out specific hold-down requirements (see related provisions) .
- Wind/roof geometry limits: The prescriptive Table R602.3(1) fastening route only applies under the limited combination of wind speed, exposure, roof pitch and span in § R602.3.5(1.1) — when those conditions are not met the connector or engineered sheathing route applies .
- Net uplift determination: The code requires use of § R802.11 to compute net uplift; that calculation controls whether the 100 plf threshold is exceeded (see § R602.3.5) . (Text of § R802.11 was not included in the retrieved file set.)
Common mistakes
- Assuming Table R602.3(1) applies without checking all four conditions (wind speed, exposure, roof pitch, roof span). § R602.3.5 is explicit about the combination required .
- Forgetting the 5‑inch bearing requirement when roof members are > 16 in. o.c. over studs at 24 in. o.c. — leads to eccentric bearing on the top plate (§ R602.3.3) .
- Not calculating net uplift per § R802.11 (or failing to apply the 60 plf reduction per full wall above), then either under- or over-designing uplift connectors; § R602.3.5 requires that determination .
- Providing hold‑downs that stop at mid‑story rather than creating a continuous load path to the foundation when net uplift exceeds 100 plf; the code requires a continuous path to the foundation or to a point where uplift ≤ 100 plf (§ R602.3.5(2)) .
- Substituting a hold‑down connector without verifying its installed capacity and manufacturer instructions or without following the applicable braced-wall end details (see § R602.10.x) .
Worked example — concrete scenario
Scenario:
- Roof rafters at 24 in. o.c. bearing on an exterior wall framed with studs at 24 in. o.c.
- Roof geometry: 6:12 pitch, roof span 30 ft.
- Ultimate design wind speed: 120 mph, Exposure B.
- Net uplift at top of wall (calculated per § R802.11): 160 plf. No full walls above.
Apply the code:
- Bearing studs: Since rafters are spaced >16 in. o.c. (24 in.) and studs are 24 in. o.c., the rafters must bear within 5 in. of the studs beneath. If they do not, adjust framing so bearing is within 5 in. or add reinforcement (e.g., blocking or different top plate per exceptions) (§ R602.3.3) .
- Braced-wall uplift path:
- Can we use the prescriptive Table R602.3(1) fastening? No — wind speed 120 mph exceeds the 115 mph limit in § R602.3.5(1.1), so the table route is not allowed here .
- Net uplift = 160 plf (> 100 plf), and there are no full walls above to reduce the value. Therefore approved uplift framing connectors must be installed to provide a continuous load path from the top of the wall to the foundation (or to a point where uplift ≤ 100 plf) as required by § R602.3.5(2) .
- Alternatively, the designer could provide wall sheathing and fasteners sized to resist the combined uplift and shear (engineered approach) per § R602.3.5(3) if acceptable .
Result: Provide hold‑down/connectors per manufacturer recommendations making a continuous path to the foundation and ensure rafters bear within 5 in. of studs. Document uplift calculations per § R802.11 and retain connector capacities and layout on the framing drawings.
Related provisions (quick list)
- § R602.3.3 — Bearing studs (bearing location requirement) .
- § R602.3.5 — Braced wall panel uplift load path (primary controlling section for uplift) .
- § R802.11 — Net uplift determination referenced by § R602.3.5 (calculation procedure) — referenced in retrieved text but full text not included here .
- § R602.10.2.1 — Braced wall panel uplift load path reference (bracing lengths in tables apply only when uplift loads are resisted per § R602.3.5) .
- § R602.10.7 — Ends of braced wall lines with continuous sheathing — shows end conditions and required hold‑down details (useful when detailing continuous load path at braced wall ends) .
- Related tables: Table R602.3(1) (prescriptive fastening) and Table R602.10.3(1) (bracing requirements) — consult the code tables when applying the prescriptive options .
Code references
Grounded in the retrieved California Residential Code — click a citation to read the verbatim passage:
CRC § 2308.10.5.2 High relevance — show source text
A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer’s recommendations. The PFH panels shall be supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
Where a PFH is installed at the first story of two-story buildings, each panel shall have a length of not less than 24 inches (610 mm).
FIGURE 2308.10.5.2—PORTAL FRAME WITH HOLD-DOWNS (PFH)
For SI:1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.
2308.10.6 Cripple wall bracing. Cripple walls shall be braced in accordance with Section 2308.10.6.1 or 2308.10.6.2.
2308.10.6.1 Cripple wall bracing in Seismic Design Categories A, B and C. For the purposes of this section, cripple walls in Seismic Design Categories A, B and C having a stud height exceeding 14 inches (356 mm) shall be considered to be a story and shall be braced in accordance with Table 2308.10.1. Spacing of edge nailing for required cripple wall bracing shall not exceed 6 inches (152 mm) on center along the foundation plate and the top plate of the cripple wall. Nail size, nail spacing for field nailing and more restrictive boundary nailing requirements shall be as required elsewhere in the code for the specific bracing material used.
2308.10.6.2 Cripple wall bracing in Seismic Design Categories D and E. For the purposes of this section, cripple walls in Seismic Design Categories D and E shall not have a stud height exceeding 14 inches (356 mm), and studs shall be solid blocked in accordance with Section 2308.9.6 for the full dwelling perimeter and for the full length of interior braced walls lines supported on foundations, excepting ventilation and access openings.
2025 CALIFORNIA BUILDING CODE 23-51
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WOOD
2308.10.7 Connections of braced wall panels. Braced wall panel joints shall occur over studs or blocking. Braced wall panels shall be fastened to studs, top and bottom plates and at panel edges. Braced wall panels shall be applied to nominal 2-inch-wide
[actual 1 [1] / 2 -inch (38 mm)] or larger stud framing.
CRC § 1.2. High relevance — show source text
- Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation or to a point where the uplift force is 100 plf (146 N/mm) or less. The net uplift value shall be as determined in Item 1.2.
- Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.
R602.4 Interior load-bearing walls. Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.
R602.5 Interior nonbearing walls. Interior nonbearing walls shall be permitted to be constructed with 2-inch by 3- inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on center or, where not part of a braced wall line, 2-inch by 4- inch (51 mm by 102 mm) flat studs spaced at 16 inches (406 mm) on center. Interior nonbearing walls shall be capped with not less than a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R602.8.
R602.6 Drilling and notching of studs. Drilling and notching of studs shall be in accordance with the following:
- Notching. A stud in an exterior wall or bearing partition shall not be cut or notched to a depth exceeding 25 percent of its depth. Studs in nonbearing partitions shall not be notched to a depth exceeding 40 percent of a single stud depth.
- Boring. The diameter of bored holes in studs shall not exceed 60 percent of the stud depth, the edge of the hole shall not be less than [5] / 8 inch (16 mm) from the edge of the stud, and the hole shall not be located in the same section as a cut or notch. Where the diameter of a bored hole in a stud located in exterior walls or bearing partitions is over 40 percent, such stud shall be doubled and not more than two successive doubled studs shall be so bored. See Figures R602.6(1) and R602.6(2).
Exception: Where approved, stud shoes are installed in accordance with the manufacturer’s instructions.
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FIGURE R602.6(1)—NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS
TOP PLATES
STUD
BORED HOLE MAX. DIAMETER 40 PERCENT OF STUD DEPTH
5 / 8 IN. MIN. TO EDGE
5 / 8 IN. MIN. TO EDGE
NOTCH MUST NOT EXCEED 25 PERCENT OF STUD DEPTH
BORED HOLES SHALL NOT BE LOCATED IN THE SAME CROSS SECTION OF CUT OR NOTCH IN STUD
For SI: 1 inch = 25.4 mm. Note: Condition for exterior and bearing walls.
IF HOLE IS BETWEEN 40 PERCENT AND 60 PERCENT OF STUD DEPTH, THEN STUD MUST BE DOUBLE AND NO MORE THAN TWO SUCCESSIVE STUDS ARE DOUBLED AND SO
2025 CALIFORNIA RESIDENTIAL CODE 6-15
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CRC § 15.9 High relevance — show source text
A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing. One anchor bolt not less than [5] / 8 inch (15.9 mm) diameter and installed in accordance with Section 2308.7.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).
Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer’s recommendations. The PFH panels shall be supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
Where a PFH is installed at the first story of two-story buildings, each panel shall have a length of not less than 24 inches (610 mm).
FIGURE 2308.10.5.2—PORTAL FRAME WITH HOLD-DOWNS (PFH)
For SI:1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.
2308.10.6 Cripple wall bracing. Cripple walls shall be braced in accordance with Section 2308.10.6.1 or 2308.10.6.2.
CRC § 3.4 High relevance — show source text
Exceptions:
- The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
- A third top plate is installed.
- Solid blocking equal in size to the studs is installed to reinforce the double top plate.
R602.3.4 Bottom (sole) plate. Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width not less than to the width of the studs.
R602.3.4.1 Rodent proofing. Annular spaces around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such openings in accordance with the California Green Building Standards Code, Chapter 4, Division 4.4.
R602.3.5 Braced wall panel uplift load path. Braced wall panels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following:
- Fastening in accordance with Table R602.3(1) where: 1.1. The ultimate design wind speed does not exceed 115 mph (51 m/s), the wind exposure category is B, the roof pitch is 5:12 or greater, and the roof span is 32 feet (9754 mm) or less.
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1.2. The net uplift value at the top of a wall does not exceed 100 plf (146 N/mm). The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.
- Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation or to a point where the uplift force is 100 plf (146 N/mm) or less. The net uplift value shall be as determined in Item 1.2.
- Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.
R602.4 Interior load-bearing walls. Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.
R602.5 Interior nonbearing walls. Interior nonbearing walls shall be permitted to be constructed with 2-inch by 3- inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on center or, where not part of a braced wall line, 2-inch by 4- inch (51 mm by 102 mm) flat studs spaced at 16 inches (406 mm) on center. Interior nonbearing walls shall be capped with not less than a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R602.8.
R602.6 Drilling and notching of studs. Drilling and notching of studs shall be in accordance with the following:
- Notching. A stud in an exterior wall or bearing partition shall not be cut or notched to a depth exceeding 25 percent of its depth. Studs in nonbearing partitions shall not be notched to a depth exceeding 40 percent of a single stud depth.
CRC § 25.4 High relevance — show source text
For SI: 1 inch = 25.4 mm.
BJ105.1(3)—TYPICAL TOP OF LOAD-BEARING STRAWBALE WALL
BOUNDARY NAILING PER TABLE R602.3(1)
ROOF SYSTEM PER CHAPTER 8
CAPACITY AT MAX. 2' O.C.
2X BLOCKING FOR DIRECT
BEARING ONTO PLASTER PER
SECTION BJ106.11
METAL CONNECTOR WITH MIN. 400
LB CAPACITY AT MAX. 2' O.C. FOR
BRACED WALL PANELS
FOR BRACED WALL PANELS
INSULATION FILL
STRAW BALES PER SECTIONS BJ103
AND BJ106.4 SHOWN LAID FLAT.
ON-EDGE IS PERMITTED.
For SI inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 2.2 kg.
2X BLOCKING FOR DIRECT BEARING
ONTO PLASTER PER SECTION
BJ106.11
HEADER AT WALL OPENINGS PER TABLE R602.7(1) AND SECTION BJ106.12.3
16d NAILS @ 4 "
MESH STAPLES PER TABLE BJ106.13(1) FOR BRACED WALL PANELS FOR WIND UPLIFT, PER SECTION BJ106.14.
MULTIPLE 2X WHERE REQUIRED FOR HEADERS PER TABLE R602.7(1)
PLASTER FOR LOAD-BEARING
WALLS PER TABLE BJ106.12 AND PER TABLE BJ106.13(1) WHERE WALL IS ALSO USED AS A BRACED
WALL PANEL
MESH AS REQUIRED PER TABLE BJ106.12 OR BJ106.13(1) OR SECTION BJ106.14
APPENDIX BJ-8 2025 CALIFORNIA RESIDENTIAL CODE
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APPENDIX BJ — STRAWBALE CONSTRUCTION
FIGURE BJ105.1(4)—TYPICAL TOP OF POST-AND-BEAM WALL WITH PLASTERED STRAWBALE INFILL
BOUNDARY NAILING PER TABLE R602.3(1)
ROOF SYSTEM PER
CHAPTER 8
2X BLOCKING PER SECTION
BJ106.11 FOR BRACED WALL
PANELS
MESH STAPLES PER TABLE BJ106.13(1) FOR BRACED WALL PANELS
PLASTER, PLYWOOD OR GYPSUM BOARD PER SECTION BJ104.2
STRAW BALES PER SECTIONS BJ103
AND BJ106.4 SHOWN LAID FLAT.
ON-EDGE IS PERMITTED.
NOTE:
NOTE:
NONPLASTER FINISHES ARE
For SI: 1 inch = 25.4 mm.
MESH STAPLES PER TABLE BJ106.13(1) FOR BRACED WALL PANELS
2X BLOCKING PER SECTION
BJ106.11 FOR BRACED WALL
PANELS
BEAM PER TABLE R602.7(1) AND SECTION BJ106.15, WITH MIN. 1½ ″ BEARING OVER POSTS
POSTS BEYOND, AT SPACING PER SPAN IN TABLE R602.7(1). POST = NJ + 1 WITH APPROVED
CONNECTION TO BEAM.
PLASTER PER SECTION BJ104.4 OR PER TABLE BJ106.13(1) WHERE WALL IS USED AS A BRACED WALL
PANEL
CRC § 0.113 High relevance — show source text
036″
galvanized steel
plate or equivalent|(6) 8d box
(21/2″ × 0.113″) nails|3″× 12″ × 0.036″
galvanized steel
plate or equivalent|(12) 8d box
(21/2″ × 0.113″) nails| |Structures in SDC D0, D1 and D2, with braced wall
line spacing greater than or equal to 25 feet|3″ × 8″ × 0.036″
galvanized steel
plate or equivalent|(9) 8d box
(21/2″ × 0.113″) nails|3″ × 16″ × 0.036″
galvanized steel
plate or equivalent|(18) 8d box
(21/2″ × 0.113″) nails| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.|R602.3.3 Bearing studs. Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath.
Exceptions:
- The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
- A third top plate is installed.
- Solid blocking equal in size to the studs is installed to reinforce the double top plate.
R602.3.4 Bottom (sole) plate. Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width not less than to the width of the studs.
R602.3.4.1 Rodent proofing. Annular spaces around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such openings in accordance with the California Green Building Standards Code, Chapter 4, Division 4.4.
R602.3.5 Braced wall panel uplift load path. Braced wall panels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following:
- Fastening in accordance with Table R602.3(1) where: 1.1. The ultimate design wind speed does not exceed 115 mph (51 m/s), the wind exposure category is B, the roof pitch is 5:12 or greater, and the roof span is 32 feet (9754 mm) or less.
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CRC § 1.2. High relevance — show source text
1.2. The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800-pound (8 kN) hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below as shown in End Condition 5 of Figure R602.10.7. 2. Braced wall panels constructed of Method PFH or ABW, or of Method BV-WSP where a hold-down is provided in accordance with Table R602.10.6.5.4, shall be permitted to begin not more than 10 feet (3048 mm) from each end of a braced wall line.
R602.10.2.3 Minimum number of braced wall panels. Braced wall lines with a length of 16 feet (4877 mm) or less shall have not less than two braced wall panels of any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have not less than two braced wall panels.
R602.10.3 Required length of bracing. The required length of bracing along each braced wall line shall be determined as follows:
- All buildings in Seismic Design Categories A and B shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
- Detached buildings in Seismic Design Category C shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
- Townhouses in Seismic Design Category C shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
- All buildings in Seismic Design Categories D 0, D 1 and D 2 shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
Only braced wall panels parallel to the braced wall line shall contribute toward the required length of bracing of that braced wall line. Braced wall panels along an angled wall meeting the minimum length requirements of Tables R602.10.5 and R602.10.5.2 shall be permitted to contribute its projected length toward the minimum required length of bracing for the braced wall line as shown in Figure R602.10.1.4. Any braced wall panel on an angled wall at the end of a braced wall line shall contribute its projected length for only one of the braced wall lines at the projected corner.
Exception: The length of wall bracing for dwellings in Seismic Design Categories D 0, D 1 and D 2 with stone or masonry veneer installed in accordance with Section R703.8 and exceeding the first-story height shall be in accordance with Section R602.10.6.5.
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|TABLE R602.10.3(1)—BRACING REQUIREMENTS BASED ON WIND
CRC § 25.4 High relevance — show source text
Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a.CRC § 25.4 High relevance — show source text
Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.| |R602.10.7 Ends of braced wall lines with continuous sheathing. Each end of a braced wall line with continuous sheathing shall
have one of the conditions shown in Figure R602.10.7.
FIGURE R602.10.7—END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N.
END CONDITION 1
CONTINUOUSLY SHEATHED
BRACED WALL LINE
RETURN
PANEL
HOLD-
DOWN
DEVICE
HOLD-DOWN
DEVICE
BRACED WALL PANEL AT
END OF BRACED WALL LINE
BRACED WALL PANEL AT
END OF BRACED WALL LINE
FIRST BRACED
WALL PANEL
RETURN
PANEL
* SEE REQUIREMENTS
48″ MINIMUM BRACED WALL PANEL
AT END OF BRACED WALL LINE
FIRST BRACED
WALL PANEL
D*
10′CRC § 9.2 High relevance — show source text
TABLE R603.9.2(2)—FULL-HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS Col2 Col3 ** PLAN ASPECT RATIO** ** LENGTH ADJUSTMENT FACTORS** ** LENGTH ADJUSTMENT FACTORS** ** PLAN ASPECT RATIO** ** Short wall** ** Long wall** 1:1 1.0 1.0 1.5:1 1.5 0.67 2:1 2.0 0.50 3:1 3.0 0.33 4:1 4.0 0.25 R603.9.2.1 Full-height sheathing. The minimum percentage of full-height structural sheathing shall be multiplied by 1.10 for 9-foot-high (2743 mm) walls and multiplied by 1.20 for 10-foot-high (3048 mm) walls.
R603.9.2.2 Full-height sheathing in lowest story. In the lowest story of a dwelling, multiplying the percentage of full-height sheathing required in Table R603.9.2(1) by 0.6 shall be permitted where hold-down anchors are provided in accordance with Section R603.9.4.2.
R603.9.3 Structural sheathing fastening. Edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure R603.9 and Table R603.3.2(1). Screws for attachment of structural sheathing panels shall be bugle-head, flat-head, or similar head style with a minimum head diameter of 0.29 inch (8 mm).
For continuously sheathed braced wall lines using wood structural panels installed with No. 8 screws spaced 4 inches (102 mm) on center at all panel edges and 12 inches (304.8 mm) on center on intermediate framing members, the following shall apply:
- Multiplying the percentages of full-height sheathing in Table R603.9.2(1) by 0.72 shall be permitted.
- For bottom track attached to foundations or framing below, the bottom track anchor or screw connection spacing in Tables R505.3.1(1) and R603.3.1 shall be multiplied by two-thirds.
R603.9.4 Uplift connection requirements. Uplift connections shall be provided in accordance with this section.
R603.9.4.1 Ultimate design wind speeds greater than 130 mph. Where ultimate design wind speeds exceed 130 miles per hour (58 m/s), Exposure Category C walls shall be provided with direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F8.2, as required for 140 miles per hour (63 m/s), Exposure Category C.
R603.9.4.2 Hold-down anchor. Where the percentage of full-height sheathing is adjusted in accordance with Section R603.9.2.2, a hold-down anchor, with a strength of 4,300 pounds (19 kN), shall be provided at each end of each full-height sheathed wall section used to meet the minimum percent sheathing requirements of Section R603.9.2. Hold-down anchors shall be attached to back-to-back studs; structural sheathing panels shall have edge fastening to the studs, in accordance with Section R603.9.3 and AISI S230, Table E11-1.
CRC § 25.4 Medium relevance — show source text
One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a
continuous load path to the foundation shall be maintained.
c. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
d. Interpolation between braced wall lengths is permitted.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
a. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practices.
b. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing
at end of braced wall panel at the story below, or to foundation or foundation wall.CRC § 0.70 Medium relevance — show source text
Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.
f. Spans are calculated assuming the top of the header or girder is laterally braced by perpendicular framing. Where the top of the header or girder is not laterally braced (for
example, cripple studs bearing on the header), tabulated spans for headers consisting of 2 × 8, 2 × 10, or 2 × 12 sizes shall be multiplied by 0.70 or the header or girder shall be
designed.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Spans are given in feet and inches.
b. Spans are based on minimum design properties for No. 2 grade lumber of Douglas fir-larch, hem-fir, Southern pine, and spruce-pine-fir.
c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
d. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved fram-
ing anchor attached to the full-height wall stud and to the header.
e. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.
f. Spans are calculated assuming the top of the header or girder is laterally braced by perpendicular framing. Where the top of the header or girder is not laterally braced (for
example, cripple studs bearing on the header), tabulated spans for headers consisting of 2 × 8, 2 × 10, or 2 × 12 sizes shall be multiplied by 0.70 or the header or girder shall be
designed.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Spans are given in feet and inches.
b. Spans are based on minimum design properties for No. 2 grade lumber of Douglas fir-larch, hem-fir, Southern pine, and spruce-pine-fir.
c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
d. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved fram-
ing anchor attached to the full-height wall stud and to the header.
e. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.
f. Spans are calculated assuming the top of the header or girder is laterally braced by perpendicular framing. Where the top of the header or girder is not laterally braced (for
example, cripple studs bearing on the header), tabulated spans for headers consisting of 2 × 8, 2 × 10, or 2 × 12 sizes shall be multiplied by 0.70 or the header or girder shall be
designed.||TABLE R602.
Frequently asked questions
What is the single most important check for uplift at a braced wall panel?
If the computed net uplift at the top of the wall exceeds 100 plf, you must install approved uplift connectors to provide a continuous load path to the foundation (unless the project meets the limited prescriptive Table R602.3(1) conditions). § R602.3.5 .
When does the 5‑inch bearing rule apply?
When roof joists/trusses/rafters are spaced more than 16 in. o.c. and the bearing studs below are spaced 24 in. o.c., those members must bear within 5 in. of the studs beneath, per § R602.3.3 .
Can I avoid connectors by adding another top plate?
Yes — certain top plate and blocking conditions are exceptions to the bearing rule in § R602.3.3 (e.g., a third top plate or solid blocking), but that addresses bearing location, not uplift. Uplift connector requirements are governed separately by § R602.3.5 .
How do I determine net uplift?
Net uplift must be calculated in accordance with § R802.11 (referenced by § R602.3.5). The net uplift result determines if the 100 plf threshold is exceeded and whether connectors are required .
Is engineered sheathing an option instead of connectors?
Yes. § R602.3.5(3) permits using wall sheathing and fasteners designed by accepted engineering practice to resist the combined uplift and shear forces instead of installing connectors or using the prescriptive table .
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