CRC · California Residential Code
What connections are required to resist rafter uplift and provide a continuous load path?
Homeowners: the code requires each rafter or truss be fastened to the supporting wall with a connector rated for the uplift shown in Table R802.11, and those fastenings must be tied through the walls down to the foundation so wind uplift cannot pull the roof off; exceptions and reductions exist but must be applied exactly as the code tables and notes describe.
Last reviewed: July 6, 2026
What the code requires — 2–4 sentences
Roof framing (rafters or trusses) must be attached to the supporting walls with connections sized to resist the per‑member uplift forces shown in § R802.11 and § R802.11.2, and the roof assembly must be tied into a continuous load path down to the foundation as required by § R804.3.8. The per‑rafter (or per‑truss) uplift value is taken from Table R802.11 (or by accepted engineering practice) and the connector/tie‑down at each location must be rated at or above that value.
The single most important rule: provide a connection at each rafter or truss that will resist the uplift listed in Table R802.11 and make sure those connections are tied through the walls to the foundation so uplift cannot separate the roof from the building (continuous load path).
Requirements in detail
Which members need uplift connections
- Individual rafters — must be attached to supporting walls by connections capable of resisting uplift forces as determined by Table R802.11 or by accepted engineering practice (§ R802.11.2). Trusses are handled under § R802.11.1 (truss uplift per truss design drawings or Table R802.11 when applicable).
How to size connectors
- Use Table R802.11 (Rafter or Truss Uplift Connection Forces from Wind) to look up the per‑connection uplift (pounds per connection) using: rafter/truss spacing, roof span, wind speed (ultimate design wind speed), exposure, and roof pitch. The Table includes limits, reductions and allowed multipliers (see table notes). If engineered design is used, follow accepted engineering practice.
Continuous load path requirement
- The roof assembly must be connected to the walls below in accordance with the tabulated tie‑down requirements and a continuous load path must be provided to transfer uplift to the foundation per § R804.3.8. That means connectors chosen at the rafter/truss to top plate must be matched with wall‑to‑foundation elements (hold‑downs, straps, anchors) so the uplift force can be carried to the foundation.
Table — decision‑relevant items and where to find them in the code
| Decision or dimension | What the code requires you to do | Code Reference |
|---|---|---|
| Per‑rafter (or per‑truss) uplift value | Look up required pounds per connection in Table R802.11 (use rafter spacing, roof span, exposure, Vult, pitch) or use engineered design | § R802.11.2 — Table R802.11 |
| When ordinary nailing is allowed | Exceptions permit Table R602.3(1) fastening when specific gravity ≥ 0.42 and uplift per member ≤ 200 pounds, or when wind speed ≤ 115 mph and other limits apply | § R802.11 (exceptions) |
| Continuous load path to foundation | Provide tie‑downs/hold‑downs/straps so uplift from roof is transferred to foundation; follow Table R804.3 (roof tie‑down schedules) and detail continuity through wall framing | § R804.3.8 |
| Connector selection | Use an approved uplift connector with rated capacity ≥ Table R802.11 connection value; account for table notes (overhang limit, dead‑load allowance, interpolation and reductions) | Table R802.11 notes & § R802.11 |
Table R802.11 — key notes you must apply
- Table values assume a maximum mean roof height and a baseline framing spacing (see table notes); adjustment factors apply for different framing spacings, corner reductions, hip‑roof reductions and overhang limits — read the table notes before picking a connector.
Exceptions & special cases
- Exception for simpler fastening: rafters/trusses may be fastened per Table R602.3(1) (conventional nailing/strap patterns) if the wood species used in the wall has specific gravity ≥ 0.42 and the uplift per rafter/truss from Table R802.11 does not exceed 200 pounds, or when the basic wind speed is ≤ 115 mph and the other listed conditions are met (Exposure B, roof pitch ≥ 5:12, roof span ≤ 32 ft, rafters/trusses ≤ 24" o.c.). These are the explicit exceptions in § R802.11.
- Where Table R802.11 is not applicable the code permits uplift to be determined by accepted engineering practice — use a registered design professional when in doubt. § R802.11.2 allows engineered uplift determination.
- Table R802.11 tabulation limits: forces include allowances and are limited to certain overhangs and roof heights — consult the footnotes in the Table before reductions/adjustments.
Common mistakes
- Relying only on toe‑nails or small nail patterns where Table R802.11 requires a connector rated in the hundreds of pounds — always verify the Table value and use an approved connector rated ≥ that value (§ R802.11.2).
- Forgetting the continuous load path: sizing rafter-to-wall connectors but not providing matching wall‑to‑foundation hold‑downs/straps (violates § R804.3.8).
- Applying Table values without checking table notes (spacing adjustments, corner reductions, roof height limits). The table includes mandatory notes — follow them.
- Using connector ratings from manufacturers without ensuring the connector’s rating equals or exceeds the Table R802.11 allowable stress design value or adjusted value. Table values are the minimum required; use approved connectors meeting or exceeding those values.
Worked example — concrete scenario (step‑by‑step with numbers)
Scenario: 1‑story house, rafters spaced 12 inches on center, roof span = 12 ft, Exposure B, ultimate design wind speed Vult = 110 mph, roof pitch 4:12 (< 5:12).
- Find the per‑connection uplift from Table R802.11 for the matching row/column. For the case above, the table lists 48 pounds per rafter connection (12" o.c., 12 ft span, Exposure B at Vult = 110 mph, pitch < 5:12). Use Table R802.11 to read this value directly.
- Select an approved uplift connector or screw pattern with a rated capacity ≥ 48 lb per connection. (Connector manufacturer ratings are stamped/printed on product literature — pick one that meets or exceeds the required rating.)
- Provide a continuous load path: connect the rafter connector into the top plate, ensure the top plate is connected to the studs and sheathing/straps as required, and provide wall‑to‑foundation ties/hold‑downs sized so the uplift can be carried to the foundation per § R804.3.8. If the wall ties below are not appropriately rated (or there are multiple stories), ensure cumulative hold‑down capacities are provided per the braced‑wall/hold‑down provisions (see related provisions).
- If the job meets one of the exceptions in § R802.11 (for example uplift ≤ 200 lb and wood species sg ≥ 0.42), conventional fastening per Table R602.3(1) may be allowed — verify the specific exception conditions before using conventional fasteners.
Note: the numeric value in step 1 comes from Table R802.11 entries for the specified conditions; always confirm by looking up the exact table row/column and applying any notes/adjustments in the table.
Related provisions
- § R602.3.5 — Braced wall panel uplift load path (when braced wall panels support rafters/trusses).
- § R802.11.1 — Truss uplift resistance (trusses follow truss design drawings or Table R802.11).
- Table R802.11 — Rafter or Truss Uplift Connection Forces (use for per‑connection values and read table notes).
- § R804.3.1 – R804.3.8 — Roof‑ceiling/diaphragm and tie‑down details (screw counts, clip angles, and roof tie‑down schedules; see R804.3.8 for continuous load path).
Code references
Grounded in the retrieved California Residential Code — click a citation to read the verbatim passage:
CRC § 2308.11.3.1 High relevance — show source text
Where ceiling joists are not parallel to rafters, an equivalent rafter tie shall be installed in a manner to provide a continuous tie across the building, at a spacing of not more than 4 feet (1219 mm) on center. The connections shall be in accordance with Tables 2308.11.3.1 and 2304.10.2, or connections of equivalent capacities shall be provided. Where ceiling joists or rafter ties are not provided at the top of the rafter support walls, the ridge formed by these rafters shall be supported by a girder conforming to Sections 2308.3 and 2308.4. Rafter ties shall be spaced not more than 4 feet (1219 mm) on center.
Rafter tie connections shall be based on the equivalent rafter spacing in Table 2308.11.3.1. Rafter-to-ceiling joist connections and rafter tie connections shall be of sufficient size and number to prevent splitting from nailing.
Roof framing member connection to braced wall lines shall be in accordance with Section 2308.10.7.2.
TABLE 2308.11.3.1—RAFTER TIE CONNECTIONSi Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10 Col11 RAFTER
SLOPETIE
SPACING
(inches)LIVE LOAD ONLYg LIVE LOAD ONLYg LIVE LOAD ONLYg ALLOWABLE STRESS DESIGN GROUND SNOW LOAD,****pg(asd)
(pounds per square foot)ALLOWABLE STRESS DESIGN GROUND SNOW LOAD,****pg(asd)
(pounds per square foot)ALLOWABLE STRESS DESIGN GROUND SNOW LOAD,****pg(asd)
(pounds per square foot)ALLOWABLE STRESS DESIGN GROUND SNOW LOAD,****pg(asd)
(pounds per square foot)ALLOWABLE STRESS DESIGN GROUND SNOW LOAD,****pg(asd)
(pounds per square foot)ALLOWABLE STRESS DESIGN GROUND SNOW LOAD,****pg(asd)
(pounds per square foot)RAFTER
SLOPETIE
SPACING
(inches)LIVE LOAD ONLYg LIVE LOAD ONLYg LIVE LOAD ONLYg 30 pounds per square foot 30 pounds per square foot 30 pounds per square foot 50 pounds per square foot 50 pounds per square foot 50 pounds per square foot RAFTER
SLOPETIE
SPACING
(inches)Roof span (feet) Roof span (feet) Roof span (feet) Roof span (feet) Roof span (feet) Roof span (feet) Roof span (feet) Roof span (feet) **Roof span CRC § 0.148 High relevance — show source text
10d common (3_″_ × 0.148_″_) nails shall be permitted to be substituted for 16d common (31/2″ × 0.162″) nails where the required number of nails is taken as 1.2 times the required
number of 16d common nails, rounded up to the next full nail.
b. Rafter tie heel joint connections are not required where the ridge is supported by a load-bearing wall, header or ridge beam.
c. Where intermediate support of the rafter is provided by vertical struts or purlins to a load-bearing wall, the tabulated heel joint connection requirements are permitted to be
reduced proportionally to the reduction in span.
d. Equivalent nailing patterns are required for ceiling joist to ceiling joist lap splices.
e. Connected members shall be of sufficient size to prevent splitting due to nailing.
f. For allowable stress design snow loads less than 30 pounds per square foot, the required number of nails is permitted to be reduced by multiplying by the ratio of actual snow
load plus 10 divided by 40, but not less than the number required for no snow load.
g. Applies to roof live load of 20 psf or less.
h. Tabulated heel joint connection requirements assume that ceiling joists or rafter ties are located at the bottom of the attic space. Where ceiling joists or rafter ties are located
higher in the attic, heel joint connection requirements shall be increased by the adjustment factors in Table 2308.11.3.1(1).
i. Tabulated requirements are based on 10 psf roof dead load in combination with the specified roof snow load and roof live load.|TABLE 2308.11.3.1(1)—HEEL JOINT CONNECTION ADJUSTMENT FACTORS Col2 HC/****HR
a, bHEEL JOINT CONNECTION ADJUSTMENT FACTOR 1/3 1.5 1/4 1.33 1/5 1.25 1/6 1.2 1/10 or less 1.11 a._ HC_ = Height of ceiling joists or rafter ties measured vertically from the top of the rafter support walls to the bottom of the ceiling joists or rafter ties;HR = Height of roof ridge
measured vertically from the top of the rafter support walls to the bottom of the roof ridge.
b. Where_HC_/HR exceeds 1/3, connections shall be designed in accordance with accepted engineering practice.a._ HC_ = Height of ceiling joists or rafter ties measured vertically from the top of the rafter support walls to the bottom of the ceiling joists or rafter ties;HR = Height of roof ridge
measured vertically from the top of the rafter support walls to the bottom of the roof ridge.
b. Where_HC_/HR exceeds 1/3, connections shall be designed in accordance with accepted engineering practice.2025 CALIFORNIA BUILDING CODE 23-77
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2308.11.4 Wind uplift. The roof construction shall have rafter and truss ties to the wall below. Resultant uplift loads shall be transferred to the foundation using a continuous load path. The rafter or truss to wall connection shall comply with Tables 2304.10.2 and 2308.11.4.
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.
2025 CALIFORNIA RESIDENTIAL CODE 6-13
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WALL CONSTRUCTION
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 § 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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WALL CONSTRUCTION
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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WALL CONSTRUCTION
CRC § 23-77 High relevance — show source text
Where_HC_/HR exceeds 1/3, connections shall be designed in accordance with accepted engineering practice.|a._ HC_ = Height of ceiling joists or rafter ties measured vertically from the top of the rafter support walls to the bottom of the ceiling joists or rafter ties;HR = Height of roof ridge
measured vertically from the top of the rafter support walls to the bottom of the roof ridge.
b. Where_HC_/HR exceeds 1/3, connections shall be designed in accordance with accepted engineering practice.|2025 CALIFORNIA BUILDING CODE 23-77
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2308.11.4 Wind uplift. The roof construction shall have rafter and truss ties to the wall below. Resultant uplift loads shall be transferred to the foundation using a continuous load path. The rafter or truss to wall connection shall comply with Tables 2304.10.2 and 2308.11.4.
Exception: The truss to wall connection shall be determined from the uplift forces as specified on the truss design drawings or as shown on the construction documents.
TABLE 2308.11.4—REQUIRED RATING OF APPROVED UPLIFT CONNECTORS (pounds)a, b, c, e, f, g, h, d Col2 Col3 Col4 Col5 Col6 Col7 Col8 BASIC WINDSPEED,****V i, (mph) ROOF SPAN (feet) ROOF SPAN (feet) ROOF SPAN (feet) ROOF SPAN (feet) ROOF SPAN (feet) ROOF SPAN (feet) ROOF SPAN (feet) BASIC WINDSPEED,****V i, (mph) 12 20 24 28 32 36 40 EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B 90 -64 -85 -96 -107 -117 -128 -139 100 -102 -139 -158 -177 -195 -214 -233 110 -144 -199 -226 -254 -282 -310 -338 120 -190 -265 -302 -339 -377 -414 -452 130 -240 -335 -382 -431 -479 -528 -576 140 -294 -411 -470 -530 -590 -650 -710 EXPOSURE C EXPOSURE C EXPOSURE C EXPOSURE C EXPOSURE C EXPOSURE C EXPOSURE C **EXPOSURE CRC § 2.1 High relevance — show source text
The adjustment coefficients in Table R301.2.1(2) shall not be
used to multiply the tabulated forces for Exposures C and D or for other mean roof heights.
b. The uplift connection forces include an allowance for roof and ceiling assembly dead load of 15 psf.
c. The tabulated uplift connection forces are limited to a maximum roof overhang of 24 inches.
d. The tabulated uplift connection forces shall be permitted to be multiplied by 0.75 for connections not located within 8 feet of building corners.
e. For buildings with hip roofs with 5:12 and greater pitch, the tabulated uplift connection forces shall be permitted to be multiplied by 0.70. This reduction shall not be
combined with any other reduction in tabulated forces.
f. For wall-to-wall and wall-to-foundation connections, the uplift connection force shall be permitted to be reduced by 60 pounds per linear foot for each full wall above.
g. Linear interpolation between tabulated roof spans and wind speeds shall be permitted.
h. The tabulated forces for a 12-inch on-center spacing shall be permitted to be used to determine the uplift load in pounds per linear foot.|R802.11.1 Truss uplift resistance. Trusses shall be attached to supporting wall assemblies by connections capable of resisting uplift forces as specified on the truss design drawings for the ultimate design wind speed as determined by Figure R301.2(2) and listed in Table R301.2 or as shown on the construction documents. Uplift forces shall be permitted to be determined as specified by Table R802.11, if applicable, or as determined by accepted engineering practice.
R802.11.2 Rafter uplift resistance. Individual rafters shall be attached to supporting wall assemblies by connections capable of resisting uplift forces as determined by Table R802.11 or as determined by accepted engineering practice. Connections for beams used in a roof system shall be designed in accordance with accepted engineering practice.
SECTION R803—ROOF SHEATHING
R803.1 Lumber sheathing. Allowable spans for lumber used as roof sheathing shall conform to Table R803.1. Spaced lumber sheathing for wood shingle and shake roofing shall conform to the requirements of Sections R905.7 and R905.8. Spaced lumber sheathing is not allowed in Seismic Design Category D 2 .
TABLE R803.1—MINIMUM THICKNESS OF LUMBER ROOF SHEATHING Col2 ** RAFTER OR BEAM SPACING (inches)** ** MINIMUM NET THICKNESS (inches)** 24 5/8 48a 11/2 T & G 60b 60b 72c 72c For SI: 1 inch = 25.4 mm.
a. Minimum 270_F_ b, 340,000_E.
b. Minimum 420_F b, 660,000_E.
c. Minimum 600_F b, 1,150,000_E._For SI: 1 inch = 25.4 mm.
a. Minimum 270_F_ b, 340,000_E.
b. Minimum 420_F b, 660,000_E.
c. Minimum 600_F b, 1,150,000_E._R803.2 Wood structural panel sheathing.
CRC § 3.7.1 High relevance — show source text
FIGURE R804.3.7.1(2)—CEILING DIAPHRAGM TO SIDEWALL DETAIL
ROOF-CEILING CONSTRUCTION
ROOF RAFTER (OR TRUSS TOP CHORD)
CEILING JOIST (OR TRUSS BOTTOM CHORD)
WOOD STRUCTURAL
PANEL OR GYPSUM
BOARD DIAPHRAGM
350T125-33 TRACK
ROOF SHEATHING
ROOF BLOCKING
NO. 8 SCREWS AT 6 IN. O.C.
STRUCTURAL WALL
For SI: 1 inch = 25.4 mm.
R804.3.7.2 Roof diaphragm. A roof diaphragm shall be provided by attaching not less than [3] / 8 -inch (9.5 mm) wood structural panel that complies with Section R803 to roof rafters or truss top chords in accordance with Table R804.3. Buildings with 3:1 or larger plan aspect ratio and with roof rafter slope (pitch) of 9:12 or larger shall have the roof rafters and ceiling joists blocked in accordance with Figure R804.3.7.2.
FIGURE R804.3.7.2—ROOF BLOCKING DETAIL
BE ATTACHED TO OUTSIDE FACE OF SHEATHING OR PREFERABLY DIRECTLY TO TRACK FLANGE PRIOR TO SHEATHING PLACEMENT AS SHOWN
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm.
2025 CALIFORNIA RESIDENTIAL CODE 8-43
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ROOF-CEILING CONSTRUCTION
R804.3.8 Roof tie-down. Roof assemblies shall be connected to walls below in accordance with Table R804.3. A continuous load path shall be provided to transfer uplift loads to the foundation.
SECTION R805—CEILING FINISHES
R805.1 Ceiling installation. Ceilings shall be installed in accordance with the requirements for interior wall finishes as provided in Sections R702.1 through R702.6.
SECTION R806—ROOF VENTILATION
Note: The IECC climate zones used by this section differ from those used by the California Energy Code to determine applicability of energy efficiency measures. Comparison of IECC and California Energy Code climate zones is shown in Table R702.7.3.
R806.1 Ventilation required. Enclosed attics and enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters shall have cross ventilation for each separate space by ventilating openings protected against the entrance of rain or snow. Ventilation openings shall have a least dimension of [1] / 16 inch (1.6 mm) minimum and [1] / 4 inch (6.4 mm) maximum. Ventilation openings having a least dimension larger than [1] / 4 inch (6.4 mm) shall be provided with corrosion-resistant wire cloth screening, hardware cloth, perforated vinyl or similar material with openings having a least dimension of [1] / 16 inch (1.6 mm) minimum and [1] / 4 inch (6.4 mm) maximum. Openings in roof framing members shall conform to the requirements of Section R802.7.
CRC § 23-75 High relevance — show source text
2025 CALIFORNIA BUILDING CODE 23-75
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TABLE 2308.11.2(7)—RAFTER SPAN ADJUSTMENT FACTOR Col2 HC/****HR
aRAFTER SPAN ADJUSTMENT FACTOR 1/3 0.67 1/4 0.76 1/5 0.83 1/6 0.90 1/7.5 or less 1.00 a._ HC_ = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls;HR = Height of roof ridge measured vertically above the top of the rafter
support walls.a._ HC_ = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls;HR = Height of roof ridge measured vertically above the top of the rafter
support walls.2308.11.3 Ceiling joist and rafter framing. Rafters shall be framed directly opposite each other at the ridge. There shall be a ridge board not less than 1-inch (25 mm) nominal thickness at ridges and not less in depth than the cut end of the rafter. At valleys and hips, there shall be a single valley or hip rafter not less than 2-inch (51 mm) nominal thickness and not less in depth than the cut end of the rafter.
2308.11.3.1 Ceiling joist and rafter connections. Ceiling joists and rafters shall be nailed to each other and the assembly shall be nailed to the top wall plate in accordance with Tables 2304.10.2 and 2308.11.4. Ceiling joists shall be continuous or securely joined where they meet over interior partitions and be fastened to adjacent rafters in accordance with Tables 2304.10.2 and 2308.11.3.1 to provide a continuous rafter tie across the building where such joists are parallel to the rafters. Ceiling joists shall have a bearing surface of not less than 1 [1] / 2 inches (38 mm) on the top plate at each end.
Where ceiling joists are not parallel to rafters, an equivalent rafter tie shall be installed in a manner to provide a continuous tie across the building, at a spacing of not more than 4 feet (1219 mm) on center. The connections shall be in accordance with Tables 2308.11.3.1 and 2304.10.2, or connections of equivalent capacities shall be provided. Where ceiling joists or rafter ties are not provided at the top of the rafter support walls, the ridge formed by these rafters shall be supported by a girder conforming to Sections 2308.3 and 2308.4. Rafter ties shall be spaced not more than 4 feet (1219 mm) on center.
Rafter tie connections shall be based on the equivalent rafter spacing in Table 2308.11.3.1. Rafter-to-ceiling joist connections and rafter tie connections shall be of sufficient size and number to prevent splitting from nailing.
Roof framing member connection to braced wall lines shall be in accordance with Section 2308.10.7.2.
|TABLE 2308.11.3.
CRC § 23-21 High relevance — show source text
2025 CALIFORNIA BUILDING CODE 23-21
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with ASTM A153. The coating weight for zinc-coated nails shall be in accordance with ASTM A153 Class D or ASTM A641 Class 3S [1 ounce per square foot (305 g/m [2] )]. Stainless steel driven fasteners shall be in accordance with the material requirements of ASTM F1667.
2304.10.6.1 Fasteners and connectors for preservative-treated wood. Fasteners, including nuts and washers, in contact with preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Staples shall be of stainless steel. Fasteners other than nails, staples, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B695, Class 55 minimum. Connectors that are used in exterior applications and in contact with preservative-treated wood shall have coating types and weights in accordance with the treated wood or connector manufacturer’s recommendations. In the absence of manufacturer’s recommendations, not less than ASTM A653, Type G185 zinc-coated galvanized steel, or equivalent, shall be used.
Exception: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative-treated wood in an interior, dry environment shall be permitted.
2304.10.6.2 Fastenings for wood foundations. Fastenings, including nuts and washers, for wood foundations shall be as required in AWC PWF.
2304.10.6.3 Fasteners for fire-retardant-treated wood used in exterior applications or wet or damp locations. Fasteners, including nuts and washers, for fire-retardant-treated wood used in exterior applications or wet or damp locations shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Staples shall be of stainless steel. Fasteners other than nails, staples, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinccoated steel with coating weights in accordance with ASTM B695, Class 55 minimum.
2304.10.6.4 Fasteners for fire-retardant-treated wood used in interior applications. Fasteners, including nuts and washers, for fire-retardant-treated wood used in interior locations shall be in accordance with the manufacturer’s recommendations. In the absence of manufacturer’s recommendations, Section 2304.10.6.3 shall apply.
2304.10.7 Load path. Where wall framing members are not continuous from the foundation sill to the roof, the members shall be secured to ensure a continuous load path. Where required, sheet metal clamps, ties or clips shall be formed of galvanized steel or other approved corrosion-resistant material not less than 0.0329-inch (0.836 mm) base metal thickness.
2304.10.8 Framing requirements. Wood columns and posts shall be framed to provide full end bearing. Alternatively, columnand-post end connections shall be designed to resist the full compressive loads, neglecting end-bearing capacity. Column-andpost end connections shall be fastened to resist lateral and net induced uplift forces.
CRC § 3.8 High relevance — show source text
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ROOF-CEILING CONSTRUCTION
R804.3.8 Roof tie-down. Roof assemblies shall be connected to walls below in accordance with Table R804.3. A continuous load path shall be provided to transfer uplift loads to the foundation.
SECTION R805—CEILING FINISHES
R805.1 Ceiling installation. Ceilings shall be installed in accordance with the requirements for interior wall finishes as provided in Sections R702.1 through R702.6.
SECTION R806—ROOF VENTILATION
Note: The IECC climate zones used by this section differ from those used by the California Energy Code to determine applicability of energy efficiency measures. Comparison of IECC and California Energy Code climate zones is shown in Table R702.7.3.
R806.1 Ventilation required. Enclosed attics and enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters shall have cross ventilation for each separate space by ventilating openings protected against the entrance of rain or snow. Ventilation openings shall have a least dimension of [1] / 16 inch (1.6 mm) minimum and [1] / 4 inch (6.4 mm) maximum. Ventilation openings having a least dimension larger than [1] / 4 inch (6.4 mm) shall be provided with corrosion-resistant wire cloth screening, hardware cloth, perforated vinyl or similar material with openings having a least dimension of [1] / 16 inch (1.6 mm) minimum and [1] / 4 inch (6.4 mm) maximum. Openings in roof framing members shall conform to the requirements of Section R802.7. Required ventilation openings shall open directly to the outside air and shall be protected to prevent the entry of birds, rodents, snakes and other similar creatures.
R806.1.1 Vents in the Wildland Urban Interface (WUI). Where provided, ventilation openings for enclosed attics, gable ends, ridge ends, under eaves and cornices, enclosed eave soffit spaces, enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters, underfloor ventilation, foundations and crawl spaces, or any other opening intended to permit ventilation, either in a horizontal or vertical plane, shall be in accordance with Part 7, California Wildland-Urban Interface Code to resist building ignition from the intrusion of burning embers and flame through the ventilation openings. R806.2 Minimum vent area. The minimum net free ventilating area shall be [1] / 150 of the area of the vented space. Exception: The minimum net free ventilation area shall be [1] / 300 of the vented space provided both of the following conditions are met:
- In Climate Zones 6, 7 and 8, a Class I or II vapor retarder is installed on the warm-in-winter side of the ceiling.
- Not less than 40 percent and not more than 50 percent of the required ventilating area is provided by ventilators located in the upper portion of the attic or rafter space. Upper ventilators shall be located not more than 3 feet (914 mm) below the ridge or highest point of the space, measured vertically. The balance of the required ventilation provided shall be located in the bottom one-third of the attic space.
CRC § 1.15 High 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 § 0.7 High relevance — show source text
Truss roof framing constructed in accordance with the provisions of this section shall be limited to sites subjected to a maximum design wind speed of 140 miles per hour (63 m/s), Exposure B or C, and a maximum ground snow load of 70 psf (3352 Pa). For consistent loading of all truss types, roof snow load is to be computed as: 0.7 p g . R802.10.3 Bracing. Trusses shall be braced to prevent rotation and provide lateral stability in accordance with the requirements specified in the construction documents for the building and on the individual truss design drawings. In the absence of specific bracing requirements, trusses shall be braced in accordance with accepted industry practice such as the SBCA Building Component Safety Information (BCSI) Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.
R802.10.4 Alterations to trusses. Truss members shall not be cut, notched, drilled, spliced or otherwise altered in any way without the approval of a registered design professional. Alterations resulting in the addition of load such as HVAC equipment water heater that exceeds the design load for the truss shall not be permitted without verification that the truss is capable of supporting such additional loading.
R802.11 Roof tie uplift resistance. Roof assemblies shall have uplift resistance in accordance with Sections R802.11.1 and R802.11.2.
Exceptions: Rafters or trusses shall be permitted to be attached to their supporting wall assemblies in accordance with Table R602.3(1) where either of the following occur:
- Where the specific gravity of the wood species used for wall framing is greater than or equal to 0.42 in accordance with AWC NDS and the uplift force per rafter or truss does not exceed 200 pounds (90.8 kg) as determined by Table R802.11.
- Where the basic wind speed does not exceed 115 miles per hour (51.4 m/s), the wind exposure category is B, the roof pitch is 5 units vertical in 12 units horizontal (42-percent slope) or greater, the roof span is 32 feet (9754 mm) or less, and rafters and trusses are spaced not more than 24 inches (610 mm) on center.
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TABLE R802.11—RAFTER OR TRUSS UPLIFT CONNECTION FORCES FROM WIND (ASD)
(POUNDS PER CONNECTION)a, b, c, d, e, f, g, hCol2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10 Col11 Col12 RAFTER OR
TRUSS SPACINGROOF SPAN
(feet)EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B RAFTER OR
TRUSS SPACING**ROOF CRC § 25.4 High relevance — show source text
joist or
roof truss to
top track of
bearing wallb|24|40|6|6|8|10|10| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle.CRC § 11.2 High relevance — show source text
R802.11.2 Rafter uplift resistance. Individual rafters shall be attached to supporting wall assemblies by connections capable of resisting uplift forces as determined by Table R802.11 or as determined by accepted engineering practice. Connections for beams used in a roof system shall be designed in accordance with accepted engineering practice.
SECTION R803—ROOF SHEATHING
R803.1 Lumber sheathing. Allowable spans for lumber used as roof sheathing shall conform to Table R803.1. Spaced lumber sheathing for wood shingle and shake roofing shall conform to the requirements of Sections R905.7 and R905.8. Spaced lumber sheathing is not allowed in Seismic Design Category D 2 .
TABLE R803.1—MINIMUM THICKNESS OF LUMBER ROOF SHEATHING Col2 ** RAFTER OR BEAM SPACING (inches)** ** MINIMUM NET THICKNESS (inches)** 24 5/8 48a 11/2 T & G 60b 60b 72c 72c For SI: 1 inch = 25.4 mm.
a. Minimum 270_F_ b, 340,000_E.
b. Minimum 420_F b, 660,000_E.
c. Minimum 600_F b, 1,150,000_E._For SI: 1 inch = 25.4 mm.
a. Minimum 270_F_ b, 340,000_E.
b. Minimum 420_F b, 660,000_E.
c. Minimum 600_F b, 1,150,000_E._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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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.
CRC § 3.8 Medium relevance — show source text
Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.|8-32 2025 CALIFORNIA RESIDENTIAL CODE
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R804.3.1 Ceiling joists. Cold-formed steel ceiling joists shall be in accordance with this section.
R804.3.1.1 Minimum ceiling joist size. Ceiling joist size and thickness shall be determined in accordance with the limits set forth in Tables R804.3.1.1(1) and R804.3.1.1(2).
CRC § 25.4 Medium relevance — show source text
UPLIFT ANCHOR ATTACHED TO
EACH OUTLOOKER AND GABLE WALL STUD. (REF. AISI S230 TABLE F3-4 FOR REQUIRED CONNECTION
G Col2 Col3 Col4 #8 .
)
1'-0" MAX1'-0" MAX 1'-0" MIN 1'-0" MIN (RE .
)
1'-0" MAX1'-0" MAX ROOF RAF
350S162-33
OUTLOOK R
ALIGN WITH
WALL STUD
UPLIFT ANC
EACH OUTL
WALL STUDROOF RAF
350S162-33
OUTLOOK R
ALIGN WITH
WALL STUD
UPLIFT ANC
EACH OUTL
WALL STUDSTRENGTH)
OPTION #2 (NOT APPLICABLE FOR WIND SPEEDS > 130 mph)
#8 SCREWS @ 6" O.C. "MAX" (REF. AISI S230 TABLE F2-5)
350S162-33 @ 2'-0" O.C. W/CONTINUOUS TRACK
EACH END
2-#8 SCREWS
TO EACH STUD
WALL SHEATHING
GABLE END
WALL STUD
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.6 kph.
ROOF RAFTER
GABLE ENDWALL ARE NOT PERMITTED IN THIS REGION
UNLESS AN APPROVED TENSION TIE IS PROVIDED.
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R804.3.2.2 Roof rafter support brace. Where used to reduce roof rafter spans in determining roof rafter sizes, a roof rafter support brace shall meet all of the following conditions:
- Minimum 350S162-33 C-shaped brace member with maximum length of 8 feet (2438 mm).
- Minimum brace member slope of 45 degrees (0.785 rad) to the horizontal.
- Minimum connection of brace to a roof rafter and ceiling joist with four No.10 screws at each end.
- Maximum 6 inches (152 mm) between brace/ceiling joist connection and load-bearing wall below.
- Each roof rafter support brace greater than 4 feet (1219 mm) in length, shall be braced with a supplemental brace having a minimum size of 350S162-33 or 350T162-33 such that the maximum unsupported length of the roof rafter support brace is 4 feet (1219 mm). The supplemental brace shall be continuous and shall be connected to each roof rafter support brace using two No. 8 screws.
R804.3.2.3 Roof rafter splice. Roof rafters shall not be spliced.
R804.3.2.4 Roof rafter to ceiling joist and ridge member connection. Roof rafters shall be connected to a parallel ceiling joist to form a continuous tie between exterior walls in accordance with Figure R804.3.1.1 and Table R804.3.1.1(3).
CRC § 8-28 Medium relevance — show source text
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TABLE R802.11—RAFTER OR TRUSS UPLIFT CONNECTION FORCES FROM WIND (ASD)
(POUNDS PER CONNECTION)a, b, c, d, e, f, g, hCol2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10 Col11 Col12 RAFTER OR
TRUSS SPACINGROOF SPAN
(feet)EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B EXPOSURE B RAFTER OR
TRUSS SPACINGROOF SPAN
(feet)** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** ** Ultimate design wind speed****V ****ULT (mph)** RAFTER OR
TRUSS SPACINGROOF SPAN
(feet)110 110 115 115 120 120 130 130 140 140 RAFTER OR
TRUSS SPACINGROOF SPAN
(feet)** Roof pitch** ** Roof pitch** ** Roof pitch** ** Roof pitch** ** Roof pitch** ** Roof pitch** ** Roof pitch** ** Roof pitch** ** Roof pitch** ** Roof pitch** RAFTER OR
TRUSS SPACINGROOF SPAN
(feet)< 5:12 ≥ 5:12 < 5:12 ≥ 5:12 < 5:12 ≥ 5:12 < 5:12 ≥ 5:12 < 5:12 ≥ 5:12 12″ o.c. 12 48 43 59 53 70 64 95 88 122 113 12″ o.c. 18 59 52 74 66 89 81 122 112 157 146 12″ o.c. CRC § 25.4 Medium relevance — show source text
C**|EXPOSURE C|EXPOSURE C|EXPOSURE C|EXPOSURE C| |90|-126|-175|-199|-223|-247|-272|-296| |100|-179|-250|-285|-320|-356|-391|-426| |110|-238|-332|-380|-428|-476|-525|-573| |120|-302|-424|-485|-547|-608|-669|-731| |130|-371|-521|-597|-674|-751|-828|-904| |140|-446|-628|-719|-812|-904|-997|-1090| |EXPOSURE D|EXPOSURE D|EXPOSURE D|EXPOSURE D|EXPOSURE D|EXPOSURE D|EXPOSURE D|EXPOSURE D| |90|-166|-232|-265|-298|-311|-364|-396| |100|-229|-321|-367|-413|-459|-505|-551| |110|-298|-418|-478|-539|-601|-662|-723| |120|-373|-526|-603|-679|-756|-833|-910| |130|-455|-641|-734|-829|-924|-1020|-1114| |140|-544|-767|-878|-992|-1106|-1220|-1333| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.
a. The uplift connection requirements are based on a 33-foot mean roof height.
b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for
framing spaced 12 inches on center.
c. The uplift connection requirements include an allowance for 10 pounds of dead load.
d. The uplift connection requirements include for the effects of 24-inch overhangs.
e. The uplift connection requirements are based on wind loading on end zones as defined in Figure 28.3-1 of ASCE 7. Connection loads for connections located a distance of 20
percent of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.75.
f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a
500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down).
g. Interpolation is permitted for intermediate values of_V_ and roof spans.
h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications. The required
rating of approved uplift connectors is based on allowable stress design loads.
i._ V_ shall be determined in accordance with Section 1609.3.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.
a. The uplift connection requirements are based on a 33-foot mean roof height.
b.CRC § 0.67 Medium relevance — show source text
Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for
framing spaced 12 inches on center.
c. The uplift connection requirements include an allowance for 10 pounds of dead load.
d. The uplift connection requirements include for the effects of 24-inch overhangs.
e. The uplift connection requirements are based on wind loading on end zones as defined in Figure 28.3-1 of ASCE 7. Connection loads for connections located a distance of 20
percent of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.75.
f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a
500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down).
g. Interpolation is permitted for intermediate values of_V_ and roof spans.
h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications. The required
rating of approved uplift connectors is based on allowable stress design loads.
i._ V_ shall be determined in accordance with Section 1609.3.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.
a. The uplift connection requirements are based on a 33-foot mean roof height.
b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for
framing spaced 12 inches on center.
c. The uplift connection requirements include an allowance for 10 pounds of dead load.
d. The uplift connection requirements include for the effects of 24-inch overhangs.
e. The uplift connection requirements are based on wind loading on end zones as defined in Figure 28.3-1 of ASCE 7. Connection loads for connections located a distance of 20
percent of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.75.
f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a
500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down).
g. Interpolation is permitted for intermediate values of_V_ and roof spans.
h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications. The required
rating of approved uplift connectors is based on allowable stress design loads.
i._ V_ shall be determined in accordance with Section 1609.3.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m.
a.
Frequently asked questions
Do I always have to use an approved metal connector at every rafter?
Yes — each rafter or truss must be attached by a connection capable of resisting the uplift force from Table R802.11 or by an engineered design. If the table value is small and exception conditions are met (see § R802.11), conventional Table R602.3(1) fastening may be permitted.
What is a continuous load path and where is it required?
A continuous load path is an unbroken system of connections that transfers uplift from the roof to the foundation. § R804.3.8 requires roof assemblies to be connected to walls below in accordance with the code schedules so uplift is carried to the foundation.
If I size connectors at the roof, do I still need hold‑downs at the wall?
Yes. Sizing at the roof is only one link; the load path must continue through the wall framing to the foundation. Wall‑to‑foundation connectors/hold‑downs must be sized so the uplift from above can be resisted — continuity is mandatory under § R804.3.8.
Can I reduce the table value for a hip roof or corner location?
Table R802.11 includes notes that permit reductions (for example, a 0.70 factor for hip roofs ≥ 5:12 and a 0.75 reduction for connections not within 8 ft of corners) — apply the table footnotes exactly as written.
What if the roof design calls for an uplift value not in Table R802.11?
The code permits using accepted engineering practice to determine uplift forces when the table is not applicable or when the project requires it; a registered design professional should provide the design in those cases. § R802.11.2 permits engineered determination.
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