General provisions for wall construction

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

• CRC § 5537.1 High relevance — show source text

  SECTION R608—EXTERIOR CONCRETE WALL CONSTRUCTION

  R608.1 General. Exterior concrete walls shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of PCA 100, ACI 318 or ACI 332. Where PCA 100, ACI 318, ACI 332 or the provisions of this section are used to design concrete walls, project drawings, typical details and specifications shall not exempt construction documents from the requirement to be stamped by a California licensed architect or engineer. Notwithstanding other sections of law, the law establishing these provisions is found in Business and Professions Code Sections 5537.1 and 6737.1.

  R608.1.1 Interior construction. These provisions are based on the assumption that interior walls and partitions, both load-bearing and nonload-bearing, floors and roof/ceiling assemblies are constructed of light-frame construction complying with the limitations of this code and the additional limitations of Section R608.2. Design and construction of light-frame assemblies shall be in accordance with the applicable provisions of this code. Where second-story exterior walls are of light-frame construction, they shall be designed and constructed as required by this code.

  Aspects of concrete construction not specifically addressed by this code, including interior concrete walls, shall comply with ACI 318.

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  WALL CONSTRUCTION

  R608.1.2 Other concrete walls. Exterior concrete walls constructed in accordance with this code shall comply with the shapes and minimum concrete cross-sectional dimensions of Table R608.3. Other types of forming systems resulting in concrete walls not in compliance with this section shall be designed in accordance with ACI 318.

  R608.2 Applicability limits. The provisions of this section shall apply to the construction of exterior concrete walls for buildings not greater than 60 feet (18 288 mm) in plan dimensions, floors with clear spans not greater than 32 feet (9754 mm) and roofs with clear spans not greater than 40 feet (12 192 mm). Buildings shall not exceed 35 feet (10 668 mm) in mean roof height or two stories in height above grade. Floor/ceiling dead loads shall not exceed 10 pounds per square foot (479 Pa), roof/ceiling dead loads shall not exceed 15 pounds per square foot (718 Pa) and attic live loads shall not exceed 20 pounds per square foot (958 Pa). Roof overhangs shall not exceed 2 feet (610 mm) of horizontal projection beyond the exterior wall and the dead load of the overhangs shall not exceed 8 pounds per square foot (383 Pa).

  Walls constructed in accordance with the provisions of this section shall be limited to buildings subjected to a maximum design wind speed of 160 mph (72 m/s) Exposure B, 136 mph (61 m/s) Exposure C and 125 mph (56 m/s) Exposure D. Walls constructed in accordance with the provisions of this section shall be limited to detached one- and two-family dwellings and townhouses assigned to Seismic Design Category A or B, and detached one- and two-family dwellings assigned to Seismic Design Category C.

  Buildings that are not within the scope of this section shall be designed in accordance with PCA 100 or ACI 318.

  R608.3 Concrete wall systems. Concrete walls constructed in accordance with these provisions shall comply with the shapes and minimum concrete cross-sectional dimensions of Table R608.3.

• CRC § 1.1 High relevance — show source text

  1.1||||X|||||||||||||||||||| |R602.3.4.1||||X|||||||||||||||||||| |R606.1.1||||X|||||||||||||||||||| |R608.1||||X|||||||||||||||||||| |R610.1||||X|||||||||||||||||||| |R610.4_Note_||||X|X|||||||||||||||||||

  The state agency does not adopt sections identified with the following symbol: †

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  6 WALL CONSTRUCTION

  User notes:

  About this chapter: Chapter 6 contains prescriptive provisions for the design and construction of walls. The wall construction covered in Chapter 6 consists of five different types: wood framed, cold-formed steel framed, masonry, concrete and structural insulated panel (SIP). The primary concern of this chapter is the structural integrity of wall construction and transfer of all imposed loads to the supporting structure.

  SECTION R601—GENERAL

  R601.1 Application. The provisions of this chapter shall control the design and construction of walls and partitions for buildings.

  R601.2 Requirements. Wall construction shall be capable of accommodating all loads imposed in accordance with Section R301 and of transmitting the resulting loads to the supporting structural elements. R601.2.1 Compressible floor-covering materials. Compressible floor-covering materials that compress more than [1] / 32 inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than [1] / 8 inch (3.2 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.

  SECTION R602—WOOD WALL FRAMING

  R602.1 General. Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.

  R602.1.1 Sawn lumber. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

  Note: See Section R301.1.1.1 for limited-density owner- built rural dwellings.

  R602.1.2 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation “Heat Resistant Adhesive” or “HRA” included in its grade mark.

  R602.1.3 Structural glued-laminated timbers. Glued-laminated timbers shall be manufactured and identified as required in ANSI A190.1, ANSI 117 and ASTM D3737.

  R602.1.4 Structural log members. Structural log members shall comply with the provisions of ICC 400.

• CRC § 1.1 High relevance — show source text

  CALIFORNIA RESIDENTIAL CODE – MATRIX ADOPTION TABLE

  CHAPTER 6 – WALL CONSTRUCTION

  (Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user. See Chapter 1 for state agency authority and building applications.)

  Adopting agency	BSC	BSC- CG	SFM	HCD	Col6	Col7	DSA	Col9	Col10	OSHPD	Col12	Col13	Col14	Col15	Col16	BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
  Adopting agency	BSC	BSC- CG	SFM	1	2	1/AC	AC	SS	SS/CC	1	1R	2	3	4	5	5	5	5	5	5	5	5	5
  Adopt entire chapter
  Adopt entire chapter as amended (amended sections listed below)				X	X
  Adopt only those sections that are listed below
  Chapter / Section
  R602.1.1				X
  R602.3.4.1				X
  R606.1.1				X
  R608.1				X
  R610.1				X
  R610.4_Note_				X	X

  The state agency does not adopt sections identified with the following symbol: †

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  6-2 2025 CALIFORNIA RESIDENTIAL CODE

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  6 WALL CONSTRUCTION

  User notes:

  About this chapter: Chapter 6 contains prescriptive provisions for the design and construction of walls. The wall construction covered in Chapter 6 consists of five different types: wood framed, cold-formed steel framed, masonry, concrete and structural insulated panel (SIP). The primary concern of this chapter is the structural integrity of wall construction and transfer of all imposed loads to the supporting structure.

  SECTION R601—GENERAL

  R601.1 Application. The provisions of this chapter shall control the design and construction of walls and partitions for buildings.

• CRC § 4-6 High relevance — show source text

  R403 Footings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-6

  R404 Foundation and Retaining Walls . . . . . . . . . . . . . . . . 4-24

  R405 Foundation Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . 4-42

  R406 Foundation Waterproofing and Dampproofing . . . 4-43

  R407 Columns. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-44

  R408 Under-Floor Space . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-44

  CHAPTER 5 FLOORS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-3

  R501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-3

  R502 Wood Floor Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-3

  R503 Floor Sheathing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-12

  R504 Pressure Preservative-Treated Wood

  Floors (On Ground) . . . . . . . . . . . . . . . . . . . . . . . . . . 5-14

  R505 Cold-Formed Steel Floor Framing . . . . . . . . . . . . . . . 5-14

  R506 Concrete Floors (On Ground) . . . . . . . . . . . . . . . . . . . 5-26

  R507 Exterior Decks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-26

  CHAPTER 6 WALL CONSTRUCTION. . . . . . . . . . . . . . . . . . . 6-3

  R601 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-3

  R602 Wood Wall Framing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-3

  R603 Cold-Formed Steel Wall Framing. . . . . . . . . . . . . . . . 6-53

  R604 Wood Structural Panels . . . . . . . . . . . . . . . . . . . . . . . . 6-93

  R605 Particleboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-93

  R606 General Masonry Construction. . . . . . . . . . . . . . . . . . 6-93

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

  Floors (On Ground) . . . . . . . . . . . . . . . . . . . . . . . . . . 5-14

  R505 Cold-Formed Steel Floor Framing . . . . . . . . . . . . . . . 5-14

  R506 Concrete Floors (On Ground) . . . . . . . . . . . . . . . . . . . 5-26

  R507 Exterior Decks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-26

  CHAPTER 6 WALL CONSTRUCTION. . . . . . . . . . . . . . . . . . . 6-3

  R601 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-3

  R602 Wood Wall Framing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-3

  R603 Cold-Formed Steel Wall Framing. . . . . . . . . . . . . . . . 6-53

  R604 Wood Structural Panels . . . . . . . . . . . . . . . . . . . . . . . . 6-93

  R605 Particleboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-93

  R606 General Masonry Construction. . . . . . . . . . . . . . . . . . 6-93

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

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

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

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

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

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

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

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

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

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

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

• CRC § 7.2 High relevance — show source text

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  WALL CONSTRUCTION

  R608.7.2 Solid wall segments. Solid wall segments that contribute to the required length of solid wall shall comply with this section. Reinforcement shall be provided in accordance with Section R608.7.2.2 and Table R608.7.1.1(6). Solid wall segments shall extend the full story-height without openings, other than openings for the utilities and other building services passing through the wall. In flat walls and waffle-grid walls, such openings shall have an area of less than 30 square inches (19 355 mm [2] ) without any dimension exceeding 6 [1] / 4 inches (159 mm), and shall not be located within 6 inches (152 mm) of the side edges of the solid wall segment. In screen-grid walls, such openings shall be located in the portion of the solid wall segment between horizontal and vertical cores of concrete and opening size and location are not restricted provided there is not any concrete removed.

  R608.7.2.1 Minimum length of solid wall segment and maximum spacing. Only solid wall segments equal to or greater than 24 inches (610 mm) in length shall be included in the total length of solid wall required by Section R608.7.1. In addition, not more than two solid wall segments equal to or greater than 24 inches (610 mm) in length and less than 48 inches (1219 mm) in length shall be included in the required total length of solid wall. The maximum clear opening width shall be 18 feet (5486 mm). See Figure R608.7.1.1(1).

  R608.7.2.2 Reinforcement in solid wall segments.

  R608.7.2.2.1 Horizontal shear reinforcement. Where reduction factors for design strength, R 3, from Table R608.7.1.1(6) based on horizontal and vertical shear reinforcement being provided are used, solid wall segments shall have horizontal reinforcement consisting of minimum No. 4 bars. Horizontal shear reinforcement shall be the same grade of steel required for the vertical reinforcement at the ends of solid wall segments by Section R608.7.2.2.2.

  The spacing of horizontal reinforcement shall not exceed the smaller of one-half the length of the solid wall segment, minus 2 inches (51 mm), and 18 inches (457 mm). Horizontal shear reinforcement shall terminate in accordance with Section R608.6.4.

  R608.7.2.2.2 Vertical reinforcement. Vertical reinforcement applicable to the reduction factor(s) for design strength, R 3, from Table R608.7.1.1(6) that is used, shall be located at each end of each solid wall segment in accordance with the applicable detail in Figure R608.7.1.1(2). The No. 4 vertical bar required on each side of an opening by Section R608.8.1.2 is permitted to be used as reinforcement at the ends of solid wall segments where installed in accordance with the applicable detail in Figure R608.7.1.1(2). There shall be not less than two No. 4 bars at each end of solid wall segments located as required by the applicable detail in Figure R608.7.1.1(2). One of the bars at each end of solid wall segments shall be deemed to meet the requirements for vertical wall reinforcement required by Section R608.6.

• CRC § 25.4 Medium relevance — show source text

  For SI: 1 inch = 25.4 mm.

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  WALL CONSTRUCTION

  FIGURE R602.10.8.2(2)—BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

  For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Methods of bracing shall be as described in Section R602.10.4.

  FIGURE R602.10.8.2(3)—BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

  WHERE AIR GAP AT TOP IS NOT USED, CENTER W/3 AVAILABLE FOR VENT HOLES

  Col1	Col2	Col3	Col4	Col5	W	Col7	Col8	Col9	Col10	Col11
  									W/3

  ROOF SHEATHING	Col2	Col3	Col4	Col5	Col6	Col7
  BRACED WALL PANEL 2x BLK’G VENTING A BRACING a EDGE NAILING PER TABLE R602.3(1) (TYP) 2 MAX OPEN ″ ROOF TRUSSES PER R802.10	BRACED WALL PANEL 2x BLK’G VENTING A BRACING a EDGE NAILING PER TABLE R602.3(1) (TYP) 2 MAX OPEN ″ ROOF TRUSSES PER R802.10	BRACED WALL PANEL 2x BLK’G VENTING A BRACING a EDGE NAILING PER TABLE R602.3(1) (TYP) 2 MAX OPEN ″ ROOF TRUSSES PER R802.10	BRACED WALL PANEL 2x BLK’G VENTING A BRACING a EDGE NAILING PER TABLE R602.3(1) (TYP) 2 MAX OPEN ″ ROOF TRUSSES PER R802.10	BRACED WALL PANEL 2x BLK’G VENTING A BRACING a EDGE NAILING PER TABLE R602.3(1) (TYP) 2 MAX OPEN ″ ROOF TRUSSES PER R802.10	BRACED WALL PANEL 2x BLK’G VENTING A BRACING a EDGE NAILING PER TABLE R602.

• CRC § 25.4 Medium relevance — show source text

  Bales shall be attached to the studs by an approved method. Horizontal framing and attachment at top and bottom of studs shall be in accordance with Section R602 or an
  approved alternative. Table R602.7(1) shall be used to determine the top framing member where load-bearing stud spacing exceeds 24 inches o.c.
  g.H is vertical height only.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
  NA = Not Applicable.
  a. Finishes applied to both sides of stacked bales. Where different finishes are used on opposite sides of a wall, the more restrictive requirements shall apply.
  b.H = Stacked bale height in feet (mm) between sill plate and top plate or other approved horizontal restraint, or the horizontal distance in feet (mm) between approved verti-
  cal restraints. For load-bearing walls,H refers to vertical height only.
  c.T = Bale thickness in feet (mm).
  d. Plaster reinforcement shall be any mesh allowed in Table BJ106.13(1) for the matching plaster type, and with staple spacing in accordance with this table. Mesh shall be
  installed in accordance with Section BJ106.9.
  e. Sill plate attachment shall be with5/8-inch anchor bolts or approved equivalent at not more than 48 inches on center where staple spacing is required to be ≤ 4 inches.
  f. Bales shall be attached to the studs by an approved method. Horizontal framing and attachment at top and bottom of studs shall be in accordance with Section R602 or an
  approved alternative. Table R602.7(1) shall be used to determine the top framing member where load-bearing stud spacing exceeds 24 inches o.c.
  g.H is vertical height only.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
  NA = Not Applicable.
  a. Finishes applied to both sides of stacked bales. Where different finishes are used on opposite sides of a wall, the more restrictive requirements shall apply.
  b.H = Stacked bale height in feet (mm) between sill plate and top plate or other approved horizontal restraint, or the horizontal distance in feet (mm) between approved verti-
  cal restraints. For load-bearing walls,H refers to vertical height only.
  c.T = Bale thickness in feet (mm).
  d. Plaster reinforcement shall be any mesh allowed in Table BJ106.13(1) for the matching plaster type, and with staple spacing in accordance with this table. Mesh shall be
  installed in accordance with Section BJ106.9.
  e. Sill plate attachment shall be with5/8-inch anchor bolts or approved equivalent at not more than 48 inches on center where staple spacing is required to be ≤ 4 inches.
  f. Bales shall be attached to the studs by an approved method. Horizontal framing and attachment at top and bottom of studs shall be in accordance with Section R602 or an
  approved alternative. Table R602.7(1) shall be used to determine the top framing member where load-bearing stud spacing exceeds 24 inches o.c.
  g.H is vertical height only.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
  NA = Not Applicable.
  a.

• CRC § 2.2.1 Medium relevance — show source text

  2025 CALIFORNIA RESIDENTIAL CODE APPENDIX BN-1

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  APPENDIX BN-2 2025 CALIFORNIA RESIDENTIAL CODE

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  BN EXTENDED PLATE WALL CONSTRUCTION

  The provisions contained in this appendix are not mandatory unless specifically adopted by a state agency or referenced in the adopting ordinance.

  User notes:

  About this appendix: This proposal contains requirements for extended plate wall (EPW) construction. EPW construction provides a practical compliance option for meeting energy code requirements for above-grade walls using conventional wood-framing materials.

  SECTION BN101—GENERAL

  BN101.1 General. Detached one- and two-family or townhouse buildings using extended plate wall (EPW) construction shall comply with this code and all of the following:

  1. Not more than two stories above grade plane in height.
  2. Limited to Seismic Design Categories A and B as determined from Figures R301.2.2.1(1) through (7).
  3. Limited to ultimate design wind speeds not more than 115 mph (185 kph) as determined from Figure R301.2(2).
  4. Comply with the provisions of Section R602, except as modified by the provisions of this appendix.

  Exception: Buildings using EPW construction in accordance with an approved design by a registered design professional.

  SECTION BN102—CONSTRUCTION REQUIREMENTS

  BN102.1 Framing. The 2 × 6 top and bottom plates and 2 × 4 studs shall be used in accordance with Figures BN102.1(1) and BN102.1(2). A single top plate shall not be permitted. Wall framing shall comply with the requirements for 2 × 4 framing in accordance with Section R602.

  FIGURE BN102.1(1)—EXTENDED PLATE WALL (EPW) CONSTRUCTION, SECTION VIEW

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  APPENDIX BN — EXTENDED PLATE WALL CONSTRUCTION

  FIGURE BN102.1(2)—EXTENDED PLATE WALL, ELEVATION VIEW

  BN102.2 Wood structural panel sheathing. Wood structural panel sheathing with a nominal thickness of [7] / 16 inch (11 mm) to [1] / 2 inch (12.7 mm) shall be installed vertically and attached to wall plates and studs in accordance with Figure BN102.1(2) and Table BN102.2. The vertical joints between adjacent wood structural panels shall occur only at framing members. Where used as part of wall bracing, each wood structural panel shall be installed without horizontal joints between the extended top and bottom plates.

  TABLE BN102.2—SHEATHING FASTENER REQUIREMENTS FOR EPW	Col2	Col3
  ** MINIMUM NAIL LENGTH AND DIAMETER**	** MAXIMUM FASTENER SPACING**	** MAXIMUM FASTENER SPACING**
  ** MINIMUM NAIL LENGTH AND DIAMETER**	At perimeter of wood structural panels (inches)	In field of wood structural panels (inches)
  No.

• CRC § 9.5 Medium relevance — show source text

  FIGURE BK106.9.5—CONNECTION OF ROOF FRAMING TO BOND BEAMS

  BK106.9.6 Bond beams and connections at gable and shed roof end walls. Bond beams and connections at end walls of buildings with gable or shed roofs shall comply with Figure BK106.9.6 and the following:

  1. End walls shall not exceed 20 feet (6096 mm) in length.
  2. Bond beams shall be continuous and straight for the entire wall line.
  3. Wood bond beams shall comply with the following: 3.1. Not less than nominal 4 inches by 8 inches (102 mm by 203 mm) where wind design governs in accordance with Table BK106.11(2) and where seismic design governs in accordance with Table BK106.11(3), BK106.11(4) or

  APPENDIX BK-10 2025 CALIFORNIA RESIDENTIAL CODE

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  APPENDIX BK — COB CONSTRUCTION (MONOLITHIC ADOBE)

  BK106.11(5) for wall lengths less than or equal to 20 feet (6096 mm) in Seismic Design Category A or wall lengths less than or equal to 10 feet (3048 mm) in Seismic Design Categories B and C. 3.2. Not less than nominal 4 inches by 10 inches (102 mm by 254 mm) for wall lengths less than or equal to 20 feet (6096 mm) in Seismic Design Category B. 3.3. Not less than nominal 6 inches by 12 inches (152 mm by 305 mm) or 4 inches by 16 inches (102 mm by 406 mm) for wall lengths less than or equal to 20 feet (6096 mm) in Seismic Design Category C.

  3.4. Corners shall be connected in accordance with Section BK106.9.3.

  4. Concrete bond beams when used shall be in accordance with Section BK106.9.2 in Seismic Design Categories A, B and C and for ultimate design wind speeds less than or equal to 140 mph (63.6 m/s).

  5. Walls between the bond beam and roof shall be of wood-framed construction in accordance with Section R602. The ratio of its greatest height to its length shall not exceed 1:2. The wall shall not contain openings.

  FIGURE BK106.9.6—CONNECTIONS AT GABLE AND SHED ROOF END WALLS

  ROOF SHEATHING NAILING PER TABLE R602.3(1)

  BARGE RAFTER

  WHERE OCCURS

  CEILING JOISTS, WHERE OCCUR

  BOND BEAM PER SECTION BK106.9.6.

  WOOD BOND BEAM SHOWN. FOR

  CONCRETE BOND BEAM INSTALL WOOD

  GABLE AND SHED ROOF END WALL

  CONDITION SHOWN. SIMILAR FOR TALL

  WALL SUPPORTING A SHED ROOF WITH

  WOOD-FRAMED WALL BETWEEN ROOF

  RAFTERS AND BOND BEAM OF COB WALL.

  BK106.10 Lintels. Door, window and other openings in load-bearing cob walls shall be provided with a lintel of wood or concrete in accordance with Table BK106.10.

• CRC § 10.3 Medium relevance — show source text

  4. Mixing of continuous sheathing methods CS-WSP, CS-G and CS-PF along a braced wall line shall be permitted. Intermittent methods ABW, PFH and PFG shall be permitted to be used along a braced wall line with continuous sheathed methods, provided that the length of required bracing for that braced wall line is determined in accordance with Table R602.10.3(1) or R602.10.3(3) using the highest value of the bracing methods used.

  5. In Seismic Design Categories A and B, and for detached one- and two-family dwellings in Seismic Design Category C, mixing of intermittent bracing methods along the interior portion of a braced wall line with continuous sheathing methods CS-WSP, CS-G and CS-PF along the exterior portion of the same braced wall line shall be permitted. The length of required bracing shall be the highest value of all intermittent bracing methods used in accordance with Table R602.10.3(1) or R602.10.3(3) as adjusted by Tables R602.10.3(2) and R602.10.3(4), respectively. The requirements of Section R602.10.7 shall apply to each end of the continuously sheathed portion of the braced wall line. R602.10.4.2 Continuous sheathing methods. Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls and shall meet the requirements of Section R602.10.7. R602.10.4.3 Braced wall panel interior finish material. Braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than [1] / 2 inch (12.7 mm) in thickness and be fastened with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum wall board. Spacing of fasteners at panel edges for gypsum wall board opposite Method LIB bracing shall not exceed 8 inches (203 mm). Interior finish material shall not be glued in Seismic Design Categories D 0, D 1 and D 2 . Exceptions:

  6. Interior finish material is not required opposite wall panels that are braced in accordance with Methods GB, BVWSP, ABW, PFH, PFG and CS-PF, unless otherwise required by Section R302.6.

  7. An approved interior finish material with an in-plane shear resistance equivalent to gypsum board shall be permitted to be substituted, unless otherwise required by Section R302.6.

  8. Except for Method LIB, gypsum wall board is permitted to be omitted provided that the required length of bracing in Tables R602.10.3(1) and R602.10.3(3) is multiplied by the appropriate adjustment factor in Tables R602.10.3(2) and R602.10.3(4), respectively, unless otherwise required by Section R302.6. R602.10.4.4 Panel joints. Vertical joints of panel sheathing shall occur over and be fastened to common studs. Horizontal joints of panel sheathing in braced wall panels shall occur over and be fastened to common blocking of a thickness of 1 [1] / 2 inches (38 mm) or greater.

• CRC § 6.1. Medium relevance — show source text

  3. The entire length of the braced wall panel does not occur over an opening in the wall below.
  4. Floor and roof opening. Conditions where an opening in a floor or roof exceeds the lesser of 12 feet (3658 mm) or 50 percent of the least floor or roof dimension.
  5. Floor level offset. Conditions where portions of a floor level are vertically offset.

  Exceptions:

  1. Framing supported directly by continuous foundations at the perimeter of the building.
  2. For wood light-frame construction, floors shall be permitted to be vertically offset where the floor framing is lapped or tied together as required by Section R502.6.1.
  3. Perpendicular shear wall and wall bracing. Conditions where shear walls and braced wall lines do not occur in two perpendicular directions.
  4. Wall bracing in stories containing masonry or concrete construction. Conditions where stories above grade plane are partially or completely braced by wood wall framing in accordance with Section R602 or cold-formed steel wall framing in accordance with Section R603 include masonry or concrete construction. Where this irregularity applies, the entire story shall be designed in accordance with accepted engineering practice.

  Exception: Fireplaces, chimneys and masonry veneer in accordance with this code. 8. Hillside light-frame construction. Conditions in which all of the following apply: 8.1. The grade slope exceeds 1 unit vertical in 5 units horizontal where averaged across the full length of any side of the building.

  3-20 2025 CALIFORNIA RESIDENTIAL CODE

  on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

  BUILDING PLANNING

  8.2. The tallest cripple wall clear height exceeds 7 feet (2134 mm), or where a post and beam system occurs at the building perimeter, the post and beam system tallest post clear height exceeds 7 feet (2134 mm). 8.3. Of the total plan area below the lowest framed floor, whether open or enclosed, less than 50 percent is living space having interior wall finishes conforming to Section R702.

  Where Item 8 is applicable, design in accordance with accepted engineering practice shall be provided for the floor immediately above the cripple walls or post and beam system and all structural elements and connections from this diaphragm down to and including connections to the foundation and design of the foundation to transfer lateral loads from the framing above.

  Exception: Light-frame construction in which the lowest framed floor is supported directly on concrete or masonry walls over the full length of all sides except the downhill side of the building need not be considered an irregular building under Item 8.

  R301.2.2.7 Height limitations. Wood-framed buildings shall be limited to three stories above grade plane or the limits given in Table R602.10.3(3). Wood-framed buildings in Seismic Design Category D 2 exceeding two stories shall be designed for wind and seismic loads in accordance with accepted engineering practice. Cold-formed steel-framed buildings shall be limited to less than or equal to three stories above grade plane in accordance with AISI S230. Mezzanines as defined in Section R202 that comply with Section R314 shall not be considered as stories. Structural insulated panel buildings shall be limited to two stories above grade plane.