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Chapter 6 — WALL CONSTRUCTION

Section R610 — STRUCTURAL INSULATED PANEL WALL CONSTRUCTION

2025 California Residential Code (Title 24, Part 2.5) · 2025 edition · updated 2026-07-29 · California

Italicized text is a California amendment to the model code, as printed in the official publication.

R610.1 General.

Structural insulated panel (SIP) walls shall be designed in accordance with the provisions of this section. Where the provisions of this section are used to design structural insulated panel 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.

R610.2 Applicability limits.

The provisions of this section shall control the construction of exterior structural insulated panel walls and interior load-bearing structural insulated panel walls for buildings not greater than 60 feet (18 288 mm) in length perpendicular to the joist or truss span, not greater than 40 feet (12 192 mm) in width parallel to the joist or truss span and not greater than two stories in height with each wall not greater than 10 feet (3048 mm) high. Exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Structural insulated panel walls constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed ( V ult ) is not greater than 155 miles per hour (69 m/s) in Exposure B or 140 miles per hour (63 m/s) in Exposure C, the ground snow load is not greater than 70 pounds per square foot (3.35 kPa), and the seismic design category is A, B or C.

R610.3 Materials. SIPs shall comply with the requirements of ANSI/APA PRS 610.1.

R610.3.1 Lumber. The minimum lumber framing material used for SIPs prescribed in this document is NLGA graded No. 2 Sprucepine-fir. Substitution of other wood species/grades that meet or exceed the mechanical properties and specific gravity of No. 2 Spruce-pine-fir shall be permitted.

R610.3.2 SIP screws. Screws used for the erection of SIPs as specified in Section R610.5 shall be fabricated from steel, shall be provided by the SIP manufacturer and shall be sized to penetrate the wood member to which the assembly is being attached by not less than 1 inch (25 mm). The screws shall be corrosion resistant and have a minimum shank diameter of 0.188 inch (4.7 mm) and a minimum head diameter of 0.620 inch (15.5 mm).

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

WALL CONSTRUCTION

R610.3.3 Nails. Nails specified in Section R610 shall be common or galvanized box unless otherwise stated.

R610.4 SIP wall panels.

SIPs shall comply with Figure R610.4 and shall have minimum panel thickness in accordance with Tables R610.5(1) and R610.5(2) for above-grade walls. SIPs shall be identified by grade mark or certificate of inspection issued by an approved agency in accordance with ANSI/APA PRS 610.1.

(HCD 1 and HCD 2) Note: See the California Factory-Built Housing Law, Health and Safety Code Section 19960 et seq.; and the California Code of Regulations, Title 25, Division 1, Chapter 3; which require building components as addressed in the definition of “factory-built housing” to bear insignia of approval issued by the Department of Housing and Community Development, as specified.

FIGURE R610.4—SIP WALL PANEL

FACING

ADHESIVE

ADHESIVE

FACING

R610.5 Wall construction.

Exterior walls of SIP construction shall be designed and constructed in accordance with the provisions of this section and Tables R610.5(1) and R610.5(2) and Figures R610.5(1) through R610.5(5). SIP walls shall be fastened to other wood building components in accordance with Tables R602.3(1) through R602.3(4).

Framing shall be attached in accordance with Table R602.3(1) unless otherwise provided for in Section R610.

TABLE R610.5(1)—MINIMUM THICKNESS FOR SIP WALL
SUPPORTING SIP OR LIGHT-FRAME ROOF ONLY (inches)a
BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft)
ULTIMATE DESIGN
WIND SPEEDV ult
(mph)		 ULTIMATE DESIGN
WIND SPEEDV ult
(mph)		 GROUND
SNOW LOAD
(psf)		 24 24 24 28 28 28 32 32 32 36 36 36 40 40 40
Exp. B Exp. C Exp. C Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet)
Exp. B Exp. C Exp. C 8 9 10 8 9 10 8 ** 9** 10 8 9 10 8 9 10
110 — 20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
110 — 30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
110 — 50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
110 — 70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 6.5
115 — 20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
115 — 30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
115 — 50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5
115 — 70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR
130 110 20 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR
130 110 30 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 4.5 DR
130 110 50 4.5 4.5 DR 4.5 4.5 DR 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR
130 110 70 4.5 4.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR DR DR DR

6-176 2025 CALIFORNIA RESIDENTIAL CODE

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

WALL CONSTRUCTION

TABLE R610.5(1)—MINIMUM THICKNESS FOR SIP WALL
SUPPORTING SIP OR LIGHT-FRAME ROOF ONLY (inches)a—continued
BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft) BUILDING WIDTH (ft)
ULTIMATE DESIGN
WIND SPEEDV ult
(mph)		 ULTIMATE DESIGN
WIND SPEEDV ult
(mph)		 GROUND
SNOW LOAD
(psf)		 24 24 24 28 28 28 32 32 32 36 36 36 40 40 40
Exp. B Exp. C Exp. C Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet) Wall height (feet)
Exp. B Exp. C Exp. C 8 9 10 8 9 10 8 ** 9** 10 8 9 10 8 9 10
140 120 20 4.5 6.5 DR 4.5 6.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR
140 120 30 4.5 6.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR 4.5 DR DR
140 120 50 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
140 120 70 4.5 DR DR DR DR DR DR DR DR DR DR DR DR DR DR

TABLE R610.5(1)—MINIMUM THICKNESS FOR SIP WALL
SUPPORTING SIP OR LIGHT-FRAME ROOF ONLY (inches)a—continued

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.		 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.

Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a.
Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.|

TABLE R610.5(2)—MINIMUM THICKNESS FOR SIP WALL
SUPPORTING SIP OR LIGHT-FRAME ONE STORY AND ROOF ONLY (inches)a
** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)**
ULTIMATE DESIGN
WIND SPEEDV ult
(mph)		 ULTIMATE DESIGN
WIND SPEEDV ult
(mph)		 GROUND
SNOW LOAD
(psf)		 24 24 24 28 28 28 32 32 32 36 36 36 40 40 40
Exp. B Exp. C Exp. C Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)		 Wall height
(feet)
Exp. B Exp. C Exp. C 8 9 10 8 9 10 8 9 10 8 9 10 8 9 10
110 — 20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR
110 — 30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 6.5 DR
110 — 50 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR DR DR DR
110 — 70 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR DR DR DR DR DR DR
115 — 20 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 DR DR
115 — 30 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR
115 — 50 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR 4.5 DR DR DR DR DR
115 — 70 4.5 4.5 DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
120 — 20 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 DR DR 4.5 DR DR
120 — 30 4.5 4.5 DR 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR DR DR DR
120 — 50 4.5 4.5 DR 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR
120 — 70 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
130 110 20 4.5 6.5 DR 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR
130 110 30 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
130 110 50 4.5 DR DR DR DR DR DR DR DR DR DR DR DR DR DR
130 110 70 DR DR DR DR DR DR DR DR DR DR DR DR DR DR DR

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
a. Design assumptions:
Maximum deflection criteria: L/240.
Maximum roof dead load: 10 psf.
Maximum roof live load: 70 psf.
Maximum ceiling dead load: 5 psf.
Maximum ceiling live load: 20 psf.
Maximum second-floor dead load: 10 psf.
Maximum second-floor live load: 30 psf.
Maximum second-floor dead load from walls: 10 psf.
Maximum first-floor dead load: 10 psf.
Maximum first-floor live load: 40 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied vertically.

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

WALL CONSTRUCTION

For SI: 1 foot = 304.8 mm.

FIGURE R610.5(1)—MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS

SEE FIGURE R610.5(3)

SIP WALL

SEE

FIGURE

R610.5.2

FOUNDATION

OR SLAB

Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in acc ordance with Tables R602.3(1) and R602.3(2), as appropriate.

SEE FIGURE R610.5(3)

SIP OR LIGHT

FRAME WALL

SEE FIGURES R610.5(4) AND R610.5(5)

SIP WALL

SEE FIGURE

R610.5.2

SIP OR LIGHT FRAME FLOOR

FOUNDATION

WALL OR SLAB

For SI: 1 foot = 304.8 mm.

Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and R602.3(2), as appropriate.

6-178 2025 CALIFORNIA RESIDENTIAL CODE

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

FIGURE R610.5(3)—TRUSSED ROOF TO TOP PLATE CONNECTION

WALL CONSTRUCTION

CAP/TOP PLATE

CONNECTION 16d

COMMON NAILS AT

16 IN. O.C.

CAP PLATE

TOP PLATE

CONTINUOUS SEALANT

EACH SIDE OF FRAMING

AS RECOMMENDED BY

MANUFACTURER

SIP WALL PANEL

For SI: 1 inch = 25.4 mm.

Note: Figure illustrates SIP-specific attachment requirements. Other conn ections shall be made in acc ordance with Tables R602.3(1) and R602.3(2), as appropriate.

FIGURE R610.5(4)—SIP WALL-TO-WALL PLATFORM FRAME CONNECTION

SIP WALL

CONTINUOUS SEALANT

EACH SIDE

ctions shal
ALL-TO-		 l b e made in ac
ALL PLATF
ctions shal
ALL-TO-		 W W

2x SOLE PLATE

MATCHING THE SIP

CORE THICKNESS

8d COMMON NAILS AT 6

IN. O.C. EACH SIDE

RIM BOARD

CAP PLATE

8d NAILS AT 6 IN.

O.C. EACH SIDE

CONTINUOUS SEALANT

EACH SIDE

For SI: 1 inch = 25.4 mm.

Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and R602.3(2), as appropriate.

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

WALL CONSTRUCTION

FIGURE R610.5(5)—SIP WALL-TO-WALL HANGING FLOOR FRAME CONNECTION (I-Joist floor shown for Illustration only)

CONTINUOUS SEALANT

EACH SIDE

2x SOLE PLATE

8d COMMON NAILS AT 6

IN. O.C. EACH SIDE

TOP PLATE

8d COMMON NAILS AT 6

IN. O.C. EACH SIDE

CONTINUOUS SEALANT

EACH SIDE

SIP WALL

FRAMING IN ACCORDANCE

For SI:1 inch = 25.4 mm.

Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and R602.3(2), as appropriate. R610.5.1 Top plate connection. SIP walls shall be capped with a double top plate installed to provide overlapping at corner, intersections and splines in accordance with Figure R610.5.1. The double top plates shall be made up of a single 2-by (nominal 2inch) top plate having a width equal to the width of the panel core, an d shall be recessed into the SIP below. Over this top plate a cap plate shall be placed. The cap plate width shall match the SIP thickness and overlap the facers on both sides of the panel. End

The
cor
SIP		 e

joints in top plates shall be offset not less than 24 inches (610 mm).

FIGURE R610.5.1—SIP WALL FRAMING CONFIGURATION

2x TOP PLATE

RECESSED INTO SIP CORE, WIDTH EQUAL TO SIP

CORE WIDTH

2x KING STUDS

RECESSED INTO THE SIP CORE, WIDTH EQUAL TO SIP CORE

For SI: 1 inch = 25.4 mm.

Notes:

  1. Top plates shall be continuous over header.

  2. Lower 2x top plate shall have a width equal to the SIP core width and shall be recessed into the top edge of the panel. Cap plate shall be placed over the recessed top plate and shall have a width equal to the SIP’s width.

  3. SIP facing surfaces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 6 inches on center.

6-180 2025 CALIFORNIA RESIDENTIAL CODE

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

WALL CONSTRUCTION

R610.5.2 Bottom (sole) plate connection. SIP walls shall have full bearing on a sole plate having a width equal to the nominal width of the foam core. Where SIP walls are supported directly on continuous foundations, the wall wood sill plate shall be anchored to the foundation in accordance with Figure R610.5.2 and Section R403.1.

FIGURE R610.5.2—SIP WALL TO CONCRETE SLAB FOR FOUNDATION WALL ATTACHMENT

SIP WALL

CONTINUOUS

SEALANT EACH

2x SOLE PLATE

MATCHING THE SIP

CORE THICKNESS

8d COMMON

NAILS AT 6 IN.

O.C. EACH SIDE

CAPILLARY BREAK

BETWEEN SIP AND

FOUNDATION

CONCRETE OR

MASONRY

FOUNDATION

WALL OR SLAB

FOUNDATION ANCHORAGE

PER SECTION R403.1.6

For SI: 1 inch = 25.4 mm.

R610.5.3 Panel-to-panel connection. SIPs shall be connected at vertical in-plane joints in accordance with Figure R610.8 or by other approved methods.

R610.5.4 Corner framing. Corner framing of SIP walls shall be constructed in accordance with Figure R610.5.4.

FIGURE R610.5.4 —SIP CO RNER FRAMING DETAIL

8d NAILS AT 6 IN. O.C. EACH SIDE

CONTINUOUS SEALANT

EACH SIDE

SIP SCREW AT 24 IN.

CONTINUOUS SEALANT

EACH SIDE

For SI: 1 inch = 25.4 mm.

R610.5.5 Wall bracing. SIP walls shall be braced in accordance with Section R602.10. SIP walls shall be considered continuous wood structural panel sheathing (bracing Method CS-WSP) for purposes of computing required bracing. SIP walls shall meet the requirements of Section R602.10.4.2 except that SIP corners shall be fabricated as shown in Figure R610.8. Where SIP walls are used for wall bracing, the SIP bottom plate shall be attached to wood framing below in accordance with Table R602.3(1).

R610.5.6 Thermal barrier. SIP walls shall be separated from the interior of a building by an approved thermal barrier in accordance with Section R303.4.

R610.6 Interior load-bearing walls.

Interior load-bearing walls shall be constructed as specified for exterior walls.

R610.7 Drilling and notching.

The maximum vertical chase penetration in SIPs shall have a maximum side dimension of 2 inches (51 mm) centered in the panel. Vertical chases shall have a minimum spacing of 24 inches (610 mm) on center. Not more than two hori

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WALL CONSTRUCTION

zontal chases shall be permitted in each wall panel, one at 14 inches (360 mm) plus or minus 2 inches (51 mm) from the bottom of the panel and one at 48 inches (1220 mm) plus or minus 2 inches (51 mm) from the bottom edge of the SIP’s panel. Additional penetrations are permitted where justified by analysis.

R610.8 Headers.

SIP headers shall be designed and constructed in accordance with Table R610.8 and Figure R610.5.1. SIP headers shall be continuous sections without splines. Headers shall be not less than 11 [7] / 8 inches (302 mm) deep. Headers longer than 4 feet (1219 mm) shall be constructed in accordance with Section R602.7. The strength axis of the factors on the header shall be oriented horizontally.

FIGURE R610.8—TYPICAL SIP WALL PANEL-TO-PANEL CONNECTION DETAILS

FACING MATERIAL IN

SURFACE SPLINE

8d NAIL AT 6 IN. O.C. EACH

SIDE OF SIP

SIDE OF SIP

FACING MATERIAL IN

SIDE OF SIP

BLOCK SPLINE

For SI: 1 inch = 25.4 mm.

TABLE R610.8—MAXIMUM SPANS FOR 117/-INCH OR DEEPER SIP HEADERS (feet)a, c, d
8

** LOAD CONDITION** ** GROUND SNOW LOAD**
(psf)		 ** BUILDING WIDTHb
(feet)**		 ** BUILDING WIDTHb
(feet)**		 ** BUILDING WIDTHb
(feet)**		 ** BUILDING WIDTHb
(feet)**		 ** BUILDING WIDTHb
(feet)**
** LOAD CONDITION** ** GROUND SNOW LOAD**
(psf)		 ** 24** ** 28** ** 32** ** 36** ** 40**
Supporting roof only 20 4 4 4 4 2
Supporting roof only 30 4 4 4 2 2
Supporting roof only 50 2 2 2 2 2
Supporting roof only 70 2 2 2 DR DR
Supporting roof and one story 20 2 2 DR DR DR
Supporting roof and one story 30 2 2 DR DR DR
Supporting roof and one story 50 2 DR DR DR DR
Supporting roof and one story 70 DR DR DR DR DR

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
DR = Design Required.
a. Design assumptions:
Maximum deflection criterion: L/240.
Maximum roof dead load: 10 psf.
Maximum ceiling load: 5 psf.
Maximum ceiling live load: 20 psf.
Maximum second-floor live load: 30 psf.
Maximum second-floor dead load: 10 psf.
Maximum second-floor dead load from walls: 10 psf.
Maximum first floor dead load: 10 psf.
Wind loads based on Table R301.2.1(1).
Strength axis of facing material applied horizontally.
b. Building width is in the direction of horizontal framing members supported by the header.
c. The table provides for roof slopes between 3:12 and 12:12.
d. The maximum roof overhang is 24 inches (610 mm).

6-182 2025 CALIFORNIA RESIDENTIAL CODE

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WALL CONSTRUCTION

R610.8.1 Wood structural panel box headers. Wood structural panel box headers shall be allowed where SIP headers are not applicable. Wood structural panel box headers shall be constructed in accordance with Figure R602.7.3 and Table R602.7.3.

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6-184 2025 CALIFORNIA RESIDENTIAL CODE

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

CALIFORNIA RESIDENTIAL CODE – MATRIX ADOPTION TABLE

CHAPTER 7 – WALL COVERING

(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 DSA OSHPD 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
Adopt only those sections
that are listed below		 X
Chapter / Section
R702.7
Table R702.7 (3) †
R702.7.2 X
Table_R702.7.3_ X

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

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7-2 2025 CALIFORNIA RESIDENTIAL CODE

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▸ Contents — 2025 California Residential Code (Title 24, Part 2.5)
2025 California Residential Code (Title 24, Part 2.5)
  1. Chapter 1 — ADMINISTRATION
  2. Chapter 2 — DEFINITIONS
  3. Chapter 3 — BUILDING PLANNING
  4. Chapter 4 — FOUNDATIONS
  5. Chapter 5 — FLOORS
  6. ▸ Chapter 6 — WALL CONSTRUCTION
    Overview
    1. Section R601 — GENERAL
    2. Section R602 — WOOD WALL FRAMING
    3. Section R603 — COLD-FORMED STEEL WALL FRAMING
    4. Section R604 — WOOD STRUCTURAL PANELS
    5. Section R605 — PARTICLEBOARD
    6. Section R606 — GENERAL MASONRY CONSTRUCTION
    7. Section R607 — GLASS UNIT MASONRY
    8. Section R608 — EXTERIOR CONCRETE WALL CONSTRUCTION
    9. Section R609 — EXTERIOR WINDOWS AND DOORS
    10. Section R610 — STRUCTURAL INSULATED PANEL WALL CONSTRUCTION
  7. Chapter 7 — WALL COVERING
  8. Chapter 8 — ROOF-CEILING CONSTRUCTION
  9. Chapter 9 — ROOF ASSEMBLIES
  10. Chapter 10 — CHIMNEYS AND FIREPLACES
  11. Chapter 44 — REFERENCED STANDARDS
  12. Appendix AA — BOARD OF APPEALS
  13. Appendix AB — PERMIT FEES
  14. Appendix AC — RESERVED
  15. Appendix BA — RESERVED
  16. Appendix BB — TINY HOUSES
  17. Appendix BC — RESERVED
  18. Appendix BD — RESERVED
  19. Appendix BE — RADON CONTROL METHODS
  20. Appendix BF — PATIO COVERS
  21. Appendix BG — SOUND TRANSMISSION
  22. Appendix BH — AUTOMATIC VEHICULAR GATES
  23. Appendix BI — LIGHT STRAW-CLAY CONSTRUCTION
  24. Appendix BJ — STRAWBALE CONSTRUCTION
  25. Appendix BK — COB CONSTRUCTION (MONOLITHIC ADOBE)
  26. Appendix BL — HEMP-LIME (HEMPCRETE) CONSTRUCTION
  27. Appendix BM — 3D-PRINTED BUILDING CONSTRUCTION
  28. Appendix BN — EXTENDED PLATE WALL CONSTRUCTION
  29. Appendix BO — EXISTING BUILDINGS AND STRUCTURES
  30. Appendix CA — RESERVED
  31. Appendix CB — RESERVED
  32. Appendix CC — RESERVED
  33. Appendix CD — RESERVED
  34. Appendix CE — RESERVED
  35. Appendix CF — RESERVED
  36. Appendix CG — NONSEWERED SANITATION SYSTEMS
  37. Appendix CH — PRIVATE SEWAGE DISPOSAL
  38. Appendix CI — SWIMMING POOL SAFETY ACT
  39. Appendix CJ — EMERGENCY HOUSING
  40. Appendix CK — AREAS PROTECTED BY THE FACILITIES OF THE CENTRAL…

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