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Section R610 Structural Insulatedpanel Wall Construction

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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 are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.
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 (Vult) 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 Spruce-pine-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).
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.

FIGURE R610.4
SIP WALL PANEL
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.
MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP OR LIGHT-FRAME ROOF ONLY (inches)a
BUILDING WIDTH (ft)
ULTIMATE DESIGN
WIND SPEED
Vult (mph)
SNOW
LOAD
(psf)
24 28 32 36 40
Exp. B Exp. C Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet)
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
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
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
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
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
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
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
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
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
70 4.5 4.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR DR DR DR
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
30 4.5 6.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR 4.5 DR DR
50 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
70 4.5 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.
  1. 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 (2).
    • Strength axis of facing material applied vertically.
MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP OR LIGHT-FRAME ONE STORY AND ROOF ONLY (inches)a
BUILDING WIDTH (ft)
ULTIMATE DESIGN
WIND SPEED
Vult (mph)
SNOW
LOAD
(psf)
24 28 32 36 40
Exp. B Exp. C Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet)
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
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
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
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
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
50 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR 4.5 DR DR DR DR DR
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
30 4.5 4.5 DR 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR DR DR DR
50 4.5 4.5 DR 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR
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
30 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
50 4.5 DR DR DR DR DR DR DR DR DR DR DR DR DR DR
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.
  1. 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 (2).
    • Strength axis of facing material applied vertically.
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 (2), as appropriate.
FIGURE R610.5(1)
MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS
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 (2), as appropriate.
FIGURE R610.5(2)
MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS
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 (2), as appropriate.
FIGURE R610.5(3)
TRUSSED ROOF TO TOP PLATE CONNECTION
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 (2), as appropriate.
FIGURE R610.5(4)
SIP WALL-TO-WALL PLATFORM FRAME CONNECTION
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 (2), as appropriate.
FIGURE R610.5(5)
SIP WALL-TO-WALL HANGING FLOOR FRAME CONNECTION (I-Joist floor shown for Illustration only)
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 2-inch) top plate having a width equal to the width of the panel core, and 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 joints in top plates shall be offset not less than 24 inches (610 mm).
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 SIPs width.
  3. SIP facing surfaces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 6 inches on center.

FIGURE R610.5.1
SIP WALL FRAMING CONFIGURATION
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.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R610.5.2
SIP WALL TO CONCRETE SLAB FOR FOUNDATION WALL ATTACHMENT
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.
For SI: 1 inch = 25.4 mm.
FIGURE R610.5.4
SIP CORNER FRAMING DETAIL
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