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Table 2.1: “ZIP System^® R-sheathing” Product Line
ZIP System^® R-sheathing Type (Nominal R-value)	Thickness (mm)		RSI ^{Footnote (1)} (Thermal Resistance Value)
	Rigid Foam Insulation	OSB	RSI ^{Footnote (1)} (Thermal Resistance Value)
	Rigid Foam Insulation	OSB	m²·°C·W^–1 (R-value)
R-3	12.7	11	0.522 (R2.96)
R-6	25.4	11	1.044 (R5.92)
R-9	38.1	11	1.567 (R8.90)
R-12	50.8	11	2.089 (R11.9)

Table 4.1.1 Summary of Construction Details of Braced Wall for Monotonic Loading Test (ASTM E72-15)
ZIP System^® R-sheathing Type ^{Footnote (1)}	Framing Lumber			Fasteners				Number of Specimens
ZIP System^® R-sheathing Type ^{Footnote (1)}	Stud Materials	Stud Size (in.)	Stud Spacing (mm)	Specification	Length (mm)	Nail Spacing (Interior Stud) (mm)	Nail Spacing (Edge) (mm)	Number of Specimens
R-3	Spruce-Pine-Fir No. 2	2 × 4	600	3.2 mm shank nail	76	300	150	2
R-9	Spruce-Pine-Fir No. 2	2 × 4	600	3.2 mm shank nail	102	300	150	2
R-12	Spruce-Pine-Fir No. 2	2 × 4	600	3.2 mm shank nail	102	300	150	3

Table 4.1.2 Results of Monotonic Loading Test (ASTM E72-15) and Characteristic Shear Strength
Loading, q _1/50 (kPa) and S _a (0.2) ^{Footnote (1)}	ZIP System^® R-sheathing Type ^{Footnote (3)}	Specimen ID	Peak Load, *P _peak* (kN)	Lateral Load at 5.1 mm Deflection, P _5.1 (kN)	Initial Stiffness, K (kN/mm)	Ultimate Shear Strength, v' (kN/m)	Lateral Load at 5.1 mm Deflection, v _draft (kN/m)	Characteristic Shear Strength ^{Footnote (4)}, *v _k* (kN/m)
q _1/50 ≤ 1.2 and S _a(0.2) ≤ 0.5 ^{Footnote (2)}	R-3	R-3 #1	15.09	5.69	1.03	4.18	4.42	4.30 (> 2.50(2))
	R-3	R-3 #2	15.90	6.70	1.37	4.41	5.20
	Mean		15.50	6.20	1.20	4.30	4.81
	R-9	R-9 #1	14.03	3.97	0.42	3.89	3.08	3.74 (> 2.50(2))
	R-9	R-9 #2	12.94	5.91	1.74	3.59	4.59
	Mean		13.49	4.94	1.08	3.74	3.83
	R-12	R-12 #1	10.51	3.29	0.42	2.91	2.55	2.76 (> 2.50(2))
		R-12 #2	10.57	3.94	0.69	2.93	3.06
		R-12 #3	12.61	3.42	0.36	3.50	2.65
	Mean		11.23	3.55	0.49	3.11	2.76

Notes to Table 4.1.2:

Footnote 1

q_1/50 is 1-in-50 year hourly wind pressure in kPa and S_a(0.2) is the seismic spectral response acceleration. Wind and seismic loading conditions were derived in conjunction with Table C1a of the CWC's Engineering Guide for Wood Frame Construction (2014 Edition) as per Clause 9.23.13.2.(2)(c), Requirements for High Wind and Seismic Forces, of Division B of the NBC 2015.

Return to footnote 1 referrer

Footnote 2

The required shear strength of 2.50 kN/m is a benchmarked value for 9.5-mm (3/8-in.) OSB (400 mm o.c.) as an acceptable solution, in conjunction with Table C1a of the CWC's "Engineering Guide for Wood Frame Construction (2014 Edition) as per Clause 9.23.13.2.(2)(c) of Division B of the NBC 2015.

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Footnote 3

See Table 2.1 of this Report for the product description.

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Footnote 4

The product provides better performance than the NBC acceptable solution when the fasteners are used as shown in Table 4.1.1 of this Report.

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Table 4.2.1 Summary of Construction Details of Braced Wall for Reversed Cyclic Loading Test (ASTM E2126-11)
ZIP System^® R-sheathing Type ^{Footnote (1)}	Framing Lumber			Fasteners				Number of Specimens
ZIP System^® R-sheathing Type ^{Footnote (1)}	Stud Materials	Stud Size (in.)	Stud Spacing (mm)	Specification	Length (mm)	Nail Spacing (Interior Stud) (mm)	Nail Spacing (Edge) (mm)	Number of Specimens
R-3	Spruce-Pine-Fir No. 2	2 × 4	600	3.2 mm shank nail	76	300	75	2
R-3	Douglas Fir-Larch No. 2	2 × 4	600	3.2 mm shank nail	76	300	75	2
R-6	Spruce-Pine-Fir No. 2	2 × 4	600	3.2 mm shank nail	76	300	75	2
R-6	Douglas Fir-Larch No. 2	2 × 4	600	3.2 mm shank nail	76	300	75	2
R-9	Spruce-Pine-Fir No. 2	2 × 4	600	3.2 mm shank nail	102	300	75	2
R-9	Douglas Fir-Larch No. 2	2 × 4	600	3.2 mm shank nail	102	300	75	2
R-12	Spruce-Pine-Fir No. 2	2 × 4	600	3.2 mm shank nail	102	300	75	3
R-12	Douglas Fir-Larch No. 2	2 × 4	600	3.2 mm shank nail	102	300	75	2

Table 4.2.2.1 Specified Shear Strength of Assemblies ^{Footnote (2)} Based on Reversed Cyclic Loading Test (ASTM E2126-11) for Part 9 Application in Higher Seismic Zones
ZIP System^® R-sheathing Type ^{Footnote (1)}	Part 9 (Housing and Small Buildings) ^{Footnote (3)} - Maximum Seismic Zone Applicability
ZIP System^® R-sheathing Type ^{Footnote (1)}	*[Column 1]* Stud Materials Spruce-Pine-Fir No. 2	*[Column 2]* Stud Materials Douglas Fir-Larch No. 2
R-3	0.5 < S _a(0.2) ≤ 1.0	0.5 < S _a(0.2) ≤ 1.0
R-6	S _a(0.2) ≤ 0.5 ^{Footnote (4)}	S _a(0.2) ≤ 0.5 ^{Footnote (4)}
R-9	S _a(0.2) ≤ 0.5	S _a(0.2) ≤ 0.5
R-12	S _a(0.2) ≤ 0.5	S _a(0.2) ≤ 0.5

Table 4.2.2.2 Specified Shear Strength of Assemblies ^{Footnote (2)} Based on Reversed Cyclic Loading Test (ASTM E2126-11) for Part 4 Design
ZIP System^® R-sheathing Type ^{Footnote (1)}	Part 4 (Structural Design) ^{Footnote (5)} For Seismic Zone > [Column 1] and [Column 2] - Specified Shear Strength ^{Footnote (6)} (kN/m)
ZIP System^® R-sheathing Type ^{Footnote (1)}	Stud Materials Spruce-Pine-Fir No. 2	Stud Materials Douglas Fir-Larch No. 2
R-3	7.73	8.80
R-6	6.88	6.83
R-9	5.90	5.02
R-12	5.23	4.87

Notes to Tables 4.2.2.1 and 4.2.2.2.:

Footnote 1

See Table 2.1 of this Report for the product description.

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Footnote 2

The values listed apply to the construction details of assemblies (i.e., fastening schedule) outlined in Table 4.2.1 of this Report.

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Footnote 3

Limited to hourly wind pressure q_1/50 ≤ 1.2 kPa.

Return to footnote 3 referrer

Footnote 4

Based on the test results, the ZIP System^® R-sheathing "R-6" was close to being qualified for the next seismic zone. As such, CCMC would deem it acceptable for the use up to S_a(0.2) = 0.61.

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Footnote 5

According to CSA O86. For calculation of shear wall deflection according to Clause 11.7.1.2 of CSA O86, the nail deformation, en, for a 3.2- mm-diam nail can be calculated as follows:

e_n = exp^{(2.65 × ln(P) + 0.047 × T + 1.90)}

Where:

e_n = nail deformation (mm);

P = lateral load per nail (kN); and

T = thickness of insulation between 12.5 and 50.8 (mm) (see Table 2.1 of this Report for the thickness of insulation).

Return to footnote 5 referrer

Footnote 6

Based on 3.2-mm-diam nail at 75 mm spacing at panel edges with a minimum point-side penetration of 12.5d. R_d = 3.0 and R₀ = 1.7 are permitted for seismic design.

Return to footnote 6 referrer

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