Hurricane Tie

Model No.	Fasteners (No. — Length x Dia., mm)			Design Capacity (kN) AU			Design Capacity (kN) NZ
	Rafter/Joist	Top Plates/Bearer	Stud	Uplift k1 = 1.14	F1 k1 = 1.14	F2 k1 = 1.14	Uplift k1 = 1.0	F1 k1 = 1.0	F2 k1 = 1.0
H1.81Z	6 – 38 x 3.75	4 – 38 x 3.75	—	2.25	2.23	1.29	1.86	1.84	1.07
H2.5A H2.5AZ	5 – 38 x 3.32	5 – 38 x 3.32	—	2.35	0.49	0.48	2.32	0.49	0.48
H2.5ASS	5 – 38 x 3.32	5 – 38 x 3.32	—	1.88	0.34	0.34	1.85	0.34	0.34
H3Z	4 – 38 x 3.32	4 – 38 x 3.32	—	1.98	0.31	0.76	1.86	0.29	0.76

1. Design Capacity is the lesser of (1) the Characteristic Capacity multiplied by the Australian Capacity Factor, or the NZ Strength Reduction Factor (φ), and applicable the k modification factors following AS 1720.1 and NZS 3603 and (2) the Serviceability Capacity which is the load at 3.2mm joint slip. Design Capacity is the minimum of test data and structural joint calculation.
2. For Australia, the Capacity Factor (φ) is 0.85 for nails and screws for structural joints in a Category 1 application. Reduce tabulated values where other Category applications govern. For New Zealand, The Capacity Factor (φ) is 0.8 for nails.
3. Duration of Load Factor (k1) is as shown. Reduce Duration of Load Factor (k1) where applicable. Capacities may not be increased.
4. Timber species for joint design is seasoned Radiata Pine, which is Australia Joint Group JD4 per AS 1720.1 Table H2.4.
5. Allowable loads in the F1 direction are not intended to replace diaphragm boundary members or cross-grain bending of the truss or rafter members
6. When cross-grain tension cannot be avoided in the members, mechanical reinforcement to resist such forces may be considered
7. H1.81Z shown on the outside of wall assumes a min. overhang of 90mm. Installation on the inside of wall is acceptable with detailing for the uplift continuous load path by Designer.
8. For parts installed on the outside of wall where only three plate fasteners can be accessed, reduce table loads by 0.75 for single part and 0.875 for two-part installations.

S/H1A Technical Data - Steel Frame 

Model No.	Fasteners			Truss Thickness mil (ga.)	Allowable Uplift Load (lb.)
					Plate/Wall Stud Thickness mil (ga.)
	Truss	Top Track	Stud
					33 mil (20 ga.)	43 mil (18 ga.)	54 mil (16 ga.)
S/H1A	(4) #10	(3) #10	(1) #10	27 (22)	470	470	470
	(4) #10	(3) #10	(1) #10	33 (20)	510	550	690
	(4) #10	(3) #10	(1) #10	43 (18)	510	550	690
	(4) #10	(3) #10	(1) #10	54 (16)	520	675	850

 

1. Tabulated loads based on truss members with yield strength, Fy, of 50 ksi and tensile strength, Fu, of 65 ksi. Reduce tabulated load proportionally for lower truss member steel strength. For example: 43 mil (18 ga.) truss member with a yield strength, Fy, of 33 ksi and a tensile strength, Fu, of 45 ksi is connected to 43 mil top track and wall stud. The adjusted allowable load is then 550 lb. x minimum [33/ 50 or 45/ 65] = 363 lb.
2. See Fastening Systems for more information on Simpson Strong-Tie fasteners.

 

S/H2.5 Technical Data - Steel Frame