2150 & 2160 E Fourth St - Trusses - Plan

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ESR-1118 Page 3 of 10 the design values for nails in the AWC National Design Specification for Wood Construction. Allowable design values are applicable when the connection is made with identical plates and nailing patterns on opposite sides of the joint. 4.2.3Hinge Plate:The allowable design values of Hinge Truss Plate Connectors in shear, tension and compressionare shown in Table 3. Imposed forces at the joint and within the truss containing the joint must be determined using a structural model with a pin at the hinge joint location. Allowable design values are applicable when the connection is made with a 1-inch (25.4 mm), or smaller, gap between the two wood members at the connection. The design load due to combined shear and axial loads must not exceed the allowable load using the Hankinson formula as follows: F P where: F = Imposed combined shear and axial load, lb = (F a2 + Fv2)0.5 P = Allowable combined shear and axial load, lb = (P a x Pv)/((Pa x (sin )2) + (Pv x (cos )2)). Fa = Imposed axial force, lb. Fv = Imposed shear force, lb. Pa = Allowable axial force, lb. (In compression or tension corresponding to imposed axial force). Pv = allowable shear load, lb. (theta) = angle between F and the length of the plate. 5.0CONDITIONS OF USE: The Alpine Truss Plates (Metal Connector Plates) described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer’s published installation instructions and this report, this report governs. 5.2 Each application for a building permit using these truss plate connectors must be accompanied by calculations, details and other documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses using Wave, H and SS metal truss connector plates must not exceed those listed in Tables 1 and 2. The shear resistance ratios used in the design of trusses using Trulox Truss Plate Connectors must not exceed those listed in Table 2. The shear, tension and compression loads used in the design of trusses using Hinge Truss Plate Connector must not exceed those listed in Table 3. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using Alpine Truss Plate Connectors must be graded in compliance with the applicable building code and must have a moisture content not to exceed 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.6 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable loads shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant-treated lumber or preservative-treated lumber. 5.6 Metal truss connector plates and hinge plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 and G90 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. Note: Conditions 5.8 through 5.13 apply to Hinge Plate metal connectors only: 5.8 Allowable load values for the Hinge Plates are applicable to hinge plate pairs installed on opposite faces and positioned in the 180-degree (unbent) position in the final installation of the truss.