6920 SEAWAY BLVD 2024-03-05 - Laserfiche WebLink

* * * * * Property of Engineers Northwest, Inc., P.S.- Use by others unlawful * * * * * ASCE 7-16 Seismic Loads per ASCE 7-16- Chapter 13 Seismic Design Requirements for Nonstructural Components Input Cells = Project Number: 22000043 Project Name: Fluke Calibration Location: Everett, WA Design By: MP ASCE 7-16 Section 13.3 Seismic Demands on Nonstructural Components (Mechanical & Electrical Components) All references below are to ASCE 7-16 (U.N.O.) Mechanical and Electrical Component=lSpring isolated components and systems and vibration isolated flo usina built-in or separate elastomeric snubbina devices or resilient Table 13.6-1 Category = Vibration Isolated Corn Se = 1.377 S1 = 0.489 Site Class (soil) = D Risk Category = II Table 1.5-1 Average roof height of structure, h = 0 ft Height in structure of point of attachment of component with respect to base, z = 0 ft Component importance factor, IP = 1.0 Sect 13.1.3 Operating weight of mechanical unit, Wp = 8200 lb. Out ut Site Coefficient, Fa = 1 Table 11-4.1 SMs = 1.377 Eqn 11.4-1 Ses = 0.918 Eqn 11.4-3 z/h = 0 Component amplification factor, a, = 2.5 Component response modification factor, Rp = 2 Component overstrength factor, Oa = 2 Fp = 0.459 * WP, Eqn 13.3-1 F,_= 1.469 * WP, Eqn 13.3-2 FP_min = 0.275 * Wp, Eqn 13.3-3 FP_horiz= 0.459 *Wp FP_h,ra = 3763.8 lb (ULT) FPven = */ 0.184 * W., Sect. 13.3.1 (apply concurrently with horizontal force) FP,., =+/. 1508.8 lb (ULT), Sect 13.3.1 (apply concurrently with horizontal force) NOTES: 1.) Anchors in concrete shall be designed in accordance with chapter 17 of ACI 318 2.) Anchors in masonry shall be designed in accordance with ACI 530. Anchors shall be designed to be governed by the tensile or shear strength of a ductile shear element. EXCEPTION: Anchors shall be permitted to be designed so that either 1. The support or component that the anchor is connnecting to the structure undergoes ductile forces not greater than the design strength of the anchors. 2. The anchors shall be designed to resist the load combinations in accordance with Section 12.4.3 including Do as given in Tables 13.5-1 and 13.6-1. 3.) Post -installed anchors in concrete shall be prequalified for seismic applications in accordance with ACI 355.2 or other approved qualification procedures. Post -installed anchors in masonry shall be prequalified for seismic applications in accordance with approved qualification procedures. 4.) Power actuated fasteners in concrete or steel shall not be used for sustained tension loads or for brace applications in Seismic Design Categories D, E, or F unless approved for seismic loading. Power actuated fasteners in masonry are not permitted unless approved for seismic loading. See Section 13.4.5 for exceptions. 5.) Friction clips in Seismic Design Categories D, E, or F shall not be used for supporting sustained loads in addition to resisting seismic forces.