2812 RUCKER AVE FAST SIGNS 2025-04-17

• • Mr. Matt Prevost Mr. Racks, LLC Plan Check Number: B2103-021, First Building Review March 16, 2019 Architectural 1. The plan on Sheet 3 shows egress routes to a single exit that has a sliding door. The total area of the tenant space is 6,600 SF per Sheet 1, and includes both storage and office areas. Based on an occupant factor of 500 SF/person for storage per IBC Table 1004.5, the minimum occupant load exceeds 10; this will increase based on the area designated for office use. The space requires a side-hinged exit door. See IBC Section 101.1.2. 2. The new racks will cause a visual obstruction for the exit sign shown on Sheet 2. An additional exit sign with a direction arrow should be provided at least six feet from the east exterior wall, but not less than required to be visible from the north and south ends of the space when standing along the racks. See IBC Section 1013.1. 3. Continuing with the previous comment, both exit signs should specify a minimum 90-minute back-up power supply. The type of power should be specified in the drawings. See IBC Section 1013.6.3. Structural 1. The structural design has been performed per ASCE 7-10 Section 15.5.3, which references a response modification factor of R=4. However, the design also considers a higher factor of R=6 for the moment frame direction. This is only permitted if documentation is submitted per Section 15.5.3.5 substantiating the use of a higher value. Note that these type of racks are typically not designed to perform better than ordinary moment frames, which are limited to a factor of R=3.5. The details do not comply with the requirements for special moment frames per AISC 341-10. The response factor should be reduced to R=4 for both directions. See IBC Sections 1613.1 and 1901.2. 2. Continuing with the previous comment, the increased response modification factor will increase the anchor design loads by 50% for one direction. Page 1 of the structural calculations indicates a demand-to-capacity ratio for the base anchors of DCR=1.09/1.2=0.91 (i.e., anchor is 91% utililized, only 9% reserve capacity). The anchors will be overstress by a 50% increase. The design should be revised. See IBC Section 1604.1. 3. Continuing with the previous two comments, the anchor design considers an overstrength factor of c2=2.0, as required by ACI 318-14 Sections 17.2.3.4.3(d) and 17.2.3.5.3(c). However, the factor for both special and ordinary moment frames is 5n=3.0, increasing the load by 50%. The design should be revised. See IBC Section 1604.1. 4. The calculations of the anchor capacities in page 1 of the structural calculations is not clear, appears to be the base values from the ICC Evaluation Report ESR-3037. It is not clear if the capacities all reduction factors. Calculations substantiating the values should be submitted submitted for review. The use of the free proprietary software"Anchor Designer"by Simpson Strong-Tie is recommended. See IBC Section 1604.1. v 3200 Cedar Street 425.257.8810 O everetteps@everettwa.gov Everett,WA 98201 425.257.8857 fax everettwa.gov/permits Page 2 of 3