Laserfiche WebLink
0 • <br /> , <br /> Mr. Art Skotdal <br /> Skotdal Real Estate <br /> Plan Check Number: B1906-031, Second Building Review- Structural <br /> October 18, 2019 <br /> 16. No additional comment. <br /> 17. No additional comment. <br /> 18.This comment has not been completely addressed. The original comment addressed the design <br /> of the prefabricated metal balconies around the building perimeter on Sheets S2.09 and S2.11 <br /> through S2.14 show. See IBC Sections 107.2.1, 1603.1, 1604.1, 1604.4, 1609.1, and 1613.1. <br /> The following comments shall be addressed: <br /> a. No additional comment. <br /> b. Details 1/S9.02 and 2/S9.02 specify support for the balconies using tension rods connected <br /> back to the building framing. The framing has been designed to support approximately <br /> one-half of the balcony loads, with attachment points located at the free-end of the <br /> balconies. The details shall specify a minimum dimension of four feet from the building face <br /> for the rod attachment point. Otherwise, the rods and supporting building framing shall be <br /> designed for the additional loading based on the maximum loads that can occur for the <br /> worst-case positioning of the rod connections to the balconies <br /> c. The structural calculations consider an effective rod spacing of 3.5 feet (i.e., one-half of a <br /> seven-foot wide balcony). This calculation has been leveraged for the support of the <br /> continuous balconies along the west side of the building. Detail 2/S9.02 shall specify braces <br /> at a maximum spacing of 3.5 feet. Note that the building wall does not provide posts a this <br /> spacing due to openings (i.e., doors and windows). Alternatively, the design shall be <br /> revised to provide a support system compatible with the proposed balconies. It is further <br /> noted that the braces may conflict with the use of the balcony and create tripping hazards. <br /> The structural design should be coordinated with the architectural design. <br /> d. Continuing with the previous comment, the design for the continuous balconies along the <br /> west side of the building may be revised. If the design is changed to a cantilever-type <br /> system, the supporting framing shall be designed for the maximum net upward force on the <br /> balconies from wind and seismic. Wind load shall be per ASCE 7-10 Chapter 30. Seismic <br /> load shall equal to 20% of the dead load per ASCE 7-10 Section 12.4.4. <br /> 19.This comment has not been addressed. The Level PO and P1 slabs have areas that are not <br /> clearly defined in the construction drawings, and do not appear to be substantiated in the <br /> structural calculations. The presence of the floor areas, construction of the floors (e.g., post- <br /> tensioned or mild reinforcement, non-concrete construction) and the supports for the areas <br /> cannot be clearly determined. See IBC Sections 107.2.1, 1603.1, and 1604.1. The following <br /> areas shall be addressed: <br /> a. Grid F-G/3/4 on Sheet S2.01. No apparent revision has been made to this area. Design for <br /> the area is not included in the structural calculations. <br /> b. Grid F-G/4-5 on Sheet S2.01. No apparent revision has been made to this area. Design for <br /> the area is not included in the structural calculations. <br /> c. Grid E-F.4/5-6.1 on Sheet S2.01. No apparent revision has been made to this area. Design <br /> for the area is not included in the structural calculations. <br /> d. Grid G-J/4-5 on Sheet S2.03 has been revised to a mildly-reinforced concrete slab. The <br /> following comments shall be addressed: <br /> O3200 Cedar Street © 425.257.8810 �,�,� everetteps@everettwa.gov <br /> Everett,WA 98201 425.257.8857 fax ��� everettwa.gov/permits <br /> C'ag...e"'6 of 11 <br />