3632 RUCKER AVE THE LANDING AT PORT GARDNER 2023-04-06

! . Mr. Charlie Morgan, Jr. Charles Morgan &Associates Plan Check Number: B1805-043, Second Review October 24, 2018 shall be submitted verifying the cracked properties used in the analysis. See IBC Sections 1613.1 and 1901.2. c. The structure shall be evaluated for a Type 1 Horizontal Irregularity per ASCE 7-10 Table 12.3-1. If the structure is found to have a Type 1 irregularity, the lateral analysis shall be performed using a modal analysis per Section 12.9. Note that the structure does not qualify for use of the Equivalent Lateral Force Procedure as a one-story structure because the number of stories is based on the entire structure, not the concrete portion only. See IBC Table 12.6-1. d. Continuing with the previous comment, the analysis has been performed using the Two- Stage Analysis Procedure per ASCE 7-10 Section 12.2.3.2. This procedure is not permitted per Item "e" if a modal analysis is required for the lower portion of the structure. The lateral analysis shall be revised to a one-stage analysis of the entire structure using the modal procedures if the structure has a torsional irregularity. e. The center-of-mass for both the wood and concrete structures has been calculated. However, the mass of the entire structure has been placed at the location of the center- of-mass for the concrete structure in the FEM. The mass for each portion of the building shall be located at their respective locations, a composite center-of-mass for the entire building shall be calculated, or documentation shall substantiate that the concrete center-of-mass location is a conservative application for the wood structure. f. The FEM documentation appears to indicate the analysis has been performed considering accidental torsion due to an increased 5% eccentricity. The documentation does not include analysis of the structure for amplification of the eccentricity. Documentation substantiating the need for amplification in each principal direction and the resulting values shall be submitted for review. Note that this is not required if a modal analysis is performed. See ASCE 7-10 Sections 12.8.4.3 and 12.9.5. g. The north-south direction of the concrete structure is subject to additional loads from active and seismic surcharge soil loads per Elevation 1/A4.1. The southwest corner of the building is also subjected to soil loads per Elevation 2/A4.1 for the east-west direction. The soil loads shall be included in the lateral analysis. h. The design of the lateral system shall be reviewed and revised based on the revised lateral analysis and resulting forces in each element of the system. 4. This comment has not been completely addressed. The original comment requested documentation evaluating the structural irregularities in the structure. The response appears to state that only the reentrant corner irregularity in the wood structure has been considered, and that the structure does not have a torsional irregularity. The following comments should be addressed: a. The wood structure has multiple re-entrant corners, including at Grids E/3.5 and E/6. The diaphragm chords shall be developed on either side of the re-entrant corner into the diaphragms at all levels. The diaphragms shall have sufficient shear capacity to transfer chord forces in addition to shear forces from lateral loads. Where the diaphragm edge is staggered, chords shall be developed along all edges around the re-entrant corners. The chords shall be specified in the plans and details provided as needed. Calculations substantiating the chords design shall be submitted for review. See IBC Section 1613.1 and 2306.1, ASCE 7-10 Sections 12.1.3 and 12.10.1, and APA SDPWS-15 Section 4.1.4. b. See Comment 3 above regarding the lateral analysis of the concrete structure. c. See Comment 7 below regarding the lateral analysis • th- wood structure. O0 3200 Cedar Street 425.257.8800 `� z everettpw@everettwa.gov Everett, WA 98201 © 425.257.8882 fax '''' everettwa.gov