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04-EWC Structural Response Letter.pdfReid iddleton April 1, 2019 File No. 262018.037 Mr. Leif Bjorback City of Edmonds Building Official 121 Fifth Avenue North Edmonds, WA 98020-3145 Subject: Edmonds Waterfront Center - Structural Review Comment Responses Permit: BLD18-1658 Dear Mr. Bjorback: Please reference the Structural Review Correction Notice #1 dated January 16, 2019, by Beck & Associates, PLLC, for structural plan review comments. Our itemized responses are below. Please see attached drawings with clouds and marked with Revision Delta #1. Please note that other revisions have been made to the plan set beyond those required by the review comments due to design revisions after the permit submittal. Those changes are also included in the drawings and are marked with Revision Delta 91. The revisions include moveable partition beam supports, recessed areas of the floor framing for mechanical components, south balcony framing to support pavers, and roof openings. Supplemental calculations are provided for these revisions. The following responses are related to the drawings associated with the structural drawings completed by Reid Middleton, using the same numbering and organization as provided in the Beck & Associates, PLLC letter: Responses: 1. See response from Landau Associates. 2. The legend reference for grade beam requirements has been revised. 3. The minimum number of piles required per calculations page 146 is 100. A note has been added to the legend for piles noting that 109 piles minimum are required, as shown on the plan. A note has been added along Grid 2 between Grids A and B noting that piles are to align with grade beam corners and intersections and that all other piles shown shall be equally spaced. In locations where equal spacing or grid alignment does not apply, pile offset dimensions from grade beam intersections have been added. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Leif Biorback City of Edmonds, Building Official April 1, 2019 File No. 262018.037 Page 2 4. Per Note 2 of Detail 19/S3.1, constructions joints are to be located at mid span where required and are to be submitted to the engineer of record (EOR) for review and acceptance. The contraction joint detail has been removed. 5. A cut for Section 17/S3.1 has been added to Sheet S2.1. Please note that Detail 17/S3.1 has been revised. 6. The threaded rod size for hold-downs in the legend on Sheet S2.2 has been removed. The legend references the hold-down schedule 20/S6.4 which indicates the required rod diameters for each hold-down type. 7. The references to "HD" have been updated or removed. A majority of the "HD" callouts were located at HSS posts which act as hold-downs in lieu of Simpson Strong -Tie hold-downs. The "HD" callout has been removed at these locations. Other callouts have been revised where required. 8. A grade beam with associated piles has been added under the bearing wall line. 9. Shear wall design in this area of the building has been revised. Additional shear walls have been added. Forces from the second level are not intended to transfer to the wall. See the supplemental calculations for revised shear wall calculations. 10. Plan Note 3 has been revised to reference Detail 20/S6.3 11. The references to "HD" have been updated or removed. Note that at some locations, "HD" callouts were located at HSS posts which act as hold-downs in lieu of Simpson Strong -Tie hold-downs. The "HD" callout has been removed at these locations. Other callouts have been revised where required. 12. Calculations and plan sheets have been reviewed and hold-downs added where required. At some locations, HSS posts are being used in lieu of Simpson strong -Tie hold-downs. 13. The shear wall along Grid 2.5, between Grids A and B, has been coordinated with the architect. The walls along this line were intended to stack and have been revised to clarify that they are not offset. 14. The described understanding is correct. Callouts have been revised to provide additional clarification. 15. The connections of the LVLs to the steel beams and steel columns have been revised. Reference Details 12 and 13 on Sheet S6.5 and the supplemental calculations. 16. Openings have been coordinated with the architect. Full height support has been specified on plans from roof to foundation where possible. See supplemental calculations for LVL header capacity calculation and typical header capacity calculations. 17. Notes have been added on the plan sheets at shear walls to note the required spacing of 12 inches for studs. 18. Plan Note 4 is applicable to the elevator lid nailing as it is a portion of the roof. No additional notes have been added. 19. Plan Note 4 has been revised to note all required roof connections. 20. Plan Note 4 has been revised to reference the plan for required thickness. ReidMiddleton Mr. Leif Biorback City of Edmonds, Building Official April 1, 2019 File No. 262018.037 Page 3 21. The column location has been revised on plans to stack from roof to foundation. 22. The stud pack locations have been clarified on plans to stack from roof to foundation. General information is provided on Sheet 52.4; however, since the posts do not occur at the roof level itself, only general typical information is provided. 23. A line indicating a typical header has been added in the walls that support the beam. Typical header sizes are specified in Detail 3/56.2. Calculations for typical headers are provided in the supplemental calculations. 24. A minimum collector length of 15'-4" is required at the floor per original calculations page 206. A collector has been added between the shear walls reducing the required collector length on the east side to 8'-10", which is exceeded. A minimum collector length of 28'-6" is required at the roof per calculations page 209. A minimum required length has been included in revisions made to Sheet 52.4. 25. a) A new detail has been added for this condition. See Detail 16/56.4. b) The referenced strut should be a collector. See response to comment 25c. c) Per page 209 of the original structural calculations, a collector is required between the two shear walls with a total length of the walls and collector being 28'-6". Sheet 52.4 has been revised to specify a collector between the two walls. 26. The shear wall will extend to the underside of the deck and the top plate will stop on each side of the glulam beam. Straps will be installed for load transfer. See Detail 8/56.5. 27. A snow drift map has been added to Sheet SO.1. 28. The typical skylight framing detail is specified at the skylight near the intersection of Grids 2 and B. 29. See the supplemental calculations for a revised grade beam calculation. a) The stirrup spacing has been decreased to 6 inches to match the calculations. b) The supplemental calculations specify a depth of 28 inches. The depth noted in the detail has not been revised. c) The required tension steel has been increased to meet minimum calculation requirements. 30. The titles of the details have been clarified. Detail 17/55.1 is the typical column base plate detail for columns inside walls, while Detail 5/55.1 is for typical column base plates not in walls. Additional information has been added to Detail 17/55.1 to clarify additional reinforcing required in the grad beams. Reference original calculations pages 217 through 222 for the wall base plate. 31. Detail 7/55.1 is specified at the canopy on Sheet 52.3 along Grid D near Grid 6. 32. Detail 20/56.1 has been revised to note additional framing requirements for the stairs. In addition, framing has also been added on the plans. See supplemental calculations for stair framing calculations. 33. Detail 17/55.1 is the correct reference for base plates for HSS post in shear walls. The base plates dimensions in Detail 17 are narrower versus ReidMiddleton Mr. Leif Bjorback City of Edmonds, Building Official April 1, 2019 File No. 262018.037 Page 4 Detail 5/55.1, to ensure that they fit within the wood plate dimensions. The reference has not been revised. 34. The reference to Detail 18/56.5 has been revised to 20/55.1. In addition, the detail has been revised to more -accurately depict the condition at the section. 35. A typical detail for HSS to HSS connections has been added and the reference in Detail 8/56.4 has been updated to reference 1/55.1. 36. References to Detail 17/56.4 have been added. 37. The title of the sheet has been revised as the sheet includes multiple details and not all are associated with the roof. Detail 5/56.6 is a typical mechanical floor penetration and the title has been revised to note floor instead of roof. 38. The detail has been revised to have the framing below deck, and the maximum opening width has been added to the detail. 39. This detail is not applicable and has been removed. 40. These details are not applicable and have been removed. 41. This detail is not applicable and has been removed. A new Detail 20/56.6 has been added that is applicable to the drawings Sincerely, Reid Middleton, Inc. V0,J 6a_ Paul N. Crocker, P.E., S.E. Katy Brawner, P.E. Principal Project Engineer ehw\26se\l8\037 edmonds waterfront center\project mgmt\review response\struct response letterl.doc/krb ReidMiddleton