1020 39TH ST 2025-06-24 - Laserfiche WebLink

4. The interior of the house has generally been stripped of GWB, including the underside of the level below separating the parking area from the dwelling/sleeping areas. Insulation and GWB should be specified throughout the house. Details are recommended. The parking ceiling GWB should be increased for fire-rated construction. 5. The roof reconstruction appears intended to insulate the new 12-deep framing. This likely results in a non- vented roof. Details for non-vented roof construction are required. Insulation with R-38 batt will not suffice for a non-vented roof. Note that multiple details appear to be required due to deviations in the typical roof construction, such as shown in Detail C/S-2. 6. Continuing with the previous comment,the roof construction appears to be flat and lack any significant sloping for drainage. A roof plan is required along with details to provide drainage and weatherproofing. 7. The proposed expansion of the Bedroom 2 over the deck will require architectural and structural details to substantiate the work proposed. The structural drawings appear to have omissions demonstrating the load path in the deck area for the proposed expansion. Please note the following: a. This area is required to comply with the WSEC for insulating new conditioned area. b. Continuing with the previous comment,this area should also provide new energy credits. If the expansion is small, we will not take issue with not providing the credits. However,this should not be understood to say that we are waiving them; they are still required under code. c. The new area and dimensions of the room must still comply with the requirements of the IRC 8. The structural reframing of the roof appears to be incomplete, including but not limited to: a. Fasteners between roof joists and beams. b. Diaphragm edge fasteners between the rim joists and walls. c. Lap details for diaphragm chords. d. Missing load paths between the roof diaphragm and shear walls (e.g., Detail C/S-2). e. Joist stability blocking. 9. The project requires engineered design and the structural drawings have been prepared by a licensed engineer. The structural drawings should be sealed and signed by the FOR per RCW Sections 18.43.010, 18.43.020, and 18.43.070. 10. The proposed reframing of the roof appears to result in a heavy structure than the original construction. This results in an increase in the seismic load. In addition, the building already appeared to have insufficient shear wall lengths, placement, and load paths. A seismic analysis is required to substantiate the load path. The seismic analysis and detailing is required regardless of if the wind base shear force exceeds the seismic base shear force per IBC Section 1604.9. The load paths and shear wall design must comply with the current code requirements, including but not limited to: a. Chord design. b. Drag struts to shear walls, including increased forces due to irregulaties as required by ASCE 7-16 Section 12.3.3.4. c. Evaluation and upgrade of shear walls. d. Evaluation and installation of shear wall holdowns. Holdown design must include overstrength on the earthquake component per ACI 318-14 Section 17.2.3.4.3, and additional vertical seismic effects per ASCE 7-16 Chapter 12. The overstrength factor must be applied to the earthquake force, not the net uplift force. e. New post-installed sill plate shear anchors for either existing or new shear walls must include overstrength on the earthquake component per ACI 318-14 Section 17.2.3.5.3. f. Evaluation of beams supporting discontinuous shear walls per ASCE 7-16 Section 12.3.3.3. The seismic component shall be increased by the overstrength factor. g. Provide new foundations if required. Please let me know if you have questions. 2