4703 GREELY ST 2025-09-30 - Laserfiche WebLink

Mr. Daniel Carlisle Plan Check Number: B2307-072, First Building Review September 26, 2023 7. Bedroom 3 in the Main Floor Plan on Sheet 2 should be provided with an emergency egress window complying with Section R310.2.1. The specified window does not appear to provide the minimum 24-inch clear opening height and should be revised. Structurall 1. Structural and geotechnical special inspections are required for this project. A statement on special inspections has not been provided and should be submitted with the permit documents. The statement should include a table listing each type of special inspection and should specify the extent of each inspection (e.g., continuous, periodic) per IBC Section 1704.3.1. The table should include special requirements for seismic and wind resisting systems as required by IBC Sections 1704.3.2 and 1704.3.3, respectively. See IBC Sections 107.1, 1704.2.3 and 1704.3. 'i.5 l — i� i 5 ("f�i'G v -1 V �7 G l"l�`� ,L 1 -C 1 1 2. A general fastener schedule should be provided per Table R602.3(1). Providing a reference to this table in the drawings does not satisfy this requirement. In addition; the make and model of proprietary hardware should be specified where used for connections. L� 3. The "Stair Detail"on Sheet 4 specifies (3) 2x12 stringers. The requirement should be revised to specify stringers at a maximum 16-inch spacing per Table R302.3.1(2) considering a minimum 40 psf live load, HF-2 framing per Sheet S-1.0, and a nominal span of 8 feet. Joists should be based on the net depth after notching for stairs. Sistered framing is recommended to control deflections for Igng sans; fasteners should be specified. See Sections R106.1.1 and R301.1. 4. The construction of the existing continuous foundation is not clear. It is presumed that the design intent is for the foundation to be equal or better to the prescriptive construction of the new foundations per Section A/4. The Foundation Plan on Sheet 3 to require special inspections and tests on the existing foundation to verify compliance, including but not limited to concrete strength, foundation dimensions and depth, rebar size, grade, and placement, and embedded anchor size, depth, spacing, and placement. Alternatively, structural calculations substantiating the construction of the existing foundations should be submitted for review. A detail for the existing construction should be included in the drawings if not consistent with Detail A/4; documentation substantiating the foundation construction should be submitted for review. See Sections R301.1.3 and R403.1. SST- N 71C) � ,IOVGD M,� 5. The lateral design includes new hold downs with post-insraitea anchors into existing foundations. See Section R301.1.3, and IBC Sections 1604.10, 1613.1, and 1901.2. The t8TYp�following comments should be addressed: a. The Main Floor Plan and Foundation Plan on Sheets 2 and 3, respectively, specify both L Simpson LSTHD and HDU hold-downs at the same locations. The former is a cast-in-place product and not feasible for installation in existing foundations, and should be removed. b. Documentation substantiating the strength of the existing foundation concrete should be submitted for review. See IBC Section 1901.5 Item (1) and ACI 318-14 Chapter 27. c. Calculations should be submitted for review substantiating the design complies with ACI 318-14 Section 17.2.3.4.3. Where overstrength is used per Item (d), this amplification must be applied to the seismic force component, not the net uplift force. The design loads should comply with ASCE 7-10 Section 12.4.3.2 Equation 7 including the vertical seismic load effect per Section 12.4.2.2. The seismic holdown design is required even when wind controls the lateral design.