HomeMy WebLinkAbout284575_1_Corrections.docxTENANT IMPROVEMENT
PLAN CHECK COMMENTS
COMMENTS
Planning & Building Agency
Building Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
www.santa-ana.org
PLAN CHECK NO:
101109543
PROJECT ADDRESS:
616 E Fourth St
PLAN CHECK ENGINEER:
Lee, WayneTEL:714
647-5848
EMAIL:
wlee@santa-ana.orgFAX:714
647-5897
TYPE OF CONSTRUCTION:
V B
OCCUPANCY CLASSIFICATION(S):
A-2
PLAN CHECK DATES:
REMARKS/RECHECK ITEMS:
APPLICATION
2/23/2022
INITIAL REVIEW
3/2/2022
EXPIRATION
8/22/2022
RECHECKS:
1.3/3/2022
PROJECT APPLICANT CONTACT PERSON:
2.
Frank Wright
3.
TEL:
(310)750-8939
FAX:
VALUATION:
EMAIL:
fwright082@gmail.com
FLOOD ZONE: X-0602320276J
APPLICABLE CODE: 2019 CALIFORNIA BUILDING CODE (CBC) WITH
CITY OF SANTA ANA AMENDMENTSFriendly reminder: The approved job set is NOT REQUIRED to be submitted for revision. Please pick up the plan check set and job set. You may keep the job set.The applicant shall obtain clearances/approvals for the following prior to building permit issuance:
- Planning Division approval on the corrected/final set of drawings (647-5804.) Previously approved plans
should be submitted to expedite the process.
- Fire Department approval on the corrected/final sets of drawings ((714)573-6100)Sheet TS-0.2. Page 7 of the NRCC-ENV-E form. The document author’s statement shall be signed and complete by Darryl Murray.Sheet TS-0.2. Page 7 of the NRCC-ENV-E form. The responsible p[person’s declaration statement shall be signed and completed by the building designer (architect).Sheet AP-402. The calculated occupant load for the restaurant alone has exceeded 100. Please revise design. See detailed calculation marked on the drawing. Please revise design or provide NFPA 13 Fire sprinkler system.Sheet AP-402. The architectural plans shows zero occupancy in the rear yard. Provide a new statement showing no public use or gathering in the rear yard. Acknowledged, signed and dated by the owners.Sheet AP-402. Demonstrate on plan to limit the rear yard not been used or occupied by the restaurant guests or any purpose. For example, on the drawing, provide signage on the rear door with wording:” employee only. Not open to public”.Sheet AP-402. Remove the occupant load sign in the smoke area. This is not an assembly space.STRUCTURALPlease indicate the sheet number and detail to the right of each correction, or note the number on the plans where the correction is made. Resubmit marked original, calculations and this correction sheet. A separate sheet for response may be used.Provide (2) copies of structural calculation, stamped, dated and signed by the Engineer in record.Provide structural design, calculation and details on plan at the following locations:Detail 18/SD2.0. Clarify connection of the existing roof to the new interior steel beam W12x50. The nailing (toe nails at bottom plate?) and kickers (2x4 @ 4’ o.c.) may be insufficient to support 867 plf roof load and positive connection at the bottom plate?Please indicate calculation page number where the design can be found. Revise detail 18/SD2.0?Line A. Show and clarify on the structural plans where the location and lateral support system is for retrofitting existing perimeter URM walls. E.g. existing moment frame?Line A. Design and detail the infill exterior wall to support wind out-of-plan load. If the studs are pinned both top and bottom, provide bracing details.Provide newly added framing members to support the new roof top unit. Provide design and details showing how these members are supported and trace the load to the middle steel beam and to the footing. Missing details showing support from newly added rafters to the steel beam.Line D. Structural calculation page 16.The tributary area D3 is bounded by CMU walls. Please use CMU wall weight instead of wood framing exterior wall (17 psf) in seismic load calculation.Line D. Structural calculation page 30. Please explain how is 5768# force is calculated. Line D. Chords/collector and struts in the rear moment frame (ASCE Section 12.10.2):Per calculation page 53, please review the design:The omega factor should be 3 per ASCE 7-16 Table 12.2.1tiem C4 steel OMF. Calculation shows omega factor only 2.Plan shows (2) CMSTC straps nailing to (3) 2x12 joists. Each CMSTC is 3 inches wide. The 2x member is only 2.5” wide. Please justify with diagram and calculation the nailing edge distance of between CMSTC and 2x12. OR revise design.Line D.14/SD2.0. Missing continuous load path for horizontal force from roof diaphragm to the collectors (2x12s and CMSTCs). Please review the design.Detail 14/SD2.0 shows roof sheathing on the lower roof member. However, detail 18 shows no sheathing. Please clarify?END OF COMMENTS.