HomeMy WebLinkAbout333703_3_Corrections.docxRESIDENTIAL PLAN CHECK
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:
101125055
PROJECT ADDRESS:
3611 S Harbor Blvd
PLAN CHECK ENGINEER:
Huang, GaryTEL:714
647-5862
EMAIL:
Ghuang@santa-ana.orgFAX:714
647-5897
TYPE OF CONSTRUCTION:
V B, SPK
OCCUPANCY CLASSIFICATION(S):
B
PLAN CHECK DATES:
REMARKS/RECHECK ITEMS:
APPLICATION
9/24/2025
INITIAL REVIEW
9/25/2025
EXPIRATION
3/23/2026
RECHECKS:
1.
PROJECT APPLICANT CONTACT PERSON:
2.
Tim Lally
3.
TEL:
(714)633-7667
FAX:
VALUATION: $1,000,000.00
EMAIL:
tim.lally@mjpaia.com
FLOOD ZONE: X-06059C0258J
GUIDELINES/INSTRUCTIONS:
Applicant must pick up red marked sheets from the City prior to resubmittal and return the marked up set with resubmittal. The drawings markups (Redlines) are available to pick up at the Building Division counters by walk-ins. Appointments are not required. Our business hour is Monday through Thursday and alternative Fridays from 8:00 am to 3:00 pm. See the Holiday and Closed Friday Schedule before you plan your visit.
Plan Check Comments Instructions - Review all corrections and provide a written response.All items noted on this plan-check report must be addressed. If you feel that an item is not applicable to your project, note “N/A” and discuss the reason with the plan checker. Please 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
Resubmit two corrected sets of plans.
Resubmittal Instructions – Provide a written response to the Plan Check Comments. Provide two copies of the latest construction document (drawings, calculations, and others related document). Provide one additional copy of drawings for new constructions or additions. Resubmit all construction document with one of the three options below:
Resubmittal Bin: Complete the Plan Check Re-Submittal Form along with the resubmittal. The resubmittal bin is available at the City Hall Ross Annex lobby, Monday through Thursday and alternating Fridays from 8:00 am – 4:00pm. See the Holiday and Closed Friday Schedule before you plan your visit.
Walk-ins: Daily walk-ins are available for resubmittals at first come first serve basis. Please note all scheduled appointments will be served first prior to any walk-ins.
Appointment: Call the Building division at 714-647-5800 to schedule a resubmittal appointment, or contact your assigned permit counter staff for your specific project.
GENERAL REQUIREMENTS
Applicant shall obtain clearance/approvals from following departments after obtaining approval from Building and Safety Division, 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 set of drawings (647-5839 or 647-5700).
☐Police Department approval on the corrected/final set of drawings (647-5840).
☒Public Works Agency approval (647-5039).
☐Proof of Worker's Compensation Insurance shall be required at the time of permit issuance.
☐School District Approval; and a copy of the school fee worksheet, completed by the plan check engineer, shall be required by the School District to verify the scope of the work.
☐Grading Permit. Application is made through the Building Safety Division (647-5800) and the plan review is by the Public Works Agency (647-5039).
Plan Check Expiration – This plan check will expire after 180 days from the submittal date unless the applicant request for an extension. The extension request must be in writing and demonstrate a justifiable cause. The Building Official is authorize to grant a one-time extension of additional 180 days. If the extension request is approved, all plan checks will expire after 360 days from the submittal date. No further extension will be granted after 360 days from the submittal date.
MEP Reviews – This review does not include Mechanical, Electrical, and Plumbing (MEP).
Additional plan check fee will be required after the third review on hourly basis.
PLAN REVIEW COMMENTS:Sheet S0.1SEOR to verify seismic design criteria[previous comment not resolve – SEOR to verify seismic design requirement: Level 1 – V = 1.313 W; Level 2 – V = 1.971 per calculation page 4 of L. Update to match calculation]Soil class is E per soil report.Reinforcing steel to comply with ACI 318-19Sheet S0.5Detail 7: EOR to verify reference. Should it be detail 5/S0.5Sheet S0.6Detail 2: provide shear plate size and thickness Detail 3: EOR to reference this detail on plan where it occurs. Is this typical at all locations?Provide calculation to justify capacity is greater than demandSpecify (N) bottom plate side Specify connector size Provide weld length required, typical to all fillet weld Sheet S2.1Provide written letter from the Geotechnical Engineer indicate that structural notes, detail, and specification related to geotechnical requirements are comply to soil report [Comment not complete – no written letter from the submitted package. Please provide written letter from the Geotechnical Engineer]At grid line 7 between grid line B and grid line C: EOR to specify (N) shear wall length and thickness dimension including the reduced thickness requirement. Provide reinforcing requirement at two different thickness section. EOR to verify all continuous footing width requirement per soil report. Soil report required minimum footing thickness is 24” Sheet S2.2 At grid line G: EOR to verify detail reference 3/S8.1 and detail reference 14/S8.1At grid line 1: EOR to verify detail reference 14/S8.1[Comment not complete – EOR to verify, comment respond that detail reference moved and revised to 15/S8.1; however, there are no detail 15/S8.1. Please provide detail 15/S8/1 for review and reference detail on plan]At grid line 10: EOR to verify detail reference 11/S8.1EOR to justify that does not require strengthening atGridline E1 between grid 3 to grid 5Grid line C between grid 8 to grid 9Sheet S2.3Per calculation page 79 of L indicate that the roof deck required strengthening. EOR to verify that roof loads are capable to transfer to shear wall without diagonal braces at Grid line E1 between grid line 2 to 5Grid line B between grid line 7 to 8Grid line C between grid line 8 to 10 Grid line F between grid line 5 to 6EOR to provide justification that single bay depth at 9’6” at grid line 10 is adequate to strengthen the (E) deck for diaphragm load transfer. Provide connection detail for (N) W8x to (E) RSJ10[comment not complete – please reference detail 8/S0.5 on plan]Sheet S6.2Detail 6: footing width required to be minimum 24”, and minimum 24” embedment per soil reportSheet S7.1Detail 3: per Detail 4/S6.1 required 4-#9 vertical bars. Detail 9: EOR to clarify what structural element is being strengtheningDetail 12: EOR to clarify what structural element is being strengthening Sheet S8.1Detail 2: EOR to verify constructability for (N) WT to bottom flute connection. Steel deck bottom flute has width 1 ¾”, and the WT flange is 5.5” Provide top plate length, size and connection to (E) deckDetail 4: provide enlarge detail indicate how (N) WT brace is connected to (E) C8x ledger. It is unclear on the detail. It seems that a flat plate is welded to (E) ledger and (N) WT is connected to the flat plate. If so, provide plate size and thickness. Provide calculation for plate designEOR to verify should the (N) WT be connected to (E) deck due to strengthening reequipment. Callout on detail or provide referenceDetail 9: provide L3x bracing slope/angleDetail 10: provide ¾” bolt embedment Detail 16: verify detail reference. Detail 14/S7.1 show plate at the face of (N) pilasterSheet S8.2Detail 1: provide (N) built-up t-shape member sizeprovide welding requirement on both size of T-shape and to (E)ledgerDetail 2: provide (N) L4x to deck connectionCalculation page 68 of L to page 74 of L: EOR to verify the design of flexural strength and shear capacity of concrete property for f’c and fy should be 3000 psi and 40000 psi, respectively per as-built drawing (not 4500 psi and 75000 psi)page 79 of L: indicate that roof diaphragm strength is inadequate and the strengthening is required. Provide structural detail on plan and provide calculation show how strengthening the roof diaphragm is being done. Calculation page 80 to page 83 is unclear how the diaphragm is being strengthened
2ndPLAN REVIEW COMMENTS (10/31/2025):Sheet S2.1Provide/indicate on plan new footing size under (N) 18” and 12” concrete wall along grid line 7 and between grid line B and grid line CSheet S2.2Provide connection for W12 to (E) 28LH between grid line 3/4 and grid line A/BProvide connection for HSS12x12 to W12x19 between grid line 3/4 and grid line C/DProvide connection for HSS12x12 to pilaster between grid line 3/4 and grid line D/ESheet S2.3Provide/reference on plan construction detail for L4x4 to (E) 28LHProvide/reference on plan construction detail for W8x to (E) RSJSheet S7.1Detail 1: provide shear plate connector size between the top and bottom steel I-joist for the (N) beam, and provide the connection requirement Detail 6Provide size of angle, L3x3 per detail 2 might not work because of the dropped girderProvide size of the bent plate as required between the girder. Note, detail 2/- shown using L2x2 Detail 10: provide width of the shear plate Detail 14:Provide angle size and attachment between the drop girder and the floor deck Verify reference detail for the angle connection, detail 9/S0.7 shown connection to W-flange. The actual end connection is a 28LH joistVerify reference detail 7/-. Should it be 6/-? Sheet S7.2Detail 10: provide connector size, spacing and connection (End of Comment)