HomeMy WebLinkAbout284404_1_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:
101109489
PROJECT ADDRESS:
1938 E Warner Ave
PLAN CHECK ENGINEER:
So, AnsonTEL:714
647-5830
EMAIL:
Aso@santa-ana.orgFAX:714
647-5897
TYPE OF CONSTRUCTION:
III A, SPK
OCCUPANCY CLASSIFICATION(S):
R-2
PLAN CHECK DATES:
REMARKS/RECHECK ITEMS:
APPLICATION
3/16/2022
INITIAL REVIEW
4/13/2022
EXPIRATION
9/12/2022
RECHECKS:
1.
PROJECT APPLICANT CONTACT PERSON:
2.
Heidi Hare
3.
TEL:
(949)246-0492
FAX:
VALUATION: $32,697,474.00
EMAIL:
heidi@jlhare.com
FLOOD ZONE: X-0602320279J
Note: Numbers in parenthesis (unless otherwise noted) refer to code sections of the 2019 California Residential Code (CRC); 2019 California Building Code (CBC); CMC = 2019 California Mechanical Code; CPC = 2019 California Plumbing Code; CEC = 2019 California Electrical Code; T = Table; ICC = International Code Council.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 2corrected sets of plans.Meetings between the project applicant/designer and the plan reviewer shall be by appointment only. Please call (714) 647-5830 for an appointment.
Building D – Architectural Comments
On sheet A0.D1 - Under School Fee, provide references for the Total Gross square footage and Commercial square footage.
[END]
Structural Plan Review Comments
GENERAL
Provide loading plans on all floors identifying both dead and live load areas.
Please clearly show the extent of the ground improvement area and attach the ground improvement drawings to the structural plans for reference.
Include on the tile sheet the addendum to the soils report, dated on November 12, 2021, for the recommendation for thickened edge of post-tensioned slab foundations.
Please coordinate with architect to verify compressive strength and nailing capacity at fire retardant-treated studs, plates and shear panels.
Geotechnical review letter dated 1-21-2022 provided. Final Geotech review letter to be provided if any foundation or soil revisions are done prior to approval.
Please clearly show openings on plans, inc skylights, stair/elevator openings, etc. at all floor plans.
Please show elevation changes on plans where occurs on slab on grade and floor plans.
Alternate Material: Provide ICC ES approvals for all alternate materials used and/or provide general notes that detail the necessary procedures and installation instructions per ICC ES Evaluation Reports.
Add a note on the title sheet: The manufacture’s published installation instructions and this report ICC–ESR# _______ must be strictly adhered to and a copy of this report and the instructions must be available on the jobsite during construction.
Please provide a current ICC-ESR report for:
Continuous tie-downs
Expansion Joint Horizontal Termination (detail 12/AD1.3.3)
Trusses – provide the following notes on the plans:
Submit two (2) sets of truss calculations and plans to the city for separate plan check.
The truss calculations and plans shall include review of roof, mechanical and lateral loads (chord/strut & brace loads); also include review of top chord and bottom chord for axial + flexure between panel joints.
The truss calculations and plans shall be stamped and signed (include expiration date) by a licensed civil/structural engineer.
The truss plans shall be “review stamped” and signed by the Registered Design Professional of Record.
Add note:
“Slab forms should not be removed unless ____ (a specified compressive strength) is reached and an approval is obtained from the engineer-of-record.”
Special inspection are required for fire-spray protection.
WOOD SUPERSTRUCTURE GRAVITY FRAMING
Vertical Displacement (Shrinkage) CBC 2303.7:
Please provide a complete and total vertical displacement analysis for the wood-framed areas. Reminder to use total shrinkage calculation and including the settlement under construction gaps and the deformation under sustained loading.
Please add notes for steps to take for reducing vertical displacements.
Please address the vertical plumbing pipes and fittings (at the plumbing fixtures) due to the vertical displacement in the wood-framed construction.
Please address the vertical displacements between the transitions between different areas, for instance, between the apartments and the garage and at the transition between the 7-story portion and the 5-story portion (due to different vertical displacements). Reminder to also include the differential settlement due to the different foundation systems (i.e., if portions are over the area that is strengthened with the proposed stone columns).
Roof Framing:
Provide wind uplift calculation at roof and provide any net roof wind uplift loading on deferred trusses.
Floor Framing:
Please verify all opening headers. Legend mentions size not shown to be 4x4, however there are 4x4 header lines shown on plan at various locations and lines omitted completely at other locations. Please provide header lines at all locations required.
Structural elements supporting discontinuous walls or frames of structures with vertical irregularity Type 4 shall be designed to resist seismic load effects with over-strength (ASCE 7-16 Section 12.3.3.3). Provide calculations for any wood, steel, or concrete members that meet this requirement (e.g. any steel or wood beams under wood shearwall above or any podium transfer element).
Steel gravity beam design provided are selected as W8x13 in majority of calculation package, please ensure all framing shown in drawings match intended design including beam self-weight and reactions onto support girders. For example, Club Room Beam 23 on Calc page 2.139.
Wall framing:
Please calculate (state all assumptions) and detail wall framing to support vertical plus lateral (out-of-plane) loads.
Please provide calculations for the stud walls and considering the required reduced strength adjustment factors (i.e., see CBC Table 721.1(2) Footnote “m”, NDS, etc.). CBC 2303.2.5.
Submit calculations showing that allowable stress in compression perpendicular to grain is not exceeded in the sill plates at the proposed stud spacing.
WOOD SUPERSTRUCTURE LATERAL FRAMING
Provide justification for 180plf drag load used for all deferred drag trusses.
Chords/collector and struts:
Please verify drag intent for all shear lines where no drag element is shown on plan. For example: corridor shear lines with plan offsets, corridor shear lines with no headers or walls shown between them (e.g. Segment 6, Fifth Floor – Between Units B4.1 and Unit S2.1), perimeter wall returns, openings, diaphragm openings, etc.
Provide calculations and details to show that collector elements, splices, and connections to resisting elements have the strength to resist the combined loads resulting from the load combinations with over-strength factor per ASCE 7-16 Section 12.10.2.1 and 12.14.3.7.3.
For wood drags not designed with over-strength factor due to exception, check member strength and connections at shear walls for increased 25% of designed drag forces where irregularity occurs per ASCE 7-16 Section 12.3.3.4.
Diaphragm discontinuities, openings and reentrant corners.
At diaphragm discontinuities, such as openings and reentrant corners, the design should show that the dissipation or transfer of edge (chord) forces combined with other forces in the diaphragm is within shear and tension capacity of the diaphragm. (ASCE 7-16 Section 12.10.1)
Any non-orthogonal lateral resisting system shall have its members and foundations designed for 100% of the forces for one direction plus 30% of the forces for the perpendicular direction. (ASCE 7-16 Section 12.5.3.1)
Where steel columns interrupt wall top plates at shear walls or drag lines, provide straps to connect top plate for axial force transfer.
Where steel columns are used as holdown posts, the nailer bolted to steel column shall be with the vertical shear capacity stronger than the shear wall capacity; the steel column anchorage shall be checked.
Anchor bolts (tie-downs):
The design shall assume cracked concrete.
The anchor bolts shall be specified in the calculations and shown on the plans.
Please provide calculations and details for the continuous tie-down attachments to the podium deck and to the foundation system.
Moment Frames:
Please identify on the plans the type of the moment resisting frame to be used.
Please provide shear transfer details to all moment frames.
Check the required bolt size & spacing in the top plate to transfer the lateral loads considering:
Reduced beam length (since no attachments are allowed in the hinging zone);
Reduced top plate depth due to notching & countersinking the bolts.
Please show the locations and dimensions of the protected frame zones.
Indicate if column splice is required - if required, note on the plans that the splice shall be 4’ away from the beam/col flange connection.
Quality Assurance: Provide minimum specifications, tables, and notes for Quality Assurance. Note that LASDBS Standard Quality Assurance Plan for Steel Moment frames, which can be obtained from City of L.A.'s website, is acceptable.
The structural steel used for column base plates shall meet one of the preceding ASTM specifications or ASTM A283 Grade D. AISC 341 A3 (1)
Base Connection:
Design the base connection elements, including but not limited to, anchor bolts, base plate welds and any other elements transferring shear, moment and tension mechanism shall be designed using the over-strength factor in accordance per ASCE 7.
The seismic loads to be transferred to the foundation interface shall be based upon the seismic load combinations of ASCE 7 section 12.4.3.2.
Design the concrete elements at the Column Base, including anchor rod embedment and reinforcement steel.
DRAWING COMMENTS
SW6.1 – Detail 5 – Please revise all code references to current code, e.g. AISC 341-10 referenced. Comment applies to all details in set.
Sheet S3.C5.21 – Please verify if beam at Steel Moment Frame MF-5 shown is offset from column as shown in plan. Provide calculation as needed for eccentric moment connection.
CALCULATION COMMENTS
Please provide check for irregularities at both wood structure and concrete podium (ASCE 7-16 Section 12.3.2.1 and 12.3.2.2)
Submit structural calculations and connection details for the structural members that provide support for the seismic forces generated by elevators. The seismic forces must be determined in accordance with ASCE 7 Sec. 13.3.
Designed/deferred stairs shall be designed with building inter-story drift consideration or slotted connections as required to accommodate.
Please provide calculations for steel storefront framing and connections.
Provide separation justification from adjacent structure(s) on the same property meeting ASCE 7 Section 12.12.3. In the calculation, please also include a copy of floor plan indicating building separation distance between the apartment and the garage. Please clearly and call out the minimum required clearance on the plans and details.
(End of Comment)