HomeMy WebLinkAboutResponse to Incompleter·~. r· <3 BRANDON ARCHITECTS
To: Liz Westmoreland From: Justin Johnston
City of Newport Beach -Planning Department
100 Civic Center Dr.
Newport Beach, CA 92658
T: 949.690.3285
Date: 03.18.19
Brandon Architects, Inc.
151 Kalmus Dr., Ste. G-1
Costa Mesa, CA 92626
T: 714. 754.4040
RE: Notice of incomplete Coastal Development Permit application -(CD2019-009, PA2019-024)
1520 E Ocean Front, Newport Beach, CA 92661
Ms. Westmoreland,
Thank you for taking the time to review our plans. Below you will find point-by-point responses to your
plan check corrections. Copies of responses from other trades are attached to this memorandum for
your convenience.
1. PROPERTY DEVELOPMENT STANDARDS
All red marks on set have been fully addressed, and therefore should meet all property
development standards.
2. ENCROACHMENTS
No work is being proposed beyond any of the property lines. All off-site work will require a
separate encroachment permit. Please reference notes on Site Plan, A-0.0.
3. PRLIMINARV GEOTECHNICAL REPORT
Acknowledged, a geotechnical report is currently in the process of being completed by EGA
Consultants. For the purposes of this submittal, an Executive Summary has been provided by the
soils engineer to satisfy the requirements of this submittal while the report is being completed.
The executive summary has been signed and stamped by the respective licensed professional.
Thank you,
Justin Johnston
Project Manager
151 f<alrnus Drive, Suite G-·1 I Costa Mesa, California 92626 I 714.754.4040 OFFICE brandonarchitects.corn
( •.
consultants
Site: Proposed SFR "'. 1520 East Oceanfront
Newport Beach, California
Executive Summary
March 20, 2019
Project No. BA 155.1
engineering
gl'otech11ica/
applii:alio11s
Based on our geotechnical study of the site, our review of available reports and literature and our
experience, it is our opinion that the proposed residential development is feasible from a geotechnical
standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by
proper planning, design, and utilization of sound construction practices. The engineering properties of the
soil and native materials, and surface drainage offer favorable conditions for site re-development.
The following key elements are conclusions confirmed from this investigation:
A review of available geologic records indicates that no active faults cross the subject property.
The site is located in the seismically active Southern California area, and within 2 kilometers of the
Type B Newport-Inglewood Fault. As such, the proposed development shall be designed in
accordance with seismic considerations specified in the 2016 California Building Code (CBC) and
the City of Newport Beach requirements.
Foundation specifications herein include added provisions for potential liquefaction on-site per City
policy CBC 1803.11-12.
SUMMARY OF RECOMMENDATIONS
Design Item
Foundations:
Footing Bearing Pressure:
Passive Lateral Resistence:
Perimeter Footing Widths:
Perimeter Footing Depths:
Coefficient of Friction:
Mat Slab (Optional):
Soil Expansion:
Soil Sulfate Content:
Building Pad Removals:
Sandy Soil Max. Density:
Building Slab:
Recommendations
1,750 psf -building, continuous; 2,250 psf -columns
250 psf per foot
min. 15 inches with two No. 5 bars top and bottom
min. 24 inches below lowest adjacent grade
0.30
min. 12 inches with thickened edges(+ 6 inches)
with no. 5 bars@ 12" o.c. each way, top and bottom
Non-Expansive Beach Sands
Negligible
min. 2½ ft. overexcavation, with 2½ ft. envelope.
104.0 pcf@ 11.0 % Opt. Moisture
* Concrete slabs cast against properly compacted fill materials shall be a minimum of 5 inches
thick (actual) and reinforced with No. 4 rebar at 12 inches on center in both directions.
* Dowel all footings to slabs with No. 4 bars at 24 inches on center.
* Concrete building slabs shall be underlain by 2" clean sand, underlain by a min. 15 mil thick
moisture barrier, with all laps sealed, underlain by 4" of ¾-inch gravel (capillary break).
Seismic Values :
Site Class Definition (Table 1613.5.2)
Mapped Spectral Response Acceleration at 0.2s Period, S5
Mapped Spectral Response Acceleration at 1 s Period, S1
Short Period Site Coefficient at 0.2 Period, Fa
Long Period Site Coefficient at 1 s Period, F v
Adjusted Spectral Response Acceleration at 0.2s Period, SMs
Adjusted Spectral Response Acceleration at 1 s Period, SM1
Design Spectral Response Acceleration at 0.2s Period, S08
Design Spectral Response Acceleration at 1 s Period, S01
D
1.733 g
0.638 g
1.00
1.50
1.733 g
0.958 g
1.155 g
0.638 g
PGAm= 0.721 g
375-C :Monte Vista Avenue• Costa Mesa, CJ\ 92627 • (949) 642-9309 • FAX (949) 642-1290