HomeMy WebLinkAboutX2017-0462 - Misc (3)X2o1-t-b(tL0,2
CITY OF TNEWFC W.r ..EACH
r r NTIVIUirrITY .D E YELOI'MEENT D E:PAR± IM-ENT
BUMDiN DIVISION
100 Civic Center Drive I P.O. Box 17681 Mewport Beach, CA 92658-8915
www.newoortbeachca.00v 1 (949) 644-3200
DATE: 1 4 k-J .DOE ADDRESS: - s �/>/ �r i 3 I I L✓ n�
1. The/grading plan check number for this site Is and will be rs€arr4iix in all reports, earDDgeaiions
2. STOP ORDERS whenever any work its being done contrary to the provisions of the City Codes, the Chief
Building Official or his authorized representative may order the work stopped by notice in writing served on any
persons engaged in the doing or causing such work to be done and any such persons shall forthwith stop such
work until authorized by the Chief Building Official to proceed with the wor'it.
3. The stamped set of approved plains shall be on the job site at all times.
4. NOTIFICATION OF NONCOMPLIANCE If, in the course of Fulfilling their responsibilities, the civil engineer,
surveyor, the soils engineer, the engineering geologist or the testing agent Funds that the work Is not being done
In conformance with the approved grading plans, the discrepancies shall be reported Immediately In writing to
the person in charge of the grading work and to the Bbild-ing Division. Recommendations for corrective
measures, if necessary, shall be subunitted to the Building Division for approval.
5. When import or export of materials is required, haul routes to and from the site shall be approved by the Clty
Traffic Engineer and hauling procedures shall be in accordance with Chapter 15 of the Newport Beach Municipal
Code (MBMC). Contractor shall use Best Management Practices (BMP's) to insure that all water etuallbf issues
are addressed.
'o. Between Octobar •i and April 30, erosion control BMP measures shall be in ;place. During the remainder of the
year dry season wind erosion 'BMP's (dust control) shall be implemented. Sediment control BMP's shall be
installed and mainiained at all operational storm drain inlets Internal to the project. BIVIP's to control off -site
sediment tracking shall be implemented and maintained. Appropriate BMP'a to prevent contamination of
stormwater from construction activities shalt be implemented. A "weather triggered" action plan and the ability
to deploy BMP's to protect all exposed portions of the site within 48-hours when the National 'Weather Service
forecasts a 50% or greater chance of rain.
All fills shall be compacted throughout to a minimum of 90 percent compaction as determined by ASTM test
method 1557 and approved by the soils engineer. Compaction tests shall be performed according to the
preliminary soils report.
8. All branch (including interior and exterior utility trenches) and retahiinng wall backFill shall be compacted
throughout: io a minimur°n of 90 percent relative compaction and approved by the soils engineer.
V11henever work on which rewired 'ianspectionliestino is covered by additional work without First being
inspected/tested, the Chler Building ORcial stuall require by written notice that the work be exposed for
e.Mminadon. The work, of exposing and recovering shall not entail or be subject to expense to the City of
Wewpod Beach and will be the sole expense of the Permidee.
ndscaping of all slopes and pads shall be in accordance •,vith •15.10.130 of the NBMC.
-owed drainage provisions shall be used to protect adjoining properties during the grading operation.
12. The pemtittee or his agent shall notify the Building Division when the grading operation is ready for each of the
following inspections:
a, pRE-GRADE MEETING When the pennittee is ready to begin work, but not less than two days before any grading
or brushing is started.
b. DRAINAGE DEVICE INSPECTION After forming of terrace drains, down drains or after placement of pipe in
subdrains, but before any concrete or filter material is placed.
C. SPECIAL
d. ROUGH GRADING When all rough grading has been completed, the rough grade report shall be provided to
the Building inspector at foundation inspection or sooner based on the Building Inspector's discretion.
e. FINAL When all work including installation of all drainage structures and other protective devices, has been
completed and the as -graded plan, professional approvals and the required reports have been submitted.
13. All footing excavations, slab on grade areas and subdrains shall be inspected and approved by the Geotechnical
Engineer or Engineering Geologist Written approval shall be submitted to the Building Inspector.
14. Prior to the start of grading, all permanent property corner monuments shall be in place. Prior to any foundation
inspections, proof of recordation of the "corner record" or "record of survey" with the County of Orange shall be
provided.
iS. The undersigned acknowledge a copy of the above and agree to comply with the Grading Code of the City of
Newport Beach, the recommendations of the project soils report and any special requirements of the permit
16. Prior to foundation inspection a Line and Grade Certificate Form must signed and stamped by the surveyor of
record and submitted to the building inspector. A Structural Observation Report may be required.
17. All parties listed below must be present for the pregrade meeting unless approved by the building inspector.
OWNERICONTR�AjCTOR: RlvtAZLIe r , Xo.rn7 fAl la L DESIGN CIVIL ENGR.: J eV 151141 4 i✓= C- (LA-4-
By: iv t'cp!,r6' By: .J n r 0 tx 'J o I I A, i:L .
Address: `.L ve-nTr. .7 r`0 Tn,jH Address: It lE 9 "P' -J PO(g-C Alist�
Telephone: 9rl q 1?141. - i 9 )—?— Telephone: 476w-1(4 -13d a Z g
GEOTECHNICAL ENGINEER: tA,1V= , � GEOLOGIST.:
By: N o r t.'O CA i Ae By:
Address: t 0 ro H( M d wi Address:
Telephone: l-9 Cl - 9 4 to °f Telephone:
GRADING CONTR.: COORDINATOR:
By: By:
Address: Address:
Telephone: Telephone:
NEWPORT BEACH REPRESENTATIVE: PHONE #
INSPECTION REQUESTS: (949) 644-3255
Newport Beach Construction Hours:
Monday through Friday: 7:00 a.m. to 6:30 p.m.
Saturdays: 8:00 a.m. to 6:00 P.M.
No work on Sundays and Holidays
Fa"SlPmgmde meetlng agma ent 8-12
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CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 926588915
www.newnortbeachca.ci 1 (949) 644-3200
SETBACKS AND TOP OF SLAB/FLOOR
ELEVATION CERTIFICATE
The purpose of this certificate is to insure that the structure is located properly on site per the approved
drawings. This certificate also verifies the top of slab/floor elevation noted on the approved drawings.
After the top of slab/floor elevation is verified to match the elevation specified on the approved
drawings, the contractor and inspector can measure the height of the structure to the top of slab/floor to
verify that it is equal or less than the dimension shown on building sections and elevations.
'Phis form must be filled out by a registered surveyor or civil engineer authorized to perform surveys.
The survey must be done after the concrete forms are in place or preferable after the concrete slab is
poured or raised floor is built, but prior to starting wall framing.
Engineer/Surveyor's Name Cesar R. Ramirez License 9 9266
Engineer/Surveyor's Address 6782 Stanton Avenue, Ste. -A, Buena Park, California, 90621..
Job Address 311) -A East Coast Highway, Corona Del Mar, California, 92625.
Setbacks: Sketch a site plan and specify surveyed setbacks (use back page).
* Top of slab/floor elevation: 90•
* If slab/floor elevation varies, sketch a plan or section through slab on the back page and specify the
elevations. Use same datum used in the survey of record.
1 certify that the setbacks are d, are not ❑, per City approved plans. Describe any deviations
from plans: This certification is for the setbacks and location of the main floor of residential buildings
per the approved civil plans. See attached exhibit hereon and made a part hereof.
I certify that top of slab/floor elevation(s) is 0, is not ❑, per City approved drawings. Describe
any deviations from plans:
cy� GCSAf? R.
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Date Engineer/'rveyor's stamp an signature * LS 9266
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CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVIISION
100 Civic Center Drive I P.O. Box 1768 ( Newport Beach, CA 92658-8915
www.newportbeachca.gov1(949)644-3200
BUILDING HEIGHT CERTIFICATION
Project Street Address: 3922 E. Coast Highway, Corona Del Mar, California, 92625..
Building Permit Number(s): X2017-0462 (UNIT A)
As the surveyor of record for the project at the above address, I hereby certify that I have reviewed the
City of Newport Beach approved plan and original topographic survey and based the elevations listed
below on those plans.
Elevations shall include an allowance for roofing material thickness if not yet installed. Provide
each critical ridge and flat roof, or roof deck railing elevations indicated on the approved plans.
Use the format below on the back of this form if additional space is necessary or further
explanation is needed. Provide original copy to the inspector before roof framing inspection.
All elevation points are based on: O NAVD88 ® NGVD29 O Assumed
Please provide the following elevation information for the highest roof ridges, flat roofs, or
parapets/guardrails. Additional elevation points may be requested by the Building Inspector.
RIDGES (3:12 slope or greater)
1. Approved elevation point of ridge is 123.38' and actual elevation point is 123.25'
2. Approved elevation point of ridge is 122.29' and actual elevation point is 122.24'
3. Approved elevation point of ridge is and actual elevation point is
*PER A-9R TO A-11 R OF APPROVED ARCHITECTURAL PLANS PREPARED BY MARCELO E. LISCHE.
FLAT ROOFS, PARAPETS AND GUARDRAILS
1. Approved
elevation
point of flat roof or parapet is
and
actual elevation
point is
2. Approved
elevation
point of flat roof or parapet is
and
actual elevation
point is
3. Approved
elevation
point of flat roof or parapet is
and
actual elevation
point is
I certify that the above height measurements are correct and the above project: 4a'' " \
(� u`a CESAR R.
S IS in compliance with the City -approved plans. RAMIREZ
OIS NOT in compliance with the City -approved plans (Provide explanation). S LS 9?66 ),�T�
Please describe any deviation from the City -approved plans on the back of this form.
eyor or Civil Engineer's* signature and seal
(Wet stamp and signature required)
_ o GC)
Date
* License number of 33965 or lower
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DUPLICATE 963
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SEW PO�,T
o CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
c'an r BUILDING DIVISION
100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915
www.newportbeachca.gov 1 (949) 644-3200
Structural Observation Report
Project Address:
Report Da
CNB Inspector Name:
CNB Permit #:
0 v �-innt
l l 28'�-�
Bull mg Owner Name:
Owner'i Mailing Address (If different from site):
Owner's Telephone*:
CNB Plan Check #:
Full Name of Structural Observer
SO E-mall Address:
SO Telephone #:
SO License / Reg. #:
^(SO):
e
PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS OS ERVED !cheek annlirablA bnXe9t
FOUNDATIONS
SHEAR WALLS
FRAMES
DIAPHRAGMS
(Floorf^oa",
INDICATE LOCATIONS)
OBSERVED
DATE
OBSERVED
❑ Conventional
Footin s & Slab
❑ Concrete
❑ Steel
❑ Concrete
I y
V
❑ Mat Foundation,
Prestressed Concrete
❑ Masonry
❑ Concrete
❑ Steel Deck
❑ Caissons, Piles,
Grade Beams
❑ Wood or Manuf.
Shear Panels
❑ Masonry
❑ Woody,
S
❑ Other:
� ther '4 I
❑Other:
[A Other: u 1
ITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES.
❑ OBSERVED DEFICIENCIES AND COMMENTS:
W C.�ZJVC/✓
5
❑REPORT CONTINUED ON ATTACHED PAGES.
qj FINAL STRUCTURAL OBSERVATION REPORT:
he structure enerally complieswith the approved construction documents, and all observed deficiencies wars corrected.
I declare that the following statements are true to the best of my knowledge:
1. I am the licensed design professional retained by the owner to be in responsible
charge of the structural observation;
2. I, or another licensed design professional whom I have designated above and is under
my responsible charge, have performed the required site visits at each significant
construction stage to verify that the structure is in general conformance with the
approved construction documents;
3. 1 understand that all deficiencies which I have documented must be corrected, prior to
final acceptance of the structural systems by the City of Newport Beach, Building
Division. %�
t�
:TAhnp nF
SI, 5$�crz
STRUCTURAL OBSERVATION DOES NOT WAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH.
Fo v6 Simelumi0S on'aiionneoonslnsvuciion:
NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562) 799-9469 Fax (562) 799-9459
October 15, 2021
Plaza Corona Del Mar
3345 Newport Boulevard
Newport Beach, California 92663
Attn: Magdi Hanna
Project Number 16689-13
Wit^' �G�� +,4wtzUy G�rat�
RE: Geotechnical Grading Report — Proposed Commercial/Residential
Development - Located at 3900 and 3928 East Coast Highway, in the City of
Corona Del Mar, California
Dear Mr. Hanna:
Pursuant to your request, this firm has provided this geotechnical report to summarize
the observation and testing performed during grading operations for the
commercial/retail portion of the development at the above referenced project. The
geotechnical aspects of the grading were conducted in accordance with our report titled
"Geotechnical Engineering Investigation", dated November 12, 2014, Project Number
16689-13. Our geotechnical services pertaining to the grading of the project
development are summarized in the subsequent sections of this report.
Site Grading
The purpose of the grading operations was for the placement of fill to provide structural
support of the proposed development. All vegetation and demolition debris were
stripped and removed from the fill area prior to the placement of any fill soils. The upper
low -density surface soils were removed to competent native material, the exposed
surface scarified, moisture conditioned and then recompacted to a minimum of 90%
relative compaction.
October 15, 2021 Project Number 16689-13
Page 2
In addition, foundation areas were overexcavated in order to permit the placement of a
two feet thick compacted fill blanket beneath foundations. In the opinion of this firm, the
native soils are suitable to support the placement of fill material. Grading extended a
minimum of five horizontal feet or to the depth of fill placed whichever is greater, beyond
the edge of the proposed foundations with the exception of the west building line which
is situated along the west property line. The south 21 feet of the west building line will
be placed on soldier piles. Therefore, no grading was performed along the south 21 feet
of the west building line.
A total of 4 soldier piles were installed for the temporary shoring along the east property
line. Prior to the placement of steel, these piles were observed to be drilled in
accordance with the approved set of plans.
Laboratory/Field Testing
The relative compaction was determined by Sand Cone Method (ASTM: D1556) and by
Drive Tube Method (ASTM: D2937). The maximum density of the fill soils was obtained
by the laboratory standard (ASTM: D1557) and results are shown on Table I. Tests
were performed a minimum of every 500 cubic yards placed and every two feet in depth
of fill placed. A summary of the compaction tests of the rough grading operations are
described in Appendix B with locations shown on the accompanying plan. Additional
laboratory tests were performed on representative bulk bag samples of the near surface
soils at the completion of precise grading operations. The tests consisted of the
following:
A. Expansion index tests in accordance with ASTM: D4829 were performed on
remolded samples of the upper soils to determine the expansive characteristics and
to provide any necessary recommendations for reinforcement of the slabs -on -grade
and the foundations. Results of these tests are provided on Table II in Appendix A.
B. Soluble sulfate tests in accordance with California Test Method 417 were performed
on representative soils samples to estimate the potential for corrosion of concrete in
contact with the on -site soils. Results are provided on Table III in Appendix A.
NorCal EnOneerinp,
October 15, 2021 Project Number 16689-13
Page 3
Deep Foundation Design
Pile foundations shall extend at least 10 feet into competent bedrock materials. The
axial capacity of pile foundations may be computed using a skin friction value of 1200
psf along the perimeter of the pile embedded into competent bedrock materials that
underlie the site at a depth of 20 feet or greater below existing grade. A one-third
increase in these values may be used during short-term wind and seismic loading
conditions.
Casing of pile excavations will probably be required for these deep foundations due to
the potential of caving of the sandy fill soils. Difficulty and delays in drilling can be
anticipated due to the hard bedrock materials.
Shallow Foundation Desicin
Any foundations for small structures may be designed utilized the following allowable soil
bearing capacities for an embedded depth of 24 inches into approved engineered fill or
competent native soils with the corresponding widths:
Allowable Soil Bearing Capacity (psf
Continuous
Isolated
Width ft
Foundation
Foundation
1.5
2000
2500
2.0
2075
2575
4.0
2375
2875
6.0
2500
3000
A one third increase may be used when considering short term loading and seismic
forces. All foundations located near or on adjacent slopes shall meet all setback criteria
per the latest Building Code (CBC). All foundations shall be reinforced a minimum of
two No. 4 bars, top and bottom. A representative of this firm shall inspect all foundation
excavations prior to pouring concrete.
In addition, foundation excavations observed by a representative of this firm were found
to be embedded into competent bearing material.
NorCal Engineering
October 15, 2021 Project Number 16689-13
Page 4
Slab Design
Proposed building structures constructed on deep fill soils will require a concrete
structural slab supported on a pile foundation system. All conventional concrete slabs
shall be at least four inches in thickness and reinforced a minimum of No. 3 bars at
sixteen inch spacing positioned in the center of the slab and placed on approved
subgrade soils. The subgrade soils shall be moisture conditioned to over optimum
moisture levels prior to pouring concrete. In addition, slab design for basement floors
shall provide a capillary break designed in accordance with Section 1805.4.1 of the 2013
CBC and the City of Newport Beach policy adoption of the Green Code which requires a
4-inch minimum thick base course beneath all slabs.
Foundations founded on expansive soils shall be in accordance with Section 1808.6 of
2013 CBC using an effective plasticity index of 15. A modulus of subgrade reaction (k)
of 100 pci may be used for design of slabs placed on approved subgrade soils.
A vapor retarder should be utilized in areas which would be sensitive to the infiltration of
moisture. This retarder shall meet requirements of ASTM E 96, Water Vapor
Transmission of Materials and ASTM E 1745, Standard Specification for Water Vapor
Retarders used in Contact with Soil or Granular Fill Under Concrete Slabs. The vapor
retarder shall be installed in accordance with procedures stated in ASTM E 1643,
Standard practice for Installation of Water Vapor Retarders used in Contact with Earth or
Granular Fill Under Concrete Slabs.
The moisture retarder may be placed directly upon 4 inches of 3/8-inch diameter or
larger gravel or sand materials. The moisture retarder is required only in interior floor
slab areas or beneath slabs where the infiltration of moisture is deemed undesirable.
Utility Trench Backfill
Fill soils placed in utility trenches were compacted to a minimum of 90% of the
laboratory standard in lifts not in excess of eight inches in thickness. The on -site soils
were utilized as backfill material with maximum depths consisting of the following:
NorCal Engineering
October 15, 2021
Page 5
Storm Drain
Project Number 16689-13
Depth ft
2'
Compaction of the utility backfill soils was achieved by use of hand operated equipment.
A water hose provided moisture control. A summary of compaction test results is
provided in Appendix B and locations of these tests are shown on the attached plan.
Pavement Suborade
The pavement subgrade areas were fine graded and compacted to a minimum of 90% of
the laboratory standard. The base section consisted of crushed aggregate base material
tested to a minimum of 95% relative compaction. A steel drum roller was utilized for
compaction control. A summary of compaction tests of the fine grading operations is
provided in Appendix B with locations shown on the accompanying plan. Our services
did not include any surveying of subgrade areas prior to placement of pavement.
Expansive Soil
Upper on -site soils are low in expansion potential. Sites with expansive on -site soils
(Expansion Index > 21-50) require special attention should be given to the project design
and maintenance. The attached Expansive Soil Guidelines should be reviewed by the
engineers, architects, owner, maintenance personnel and other interested parties and
considered during the design of the project and future property maintenance.
Corrosion Desion Criteria
Representative samples of the surficial soils, typical of the subgrade soils expected to be
encountered within foundation excavations, revealed negligible sulfate concentrations.
Therefore, all concrete in contact with on site soils shall be designed in accordance with
Table 19A-A-4 of the latest building code. Sulfate test results may be found on the
attached Table III.
NorCal Engineering
October 15, 2021
Page 6
Limitations
Project Number 16689-13
It should be noted that our work does not warrant or guarantee that the contractor
responsible for each phase of the project has performed his work in accordance with the
project specifications.
We appreciate this opportunity to be of service to you. If you have any further questions,
please do not hesitate to contact the undersigned.
Respectfully submitted,
NORCAL ENGINEERI
co
f
Keith D. Tucker *`
Project Engineer
R.G.E. 841
No. 841
Exp.12/31/2022
Peter A. Lyons
Project Manager
NorCal Engineering
October 15, 2021
Page 7
Expansive Soil Guidelines
Vaot IA S
Project Number 16689-lA
,�q22 �,w-lm
The following expansive soil guidelines are provided for your project. The intent of these
guidelines is to inform you, the client, of the importance of proper design and
maintenance of projects supported on expansive soils. You, as the owner or other
interested party, should be warned that you have a duty to provide the information
contained in the soil report including these guidelines to your design engineers,
architects, landscapers and other design parties in order to enable them to
provide a design that takes into consideration expansive soils.
In addition, you should provide the soil report with these guidelines to any property
manager, lessee, property purchaser or other interested party that will have or assume
the responsibility of maintaining the development in the future.
Expansive soils are fine-grained silts and clays which are subject to swelling and
contracting. The amount of this swelling and contracting is subject to the amount of fine-
grained clay materials present in the soils and the amount of moisture either introduced
or extracted from the soils. Expansive soils are divided into five categories ranging from
"very low" to "very high". Expansion indices are assigned to each classification and are
included in the laboratory testing section of this report. If the expansion index of the
soils on your site, as stated in this report, is 21 or higher, you have expansive soils. The
classifications of expansive soils are as follows:
Classification of Expansive Soil*
Expansion Index
Potential Expansion
0-20
Very Low
21-50
Low
51-90
Medium
91-130
High
Above 130
Very High
*From Table 18A-1-B of California Building Code (1988)
When expansive soils are compacted during site grading operations, care is taken to
place the materials at or slightly above optimum moisture levels and perform proper
compaction operations. Any subsequent excessive wetting and/or drying of expansive
soils will cause the soil materials to expand and/or contract. These actions are likely to
cause distress of foundations, structures, slabs -on -grade, sidewalks and pavement over
the life of the structure. It is therefore imperative that even after construction of
improvements, the moisture contents are maintained at relatively constant levels,
allowing neither excessive wetting or drying of soils.
NorCal Engineering
October 15, 2021 Project Number 16689-13
Page 8
Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both
interior and exterior. Slabs may lift at construction joints producing a trip hazard or may
crack from the pressure of soil expansion. Wet clays in foundation areas may result in
lifting of the structure causing difficulty in the opening and closing of doors and windows,
as well as cracking in exterior and interior wall surfaces. In extreme wetting of soils to
depth, settlement of the structure may eventually result. Excessive wetting of soils in
landscape areas adjacent to concrete or asphaltic pavement areas may also result in
expansion of soils beneath pavement and resultant distress to the pavement surface.
Excessive drying of expansive soils is initially evidenced by cracking in the surface of the
soils due to contraction. Settlement of structures and on -grade slabs may also
eventually result along with problems in the operation of doors and windows.
Projects located in areas of expansive clay soils will be subject to more movement and
"hairline" cracking of walls and slabs than similar projects situated on non -expansive
sandy soils. There are, however, measures that developers and property owners may
take to reduce the amount of movement over the life the development. The following
guidelines are provided to assist you in both design and maintenance of projects on
expansive soils:
Drainage away from structures and pavement is essential to prevent
excessive wetting of expansive soils. Grades of at least 3% should be
designed and maintained to allow flow of irrigation and rain water to approved
drainage devices or to the street. Any "ponding" of water adjacent to
buildings, slabs and pavement after rains is evidence of poor drainage; the
installation of drainage devices or regrading of the area may be required to
assure proper drainage. Installation of rain gutters is also recommended to
control the introduction of moisture next to buildings. Gutters should
discharge into a drainage device or onto pavement which drains to roadways.
Irrigation should be strictly controlled around building foundations, slabs and
pavement and may need to be adjusted depending upon season. This
control is essential to maintain a relatively uniform moisture content in the
expansive soils and to prevent swelling and contracting. Over -watering
adjacent to improvements may result in damage to those improvements.
NorCal Engineering makes no specific recommendations regarding
landscape irrigation schedules.
• Planting schemes for landscaping around structures and pavement should be
analyzed carefully. Plants (including sod) requiring high amounts of water
may result in excessive wetting of soils. Trees and large shrubs may actually
extract moisture from the expansive soils, thus causing contraction of the
fine-grained soils.
NorCal Engineering
October 15, 2021
Page 9
Project Number 16689-13
Thickened edges on exterior slabs will assist in keeping excessive moisture
from entering directly beneath the concrete. A six-inch thick or greater
deepened edge on slabs may be considered. Underlying interior and exterior
slabs with 6 to 12 inches or more of non -expansive soils and providing
presaturation of the underlying clayey soils as recommended in the soil report
will improve the overall performance of on -grade slabs.
• Increase the amount of steel reinforcing in concrete slabs, foundations and
other structures to resist the forces of expansive soils. The precise amount of
reinforcing should be determined by the appropriate design engineers and/or
architects.
Recommendations of the soil report should always be followed in the
development of the project. Any recommendations regarding presaturation of
the upper subgrade soils in slab areas should be performed in the field and
verified by the Soil Engineer.
NorCal Engineering
APPENDICES
(In order of appearance)
Appendix A — Laboratory Tests
Table I - Maximum Density Tests
Table II — Expansion Index Tests
Table III - Sulfate Tests
Appendix B — Summary of Compaction Tests
Site Plan
Summary of Compaction Tests
NorCal Engineering
APPENDIX A
NorCal Engineering
October 15, 2021
Page 10
TABLE
MAXIMUM DENSITY TESTS
Optimum
Sample Classification Moisture
I Clayey SAND 12.0
II Silty SANDSTONE Bedrock 15.0
III Silty SAND with bedrock fragments 11.5
IV Crushed Aggregate Base 10.0
V Clayey SILT with bedrock fragments 12.5
Project Number 16689-13
Maximum Dry
Densitv (lbs./cu.ft.)
123.0
107.5
121.0
134.0
125.5
TABLE II
EXPANSION INDEX TESTS
Expansion
Sample
Classification
Index
Pad Subgrade
Silty SAND
07
Pad Subgrade
Clayey SILT
28
Pad Subgrade (Retail)
Clayey SILT
26
TABLE III
SULFATE TESTS
Sample Sulfate (% by Weight)
Pad Subgrade 0.0017
Pad Subgrade 0.0021
Pad Subgrade (Retail) 0.0030
NorCal Engineering
APPENDIX B
NorCal Engineering
October 15, 2021
Project Number 16689-13
Page 11
SUMMARY OF COMPACTION TEST RESULTS
Date of
Test
Percent
Unit Wt.
Relative
Soil
Test
Test
No.
Location
Depth
Moisture
lbs./cu.ft.
Compaction Type
S/D
4/23/18
101
Basement Sbgd
0.0-0.5
9.2
102.4
83
1
S
4/23/18
101A**
Basement Sbgd
0.0-0.5
10.9
110.8
90
1
S
4/23/18
102
Basement Sbgd
2.0-2.5
13.1
102.3
95
If
S
4/23118
103
Basement Sbgd
0.0-0.5
11.4
109.6
91
III
D
10/10/18
104
Basement Sbgd
2.0-2.5
13A
103.1
96
11
S
10/10/18
105
Basement Sbgd
2.0-2.5
13.7
114.3
93
1
D
113/19
106
Injector Tank Pit Btm
0.0-0.5
8.6
127.8
95
IV
S
1/3/19
107
Injector Tank PitBtm
0.0-0.5
9.3
129.0
96
IV
S
2120/19
108
Water Svc Tie In
0.0-0.5
8.9
128.2
96
IV
S
4/17/19
109
Basement Sbgd
0.0-0.5
10.5
119.3
95
V
D
4/17/19
110
Basement Sbgd
0.0-0.5
9.5
115.8
96
III
D
4/17/19
111
Basement Sbgd
0.0-0.5
11.0
115.0
95
III
D
9124/19
112
Ramp Subgrade
0.0-0.5
11.5
117.6
94
V
S
9/24/19
113
Btm of Footing
0.0-0.5
11.1
117.0
93
V
D
10/22/19
114
Site Grading
4.5-5.0
13.9
103.6
96
II
D
10/22/19
115
Site Grading
3.5-4.0
13.6
98.6
92
II
D
10/22/19
116
Site Grading
3.5-4.0
10.4
114.0
94
III
S
10/22/19
117
Site Grading
2.0-2.5
9.7
112.1
93
III
D
10/22119
118
Site Grading
2.0-2.5
10.8
113.7
94
III
S
10/23/19
119
Site Grading
2.0-2.5
11.1
111.6
92
III
D
10/23/19
120
Site Grading
2.0-2.5
10.7
114.2
94
III
S
10/23/19
121
Site Grading
2.0-2.5
11.1
115.2
95
III
D
10/23/19
122
Site Grading
0.0-0.5
11.5
116.6
96
III
D
10/23/19
123
Site Grading
0.0-0.5
10.5
115.1
95
III
D
10/23/19
124
Site Grading
0.0-0.5
11.2
112.2
93
III
S
10/23/19
125
Site Grading
0.0-0.5
11.9
113.5
94
III
D
11/6/19
126
Site Grading
4.0-4.5
12.1
111.5
91
1
D
1116/19
127
Site Grading
2.0-2.5
11.4
110.1
91
III
S
11/6/19
128
Site Grading
0.0-0.5
12.7
111.8
92
III
D
11/14/19
129
Site Grading
2.0-2.5
16.0
102.5
95
II
D
11/14/19
130
Site Grading
0.0-0.5
12.6
117.2
93
V
S
11/26/19
131
Wall Backfill
0.0-0.5
14.0
111.8
91
1
S
"Retest of failing tests after area reworked
S=Sand Cone Method
D=Drive Tube Method
NorCal Engineering
October 15, 2021
Project Number 16689-13
Page 12
SUMMARY OF COMPACTION TEST RESULTS
Date of
Test
Percent
Unit Wt.
Relative
Soil
Test
Test
No.
Location
Depth
Moisture
lbs./cu.ft.
Compaction
Type
S/D
12/19/19
132
Bldg Pad Sbgd
0.0-0.5
13.9
115.0
92
V
D
12/19/19
133
Bldg Pad Sbgd
0.0-0.5
14.4
116.2
93
V
D
1/6/20
134
Sewer
0.0-0.5
14.2
113.8
91
V
S
116/20
135
Sewer
0.0-0.5
14.4
114.3
91
V
D
1/31/20
136
Bldg Pad Sbgd
0.0-0.5
12.7
116.2
93
V
S
3/2/20
137
Bldg Pad Sbgd
0.0-0.5
12.3
117.5
94
V
D
12/21/20
138
Flowline Sbgd
0.0-0.5
12.4
115.3
92
V
S
12/21/20
139
Flowline Sbgd
0.0-0.5
13.4
110.5
91
V
D
12/21/20
140
Sidewalk Sbgd
0.0-0.5
11.3
112.3
93
III
S
12/21/20
141
Curb/GutterSbgd
0.0-0.5
8.2
117.6
88
IV
S
1/21/21
141A**
Curb/GutterSbgd
0.0-0.5
9.5
124.4
93
IV
S
1/21/21
142
Dr App Sbgd
0.0-0.5
9.9
125.9
94
IV
S
2/3/21
143
Parking Sbgd
0.0-0.5
13.5
109.9
91
111
D
2/3/21
144
Parking Sbgd
0.0-0.5
14.3
114.0
91
V
D
2/3/21
145
Parking Base
0.0-0.5
10.0
128.0
96
IV
S
2/3/21
146
Parking Base
0.0-0.5
8.9
127.6
95
IV
S
7/28/21
147
Sidewalk Sbgd
0.0-0.5
10.2
127.9
95
IV
S
8/3/21
148
Offsite Curb/Gutter Sbgd
0.0-0.5
10.4
112.0
91
1
D
8/3/21
149
Offsite Curb/Gutter Sbgd
0.0-0.5
12.5
112.9
92
1
D
8/3/21
150
Offsite Sidewalk Sbgd
0.0-0.5
10.2
113.4
92
1
D
8/3/21
151
Offsite Sidewalk Sbgd
0.0-0.5
11.2
115.7
94
1
S
8/3/21
152
Curb/Gutter Sbgd
0.0-0.5
12.1
115.1
94
1
D
**Retest of failing tests after area reworked
S=Sand Cone Method
D=Drive Tube Method
NorCal Engineering
NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562) 799-9469 Fax (562) 799-9459
April 26, 2019
Plaza Corona Del Mar
3345 Newport Boulevard
Newport Beach, California 92663
Attn: Magdi Hanna
Project Number 16689-13
t� � 2b17— D�/lea
u
RE: Report of Geotechnical Observation and Testing of Rough Grading
Operations — Proposed Commercial/Residential Development - Located at
3900 and 3928 East Coast Highway, in the City of Corona Del Mar, California
Dear Mr. Hanna:
Pursuant to your request, this firm has provided this geotechnical report to summarize
the observation and testing performed during rough grading operations at the above
referenced project. The geotechnical aspects of the rough grading were conducted in
accordance with our report titled "Geotechnical Engineering Investigation", dated
November 12, 2014, Project Number 16689-13. Our geotechnical services pertaining to
the grading of the project development are summarized in the subsequent sections of
this report.
Site Grading
The subterranean garage/basement portion of the project was excavated approximately
12 feet in depth to finished grade elevation. The exposed surface was embedded into
existing fill, scarified, moisture conditioned and recompacted to a minimum of 90% of
the laboratory standard. Two areas along the western portion of the basement were
embedded into bedrock material. These two areas were overexcavated in order to
place a two feet thick compacted fill blanket below the basement floor slab. The
approximate location of these areas are shown on the attached plan. The maximum
depth of fill placed in the subterranean garage/basement was approximately two feet. A
track mounted loader was used for compaction control. A water hose provided moisture
control. Our services did not include any surveying of excavation bottoms, building
corners, or subgrade elevations during grading operations.
April 26, 2019
Page 2
Laboratory/Field Testing
Project Number 16689-13
The relative compaction was determined by Sand Cone Method (ASTM: D1556) and by
Drive Tube Method (ASTM: D2937). The maximum density of the fill soils was obtained
by the laboratory standard (ASTM: D1557) and results are shown on Table I. Tests
were performed a minimum of every 500 cubic yards placed and every two feet in depth
of fill placed. A summary of the compaction tests of the rough grading operations are
described in Appendix B with locations shown on the accompanying plan. Additional
laboratory tests were performed on representative bulk bag samples of the near surface
soils at the completion of precise grading operations. The tests consisted of the
following:
A. Expansion index tests in accordance with ASTM: D4829 were performed on
remolded samples of the upper soils to determine the expansive characteristics and
to provide any necessary recommendations for reinforcement of the slabs -on -grade
and the foundations. Results of these tests are provided on Table II in Appendix A.
B. Soluble sulfate tests in accordance with California Test Method 417 were performed
on representative soils samples to estimate the potential for corrosion of concrete in
contact with the on -site soils. Results are provided on Table III in Appendix A.
Deep Foundation Design
The proposed building structure constructed on deep fill soils will require a concrete
structural slab supported on a pile foundation system. The pile foundations will extend
beneath the existing fill soils and into competent bedrock materials with a minimum
diameter of 24 inches. The depth of bedrock materials ranges from 16 to 37 feet below
existing grade. A basement level extends 12 feet below existing grade with pile
foundations supporting the basement walls and columns.
NorCal Engineering
April 26, 2019 Project Number 16689-13
Page 3
Pile foundations shall extend at least 10 feet into competent bedrock materials. The
axial capacity of pile foundations may be computed using a skin friction value of 1200
psf along the perimeter of the pile embedded into competent bedrock materials that
underlie the site at a depth of 20 feet or greater below existing grade. A one-third
increase in these values may be used during short-term wind and seismic loading
conditions.
Casing of pile excavations will probably be required for these deep foundations due to
the potential of caving of the sandy fill soils. Difficulty and delays in drilling can be
anticipated due to the hard bedrock materials.
Shallow Foundation Deslan
Any foundations for small structures may be designed utilized the following allowable
soil bearing capacities for an embedded depth of 24 inches into approved engineered fill
or competent native soils with the corresponding widths:
Allowable Soil Bearina Capacity (psf)
Continuous
Isolated
Width ft
Foundation
Foundation
1.5
2000
2500
2.0
2075
2575
4.0
2375
2875
6.0
2500
3000
A one third increase may be used when considering short term loading and seismic
forces. All foundations located near or on adjacent slopes shall meet all setback criteria
per the latest Building Code (CBC). All foundations shall be reinforced a minimum of
two No. 4 bars, top and bottom. A representative of this firm shall inspect all foundation
excavations prior to pouring concrete.
NorCal Engineering
April 26, 2019
Page 4
Project Number 16689-13
Slab Design
Proposed building structures constructed on deep fill soils will require a concrete
structural slab supported on a pile foundation system. All conventional concrete slabs
shall be at least four inches in thickness and reinforced a minimum of No. 3 bars at
sixteen inch spacing positioned in the center of the slab and placed on approved
subgrade soils. The subgrade soils shall be moisture conditioned to over optimum
moisture levels prior to pouring concrete. In addition, slab design for basement floors
shall provide a capillary break designed in accordance with Section 1805.4.1 of the 2013
CBC and the City of Newport Beach policy adoption of the Green Code which requires a
4-inch minimum thick base course beneath all slabs.
Foundations founded on expansive soils shall be in accordance with Section 1808.6 of
2013 CBC using an effective plasticity index of 15. A modulus of subgrade reaction (k)
of 100 pci may be used for design of slabs placed on approved subgrade soils.
A vapor retarder should be utilized in areas which would be sensitive to the infiltration of
moisture. This retarder shall meet requirements of ASTM E 96, Water Vapor
Transmission of Materials and ASTM E 1745, Standard Specification for Water Vapor
Retarders used in Contact with Soil or Granular Fill Under Concrete Slabs. The vapor
retarder shall be installed in accordance with procedures stated in ASTM E 1643,
Standard practice for Installation of Water Vapor Retarders used in Contact with Earth
or Granular Fill Under Concrete Slabs.
The moisture retarder may be placed directly upon 4 inches of 3/8-inch diameter or
larger gravel or sand materials. The moisture retarder is required only in interior floor
slab areas or beneath slabs where the infiltration of moisture is deemed undesirable.
Expansive Soil
Upper on -site soils are low in expansion potential. Sites with expansive on site soils
(Expansion Index > 21-50) require special attention should be given to the project
design and maintenance. The attached Expansive Soil Guidelines should be reviewed
by the engineers, architects, owner, maintenance personnel and other interested parties
and considered during the design of the project and future property maintenance.
NorCal Engineering
April 26, 2019 Project Number 16689-13
Page 5
Corrosion Design Criteria
Representative samples of the surficial soils, typical of the subgrade soils expected to
be encountered within foundation excavations, revealed negligble sulfate
concentrations. Therefore, all concrete in contact with on site soils shall be designed in
accordance with Table 19A-A-4 of the latest building code. Sulfate test results may be
found on the attached Table III.
Limitations
It should be noted that our work does not warrant or guarantee that the contractor
responsible for each phase of the project has performed his work in accordance with the
project specifications.
We appreciate this opportunity to be of service to you. If you have any further
questions, please do not hesitate to contact the undersigned.
Respectfully submitted,
NORCAL ENGINEERING
Y f
Keith D. Tucker
Project Engineer
R.G.E. 841
Y
Mike A. Barone
Project Manager
NorCal Engineering
April26, 2019
Page 6
Expansive Soil Guidelines
Project Number 16689-13
The following expansive soil guidelines are provided for your project. The intent of
these guidelines is to inform you, the client, of the importance of proper design and
maintenance of projects supported on expansive soils. You, as the owner or other
interested party, should be warned that you have a duty to provide the
information contained in the soil report including these guidelines to your design
engineers, architects, landscapers and other design parties in order to enable
them to provide a design that takes into consideration expansive soils.
In addition, you should provide the soil report with these guidelines to any property
manager, lessee, property purchaser or other interested party that will have or assume
the responsibility of maintaining the development in the future.
Expansive soils are fine-grained silts and clays which are subject to swelling and
contracting. The amount of this swelling and contracting is subject to the amount of
fine-grained clay materials present in the soils and the amount of moisture either
introduced or extracted from the soils. Expansive soils are divided into five categories
ranging from "very low" to "very high". Expansion indices are assigned to each
classification and are included in the laboratory testing section of this report. If the
expansion index of the soils on your site, as stated in this report, is 21 or higher, you
have expansive soils. The classifications of expansive soils are as follows:
Classification of Expansive Soil*
Expansion Index
Potential Expansion
0-20
Very Low
21-50
Low
51-90
Medium
91-130
High
Above 130
Very High
*From Table 18A-1-B of California Building Code (1988)
When expansive soils are compacted during site grading operations, care is taken to
place the materials at or slightly above optimum moisture levels and perform proper
compaction operations. Any subsequent excessive wetting and/or drying of expansive
soils will cause the soil materials to expand and/or contract. These actions are likely to
cause distress of foundations, structures, slabs -on -grade, sidewalks and pavement over
the life of the structure. It is therefore imperative that even after construction of
improvements, the moisture contents are maintained at relatively constant levels,
allowing neither excessive wetting or drying of soils.
NorCal Engineering
April 26, 2019 Project Number 16689-13
Page 7
Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both
interior and exterior. Slabs may lift at construction joints producing a trip hazard or may
crack from the pressure of soil expansion. Wet clays in foundation areas may result in
lifting of the structure causing difficulty in the opening and closing of doors and windows,
as well as cracking in exterior and interior wall surfaces. In extreme wetting of soils to
depth, settlement of the structure may eventually result. Excessive wetting of soils in
landscape areas adjacent to concrete or asphaltic pavement areas may also result in
expansion of soils beneath pavement and resultant distress to the pavement surface.
Excessive drying of expansive soils is initially evidenced by cracking in the surface of
the soils due to contraction. Settlement of structures and on -grade slabs may also
eventually result along with problems in the operation of doors and windows.
Projects located in areas of expansive clay soils will be subject to more movement and
"hairline" cracking of walls and slabs than similar projects situated on non -expansive
sandy soils. There are, however, measures that developers and property owners may
take to reduce the amount of movement over the life the development. The following
guidelines are provided to assist you in both design and maintenance of projects on
expansive soils:
Drainage away from structures and pavement is essential to prevent
excessive wetting of expansive soils. Grades of at least 3% should be
designed and maintained to allow flow of irrigation and rain water to
approved drainage devices or to the street. Any "ponding" of water adjacent
to buildings, slabs and pavement after rains is evidence of poor drainage; the
installation of drainage devices or regrading of the area may be required to
assure proper drainage. Installation of rain gutters is also recommended to
control the introduction of moisture next to buildings. Gutters should
discharge into a drainage device or onto pavement which drains to roadways.
Irrigation should be strictly controlled around building foundations, slabs and
pavement and may need to be adjusted depending upon season. This
control is essential to maintain a relatively uniform moisture content in the
expansive soils and to prevent swelling and contracting. Over -watering
adjacent to improvements may result in damage to those improvements.
NorCal Engineering makes no specific recommendations regarding
landscape irrigation schedules.
Planting schemes for landscaping around structures and pavement should
be analyzed carefully. Plants (including sod) requiring high amounts of water
may result in excessive wetting of soils. Trees and large shrubs may actually
extract moisture from the expansive soils, thus causing contraction of the
fine-grained soils.
NorCal Engineering
April 26, 2019
Page 8
Project Number 16689-13
Thickened edges on exterior slabs will assist in keeping excessive moisture
from entering directly beneath the concrete. A six-inch thick or greater
deepened edge on slabs may be considered. Underlying interior and exterior
slabs with 6 to 12 inches or more of non -expansive soils and providing
presaturation of the underlying clayey soils as recommended in the soil
report will improve the overall performance of on -grade slabs.
Increase the amount of steel reinforcing in concrete slabs, foundations and
other structures to resist the forces of expansive soils. The precise amount
of reinforcing should be determined by the appropriate design engineers
and/or architects.
Recommendations of the soil report should always be followed in the
development of the project. Any recommendations regarding presaturation
of the upper subgrade soils in slab areas should be performed in the field
and verified by the Soil Engineer.
NorCal Engineering
APPENDICES
(In order of appearance)
Appendix A — Laboratory Tests
Table I - Maximum Density Tests
Table 11— Expansion Index Tests
Table III - Sulfate Tests
Appendix B — Summary of Compaction Tests
Site Plan
Summary of Compaction Tests
NorCal Engineering
APPENDIX A
NorCal Engineering
April 26, 2019
Page 9
TABLE
MAXIMUM DENSITY TESTS
Optimum
Sample Classification
Moisture
I Clayey SAND
12.0
II Silty SANDSTONE Bedrock
15.0
III Silty SAND with bedrock fragments
11.5
IV Crushed Aggregate Base
10.0
V Clayey SILT with bedrock fragments 12.5
Sample
Pad Subgrade
Pad Subgrade
Sample
Pad Subgrade
Pad Subgrade
TABLE II
EXPANSION INDEX TESTS
Classification
Silty SAND
Clayey SILT
TABLE III
SULFATE TESTS
Project Number 16689-13
Maximum Dry
Densitv (lbs.lcu.ft.)
123.0
107.5
121.0
134.0
125.5
Expansion
Index
07
28
Sulfate (%by Weight)
0.0017
0.0021
NorCal Engineering
APPENDIX B
NorCal Engineering
April 26, 2019 Project Number 16689-13
Page 10
SUMMARY OF COMPACTION TEST RESULTS
Date of
Test
Percent
Unit Wt.
Relative
Soil
Test
Test
No.
Location
Depth
Moisture
lbs./cu.ft.
Compaction
Tvoe
S/D
4/23/18
101
Basement Sbgd
0.0-0.5
9.2
102.4
83
1
S
4123/18
101A**
Basement Sbgd
0.0-0.5
10.9
110.8
90
1
S
4/23/18
102
Basement Sbgd
2.0-2.5
13.1
102.3
95
11
S
4/23/18
103
Basement Sbgd
0.0-0.5
11.4
109.6
91
111
D
10/10/18
104
Basement Sbgd
2.0-2.5
13.4
103.1
96
II
S
10/10/18
105
Basement Sbgd
2.0-2.5
13.7
114.3
93
1
D
1/3/19
106
Injector Tank PitBtm
0.0-0.5
8.6
127.8
95
IV
S
1/3/19
107
Injector Tank PitBtm
0.0-0.5
9.3
129.0
96
IV
S
2/20/19
108
Water Svc Tie In
0.0-0.5
8.9
128.2
96
IV
S
4/17/19
109
Basement Sbgd
0.0-0.5
10.5
119.3
95
V
D
4/17/19
110
Basement Sbgd
0.0-0.5
9.5
115.8
96
III
D
4/17/19
111
Basement Sbgd
0.0-0.5
11.0
115.0
95
III
D
**Retest of failing tests after area reworked
S=Sand Cone Method
D=Drive Tube Method
NorCal Engineering
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915
www.newportbeachca.gov 1 (949) 644-3200
CIVIL ENGINEER'S CERTIFICATION FORM
From: Date:
JRV ENGINEERING, INC. 04-25-2022
20021 E. 4TH ST.,
SANTA ANA, CA., 92705
ATTENTION: GRADING ENGINEER, BUILDING DIVISION
GPC No.: X2017-0462 Tract/Subdivision/Lot No.: Rough: _Final:
Project Names: 3922 EAST COAST HIGHWAY, CORONA DEL MAR, CA, 92625.
Owner/Developer: MR ERIC HANNA, RADICLE POINT
Type of Project: Notes:
Tract: _Drainage THIS CERTIFICATION IS FOR ON -SITE WORK
_ Commercial _ Other ONLY.
Industrial
Yardage for Project: Notes: ALL SURVEYING PERFORMED BY CRF
4,40(but: 0 Borrow: ENGINEERING GENERALLY CONFORMS TO
1O0 Fill: 4,400Export: THE DESIGN INTENT AND IS ACCEPABLE BY
JRV ENGINEERING.
I hereby approve the grading for this project in accordance with my responsibilities under the
City Grading Code. I have inspected the project and hereby certify that all areas exhibit positive
surface flow to public ways or City approved drainage devices. The grading has been
completed: all work in conformance with, approved plans with the following
changes to the approved grading plan.
Description of Changes: NO MAJOR DEVIATIONS.
Company: JRV ENGINEERIN, INC.
Name: JUSTO R. VILLAR
(Print) 47 /(sign)
License No.: RCE 29801 (RCE/LS)
Forms\Civil Engineer's Certification Form 9.13
CITY OF NEWPORT BEACH
Community Development Department I Building Division
100 Civic Center Dr.1 P.O. Box 1768 1 Newport Beach, CA 92658
www.newoortbeachca qov 1 (949) 644-3200
CALGREEN DOCUMENTATION COMPLIANCE CERTIFICATION
ADDRESS: 3922 E. COAST HWY, CORONA DEL MAR X2017-0462
PERMIT NO.:
THIS FORM SHALL BE COMPLETED AND SIGNED PRIOR TO REQUEST FOR FINAL BUILDING
INSPECTION. ONE COPY OF THIS FORM SHALL BE SUBMITTED TO THE BUILDING INSPECTOR AT
FINAL INSPECTION AND ONE SHALL BE PROVIDED TO THE BUILDING OWNER AS PART OF THE CAL
GREEN CERTIFICATION PACKAGE.
The following section shall be completed by a person with overall responsibility for the planning and
design portion of the project.
REQUIRED DOCUMENTATIONS PROVIDED TO THE PROPERTY OWNER(S)
# Franchise Hauler for Construction/Demolition Waste (65% min. reuse of nonhazardous waste)
`ieVOC Contents Limitation
Formaldehyde Emissions Limitation
Certificate of Installations (Env., QII, Lighting, Photovoltaic, Mach., Plumb.)
Mrtifieate.oj Verifications or Acceptance ( Env_ no i inhrinn
Plumb., HERS)-------.
Operations and Maintenance Manual
Mech.,
IlNot required per 2008 Enerqy Code I
MOISTURE CONTENT OF BUILDING MATERIAL (RESIDENTIAL CONSTRUCTION ONLY)
V I certify that the moisture content of the wall and floor framing is less than 19 percent as
determined in accordance with Section 4.505.3 of CAL Green prior to being enclosed.
DECLARATION STATEMENT
• 1 certify under penalty of perjury, under the laws of the State of California, the information
provided is true and correct.
• 1 certify that the installed measures, materials, components, or manufactured devices identified
on this certificate conform to all applicable codes and regulations, and the installation is
consistent with the plans and specifications approved by the enforcing agency.
JUSTIN MOORE 51 41111
Date Signed: Position/Title:
3/10/2022 SR. PROJECT MANAGER
Notes:
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 926588915
www.newportbeachca.gov 1 (949) 644-3200
CONTRACTOR/PROPERTY OWNER SELF -CERTIFICATION DECLARATION
FOR PLUMBING FIXTURE REPLACEMENT
Project Address:
3922 EAST COAST HIGHWAY, CORONA DEL MAR 92625
Date: 3/10/2022
Permit #: X2017-0462
The following is to be completed by the California licensed contractor or owner, participating in the City of Newport
Beach Self -Certification Program. Please type or print.
Installer's Name: TRILOGY PLUMBINGLicense No (if applicable) 818858
Installer's Mailing Address: 1525 South Sinclair Street Phone # (required): 714-888-8575
Installer's Email: Anaheim, CA 92806 FAX #:
Installer info@trilogyplumbing.com
I certify that the installation is incompliance with applicable code requirements.
I further affirm that I have reviewed and understand the requirements of the 2019 California Green Building Standards
Code (CGBSC) Section 301.1.1 and that all self -certification reports submitted will be based on the code requirements
contained therein.
I declare that all plumbing fixtures subject to the CGBSC 301.1.1 has been replaced meeting the low flow
requirements:
Kitchen faucets: 1.8 gal/minute at 60 psi
Shower heads: 1.8 gal/minute at 80 psi
Water closet: 1.28 gal/flush
Faucets: maximum flow rate of 1.2 gal/minute at 60 psi,
and minimum 0.8 gal/minute at 20 psi
3/10/2022
Installer's Signature Date
Property Owner (Required)
As the property owner of the project address noted above, I have read, understand and agree to participate in the
Plumbing Fixture Replacement Self -Certification Program. I further understand that by participating in this program, the
plumbing system will not be inspected by a City of Newport Beach Building Inspector during construction or after
installation unless requested. The Building Division may request and reserves the right to verify code compliance after
the installation is complete. 1/
�xe.G yi%� 3/10/2022
Property Owner's Signature
Magdi Hanna / Eric Hanna
Print Name
Date
erichanna@radiclepoint.com
Email
This form must be completed and returned to the City of Newport Beach, Building Division, for a final approval
of the combination permit. Please return this form to the Building Division by mail or fax.
Please mail to: City of Newport Beach Phone: (949) 718-1888
Community Development Department Fax #: (949) 644-3250
Building Division
P. 0. Box 1768
Newport Beach, CA 92658
FnrmstCnntractnr-OwnerSelf-CerlDeclamtion-Plumbino Fixture Reolacement 031G4/22
Notice to the City of Corona Del Mar and Contractor/Owner Elevator Certified as "Safe to Operate"
Contractor: Pinnacle Residential �t�g� Contract No: CA-201017
3980-34YM E Coast Hwy, Corona Del Mar, CA
Address: Elevator Type: El-H
92625 Elevator
The Contractor/Owner is required to register this elevator as a structural component as outlined as per your local regulations. To
assist with this registration process the following information is provided and should be included in the registration form, as
provided by your local Department of Building and Safety or city office
Permit / Plan #1 (if applicable):
NA
Weight Capacity:
8811os
Person Capacity:
4 Persons
Traveling Speed
55fpm
Class
Residential
This elevator complies with your local AHJ.
Building Regulated Items as Noted by Elevator Contractor
This certification is issued subject to a qualified person (where appropriate), provided by others, certifying that the building housing
the subject elevator is in a satisfactory condition and built to manufacturers specifications. Implicit in this building certification is the
acknowledgement that the safety of elevator users and or elevator workers is not compromised including the satisfaction of all
Statutory Authority requirements.
It is recommended that the elevator should not be placed into service until the building has been certified as outlined in items
below. This includes the rectification of items as noted by the elevator certifier. The following list is provided as a service and does
not cover all building related items because our competence in certification only relates to elevator technicalities.
This plant is safe to operate subject to the items below:
Certifier Name: &0_Oc4tl
Signature: �,—�
r
Date:��
Contractor/Owner Name:,,.�A-✓�,,�
Signature: �Y'✓Y,�"1'z% d'�J.. ^�A�'y "�
Date:/ --A—)
143 E ]blh Snccl 117; Consh Cg,
Costa Mesa CA 9262i 1'n t,wd"', 20 its
P O2 9666 3939
111 B_I„-_n...aru4 4130U C Amn., tn,:. 15, 7. m""!
R,chmond 3ll1 Ea,pe Fan,. A;cra:c. Bwer, .
P n4 V191 I'll PO];ni4n 9i nua a.vn n.....
SERVICE, PARTS AND RESCUE COVER AGREEMENT
The service, parts and rescue cover agreement will help ensure the reliability of your elevator. You will have access to the 24-
hour helpline in case of entrapment or for service support at 855.326.8847 or
Elevator Boutique would prefer that you deal with us as the original supplier, however you have options. We recommend
service, parts and rescue cover. You may opt for a service and rescue cover agreement but opt out of parts.
Always maintain an active phoneline in your elevator. Serious safety risks including injury or death may result if your elevator is
without a service, parts and rescue agreement.
The agreement covers the contracted service and warranty period for new installations and is used for service renewals. For
service renewals, by completing sections 1-4, you acknowledge that you have read and understand sections 1-9 of this
agreement. For payment options and to send completed agreements, contact our service department at
or 855.326.8847.
1, ELEVATOR DETAILS
ID:
Model: E1-H
Elevator Address: 3900-3928 E Coast Hwy, Corona Del Mar, CA 92625 - A I
Cover Start Date:
71/A3/202'rY 9?4
- he start of Service, Parts and Rescue Agreement
Cover End Date:
11/08/2025JLg-12LAkhe
end of Service, Parts and Rescue Agreement _i
2. COVERAGE DET(-ULS N�
Customer Name Magdi Hanna
Mobile: 949.723.2000
("Customer")
_ Email:
Emergency
Mobile: "
Contact Name
Email: °
Emergency a
Mobile:
Contact Name
Email:
Billing Address: a
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Rf:N[WALOPTIONS
Regular service
Two (2) visits per annum and 24-hour rescue cover.
Required for Parts Insurance $950
Manufacturers Recommendation
Rescue Cover
Parts Warranty Includes parts and labor to change the faulty part with a new part.
$450
- Extended warranty Note Section 6 Port Warranty/ Extended Warranty
4. RENEWAL ACCEPTAN:E
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S. REGULAR SERVICE
5.1. Inclusions - Elevator Boutique will:
5.1.1. Provide 24-hour emergency assistance.
5.:1.2. Service the elevator for the agreed number of times per year during normal work hours (Monday -Friday 8AM-4PM).
5.1.3. Examine and test and where necessary, lubricating and adjusting the elevator.
1.4. Notify the customer of any anticipated stoppages for repairs, the cost of those repairs and obtain approval for the
repairs.
5.1.5. Provide and keep appropriate records for the elevator documenting service and other attendances.
5.1.6. Maintain necessary insurances, and state licenses.
5.2. Exclusions:
5.2.1. Repairs or call backs necessitated by reason of negligent use or misuse of the elevator or by any other reason beyond
the control of Elevator Boutique.
5.2.2. The carrying out of any additional tests, alterations or changes required by a statutory authority.
PARTS WARRANTY / EXTENDED WARRANT`(
Regular service must be maintained and all accounts paid up to date or the parts insurance is invalid.
6.2. Inspection may be required before determining if the part is covered. If the part is covered, the inspection cost is covered.
Inclusions:
_11. New parts covered by California consumer statutory warranties.
.2. Labor to change the new parts.
6.3.3. The parts will be replaced during normal working hours.
6.4. Exclusions:
6.4.1. Replacement of lights or batteries.
6.4.2, Damage caused by any water, including oxidization and rust from being near the ocean or salt air.
6,4.3. Rust removal and repair.
6.4.4, Repairs or replacement parts necessitated by misuse or accidental damage to the elevator.
6.4.5. Damage caused by others to the elevator equipment.
5.4.6. Wear and tear caused by a pre-existing or an uncontrollable condition.
6.4.7. Steel and aluminum shafts, glass or mirror panes, including shaft accessories supplied by Elevator Boutique, are
expressly not covered by Parts Warranty / Extended Warranty.
SPECIAL CONDITIONS
7.1. Elevator Boutique will be entitled to additional payment for:
-. 1.1. Economy rate travel (flight, car hire,hotel and per diem) for remote locations, billable at market rate, at the time of
travel and due upon receipt. Elevator Boutique will notify the Customer of the market rate prior to travel.
7.1.2. Repairs made which underlying causes are due to negligence, abnormal or incorrect operation, misuse, abuse,
vandalism, acts of God or any other cause or any other event, except for fair wear and tear or negligence by our staff.
7.1.3. Attending to any call outside of the normal working hours or where no faults are found, exception to emergency
requests where parts have failed or entrapment.
7,1.4, Attending to any emergency request where the emergency is found to have been the result of abnormal or incorrect
operation of the elevator, or where attendance is the result of an event for which Elevator Boutique is not
responsible.
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8. OBLIGATION"
8.:1. The Customer will ensure that any breakdown or malfunction of the elevator or any accident, emergency or any other
circumstance likely to affect the safe or proper operation of the elevator is immediately reported to Elevator Boutique.
8.2. The Customer will ensure that the work environment is safe and clean with clear access to the elevator for Elevator
Boutique personnel. Any hazards must be cleared or removed at the Customers' cost.
8.3. In the interest of site safety and preservation of the elevator, the Customer must not allow or authorize any service,
maintenance, repair or replacement, renewal or alteration without Elevator Boutique's notification.
3.4. Elevator Boutique may suspend services under the Agreement if Occupational Health and Safety standards are not met.
8.5. The Customer must notify Elevator Boutique if ownership changes and provide contact details for the new owners.
8.6. Elevator Boutique must notify the Customer if ownership of the company or contact details changed and provide updated
ownership or contact details to the Customer.
8.7. The Customer is entitled to terminate the Agreement and all obligations under this Agreement when the ownership of the
elevator equipment or site has changed and where they notify Elevator Boutique.
8.8. Elevator Boutique will notify the Customer of when service is due at six (6) month increments and of the expiry of the
agreement with thirty (30) days' notice.
9. PAVE I'RIIArI
1,.1. The Agreement is between the Customer and Elevator Boutique LA, LLC ("Elevator Boutique or the Company").
9.2. In the case of new ownership, the Agreement shall pass to the new owner and shall be between the new owner and
Elevator Boutique.
9.3. Elevator equipment means all equipment including both electrical and mechanical parts up to the circuit breaker and
disconnect forthe elevator and excludes:
93.1. The building structure or the shaft, even if supplied by Elevator Boutique.
9.3.2. Security systems added by others.
9.33. Telephone lines to the elevator control cabinet.
9.4. Accounts must be paid before commencement of the service and cover period.
9.5. Automatic renewals may be terminated by either party giving written notice prior to the expiration of the contract period.
9.6. In the event of damage being directly caused by the negligence of Elevator Boutique, then except as is precluded by any
statute, Elevator Boutique's maximum liability to the Customer is limited to:
9.6.1. Provide the services, if the damage suffered is due to the services not being provided correctly.
9.6.2. Replace the parts, if the damage suffered is caused by the parts supplied.
9.6.3, Except as provided in 9.6.1. and 9.6.2., Elevator Boutique shall have no liability whatsoever to the customer arising
out of or in connection with this Agreement including any breach thereof.
9.b.4. Elevator Boutique has affected Workers Compensation Insurance and Public Liability Insurance and agrees to
maintain it.
9.7. If Elevator Boutique considers a necessary change to the elevator equipment for safety, preservation or to satisfy new
statutory authority compliance, the Company shall advise the Customer. Elevator Boutique may suspend services and parts
insurance under the Agreement until the Customer agrees to rectifythe issues to Occupational Health and Safety codes or
to comply with the statutory authority.
9.8. Elevator Boutique may terminate the Agreement by giving written notice to the Customer if:
9.9.1. Any work upon the elevator is carried out other than by Elevator Boutique personnel.
9.8.2. Any payment due to Elevator Boutique is not received within 30 days of the due date.
9.83. On bankruptcy by the company, by which the Company, at Its discretion, shall either decide to fulf Ili the Obligations
set forth in the Agreement or compensate the Customer for the remaining months until expiry, not to exceed the full
price of the Agreement.
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