HomeMy WebLinkAboutX2020-2920 - MiscCONSULTING
October 28, 2021
Eagle Development and Construction, Inc.
31352 Via Colinas, Suite 101
Westlake Village, California 91362
Attention: Mr. Zachary Eglit
Subject: Earthwork Observation/Testing Report
Slope/Embankment Erosion Failure Mitigation
1201 Dolphin Terrace
Tract 1700, Lot 5
Corona del Mar, California
References: See attached list
INC
File No: 8595-10
Report No: Ri-8595
This report presents the results of our observation and testing services performed during the
Slope/Embankment Erosion Failure Mitigation at the property primarily located at 1201 Dolphin
Terrace in Newport Beach, California. The purpose for our geotechnical services was to observe
and document the grading operations as part of the slope repair. The slope failure was due to a
water main break in front of 1207 Dolphin Terrace in early 2018 that resulted in an erosional
washout of soil on the slope below 1201 and 1207 Dolphin Terrace. Based on our observations
and review of the test results, it is our opinion that the slope grading was performed in
substantial conformance with our recommendations, the City of Newport Beach and project
grading requirements.
PROJECT DATA
Site: 1201 Dolphin Terrace, Lot 5, Tract 1700
1207 Dolphin Terrace, Parcel 1, Tracts 1700 and 2334
City of Newport Beach Easement along Bayside Drive
Corona del Mar, California
Contractor: DP Reynolds Corp
Civil Engineer: Forkert Engineering & Surveying, Inc.
Regulatory Agency City of Newport Beach
Grading Plans: Precise Grading Plan, prepared by Forkert Engineering & Surveying, Inc.,
- -- - _
IN 8935 10/8/18; Sheets C-5.
Observation Period: March 25, 2020, through July 21, 2020
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
Phone 949 629 2539 1 Email info@rmccarthyconsulting.com
October 28, 2021
SITE LOCATION
File No: 8595-10
Report No: RI -8595
Page: 2
The area of the subject slope repair reported herein is shown on the Geotechnical Plot Plan,
Figure 1. The site slope is located below 1201 Dolphin Terrace and 1207 Dolphin Terrace in the
Irvine Terrace community of Corona del Mar within the City of Newport Beach, California as
shown on the attached Location Map, Figure 2 and Aerial Photo Map, Figure 3. The property is
bordered to the northwest and southeast by similar developed residential lots. The
northeasterly side of the lot fronts Dolphin Terrace. The southwesterly portion of the lot is an
approximately 66 -foot high graded slope that descends to Bayside Drive. The repaired area is
on the lower slope along the southeast boundary of the site and extending partially into 1207
Dolphin Terrace and the city easement along Bayside Drive.
Additional history and site descriptions are provided in the referenced reports.
BACKGROUND
The background and purpose for the repair was stated previously in the referenced reports
including the following paragraph from Reference 4, dated June 5, 2018:
Based on our geotechnical review, the slope has experienced a sulf1cial failure that is presently
a relatively shallow feature. The deeper upslope feature was repaired shortly atter the water
main break and erosion event by filling the undercut void areas with a sand -cement slurry
backfill. The remaining damaged portions of the slope should be mitigated to avoid progressive
erosion damage... The erosion washout on the slope was caused by a singular event due to a
concentrated, rapid Now of water from a nearby broken water main. The existing condition of
the slope failure area leaves adjoining areas unsupported or poorly supported. The slope failure
area should therefore be repaired in a manner that restores support and the integrity of the
overall slope.
A. General
The vegetation within the slope repair area was cleared from the property prior to and
during grading. The site excavation exposed previously constructed fill soils (Afo). Site
conditions were generally as expected based on preliminary exploration as reported in
the attached references.
B. Preparation of Existina Ground
The site was graded by keying and benching into competent undisturbed soil. Erosional
areas were cut to a flat grade at the removal depths of approximately 3 to 6 feet, with
minimum 2 foot high benches. Disturbed soil from the previous embankment erosion
washout was removed to competent undisturbed fill soil. Subsequent ground
preparation consisted of overexcavation of existing earth materials to expose competent
soil. This included the lower fill key area and bench cuts as the fill was placed for the
embankment. The in-place, previously placed engineered fill materials exposed in the
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
October 28, 2021
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File No: 8595-10
Report No: RI -8595
Page: 3
excavations and benching were observed by our field geologist and determined to be
suitable for support of the cement -treated fill soils.
C. Lower Key Backfill
The toe -of -slope key excavation within the City easement was cut approximately 4 to
feet below the adjacent grade at an approximate bottom elevation of 16 feet. In
coordination with the city officials, the key was subsequently filled with a 3 -sack sand
cement slurry to within 12 to 18 inches from the top of the key. On-site sandy silt fill
soils mixed with 4 percent cement (by weight) were utilized as fill material to bring the
slope to grade above the fill key.
D. Fill Placement and Compaction
The new embankment was constructed with on-site and imported, cement -treated fill
soils. Fill soils were generally placed in 6- to 8 -inch loose lifts, brought to near optimum
moisture content and compacted. Geo -grid reinforcement (Miragrid 5XT) was installed at
two feet vertical intervals as the fill slope was constructed. The initial layer of geo-grid
was installed at an approximate elevation of 20.7 feet. Geogrid layers were lapped at
joints where necessary with a minimum 24 -inch overlap. The fill slope was overbuilt by
at least 12 -inches at the outer face and subsequently trimmed back to final surface
grade. This was generally accomplished by backfilling against a temporary pipe and
board installation at the slope edge. The soil was then trimmed back to slope grade
after removal of the board. Test results indicated that a minimum of 95 percent relative
compaction, as determined by ASTM D1557, was achieved. The maximum depth of fill
placed was on the order of 8 feet.
Fill material consisted of cement -treated on-site and imported sandy silt and silty sand.
The soil was mixed on-site and compacted before the cement set.
Equipment used for earthwork and compaction included a small excavator (Takeuchi TB
216), Bomag BPR 60/65D Vibratory Plate, and hand -operated mechanical devices. Water
was provided by a water hose. A 2013 Terex TS60 crane was used to transport large
bags of on-site and imported soil to the work area when grading progressed to the
upper portions of the slope repair.
Representative samples of the site soils used as fill were returned to the laboratory for
testing. Laboratory tests for maximum density and optimum moisture content were
performed in accordance with ASTM: D1557 (the Five Layer Method). The results are
presented in Table 2, Laboratory Maximum Dry Density/Optimum Moisture Relationship.
Based on the results of our field density testing, it is our opinion that a minimum of 95
percent relative compaction was achieved within the areas tested. Density tests were
performed in accordance with ASTM D1556 (Sand Cone Method) and/or ASTM D6938
(Nuclear Gauge Method). Areas prepared by benching were also probed to check
compaction. Field Density Test Results are tabulated in Table 1, Results of Field Density
Tests. The approximate locations of density tests are included on the Geotechnical Plot
Plan, Figure 1.
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
October 28, 2021
File No: 8595-10
Report No: Ri-8595
Page: 4
Testing was performed on representative areas to render a professional opinion as to
the compaction of fill materials. It is our opinion that sufficient testing was performed to
arrive at the conclusions stated herein; however, this is an opinion and is not a warranty
that all fill materials are at 95 percent relative compaction.
E. Subdrainaae
Subdrains consisting of 4 -inch diameter PVC Schedule 40 perforated pipe, surrounded by
approximately 2 cubic feet/ foot of 3/4 -inch crushed gravel wrapped in Mirafi 140N
geofabric were installed at 2 locations. The lower subdrain was installed at the base of
the first bench excavation at approximate elevation 20. The mid slope subdrain was
installed at approximate elevation 40.
The chimney drain was installed continuously down the center of the repair along the
vertical and horizontal benches. The chimney drain consists of a pre -manufactured,
Miradrain 4 -foot wide drain board enclosed in filter fabric.
The upper subdrain perforated pipes feed into a 4 -inch solid outlet pipe that cannons to
the slope face and then downslope, above grade, to the concrete encased outlet
structure. The lower subdrain perforated pipes exit to a solid outlet pipe that connects to
the below grade portion of the outlet structure. From the lower outlet structure the
drains eventually exit to the curb face along Bayside Drive via two 4 -inch diameter solid
pipes as indicated on Sheet C-5, the referenced Civil Engineering drawing.
CONCLUSIONS AND RECOMMENDATIONS
General
Based upon field observations and test results, it is our opinion that grading and compaction for
the Slope/Embankment Erosion Failure Mitigation described herein was accomplished in
accordance with the project requirements and the grading requirements of the City of Newport
Beach. Field density testing indicated that a minimum of 95 percent relative compaction was
achieved at the locations tested as part of the slope reconstruction.
Based on our observations, as previously reported in 2018, the soil voids within the upper
portions of the slope were sufficiently filled with the grout to provide support for the upper slope.
Based on the observations and testing as described herein, the geogrid reinforced, cement -
treated fill materials placed as part of the repair are suitable for the intended use. The slurry
backfill placed within the upper slope voids as part of the previous emergency repair in early
2018 renders the upper portions of the slope as supported and suitable for the intended use.
The slope repairs described herein and in our referenced reports removed the erosional features
and damage that resulted from the off -property, February 2018 water main break for the
property at 1201 Dolphin Terrace. Subsurface drainage has been installed and provided to
reduce buildup of hydrostatic pressures in the mitigated slope soils. Shear strengths for the
mitigated area provide the safety factors for the repaired portion of the slope as indicated in our
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newpoit Beach, CA 92660
October 28, 2021
File No: 8595-10
Report No: RI -8595
Page: 5
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referenced reports. It is our opinion that the factors of safety for the repaired area meet or
exceed those factors of safety that were present on the slope prior to the damage caused by
the February 2018 water line break. It is our further conclusion that the repaired slope should
not adversely affect, or be adversely affected by, adjacent properties, including the structural
improvements at the top of slope, providing appropriate slope care and maintenance are
exercised.
Slopes and Slope Drainage Devices
Maintenance of slopes and drainage devices is important to their long term performance. The
following is a list of suggested procedures provided as a guide for slope maintenance.
1. Drainage Devices Associated with Hillsides
• Graded berms, swales, area drains, and slopes are designed to carry surface water from
pad areas and should not be blocked or destroyed. Water should not be allowed to
pond in pad areas, or overtop and flow onto graded or natural slopes.
• Sources of uncontrolled water, such as leaky water pipes or drains, should be repaired if
identified.
• Devices constructed to drain and protect slopes, including brow ditches, berms, terrace
drains and down drains should be maintained regularly, and in particular, should not be
allowed to clog such that water can flow unchecked over slope faces.
• Subdrain outlets should be maintained to prevent burial or other blockage.
2. Slopes
Slopes in the southern California area should be planted with appropriate drought -
resistant vegetation as recommended by a landscape architect. Planting is not necessary
within the cement -treated repair area; however, surrounding areas should be planted
and manintained.
Rodent activity should be controlled on the slope and within yard areas along the top of
the slope as burrowing may introduce paths for transfer of water into the subsurface
soils and out to the slope face.
Lot and Building Pad Drainage
1. Roof drains should collect water into a tight -lined drainage system of area drains. When
area drain systems are not feasible, roof drain water should be diverted by swales and
sloping ground to approved outlet areas. Where planters or unimproved ground are
located next to building foundations or slab -on -grade construction, roof drain outlets
should be extended at least 3 feet away from the structure. Outlets and infiltration of
roof water next to structures is not acceptable and should be eliminated by drainage
devices.
2. Area drain inlet grates should be properly installed and maintained. The inlets need to
be -properly located at lower grade collection points around yard areas. The grate should
be installed low enough to quickly transfer collecting water into the area drain pipe
system. It should also be installed high enough to not be easily buried, silted over or
choked out by vegetation.
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
October 28, 2021
File No: 8595-10
Report No: RI -8595
Page: 6
3. Drainage inlet grates should be regularly inspected and cleaned/replaced as necessary
to allow free flow of water into the drain system while effectively blocking larger detritus
from entering risers and flow pipes.
4. Area drain pipes should be periodically checked for blockage and cleaned as necessary.
5. Landscape grades should be maintained or improved to allow efficient drainage to
approved surface water outlets and into the storm drain system. Modifications to
designed or existing drainage grades should be made as necessary when ponds of
excess water, standing water, low flows, etc. are noticed. An experienced landscape
contractor or landscape architect should be consulted if necessary to provide
recommendations for drainage improvements.
6. As yard improvements are made to existing residential properties, it is common for
unlicensed landscape contractors, laborers or the homeowner to alter the flow patterns
that were designed for site drainage. Such actions however can be harmful to the
property. Adverse infiltration and surface flows may cause damage to foundations,
slabs, concrete hardscape, slopes, neighboring properties, etc. and result in large repair
costs or litigation.
Water Use
1. Irrigation of on-site vegetation should be properly controlled. Excessive watering should
be avoided not only to save water, but also to protect property.
2. Water leaks should be repaired quickly when identified.
3. Broken sprinkler heads, broken pipes, leaks at joints, or other breaches should be
immediately repaired when identified.
It is incumbent upon the hillside property owners to maintain their property in a manner which
will assure the continued stability of the property. The following guidelines are recommended
for slope and yard maintenance in graded hillside areas:
1. Maintain irrigation systems in working order.
2. Swales which direct water around the house into area drain inlets should be maintained
so that they will not become ineffective.
3. Catch basins, grates, and subsurface drainage piping should be kept free of silt and
debris.
4. Roof gutters and downspouts should be provided and inspected periodically to assure
that they are not broken or clogged. It is important that the roof drainage be tight -
lined into the area drain system that carries water toward the front of the lot and away
from sloping hillside terrain.
5. All non-erosive drainage devices should be kept clean and in good repair.
6. Separations within concrete hardscape at joints or cracks should be routinely cleaned
and treated with an appropriate elastomeric filler that will prevent water intrusion into
the subgrade soils. Separations and cracks tend to worsen when water penetrates into
the supporting soil.
7. Future extensive landscaping revision to the property may alter the civil engineering
design which includes surface drainage. When landscaping, homeowners should avoid
disrupting existing flow patterns that carry water away from the top of the slope.
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
October 28, 2021
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File No: 8595-10
Report No: Ri-8595
Page: 7
Existing, deep-rooted vegetation on the sloping ground should not be removed unless
replaced with an approved alternate planting.
8. Heavy irrigation at any location on this or neighboring lots can damage slopes and
should be avoided. Lateral migration of subsurface water can adversely impact slopes.
9. Future construction of structural footings or features such as pools, fountains, spas,
columns or other elements that impose a load on the soil should not be allowed on
slopes without additional geotechnical consultation and investigation.
10. Any problems such as erosion or slumping should be repaired immediately in order that
more serious problems may be averted.
11. Existing deep-rooted vegetation is protecting the slope to some degree and should be
maintained if feasible.
12. Rodent activity should be controlled to prevent water penetration and loosening of the
soil on slopes.
13. Care should be exercised to prevent loose fill from being placed on slopes by
subcontractors during landscaping or construction activities.
14. Drains at the top of slopes should be checked periodically to assure that they are clear
and that water will not overflow the slope, causing erosion. Irrigation and supply lines
that are under pressure for water and natural gas should be routinely inspected for
damages, including separations and breaches that result in leaks.
15. Hoses and sprinklers should be used cautiously. Water hoses should not be left
unattended when turned on and should be fitted with an auto shutoff nozzle. During
the rainy season, little, if any, irrigation may be required. Over -saturation of the ground
should be avoided and may result in slope damage.
16. Be on the alert for water backup of drains inside the house and toilets during a rainy
season since this may indicate drain or sewage blockage.
17. Water should not be allowed to collect or pond within the yard areas of your property.
Ponded water may seep into the ground and travel laterally. This could result in erosion
on the slope and weaken the natural ground.
18. If erosion is observed or reported on your lot or the neighboring properties, measures
should be implemented immediately to arrest the condition and seek the assistance of
a registered, licensed engineer or geologist. Once erosion has started it is difficult to
control and severe damage may result rather quickly.
19. Hoses and sprinklers should not be left running on or near a slope, particularly during
the rainy season. This may saturate the ground and cause damage.
20. Exercise ordinary precaution. Your house and building site were constructed to meet
certain standards to protect against various natural occurrences and ordinary accidents.
You as the homeowner must also do your part in maintaining the property.
LIMITATIONS
Our description of grading operations, as well as observations and testing, has been limited to
those grading operations observed between March 25, 2020 and July 21, 2020. This report does
not include line and grade survey results. Elevations and locations used in this report are
estimated based on field surveys done by others.
The opinions rendered apply to conditions in the subject areas observed by us as of the date of
our indicated site visits. We are not responsible for any changes in the conditions that may
occur after that date and outside our purview. Our work was provided consistent with and
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
October 28, 2021
File No: 8595-10
Report No: Ri-8595
Page: 8
limited to the standard of care applicable to such services, which is that services were
consistent with the professional care and skill ordinarily provided by consultants practicing in
the same or similar locality under the same or similar circumstances. No other warranty is
expressed or implied.
The opportunity to be of service is appreciated. If you have any questions, please call.
Respectfully submitted,
R MCCARTHY CONSULTING, INC.
i
RoertM0
Geotechnical Engineer
Registration Expires 3-31-22
Date Signed: 10/28/2021
Attachments: Table 1— Results of Field Density Tests
Table 2 — Laboratory Maximum Dry Density/Optimum Moisture Relationship
References
Figure 1, Geotechnical Plot Plan
Figure 2, Location Map
Figure 3, Aerial Photo Map
Sheet C-5, Referenced
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
1W^'jy
October 28, 2021 File No: 8595-10
Report No: RI -8595
Page: 9
TABLE 1 - RESULTS OF FIELD DENSITY TESTS
Test
No.
Test Date
Location
Estimated
Elevation
(feet)
Soil
Type
Moisture
Content
(%)
Dry
Density
(pcf)
Relative
Compaction
1*
4/13/20
Slope
19.2
1
17.4
120.1
98
2*
4/13/20
Slope
18.7
1
20.0
120.3
98
3*
4/14/20
Slope
19.7
1
18.0
120.3
98
4*
4/16/20
Slope
20.7
1
14.9
120.1
98
5*
4/16/20
Slope
21.7
2
15.7
122.8
98
6*
4/20/20
Slope
22.7
2
14.2
122.4
98
7*
4/21/20
Slope
23.7
2
16.0
121.4
97
8*
4/23/20
Slope
24.7
2
16.5
120.2
96
9*
4/23/20
Slope
25.7
2
16.5
122.2
98
10*
4/24/20
Slope
26.7
1
17.7
119.7
97
11*
4/24/20
Slope
27.7
1
18.5
120.9
98
12*
4/24/20
Slope
28.7
2
15.4
122.4
98
13*
4/27/20
Slope
29.7
2
20.2
120.3
96
14*
4/27/20
Slope
30.7
2
17.1
120.7
97
15
4/28/20
Slope
20.0
1
16.8
119.0
97
16
4/28/20
Slope
22.0
1
16.5
118.1
96
17*
4/28/20
Slope
31.7
2
17.7
121.5
97
18
4/28/20
Slope
32.0
1
16.1
118.5
96
19*
4/29/20
Slope
32.7
1
14.5
120.3
98
20*
4/29/20
Slope
32.7
1
15.0
118.3
96
21*
4/29/20
Slope
25.0
2
15.0
120.8
97
22
4/29/20
Slope
28.0
2
14.9
119.7
96
23*
4/29/20
Slope
33.7
2
16.1
121.8
97
24*
4/30/20
Slope
34.7
2
15.3
122.2
98
25*
4/30/20
Slope
35.7
2
16.8
120.0
96
26*
4/30/20
Slope
36.7
2
17.8
120.7
97
27*
5/1/20
Slope
37.7
2
15.8
121.2
97
28*
5/1/20
Slope
38.7
2
17.9
120.0
96
29*
5/1/20
Slope
39.7
2
17.0
123.2
99
30*
5/4/20
Slope
40.7
2
17.5
120.8
97
31*
5/7/20
Slope
41.7
2
16.0
120.7
97
32*
5/8/20
Slope
42.7
2
17.4
120.4
96
33*
5/12/20
Slope
43.7
2
14.4
122.3
98
34*
5/13/20
Slope
44.7
2
14.3
121.3
97
35*
5/18/20
Slope
45.7
2
15.1
120.9
97
36 1
5/18/20
Slope
32.0
2 1
16.8 1
120.5
96
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
October 28, 2021
File No: 8595-10
Report No: Ri-8595
Page: 10
Test
No.
Test Date
Location
Estimated
Elevation
(feet)
Soil Moisture
Type Content
(%)
Dry
Density
(pcf)
Relative
Compaction
37
5/18/20
Slope
36.0
2 16.4
119.7
96
38
5/18/20
Slope
40.0
2 17.1
121.5
97
39
5/18/20
Slope
44.0
2 16.7
120.8
97
40*
5/19/20
Slope
46.7
2 15.2
120.7
97
41*
5/20/20
Slope
47.7
2 16.7
121.0
97
42*
6/3/20
Slope
48.7
3 17.4
120.4
96
43*
6/3/20
Slope
49.7
3 15.9
120.9
96
44*
6/12/20
Slope
50.7
3 12.8
121.3
96
45*
6/12/20
Slope
51.7
1 12.8
118.8
97
46*
6/12/20
Slope
52.7
3 14.9
122.1
97
47*
6/12/20
Slope
53.7
1 12.1
120.4
98
48*
6/15/20
Slope
54.7
3 11.3
120.0
95
49*
6/22/20
Slope
55.7
3 13.4
119.4
95
50*
6/22/20
Slope
56.7
4 14.3
121.3
95
51*
6/22/20
Slope
57.7
4 12.7
121.4
95
52
6/22/20
Slope
56.0
3 12.2
120.5
96
53
6/22/20
Slope
52.0
3 13.9
120.0
95
54*
6/23/20
Slope
58.7
3 12.0
120.8
96
55*
6/23/20
Slope
59.5
3 13.6
120.3
95
56
6/23/20
Slope
59.0
4 13.0
121.8
95
57
6/23/20
Slope
48.0
2 11.0
119.7
96
Notes: *indicates Sand Cone Test; all other tests Nuclear Gauge Method
Depth indicated is below finished pad grade
FG = Finished Grade
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
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October 28, 2021 File No: 8595-10
Report No: RI -8595
Page: 11
TABLE 2 — LABORATORY MAXIMUM DRY DENSITY/
OPTIMUM MOISTURE RELATIONSHIP
ASTM D1557
Soil
Optimum
Maximum
Type
Description
Moisture
Dry Density
Content (%)
(pco
Cement -Treated** Light Brown Sandy SILT/ Silty
1
SAND
12
123
2
Cement -Treated** Brown Sandy SILT/ Silty SAND
11.5
125
3
Cement -Treated" Red Brown Silty SAND (Import)
10
126
4
Cement -Treated" Red Brown Silty SAND (Import)
9.5
128
** Cement -treated 4% by dry weight
REFERENCES
1. Precise Grading Plan, 2018, prepared by Forkert Engineering & Surveying, Inc., JN 8935,
10/8/18, Sheet C-5.
2. R McCarthy Consulting, Inc., 2018, "Response to City Second Review Comments,
Slope/Embankment Failure Mitigation, 1201 Dolphin Terrace, Tract 1700 Lot 5, Corona
del Mar, California," File No: 8240-10, Report No: 20180912-1, October 2.
3. R McCarthy Consulting, Inc., 2018, "Response to City First Review Comments,
Slope/Embankment Failure Mitigation, 1201 Dolphin Terrace, Tract 1700 Lot 5, Corona
del Mar, California," File No: 8240-00, Report No: 20180717-1, August 30.
4. R McCarthy Consulting, Inc., 2018, "Geotechnical Report, Slope/Embankment Failure
Mitigation, 1201 Dolphin Terrace, Tract 1700 Lot 5, Corona del Mar, California," File No:
8240-10, Report No: 20180605-1, June 5.
5. R McCarthy Consulting, Inc., 2016, "Geotechnical Investigation, Proposed Residential
Construction, 1201 Dolphin Terrace, Corona del Mar, California," File No: 8065-00,
Report No: 20151217-1, April 7.
R McCarthy Consulting, Inc.
23 Corporate Plaza, Suite 150, Newport Beach, CA 92660
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