HomeMy WebLinkAboutX2021-2737 - Soils (3)
475 Goddard, Suite 200 | Irvine, California 92618 | p. 949.753.7070 | www.ninyoandmoore.com
July 19, 2022
Project No. 209537009
Mr. Roger Bernstein
Vice President of Construction
Oppidan
1100 Lincoln Avenue
San Jose, California 95125
Subject: Geotechnical Observation and Testing
Building Pad Preparation
Clearwater at Newport Beach
101 Bayview Place
Newport Beach, California 92660
References: Ninyo & Moore, 2021, Geotechnical Evaluation, Newport Beach Senior Living
Facility, 101 Bayview Place, Newport Beach, California, Project 209537007, dated
November 24.
Douglas Pancake Architects, 2022, Foundation & Underground Utilities, Clearwater
at Newport, Oppidan Investment Company, 101 Bayview Place, Newport Beach,
California, 92660, California, dated July 8.
Tait & Associates, Inc., 2022, Rough Grading and Temporary Shoring Plans,
Clearwater at Newport, Oppidan Incorporated, 101 Bayview Place, Newport Beach,
California, 92660, California, dated February 16.
Dear Mr. Bernstein:
In accordance with your request and authorization, we have provided geotechnical observation and
field density testing services during construction of the basement-level building pad for the
Clearwater at Newport Beach project. The geotechnical observation and field density testing services
documented in this letter, were provided by Ninyo & Moore representatives during the
overexcavation and re-compaction efforts performed between May 31, 2022 and June 22, 2022.
Prior to the placement of fill, the exposed subgrade was scarified to a depth of approximately 6
inches or more, moisture-conditioned, and was re-compacted to be firm and competent.
Subsequently, the engineered backfill was moisture conditioned to near optimum, placed in
horizontal lifts, and was re-compacted to a relative compaction of 90 percent or more. Based on our
observations and test results, it is our opinion that the proposed building pad was over excavated
and re-compacted in general accordance with the reference project plans and soils report, and
supplemental geotechnical recommendations provided by Ninyo & Moore.
Our opinions are provided in accordance with the current practice and standard of care exercised by
geotechnical consultants performing similar tasks in the project area. No warranty, expressed or
Ninyo & Moore | Clearwater at Newport Beach , Newport Beach, California | 209537009 | July 19, 2022
implied, is made regarding our opinions and conclusions. We appreciate the opportunity to be of
service on this project.
Sincerely,
NINYO & MOORE
Emily Homan, PG
Project Geologist
Garreth Saiki, PE, GE
Principal Engineer
ECH/GMS/mlc
475 Goddard, Suite 200 | Irvine, California 92618 | p. 949.753.7070 | www.ninyoandmoore.com
December 22, 2023
Project No. 209537009
Mr. Roger Bernstein
Oppidan
1100 Lincoln Avenue
San Jose, California 95125
Subject: Compaction Report – Clearwater at Newport Beach
101 Bayview Place
Newport Beach, California
References: Ninyo & Moore, 2023, Building Pad Compaction Report – Clearwater at Newport
Beach, 101 Bayview Place, Newport Beach, California, dated October 3.
Ninyo & Moore, 2021, Geotechnical Evaluation, Newport Beach Senior Living
Facility, 101 Bayview Place, Newport Beach, California, dated November 24.
Dear Mr. Bernstein:
In accordance with your request and authorization, we have provided field observation and field
density testing services during earthwork operations for the Clearwater at Newport Beach project
located at 101 Bayview Place in Newport Beach, California (Figure 1). This report presents the
results of our geotechnical observation and field density testing services. Our scope of services
included project coordination, laboratory testing of selected soil samples, and field density testing
during the grading operations that pertain to the new building area. We also provided field density
testing during the various general site fill, trench, and structural excavation backfill, as well as for the
placement and compaction of subgrade, aggregate base, and asphalt concrete. The earthwork
operations observed and tested by Ninyo & Moore were performed between April 22, 2022, and
November 2, 2023. The asphalt concrete placement and compaction operations observed and tested
by Ninyo & Moore were performed between August 24, 2023 and August 28th, 2023.
EARTHWORK
The initial phase of grading for the project generally included stripping, clearing, and exporting the
debris generated from the project demolition activities. Summaries of the earthwork operation for the
new building and other improvements on site are as follows:
• Building Pad Area – Ground preparation consisted primarily of overexcavation, scarification,
moisture conditioning, and recompaction. The areas to receive fill were observed and approved
by Ninyo & Moore prior to further construction. The subgrade soils were scarified to a depth of
6 inches or more, moisture conditioned, and recompacted to be firm and competent prior to
placement of the new fill. The material utilized for fill was generated from excavated on-site soils
Ninyo & Moore | 101 Bayview Place, Newport Beach, California | 209537009 | December 22, 2023 2
and import materials from an offsite location, which were brought to near optimum moisture and
compacted in approximately 6 to 8-inch lifts to 90 percent or more relative compaction in
accordance with project plans and geotechnical recommendations provided by Ninyo & Moore.
During the earthwork operations, any oversized rocks (3-inches or greater) were removed by
hand or equipment. The compacted fill soil placed within the building area is considered a
primary structural fill.
• Fire Lane – Ground preparation consisted primarily of overexcavation, scarification, moisture
conditioning, and recompaction. After excavation, the subgrade was scarified, moisture
conditioned, and compacted to 90 percent or more relative compaction in accordance with the
geotechnical report. Upon satisfactory compaction of the subgrade, aggregate base was placed
and compacted to 95 percent or more relative compaction to the specified thickness to receive
the base of asphalt concrete. The subgrade soil and aggregate base in considered a secondary
structural fill.
• General Site Areas – Ground preparation included overexcavation, scarification, and
recompaction below the proposed subgrades prior to further construction and/or fill. The fill,
backfill, subgrade, soil placed and/or compacted is considered a secondary structural fill, and is
intended to support new concrete, landscaped areas.
• Utilities – Utility improvements include excavation and installation for storm drain, sanitary
sewer, water service, and dry utilities. The soil placed and/or compacted is considered a
secondary structural fill.
Our services were provided as scheduled and coordinated by the construction manager, W. E.
O’Neil. We were generally on site on a periodic basis during the earthwork operations. The earthwork
was performed using heavy earthmoving equipment, including a Case loader, skip loader, and a
Caterpillar D6 dozer, a medium-sized vibratory roller, rubber-wheel loader with full bucket and wacker
Rammax compactors, and a water truck.
ASPHALT CONCRETE PAVING
Upon completion of the earthwork in the fire lane, asphalt concrete base course (Greenbook Type III
B3 PG 64-10) was placed in 4-inch layers. The asphalt concrete was compacted to 95 percent or
more relative compaction.
Our services were provided as scheduled and coordinated by the construction manager, W. E.
O’Neil. We were generally on site on a daily basis during the asphalt concrete paving operations.
The asphalt concrete paving was performed using an asphalt concrete paving machine, material
transfer vehicle, and breakdown and finish rollers.
FIELD AND LABORATORY TESTING
In-place moisture and density tests of the compacted materials were performed in general
accordance with the ASTM International (ASTM) 6938 (Nuclear Gauge method). The laboratory
maximum dry density test results were performed in general accordance with ASTM D 1557. In-place
density tests of compacted asphalt concrete were performed in general accordance with ASTM
D2950 (Nuclear Gauge Method). The laboratory maximum density / unit weight test results were
Ninyo & Moore | 101 Bayview Place, Newport Beach, California | 209537009 | December 22, 2023 3
performed in general accordance with ASTM D1560. Maximum density test results are presented in
Table 1. The field density test results for compacted fill, sewer main, storm drain, utility main,
subgrade, and aggregate base are summarized in Table 2. The field density test results for asphalt
concrete are summarized in Table 3. The approximate locations of the field density tests are shown
on Figure 2. The field density test results were used to evaluate the relative compaction of the fill
materials and asphalt concrete.
CONCLUSIONS
Based on our observation and testing, it is our opinion that the earthwork and asphalt concrete paving
operations observed and tested by Ninyo & Moore were performed in general accordance with the
referenced geotechnical engineering report, dated November 24, 2021 and supplemental
geotechnical recommendations provided by Ninyo & Moore. Our observations and testing indicate
that the fill soils placed between April 22, 2022, and November 2, 2023, were compacted 90 percent
or more (subgrade) and 95 percent or more (aggregate base) relative compaction utilizing test
methods ASTM D 6938 and D 1557. The asphalt concrete placed between August 24, 2023 and
August 28, 2023 was compacted to 95 percent or more relative compaction utilizing ASTM D2950
and ASTM D1560.
LIMITATIONS
The field and laboratory testing presented in this report have been conducted in general accordance
with current practice and the standard of care exercised by geotechnical consultants performing
similar tasks in this area. No warranty, expressed or implied, is made regarding the opinions
expressed in this report. It is important to note that the precision of field density tests and the
maximum dry density tests is not exact and variations should be expected.
We appreciate the opportunity to be of service on this project.
Sincerely,
NINYO & MOORE
Emily Homan, PG
Project Geologist
Garreth M. Saiki, PE, GE
Principal Engineer
ECH/GMS/mlc
Attachments: Table 1 – Maximum Density Test Results
Table 2 – Summary of Field Density Tests
Table 3 – Summary of Field Density Tests – Asphalt Concrete
Figure 1 – Site Location
Figure 2 – Field Density Test Locations
Ninyo & Moore | 101 Bayview Place, Newport Beach, California | 209537009 | December 22, 2023 1
Table 1 – Maximum Density Test Results
Soil
Type No. Description
U.S.C.S.
Method of
Soil
Class.
Maximum
Density
(pcf)
Optimum
Moisture
(%)
1 Brown Clayey Sand SC 127 10.5
2 Pale Brown Sandy Silt ML 119.0 12.5
3 Yellowish Brown Silt with Sand ML 123.5 11.5
4 Brown Clayey Silt with Sand ML 125.5 10.5
5 Imported Crushed Miscellaneous Base CMB 125.5 10.5
6 Imported Crushed Miscellaneous Base CMB 127 9.5
1AC III B3 PB64-10 AC 152 -
Notes:
pcf – pounds per cubic foot
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
1 # 4/22/22 CF North Side of Site; Fire Road; Bottom; Sta 0+50 55.0 1 12.0 114.1 127.0 10.5 90
2 # 4/22/22 CF North Side of Site; Fire Road; Bottom; Sta 1+50 55.5 1 11.6 114.2 127.0 10.5 90
3 # 4/22/22 CF North Side of Site; Fire Road; Bottom; Sta 2+50 55.5 1 15.3 110.3 127.0 10.5 90 Retest on 5
4 # 4/22/22 CF North Side of Site; Fire Road; Bottom; Sta 3+50 55.5 1 13.6 110.7 127.0 10.5 90 Retest on 6
5 # 4/25/22 CF North Side of Site; Fire Road; Bottom; Sta 2+50 55.5 1 10.3 116.4 127.0 10.5 90 Retest of 3
6 # 4/25/22 CF North Side of Site; Fire Road; Bottom; Sta 3+50 55.5 1 9.4 119.7 127.0 10.5 90 Retest of 4
7 # 4/25/22 CF North Side of Site; Fire Road; Bottom; Sta 4+50 55.5 1 9.2 119.0 127.0 10.5 90
8 # 4/26/22 CF South Side of Site; Fire Road; Bottom 55.0 1 8.6 115.8 127.0 10.5 90
9 # 4/26/22 CF South Side of Site; Fire Road; Bottom; Sta 4+80 57.5 1 7.4 114.6 127.0 10.5 90
10 # 4/26/22 CF West Side of Site; Sta 3+00 57.5 1 7.7 115.0 127.0 10.5 90
11 # 4/26/22 CF North Side of Site; Fire Road, Sta 2+00 57.5 1 7.6 117.0 127.0 10.5 90
12 # 4/26/22 CF North Side of Site; Fire Road; Sta 0+75 57.5 1 9.2 116.3 127.0 10.5 90
13 # 4/26/22 CF South Side of Site; Fire Road 57.5 1 9.0 114.8 127.0 10.5 90
14 # 5/31/22 CF South Site of Site; Driveway 55.5 2 14.7 108.4 119.0 12.5 90
15 # 5/31/22 CF South Side of Site; Driveway 56.5 2 9.1 107.3 119.0 12.5 90
16 # 6/14/22 CF Northwest Corner of Building Pit; Overexcavation Footing Bottom; 43.0 3 11.5 108.3 123.5 11.5 90 Retest on 17
17 # 6/15/22 CF Northeast Corner of Building Pit; Overexcavation; Footing Bottom 43.0 3 11.6 110.8 123.5 11.5 90 Retest of 16
18 # 6/15/22 CF West Center of Building Pit; Overexcavation; Footing Bottom 43.0 3 9.7 111.6 123.5 11.5 90
19 # 6/15/22 CF East Center of Building Pit; Overexcavation; Footing Bottom 43.0 3 9.4 112.7 123.5 11.5 90
20 # 6/15/22 CF Southwest Center of Building pit; Overexcavation; Footing Bottom 43.0 3 10.2 114.2 123.5 11.5 90
21 # 6/20/22 CF East Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 14.0 114.9 123.5 11.5 90
22 # 6/20/22 CF Southeast Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 11.9 115.3 123.5 11.5 90
23 # 6/20/22 CF Southwest Side of Building Pad; Overexcavation; Footing Bottom 43.0 2 13.2 110.7 119.0 12.5 90
24 # 6/20/22 CF West Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 13.8 117.8 123.5 11.5 90
25 * 6/20/22 CF West Side of Building Pad; Overexcavation; Footing Bottom 43.0 2 14.0 115.2 119.0 12.5 90
26 # 6/20/22 CF East Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 14.7 115.9 123.5 11.5 90
27 # 6/20/22 CF South Side of Building Pad; Backfill; Footing Bottom 44.0 3 13.5 113.7 123.5 11.5 90
28 # 6/20/22 CF South Side of Building Pad; Backfill; Footing Bottom 44.0 3 13.7 117.7 123.5 11.5 90
29 # 6/20/22 CF West Side of Building Pad; Backfill; Footing Bottom 45.0 3 14.3 118.4 123.5 11.5 90
30 # 6/20/22 CF West Side of Building Pad; Backfill; Footing Bottom 45.0 3 13.1 114.9 123.5 11.5 90
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
93
90
90
91
92
95
97
93
93
93
90
90
87
87
Remarks
209537009
Compacted Fill, Sewer Main, Storm Drain, Utility
Main, Subgrade, Aggregate Base
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
94
92
95
96
92
94
94
91
90
91
92
92
90
91
90
88
209537009 FD - Final 1 of 7
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
Remarks
209537009
Compacted Fill, Sewer Main, Storm Drain, Utility
Main, Subgrade, Aggregate Base
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
31 # 6/21/22 CF North Side of Building Pad; Backfill; Overexcavation; Footing Bottom 43.0 2 12.7 114.5 119.0 12.5 90
32 # 6/21/22 CF Northeast Side of Building Pad; Overexcavation; Footing Bottom 43.0 2 13.5 113.1 119.0 12.5 90
33 # 6/21/22 CF East Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 11.8 116.5 123.5 11.5 90
34 # 6/21/22 CF East Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 13.9 115.7 123.5 11.5 90
35 * 6/21/22 CF Northwest Side of Building Pad; Backfill; Footing Bottom 44.0 3 13.1 113.2 123.5 11.5 90
36 # 6/21/22 CF North Side of Building Pad; Backfill; Footing Bottom 45.0 3 12.0 116.0 123.5 11.5 90
37 # 6/21/22 CF Northeast Side of Building Pad; Backfill; Footing Bottom 45.0 3 12.4 115.7 123.5 11.5 90
38 # 6/22/22 CF East Side of Building Pad; Backfill; Footing Bottom 45.0 3 13.4 114.8 123.5 11.5 90
39 # 6/22/22 CF Northeast Side of Building Pad; Backfill; Footing Bottom 45.0 3 11.6 114.2 123.5 11.5 90
40 # 6/22/22 SG Center of Building Pad; Backfill; Footing Bottom 45.0 3 11.0 117.1 123.5 11.5 90
41 # 6/22/22 SG Center of Building Pad; Backfill; Footing Bottom 45.0 3 11.7 115.5 123.5 11.5 90
42 # 6/22/22 SG Center of Building Pad; Backfill; Footing Bottom 45.0 3 11.0 118.8 123.5 11.5 90
43 # 6/22/22 SG Center of Building Pad; Backfill; Footing Bottom 45.0 3 12.0 119.6 123.5 11.5 90
44 # 6/30/22 WM Water Lines inside building footing, North West Corner 43.0 2 9.5 108.0 119.0 12.5 90
45 # 6/30/22 WM Water Lines inside building footing, North West Corner 43.0 2 11.5 117.4 119.0 12.5 90
46 # 6/30/22 WM Water Lines inside building footing, North West Corner 43.0 2 10.1 110.9 119.0 12.5 90
47 # 6/30/22 WM Water Lines inside building footing, North West Corner 43.0 2 13.7 109.9 119.0 12.5 90
48 # 7/1/22 WM Water Lines inside building footing 44.0 2 14.5 113.6 119.0 12.5 90
49 # 7/1/22 WM Water Lines inside building footing 44.0 2 15.5 113.6 119.0 12.5 90
50 # 7/1/22 UM Electric Conduit lines, North End of Building Footing 43.0 2 15.8 103.0 119.0 12.5 90 Retest on 51
51 # 7/1/22 UM Electric Conduit lines, North End of Building Footing 44.0 2 18.1 107.5 119.0 12.5 90 Retest of 50
52 # 7/1/22 SM Sewer Line at Entrance by Manhole; Southeast Portion of the site 44.0 2 14.4 110.0 119.0 12.5 90
53 # 7/1/22 SM Sewer Line at Entrance by Manhole 44.0 2 10.7 109.6 199.0 23.5 90
54 # 7/5/22 SM Sewer Line at Entrance by Clean out 43.0 1 15.9 104.3 127.0 10.5 90 Retest on 55
55 # 7/5/22 SM Sewer Line at Entrance by Clean out 45.0 1 13.6 116.7 127.0 10.5 90 Retest of 54
56 # 7/5/22 SM Sewer Line at Entrance, 10' past clean out. 44.0 1 11.1 117.6 127.0 10.5 90
57 # 7/5/22 CF Center of building pad 43.0 3 11.0 103.7 123.5 11.5 90 Retest of 58
58 # 7/5/22 CF Center of building pad 44.0 3 10.3 114.4 123.5 11.5 90 Retest of 57
59 # 7/6/22 UM Electric Conduit lines, Center of building Pad 47.0 2 13.8 114.9 119.0 12.5 90
60 # 7/6/22 UM Electric Conduit lines, Center of building Pad 46.0 2 10.9 116.4 119.0 12.5 90
93
92
95
95
93
84
93
97
98
96
82
92
95
94
96
97
93
92
95
94
94
94
87
90
92
92
94
92
91
99
209537009 FD - Final 2 of 7
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
Remarks
209537009
Compacted Fill, Sewer Main, Storm Drain, Utility
Main, Subgrade, Aggregate Base
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
61 # 7/6/22 UM Electric Conduit lines, Center of building Pad 44.0 2 14.0 113.9 119.0 12.5 90
62 # 7/6/22 UM Electric Conduit lines, Center of building Pad 45.0 2 12.5 113.3 119.0 12.5 90
63 # 7/6/22 UM Electric Conduit lines, Center of building Pad 50.0 2 14.0 116.2 119.0 12.5 90
64 # 7/6/22 UM Electric Conduit lines, Center of building Pad 49.0 1 9.7 118.5 127.0 10.5 90
65 # 7/7/22 WM Water lines at south end of building pad 48.0 2 15.1 101.8 119.0 12.5 90 Retest on 66
66 # 7/7/22 WM Water lines at south end of building pad 49.0 2 14.4 108.3 119.0 12.5 90 Retest of 65
67 # 7/7/22 WM Water lines at south end of building pad 50.0 2 12.9 11.3 119.0 12.5 90
68 # 7/7/22 SM Sewer line at South end 51.0 1 13.0 113.7 127.0 12.5 90
69 # 7/7/22 SM Sewer Line at South end 43.0 2 13.6 106.3 119.0 12.5 90 Restest on 73
70 # 7/7/22 UM Electric Conduit lines, North east of building pad 44.0 2 11.4 111.4 119.0 12.5 90
71 # 7/7/22 UM Electric Conduit lines, North East of building Pad 44.0 2 18.2 112.0 119.0 12.5 90
72 # 7/7/22 UM Electric Conduit lines, North East of building Pad 45.0 2 14.7 109.8 119.0 12.5 90
73 # 7/8/22 SM Sewer line at Sorth end of building 50.0 3 10.7 122.0 123.5 11.5 90
74 # 7/8/22 SM Sewer line at Sorth end of building 49.0 3 11.8 120.4 123.5 11.5 90
75 # 7/8/22 SM Sewer line at Sorth end of building 48.0 3 13.9 114.0 123.5 11.5 90
76 # 7/8/22 SM Sewer line at Sorth end of building 49.0 3 14.3 110.6 123.5 11.5 90
77 # 7/8/22 SM Sewer line at Sorth end of building 50.0 3 12.8 119.1 123.5 11.5 90
78 # 7/8/22 SM Sewer line at Sorth end of building 51.0 3 11.5 113.1 123.5 11.5 90
79 # 7/11/22 UM Electrical Line, Riser; Eastern corner of the building 43.0 3 13.7 115.9 123.5 11.5 90
80 # 7/11/22 UM Electrical Line, Riser: Southern corner of the building 44.0 3 10.0 116.2 123.5 11.5 90
81 # 7/11/22 UM Electrical Line, Riser: Southern corner of the building 44.0 3 9.3 122.6 123.5 11.5 90
82 # 7/14/22 WM Water Lines, at the North Center of the Pad. 44.0 3 16.0 99.5 123.5 11.5 90 Retest on 83
83 # 7/14/22 WM Water Lines, at the North Center of the Pad. 44.0 3 14.6 114.0 123.5 11.5 90 Retest of 83
84 # 7/14/22 WM Water Lines, at the North Center of the Pad. 43.0 3 9.8 108.2 123.5 11.5 90 Retest on 85
85 # 7/14/22 WM Water Lines, at the North Center of the Pad. 44.0 3 10.6 118.4 123.5 11.5 90 Retest on 84
86 # 7/14/22 WM Water Lines, at the North Center of the Pad. 43.0 3 10.2 115.0 123.5 11.5 90
87 # 7/14/22 WM Water Lines, at the North Center of the Pad. 45.0 3 11.1 118.7 123.5 11.5 90
88 # 7/15/22 SD Backfill around Storm Drain Capture System 56.0 3 11.8 119.3 123.5 11.5 90
89 # 7/15/22 SD Backfill around Storm Drain Capture System 56.0 3 12.8 115.0 123.5 11.5 90
90 # 7/16/22 SD Backfill around Storm Drain Capture System 56.0 3 9.4 112.2 123.5 11.5 90
94
90
89
94
94
92
99
93
96
96
93
91
94
99
81
92
88
96
91
94
96
97
92
90
96
92
86
93
98
95
209537009 FD - Final 3 of 7
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
Remarks
209537009
Compacted Fill, Sewer Main, Storm Drain, Utility
Main, Subgrade, Aggregate Base
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
91 # 7/17/22 SD Backfill around Storm Drain Capture System 56.0 3 9.3 114.6 123.5 11.5 90
92 # 7/15/22 SD Backfill around Storm Drain Capture System 56.0 3 16.0 117.4 123.5 11.5 90
93 # 7/18/22 UM Electrical Room at South of building 45.0 3 14.6 121.3 123.5 11.5 90
94 # 7/18/22 UM Electrical Room at South 0f building 45.0 3 9.8 117.0 123.5 11.5 90
95 # 7/18/22 WL Water Lines at South East of building pad. 44.0 3 10.6 118.4 123.5 11.5 90
96 # 9/30/22 CF Backfill; Southeast side of Building 56.0 3 10.2 114.9 123.5 11.5 90
97 # 9/30/22 CF Backfill; Southeast side of Building 56.0 3 11.1 117.7 123.5 11.5 90
98 # 9/30/22 CF Backfill; Southeast side of Building 58.0 3 11.8 116.0 123.5 11.5 90
99 # 10/3/22 CF Backfill; Southeast side of Building 55.0 3 12.8 113.4 123.5 11.5 90
100 # 10/3/22 CF Backfill; Southwest side of Building 56.0 3 9.4 115.2 123.5 11.5 90
101 # 10/6/22 CF Backfill; CMB; Northwest side of Building 56.0 5 11.6 112.9 125.5 10.5 90
102 # 10/6/22 CF Backfill; CMB; Northwest side of Building 56.0 5 12.4 113.4 125.5 10.5 90
103 # 10/6/22 CF Backfill; CMB; Northwest side of Building 56.0 5 12.5 115.7 125.5 10.5 90
104 # 10/7/22 CF Backfill; CMB; Sidewalk Southeast of Building 56.0 5 12.5 113.3 125.5 10.5 90
105 # 10/7/22 CF Backfill; CMB; Sidewalk Southeast of Building 56.0 5 11.6 113.3 125.5 10.5 90
106 # 10/7/22 CF Backfill; South side of Building 58.0 4 9.6 120.4 125.5 10.5 90
107 # 10/10/22 CF Backfill; East side of Building 55.0 4 10.0 121.9 125.5 10.5 90
108 # 10/10/22 CF Backfill; East side of Building 56.0 4 10.9 116.3 125.5 10.5 90
109 # 10/11/22 SG Fire exit; Northwest of Building 58.0 5 9.2 113.3 125.5 10.5 90
110 # 10/11/22 SG Fire exit; West of Building 58.0 5 10.4 113.1 125.5 10.5 90
111 # 10/11/22 SG Fire exit; Southwest of Building 58.0 5 8.9 113.5 125.5 10.5 90
112 # 10/11/22 SG Fire exit; Southwest of Building 58.0 5 8.7 113.3 125.5 10.5 90
113 # 10/11/22 SG Fire exit; Southof Building 58.0 5 9.5 117.9 125.5 10.5 90
114 # 10/13/22 SG Soils placement; East side building 58.0 4 9.8 120.9 125.5 10.5 90
115 # 10/13/22 SG Soils placement; East side building 58.0 4 10.4 113.7 125.5 10.5 90
116 # 10/13/22 SG Soils placement; East side building 58.0 4 12.0 113.3 125.5 10.5 90
117 # 10/14/22 SF Garage ramp; East of building 50.0 4 8.7 116.9 125.5 10.5 90
118 # 10/14/22 SF Garage ramp; East of building 53.5 4 9.2 112.3 125.5 10.5 90
119 # 10/14/22 SG Soils; East side of Building 58.0 4 10.2 113.2 125.5 10.5 90
120 # 10/14/22 SG Soils; East side of Building 58.0 4 10.3 113.8 125.5 10.5 90
90
91
96
94
90
90
93
90
91
92
90
92
90
90
92
95
98
95
96
92
93
90
90
96
97
93
93
97
90
90
209537009 FD - Final 4 of 7
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
Remarks
209537009
Compacted Fill, Sewer Main, Storm Drain, Utility
Main, Subgrade, Aggregate Base
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
121 # 10/26/22 UM Bottomo of Power Trench, Southeast Corner of the Building 52.0 4 8.9 113.4 125.5 10.5 90
122 # 10/27/22 UM Bottomo of Power Trench, Southeast Corner of the Building 51.0 4 11.9 112.7 125.5 10.5 90
123 # 10/28/22 UM Generator/Edison Trench, Southwest of the building 55.0 4 12.4 1117.3 125.5 10.5 90
124 # 10/28/22 UM Generator/Edison Trench, Southwest of the building 56.5 4 11.9 115.3 125.5 10.5 90
125 # 10/31/22 UM Generator/Edison Trench, Southwest of the building 57.0 3 12.0 113.7 125.5 10.5 90
126 # 10/31/22 UM Power Vault at South of the Project 53.0 4 10.7 118.3 125.5 10.5 90
127 # 10/31/22 UM Power Vault at South of the Project 54.5 4 11.9 115.9 125.5 10.5 90
128 # 10/31/22 UM Power Vault at South of the Project 55.5 4 12.1 114.2 125.5 10.5 90
129 # 11/18/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 50.0 2 13.7 107.3 119.0 12.5 90
130 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 52.5 3 12.5 114.6 123.5 11.5 90
131 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 51.0 3 11.9 115.4 123.5 11.5 90
132 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 53.0 4 11.6 119.8 125.5 10.5 90
133 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 50.5 4 11.5 114.6 125.5 10.5 90
134 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 53.5 3 12.7 118.2 123.5 11.5 90
135 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 50.5 3 13.2 117.6 123.5 11.5 90
136 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 52.0 3 12.9 114.9 123.5 11.5 90
137 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 50.5 3 12.6 113.7 123.5 11.5 90
138 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 52.0 2 13.9 109.6 119.0 12.5 90
139 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 53.5 2 13.6 113.8 119.0 12.5 90
140 # 11/22/22 UM Bottom of Electric Power trench-Bldg. to Southeast corner of site 55.0 3 12.3 118.6 123.5 11.5 90
141 # 11/22/22 UM Bottom of Primary Electric trench; south section of site 52.0 4 11.9 115.7 125.5 10.5 90
142 # 11/22/22 UM Power Line trench; Southeast corner of site 50.0 2 14.2 109.8 119.0 12.5 90
143 # 11/23/22 UM Power Line trench; Southeast corner of site 52.0 2 14.2 108.4 119.0 12.5 90
144 # 11/23/22 UM Power Line trench; Southeast corner of site 52.0 3 12.7 114.7 123.5 11.5 90
145 # 11/23/22 UM Power Line trench; Southeast corner of site 53.0 3 13.3 118.2 123.5 11.5 90
146 # 11/23/22 UM Power Line trench; Southeast corner of site 53.0 4 12.4 120.4 125.5 10.5 90
147 # 11/23/22 UM Power Line trench; Southeast corner of site 53.0 4 12.2 120.0 125.5 10.5 90
148 # 11/23/22 UM Power Line trench; Southeast corner of site 51.5 3 13.4 116.7 123.5 11.5 90
149 # 11/23/22 UM Power Line trench; Southeast corner of site 52.5 3 12.6 116.9 123.5 11.5 90
150 # 11/23/22 UM Power Line trench; Southeast corner of site 54.0 3 12.9 118.2 123.5 11.5 90
94
93
96
96
96
96
92
92
91
92
93
90
92
96
93
93
95
91
96
95
92
94
92
91
92
90
90
93
95
96
209537009 FD - Final 5 of 7
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
Remarks
209537009
Compacted Fill, Sewer Main, Storm Drain, Utility
Main, Subgrade, Aggregate Base
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
151 # 11/23/22 UM Power Line trench; Southeast corner of site 54.0 3 13.3 117.6 123.5 11.5 90
152 # 11/23/22 UM Power Line trench; Southeast corner of site 50.5 3 11.9 112.7 123.5 11.5 90
153 # 11/23/22 UM Power Line trench; Southeast corner of site 52.0 4 10.8 116.2 125.5 10.5 90
154 # 11/23/22 UM Power Line trench; Southeast corner of site 53.5 4 11.9 119.8 125.5 10.5 90
155 # 11/23/22 UM Power Line trench; Southeast corner of site 55.0 3 12.7 118.4 123.5 11.5 90
156 # 11/29/22 CF Ramp-Wall; East Side of site 54.0 4 11.8 114.4 125.5 10.5 90
157 # 11/29/22 CF Ramp-Wall; East Side of site 58.0 4 12.1 116.0 125.5 10.5 90
158 # 4/10/23 WM Fire Lane Main Line; east and south of Building 57.5 1 10.9 121.7 127.0 10.5 90
159 # 4/10/23 WM Fire Lane Main Line; east and south of Building 56.5 1 12.4 122.9 127.0 10.5 90
160 # 4/10/23 WM Fire Lane Main Line; east and south of Building 56.5 1 11.9 121.9 127.0 10.5 90
161 # 4/10/23 WM Fire Line Main trench south and east of existing Building 57.0 1 12.2 122.1 127.0 10.5 90
162 # 4/10/23 WM Fire Line Main trench south and east of existing Building 57.0 4 11.4 120.7 125.5 10.5 90
163 # 4/10/23 WM Fire Line Main trench south and east of existing Building 57.5 4 10.8 121.6 125.5 10.5 90
164 # 4/10/23 WM Fire Line Main trench south and east of existing Building 58.0 4 11.6 120.8 125.5 10.5 90
516658 # 8/16/23 SM Sewer Riser at West Side of Building 58.0 1 11.5 119.3 127.0 10.5 90
167 # 8/16/23 SM Sewer Riser at West Side of Building 58.0 1 12.3 119.6 127.0 10.5 90
168 # 8/16/23 SM Sewer Riser at West Side of Building 58.0 1 10.6 118.8 127.0 10.5 90
169 # 8/16/23 SM Sewer Riser at South Side of Building 58.0 1 12.1 114.8 127.0 10.5 90
170 # 8/16/23 SM Sewer Riser at Southeast Corner of Site. 58.0 1 10.3 118.0 127.0 10.5 90
171 # 8/16/23 SM Riser at Souteast Corner of Site 58.0 1 13.6 114.2 127.0 10.5 90
172 # 8/16/23 SM Riser at Bayview Entrance 58.0 1 7.3 122.1 127.0 10.5 90
173 # 8/23/23 FL Fire Lane; Southwest 58.0 6 9.8 123.8 127.0 9.5 95
174 # 8/23/23 FL Fire Lane; Southwest 58.0 6 9.3 126.8 127.0 9.5 95
175 # 8/23/23 FL Fire Lane; West of building 58.0 6 9.5 124.3 127.0 9.5 95
176 # 8/23/23 FL Fire Lane; Northwest of building 58.0 6 9.2 124.5 127.0 9.5 95
177 # 8/23/23 FL Fire Lane Northwest of building 58.0 6 9.9 123.6 127.0 9.5 95
178 # 8/23/23 FL Fire Lane; West of building 58.0 6 10.4 124.4 127.0 9.5 95
184 # 11/2/23 CF Southeast of building 58.0 5 9.7 120.2 125.0 10.0 95
185 # 11/2/23 CF Southeast of building 58.0 5 9.2 122.8 125.0 10.0 95
186 # 11/2/23 CF Southeast of building 58.0 5 9.6 121.7 125.0 10.0 95
96
96
96
96
97
96
94
97
97
97
100
98
98
91
98
93
90
94
95
94
98
90
97
96
95
96
92
91
96
93
209537009 FD - Final 6 of 7
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
Remarks
209537009
Compacted Fill, Sewer Main, Storm Drain, Utility
Main, Subgrade, Aggregate Base
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
187 # 11/2/23 CF Southeast of building 58.0 5 8.9 121.8 125.0 10.0 95
188 # 11/2/23 CF Southeast of building; Approach off Bayview Place 58.0 5 8.7 123.1 125.0 10.0 95
189 # 11/2/23 CF Southeast of building; Approach off Bayview Plave 58.0 5 9.1 122.8 125.0 10.0 95
190 # 11/2/23 CF Southeast of building 58.0 5 9.4 120.4 125.0 10.0 95
191 # 11/2/23 CF Southeast of building 58.0 5 8.9 121.7 125.0 10.0 95
98
98
96
97
97
209537009 FD - Final 7 of 7
SUMMARY OF FIELD DENSITY TESTS
TABLE 3
Field Laboratory
Wet
Density
(pcf)
Marshall
Density
(pcf)
179 # 8/24/23 AC Fire Lane, Northwest FG 1AC 149.4 152.0 95
180 # 8/28/23 AC Fire Lane, Northwest FG 1AC 148.8 152.0 95
181 # 8/28/23 AC Fire Lane, Northwest FG 1AC 150.1 152.0 95
182 # 8/28/23 AC Fire Lane, Northwest FG 1AC 150.5 152.0 95
183 # 8/28/23 AC Fire Lane, Southwest FG 1AC 151.6 152.0 95
Test No.: (#) - Nuclear Gauge Test Method; (*) - Sand Cone Test Method; (+) - 12-inch Sand Cone Method; (^) - Drive-Cylinder Method
Test of: AC - Asphalt Concrete
209537009
Specified
Relative
Compaction
(%)
PROJECT NO.
Remarks
TEST OF:
Test
of
Relative
Compaction
(%)
Date Test Location
98
Notes:
Elevation
(ft)
Material
Type
No.
Test
No.
Asphalt Concrete
98
99
99
100
1 of 1
Ninyo & Moore | 101 Bayview Place, Newport Beach, California | 209537009 | December 22, 2023 1
FIGURES
SITE
Geotechnical & Environmental Sciences Consultants
1_
2
0
9
5
3
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L
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d
w
g
1
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G
K
SITE LOCATION
FIGURE 1
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: USGS, 2018.0
FEET
2,000 4,000
CLEARWATER AT NEWPORT BEACH
101 BAYVIEW PLACE
NEWPORT BEACH, CALIFORNIA
209537009 I 12/23
N
35 31 71 70
37
39
79
106
47 50
87
16, 17
51 40
57 86
59
44, 45
41
30
101
1091
102
25
29
24
111
11
66
67
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49 64
95
43
80
82, 83
1863
62
84, 85
48
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6146
42
81
9394
27
23105
28
106
9978
3 5
100
77 76
124 4
6
11375 74 69
125
68
132139
130 134
7
141
58 99137
127
88
22
9089
55
98
105
117
156
38
21
8
53
14
54
13
17215
116
43
3272
36
33
19
103
12
110
2
123
112
10
96
73
97
98
140
131 9
151
145
170
129
143
136
171
144 142
133
138 146
152
153
155128
148
126
149
56
92
91
52
26
115 108
34
119
118
157
104
20
120
188
179180
176
187
166
167
168
173
121,122 169
114
183
182
175
181
178177
114
136
107
163
158
164 189
154
135
147
150
161 160
159
129
162
185
187191
184
FIELD DENSITY TEST LOCATIONS
0
FEET
30 600
Geotechnical & Environmental Sciences Consultants
LEGEND
CLEARWATER AT NEWPORT BEACH
101 BAYVIEW PLACE
NEWPORT BEACH, CALIFORNIA
209537009 I 12/23
FIGURE 2
20
9
5
3
7
0
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9
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d
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g
_
F
D
T
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2
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/
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3
G
K
N
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: DPI, 2023.
LEGEND
191
43
FIELD DENSITY TEST
BOTTOM ELEVATION
BUILDING OVEREXCAVATION LIMITS
GRADING LIMITS
475 Goddard, Suite 200 | Irvine, California 92618 | p. 949.753.7070 | www.ninyoandmoore.com
October 3, 2022
Project No. 209537009
Mr. Roger Bernstein
Oppidan
1100 Lincoln Avenue
San Jose, California 95125
Subject: Building Pad Compaction Report – Clearwater at Newport Beach
101 Bayview Place
Newport Beach, California
Reference: Ninyo & Moore, 2021, Geotechnical Evaluation, Newport Beach Senior Living
Facility, 101 Bayview Place, Newport Beach, California, dated November 24.
Dear Mr. Bernstein:
In accordance with your request and authorization, we have provided field observation and field
density testing services during construction of the basement-level building pad for the Clearwater at
Newport Beach project located at 101 Bayview Place in Newport Beach, California (Figure 1). This
report presents the results of our geotechnical observation and field density testing services that
pertain to the structural fills placed during the earthwork operations for the building. Our scope of
services included project coordination, laboratory testing of selected soil samples, and field density
testing during the building overexcavation and recompaction operations. The earthwork operations
for the building pad observed and tested by Ninyo & Moore were performed between June 14, 2022,
and June 22, 2022.
EARTHWORK
The initial phase of earthwork included stripping, clearing, and exporting the debris generated from
the project demolition activities. In general, ground preparation within the building pad area consisted
primarily of overexcavation, scarification, moisture conditioning, and recompaction. The areas to
receive fill were observed and approved by Ninyo & Moore prior to further construction. The subgrade
soils were scarified to a depth of 6 inches or more, moisture conditioned, and recompacted to be firm
and competent prior to placement of the new fill. The material utilized for fill was generated from
excavated on-site soils and import materials from an offsite location, which were brought to near
optimum moisture and compacted in approximately 6 to 8-inch lifts to 90 percent or more relative
compaction in accordance with the referenced project plans and geotechnical recommendations
Ninyo & Moore | 101 Bayview Place, Newport Beach, California | 209537009 | October 3, 2022 2
provided by Ninyo & Moore. During the earthwork operations, any oversized rocks (3-inches or
greater) were removed by hand or equipment.
Our services were provided as scheduled and coordinated by the construction manager, W. E.
O’Neil. We were generally on site on a periodic basis during the earthwork operations. The earthwork
was performed using heavy earthmoving equipment, including a Case loader, skip loader, and a
Caterpillar D6 dozer, a medium-sized vibratory roller, rubber-wheel loader with full bucket and wacker
Rammax compactors, and a water truck.
FIELD AND LABORATORY TESTING
In-place moisture and density tests of the compacted materials were performed in general
accordance with the ASTM International (ASTM) D 6938 (Nuclear Gauge method) and D 1556 (Sand
Cone method). The laboratory maximum dry density test result was performed in general accordance
with ASTM D 1557 and is presented in Table 1. The field density test results are summarized in
Table 2. The approximate locations of the field density tests are shown on Figure 2. The field density
test results were used to evaluate the relative compaction of the fill materials. We should note that
field density tests for minor fills outside of the building pad are not shown.
CONCLUSIONS
Based on our observation and testing, it is our opinion that the earthwork operations observed and
tested by Ninyo & Moore were performed in general accordance with the referenced geotechnical
engineering report, dated November 24, 2021 and supplemental geotechnical recommendations
provided by Ninyo & Moore. Our observations and testing indicate that the fill soils placed between
June 14, 2022, and June 22, 2022, were compacted to 90 percent or more relative compaction
utilizing test methods ASTM D 6938, D 1556, and D 1557. Nuclear gauge density testing was
performed in conformance with P/BC 2017-28. The compacted fill soil placed within the building pad
areas is considered a structural fill, and is intended to support foundations and interior slabs-on-
grade.
LIMITATIONS
The field and laboratory testing presented in this report have been conducted in general accordance
with current practice and the standard of care exercised by geotechnical consultants performing
similar tasks in this area. No warranty, expressed or implied, is mad e regarding the opinions
expressed in this report. It is important to note that the precision of field density tests and the
maximum dry density tests is not exact and variations should be expected.
Ninyo & Moore | 101 Bayview Place, Newport Beach, California | 209537009 | October 3, 2022 3
We appreciate the opportunity to be of service on this project.
Sincerely,
NINYO & MOORE
Emily Homan, PG
Project Geologist
Garreth M. Saiki, PE, GE
Principal Engineer
ECH/GMS/shs
Attachments: Table 1 – Maximum Density Test Results
Table 2 – Summary of Field Density Tests
Figure 1 – Site Location
Figure 2 – Field Density Test Locations
Ninyo & Moore | 101 Bayview Place, Newport Beach, California | 209537009 | October 3, 2022 1
Table 1 – Maximum Density Test Results
Soil
Type No. Description
U.S.C.S.
Method of
Soil
Class.
Maximum
Density
(pcf)
Optimum
Moisture
(%)
2 Pale Brown Sandy Silt ML 119.0 12.5
3 Yellowish-Brown Clayey Sand SC 123.5 11.5
Notes:
pcf – pounds per cubic foot
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
17 # 6/15/22 CF Northeast Corner of Building Pit; Overexcavation; Footing Bottom 43.0 3 11.6 110.8 123.5 11.5 90
18 # 6/15/22 CF West Center of Building Pit; Overexcavation; Footing Bottom 43.0 3 9.7 111.6 123.5 11.5 90
19 # 6/15/22 CF East Center of Building Pit; Overexcavation; Footing Bottom 43.0 3 9.4 112.7 123.5 11.5 90
20 # 6/15/22 CF Southwest Center of Building pit; Overexcavation; Footing Bottom 43.0 3 10.2 114.2 123.5 11.5 90
21 # 6/20/22 CF East Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 14.0 114.9 123.5 11.5 90
22 # 6/20/22 CF Southeast Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 11.9 115.3 123.5 11.5 90
23 # 6/20/22 CF Southwest Side of Building Pad; Overexcavation; Footing Bottom 43.0 2 13.2 110.7 119.0 12.5 90
24 # 6/20/22 CF West Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 13.8 117.8 123.5 11.5 90
25 * 6/20/22 CF West Side of Building Pad; Overexcavation; Footing Bottom 43.0 2 14.0 115.2 119.0 12.5 90
26 # 6/20/22 CF East Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 14.7 115.9 123.5 11.5 90
27 # 6/20/22 CF South Side of Building Pad; Backfill; Footing Bottom 44.0 3 13.5 113.7 123.5 11.5 90
28 # 6/20/22 CF South Side of Building Pad; Backfill; Footing Bottom 44.0 3 13.7 117.7 123.5 11.5 90
29 # 6/20/22 CF West Side of Building Pad; Backfill; Footing Bottom 45.0 3 14.3 118.4 123.5 11.5 90
30 # 6/20/22 CF West Side of Building Pad; Backfill; Footing Bottom 45.0 3 13.1 114.9 123.5 11.5 90
31 # 6/21/22 CF North Side of Building Pad; Backfill; Overexcavation; Footing Bottom 43.0 2 12.7 114.5 119.0 12.5 90
32 # 6/21/22 CF Northeast Side of Building Pad; Overexcavation; Footing Bottom 43.0 2 13.5 113.1 119.0 12.5 90
33 # 6/21/22 CF East Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 11.8 116.5 123.5 11.5 90
34 # 6/21/22 CF East Side of Building Pad; Overexcavation; Footing Bottom 43.0 3 13.9 115.7 123.5 11.5 90
35 * 6/21/22 CF Northwest Side of Building Pad; Backfill; Footing Bottom 44.0 3 13.1 113.2 123.5 11.5 90
36 # 6/21/22 CF North Side of Building Pad; Backfill; Footing Bottom 45.0 3 12.0 116.0 123.5 11.5 90
37 # 6/21/22 CF Northeast Side of Building Pad; Backfill; Footing Bottom 45.0 3 12.4 115.7 123.5 11.5 90
38 # 6/22/22 CF East Side of Building Pad; Backfill; Footing Bottom 45.0 3 13.4 114.8 123.5 11.5 90
39 # 6/22/22 CF Northeast Side of Building Pad; Backfill; Footing Bottom 45.0 3 11.6 114.2 123.5 11.5 90
40 # 6/22/22 SG Center of Building Pad; Backfill; Footing Bottom 45.0 3 11.0 117.1 123.5 11.5 90
41 # 6/22/22 SG Center of Building Pad; Backfill; Footing Bottom 45.0 3 11.7 115.5 123.5 11.5 90
94
94
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
93
96
90
90
91
92
95
97
93
93
93
93
92
95
94
Remarks
209537009
BUILDING PAD FOOTING
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
94
92
95
96
95
94
94
92
209537009 FD 1 of 2
SUMMARY OF FIELD DENSITY TESTS
TABLE 2 PROJECT NO.
Moisture
Content
(%)
Dry
Density
(pcf)
Proctor
Density
(pcf)
Optimum
Moisture Content
(%)
TEST OF:
Date Test Location
Soil
Type
No.
Elevation
(ft)
Test
of
Test
No.
Field Laboratory
Remarks
209537009
BUILDING PAD FOOTING
Specified
Relative
Compaction
(%)
Relative
Compaction
(%)
42 # 6/22/22 SG Center of Building Pad; Backfill; Footing Bottom 45.0 3 11.0 118.8 123.5 11.5 90
43 # 6/22/22 SG Center of Building Pad; Backfill; Footing Bottom 45.0 3 12.0 119.6 123.5 11.5 90
96
97
209537009 FD 2 of 2
Ninyo & Moore | 101 Bayview Place, Newport Beach, California | 209537009 | October 3, 2022
FIGURES
SITE
Geotechnical & Environmental Sciences Consultants
1_
2
0
9
5
3
7
0
0
9
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S
L
.
d
w
g
0
9
/
3
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/
2
0
2
2
G
K
SITE LOCATION
FIGURE 1
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: USGS, 2018.0
FEET
2,000 4,000
CLEARWATER AT NEWPORT BEACH
101 BAYVIEW PLACE
NEWPORT BEACH, CALIFORNIA
209537009 I 10/22
N
30
25
29
24
37
3317
40
41
42
19 18
43
20
28
38
35 31 36 32
39
21
34
27 23
22
26
43
Geotechnical & Environmental Sciences Consultants
2_
2
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9
5
3
7
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2
2
G
K
FIELD DENSITY TEST LOCATIONS
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: DCI, UNDATED.0
FEET
40 80
LEGEND
CLEARWATER AT NEWPORT BEACH
101 BAYVIEW PLACE
NEWPORT BEACH, CALIFORNIA
209537009 I 10/22
N
FIGURE 2
43
43
FIELD DENSITY TEST
BOTTOM ELEVATION