HomeMy WebLinkAboutM2022-0059 - Soils1000 North Coast Highway Suite 10 Laguna Beach, California 92651 (949) 403-7229 SAgeotechnical.com
December 19, 2023
Project No. 23078-02
Permit Nos.: M2022-0059
M2023-0069
To: CRC Marinas
1137 Bayside Drive
Newport Beach, California 92625
Attention: Mr. Greg Sinks
Subject: Report of Geotechnical Observation and Testing During Grading and Construction
of the Balboa Marina Waterfront Expansion, 201 East Coast Highway, City of
Newport Beach, California
References: Geotechnical Professionals, Inc., 2022, Updated Geotechnical Investigation
Report, Balboa Marina West Expansion and Public Transient Dock, Newport
Beach, California, Project No. 2501.021, Dated April 6, 2022
SA Geotechnical, Inc., 2023, Change of Geotechnical Consultant of Record,
Balboa Marina Expansion Project, 201 East Coast Highway, City of Newport
Beach, California, Project No. 23078-02, Dated June 14, 2023.
INTRODUCTION
At your request, SA Geotechnical, Inc. (SA GEO) has provided geotechnical observation and
testing services during grading and construction of the subject marina expansion project at 201
East Coast Highway, City of Newport Beach, California. This report presents a summary of our
geotechnical observations and compaction tests.
Based on our observations and field density test data, it is our opinion that bulkhead wall structure
backfill, slope revetment, and pile driving were performed in substantial compliance with the
approved plan, referenced geotechnical report, and the City of Newport Beach requirements.
ATTACHMENTS
Appendix A – Laboratory Test Results – Rear of Text
Appendix B – Summary of Field Density Test Results – Rear of Text
Appendix C – Summary of Driven Guide Pile Data – Rear of Text
Plate 1 – Field Density Test Location Map – Rear of Text
23078-02
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231219 TIC Balboa Marina Expansion (23078-02) Final Report.docx
SUMMARY OF OBSERVATION AND TESTING
Geotechnical observation and testing performed during grading and construction documented
bulkhead wall structure backfill, as shown on the attached Field Density Test Location Map (Plate
1), slope revetment, and jetting/driving of guide piles for the marina floating dock expansion.
Structure backfill, slope revetment, and guide pile construction was performed by Power
Engineering Construction Co., between June and December, 2023.
The Wall Layout Plan (Sheet C-101) of the Balboa Marina Expansion Project Construction Plan,
prepared by Moffatt & Nichol, was used to depict the field density test locations (Plate 1). The
relative density requirement for backfill was 90 percent of the maximum density per ASTM D-
1557. Field densities were obtained in accordance with ASTM-D6938 (Nuclear Gauge). The
results of laboratory testing (maximum density and optimum moisture content) are included in
Appendix A. The field density test results are summarized in Appendix B. Testing was performed
in representative areas to provide a professional opinion as to the compaction of materials. A
summary of driven guide pile data is provided in Appendix C.
BULKHEAD WALL CONSTRUCTION
Prior to grading and construction activities, the existing bulkhead wall was demolished. The
foundation excavations were observed and probed by SA GEO and, where observed, were found
to be competent and acceptable. After excavation, approximately 6 inches of 1.5-inch rock was
placed over a layer of geotextile fabric, below the foundation.
Following construction of the new bulkhead wall, and prior to backfilling, the PVC perforated
drainage pipe system (wrapped in fabric) was installed per the approved plan. The bulkhead wall
was then backfilled with stockpiled onsite material generated during the demolition and excavation
activities. The stockpiled soils generally consisted of yellowish-brown silty sand. The fill materials
were placed in 6- to 8-inch loose lifts, moisture-conditioned to near-optimum moisture content,
and compacted using a vibratory plate compactor (Wacker) and remote-controlled vibratory trench
compactor.
Compacted soils were observed, probed, and tested to verify that a minimum of 90 percent relative
compaction, with adequate moisture content, was achieved. The field density test results for the
structure backfill are summarized in Appendix B. The approximate test locations are shown on
Plate 1. The results indicate that, where tested, a minimum relative compaction of 90 percent and
adequate moisture content was achieved.
SLOPE REVETMENT
We observed construction of the slope revetment, adjacent to the new bulkhead wall. Prior to
placement of the slope protection armor stone, geotextile fabric (Mirafi S1600) was placed on the
2H:1V slope which extended to the face of the new bulkhead. Following placement of the fabric,
approximately 1 foot of 1.5-inch rock was placed over the fabric. Larger rock/armor stone (ranging
from 6-inch to 3-feet in dimension) was then placed atop the 1.5-inch rock per the project plan.
Based on our observations, construction of the slope revetment was performed in general
conformance with the approved construction plan.
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DRIVEN GUIDE PILES
SA GEO also observed the guide pile driving for the marina floating dock expansion. All piles
consisted of 18-inch octagonal prestressed concrete, 50 feet in length. The piles were jetted to
approximately 4 to 10 feet above the design tip elevation, then driven to the design depth. The
actual pile tip elevation was approximately elevation -35 feet MLLW (mean lower low water). SA
GEO recorded the blow count (blows per foot) for the last 4 feet of pile driving (to design tip
elevation). The hammer used for pile driving was a single-acting diesel impact hammer (model
D36-42), manufactured by American Piledriving Equipment, Inc. (APE). The hammer is capable
of producing a maximum rated energy of 89,300 ft-lbs. Per our conversation with the design
engineer (Moffatt & Nichol), it was determined that blow counts (blows per foot) greater than 20
for the last foot provide adequate capacity for the design loads. Our documentation included pile
size, length, pile cushion (type/thickness), pile top and tip elevation, pile cushion compression,
and blow counts for the final four feet. A summary of the pile driving data is included in Appendix
C.
CONCLUSION
Based on our observation and testing, it is our opinion that the structure backfill, slope revetment,
and pile driving operation reported herein have been completed in substantial compliance with our
recommendations, the approved plan, and the requirements of the city of Newport Beach. The
backfill and piles that were observed and tested are considered acceptable from a geotechnical
standpoint and are suitable for the intended use.
LIMITATIONS
The means and methods used by SA GEO for the observation and testing reported herein are based
on local geotechnical standards of practice, care, and requirements of governing agencies. No
warranty or guarantee, expressed or implied, is given. The conclusions of this report are based on
limited site observations by this office during grading/construction and are not intended to imply
control of construction practices or of nature. Adherence to project plans, specifications, and the
requirements of the City of Newport Beach is the duty of those performing the work. This report
or its contents should not be used or relied upon for other projects or purposes, or by other parties
without the acknowledgement of SA GEO and the consultation of a geotechnical professional.
23078-02
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We appreciate the opportunity to provide our services. If you have any questions or comments,
please contact this office.
Respectfully submitted,
SA GEOTECHNICAL, INC.
Reza Saberi, GE 3071
Principal Engineer
Distribution: (1) Addressee (E-Mail)
(1) Ms. Grace Bowman, Power Engineering Construction Co. (E-Mail)
Appendix
A
Client:HAI Project No.:SAG-23-019
Project:Tested by:GA
Project No.:Checked by:KL
Boring Number:Date:07/11/23
Sample Number:
Depth (ft) :
Soil Description:
SA Geotechnical, Inc
CRC Marinas
23078-02
2 (stockpile)
-
Light Brown, Silty Sand (SM)
Mold size (in)4"111.8
Procedure B 14.1
Weight Retained on:0.1 -
Remarks:-
Compaction Characteristics of Soils Using Modified Effort
ASTM D1557
Maximum Dry Density (pcf)
Corrected Optimum Moisture Content (%)
Corrected Maximum Dry Density (pcf)
Optimum Moisture Content (%)
90
100
110
120
130
0 5 10 15 20 25 30
Dr
y
D
e
n
s
i
t
y
(
p
c
f
)
Moisture Content (%)
Gs= 2.80
Gs= 2.70
Appendix
B
23078-01
December 19, 2023
Field Max Field Optimum
B-1 9/28/2023 Seawall 3.5 N 1 102.0 111.8 16.1 14.1 91%
B-2 9/28/2023 Seawall 3.75 N 1 101.0 111.8 14.1 14.1 90%
B-3 9/28/2023 Seawall 5.5 N 1 109.1 111.8 16.0 14.1 98%
B-4 9/28/2023 Seawall 6 N 1 101.6 111.8 14.4 14.1 91%
B-5 9/28/2023 Seawall 7.75 N 1 108.2 111.8 14.8 14.1 97%
B-6 10/2/2023 Seawall 3.5 N 1 104.1 111.8 14.3 14.1 93%
B-7 10/2/2023 Seawall 3.75 N 1 106.9 111.8 15.7 14.1 96%
B-8 10/2/2023 Seawall 4 N 1 106.7 111.8 14.2 14.1 95%
B-9 10/2/2023 Seawall 5.75 N 1 108.0 111.8 14.4 14.1 97%
B-10 10/2/2023 Seawall 6 N 1 104.1 111.8 14.8 14.1 93%
B-11 10/3/2023 Seawall 8 N 1 105.7 111.8 16.4 14.1 95%
B-12 10/3/2023 Seawall 7.75 N 1 101.7 111.8 16.1 14.1 91%
B-13 10/3/2023 Seawall 8 N 1 106.1 111.8 14.2 14.1 95%
B-14 10/4/2023 Seawall 5 N 1 104.3 111.8 14.3 14.1 93%
B-15 10/4/2023 Seawall 7.75 N 1 104.5 111.8 14.2 14.1 93%
B-16 10/10/2023 Seawall 5.75 N 1 104.9 111.8 14.3 14.1 94%
B-17 10/10/2023 Seawall 7.5 N 1 109.4 111.8 14.4 14.1 98%
B-18 11/22/2023 Seawall 3.5 N 1 100.9 111.8 15.3 14.1 90%
B-19 11/22/2023 Seawall 6 N 1 102.8 111.8 14.5 14.1 92%
B-20 11/22/2023 Seawall 7.75 N 1 104.5 111.8 16.0 14.1 93%
B-21 11/22/2023 Seawall 8 N 1 106.6 111.8 14.9 14.1 95%
Summary of Field Density Test Results
RemarksTest
No.Date Location/Station
No.
Test
Elevation or
Depth (ft.)
Test
Method
Density
Curve
No.
Dry Density (pcf) Moisture (%)Relative
Compaction
(%)
Maximum Density: Curve No. 1 - Yellowish Brown Silty Sand (SM) 111.8 pcf @ 14.1 %
Field Density Test Abbreviations
Field Max Field Optimum
(1) (2) (3) (4) (5)
Test No. Prefixes (1)
Notes:
S - Sewer
SD - Storm Drain/Area D
SG - Subgrade
U - Dry Utilities
W - Water
P - Plumbing
R - Reclaimed Water
AC - Asphalt Concrete
B - Backfill
I - Irrigation
AB - Aggregate Base
Dry Density
(pcf) Moisture (%)Relative
Compaction
(%)
RemarksTest No. Date Location/Station
No.
Test
Elevation or
Depth (ft.)
Test
Method
Density
Curve
No.
Location/Station No. (2)
STA - Station
N - Northing
E - Easting
SH - Plan Sheet No.
Test Elevation or Depth (3)
AB - Aggregate Base Layer
TF-/+ - Top of Footing
TP-/+ - Top of Pipe
TW-/+ - Top of Wall
Test Type (4)
N - Nuclear Gauge
S - Sand Cone
D - Drive Cylinder
Curve No. Prefixes (5)
AC - Asphalt Concrete
AB - Aggregate Base
I - Import Material
AC - Asphalt Concrete Base Layer
CAP - Asphalt Concrete Cap Layer
FG/FS - Finish Grade/Finish Surface
SG - Subgrade
TB-/+ - Top of Box
(5) Sequential numbers are used to document the compaction curves (optimum moisture content and maximum dry density) utilized for field density testing and are specific
to a soil type. The prefixes listed above are used to categorize compaction curves for aggregate base materials, asphalt concrete, or imported soils.
(1) Sequential test numbers are used for documenting field density tests and may be prefixed with abbreviations as listed above to categorize tests. General compacted fill
tests performed during grading may not contain a prefix. Where retesting is required, the test number of the retest is given a letter suffix starting with the letter "A". The
lettered suffix "D" indicates a duplicated test number.
(2) The test location description may include the state plane coordinates (northing/easting), tract/lot number, street/utility stationing, plan sheet number, or other
information depending on the project type. All test locations are approximate.
(3) The approximate elevation or depth is recorded based on field measurements. In some instances, the depth is recorded relative to improvements.
(4) Indicates the test method used to determine field moisture and in-place density.
Appendix
C
December 19, 2023
23078-02
Pile No. Date Pile Size (in.)
Pile Length
(Feet)
Pile Cushion
(Thickness in inches,
Type Before Driving)
Top of Pile
Elevation
(Ft. MLLW)
Pile Tip
Elevation
(Ft. MLLW)
Cushion
Compression
(in)
Blow Count/Foot
(Lowest 4 Feet Only)
PN-1 12/5/2023 18" Octagonal 50'9" Plywood 15 -35 3 43/50/56/58
PN-2 12/5/2023 18" Octagonal 50'9" Plywood 15 -35 3 48/54/63/74
PN-3 12/4/2023 18" Octagonal 50'9" Plywood 15 -35 3.5 40/46/54/58
PN-4 12/4/2023 18" Octagonal 50'9" Plywood 15 -35 3 39/45/47/49
PN-5 11/30/2023 18" Octagonal 50'9" Plywood 15 -35 4.25 34/39/46/45
PN-6 11/30/2023 18" Octagonal 50'9" Plywood 15 -35 3 39/44/45/56
PN-7 11/28/2023 18" Octagonal 50'9" Plywood 15 -35 2.75 48/52/55/56
PN-8 11/28/2023 18" Octagonal 50'9" Plywood 15 -35 3.5 51/52/56/59
PN-9 11/28/2023 18" Octagonal 50'9" Plywood 15 -35 3 60/63/71/72
PN-10 12/4/2023 18" Octagonal 50'9" Plywood 15 -35 3.25 42/50/59/65
PN-11 11/15/2023 18" Octagonal 50'9" Plywood 15 -35 4.5 50/53/58/64
PN-12 11/15/2023 18" Octagonal 50'9" Plywood 15 -35 2.5 54/62/64/67
PN-13 11/15/2023 18" Octagonal 50'9" Plywood 15 -35 3 54/49/56/60
PN-14 11/28/2023 18" Octagonal 50'9" Plywood 15 -35 3 46/49/52/65
PN-15 11/28/2023 18" Octagonal 50'9" Plywood 15 -35 2 43/51/56/61
PN-16 11/30/2023 18" Octagonal 50'9" Plywood 15 -35 3 45/51/52/53
PS-1 8/24/2023 18" Octagonal 50' 12" Plywood 15 -35 3 8/21/31/38
PS-2 9/6/2023 18" Octagonal 50' 12" Plywood 15 -35 3.5 24/33/39/40
PS-3 9/26/2023 18" Octagonal 50'9" Plywood 15 -35 2.25 14/22/32/43
PS-4 9/6/2023 18" Octagonal 50' 12" Plywood 15 -35 3 24/32/38/40
PS-5 8/30/2023 18" Octagonal 50' 12" Plywood 15 -35 4.75 40/49/54/53
PS-6 9/11/2023 18" Octagonal 50' 12" Plywood 15 -35 3.25 34/36/42/50
PS-7 9/8/2023 18" Octagonal 50' 12" Plywood 15 -35 3 18/25/29/37
PS-8 9/11/2023 18" Octagonal 50' 12" Plywood 15 -35 3.5 8/23/34/44
PS-9 9/14/2023 18" Octagonal 50'9" Plywood 15 -35 1.24 11/24/33/44
PS-10 9/19/2023 18" Octagonal 50'9" Plywood 15 -35 2.75 15/25/33/41
PS-11 9/14/2023 18" Octagonal 50'9" Plywood 15 -35 2.75 24/39/46/47
PS-12 9/19/2023 18" Octagonal 50'9" Plywood 15 -35 3 14/23/33/39
PS-13 9/26/2023 18" Octagonal 50'9" Plywood 15 -35 2.5 29/42/44/45
PS-14 9/28/2023 18" Octagonal 50'9" Plywood 15 -35 3 19/33/36/41
PS-15 9/28/2023 18" Octagonal 50'9" Plywood 15 -35 2 25/29/32/41
PS-16 9/28/2023 18" Octagonal 50'9" Plywood 15 -35 3 24/28/32/39
PS-17 9/26/2023 18" Octagonal 50'9" Plywood 15 -35 2.5 24/33/41/48
PS-18 9/26/2023 18" Octagonal 50'9" Plywood 15 -35 2.25 21/30/38/44
PS-19 9/26/2023 18" Octagonal 50'9" Plywood 15 -35 2.75 26/35/36/36
PS-20 9/28/2023 18" Octagonal 50'9" Plywood 15 -35 2.25 37/45/47/51
PS-21 10/4/2023 18" Octagonal 50'9" Plywood 15 -35 2.25 29/37/42/49
PS-22 11/29/2023 18" Octagonal 50'9" Plywood 15 -35 3 41/47/49/53
PS-23 11/7/2023 18" Octagonal 50'9" Plywood 15 -35 2.5 41/43/44/55
PS-24 11/7/2023 18" Octagonal 50'9" Plywood 15 -35 2.25 38/42/48/51
PS-25 11/7/2023 18" Octagonal 50'9" Plywood 15 -35 3.25 34/36/44/46
Summary of Driven Guide Pile Data
B-21
Balboa Marina Waterfront Expansion
201 East Coast Highway
Newport Beach, California
Field Density Test Location Map
Legend
Approximate Location of
Backfill Compaction Test
Project Number: 23078-02
Date: December 19, 2023
Plate 1
Scale 1” = 20 Feet
0 20 40
B-1
B-4
B-5
B-2
B-3
B-13
B-6
B-12 B-10
B-7
B-8 B-9
B-11
B-15
B-14
B-17
B-21
B-16
B-18
B-19
B-20