HomeMy WebLinkAboutCT 2018-0004; THE SEAGLASS; FINAL SOILS REPORT; 2022-03-31 (3)FINAL COMPACTION REPORT OF GEOTECHNICAL
OBSERVATION AND TESTING SERVICES FOR
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5845 AVENIDA ENCINIAS, SUITE 138
CARLSBAD, CALIFORNIA 92008
W.O. 7544-B/D/E/F-SC MARCH 31, 2022
•
PURPOSE OF EARTHWORK
The purpose of grading was to provide a relatively level building pad for the proposed
concrete and/or wood frame commercial structure (two-story), along with associated offsite
roadway/parking infrastructure, and underground utility improvements. Typical cut/fill
grading techniques were used to attain the desired graded configurations.
The purpose of grading was to prepare a relatively flat-lying building pad for a multi-family
residential development. Earthwork generally consisted of the removal and recompaction
of existing surficial soil (i.e., topsoils/colluvium) and undercutting of any near-surface
formational soil (i.e., paralic deposits) in order to provide a minimum 3-4 foot thick fill pad.
Site grading generally occurred in all areas of the site, in accordance with GSI
recommendations.
EARTHWORK CONSTRUCTION
Earthwork operations have been completed in general accordance with recommendations
provided in the field based upon conditions exposed and in accordance with the
recommendations provided in the referenced report by GSI (2018b). GSI was onsite on
a part-time basis as solely determined by the client/contractor. GSI relied on the
client/contractor to notify us when our services were necessary. A discussion of rough
grading is also included in GSI (2020b) which is provided herein as Appendix B.
Preparation of Existing Ground
1. Deleterious material, such as concentrated organic matter, vegetation, and
miscellaneous debris (paving asphaltic concrete, base material, etc.), were stripped
from the surface and disposed of offsite, prior to placing any fill.
2. Near-surface undocumented fill and colluvium (topsoil) deposits were generally
removed to the limits/depths indicated in the approved referenced reports
(see Appendix A).
3. After remedial removals had been completed to suitable formation, the removal
bottoms were visually inspected and probed and tested to ensure all weathered and
potentially compressible materials had been removed.
4. After the above removals, the exposed subsoils were scarified to a depth of about
6 to 8 inches, brought to at least optimum moisture content, then compacted to a
minimum relative compaction of 90 percent of the laboratory standard
(ASTM D 1557).
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2646 State Street, Carlsbad
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5. All re-processing of near-surface fills was observed by a representative of GSI.
6. GSI (2020b) discusses additional removals to be performed within the northwest
corner of Unit A. This additional earthwork was performed during subsequent
footing excavation operations in accordance with GSI recommendations.
Fill Placement
Fill consisting of onsite materials was placed in 6-to 8-inch lifts, watered, and mixed to
achieve at least optimum moisture conditions, and compacted to a minimum relative
compaction of 90 percent of the laboratory standard (ASTM D 1557). Fill materials were
placed in general accordance with the approved earthwork guidelines for the site
(GSI, 2018b) and/or as provided in the field by GSI staff.
Subdrains and Groundwater
No perched water or buried drainages were encountered during rough grading operations
within the subject portions of the site. In general, and based upon the available data to
date, regional groundwater was not a major factor in the development of the site.
However, perched groundwater and seepage may occur in the fill or along bedrock
fractures and joints due to migration from adjacent drainage areas and development,
during and after periods of above normal or heavy precipitation or irrigation. This potential
increases on shallow fill lots. Thus, perched groundwater conditions and seepage may
occur in the future, and should be anticipated. These observations reflect site conditions
at the time of this report and do not preclude changes in local groundwater conditions in
the future. If perched water conditions are observed due to excessive irrigation,
precipitation, or other factors not obvious during grading, GSI should be contacted for
recommendations for mitigation.
Field Testing
1. Field density tests were performed using the nuclear (densometer) methods
ASTM D 6938-10 (Procedure A), and the sand-cone method ASTM D 1556. The test
results are presented in the attached Table 1. The approximate locations of the field
density tests during grading are included in GSI (2020b) which is attached to this
report as Appendix B.
2. Field density tests were taken at periodic intervals and selected locations to check
the compactive efforts provided by the contractor. Where test results indicated less
than optimum moisture content or less than 90 percent relative compaction, the
contractor was notified and the area was reworked until retesting indicated at least
optimum moisture and a minimum relative compaction of 90 percent were attained
where tested. Based upon the grading operations observed, the test results
presented herein are considered representative of the compacted fill.
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2646 State Street, Carlsbad
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3. Visual classification, supplemented by laboratory testing, was the basis for
evaluating which maximum density value to use for a given density test.
LABORATORY TESTING
Maximum Density Testing
The laboratory maximum dry density and optimum moisture content for each of the major
soil types was evaluated in general accordance with test method ASTM D 1557. The
following table presents the results:
MAXIMUM DRY OPTIMUM MOISTURE
SOIL TYPE DENSITY (Def) CONTENT(%)
A-Silty/Clayey SAND, Dark Brown 124.0 12.5
B -Sandy Clay, Olive brown to Brown 117.8 11 .8
Base -Recycled Aggregate Base 118.5 10.5
Base II -Recycled Aggregate Base 122.8 10.0
AC -Asphaltic Concrete (base pave) 146+/-2 N/A
AC1 -Asohaltic Concrete (cao oave) 148 +/-2 N/A
Expansion Potential
Expansion Index (E.I.) testing was performed for the typical foundation soil types exposed
at pad grade, in general accordance with the 2019 California Building Code ([2019 CBC],
California Building Standards Commission [CBSC], 2019a). Based on the test results
obtained, the expansive potential of the onsite soils for the subject lots may be classified
as ranging from low to medium expansive (i.e., E.I. between 21 and 90).
SAMPLE LOCATION EXPANSION EXPANSION FOUNDATION NUMBER INDEX CLASSIFICATION
El-1 Units A-D 34 Low Mat Slab
El-2 Units E, F & G 83 Medium Mat Slab
Soluble Sulfates/Corrosivity
Corrosivity testing, performed for sample El-1 of the on site soil indicates a pH of 7 .5 (which
is considered slightly alkaline); a soluble sulfate content of non-detectable by mass (which
2646 Seaglass, LLC
2646 State Street, Carlsbad
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is considered "not applicable" per Table 19.3.2.1 of ACI 318-14 [per 2019 CBC
{CBSC, 2019a}]); a chloride content of 40 parts per million (ppm), which is considered low
per ACI (2014) and Caltrans (2003), and a saturated resistivity of 1,300 ohm-cm (which is
considered corrosive to ferrous metals [California Highway Design Manual, 2006]).
Although the site soils are categorized as being corrosive to ferrous metals, other than
Exposure Category C1, no exposure conditions indicated in Table 19.3.2.1 of the
ACI (2014a), are warranted based on our as-graded laboratory testing. It is our
understanding that ferrous metals embedded in properly placed and formed concrete
should be adequately protected from these conditions. Typical development of this type
does not generally use significant amounts of exposed metal piping and/or other buried
metal improvements. Based on the conditions encountered, a consulting corrosion
engineer may be considered to provide specific recommendations for foundations, piping,
etc., as warranted. GSI does not consult in corrosion engineering.
TRENCH BACKFILL (GSI PHASE D)
GSI evaluated compactive effort of the contractor and performed compaction testing for
sewer, water, and and electrical line trench backfill on an as-needed, part-time basis, as
solely determined by the client's field representative. Onsite and import soils were used
as backfill for sewer and electrical line trenches on the project, and placed in general
accordance with standards of practice, City guidelines, and GSI recommendations. The
required compaction was achieved by mechanical means. The minimum compaction
specified was 90 percent of the laboratory standard (ASTM D 1557) at depth, and
95 percent of the laboratory standard where backfill was within the pavement subgrade
zone. In areas where testing was requested and performed, our tests indicate that
compaction appears to meet the minimum recommended requirements for relative
compaction, and at or above the soils optimum moisture content, where tested. Test
results are summarized in the attached Table 1 (Field Density Test Results).
PAVEMENT CONSTRUCTION (GSI PHASE E)
Pavement Design and Construction
Recommendations for the design and construction of onsite pavement (i.e., pavers) was
provided in GSI (2018a). Based on our observations and testing, pervious paver
pavements appear to have been constructed as per plan and in accordance with the intent
of the geotechnical reports (GSI, 201 Ba, 201 Bb). Trench pavement re-surfacing within
State Street appears to have been performed per City standards.
2646 Seaglass, LLC
2646 State Street, Carlsbad
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Pavement Subgrade
GSI provided observation and testing services during pavement subgrade soil preparation
(including trench re-surfacing in State Street) on an as-needed, part-time basis, as solely
determined by the client's field representative. Based on our observations and testing, the
subgrade materials evaluated appear to have been compacted to at least 95 percent
relative compaction, and to at least the soils' optimum moisture content, per ASTM D 1557,
where/when testing was requested and performed. Test results are summarized in the
attached Table 1 (Field Density Test Results).
Areas of yielding subgrade underlying localized areas of the onsite driveway were
mitigated with the placement of a layer of geotextile fabric (Mirafi HP 570). Due to the
permeable nature of the driveway pavement, the geotextile layer was extended the full
length of the driveway.
Pavement Aggregate Base
GSI provided observation and testing services during the placement of aggregate base
beneath the City driveway approach to the project and City curb/gutter on an as-needed,
part-time basis, as solely determined by the client's field representative. Based on our
observations and testing, the aggregate base materials evaluated appear to have been
compacted to at least 95 percent relative compaction, and to at least the soils optimum
moisture content, per ASTM D 1557, where/when testing was requested and performed.
Test results are summarized in the attached Table 1 (Field Density Test Results).
Asphaltic Concrete
GSI provided observation and testing services during asphaltic concrete base course
placement during trench re-surfacing within state Street, and during the final "grind and
cap" paving on an as-needed, part-time basis, as solely determined by the client's field
representative. Based on our observations and testing, the asphaltic concrete materials
evaluated appear to have been compacted to at least 95 percent relative compaction,
where/when testing was requested and performed. Test results are summarized in the
attached Table 1 (Field Density Test Results).
RETAINING WALL CONSTRUCTION (GSI PHASE F)
A construction change resulted in the construction of a small retaining wall along the south
side of the property, adjacent to an existing offsite commercial structure. Wall plans
(Patterson [2020], and Van Ryn [2020]) were reviewed by GSI ( 2020a) and found to be
is accordance with the intent of the geotechnical report. GSI was onsite as-needed, on a
part-time basis, as solely determined by the client's field representative, to evaluate the
suitability of soils and footing trench conditions for this wall. Based on our observations,
2646 Seaglass, LLC
2646 State Street, Carlsbad
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the wall footing excavation was in general accordance with our recommendations and per
the minimum plan specifications. The wall was designed to retain onsite pavers and the
underlying gravel reservoir rock. As such, compaction testing of backfill was not
requested.
FOUNDATIONS DESIGN AND CONSTRUCTION
Site soil conditions were evaluated as expansive in GSI (2018a), and confirmed in
preparation of GSI (2020b). Foundation plans prepared by Patterson Engineering
(PE, 2019a; 2019b) were reviewed by GSI with respect to the identified expansive soils
conditions (GSI, 201 Ba; 2020b), with the plans (PE, 2019a) evaluated to be in accordance
with the intent of the soils report.
GSI was onsite as-needed, on a part-time basis, as solely determined by the client's field
representative, to evaluate the suitability of soils and footing trench conditions. Based on
our observations, the foundation trenches were in general accordance with our
recommendations and per the minimum plan specifications.
REGULATORY OPINION OF COMPLIANCE
The engineering geologic and soils engineering conditions exposed during the process
of grading were regularly observed by a representative from our firm. Based on our review
in preparation of this report, the soil engineering and engineering geologic aspects of the
construction appear to be in compliance with the approved geotechnical report and
supplements (see Appendix A). As such, GSI will certify1 that the soil engineering and
engineering geologic aspects of the grading are in compliance with the approved
geotechnical reports, and the grading plans prepared by PLSA (2020a) and
Van Ryn (2020), for this project (CT2018-004, Dwg. 519-2A).
1 As defined in the California Business and Professions Code, Division 3, Chapter 15, Article 5, Section 8770.6.
2646 Seaglass, LLC
2646 State Street, Carlsbad
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W.O. 7544-8/D/E/F-SC
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LIMITATIONS
The materials encountered on the project site and used for our analysis are believed
representative of the area; however, soil and bedrock materials vary in character between
excavations and natural outcrops or conditions exposed during mass grading. Site
conditions may vary due to seasonal changes or other factors.
Inasmuch as our study is based upon our review and engineering analyses and laboratory
data, the conclusions and recommendations are professional opinions. These opinions
have been derived in accordance with current standards of practice, and no warranty,
either express or implied, is given. Standards of practice are subject to change with time.
GSI assumes no responsibility or liability for work or testing performed by others, or their
inaction; or work performed when GSI is not requested to be onsite, to evaluate if our
recommendations have been properly implemented. Use of this report constitutes an
agreement and consent by the user to all the limitations outlined above, notwithstanding
any other agreements that may be in place. In addition, this report may be subject to
review by the controlling authorities. Thus, this report brings to completion our scope of
services for this portion of the project.
2646 Seaglass, LLC
2646 State Street, Carlsbad
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March 31 , 2022
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Table 1
FIELD DENSITY TEST RESULTS
TEST UTILITY DATE h TEST LOCATION +TRACT ELEVATION
NO. TYPE II ORDEPTH
> (ft)
PHASE B
GRADING
1 5/13/20 UnitG 2646 State St 34.0
2 5/13/20 Drivewav 2646 State St 34.0
3 5/13/20 Unit F 2646 State St 36.0
4 5/13/20 Drivewav 2646 State St 36.0
5 5/14/20 Unit E 2646 State St 34.0
6 5/14/20 Drivewav 2646 State St 35.0
7* 5/14/20 UnitD 2646 State St 34.0
7A 5/14/20 UnitD 2646 State St 34.0
8 5/14/20 Drivewav 2646 State St 34.0
9 5/15/20 UnitG 2646 State St 37.0
10 5/15/20 Unit F 2646 State St 36.5
11 5/15/20 Unit E 2646 State St 35.0
12 5/15/20 UnitD 2646 State St 35.0
13 5/15/20 Unite 2646 State St 35.0
14 5/18/20 Unit B 2646 State St 33.0
15 5/18/20 Unit A 2646 State St 33.0
16 5/18/20 Unit B 2646 State St 35.0
17 5/18/20 Unite 2646 State St 35.0
18 5/20/20 UnitG 2646 State St FG
19 5/20/20 Unit F 2646 State St FG
20 5/20/20 Unit E 2646 State St FG
21 5/20/20 UnitD 2646 State St FG
22 5/20/20 Unite 2646 State St FG
23 5/20/20 Unit B 2646 State St FG
24 5/20/20 Unit A 2646 State St FG
FOOTING
25 8/10/20 Buildina A 2646 State St SG
26 8/10/20 Grid Line 2 2646 State St SG
PHASED
WATER LINE BACKFILL
1 w 5/15/20 State Street Lateral Service 2646 State St -3.0
2 w 5/15/20 State Street Lateral Service 2646 State St -1.0
3 w 5/15/20 State Street Lateral Service 2646 State St -3.0
4 w 6/9/20 State Street Lateral Service 2646 State St -4.0
5 w 6/9/20 State Street Lateral Service 2646 State St -2.0
6 w 6/9/20 State Street Lateral Service 2646 State St -0.5
7 w 6/15/20 State Street 2646 State St -0.5
8 w 6/15/20 State Street 2646 State St -0.5
9 w 6/15/20 State Street 2646 State St FG
WATER LINE TRENCH BACKFILL
10 w 10/20/20 State Street Trench 2646 State St -1.0
11 w 10/20/20 State Street Trench 2646 State St -1.0
12 w 10/20/20 State Street Trench 2646 State St -0.5
13 w 10/20/20 State Street Trench 2646 State St -0.5
14 w 10/20/20 State Street Trench 2646 State St FG
SEWER TRENCH BACKFILL
1 SM 6/4/20 Manhole State Street -Bottom (Native) 2646 State St -8.0
2 SM 6/4/20 Manhole State Street -Bottom (Native) 2646 State St -7.0
3 SM 6/11 /20 State Street 2646 State St -3.0
4 SM 6/11 /20 State Street 2646 State St -1.0
5 SM 6/11 /20 State Street 2646 State St FG
6 SM 6/18/20 Sewer Onsite 2646 State St -4.0
7 SL 6/18/20 Sewer Lateral BuildinQ B 2646 State St -3.0
8 SM 6/18/20 Private Sewer Onsite 2646 State St -3.0
Seaglass, LLC
2646 State Street, Carlsbad
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MOISTURE DRY
CONTENT DENSITY
(%) (p¢f)
15.6 106.5
16.2 106.3
16.5 106.4
17.0 107.0
17.2 106.3
17.5 107.2
17.0 104.2
16.7 106.1
16.8 112.5
16.6 107.2
16.1 106.7
15.8 107.2
17.0 107.0
16.5 106.6
17.1 106.4
15.9 106.7
16.8 106.2
16.4 106.0
15.5 107.1
14.8 106.7
16.2 107.5
15.7 107.2
15.9 106.6
14.5 106.2
14.9 106.6
12.4 109.0
13.0 108.4
13.2 111.4
12.9 109.5
14.0 112.0
13.3 109.2
12.7 111.8
11 .9 110.1
18.5 113.5
18.0 114.6
18.6 113.8
18.4 113.9
18.7 114.3
18.2 113.7
18.8 114.4
18.3 114.6
16.2 105.5
15.8 106.7
13.7 112.5
14.2 111 .2
13.3 112.0
14.4 107.8
13.9 106.3
14.6 107.0
RELATIVE + TEST SOIL
COMPACTION TYPE TYPE
(%) +
90.4 ND B
90.2 ND B
90.3 ND B
90.8 ND B
90.2 ND B
91 .0 ND B
88.5 ND B
90.1 ND B
95.5 ND B
91 .0 ND B
90.6 ND B
91 .0 ND B
90.8 ND B
90.5 ND B
90.3 ND B
90.6 ND B
90.2 ND B
90.0 ND B
90.9 ND B
90.6 ND B
91 .3 ND B
91 .0 ND B
90.5 ND B
90.2 ND B
90.5 ND B
92.5 ND B
92.0 ND B
96.0 ND B
94.4 ND B
96.6 ND B
94.1 ND B
96.4 ND B
94.9 ND B
96.3 ND B
97.3 ND B
96.6 ND B
96.7 ND B
97.0 ND B
96.5 ND B
97.1 ND B
97.3 ND B
85.1 ND A
86.1 ND A
95.5 ND B
94.4 ND B
95.1 ND B
91 .5 ND B
90.2 ND B
90.8 ND B
W.O. 7544-B,D,E-SC
March, 2022
Page 1
Table 1
FIELD DENSITY TEST RESULTS
TEST UTILITY DATE h TEST LOCATION +TRACT ELEVATION MOISTURE
NO. TYPE II ORDEPTH CONTENT
~ (ft) (%)
9 SM 6/23/20 Sewer Main Onsite 2646 State St 30.0 14.5
10 SL 6/23/20 Sewer Lateral, BuildinQ G Onsite 2646 State St 34.0 13.9
11 SM 6/23/20 Sewer Main Onsite 2646 State St 32.0 14.0
12 SL 6/23/20 Sewer Lateral, BuildinQ E Onsite 2646 State St 33.0 13.3
13 SM 6/23/20 Sewer Main Onsite 2646 State St 32.0 15.2
14 SL 6/23/20 Sewer Lateral, BuildinQ A Onsite 2646 State St 34.0 14.9
ELECTRICAL TRENCH BACKFILL
1* E 6/29/20 BuildinQ F/G 2646 State St -1.5 14.2
1A E 6/29/20 BuildinQ F/G 2646 State St -1.5 14.4
2* E 6/29/20 BuildinQ E/F 2646 State St -2.0 13.7
2A E 6/29/20 BuildinQ E/F 2646 State St -2.0 14.2
3 E 6/29/20 Driveway 2646 State St -2.0 14.6
4 E 7/9/20 BuildinQ G 2646 State St -1.0 13.7
5 E 7/9/20 BuildinQ F 2646 State St -0.5 14.9
6 E 7/9/20 BuildinQ E 2646 State St FG 13.3
1' E 10/19/20 North, West Side State Street 2646 State St -2.5 11 .1
2' E 10/19/20 South, West Side State Street 2646 State St -2.5 10.9
3' E 10/19/20 North, West Side State Street 2646 State St -1.5 11 .3
4' E 10/19/20 South, West Side State Street 2646 State St -1.5 11 .0
5' E 10/22/20 North, West Side State Street 2646 State St FG 11 .3
6' E 10/22/20 Middle, West Side State Street 2646 State St FG 11 .1
7 E 10/22/20 South Knuckle, West Side State Street 2646 State St -2.0 10.7
8 E 10/22/20 South Knuckle, West Side State Street 2646 State St -2.0 10.9
9 E 10/22/20 South Knuckle, West Side State Street 2646 State St FG 11.4
10 E 10/22/20 South Knuckle, West Side State Street 2646 State St FG 10.8
11 E 10/27/20 West, West to East State Street 2646 State St -3.0 10.6
12 E 10/27/20 East, West to East State Street 2646 State St -3.0 10.3
13 E 10/27/20 West, West to East State Street 2646 State St -1.0 10.9
14 E 10/27/20 East, West to East State Street 2646 State St -1.0 11 .0
PHASE E
PAVEMENT SUBGRADE
1 SG 1/5/22 Drivewav East 2646 State St SG 13.1
2 SG 1/6/22 Drivewav East 2646 State St SG 12.0
3 SG 1/7/22 Drivewav Center 2646 State St SG 16.0
4 SG 1/10/22 Drivewav Middle 2646 State St SG 13.9
5 SG 1/10/22 Drivewav West Front 2646 State St SG 14.0
6 SG 2/7/22 Drivewav APProach 2646 State St SG 15.2
7 SG 2/7/22 Curb/Gutter 2646 State St SG 15.7
8 SG 2/7/22 Citv Sidewalk 2646 State St SG 15.0
PAVEMENT AGGREGATE BASE
1 AB 2/8/22 Approach/Curb 2646 State St BG 11 .0
2 AB 2/8/22 APProach 2646 State St BG 10.8
ASPHALTIC CONCRETE TEMP
1 AC 2/14/22 State Street Southbound 2646 State St -0.5 150 to 180
2 AC 2/14/22 State Street Southbound 2646 State St -0.2 at Compactior
3 AC 2/14/22 State Street Southbound 2646 State St -0.5
4 AC 2/14/22 State Street Southbound 2646 State St -0.1
5 AC 2/14/22 State Street Southbound 2646 State St FG
6 AC 2/28/22 Water Line Crossina South State Street 2646 State St -0.1 180 to 220
7 AC 2/28/22 Water Line Crossina South State Street 2646 State St -0.1 at
8 AC 2/28/22 Water Line Crossina North State Street 2646 State St -0.1 Compaction
9 AC 2/28/22 Water Line Crossina North State Street 2646 State St -0.1
10 AC 3/1 /22 Water Line Northbound State Street 2646 State St -0.3 180 to 225
11 AC 3/1/22 Water Line Northbound State Street 2646 State St -0.1 at
12 AC 3/1 /22 Water Line Northbound State Street 2646 State St -0.3 Compaction
13 AC 3/1 /22 Water Line Northbound State Street 2646 State St -0.1
14 AC 3/1 /22 Sewer Northbound State Street 2646 State St -0.3
15 AC 3/1 /22 Sewer Northbound State Street 2646 State St -0.1
Seaglass, LLC
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DRY
DENSITY
(p¢f)
107.5
106.8
106.4
106.1
106.6
107.4
97.0
106.4
97.5
114.1
107.0
105.4
106.2
104.9
118.3
116.7
119.4
117.2
117.5
118.7
116.9
119.8
117.3
120.1
117.7
116.9
118.5
117.3
112.8
113.3
110.5
112.0
112.7
112.1
112.0
110.5
112.8
113.5
WET
139.8
141 .9
140.3
139.7
139.0
139.8
143.2
140.6
140.0
144.1
141.5
142.0
140.9
139.8
139.4
RELATIVE + TEST SOIL
COMPACTION TYPE TYPE
(%) +
91.3 ND B
90.7 ND B
90.3 ND B
90.0 ND B
90.5 ND B
91 .2 ND B
82.4 ND B
90.3 ND B
82.8 ND B
96.9 ND B
90.8 ND B
90.9 ND B
91.6 ND B
90.4 ND B
96.3 ND Base
95.0 ND Base
97.2 ND Base
95.4 ND Base
95.6 ND Base
96.6 ND Base
95.1 ND Base
97.5 ND Base
95.5 ND Base
97.8 ND Base
95.8 ND Base
95.1 ND Base
96.4 ND Base
95.5 ND Base
95.8 ND B
96.2 ND B
93.8 ND B
95.1 ND B
95.7 ND B
95.2 ND B
95.1 ND B
93.8 ND B
95.2 ND Base
95.8 ND Base
95.8 ND AC
97.2 ND AC
96.1 ND AC
95.8 ND AC
95.2 ND AC
95.8 ND AC
98.1 ND AC
96.3 ND AC
95.9 ND AC
98.7 ND AC
96.9 ND AC
97.3 ND AC
96.5 ND AC
95.7 ND AC
95.5 ND AC
W.O. 7544-B,D,E-SC
March, 2022
Page2
Table 1
FIELD DENSITY TEST RESULTS
TEST UTILITY DATE h TEST LOCATION +TRACT ELEVATION
NO. TYPE II ORDEPTH
> (ft)
16 AC 3/2/22 Sewer Line Northbound State Street 2646 State St -0.2
17 AC 3/2/22 Sewer Line Northbound State Street 2646 State St -0.1
18 AC 3/2/22 Sewer Line Northbound State Street 2646 State St -0.1
19 AC 3/17/22 State Street Northbound 2646 State St FG
20 AC 3/17/22 State Street Northbound 2646 State St FG
21 AC 3/17/22 State Street Northbound 2646 State St FG
22 AC 3/17/22 State Street Northbound 2646 State St FG
23 AC 3/17/22 State Street Northbound 2646 State St FG
24 AC 3/17/22 State Street Northbound 2646 State St FG
25 AC 3/17/22 State Street Southbound 2646 State St FG
26 AC 3/17/22 State Street Southbound 2646 State St FG
27 AC 3/17/22 State Street Southbound 2646 State St FG
LEGEND
*= Failing Test
A= Retest
'= Repeated Test Number
AB= Aggregate Base
AC= Asphaltic Concrete
BG= Base Grade
E= Electric
FG = Finish Grade
ND= Nuclear Densometer Test
SL= Sewer Lateral
SM= Sewer Main
SG = Subgrade
W= Water
Seaglass, LLC
2646 State Street, Carlsbad
File: C:\excel\tables\7500\7544b,d,e.tbl1 GeoSoils, Inc.
MOISTURE DRY
CONTENT DENSITY
(%) (p¢f)
220to 180 144.1
at 143.2
Compaction 141 .6
275to 285 144.5
Truck 143.1
190 to 160 144.8
at 143.0
Compaction 144.1
143.9
145.0
143.5
144.3
RELATIVE + TEST SOIL
COMPACTION TYPE TYPE
(%) +
98.7 ND AC
98.1 ND AC
97.0 ND AC
97.6 ND AC1
96.7 ND AC1
97.8 ND AC1
96.6 ND AC1
97.4 ND AC1
97.2 ND AC1
98.0 ND AC1
96.9 ND AC1
97.5 ND AC1
W.O. 7544-B,D,E-SC
March, 2022
Page3
APPENDIX A
REFERENCES
GeoSoils, Inc.
APPENDIX A
REFERENCES
American Concrete Institute, 2014a, Building code requirements for structural concrete
(ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318,
dated September.
__ , 2014b, Building code requirements for concrete thin shells (ACI 318.2-14), and
commentary (ACI 318.2R-14), dated September.
American Society for Testing and Materials (ASTM), 1998, Standard practice for installation
of water vapor retarder used in contact with earth or granular fill under concrete
slabs, Designation: E 1643-98 (Reapproved 2005).
__ , 1997, Standard specification for plastic water vapor retarders used in contact
with soil or granular fill under concrete slabs, Designation: E 1745-97
(Reapproved 2004).
American Society of Civil Engineers, 2017, Minimum design loads and associated criteria
and other structures, ASCE Standard ASCE/SEI 7-16.
California Building Standards Commission, 2019a, California Building Code, California
Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2018 International
Building Code.
__ , 2019b, California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 1 of 2, based on the 2018 International Building Code.
California Department of Transportation (Caltrans), 2003, Corrosion Guidelines, Version
1.0, Division of Engineering Services, Materials Engineering and Testing Services,
Corrosion Technology Branch, dated September.
Hetherington Engineering, Inc, 2019, Third party geotechnical review (second), proposed
four-level residential structure, 2646 State Street, Carlsbad, California," dated
September 9, 2019, Project ID GR2019-0025, Project No. 8932.1, Log No. 20647,
dated September 9.
Esgil Corporation, 2019, 8 Residential Town homes with individual garage with elevator for
7 Units for 2646 Sea Glass LLC, Plan Chk# PC2019-0046, dated June 24.
GeoSoils, Inc., 2020a, Review of Revised Plans, Including a New Retaining Wall Located
Along the Southern Property Line at "The Sea Glass," 2646 State Street, Carlsbad,
California dated December 16.
__ , 2020b, Revised Report of Geotechnical Observation and Testing During Grading,
"The Sea Glass," 2646 State Street, Carlsbad, California, W.O. 7544-B-SC, dated
May 26, revised June 3. GeoSoils, Inc.
__ , 2019a, Response to Third Party Geotechnical Review Comments, The "Sea Glass"
Project, 2646 State Street, Carlsbad, California, W.O. 7544-A-SC, dated
November 25.
, 2019b, Second geotechnical plan review and response to City plan review
comments, "Sea Glass" project, 2646 State Street, Carlsbad, California, W.O.
7544-A-SC, dated August 5.
__ , 2019c, Supplement to the geotechnical plan review and response to City plan
review comments, "Sea Glass" project, 2646 State Street, Carlsbad, California, W.O.
7544-A-SC, dated August 1 , 2019, by GeoSoils, Inc.
__ , 2018a, Review and comment regarding the planned pervious paver driveway, "Sea
Glass" project, 2646 State Street, Carlsbad, California, W.O. 7544-A-SC, dated
December 3.
__ , 2018b, Geotechnical update for "The Sea Glass," 2646 State Street, Carlsbad,
California 92008, W.O. 7452-A-SC, Dated May 31.
__ , 2015, Geotechnical evaluation, 'The Wave,' 2646 State Street, Carlsbad, San Diego
County, California, W.O. 6935-A-SC, dated November 3.
Patterson Engineering, Inc., 2020, Structural calculations package, retaining wall
calculations, State Street condominiums, 2646 State Street, Carlsbad, Ca. 92008,
P.N. 17090087, dated October 6.
__ , 2019a, Structural plans, notes, and details for: The Sea Glass, new construction
2646 State Street, Carlsbad, Ca. 92008, AN 203-101-20-00, SEA Job No. 1713,
dated August 5.
__ , 2019b, Structural calculation package, plan check response calculation, State
Street condominiums, 2646 State Street, Carlsbad, Ca. 92008, Project No.
17090087, Dated July 31.
Pasco Laret Suiter, Associates, 2020a, Grading Plans for: The SeaGlass, P.N.
CT2018-0004, DWG 519-2, J.N. 3078, Plot dated February 5.
__ , 2019b, Improvement plans for: The SeaGlass, 2646 State St., Project No.
CT2018-0004, DWG 519-2, J.N. 3078, Plot dated October 23.
Van Ryn Engineering, 2020, Grading Plans for: The Sea Glass, P.N. CT2018-0004, DWG
519-2, Latest Revision (retaining wall details) dated October 7.
State of California, 2022, Civil Code, Sections 895 et seq.
2646 Seaglass, LLC
File: e\wp21 \7500\7544bdef.fcr GeoSoils, Inc. Appendix A
Page2
APPENDIX B
GSI (2020b)
GeoSoils, Inc.
are attached.
The conclusions and recommendations presented herein are professional opinions. These
opinions have been derived in accordance with current standards of practice, and no
warranty, either express or implied, is given. Standards of practice are subject to change
with time. GSI assumes no responsibility or liability for work or testing performed by
others, or their inaction; or work performed when GSI is not requested to be onsite, to
evaluate if our recommendations have been properly implemented. This report may be
subject to review by the controlling authorities.
Attachment: Daily Field Testing Reports
Schematic Field Density Test Location Map
2646 Sea Glass, LLC
2646 State Street, Carlsbad
File:e:\wp12\7500\7544b.rro.mem
GeoSoils, Inc.
W.O. 7544-B-SC
Rev. June 3, 2020
Page 2
FIELD TESTING REPORT
CLIENT CARLSBAD VILLAGE DEVELOPMENT TRACT 2646 STATE ST.
SUPER PAT CONTRACTOR
EQUIP. 1-TRACK LOADER, 1-WATER TRUCK
REMEDIAL EARTHWORK
TEST LOCATION EL. Or MOISTURE
NO. DEPTH CONTENT%
1 UNITG 34.0 15.6%
2 DRIVEWAY 34.0 16.2%
3 UNITF 36.0 16.5%
4 DRIVEWAY 36.0 17.0%
COMMENTS:
GSI ON SITE AT CLIENT'S REQUEST. TEST RESULTS MEET OUR
RECOMMENDATIONS. ELEVATIONS USED FOR REFERENCE OF OX BY
CONTRACTOR'S LASER.
DRY
DENSITY
106.5
106.3
106.4
107.0
W.0 .# 7544-B-SC --------DATE: 05/13/20 --------NAME: TODD --------HOURS: 5
LOCATION CARLSBAD
SIMMS
% RELATIVE TEST SOIL
COMPACTION TYPE TYPE
90.4% ND B
90.2% ND B
90.3% ND B
90.8% ND B
GeoSoi/s, Inc.
BY:. __ {J._'Jfl-_3_· ~---
PAGE: 1 OF 1
This field report presents a summary of observation and testing by Geosoils, Inc. personnel. Our work does not include supervision
or direction of the actual work of the contractor, his employees, or agents. The contractor should be informed that neither the
presence of our field representative, nor the observation and testing by our firm, shall excuse him in anyway for defects discovered in
his work. It is understood that our firm will not be responsible for job or site safety on this project.