HomeMy WebLinkAboutCDP 2022-0008; MARTIN RESIDENCE LOT 5 BUENA VISTA CIRCLE; FINAL SOILS REPORT; 2026-05-04AS-GRADED GEOTECHNICAL REPORT
MARTIN RESIDENCE
LOT 5 BUENA VISTA CIRCLE
CARLSBAD, CALIFORNIA
PREPARED FOR
JOHN MARTIN
3301 LINCOLN STREET
CARLSBAD, CALIFORNIA 92008
PREPARED BY
CHRISTIAN WHEELER ENGINEERING
3980 HOME AVENUE
SAN DIEGO, CALIFORNIA 92105
Geotechnical & Geological Consulting ✦ Materials Inspection & Testing ✦ Building Envelope Consulting ✦ Laboratory Services
www.christianwheeler.com ✦ info@christianwheeler.com ✦ (619) 550-1700
3980 Home Avenue, San Diego, California 92105
Geotechnical & Geological Consulting ✦ Materials Inspection & Testing ✦ Building Envelope Consulting ✦ Laboratory Services
www.christianwheeler.com ✦ info@christianwheeler.com ✦ (619) 550-1700
3980 Home Avenue, San Diego, California 92105
CHRJSTIAN WHEELER.
ENGINEER.ING
May 4, 2026
John Martin CWE 2210558.08
3301 Lincoln Street
Carlsbad, California 92008
Subject: As-Graded Geotechnical Report
Martin Residence, Lot 5 Buena Vista Circle, Carlsbad, California
Reference: Christian Wheeler Engineering, Report 2210558.01, Report of Preliminary Geotechnical
Investigation, dated December 8, 2021
Dear Mr. Martin:
In accordance with your request and our proposal dated August 15, 2024, we have prepared this report to
summarize our services during the earthwork operations at the subject site. This report presents the as-graded
geotechnical conditions of the site, our observations, the results of our laboratory testing, and the results of
relative compaction tests performed in the fills and backfills that were placed during the grading operation at
the project site. The observation and testing services addressed by this report were coordinated by Coastline
Construction and were provided between August 28 and October 29, 2024.
In order to assist in our understanding of the designed configuration of the project, our firm was provided
with an undated grading plan (Drawing No. 544-4A) for the site prepared by PLSA Engineering. Plate No. 1
of this report is a reproduction of the plan, modified to show the approximate locations of our field tests and
the relevant limits of the earthwork operation.
INTRODUCTION AND PROJECT DESCRIPTION
The subject site is an undeveloped residential lot, which is located adjacent to and north of Buena Vista Circle
in in the City of Carlsbad, California. Prior to the grading addressed in this report, the southeast portion of
the site was characterized by a relatively level building pad with an elevation of approximately 43 feet. A
natural bluff descends from the northwest side of the level pad area of the site to the northwest perimeter of
Geotechnical & Geological Consulting ✦ Materials Inspection & Testing ✦ Building Envelope Consulting ✦ Laboratory Services
www.christianwheeler.com ✦ info@christianwheeler.com ✦ (619) 550-1700
3980 Home Avenue, San Diego, California 92105
Geotechnical & Geological Consulting ✦ Materials Inspection & Testing ✦ Building Envelope Consulting ✦ Laboratory Services
www.christianwheeler.com ✦ info@christianwheeler.com ✦ (619) 550-1700
3980 Home Avenue, San Diego, California 92105
CHRJSTIAN WHEELER.
ENGINEER.ING
CWE 2210558.08 May 4, 2026 Page 2
the. Overall, the bluff displays a general inclination of about 3:1 (horizontal to vertical). The bottom of the
bluff along the northwest portion of the site is at an approximate elevation of 6 to 8 feet (PLSA).
A one- to two-story single-family residence with an attached garage and ADU has been constructed at the
subject site. The lot also supports a swimming pool and spa, site retaining walls, and other normally
associated appurtenances. The residence and ADU are of conventional, wood frame construction with an on-
grade concrete floor slab. The improvements are supported by conventional shallow, conventional
foundations. Grading to accommodate the proposed improvements consisted of cuts and fills of less than 4
feet from existing site grades and creating the excavation for the swimming pool.
SCOPE OF SERVICE
The following services were provided by Christian Wheeler Engineering during the course of the earthwork
operations.
Participated in a pre-grading meeting to address the geotechnical aspects of the work and to coordinate
our testing and observation services.
Provided continuous or periodic observation of the earthwork operations, as determined by the rate of
progress of the earthwork.
Provided field recommendations for elements of the earthwork not specifically addressed by the
referenced geotechnical report, as needed.
Recorded the approximate elevations and limits of significant geotechnical elements.
Performed in-place density tests in the fills and backfills placed.
Determined the laboratory maximum density and optimum moisture content of soils encountered in the
earthwork.
Prepared this report, which presents a summary of our observations and results of our relative
compaction tests.
SITE PREPARATION AND GRADING
The earthwork addressed by this report was performed by Fortified Foundations. The site preparation
consisted of over excavating the surficial soils (topsoils and upper most portion of the olds paralic deposits)
to the contact with competent old paralic deposits. The competent old paralic deposits were encountered
approximately 12 inches below the existing grades. Removals were preformed to a depth of approximately 2
feet below the proposed pad grade in the area to support the proposed residence.
CWE 2210558.08 May 4, 2026 Page 3
The approximate limits of removal are shown on the attached Plate No. 1. The soils exposed at the bottom
of the excavation were scarified 12 inches, moisture-conditioned, and compacted to at least 90 percent
relative compaction in areas to support settlement sensitive improvements such as exterior flatwork and to at
least 95 percent relative compaction in the area to support the proposed residence. Fill materials consisting of
the on-site and imported silty sands were typically placed by the excavator and skip loader in relatively thin,
uniform lifts. Moisture-conditioning was applied as needed and compactive efforts were then performed by
means of a sheepsfoot roller to attain at least 90 percent relative compaction in areas to support settlement
sensitive improvements such as exterior flatwork and to at least 95 percent relative compaction in the area to
support the proposed residence.
RETAINING WALL BACKFILL OPERATION
The rear yard retaining wall backfills addressed by this report was performed by Fortified Foundations. The
retaining walls were backfilled using native sandy soils. The backfills were placed in thin horizontal lifts by
means of skid steer and were moisture-conditioning to near optimum conditions as needed. The soils were
compacted in place by means of a rammer compactor to at least 90 percent of maximum dry density.
LABORATORY AND FIELD TESTING
The maximum dry density and optimum moisture content of the soils predominantly encountered in the
earthwork were determined in our laboratory in accordance with ASTM D1557, “Test Method for
Laboratory Compaction Characteristics of Soil Using Modified Effort.” The tests were conducted in
accordance with the methodology prescribed for the grain-size distribution of the soils tested. The results of
these tests are presented in Appendix A on Table I.
Field tests to measure the in-place density and moisture content of the fills and backfills were conducted in
accordance with ASTM D6938, “Standard Test Methods for Density of Soil and Soil-Aggregate in Place by
Nuclear Methods.” The locations of the field tests were selected by our technician in areas discerned to
exhibit compaction that was generally representative of that attained in the fills and backfills. The results of
the field tests are presented in Appendix A on Table II through III.
CONCLUSIONS
It is the opinion of Christian Wheeler Engineering that the earthwork addressed by this report has been
performed in general accordance with the recommendations presented in the referenced geotechnical report,
the grading requirements of the City of Carlsbad. This opinion is based upon our observations of the
earthwork operations, the results of the density tests taken in the field, and the maximum density tests
performed in our laboratory. It is our further opinion that the site is suitable for the proposed construction.
CWE 2210558.08 May 4, 2026 Page 4
Our recommendations for the minimum design of foundations for the proposed structures, originally
presented in the referenced geotechnical report, are in our opinion, still suitable based on the as-graded
conditions.
AS-BUILT GEOLOGY
The geologic units encountered during the earthwork operations were generally consistent with those
anticipated in our referenced report of geotechnical investigation. No unforeseen, adverse geologic
conditions or features were noted by our field personnel during the earthwork operation addressed herein.
The earthwork operations addressed by this report have, in our opinion, satisfactorily mitigated the
potentially adverse conditions described in the referenced report.
LIMITATIONS
The descriptions, conclusions and opinions presented in this report pertain only to the work performed on
the subject site during the period from August 28, 2024 to December 23, 2024. As limited by the scope of
the services that we agreed to perform, the conclusions and opinions presented herein are based upon our
observations of the work and the results of our laboratory and field tests. Our services were performed in
accordance with the currently accepted standard of practice in the region in which the earthwork was
performed, and in such a manner as to provide a reasonable measure of the compliance of the described
work with applicable codes and specifications. With the submittal of this report, no warranty, express or
implied, is given or intended with respect to the services performed by our firm, and our performance of
those services should not be construed to relieve the grading contractor of his responsibility to perform his
work to the standards required by the applicable building codes and project specifications.
Christian Wheeler Engineering sincerely appreciates the opportunity to provide professional services on this
project. If you should have any questions after reviewing this report, please do not hesitate to contact our
firm.
Respectfully submitted,
CHRISTIAN WHEELER ENGINEERING
___________________________________ ___________________________________
Daniel B. Adler, RCE #36037 David R. Russell, CEG #2215
DRR:dba
ec: jdmartin999@gmail.com; derrick@coastlinesd.com; bknapp@plsaengineering.com
SW
X
X
XXXXXXXXXXXXXXXX
XXXXXX
XXXXX
XXXXX
XXXX OE
OE OE
OE
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
OEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOE
///
///
///
///
///
///
///
SDSDSDSDSDSDSDSDSD
SDSDSDSDSDSD
S
S
///
///
///
///
///
///
W
W
W
48"TD
40"TD
18"TD
18"TD
18"TD
18"TD
12"TD16"TD
RF
=
5
6
.
2
RF
=
5
7
.
1
RF
=
53.2
RF = 53.9
VEGE
VEGE
CO
N
C
44
44
44
44
44
44
44
43
43
43
43
43
43
43
43
43
42
42
42
42
42
41
41
41
40
40
40
39
39
39
38
38
38
37
37
37
36
36
36
35
35
35
34
34
34
33
33
33
32
32
32
31
31
31
30
30
30
29
29
29
28
28
28
27
27
27
26
26
26
25
25
25
24
24
24
23
23
23
22
22
22
21
21
21
20
20
20
19
19
19
18
18
18
17
17
17
16
16
16
15
15
15
14
14
14
13
13
13
12
12
12
11
11
11
10
10
10
10
9
9
9
9
9
8
8
8
8
8
8
8
8
8
8
7
AS
P
H
42.4
42.5
43.3
43.6 43.9
42.5
42.3
42.5
42.5
42.6
42.8
42.8
42.8
43.3
43.2
43.2
43.3
43.6
43.6
43.6
43.7
43.7
43.5
43.7
44.3
43.9
42.742.4
43.4 43.8 43.9
44.3
42.9
EOP=
4
3
.
6
7
EOP=4
3
.
7
3
EOP=4
3
.
5
8
EOP=43
.
4
1
EOP=43
.
2
1
EOP=
4
3
.
8
4
EOP=
4
3
.
7
0
EOP=4
3
.
6
2
EOP=4
3
.
4
7
EOP=4
3
.
3
0
EOP=43
.
1
0
X
X
X
X
X
X
X
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
RESIDENCE
FF = 45.97
PAD = 45.3
ADU
FF = 45.97
PAD = 45.3
POOL
45.2 FS
GARAGE
GFF = 45.3
BU
E
N
A
V
I
S
T
A
CIR
C
L
E
PE
R
D
W
G
5
4
4
-
4
N 5
6
°
0
2
'
2
0
"
E
1
1
4
.
8
2
'
N 64°00'37" W 276.98'
N 64°01'09" W 266.00'
LOT 4
BUENA VISTA
GARDENS
MAP 2492
LOT 6
BUENA VISTA
GARDENS
MAP 2492
APN: 155-221-06-00
APN: 155-221-04-00
BU
E
N
A
V
I
S
T
A
L
A
G
O
O
N
RO
W
RO
W
ROW
LOT 5
BUENA VISTA
GARDENS
MAP 2492
A A
C
B
GF
=
4
5
.
3
2%MIN.
5%
MIN.
(~0
.
8
%
)
2%MI
N
.
2%
MIN.
FS = 46.6
2%
MIN.
BBQ
SPA
BMP 1
FG = 43.5
AREA = 900 SF
E
E
(42.6 FG)(43.1 FG)
(43.7 FG)(44.3 FG)
(43.8 FS)
44.8 FS
44.8 FS
(43.7 FS)
EXISTING FENCE
TO BE REMOVED
EXISTING TREES
TO REMAIN
EXISTING TREES
TO REMAIN
EXISTING SLOPE TO BE
PROTECTED IN PLACE
EXISTING FENCE
TO REMAIN
EXISTING PCC SIDEWALK
TO BE REMOVED
45.71 TW
45.3 TW@FG
(43.2 BW)
42.36 TF
49.06 TW
45.8 TW@FG
(43.7 BW)
43.03 TF
EXISTING GUY
WIRE TO REMAIN
EXISTING POWER
POLE TO REMAIN
EXISTING STRUCTURE
TO REMAINEXISTING STRUCTURE
TO REMAIN
EXISTING STRUCTURE
TO REMAIN
EXISTING TREE
TO REMAIN
45.3 FG
45.3 FG
45.3 FG
45.8 FS
43.5 FG
EXISTING SLOPE TO BE
PROTECTED IN PLACE
EXISTING WATER METER
AND SERVICE TO BE
PROTECTED IN PLACE
EXISTING PLANTER
WALL TO REMAIN
EXISTING OVERHEAD
UTILITIES TO REMAIN
LIMITS OF WETLAND
DELINEATION PER BIOLOGIST
100 FT WETLAND
BUFFER SETBACK
PER BIOLOGIST
NO GRADING PROPOSED
WITHING 100 FT SEBACK
100 FT WETLAND
BUFFER SETBACK
PER BIOLOGIST
45.5 TW
43.5 TW @ FG
(41.5 BW)
40.14 TF
45.0 TG
43.9 IE
45.1 FG
45.5 TW
43.5 TW @ FG
(42.2 BW @ FG)
40.14 TF
45.5 TW
43.5 TW @FG
(42.7 BW)
40.14 TF
45.5 TW
43.5 TW@FG
(42.2 BW)
40.14 TF
45.55 TW
45.3 TW@FG
(43.3 BW)
42.2 TF
43.7 TW
43.6 TW@FG
(43.6 BW)
43.03 TF
45.8 FS
45.8
FS/HP
45.3 FS
EXISTING FENCE
TO REMAIN EXISTING OVERHEAD
UTILITY TO REMAIN
45.8 FS
45.5 FS
44.9 TG
43.9 IE
47.05 TW
46.8 TW@FG
(42.8 BW)
41.69 TF
45.5 TW
43.5 TW @ FG
(42.1 BW @ FG)
40.14 TF
45.71 TW
45.3 TW@FG
(42.8 BW)
41.69 TF
PROPOSED POOL
WALL; DESIGN BY
OTHERS
45.8 FS
45.8 FS
45.2 FS
45.55 TW
45.3 TW @FG
(43.8 BW)
42.87 TF
44.8 TG
44.3 IE
45.0 HP
46.4 TG
43.8 IE
45.55 TW
45.5 TW@FG
43.5 BW
41.53 TF
44.21 TW
43.5 TW@FG
43.4 BW
41.53 TF
45.55 TW
45.3 TW@ FG
44.5 BW
43.54 TF
46.22 TW
45.7 TW@FS
43.0 BW
41.53 TF
45.55 TW
45.2 TW@FG
(44.3 BW)
43.54 TF
45.55 TW
45.3 TW@FG
44.5 BW
43.54 TF
PROPOSED PUBLIC ACCESS
EASEMENT PURSUANT TO
LCP POLICY 7-6
44.5 TG
43.7 IE
44.7 FG
44.9 TG
43.9 IE
44.5 TG
41.25 IE
47.05 TW
46.7 TW@FG
(42.6 BW)
41.69 TF
46.84 TW
46.8 TW@FS
43.5 BW@FG
40.14 TF
45.1 FG
45.5 TW
43.5 TW@FG
(42.7 BW)
40.14 TF
45.6 TG
44.5 IE
45.6 TG
44.3 IE
43.7 IE
43.8 IE
43.8 IE
43.6 IE
(43.6 RIM)
(37.2 IE)
41.25 IE
42.2 IE
ANY COMBINED WALL AND
FENCE HEIGHT NOT TO
EXCEED 6-FT WITHIN SYSB
ANY COMBINED WALL AND
FENCE HEIGHT NOT TO
EXCEED 6-FT WITHIN SYSB
ANY COMBINED WALL
AND FENCE HEIGHT
NOT TO EXCEED 3.5-FT
WITHIN FYSB
45.8 FS
45.5 TW
44.9 TW@FG
43.5 BW@FG
40.14 TF
45.5 TW
43.5 TW@FG
(42.6 BW)
40.14 TF
41.25 IE
42.2 IE
43.4 TG
42.7 IE
43.4 TG
42.6 IE
45.6 TG
44.7 IE
13.5%
4.0%
GR
A
D
E
B
R
E
A
K
Δ =
1
0
.
1
6
°
L =
1
0
9
.
9
2
'
R =
6
2
0
.
0
0
'
11.0%
1
1
43.70 FS
43.85 FS
2%
MIN.
COLUMN PER
STRUCTURAL
DESIGN (TYP.)
LA
45
4.0%
5%MIN.
3
33
3
3
3
3
3
3
TOP OF
SLOPE 46.6
TOE OF
SLOPE 45.3
14
14
15
2
2
2
2
25.0'
PROP
O
S
E
D
O
P
E
N
S
P
A
C
E
E
A
S
E
M
E
N
T
22
.
0
'
7.
7
'
8.
2
'
10
.
0
'
S
Y
S
B
10
.
0
'
S
Y
S
B
15
C
B
D
D
45.8 FS
45.8 FS 2%
MIN
.
2%MIN.
7
7
7
7
30.
0
'
8.8'
11.8'
10
9
45.8 FS
BUILDING OVERHANG
(TYP.)
45.1 FG
4
43.6 FS
4 STEPS
11
8
45.5 TW
43.5 TW @ FG
(42.2 BW @ FG)
40.14 TF
45.4 FS
45.4 FS
3 STEPS
46.22 TW
45.8 TW@FG
45.3 BW
44.21 TF
45.55 TW
45.3 TW@FG
42.5 BW
41.53 TF
2
45.55 TW
45.3 TW@FG
43.5 BW
42.87 TF
46.22 TW
45.7 TW@ FS
45.3 BW
44.21 TF
END CONSTRUCTION
OF SDRSD C-3
RETAINING WALL
15
2
47.51 TW
46.7 TW@FG
(42.6 BW)
40.14 TF
END CONSTRUCTION
OF SDRSD C-3
RETAINING WALL
45.55 TW
44.7 TW@FG
(42.6 BW)
41.53 TF
12
2
45.5 TW
43.5 TW @ FG
(41.5 BW)
40.14 TF
15
45.0 HP
44.8 TG
44.0 IE3
44.9 HP
45.4 TG
44.2 IE3
45.2 TG
44.2 IE3
45.3 TG
44.3 IE 3
45.2 TG
44.1 IE 3
45.6 TG
44.6 IE3
3 STEPS
7
2%MIN.
45.8 FS
45.55 TW
45.3 TW@FG
43.5 BW
42.4 TF
45.1 TG
42.4 IE3
42.3
IE
45.6 TG
43.0 IE3
BUILDING OVERHANG
(TYP.)
LA
16
5
5
16
5
545.5 TW
45.2 TW@FG
43.5 BW@FG
40.14 TF
STEP
45.4 FS
45.1 FG
6
43.9'
20.0'
17
17
17
17
43.85 TG
43.1 IE
43.70 TG
42.8 IE
45.55 TW
45.3 TW@FG
42.5 BW
41.53 TF
2%
18
43.6 FS
43.6 FS
45.55 TW
43.5 TW@FG
42.5 BW
41.73 TF
45.55 TW
45.3 TW@FG
44.5 BW
43.54 TF45.3 TW
44.3 BW
45.7 TW
40.0 BW
45.3 TW
44.3 BW
45.3 TW
44.3 BW
45.2 TG
44.4 IE 3
45.4 FS
PLANTER
45.3 FS
46.1 FS 45.6 FS
STEP
45.3 FG
45.9 TG
44.1 IE3
45.8 FS
FS = 46.1
6
5%MIN.
5
5
16
5
45.55 TW
43.3 TW@FG
43.0 BW
41.73 TF
19
42.3
IE
45.55 TW
45.3 TW@FG
42.5 BW
41.73 TF
45.1 TG
42.7 IE 3
16
45.2 TG
42.6 IE
45.1 TG
42.5 IE
GRAPHIC SCALE: 1" = 10'
0 10'20'30'
J:\ACTIVE JOBS\3628 MARTIN BUENA VISTA CIR-CARLSBAD\CIVIL\DRAWING\GRADING PLANS
PLAN VIEW - PRECISE GRADING PLAN
SCALE: 1" = 10' HORIZONTAL
SITE NOTES
1. ALL UTILITIES SHOWN HEREON PER BEST AVAILABLE RECORD INFORMATION; WITH
EXCEPTION OF SEWER UTILITIES. CONTRACTOR TO FIELD VERIFY SEWER UTILITIES.
2. ALL EXISTING ONSITE STRUCTURES TO BE DEMOLISHED UNLESS OTHERWISE NOTED.
3. ALL EXISTING ONSITE TREES TO BE REMOVED UNLESS OTHERWISE NOTED.
4. ALL ONSITE WATER, SEWER, AND STORM DRAIN FACILITIES TO BE PRIVATELY
MAINTAINED.
5. HARDSCAPE SHALL DRAIN AWAY FROM PROPOSED STRUCTURES AT MINIMUM OF 2.0%
FOR 10 FEET, AND LANDSCAPE FOR A MINIMUM OF 5.0% IN ACCORDANCE WITH THE 2016
CALIFORNIA BUILDING CODE SECTION 1804.4. ANY DEVIATION SHALL REQUIRE
RECOMMENDATION FROM PROJECT GEOTECHNICAL ENGINEER.
CONSTRUCTION NOTES
EXISTING SURVEY MONUMENT SHALL BE PROTECTED IN
PLACE. MONUMENT SHALL BE REPLACED BY A LICENSED
LAND SURVERYOR WHO SHALL FILE A CORNER RECORD WITH
THE COUNTY IF DISTURBED OR DESTROYED
CONSTRUCT MASONRY RETAINING WALL PER SDRSD C-03
INSTALL 6" AREA DRAIN BY NDS OR APPROVED EQUAL
CONSTRUCT 5" PCC DRIVEWAY; SUBGRADE AND
COMPACTION PER GEOTECHNICAL RECOMMENDATIONS
BASED ON TESTED R-VALUE
INSTALL 6" PVC STORM DRAIN
INSTALL 6" TRENCH DRAIN BY NDS OR APPROVED EQUAL
INSTALL RIP RAP ENERGY DISSIPATER PER SDRSD D-40;
ROCK CLASS = NO. 2 BACKING T=1.1 FT
CONSTRUCT 36" X 36" BROOKS BOX; SEE DETAIL SHEET 5 FOR
UNDERDRAIN AND ORIFICE PLATE CONNECTION TO BOX
INSTALL FLOW SPREADER W/ FLOW CONTROL; 41.25 IE
INSTALL FLOW SPEADER; 42.2 IE
LOW-FLOW DISCHARGE AND ORIFICE PLATE CONNECTION TO
BROOKS BOX; SEE DETAIL SHEET 5
CONSTRUCT MODIFIED PCC HEADWALL PER DETAIL SHEET 5
INSTALL 20-FT DIAMETER CANOPY TREE WELL PER DETAILS
SHEET 5; ARBUTUS UNEDO TREE SPECIES
INSTALL BMP SIGNAGE PER DETAIL SHEET 5; MINIMUM 18" X
12" SIGN
CONSTRUCT STRUCTURALLY ENGINEERED RETAINING WALL
PER DETAILS SHEET __
INSTALL 4" PVC STORM DRAIN
CONSTRUCT 4" PCC WALK PER GEOTECH
RECOMMENDATIONS
CONSTRUCT CANTILEVERED WOOD DECK PER SEPARATE
LANDSCAPE PLANS
ARCHITECTURAL SITE WALL PER SEPARATE LANDSCAPE
PLAN
PA
S
C
O
,
L
A
R
E
T
,
S
U
I
T
E
R
&
A
S
S
O
C
I
A
T
E
S
19
1
1
S
A
N
D
I
E
G
O
A
V
E
N
U
E
,
S
A
N
D
I
E
G
O
,
C
A
9
2
1
1
0
PH
:
(
8
5
8
)
2
5
9
-
8
2
1
2
F
A
X
:
(
8
5
8
)
2
5
9
-
4
8
1
2
REVIEWED BY:
DATEINSPECTOR
DATE
"AS BUILT"
ENGINEERING DEPARTMENT
RCE EXP.
MARTIN RESIDENCE
BUENA VISTA CIRCLE
BAK
CDP 2022-0008
8
GR 2023-0033
3628-02
544-4A
3
1
2
3
4
5
6
10
11
12
13
14
GRADING PLAN
15
7
8
9
16
17
18
19
4
5
6
2
7
8
3
1
43.0'
42.0'
43.0'
Qaf
Qop
Qaf
Qop
Qaf
Qop
MARTIN RESIDENCELOT 5 BUENA VISTA CIRCLE, CARLSBAD, CALIFORNIA
DATE: AUGUST 2019
BY: MAH PLATE NO.: 1
MAY 2025
AS-GRADED GEOTECHNICAL MAP
REPORT NO.: 2210558.08
43.0'
Qaf
Qop
RELATIVE COMPACTION TEST
ARTIFICIAL FILL OVER OLD
PARALIC DEPOSITS
APPROXIMATE LIMITS OF
REMOVALS/OVEREXCAVATION
CWE LEGEND
ELEVATIONS AT EXCAVATION
BOTTOM
#
19
10
22 21
20
14
12
23
16
18
24
9
15
17
11
13
RW
5
RW
7
RW
9
RW
8
RW
1
RW
14
RW
2
RW
13
RW
3
RW
6
RW
4
RW
12
RW
11
RW
10
26282527
RW
15
RW
16
29
33
32 31 30
0
0
0
0
0
0
0
0
0
'
/
I
\
,--' \
\
I
I
I
I
I
I
I
0
0
0
0
0
0
0
0
0
0
I
I
/
/
' )---~
)
I
L-----------
I
~--.. )
( --"--a,-~/-.
I
.,.---------" ,,-/ ---.../
//_ -I
I /_I -----..,_
I
~
/ I
I
-.. _
.• ·: _;: · .. -_.-.•• '' :· _·:: :-_ ' /"".
~'/ ..
--·-.· ...
.. ' . ... . . . . . .
. . "',;; •
,.-t---,-+---.,---
l
No. 86542
xp. 03/31/2
• -
II
D I
I I
I
I
-----..________
w
CHR.ISTIAN WHEELER.
FNCINFFR.INC
t-----+---+---------------,t------+---+-----+----1 ~ 11 CITY OF CARLSBAD I LJ
t-----t--+----------------t-----+--+----t----1 GRADING PLANS FOR:
APPROVED: JASON S. GELDERT
ENGINEERING MANAGER RCE 63912 EXPIRES 9 30 24 DAlE
DA 1E INITIAL
ENGINEER OF WORK REVISION DESCRIPTION
DA 1E INITIAL DAlE INITIAL
OlHER APPROVAL CITY APf'ftOVAL
DWN BY: __ _
CHKD BY: __ _
RVWD BY:
PROJECT NO. I DRAWING NO.
Appendix A
Test Results
CWE 2210558.08 May 4, 2026 Appendix A, Page A-1
TABLE I: SUMMARY OF OPTIMUM MOISTURE & MAXIMUM DENSITY TEST RESULTS (ASTM D1557)
Soil
Type Description Optimum Moisture
(%)
Maximum Dry
Density (pcf)
1 Light Brown, Silty Sand (Geotechnical Investigation)8.2 132.0
2 Grayish-brown, Silty Sand (Import - 5606 Pala Road, Fallbrook )8.2 125.7
3 Light Brown to grayish-brown, Silty Sand (Mix of Sample 1 & 2)7.3 129.7
TABLE II: SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS (ASTM D6938) - MASS GRADING
Test
No.Date Location Elev.
(feet)Soil Type
Field
Moisture
(%)
Field Dry
Density
(pcf)
Max.
Density
(pcf)
Rel.
Comp.
(%)
1 9/4/2024 Residence Pad Area-South Side 44.0 3 9.8 124.8 129.7 96.2
2 9/4/2024 ADU Pad Area 44.0 3 8.2 125.2 129.7 96.5
3 9/4/2024 Garage Pad Area 44.0 3 8.5 124.3 129.7 95.8
4 9/4/2024 Residence Pad Area-North Side 44.0 3 10.1 124.6 129.7 96.1
5 9/5/2024 Residence Pad Area-North Side 45.0 3 9.8 125.6 129.7 96.8
6 9/5/2024 ADU Pad Area 45.0 3 8.5 124.7 129.7 96.1
7 9/5/2024 Garage Pad Area 45.0 3 8.2 124.2 129.7 95.8
8 9/5/2024 Residence Pad Area-South Side 45.0 3 9.3 124.5 129.7 96.0
9 9/6/2024 ADU Pad Area 44.5 3 9.1 125.2 129.7 96.5
10 9/6/2024 Residence Pad Area-North Side 44.5 3 10.2 124.6 129.7 96.1
11 9/6/2024 Garage Pad Area 44.5 3 11.1 124.1 129.7 95.7
12 9/6/2024 Residence Pad Area-South Side 44.5 3 9.5 124.9 129.7 96.3
13 9/9/2024 Residence Pad Area-North Side 45.0 2 8.2 120.5 125.7 95.9
14 9/9/2024 Garage Pad Area 45.0 2 10.1 120.3 125.7 95.7
15 9/9/2024 Residence Pad Area-West End 45.0 2 9.8 121.4 125.7 96.6
16 9/9/2024 ADU Pad Area 45.0 2 8.7 120.8 125.7 96.1
17 9/10/2024 ADU Pad Area 45.0 2 8.7 120.6 125.7 95.9
18 9/10/2024 ADU Pad Area 45.0 2 10.2 121.4 125.7 96.6
19 9/10/2024 Residence Pad Area-North Side 45.0 2 11.3 121.7 125.7 96.8
20 9/10/2024 Garage Pad Area 45.0 2 9.5 122.1 125.7 97.1
21 9/11/2024 Garage Pad Area (F.G.)45.3 2 10.1 121.5 125.7 96.7
22 9/11/2024 Residence Pad Area (F.G.)45.3 2 9.8 122.3 125.7 97.3
23 9/11/2024 Residence Pad Area (F.G.)45.3 2 10.7 121.8 125.7 96.9
24 9/11/2024 ADU Pad Area (F.G.)45.3 2 9.5 123.1 125.7 97.9
25 10/30/2024 Flatwork Area, North of House Pad 44.0 1 8.4 119.7 132.0 90.7
26 10/30/2024 Flatwork Area, North of House Pad 44.0 1 8.6 119.5 132.0 90.5
27 11/1/2024 Flatwork Area, North of House Pad 44.5 1 8.3 120.2 132.0 91.1
28 11/1/2024 Flatwork Area, North of House Pad 44.5 1 8.8 119.6 132.0 90.6
29 12/23/2024 Pool Bottom, South End 43.2 3 12.4 117.4 129.7 90.5
30 12/23/2024 Pool Bottom, South End 43.2 3 10.5 122.7 129.7 94.6
31 12/23/2024 Pool Bottom, South End 43.2 3 8.7 123.3 129.7 95.1
32 12/23/2024 Pool Bottom, South End 43.2 3 6.8 116.7 129.7 90.0
33 12/23/2024 Pool Bottom, South End 43.2 3 9.2 119.7 129.7 92.3
TABLE III: SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS (ASTM D6938) - RETAINING WALL
Test
No.Date Location Elev.
(feet)Soil Type
Field
Moisture
(%)
Field Dry
Density
(pcf)
Max.
Density
(pcf)
Rel.
Comp.
(%)
RW1 10/22/2024 Rear Yard Biofiltration Eastern Wall 42.0 1 10.0 121.4 132.0 92.0
RW2 10/22/2024 Rear Yard Biofiltration Eastern Wall 42.0 1 12.6 114.4 132.0 86.7
RW3 10/22/2024 Rear Yard Biofiltration Eastern Wall 42.0 1 11.2 119.1 132.0 90.2
CWE 2210558.08 May 4, 2026 Appendix A, Page A-2
TABLE III: SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS (ASTM D6938) - RETAINING WALL
Test
No.Date Location Elev.
(feet)Soil Type
Field
Moisture
(%)
Field Dry
Density
(pcf)
Max.
Density
(pcf)
Rel.
Comp.
(%)
RW4 10/22/2024 Rear Yard Biofiltration Eastern Wall 42.0 1 13.1 114.8 132.0 87.0
RW5 10/23/2024 Retest RW2 42.0 1 9.1 118.9 132.0 90.1
RW6 10/23/2024 Retest RW4 42.0 1 8.4 123.2 132.0 93.3
RW7 10/23/2024 Rear Yard Biofiltration Eastern Wall 42.5 1 10.4 119.1 132.0 90.2
RW8 10/23/2024 Rear Yard Biofiltration Eastern Wall 44.0 1 10.9 120.1 132.0 91.0
RW9 10/24/2024 Rear Yard Biofiltration Eastern Wall 44.5 1 9.9 121.7 132.0 92.2
RW10 10/24/2024 Rear Yard Biofiltration Eastern Wall 43.0 1 10.7 119.4 132.0 90.5
RW11 10/25/2024 Rear Yard Biofiltration Eastern Wall 45.0 1 8.9 119.2 132.0 90.3
RW12 10/25/2024 Rear Yard Biofiltration Eastern Wall 45.0 1 8.3 119.7 132.0 90.7
RW13 10/25/2024 Rear Yard Biofiltration Eastern Wall 43.0 1 8.4 118.9 132.0 90.1
RW14 10/28/2024 Rear Yard Biofiltration Eastern Wall 44.5 1 8.3 119.9 132.0 90.8
RW15 10/29/2024 North PL Retaining Wall - West End 45.0 1 8.5 119.1 132.0 90.2
RW16 10/29/2024 Rear Yard Biofiltration Eastern Wall 45.0 1 8.7 119.4 132.0 90.5