HomeMy WebLinkAboutSDP 02-16; COASTLINE COMMUNITY CHURCH; FINAL SOILS REPORT; 2020-12-07FINAL REPORT OF TESTING AND
OBSERVATION SERVICES PERFORMED
DURING GRADING AND WALL
BACKFILL OPERATIONS
COASTLINE COMMUNITY
CHURCH EXPANSION
2215 CALLE BARCELONA
CARLSBAD, CALIFORNIA
PREPARED FOR
COASTLINE COMMUNITY CHURCH
℅ GRANT GENERAL CONTRACTORS
CARLSBAD, CALIFORNIA
DECEMBER 7, 2020
PROJECT NO. G1968-11-02
Project No. G1968-11-02
December 7, 2020
Coastline Community Church
℅ Grant General Contractors
5051 Avenida Encinas
Carlsbad, California 92008
Attention: Mr. Jim Grant
Subject: FINAL REPORT OF TESTING AND OBSERVATION SERVICES
PERFORMED DURING GRADING AND WALL BACKFILL OPERATIONS
COASTLINE COMMUNITY CHURCH EXPANSION
2215 CALLE BARCELONA
CARLSBAD, CALIFORNIA
Dear Mr. Grant:
In accordance with your request, we provided compaction testing and observation services during
grading and wall backfill operations at the Coastline Community Church expansion project. This
phase of the construction included constructing of a new ministry building, future turf area/
playground, an elevator tower, improving an existing drainage basin, installing a new basin, and
driveway extension. Our testing and observation services were performed from May 21 to November 30,
2020. The scope of our services summarized in this report include:
Observing remedial grading operations located in the turf and playground area including the
removal of unsuitable previously placed fill and the placement of a subdrain to intercept
seepage.
Observing grading operations during excavation of existing fill soils within the building pad to
achieve finish grade and the processing, moisture conditioning, and recompaction of the upper
1 foot of the building pad and Drive A extension.
Observing the construction of a Mechanically Stabilized Earth (MSE) wall.
Performing in-place dry density and moisture content tests on fill placed and compacted
during the grading and wall backfill operations.
Performing laboratory tests to aid in evaluating the maximum dry density/optimum moisture
content and shear strength of the compacted fill. Additionally, we performed laboratory tests
on samples of soil present within approximately 3 feet of finish grade within the building pad
to evaluate expansion characteristics and water-soluble sulfate content.
GEOCON
INCORPORATED
GEOTECHNICAL ■ ENVIRONMENTAL ■ MATE RI ALS O
6960 Flanders Drive ■ San Diego, California 92121-297 4 ■ Telephone 858.558.6900 ■ Fax 858.558.6159
Geocon Project No. G1968-11-02 - 2 - December 7, 2020
Preparing an As-Graded Geologic Map.
Preparing this final report of grading and wall backfill.
GENERAL
The project site is located at 2215 Calle Barcelona within a portion of the Coastline Community
Church facility in the City of Carlsbad, California (see Vicinity Map). Bighorn Grading & Engineering
Incorporated located in Temecula, California performed the grading and CMU retaining wall backfill
for the project. Geogrid Retaining Wall Systems Incorporated performed the construction and backfill
of the MSE wall.
Vicinity Map
To aid in preparing this report, we reviewed the following geotechnical report and grading plans
associated with the project:
1.Update Geotechnical Report, Coastline Community Church Expansion, 2215 Calle Barcelona,
Carlsbad, California, prepared by Geocon Incorporated, dated October 12, 2018 (Project
No. G1968-11-02).
2.Grading Plans For: Coastline Community Church – Phase 1, City Project No. SDP02-16,
Carlsbad, California, prepared by Fuscoe Engineering, city approval date May 1, 2020.
Geocon Project No. G1968-11-02 - 3 - December 7, 2020
References to elevations and locations presented herein were based on the surveyor’s or grade
checker’s stakes in the field, surveyed bottom elevations, and/or interpolation from the referenced
grading plans. Geocon Incorporated does not provide surveying services and, therefore, has no opinion
regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved
plans or proper surface drainage.
PREVIOUS GRADING AND DEVELOPMENT
Initial development of the property consisted of sheet-grading the site in 1997 during overall grading
operations of the surrounding development that included the church site. The initial church site
grading consisted of removing surficial soil and the placement of compacted fill to achieve sheet-grade
elevations. Bottom removal elevations varied from 73 feet to 92 feet MSL to expose very dense
Delmar Formation prior to placement of compacted fill. The church site fill was placed under the
observation and compaction testing services of Geocon Incorporated as part of the surrounding Arroyo
La Costa development.
Geocon then performed testing and observation services during the fine grading of the existing church
facility in 2006 to achieve new finish grade elevations. Additional fill up to roughly 18 feet thick was
placed at the site. An elevation of roughly 105 feet MSL was achieved in 2006 in the area of the new
building pad and 94 feet to 105 feet MSL within the turf and playground area. Rough finish grade was
previously established within Drive A extension in 2006.
GRADING AND MSE WALLS
This report pertains to the grading, MSE wall construction, and MSE and CMU wall backfill
operations of the church expansion project. Grading for the new ministry building pad included
removal of approximately 6 feet of previously placed fill to achieve a finish pad elevation of 99.30 feet
MSL. We then observed the processing, moisture conditioning, and recompaction of the upper foot of
soil within the building pad. Remedial grading was limited to the proposed turf and playground area as
shown on Figure 1. This included the removal of loose and saturated previously placed fill to depths
up to 11 feet to achieve a firm bottom prior to placing new compacted fill. A perforated subdrain was
installed at the base of the removal on the south side of the turf area as shown on Figure 1 to intercept
seepage. The subdrain consists of a 4-inch diameter schedule 40 PVC perforated pipe surrounded by
3/4-inch gravel and filter fabric. The subdrain was connected to an existing storm drain as shown on
Figure 1.
A 345-foot long MSE retaining wall was constructed on the south side of the new ministry building.
Prior to the construction and placement of fill, a representative of Geocon Incorporated observed the
footing excavation along the base of the wall. Our observations indicated that the exposed soil
conditions within the footing consisted of properly compacted fill and was considered suitable for
Geocon Project No. G1968-11-02 - 4 - December 7, 2020
support of the retaining wall. The exposed soil conditions were consistent with those described in the
previously referenced update geotechnical report.
A wall drain, consisting of a 4-inch-diameter perforated subdrain surrounded by gravel and filter
fabric, was installed in conformance with the referenced grading and wall plans. The drain extends
along the length of the wall backcut behind the bottom grid and outlets at various points along the wall
prior to connecting to a storm drain in front of the wall. Backfill soil was then placed and compacted
in layers to the design elevations shown on the referenced grading plans that included the wall plans.
The geogrid reinforcement consists of Tensar geogrids as specified in the referenced retaining wall
plans, cut to the minimum length shown on the plans, attached to the individual block units, and laid
on the compacted backfill soil.
CMU retaining walls were constructed on the north side of the building pad, the tower elevator on the
south side of the turf area, and the new basin on the southeast portion of the project as shown on
Figure 1. We performed wall backfill in-place density tests in general conformance with ASTM Test
Method D 6938 (nuclear) with the results summarized on Table I indicating a prefix designation of
“WB.”
During the grading and wall backfill operations, we performed in-place density tests to evaluate the
dry density and moisture content of the finish grade compacted fill. We performed in-place density
tests in general conformance with ASTM Test Method D 6938 (nuclear). Table I presents the results
of the in-place dry density and moisture content tests. In general, the in-place density test results
indicate the finish grade soils possess a dry density of at least 90 percent of the laboratory maximum
dry density near to slightly above optimum moisture content at the locations tested. The As-Graded
Geologic Map, Figure 1, presents the approximate locations of the in-place density tests.
We tested laboratory samples of material used for fill to evaluate moisture-density relationships,
optimum moisture content and maximum dry density (ASTM D 1557) and shear strength (ASTM D
3080). We tested samples of material within the upper approximately 3 feet of finish grade to evaluate
the expansion index (ASTM D 4829) and water-soluble sulfate content (California Test No. 417)
characteristics. The laboratory test results are shown on Tables II through V.
SLOPES
New fill slopes constructed above retaining walls with a maximum height of approximately 30 feet
were created during the current phase of grading. New and existing fill slopes should be planted,
drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just
support the vegetative cover. Surface drainage should not be allowed to flow over the top of the slope
or walls.
Geocon Project No. G1968-11-02 - 5 - December 7, 2020
SOIL AND GEOLOGIC CONDITIONS
The soil and geologic conditions encountered during grading are similar to those described in the
referenced update geotechnical report. We performed testing and observation services during the
processing of finish grade soil in accordance with recommendations provided in the update
geotechnical report. The As-Graded Geologic Map, Figure 1, depicts the general geologic conditions
observed during grading operations. The building pad, turf and playground area, and driveway
extension consists of new compacted fill (Qcf) with a maximum thickness of approximately 13 feet in
thickness, overlying previously compacted fill placed in 1997 and 2006 (Qpf), overlying the Del Mar
Formation (Td). In general, the fill consists of light to reddish brown, silty and clayey sand.
CONCLUSIONS AND RECOMMENDATIONS
1.0 General
1.1 Based on our observations and test results, we opine that the grading and wall backfill
operations to which this report pertains has been performed in conformance with the
recommendations of the previously referenced update geotechnical report prepared by
Geocon Incorporated, dated October 12, 2018, the geotechnical requirements of the
referenced grading plans, and the requirements of the City of Carlsbad.
1.2 We did not observe soil or geologic conditions during pad grading that would preclude the
continued development of the property as planned. Based on laboratory test results and field
observations, we opine the fill observed and tested as part of the grading for this project was
generally compacted to a dry density of at least 90 percent of the laboratory maximum dry
density near to slightly above optimum moisture content.
1.3 The conclusions and recommendations presented in the referenced report remain valid for
use in constructing the proposed project. We understand the project was designed using the
2016 California Building Code (CBC). We should be contacted if design recommendations
using the 2019 CBC are necessary.
1.4 Trench excavations within the fill should generally be possible with moderate to heavy
effort using conventional heavy-duty equipment.
2.0 Finish Pad Grade Soil Conditions
2.1 Observations and laboratory test results indicate that the prevailing soil conditions within
the upper approximately 3 feet of finish grade of the building pad is considered to be “very
low” (expansion index [EI] of 0 to 20) as defined by the 2016 California Building Code
Geocon Project No. G1968-11-02 - 6 - December 7, 2020
(CBC) Section 1803.5.3. Table 2.1 presents soil classifications based on the expansion
index. Results of the EI laboratory tests are presented in Table II.
TABLE 2.1
EXPANSIVE SOIL CLASSIFICATION BASED ON EXPANSION INDEX
Expansion Index (EI) ASTM D 4829
Expansive Soil Classification
2016 CBC
Expansion Classification
0 – 20 Very Low Non-Expansive
21 – 50 Low
Expansive 51 – 90 Medium
91 – 130 High
Greater Than 130 Very High
2.2 We performed laboratory tests on samples of the finish-grade materials to evaluate the
percentage of water-soluble sulfate content. Table III presents results of the laboratory
water-soluble sulfate content tests. The test results indicate the on-site materials at the
locations tested possess a “S0” sulfate exposure to concrete structures as defined by 2016
CBC Section 1904 and ACI 318-14 Chapter 19. The presence of water-soluble sulfates is
not a visually discernible characteristic; therefore, other soil samples from the site could
yield different concentrations. Additionally, over time landscaping activities (i.e., addition
of fertilizers and other soil nutrients) may affect the concentration.
2.3 Geocon Incorporated does not practice in the field of corrosion engineering. Therefore,
further evaluation by a corrosion engineer may be performed if improvements susceptible to
corrosion are planned.
3.0 Site Drainage and Moisture Protection
3.1 Adequate site drainage is critical to reduce the potential for differential soil movement,
erosion and subsurface seepage. Under no circumstances should water be allowed to pond
adjacent to footings. The site should be graded and maintained such that surface drainage is
directed away from structures in accordance with 2016 CBC 1804.3 or other applicable
standards. In addition, surface drainage should be directed away from the top of slopes into
swales or other controlled drainage devices. Roof and pavement drainage should be directed
into conduits that carry runoff away from the proposed structure.
3.2 Underground utilities should be leak free. Utility and irrigation lines should be checked
periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil
movement could occur if water is allowed to infiltrate the soil for prolonged periods of time.
Geocon Project No. G1968-11-02 - 7 - December 7, 2020
3.3 Landscaping planters adjacent to paved areas are not recommended due to the potential for
surface or irrigation water to infiltrate the pavement's subgrade and base course. Area drains
to collect excess irrigation water and transmit it to drainage structures or impervious above-
grade planter boxes can be used. In addition, where landscaping is planned adjacent to the
pavement, construction of a cutoff wall along the edge of the pavement that extends at least
6 inches below the bottom of the base material should be considered.
LIMITATIONS
The conclusions and recommendations contained herein apply only to our work with respect to
development and represent conditions on the date of our final observation. Any subsequent
improvement should be done in conjunction with our observation and testing services. As used herein,
the term “observation” implies only that we observed the progress of the work with which we agreed
to be involved. Our services did not include the evaluation or identification of the potential presence of
hazardous materials. Our conclusions and opinions as to whether the work essentially complies with
the job specifications are based on our observations, experience and test results. Subsurface
conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We
make no warranty, express or implied, except that our services were performed in accordance with
engineering principles generally accepted at this time and location.
We will accept no responsibility for any subsequent changes made to the site by others, by the
uncontrolled action of water, or by the failure of others to properly repair damages caused by the
uncontrolled action of water. The findings and recommendations of this report may be invalidated
wholly or partially by changes outside our control. Therefore, this report is subject to review and
should not be relied upon after a period of three years.
Should you have any questions regarding this report, or if we may be of further service, please contact
the undersigned at your convenience.
Very truly yours,
GEOCON INCORPORATED
John Hoobs
CEG 1524
Shawn Foy Weedon
GE 2714
JH:SFW:dmc
(e-mail) Addressee
)lUL
NEW
MI
NI
S
T
R
Y
BUILDI
N
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100.0
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F
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99.30
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E
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(FUTU
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CALL
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B
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14
15
16
17
18
19
20
21
22
SZ-23
24
25
26
27
28
29
30
31
32
33
34
FG-35
FG-36
FG-37
38
40FG-41
SZ-42
SZ-43
SZ-44
SZ-45
SZ-46 SZ-47
SZ-48
SZ-49
SZ-50
SZ-51
SZ-52
SZ-53
SZ-54
SZ-55
SZ-56
SZ-57
SZ-58
SZ-59
SZ-60
SZ-61
SZ-62
SZ-63
SZ-64
SZ-65
SZ-66
SZ-67
SZ-67A
SZ-68
SZ-69
SZ-70
SZ-70A
SZ-71
SZ-71A
SZ-72
SZ-73
SZ-74
SZ-75
SZ-76
SZ-77
SZ-78
SZ-78ASZ-79
SZ-79A
SZ-80
SZ-81
SZ-82
SZ-83
SZ-84
SZ-84A
SZ-85
SZ-86
SZ-87
SZ-88
SZ-89SZ-90
1
2
3
4
5
FG-6
FG-7
FG-8
FG-9
SZ-10
SZ-11
12
13
89
89
89
89
89
90
92
93
93.5
89
91
98
94 97
92
92
9993
93
94
94
95
97
95
EXISTING
HEEL DRAIN
LIMITS OF
GRADING
DRIVE "A"
DRAIN
OUTLET
Qpf
LIMITS OF
GRADING
Qpf
Qpf
Qcf/
Qcf/
Qcf/
4" HEEL
DRAIN
SOLID PIPE
DRAIN CONNECTED TO
STORM DRAIN PIPE
SZ-91
SZ-92
SZ-93
LIMITS OF
GRADING
94
94A
95
96
WB-1 WB-2
WB-3
WB-4
WB-5
WB-6
WB-7
WB-8
WB-9
WB-10
WB-11
WB-12
WB-13 WB-14
WB-15
WB-16
WB-17
WB-18
WB-19
WB-20
WB-21
WB-22
WB-23
WB-24
WB-25
WB-26
WB-27
WB-28
WB-29
WB-30
WB-31
WB-32
WB-33
WB-34
WB-35
WB-36
WB-37
WB-38
WB-39
WB-40
WB-41WB-42
WB-43
WB-44WB-45
WB-46
WB-47
WB-48
WB-49
WB-50
WB-51
WB-52
WB-53
WB-54
WB-55
WB-56
WB-57
WB-58WB-59
WB-60
WB-61
WB-62
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974
PHONE 858 558-6900 - FAX 858 558-6159 SHEET OF
PROJECT NO.
SCALE DATE
FIGURE
Plotted:12/07/2020 8:09AM | By:ALVIN LADRILLONO | File Location:Y:\PROJECTS\G1968-11-02 (Coastline Community Church)\SHEETS\G1968-11-02 Geo Map.dwg
GEOTECHNICAL ENVIRONMENTAL MATERIALS
1" =
AS - GRADED GEOLOGIC MAP
COASTLINE COMMUNITY CHURCH - NEW MINISTRY BUILDING
2215 CALLE BARCELONA
CARLSBAD, CALIFORNIA
30' 12 - 07 - 2020
G1968 - 11 - 02
1 1 1
96
89
........COMPACTED FILL
........PREVIOUS COMPACTED FILL
(Dotted Where Buried)
........APPROX. BOTTOM ELEVATION OF REMOVAL (In Feet)
........APPROX. LOCATION OF DENSITY TEST
FG...Finish Grade
SZ...Slope Zone
........APPROX. LOCATION OF MSE WALL DENSITY TEST
........AREA OF REMEDIAL GRADING
GEOCON LEGEND
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Qpf
WB-62
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■ ■
TABLE 1 SUMMARY OF FIELD DENSITY TEST RESULTS
Project Name:Project No.:
Pre. No. Re.
1 05/21/20 Drive A Extension 129 4 0 121.8 11.0 112.6 12.7 92 90
2 05/21/20 Drive A Extension 130 4 0 121.8 11.0 110.7 13.2 91 90
3 05/21/20 Drive A Extension 131 3 0 121.4 12.0 113.0 13.8 93 90
4 05/21/20 Drive A Extension 132 4 0 121.8 11.0 109.9 11.7 90 90
5 05/21/20 Drive A Extension 131 4 0 121.8 11.0 110.7 12.3 91 90
FG 6 05/21/20 Drive A Extension 130 4 0 121.8 11.0 112.7 13.9 93 90
FG 7 05/21/20 Drive A Extension 132 3 0 121.4 12.0 111.5 14.1 92 90
FG 8 05/22/20 Drive A Extension 132 4 0 121.8 11.0 114.3 14.7 94 90
FG 9 05/22/20 Drive A Extension 132 4 0 121.8 11.0 110.4 11.1 91 90
SZ 10 05/22/20 Drive A Extension 130 3 0 121.4 12.0 113.9 11.4 94 90
SZ 11 05/22/20 Drive A Extension 131 3 0 121.4 12.0 114.1 12.9 94 90
12 05/26/20 Drive A Extension 133 4 0 121.8 11.0 111.4 13.0 91 90
13 05/26/20 Drive A Extension 133 4 0 121.8 11.0 110.6 12.2 91 90
14 06/26/20 Drain Pipe (playground)90 3 0 121.4 12.0 111.4 13.0 92 90
15 06/29/20 Playground 92 3 0 121.4 12.0 110.2 12.8 91 90
16 06/30/20 Playground 93 3 0 121.4 12.0 110.5 13.1 91 90
17 06/30/20 Playground 94 3 0 121.4 12.0 111.1 13.0 92 90
18 07/01/20 Playground 93 3 0 121.4 12.0 110.7 13.6 91 90
19 07/01/20 Playground 94 3 0 121.4 12.0 110.0 13.3 91 90
20 07/02/20 Playground 91 2 0 116.0 14.7 108.8 14.7 94 90
21 07/06/20 Playground 96 4 0 121.8 11.0 109.9 11.8 90 90
22 07/06/20 Playground 95 3 0 121.4 12.0 111.2 12.9 92 90
SZ 23 07/07/20 Playground 98 4 0 121.8 11.0 110.0 11.1 90 90
24 07/07/20 Playground 96 4 0 121.8 11.0 112.1 11.3 92 90
25 07/09/20 Playground 99 4 0 121.8 11.0 111.7 11.8 92 90
26 07/09/20 Playground 97 5 0 125.8 10.5 114.9 10.7 91 90
27 07/09/20 Playground 96 5 0 125.8 10.5 113.1 11.8 90 90
28 07/09/20 Playground 100 2 0 116.0 14.7 109.0 15.8 94 90
29 07/14/20 Playground 99 4 0 121.8 11.0 115.0 11.0 94 90
Coastline Community Church G1968-11-02
Curve
No.
>¾"
Rock
(%)
Max.
Dry
Density
(pcf)
Opt.
Moist
Content
(%)
Field
Dry
Density
(pcf)
Field
Moisture
Content
(%)
Relative
Compaction
(%)
Test No. Date
(MM/D
D/YY)
Location
Elev.
or
Depth
(feet)
Required
Relative
Compaction
(%)
TABLE 1 SUMMARY OF FIELD DENSITY TEST RESULTS
Project Name:Project No.:
Pre. No. Re.
Coastline Community Church G1968-11-02
Curve
No.
>¾"
Rock
(%)
Max.
Dry
Density
(pcf)
Opt.
Moist
Content
(%)
Field
Dry
Density
(pcf)
Field
Moisture
Content
(%)
Relative
Compaction
(%)
Test No. Date
(MM/D
D/YY)
Location
Elev.
or
Depth
(feet)
Required
Relative
Compaction
(%)
30 07/14/20 Playground 98 4 0 121.8 11.0 111.6 11.3 92 90
31 07/14/20 Playground 101 4 0 121.8 11.0 110.2 12.6 90 90
32 07/14/20 E of Bldg Pad 98 4 0 121.8 11.0 111.7 11.1 92 90
33 07/16/20 E of Bldg Pad 97 2 0 116.0 14.7 104.6 18.3 90 90
34 07/16/20 SE Corner of Bldg Pad 98 2 0 116.0 14.7 105.0 18.1 91 90
FG 35 07/16/20 Bldg Pad 99 5 0 125.8 10.5 114.4 11.7 91 90
FG 36 07/16/20 Bldg Pad 99 5 0 125.8 10.5 113.7 12.8 90 90
FG 37 07/16/20 E of Bldg Pad 99 2 0 116.0 14.7 104.8 18.4 90 90
38 08/06/20 Upper level observation deck 111 2 0 116.0 14.7 104.5 14.0 90 90
39 R 08/07/20 Lower level elevator building 100 1 0 126.8 10.1 111.4 17.1 88 90
40 08/07/20 Lower level elevator building 100 2 0 116.0 14.7 106.5 14.6 92 90
FG 41 08/07/20 Lower level elevator building 102 4 0 121.8 11.0 114.0 12.3 94 90
SZ 42 08/10/20 Slope S. of MSE wall 110 2 0 116.0 14.7 104.4 16.5 90 90
SZ 43 08/10/20 Slope S. of MSE wall 105 2 0 116.0 14.7 106.2 15.8 92 90
SZ 44 08/10/20 Slope S. of MSE wall 108 2 0 116.0 14.7 108.2 14.8 93 90
SZ 45 08/10/20 Slope S. of MSE wall 110 2 0 116.0 14.7 105.5 15.8 91 90
SZ 46 08/12/20 Slope S. of MSE wall 107 2 0 116.0 14.7 104.7 16.3 90 90
SZ 47 08/12/20 Slope S. of MSE wall 106 2 0 116.0 14.7 107.3 16.8 93 90
SZ 48 08/12/20 Slope S. of MSE wall 111 2 0 116.0 14.7 105.6 15.7 91 90
SZ 49 08/12/20 Slope S. of MSE wall 112 2 0 116.0 14.7 106.2 16.6 92 90
SZ 50 08/12/20 Slope S. of MSE wall 107 2 0 116.0 14.7 105.2 15.3 91 90
SZ 51 08/12/20 Slope S. of MSE wall 110 2 0 116.0 14.7 105.5 16.4 91 90
SZ 52 08/13/20 Slope S. of MSE wall 112 2 0 116.0 14.7 107.5 14.5 93 90
SZ 53 08/13/20 Slope S. of MSE wall 111 2 0 116.0 14.7 104.5 15.0 90 90
SZ 54 08/13/20 Slope S. of MSE wall 112 2 0 116.0 14.7 106.6 16.0 92 90
SZ 55 08/14/20 Slope S. of MSE wall 110 2 0 116.0 14.7 107.0 14.8 92 90
SZ 56 08/14/20 Slope S. of MSE wall 113 4 0 121.8 11.0 110.0 11.4 90 90
TABLE 1 SUMMARY OF FIELD DENSITY TEST RESULTS
Project Name:Project No.:
Pre. No. Re.
Coastline Community Church G1968-11-02
Curve
No.
>¾"
Rock
(%)
Max.
Dry
Density
(pcf)
Opt.
Moist
Content
(%)
Field
Dry
Density
(pcf)
Field
Moisture
Content
(%)
Relative
Compaction
(%)
Test No. Date
(MM/D
D/YY)
Location
Elev.
or
Depth
(feet)
Required
Relative
Compaction
(%)
SZ 57 08/14/20 Slope S. of MSE wall 114 2 0 116.0 14.7 106.4 15.2 92 90
SZ 58 08/17/20 Slope S. of MSE wall 115 2 0 116.0 14.7 104.7 15.6 90 90
SZ 59 08/17/20 Slope S. of MSE wall 114 4 0 121.8 11.0 111.3 11.3 91 90
SZ 60 08/17/20 Slope S. of MSE wall 117 2 0 116.0 14.7 104.1 16.8 90 90
SZ 61 08/18/20 Slope S. of MSE wall 120 2 0 116.0 14.7 104.3 13.7 90 90
SZ 62 08/18/20 Slope S. of MSE wall 114 2 0 116.0 14.7 106.2 14.6 92 90
SZ 63 08/18/20 Slope S. of MSE wall 117 4 0 121.8 11.0 112.1 13.4 92 90
SZ 64 08/19/20 Slope S. of MSE wall 117 2 0 116.0 14.7 106.0 16.4 91 90
SZ 65 08/19/20 Slope S. of MSE wall 120 2 0 116.0 14.7 107.2 15.6 92 90
SF 66 08/20/20 Slope S. of MSE wall 111 4 0 121.8 11.0 114.4 11.3 94 90
SF 67 08/20/20 Slope S. of MSE wall 117 2 0 116.0 14.7 97.3 12.4 84 90
SZ 67 A 08/31/20 Slope S. of MSE wall 117 2 0 116.0 14.7 105.2 15.1 91 90
SF 68 08/20/20 Slope S. of MSE wall 114 2 0 116.0 14.7 107.9 13.6 93 90
SZ 69 08/20/20 Slope S. of MSE wall 123 4 0 121.8 11.0 112.1 11.5 92 90
SZ 70 08/20/20 Slope S. of MSE wall 121 2 0 116.0 14.7 104.8 9.4 90 90
SZ 70 A 08/21/20 Slope S. of MSE wall 121 2 0 116.0 14.7 105.5 14.8 91 90
SZ 71 08/21/20 Slope S. of MSE wall 122 4 0 121.8 11.0 105.7 11.5 87 90
SZ 71 A 08/21/20 Slope S. of MSE wall 122 4 0 121.8 11.0 110.3 11.2 91 90
SZ 72 08/21/20 Slope S. of MSE wall 123 2 0 116.0 14.7 106.9 15.0 92 90
SF 73 08/24/20 Slope S. of MSE wall 119 4 0 121.8 11.0 111.2 11.1 91 90
SF 74 08/24/20 Slope S. of MSE wall 123 2 0 116.0 14.7 106.4 14.7 92 90
SZ 75 08/24/20 Slope S. of MSE wall 121 4 0 121.8 11.0 110.8 12.1 91 90
SF 76 08/25/20 Slope S. of MSE wall 114 4 0 121.8 11.0 109.9 11.5 90 90
SF 77 08/25/20 Slope S. of MSE wall 122 2 0 116.0 14.7 106.5 14.9 92 90
SZ 78 08/25/20 Slope S. of MSE wall 125 2 0 116.0 14.7 97.3 11.3 84 90
SZ 78 A 08/25/20 Slope S. of MSE wall 125 2 0 116.0 14.7 104.2 15.1 90 90
SZ 79 08/26/20 Slope S. of MSE wall 124 2 0 116.0 14.7 103.6 11.3 89 90
TABLE 1 SUMMARY OF FIELD DENSITY TEST RESULTS
Project Name:Project No.:
Pre. No. Re.
Coastline Community Church G1968-11-02
Curve
No.
>¾"
Rock
(%)
Max.
Dry
Density
(pcf)
Opt.
Moist
Content
(%)
Field
Dry
Density
(pcf)
Field
Moisture
Content
(%)
Relative
Compaction
(%)
Test No. Date
(MM/D
D/YY)
Location
Elev.
or
Depth
(feet)
Required
Relative
Compaction
(%)
SZ 79 A 08/26/20 Slope S. of MSE wall 124 2 0 116.0 14.7 105.8 15.2 91 90
SZ 80 08/26/20 Slope S. of MSE wall 122 4 0 121.8 11.0 109.4 12.5 90 90
SF 81 08/26/20 Slope S. of MSE wall 112 4 0 121.8 11.0 117.9 11.7 97 90
SF 82 08/26/20 Slope S. of MSE wall 119 4 0 121.8 11.0 114.0 11.7 94 90
SF 83 08/26/20 Slope S. of MSE wall 128 4 0 121.8 11.0 102.5 9.8 84 90
SZ 83 A 08/31/20 Slope S. of MSE wall 128 4 0 121.8 11.0 110.3 12.3 91 90
SF 84 08/26/20 Slope S. of MSE wall 124 4 0 121.8 11.0 102.1 5.6 84 90
SZ 84 A 08/31/20 Slope S. of MSE wall 124 4 0 121.8 11.0 109.2 11.3 90 90
SZ 85 08/27/20 Slope S. of MSE wall 120 4 0 121.8 11.0 109.7 12.5 90 90
SZ 86 08/27/20 Slope S. of MSE wall 116 4 0 121.8 11.0 109.2 13.3 90 90
SZ 87 08/27/20 Slope S. of MSE wall 118 4 0 121.8 11.0 112.4 15.2 92 90
SZ 88 08/27/20 Slope S. of MSE wall 121 4 0 121.8 11.0 109.2 12.7 90 90
SZ 89 08/27/20 Slope S. of MSE wall 116 2 0 116.0 14.7 108.2 15.1 93 90
SZ 90 08/27/20 Slope S. of MSE wall 120 2 0 116.0 14.7 107.8 17.5 93 90
SZ 91 09/23/20 Slope N. edge of site 94 4 0 121.8 11.0 110.5 12.5 91 90
SZ 92 09/23/20 Slope N. edge of site 96 4 0 121.8 11.0 112.7 14.1 93 90
SZ 93 10/12/20 Slope N. edge of site 97 4 0 121.8 11.0 110.9 12.5 91 90
SZ 94 10/13/20 Slope N. edge of site 96 2 0 116.0 14.7 100.0 11.8 86 90
SZ 94 A 10/13/20 Slope N. edge of site 96 2 0 116.0 14.7 104.9 15.0 90 90
SZ 95 10/14/20 Slope N. edge of site 95 2 0 116.0 14.7 105.1 16.3 91 90
SZ 96 10/14/20 Slope N. edge of site 95 2 0 116.0 14.7 105.3 15.5 91 90
TABLE 1 SUMMARY OF FIELD DENSITY TEST RESULTS
Project Name:Project No.:
Pre. No. Re.
WB 1 07/29/20 MSE Wall 4+20 100 2 0 116.0 14.7 105.3 15.2 91 90
WB 2 07/29/20 MSE Wall 3+30 100 2 0 116.0 14.7 102.2 17.3 88 90
WB 2 A 07/29/20 MSE Wall 3+30 100 2 0 116.0 14.7 104.7 16.1 90 90
WB 3 07/29/20 MSE Wall 2+30 100 2 0 116.0 14.7 105.8 15.6 91 90
WB 4 07/29/20 MSE Wall 1+50 100 2 0 116.0 14.7 106.8 16.0 92 90
WB 5 07/30/20 MSE Wall 4+65 102 2 0 116.0 14.7 104.8 16.1 90 90
WB 6 07/31/20 MSE Wall 2+75 102 2 0 116.0 14.7 106.6 15.3 92 90
WB 7 07/31/20 MSE Wall 2+00 102 2 0 116.0 14.7 107.3 15.2 93 90
WB 8 07/31/20 MSE Wall 1+25 102 2 0 116.0 14.7 104.9 15.9 90 90
WB 9 08/03/20 MSE Wall 3+75 103 2 0 116.0 14.7 104.5 14.9 90 90
WB 10 08/03/20 MSE Wall 3+00 103 3 0 121.4 12.0 109.1 12.7 90 90
WB 11 08/03/20 MSE Wall 2+50 103 2 0 116.0 14.7 106.5 15.3 92 90
WB 12 08/03/20 MSE Wall 1+75 103 2 0 116.0 14.7 105.9 16.2 91 90
WB 13 08/04/20 MSE Wall 4+10 106 2 0 116.0 14.7 108.3 15.3 93 90
WB 14 08/04/20 MSE Wall 3+50 106 2 0 116.0 14.7 107.3 14.5 93 90
WB 15 08/04/20 MSE Wall 2+40 106 2 0 116.0 14.7 106.5 15.5 92 90
WB 16 08/05/20 MSE Wall 3+90 107 2 0 116.0 14.7 105.0 14.4 91 90
WB 17 08/05/20 MSE Wall 3+40 107 2 0 116.0 14.7 105.7 15.7 91 90
WB 18 08/06/20 MSE Wall 1+30 107 2 0 116.0 14.7 104.0 15.7 90 90
WB 19 08/06/20 MSE Wall 2+40 104 2 0 116.0 14.7 105.9 14.5 91 90
WB 20 08/07/20 MSE Wall 4+00 109 2 0 116.0 14.7 107.3 15.9 93 90
WB 21 08/07/20 MSE Wall 3+10 105 2 0 116.0 14.7 104.3 16.2 90 90
WB 22 08/07/20 MSE Wall 2+45 109 2 0 116.0 14.7 105.4 15.0 91 90
WB 23 09/23/20 North Retaining Wall 94 2 0 116.0 14.7 106.8 14.8 92 90
WB 24 09/23/20 North Retaining Wall 94 2 0 116.0 14.7 105.3 15.0 91 90
WB 25 09/23/20 North Retaining Wall 95 2 0 116.0 14.7 104.1 16.2 90 90
WB 26 09/23/20 North Retaining Wall 95 2 0 116.0 14.7 105.6 14.9 91 90
WB 27 09/24/20 North Retaining Wall 96 2 0 116.0 14.7 106.4 14.5 92 90
WB 28 09/24/20 North Retaining Wall 96 2 0 116.0 14.7 106.9 15.1 92 90
Coastline Community Church G1968-11-02
Curve
No.
>¾"
Rock
(%)
Max.
Dry
Density
(pcf)
Opt.
Moist
Content
(%)
Field
Dry
Density
(pcf)
Field
Moisture
Content
(%)
Relative
Compaction
(%)
Test No. Date
(MM/D
D/YY)
Location
Elev.
or
Depth
(feet)
Required
Relative
Compaction
(%)
TABLE 1 SUMMARY OF FIELD DENSITY TEST RESULTS
Project Name:Project No.:
Pre. No. Re.
Coastline Community Church G1968-11-02
Curve
No.
>¾"
Rock
(%)
Max.
Dry
Density
(pcf)
Opt.
Moist
Content
(%)
Field
Dry
Density
(pcf)
Field
Moisture
Content
(%)
Relative
Compaction
(%)
Test No. Date
(MM/D
D/YY)
Location
Elev.
or
Depth
(feet)
Required
Relative
Compaction
(%)
WB 29 09/24/20 North Retaining Wall 97 2 0 116.0 14.7 110.4 11.3 95 90
WB 30 09/24/20 North Retaining Wall 97 2 0 116.0 14.7 106.7 15.9 92 90
WB 31 09/25/20 North Retaining Wall 98 2 0 116.0 14.7 104.8 15.3 90 90
WB 32 09/25/20 North Retaining Wall 99 2 0 116.0 14.7 105.8 14.2 91 90
WB 33 09/25/20 North Retaining Wall 99 2 0 116.0 14.7 105.3 14.3 91 90
WB 34 09/25/20 North Retaining Wall 99 2 0 116.0 14.7 106.2 13.9 92 90
WB 35 11/04/20 Basin 112 2 0 116.0 14.7 107.0 15.1 92 90
WB 36 11/04/20 Basin (in-place)114 2 0 116.0 14.7 107.7 14.8 93 90
WB 37 11/04/20 Basin (in-place)112 2 0 116.0 14.7 106.0 14.9 91 90
WB 38 11/04/20 Basin 112 2 0 116.0 14.7 107.3 14.6 93 90
WB 39 11/05/20 Basin 112 2 0 116.0 14.7 105.8 15.1 91 90
WB 40 11/05/20 Basin 114 4 0 121.8 11.0 115.1 11.7 94 90
WB 41 11/05/20 Basin 115 4 0 121.8 11.0 110.9 11.1 91 90
WB 42 11/06/20 Upper basin 116 2 0 116.0 14.7 106.3 14.6 92 90
WB 43 11/06/20 Upper basin 111 4 0 121.8 11.0 114.6 10.5 94 90
WB 44 11/06/20 Upper basin 113 4 0 121.8 11.0 111.4 12.2 91 90
WB 45 11/06/20 Upper basin 114 4 0 121.8 11.0 110.2 12.6 90 90
WB 46 11/06/20 Upper basin 116 4 0 121.8 11.0 112.6 11.3 92 90
WB 47 11/06/20 SZ Upper basin 117 4 0 121.8 11.0 113.1 11.9 93 90
WB 48 11/16/20 MSE Wall W. of Elevator Tower 112 4 0 121.8 11.0 110.2 11.3 90 90
WB 49 11/16/20 MSE Wall W. of Elevator Tower 114 4 0 121.8 11.0 112.8 14.0 93 90
WB 50 11/17/20 MSE Wall W. of Elevator Tower 116 4 0 121.8 11.0 118.9 13.6 98 90
WB 51 11/17/20 MSE Wall W. of Elevator Tower 118 4 0 121.8 11.0 118.3 11.1 97 90
WB 52 11/17/20 MSE Wall W. of Elevator Tower 119 4 0 121.8 11.0 118.2 11.4 97 90
WB 53 11/23/20 MSE Wall W. of Elevator Tower 110 4 0 121.8 11.0 110.3 11.2 91 90
WB 54 11/23/20 MSE Wall W. of Elevator Tower 111 4 0 121.8 11.0 111.0 12.0 91 90
WB 55 11/23/20 MSE Wall W. of Elevator Tower 112 4 0 121.8 11.0 112.3 11.8 92 90
TABLE 1 SUMMARY OF FIELD DENSITY TEST RESULTS
Project Name:Project No.:
Pre. No. Re.
Coastline Community Church G1968-11-02
Curve
No.
>¾"
Rock
(%)
Max.
Dry
Density
(pcf)
Opt.
Moist
Content
(%)
Field
Dry
Density
(pcf)
Field
Moisture
Content
(%)
Relative
Compaction
(%)
Test No. Date
(MM/D
D/YY)
Location
Elev.
or
Depth
(feet)
Required
Relative
Compaction
(%)
WB 56 11/23/20 MSE Wall W. of Elevator Tower 113 4 0 121.8 11.0 112.8 12.3 93 90
WB 57 11/24/20 MSE Wall W. of Elevator Tower 114 4 0 121.8 11.0 110.9 11.2 91 90
WB 58 11/24/20 MSE Wall W. of Elevator Tower 115 4 0 121.8 11.0 111.5 11.0 92 90
WB 59 11/24/20 MSE Wall W. of Elevator Tower 116 4 0 121.8 11.0 110.5 11.6 91 90
WB 60 11/25/20 MSE Wall W. of Elevator Tower 117 4 0 121.8 11.0 111.2 10.1 91 90
WB 61 11/25/20 MSE Wall S. of Elevator Tower 114 4 0 121.8 11.0 110.4 11.2 91 90
WB 62 11/25/20 MSE Wall S. of Elevator Tower 117 4 0 121.8 11.0 111.7 11.8 92 90
WB 63 11/30/20 Basin (in-place)116 2 0 116.0 14.7 106.1 12.8 91 90
WB 64 11/30/20 Basin (in-place)116 2 0 116.0 14.7 106.4 13.4 92 90
WB 65 11/30/20 MSE Wall E. of Elevator 114 4 0 121.8 11.0 111.6 11.3 92 90
WB 66 11/30/20 MSE Wall E. of Elevator 117 4 0 121.8 11.0 110.5 11.9 91 90
TABLE 1 EXPLANATION OF CODED TERMS
AC Asphalt Concrete IT Irrigation Trench SG Subgrade
AD Area Drain JT Joint Trench SL Sewer Lateral
B Base M Moisture Test SM Sewer Main
CG Curb/Gutter MG Minor Grading SR Slope Repair
DW Driveway MSE Mechanically Stabilized Earth Wall ST Slope Test
ET Electrical Trench PT Plumbing Trench SW Sidewalk
ETB Exploratory Trench RG Regrade SZ Slope Zone
FB Footing Backfill RWL Reclaimed Water Lateral UT Utility Trench
FG Finish Grade RWM Reclaimed Water Main WB Wall Backfill
FS Fire Service SBT Subdrain Trench WL Water Lateral
GT Gas Trench SD Storm Drain WM Water Main
A, B, C, …
R
Corresponds to the curve numbers presented in the summary of the laboratory maximum dry density and optimum moisture
content test results. The field representative selected the curve no. based on the laboratory test results and field observations.
>¾" ROCK - ROCK CORRECTION
The laboratory maximum dry density and optimum moisture content can be adjusted for in-place soil that possesses rock larger
than ¾ inch. The curve no. is adjusted for the percentage of ¾ inch rock in accordance with ASTM D 4718 or Woodward
Clyde guidelines.
TEST NO. PREFIX
TEST NO. RE.
Retest of previous density test failure following additional moisture conditioning or recompaction
Fill in area of density test was removed during construction operations
ELEVATION OR DEPTH
Corresponds to the elevation or the depth, in feet, of the in-place density/moisture content test. The value has been rounded to
the nearest whole foot.
CURVE NO.
Geocon Project No. G1968-11-02 December 7, 2020
TABLE II
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557
Curve No. Description Maximum Dry
Density (pcf)
Optimum
Moisture Content
(% dry weight)
1 Dark brown, Clayey, fine to medium SAND 126.8 10.1
2 Yellowish brown, Silty, fine to medium SAND 116.0 14.7
3 Light olive brown, Sandy SILT 121.4 12.0
4 Light yellowish brown, Silty, fine to medium SAND 121.8 11.0
5 Reddish brown, Silty, fine to medium SAND 125.8 10.5
TABLE III
SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS
ASTM D 3080
Sample No.
Dry
Density
(pcf)
Moisture Content (%)Unit Peak
[Ultimate1]
Cohesion (psf)
Angle of Peak
[Ultimate1] Shear
Resistance (degrees) Initial Final
2 112.9 10.8 16.4 400 [400] 30 [29]
1 Ultimate at end of test at 0.2-inch deflection.
TABLE IV
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
ASTM D 4829
Sample No.
Moisture Content (%) Dry Density
(pcf)
Expansion
Index
2016 CBC
Expansion
Classification
ASTM Soil
Expansion
Classification Before Test After Test
EI-1 8.8 15.1 114.8 12 Non-
Expansive Very Low
TABLE V
SUMMARY OF WATER-SOLUBLE SULFATE LABORATORY TEST RESULTS
CALIFORNIA TEST NO. 417
Sample No. Water Soluble Sulfate (%) ACI 318 Sulfate Exposure
EI-1 0.019 S0