HomeMy WebLinkAboutCT 2021-0005; CHINQUAPIN COASTAL HOMES; FINAL SOILS REPORT; 2025-07-11
11 July 2025
Rincon Real Estate Group Job No. 21-13506
5315 Avenida Encinas, Suite 200
Carlsbad, CA 92008
Attn: Mr. Kevin Dunn
Subject: Final Report of Grading Observations and Soil Testing
Chinquapin Coastal Homes
330 Chinquapin Avenue
Carlsbad, California
Dear Mr. Dunn:
Per the request of Mr. Clay Hatch with Rincon Homes and as required by the City of
Carlsbad, Geotechnical Exploration, Inc. hereby presents this final report of
grading observations and soil testing performed on subject property. Our firm
previously issued a Report of Rough Grading Observations and Soil Testing for the
subject project on October 17, 2023. For the location of the project, refer to the
Vicinity Map, Figure No. I. Our firm also prepared a Report of Preliminary
Geotechnical Investigation dated October 28, 2021 and the following additional
supplementary documentation:
1.) Permeable Pavers Unlined Cross Section letter dated May 04, 2022;
2.) Response to Third Party Review, 1st Review dated September 16, 2022;
3.) Revised Permeable Pavers Unlined Cross Section letter dated September 19,
2022;
4.) Grading Plan Review letter dated October 11, 2022;
5.) Foundation Plan Review letter dated October 11, 2022;
6.) Response to Land Development Engineering dated February 03, 2023;
Rincon, 330 Chinquapin Homes Job No. 21-13506
Carlsbad, California Page 2
7.) Response to Reviewers Comments for Curb and Gutter Daylight Requirements
dated February 06, 2023;
8.) Response to Third Party Review Comments: First Review City Permit No.:
PC2022-0056 dated February 06, 2023;
9.) Grading and Shoring Plan Review Letter dated March 30, 2023;
10.) Report of Rough Grading Observations and Soil Testing dated October 17,
2023.
PREVIOUS FIELD OBSERVATIONS
As previously stated, Geotechnical Exploration, Inc. had previously prepared a Report
of Rough Grading Observations and Soil Testing for the project. In summary, our
representative observed during rough grading the soil removals down to competent
soil material and soil recompaction of the building pad soils. The drilling for the
shoring soldier piles were also observed, and the removal of blocks and cistern
located in the middle of the most southern portion of the lot near Chinquapin Avenue.
For more detailed information on the work performed between August 09, and
October 04, 2023, refer to our report dated October 17, 2023.
FIELD OBSERVATIONS
1. The following observations and soil testing during final grading were performed
between October 11, 2023 and June 24, 2025. The earthwork was performed
in accordance with the recommendations presented in our report dated
October 28, 2021 and additional supplementary documentation.
Our representative observed the bearing soils for the new retaining wall
footings located on the east property line, followed by the north and south
retaining wall footing excavation bottom soils. The observed footing
Rincon, 330 Chinquapin Homes Job No. 21-13506
Carlsbad, California Page 3
excavations were observed to be founded in suitable recompacted fill or dense
formational soils. A footing memo was issued to the contractor/ contractor’s
representative on October 11, 2023.
2. Our representative was requested to observe the backfill placement for the
east property line and north retaining walls. When our representative arrived,
the contractor had completed the backfill placement of both retaining walls.
Our representative was informed by the contractor that the backfill consisted
of ¾-inch diameter sized crushed rock with an 8 to 10-inch soil cap. Our
representative was also informed by the contractor that waterproofing and a
French subdrain system was placed behind the retaining wall on November 7,
2023.
It should be noted that it is not within the scope of our services to provide
quality control oversight for surface or subsurface drainage construction or
retaining wall sealing and base of wall drain construction. It is the
responsibility of the contractor to verify proper wall sealing, geofabric
installation, protection board installation (if needed), drain depth below interior
floor or yard surfaces, pipe percent slope to the outlet, etc.
3. The sewer utility trench backfill placement and recompaction for the project
driveway was observed and tested on November 28, 2023, January 26 and 29,
2024. The sewer utility trench backfill located on Chinquapin Avenue was also
observed and tested periodically between December 28, 2023 and January 09,
2024. The sewer utility trenches were backfilled with the on-site soil material.
4. The backfill placement for a water service utility located in Chinquapin Avenue
was observed and tested on January 29, 2024 and again on March 7. 2024.
Rincon, 330 Chinquapin Homes Job No. 21-13506
Carlsbad, California Page 4
Backfill placement for the fire water line was also observed and tested on
February 29 and March 01, 2024.
5. The backfill placement for the sewer tie-ins going into the units were observed
and tested between April 3 and May 21, 2024. The sewer utility trench that
runs underneath the paver driveway on the north side of the lot and parallel
to units 1 through 9 was observed and tested by our representative on May
20, 2024.
6. The bearing soils for the interior and exterior footing excavations of units 1
through 9 were observed to be founded in dense/ suitable recompacted fill
soils on April 15, 2024. A field memo was issued to the contractor/ contractor’s
representative for the observed footing excavations bottom soils.
7. Backfill placement of the gas utility trench located near the north side property
line was observed and tested on July 01 and 03, 2024.
8. A utility trench located on Chinquapin Avenue was observed and tested on July
09, and 11, 2024. Temporary road base located in the driveway was also
observed and tested on July 26, 2024.
9. A rectangular utility patch located on Chinquapin Avenue near the driveway
entrance was observed and tested on August 28, 2024.
10. The backfill placement for the electrical utility trench located parallel to the
sidewalk the runs along Chinquapin Avenue and perpendicular to Chinquapin
Ave. center line and into the rectangular utility trench was observed and tested
on August 29, 2024.
11. The sewer utility located parallel Chinquapin Avenue and the street patchwork
perpendicular to Chinquapin Ave. center line and the subject lot was observed
and tested on September 18 and 19, 2024.
Rincon, 330 Chinquapin Homes Job No. 21-13506
Carlsbad, California Page 5
12. The subgrade for the ribbon gutter located on the north side of the paver
driveway was observed and tested on April 23, 2025. The curb subgrade that
runs on the south side of the driveway adjacent to the units was observed and
tested on May 07, 2025. The driveway soil subgrade was also tested on May
07, 2025. The curb and gutter soil subgrade located near Chinquapin Avenue
was observed was observed and tested between June 02 and June 06, 2025.
13. The water utility trench located on Chinquapin was observed and tested on
June 11, 2025. The Chinquapin asphalt street pavement was also observed
and tested on June 12, 2025, also the curb and gutter excavations on the east
side of the curb inlet for the driveway were also observed to be founded in
very dense recompacted fills. The soil subgrade near the driveway entrance
was observed and tested along with a portion of side walk near unit 1 on June
19, 2025.
14. The gravel layer placed in the area of the paver driveway was observed
between June 20 and June 24, 2025. The gravel layer probed very dense with
the hand probe.
SOIL TESTING
Representative soil samples were collected during grading to determine laboratory
maximum dry density of the soils per ASTM D1557-12e1. Field density tests were
performed at approximate locations shown on Figure Nos. IIa-c, Plot Plan and Site-
Specific Geologic Map, and are in accordance with ASTM D6938-17a. The complete
list of density tests results is shown as Table A on Figure Nos. IIIa-g, and laboratory
soil compaction test results are shown as Table B on Figure No. IIIh.
Rincon, 330 Chinquapin Homes Job No. 21-13506
Carlsbad, California Page 6
Equipment used for soil compaction consisted of a mini-excavator with sheep’s foot
compaction wheel and vibratory plate. Water was added, when needed, to increase
soil moisture. Field density tests yielded a relative compaction of at least 90 percent
or 95 percent, at certain locations, of the maximum laboratory dry density at the
tested locations. Areas with failed tests were brought to the awareness of the grading
contractor and recompacted until the recommended compaction was achieved. In
general, the on-site used during grading consisted of brown silty sand and the
imported soils consisted of brown well-graded gravel and dark grayish-brown
recycled crushed miscellaneous base. The on-site and imported soils used during the
grading were classified to have very low expansion potential (E.I.) with EI values less
than 20 per ASTM D4829. Asphalt concrete was imported to the site and the Hveem
number provided by the asphalt concrete supplier was used to determine the
compaction of the asphalt concrete.
Proper finish drainage for the site is to be implemented by the general contractor
prior to completing construction. Any future or pending earthwork should be
observed by our field representative prior to form, steel reinforcing placement, and
just prior to concrete placement. Any pending utility trenches, or retaining wall
backfill should also be performed under the observation and testing of our firm as
well as any finished subgrade testing for any pending exterior flatwork or driveway.
SITE SUITABILITY AND COMPLIANCE
The observed and tested areas of the project site are, in our professional opinion,
suitable for their intended use. The adequate formational soils are suitable to support
the recompacted fill for the new structures to be built and adjacent related exterior
improvements.
Rincon, 330 Chinquapin Homes Job No. 21-13506
Carlsbad, California Page 7
We certify that the geotechnical engineering aspects of the grading reported herein
are in compliance with the approved geotechnical report and approved grading plans.
LIMITATIONS
The findings and opinions presented herein have been made in accordance with
currently accepted principles and practice in the field of geotechnical engineering in
the City of Carlsbad. No warranty, either expressed or implied, is made.
All statements in this grading report are applicable only for the grading operation
observed and tested by our firm. The firm Geotechnical Exploration, Inc. shall
not be held responsible for fill soils placed without our observations and testing at
any other time, or subsequent changes to the site by others, which directly or
indirectly cause poor surface or subsurface drainage, water erosion, and/or alteration
of the strength of the compacted fill soils.
As previously stated, it is not within the scope of our services to provide quality
control oversight for surface or subsurface drainage construction or retaining wall
sealing and base of wall drain construction. It is the responsibility of the contractor
to verify proper wall sealing, geofabric installation, protection board installation (if
needed), drain depth below interior floor or yard surfaces, pipe percent slope to the
outlet, etc.
In the event that any changes in the nature, design, or location of the building or
improvements are planned, the conclusions and recommendations contained in this
report should not be considered valid unless the changes are reviewed and the
conclusions of this report modified or verified in writing.
Rincon, 330 Chinquapin Homes Job No. 21-13506
Carlsbad, California Page 8
This opportunity to be of service is sincerely appreciated. If you have any questions
regarding this letter, please contact our office. Reference to our Job No. 21-13506
will help expedite a response to your inquiry.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
_______________________________ ______________________________
Jaime A. Cerros, P.E. Richard A. Cerros, P.E.
R.C.E. 34422/G.E. 2007 R.C.E. 94223
Senior Geotechnical Engineer
VICINITY MAP
Chinquapin Coast Homes
330 Chinquapin Avenue
Carlsbad, CA.
Figure No. I
Job No. 21-13506
SITESITE
Thomas Bros Guide San Diego County pg 1106-F6
Bottom of Excavation
Elevation (feet)
47.0’
47.0’
47.0’
Approximate Limits
of Grading
Septic System
Location
7
6
5
2
4
1
316
13
14
15
12
8
10
11
6
19
18 17
24
20
21
25
23
22
28
26292746.0’
46.0’
46.0’
46.0’
45.0’
46.0’
N
FIre Service Trench
UtilityTrenchPatch
Electrical Trench
Curb and Gutter
Observed 6-12-25
Sewer Trench Location
7
3
41
Burrito Drain Location
Observed 1-7-23
Water Service Trench186
Approximate Location
of Field Density Test
798084818785
86
33
3235
313034908988
9183
4748
55 104
58
59
60616362
65
66
67
69
68
707271
73
74
75
76777882
92
93
94
95
96
97
98
99
100
114
64
122 113 121 112
101
102
103 105
106
107
108
109111110
130
119
129
118
128
131
116
115
117
120
177
166
172
176
178
183
182
179
180
167
184
181
161
175
171
170 174
165 169 173
5153
5256
54
127
168
Artificial Fill
Qop
Qaf
Old Paralic Deposits, Unit 6-7
GEOLOGIC LEGEND
159
Qaf
6-7
Qop6-7
Qaf
Qop6-7
Qaf
Qop6-7
Qaf
Qop6-7
21-13506-PLOT-PLAN-IIA-7-9-25.ai
REFERENCE: This Plot Plan was prepared from an existing
undated GRADING PLAN by PASCO LARET SUITER &
ASSOCIATES and from on-site field reconnaissance
performed by GEI.
NOTE: This Plot Plan is not to be used for legal
purposes. Locations and dimensions are approximate.
Actual property dimensions and locations of utilities
may be obtained from the Approved Building Plans
or the “As-Built” Grading Plans.
Chinquapin Coast Homes
330 Chinquapin Avenue
Carlsbad, CA.
Figure No. IIa
Job No. 21-13506
PLOT PLAN AND
SITE SPECIFIC
GEOLOGIC MAP
July 2025
GRAPHIC SCALE:
(FEET)
CH
I
N
Q
U
A
P
I
N
A
V
E
N
U
E
LEGEND
123-126
FIELD DENSITY TEST LOCATIONS
Location of Temporary Shoring
Ribbon Gutter
185 Approximate Location
of Field Density Test
156
154
149
157
153
150
158
159
151
160
152
185
163
186
162
164
161
155
Artificial Fill
Qop
Qaf
Old Paralic Deposits, Unit 6-7
GEOLOGIC LEGEND
Qaf
6-7
Qop6-7
Qaf
Qop6-7
Qaf
Qop6-7
Qaf
Qop6-7
21-13506-PLOT-PLAN-IIB-7-9-25.ai
REFERENCE: This Plot Plan was prepared from an existing
undated GRADING PLAN by SHORING DESIGN GROUP
and from on-site field reconnaissance performed by GEI.
NOTE: This Plot Plan is not to be used for legal
purposes. Locations and dimensions are approximate.
Actual property dimensions and locations of utilities
may be obtained from the Approved Building Plans
or the “As-Built” Grading Plans.
Chinquapin Coast Homes
330 Chinquapin Avenue
Carlsbad, CA.
Figure No. IIb
Job No. 21-13506
July 2025
GRAPHIC SCALE:
(FEET)
CH
I
N
Q
U
A
P
I
N
A
V
E
N
U
E
LEGEND
FIELD DENSITY TEST LOCATIONS
PLOT PLAN AND
SITE SPECIFIC
GEOLOGIC MAP
Street Patch Location
Sewer Trench Location
Water Trench Location
148
Approximate Location
of Field Density Test
45
57
143
148 142
147
144 141
145
133
139
140
146
134
50
44
46
43
49
42
41 40 39 38 37 36
135 132 137
136138
Artificial Fill
Qop
Qaf
Old Paralic Deposits, Unit 6-7
GEOLOGIC LEGEND
Qaf
6-7
Qop6-7
Qaf
Qop6-7
Qaf
Qop6-7
Qaf
Qop6-7
21-13506-PLOT-PLAN-IIC-7-9-25.ai
REFERENCE: This Plot Plan was prepared from an existing
IMPROVEMENT PLAN by PASCO LARET SUITER & ASSOCIATES
dated 6/12/2023 and from on-site field reconnaissance
performed by GEI.
NOTE: This Plot Plan is not to be used for legal
purposes. Locations and dimensions are approximate.
Actual property dimensions and locations of utilities
may be obtained from the Approved Building Plans
or the “As-Built” Grading Plans.
Chinquapin Coast Homes
330 Chinquapin Avenue
Carlsbad, CA.
Figure No. IIc
Job No. 21-13506
FIELD DENSITY TEST LOCATIONS
July 2025
GRAPHIC SCALE:
(FEET)
LEGEND PLOT PLAN AND
SITE SPECIFIC
GEOLOGIC MAP
TABLE A
Approximate Moisture Dry Degree of
Test Elevation Content Density Compaction Compaction
No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks
1 8/10/23 SEPTIC TANK BACKFILL 41.5 11.6 118.9 95 1
2 8/10/23 SEPTIC TANK BACKFILL 43.5 12.4 119.3 95 1
3 8/10/23 SEPTIC TANK BACKFILL 45.5 8.9 121.0 97 1
4 8/11/23 BUILDING PAD FILL UNIT #1 46 6.1 121.3 97 1
5 8/11/23 BUILDING PAD FILL UNIT #2 46 7.4 118.3 95 1
6 8/11/23 BUILDING PAD FILL UNIT #3 46 6.8 119.0 95 1
7 8/11/23 BUILDING PAD FILL UNIT #1 47 6.0 117.8 94 1
8 8/11/23 BUILDING PAD FILL UNIT #2 47 8.1 119.9 96 1
9 8/11/23 BUILDING PAD FILL UNIT #3 47.5 10.3 118.0 94 1
10 8/14/23 BUILDING PAD FILL UNIT #1 47.5 9.4 116.8 93 1
11 8/14/23 SEPTIC TANK BACKFILL 47 10.0 118.9 95 1
12 9/25/23 BUILDING PAD FILL UNIT #4 47 6.0 116.0 93 1
13 9/25/23 BUILDING PAD FILL UNIT #6 47 5.4 118.1 94 1
14 9/25/23 BUILDING PAD FILL UNIT #5 48 4.9 120.4 96 1
15 9/26/23 BUILDING PAD FILL UNIT #2 48 6.8 117.3 94 1
16 9/26/23 BUILDING PAD FILL UNIT #3 48 7.0 118.8 95 1
17 9/26/23 BUILDING PAD FILL UNIT #6 48 6.2 116.7 93 1
18 9/29/23 BUILDING PAD FILL UNIT #7 48 8.4 114.3 91 1
19 9/29/23 BUILDING PAD FILL UNIT #8 48 9.6 115.1 92 1
20 9/29/23 BUILDING PAD FILL UNIT #9 49 9.1 117.0 94 1
21 10/2/23 BUILDING PAD FILL UNIT #1 FSG 6.9 115.4 92 1
22 10/2/23 BUILDING PAD FILL UNIT #2 FSG 7.3 116.0 93 1
23 10/2/23 BUILDING PAD FILL UNIT #3 FSG 6.9 117.1 94 1
24 10/4/23 BUILDING PAD FILL UNIT #4 FSG 7.1 114.0 91 1
25 10/4/23 BUILDING PAD FILL UNIT #5 FSG 8.0 112.9 90 1
26 10/4/23 BUILDING PAD FILL UNIT #6 FSG 7.6 115.1 92 1
27 10/4/23 BUILDING PAD FILL UNIT #7 FSG 6.9 113.3 91 1
28 10/4/23 BUILDING PAD FILL UNIT #8 FSG 6.5 113.0 90 1 Job No. 21-13506
Figure No. IIIa
SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556 and/or ASTM D6938)
Notes: 1) Curve number refers to Table B
2) FSG denotes finish subgrade elevation
3) FBG denotes finish base grade elevation
4) FPG denotes finish pavement grade
TABLE A
Approximate Moisture Dry Degree of
Test Elevation Content Density Compaction Compaction
No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks
SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556 and/or ASTM D6938)
29 10/4/23 BUILDING PAD FILL UNIT #9 FSG 6.0 114.8 92 1
30 11/28/23 SEWER TRENCH BACKFILL FSG -3.5 6.4 109.0 87 1 FAIL SEE #31 RETEST
31 11/28/23 SEWER TRENCH BACKFILL FSG -3.5 7.3 112.1 90 1 RETEST OF #30
32 11/28/23 SEWER TRENCH BACKFILL FSG -3 5.1 110.6 88 1 FAIL SEE #33
33 11/28/23 SEWER TRENCH BACKFILL FSG -3 7.8 113.4 91 1 RETEST OF #32
34 11/28/23 SEWER TRENCH BACKFILL FSG -2 8.6 112.3 90 1
35 11/28/23 SEWER TRENCH BACKFILL FSG -3.5 7.0 112.8 90 1
36 12/28/23 SEWER TRENCH BACKFILL FSG -4 6.8 116.1 93 1
37 12/29/23 SEWER TRENCH BACKFILL FSG -2 7.6 114.4 92 1 CHINQUAPIN AVENUE
38 12/29/23 SEWER TRENCH BACKFILL FSG -.5 8.1 112.6 90 1 CHINQUAPIN AVENUE
39 1/2/24 SEWER TRENCH BACKFILL FSG -3 8.4 118.1 94 1 CHINQUAPIN AVENUE
40 1/2/24 SEWER TRENCH BACKFILL FSG -1.5 6.9 113.4 91 1 CHINQUAPIN AVENUE
41 1/2/24 SEWER TRENCH BACKFILL FSG -.5 7.3 118.3 95 1 CHINQUAPIN AVENUE
42 1/5/24 SEWER TRENCH BACKFILL FSG -2 6.9 116.3 93 1 CHINQUAPIN AVENUE
43 1/5/24 SEWER TRENCH BACKFILL FSG -.5 7.8 118.8 95 1 CHINQUAPIN AVENUE
44 1/8/24 SEWER TRENCH BACKFILL FSG -1.5 6.9 114.3 91 1 CHINQUAPIN AVENUE
45 1/8/24 SEWER TRENCH BACKFILL FSG -.5 6.6 115.5 92 1 CHINQUAPIN AVENUE
46 1/9/24 SEWER TRENCH BACKFILL FSG 5.5 121.0 97 1 CHINQUAPIN AVENUE
47 1/26/24 SEWER TRENCH BACKFILL FSG -2.5 10.1 112.0 90 1 CHINQUAPIN AVENUE
48 1/26/24 SEWER TRENCH BACKFILL FSG -1.0(8.4)8.4 113.1 90 1 DRIVEWAY(POTHOLE)
49 1/29/24 SEWER TRENCH BACKFILL FSG -.5 7.8 119.6 96 1 DRIVEWAY(POTHOLE)
50 1/29/24 WATER TRENCH BACKFILL FSG -1 8.1 120.4 96 1 CHINQUAPIN AVENUE
51 2/29/24 FIRE WATER TRENCH FSG -1.0 8.0 115.3 92 1 CHINQUAPIN AVENUE
52 2/29/24 FIRE WATER TRENCH FSG -1.0 6.3 119.4 96 1
53 3/1/24 FIRE WATER TRENCH FSG -1.0 8.8 113.1 90 1
54 3/1/24 FIRE WATER TRENCH FSG -1.0 9.7 120.4 96 1
55 3/1/24 FIRE WATER TRENCH FSG -1.0 9.7 116.8 93 1
56 3/1/24 FIRE WATER TRENCH FSG -1.0 9.7 117.8 94 1 Job No. 21-13506
Figure No. IIIb
Notes: 1) Curve number refers to Table B
2) FSG denotes finish subgrade elevation
3) FBG denotes finish base grade elevation
4) FPG denotes finish pavement grade
TABLE A
Approximate Moisture Dry Degree of
Test Elevation Content Density Compaction Compaction
No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks
SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556 and/or ASTM D6938)
57 3/7/24 WATER LINE TRENCH FG -1.5 10.1 119.9 96 1 ON CHINQUAPIN AVENUE
58 4/3/24 SEWER TIE IN BACKFILL FSG 9.8 117.8 94 1TRENCH BACKFILL
59 4/3/24 SEWER TIE IN BACKFILL FSG 7.4 124.0 99 1
60 4/3/24 SEWER TIE IN BACKFILL FSG 6.5 113.8 91 1
61 4/3/24 SEWER TIE IN BACKFILL FSG 8.2 117.9 94 1
62 4/3/24 SEWER TIE IN BACKFILL FSG 6.5 116.6 93 1
63 4/3/24 SEWER TIE IN BACKFILL FSG 7.4 119.4 96 1
64 4/4/24 INTERIOR SEWER TRENCHES FSG 18.0 109.1 87 1FAIL
65 4/4/24 INTERIOR SEWER TRENCHES FSG 12.3 107.6 86 1FAIL
66 4/8/24 INTERIOR SEWER TRENCHES FSG 5.9 116.2 93 1 RETEST of No. 64
67 4/8/24 INTERIOR SEWER TRENCHES FSG 6.4 118.3 95 1 RETEST of No. 65
68 4/8/24 SEWER TIE IN UNIT 8 FSG 6.5 119.4 96 1
69 4/8/24 INTERIOR SEWER UNIT 3 FSG 6.6 115.3 92 1
70 4/8/24 INTERIOR SEWER #4 FSG 7.5 119.4 96 1
71 4/8/24 INTERIOR SEWER #5 FSG 7.0 118.5 95 1
72 4/8/24 INTERIOR SEWER #6 FSG 7.8 116.4 93 1
73 4/8/24 INTERIOR SEWER #7 FSG 7.6 119.4 96 1
74 4/8/24 INTERIOR SEWER #8 FSG 6.2 117.2 94 1
75 4/8/24 INTERIOR SEWER #9 FSG 8.1 118.0 94 1
76 5/20/24 SEWER TRENCH BACKFILL FSG -1' 8.2 123.0 98 1
77 5/20/24 SEWER TRENCH BACKFILL FSG -1' 7.8 116.0 93 1
78 5/20/24 SEWER TRENCH BACKFILL FSG -1' 8.8 121.7 97 1
79 5/21/24 SEWER TRENCH BACKFILL FSG -1' 6.1 118.0 94 1
80 5/21/24 SEWER TRENCH BACKFILL FSG -1' 7.7 120.9 97 1
81 5/21/24 SEWER TRENCH BACKFILL FSG -1' 7.0 121.4 97 1
82 5/21/24 SEWER TRENCH BACKFILL FSG -1' 8.9 116.6 93 1
83 5/21/24 SEWER TRENCH BACKFILL FSG 6.1 123.2 99 1
84 5/21/24 SEWER TRENCH BACKFILL FSG 5.3 122.6 98 1 Job No. 21-13506
Figure No. IIIc
Notes: 1) Curve number refers to Table B
2) FSG denotes finish subgrade elevation
3) FBG denotes finish base grade elevation
4) FPG denotes finish pavement grade
TABLE A
Approximate Moisture Dry Degree of
Test Elevation Content Density Compaction Compaction
No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks
SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556 and/or ASTM D6938)
85 5/21/24 SEWER TRENCH BACKFILL FSG 5.1 122.3 98 1
86 5/21/24 SEWER TRENCH BACKFILL FSG 5.5 122.9 98 1
87 5/21/24 SEWER TRENCH BACKFILL FSG 5.3 123.1 98 1
88 5/21/24 SEWER TRENCH BACKFILL FSG 5.6 123.8 99 1
89 5/21/24 SEWER TRENCH BACKFILL FSG 6.2 114.3 91 1
90 5/21/24 SEWER TRENCH BACKFILL FSG 5.2 123.0 98 1
91 5/21/24 SEWER #9 FSG -1' 6.9 116.2 93 1
92 5/21/24 SEWER #9 FSG 5.8 115.8 93 1
93 5/21/24 SEWER #8 FSG -1' 5.6 114.2 91 1
94 5/21/24 SEWER #8 FSG 4.9 123.4 99 1
95 5/21/24 SEWER #7 FSG -1' 5.8 119.4 96 1
96 5/21/24 SEWER #7 FSG 5.3 121.4 97 1
97 5/21/24 SEWER #6 FSG -1 9.3 113.9 91 1
98 5/21/24 SEWER #6 FSG 5.7 123.4 99 1
99 5/21/24 SEWER #5 FSG -1 7.7 114.2 91 1
100 5/21/24 SEWER #5 FSG 5.2 122.9 98 1
101 5/21/24 SEWER #4 FSG -1 7.8 123.0 98 1
102 5/21/24 SEWER #4 FSG 5.1 123.1 98 1
103 5/21/24 SEWER #3 FSG -1 7.2 122.7 98 1
104 5/21/24 SEWER #3 FSG 6.4 114.5 92 1
105 5/21/24 SEWER #2 FSG -1 8.6 123.0 98 1
106 5/21/24 SEWER #2 FSG 5.8 122.4 98 1
107 5/21/24 SEWER #1 FSG -1 6.2 120.3 96 1
108 5/21/24 SEWER #1 FSG 5.7 119.4 96 1
109 5/21/24 SEWER FSG -1 7.3 118.4 95 1
110 7/1/24 GAS TRENCH BACKFILL FSG -1 7.0 123.2 99 1
111 7/1/24 GAS TRENCH BACKFILL FSG 6.8 122.4 98 1
112 7/3/24 GAS TRENCH BACKFILL FSG 5.9 120.4 96 1 Job No. 21-13506
Figure No. IIId
Notes: 1) Curve number refers to Table B
2) FSG denotes finish subgrade elevation
3) FBG denotes finish base grade elevation
4) FPG denotes finish pavement grade
TABLE A
Approximate Moisture Dry Degree of
Test Elevation Content Density Compaction Compaction
No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks
SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556 and/or ASTM D6938)
113 7/3/24 GAS TRENCH BACKFILL FSG 5.4 122.1 98 1
114 7/3/24 GAS TRENCH BACKFILL FSG 3.4 115.4 92 1
115 7/9/24 UTILITIES TRENCH BACKFILL ROAD FSG -0.5' 5.4 119.7 96 1
116 7/9/24 UTILITIES TRENCH BACKFILL ROAD FSG 7.0 119.3 95 1
117 7/9/24 UTILITIES TRENCH BACKFILL ROAD FSG 6.5 120.4 96 1
118 7/11/24 UTILITIES TRENCH BACKFILL ROAD FSG -1 8.1 120.5 96 1
119 7/11/24 UTILITIES TRENCH BACKFILL ROAD FSG 7.2 121.0 97 1
120 7/26/24 TEMP ROAD BASE FSG 5.9 117.2 96 3 BASE
121 7/26/24 TEMP ROAD BASE FSG 4.2 117.8 96 3 BASE
122 7/26/24 TEMP ROAD BASE FSG 5.7 119.3 98 3 BASE
123 8/28/24 TRENCH PATCH FG -1' 5.2 121.2 97 1
124 8/28/24 TRENCH PATCH FG -3' N/A 145.7 98 4 ASPHALT
125 8/28/24 TRENCH PATCH FG -1.25" N/A 140.8 95 4 ASPHALT
126 8/28/24 TRENCH PATCH FG N/A 140.9 95 4 ASPHALT
127 8/29/24 AC (ELE TRENCH PATCH) FG -3" N/A 141.2 95 4 CHINQUAPIN AVENUE
128 8/29/24 AC (ELE TRENCH PATCH) FG N/A 142.6 96 4 CHINQUAPIN AVENUE
129 8/29/24 AC (ELE TRENCH PATCH) FG N/A 141.0 95 4 CHINQUAPIN AVENUE
130 8/29/24 AC (ELE TRENCH PATCH) FG -3" N/A 141.7 96 4 CHINQUAPIN AVENUE
131 8/29/24 AC (ELE TRENCH PATCH) FG -3" N/A 140.8 95 4 CHINQUAPIN AVENUE
132 9/18/24 PATCH SEWER TRENCH FSG 5.4 119.3 95 1 CHINQUAPIN AVENUE
133 9/18/24 PATCH SEWER TRENCH FSG 5.0 120.1 96 1 CHINQUAPIN AVENUE
134 9/18/24 PATCH SEWER TRENCH FBG 13.1 116.4 95 3 CHINQUAPIN AVENUE
135 9/18/24 PATCH SEWER TRENCH FBG 10.8 117.9 96 3 CHINQUAPIN AVENUE
136 9/18/24 PATCH SEWER TRENCH FBG 11.9 115.9 95 3 CHINQUAPIN AVENUE
137 9/18/24 PATCH SEWER TRENCH FG -1.25 0.0 140.3 95 4 CHINQUAPIN AVENUE
138 9/18/24 PATCH SEWER TRENCH FG -1.25 0.0 141.0 95 4 CHINQUAPIN AVENUE
139 9/18/24 PATCH SEWER TRENCH FG -1.25 6.1 140.6 95 4 CHINQUAPIN AVENUE
140 9/19/24 STREET PATCH (TRENCH) FSG 5.4 120.4 96 1 Job No. 21-13506
Figure No. IIIe
Notes: 1) Curve number refers to Table B
2) FSG denotes finish subgrade elevation
3) FBG denotes finish base grade elevation
4) FPG denotes finish pavement grade
TABLE A
Approximate Moisture Dry Degree of
Test Elevation Content Density Compaction Compaction
No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks
SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556 and/or ASTM D6938)
141 9/19/24 STREET PATCH (TRENCH) FSG 6.5 119.0 95 1
142 9/19/24 STREET PATCH (TRENCH) FSG 5.4 119.8 96 1
143 9/19/24 STREET PATCH (TRENCH) FBG 6.5 116.1 95 3
144 9/19/24 STREET PATCH (TRENCH) FBG 10.8 117.4 96 3
145 9/19/24 STREET PATCH (TRENCH) FBG 11.4 117.9 96 3
146 9/19/24 STREET PATCH (TRENCH) FG -1.25 11.8 140.8 95 4
147 9/19/24 STREET PATCH (TRENCH) FG -1.25 0.0 141.1 95 4
148 9/19/24 STREET PATCH (TRENCH) FG -1.25 0.0 140.1 95 4
149 4/23/25 RIBBON GUTTER IN DRIVEWAY FSG 0.0 119.1 95 1
150 4/23/25 RIBBON GUTTER IN DRIVEWAY FSG 6.9 120.3 96 1
151 4/23/25 RIBBON GUTTER IN DRIVEWAY FSG 8.1 119.3 95 1
152 5/1/25 CURB SUGRADE FSG 6.4 120.1 96 1
153 5/1/25 CURB SUGRADE FSG 8.1 119.0 95 1
154 5/1/25 CURB SUGRADE FSG 7.0 119.2 95 1
155 5/7/25 DRIVEWAY SUBGRADE FSG 8.0 118.1 94 1
156 5/7/25 DRIVEWAY SUBGRADE FSG 7.0 118.7 95 1
157 5/7/25 DRIVEWAY SUBGRADE FSG 7.8 119.1 95 1
158 5/7/25 DRIVEWAY SUBGRADE FSG 6.0 118.4 95 1
159 5/7/25 DRIVEWAY SUBGRADE FSG 7.2 118.6 95 1
160 5/7/25 DRIVEWAY SUBGRADE FSG 6.0 120.1 96 1
161 6/2/25 CURB & GUTTER SUBGRADE FSG 6.1 121.8 97 1
162 6/2/25 CURB & GUTTER SUBGRADE FSG 8.4 120.2 96 1 DRIVE APPROACH
163 6/6/25 CURB & GUTTER SUBGRADE FSG 6.4 119.3 95 1
164 6/6/25 RIBBON GUTTER FBG 11.8 117.0 96 3
165 6/11/25 WATER UTILITY TRENCH FSG 7.2 120.0 96 1
166 6/11/25 BACKFILL (STREET) FSG 6.9 118.5 95 1
167 6/11/25 BACKFILL (STREET) FSG 8.2 119.6 96 1
168 6/11/25 BACKFILL (STREET) FSG 7.4 120.3 96 1 Job No. 21-13506
Figure No. IIIf
Notes: 1) Curve number refers to Table B
2) FSG denotes finish subgrade elevation
3) FBG denotes finish base grade elevation
4) FPG denotes finish pavement grade
TABLE A
Approximate Moisture Dry Degree of
Test Elevation Content Density Compaction Compaction
No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks
SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556 and/or ASTM D6938)
169 6/11/25 BACKFILL (STREET) FBG 13.0 115.1 94 3
170 6/11/25 BACKFILL (STREET) FBG 12.5 115.3 94 3
171 6/11/25 BACKFILL (STREET) FBG 13.0 117.0 96 3
172 6/11/25 BACKFILL (STREET) FBG 14.0 115.6 95 3
173 6/11/25 BACKFILL (STREET) FPG N/A 140.7 95 4
174 6/11/25 BACKFILL (STREET) FPG N/A 143.1 97 4
175 6/11/25 BACKFILL (STREET) FPG N/A 144.6 98 4
176 6/11/25 BACKFILL (STREET) FPG N/A 141.5 96 4
177 6/12/25 STREET ASPHALT PAVEMENT FPG N/A 143.0 97 4
178 6/12/25 STREET ASPHALT PAVEMENT FPG N/A 142.1 96 4
179 6/17/25 STREET ASPHALT PAVEMENT FPG N/A 142.7 96 4
180 6/17/25 STREET ASPHALT PAVEMENT FPG N/A 144.0 97 4
181 6/17/25 STREET ASPHALT PAVEMENT FPG N/A 141.9 96 4
182 6/17/25 STREET ASPHALT PAVEMENT FPG N/A 140.8 95 4
183 6/17/25 STREET ASPHALT PAVEMENT FPG N/A 142.0 96 4
184 6/17/25 STREET ASPHALT PAVEMENT FPG N/A 143.7 97 4
185 6/19/25 DRIVEWAY SG FSG 7.0 118.2 95 1
186 6/19/25 SIDEWALK SG FSG 6.4 115.5 92 1
Job No. 21-13506
Figure No. IIIg
Notes: 1) Curve number refers to Table B
2) FSG denotes finish subgrade elevation
3) FBG denotes finish base grade elevation
4) FPG denotes finish pavement grade
Job No. 21-13506
Figure No. IIIh
TABLE B
LABORATORY COMPACTION TEST RESULTS (ASTM D1557)
Compaction Maximum Optimum
Test Source of Dry Density Moisture Content E.I.
Curve No. Description of Material Material (pcf) %
C-1 Silty Sand (SM); Brown On-site 125.0 8.0 0
C-2 Well-Graded Gravel (GW); Brown Import 135.8 7.4
C-3 Recycled Base (CMB); Dark Grey Brown Import 122.3 11.0
C-4 ¾”-Diameter Asphalt Conc. (AC) Import 148.0 *
*Asphalt Concrete is measured in wet density and do not require moisture content.