HomeMy WebLinkAboutAMEND 2023-0001; SMAC; STORM WATER MANAGEMENT INVESTIGATION; 2025-02-10STORM WATER MANAGEMENT
INVESTIGATION
5801 AND 5807 VAN ALLEN WAY
PARKING EXPANSIONCARLSBAD, CALIFORNIA
FEBRUARY 10, 2025
PROJECT NO. G2123-52-04
PREPARED FOR:BEST BUILDERS, INC.
GEOCON
• HARBOR
ASSOC I ATES
Project No. G2123-52-04
February 10, 2025
5801-5807 Van Allen Owner, LLC
c/o Rich McEvoy | Principal
Harbor Associates
12501 Seal Beach Boulevard, Suite 225
Seal Beach, CA 90740
Subject: STORM WATER MANAGEMENT INVESTIGATION
5801 AND 5807 VAN ALLEN WAY PARKING EXPANSION CARLSBAD, CALIFORNIA
Reference: Limited Geotechnical Investigation, 5801 and 5807 Van Allen Way Parking Expansion, 5801 and 5807 Van Allen Way, Carlsbad, California, prepared by Geocon Incorporated, dated February 29, 2024 (Project No. G2123-52-04).
Dear Mr. McEvoy:
In accordance with your request, we herein submit the results of our storm water management
investigation for the proposed improvements to the subject site in Carlsbad, California (see Vicinity Map).
Vicinity Map
GEOCON
INCORPORATED
GEOTECHNICAL ■ ENVIRONMENTAL ■ MATERIALS ~
6960 Flanders Drive ■ San Diego, California 92121-297 4 ■ Telephone 858.558.6900 ■ Fax 858.558.6159
5801 and 5807 Van Allen Way Parking Expansion
Storm Water Management Investigation
Project No. G2123-52-04 - 2 - February 10, 2024
SITE AND PROJECT DESCRIPTION
The subject property is currently developed with two, two-story commercial buildings with
accommodating auxiliary structures, concrete flatwork, concrete/asphalt pavements, utilities and
landscape. The site is located on the southwest corner of Faraday Avenue and Van Allen Way in
Carlsbad, California. Existing grades surrounding the existing structures are relatively flat with
elevations of approximately 235 to 245 feet above Mean Sea Level (MSL). The Existing Site Plan shows
the current site conditions.
Existing Site Plan
The locations, site descriptions, and proposed development are based on our site reconnaissance,
review of published geologic literature, field investigations, and discussions with project personnel. If
development plans differ from those described herein, Geocon Incorporated should be contacted for
review of the plans and possible revisions to this report.
STORM WATER MANAGEMENT INVESTIGATION
We understand storm water management devices including permeable pavers are being proposed
in accordance with the 2016 City of Carlsbad BMP Design Manual (Third Update Effective January
2, 2024). If not properly constructed, there is a potential for distress to improvements and
properties located hydrologically down gradient or adjacent to these devices. Factors such as the
~GEOCON
5801 Van Allen Way
5801 and 5807 Van Allen Way Parking Expansion
Storm Water Management Investigation
Project No. G2123-52-04 - 3 - February 10, 2024
amount of water to be detained, its residence time, and soil permeability have an important effect
on seepage transmission and the potential adverse impacts that may occur if the storm water
management features are not properly designed and constructed. We have not performed a
hydrogeological study at the site. If infiltration of storm water runoff occurs, downstream
properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of
foundations and slabs, or other undesirable impacts because of water infiltration.
Hydrologic Soil Group
The United States Department of Agriculture (USDA), Natural Resources Conservation Services,
possesses general information regarding the existing soil conditions for areas within the United
States. The USDA website also provides the Hydrologic Soil Group. The following table presents
the descriptions of the hydrologic soil groups. If a soil is assigned to a dual hydrologic group (A/D,
B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. In addition,
the USDA website also provides an estimated saturated hydraulic conductivity for the existing soil.
HYDROLOGIC SOIL GROUP DEFINITIONS
Soil Group Soil Group Definition
A
Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist
mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a
high rate of water transmission.
B
Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of
moderately deep or deep, moderately well drained or well drained soils that have moderately
fine texture to moderately coarse texture. These soils have a moderate rate of water
transmission.
C
Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a
layer that impedes the downward movement of water or soils of moderately fine texture or
fine texture. These soils have a slow rate of water transmission.
D
Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist
chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that
have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
The following table presents the information from the USDA website for the subject property. The
Hydrologic Soil Group Map presents output from the USDA website showing the limits of the soil units.
The property is underlain by previously placed fill and should be classified as Soil Group D with a kSAT
of 0.00 to 0.06 inches/hour.
~GEOCON
5801 and 5807 Van Allen Way Parking Expansion
Storm Water Management Investigation
Project No. G2123-52-04 - 4 - February 10, 2024
USDA WEB SOIL SURVEY – HYDROLOGIC SOIL GROUP*
Map Unit Name Map Unit
Symbol
Approximate
Percentage
of Property
Hydrologic
Soil Group
kSAT of Most
Limiting Layer
(Inches/Hour)
Altamont Clay, 5 to 9 Percent
Slopes AtC 86% D 0.06 to 0.20
Huerhuero Loam, 2 to 9 Percent
Slopes HrC 13% D 0.00 to 0.06
Las Flores Loamy Fine Sand, 15 to
30 Percent Slopes, Eroded LeE2 1% D 0.00 to 0.06
*The areas of the property that possess fill materials should be considered to possess a Hydrologic Soil Group D.
Hydrologic Soil Group Map
~GEOCON
5801 and 5807 Van Allen Way Parking Expansion
Storm Water Management Investigation
Project No. G2123-52-04 - 5 - February 10, 2024
GEOLOGIC HAZARDS AND CONSIDERATIONS
Groundwater Elevations
We did not encounter static groundwater during our field investigations to the maximum depth explored
of approximately 11 feet. We expect static groundwater exists at depths greater than 50 feet below
existing grades.
New or Existing Utilities
Existing utilities are located in the roadways adjacent to the site and within the current site limits. Full
or partial infiltration should not be allowed in the areas of the existing or proposed utilities to help
prevent potential damage/distress to improvements. Mitigation measures to prevent water from
infiltrating the utilities consist of setbacks, installing cutoff walls around the utilities and installing
subdrains and/or installing liners. The horizontal and vertical setbacks for infiltration devices should
be a minimum of 10 feet and a 1:1 plane of 1 foot below the closest edge of the deepest adjacent
utility, respectively, if they were allowed.
Existing Fill Materials
We encountered previously placed fill in all of our borings. In Boring B-1, the fill extended to a depth of
approximately 10 feet; in Borings B-2, B-3, and B-4, the fill extended to the maximum depth explored of
approximately 8.5, 6, and 2 feet, respectively. Thicker fills may be present in unexplored areas of the site.
Existing fill materials should be considered Hydrologic Soil Group D soils and assumed to possess
relatively slow infiltration rates (0.01 inches/hour). In addition, fill soils have the potential for lateral
water migration. We understand permeable pavement is proposed for the project. Partial (incidental)
infiltration within the soils underlying the proposed permeable pavers may be considered feasible
provided the design includes the use of side liners and subdrains. We should be contacted to evaluate
potential infiltration characteristics if other storm water BMPs are proposed.
Existing and Planned Structures
Existing buildings and parking lots are situated throughout the site and roadway structures exist adjacent
to the site. Water should not be allowed to infiltrate in areas where it could affect the neighboring
properties and existing structures, improvements and roadways. Mitigation for existing structures
consists of not allowing water infiltration within a lateral distance of at least 10 feet from the new or
existing foundations and property lines.
~GEOCON
5801 and 5807 Van Allen Way Parking Expansion
Storm Water Management Investigation
Project No. G2123-52-04 - 6 - February 10, 2024
Slope Hazards
A descending slope having a maximum height of approximately 30 feet exists to the southwest of the
site. Water should not be allowed to infiltrate within a horizontal distance of 1.5 times the height of the
slope.
CONCLUSIONS AND RECOMMENDATIONS
Storm Water Evaluation Narrative and Conclusion
Due to the presence of existing fill soils greater than 5 feet thick, we did not perform in-place
infiltration testing at the site. Existing fill materials should be as considered Hydrologic Soil Group D soils
and assumed to possess relatively slow infiltration rates on the order of 0.00 to 0.06 inches/hour, as
mapped by USDA. Partial or incidental infiltration within the soils underlying the proposed permeable
pavers may be considered feasible provided the design includes the use of side liners and subdrains. The
civil engineer should evaluate potential infiltration at the site using kSAT rates on the order of 0.00 to 0.06
inches/hour. We should be contacted to evaluate potential infiltration characteristics if other storm
water BMPs are proposed.
Storm Water Infiltration Recommendations
Side liners and subdrains should be incorporated into the design and construction of the planned storm
water devices. The side liners should be impermeable (e.g. High-density polyethylene, HDPE, with a
thickness of about 30 mil or equivalent Polyvinyl Chloride, PVC) to help prevent lateral water migration.
The bottom of the storm water devices would remain unlined and allow for incidental infiltration. The
subdrains should be perforated within the liner area, be at least 3 inches in diameter and consist of
Schedule 40 PVC pipe. The subdrains outside of the liner should consist of solid pipe. The penetration
of the liners at the subdrains should be properly waterproofed. The subdrains should be connected to
a proper outlet. The devices should also be installed in accordance with the manufacturer’s
recommendations.
Storm Water Standard Worksheets
The locations of the potential storm water management devices have not yet been determined.
Assuming that the recommendations provided herein are incorporated into the design, we have
evaluated the potential basins/BMPs with respect to the infiltration restrictions contained in Table D.1-
1 in Appendix D of the City of Carlsbad BMP Design Manual. The following table provides the information.
~GEOCON
5801 and 5807 Van Allen Way Parking Expansion
Storm Water Management Investigation
Project No. G2123-52-04 - 7 - February 10, 2024
Restriction Element Is Element Applicable? (Yes/No)
Mandatory Considerations
BMP is within 100’ of Contaminated Soils No
BMP is within 100’ of Industrial Activities Lacking Source Control No
BMP is within 100’ of Well/Groundwater Basin No
BMP is within 50’ of Septic Tanks/Leach Fields No
BMP is within 10’ of Structures/Tanks/Walls No
BMP is within 10’ of Sewer Utilities No
BMP is within 10’ of Groundwater Table No
BMP is within Hydric Soils No
BMP is within Highly Liquefiable Soils and has Connectivity to Structures No
BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%)No
County Staff has Assigned “Restricted” Infiltration Category No
Optional Considerations
BMP is within Predominantly Type D Soil Yes
BMP is within 10’ of Property Line No
BMP is within Fill Depths of ≥5’ (Existing or Proposed)Yes
BMP is within 10’ of Underground Utilities No
BMP is within 250’ of Ephemeral Stream No
Other (Provide detailed geotechnical support)No
Result
Based on examination of the best available information, I have not identified any restrictions above. ☐ Unrestricted
Based on examination of the best available information, I have identified one or more restrictions above. ☒ Restricted
Form D.2-4 of the BMP Design Manual provides guidance to the project civil engineer to estimate the
factor of safety based on several factors. The following table describes the suitability assessment input
parameters related to the geotechnical engineering aspects for the factor of safety determination.
GUIDANCE FOR DETERMINING INDIVIDUAL FACTOR VALUES (TABLE D.2-4)
Consideration High
Concern – 3 Points
Medium
Concern – 2 Points
Low
Concern – 1 Point
Infiltration Testing
Method Any At least 2 tests of any kind
within 50’ of BMP
At least 4 tests within
BMP footprint, OR
Large/Small Scale Pilot
Infiltration Testing over at
least 5% of BMP footprint
Soil Texture Class Unknown, Silty, or Clayey Loamy Granular/Slightly Loamy
Soil Variability Unknown or High Moderately Homogenous Significantly Homogenous
Depth to
Groundwater/
Obstruction
<5’below BMP 5-15’ below BMP >15’ below BMP
Based on our geotechnical investigations and the previous table, the following table (Table D.2-3 from
the BMP Design Manual) presents the estimated factor values for the evaluation of the factor of safety.
~GEOCON
5801 and 5807 Van Allen Way Parking Expansion
Storm Water Management Investigation
Project No. G2123-52-04 - 8 - February 10, 2024
This table only presents the suitability assessment safety factor (Part A) of the worksheet. The project
civil engineer should evaluate the safety factor for design and use the combined safety factor for the
design infiltration rate.
FACTOR OF SAFETY WORKSHEET DESIGN VALUES (TABLE D.2-3, PART A)
Consideration Assigned
Weight (w)
Factor
Value (v)
Product
(p = w x v)
Suitability Assessment (A)
Infiltration Testing
Method 0.25 3 0.75
Soil Texture Class 0.25 2 0.50
Soil Variability 0.25 2 0.50
Depth to Groundwater/
Obstruction 0.25 1 0.25
Suitability Safety Factor, SA = Σp 2.00
The project civil engineer should complete Part B of Worksheet D.2-3 using the data on this table. Additional
information is required to evaluate the design factor of safety.
If you have any questions regarding this correspondence, or if we may be of further service, please
contact the undersigned at your convenience.
Very truly yours,
GEOCON INCORPORATED
Bradley R. Kuna
RCE 89846
Matt Love
GE 3238
BRK:ML:kv
Attachments: Infiltration Setback Map, Figure 1
Boring Logs B-1 through B-4
(e-mail) Addressee
~GEOCON
B-1
B-2
B-3
B-4
APPROXIMATE
PROJECT LIMITS
233
227
217
239
234
220
Qpf1/
Qpf 2/
5801
FF=244.3'
5801
5807
(8.5'+)
(10')
GEOLOGIC MAP
THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH,
SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS
NOT INTENDED FOR CLIENT'S USE OR RELIANCE AND SHALL NOT BE REPRODUCED BY CLIENT. CLIENT
SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS GEOCON FROM ANY LIABILITY INCURRED AS A RESULT
OF SUCH USE OR RELIANCE BY CLIENT.
1
HARBOR ASSOCIATES
SAN DIEGO, CALIFORNIA
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974
PHONE 858 558-6900 - FAX 858 558-6159PROJECT NO. G2123 - 52 - 04
DATE 02 - 29 - 2024FIGURE
GEOTECHNICAL ENVIRONMENTAL MATERIALS
Plotted:02/29/2024 10:45AM | By:JONATHAN WILKINS | File Location:Y:\PROJECTS\G2123-52-04 Harbor Associates\SHEETS\G2123-52-04-GeologicMAP.dwg
B-4
GEOCON LEGEND
........PREVIOUSLY PLACED FILL
(Placed in 2020 Under Observation and Testing of Geocon)
........APPROX. LOCATION OF GEOTECHNICAL BORING
........APPROX. LOCATION OF GEOLOGIC CONTACT
........APPROX. ELEVATION OF SANTIAGO FORMATION BASED
ON PREVIOUS STUDY AND SITE GRADING
(In Feet)
239
Qpf1
........PREVIOUSLY PLACED FILL
(Placed in 1990's, Observation and Testing by Others)
Qpf 2
........SANTIAGO FORMATION
(Dotted Where Buried)
Tsa
(10')........APPROX. DEPTH TO SANTIAGO FORMATION
(In Feet)
INFILTRATION SETBACK LEGEND
.......SITE AREA WITH GREATER THAN 5 FEET OF EXISTING FILL AND UNDERLAIN BY TYPE D SOILS.
PARTIAL/ INCIDENTAL INFILTRATION
FEASIBLE WITH THE USE OF SIDE
LINERS AND SUBDRAINS
INFILTRATION SETBACK MAP
,
t, ,,
r
,..
t, o· 100' 200'
r I - - -- - -r ,. I. SCALE 1"= 100' {On 11x17)
t, ,, , ,.
f
,..
,. ,
GEOCON
INCORPORATED
■ ■
PREVIOUSLY PLACED FILL (Qpf)
Very stiff to hard, moist, light grayish brown, Sandy CLAY
Very stiff to hard, moist, dark gray CLAY
SANTIAGO FORMATION (Tsa)
Very stiff to hard, moist, gray, FAT CLAY; well-consolidated mudstone
BORING TERMINATED AT 11 FEET
Groundwater not encountered
Backfilled on 02-12-2024
101.9
107.6
99.7
102.5
23.0
20.3
24.6
23.9
B1-1
B1-2
B1-3
B1-4
B1-5
32
31
32
39
CL
CL
CH
... DISTURBED OR BAG SAMPLE
GEOCON
DEPTH
IN
FEET
Figure A-1,
Log of Boring B 1, Page 1 of 1
DR
Y
D
E
N
S
I
T
Y
(P
.
C
.
F
.
)
... DRIVE SAMPLE (UNDISTURBED)
LIMITED ACCESS RIG WITH 6" SFAs PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
(B
L
O
W
S
/
F
T
.
)
BORING B 1
... CHUNK SAMPLE
DATE COMPLETED
... SAMPLING UNSUCCESSFUL
SOIL
CLASS
(USCS)
GR
O
U
N
D
W
A
T
E
R
A. HESPELER CO
N
T
E
N
T
(
%
)
SAMPLE
NO.02-12-2024
SAMPLE SYMBOLS
MO
I
S
T
U
R
E
BY:EQUIPMENT
ELEV. (MSL.)240'
G2123-52-04.GPJ
MATERIAL DESCRIPTION
LI
T
H
O
L
O
G
Y
... STANDARD PENETRATION TEST
... WATER TABLE OR ... SEEPAGE
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
NOTE:
PROJECT NO.
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
G2123-52-04
I]
~
PREVIOUSLY PLACED FILL (Qpf)
Very stiff to hard, moist, light grayish brown, Sandy CLAY
Very stiff to hard, moist, dark gray CLAY
BORING TERMINATED AT 8.5 FEET
Groundwater not encountered
Backfilled on 02-12-2024
115.4
104.1
101.8
15.7
21.6
23.0
B2-1
B2-2
B2-3
B2-4
24
31
33
CL
CL
... DISTURBED OR BAG SAMPLE
GEOCON
DEPTH
IN
FEET
Figure A-2,
Log of Boring B 2, Page 1 of 1
DR
Y
D
E
N
S
I
T
Y
(P
.
C
.
F
.
)
... DRIVE SAMPLE (UNDISTURBED)
LIMITED ACCESS RIG WITH 6" SFAs PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
(B
L
O
W
S
/
F
T
.
)
BORING B 2
... CHUNK SAMPLE
DATE COMPLETED
... SAMPLING UNSUCCESSFUL
SOIL
CLASS
(USCS)
GR
O
U
N
D
W
A
T
E
R
A. HESPELER CO
N
T
E
N
T
(
%
)
SAMPLE
NO.02-12-2024
SAMPLE SYMBOLS
MO
I
S
T
U
R
E
BY:EQUIPMENT
ELEV. (MSL.)240'
G2123-52-04.GPJ
MATERIAL DESCRIPTION
LI
T
H
O
L
O
G
Y
... STANDARD PENETRATION TEST
... WATER TABLE OR ... SEEPAGE
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
NOTE:
PROJECT NO.
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
G2123-52-04
I]
~
PREVIOUSLY PLACED FILL (Qpf)
Very stiff to hard, moist, light grayish brown, Sandy CLAY
BORING TERMINATED AT 6 FEET
Groundwater not encountered
Backfilled on 02-12-2024
102.8
100.4
21.4
23.8
B3-1
B3-2
B3-3
31
27
CL
... DISTURBED OR BAG SAMPLE
GEOCON
DEPTH
IN
FEET
Figure A-3,
Log of Boring B 3, Page 1 of 1
DR
Y
D
E
N
S
I
T
Y
(P
.
C
.
F
.
)
... DRIVE SAMPLE (UNDISTURBED)
LIMITED ACCESS RIG WITH 6" SFAs PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
(B
L
O
W
S
/
F
T
.
)
BORING B 3
... CHUNK SAMPLE
DATE COMPLETED
... SAMPLING UNSUCCESSFUL
SOIL
CLASS
(USCS)
GR
O
U
N
D
W
A
T
E
R
A. HESPELER CO
N
T
E
N
T
(
%
)
SAMPLE
NO.02-12-2024
SAMPLE SYMBOLS
MO
I
S
T
U
R
E
BY:EQUIPMENT
ELEV. (MSL.)242'
G2123-52-04.GPJ
MATERIAL DESCRIPTION
LI
T
H
O
L
O
G
Y
... STANDARD PENETRATION TEST
... WATER TABLE OR ... SEEPAGE
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
NOTE:
PROJECT NO.
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
G2123-52-04
I]
~
3.5 INCH ASPHALT CONCRETE, OVER 8 INCH CLASS II BASE
(Base layer was saturated)
PREVIOUSLY PLACED FILL (Qpf)
Very stiff, moist, light grayish brown, Sandy CLAY
BORING TERMINATED AT 2 FEET
Groundwater not encountered
Backfilled on 02-12-2024
CL
... DISTURBED OR BAG SAMPLE
GEOCON
DEPTH
IN
FEET
Figure A-4,
Log of Boring B 4, Page 1 of 1
DR
Y
D
E
N
S
I
T
Y
(P
.
C
.
F
.
)
... DRIVE SAMPLE (UNDISTURBED)
LIMITED ACCESS RIG WITH 6" SFAs PE
N
E
T
R
A
T
I
O
N
RE
S
I
S
T
A
N
C
E
(B
L
O
W
S
/
F
T
.
)
BORING B 4
... CHUNK SAMPLE
DATE COMPLETED
... SAMPLING UNSUCCESSFUL
SOIL
CLASS
(USCS)
GR
O
U
N
D
W
A
T
E
R
A. HESPELER CO
N
T
E
N
T
(
%
)
SAMPLE
NO.02-12-2024
SAMPLE SYMBOLS
MO
I
S
T
U
R
E
BY:EQUIPMENT
ELEV. (MSL.)242'
G2123-52-04.GPJ
MATERIAL DESCRIPTION
LI
T
H
O
L
O
G
Y
... STANDARD PENETRATION TEST
... WATER TABLE OR ... SEEPAGE
0.0
0.5
1.0
1.5
2.0
NOTE:
PROJECT NO.
THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
G2123-52-04
-
-
I]
~