HomeMy WebLinkAboutAppendix D_OMP_Geotechnical Feasibility Study
Appendix D
Preliminary Geotechnical Feasibility Study (Furgo Consultants, Inc. 2016).
DRAFTDecember 01, 2016
Project No. 04.72160040
City of South San Francisco
Engineering Division
315 Maple Avenue
South San Francisco, California 94080
Attention: Mr. Sam Bautista
Subject: Preliminary Geotechnical Feasibility Study, Proposed Orange Park Storm Water Capture
Project, South San Francisco, California
Dear Mr. Bautista:
In accordance with your request, Fugro Consultants, Inc. (Fugro) is pleased to present the
results of the preliminary geotechnical feasibility study for the proposed Orange Park Storm Water
Capture Project (Project 1) to be on the south side of Colma Creek in Orange Memorial Park located
at Orange Avenue and Tennis Drive in South San Francisco, California.
1 PROJECT DESCRIPTION
Project 1 will consist of a subsurface infiltration chamber that will have a foot print of about ½
acre. The chamber will be constructed 15 feet below ground surface (bgs) with 3 feet of cover.
2 PRELIMINARY GEOTECHNICAL FEASIBILITY STUDY
A preliminary study was conducted to determine the feasibility of the project site for the
proposed storm water capture project from a geotechnical and environmental standpoint. The scope
of our services consisted of the following:
• We reviewed the geotechnical and geologic site conditions based on the subsurface data
contained in our files, existing geologic and seismic hazard maps, and other generally
available related materials.
FUGRO CONSULTANTS, INC.
With operating companies throughout the world
1777 Botehlo Drive
Suite 262
Walnut Creek, California 94596
T +1 925 949 7100
F +1 925 949 7010
DRAFTCity of South San Francisco
December 01, 2016 (Project No. 04.72160040)
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• We performed a site reconnaissance to observe the existing site conditions from a
geotechnical and geologic viewpoint, and drilled three exploratory borings between 20 and
25 feet deep.
• We performed three field percolation tests at a depth of 15 feet.
• Collected four (4) soil samples (two above the infiltration chamber and two below) from
each boring for a total of 12 soil samples. Soil samples were obtained from the three (3)
exploratory borings completed at the site. For the purposes of this preliminary project, it is
assumed that the purpose of the testing is to preliminarily evaluate onsite soils for the
presence of contaminants. Please note that the groundwater was not sampled or tested
and the soil testing herein would not be sufficient to profile the soil for waste disposal
acceptance or an unrestricted reuse scenario. Soil samples were tested for the following:
o Total petroleum hydrocarbons as gasoline (TPHg) using EPA Method
8015m/8021,
o Total petroleum hydrocarbons as diesel and motor oil (TPHd and TPHmo)
using EPA Method 8015m with silica gel cleanup,
o Volatile organic compounds (VOCs) using EPA Method 8260,
o Semi-volatile organic compounds (SVOCs) using EPA Method 8270 SIM,
o 17 Title 22 metals using EPA Methods 6020,
o Organochlorine Pesticides using EPA Method 8081,
o Polychlorinated Biphenyls (PCBs) using EPA Method 8082, and/or
o Asbestos using CARB 435 Method with 400-point count.
• Identify the geotechnical and geologic conditions (e.g., soil, groundwater, fill thickness,
potential for compressible soils, and geologic hazards such as surface fault rupture,
seismic shaking and liquefaction) that could impact the development of the specific
proposed project.
• We prepared this feasibility geotechnical report for the potential site, identifying the
geotechnical, geologic, and environmental conditions that could impact the development of
the specific proposed project. We note that the recommendations provided in this report
are for preliminary feasibility level study only. A detailed geotechnical investigation will be
required to develop recommendations for the design and construction of the structure once
the site has been approved.
DRAFTCity of South San Francisco
December 01, 2016 (Project No. 04.72160040)
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2.1 SITE CONDITIONS
2.1.1 Surface Conditions
The proposed locations for the storm water collection chamber is on a trapezoidal shaped
property adjacent to the north-west corner of the Orange Memorial Park. The site is currently covered
by loose topsoil/fill and some vegetation. The site is bound to the north by the Colma Creek canal, on
the east by Orange Memorial Park, and the south and west by apartment developments.
2.1.2 Subsurface Conditions
At the location of our exploratory Borings B-01, B-02, and B-03, we generally encountered fill
over native poorly-graded sands with clay and silty sands with clay over fat clay with sand. In Boring
B-1, about 2 feet of poorly-graded sand with gravel and clay fill was encountered at the surface and
overlaying approximately 18 feet of medium dense to dense poorly-graded sands and stiff to very stiff
silty sands. Below 20 feet, very stiff fat clay was encountered to the termination depth of 26.5 feet
below ground surface.
In Boring B-2, about 1 foot of poorly-graded sand with gravel and silt fill was encountered at
the surface and overlaying approximately 17.5 feet of medium dense to dense poorly-graded sands
with silt. Below 17.5 feet, stiff fat clay was encountered to the termination depth of 21.5 feet below
ground surface.
In Boring B-3, about 2.5 feet of poorly-graded sand with gravel and silt fill was encountered at
the surface and overlaying approximately 17.5 feet of medium dense poorly-graded sands with silt.
Below 17.5 feet, stiff to very stiff fat clay was encountered to the termination depth of 21.5 feet below
ground surface. The approximate locations of the borings can be found on Plate - 2, Site Plan.
The boring logs and related information depict the depth at which specific subsurface
conditions were encountered during our field investigation. The approximate locations of the borings
were determined by using a measuring tape and should be considered accurate only to the degree
implied by the method used. The log of borings referenced and shown on Plate - 2 can be found in
appendix A.
2.2 GROUNDWATER
Free groundwater was not encountered at the time of drilling. However, the borings were
backfilled with lean cement grout on completion due to San Mateo County Environmental Health
requirements. In addition, fluctuations in the groundwater level may occur due to change in seasons,
variations in rainfall and other factors. The site is adjacent to Colma Creek canal and therefore, the
groundwater level will be affected by the water level in the creek.
DRAFTCity of South San Francisco
December 01, 2016 (Project No. 04.72160040)
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3 CONCLUSIONS AND PRELIMINARY RECOMMENDATIONS
We believe that the project is feasible from a geotechnical and engineering geologic
standpoint, provided that the conclusions and recommendations presented in this report are used
solely as preliminary guidance for what could be expected.
The principal geotechnical considerations are the potentially liquefiable layers, the soil
percolation rate, and the soil contamination and are discussed in the following sections.
3.1 LIQUEFIABLE MATERIALS
Seismic liquefaction is a phenomenon in which saturated (submerged), cohesionless soil
experiences a temporary loss of strength due to buildup of excess pore water pressure during cyclic
loading induced by an earthquake. The susceptibility of a soil to liquefaction is a function of the
gradation, density, aging/cementation, and fines content of the soil. The Orange Memorial Park area
has been geologically mapped as alluvium consisting of sand and silt but locally containing clay,
gravel or boulders. Also, the site is mapped in an area that has a high potential for liquefaction and is
adjacent to Colma which is within the FEMA 100-Year Flood Area.
The subsurface conditions at the site consist primarily of sand / gravel and silty sand layers
above the water table. However, those layers typically have relatively high blow counts. In addition,
the layers generally appear to be at least clayey. Therefore, we anticipate limited to negligible
liquefaction potential. Nonetheless, detailed liquefaction evaluation should be conducted for the
project once site-specific geotechnical data are collected and seismic parameters are developed per
the current building design code.
3.2 FIELD PERCOLATION TESTING
We performed three (3) field percolation tests within the project site to evaluate subsurface soil
permeability. The percolation test locations were all performed in the area of the proposed Storm
Water Capture Chamber, as shown on the Site Plan - Plate 2.
Exploration Geoservices, of San Joes, California, advanced the percolation test holes to a
depth of about 15 feet below ground surface (bgs) with an 8-inch diameter hollow-stem auger. The
augers were advanced to testing depth under rotary motion and imbedded approximately 1 to 2-
inches into the native undisturbed soil at the bottom of the excavation. Before taking the readings of
the percolation rate at each test location, water was poured into the auger for an initial soaking period
of at least 60 minutes to saturate the soil within the test zone. Readings of the water level (head) drop
after the soaking period were taken at multiple time intervals up to approximately 60 minutes,
depending on test location
We estimated soil permeability (K) using procedures recommended in the U.S. Department of
the Interior’s Engineering Geology Field Manual (1998). Calculated soil permeability of the subsurface
soils is presented in Table 1. Please note that the tests were performed below a depth of about 15
DRAFTCity of South San Francisco
December 01, 2016 (Project No. 04.72160040)
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feet bgs and these results may not be indicative of the soil characteristics at different depths, or at
other portions of the site. At the time of testing, the Colma Creek water surface was approximately 8
to 10 feet below existing site grade.
Table 1. Field Percolation Test Results
Percolation Test
Location
Approximate Depth
of Percolation Test
from ground
surface (feet)
Subsurface Conditions at
test location
Water Level Drop
(feet)
Estimated Soil
Permeability, K
(in/hour)
B-01B 15 greyish brown poorly-graded
sand with silt and clay 9.3 (10 minutes) 3.4
B-02B 15 light brown silty sand with clay 4.8 (60 minutes) 0.3
B-03B 15 Light greyish brown silty
clayey sand 4.3 (15 minutes) 1.0
3.3 LIMITED ENVIRONMENTAL ASSESSMENT
Based on information provided by the City, environmental studies were conducted at the Site
in 2010 and 2011 by CSS Environmental Services, Inc. (CSS)1 as part of a larger environmental
assessment of a former nursery business which occupied parcels of land on both the north and south
sides of Colma Creek. In CSS’ report, the Site is identified as the Southern Parcel, and was thought to
have been first developed sometime between 1956 and 1965 as a carnation nursery. Aerial
photographs reviewed online through Google Earth confirm that greenhouses were present onsite
from at least 1993 until they were demolished in the mid-2000’s. Reports of the testing performed by
CSS in 2010 and 2011, showed elevated concentrations of select organochlorine pesticides within
onsite soils at depths between 1.5 to 4 feet bgs. Reportedly in 2011, a soil cap was placed over the
Site. The soil cap comprises borrow soil from a local affordable housing development site in San
Mateo. Based on CSS field investigations, the import fill cap varies from 2 feet thick near the center of
the Site and tapers to 0 feet thick along the perimeter where natural grades were matched.
As requested by the City, Fugro completed a limited environmental assessment of onsite soils
concurrent with our geotechnical investigation in order to preliminarily evaluate onsite soils for the
presence of contaminants above and below the proposed infiltration chamber. It should be noted that
the testing performed was limited and was solely conducted to provide a preliminary evaluation of the
general quality of the onsite soils within the proposed construction zone. The testing program
discussed below may not be considered sufficient to profile the soil for waste disposal acceptance and
it was not conducted to address an unrestricted reuse of t the Site
1 CSS Environmental, Inc. Site Assessment Report for Parcels Northwest of Orange Park, APNs 014-041-170 and -180, South of San
Francisco, California, SMCo Site #559204, Global ID #T10000002366, dated April 16, 2012
DRAFTCity of South San Francisco
December 01, 2016 (Project No. 04.72160040)
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Field Activities
From each exploratory boring, Fugro collected four (4) soil samples, with two (2) samples
obtained from above the proposed infiltration chamber depth of 15 feet bgs and two (2) soil sample
obtained below the proposed infiltration chamber. Accordingly, a total of twelve (12) soil samples were
collected and analyzed during this investigation.
Soil samples were retained in new stainless steel liners, sealed with Teflon sheeting and
plastic end-caps. Each sample container was filled to avoid headspace. Samples were placed in a
chilled ice-chest pending delivery to the chemical testing laboratory. Drilling and sampling equipment
were decontaminated before and after each use.
Chemical Testing Program
A total of twelve (12) soil samples were transported under chain-of-custody documentation to
McCampbell Analytical Inc., a State of California-certified testing laboratory. Soil samples were
analyzed for the following:
•Total petroleum hydrocarbons as gasoline (TPHg) using EPA Method 8015m/8021,
•Total petroleum hydrocarbons as diesel and motor oil (TPHd and TPHmo) using EPA
Method 8015m with silica gel cleanup,
•Volatile organic compounds (VOCs) using EPA Method 8260,
•Semi-volatile organic compounds (SVOCs) using EPA Method 8270 SIM,
•17 Title 22 metals using EPA Methods 6020,
•Organochlorine Pesticides using EPA Method 8081,
•Polychlorinated Biphenyls (PCBs) using EPA Method 8082, and
•Asbestos using CARB 435 Method with 400-point count.
Results of Analyses
Soil results were compared to the San Francisco Bay Regional Water Quality Control Board’s
(SFRWQCB’s) Environmental Screening Levels (ESLs) for commercial/industrial soil exposure, as
well as ESLs for Any Land Use/Any Soil Depth Exposure (Construction Worker)2. Results for heavy
metals were also compared to Total Threshold Limit Concentrations (TTLCs) some of the criteria used
to classify soil as hazardous waste.
2 Environmental Screening Levels, SFRWQCB, User's Guide: Derivation and Application of Environmental Screening Levels, Interim Final
February 2016. Direct Exposure Human Health Risk Levels Commercial/Industrial Soil and Any Land Use/Any Soil Depth Exposure
(Construction Worker) (Table S-1).
DRAFTCity of South San Francisco
December 01, 2016 (Project No. 04.72160040)
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For the purposes of this report we present a separate discussion of the results for samples collected
from above the proposed infiltration chamber and results for samples from below the depth of
the proposed chamber (15 feet bgs). Results of analyses for soil samples are summarized in
Table 2. Copies of the laboratory reports with chain-of-custody documentation are presented in
Appendix C.
Analytical Results – Soil Above In Filtration Chamber
No TPHg, TPHmo, TPHd, VOCs, SVOCs, PCBs, or asbestos were detected in any of the soil
samples analyzed from above the proposed infiltration chamber.
Organochlorine pesticides were only detected in the soil samples collected from the three
borings at depths between 2 and 3.5 feet bgs. This finding is consistent with known pesticide
contamination at the Site. For these soil samples, analyses detected concentrations of DDD (at
0.0022 milligrams per kilogram [mg/kg]), DDE (up to 0.47 mg/kg), DDT (up to 0.38 mg/kg), and
dieldrin (up to 0.17 mg/kg). Detected concentrations were at or below respective
ESLs for commercial shallow soil exposure and Any Land Use/Any Soil Depth Exposure
(Construction Worker).
Concentrations of various metals detected in all 6 samples were all below their respective
TTLCs. With the exception of arsenic, detected metals were also below respective ESLs for
commercial shallow soil exposure and Any Land Use/Any Soil Depth Exposure (Construction Worker).
Analyses detected total arsenic ranging from 1.7 mg/kg to 2.9 mg/kg for all 6 samples,
exceeding the commercial shallow soil exposure ESL of 0.31 mg/kg and the Any Land Use/Any Soil
Depth Exposure (Construction Worker) ESL of 0.94 mg/kg. These arsenic concentrations exceed
commercial and construction worker ESLs, however throughout California arsenic levels have been
found to be higher than ESLs due to historic chemical usage as well as its presence in local bedrock
materials which have been used as import fill. The concentrations detected do not appear to be
related to a source release and are most likely associated with areal background arsenic
concentrations.
Analytical Results – Soil Below Infiltration Chamber
No TPHg, TPHmo, TPHd, VOCs, SVOCs, organochlorine pesticides, PCBs, or asbestos were
detected in any of the soil samples analyzed from below the proposed depth of the infiltration
chamber.
Similar to samples collected from above the infiltration chamber, various metals were detected
in all six (6) samples analyzed at concentrations below respective TTLC thresholds. Arsenic was
detected at concentrations ranging from 1.0 mg/kg to 3.0 mg/kg, similar to areal background arsenic
concentrations for California soils.
DRAFTCity of South San Francisco
December 01, 2016 (Project No. 04.72160040)
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Recommendations
Due to the presence of organochlorine pesticides and arsenic, and the planned construction
activities, Fugro recommends that a Site Mitigation Plan (SMP) be prepared for the project. The
purposes of a SMP are to 1) mitigate potential exposures due to dust emissions or contact with
unsaturated soils containing detected analytes and 2) provide standard construction guidelines for
dust control and routine soil handling procedures. The SMP should address potential risks to
construction workers due to identified Site contaminant, and should include provisions for managing
soil as part of construction, including but not limited to excavating, stockpiling for waste profile
characterization, erosion control measures, transportation of waste, tracking, dust control measures,
PPE and decontamination procedures.
Copies of this report should be provided to the contractor working on the project. That
contractor should prepare a Health and Safety Plan (HSP), which is reviewed and approved by a
Certified Industrial Hygienist (CIH), and which notifies workers of the presence of detected chemicals
at the Site.
4 CLOSING
Based on the available geotechnical and limited environmental data, there does not appear to
be limiting factors to determine the project as not being feasible. The percolation test results
presented in this letter are meant to assist in the planning of the proposed project. The actual
feasibility of the project should be determined by your engineering group and project team.
The above conclusions presented in this letter are meant to assist in the planning and
feasibility of the proposed Storm Water Collection Chamber. The preliminary conclusions presented
in this report are based on the field explorations at the three locations. The conclusions and
recommendations provided in this report are for preliminary feasibility level study only. Once the site is
chosen for development, a detailed geotechnical investigation should be conducted and
recommendations for the design and construction of the structure should be developed.
DRAFTCity of South San Francisco
December 01, 2016 (Project No. 04.72160040)
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The summarization of the geotechnical explorations contained within this data report were
made in accordance with generally accepted local and current geotechnical engineering principles and
practices are meant solely as an aide for planning the actual design of the proposed structures. We
make no warranty, either express or implied. Should you have any questions or require additional
information, please contact us.
Sincerely,
FUGRO CONSULTANTS, INC.
Matthew J. Bajuniemi Ronald L. Bajuniemi, P.E., G.E.
Project Engineer Principal Engineer
MJB/RLB:mb
Copies Submitted: (PDF) Addressee
Attachments: Plate 1. Vicinity Map
Plate 2. Site Plan
Appendices
DRAFT PLATES
DRAFTPROJECT
LOCATION
VICINITY MAP
Orange Memorial Storm Water Capture Project
South San Francisco, CaliforniaG:\jobdocs\04.72160040 Orange Memorial Park Storm Water Capture Project\Drawings\A04.72160040_Plate01.dwg 11-15-2016 - 10:02amProject No.
PLATE 1
04.72160040
City of South San Francisco
BASE MAP SOURCE: Vicinity Map is based on an image downloaded from Google Earth Pro,
dated 11/15/2016
NORTH
0
MILES
12
DRAFTNORTH
SITE PLAN
Orange Memorial Storm Water Capture Project
South San Francisco, California
LEGEND
Approximate Boring Location
Approximate Percolation Test LocationG:\jobdocs\04.72160040 Orange Memorial Park Storm Water Capture Project\Drawings\A04.72160040_Plate02.dwg 11-15-2016 - 10:47amProject No.
PLATE 2
04.72160040
City of South San Francisco
0
FEET
50
BASE MAP SOURCE: Site Plan is based on an image downloaded from Google Earth Pro,
dated 11/16/2016
DRAFT APPENDIX A
FIELD EXPLORATIONS
DRAFTCity of South San Francisco
Project No. 04.72160040
Number of blows required to drive sampler each of three 6-in. intervals, as measured
in the field (uncorrected). An SPT hammer ( 140 lb., falling 30-in.) was used unless
otherwise noted on the boring log. For example:
MAJOR GROUP NAMES
AND MATERIAL SYMBOLS
Rock Core
(Rotary-cut)
See log for size
Soft
Very Loose
Loose
Medium Dense
APPARENT
DENSITY
0.50 to 1.0
2.0 to 4.0
> 4.0
Dense
CONSISTENCY
SPT
(Driven)
1-3/8" ID
2" OD
Modified California
(Driven)
2-3/8" ID
3" OD
Modified California
(Driven)
1-7/8" ID
2-1/2" OD
Shelby Tube
(Pushed)
2-7/8" ID
3" OD
Liquid Limit Less than 50%
Liquid Limit Greater than 50%
101 Geobarrel
(Rotary-cut)
2-7/8" ID
Pitcher Barrel
(Rotary-cut)
2-7/8" ID
Vibracore
(Vibrated)
See log for size
Collected from
Auger
Note: Refer to text of report for additional details or other sampler types.
Osterberg
(Piston)
2-7/8" ID
Other
See log for details
WOHWOH5
A-1
SILTS AND CLAYS
SILTS AND CLAYS
HIGHLY ORGANIC SOILS
GW
Peat or Highly Organic
Soils
Poorly Graded
GRAVEL
SILTY GRAVEL
CLASSIFICATION AND MATERIAL SYMBOLS
Blow Count
Push-core
(Pushed)
See log for size
Description
WATER LEVEL SYMBOLS INCREASING MOISTURE
CONTENT
Dry
Moist
Wet
Initial water level
Seepage encountered
OTHER TESTS
UNDRAINED SHEAR STRENGTH
CONSISTENCY OF
COHESIVE SOIL
APPARENT DENSITY OF
COHESIONLESS SOIL
N-VALUE
BLOW COUNT
SANDSMore than 50% retainedon the No. 200 sieveCOARSE-GRAINED SOILSGRAVELS
FINE-GRAINED SOILSGM
A value of undrained shear strength is reported. The value is followed by a letter code
indicating the type of test that was performed, as follows:
U - Unconfined Compression
Q - Unconsolidated Undrained Triaxial
T - Torvane
P - Pocket Penetrometer
M - Miniature Vane
F - Field Vane
R - R-value
CLAYEY GRAVEL
Well-Graded SAND
Poorly Graded SAND
SILTY SAND
CLAYEY SAND
SILT
Lean CLAY
ORGANIC SILT
Elastic SILT
Fat CLAY
ORGANIC CLAY
Debris or Mixed Fill
3550/3"
5, 7, and 8 blows for first, second, and third interval, respectively.
MORE THAN 50% OF
COARSE FRACTION
RETAINED ON NO. 4
SIEVE
CL
"WOH" indicates that the weight of the hammer was sufficient toadvance the sampler over the first two intervals. 5 blows wererequired to advance the sampler over the third interval.
Very Soft
Medium Stiff
Note: In absence of test data, consistency
has been estimated based on manual
observation.
UNDRAINED SHEAR STRENGTH
(KIPS PER SQUARE FOOT)
0.25 to 0.50
1.0 to 2.0Stiff
SP
SM
PT
OL
CH
SW
Clean gravels
less than 5%
fines
Sands with
more than
12% fines
Gravels with
more than
12% fines
Pavement with Aggregate
Base
Clean sand
less than 5%
fines
MAJOR DIVISIONS
PER ASTM D2488-06
GC
ML
35 blows for the first interval. 50 blows for the first 3 inches ofthe second interval. Lack of third value implies that driving wasstopped 3 inches into the second interval.
MH
OH
GP
SC
MORE THAN 50% OF
COARSE FRACTION
PASSING NO. 4 SIEVE
Very Stiff
Hard50% or more passesthe No. 200 sievePLATE A-1TERMS AND SYMBOLS USED ON BORING LOGS
SAMPLER TYPE
578
OTHER MATERIAL SYMBOLS
0 to 4< 0.25
Field or laboratory tests without a dedicated column on the boring log are reported in
the Other Tests column. A letter code is used to indicate the type of test. For certain
tests, a value representing the test result is also provided. Typical letter codes are as
follows. Additional codes may be used. Refer to the report text and the laboratory
testing results for additional information.
k - Permeability (cm/s)
Consol - Consolidation
Gs - Specific Gravity
MA - Particle Size Analysis
EI - Expansion Index
OVM - Organic Vapor Meter
Notes:
Classification of soils on the boring logs is in
general accordance with ASTM D2488, or D2487
if appropriate laboratory data are available.
The geologic formation is noted in bold font at the
top of interpreted interval on the boring logs.
5 to 9
10 to 29
30 to 49
> 49
Well-Graded GRAVEL
Final water level
Very Dense
N-VALUE
The N-Value represents the blowcount for the last 12 inches of the sample drive if
three 6-inch intervals were driven. N-value presented is independant of impact
energy. If 50 hammer blows were insufficient to drive through either the second or the
third interval, the total number of blows and total length driven are reported (excluding
the first interval). "ref" (refusal) indicates that 50 blows were insufficient to drive
through the first 6-inch interval.
Parenthesis indicate that an approximate correction has been applied for non-SPT
drive samplers. For example, a factor of 0.63 is commonly used to adjust blow counts
obtained using a 3-inch outside diameter modified California sampler to correspond to
Standard Peneteration Test.
DRAFT18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
Poorly-graded SAND with SILT and GRAVEL (SP-SM): dense,
light brown, dry, fine- to coarse-grained sand, gravel up to approx
2" diameter, with some wood debris
[FILL]
SILTY SAND (SM): medium dense, light brown, dry to moist, fine-
to medium-grained sand
Poorly-graded SAND with SILT (SP-SM): medium dense, light
greyish brown, dry to moist, fine- to medium-grained sand
fine- to coarse-grained sand
with occaisional thin coarse sand lenses
moist to wet
SILTY SAND (SM): stiff to very stiff, brownish grey to dark grey,
moist to wet, at approx. 17.5 feet: ~3" lense of Silty Fat Clay
(CH-MH) then back to silty fine- to medium-grained sand
Fat CLAY (CH): very stiff, black, wet, with trace organics
(grass/roots/wood)
slight sulphur odor
NOTES:
1. Terms and symbols defined on Plate A-1.
162424
867
8810
6710
457
6718
121620
81628
14712
81214
8612
5611
30
13
11
11
12
25
23
28
19
16
18
11
MA
MA
101
103
86
80
10
8
9
30
41 60 46
42
10
BORING DEPTH: 26.5 ft
BACKFILL: Grout
DEPTH TO WATER: Not Encountered
FIELDWORK DATE: September 27, 2016
DRILLING METHOD: 8-in. dia. Hollow Stem Auger
HAMMER TYPE: Downhole
RIG TYPE: Mobile Drill B-53
DRILLED BY: Daniel Arballo
LOGGED BY: K. Herr
CHECKED BY: M. BajuniemiRECOVERYFCLP STANDARD LOG G:\JOBDOCS\04.72160040 ORANGE MEMORIAL PARK STORM WATER CAPTURE PROJECT\FIELD\BORINGS\GINT\04.72160040_20160927.GPJ OGEM_LIB_JAN2012.GLB 11/15/16 03:55 pDEPTH, ftMATERIALSYMBOLMATERIAL DESCRIPTION
5
10
15
20
25
A-2N VALUEOR RQD%Sheet 1 of 1
SAMPLER TYPELOG OF BORING NO. B-01AOrange Memorial Park Storm Water Capture ProjectSouth San Francisco, CaliforniaBLOW COUNT ORPRESSURE, psiLOCATION:
(Latitude, Longitude)
City of South San Francisco
Project No. 04.72160040
% PASSING#200 SIEVELIQUIDLIMIT, %PLASTICITYINDEXDRY UNITWEIGHT, pcfWATERCONTENT, %UNDRAINEDSHEARSTRENGTH, Su,ksfOTHER TESTS
DRAFT18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
12
18"
Poorly-graded SAND with SILT (SP-SM): medium dense to dense,
light brown, dry, [FILL]
Poorly-graded SAND with SILT (SP-SM): loose to medium dense,
light brown, dry to moist, fine- to medium-grained sand
SILTY SAND (SM): medium dense, light brown, dry to moist, fine-
to coarse-grained sand
moist, fine- to medium-grained sand with occaisional thin silty sand
lenses and trace rounded pea-gravel up to approx 1/4" diameter
Fat CLAY (CH): stiff, black, moist to wet
NOTES:
1. Terms and symbols defined on Plate A-1.
111212
444
81112
667
6814
688
6810
81622
8912
15
8
14
13
14
16
18
24
13
MA
93
98
70
20
15
47 57 37
17
BORING DEPTH: 21.5 ft
BACKFILL: Grout
DEPTH TO WATER: Not Encountered
FIELDWORK DATE: September 27, 2016
DRILLING METHOD: 8-in. dia. Hollow Stem Auger
HAMMER TYPE: Downhole
RIG TYPE: Mobile Drill B-53
DRILLED BY: Daniel Arballo
LOGGED BY: K. Herr
CHECKED BY: M. BajuniemiRECOVERYFCLP STANDARD LOG G:\JOBDOCS\04.72160040 ORANGE MEMORIAL PARK STORM WATER CAPTURE PROJECT\FIELD\BORINGS\GINT\04.72160040_20160927.GPJ OGEM_LIB_JAN2012.GLB 11/15/16 03:55 pDEPTH, ftMATERIALSYMBOLMATERIAL DESCRIPTION
5
10
15
20
A-3N VALUEOR RQD%Sheet 1 of 1
SAMPLER TYPELOG OF BORING NO. B-02AOrange Memorial Park Storm Water Capture ProjectSouth San Francisco, CaliforniaBLOW COUNT ORPRESSURE, psiLOCATION:
(Latitude, Longitude)
City of South San Francisco
Project No. 04.72160040
% PASSING#200 SIEVELIQUIDLIMIT, %PLASTICITYINDEXDRY UNITWEIGHT, pcfWATERCONTENT, %UNDRAINEDSHEARSTRENGTH, Su,ksfOTHER TESTS
DRAFT18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
18
18"
Well-graded SAND with SILT and GRAVEL (SW-SM): medium
dense, light brown, dry, fine- to medium-grained sand with gravel
up to approx. 1" diameter
[FILL]
SILTY SAND (SM): medium dense, light brown, dry, fine- to
medium-grained sand
light greyish brown, dry to moist
from approx. 8.25 feet to 8.5 feet: trace organics (roots)
at approx. 17 feet: with some silt and organics (roots/grass/wood)
at approx. 17.5 feet: fine- to coarse-grained clean sand with
organics
Fat CLAY (CH): stiff to very stiff, black, moist to wet, with trace
organics (roots/grass)
at approx. 21 feet: gradual transition into and out of ~3" lense of
fine- to medium-grained dark grey silty sand
at approx. 23 feet: with fine- to medium-garined grey sand
NOTES:
1. Terms and symbols defined on Plate A-1.
4815
171715
467
789
568
568
667
101017
121732
396
121623
23
20
13
17
9
14
13
27
31
15
24
97
66
89
4
3
32 36 21
21
16
BORING DEPTH: 23.0 ft
BACKFILL: Grout
DEPTH TO WATER: Not Encountered
FIELDWORK DATE: September 27, 2016
DRILLING METHOD: 8-in. dia. Hollow Stem Auger
HAMMER TYPE: Downhole
RIG TYPE: Mobile Drill B-53
DRILLED BY: Daniel Arballo
LOGGED BY: K. Herr
CHECKED BY: M. BajuniemiRECOVERYFCLP STANDARD LOG G:\JOBDOCS\04.72160040 ORANGE MEMORIAL PARK STORM WATER CAPTURE PROJECT\FIELD\BORINGS\GINT\04.72160040_20160927.GPJ OGEM_LIB_JAN2012.GLB 11/15/16 03:55 pDEPTH, ftMATERIALSYMBOLMATERIAL DESCRIPTION
5
10
15
20
A-4N VALUEOR RQD%Sheet 1 of 1
SAMPLER TYPELOG OF BORING NO. B-03AOrange Memorial Park Storm Water Capture ProjectSouth San Francisco, CaliforniaBLOW COUNT ORPRESSURE, psiLOCATION:
(Latitude, Longitude)
City of South San Francisco
Project No. 04.72160040
% PASSING#200 SIEVELIQUIDLIMIT, %PLASTICITYINDEXDRY UNITWEIGHT, pcfWATERCONTENT, %UNDRAINEDSHEARSTRENGTH, Su,ksfOTHER TESTS
DRAFT APPENDIX B
LABORATORY TESTING
DRAFTB-01A 2.5 3 SILTY SAND (SM), Olive Brown 10 42 M, S
B-01A 10.5 10 Poorly-graded SAND with SILT (SP-SM),
Olive Brown
108 101 8 T
B-01A 16.0 13 Poorly-graded SAND with SILT (SP-SM),
Olive Brown
113 103 9 10 T, S
B-01A 20.5 15 SANDY SILT (ML), Very Dark Grayish Brown 112 86 30 T
B-01A 25.5 18 Fat CLAY (CH), Black 113 80 41 60 46 T, A
B-02A 8.5 6 Silty SAND (SM), Dark Yellwoish Brown 111 93 20 T
B-02A 17.0 10 SILTY SAND (SM), Light Olive Brown 112 98 15 17 T, S
B-02A 20.5 12 Fat CLAY with SAND (CH), Black 103 70 47 57 37 T, A
B-03A 3.0 2 SILTY SAND (SM), Light Olive Brown 101 97 4 21 T, F
B-03A 7.5 7 SILTY SAND (SM), Light Yellowish Brown 69 66 3 16 T, F
B-03A 22.5 15 Lean CLAY (CL), Very Dark Gray 118 89 32 36 21 T, A
So4 SAND EQUIVALENT(SE)M = Moisture Content
T = Total & Dry Unit Weight
S = Sieve Analysis
FC = % Passing #200 Sieve
H = Hydrometer Analysis
A = Atterberg Limits
P = Compaction Test
R = Resistivity, ohm-cm, satur.
pH = pH
Cl = Chloride, ppm
SO4 = Sulfate, ppm
Qu = Unconfined Compression
Su = Undrained Shear Strength
u = Unconsolidated Undrained
p = Pocket Penetrometer
t = Torvane
m = Miniature Vane DIRECTSHEARCompressive Strength Tests
UWW = Unit Wet Weight
UDW = Unit Dry Weight
MC = Moisture Content
Fines = % Passing #200 Sieve
LL = Liquid Limit
PI = Plasticity Index
UWW
pcf
LL PI TESTLISTINGRSU(Cell Prs.)ksf
MAX DD = Maximum Dry Density
OPT MC = Optimum Moisture Content
FINES
%
MATERIAL DESCRIPTION
EXPANSION INDEXTest Listing Abbreviations
D = Direct Shear Test
C = Consolidation Test
Co = Corrosivity Tests
CU = CU Triaxial
U = UU Triaxial
R = R-Value
SE = Sand Equivelant
Cl
DRILL
HOLE R-VALUEpH
Orange Memorial Park Storm Water Capture Project
South San Francisco, California
SUMMARY OF LABORATORY TEST RESULTSSUM-1 LAB_SUMMRY (G:\JOBDOCS\04.72160040 ORANGE MEMORIAL PARK STORM WATER CAPTURE PROJECT\FIELD\BORINGS\GINT\04.72160040_20160927.GPJ) -VTA- 12/1/16 11:46 AMCORROSIVITY TESTS
ATTERBURGLIMITSQu,
ksf
C = Assigned Cohesion, ksf
PHI = Assigned Friction Angle, degrees
Direct Shear Test
PLATE B-1PHI
deg
Corrosivity Tests
C
ksf
MAX
DD
pcf
UDW
pcf
OPT
MC
%COMPACTIONTESTClassification Tests
Compaction Test COMPRESSIVESTRENGTHTESTSMC%DEPTH, ftSAMPLE NUMBERCity of South San FranciscoProject No. 04.72160040
DRAFT0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
CoarsePERCENT FINER BY WEIGHTMedium FineCoarse
GRAIN SIZE IN MILLIMETERS
GRAVEL
GRAIN SIZE CURVES
PLATE B-2
SAND SILT or CLAY
Fine
Project No. 04.72160040
City of South San Francisco
Orange Memorial Park Storm Water Capture Project
South San Francisco, California
GRAIN SIZE CURVES (G:\JOBDOCS\04.72160040 ORANGE MEMORIAL PARK STORM WATER CAPTURE PROJECT\FIELD\BORINGS\GINT\04.72160040_20160927.GPJ)-VTA-12/1/16 11:45 a
D10 D30 D60Cc
0.9 2.5 0.11
0.09
0.10
0.19
0.12
HYDROMETER ANALYSIS
20
LEGEND
10 40
SILTY SAND (SM), Olive Brown
Poorly-graded SAND with SILT (SP-SM), Olive Brown
SILTY SAND (SM), Light Olive Brown
1003 1.5 3/4 3/8 4
B-01A
B-01A
B-02A
(location)
US STD SIEVE SIZE
INCHES
200
US STD SIEVE SIZE
NUMBERS
CLASSIFICATION Cu
(depth,ft)
2.5
16.0
17.0
DRAFT0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100
25.5
20.5
22.5
B-01A
B-02A
B-03A
60
57
36
CH or OH
CL or OL
ML or OL
MH or OH
LEGEND
location
LIQUID LIMIT (LL)
PLASTICITYLIQUID
LIMIT(LL)
PLASTIC
LIMIT(PL)
Fat CLAY (CH), Black
Fat CLAY with SAND (CH), Black
Lean CLAY (CL), Very Dark Gray
depth, ft
ATTERBERG LIMITS TEST RESULTSPLASTICITY INDEX (PI)INDEX (PI)CLASSIFICATION
CL-ML
PLASTICITY CHART
PLATE B-3
14
20
15
46
37
21
PLASTICITY CHART G:\JOBDOCS\04.72160040 ORANGE MEMORIAL PARK STORM WATER CAPTURE PROJECT\FIELD\BORINGS\GINT\04.72160040_20160927.GPJ 12/1/16 11:45 a
Project No. 04.72160040
City of South San Francisco
Orange Memorial Park Storm Water Capture Project
South San Francisco, California
DRAFT APPENDIX C ENVIRONMENTAL
TESTING
DRAFTNovember 2016
Project No. 04.72160040
Table 2
Summary of Analytical Results - Soil
Orange Memorial Park Storm W ater Capture Project
Oakland, California
G:\jobdocs\04.72160040 Orange Memorial Park Storm Water Capture Project\Enviro Section\Orange Memorial Park table Page 1 of 1
Hydrocarbons
TPHg mg/kg <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 3,900 2,700 NE
TPHd mg/kg <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 1,100 850 NE
TPHmo mg/kg <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 <5.0 140,000 31,000 NE
Volatile Organic Compounds
VOCs mg/kg ND ND ND ND ND ND ND ND ND ND ND ND varies varies NE
Semi-Volatile Organic Compounds
SVOCs mg/kg ND ND ND ND ND ND ND ND ND ND ND ND varies varies varies
Organochlorine Pesticides
p,p-DDD mg/kg <0.020 <0.0010 <0.0010 <0.0010 0.0022 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 12 81 a1.0
p,p-DDE mg/kg 0.47 <0.0010 0.0038 <0.0010 0.035 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 8.5 57 a1.0
p,p-DDT mg/kg 0.38 <0.0010 0.0022 <0.0010 0.028 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 8.5 57 a1.0
Dieldrin mg/kg 0.17 <0.0010 0.032 <0.0010 0.043 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 <0.0010 0.17 1.1 8.0
Remaining Pesticides mg/kg ND ND ND ND ND ND ND ND ND ND ND ND varies varies varies
Polychlorinated Biphenyls
PCBs mg/kg ND ND ND ND ND ND ND ND ND ND ND ND 1.0 5.6 50
Metals
Antimony mg/kg <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 470 140 500
Arsenic mg/kg 2.9 2.9 2.9 1.7 2.8 2.5 1.7 2.3 1.7 3.0 2.2 1.0 0.31 0.94 500
Barium mg/kg 28 32 30 16 22 34 1.7 63 20 69 18 62 220,000 2,900 10,000
Beryllium mg/kg <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 2,200 40 75
Cadmium mg/kg <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 580 41 100
Chromium+mg/kg 34 32 33 21 42 32 23 46 24 49 25 53 1,800,000#510,000#2,500+
Cobalt mg/kg 3.7 3.8 3.5 2.8 3.5 3.9 2.8 4.7 3.3 5.2 4.0 2.0 350 27 8,000
Copper mg/kg 5.7 4.5 4.6 2.5 4.5 4.3 2.6 9.9 2.9 9.0 2.9 5.9 47,000 14,000 2,500
Lead mg/kg 7.1 1.9 2.8 1.1 2.5 2.1 1.4 2.4 1.3 2.6 1.3 1.9 320 320 1,000
Mercury mg/kg 0.06 <0.050 <0.050 <0.050 <0.050 <0.050 <0.050 0.13 <0.050 0.054 <0.050 <0.050 190 42 20
Molybdenum mg/kg <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 5,800 1,700 3,500
Nickel mg/kg 22 26 23 15 20 25 17 32 18 43 20 19 11,000 83 2,000
Selenium mg/kg <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 0.52 <0.50 0.52 <0.50 0.52 5,800 1,700 100
Silver mg/kg <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 5,800 1,700 500
Thallium mg/kg <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 <0.50 12 3.4 700
Vanadium mg/kg 23 24 24 17 20 23 16 27 18 27 18 22 600,000 600 2,400
Zinc mg/kg 28 18 21 11 19 19 12 23 12 25 13 13 350,000 100,000 5,000
Asbestos
%ND ND ND ND ND ND ND ND ND ND ND ND NE NE 1.0
Notes:
TPHg= Total Petroleum Hydrocarbons as gasoline TTLC = Total Threshold Limit Concentration
TPHd= Total Petroleum Hydrocarbons as diesel ESL = Environmental Screening Levels, SFRWQCB, User's Guide: Derivation and Application of Environmental Screening Levels, Interim Final February 2016
TPHmo= Total Petroleum Hydrocarbons as motor oil Com/Ind: Shallow Soil Exposure and Direct Exposure Human Health Risk Levels Commercial/Industrial (Table S-1) Any Land Use/Any Soil Depth Exposure (Construction Worker)
Detected Concentrations shown in Bold aTTLC's are cumulative for 4,4' -DDD, -DDE, -DDT
<0.5 = Not detected above laboratory detection limit
mg/kg = Milligrams per kilogram =Concentrations in exceedence of Com/Ind: Shallow Soil Exposure ESLs
NE = Not Established =Concentrations in exceedence of Any Land Use/Any Soil Depth Exposure (CW) ESLs
ND = Not detected =Concentrations in exceedence of TTLC
+ = Assumes Total Chromium = Concentration in exceedence of 2 or more regulatory criteria.
# = Assumes Chromium III
Com/Ind: Shallow
Soil Exposure
Any Land Use / Any
Soil Depth
Exposure (CW)
B-03A@7 B-03A@18 B-03A@22
18 22
9/27/2016 9/27/2016 9/27/2016 9/27/2016
213.0 6.0 16.5Sample Depth ft 2.0 5.0 15.53.5 7.0
9/27/2016 9/27/2016 9/27/2016 9/27/2016Sample Date 9/27/2016 9/27/2016 9/27/2016 9/27/2016
Screening CriteriaSample ID
ESLAnalyteB-01A@21 B-02A@[email protected]@2 B-01A@5 [email protected]@3 B-02A@6 [email protected]
TTLC
20