HomeMy WebLinkAboutParcel Map 35039 Sewage Report April 19, 2006T.H.E. Soils Co., Inc.
-3 g;o 59
Phone: (951) 894-2121 FAX: (951) 594-2122
' 41548 Eastman Drive, Unit G • Murrieta, CA 92562
' April 19, 2006
Ms. Yvette Anthony
43135 Avenida De San Pasqual
Temecula, California 92595
(909) 265-3241
SUBJECT: PRELIMINARY ONSITE SEWAGE DISPOSAL INVESTIGATION
Proposed 3 Parcel Residential Development
Tentative Parcel Map No. 35039
Santiago Road at John Warner Road
City of Temecula, Riverside County, California
Work Order No. 650601.01
Dear Ms. Anthony:
In accordance with your authorization, we have performed a preliminary onsite sewage disposal
investigation on the subject site. The purpose of our investigation was to evaluate the feasibility of
an onsite sewage disposal system utilizing the septic tank/seepage pit method. The scope of our
work included: 1) site reconnaissance by our project geologist; 2) advancing three exploratory
borings; 3) performing three deep percolation tests (one on each parcel); and 4) preparation of this
report presenting our findings, conclusions, and recommendations for system designs.
Our investigation and this report have been prepared in compliance with the format set forth by the
County of Riverside, Department of Environmental Health.
ACCOMPANYING MAPS, ILLUSTRATIONS, AND APPENDICES
Site Location Map - Figure 1 (2,000 -scale)
Plot Plan - Plate 1 (40 -scale)
Appendix A - References
Appendix B - Exploratory Boring Logs
Appendix C - Percolation Test Data
Appendix D - Laboratory Test Results
T H E. Soils Company, Inc. W.O. No. 650601.01
Ms. Yvette Anthony
April 19, 2006
Page 2
PROPOSED DEVELOPMENT
The subject site is proposed for the development of three single-family residential parcels that will
utilize the septic tank/seepage pit method of onsite sewage disposal.
SITE DESCRIPTION
The subject site is an irregular-shaped 4.17 -acre parcel of land located along Santiago Road at John
Warner Road in the city of Temecula in southwest Riverside County, California. The subject site is
bordered on the north and west by large parcel residential development, on the east by vacant land
and on the south by Santiago Road and large parcel residential development. The geographical
relationships of the site and surrounding area are shown on our Site Location Map, Figure 1.
The subject site is in a relatively natural condition. Topography on the subject site varied from
gently sloping to moderately steep terrain with natural gradients of 10 to 40 percent. At the time of
our investigation, vegetation on the subject site consisted of a low new growth of annual weeds and
grasses up to approximately 6 -inches in height. Overall relief on the subject site is approximately
80 -ft.
FIELD EXPLORATION
Subsurface exploration of the site commenced on March 30, 2006. A Mobile B-61 truck -mounted
drill rig equipped with 4 -inch hollow stem augers was utilized to advance three exploratory borings
in the vicinity of the proposed system. Exploratory boring B-1 was advanced to the maximum
depth explored of 50 -ft below the ground surface. Exploratory boring B-1 was subsequently
backfilled to +40 -ft and utilized for a seepage pit percolation test. Our geologist logged the
exploratory borings and copies of our exploratory boring logs are presented in Appendix B.
SUMMARY OF TEST PROCEDURES
Following 24+ hours of presoak, percolation rate measurements were performed. The water depth
was adjusted to the anticipated inlet depth. From a fixed reference point, measurements of the drop
in water level over a 30+ minute period for at least five hours were performed, refilling after every
reading. During the last or sixth hour, the test boring was not refilled, and the water level was read
every 1/2 -hour. Total depth of the test boring was recorded both at the commencement and
conclusion of our percolation testing.
T.H.E. Soils Company, Inc. W O. No 650601 01
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Ms. Yvette Anthony
April 19, 2006
Page 3
Our exploratory borings exposed sedimentary bedrock materials of the late Pleistocene -aged Pauba
Formation at the ground surface (Tan & Kennedy, 2000). The bedrock materials can be described
as interbedded silty Sands (Unified Soils Classification — SM), Sands (SW), and Silts (ML). The
silty Sands encountered during our subsurface investigation can generally be described as medium
brown, fine to coarse grained, minor gravel, moderately to well graded, weakly cemented and
moderately permeable. The Silts can be described as olive brown, moist, dense, and micaceous and
clayey in part.
The percolation rates for the subject site, utilizing the seepage pit method of testing, were generally
consistent and varied from moderate to fast. The percolation rates varied from 2.7 (B-3) to 4.3 (13-
1)-gallons/square feet/day.
Groundwater was not encountered during our subsurface exploration to the maximum depth
explored of 50 -ft below the existing pad surface within exploratory boring B-1. The silty sands
were damp between 25 to 35 -ft bgs above the silts encountered from approximately 40 to 50-11 bgs.
However, no free water was encountered within the exploratory borings. Based on our review of
historic groundwater data (Rancho Water District, 1984), historic high groundwater is anticipated to
be a minimum of 60 -ft below the lower elevations of the subject site.
According to the National Flood Insurance Rate Map (1988), the site is not included within the
boundaries of a 100 -year flood plain and is designated as an area of minimal flooding or Zone C.
Three (3) deep (seepage pit) percolation tests were performed in the general area of the proposed
seepage pit field and expansion area. A summary of our percolation test results is provided in
Table 1. Copies of the field percolation test data are included in Appendix C of this report. The
approximate location of our percolation tests and exploratory borings are presented on Plate 1.
A sieve analysis was performed on a bulk sample representative of the sedimentary bedrock
materials from a depth of 40 to 50-11 below the ground surface. The results indicate that the percent
fines (smaller than 0.074mm; passing No. 200 U.S. Standard sieve) were 58.2 percent. The test
results are included in Appendix D, Laboratory Test Results.
T.H.E. Soils Company, Inc W.O No 650601 01
TENTATIVE PARCEL MAP NO. 35039
C" OF TEMECULA, COUMY OF RIVERSIDE, STATE OF CALIF )MM
�. RM
pQ C
(RMPA ��� tl 11.Y
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TYPI -A- � T10N:'A' STREET
CRY OF MWECULA SM. NO. TOB .
NOr TO SCALE
LaGra
Bi3-NPROaR.1A19LO MONOPPERCOLATIONTPSTS
BSI •APPpOATNATB I.OG1fON OP OSSP BORDJO
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11 TOTAL NET N JILW SOPT. Am K
li PENA i1MQ OPIOIE RPOWU DAE X, OIITSOC 6 •B►1FAB fIL01 PINI fYA fJAAI COWIMtt
PNQ 6 OPAI ODIC B DAM
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It DATE O PPIPARATPYI AAY 25. XOS
THF SOELS 0.•3AN\ 1
PIAT PW/
PROPOSED 7 PARCEL RESIDENTIAL DEYEI.OPNENT
TEMATIYE PARCEL NAP NO, SSWI
S4NRA00 ROADATJONNWARNPAROAD
CRY OF TUU=LA RNWIS SCOWN CALDORNM
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PLANNING APPLM.IALW NUMBER A2i'AAA2'
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TABLE i - SUMMARY OF TEST RESULTS \9Tc
Test
Earth Material
Depth of Test
Percolation Rate
No.
Tested
(Feet)
(Gal/Ft"Day)
Silty Sands, Sands
B-1
& Silts
4.0 to 40.0 -ft
4.3
Silty Sands, Sands
B-2
& Silts
4.0 to 35.5 -ft
2.9
Silty Sands, Sands
B-3
& Silts
4.0 to 40.0 -ft
2.7
* Indicates a failing rate based on a Riverside County Health Department minimum
requirement of 1.1 gallons/square feet/day.
T H E Soils Company, Inc W.O. No 650601 01
Ms. Yvette Anthony
April 19, 2006
Page 4
Based upon the results of this investigation, onsite sewage disposal, utilizing the septic
tank/seepage pit method of disposal, is feasible for the subject site development.
Based on the data presented in the report, and using the recommendations set forth, it is the
judgement of this firm that there is sufficient area on the subject site to support an
individual sewage disposal system that will meet the current codes and standards of
the Health Department.
' Groundwater was not encountered during our subsurface exploration to the maximum depth
explored of 50 -ft below the existing pad surface within exploratory boring B-1. The silty
sands were damp between 25 to 35 -ft bgs above the silts encountered from approximately
' 40 to 50 -ft bgs. However, no free water was encountered within the exploratory borings.
Based on our review of historic groundwater data (Rancho Water District, 1984), historic
high groundwater is anticipated to be a minimum of 60 -ft below the lower elevations of the
' subject site. It is the judgment of this firm that the groundwater table will not encroach
within the current allowable limits set forth by county and state requirements.
Our exploratory borings revealed the proposed seepage pit areas, including expansion area
for the subject parcels, are underlain by silty Sands (Unified Soils Classification — SM),
Sands (SW) and Silts (ML) of the late Pleistocene -age Pauba Formation.
Sufficient area should be set aside for installation of the septic system and 100% expansion.
This area must remain as natural ground.
Based on the test data obtained, a percolation rate of 2.7-gallons/square feet/day should be
used as the design rate for each parcel.
Based on a 2,000 -gallon septic tank (per Riverside County requirements for a maximum of
45 fixture units), a 5 -ft diameter pit, and a percolation rate of 2.7-gallons/square feet/per day
would require 47 -ft of effective sidewall. This corresponds to two 5 -ft diameter pits to a
depth of 24 -ft below the 4 -ft inlet elevation.
• Based on a 2,000 -gallon septic tank (per Riverside County requirements for a maximum of
45 fixture units), a 6 -ft diameter pit, and a percolation rate of 2.7-gallons/square feet/per day
would require 40 -ft of effective sidewall. This corresponds to two 6 -ft diameter pits to a
T.H E Soils Company, Inc. WO. No 650601.01
tMs. Yvette Anthony
April 19, 2006
' Page 5
' depth of 20 -ft below the 4 -ft inlet elevation.
• Location of the proposed seepage pits and expansion area should be presented on the
' proposed grading plans by the project civil engineer once site development plans are
finalized.
' There must be a minimum 150 -foot separation from the seepage pits and expansion area to
any proposed domestic water well, on or off-site.
' The septic system shall be installed in natural, undisturbed soil at the depth of the tests
performed.
• No swimming pools or other appurtenances shall be constructed without the Riverside
County Heath Department approval.
• Sufficient fines (58%) exist (@ 40 to 50 -ft interval) in the near surface soils to provide
adequate filtration and to protect groundwater.
• The systems should be installed in accordance with current UPC codes.
This report is prepared with the understanding that it is the owner's responsibility to ensure that
proper design and construction methods are employed for the disposal system. Improper
placement/construction of the system can cause premature failure regardless of soil conditions. It is
also the owner's responsibility to adequately maintain the disposal system to extend its longevity.
' Our investigation was performed using the degree of care and skill ordinarily exercised, under
similar circumstances, by reputable geotechnical engineers and geologists practicing in this or
' similar localities. No other warranty, expressed or implied, is made as to the conclusions and
professional advice included in this report.
The samples taken and used for testing and the observations made are believed representative of the
entire project; however, soil and geologic conditions can vary significantly between test locations.
' As in most projects, conditions revealed by excavation may be at variance with preliminary
findings. If this occurs, the changed conditions must be evaluated by the Project Soils Engineer and
Geologist and designs adjusted, as required, or alternate designs recommended.
1 This report is issued with the understanding that it is the responsibility of the owner, or his
representative, to ensure that the information and recommendations contained herein are brought to
' T H.E. Soils Company, Inc W 0 No. 650601.01
' Ms. Yvette Anthony
April 19, 2006
' Page 6
the attention of the architect and engineer for the project and incorporated into the plans, and the
necessary steps are taken to see that the contractor and subcontractors carry out such
recommendations in the field.
The findings of this report are valid as of the present date. However, changes in the conditions of a
property can occur with the passage of time, whether due to natural processes or the works of man
' on this or adjacent properties. In addition, changes in applicable or appropriate standards may
occur whether they result from legislation or the broadening of knowledge.
' Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
our control. Therefore, this report is subject to review and revision as changed conditions are
identified.
The opportunity to be of service on this project is sincerely appreciated. If you have any further
questions, please contact this office.
Very truly ours wPE„ J a
' T.H.E. Soils Company, Inc.
ect Manager
JPF/JTR/JRH.jek
John T. Reinhrffi, RCE 23464
Registration Expires 12/31/07
T H.E. Soils Company, Inc W 0 No 650601 01
=.cE sa<:.
APPENDIX A
References
T H.E. Soils Company, Inc WO No 650601.01
County of Riverside Department of Health, 1981, Waste Disposal fc
Commercial and Industrial Booklet.
Department of Water Resources, August 1971, "Water Wells and Springs in the Western Part of the
Upper Santa Margarita River Watershed, Riverside and San Diego Counties, California", Bulletin
No. 91-20.
Federal Emergency Management Agency, September 30, 1988, "Flood Insurance Rate Map,
Riverside County, California", Community -Panel Number 060245-3335 D, Scale: 1" = 1,000 -ft.
International Association of Plumbing and Mechanical Officials, 1997, "Uniform Plumbing Code".
Kennedy, Michael P., 1977, "Recency and Character of Faulting Along the Elsinore Fault Zone in
Southern Riverside County, California", California Division of Mines and Geology Special Report
131.
Rancho California Water District, March 1984, "Water Resources Master Plan".
Tan, Siang S. & Kennedy, Michael P., 2000, "Geologic Map of the Temecula 7.5' Quadrangle San
Diego and Riverside Counties, California", California Division of Mines and Geology & U.S.G.S.
United States Geological Survey, 1968 (photorevised 1985), 7.5 Minute Quadrangle Map,
Pechanga, California", scale 1" = 2,000 -ft.
T H.E. Soils Company, Inc. W 0 No 650601.01
APPENDIX B
Exploratory Boring Logs
T H E Soils Company, Inc W.O. No 650601.01
LOGGED BY: JPF
METHOD OF EXCAVATION: MOBILE NO. B-61 TRUCK MOUNTED DRILL
DATE OBSERVED: 3/30/06
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION: r 1130
LOCATION: SEE PLOT PLAN
wo
u
8
m
=;
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BORING LOG NO. 1
i
11
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m w
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u
a i
DESCRIPTION
SOIL TEST
o
01
i u
? o
PAUBA FORMATION
SILTY SAND (SM): DARK BROWN, FINE TO COARSE GRAINED, MODERATELY GRADED,
r'�.`��-^���•;�`a
SLIGHTLY MOIST
Fill
/G\Cjh
'
!
5
2" t
SILTY SAND (SM): MEDIUM BROWN, FINE TO MEDIUM GRAINED, MINOR COARSE,
1
1
MODERATELY GRADED
LpnT
9 �\P
O�CALiF�
10
SILTY SAND (SM) MEDIUM BROWN, AS ABOVE
15
SAND (SW): MEDIUM TO LIGHT BROWN, MEDIUM TO COARSE GRAINED, MODERATELY
GRADED, MOIST, DENSE, MODERATE DRILLING
20
SILTY SAND (SM) MEDIUM TO DARK BROWN, FINE TO COARSE GRAINED, GRAVELLY IN
PART, MOIST, SUBANGULAR TO SURROUNDED, MODERATLEY GRADED
25
30
SILTY SAND (SM). MEDIUM BROWN, AS ABOVE, BECOMING VERY MOIST, MODERATELY
GRADED, NO FREE MOISTURE
35
40
SILT (ML . OLIVE BROWN, VERY MOIST, CLAYEY IN PART
JOB NO: 650601.01
LOG OF BORING
FIGURE: B-1
'
LOGGED BY: JPF
METHOD OF EXCAVATION: MOBILE #B-61 TRUCK MOUNTED DRILL RIG EQUIPPEC
DATE OBSERVED: 3130/06
4" HOLLOW STEM AUGERS
ELEVATION: + 1130
LOCATION: SEE PLOT PLAN
10
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BORING LOG NO. 1
DESCRIPTION
SOIL TEST
a
wQ
V
m
3
C
V
I
CLAYEY SILT (IAL) OLIVE BROWN, CLAYEY IN PART, MOIST, DENSE
SIEVE ANALYSIS
'
45
I
CrVli
�KGD
SFT. RE�y�A�+,✓r
I
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e
SILTY SAND (SM)' LIGHT BROWN, FINE TO MEDIUM GRAINED, MODERATELY GRADED,
50
n
SLIGHTLY MOIST
(p
9�OFCAUFO��\
TOTAL DEPTH = 50.0'
1
ss
'
60
'
65
1
70
75
1
60
'
JOB NO: 550601.01
LOG OF BORING
FIGURE: B-1
'
LOGGED BY: JPF
METHOD OF EXCAVATION: MOBILE NO. B-61 TRUCK MOUNTED DRILL
DATE OBSERVED: 3/30/06
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION: + 1128
LOCATION: SEE PLOT PLAN
rz
9
8
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BORING LOG NO. 2
i
=
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i i
DESCRIPTION
SOIL TEST
L
S
U
m
u
PAUBA FORMATION
SILTY SAND (SM). DARK BROWN, FINE TO MEDIUM GRAINED, MINOR COARSE AND GRAVEL,'�"'�
MODERATELY GRADED, SLIGHTLY MOIST, MEDIUM DENSE
R fq,
t1a cc`
SILTY SAND (SM): MEDIUM BROWN, FINE TO COARSE GRAINED, ABUNDANT FINES,
i Ir
r
MODERATELY TO POORLY GRADED
SOF
CAUFOP
'
10
'
SAND (SM). LIGHT BROWN, FINE TO MEDIUM GRAINED, MINOR COARSE, MODERATELY
15
GRADED, DENSE, MOIST
'
SILTY SAND (SM). MEDIUM BROWN, FINE TO MEDIUM GRAINED, ABUNDANT COARSE,
1
20
MOIST, MODERATELY GRADED
'
r
25
30
_
SILTY SAND (SM): DARK BROWN, FINE TO COARSE GRAINED, MODERATELY GRADED,
'
VERY MOIST, MINOR CLAY
35
rCLAYEY
SILT (ML) OLIVE BROWN, MOIST. DENSE, CLAYEY IN PART -r --
40
TOTAL DEPTH = 40.0'
JOB NO: 650601 01
LOG OF BORING
FIGURE: B-2
LOGGED BY: JPF
METHOD OF EXCAVATION: MOBILE NO. B-61 TRUCK MOUNTED DRILL
DATE OBSERVED: 3130106
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION: + 1137
LOCATION: SEE PLOT PLAN
w
8
BORING LOG NO. 3
z
m F
m
yF
S z
S H
DESCRIPTION
SOIL TEST
Q�
so
V
y��
O
V
m
J
m
O
PAUBA FORMATION
SILTY SAND (SM)MEDIUM BROWN, FINE TO MEDIUM GRAINED, MINOR COARSE,
MODERATELY GRADED, SLIGHTLY MOIST, DENSE
!( F*\w
5
Expires 12-31-�1� .
LP
CLAYEY SILTY SAND (SM): YELLOW BROWN, FINE TO COARSE GRAINED. MODERATELY
�OFCA�F ��\P
GRADED, SLIGHTLY MOIST, CLAYEY IN PART
10
15
SILTY SAND (SM): YELLOW BROWN, FINE TO MEDIUM GRAINED, MODERATELY SORTED,
SLIGHTLY MOIST, MINOR GRAVEL
20
SILTY SAND (SW) MEDIUM BROWN, MEDIUM TO COARSE GRAINED, MODERATELY
SORTED, MOIST, NO FREE WATER
25
GRAVELLY SILTY SAND (SM) MEDIUM BROWN, FINE TO COARSE GRAINED, MINOR
GRAVEL, WELL SORTED, SLIGHTLY MOIST
30
35
CLAYEY SILT (ML)' OLIVE BROWN, MOIST, DENSE, MINOR SAND
SILTY SAND (SM) MEDIUM BROWN, FINE TO MEDIUM GRAINED, MOIST, MODERATELY
40
GRADED
TOTAL DEPTH = 40.0'
JOB NO: 660601.01
LOG OF BORING
FIGURE B-3
APPENDIX C
Percolation Test Data
' T H E Sods Company, Inc W.O. No. 650601.01
SEEPAGE PIT TEST
BORING NO.: HOURS PRESATURATION: -r 24 ks DIAMETER OF HOLE (FEET): O,S NAME OF TESTER:
STRATA: 57 S 11 S 5 , SraN p s S ( DATE TESTED: S -3/—d4
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DEPTH
TO
BOTTOM
d
b
(feet)
INITIAL
TIME
t
i
(hour)
FINAL
TIME
t
f
(hour)
TOTAL
TIME
It
(hour)
DEPTH TO
WATER
SURFACE AT
t (FEET)
i
d I
DEPTH TO
WATER
SURFACE
t (FEET)
f
d f
F=d -d
f I
=Ad (feet)
AVERAGE LENGTH
OF WATER
COLUMN (FEET)
Lave --db d( l+dn
GALLONS/
SQ. FT./DAY
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STRATA: J ,N -2(L 1,)"Uj Si l24 -5� �g Sin �S -i- DATE TESTED: 3-3 1-0(�
PROJECT NAME: �\Yvc++. Awl-R�4 JOB NO.:
DEPTH
TO
BOTTOM
d
b
(feet)
INITIAL
TIME
t
i
(hour)
FINAL
TIME
t
f
(hour)
TOTAL
TIME
t
(hour
DEPTH TO
WATER
SURFACE AT
t (FEET)
I
d 1
DEPTH TO
WATER
SURFACE
t (FEET)
f
d f
F=d -d
f I
=Ad (feet)
AVERAGE LENGTH
OF WATER
COLUMN (FEET)
Laveedb-(dl+df)
GALLONS/
SQ. FT./DAY
Q=F29
LaveAt
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l.9
35,s-/5,65
L.v, =
2.
oD No4 i"",(I
S
C
SEEPAGE PIT TEST
BORING NO.: �- HOURS PRESATURATION: fiZ4 DIAMETER OF HOLE (FEET): D,,' NAME OF TESTER:
STRATA: Z,,, DATE TESTED: 3-3/—or,
L✓ O
PROJECT NAME: JOB -NO.: 65-060 /,Of
DEPTH
TO
BOTTOM
d
b
(feet)
INITIAL
TIME
t
I
(hour)
FINAL
TIME
t
f
(hour)
TOTAL
TIME
t
(hour)
DEPTH TO
WATER
SURFACE AT
t (FEET)
I
d I
DEPTH TO
WATER
SURFACE
t (FEET)
f
d f
F=d -d
f I
=Ad (feet)
AVERAGE LENGTH
OF WATER
COLUMN (FEET)
Lave�Ab d1 l+df)
2
GALLONS/
SQ. FT./DAY
Q=FD9
LaveAt
`ID
132
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4
0
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D.S
4.0
65-
/ :z5-
/y.
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5
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APPENDIX D
Laboratory Test Results
TRE Soils Company, Inc. W.O No 650601.01
Particle Size Distribution Report
111 iuu'�100 10 1GRAIN SIZE - mm
%COBBLES %GRAVEL %SAND %SILT %CLAY
0.0 1 3.3 38.5 58.2
SIEVE
SIZE
PERCENT
FINER
SPEC!
PERCENT
PASS?
P(=NO)
3/4 in.
100.0
C30=
C15= DW
1/2 in.
100.0
Classification
3/8 in.
100.0
Remarks
#4
96.7
#10
89.4
#30
76.1
#50
66.4
#100
59.5
#200
58.2
Soil Description
. (no specification provided)
Sample No.: B-1 Source of Sample: Date: 4/6/06
Location: ElevJDepth: 40-50
Client: YVETTE ANTHONY
T.H.E. SOILS CO. Project
Proiect No: 650601.01 Plate
Atterbem Limits
PL=
LL= PI=
D85= 1.28
Coefficients
60= 0.163 D50=
C30=
C15= DW
U=
c=
Classification
USCS=
PITO=
Remarks
. (no specification provided)
Sample No.: B-1 Source of Sample: Date: 4/6/06
Location: ElevJDepth: 40-50
Client: YVETTE ANTHONY
T.H.E. SOILS CO. Project
Proiect No: 650601.01 Plate