HomeMy WebLinkAboutParcel Map 8632 Parcel 4 Prelim On Site Sewage Disposal
IT.H.E. Soils Co., Inc.
Phone: (951) 894-2121 FAX: (951) 894-2122
141548 Eastman Drive, Unit G . Murrieta, CA 92562
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April 19, 2006
Ms. Yvette Anthony
43135 A venida De San Pasqual
Temeeula, California 92595
(909) 265-3241
SUBJECT: PRFYhJMrNARV:C:ilNSTTF.SF.W:A,t:.Jj\'mSPOSA T. TNVF,Sn(;;ATTQ'lS:
Proposed Single-Family Residence
APN: 945-080-017, Portion of Parcel 4 of P.M. 8632
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 reconrurissance by our project geologist; 2) advancing three exploratory
borings; 3) performing three deep percolation tests; 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.
Al:l:OMPANVlNG MAPS, TLLTTSTRATTONS, ANn APPRNnTl:F.S
Site Location Map - Figure 1 (2,000-scale)
Plot Plan - Plate I (30-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
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Ms. Yvette Anthony
April 19, 2006
Page 2
PROPOSFn nF.vRT ,OPMF.NT
The subject site is proposed for the development of a single-family residence with associated pad,
driveways and cut and fill slopes.
STIF. nF.SCRTPTION
The subject site is an irregular-shaped 4.l7-acre parcel ofland 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.
FTFTn FXPLORATION
Subsurface exploration of the site commenced on March 30, 2006. A Mobile B-6l 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.
STJMM A RV OF IFSI PROCFnTTRFS
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 1I2-hour. Total depth of the test boring was recorded both at the commencement and
conclusion of our percolation testing.
T.HE Soils Company, Inc.
W.o. No. 650601.01
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STTMM A RV OF FTNnTNGS
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 & Kelllledy, 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 (B-
I )-gallons/square feet/day.
GROTlNTlW A TFR
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.
FT ,OonING
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.
PRRCOT.A TTON TFSTTNC.
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.
T .ARORATORV TFSTING PROGRAM
A sieve analysis was performed on a bulk sample representative of the sedimentary bedrock
materials from a depth of 40 to 50-ft 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
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TART,F T - STTMMARV OFTFST RF.STIT,TS
Test Earth Material Depth of Test Percolation Rate
21
No. Tested (Feet) (Gal/Ft Day)
B-1 Silty Sands, Sands 4.0 to 40.0-ft 4.3
& Silts
B-2 Silty Sands, Sands 4.0 to 35.5-ft 2.9
& Silts
B-3 Silty Sands, Sands 4.0 to 40.0-ft 2.7
& Silts
. 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
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Ms. Yvette Anthony
April 19, 2006
Page 4
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CONCT ,TJSTONS ANn RFCOMMF.NnA TTONS
Condll!li:inns
. 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 aUowable 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.
Rp'l':ommpnd9tinn!li:
. 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 of2.7-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 of2.7-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. W.O. No. 650601.01
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Ms, Yvette Anthony
April 19, 2006
Page 5
depth of20-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.
T ,TMTTS OF TNVF,STIGATTON
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.
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.O. No. 650601.01
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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 fmdings 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 yours,
T.H.E. Soils Company, Inc.
John T, Rei art, RCE 23464
Registration Expires 12/31107
JPF/JTR/JRH:jek
T.HE Soils Company, Inc.
W,O, No, 650601.01
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APPENDIX A
References
T.H.E. Soils Company, Inc.
W,O, No, 650601.01
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RF.FFRF.NCFS
County of Riverside Department of Health, 1981 , Waste Disposal for
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".
Kelllledy, 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. & Kelllledy, 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,OOO-ft.
T.H.E. Soils Company, Inc.
w,o, No, 650601.01
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APPENDIX B
Exploratory Boring Logs
T.HE Soils Company, Inc.
W,O, No, 650601.01
\1-
I LOGGED BY: JPF
I z w "'
~ 0 ~ #
~ 8 ~ ~
w ~ ~ " BORING LOG NO. 1
"- ~ ~ z
~ ~ ~
" ~ ~ ~ w SOIL rEST
I ~ ~ ~ < ~ " DESCRIPTION
~ ~ 8 z
w S 0 w
0 u . . 0
PAUBA FORMATION
METHOD OF EXCAVATION: MOBILE NO. B-61 TRUCK MOUNTED DRILL
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION::!: 1130
DATE OBSERVED: 3/30/06
LoeA liON: seE PLOT PLAN
I
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1S
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I 20
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3S
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I 40
I JOB NO: 650601,01
I
SILTY SAND (5M): DARK BROWN, FINE TO COARSE GRAINED, MODERATELY GRADED,
SLlGHTL Y MOIST
SILTY SAND (8M): MEDIUM BROWN, FINE TO MEDIUM GRAINED, MINOR COARSE,
MODERATELY GRADED
Sll TV SAND (SM):MEDIUM BROWN. AS ABOVE
SAND (SW): MEDIUM TO LIGHT BROWN, MEDIUM TO COARSE GRAINED. MODERATELY
GRADED, MOIST, DENSE, MODERATE DRILLING
SIL TV SAND (5M): MEDIUM TO DARK BROWN, FINE TO COARSE GRAINED. GRAVELLY IN
PART, MOIST, SUBANGULAR TO SUBROUNDED. MODERATlEY GRADED
SIL TV SAND (8M): MEDIUM BROWN, AS ABOVE, BECOMING VERY MOIST. MODERATELY
GRADED, NO FREE MOISTURE
SILT ML: OLIVE BROWN. VERY MOIST, CLAYEY IN PART
LOG OF BORING
FIGURE: B-,
\7
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I d ~
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JOB NO: 650601,01
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w.
"ji
~w
o.
,0
u
DATE OBSERVED: 3/30106
METHOD OF EXCAVATION: MOBILE #B-61 TRUCK MOUNTED ORILL RIG EQUIPPE
4" HOLLOW STEM AUGERS
ELEVATION::!: 1130
,co
!5~
~~
~;;
.z
zw
-Q
BORING LOG NO. 1
DESCRIPTION
CLAYEY SILT (Ml): OLIVE BROWN, CLAYEY IN PART, MOIST, DENSE
------"--~
SIL TV SAND (8M): LIGHT BROWN, FINE TO MEDIUM GRAINED, MODERATELY GRADED,
SLIGHTLY MOIST
TOTAL DEPTH = 50.0'
LOG OF BORING
LOCATION: see PLOT PLAN
SOIL TEST
SIEVE ANAL VSIS
FIGURE: B-1
\p."
I LOGGED BY: JPF
I Iii ~ w w# >"
8 ~ ~~
w n ~~
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~ oz
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15
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40
I
JOB NO: 650601,01
I
METHOD OF EXCAVATION: MOBILE NO. B-61 TRUCK MOUNTED DRILL
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION::!: 1128
BORING LOG NO.
DESCRIPTION
2
PAUBA FORMATION
SIL TV SAND (8M): DARK BROWN. FINE TO MEDIUM GRAINED, MINOR COARSE AND GRAVEL,
MODERATELY GRADED, SLIGHTLY MOIST, MEDIUM DENSE.
--------
SILTY SAND (8M): MEDIUM BROWN, FINE TO COARSE GRAINED, ABUNDANT FINES,
MODERATELY TO POORLY GRADED
SAND (8M): LIGHT BROWN, FINE TO MEDIUM GRAINED. MINOR COARSE, MODERATELY
GRADED, DENSE, MOIST
SilTY SAND (8M): MEDIUM BROWN, FINE TO MEDIUM GRAINED, ABUNDANT COARSE,
MOIST, MODERATELY GRADED
-
---
----------
SILTY SAND (8M): DARK BROWN. FINE TO COARSE GRAINED, MODERATElY GRADED,
VERY MOIST. MINOR CLAY
CLAYEY SILT (Ml): OLIVE BROWN, MOIST, DENSE, CLAYEY IN PART
~
TOTAL DEPTH = 40.0'
LOG OF BORING
DATE OBSERVED: 3/30/06
LOCATION: SEE PLOT PLAN
SOIL TEST
FIGURE: B-2
\~
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~ w ~~
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JOB NO: 650601.01
I
METHOD OF EXCAVATION: MOBILE NO. B-61 TRUCK MOUNTED DRILL
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION::!: 1137
BORING LOG NO.
DESCRIPTION
3
PAUBA FORMATION
Sll TV SAND ($M): MEDIUM BROWN, FINE TO MEDIUM GRAINED, MINOR COARSE,
MODERATELY GRADED. SUGHTL Y MOIST, DENSE
--
-----
CLAYEY $IL TV SAND (5M): YELLOW BROWN. FINE TO COARSE GRAINED. MODERATELY'
GRADED, SLIGHTLY MOIST, CLAYEY IN PART
-----------
SIL TV SAND (SM): YELLOW BROWN, FINE TO MEDIUM GRAINED, MODERATELY SORTED,
SUGHTL Y MOIST, MINOR GRAVEL
--
SIL TV SAND (SW): MEDIUM BROWN, MEDIUM TO COARSE GRAINED, MODERATELY
SORTED, MOIST. NO FREE WATER
- ----- ---
GRAVELLY SILTY SAND (5M): MEDIUM BROWN. FINE TO COARSE GRAINED, MINOR
GRAVEL. WELL SORTED. SLIGHTLY MOIST
"'--- - --------
CLAYEY SilT (ML): OLIVE BROWN, MOIST, DENSE, MINOR SAND
,~
SILTY SAND (8M): MEDIUM BROWN, FINE TO MEDIUM GRAINED, MOIST, MODERATelY
GRADED
TOTAL DEPTH = 40.0'
LOG OF BORING
DATE OBSERVED: 3/30/06
LOCATION, SEE PLOT PLAN
SOIL TEST
FIGURE: B-3
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APPENDIX C
Percolation Test Data
T.H.E. Soils Company,lnc.
W,O, No, 650601.01
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APPENDIX D
Laboratory Test Results
T.H.E. Soils Company, Inc.
W,O, No, 650601.01
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------
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4 1.REI~
Particle Size Distribution Report , II:' -""
~ ~ ~ 8 ~ B ./ .31._ ~'f:
~ ~ ~ " c a ~ i II
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100 Iii .. ~;~
FC~\. "
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90 "
80
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W
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W 40
Q.
:
30
20
; I:
10
0
500 100 1 1 ,1 0,01 0,001
GRAIN SIZE - mm
I " COBBLES I " GRAVEL I " SAND I " SILT I "CLAY I
0,0 3.3 38.5 58.2
SIEVE PERCENT SPEC.. PASS? Soil~Descriotion
SIZE FINER PERCENT (X=NO)
3/4 in. 100.0
1/2 in. 100.0
3/8 in. 100.0
#4 96.7 Atterbera Limits
#10 89.4 PL= LL= PI=
#30 76.1
#50 66.4 Coefficients
#100 59.5 085= 1.28 060" 0.163 050=
#200 58.2 1:>30= 015= 010=
cu= cc=
Classification
USCS= AASHTO=
Remarks
(DO spocificatioo provided)
Sample No.: B-1 Source of Sample: Date: 4/6/06
Location: ElevJDepth: 40-50
Client: YVETfE ANIHONY
T.H.E. SOI.LS CO. Project:
Project No: 650601.01 Plate t
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