HomeMy WebLinkAboutTract Map 9833-2 Lot 5 On Site Sewage Disposal Feasibility
I T .H.E. Soils Co., Inc.
I Phone: (95]) 894-2121 FAX: (95]) 894-2122
i 141548 Eastman Drive, Unit G . Murrieta, CA 92562
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January 31, 2006
Mr. Andy Lakey
P.O. Box 31
Temecula, California 92593
(951) 852-1010
SUBJECT: ON-S{TF. SF.W AC.F. mSPOSA {. FF.ASmTT .{TV {NVF.STTC.A TTON
Proposed RV Garage & Pool Cabana at Existing Residence
Lot 5 ofTract 9833-2, APN: 945-020-005
43395 Manzano Drive
City ofTemecula, Riverside County, California
Work Order No. 981501.01
Dear Mr. Lakey:
In accordance with your authorization, we have conducted an onsite sewage disposal feasibility
investigation for the proposed RV garage located at the above referenced existing single-family
residence that currently utilizes the septic tankIleach line method for sewage disposal. The purpose
of our investigation was to evaluate the feasibility of utilizing the septic tank/leach line method of
sewage disposal. Our scope of work included the following:
1) A site reconnaissance by our senior geologist;
2) Excavation of one (1) exploratory trench to a minimum depth of 16.0-ft below the
existing ground surface;
3) Performance of a total of 4 shallow percolation tests; and,
4) Preparation of this report presenting our findings, conclusions and recommendations
for system design.
Our investigation and this report have been prepared in compliance with the format set forth by the
County of Riverside, Department of Environmental Health.
ACCOMPANVTNC. MAPS, TT.T.TJSTRATTONS, ANn APPF.NmCF.S
Location Map (2000-scale) - Figure 1
Typical Leach Line System - Figures 2 & 2A
Plot Plan (20-scale) - Plate 1
Appendix A - References
Appendix B - Exploratory Trench Log
Appendix C - Percolation Test Data
Appendix D - Laboratory Test Results
T.H.E. Soils Company, Inc.
w.o. No. 981501.01
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INTRonI TCTTON
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Mr. Andy Lakey
January 31, 2006
Page 2
Propo~ed Oevelopml'nt
The proposed development calls for the construction of a R V garage and a pool cabana at the existing
single-family residence. It is our understanding the proposed structures will consist of a wood-
framed, stucco-sided structure with conventional footings. It is anticipated that minor cuVfill grading
will be utilized to achieve design grade.
Sih~ neseription
The subject site has been developed as a single-family residence with detached garage, existing pool,
tennis court, and landscaped areas. The subject site is located on the southwest corner of Santiago
and Manzano Roads in the city of Temecula in southwest Riverside County, California. The site is
located in an area oflarge parcel residential properties. The geographical relationships of the site and
surrounding area are shown on our Site Location Map, Figure 1.
Topography on the subject site consists of a relatively flat graded pad with associated 2:1
(horizontal:vertical) fill and cut slopes. A highly incised westerly trending drainage course is located
on the northerly portion of the subject site, which is currently utilized for a tennis court. Vegetation
on the subject site consists of a manicured lawn and ornamental trees and shrubs. Overall relief at
the subject site is approximately 40- ft.
SITF. INVFSTTC.ATTON
Rn{'k~ronnrl RpSP.9TC.h and T ,iterature Review
Several published and unpublished reports and geologic maps were reviewed for the purpose of
preparing this report. A complete list of the publications and geologic maps reviewed for this
investigation is presented in Appendix A.
Field Investigation
Subsurface exploration, field reconnaissance, and mapping of the site were conducted on November
23, 2005. One (1) deep exploratory trench was excavated in the vicinity of the proposed leach fields
on the lower elevations of the subject site to a maximum depth of 16.0-ft below the existing ground
surface (bgs). A total of four (4) shallow test pits were also excavated to various depths ranging from
30 to 50-inches below the existing ground surface. A Case No. 580 Super M rubber tire extenda-
backhoe equipped with a 2- ft bucket was used to excavate the exploratory trench and shallow test
pits. Our geologist logged the exploratory trench. Copies of our Trench Logs are presented in
Appendix B.
T.H,E. Soils Company, Inc.
W.o. No. 98150101
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Mr. Andy Lakey
January 31, 2006
Page 3
STlMMARV OF TRST PROCF.OTTRF.S
Percolation testing was performed on December 1, 2005. The testing procedure was performed in
accordance with Riverside County Health Department and Building and Safety guidelines for same
day testing. The percolation tests were performed at depths within the underlying soils
corresponding to the proposed leach field design.
At the bottom of each shallow test pit, a post-hole digger was used to excavate a 6-inch diameter, 12-
inch deep, cylindrical hole. A perforated cylinder was then placed within the test holes to prevent
caving of the sidewalls and scouring of the bottom when water was added. The holes were then
tested in accordance with the June 1988, Riverside County Continuous Pre-Soak Percolation Testing
Procedure. Below is a detailed description of the testing procedures followed:
"After excavation of the test hole, a completely filled 5-gallon bottle of water was inverted
over the test hole so that a continuous level of water was maintained up to a height of 12
inches above the bottom of the hole. When the test holes had presoaked a minimum of 15
hours and not more than 26 hours the presoak bottle was removed and the hole was refilled to
8 inches above the bottom. Four or more consecutive measurements were then taken at timed
intervals that provided not less than 1 inch or more than 3 inches of drop. All measurements
were taken to the nearest 1/8 inch, and the difference between the last two measurements did
not vary by more than 20 percent."
SIJMMARV OF FINOTNC.S
Our exploratory excavations generally exposed approximately 8-ft of alluvial soils overlying dense
sedimentary bedrock of the late Pleistocene age Pauba formation. The sedimentary bedrock generally
consists of yellowish brown silty sand that can be described as fine to coarse grained, well graded,
moist and dense. No mottling of the soil was observed.
Percolation rates in the alluvial soils were generally consistent and moderately fast with one fast rate
at 7 minutes-per-inch (P-4). Percolation rates varied from 7 to 20 minutes-per-inch.
c.ROllNnW A TF.R
Groundwater was encountered within our exploratory trench (T-l) at a depth of 15.5-ft bgs. T-I
was advanced on the westerly portion of the highly incised drainage course located on the
northerly portion of the subject site. According to historic high groundwater records (Rancho
California Water District, 1984), groundwater is anticipated to be at least 100-ft bgs on the lower
elevations of the subject site. It is anticipated that the groundwater encountered within T-I is in a
perched and localized condition.
T.H.E. SOILS COMPANY, INC.
W.o. 981501.01
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Mr. Andy Lakey
January 31, 2006
Page 4
PF.RCOI.A TTON TRSTTNC.
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A total of four (4) shallow percolation tests were performed on the subject site. 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 locations of our percolation tests and exploratory
trenches are presented on Plate 1.
I .ARORATORV TFSTTNC. PROC.RAM
A sieve analyses was performed on a bulk soil sample representative of the earth materials obtained
from depths that varied from 10 to l5-ft below the ground surface. The results indicate that the
percent fines (smaller than 0.074mm; passing No. 200 U.S. Standard sieve) were 55 percent. The
test results are included in Appendix D, Laboratory Test Results.
CONCT .TJSIONS ANn RRCOMMRNnA TTONS
C'onelnsions
. Based upon the results of this investigation, onsite sewage disposal, utilizing the septic
tankIleach line method of disposal, is feasible for the proposed R V garage provided the
specific design recommendations of the report are implemented during site development.
. All earth materials encountered during our investigation were excavated with moderate ease
to the maximum depth explored of 16.0-ft (T-I) below the ground surface utilizing a Case
No. 580 Super M rubber tire extenda-backhoe equipped with a 2-ft bucket.
. Our exploratory excavations generally exposed approximately 8-ft of alluvial soils overlying
dense sedimentary bedrock of the late Pleistocene age Pauba formation. The sedimentary
bedrock generally consists of yellowish brown silty sand that can be described as fine to
coarse grained, well graded, moist and dense. No mottling of the soil was observed.
. Based on the size of the proposed disposal area, there is sufficient area to allow installation of
an adequate onsite leach line disposal system and 100% expansion area.
. Groundwater was encountered within our exploratory trench (T-l) at a depth of 15.5-ft bgs.
T-I was advanced on the westerly portion of the highly incised drainage course located on
the northerly portion of the subject site. According to historic high groundwater records
(Rancho California Water District, 1984), groundwater is anticipated to be at least 100-ft
bgs on the lower elevations of the subject site. It is anticipated that the groundwater
encountered within T -I is in a perched and localized condition. Based on the data presented
in the report, it is the judgment of this firm that the groundwater table will not encroach
within the current allowable limit (5-ft) set forth by county and state requirements.
TH.E. SOILS COMPANY. INC.
w.o. 98150101
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TART.F I - STTMMARV OF TRST RF.Sm TS
I .F.ACH I.INF. MFTHon
Test Earth Material Depth of Test Percolation Rate Application
No. Tested (Inches) (Minutes Per Inch) Area (Sq,
Ft. Per 100
Gallons)
P-l Siltv Sand 36-48 20 20
P-2 Siltv Sand 33-45 17 40
P-3 Siltv Sand 40-52 12 30
P-4 Siltv Sand 36-48 7 20
# Indicates a failing test but not considered an impervious material based on Riverside
County Health Department specifications. According to the County of Riverside
Department of Health, an impervious material is one that has a percolation rate of
greater than 120 minutes per inch.
THE. SOILS COMPANY, INC.
w.o. 981501.01
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Mr. Andy Lakey
January 31, 2006
Page 5
. Sufficient fines (55%) exist (@ 10 to 15-ft interval) in the near surface soils to provide
adequate filtration and to protect groundwater.
Rl'{'omrnenrl~tinn~
. Based on the test data obtained, a percolation rate of 20 minutes/inch should be used as the
design rate for tile subject site. This corresponds to an application rate of 45 square feet of
leaching area per 100 gallons of effluent per day.
. Based on utilizing a 750-gallon septic tank (maximum of 15 fixture units) and an application
rate of 45 square feet of leaching area per 100-gallons of effluent per day; 338 square feet of
bottom area would be required. This would correspond to 134 linear feet of leach line 3-ft
wide or 2 leach lines 67-ft long utilizing 3-ft of rock below the pipe and paper. Utilizing the
Infiltrator System would reduce the system to 108 linear feet or 2 leach lines 54-ft long.
. Sufficient area should be set aside on the gently sloping portion of the subject site for
installation of the septic system and 100% expansion. The project civil engineer has
presented the proposed leach line layout on the "Precise Grading Plan" utilized as our Plot
Plan Plate 1. The areas tested are depicted on Plate 1. These areas must remain as natural
ground with less than I foot of cut or fill.
. There must be a minimum 100-ft separation between the leach lines and expansion area to
the existing onsite water supply well and a minimum 5- ft separation from any onsite domestic
water line.
. 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.
. The systems should be installed in accordance with current UPC codes. A typical
construction approach for leach line systems is presented on Figures 2 and 2A.
. Installation of the leach lines should be inspected by the soils engineer and/or geologist to
verifY that anticipated field conditions exist and that the installation is in accordance with the
recommendations of this report. A minimum 24-hours' notice should be provided for field
inspection of the leach lines.
I .IMITATTONS OF INVF.STTC.ATTON
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. 98150101
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Mr. Andy Lakey
January 31, 2006
Page 6
the attention of the project architect and engineer. The project architect or engineer should
incorporate such information and recommendations into the plans, and take the necessary steps to see
that the contractor and subcontractors carry out such recommendations in the field.
This firm does not practice or consult in the field of safety engineering. We do not direct the
contractor's operations, and we cannot be responsible for other than our own personnel on the
siteltherefore, the safety of others is the responsibility of the contractor. The contractor should notifY
the owner if he considers any of the recommended actions presented herein to be unsafe. This firm
did not provide any surveying services at the subject site and does not represent that the building
locations, contours, elevations, or slopes are accurately depicted on the plans.
The findings of this report are valid as of the report 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.
We sincerely appreciate this opportunity to be of service on this project. Should you have any
questions regarding this report, or require additional information, please contact our office.
Respectfully submitted,
T.H.E. SOILS COMPANY, INC.
~0t
J P. Frey
r ~ect Geolo 1st
JPF/JTR:jek
TH.E. SOILS COMPANY, INC
W.O. 98150101
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APPENDIX A
References
T.H.E. SOILS COMPANY. INC.
W.O. 981501.01
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RRFRRFNC'F,S
County of Riverside, Department of Health, Division of Environmental Health,
Disposal for Individual Homes, 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.
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.
Mann, John F. Jr., October 1955, "Geology ofa Portion of the Elsinore Fault Zone, California",
California Division of Mines, Special Report 43.
T.H.E. Soils Company, Inc., January 27, 2006, "Limited Geotechnical Investigation, Proposed RV
Garage & Pool Cabana at Existing Residence, Lot 5 of Tract 9833-2, APN: 945-020-005, 43395
Manzano Drive, City of Temecula, Riverside County, California", Work Order No. 981501.00.
U.S.G.S., 1997, "Pechanga, CA., 7.5 Minute Series Topographic Quadrangle Map", Scale I" =
2,000'.
THE. SOILS COMPANY.INC.
w.o. 981501.01
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APPENDIX B
Exploratory Trench Log
THE. SOILS COMPANY. INC.
W.O. 981501.01
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I LOGGED BY: JPF METHOD OF EXCAVATION: CASE NO 580M EXTENDA BACKHOE DATE OBSERVED: 11/23/05
W/24" BUCKET
I ELEVATION::,: 1254 LOCATION: SEE PLOT PLAN
I" " ~ 'i .
w 8 . u
~ > i= " TEST PIT NO. 1
. z
I , ~ ~ w , SOIL TEST
" . " ;;; DESCRIPTION
z
. " 0 z
w 0 w
a m m u a
I UNDIFFERENTIATED ALLUVIUM/COLLUVIUM
CLAYEY SilTY SAND (8M): DARK GRAY BROWN, FINE GRAINED, MINOR COARSE AND MEDIUM
I SILTY SAND (8M): DARK BROWN, FINE TO COARSE GRAINED, MOIST, MEDIUM DENSE,
5 MINOR PINPOINT PORES
II
PAUBA FORMATION
1 10 Sll TV SAND (8M): YELLOWISH BROWN, FINE TO COARSE GRAINED, WELL GRADED, MOIST,
V DENSE SIEVE ANALYSIS
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I TOTAL DEPTH = 16.0'
20 PERCHED GROUNDWATER AT 15,5'
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JOB NO: 981501.01 LOG OF TEST PIT FIGURE: T-1
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APPENDIX C
Percolation Test Results
T.H.E. SOILS COMPANY, INC.
W.O. 981501.01
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LEACH LINE FIELD PERC DATA CONTINUOUS PRE-SOAK
TEST HOLE NO, 1:>-/
DEPTH (inches): :1(; -'fq'
TESTED BY: TPc...
DATE EXCAVATED: 11- 'Z3-.0")-
SOil DESCRIPTION: [J~,,'I. K ~n---v-.J ..s,/.A
6"",) "~.r f
PRESOAK PERJOD
Time Interval of Presoak
Water ltfVComments
TimelDate
START, 11-3o-o~ I 7C"A,-^
STOP, 12 - I .. 0 S- >;.Dc' !\'^
rv 0 1-17 () 1,1-1" ,V -h/,-
j- 7:5 11(>
-""1- .:;~ 1/0,....1 pr: "'<J~~ {-
'---" ...
TEST PERIOD
%CIlANGE FROM LAST
PERCOLA nON RATE
/S
\t-
20
20
u%
P-Z-
DATE EXCAVATED, 11- 2-3-05
SOIL DESCRIPTION, fLAK Brc,o'-'
S,{f-\./Stlutel
,
TEST HOLE NO,
DEPrn (inches): ".3 ..",
TESTED BY: :J1'f.-
PRESOAK PERIOD
Time Interval of Presoak
Water LefVComments
TimelDate
START:
11-30 -oS 1'7: 00 tu,^-
11....-I-05!r:OoAJ.r.
TEST PERIOD
:\::: '2.3 hIS.
(l1f) H?u/o?-f AFnJ....
,
6- 6',,1
f){c.<::'D",-1-
,
STOP:
TIME INTERVAL INITIAL WATER
FINAL WATER
WATER LEVEL DROP PERCOLA nON RATE 'Y,cIlANGE FROM LAST
TIME lmin' LEVELlINCHESl LEVEL lINCHESl lINCHESl IMlNlINCHl PERCOLA nON RATE
<6:01- '89tL _10 z.}...-
30 !J~ It..
~'..37- 13
S '.31- ~5JL :;31 2~
30 110 II, /y
<=)'.01
{~(., &9.- iJ
9'.01- 30 II.. Z. "I", IS
~ ~,q..
Q I. J- ,;.1
q:31" 30 '6 ~" Ii.. Ib /:f- /2 %
ID:o:j-
\(p
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LEACH LINE FIELD PERC DATA CONTINUOUS PRE-SOAK
TEST HOLE NO, ~-3
DEPTH (inches): Vi) -,:L
TESTED BY' Tr~
-
Z~-o '>
DATE EXCAVATED, /(- j
SOIL DESCRIPTION, O<<V- 6ro'~,..J
5;,., /J..., 5" L' "..d
r
PRESOAK PERIOD
Time Interval of Presoak
Water Left/Comments
TimelDate
START,
11-3o-0S- /'1:.'oA""
,2--(-D) / '(;'uoA"^
^.J(J H7 cJ Lc!-~ AFtr>L
S-&"II",,--, PrC0o",!,-
.I C;Z 3 Ar.->
STOP,
TEST PERIOD
TIME INTERVAL
TIME min
6iu 30
'i):'tO
1;: '-(0 '6? -~ \'1-
3() I<. ~ . l~ ;)~0
1; 10
'1: /0 9--' t:; '91 b L~G
3D 'is' ,.
q:,-/o
q~'-{o '6~ s~ ~~(,
30 it,
10:10
}o
It
1'2-
iL
u%
TEST HOLE NO, P - '1
DEPTH (inches), 36-'-1 f{"
TESTED BY: /pI'-
DATE EXCAVATED, / (- 1-3 -.0 ':
SOIL DESCRIPTION: Ou"-{/( bf["~N .:5,;.,
-s*""iND
PRESOAK PERJOD
Time Interval of Presoak
IV () 1-+6.0 LcI-f- It/-&...
';&4(\ Dk-sed
,
Water Left/Comments
TimelDate
START: 1/-30-0S-
STOP, /2 -I -oS-
.::!:- '2.-3hr.:;
TEST PERIOD
TIME INTERVAL INITIAL WATER
FINAL WATER
WATER LEVEL DROP PERCOLA nON RATE %CHANGE FROM LAST
TIME lmin) LEVEL<INCHES\ LEVEL IINCHES) IINCHES) IMINIINCH\ PERCOLATION RATE
$'. \'2.... 0- -0 i~(,
2-0 '6' ~(. ~/f(, G,'G
<(:31
'is' 3;l. <6' 9;- i- /">- s~
20 !J -u" 7-0
'is:sz.
lS':{L '6'9-: st L>-
2.0 ',I., 2 1(, -:r
r 11
11:/.:l <6576 -~ J\""1.... u<%
20 !:; 1(, -'-;(. +
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'f: JL-
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APPENDIX D
Laboratory Test Results
THE. SOILS COMPANY. INC.
W.O. 981501.01
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Particle Size Distribution Report ~~\)9Y!L~
?} ~i.RE/N. ~
c tfj ",of.
. . · i . s 8 " E !lj'l
s . ~. :;: . " ~ ~ : il Q::;
~ ~ . . .
100 : r: f'\ : : \ iJ( *
: : : : .....\(" '3-~
: "- : ~
90 : : : " ~
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: : : : ::0
80 : ,
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70 : I,
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0:: I :
W 60 : r-i...
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t- : : :
Z 50 :
W :
0
0:: , I, :
W 40
Q. : : :1
30 : :
20 :
10 1 ~
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0 I, I: : II'
500 100 1 1 0.1 0.01 0.001
GRAIN SIZE - mm
I % COBBLES I % GRAVEL I % SAND I % SILT I % CLAY I
r 0.0 I 1.1 I 43.9 I 55.0 I
SIEVE PERCENT SPEC." PASS? Soil OescriDtion
SIZE FINER PERCENT (X-NO)
3/4 in. 100.0
1/2 in. 100.0
3/8 in. 100.0
#4 98.9 Atterbera Limits
#10 87.7 PL= LL= PI=
#30 66.7
#50 58.3 Coefficients
#100 55.3 085= 1.70 060= 0.361 050=
#200 55.0 030= 015= 010=
Cu= Cc=
Classification
USCS= AASHTO=
Remarks
--.- (no spocificatioo provided)
Sample No.: I-I @ 10-15 Source of Sample: Date: 1/25106
Location: ElevJDepth: 10-15
Client: LAKEY
T.H.E. SOILS CO. Project:
0-1
Proiect No: 981501.00 Plate
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