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PRELIMINARY SOIL AND FOUNDATION INVESTIGATION REPORT
LOT 98 OF TRACT 3883
A.P.N. 919-082-005
SOUTHERLY SIDE OF CARMELITA CIRCLE
CITY OF TEMECULA
CALIFORNIA
.EQ.!L
MR. MARK TORTOMASI
PROJECT NO. 02-009.PI
DATED MAY 1. 2002
Lakeshore Engineering
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. LAKESHORE
Engineering
Consulting Civil Engineers
May 1, 2002
Project No: 02-009.PI
Client:
Mr. ,Mark Tortomasi
24426 Rovendale
Murrieta, CA 92562
(909) 262-6622
Subject:
preliminary Soil and Foundation (Geotechnical) Report
Proposed Single Family Home Construction
Lot 98 of Tract 3883
Carmelita Circle, Temecula, CA.
A.P.N. 919-082-005
INTRODUCTION
This report presents our finding and conclusion of a preliminary soil
and foundation investigation for the proposed construction of a
single family home to be located at the subject property. The purpose
of this preliminary site investigation was to a) determine and
evaluate the subsurface soil conditions at the site and b) provide
pertinent earthwork/grading and foundation design recommendations for
the proposed development.
This site investigation included the following scope of work:
1) Performed three exploratory backhoe trenches within the proposed
building pad and driveway areas to determine subsurface soil
conditions and also to recover representative soil samples for
laboratory testing (Appendix A) .
2) Laboratory testing of a representative soil sample to
determine the soil properties (Appendix B) .
3) Engineering analyses for foundation design and necessary
earthwork preparation and the preparation of this report.
PROPOSED CONSTRUCTION/DEVELOPMENT
The proposed building will be located towards the front of the lot
adjacent to the street. The lot surface in general slope downwards
from front to rear (north to south), and gradually levels out towards
the rear 1/3 of the lot. The natural pitch is about 3 1/2:1 (H:V).
A two story single family home is planned for construction on the
subject lot. Proposed construction will likely be a custom designed,
up~er scale home of about 3,000+ square feet of living space. Except
for a lower level rear room planned for a slab-on-grade floor, the
entire house is designed to be supported on raised floors.
Retaining walls in the order of 2-8 feet will be required to support
a level backfill and concrete slab driveway.
31520-8 Railroad Canyon Road. Canyon Lake, CA 92587. (909) 244-2913. FAX: (909) 244-2987
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LAKESHORE
Engineering
SINGLE FAMILY CONSTRUCTION
LOTS 98 TR. 3883
CARMEL ITA CIRCLE
FOR MARK TORTOMASI
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CONSULTING CIVIL ENGINEERS
Project No:
02-009.PI
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SINGLE FAMILY CONSTRUCTION
LOTS 98 TR. 3883
CARMEL ITA CIRCLE
FOR MARK TORTOMASI
RIVERSIDE COUNTY
CAUFORNIA
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BASE MAP:
state of California, Special Studies Zone OffICial Map 1980
on Base Map of USGS 7.5 min. Peachanaa Oll~rl~nnla _ 107':1:
FIGURE
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May 1, 2002
Project No: 02-009.PI
Page Two
SITE DESCRIPTI9N
The subject property located in the community of Meadowview, in the
city of Temecula, consist of a 1/2 acre size lot, fronting Carmelita
Circle to the north and surrounded by single family homes on all
three sides. It is almost rectangular in shape except for the rear
property line which is askew (slanted). It measures 120 feet fronting
the street and average about 200 feet deep.
General terrain in the area consist of undulating gentle sloping
hills and valleys, with slopes pitched at about a 3:1 (H:V) or
flatter. The subject property is a downslope lot, with slope
beginning at the right-of-way property line. The down slope continues
for 2/3 of the lot and then levels off with a shallow gully crossing
the lot'in the east-west direction. Maximum relief from the street
curb to natural gully flowline is ,about 25 feet.
The subject lot is unimproved natural ground at the time of our site
investigation. Groundcover consist of annual grass and no rock
outcrops and/or wells were noted onsite. The surface contours in
general are smooth and uniform and no erosion were observed on the
property. Drainage is by surface sheetflow from front to back into
the natural gully.
SUBSURFACE CONDITIONS
Three exploratory backhoe pits were conducted on the site to
determine the subsurface soil profile. Based on our exploratory
efforts, the site is mantle with a thin layer of topsoil (2-4 feet)
underlain by weathered decomposed granitic sands (residuum). Thin
layer seams of cemented Sandstone and Siltstone, (Puaba Formation)
seams begin to sho~ at about 6+ feet.
The topsoil consist of a thin layer of approximately 2 feet along the
high ground adjacent to the street and becomes thicker in depth 4
feet as the location approaches the rear gully area. Topsoil consist
of a loose and damp, light brown, Silty SAND with lesser amount of
Sandy SILT. The natural residuum is dense, lack visible voids and
damp to slightly moist. No water seepage and/or clays were not
encountered.
Generally, the upper soil is considered LOW in expansion potential,
Lakeshore Engineering
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May 1, 2002
Project No: 02-009.PI
Page Three
GENERAL GEOLOGY AND SITE SEISMICITY
The subject lot do not fall within any designated special study zone.
It is located about 5 kilometers from the Elsinore-Wildomar fault
line envelope. The 1997 Uniform Building Code has assigned the
Elsinore fault as a Type "B" fault.
The shallow bedrock (Puaba Formation as mapped in the area) under the
property may be considered a favorable attribute. However, research
is on going in the seismic field. Based on Uniform Building Code (UBC
1997 edition), the site is located about 5 kilometers from a known
area of high regional seismicity (Map Figure 16-2). As such, the
following data based on known or assumed parameters a~ ,outlined in
the tables under Section 16; Vo~ume 11; '97 UBC, are presented below:
Seismic Zone (UBC Figure 16-2) --;-------------- Zone 4
Seismic Zone Factor "Z" (UBC Table 16-I) ___u__ 0.40
Seismic Source Type(UBC Table 16-U) ----------- B
Soil Profile Type (UBC'Table 16-J) uu_________ Sd
Seismic Coefficient "Ca" (UBC Table 16-Q) _u___ 0.44Na
Seismic Coefficient "Cv" (UBC Table 16-R) uun 0.64Nv
Near Source Factor "Na" (UBC Table 16-S) ------- 1.0
Near Source Factor "Nv" (UBC Table 16 -T) - - - - - - - 1.2
The above values are considered applicable to this study site and may
be used in conjunction with UBC foundation design formulas.
SECONDARY AFFECTS
Secondary affects of earthquake activity, such as rock falls,
landslides and/or. flooding were given consideration, The possibility
of any event occurring is considered very small/unlikely.
Liquefaction does not appear likely because of the high ground
elevation and shallow competent bedrock under this site.
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May 1, 2002
Project No: 02-009.PI
Page Four
CONCLUSION AND ,RECOMMENDATIONS
GENERAL
From a soil and foundation engineering standpoint, the site will be
suitable for the planned single family residential construction,
provided conclusions and recommendations presented in this report are
incorporated in the design considerations, project plans and
job specifications.
ROUGH GRADING AND EARTHWORK
Based upon our review of grading plan already prepared for subject
properties (xerox reduction copies attached), it is our understanding
that site rough grading will be required to provide the following: 1)
a lower pad for a rear bonus room below the main house level; 2)
suitable subgrade soil for support of building footings; 3) adequate
surface gradients for control of water runoff from manufactured pad;
and 4) provide access space for construction equipments (to
accommodate the installation of foundation and utility systems).
After the areas to be rough graded have been stripped and cleared of
surface vegetation and roots, the on-site soils will be considered
satisfactory for reuse in the construction of engineered fills. Per
review of grading plans prepared for the site, a 2:1/H:V cut slope,
approximately 15 feet high, is proposed along the northerly side
(front side) of the house. The lower manufactured pad will also be
about 15 feet below street grade.
Retaining walls in the order of 8-9 feet are proposed for support of
level driveway backfills in the front of garage. In that regard,
backfill of wall u~ing dirt derived from cut slope is anticipated.
Removal of loose and/or substandard topsoil is required prior to
placing any engineered or structural fill dirt. Depth of loose soil
removal will vary with specific location and is to be determined
during the actual fill construction. However, based on our
exploratory test pits conducted, overexcavation of topsoil from 2 to
5 feet in depth is expected (maybe deeper at location near gully
and/or natural flowline towards the rear of lot). Actual depths of
overexcavation should be field determined and approved by geologist
or engineer at the time of grading operations.
Thenatural residuum (dense sand) encountered below the existing
topsoil layer is considered competent for support of backfills or to
be use for foundation support.
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May 1, 2002
Project No: 02-009.PI
Page Five
All exposed bottom of grading excavation should first be scarified
another 12 inc~es, moisture conditioned to near optimum and densified
to at least 90 percent of the maximum laboratory dry density as
determined by the A.S.T.M. D1557-78 compaction method. Boulders
encountered during grading that are 6 inches in diameter or larger,
should not be used in structural fills. Where overexcavation of
building pad is determine to be required, the limits of rework should
extend at least 4 feet beyond the building footprints.
Any surface or subsurface obstructions encountered during grading
such as rocks, utility/irrigation lines should be removed from any
areas to receive fill. No underground obstructions nor facilities
should remain in any structural areas which receive compacted fills,
building foundations, concrete slabs and/or pavements.
Depress10n and/or cavities (including exploratory trenches) created
as a result of the grading obstruction removal, should be properly
backfilled with suitable fill materials and compacted under
engineering observation and testing. All fills should be densified in
conformance with the appropriate grading code but shall be less than
90 percent relative compaction by mechanical means only.
EXCAVATING AND RIPPABILITY
Rework of on-site soils should not be difficult to accomplish with
standard earthmoving equipment such as a D-6 or larger. The walls of
temporary construction excavations should stand nearly vertical,
provided the total depth does not exceed 5 feet and surficial
stability is verified. Shoring of excavation walls or flattening may
be required if greater excavation depths are necessary. For deeper
cuts, slopes should not be made steeper than 1:1 (H:V).
All work associated with trench shoring must conform to the State of
California Safety Codes. Native organic free soils may be permitted
provided both the backfill and the native materials have a m~n~mum
sand equivalent of 30 and the required relative compaction can be
achieved.
GRADING CONTROL
All grading and earthwork including trench backfill should be
performed under the observation and testing of the soils consultant
or their representative. Sufficient notification prior to stripping
and earthwork construction is essential in order that the work be
adequately observed and tested. In order for us to provide a written
oprnion as to the adequacy of the soil compaction and trench
backfill, the entire operation, most importantly at the time of
trench backfill, should be performed under our observation and
testing.
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May 1, 2002
project No: 02-009.PI
Page Six
PROPOSED SLOPES AND STABILITY
Fill slopes ar~ not proposed at this time. Cut slopes are proposed at
15 feet high pitched at 2:1/H:V maximum. The Proposed cut slope
planned to be made in pauba Bedrock formation (siltstone and
sandstone) is considered grossly stable from deep seated bedrock
failure, provided the slope height does not exceed 20 feet in height
limit and pitched at no steeper than 2:1/H:V.
FOUNDATION DESIGN
FOOTING
The proposed single family residential development may be supported
on conventional spread footings established in competent native soil
or founaed entirely on engineered (compacted) fills. These spread
footings may be designed for an allowable bearing value of 1500
pounds per square foot. This design value may be increase by one
third, if the Structural Engineer takes into consideration short
duration structural loading conditions, such as induced by wind
and/or seismic forces.
For footings bearing on competent native soil, footing depths are
expected to be deepen through topsoil and at least 12 inches into
competent native subgrade. The depth of footing trenches are
anticipated to vary from 3-6 feet below existing grade. For footings
planned and founded on a compacted fill dirt (engineered fill)
cushion, footing trenches should be at least 18 inches below the
lowest adjacent ground surface, for one and/or two story structures.
For 3 story/level structural sections, 24 inches deep footing is
required.
All continuous foundations should be reinforced with at least two no.
5 rebars, one at near the top and one rebar at near bottom and
consistent with the recommendations of the ~tructural Engineer or
Architect and the guidelines in the U.B.C.
SETILEMENT
Total settlement due to structural loads should not be a design
factor as they should be less than 1/2 inch. Differential settlement
should be within tolerable limits (approximately 1/3 inch).
LATERAL CAPACITY
For design, resistance to lateral loads can be assumed to be provided
by friction acting at the based of the foundations and by passive
earth pressure and may be combine without reduction. If passive earth
pressure is used, it is important that backfill should be placed
under engineering observation and testing.
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May 1, 2002
Project No: 02-009.PI
Page Seven
A coefficient of friction of 0.30 may be used with the dead load
forces. An allpwable lateral passive earth pressure of 225 pounds per
square foot per foot of depth may be used for the sides of footings
poured against undisturbed and/or recompacted soils.
The lateral bearing values indicated above are for the total of dead
and frequently applied live loads. If the normal code requirements
are used for seismic design, the values may be increased by 1/3 for
short durations of the loading which include the effect of wind or
seismic forces.
RETAINING WALLS
Per review of grading plan, proposed free standing retaining walls
are limited to 8-9 feet supporting level driveway backfills.
All retaining wall footing excavations should be inspected by a
geologist or engineer to assess whether the subgrade conditions are
competent and as anticipated. In the event adverse geological
conditions are encountered, appropriate recommendations in the wall
structure will be presented. However, for preliminary design, the
following guidelines are presented:
1. Where a free standing structure is proposed, a minimum
equivalent fluid pressure, for lateral soil loads, of 35 pound
per foot may be used for design, provided the backfill
is of LOW expansive soils and level backfill. Sloping
backfill is not anticipated.
If the wall is restrained against free movement (1% of wall
height) then the wall should be designed for lateral soil
loads approaching the at rest condition. Thus, for restrained
conditions, the above value should be increased by 20 pounds
per cubic foot for non-expansive granular backfill. In
addition, all retaining structures should include the
appropriate allowances for any anticipated surcharge loads.
2. An allowable soil bearing pressure of 1500 lbs. per square
foot may be used in design for footings imbedded a minimum of
18 inches below the lowest adjacent grade.
3. A friction coefficient of 0.30 between concrete and natural or
compacted soil and a passive bearing value of 225 lbs. per
square foot per foot of depth may be employed to resist
lateral loads.
4. --A uniformly distributed horizontal load equal to one-half the
vertical surcharge load should be applied to a wall whenever a
surcharge is within a horizontal distance of one-wall height.
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May 1, 2002
Project No: 02-009.PI
Page Eight
5. All design pressures assume that sufficient drainage will be
provided behind the walls to prevent the build-up of
hydrostatic'pressures from surface water infiltration.
Adequate drainage may be provided by means of a system of
subdrains and/or weep holes with filter material installed
behind the walls. The filter material should extend a minimum
of 24" horizontally from the back of the wall.
6. Care should be taken when compacting the walls, such that
excessive lateral loads are not produced by compacting
equipment.
CONCRETE SLAB-ON-GRADE FLOORS
The onsite native and stockpile soils are granular in nature and
considered to be low in expansion,potential. Expansive soil potential
should be again reviewed at completion of rough grading operation.
Concrete floor slabs may be supported directly on properly prepared
subgrade. Pre saturation of subgrade is not required. If a floor
covering that could be critically affected by moisture, such as vinyl
tile, slabs should be protected by a plastic vapor barrier of six-mil
thickness. The sheet should be covered by at least two-inches of sand
cushion to prevent punctures and aid in concrete cure.
The concrete floor slabs should be reinforced with at least 6" x
6"-#6/#6 welded wire mesh or equivalent bar reinforcing ( no. 4
rebars at 24 inches on center) and installed at mid-height (using
chair support). Concrete floor slabs should be at least 4 inches
thick nominal. Expansion joint should be kept at 14 feet or less
apart in both directions.
SITE DRAINAGE
Positive drainage should be provided around the perimeter of all
structures to minimize water infiltrating into the underlying soils.
Finish subgrade adjacent to exterior footings should be sloped down
and away to facilitate surface drainage. All drainage should be
directed to natural flowline/watercourse via non-erosive devices
(swales and ditches) .
The homeowner should be made aware of the potential problems which
may develop when drainage is altered through construction of
retaining walls, patios and pools. Ponding water situation, leaking
irTigation systems, overwatering or other conditions which could lead
to ground saturation must be avoided.
Lakeshore Engineering
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May 1, 2002
Project No: 02-009.PI
Page Nine
FOOT~ TRENCH EXCAVATION INSPECTION
,
All footing excavations should be inspected and approved by the Soils
Consultant prior to placement of footing forms, reinforcement, or
concrete. Materials generated from excavations should not be spread
on slab-on-grade areas, provided they are compacted and tested.
GENERAL INFORMATION AND LIMITATIONS
This report presents recommendations pertaining to the subject site
based on the assumption that the subsurface conditions do not deviate
appreciably from those disclosed by our exploratory trenches. In view
of the general conditions of the area, the possibility of different
local soil conditions cannot be discounted. It is the responsibility
of the owner to bring any deviations or unexpected conditions
observed during construction to the attention of the consulting
engineer. In this way, any required supplemental recommendations can
be made with a minimum of delay to the project.
Prior to initiation of grading, a meeting should be arranged by the
developer and should be attended by representatives of the
governmental agencies, contractors, consultants and the developer.
Construction should be inspected at the following stages.
o Upon completion of demolition and clearing.
o During all rough grading operations including removal
of unstable materials, precompaction and filling.
o During trench backfilling but prior to paving or
other construction over backfill.
The findings and recommendations of this report were prepared in
accordance with generally accepted professional principles and
practice in the fiel9 of geotechnical engineering. This warranty is
in lieu of all other warranties, either express or implied.
We sincerely appreciate the opportunity to be of service. If you have
any questions concerning this report or require further information
and services, please contact this office at your convenience.
Respectfully Submitted,
LAKESHORE ENGINEERING
FEN YONG, R.C.E. 37442
Exp. '-6/30/04
ENCLOSED:
APPENDIX A - EXPLORATORY LOGS
APPENDIX B - LAB. RESULTS
REDUCTION COPY OF GRADING PLAN
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APPENDIX A
FIELD EXPLORATION
Field exploration was performed on the morning of April 22, 2002
using a backhoe (Cal Wests Backhoe Services). The soils were
continuously logged by our field personnel and, classified by visual
examination in accordance with the Unified Soil Classification
System. Our trench logs are attached for review.
To evaluate the compaction characteristics of the fill material,
field density tests were performed. Also, representative bulk samples
were recovered and shipped to the "laboratory in polythelene bags for
laboratory testing.
Mr. Mark Tortomasi
Lot 98 of Tract 3883
Carmelita Circle
Project No. 02-009
Dated May 1, 2002
Lakeshore Engineering \"S
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EXPLANATION
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EXPLORATORY TRENCH.
LAKESHORE
Engineering
SINGLE FAMILY CONSTRUCTION
LOTS 98 TR. 3883
CARMEL ITA CIRCLE
FOR MARK TORTOMASI
\fp
CONSULTING CIVIL ENGINEERS
Project No:
02-009.PI
Dote
5/01/02
FIgure No:
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_AKESHORE
Engineering
CONSULTING ENGINEERS AND GEOLOGIST
LOG
Trench
Number
i~l~iL...
T-l ~l--z.., An.E. LOe. SIDE ~'1 ?'IJ)E .
~IL PIlbF,LE. ~lJt.. t\1/L€ .)1"l1U\12..
- U. /bitt.:). 3.e-I\'lC~ SIL'::1 _ UtJ,ROO
TtU\c.E. Q.l\...\. r,)Ef\IS~ e. - 2.411. Do !Jt:':.,P.,LE
V 61 OS _ U)8l\AP-m ~L V\A.()\S", Ta.M.e..... b~fI,{
- SfUS(tllI.le.. MasTL'\ ~~r~ ~[) Sf
tOTAL DEPTH. 6.0'
Nt> SIOC-vJALL CfW~G
tV 0 ~ PA6E. ~ScD~
-rVl e II I ~ .
>&..AE... ~ AB,l\J~_
LDc.J'~\Ie,t\J - Lbv0E.l2. I41ID
T'enCh
Number
1'1:, .
SINGLE FAMILY CONST
LOTS 98 TR. 3883
CARMEL ITA CIRCLE
FOR MARK TORTOMASI
F';g No, 4
5/01/02 \"\
PROJ NO
02-009.PI
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APPENDIX B
LABORATORY TESTING
EXPANSION INDEX T~ST
A representative soil sample was collected in the field and tested in
the laboratory in accordance with the A.S.C.E. Expansion Index Test
Method as specified by U.B.C. The degree of expansion potential was
evaluated from measured soil volume changes obtained during soil
moisture alterations. The results of the test are presented below:
Trench Depth Soil Expansion Expansion
No. (Ft. ) Description Index potential
------ ----- ----------- --------- ---------
T-1 0-2 Silty SAND < 20 LOW
(SM/SP)
MAXIMUM DENSITY- OPTIMUM MOISTURE TESTS
A selected soil sample was tested in the laboratory to determine
maximum dry density and optimum moisture content using the A.S.T.M.
01557-78 compaction test method. This test procedure uses a 10 pound
hammer falling a height of 18 inches on each of five layers to a 1/30
cubic foot cylinder. The results of the tests are presented below:
Trench Depth Maximum Dry Optimum Moisture
No. (Ft. ) Soil Description Density(P.C.F) (% Dry Wt. )
------ ----- ---------------- -------------- ----------------
T-1 0-2 Silty SAND (SM) 126.,0 9.5
DIRECT SHEAR TEST
Direct shear tests were made with a direct shear machine at a
constant rate of strain. The machine is designed to test the soil
sample without completely removing the samples from the brass rings.
Samples were tested to evaluate the internal angler of friction and
cohesion.
The test results (see attached sheet) are shown in terms of the
Coulomb Shear strength parameters.
Mr .-Mark Tortomasi
Lot 98 of Tract 3883
Carmel ita Circle
project No. 02-009
Dated May 1, 2002
\~
Lakeshore Engineering
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Location
Description
1-1 @. .4'-<;;'
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Dote -.2.11102-
SHEAR TEST DIAGRAM
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~ar-II-02 07:;1,. fra.-A~PAC AND ASSOCIATES
9092430006
T-626 POI
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~:U7PAc#02~
OA~ JANUARY 7, 2002
1-800-564.7372
(909) 780-0150
FAX 780-8291
FI'r'f.- TO F~
e Z-'-14 - z-<?/17
ffU7'" b"wiD
~.J{,17'-
3/"/02-
PROJECT NUMBER: 02-6604
DATE: JANUARY 7, 2002
JOB SITE LOCATION:
CARMEUTA CIRCLE TEMECUlA, CA.
APN: 919-082-005
LOT 98 TRACT # 3883
.-
PREPARED FOR:
MARK TORTOMASI
.
, .
Percolation Inllestigation
AM/PAC AND Ass6cIATES -
P.O. Box 545 . Norco, CA 92860
2-\
~ar-I H2 07:;2,. fro.-A~PAC AND ASSOCIATES
9092480005
T-52l ?02
H\5
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NvVPAC AND ASSOOATES PROJECT;I 02-6604 DATE: JANUARY 7, 2002
PROJECT NUMBER: 02-6604
CLIENT REQUESTING REPORT:
MR. MARK TORTOMASI (908) 262-6622
24426 ROVENDALE COURT MURRIETA, CA. 92562
DATE: JANUARY 7,2002
JOB SITE LOCATION:
CARMELlTA CIRCLE TEMECULA, C,A.,
APiii:919-082-005 LOT 98 OF TRACT ;I 3883
PROPOSED DEVELOPMENT:
A PROPOSED CUSTOM FOUR BEDROOM FRAME RESIDENCE UTILIZING A SEPTIC TANK
AND LEACH FIELD SUB-SURFACE SEWAGE DISPOSAL SYSTEM.
PURPOSE AND SCOPE OF THIS REPORT:
THIS TEST WAS PERFORMED TO DETERMINE THE FEASIBILITY OF USING AN ON SITE.
SUBSURFACE SEWAGE DISPOSAL SYSTEM ON THE LOT IN QUESTION. THIS TEST WAS
PERFORMED FOR A LEACH LINE APPLICATION,
THIS TEST AND REPORT WILL DETERMINE WHETHER OR NOT THERE IS SUFFICIENT
AREA AND PROPER USABLE SOIL AVAILABLE FOR A SUBSURFACE SEWAGE DISPOSAL
SYSTEM TO SUPPORT A PROPOSED OR FUTURE BUILDING PROJECT ON THE PARCEL
OR LOT TESTED.
PROPERTY DESCRIPTION:
THIS PARCEL IS A 0.55 + - ACRE LOT, DIMENSIONS ARE NOTED ON THE ASSESSOR'S
MAP ATTACHED. THE PARCEL FRONTS CARMELITA CIRCLE ON THE NORTHEAST LOT
LINE OF THE PARCEL. THE PARCEL HAS NOT BEEN GRADED PRIOR TO THIS TESTING
AND REPORT, THE PARCEL IS COVERED WITH NATIVE GRASSES AND WEEDS. NO
TREES OUTBUILDINGS. ROCK OUTCROPS. WATERCOURSES NOR WELLS WERE
NOTED. WATER IS SUPPLIED BY RANCHO WATER DISTRICT. NO WELLS WERE NOTED IN
THE AREA. NO DETRIMENTAL FEATURES WERE NOTED DURING OUR FIELD
INSPECTION OF THIS PARCEL. TOPOGRAPHY IS NOTED AS FALLING TO THE REAR OF
THE LOT APPROXIMATELY 15' OVERALL. A GRADING PLAN IS BEING PREPARED FOR
THIS PROJECT. THE PARCEL IS EASILY FOUND USING THE ASSESSOR AND VICINITY
MAPS ATTACHED,
MetHODOLOGY OF TESTING:
PER THE COUNTY OF RIVERSIDE. DEPARTMENT OF ENVIRONMENTAL HEALTH'S
REQUIREMENTS:
ALL EXCAVATIONS WERE MADE USING I>MIPAC'S MOBILE DRILL 8-34, TRUCK MOUNTED
CONTINUOUS FLIGHT AUGER, DRILL RIG. AN 8" DIAMETER AUGER WAS USED TO
EXCAVATE THE PERCOLATION TEST HOLES AND A SIX" DIAMETER AUGER WAS USED
TO EXCAVATE THE EXPLORATORY BORE HOLE.
SCREENED LINERS WERE USED TO MAINTAIN THE HOLE:DIAMETER AND PREVENT
CAVING DURING TESTING. INDICATOR RODS WITH FLOATS READING A TENTH INCH
GRADUATED SCALE WERE USED TO MEASURE THE WATER DROP. A 100 AND/OR 300
GALLON TRUCK MOUNTED WATER TANK WAS USED TO PROVIDE WATER FOR THE
TESTING PROCESS.
PERCOLATION TESTING WAS PERFORMED WITHOUT PRESOAKING. TESTING WAS
PERFORMED IN TEN-MINUTE INTERVALS OVER A ONE-HOUR PERIOD. AT THE END OF
~
~
"
~ar-II-Ol 07:53pm From-A~PAC AND ASSOCIATES
9091480006
T-625 P,03
F-955
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AMlPAC AND ASSOCIATES PROJECT j# 02-6604 DATE: JANUARY 7. 2002
EACH TEN-MINUTE PERIOD THE INDICATORS WERE READ, THE RESULT NOTED AND
THE HOLES REFILLED TO THE .ZERO" LEVEL WITH WATER.
THE INDICATORS WERE THEN RETURNED TO THE "ZERO. POSITION, THE "ZERO' LEVEL
OR POSITION IS THE DEPTH AT THE BOTTOM OF THE INVERT OF THE PROPOSED
LEACH LINE PIPE.
TEST DATA:
25.00 MINUTES PER INCH PERCOLATION RATE
55 SQUARE FEET OF BOTTOM AREA PER 100 GALLONS OF SEPTIC TANK CAPACITY PER
DAY REQUIRED MINIMUM.
THE MINIMUM REQUIREMENTS FOR THE PROPOSED SYSTEM ARE:
1200 GALLON SEPTIC TANK
660 X .8 = 528 SQ. FT. OF BOTTOM AREA
176 LINEAL FEET OF TRENCH AND PLASTIC CHAMBERS
INSTAlL 2 LINES, EACH BEING 00' X 36. WITH THE INFILTRATOR PLASTIC CHAMBERS
EXPLORATORY BORING. PERCOLATION TEST HOLE BORING AND PERCOLATION
TESTING WERE PERFORMED ON 1-7-02. AlL SITES vyERE IDENTIFIED WITH LATH AND ,
FLAGGING.
CONSTRUCTION REQUIREMENTS AND RECOMMENDATIONS:
THE GRADING PLAN MUST BE STAMPED AND APPROVED BY PMlPAC PER RIVERSIDE
COUNTY EHSD REQUIREMENTS.
SEE THE ATTACHED TYPICAL LEACH UNE CROSS SECTION AND SETBACK GUIDELINES
FOR FURTHER !NFORMATION.
THE RIVERSIDE COUNTY DEPARTMENT OF ENVIRONMENTAl HEALTH REQUIRES THAT
THE LOT CORNERS BE MARKED AND THAT THE ADDRESS AND ASSESSOR'S PARCEL
NUMBER BE POSTED IN PlAIN SIGHT ON THE PARCEL
ANY SYSTEM DESIGN PLOT PLAN NOT PREPARED BY AM/PAC AND ASSOCIATES MUST
BE APPROVED BY AMlPAC AND ASSOCIATES PRIOR TO PERMiT APPROVAL OF THE
PROJECT BY THE RIVERSIDE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH.
AL~ WATER WELLS MUST BE AT LEAST 100' AWAY FROM ANY SEPTIC TANK AND/OR
LEACH LINE.
THERE IS SUFFICIENT ROOM AVAILABLE ON THIS PARCEL TO ALLOW A SWIMMING
POOL AND/OR OUTBUILDING WITHOUT ENDANGERING THE REQUIRED 100%
EXPANSION AREA.
.
,
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-z.~
..
~ar-I 1-02 07:5.,. fro.-A~PAC AND ASSOCIATES
90921800D6
T-526 PO.
H55
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IW./PAC AND ASSOCIATES PROJECT ~ 02-$304 DATE: JANUARY 7, 2002
CONCLUSIONS AND RECOMMENDATIONS
. BASED ON THE DATA PRESENTED IN THIS REPORT AND USING THE
RECOMMENDATIONS SET FORTH HEREIN, IT IS THE OPINION OF THE
UNDERSIGNED THAT THERE IS SUFFICIENT AREA ON EACH LOT IN QUESTION TO
SUPPORT AN INDIVIDUAL SUBSURFACE SEWAGE DISPOSAL SYSTEM, THAT WILL
MEET THE CURRENT CODES AND STANDARDS OF THE ENVIRONMENTAL HEALTH
DEPARTMENT,
. BASED ON THE DATA PRESENTED IN THE REPORT AND THE TESTING INFORMATION
ACCUMULATED, IT IS THE OPINION OF THE UNDERSIGNED THAT THE
GROUNDWATER TABLE WILL NOT ENCROACH W1llilN THE CURRENT ALLOWABLE
LIMITS SET FORTH BY COUNTY AND STATE REQUIREMENTS,
HORSE CORRALS, ANIMAL PENS OR DRIVEWAYS. EITHER PAVED OR UNPAVED, MUST
NOT BE PLACED OVER LEACH LINES. THE PROPOSED PROJECT SHALL BE LOCATED SO
THAT THE SEWAGE DISPOSAL SYSTEM AND THE REQUIRED 100% EXPANSION SYSTEM
SHALL OPERATE BY GRAVITY FLOW. THE ORIGINAL LEACH FIELD AND EXPANSION
SYSTEMS LEACHING SIDEWALL AND BOTIOM AREA MUST BE IN' NATURAL,
UNDISTURBED SOIL AND AT THE DEPTH OF THE TESTS PERFORMED,
THE CONCLUSIONS AND RECOMMENDATIONS PROVIDED IN THIS REPORT WERE
DERIVED FROM DATA GATHERED FROM OUR FIELD INVESTIGATIONS AND
ENGINEERING ANALYSIS, USING METHODS MEETING THE STANDARD PRACTICES AT
THIS TIME. THIS REPORT IS BASED ON CONDITIONS EXISTING AT THE TIME OF THE
INVESTIGATION. Am ENVIRONMENTAL CHANGES, WHETHER NATURAL OR CAUSED BY
MAN, MAY ALTER OR NEGATE THE CONCLUSIONS,AND RECOMMENDATIONS HEREIN,
NO WARRANTY IS MADE OR IMPLIED BY THE SUBMITIAL OF THIS REPORT NOR BY ANY
ORAL OR WRITTEN AGREEMENT. ANY LIABILITY IN CONNECTION HEREWITH IS LIMITED
TO THE FEE CHARGED FOR THIS REPORT,
THE RePORT STAMPED "ORIGINAL' MUST BE SUBMITTeD TO THe ENVIRONMENTAL
HEALTH DEPARTMENT WHEN APPLICATION FOR A PERMIT IS MADE. THE HEALTH
DEPARTMENT WILL NOT ACCEPT A COPY OF THIS REPORT.
IF NO PROPOSED PLANS ARE AVAILABLE TO AMlPAC DURING THE TIME THE REPORT IS
PREPARED, ADDITIONAL FEES MAY BE CHARGED, IF AMlPAC IS REQUESTED TO
FURNISH A PLOT PLAN SYSTEM DESIGN AT A LATER DATE, THUS REQUIRING
AODITIONAL WORK.
THIS REPORT IS NOT TRANSFERABLE WITHOUT 'THE WRITIEN AUTHORIZATION FROM
AMIPAC ANO ASSOCIATES,
STAN SCHUPP DATE:
REGISTE~ED PROFESSIONAL ENGINEER
R.C.E, NO: 14568 LlC. EXP. 03.31-01
DAVID E. BALLINGER, PRESIDENT
AMIPAC AND ASSOCIATES ENGINEERING
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9091480005
T-515 ',05
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AMlPAC AND ASSOCIATES PROJECT # 02-8604 DATE: JANUARY 7, 2002
SOIL PROFILE DATA
BORE We
0-5' SIP fAN BROWN DECOMPOSED GRANITE SANDS, FINE TO COARSE GRAINED
LOOSE AND DRY.
5-15' SfF GRAY TAN SANDS, FINE TO COARSE GRAINED SANDS, SLIGHTLY DAMP
AND FIRM,
G!\OUNDWATER INFORMATION
GROUNDWATER AT THE TIME OF BORING; NONE
GROUNDWATER AT THE 24 HR. RECHECK; NONE
MONITORING WELL INSTALLED? NO
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DATE: J r.....l. '7. 'Z..f)oz.. /J n.P 1M"'" ./"f^(.>r
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N~ TOPOGRAI'HlC CONTOURS SHOWN ARE FOR
REFERENCE ONLY, NO! TO BE USED AS ACTUAl
SURVEYED CONTOUR UNES.
SCALE: I'~?O '
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AM/PAC & ASSOCIATES
PROjECT NUMBER: oZ-(,t#o4
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9091480006
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AMjPAC&:A5SOCIATES .' X 545 NORCO, CAUFORNIA 92ll6O" 909,780,0150 FAX 909.780-8291
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