HomeMy WebLinkAboutTract Map 3929 Lot 153 Soil & Foundation
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SOIL AND FOUNDATION INVESTIGATION
PROPOSED SINGLE FAMILY RESIDENCE
LOT 153, TRACT 3929 MEADOW VIEW
MONTE VERDE ROAD
RANCHO CALIFORNIA, CALIFORNIA
FOR
CRAIG & TEKA DAVIS
PROJECT NO. 94-45.PI
DATED July 15, 1994
Lakeshore Engineering
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LAKESHORE
Engineering
Consulting Civil Engineering and Geologists
July 15, 1994
Project No. 94-45.PI
Client:
Subject:
Gentlemen:
INTRODUCTION
Criag and Teka Davis
c/o Mr. Billy Maxwell.Planner
31600 Railroad Canyon Road
Canyon Lake, CA 92587
(909) 244-2315
Soil and Foundation Investigation
Proposed Single Family Residence
Lot 153, Tract 3929 Meadow View
Monte Verde Road
Rancho California
Riverside County, California
This report presents the findings and conclusions of a soil and
foundation investigation for the proposed development of a single
family'residence to be located at the subject site. The purpose of our
site investigation was to 1) evaluate the foundation materials,
subsurface and general geologic conditions at the site, and 2) provide
pertinent foundation recommendations for a proposed single fami ly
residential development to be located at the subject site.
Our investigation included the following scope of work:
1) Performed two exploratory trenches on the lot to
determine subsurface conditions, and collect representative
soil samples for laboratory testing (Appendix A).
2) Laboratory testing of a representative soil sample to
evaluate the engineering properties. Laboratory test results
are presented in Appendix B.
3) Engineering analyses for foundation and necessary earthwork.
4) General geology and seismicity in the area and the
preparation of this report.
PROPOSED DEVELOPMENT
The proposed development will consist of a two story single family
residences of conventional construction, with driveway and surrounding
landscape areas. Foundation plans were provided by Mr. Billy Maxwell,
Planner.
31606 Railroad Canyon Road, #201 . Canyon Lake, CA 92587 . (909) 244-2913 . FAX: (909) 244-2987
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VICINITY MAP
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LAKESHORE
Engineering
CRAIG & TEKA DAVIS
Lot 153, Tract 3929
Meadow View
Monte Verde Road
Temecula CA
Project No:
CONSULTING CIVIL ENGINEERS 94-45
Date
i-IS-Qlt
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July 15, 1994
Project No: 94-45.PI
Page Two
SITE INVESTIGATION
The site investigation consisted of a visual site reconnaissance,
subsurface backhoe exploration and engineering analysis of field data.
A description of the field investigation, as well as exploratory trench
logs, are presented in Appendix A. Results of the laboratory test data
are included in Appendix B. A description of the site and conditions
encountered are presented below.
SITE DESCRIPTION
The subject lot is located approximately 1 1/4 miles due east of the
Temecula town center in the Meadow View section. The native terrain
here is part of the hog back country that typifies this section of the
Temecula area. The topography takes the form of a pronounced series of
low broad-backed NE-SW, trending ridges. Relief is less than 100 feet.
However, slopes maybe moderately steep and drainages incised. At the
site, the area is part of a new upper scale, ranch style residential
development. The property itself, is considered gentle hillside, having
a raised ridge crest front (Monte Verde Road) sloping down to the
rear. Maximum relief at the site is approximately 30 feet. The slope
angle is about 20 % to the north at the steepest (between 4/1 and 5/1).
A well defined wash cuts the property in the lower north easterly
corner. Ground cover, consists of a growth of annual grasses. Trash and
debris are scant.
SUBSURFACE CONDITIONS
A total of two exploratory trenches were performed to a maximum depth
of 8 feet. Location of exploratory trenches are shown on the plot plan,
figure 1.
The subject lot is underlain at a depth of roughly 6 feet by various
facies of the sands tone member of the Pleistocene Puaba Formation. In
the area of trenches 1 and 2, the proposed construction area, the unit
consists of silty Sand and Clay, which is fine grained and dense in the
section penetrated by the trenches (depths up to bottom of trench, 7
1/2 ft.). Lower on the slope, a third trench was dug (for septic-leach
field study) and the trenching picked up a section, which is coarser
and cleaner (medium grained and moderately sorted ). The pauba in this
area (sandstone member), as mapped by the C.D.M.G. is described as
fl uvial in origin. Di ffering aspects of the unit probabl y may be
ascribed to situations in varying parts of this environmental setting.
The different aspects can be expected to have differing engineering
qualities. Excavations should be carefully _
substrate, which appears to be variable rather then uniform.
inspected while in progress to identify the character of the
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GEOLOGIC MAP
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LAKESHORE
Engineering,
CRAIG & TEKA DAVIS
Lot 153, Tract 3929
Meadow View
Monte Verde Road
Temecula CA
CONSULTING CIVIL ENGINEERS
Project No:
94-45
Date
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Figure No:
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July 15, 1994
Project No: 94-45.PI
Page Three
Overlying the Pauba in the area of trenches 1 and 2, the section
consists of soils and slope wash material, which is fine-grained (silty
sand and clay) and varies in consistency from loose at the surface to
medium dense.
SEISMICITY
The site is located about 1 mile east of the active Wildomar Fault
strand of the Elsinore Fault zone. Consequently, the setting is acutely
seismic. Most recent considerations (DMG.O.F.92-l) give the Elsinore
faul t zone a seismic rating of 7 1/2. Accompany maps prepared for
internal use by Caltrans indicate that the site may experience a
maximum credible earthquake, which could generate peak accelerations of
0.6.g. Repeatable accelerations may approach 0.40g., therefore.
Secondary effects, however, should be mild because of low slope angles
and location close to a ridge crest.
The properly is transected by a shallow wash which may channel moderate
amount of flows during heavy rains. However, at the subject lot
location, flow should be minimal because of the small tributary area
above (single corner lot above).
~ONCLUSION AND RECOMMENDATION
GENERAL
From a soil and foundation engineering standpoint, the site will be
suitable for the proposed two story single family residential
construction, provided the conclusions and recommendations presented in
this report are incorporated in the design considerations, project
plans and specifications.
GRADING AND EARTHWORK
General
Based upon our site observation, it is our understanding that minimal
site grading is proposed. Site grading will be required to provide: 1)
a nearly level building pad; 2) suitable foundation conditions to
support the proposed residential building; 3) adequate
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July 15, 1994
Project No: 94-45.PI
Page Four
surface gradients for control of water runoff; 4) excavation in
native soils and/or compacted fills to accommodate the installation of
foundation and utility systems and 5) the preparation of subgrade for
proposed driveway.
After the areas to be graded have been stripped and cleared of surface
vegetation, the on-site soils will be considered satisfactory for reuse
in the construction of structural fills.
Based on our field trenching and review of laboratory test results, it
is our opinion that the surficial soils are loose and considered
unsuitable for use as structural support at present. The existing
ground should fist be excavated to the depth of the approximately 4 to
5 feet below grade, and the bottom scarified another 12 inches and
densified to at least 90 percent of the maximum laboratory dry density
as determined by the A.S.T.M. Dl157-78 compaction method. This
preparation should extend at least 5 feet beyond the building
footprints and/or where the limits of new fills are to be placed.
Any surface or subsurface obstructions encountered during grading such
as utility/irrigation lines should be removed from any areas to receive
fills. No underground obstructions nor facilities should remain in any
structural areas which will receive compacted fills, building
foundations, concrete slabs and/or pavements. Depressions and/or
cavities 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 imported soils should be approved by the consultant prior to use.
Caution should be exercised to prevent mixing of native or imported
materials with soil s containing debris and/or organic matter. Any
objectionable substance, as determined by the consultant should be
stripped and removed from the property of stockpiled for landscaping
purposes. All fills should be densified in conformance with the
appropriate grading code but shall not be less than 90 percent relative
compaction, by mechanical means only.
Excavating Condition and RippabiJl!y
Excavation of on-site materials should not be difficult to accomplished
with standard earthmoving equipment such as a D-4 or 5. The walls of
temporary construction trenches should stand near vertical, provided
the total depth does not exceed 5 feet. Shoring of excavation walls or
flattening of slopes is expected to be required, if greater depths are
necessary. For deeper cuts, slopes should not be made steeper than 1:1
(H:V) .
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July 15, 1994
Project No: 94-45.PI
Page Five
All work associated with trench shoring must conform to the state of
California Safety Code. Native organic free soils, may be utilized for
trench backfill. Flooding of the trench backfill may be permitted
provided both the backfill and the native materials have a minimum sand
equivalent of 30 and the required relative compaction can be achieved.
Slope Stability vi
A review of the site plan prepared by Mr. Billy Maxwell, Planner for
the proposed deve 1 opment, indicated that no cut or fill s lopes are
proposed.
Grading Control
All grading and earthwork including trench backfill should be performed
under the observation and testing of the Consulting Engineer for proper
subgrade preparation, selection of satisfactory materials, placement
and compaction of all structural fills. 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 opinion as to the adequacy of the
soi 1 compaction and trench backfi 11, the entire operation, most
importantly at the time of trench backfill, should be performed under
our observation and testing.
FOUNDATION DESIGN
Footings
The proposed residential development may be supported on conventional
spread footings established in reworked soils. These spread footings
may be designed for an allowable bearing value of 1200 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.
Footings should be founded at least 18 inches below the lowest adjacent
ground surface, for two story structures respectively. All continuous
foundations should be reinforced with one number 4 bar at top and
bottom and also in accordance with the recommendations of the
structural Engineer or Architect.
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July 15, 1994
Project No: 94-45.PI
Page Six
Settlement
After the rework of on-site soils, total settlement due to structural
loads should not be a design factor as they should be less than 3/4
inch. Differential settlement should be within tolerable limits.
~ateral 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.
A coefficient of friction of 0.25 may be used with the dead load
forces. An allowable lateral passive earth pressure of 175 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.
EXPANSIVE SOILS
Based upon our exploratory efforts and testing, the site is underlain
by a 4 to 6 feet of moderately (medium) expansive soils. Our laboratory
test result of onsite soils indicated expansion index of 60. The
expansion potential of building pad subgrade soils should be revaluated
near the conclusion of the rework of foundation soils.
Concrete Slab - on - Grade
The subgrade soils at present are considered to be moderately
expansive. The interior building floor slabs may be supported directly
on properly prepared subgrade. 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 inch of sand cushion to prevent
punctures and aid in concrete cure. Presaturation of subgrade soils to
120 % of optimum to 12 inches in depth is required.
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July 15, 1994
Project No. 94-45
Page Seven
The concrete floor slabs should be at least 4 inches thick nominal and
reinforced with at 1 east 6" x 6" / no. 10 - 10 we lded wire mesh.
Concrete driveway, sidewalk, fire pit and patio slabs should also be
reinforced as suggested above and the bottom cushioned with 6 inches of
rocks or granular sand.
:Retaininq walls
No retaining walls are proposed at this time.
DRAINAGE
Posi ti ve 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
off-site via non-erosive devices. Care should be taken to preserve
existing native drainage.
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. Ponded water, leaking irrigation systems,
overwatering or other conditions which could lead to ground saturation
must be avoided.
FOOTING EXCAVATION
All footing excavations should be inspected and approved by the Soils
Consultant prior to placement of forms, reinforcement, or concrete.
Materials generated from the footing excavations should not be spread
on slab-on-grade areas, provided they are compacted and tested.
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July IS, 1994
Project No. 94-45.PI
Page Eight
GENERAL INFORMATION
The findings and recommendations of this report were prepared in
accordance with generally accepted professional engineering principles
and practices in the fields of soil mechanics and foundation
engineering. This warranty is in lieu of all other warranties, either
expressed 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,
ENCLOSURES: PLOT PLAN IN POCKET
APPENDIX A - EXPLORATION
APPENDIX B - LABORATORY TESTING
Lakeshore Engineering
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TOPOGRAPHIC MAP
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CRAIG & TEKA DAVIS
l.ot'153, Tract 3929
Meadow View
Monte Verde Road
Temecula CA
Project No:
94-45
Date
7-15 -'1'+
CONSULTING CIVIL ENGINEERS
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APPENDIX A
FIELD EXPLORATION
Field exploration was performed by using a backhoe. The soils were
continuously logged by our field personnel and classified by visual
examination in accordance with the Unified Classification System. Our
trench logs and/or boring 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.
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TRENCH LOG
Logged By 15 >_
Date "j- Y-;-~
Equipment ~.4/5 ~/4e
ThI&IOOlllrepreiCnlationo(tu'~Ur1ace,&OUandgrOundtllilercunditiol"lSalthetimll alJd place 01 llxcavalion,
with the passage ollbnll or al i1ny olher location there may be consequential change& If1 condiUonli.
Trench
Number
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Surface Elevation:
Trench Orientation: /f//t? /~
Trench Dimensions: 5'1< g' ,K ,;!&/
Groundwater Depth:
Logged By:
Date /I> ,4;:./e
Trench
Number
5
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LAKESHORE
Engineering
CONSULTING ENGINEERS AND GEOLOGIST
~R.1\lG, >t TEKA DA\JlS.
MONTE.. \iE.u:.E.. ~h.
RANc..b\O C.AuF.
Fig. No.
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TRENCH
LOG
N&'>'w
Logged By: F.-",.
Date7-'1-'i'-j
Equipment: IJAC'(HoC
Thislogl,alepreaelltiitionolsubliudaclI,llO"andgrolllJdwalercondilkll1&atlheI imeandplaceolexcavation.
wilhthe piI6lage of time or at any other Iocatlonthefe maybccolllllquenllafcllanges jncond~lons.
Trench
Number
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51<.:01 SAND 1o<./\(:E" CL.fH /)(Zow,\).S H C rVt'i Fo"'; ~rlAlrJf:D
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,.-e 15"" (40 €~WiolD WATE~
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Sur/ace Elevation:
Trench Orientation:
Trench Dimensions:
Groundwater Depth:
Logged By:
Date
Trench
Number
Equipment:
5
10
15
20
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LAKESHORE
Engineering
CONSULTING ENGINEERS AND GEOLOGIST
cRAIG DAJLS
c/o BILL'i 1V1)~)(wfLL
MOlOCvJ '<J lEW
Ai7i'J qLI-OI2-15_~
Fig. No,
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APPENDIX B
LABORATORY TESTING
MOISTURE DENSITY RELATIONSHIP
Moisture - density information usually provides a gross indication of
the soil consistency and can delineate local variations at the time of
investigation and provide a correlation between soils found on this
site. The dry unite weight and field moisture content were determined
for selected samples, and the results are shown on the log of boring
sheets.
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.
D1557-78 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 Soil
No. (Ft. ) Description
------ ----- -----------
T-l 0-3 Silty SAND
and CLAYS
Optimum Moisture
Content
(% of Dry wt.)
Maximum Dry
Density (P.C.F)
126.0
11.0
EXPANSION INDEX TEST
A representative soil sample was collected in the field and tested in
the laboratory in accordance with the A.SC.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-l 3 Silty SAND 60 MEDIUM
and CLAYS
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TWO WORKING DAYS BEfORE YOU DIG
CONSTRUCTION RECORD
DATE
BY
RE VISIONS
ACC'D
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CONTOURS
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PROPOSED ~ BEDRuOM RESIDENCE
',EPTIC TANK SIZE OF 1200 GAL. REOUIRED
LJESIGN kAlE Of oU MiN. /lUU LJAL. trrlliti4f
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P L U S 1 U 0 t t \ PAN ~ l U j,j ,~ ~ t A ,
I EFERENCE REPORT;
SE'WALJE DIjPuSAL FEA~ibILllr Kt~Ukf
LLJT 1)5, IK, )IJ'!lj MLAl)uw ~ll'f1 ~r~lA
~l t j N T EVE k 0 t. R 0 AD, R I v t R S 1 LJ t 1/ U U N T y, LA
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SEPTIC SYSfEM UESIGtJ -ldUWN HlktlJN I~ LUr~..llulKtD APPRuvlD u(
ENVIROMENTAL HEALTH AND TO BE CONSfRUCfED PER SEPARATE PERMIT.
JQURCE Of TOPO;
lAKlSttUHl ENGINEt.RING lu~O ~U~vt'( VAIt.
AUGUS r 29-, 1994 I SCAl E 1" - 20' ANU 2' CUN r aUkS
H AN C H U l A LIt. W A I E R U 1 ~ I HIe I HAP N U . 1 'J 1
100 SCALE ORrHO PHoro MAP, 5 FOOT CONTOUHS.
(~'lU M4)
l~fERlNC[B~CHnAHK: RtF. NO. f-j-~l RIVERSIDE CUUNr~ DlSIGNAfION 4.3
MILES S.E. Of TEHECULA ESTABLISHED - RIVERSIDE
COUNTY SURVEY, APRIL b, 1~81 ElEVAIION l089.859
(DATE 9-13-82)
l (6AL_ Df.S.CRIP I IOtt~
Lor 1~) TRAcr 592"L
IN THE COUNTY Of RIVEHSIUE, CA.
A.P.N. ~2l-120 011
29760 MONTE VlkUl HOAD
TEHECUlA, .RIVERSIDE COUNIY, CA Yl~Yl
~l IE A1H1RfSS:
CLIENT;
CHAIt) ANU ltKA DAVI~
31362 CORTE TUNAS, ItMElUlA~ LA ljl~ljl
('J09) b<<J9-l~lb
PLAN PREPARED BY:
LAKtSHUHl ENGINElHINli
j1606 RAILROAD CANYON RUAD, CANYON LAKE, CA ~258/
(90~) 244-2~15 fAX. (YUYJ L44-2Y~/
SOIL l:.t~\.I I NU R:
LAKlSHOHl ENGINEERING
31606 RAILROAD CANTON RUAD, CANYON LAKE, CA 9258/
SUiL AND tuuNUArIuN iN~t~' 10AII0N HEPUHf
DAfEU JULY 15, 1994, (P.N. 94-04S.PI)
(RE\,'l<;lOtJ SEP1. :'1.'l't.)
SUiL RleUKl:
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t . f .
F.L.
tI.P.
F.S.
P/l
- -- LlJiEml_
INDICArlS f IN15HtU liHAOE tLtVAt tuN
INDICATES FINISHED FLOOR E.LEVATION
INDICAIES FLO~ LINE ELEVAIIUN
INDICATES HIGH POINT ELEVATION
INDICATES fINISHlD SURfACE ELEVATION
INDICATES PROPERTY lINE
INDICATES EXISfING GRADE ELEVAIIUN.
INDICATES EXISTING CONTOUR LINES
(tI'-&)
---..r--
INDI~ArES PROPOSED FINISHED CONIUUH LiNt
--. --...INDICATES DIRFcrrON Of FLOW (SWALl)
II--"-HINDiCAIES rkANSllluNAl CUI/t-1Ll tiNt
~ ~ANDBA6 VELOC.ITY JeEDUlER
JJOT€'. bRAVE'L BA6S ARE E'AJt.tJJJR.J&E'LJ t)VER THE
. USe PF ~AAl[)BAb5 AVD HAY BE EE~l//REO
!Ai AREA5 HH/~fI APE PAfflt.lllARY $EJ/S/T/VE
ro 5EOIHEA/T DEPOS1TJIJA!.
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CUTS:
4-21.0.
tILLS:
I"PORT:
EXPORT:
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Plans Prflparpd ~JndE'r <:;uppr''/'<;Ion Of
81 !oIl" 't-,
Fe.~ ~oN6..
R,C.E, No.
31&t'+z.. .
A( i f P' ~:' A '(
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R C [ No
: 14.
19.
20.
21.
22.
CITY OF TEMECULA
EROSION CONTROL NOTES
1 . Erosion control is required for grading operation during the rainy season from October 15
to April 15. Approved plan is required for all rough grading.
2. In case of emergency, call
of
(RESPONSIBLE PERSON) (FIRM)
at
(24 HOUR PHONE NUMBER)
3.
The E1esillA Civil 15RlliReer will 81lf.Jer"ile erosion control '"or''' en~ ~ns"re th"~ :;:r is in
eCG9rdance with the appr9ved plan {if required by the Oepartmen f Public \"1 .
4.
Equipment and workers for emergency work shall be made available at all times during the
rainy season. Necessary materials shall be available on site and stockpiled at convenient
locations to facilitate rapid construction of temporary devices when rain is imminent.
5.
Devices shall not be moved or modified without the approval of the Department of Public
Works.
6.
All removable protective devices shown shall be in place at the end of each working day
when the five (5) day rain probability forecast exceeds forty (40) percent.
1
~
!
7.
After a rainstorm, all silt and debris shall be removed from check berms, silt fences, and
desilting basins, etc.
8.
Graged areas 8rg~nd the tract perimeter must drain au'a',' from the face 9f slope at the
conGIt:Jsi9n 9f e8Gh ~lorkiR6 say.
9.
Tf:le Develspcr sRall BO rcspeAsi13le aREi st.l'all take AeGeSSar~; preealiti9AS te pre"/eAt Ju::.Blic
trespass 9r:et9 arIas U(here impoYRded 'Alater creates a ha2ardous conditioFl.
10.
OesiltiAg 1388ins ere te ge Q9R8trWGte9 a8 gradiRg of indi"idual grading areas are complete
per roygh gradiRQ plan.
11.
The Department of Public Works reserves the right to make changes or modifications to this
plan as deemed necessary.
12.
Information on this plan is for erosion control only. All other information is subject to
change.
13.
Temporary erosion protection is required for manufactured slopes prior to permanent
planting.
Areas shall De maintained in such a stati that fire access shall maintained at all times
(including access to ncighB0riAt) prst9srtiss).
15.
struction or disturbance of natural drainage courses or existing storm drain inlets
occur dunn ining season, unless adequate temporary/permanent dr .... acilities
have been approved a,.~ ~ . ~ lied to carry surface water to tho est practical street,
storm drain or natural water course.
16.
The Developer shall conduct . ....,.. _rations in such a ma '" un at storm runoff will be
contained within th . ct or channeled into the storm drain system mL' .L serves the
runoff arCUlI.,- ~..orm runoff from one area shall not be allowed to divert to another rurnH.i
17.
Conformance with the requirements of this plan shall in no way relieve the Developer from
his responsibilities to this site and adjacent properties. Temporary erosion control shall
consist of, but not be limited to, constructing such facilities and taking such measures as
are necessary to prevent, control and abate water, mud and erosion damage to public and
private property 8S a result of the construction of this project.
18.
Slopes constructed prior to October 1 shall be treated for erosion control prior to October
15. Slopes constructed after October 1 shall be treated for erosion control as the
construction of slope progresses in increments of 25 feet or less measured vertically.
Fill areas while being brought up to grade and during periods of completion prior to finaJ
grade, shall be protected by various measures to eliminate erosion and the sittation of
downstream facilities and adjacent areas. These measures may include, but shall not be
limited to: temporary downdrains, either in the form of pipes or paved ditches with
protected outfall areas; graded berms around areas to eliminate erosion of fill slopes by
surface runoff; confined ponding areas to desitt runoff; temporary check dams in toe of
slope ditches to desilt runoff; protection such as sand bags around inlets which have not
been brought up to grade; and earth berms and appropriate grading to direct drainage away
from the edge of the top of slopes shaH be constructed and maintained on those fill areas
where earthwork operations are not in progress.
:r 9JJ 91 Q~t ,br9\f.' dit~he&, '.'bere req' aired on the plen. ,t-,ell be con,t'. acted prior to
exsgg9ing twel':. (1 2) f88t 91 G~tme.8Yr.9 vertiGal'y.
Clearing and grubbing should be limited to areas that will receive immediate grading.
Erosion control measures will be required to protect areas which have been cleared and
grubbed prior to grading operation, and which are subject to runoff during the period from
of the rainy season. These measures may include but shan not be limited to: graded
ditches; brush barriers and silt fences. Care shall be exercised to preserve vegetation
beyond limits of grading.
The De"art",eRt af Puhlie Warks' apprevsl af plSAS dess Ast 'elie"/e the De.Jels'8r fre",
respeAsillility far ,tile 119rrellt~~ of errw ,RCl Qmi8.iI~A di.G~'er.d duriAg ::.~~~~5' ~~:
requelt, the reqUIred plan re\.(lllonsshall be promptly submitted to the D r- P b
't\.(erl<s far apprO\lal.
P~!YATB ENGI~EER '_~, _~~T !gg PIQ_~Q~TM~TOR
The.ttx1stence and location ot any underground util1tie::l or :itructures shown
on thesa plans are obtained by a sdarch of dvailable r~cord~. To the b.st of
our knowledge there are no, existing utilities except thos~ 3hown on this
plan. The Contractor is required to tdk~ <ill precc1utlonary measures to
protect the utilities shown and any other 11nes or structures not shown on
the.. plans, and is responsible for the protection of, and dny dam.ge to
the.. 11ne. or structure..
Contractor agree. that he shall as.u.. sole and complete responsibility for
the job slt. conditions during the course of construction of this Project
including safety of all persons and property: that this requirement shall
apply continuously and not be limited to nor.al working hours: and that the
Contractor shall defend, indemnify and hold the Owner and the Engineer
harMle.. frOM any and all liability, real or alleged, 1n connection with the
perforaance of work on thia Project, acceptinq for liability aristng fro. the
~ole negligence of the Own~r or the Engineer.
CITY OF TEMECULA
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DlPARTMENf JF PuBLIC 'wORKS
Dr 0 wIng No.
EROSION CONTROL PLAN
LOT 153 TRACT 3929
Sh~~t l of'
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