HomeMy WebLinkAboutTract Map 3883 Lot 198 Trench & Retaining Wall Back fill
. T .H.E. Soils Co., Inc..
Phonc: (951) 894-2121 FAX: (951) 894-2122
41548.Eastman Drivc, Unit G. Murricta, CA 92562
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E-mail: thcsoilsco@aol.com
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RECE!VED
AUG 1 9 2004
August 17, 2004
Mr. Brian Clark
41890 Enterprise Circle South
Temecula, California 92590
Clr~' OF TEMECULA
ENGINEERING DEP!\RTMENT
SUBJECT: REPORT OF TRENCH BACKF'ILL & RETAINING WALL BACKFILL
Testing & Observations of Waterline Service Trench, Edison Service Trench and
Retaining Wall Backfill
Proposed Single-Family Residence
Parcel 7, Lot 198 of Tract 3883, 30215 Via Norte
Temecula, Riverside County, California
Work Order No. 565301.22R W
REFERENCES: T.H.E. Soils Co., Inc. 2003, "Report Of Rough Grading, Proposed Residential
Development, B03-0284, Parcel 7, Lot 198, Tract 3883, 3000 Via Norte,
Meadowview Temecula, Riverside County, California" Work Order No.
565301.22, Dated May 7, 2003.
Dear Mr. Clark:
INTRODUCTION
In accordance with your, request, we have prepared this Report of Trench Backfill and Retaining
Wall Backfill presenting the results of our observation and testing during trench backfill and
retaining wall backfill operations at the subject site. All compaction test results are included in this
report in Appendix B, i Table I. The trench backfill and retaining wall backfill testing was
performed in accordance, with the requirements of the City of Temecula and the 2001 California
Building Code (CBC).
A copy of the 20-scale 'fPrecise Grading Plan" prepared by Academy Consulting Corporation of
Lake Elsinore, California was utilized as a base map for our Compaction Test Location Map
presented as Plate 1. Brian Clark performed the backfill operations.
Proposed Development
The proposed development calls for the construction of retaining walls that support the residence
and border driveway and landscape areas.
T.H.E. Soils Co., Inc.
W.O. 565301.22RW
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Mr. Brian Clark
August 17,2004
: Page 2
: Site Description
The subject site is an irregular shaped parcel located along the south side of Via Norte in the city of
Temecula, Riverside G:ounty, California. The site is bordered on the east and west by similar
residential parcels, on the north by Via Norte and on the south by a large open space (common
area). The general losation of the site and surrounding area is shown on our Site Location Map,
I Figure I.
. Tppographically, and prior to grading, natural gradients on the site varied from 7 to 25%. Drainage
on-site is accomplished by sheet flow generally to the south toward existing natural drainage
. channels. Prior to grading, vegetation on the subject site consisted of a low growth of annual weeds
! and grasses. .
DRIVE APPROACH AND TRENCH BACKFILL TESTING & OBSERVATIONS
IThe drive approach wa~ previously graded prior to our arrival. Initial testing revealed that the drive
lapproach was compacted to a minimum of 90% of the dry density as determined by ASTM 1557.
IThe waterline service and Edison service trenches were previously backfilled upon our arrival.
Initial testing revealed that both trenches were compacted to a minimum of 90% of the dry density
,as determined byASTM 1557.
RETAINING WALL BACKFILL TESTING & OBSERVATIONS
As per the referenced r~port, retaining wall footings were anticipated to be founded a minimum of
I-ft into dense engineered fill materials. Due to failing density tests upon our arrival, failing areas
of wall backfill ,were ~ompletely removed to competent soil that was 90% of dry density as
determined by ASTM, 1557. Fill was then replaced in thin, approximately 6-inch lifts and
compacted to a minimum of 90% of the dry density, as determined by ASTM 1557. Moisture
conditioning to near optimum moisture content was achieved utilizing a water hose. Benching into
,firm competent earth materials was maintained at all times behind the retaining wall.
TESTING PROCEDURES
Field Density Testing
Field density testing was performed in accordance with ASTM Test Method D2922 (nuclear
gauge). Areas failing tr;> meet the minimum compaction requirements were reworked and retested
until the specified degree of compaction was achieved. The elevations and the results of the field
density tests are presented in Appendix B, Results of Compaction Tests, Table I. The approximate
locations of the tests are, shown on the Compaction Test Location Map, Plate I.
T.H.E. Soils Co., Inc.
w.o. 565301.22RW
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August 17, 2004
Page 3
Maximum Density Determinations
Maximum Density/Optimum Moisture determinations were performed in the laboratory on
representative samples of on-site soils used in the fill operations. The tests were performed in
accordance with ASTM D1557, Test Method A. The test results, which were utilized in
determining the degree of compaction achieved during fill placement, are presented in Appendix A,
Table I.
Surface Draina~e
Surface drainage should be directed away from foundations of buildings or appurtenant structures,
All drainage should be directed toward streets or approved permanent drainage devices. Where
landscaping and planters are proposed adjacent to foundations, subsurface drains should be
provided to prevent ponding or saturation of foundations by landscape water.
Construction MonitOring
Observation and testil,lg, by T.R.E. Soils Company, Inc. is essential to verifY compliance with
recommendations and, to confirm that the geotechnical conditions encountered are consistent with
the recommendations !of this report. T.H.E. Soils Company, Inc. should conduct construction
monitoring at the following stages of construction:
. Duringlany fill placement
. Duringlutility trench backfill operations
LIMITATIONS
This report is issued I with the understanding that it is the responsibility of the owner, or his
r~presentative, to ensure that the information and recommendations contained herein are brought to
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 site.
Therefore, 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.
T.H.E. Soils Co., Inc.
W.O. 565301.22RW
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Mr. Brian Clark
'August 17,2004
Page 4
,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 they be 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,
SUMMARY
Our description of observations and testing services, are limited to those drive approach, trench and
-wall backfill operations. performed between July 28, 2004 and August 12,2004. The conclusions
land recommendations c.ontained herein have been based upon our observation and testing, as noted.
It is our opinion the work performed in the areas denoted has been accomplished in accordance with
the job specifications and the requirements of the regulating agencies. No conclusions or warranties
lare made for the areas not tested or observed. This report is based on information obtained during
rough grading. No warranty as to the current conditions can be made. This report should be
:considered subject to review by the controlling authorities.
jThis opportunity to be of service is sincerely appreciated. If you have any questions, please call.
,y ery truly yours,
9!:~C
Project Geologist
T.H.E. SoilslCoqtpany, Inc.
Jo . Reinhart, RCE 23464
Civil Engineer, Expires 12-31-05
JPF/JTR:jek
'ACCOMPANYING MAPS AND APPENDICES
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Compaction Test Location Map - Plate 1 (20-scale)
. Appendix A - Laboratory Test Results
Appendix B - Results of Compaction Tests
TH.E. Soils Co., Inc.
W.O. 565301.22RW
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T.H.E. Soils Co., Inc.
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APPENDIX A
Laboratory Test Results
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W.O. 565301.22RW
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TABLE I
Maximum Density/Optimum Moisture
0/0
Description Lbs/Fe Moisture
1 Light Brown Silty Sand (On-Site) 128.9 lOA
2 Brown Silty Sand (On-Site) 115.0 15.1
T.H.E. Soils Co., Inc.
W.O. 565301.22RW
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T.H.E. Soils Co., Inc.
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APPENDIX B
Results of Compaction Tests
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W.O. 565301.22RW
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Job No. 565301.22RW
TABLE I
IRESUL TS OF COMPACTION
BRIAN CLARK
, 30215 VIA NORTE. TEMECULA. CALIFORNIA
DATE: 8/17/04
'fest I Test Elev'/ Moisture Unit Dry ReI. Soil Location
No. Date Depth Content Density Compo Type
,
! (ft.) (%) (PCF) (%)
I
11 7/28/04 SG' 8.9 126.5 98N 1 DRIVE APPROACH
[2 7/28/04 SG 9.1 125.5 97N 1 DRIVE APPROACH
!3 8/2/04 FG 10.4 112.5 98N 2 WATERLINE
14 8/2/04 Fa' 9.7 113.7 99N 2 WATERLINE
!5 8/2/04 Fa' 10.4 105.1 91N 2 EDISON
!6 8/2/04 FG 9.1 110.1 96N 2 EDISON
:7 8/2/04 FG 13.7 92.5 80N** 2 WALL
7A 8/1 1/04 1164.0 14.5 113.8 99N 2 WALL
i8 8/2/04 FG 15.2 101.1 88N** 2 WALL
8A 8/1 1/04 1164.0 15.0 113.4 99N 2 WALL
!9 8/1 1/04 1166.0 14.0 113.6 99N 2 WALL
10 8/11/04 FG 13.5 112.5 98N 2 WALL
11 8/11/04 FG 12.3 112.8 98N 2 WALL
.12 8/11/04 1166.0 12.0 113.1 98N 2 WALL
:13 8/11/04 1166.0 13.0 111.0 97N 2 WALL
.14 8/1 1/04 1166.0 13.1 110.5 96N 2 WALL
115 8/11/04 FG 15.0 110.4 96N 2 WALL
116 8/11104 Fe; 14.6 110.7 96N 2 WALL
i 17 8/11/04 Fe; 16.2 109.2 95N 2 WALL
118 8/11104 Fe; 14.5 111.5 97N 2 WALL
SEE PLANS FOR DETAILS
, SC-Sand Cone ASTM DI556-64; DC-Drive Cylinder ASTM D2937-71; N-Nuc1ear ASTM D3017-93, and D2922-91; NG-Natural Ground + q
85%=:Passing Test; .......Test Failed, See Retest
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PROJECT NO. COs~cr
WAC ,Geotechnical, Inc., P.O. BOx 354 PLATE A-I
39210 North Shore Drive, Fawnskin, CA 92333-0354
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WAC GEOTECHNICAL, INC.
P.OI Box 354-39210 North Shore Drive
Fawnskin, CA 92333-0354
800-288-0707
50
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PROJECT NO.
ooS''lq
PLATE
B-1
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EARTHWORK SPECIF1CA&~
These specifi~ions present generally accepted standards and minimum earthwork: requirements
for the development of the project. These specifications shalI be the project guidelines for
earthwork except where specifically superseded in preliminary geology and soils reports, grading
plan review reports or by prevailing grading codes or ordinances of the controlling agency.
I. GENER<AL
A. The contractor shall be responsible for the satisfilctOI}' completion. of all
e;uthwork in accordance with the project plans and specifications.
B. nte project Soil Engineer and Engjileering Geologist, or their
representatives, shall provide testing services and geotechnical consultation
for the duration of the project.
C. All clearing, grubbing, stripping, and site preparation for the project shall
be accomplished by the Contractor to the satisfaction of the Soil Engineer.
D. IHs- tliid:::oiitractor;s- responsibIlitY-to Prepare the- ground sUrfuce to receive" . .
fills to the satisfaction of the Soil Engineer and to place, spread, mix, and
compact the fill in accordance with the job specifications and as required by
the Soil Engineer. The Contractor shall also remove all material
cO!lsidered by the Soil Engineer to be unsuitable for use in the construction
of pompacted fill.
E. The Contractor shall have suitable and sufficient equipment in operation to
handle the amount of fill being placed. When necessary, equipment will be
shu.t down temporarily in order to permit proper compaction offills.
n. SITE PREPARATION
A. Exc,essive vegetation and all deleterious material shall be disposed of
off-~ite as required by the Soil Engineer. Existing till, soil, alluvium or
roc~ materials determined by the Soil Engineer as being unsuitable for
placement in compacted fills shall be removed and wasted from the site.
Where applicable, the Contractor mat obtain the approval of the Soil
Engineer and the controlling authorities for the project to dispose of the
descnbed materials, or a portion thereof, in designated areas on-site.
After removals as described above have been accomplished, excavation of
earth materials deemed unsuitable in their natural, in-place condition, shall
be removed as recommended by the Soil Engineer/Engineering Geologist.
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:After the removals as delineated in Item II, A above, the exposed surf.u:es
.shall be disced or bladed by tho Conttactor to the ,,,,;dl.l;tion of the Soil
Engineer. The prepared ground sudiu:es shall be brought to the specified
~oisture condition, mixed as required. amd compacted and tested as
specified. In areas where' it is necessary to obtain the approval of the
controlling agency, prior to placing fill, it wiD be the Contractor's
responsibility to notify the proper authorities. . . .
C. Ariy underground structures such'~ cesspools, cisterns, mining shafts,
~els septic tanks, weDs, pipelines or others not located prior to grading
are to be removed or treated in such' a mAnner prescribed by the Soil
Engineer and/or the cOntrolling agencY for tho project.
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B.
m. COMPACTED FILLS
A.
Ariy material imported or excavated on the property may be utilized in the
fill, provided each material has been determined to be suitable by the Soil
Engineer. Deleterious material not disposed of' during clearing or
demcilition SliiiII be-removed. from the fill as directed by the Soil Engi.nee:-_._ -
...
B. Rock or rock fragments less than eight inches in the largest dimension may
be utilized in the fill, provided they are nilt placed in concentrated pockets
and the distnoution of the rocks is approved by the Soil Ezigin~.
C. Rocks greater than eight inches in the largest dimension shall be taken
off-site. or placed in accordance with the recommendations of the Soil
;ngineer ill :JI'C::S designated as suitable for rock disposal.
D. All fills, including on-site and imported materials to be used for fill, shall be
t!,sted in the laboratory by the Soil Engineer. Proposed import materials
shall be approved prior to importation.
E. The fill materials shall be placed by the Contractor in layers that when
<;ompacted shall not exceed six inches. Each layer shall be spread evenly
and shall be thoroughly mixed curing the spreading to obtain a near
unifonn moisture condition and a unifonn blend of materials.
All compaction shall be achieved at optimum moisture content, or above,
as determined by the applicable laboratory standard. No upper limit on the
moisture content is necessary; however, the Contractor must achieve the
necessary compaction and will be alerted when the material is too wet and
compaction cannot be attained.
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F. I Where the moisture content of the fill material is below the limit specified
I by the Soil Engineer, water shall be added and the materials shall be
I blended until a unifonn moisture content, within specified 1imits, is
I achieved. Where the moisture content of the fill material is above the \imits
I specified by the Soil Engineer, the fill materials shall be aerated by discing,
I blading or other satisfactory methods until the moisture content is within
I the limits specified.' .
:G. : Each fill layer shall be compacted to minimum project standards, in
i compliance with the testing methods specified by the controlling
i governmental agency and in accordance' with recommendations of the Soil
I Engineer.
!H. I In the absence of specific recommendations by the Soil Engineer to' the
I contrary, the compaction standard shiU\ be A.S.T.M.: DI557-70.
:1.
I Where a slope receiving fill exceeds a ratio of live-horizontal to
lone-vertical, . the filJ .shall be keyed and benched through all unsuitable
topsoil, colluvium, alluvium: or creep Inaterial, liito sound bedrock or firm
i material, in accordance with the recommendations and approval of the Soil
, Engineer.
,1. Side hill fills shall have a minimum kev width of 15 feei into bedrock or
firm materials, unless otherwise specified in the soil report and approved by
I the Soil Engineer in the field.
. K. The Contractor shall be required to maintain the specified minimum relative
compaction out to the finish slope face of fill slopes, buttresses, and
stabilization fills as directed by the Soil Engineer and/or the governing
, agency for the project. This may be achieved by either overbuilding the
slope and cutting back to the compacted core. or by direct compaction of
the slope face with suitable equipment, or by any other procedure which
produces the designated result.
L. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or
I creep material into rock or !inn material; and the transition shall be stripped
of all soil or unsuitable materials prior to placing fill.
The Cut portion should be made and evaluated by the Engineering
Geologist prior to placement of fill above.
M. Pad areas in natural ground and cut shall be approved by the Soil Engineer.
Finished surfaces of these pads may require scarification and recompaction.
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lV. WT SLOPES
A. I The Engineering Geologist sha1l iDspect an aJt slopes and shall be notified
I by the Contractor when cut slopes are started-
B. I n: during the course of grading, tmforeseen adverse or potentially' adverse
I geologic conditions are encoWJiered. the Engineering Geologist and Soil
I Engineer sha1l investigate. anaIyze;'Bud make reconiniendations to treat
I these problems.
C. I Non-erodible interceptor swales sha1l b~ placed at the top of cut slopes that
I fil.ce the same direction as the prevai1ing drainage.
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!D. . Unless otherwise speafted in soil.and' geol~gic reportS,. no aJt' slopes ~
i be excavated higher or steeper tbai1 that anowed by the ordinances of
I controlling governmental agencies.
='=iE ,Drainage terraces sha1l be constrUcted in compliance with the ordinances of
controlling governmental agencies, amIIor in accordance with--..he
I recommendations of the Soil Engineer or Engineering Geologist.
V. GRADING CONTROL
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A. Fill placement sha1l be observed'by the Soil Engineer and/or his
representative during the progress of grading.
Field density tests shall be made by the Soil Engineer or his representative
to evaluate the compaction and moisture compliance of each layer of fill.
Density tests sha1l be perfonned at intervals not to exceed two feet of fill
I height. Where sheepsfoot rollers are used, the soil may be disturbed to a
depth of several inches~ Density determinations sha1l' be taken in the
compacted material below the disturbed surfhce at a depth determined by
the Soil Engineer or his representative.
B. Where tests indicate that the density of any layer of:6l1, or portion thereot:
is below the required relative. compaction, or improper moistUre is in
evidence. the particu1ar Iayet or portion sha1l be reworked wrtiI the
required density and/or moisture content has been attained. No additional
fill shall be placed unti1 the last placed lift of fill has been tested and found
to meet the density and moisture requirements and that lift approved by the
Soil Engineer.
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:C. I Where the work is interrupted bY heavy rains, fill operations shaD not lie
I resumed until field observations and testS by the Soil Engineer indicate the
I moisture content and density of the fill are within the limits previously
I specified. .
ID. . During construction, the ContraCtor sball properly grade all surfilces to
I maintain good drainage and' prevent ponding of water. The ContraCtor
I shall take remedial measures to control surfiIce w8ter and to prevent
! erosion of graded areas until such time as pennanent drainage and erosion
: control measures have been installed.
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: E. Observation and teSting by the Soil Enpeer shall be conducted during the
filling and compacting operations in order that he will be able to state in ~
, opinion all cut and filled areas are graded in accordance with the apprOved
specifications.
. F. I After completion of grading and after the Soil Engineer and Engineering
Geologist have finished their observations of the work. final reports shall
be submitted. No further excavation or tilling sIuill be iindertaken without
prior notification of the Soil Engineer and/or Engineering Geologist.
VI. SLOPE PROTECTION
All finished cut and fill slopes shall be planted and/or protected from erosion in
accordance with the project specifications and/or as recommended by a landscape
archi~ect.
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. i A.P.N.385.200-o03-3
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W.O. 00553
PROFESSIONAL LIMIT A nONS
Our investigatiOIi was performed using the degree of care and skill ordinarily exercised, under
similar circumstances by other reputable Soils Engineering Consultants practicing in this general
or similar localities. No other warranty, expressed or implied, is made as to the conclusions and
professional adviselincluded in this report.
The investigations are based on soil samples only, consequently the recommendations provided
shall be considered. 'preliminary'. The samples taken and used for testing and the observations
made are believed representative of site conditions; however, soil and geologic conditions can
vary significantly I between borings. As in most major projects, conditions revealed by
excavations may vary with preliminary findings. If this occurs, the changed conditions must be
evaluated by the Project Soils Engineering Consultant' and designs. adjusted as required or
alternate design recr;>mmended.
The report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are brought
to the attention of the project architect and engineers. Appropriate recommendations should be
incorporated into structural plans. The necessary steps should be taken to see that the contractor
i and subcontractors carry out such recommendations in field.
The findings ofthis1report are valid as of this present date. However, changes in the conditions
of a property can o.ccur with the passage of time, whether they due to natural process or the
,works of man on this or adjacent properties. In addition, changes in applicable or appropriate
standards may occu~ from legislation or broadening of knowledge. Accordingly, the findings of
. this report may be invalidated wholly or partially by change outside of our control. Therefore,
this report is subjectlto review and should be updated after a period of one year.
RECOMMENDED SERVICES
iThe review of gr,!ding plans and specifications, field observations and testing by the geotechnical
,representative is an ip.tegral part of the conclusions and recommendations made in this report. If
:w AC Geotechnical, Inc. is not retained for these services, the Client agrees to assume WAC
Geotechnical, Inc. responsibility for any potential claims that may arise during and after
construction, or durif)g the lifetime use of the structure and its appurtenant. The required tests,
observations and con.sultation by the geotechnical consultant during construction includes, but
not be limited to:
a. Continuous observ;ltion, geologic mapping and testing during site preparation and grading, and
placement of engineered fill.
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b. Observation and tield review of footing trench prior to steel and concrete placement,
c. Consultations as required during construction, or upon your request.
PAGE 22
WAC Geotechnical, Inc.
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W.O. 00599
,A.P.N. 919-092-007; 1.01'198, TIlle! No. 3883
PROFESSIONAL LIMITATIONS
Our investigation was lperformed using the degree of care and skill ordinarily exercised, under
iSimilar circumstances by other reputable Soils Engineering Consultants practicing in this general
'or similar localities. No other warranty, expressed or implied, is made as to the conclusions and
:professional advise included in this report.
The investigations are ,based on soil samples only, consequently the recommendations provided
:shall be considered 'p~eliminary'. The samples taken and used for testing and the observations
'made are believed representative of site conditions; however, soil and geologic conditions can
'vary significantly between borings, As in most major projects, conditions revealed by excavations
'may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by
:the Project Soils Engineering Consultant and designs adjusted as required or alternate design
, recommended.
The report is issued with the understanding that it is the responsibility of the owner, or of his
; representative, to ensure that the infurmation and recommendations contained herein are brought
I to the attention of the I project architect and engineers. Appropriate recommendations should be
i incorporated into structural plans. The necessary steps should be taken to see that the contractor
: and subcontractors carry out such recommendations in field.
. The findings of this report are valid as of this present date. However, changes in the conditions of
; a property can occur 'Yith the passage of time, whether they due to natural process or the works
I of man on this or adjacent properties. In addition, changes in applicable or appropriate standards
I may occur from legislation or broadening of knowledge. Accordingly, the findings of this report
I may be invalidated wholly or partially by change outside of our control. Therefore, this report is
, subject to review and should be updated after a period of one year.
RECO~NDEDSERVlCES
. 'the review of grading Iplans and specifications, field observations and testing by the geotechnical
: representative is: an intrgral part of the conclusions and recommendations made in this report. If
WAC Geotechnical, Inc. is not retained for these services, the Client agrees to assume WAC
, Geotechnical, Inc. responsibility for any potential claims that may arise during and after
, construction, or:during the lifetime use of the structure and its appurtenant. The required tests,
, observations and coflS\lltation by the geotechnical consultant during construction includes, but not
. be limited to:
, a. Continuous observation, geologic mapping and testing during site preparation and grading, and
placement of engineered fill.
b. Observation and field review offooting trench prior to steel and concrete placement,
c. Consultations as required during construction, or upon your request.
PAGE 22
WAC Geotechnical, Inc.
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AP.N. 919-092-007; Lot 198, TOle! No. 3883
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W.O. 00599
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REFERENCES
i1. Geologic Map ofC.alifornia, Santa Ana Sheet, Division of Mines and Geology, dated 1966
:2. Fault-Rupture Hazard Zones in California Alquist-Priolo Special Studies Zones Act of 1972
with index to Special Studies Zones Maps, Department of Conservation, C.D.M.G. Spec,
Pub. 42, revised 1997.
:3. Uniform Building Gode, 1997, Volume 2
:4. Uniform Building Gode, Maps of Known Active Fault Near-Source Zones In California And
Adjacent Portion of Nevada (Map 0-34)
PAGE 23
WAC Geotechnical, Inc.
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EXHIBIT"A" ,
SLOPE
LEGAL DESCRIPTION
BEING A PORTION OF LOT 542 OF TRACT MAP NO. 3883 RECORDED IN BOOK 63,
PAGES 1 THROUGH 35 ON FILE IN THE COUNTY OF RIVERSIDE, STATE OF
I CALIFORNIA, SAID EORTION BEING MORE P ARTICULARL Y DESCRIBED AS
FOLLOWS:
BEGINNING AT A PqINT ON THE NORTHEASTERLY CORNER OF LOT 198 OF SAID
1 TRACT MAP NO. 3883, SAID POINT BEING ON THE RIGHT OF WAY OF VIA NORTE
AS SHOWN ON~SAID, MAP, SAID POINT ALSO BEING ON A CURVE CONCAVE
NORTHWESTERLY HAVING A RADIUS OF 385.00 FEET WITH A RADIAL BEARING
OF NORTH 190 59' 21" WEST;
THENCE NORTHEASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE
OF 00 09' 36", A DISTANCE OF 1.00 FOOT TO A POINT ON SAID RIGHT OF WAY WITH
A RADIAL BEARING OF NORTH 200 08' 57" WEST;
THENCE LEAVING SAID RIGHT OF WAY OF VIA NORTE, SOUTH 430 13' 08" EAST A
DISTANCE OF 22.19 fEET;
THENCE SOUTH 31 ~ 50' 23" EAST A DISTANCE OF 29.54 FEET;
THENCE SOUTH 300 51' 37" EAST A DISTANCE OF 69.20 FEET;
THENCE SOUTH 14~ 33' 14" EAST A DISTANCE OF 25.30 FEET;
THENCE SOUTH 13~ 04' 37" WEST A DISTANCE OF 14.75 FEET;
THENCE SOUTH 449 43' 11" WEST A DISTANCE OF 15.21 FEET;
THENCE NORTH 81? 06' 49" WEST A DISTANCE OF 5.33 FEET TO A POINT ON THE
EASTERLY LINE OFI SAID LOT 198;
,THENCE ALONG SAID EASTERLY LINE OF SAID LOT 198, NORTH 190 59' 21" WEST
'A DISTANCE OF 158.73 FEET TO THE TRUE POINT OF BEGINNING.
SAID PORTION CONTAINS 3,041.00 SQUARE FEET MORE OR LESS.
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GRAPHIC SCALE
20 0 I to 20 40 eo
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( IN FEET )
1 inch = 20 ft.
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DENNIS JANDA, INC. LAND SURVEYOR/MAPPING SERVICES SHEET 1 Of 1 W.O, #
41934 MAIN STREET, :206, 'TEMECULA, CA 92590' - - M-03-00
SCALE: 1"= 20' DRAWN BY LD DATE1-28-03 ENCROACHING IMPROVEMENT