HomeMy WebLinkAboutGeotech Study Mar. 6, 1996~ ~~/,~,~~o,~;.~
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~ • Soll Engineering • Testing • ConshucMOn Mofe~lals Tesling • Inborafory TesHng •
EnGEN Corporation •EnNronmeMolSltaAssessmenis•HazartlousMOteAo155tteCleanup•
Environmenral and Georecbntcal Engfnee,tng Nerwork Corporation • specai inspecnoru • ceoayv • E~yineeer~ ceoagv •
March 6, 1998
Max Harrison
Westside City Associates I, LLC
41975 Winchester Road
Temecula, Cal'rfomia 92590
(909) 693-1430 / FAX (909) 693-1429
RBgeMlflg: GEOTECHNICAL I GEOLOGICAL ENGINEERING STUDY - TPM 24086
Project Number. T1381-GS
References: A. Updated Geotechnica! / Geological Engineering Study, Proposed Expansion of
Existing Business Cerrter, Paroels 1 through 10 of Parcel Map 24085, Diaz Road,
Temecula, Califomia. Prepared by EnGEN Corporadon, dated August 19, 1996,
Projed NumberT1075-GS
B. Fault Location Investigation, Existing Resficted Use Zone, Parcel Maps 24085 and
24086, City of Temecula, County of Riverside, Califomia. Prepared by EnGEN
Corporedon, dated August 29, 1997.
C. Schaefer Dixon Associates, Inc., RepoR on Geotechnical Investigafion,
Assessmerrt District No. 155, Parce/ Map 24085, 24086, 21029, 21382, and
21383, Rancho CaliPomia, Riverside County, Califomia, dated June 7, 1989.
D. Leighton and Associates, RepoR on Preiiminary Geotechnical Investigation,
Proposed Industrial / Commercial Site West of Cherty Street and Diaz Road, A. D.
No. 155, Rancho Califomia, Riverside County, California, dated June 23, 1986.
Dear Mr. Harrison:
EnGEN Corporation is currently scheduling the field e~loration and sampling operations for a
Geotechniral Engineering Study of the referenced site. Based on the geotechnical work
conducted by this firm and others (referenced above), unusual geotechnical conditions beyond
that addressed for Parcei Map 24085 are not anticipated at this writing. The scope of work
proposed for Parcel Map 24086 will be to locate potential anomalies in the subsurface conditions
at the site that may require consideration for site earth work and foundation design criteria.
We hope this is sufficient for your present needs. Please direct any questions to this office.
Respectfully,
EnGFlN~Coiporation
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H. Wayne B i bridge, R 002 -~'
President ~ ~ n;:",:~ " ~`'"~'
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E~ires 06-30-99 ~
HWB/OB:vjv
Corponb OKCs
d160] EnterD~se Circle North, Suite 1
TemecNa, CA 9259D Web-page address: www.engenrorp.com
(909)6]63095/Faz:B]6-329< E-mailaddress: engencorpQpe.net
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Geotechnical Engineer
: 09-30-2001
Onng~ Counry OMIu
2615 Oreige Avenue
SanU Ane. CA 92]OP
Q1<) 546~4051 I Faz:5C64052 ~
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II, ~ EnGEN Corporation •~il EngineeAng • Testing • Conshuctlon MoterlalsTestirg • LoborotoryTestirg •
• Environmental Stte Aaessmenis • Hazartlous Matenats Site Cleonup •
Environmental and Geotechnical Engineering Neduork Corpotatlon • speciai o-~wecno~s • c,aoioyy • en9ir,eenr,9 ceoi«.~y •
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' LosAngebsOlfice
Pos~ Ofike Box 149]
Lancostei, CA 93534
(BOS~ 9a0~ I 200 / F¢< 9d0-1202
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GEOTECHNICAL REPORT OF ROUGH GRADING
Lots 1-10 of Parcel Map 24085
Diaz Road, City of Temecula,
Riverside County, Califomia
Project Number: T1075-C
A.P.N. 909-120-022
Prepared for:
Westside City I Associates, LLC
41975 Winchester Road
Temecula, Califomia 92590
Corporate Oftice
omrge counN ollke
2615 orarge Avenue
Santa Ma CA 92707
p14~ 546-4051 / Fmc 546-6052
41607 Enterprise Circle North, Suite 1• Temecula • California 92590 •(909) 676-3095 • Fa~c: (909) 67C3294
~
, Westside City I Associates, LLC
Projed No. T107SC
~ TABLE OF CONTENTS
~ Section Number And Title PAGE
1.0 PROJECT DESCRIPTION ............................................................................................................2
2.0 SITE DESCRIPTION ......................................................................................................................2
2.1 Location .................................................................................................................................2
2.2 Topography and Surface Conditions ....................................................................................2
3.0 SCOPE OF WORK .........................................................................................................................2
3.1 Time of Grading .....................................................................................................................2
3.2 Equipment .............................................................................................................................2
3.3 Grading Operations ............................................................................................................... 5
3.4 Cut 1 Fill Transitions
4.0 TESTING .................................................................................................................................5
4.1 Field Testing ..........................................................................................................................5
4.2 Laboratory Testing ................................................................................................................ 5
4.2.1 Moisture-Density Relationship Test,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 4
4.2.2 Expansion Index Test,,,,,,,,,,,,,,,,, ,,,,,,,,, ,,,,,,,,, ,,,,,,,,,
................4
5.0 EARTH MATERIALS 1 AS GRADED GEOLOGIC CONDITIONS 6
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5.1 Compacted Fill
5.2 Native Cut Areas
, 6.0 CONCLUSIONS AND RECOMMENDATIONS,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,7
6.1 General 7
, 6.2 Erosion Control Measures .....................................................................................................8
7.0 CLOSURE .................................................................................................................................8
, APPENDIX:
'i ~ FIELD TEST RESULTS
LABORATORY TEST RESULTS
DRAWINGS
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EnGEN Carporation
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~ ~nV~1V ~OrpOra+l~n ' $oii Engirieenng • iesfing • Caufi~ction MateAolsTesting • LoborotoryTesting •
~• • EnNronmeMal Stte Assessrnents • Hazardous Mafenals Stte Cleonup •
Environmental ancl Geotechnical EngirieeringNetwork Cotporation • Speciol Inspecfioru • Geology • Engineenng Geology •
~ November21, 1996
Mr. Max Harrison
~ Westside City Associates I, LLC
41975 Winchester Road
Temecula, Califomia 92590
~ (909) 693-1430
~ Regarding: GEOTECHNICAL REPORT OF ROUGH GRADING
Lots 1-10, Parcel Map 24085, Diaz Rd., City of Temecula, Riverside County, Califomia
Project Number T1075-C
~ References:
1. Hector Correa, Rough GradingandErosion ControlPlan, Parcels 1-10 of Parcei Map 24085,
Sheets 13 of 3, dated July 10,1996.
2. EnGEN Corporation, lntenm Repod of Set1/ement Monifonng, Grading Operations of Building Pad for
Parcei 1 of Parcel Map 24085, Zevo Golf Building, City of Temecula, Riverside County, Califomia, Project No.
T1075-C, dated October 10,1996.
3. EnGEN Corporation, Pavement Design RecommendaNons, Westside Business Center, Diaz Road
Improvements -113+78.00 to 124+02, Project No. T1075-C,Report dated September 30,1996.
4. EnGEN Corporation, lntenm Repod of Sefflement Monifonng, Grading OperaG"ons of Building Pad for
Parcel 1 of Parcel Map 24085, Zevo Golf Building, City of Temecula, Riverside County, Califomia,
Project No. T1075-C, dated September 30,1996.
5. EnGEN Corporation, lnlenm Repo~t of Geotechnical Observafions and Tes6ng, Grading Operations of
Building Pad for Parcel 1 of Parcel Map 24085, Zevo Golf Building, City of Temecula, Riverside County,
Califomia, Project No. T1075-C, dated September 24,1996.
6. EnGEN Corporation, Updated Geotechnical I Geo%gicalEngineenng Study, Proposed Expansion of the
Existing Business Center, Diaz Road, City of Temecula, Riverside County, RepoR dated August 19, 1996,
Project No. T1075-GS.
7. GeoSoils Report, dated May 4, 1994, Supp/emenla/ Geotechnica/ /nvestigation of Lots 14 through 22,
Phase 1 of Tenta6ve Parcel Map 24085, Temecula, Riverside County, Califomia; W.O. 686-A-RC
8. Schaefer Dixon Associates, Inc., Repo~ton ~eotechnicallnvesiiga6on, Assessment District No.155,
Parcel Map 24085, 24086, 21029, 21382, and 21383, Rancho Califomia, Riverside County, Califomia, dated
June 7,1989.
9. Leighton and Associates, Repod on Preliminary Geofechnical lnves6gafion, Proposed Industrial /
Commercial Site West of Cherry Street and Diaz Road, A. D. No. 155, Rancho Califomia, Riverside County,
Califomia, dated June 23,1986.
Dear Mr. Harrison:
According to your request and signed authorization, EnGEN Corporation has performed field
observations, sampiing, and in-place density testing during the rough grading operations for the referenced
site. Submitted, herein, are the results of the findings and the supporting field and laboratory data.
, Los Mgeles orc~e
Posl Onke Box 1 A9]
Loncastet CA 93534
~805~ 9A0-I 200 / F~: 9404 202
COTpOTdIC O~CC
Oraige County Ofl~e
2615 Orariqe Avenue
Sanfa Ma. CA 92707
p14~ 5a6-4051 / Fox: 546-A052 Q.
41607 Enterprise Cirde North, Suite 1• Temecula • California 92590 •(909) 6763095 • Faac: (909) 6763294
Westside City I Associates, LLC
Project No. T1075-C
November 96
Page 2
1.0 PROJECT DESCRIPTION
The grading of the referenced site consisted of preparing 10 graded lots and associated streets for
commercial 1 industrial sites. The referenced site was graded to the efevations as shown on the
Reference No. 1 plan.
2.0 SITE DESCRIPTION
2.1. Location: The site encompasses approximately 65 acres and is located west of Diaz Road and
north of Avenida De Ventas, in the City of Temecula, Riverside County, Califomia.
2.2 Leqal Description: Parcels 1 through 10 of Parcel Map 24085, County of Riverside (APN 909-
120-022).
2.3 Topoaraahv: The topography of the site before grading was relatively flat on the eastem portion of
the property and gently to moderately sloping on the west side of the property. A portion of the west
side of the property had been previously graded flat and some fill had been stockpiled immediately
south of the graded pad. Drainage on the property was toward the northeast.
2.4 Veaetation: Before grading, vegetation across the site was light to moderate and consisted of
seasonal grasses, weeds, and bushes.
2.5 Structures: Before grading, there were no existing buildings or other types of structures known to
exist on the site. Heavy construc6on equipment was stored on the previously graded pad at the west
portian of the property.
3.0 SCOPE OF WORK
3.1 Time of Gradinca: Grading operations were conducted from August 29, 1996 through
November 11, 1996.
I, ~ 3.2 Eauiament: The grading opera6ons for the lots on Parcels 1 through 10 and the associated streets
were performed by American Contracting, Inc. through the use of 10 Terex and Caterpillar
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EnGEN Corporation
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Westside City I Associates, LLC
Projed No. T1075-C
November 96
Page 3
scrapers, three (3) Caterpillar Trackmounted dozer, two (2) Caterpillar rubber fire dozers, one (1)
motorgrader and several water trucks.
Gradina Oaerations
3.3.1 Parcel 1: Grading consisted of an overexcavation and replacement operation. Removal of
previously existing fill and overexcavation of undisturbed native material (alluvium) was performed to
depths determined, by a representative of EnGEN Corporation, in the field. The depth of
removals ranged from 2.0 to 8.0 feet below original grade. To ensure a minimum of 10 feet of
compacted fill below finish grade elevation, removal of alluvial material was performed to a minimum
depth of 4.0 feet below native grade, in the building pad area, and to a distance of 5.0 feet outside
proposed perimeter footings. Bottoms, once approved, were moisture conditioned to within 2.0
percent of optimum, processed, and compacted to a minimum of 90 percent relative compaction.
Fills, approximately 8.0 feet to 15.0 feet, were placed and compacted to a minimum of 90 percent
relative compaction.
3.3.2 Parcels 2 throuah 7: Grading consisted of a cut and fill operation. Excavations were made in the
westem portion of each parcel to achieve proposed pad elevations. The materials obtained from the
excavation were used to bring Parcels 1, 8, 9,10, the northem portion of Parcel 5, eastem portions of
Parcels 2, 3, 6 and 7, Diaz Road between stations 114+50 through 123+00 and Remington Street
between stations 10+50 through 17+50 and 26+50 through 39+00. Removal of existing
undocumented fill material, slopewash, etc. was pehormed in the areas to receive compacted fill on
each parcel prior to placing new fills. The depth of removals on each parcel ranged from
approximately 1.0 to 5.0 feet as determined by a representative of EnGEN Corporation. Keys
were excavated at the toe of the fill slopes on each parcel as shown on the Rough Grading Report
Site Plan presented in Appendix III. The keys were excavated a minimum of 2.0 feet into firm,
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EnGEN Corporetion
Westside City I Associates, LLC
Project No. T1075-C
November96
Page 4
3.3.3
weathered and/or unweathered bedrock material and were a minimum of 15 feet in width. The limits
of the overexcava6on, keys, fill placement, etc. are shown on the Rough Grading Report Site Plan.
The overexcavated material was stockpiled and later used as fiil. The overexcavation bottoms were
observed, probed, and approved as being in firm, competent materiai suitable for support of fill
materials and proposed structure(s). Subgrade materials within the overexcava6on areas were
scarified to a minimum depth of 12 inches below the exposed surface and recompacted to a
minimum of 90 percent relative compaction. Fill material was placed in lens thicknesses of 6.0 to 8.0
inches and compacted to a minimum of 90 percent relative compaction. Moisture conditioning of the
on-site soifs was performed during the compaction process due to the in-situ moisture content of the
soils being below optimum moisture content. Benching into firm undisturbed native material was
observed during placement of fiil. No import soils were used as fill during the rough grading
operations. The parcels were generally graded to the elevations noted on the grading plan.
However, the actual pad locations, dimensions, elevations, slope loca6ons and inclinations, etc. were
determined by others and should be verified by the project Civil Engineer.
Parcels 8. 9 and 10: Grading consisted of an overexcavation and replacement operation.
Removal of previously existing fill and overexcavation of undisturbed native material (alluvium) was
performed to depths determined, by a representative of EnGEN Corporation, in the field. The
depth of removals ranged from 2.0 to 4.0 feet below original grade. Bottoms, once approved, were
moisture conditioned to within 2.0 percent of optimum moisture, processed, and compacted to a
minimum of 90 percent relative compaction. Fill material was generated from the westem cut portion
of the project site to bring the subject parcels to finish grade elevation. Filis, approximately 7.0 to 9.0
feet, were placed and compacted to a minimum of 90 percent relative compaction. Fills were piaced
and compacted using the same methods described in Section 3.3.2 of this report.
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EnGEN Corporation
Westside City I Associates, LLC
Project No. T107SC
November96
Page 5
3.4 CuUFill Transition: Overexcavation was not performed on the cut portion of Parcels 2, 3, 4, 5, 6
and 7. Therefore, cuUfill transitions exist on the subject parcels. It is recommended that
overexcavation be performed in the cut portion of the parcels once proposed structure locations are
determined. Overexcavation should be performed in accordance with the recommendations given in
the Reference No. 6 report.
4.0 TESTING
4.1 Field Testinq: Field observafions and in-place density testing were performed on a full-time and
part-time as-needed basis during the grading operations. Where tests indicate failing results, the
soils were reprocessed until at least 90 percent relative compaction was achieved in the fill areas.
Test Iocations were randomly selected in the areas receiving fill and were recorded using
approximate locations and elevations as could be determined in the field. Field in-place density and
moisture content testing were performed during the placement of the fill materials during the rough
grading operations in general accordance with the following ASTM test procedures:
Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow
Depths) - ASTM D2922-81(1990).
Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow
Depth) - ASTM D3017-88.
The test results indicate that soils were compacted to a minimum of 90 percent relative compaction..
Test results are presented in Exhibit I in Appendix I. The locations of the in-place density tests are
presented on the Rough Grading Report Site Plan in the Appendix.
4.2 Laboratorv Testina: The following laboratory tests were performed as part of our services during
the rough grading of the subject site. The test results are presented in the Appendix.
4.2.1 Moisture-Densitv Relationship Test: Maximum dry density - optimum moisture content
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EnGEN Corpo2tion
Westside City i Associates, LLC
Projed No. T1075-C
November 96
Page 6
4.2.2
5.0
5.1
5.2
rela6onship tests were conducted on samples of the materials used as fill. The tests were performed
in generai accordance with ASTM D1557-91 procedures. The test results are presented in the
Summary of Optimum Moisture Content / Maximum Dry Density Relationship Test Results.
Expansion Index Testina: Soil samples were obtained for expansion potential testing upon
completion of rough grading of the subject parcels. The expansion test procedure utilized was the
Uniform Building Code Test Designation Standard 29-2. The material tested consisted of silty fine
sand with minor amounts of clay, which had an Expansion Indexes of 22 and 50, corresponding to a
low expansion potential in accordance with Table 29-C of the Uniform Building Code. The results are
presented in the Summary of Expansion Index Results in the Appendix. As a result, construction
recommendations for expansive soil purposes should be addressed on a Lot by Lot basis, so that it
can be specifically tailored for each proposed structure. No special construction is required for the
structure on Parcel 1 since the specified details for tilt-up construction exceed the design needs for
expansive soils purposes.
EARTH MATERIALS 1 AS GRADED GEOLOGIC CONDITIONS
Filt Areas: The material used as fill was generated from cut areas on site and was observed to
consist mainly of silty sands and sandy silts with some clay and intermittent gravels and some
cobbles.
Native Cut Areas: Geologic conditions encountered in native cut areas appeared to be similar to
those described in the referenced geotechnical investigations. Pauba Forma6on bedrock consisting
of sandstones, siltstones, sandstone - siltsone mixtures, along with scattered lenses of gravei and
cobble are exposed in native cut pad and native cut slope areas on the site. Structurally, native cut
areas are comprised of massive cuflfili channel deposits with occasional cross bedding and some
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EnGEN Corporation
Westside City 1 Associates, LLC
Project No. T1075-C
November 96
Page 7
6.0
6.1
signs of slightly dipping strata to the north-northeast. The cut slopes were evaluated during grading
by an EnGEN Corporation Certified Engineering Geologist. Adverse geologic conditions that
might affect gross siope stability were not encountered. Local areas that might affect su~ciai slope
stability (erosion) were noted. It is recommended that a slope maintenance program (siope
protecting vegetation) be implemented as soon as possible to prevent erosion of slope faces. In
addition, the lower portion of the fiil over cut slope west of Lot 6 and a porlion of Lot 3 was observed
to be saturated with groundwater. Therefore, a 4-inch diameter subdrain was installed at the toe of
this slope (see plans) in order to exit excess amounts of water off the pad and slope areas.
CONCLUSIONS AND RECOMMENDATIONS
General: Based on the obseroations and tests performed during grading, the subject site in the
areas noted has been completed in accordance with the project plans and specifications, the Grading
Code of the City of Temecula. The graded site in the areas noted as rough graded is determined to
be adequate for the support of a typical commercial structure and appurtenant facilities. Any
subsequent grading for development of the subject property should be performed under engineering
observation and testing performed by EnGEN Corporation. Subsequent grading includes, but is
not limited to, overexcava6on of the cut portion of the transition area, and any additional fill placement
and excavation of temporary and permanent cut and fill slopes. In addition, EnGEN Corporation
should observe all foundation excavations. Observations should be made prior to installation of
concrete forms and/or reinforcing steel so as to verify and/or modify, if necessary, the conclusions
and recommendations in this report. Observations of overexcavation cuts, fill placement, finish
grading, utility or other trench backfill, pavement subgrade and base course, retaining wall backfill,
slab presaturation, or other earthwork completed for the development of subject site should be
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EnGEN Corporadon
Westside City 1 Aasociates, LLC
Projed No. T1075-C
November 96
Page 8
6.2
7.0
performed by EnGEN Corporation If any of the observations and testing to verify site geotechnical
conditions are not performed by EnGEN Corporation, liability for the safety and performance of
the development is limited to the actuai portions of the project observed and/or tested by EnGEN
Corporation
Erosion Control Measures: The graded pads are large and will generate significant runoff
during rainy weather. Special precaution needs to be taken at the point of runoff discharge to prevent
serious erosion at such points of runoff concentration. Care should be taken to protect ea~then
berms along the tops of slopes near the discharge area so that these berms do not erode to such a
degree that the drainage spilis onto the slope face.
CLOSURE
This report has been prepared for use by the parties or project named or described above. It may or
may not contain sufficient information for other parties or purposes. The findings and
recommendations expressed in this report are based on field and laboratory testing performed during
the rough grading operation and on generally accepted engineering practices and principles. No
further warranties are implied or expressed beyond the direct representations of this report.
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EnGEN Corporetlon
1 Westside City I Associates, LLC
Project No. T1075-C
November 96
~ Page 9
Thank you for the opportunity to provide these services. If you should have any questions regarding this
~ report, please do not hesitate to contact this office at your convenience.
~ Respectfully submitted,
EnGEN Corporation ~
~j'~r E~~l ~~l''L ;
,~ason D. Gardner sbjom atene, 6 162
~ Field Supervisor Proje eotechnical Engineer
~ / Exp. 9-30-97
. ,~',-y,A.13-+~~~~Nx .i--
C-~~„_. i / pFESS!
omas E. LJewey, CEG 1975 ~ pP oN,~
Project Engineering Geologist Q`~c ppN e~*qT ~Fy
, Exp. 11-30-97 (RG5542) ~ ~ ~ ~ ~~m m}
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Distribution: (6) Addressee * C o-" i
(1) Lusardi Construction sT ~oTpcH~~G~=-~f/
~ File: D/EnGENIReportslCtt1075WYestside City Assoc. ~TF O~ r p'~ ~i~~
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Wesbide City I Associates, LLC
Projed No. T1075-C
APPENDIX
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
~3
EnGEN Corporetion
Westside City I Associates, LLC
Project No. T1075-C
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
(Nuclear Gauae Test Method)
T~~
No. Test
Dale
(1996)
Test Loca6ons Depth
Elev.
(FT)
~~~
Ty~ Max
Density
(PC~ MoisNre
Content
(%) Dry
Density
(FC~ Relative
Compaction
(°~) Required
Compaction
(y,)
1 8/29 Fault Tmch Slot 1076' B 128.6 15.4 107.1 83.3 90
2 8129 Retestof#1 1016' B 128.6 12.0 118.0 91.8 90
3 8129 Cleanout#1 7019' 1 118.0 14.9 t06.0 89.8 90
4 8129 Cleanout #1 1019' 1 718.0 14.3 109.1 92.5 90
5 8129 Fault Tmch Slot 1018' B 128.6 13.9 1082 84.1 90
6 8-29 Retest pf #5 1018' B 128.6 13.0 119.8 93.2 90
7 8-29 Cleanout #1 1019' 1 118.0 12.1 110.7 93.8 90
8 8-29 Clleanout #3 1020' 1 118.0 12.4 106.8 90.5 90
9 8-29 Cleanout #3 1021' 1 118.0 11.4 110.1 93.3 90
10 8-29 Cleanout#1 1021' 1 118.0 11.6 111.9 94.8 90
11 8-29 Parcel #10 1022' 2 121.2 12.8 109.5 90.3 90
12 8-29 Parcel #10 1022' 2 721.2 14.0 110.9 91.5 90
13 8-29 Parcel #10 1023' 2 121.2 11.6 116.0 95.7 90
14 8-29 Parcel #1 7020' 1 118.0 11.9 112.7 95.5 90
15 8-29 Parcel #1 1022' 1 118.0 12.4 113.8 96.4 90
16 9-3 Parcel #10 1024' 2 1212 12.6 109.8 95.4 90
17 9-3 Parcel #10 1024' 2 121.2 11.9 110.9 95.4 90
18 9-3 Parcel #10 1025' 2 721.2 11.2 114.3 98.0 90
19 9-3 Parcel #10 1026' 3B 118.7 17.6 109.8 95.9 90
20 93 Parcel #10 1019' 2 121.2 12.0 111.3 96.1 90
21 9-3 Parcel #10 1026' B 128.6 12.1 118.0 95.1 90
22 9•3 Parcel #10 1027' B 128.6 10.9 116.0 90.0 90
23 9-3 Parcel #1 1013' 2 121.2 11.1 114.3 93.5 90
24 9-3 Parcel #9 1022' 38 t 18.7 11.3 112.9 92.1 90
25 9-3 Parcel #10 1027' B 128.6 112 122.9 91.5 90
26 9-4 Parcel #9 1023' B 128.6 11.9 116.3 93.3 90
27 9-4 Parcel #9 1023' B 128.6 12.3 115.7 97.4 90
28 9-4 Parcel #9 1024' 1 118.0 12.3 112.9 95.3 90
29 9-4 Parcel #9 1024' 1 118.0 13.3 114.1 97.5 90
30 9-4 Parcel#10 1025' 1 118.0 13.0 1t0.3 97.1 90
31 9-4 Parcel #9 1025' 1 118.0 12.0 112.0 952 90
32 9-4 Parcel #1 1020' 1 118.0 12.4 111.1 95.0 90
33 9-4 Parcei #1 1021' 1 118.0 13.0 109.0 99.3 90
34 9-5 Parcel #1 1022' 1 118.0 11.9 110.7 97.0 90
35 9-5 Parcel#1 1023' 1 118.0 12.6 109.0 83.1 90
36 9-5 Parcel #1 1023' 2 121.2 11.1 111.3 92.1 90
37 9-5 Parcel #1 1024' 2 121.2 11.8 116.0 95.4 90
38 9-5 Parcel #1 1016' 2 121.2 12.6 114.9 98.0 90
39 9-5 Parcel #1 1018' 2 121.2 11.0 116.7 95.9 90
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EnGEN Corporation
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Westside City I Associates, LLC
' Project No. T1075-C
FIELD TEST RESULTS (Continued)
, (Summary of Field In-Place Density Test Resul ts)
(Nuclear Gauge Test Method)
' Test Depth Max Moisture
Test
Soi1 Dry Relative Required
Density Content
Date Elev.
No.
TestLocaGons
T1'~ Density Compaction Compaction
~1996)
(~
(PCF) (~,) (PC~ (%) (%)
40 9-5 Parcel #1 1020' 1 118.0 12.3 110.1 96.1 90
41 9-5 Parcel #1 1021' 2 121.2 13.3 111.7 95.1 90
42 9-5 Parcel #1 1026' 2 121.2 12.3 111.6 90.0 90
43 9-6 Parcel #1 1023' 3B 118.7 13.6 109.4 93.5 90
44 9-6 Parcel#1 1022' 3B 118.7 12.7 110.9 92.t 90
45 9-6 Parcel #1 1024' 1 118.0 11.0 1092 91.5 90
46 9-6 Parce; #1 1026' B 128.6 12.7 118.6 93.3 90
47 9-6 Parcel #1 1025' B 128.6 12.0 116.9 97.4 90
48 9-9 Parcel #1 1027' 2 1212 12.6 109.2 95.3 90
49 9-9 Parcel #1 1028' 2 121.2 152 112.6 97.5 90
50 9-9 Parcel #1 1029' B 128.6 16.0 116.2 97.1 90
51 9-9 Parcel #1 1030' 4 122.7 14.6 112.2 95.2 90
52 9-9 Parcel #1 1018' 3B 118.7 9.2 105.3 95.0 90
53 9-9 Parcel #1 1018' 36 118.7 11.0 104.7 93.5 90
54 9-10 Retest of #53 1018' 3B 122.7 14.5 114.5 92.1 90
55 9-10 Retest of #52 1018' 38 122.7 13.0 113.4 91.5 90
56 9-10 Parcel#1(pad) 1020' B 128.6 11.0 119.3 93.3 90
57 9-10 Parcel#1(pad) 1022' 3B 122.7 13.6 111.1 95.9 90
58 9-10 Parcel #1(pad) 1022' 3B 122.7 14.2 114.8 96.5 90
59 9-t0 Parcel#1(pad) 1023' B 128.6 13.1 116.6 95.9 90
60 9-11 Parcel #1(pad) 1019.5' 4 122.7 12.6 115.3 96.5 90
61 9-11 Parcel#t(pad) 1019' 4 122.7 12.1 112.9 95.1 90
62 9-11 Parcel#1(pad) 1020' B 128.6 11.7 118.3 97.9 90
63 9-11 Parcel#1(pad) 1020' B 128.6 11.2 118.0 95.1 90
64 9-11 Parcel#1(pad) 1020' B 128.6 13.3 123.0 92.5 90
65 9-11 Parcel#1(pad) 1021' B 128.6 13.0 117.6 84.1 90
66 9-12 Parcel#1(pad) 1028' B 128.6 8.0 121.5 94.5 90
67 9-12 Parcel#1(pad) 1024' B 128.6 11.9 115.9 90.1 90
68 9-12 Parcel#1(pad) 1025' 8 128.6 10.8 120.6 93.8 90
69 9-12 Parcel#1(pad) 1024' B 128.6 11.3 120.4 93.7 90
70 9-12 Parcel#1(pad) 1027' 2 121.2 13.8 109.6 90.4 90
71 9-12 Parcel#t(pad) 1027' 2 121.2 13.0 112.1 92.5 90
72 9-13 Parcel#1(pad) 1018.9' B 128.6 13.1 1t9.6 93.0 90
73 9-13 Parcel#t(pad) 1026' B 128.6 14.0 119.3 92.8 90
74 9-13 Parcel#1(pad) 1024' 4 122.7 13.7 114.8 93.6 90
75 9-13 Parcel#1(pad) 1025' 2 121.2 11.5 710.3 91.0 90
76 9-13 Parcel#1(pad) 1023' 8 128.6 11.8 119.8 93.2 90
77 9-13 Parcel#1(pad) 1028' 2 121.7 12.9 1t0.7 91.3 90
78 9-13 Parcel#1(pad) 1027' 2 121.2 13.1 109.9 90.7 90
/
~~
EnGEN Corporation
r
Westside City 1 Associates, LLC
' Project No. T1075-C
~ FIELD TEST RESULTS (Continued)
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
, Test Depth ~i~ Max Moisture Dry Relative Required
Test Dale Elev. Densiry Content Densiry Compadion Compaciion
No. (1996) Test Loca6ons (~ TY~ (PC~ (qo) (PC~ (%) (%)
, 79 9-16 Parcel#1(pad) 1027.5' 5 130.7 9.9 122.3 93.6 90
80 9-16 Parcel #1(pad) 1022.3' B 128.6 13.0 117.1 91.1 90
Bi 9-16 Parcel #1(pad) 1030.6' B 128.6 11.0 116.2 90.4 90
, 82 9-16 Parcel #1(pad) 1030.6' B 128.6 11.9 120.7 93.8 90
83 9-16 Parcel#1(pad) 1030.6' 2 1212 11.6 109.2 90.1 90
84 9-16 Parcel#t(pad) 1030.6' 2 121.2 12.9 113.7 93.8 90
' 85 9-16 Parcel#1(pad) 1030.6' 8 128.6 10.8 119.4 92.8 90
86 9-16 Parcel#1(pad) 1030.6' 2 1212 10.7 110.3 91.0 90
87 9-16 Parcel#1(pad) 1030.6' 4 1222 11.7 113.4 92.4 90
, 88 9-17 Par.#1(drv mg) 1021' B 128.6 10.9 118.3 92.0 90
89 9-17 Par. #1(drv mg) 1021' 5 130.7 12.7 1212 92.7 90
90 9-17 Pac #1(drv mg) 1022' 8 128.6 13.3 118.9 92.5 90
91 9-17 Par. #1(drv mg) 1021' B 128.6 12.0 120.6 93.8 90
, 92 9-17 Par. #1(drv mg) 1021' B 128.6 11.1 119.3 92.8 90
93 9-17 Par. #1(drv mg) 1022' 5 130.7 10.6 122.0 93.3 90
94 9-18 Par. #i(drv mg) 1023' 5 130.7 12.2 122.2 93.5 90
, 95 9-18 Par. #1(drv mg) 1023' B 128.6 72.5 118.6 92.2 90
96 9-18 Par. #1(drv mg) 7022' 7 129.2 10.9 123.7 95.7 90
97 9-18 Parcel#1(pad) 1030.6' 2 1212 10.2 111.7 922 90
~ 98 9-18 Parcel#1(pad) 1030.6' 7 129.2 10.3 120.4 93.2 90
99 9-18 Par. #1(drv mg) 1023' 7 1292 9.3 119.6 92.5 90
100 9-18 Remington Ave. 1021' B 128.6 8.1 120.9 94.0 90
, 101 9-18 Par. #1(drv mq) 1024' 4 122.7 10.3 113.7 92.7 90
702 9-18 Remington Ave. 1020' B 128.6 12.3 118.6 92.2 90
103 9-18 Par. #1(drv mg) 1025' B 128.6 12.4 118.3 92.0 90
, 104 9-18 Remington Ave. 1022' 7 1292 10.0 121.3 93.9 90
105 9-18 Diaz Rd(120+50) 1019.4' B 128.6 14.7 119.7 93.1 90
106 9-18 DiazRd(118+50) 1019.4' B 128.6 15.5 113.5 88.3 90
~ 107 9-18 Diaz Rd(116+00) 1018.8' 1 118.0 12.0 113.5 90.5 90
108 9-18 Diaz Rd(118~00) 1018.4' B 128.6 11.7 1167 90.7 90
109 9-18 Par. #1(drv mg) 1026' 6B 125.4 11.8 115.6 92.2 90
~ 110 9-18 Par. #1(drv mg) 1026' 6B 125.4 12.9 114.8 91.5 90
111 9-20 Rem.Ave.30a90 1023' B 128.6 11.0 117.4 91.3 90
112 9-20 Par. #1(drv mg) 102T 4 122.7 15.0 110.7 90.2 90
113 9-20 Par. #1(drv mg) 102T 4 122.7 14.1 112.3 91.5 90
, 114 9-20 Rem.Ave.32+25 1023' B 128.6 10.1 119.8 93.2 90
115 9-20 Par. #1(drv mg) 1028' 4 122.7 12.2 111.3 90.7 90
116 9-23 Par.#t(drv mg) 1028' S 130.7 7.9 124.1 95.0 90
, 117 9-23 Par. #t(drv mg) 1029 5 130.7 8.8 123.0 94.1 90
'
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EnGEN Corporetion
\6
r
Westsi de City I Associates, LLC
' Project No. T1075-C
FIELD TEST RESULTS (Continued)
~ (Summary of Field In-Place Density Test Results)
(Nudear Gauge Test Method
, Test Oepth Max Moisture
~
~ Dry Rela6ve Required
Test Date Elev.
Density Content
~ Density Compaction Compaction
N0. (1996) Test LOC260nS (~ TYPe (PC~ (%) (PCF) (%) (%)
~ -
118 9-23 Par. #1(drv mg) 1029' S 7307 9.1 119.0 91.0 90
119 9-23 Par.#1(drv mg) 1030' 6 127.6 10.3 115.1 90.2 90
120 9-23 Par. #1(drv mg) 1030' 6 127.6 10.9 114.8 90.0 90
121 9-23 Par. #t(drv mg) 1030' 6 127.6 9.1 116.8 91.5 90
122 9-23 Rem.Ave(35+00) 1024' 6 127.6 11.0 118.0 92.5 90
123 9-24 Par. #t(drv mg) 1025' 4 122.7 12.0 110.9 90.4 90
124 9-24 Par.#1(drv mg) 1026' 6 127.6 10.3 117.9 92.4 90
125 9-24 Par.#1(drv mg) 1028' 6 127.6 9.0 119.1 93.3 90
126 9-24 Diaz Rd(115.fi0) 1019' 6B 125.4 7.4 118.9 94.8 90
127 9-24 Diaz Rd(117+00) 1020' 6B 125.4 7.8 118.3 94.3 90
128 9-24 Diaz Rd(118+75) 1021' 6B 125.4 8.4 119.5 95.3 90
129 9-24 Diaz Rd(120+50) 1022' 6B 125.4 8.1 117.9 94.0 90
130 9-25 Diaz Rd(116+00) 1019' 68 125.4 10.5 119.6 95.4 90
131 9-25 ~iaz Rd(117+20) 1021' 6B 125.4 12.0 117.6 93.8 90
132 9-25 Diaz Rd(119-00) 1022' 68 125.4 11.1 118.0 94.1 90
133 9-25 Rem.Ave.27•50 1020' 4 122.7 11.9 115.0 93.7 90
134 9-25 Rem.Ave.29+50 1022' 68 125.4 10.1 119.9 95.6 90
135 9-25 Rem.Ave.28.60) 1023' 68 125.4 112 120.9 96.4 90
136 9-25 Remington Ave. 1024' 6B 125.4 10.3 120.0 95.7 90
137 9-25 Rem.Ave.(282) 1025' S 130.7 10.7 124.3 95.1 90
138 9-25 Parcel #3(Fill) 1046' 6B 118.0 16.5 106.3 90.1 90
139 9-26 Par. #1(drv mg) 1028' 6 127.6 12.0 120.0 94.0 90
140 9-26 Par. #1(drv mg) 1029' 6 127.6 12.0 1192 93.4 90
141 9-26 Parcel #8 	 1021' 6 127.6 9.9 121.1 94.9 90
142 9-26 Parcel#7 1022' 4 122.7 11.0 115.0 93.7 90
143 9-26 Parcel #8 1022' 4 122.7 102 116.9 95.3 90
144 9-26 Parcel#8 1023' 4 i22.7 9.6 118.0 962 90
145 9-26 Parcel#3(upper) 1048' 5 130.7 9.2 124.0 94.9 90
146 9-26 Parcel #3(lower) 1050' S 130.7 9.0 125.1 95.7 90
147 9-26 Parcel#7 1024' 1 118.0 13.3 107.2 90.8 90
148 9-27 Parcel#8 1024' 4 122.7 14.0 110.7 90.2 90
149 9-27 Parcel #7 1026' 8 128.6 8.3 116.0 902 90
150 9-27 Parcel #8 1025' 6 127.6 12.1 115.5 90.5 90
151 9-27 Parcel #7 1028' 7 1292 7.0 121.5 94.0 90
152 9-27 Parcel #8 1025.6' 6 127.6 11.9 114.9 90.0 90
153 9-30 Parcel #8 1024' 2 121.2 12.0 111.0 91.5 90
154 9-30 Parcel #7 1030' 6 127.6 10.2 115.6 90.6 90
155 9-30 Parcel #8 1024.5' 4 t22.7 11.0 114.8 93.6 90
156 9-30 Parcel #8 1024.5' 6 127.6 9.0 116.7 91.4 90
~~
EnGEN Corporeqon
',
Westside City I Associates, LLC
I , Project No. T107SC
FIELD TEST RESULTS (Continued)
' (Summary of Field In-Place Density Test Resul ts)
(Nuclear Gauge Test Method)
, Test Depih Max Maslure
Soil Dry Relative Required
Test Date E~y~.
Density Cantent Density Compaction CompacYion
No. (1996) Test Locations (~) TYPe (p~~ ~%) ~p~~ (ya) ~q,)
^ _
157 9-30 Parcel #8 1025' 6 127.6 7.4 117.4 92.0 90
158 9-30 Parcel #8 1020' 2 121.2 12.1 111.6 92.1 90
159 9-30 Parcel #8 1026' 2 121.2 9.0 112.4 92.7 90
160 9-30 Parcel #8 1026.5 B 128.6 10.7 119.7 93.1 90
161 10-t Parcel #8 102T 6 127.6 9.0 114.8 90.0 90
162 10-1 Parcel #9 1026' 6 127.6 10.6 113.0 88.6 90
163 10-1 Parcel #9 102T 4 122.7 12.0 111.9 91.2 90
164 10-t Retest of #162 1027' 6 127.6 9.1 115.7 90.7 90
165 10-1 Parcel q8 1028' 7 129.2 9.4 121.4 94.0 90
166 10-1 Parcel #7 1028' 7 129.2 10.8 121.6 94.1 90
167 10-1 Parcel #7 1029' 7 129.2 9.0 123.0 95.2 90
'168 10-2 Parcel #8 1029' 4 1227 4.0 112.1 91.4 90
'169 10-2 Parcel#8 1030' 4 122.7 6.0 106.9 87.1 90
'170 10-2 Retestof 1030' 4 122.7 10.0 112.8 97.9 90
'171 16-2 Parcel #7 1033' 4 122.7 5.7 111.6 91.0 90
`t72 10-2 Parcel#8 1031' 7 129.2 11.0 121.9 94.3 90
173 10-3 Parcel #5 102T 7 129.2 9.7 119.9 92.8 90
174 10-3 Remington Ave. 1061' 7 129.2 8.9 121.1 93.7 90
175 10-3 Remington Ave. 1029' 7 129.2 7.9 121.3 93.9 90
176 10-3 Parcel #5 1056' 7 129.2 9.9 120.4 93.2 90
177 10-3 Parcel#5 1058' 7 1292 10.5 122.1 94.5 90
178 10-3 Parcel #5 1062' 7 1292 10.6 110.2 85.3 90
179 10~ Parcel #5 1066' 4 122.7 9.7 111.5 90.9 90
180 10-4 Parcel #9 1025' 4 122.7 10.4 112.2 91.4 90
181 10~ Retest of #178 1062' 7 129.2 11.1 119.8 927 90
182 10~1 Parcel #9 1026' 7 129.2 10.6 116.9 90.5 90
183 10-0 Parcel #5 1067' 7 129.2 8.9 117.3 90.9 90
184 10-7 Parcel #9 1027' 7 129.2 11.1 118.5 91.7 90
185 10-7 Parcel #5 1062' 4 122.7 11.9 111.7 89.1 90
186 10-7 Parcel #5 1064' 4 122.7 10.6 110.5 90.1 90
187 10-7 Parcel#5 iW0' 7 129.2 9.1 117.0 90.6 90
~gg NoTest 90
189 10-7 Parcel #9 1026' 6B 125.4 8.1 174.0 90.9 90
190 10-7 Parcel#5 1068' 68 125.4 10.8 116.4 92.8 90
191 10-8 Parcel #5 1072' 68 125.4 8.0 118.0 94.1 90
192 10~ Parcel #9 1030' 7 129.2 9.9 113.5 96.6 90
193 10-8 Parcel#8 1024' 7 129.2 7.6 119.1 92.2 90
194 10-8 Parcel #5 1070' 6 127.6 9.8 116.6 91.4 90
795 10-8 Parcel#8 1026' 6 127.6 9.4 116.1 91.0 90
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EnGEN Corporetion
,
Westside City i Associates, LLC
I' Project No. T1075-C
~ , FIELD TEST RESULTS (Continued)
(Summary of Field In-Place Densiry Test Resuits)
(Nudear Gauge Test Method)
T~~
No. Test
Date
~19~~
TestLoca6ons Depth
Elev.
(~~
Soi1
Ty~ Max
Oensity
(PC~ Moisture
Content
(%) Dry
Density
(PCF) Rela6ve
Compaction
(%) Required
Compadion
(%)
196 10-8 Parcel #8 1024' 6 127.6 11.6 118.2 92.7 90
197 10-9 Parcel #9 1023' 6 127.6 9.7 117.4 92.0 90
198 10-9 Parcel #8 1028' 6 127.6 12.7 114.2 90.0 90
199 10-9 Parcel#8 7028' 3B 118.7 14.5 109.9 92.6 90
200 10-9 Parcel#8 1029' 6 127.6 11.5 117.7 92.2 90
201 10-9 Parcel #8 1031' 6 127.6 9.8 114.6 90.0 90
202 10-9 Parcel #9 1029' 7 129.2 12.5 116.8 90.4 90
203 10-9 Parcel #9 1029' 6 127.6 11.4 116.1 91.0 90
204 10-9 Rem.11+50 1063' 7 129.2 10.9 116.8 90.4 90
205 10-9 Rem.15100 1065' 7 129.2 11.6 1167 90.3 90
206 10-9 Parcel #6 1055' 6 127.6 11.0 114.1 90.2 90
207 10-9 Parcel #6 1058' 6 127.6 10.3 118.0 92.5 90
208 1040 Pac3 Cyn Area 1053' 6 127.6 13.5 107.6 867 90
209 1040 Retest 208 1053' 6 127.6 12.7 116.1 91.0 90
210 10-10 Parcel #3 1054' 2 121.2 11.1 111.3 91.8 90
211 10-10 Parcel #3 1055' 2 121.2 12.6 113.3 93.5 90
212 1D-10 Parcel#9 1025' 2 121.2 16.2 1112 91.2 90
213 10-10 Parcel#3 1055' 2 i21.2 14.5 107.8 89.0 90
214 70-10 Parcel#3 1056' 2 121.2 17.0 108.7 90.0 90
215 10-10 Retest 213 1055' 2 121.2 16.4 1097 90.5 90
216 10-10 Par.3 Slp shouldr . 1056' 2 121.2 7.9 113.7 93.8 90
217 10-10 Par. #9 SE q1030' 6 127.6 11.5 120.0 94.0 90
278 10-10 Par. 8 Middle 1029' 6 127.6 7.8 116.0 90.9 90
219 10-11 Rem.Sta 28+50 1028' 4 122.7 11.4 113.2 92.3 90
220 10-14 Par. #9 SW 1030' 7 1292 6.1 119.0 92.1 90
221 10-14 Par.#8 1030' 7 129.2 6.7 119.8 92.7 90
222 10-14 ParB&9 Mid Bor. 1028' 7 129.2 10.1 122.0 94.4 90
223 10-15 Par.3 SE Com. 1050' 4 122.7 11.9 117.6 95.9 90
224 10-15 Parcel #9 South 1030' 4 127.6 14.9 115.0 90.1 90
225 10-15 Parcel #10 West 1026' 4 127.6 7.9 124.5 97.6 90
226 10-15 Parcel #9 East 1027' 4 127.6 8.6 122.1 95.7 90
227 10-16 Pac 9610 Center 1028' 68 125.4 9.7 1132 90.2 90
228 10-16 Parcel #8 SW 1030' 68 125.4 8.8 115.1 91.8 90
229 10-16 Parcel #8 SE 1030' 68 125.4 9.8 117.1 93.4 90
230 10-16 Parcel #9 Mid 1030' 68 125.4 9.1 117.9 94.0 90
231 10-22 Parcel #10 S 102T 7 7292 8.4 118.7 92.0 90
232 10-22 Parcel #10 Cv E 1026' 6B 125.4 9.8 113.2 90.3 90
233 10-22 Parcel #10 NW 1027' 7 129.2 7.8 123.5 95.6 90
234 10-22 Par.10 Wto Ctc 1027' 6B 125.4 8.9 116.7 93.1 90
235 10-22 Par. 3 E Slope 1050' 6 127.6 9.0 115.1 902 90
236 10-29 Parcel #9 E 1030' 68 125.4 11.0 112.8 90.0 90
237 10-29 Parcel #9 CV 1031' 68 125.4 5.9 117.7 93.8 90
238 10.29 Parcel #9 W 1031' 68 125.4 6.5 120.8 96.4 90
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EnGEN Corporation
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st Locations
Westside City I Associates, LLC
Projed No. T1075-C
FIELD TEST RESULTS (Continued)
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
Depth ~.~ Max Moisture Dry Relative Required
Elev. Density Content Density Compaction Compaction
(~) TY~ (PCF~ (~e) (PC~ (%) (%)
239 10-29 Parcel #9 SW 1032' 6B 125.4 7.4 113.7 90.7 90
' 240 10-29 Par.S Upper Cyn 1075' 6B 125.4 7.8 1142 91.1 90
241 10-29 Parcel #5 NW 1073' 68 1292 5.9 125.3 97.0 90
242 10-29 Parcel #5 SW 1073 68 125.4 5.6 114.6 91.4 90
' 243 11-5 Zevo Dr 11+00 1082' 68 125.4 12.2 111.7 90.0 90
244 11-5 2evo Dr 13~20 1078' 68 125.4 13.3 112.2 90.0 90
245 11-5 Zevo Dr 15+50 1073' 6B 125.4 13.1 116.1 92.6 90
' 246 11-5 Zevo Dr 18+80 1061' 6B 125.4 10.9 116.5 92.9 90
247 11-5 Par. 8 NE cmr 1031' 6 127.6 14.9 104.8 82.1 90
248 11-5 Parcel #8 CV 1033' 6 127.6 11.7 118.2 92.6 90
249 11-5 Par. 8 W Ctr 1034' 6 127.6 12.2 118.7 93.0 90
' 250 11-5 Win.RNZevo Dr 1084' 6 127.6 10.1 114.8 90.0 90
251 11~ Retest247 1031' 6 127.6 8.0 124.7 97.6 90
252 11$ Par.6 E Slope 1057' 6 127.6 7.8 117.6 92.2 90
~ 253 11-11 Parcel #3 1058' 6 127.6 7.9 114.9 90.0 90
254 11-11 Parcel #3 1055' 6 127.6 10.2 115.7 90.7 90
255 11-11 Parcel#3 1057' 6 127.6 9.0 115.1 90.2 90
' 256 71-11 Parcel #6 1057' 66 125.4 8.1 116.9 93.2 90
257 11-11 Parcel #6 1059' 6 127.6 8.0 118.4 92.8 90
258 11-11 Parcel5/4 1076' 6 127.6 9.4 117.6 92.2 90
' 259 it-it Rem.10+80 1068' 6 127.6 9.8 115.5 90.5 90
260 11-11 Rem.11~0 1071 6 127.6 10.6 118.9 93.2 90
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(BG) i ndicates Base Grade.
(SG) i ndicates Sub Grade
(SM) i ndicates -ASTM Soil Type
' (AB) indicates - Aggregate Base
'indicates-Sand Cone test
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EnGEN Corporetion
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Westside City I Associates, LLC
Projed No. T1075-C
LABOR,4TORY TEST RESULTS
(Summary of Optimum Moisture Content / Maximum
Dry Density Relationship Test Results)
(Summary of Expansion index Test Results)
~
EnGEN Corporation
Westside City I Associates, LLC
Project No. T1075-C
SUMMARY OF OPTIMUM MOISTURE CONTENT /
MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D1557-91
SOIL
TYPE SOIL DESCRIPTION. (USCS Symbol)
B Brown Silty Sand(SM)
1 Dark Brown Silty Fine Sand (SM)
2 Brown Sandy Silt (ML)
3 Brown Sandy Silt (ML)
4 Dark Brown Sandy Silt (ML)
5 Brown Silty Sand (SM)
6 Dark Brown Silty Sand (SM)
6B Brown Silty Sand w/Clay (SM)
7 Brown Fine to Coarse Sand (SM)
8 Brown Silty Sand (SM)
MAXIMUM OPTIMUM
DRY DENSITY MOISTURE CONTENT
(PCF) (%)
~2a.s
118.0
121.2
118.7
122.7
130.7
127.6
125.4
129.2
132.4
9.5
13.0
13.3
13.9
12.4
8.5
9.7
10.7
8.5
8.1
2v
EnGEN Corporetion
Westside City I Associates, lLC
Project Na. T1075-C
SUMMARY OF EXPANSION INDEX TEST RESULTS
(UBC 29-2)
SOIL DRY MOISTURE CONDITION EXPANSION
TYPE DEPTH SURCHARGE DENSITY BEFORE TEST AFTER TEST INDEX
(FT) (PSF) (PCF) (%) (°/a)
Parcels No. 1. 7. 8 and 9
1 1.5 144 97.4 12.8 25.9 22
Parcels No. 2. 3. 4. 5. 6 and 7
2 1.5 144 113.4 8.4 18.3 50
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EnGEN Corporetion
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DRAWINGS
(Rough Grading Report Site Plan)
Westaide City I Associates, LlC
Project No. T1075-C
EnGEN Corporstion
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