HomeMy WebLinkAboutRough Grading Report (Nov.21,1996)
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E GEN C . . Soli Engineenng . Testing. Constructlon Materials Testing. laboratory Testlng .
n OrpOratlon . Environmental SileAssessments . Hazardaus MaterlalsSile Coo_ .
Environmental and Geotechnical Englneering Network Corporation . Speclallnspec11ans . Geology' Engineering Geology .
November 21, 1996
Mr. Max Harrison
Westside City Associates I, LLC
41975 Winchester Road
Ternecula, California 92590
(909) 693-1430
RECEIVED
JUL 0 7 2004
CiTY OF TEMECULA
ENGIr:!SgI1J~:JC.~QfPARTMt;NT _
Regarding:
GEOTECHNICAL REPORT OF ROUGH GRADING
Lots 1-10, Parcel Map 24085, Diaz Rd., City of Ternecula, Riverside County, California
Project Number T1 075-C
References:
1. Hector Correa, Rough Grading and Erosion Conbvl Plan, Parcels 1-10 oIParcel Map 24085,
Sheets 1-3 of3, dated July 10,1996.
2. EnGEN Corporation, Interim Report of SetUement Monitoring, Grading Operations of Building Pad for
. Parcel 1 of Parcel Map 24085, Zevo Golf Building, City of T emecula, Riverside County, California, Project No.
T1075-C, dated October 10,1996. .
3. EnGEN Corporation, Pavement Design Recommendations, Westside Business Center, Diaz Road
Improvements - 113+78.00 to 124+02, Project No. T1 075-C,Report dated September 30, 1996.
4. EnGEN Corporation, Intenin Report of Settlement Monitoring, Grading Operations of Building Pad for
Parcel 1 of Parcel Map 24085, Zevo Golf Building, City of T emecula, Riverside County, California,
Project No. T1075-C, dated September 30,1996.
5. EnGEN Corporation, Intenin Report of Geotechnical Observations and Testing, Grading Operations of
Building Pad for Parcel 1 of Parcel Map 24085, Zevo Golf Building, City of Temecula, Riverside County,
California, Project No. T1075-C, dated September 24,1996_
6. EnGEN Corporation, Updated Geotechnical I Geological Engineering Study, Proposed Expansion of the
Existing Business Center, Diaz Road, City of Temecula, Riverside County, Report dated August 19, 1996,
Project No. T1075-GS.
7. GeoSoils Report, dated May 4, 1994, Supplemental Geotechnical Investigation of Lots 14 through 22,
Phase 1 ofTentative Parcel Map 24085, Temecula, Riverside County, California; W.O. 686-A-RC
8_ Schaefer Dixon Associates, Inc., Report on Geotechnicallnvestigation, Assessment District No. 155,
Parcel Map 24085, 24086, 21029, 21382, and 21383, Rancho California, Riverside County, California, dated
June 7,1989.
9. Leighton and Associates, Report on Preliminary Geotechnical Investigation, Proposed Industrial I
Commercial Site West of Cherry Street and Diaz Road, A. D. No. 155, Rancho California, Riverside County,
California, dated June 23, 1986.
Dear Mr. Harrison:
According to your request and signed authorization, EnGEN Corporation has performed field
observations, sampling, 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 Angeles Office Orange County Offk::e
Post OffICe Box 1497 2615 Orange Avenue
Lancaster. CA 93534 SantoAno. CA 92707
(805) 940-1200/ Fax: 940-1202 COrpOrAte Office (714J 546-4051 I Fox: 546-4052
41607 Enterprise Circle North, Suite 1 . Temecula . California 92590 . (909) 676-3095 . Fax: (909) 676-3294
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Westslde City I Associates, LLC
Project No. Tl075-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 \ industrial sites. The referenced site was graded to the elevations 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 ofTemecula, Riverside County, California.
2.2 Leaal Description: Parcels 1 through 10 of Parcel Map 24085, County of Riverside (APN 909-
120-022).
2.3 Topoaraphy: The topography of the site before grading was relatively flat on the eastern 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 construction equipment was stored on the previously graded pad at the west
portion of the property.
3.0 SCOPE OF WORK
3.1 Time of Gradina: Grading operations were conducted from August 29, 1996 through
November 11, 1996.
3.2 Eauipment: The grading operations 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
EnGEN Corporation
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Westslde City I Assaclates, LLC
Project No. T1075-C
November 96
Page 3
scrapers, three (3) Caterpillar Trackrnounted dozer, two (2) Caterpillar rubber tire dozers, one (1)
motorgrader and several water trucks.
3.3 Gradina Qoerations
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 perfonmed 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 through 7: Grading consisted of a cut and fill operation. Excavations were made in the
western 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 performed 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 finm,
EnGEN Corporation
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Westslde City I Associates, LLC
Project No. T107S-G
November 96
Page 4
weathered and/or unweathered bedrock material and were a minimum of 15 feet in width. The limits
of the overexcavation, keys, fill placement, etc. are shown on the Rough Grading Report Site Plan.
The overexcavated material was stockpiled and later used as fill. The overexcavation bottoms were
observed, probed, and approved as being in firm, competent material suitable for support of fill
materials and proposed structure(s). Subgrade materials within the overexcavation 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 soils 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 fill. 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 locations and inclinations, etc. were
determined by others and should be verified by the project Civil Engineer.
3.3.3 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 western cut portion
of the project site to bring the subject parcels to finish grade elevation. Fills, approximately 7.0 to 9.0
feet, were placed and compacted to a minimum of 90 percent relative compaction. Fills were placed
and compacted using the same methods described in Section 3.3.2 of this report.
EnGEN Corporation
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Westslde City I Associates, LLC
Project No. T1075-C
November 96
Page 5
3.4 Cut/Fill Transition: Overexcavation was not performed on the cut portion of Parcels 2, 3, 4, 5, 6
and 7. Therefore, cut/fill 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. Overexcavalion should be performed in accordance with the recommendations given in
the Reference NO.6 report.
4.0 TESTING
4.1 Field TestinQ: Field observations 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 locations 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 Laboratory 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-Density Relationship Test: Maximum dry density - optimum moisture content
EnGEN Corporation
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Westslde City I Associates, LLC
Project No. T1075-C
November 96
Page 6
relationship tests were conducted on samples of the materials used as fill. The tests were performed
in general accordance with ASTM D1557-91 procedures. The test results are presented in the
Summary of Optimum Moisture Content I Maximum Dry Density Relationship Test Results.
4.2.2 Expansion Index Testina: Soil samples were obtained for expansion potential testing upon
completion of rough grading of the subject parceis. 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.
5.0 EARTH MATERIALS \ AS GRADED GEOLOGIC CONDITIONS
5.1 Fill 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.
5.2 Native Cut Areas: Geologic conditions encountered in native cut areas appeared to be similar to
those described in the referenced geotechnical investigations. Pauba Formation bedrock consisting
of sandstones, siltstones, sandstone - siltsone mixtures, along with scattered lenses of gravel and
cobble are exposed in native cut pad and native cut slope areas on the site. Structurally, native cut
areas are comprised of massive cutlfill channel deposits with occasional cross bedding and some
EnGEN Corporation
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Wests ide City I Associates, LLC
Project No. T107S-C
November 96
Page 7
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 slope stability were not encountered. Local areas that might affect surficial slope
stability (erosion) were noted. It is recommended that a slope maintenance program (slope
protecting vegetation) be implemented as soon as possible to prevent erosion of slope faces. In
addition, the lower portion of the fill over cut slope west of Lot 6 and a portion 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.
6.0
CONCLUSIONS AND RECOMMENDATIONS
6.1
General: Based on the observations 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 T emecula. 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, overexcavation 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 andlor reinforcing steel so as to verify andlor 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
EnGEN Corporation
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Wests ide City I Associates, LLC
Project No. Tl075-C
November 96
Page 8
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 actual portions of the project observed and/or tested by EnGEN
Corporation
6.2
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 earthen
berms along the tops of slopes near the discharge area so that these berms do not erod~ to such a
degree that the drainage spills onto the slope face.
CLOSURE
,
This report has been prepared for use by the parties or project named or described above. It mayor
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.
EnGEN Corporation
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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
Jason D. Gardner
Field Supervisor
Osbjorn Bratene, GE 162
Project Geotechnical Engineer
Exp. 09-30-97
Thomas E. Dewey, CEG 1975
Project Engineering Geologist
Exp. 11-30-97 (RG5542)
JDG/OB:sh
Distribution: (6) Addressee
(1) Lusardi Constnuction
File: D/EnGENIReportslCn1075CJWeslside City Assoc.
EnGEN Corporatian
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Westslde City I Associates, LLC
Project No. T1075-C
APPENDIX
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
EnGEN Corporation
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I Wests ide City f Associates, LLC
Project No. T1 D75-C
I FIELD TEST RESULTS
I (Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
Test Test Depth Soil Max Moisture Dry Relative Required
I Date 8ev. Density Content Density Compaction Compaction
No. (1996) Test Locations (FT) Type (PCF) (%) (PCF) (%) (%)
1 8/29 Fault Tmch Slot 1016' 8 128.6 15.4 107.1 83.3 90
I 2 8129 Retest of #1 1016' 8 128.6 12.0 118.0 91.8 90
3 8129 Cleanout #1 1019' 1 118.0 14.9 106.0 89.8 90
4 8/29 Clean out #1 1019' 1 118.0 14.3 109.1 92.5 90
I 5 8/29 FaultTrnch Slot 1018' 8 128.6 13.9 108.2 84.1 90
6 8-29 Retest pf #5 1018' 8 128.6 13.0 119.8 93.2 90
7 8-29 Cleanout #1 1019' 1 118.0 12.1 110.7 93.8 90
I 8 8-29 Clieanout#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
I 11 8-29 Parcel #10 1022' 2 121.2 12.8 109.5 90.3 90
12 8-29 Parcel #10 1022' 2 121.2 14.0 110.9 91.5 90
13 8-29 Parcel #10 1023' 2 121.2 11.6 116.0 95.7 90
I 14 8-29 Parcel #1 1020' 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
I 16 9-3 Parcel #10 1024' 2 121.2 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' 2 121.2 11.2 114.3 98.0 90
I 19 9-3 Parcel #10 1026' 38 118.7 17.6 109.8 95.9 90
20 9-3 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
I 22 9-3 Parcel #10 1027' 8 128.6 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' 38 118.7 11.3 112.9 92.1 90
I 25 9-3 Parcel #10 1027' 8 128.6 11.2 122.9 91.5 90
26 9-4 Parcel #9 1023' 8 128.6 11.9 116.3 93.3 90
27 9-4 Parcel #9 1023' 8 128.6 12.3 115.7 97.4 90
I 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 13.0 110.3 97.1 90
I 31 9-4 Parcel #9 1025' 1 118.0 12.0 112.0 95.2 90
32 9-4 Parcel #1 1020' 1 118.0 12.4 111.1 95.0 90
33 9-4 Parcel #1 1021' 1 118.0 13.0 109.0 99.3 90
I 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
I 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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I EnGEN Carparatian \\
I Westside City J AssC!ciates, LLC
Project No. T1075-C
I FIELD TEST RESULTS (Continued)
I (Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
I Test Test Depth Soil Max Moisture Dry Relative Required
Date Elev. Density Content Density Compaction Compaction
No. (1996) Test Locations (FT) Type (PCF) (%) (PCF) (%) (%)
I 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
I 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 12.1 110.9 92.1 90
45 9-6 Parcel #1 1024' 1 118.0 11.0 109.2 91.5 90
I 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' 2 121.2 12.6 109.2 95.3 90
I 49 9-9 Parcel #1 1028' 2 121.2 15.2 112.6 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
I 52 9-9 Parcel #1 1018' 3B 118.7 9.2 105.3 95.0 90
53 9-9 Parcel #1 1018' 3B 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
I 55 9-10 Retest of #52 1018' 3B 122.7 13.0 113.4 91.5 90
56 9-10 Parcei #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
I 58 9-10 Parcel #1 (pad) 1022' 3B 122.7 14.2 114.8 96.5 90
59 9-10 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
I 61 9-11 Parcel #1 (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
I 63 9-11 Parcel #1 (pad) 1020' B 128.6 11.2 118.0 95.1 90
64 9-11 Parcei #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
I 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' B 128.6 10.8 120.6 93.8 90
I 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 #1 (pad) 1027' 2 121.2 13.0 112.1 92.5 90
I 72 9-13 Parcel #1 (pad) 1018.9' B 128.6 13.1 119.6 93.0 90
73 9-13 Parcel #1 (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
I 75 9-13 Parcel #1 (pad) 1025' 2 121.2 11.5 110.3 91.0 90
76 9-13 Parcel #1 (pad) 1023' B 128.6 11.8 119.8 93.2 90
77 9-13 Parcei #1 (pad) 1028' 2 121.7 12.9 110.7 91.3 90
I 78 9-13 Parcel #1 (pad) 1027' 2 121.2 13.1 109.9 90.7 90
I EnGEN Corporation \z..
I Westside City I Associates, LLC
Project No. T1075-C
I FIELD TEST RESULTS (Continued)
I (Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
I Test Test Depth Soil Max Moisture Dty Relative Required
Date Elev. Density Content Density Compaction Compaction
No. (1996) Test Locations (FT) Type (PCF) (%) (PCF) (%) (%)
I 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' 8 128.6 13.0 117.1 91.1 90
81 9-16 Parcel #1 (pad) 1030.6' 8 128.6 11.0 116.2 90.4 90
I 82 9-16 Parcel #1 (pad) 1030.6' 8 128.6 11.9 120.7 93.8 90
83 9-16 Parcel #1 (pad) 1030.6' 2 121.2 11.6 109.2 90.1 90
84 9-16 Parcel #1 (pad) 1030.6' 2 121.2 12.9 113.7 93.8 90
I 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' 2 121.2 10.7 110.3 91.0 90
87 9-16 Parcel #1 (pad) 1030.6' 4 122.2 11.7 113.4 92.4 90
I 88 9-17 Par. #1(drv mg) 1021' 8 128.6 10.9 118.3 92.0 90
89 9-17 Par. #1(drv mg) 1021' 5 130.7 12.7 121.2 92.7 90
90 9-17 Par. #1(drv mg) 1022' 8 128.6 13.3 118.9 92.5 90
I 91 9-17 Par. #l(drv mg) 1021' 8 128.6 12.0 120.6 93.8 90
92 9-17 Par. #1(drv mg) 1021' 8 128.6 11.1 119.3 92.8 90
93 9-17 Par. #l(drv mg) 1022' 5 130.7 10.6 122.0 93.3 gO
94 9-18 Par. #1(drv mg) 1023' 5 130.7 12.2 122.2 93.5 90
I 95 9-18 Par. #1(drv mg) 1023' 8 128.6 12.5 118.6 92.2 90
96 9-18 Par. #1(drv mg) 1022' 7 129.2 10.9 123.7 95.7 90
97 9-18 Parcel #1 (pad) 1030.6' 2 121.2 10.2 111.7 92.2 90
I 98 9-18 Parcel #1 (pad) 1030.6' 7 129.2 10.3 120.4 93.2 90
99 9-18 Par. #l(drv mg) 1023' 7 129.2 9.3 119.6 92.5 90
100 9-18 Remington Ave. 1021' 8 128.6 8.1 120.9 94.0 90
I 101 9-18 Par. #1(drv mg) 1024' 4 122.7 10.3 113.7 92.7 90
102 9-18 Remington Ave. 1020' 8 128.6 12.3 118.6 92.2 90
103 9-18 Par. #l(drv mg) 1025' 8 128.6 12.4 118.3 92.0 90
I 104 9-18 Remington Ave. 1022' 7 129.2 10.0 121.3 93.9 90
105 9-18 Diaz Rd(120.o0) 1019.4' 8 128.6 14.7 119.7 93.1 90
106 9-18 Diaz Rd(118.o0) 1019.4' 8 128.6 15.5 113.5 88.3 90
I 107 9-18 Oiaz Rd(116..oo) 1018.8' 1 118.0 12.0 113.5 90.5 90
108 9-18 Diaz Rd(118..oo) 1018.4' 8 128.6 11.7 116.7 90.7 90
109 9-18 Par. #1(drv mg) 1026' 68 125.4 11.8 115.6 92.2 90
I 110 9-18 Par. #1(drv mg) 1026' 68 125.4 12.9 114.8 91.5 90
111 9-20 Rem.Ave.30+90 1023' 8 128.6 11.0 117.4 91.3 90
112 9-20 Par. #1(drv mg) 1027 4 122.7 15.0 110.7 90.2 90
113 9-20 Par. #1(drv mg) 1027' 4 122.7 14.1 112.3 91.5 90
I 114 9-20 Rem.Ave.32+25 1023' 8 128.6 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. #1(drv mg) 1028' 5 130.7 7.9 124.1 95.0 90
I 117 9-23 Par. #1(drv mg) 1029 5 130.7 8.8 123.0 94.1 90
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EnGEN Corporation
I Westside City I Associates, LLC
Project No. T1075-C
I FIELD TEST RESULTS (Continued)
I (Summary of Reid In-Place Density Test Results)
(Nudear Gauge Test Method
I Test Test Depth Soil Max Moisture . Dry Relative Required
Date Elev. Density Content Density Compaction Compaction
No. (1996) Test Locations (FT) Type (PCF) (%) (PCF) (%) (%)
I 118 9-23 Par. #1(drv mg) 1029' 5 130.7 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. #l(drv mg) 1030' 6 127.6 10.9 114.8 90.0 90
I 121 9-23 Par. #1(drv mg) 1030' 6 127.6 9.1 116.8 91.5 90
122 9-23 Rem.Ave(35..oo) 1024' 6 127.6 11.0 118.0 92.5 90
123 9-24 Par. #l(drv mg) 1025' 4 122.7 12.0 110.9 90.4 90
I 124 9-24 Par. #l(drv mg) 1026' 6 127.6 10.3 117.9 92.4 90
125 9-24 Par. #l(drv mg) 1028' 6 127.6 9.0 119.1 93.3 90
126 9-24 DiazRd(115..o0) 1019' 66 125.4 7.4 118.9 94.8 90
I 127 9-24 Diaz Rd(117..oo) 1020' 66 125.4 7.8 118.3 94.3 90
128 9-24 Diaz Rd(118+75) 1021' 66 125.4 8.4 119.5 95.3 90
129 9-24 Diaz Rd(120-t{j0) 1022' 66 125.4 8.1 117.9 94.0 90
130 9-25 Diaz Rd(116-+<J0) 1019' 66 125.4 10.5 119.6 95.4 90
I 131 9-25 Diaz Rd(117+20) 1021' 66 125.4 12.0 117.6 93.8 90
132 9-25 Diaz Rd(119-00) 1022' 66 125.4 11.1 118.0 94.1 90
133 9-25 Rem.Ave.27-t{j0 1020' 4 122.7 11.9 115.0 93.7 90
I 134 9-25 Rem.Ave.29+50 1022' 66 125.4 10.1 119.9 95.6 90
135 9-25 Rem.Ave.28+50) 1023' 66 125.4 11.2 120.9 96.4 90
136 9-25 Remington Ave. 1024' 66 125.4 10.3 120.0 95.7 90
I 137 9-25 Rem.Ave.(282) 1025' 5 130.7 10.7 124.3 95.1 90
138 9-25 Parcel #3(FIII) 1046' 66 118.0 16.5 106.3 90.1 90
139 9-26 Par. #l(drv mg) 1028' 6 127.6 12.0 120.0 94.0 90
I 140 9-26 Par. #l(drv mg) 1029' 6 127.6 12.0 119.2 93.4 90
141 9.20 Parcei #8 & #9 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
I 143 9-26 Parcel #8 1022' 4 122.7 10.2 116.9 95.3 90
144 9-26 Parcei #8 1023' 4 122.7 9.6 118.0 96.2 90
145 9-26 Parcel #3(upper) 1048' 5 130.7 9.2 124.0 94.9 90
I 146 9-26 Parcel #3(lower) 1050' 5 130.7 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' 6 128.6 8.3 116.0 90.2 90
I 150 9-27 Parcel #8 1025' 6 127.6 12.1 115.5 90.5 90
151 9-27 Parcel #7 1028' 7 129.2 7.0 121.5 94.0 90
152 9-27 Parcel #8 1025.6' 6 127.6 11.9 114.9 90.0 90
I 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' 4 122.7 11.0 114.8 93.6 90
I 156 9-30 Parcel #8 1024.5' 6 127.6 9.0 116.7 91.4 90
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I Wests ide City I Associates, LLC
Project No. Tl075-C
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FIELD TEST RESULTS (Continued)
I (Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
I Test Test Depth Soil Max Moisture Dry Relative Required
Date Elev. Density Content Density Compaction Compaction
No. (1996) Test Locations (FT) Type (PCF) (%) (PCF) (%) (%)
I 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 Parcei #8 1026' 2 121.2 9.0 112.4 92.7 90
I 160 9-30 Parcel #8 1026.5 8 128.6 10.7 119.7 93.1 90
161 10-1 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
I 163 10-1 Parcel #9 1027' 4 122.7 12.0 111.9 91.2 90
164 10-1 Retest of #162 1027' 6 127.6 9.1 115.7 90.7 90
165 10-1 Parcel #8 1028' 7 129.2 9.4 121.4 94.0 90
I 166 10-1 Parcet #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
'188 10-2 Parcel #8 1029' 4 122.7 4.0 112.1 91.4 90
I '169 10-2 Parcel #8 1030' 4 122.7 6.0 106.9 87.1 90
'170 10-2 Retest of 1030' 4 122.7 10.0 112.8 91.9 90
'171 10-2 Parcel #7 1033' 4 122.7 5.7 111.6 91.0 90
'172 10-2 Parcel #8 1031' 7 129.2 11.0 121.9 94.3 90
I 173 10-3 Parcel #5 1027' 7 129.2 9.7 119.9 92.8 90
174 10-3 Remin9ton Ave. 1061' 7 129.2 8.9 121.1 93.7 90
175 10-3 Remin9ton Ave. 1029' 7 129.2 7.9 121.3 93.9 90
I 176 10-3 Parcel #5 1056' 7 129.2 9.9 120.4 93.2 90
177 10-3 Parcel #5 1058' 7 129.2 10.5 122.1 94.5 90
178 10-3 Parcel #5 1062' 7 129.2 10.6 110.2 85.3 90
I 179 10-4 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 10-4 Retest of #178 1062' 7 129.2 11.1 119.8 92.7 90
I 182 10-4 Parcel #9 1026' 7 129.2 10.6 116.9 90.5 90
183 10-4 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
I 185 10-7 Parcel #5 1062' 4 122.7 11.9 111.7 89.1 90
186 10-7 Parcei #5 1084' 4 122.7 10.6 110.5 90.1 90
187 10-7 Parcel #5 1070' 7 129.2 9.1 117.0 90.6 90
I 188 No Test 90
189 10-7 Parcel #9 1026' 68 125.4 8.1 114.0 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
I 192 10-8 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
I 195 10-8 Parcel #8 1026' 6 127.6 9.4 116.1 91.0 90
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EnGEN Corporation
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I I Westside City I Associates, LLC
I Project No. T1075-C
I I
FIELD TEST RESULTS (Continued)
I (Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
I Test Test Depth Soil Max Moisture Dry Relative Required
Date Elev. Density Content Density Compaction Compaction
No. (1996) Test locations (FT) Type (PCF) (%) (PCF) (%) (%)
I 196 11M 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 Parcei #8 1028' 6 127.6 12.7 114.2 90,0 90
I 199 10-9 Parcel #8 1028' 38 118.7 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
I 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
I 205 10-9 Rem. 15->00 1065' 7 129.2 11.6 116.7 90.3 90
206 10-9 Parcel #8 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
206 10-10 Par.3 Cyn Area 1053' 6 127.6 13.5 107.6 86.7 90
I 209 10-10 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 1133 93.5 90
I 212 10-10 Parcel #9 1025' 2 121.2 16.2 111.2 91.2 90
213 10-10 Parcel #3 1055' 2 121.2 14.5 107.8 89.0 90
214 10-10 Parcei #3 1056' 2 121.2 17.0 108.7 90.0 90
I 215 10-10 Retest 213 1055' 2 121.2 16,4 109.7 90.5 90
216 10-10 Par.3 Sip shouidr 1056' 2 121.2 7.9 113.7 93.8 90
217 10-10 Par. #9 SE ql030' 6 127.6 11.5 120.0 94,0 90
I 218 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' 7 129.2 6.1 119.0 92.1 90
I 221 10-14 Par.#8 1030' 7 129.2 6.7 119.8 92.7 90
222 10-14 Par8&9 Mid 80r. 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
I 224 10-15 Parcel #9 Sauth 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 Par. 9&10 Center 1028' 68 125.4 9.7 113.2 90.2 90
I 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
I 231 10-22 Parcel #10 S 1027' 7 129.2 8.4 118.7 92.0 90
232 10-22 Parcel #10 Ctr E 1026' 68 125.4 9.8 113.2 90.3 90
233 10-22 Parcel #10 NW 1027' 7 129,2 7.8 123.5 95.6 90
I 234 10-22 Par. 10 W to Ctr. 1027' 68 125.4 8.9 116.7 931 90
235 10-22 Par. 3 E Slope 1050' 6 127.6 9.0 115.1 90.2 90
236 10-29 Parcel #9 E 1030' 68 125.4 11.0 112.8 90.0 90
I 237 10-29 Parcel #9 Ctr 1031' 68 125.4 5,9 117.7 938 90
238 10-29 Parcei #9 W 1031' 68 125.4 6.5 120.8 96.4 90
I EnGEN Corporation \~
I Wests ide City I Associates, LLC
Project No. T1075-C
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I FIELD TEST RESULTS (Continued)
(Summary of Field In-Place Density Test Results)
(Nudear Gauge Test Method)
I Test Test Depth Soil Max Moisture 01}' Relative Required
No. Date Elev. Type Density Content Density Compaction Compaction
(1996) Test Locations (FT) (PCF) ('Yo) (PCF) ('Yo) ('Yo)
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239 10-29 Parcel #9 SW 1032' 68 125.4 7.4 113.7 90.7 90
I 240 10-29 Par.5 Upper Cyn 1075' 68 125.4 7.8 114.2 91.1 90
241 10-29 Parcel #5 NW 1073' 68 129.2 5.9 125.3 97.0 90
242 10-29 Parcel #5 SW 1073 68 125.4 5.6 114.6 91.4 90
I 243 11-5 Zevo Dr 11..00 1082' 68 125.4 12.2 111.7 90.0 90
244 11-5 Zevo Dr 13+20 1078' 68 125.4 13.3 112.2 90.0 90
245 11-5 Zevo Dr 15-+50 1073' 68 125.4 13.1 116.1 92.6 90
I 246 11-5 Zevo Dr 18+80 1061' 68 125.4 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
246 11-5 Parcel #8 Ctr 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
I 250 11-5 Win.RdlZevo Dr 1084' 6 127.6 10.1 114.8 90.0 90
251 11-8 Retest 247 1031' 6 127.6 8.0 124.7 97.6 90
252 11-8 Par.6 E Slope 1057' 6 127.6 7.8 117.6 92.2 90
I 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
I 256 11-11 Parcei #6 1057' 68 125.4 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 Parcel 5/4 1076' 6 127.6 9.4 117.6 92.2 90
I 259 11-11 Rem. 10-+80 1068' 6 127.6 9.8 115.5 90.5 90
260 11-11 Rem. 11-+80 1071 6 127.6 10.6 118.9 93.2 90
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(SG) indicates -Sub Grade
(SM) Indicates - ASTM Soil Type
I (A8) indicates - A9gregate 8ase
'indicates-Sand Cone test
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Westside City I Associates, LLC
Project No. T1075-C
LABORATORY TEST RESULTS
(Summary of Optimum Moisture Content I Maximum
Dry Density Relationship Test Results)
(Summary of Expansion Index Test Results)
EnGEN Corporation
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ProjeclNo. T1075-C
SUMMARY OF OPTIMUM MOISTURE CONTENT I
MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D1557-91
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SOIL MAXIMUM OPTIM~M
TYPE SOIL DESCRIPTION. (USCS Svmbol) DRY DENSITY MOISTURE CONTENT
(PCF) (%)
B Brown Silty Sand(SM) 128.6 9.5
1 Dark Brown Silty Fine Sand (SM) 118.0 13.0
2 Brown Sandy Silt (ML) 121.2 13.3 '
3 Brown Sandy Silt (ML) 118.7 13.9
4 Dark Brown Sandy Silt (ML) 122.7 12.4
5 Brown Silty Sand (SM) 130.7 8.5 :
6 Dark Brown Silty Sand (SM) 127.6 9.7
6B Brown Silty Sand w/Clay (SM) 125.4 10.7
7 Brown Fine to Coarse Sand (SM) 129.2 8.5
8 Brown Silty Sand (SM) 132.4 8.1
EnGEN Corporation
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Westside City I Associates, LLC
Project No. T1075-C
SUMMARY OF EXPANSION INDEX TEST RESULTS
(UBC 29-2)
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SOIL DRY MOISTURE CONDITION EX~ANSION
TYPE DEPTH SURCHARGE DENSITY BEFORE TEST AFTER TEST INDEX
(FT) (PSF) (PCF) (%) (%)
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 Corporation
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DRAWINGS
(Rough Grading Report Site Plan)
Westside City I Associates, LLC
Project No. T1075-C
EnGEN Carparatian
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