HomeMy WebLinkAboutGeotech Report & Compaction Results Rough Grading (Jun.9,1999)
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ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
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GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Tract 28657, City of Temecula, County of Riverside, California
Permit Number: LD98'()37GR
Project Number: T1381-C
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June 9, 1999
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RECEIVED
JUL 1 21999
CITY OF TEMECULA _,_
ENGINEERING DEPARTMi.:N.
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Prepared for:
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Westside City II Associates, LLC
41965 Winchester Road
Temecula, California 92590
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Wests ide City II Associates, LLC
Project Number. T1381-C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 PROJECT LOCATION AND DESCRiPTION...............................................................................................1
1.1 PROJECT LOCATION ........................................................................................................................... 1
1.2 PROJECT DESCRIPTION ................. ..... ... ............................ .................................................................2
2.0 SCOPE OF WORK ............................................................................................................................... 2
2.1 TIME OF GRADING .............................................................................................................................. 2
2.2 CONTRACTOR AND EQUIPMENT ...........................................................................................................2
2.3 GRADING OPERATIONS.. ........... ...... ..... ........ ....................... ........... ....... ......... ............ ........... .............. 2
2.4 CUT/FILL TRANSiTION...................................................................................................................... ... 3
2.5 SETTLEMENT MONITORS..... ....... ... ... ....... ...... ....... .............. ............... ................ ...... ........... ...... ...... .....3
2.6 TESTING........... ............................................................................................................................. 3
2.7 FIELD TESTING PROCEDURES ..,.......................................................................................................... 3
2.8 LABORATORY TESTING.. ................ .............. ....... .......................... .................................. ........... .........4
2.9 MOISTURE-DENSITY RELATIONSHIP TEST.................. .... .......... ....... ....................................... ..............4
2.10 ExPANSION INDEX TEST .....................................................................................................................4
3.0 EARTH MATERIALS I As GRADED GEOLOGIC CONDITIONS...............,..,..................,.............................4
3.1 FILL AREAS ....................... .................................................................................................................4
3.2 NATIVE CUT AREAS ............................................................................................................................ 4
4.0 CONCLUSIONS AND RECOMMENDATIONS................................................................,............................ 5
4.1 FOUNDATION DESIGN RECOMMENDATIONS..........................................................................................5
4.2 FOUNDATION SIZE ...... ..... ................ ................. .......... ................ ......... ........ ........... .......... ........... ....... 5
4.3 DEPTH OF EMBEDMENT ......................................................................................................................5
4.4 BEARING CAPACITY ............................................................................................................................5
4.5 SETTLEMENT..............................,.............................................................................................. ......... 5
4.6 LATERAL CAPACITY .................. ...... ............ ..... .................. .................... ................... .......................... 6
4.7 SLAB-ON-GRADE RECOMMENOATIONS . ..... ...................... .................... ....................... ............ ..... ........6
4.8 INTERIOR SLABS ...................... ... ... ............ ............ ....... .... ... ............ ............ ........... ....... ............... ......6
4.9 EXTERIOR SLABS ............................................................................................................................... 7
4.10 GENERAL ............................................................................................................................... 7
5.0 EROSION CONTROL MEASURES .......................................................................................................... 7
6.0 CLOSURE ........................................................................................................................................... 8
APPENDIX
TEST RESULTS
SUMMARY OF MONITORING RESULTS
DRAWINGS
EnGEN Corporation
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June 9, 1999
-Soil Engineering and ConsullingServices e Engineering Geology .CompadionTesting
.\nspections-ConstructionMaterialsTesling-Laboraloryleslinll-PercolalionTesling
-Geology-WaterResourceStudies . Phase I & II EnvironmenlalSite Assessmenls
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
Mr. Max Harrison
Westside City II Associates, LLC
41965 Winchester Road
Temecula, California 92590
(909) 693-1430 I FAX (909) 693-1429
Regarding:
References:
Dear Mr. Harrison:
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Tract 28657, City of Temecula, County of Riverside, California
Permit Number: LD98'()37GR
Project Number: T1381-C
1.
EnGEN Corporation, Updated GeotechnicaVGeological Engineering Study, Proposed Expansion
ofthe Existing Business Center, Parcels 1 through 9 ofTract 28657, Diaz Road, City ofTemecula,
County of Riverside, Califomia, Project Number: T1381-GS, dated May 4,1998.
HLC Engineering, Mass Grading and Erosion Confrol Plan, Westside City , LLC, Parcel Map
28657, PA97-0327, City ofTemecula, plan dated November 13,1998.
HLC Engineering, Tentative Parcel Map 28657 and Phasing Map, Amendment No.5, plans
amended March 10, 1998.
EnGEN Corporation, Faulf Locafion Investigation, Existing Restricted Use Zone, Parcel Maps
24085 and 24086, City of Temecula, County of Riverside, Califomia, Project Number: T1179-FS,
report dated August 29, 1997 and County Response letter dated April 29, 1998.
EnGEN Corporation, Updafed GeofechnicaVGeological Engineering Study, Proposed Expansion
of Existing Business Center, Parcels 1 through 10 of Parcel Map 24085, Dlaz Road, City of
Temecula, Project Number: T1075-GS, report dated August 19,1996.
Geo Solis, Inc.; Supplemental Geotechnical Investigation of Lots 14 through 22, Phase 1 of
Tentative Parcel Map 24085, Temecula, Riverside County, California; W.O. 686-A-RC, report
dated May 4, 1994
Schaefer Dixon Associates, Inc., Report on Geotechnical Investigation, Assessment District No.
155, Parcel Map 24085, 24086, 21029, 21382, and 21383, Rancho California, Riverside County,
California, report dated June 7,1989
Leighton and Associates, Report on Preliminary Geofechnical Investigafion, Proposed Industrial I
Commercial Site West of Cherry Street and Diaz Road, A. D. No. 155, Rancho California,
Riverside County, Califomia, report dated June 23, 1986.
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According to your request and signed authorization, EnGEN Corporation has performed field observations,
sampling, and in-place density testing at the above referenced site. Submitted, herein, are the test results and
the supporting field and laboratory data.
1.0 PROJECT LOCATION AND DESCRIPTION
1.1
PROJECT LOCATION
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The subject site consists of 57, acres, located northwest of the intersection of Diaz Road and
Remington Avenue,.in the City ofTemecula, County of Riverside, California.
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Westside City II Associates, LLC
Project Number: T1381-C
June 1999
Page 2
1.2 PROJECT DESCRIPTION
It is understood that each parcel is to be developed into commercial/industrial sites. Prior to grading
operations, topography and surface conditions of the site were relatively flat on the eastern portion and
gently to moderately sloping on the western portion.
2.0 SCOPE OF WORK
2.1 TIME OF GRADING
This report represents geotechnical observations and testing during the construction operations from
May 5, 1998 through November 17, 1998.
2.2 CONTRACTOR AND EQUIPMENT
The grading operations were performed by American Contracting, Inc. through the use of ten (10)
Terex and Caterpillar scrapers, three (3) Caterpillar track-mounted dozers, two (2) rubber tire dozers,
one (1) Caterpillar steel wheel 825 dozer, one (1) motorgrader, and three (3) water trucks.
2.3 GRADING OPERATIONS
Parcels 1, 2,eastern Dortion of 3, 6 and 7: 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 5.0 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 5.0 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 thick, were placed and compacted to a minimum of 90 percent
relative compaction. Fills placed within the proposed building footprint of Parcel 6 were placed and
compacted to a minimum of 95 percent relative compaction.
Parcels 3, 4, 5. 8 and 9: 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, 2, 6 and 7, the northern portion of Parcel 3, eastern portions
of Parcel 8, Diaz Road between stations 123+00 through 133+50 and Dendy Parkway between stations
25+00 through 36+00, to finished grade. 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 the Appendix. The keys were
excavated a minimum of 2.0 feet into firm, weathered and/or unweathered bedrock material and were a
EnGEN Corporation
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Wests ide City II Associates, LLC
Project Number: T1381,C
June 1999
Page 3
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 structures. 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.
2.4 CUT/FILL TRANSITION
Overexcavation was not performed on the cut portion of Parcels 3, 4, 8 and 9. Therefore, cut/fill
transitions exist on the subject parcels. If it is determined that future structures will straddle the cut/fill
transition line, 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 Referenced No. 1 report.
2.5 SETTLEMENT MONITORS
Settlement monitors were placed on Parcels 1, 2, 6 and 7 at the removal bottoms prior to recompaction.
The markers were surveyed on a monthly basis from November 1998 through March 1999 by Excel
Engineering to record elevation changes. The results of the settlement monitor readings are
presented in the appendix of this report. These results indicate that the site is stable for placement of
structures.
2.6 TESTING
2.7 FIELD TESTING PROCEDURES
Field in-place density and moisture content testing were performed in general accordance with ASTM-
D-2922-81 (90) and ASTM-D-3017-88 procedures for determining in-place density and moisture
content, respectively, using nuclear gauge equipment. Relative compaction test results were within the
90 percent required for all material placed and compacted and within 95 percent required for all
material placed within the building footprint of Parcel 6. Test results are presented in the Appendix of
this report. Fill depths and test locations were determined from review of the referenced grading plans.
EnGEN Corporation
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Wests Ide City II Associates, LLC
Project Number: T1381-C
June 1999
Page 4
2.8 LABORATORY TESTING
The following laboratory tests were performed as part of our services during the grading of the subject
site. The test results are presented in the Appendix of this report.
2.9 MOISTURE-DENSITY RELATIONSHIP TEST
Maximum dry density - optimum moisture content 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 Appendix (Summary of Optimum Moisture Content I
Maximum Dry Density Relationship Test Results).
2.10 EXPANSION INDEX TEST
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 18-2. The material tested consisted of silty fine sand with minor amounts of clay,
which had Expansion Indexes ranging from 0 to 3, corresponding to a very low expansion potential in
accordance with 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.
3.0 EARTH MATERIALS I As GRADED GEOLOGIC CONDITIONS
3.1 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.
3.2 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-siltstone 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 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.
EnGEN Corporation
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Westside City II Associates, LLC
Project Number. T1381-C
June 1999
Page 5
4.0 CONCLUSIONS AND RECOMMENDATIONS.
4.1 FOUNDATION DESIGN RECOMMENDATIONS
Foundations for the proposed structures may consist of conventional column footings and continuous
wall footings founded upon properly compacted fill. The recommendations presented in the
subsequent paragraphs for foundation design and construction are based on geotechnical
characteristics and a very low expansion potential for the supporting soils and should not preclude
more restrictive structural requirements. The Structural Engineer for the project should determine the
actual footing width and depth to resist design vertical, horizontal, and uplift forces.
4.2 FOUNDATION SIZE
Continuous footings should have a minimum width of 12-inches. Continuous footings should be
continuously reinforced with a minimum of one (1) No.4 steel reinforcing bar located near the top and
one (1) No. 4 steel reinforcing bar located near the bottom of the footings to minimize the effects of
slight differential movements which may occur due to minor variations in the engineering characteristics
or seasonal moisture change in the supporting soils. Column footings should have a minimum width of
18-inches by 18-inches and be suitably reinforced, based on structural requirements. A grade beam,
founded at the same depths and reinforced the same as the adjacent footings, should be provided
across garage door openings and other doorway entrances.
4.3 DEPTH OF EMBEDMENT
Exterior and interior footings founded in properly compacted fill should extend to a minimum depth of
12-inches below lowest adjacent finish grade for the structure. The foundations should be founded in
either properly compacted fill or native bedrock, but not a combination of both.
4.4 BEARING CAPACITY
Provided the recommendations for site earth work, minimum footing width, and minimum depth of
embedment for footings are incorporated into the project design and construction, the allowable bearing
value for design of continuous and column footings for the total dead plus frequently-applied live loads
is 2,500 psf for continuous footings and 2,500 psf for column footings in properly compacted fill
material. The allowable bearing value has a factor of safety of at least 3.0 and may be increased by
33.3 percent for short durations of live and/or dynamic loading such as wind or seismic forces.
4.5 SETTLEMENT
Footings designed according to the recommended bearing values for continuous and column footings,
respectively, and the maximum assumed wall and column loads are not expected to exceed a
maximum settlement of 0.5-inches or a differential settlement of 0.25-inches in properly compacted fill.
EnGEN Corporation
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Westslde City II Associates, LLC
Project Number: T1381-C
June 1999
Page 6
4.6 LATERAL CAPACITY
Additional foundation design parameters based on compacted fill for resistance to static lateral forces,
are as follows:
Allowable Lateral Pressure
(Equivalent Fluid Pressure), Passive Case:
Compacted Fill - 200 pcf
Bedrock - 350 pcf
Allowable Coefficient of Friction:
Compacted FiII- 0.35
Bedrock - 0.35
Lateral load resistance may be developed by a combination of friction acting on the base of foundations
and slabs and passive earth pressure developed on the sides of the footings and stem walls below
grade when in contact with undisturbed, properly, compacted fill material. The above values are
allowable design values and have safety factors of at least 2.0 incorporated into them and may be used
in combination without reduction in evaluating the resistance to lateral loads. The allowable values may
be increased by 33.3 percent for short durations of live and/or dynamic loading, such as wind or
seismic forces. For the calculation of passive earth resistance, the upper 1.0-foot of material should be
neglected unless confined by a concrete slab or pavement. The maximum recommended allowable
passive pressure is 5.0 times the recommended design value.
4.7 SLAB-ON-GRADE RECOMMENDATIONS
The recommendations for concrete slabs, both interior and exterior, excluding PCC pavement, are
based upon the anticipated building usage and upon a very low expansion potential for the supporting
material as determined by Table 18-1-8 of the Uniform Building Code. Concrete slabs should be
designed to minimize cracking as a result of shrinkage. Joints (isolation, contraction, and construction)
should be placed in accordance with the American Concrete Institute (ACI) guidelines. Special
precautions should be taken during placement and curing of all concrete slabs. Excessive slump (high
water/cement ratio) of the concrete and/or improper curing procedures used during either hot or cold
weather conditions could result In excessive shrinkage, cracking, or curling in the slabs. It is
recommended that all concrete proportioning, placement, and curing be performed in accordance with
ACI recommendations and procedures.
4.8 INTERIOR SLABS
Interior concrete slabs-on-grade should be a minimum of 4-inches in actual thickness and be underlain
by 1 to 2-inches of clean coarse sand or other approved granular material placed on properly prepared
subgrade. Minimum slab reinforcement should consist of #3 reinforcing bars placed 18-inches on the
center in both directions or a suitable equivalent.
EnGEN Corporation
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Westslde City II Associates, LLC
Project Number: T1381,C
June 1999
Page 7
4.9 EXTERIOR SLABS
All exterior concrete slabs cast on finish subgrade (patios, sidewalks, etc., with the exception of PCC
pavement) should be a minimum of 4-inches nominal in thickness.
Reinforcing in the slabs and the use of a compacted sand or gravel base beneath the slabs should be
according to the current local standards. Subgrade soils should be moisture conditioned to at least
optimum moisture content to a depth of 6.0-inches and proof compacted to a minimum of 90 percent
relative compaction based on ASTM D1557-91 procedures immediately before placing aggregate base
material or placing the concrete.
4,10 GENERAL
Based on the observations and tests performed during grading, the subject site in the areas noted has
been completed in accordance with the referenced Geological Study, the project plans and the grading
Code of the City of Temecula. The graded site in the areas noted as graded is determined to be
adequate for the support of a typical commercial development. 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, any additional fill
placement and excav'!tion 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 earth work completed for the development of subject site should be
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.
5.0 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 erode to such a degree that the drainage spills onto the
slope face.
EnGEN Corporation
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Westside City II Associates, LLC
Project Number. T1381-C
June 1999
Page 8
6.0 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 perfonmed 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.
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 ;j?ora/i; /J
~nD.G~rd~
Field Operations Manager
""-Osbjor rat e, GE 162
Princi at Geotechnical Engineer
Expires 09-30-01
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Addressee
Milgard Family Limited Partnership
Attention: Mr. Harold Williams
601020'" Street East, Suite 5 .
Fife, Washington 98424
FILE: EnGEN/ReportingiCfT1381C Westside City II Associates, LLC. Rough Grading
EnGEN Corporation
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Weslslde City Ii Associates, LLC
Project Number: T1381-C
Appendix Page 1
APPENDIX
TEST RESULTS
EnGEN Corporation
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I Westside City II Associates, LLC
Project Number: T1381-C
I Appendix Page 3
FIELD TEST RESULTS (CONTINUED)
1 (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
1 Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
130 6-1 N. of Fault Line 1037.0 3 129.5 6.5 121.7 93.9 90
131 6-1 S. of Fault Line 1037.0 3 129.5 8.5 121.9 94.1 90
32 6-1 N. of Fault Line 1037.0 3 129.6 13.8 118.0 91.0 90
33 6-1 Mid. S. of Fault Line Fill 1037.0 3 129.6 7.6 117.6 90.7 90
134 6-2 East of All Tests 1023.0 4 128.7 10.8 113.0 87.8 90
35 6-2 South East 1023.0 4 128.7 12.3 110.3 85,7 90
136 6-2 Retest of #34 1023.0 4 128.7 9.6 118.1 91.8 90
37 6-2 Retest of #35 1023.0 4 128.7 12.0 117.7 91.5 90
38 6-3 Mid. South East 1025.0 4 128.7 8.9 118.3 91.9 90
139 6-3 North East 1025.0 4 128.7 8.2 118.6 92.2 90
40 6-3 Middle East 1025.0 4 128.7 10.6 117.3 91.1 90
41 6-3 South East 1025.0 4 128.7 9.8 117.6 91.4 90
142 6-29 N. of Fault Line 1037.0 2 117.5 10.0 114.6 97.5 90
43 6c29 S. of Fault Line 1034.0 2 117.5 13.0 107.7 91.7 90
144 6.30 N. End of Fault Line 1039.0 2 117.5 15.8 107.1 91.1 90
45 6-30 S. End of Fault Line 1036.0 2 117.5 11.6 108.7 92.5 90
46 7-1 N. End of Fault Line 1039.0 7 119.6 12.2 114.1 95.4 90
147 7-1 S. End of Fault 1036.0 2 117.5 13.5 105.3 90.0 90
48 7-3 Parcel 2 1020.0 1 112.4 20.6 106.4 94.7 90
149 7e6 Parcel 2 1020.0 2 117.5 16.3 107.9 92.0 90
50 7.6 Parcel 2 1021.0 2 117.5 17.4 109.1 93.0 90
51 7-6 Parcel 2 1022.0 2 117.5 16.7 107.4 91.0 90
152 7-7 Parcel 2 1025.0 7 119.6 20.5 104.3 87.2 90
53 7-7 Retest of #52 1025.0 7 119.6 18.3 105.1 87.8 90
154 7-7 Parcel 2 1026.0 7 119.6 16.7 104.9 87.7 90
55 7-7 Retest of #53 1025.0 7 119.6 16.3 108.6 90.8 90
56 7-7 Retest of #54 1026.0 7 119.6 15.1 108.3 90.6 90
157 7-8 Parcel 2 1030.0 4 128.7 11.5 111.3 90.3 90
1
1
I EnGEN Corporation \~
I Westside City II Associates, LLC
Project Number: T1381-C
I Appendix Page 2
FIELD TEST RESULTS
I (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
1 Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
1 1 5-1 Parcel 7 1023.0 (b) 2 117.5 17.3 107.4 91.4 N/A
I 2 5-1 Parcel 7 1023.0 (b) 1 112.4 20.5 100.3 85.3 N/A
3 5-1 Parcel 7 1023.0 (b) 2 117.5 19.6 107.8 91.7 N/A
4 5-1 Parcel 7 1023.0 (b) 2 117.5 17.0 104.5 88.9 N/A
I 5 5-4 Parcel 7 1024.0 2 117.5 9.0 113.7 96.7 90
6 5-4 Parcel 7 1024.0 2 117.5 13.6 107.6 92.0 90
7 5-7 Parcel 7 1025.0 1 112.4 11.4 104.4 93.3 90
I 8 5-8 Parcel 7 1025.0 2 117.5 15.0 110.2 93.8 90
9 5-8 Parcel 7 1025.0 1 112.4 19.3 99.3 88.3 90
110 5-8 Parcel 7 1025.0 1 112.4 9.9 102.1 90.8 90
11 5-8 Parcel 7 1026.0 1 112.4 19.3 105.6 94.0 90
12 5-8 Parcel 7 1027.0 2 117.5 12.5 109.3 93.0 90
113 5-8 Parcel 7 1026.0 2 117.5 14.3 109.2 92.9 90
14 5c9 Parcel 7 1027.0 2 117.5 15.3 109.9 93.5 90
115 5c9 Parcel 7 1028.0 2 117.5 15.0 107.8 91.7 90
16 5c27 S. of Fault Line 1023.0 3 129.5 8.4 122.2 94.4 90
17 5-27 Middle of Fault Line 1023.0 3 129.5 10.2 118.3 91.4 90
118 5-28 Mid. S. of Fault Line 1025.0 3 . 129.5 9.2 119.2 92.0 90
19 5-28 N. of Fault Line 1025.0 3 129.5 9.7 120.3 92.9 90
120 5.28 Middle of Fault Line 1027.0 3 129.5 9.6 123.5 95.3 90
21 5-28 S. of Fault Line 1027.0 3 129.5 9.8 121.3 93.6 90
22 5.29 S. of Fault Line 1029.0 3 129.5 12.9 118.8 91.7 90
123 5"29 N. of Fault Line 1029.0 3 129.5 12.2 117.6 90.7 90
24 5-29 N. of Fault line 1031.0 3 129.5 11.2 117.1 90.3 90
25 5.29 Mid. S. of Fault line 1031.0 3 129.5 11.8 118.1 91.1 90
126 5-29 S. of Fault Line 1033.0 3 129.5 12.1 117.4 90.6 90
27 5"29 N. of Fault Line 1033.0 3 129.5 12.4 118.8 91.6 90
128 6-1 Mid. S. of Fault Line 1035.0 3 129.5 11.2 118.6 91.5 90
29 6-1 N. of Fault Line 1033.0 3 129.5 11.8 118.2 91.2 90
Ib) Denotes bottom test
I
1 EnGEN Corporation \~
I Westside City II Associates, LLC
Project Number: T1381-C
1 Appendix Page 4
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 Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
158 7-8 Parcel 2 1025.0 10 127.3 18.5 108.3 95.1 90
159 7-9 Parcel 2 1018.0 3 129.5 10.5 120.5 93.1 90
60 7-9 Parcel 2 1018.0 3 129.5 10.4 117.3 90.6 90
61 7"10 Parcel 2 1020.0 3 129.5 11.7 121.4 94.0 90
162 7-10 Parcel 2 1020.0 3 129.5 9.9 118.6 91.6 90
63 7"10 Parcel 7 1027.0 3 129.5 10.2 119.3 92.1 90
64 7c10 Parcel 7 1028.0 3 129.5 9.8 121.1 93.5 90
1*65 7c10 Parcel 2 1022.0 3 129.5 16.3 111.9 86.4 90
*66 7.13 Parcel 2 1023.0 3 129.5 16.9 112.2 86.6 90
1*67 7"13 Parcel 2 1022.0 3 129.5 17.3 111.7 86.3 90
*68 7-13 Parcel 1 1021.0 3 129.5 16.6 113.4 87.6 90
69 7.14 Parcel 1 1019.0 8 121.4 15.3 112.8 92.9 90
170 7c14 Parcel 1 1020.0 8 121.4 12.7 112.8 92.9 90
71 7,14 Parcel 1 1021.0 8 121.4 14.5 113.3 93.3 90
172 7c15 Parcel 1 1020.0 8 121.4 14.3 114.1 93.9 90
73 7.15 Parcel 1 1019.0 11 130.4 9.3 121.3 93.0 90
74 7c15 Parcel 1 1019.0 11 130.4 10.2 120.5 92.4 90
175 7-15 Parcel 1 1020.0 8 121.4 15.3 112.0 92.3 90
76 7-16 Parcel 1 1020.0 11 130.4 9.9 119.6 91.7 90
177 7-16 Parcel 1 1021.0 11 130.4 10.2 118.7 91.0 90
78 7"16 Parcel 1 1021.0 11 130.4 11.3 120.1 92.1 90
79 7-17 Parcel 7 1022'.0 7 119.6 14.1 107.8 90.0 90
180 7"17 Parcell 1022.0 9 113.7 20.1 102.7 90.3 90
81 7-17 Parcel 1 1022.0 10 127.3 13.3 114.8 90.2 90
82 7-17 Parcel 1 1023.0 7 119.6 13.6 107.9 90.2 90
183 7"20 Parcel 1 1023.0 10 127.3 12.9 115.2 90.5 90
84 7"20 Parcel 1 1023.0 7 119.6 14.8 108.6 90.8 90
1 85 7-20 Parcel 1 1024.0 7 119.6 12.9 108.9 91.1 90
86 7-20 Parcel 1 1024.0 7 119.6 11.2 108.5 90.7 90
I Material removed and replaced with more suitable soil type.
I
I EnGEN Corporation \~
I I Westside City II Associates, LLC
Project Number: T1381-C
I I Appendix Page 5
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
I (NUCLEAR GAUGE TEST METHOO)
I Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
187 7-20 Parcel 1 1024.0 8 121.4 13.4 112.4 92.6 90
188 7-20 Parcel 1 1024.0 8 121.4 14.1 110.8 91.3 90
89 7"21 Parcel 1 1025.0 11 130.4 11.2 119.8 91.9 90
90 7"21 Parcel 1 1025.0 8 121.4 13.3 111.2 91.6 90
191 7"21 Parcel 1 1025.0 8 121.4 16.9 110.6 91.1 90
92 7"21 Parcel 1 1025.0 10 127.3 11.3 116.9 91.8 90
93 7"22 Parcel 1 1025.0 2 117.5 14.3 106.9 91.0 90
194 7"22 Parcel 1 1026.0 11 130.4 11.5 121.8 93.4 90
95 7-22 Parcel 1 1027.0 11 130.4 11.3 117.9 90.4 90
196 7~22 Parcel 1 1027.0 11 130.4 10.9 118.6 91.0 90
97 7-23 Parcel 1 1027.0 11 130.4 11.3 119.9 91.9 90
98 7~23 Parcel 1 1027.0 11 130.4 9.9 118.7 91.0 90
199 7-23 Parcel 1 1028.0 11 130.4 10.2 119.3 91.4 90
100 7-23 Parcel 1 1028.0 11 130.4 9.6 120.0 92.0 90
1101 7-24 Parcel 2 1018.0 3 129.5 9.3 118.8 91.7 90
102 7-24 Parcel 6 1018.0 8 121.4 13.8 111.9 92.2 90
103 7-27 Parcel 6 1022.0 10 127.3 11.5 115.3 90.6 90
1104 7-27 Parcel 6 1022.0 10 127.3 13.5 114.6 90.3 90
105 7-27 Parcel 6 1023.0 10 127.3 16.6 111.1 87.2 90
1106 7~27 Parcel 6 1023.0 10 127.3 12.2 110.6 86.9 90
107 7-28 Parcel 6 1022.0 10 127.3 11.9 116.1 91.2 90
108 7~28 Retest of #1 05 1023.0 10 127.3 10.1 115.1 90.4 90
1109 7~28 Retest of #1 06 1023.0 10 127.3 12.2 114.9 90.3 90
110 7-29 Parcel 7 1021.0 11 130.4 8.7 120.1 92.1 90
111 7~29 Parcel 6 1023.0 10 127.3 16.9 109.1 85.7 90
1112 7-29 Retest of #11 1023.0 11 130.4 11.5 119.3 91.4 90
113 7-30 Parcel 7 1021.0 11 130.4 7.8 119.3 91.5 90
1114 7-30 Parcel 2 1018.0 11 130.4 10.2 121.1 92.9 90
115 7-31 Parcel 2 1020.0 11 130.4 7.9 119.6 91.7 90
I
I
I EnGEN Corporation \'5
---------
I Wests Ide City II Associates, LLC
Project Number: T1381-C
I Appendix Page 7
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
I (NUCLEAR GAUGE TEST METHOD)
1 Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
1142 8.11 Retest of #141 1017.0 15 125.5 9.9 120.5 96.0 95
1143 8.11 Parcel 6 1023.0 15 125.5 7.7 119.9 95.5 95
144 8.12 Parcel 6 1025.0 13 128.0 10.3 121.9 95.2 95
145 8-12 Parcel 6 1023.0 13 128.0 10.5 122.0 95.3 95
1146 8.12 Parcel 6 1020.0 13 128.0 9.9 122.1 95.4 95
147 8.,13 Parcel 6 1027.0 15 125.5 11.5 118.9 94.7 95
1148 8.13 Parcel 6 1025.0 15 128.5 10.2 119.6 95.3 95
149 8.13 Parcel 6 1022.0 15 125.5 11.1 119.9 95.5 95
150 8-17 Parcel 1 1027.0 14 114.3 7.0 110.5 96.7 90
1151 8.;17 Parcel 1 1027.0 14 114.3 6.5 110.1 96.3 90
152 8-17 Parcel 6 1028 (F. G.) 7 119.6 5.7 115.3 96.4 95
153 8-17 Parcel 6 1028 (F. G.) 7 119.6 5.0 113.8 95.2 95
1154 8-17 Parcel 6 1028 (F.G.) 7 119.6 5.1 113.9 95.2 95
155 8-.17 Parcel 6 1028 (F.G.) 7 119.6 5.9 114.3 95.6 95
1156 8-17 Parcel 6 1028 (F.G.) 7 119.6 6.2 114.8 96.0 95
157 8-17 Parcel 6 1028 (F. G.) 7 119.6 6.6 117.0 97.8 95
158 8-17 Parcel 1 1028:0 15 125.5 8.8 119.6 95.3 90
1159 8-17 Parcel 1 1028.0 15 125.5 9.4 119.2 95.0 90
160 8-17 Parcel 1 1028.0 7 119.6 11.5 114.2 95.5 90
1161 8-17 Parcel 1 1028.0 7 119.6 10.1 113.7 95.1 90
162 8-17 Parcel 1 1028.0 8 121.4 15.5 115.8 95.4 90
163 8-17 Parcel 1 1028.0 8 121.4 15.8 115.3 95.0 90
1164 8-17 Parcel 1 1028.0 8 121.4 14.8 116.2 95.7 90
165 8-19 Parcel 1 1029.0 7 119.6 11.5 109.0 91.1 90
166 8-19 Parcel 1 1029.0 7 119.6 11.1 109.8 91.8 90
1167 8-19 Parcel 1 1030.0 7 119.6 10.6 110.4 92.3 90
168 8.20 Parcel 7 1021.0 14 114.3 11.8 105.7 92.5 90
1169 8.20 Parcel 7 1021.0 14 114.3 11.2 106.5 93.2 90
170 8.20 Parcel 7 1021.0 14 114.3 12.1 105.3 92.1 90
IF.G.) Denotes finish grade test.
I
I EnGEN Corporation \1
I Westside City II Associates, LLC
Project Number: T1381-C
I Appendix Page 8
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
1 (NUCLEAR GAUGE TEST METHOD)
1 Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
1171 8-20 Parcel 7 1021.0 6 122.5 9.1 114.2 93.2 90
1172 8-20 Parcel 7 1021.0 6 127.5 10.2 114.6 93.6 90
173 8-20 Parcel 7 1021.0 6 127.5 10.8 115.1 94.0 90
174 8-20 Parcel 7 1021.0 6 127.5 9.5 114.7 93.6 90
i 1175 8-21 Parcel 7 1023.0 6 122.5 11.5 115.5 94.3 90
176 8.21 Parcel 7 1023.0 6 122.5 10.1 114.8 93.7 90
1177 8-21 Parcel 7 1023.0 6 122.5 10.8 115.4 94.2 90
Diaz Road
178 8c21 ST A. 129+60 1025.0 4 128.7 7.4 119.0 92.5 90
1179 8c21 STA. 127+00 1024.0 4 128.7 7.6 116.4 90.4 90
180 8c25 Parcel 7 1025.0 15 125.5 7.7 115.9 92.4 90
181 8c25 Parcel 7 1025.0 15 125.5 7.4 117.2 93.4 90
1182 8-25 Parcel 7 1025.0 15 125.5 8.3 116.7 93.0 90
183 8.25 Parcel 7 1025.0 15 125.5 7.6 116.4 92.7 90
1184 8-25 Parcel 7 1026.0 15 125.5 7.8 113.4 90.4 90
Diaz Road
185 8.25 STA. 123+00 1024.0 15 125.5 9.6 115.2 91.8 90
1186 8-25 STA. 125+00 1023.0 15 125.5 8.5 114.8 91.5 90
187 8-25 STA. 131+75 1024.0 15 125.5 9.3 116.3 92.7 90
1188 8-26 Parcel 7 1027.0 13 128.0 9.8 116.8 91.3 90
189 8-26 Parcel 7 1027.0 13 128.0 10.1 116.5 91.0 90
190 8-26 Parcel 7 1027.0 13 128.0 8.8 117.9 92.1 90
1191 8.26 Parcel 8 1037.0 (b) 15 125.5 8.3 109.9 87.6 N/A
192 8.26 Parcel 8 1037.0 (b) 15 125.5 6.6 110.1 87.7 N/A
193 8-26 Parcel 8 1039.0 15 125.5 8.2 113.2 90.2 90
1194 8-26 Parcel 8 1039.0 15 125.5 8.9 114.3 91.1 90
195 8-27 Parcel 8 1040.0 15 125.5 12.6 114.1 91.0 90
1196 8.27 Parcel 7 1028.0 13 128.0 9.0 116.9 91.3 90
197 8.27 Parcel 7 1028.0 13 128.0 9.3 116.2 90.8 90
198 8.27 Parcel 7 1028.0 15 125.5 12.6 114.9 91.5 90
1199 8.27 Parcel 7 1028.0 15 125.5 7.3 114.3 91.1 90
(b) Denotes bottom test
I
I EnGEN Corporation \~
- ---.. -----
I Westside City II Associates, LLC
Project Number: T1381,C
I Appendix Page 9
FIELD TEST RESULTS (CONTINUED)
I (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
1 Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
1200 8-27 Parcel 7 1029.0 15 125.5 10.9 116.0 92.4 90
1201 8~28 Parcel 7 1029.0 15 125.5 9.9 113.0 90.0 90
202 8~28 Parcel 7 1029.0 16 125.5 8.8 119.8 95.5 90
203 8c28 Parcel 7 1029.0 16 125.5 9.6 113.5 90.5 90
1204 8~28 Parcel 7 1029.0 16 125.5 9.4 114.2 91.0 90
205 8-28 Parcel 7 1029.0 16 125.5 8.9 116.5 92.8 90
206 8-31 Parcel 7 1030.0 13 128.0 8.9 118.5 92.6 90
1207 8~31 Parcel 7 1030.0 14 114.3 8.6 106.8 93.4 90
208 8~31 Parcel 7 1030.0 15 125.5 10.4 115.4 92.0 90
1209 8~31 Parcel 7 1030.0 15 125.5 9.6 114.6 91.3 90
210 9-1 Parcel 7 1030.0 16 125.5 10.3 113.3 90.3 90
211 9-1 Parcel 7 1030.0 16 125.5 7.1 112.9 90.0 90
1212 9-1- Parcel 7 1030.0 16 125.5 11.1 115.4 91.9 90
213 9-2 Parcel 7 1026.0 16 125.5 13.5 115.4 91.9 90
1214 9-2 Parcel 7 1026.0 16 125.5 11.4 117.7 93.8 90
215 9-2 Parcel 7 1031.0 16 125.5 10.7 114.8 91.5 90
216 9-3 Parcel 7 1031.0 16 125.5 9.4 115.1 91.8 90
1217 9-3 Parcel 7 1031.0 7 119.6 11.5 110.5 92.4 90
218 9-3 Parcel 7 1031.0 7 119.6 13.1 111.2 93.0 90
1219 9-3 Parcel 7 1028.0 13 128.0 9.0 117.6 91.9 90
220 9-3 Parcel 7 1030.0 13 128.0 10.1 116.9 91.3 90
221 9-3 Parcel 7 1031.0 16 125.5 10.2 114.8 91.5 90
1222 9-3 Parcel 7 1031.0 16 125.5 11.1 115.2 91.8 90
Dendv Parkway
223 9-3 ST A. 26+50 1026.0 16 125.5 10.8 114.6 91,3 90
1224 9-3 STA. 28+50 1027.0 16 125.5 11.5 115.4 92,0 90
225 9-4 STA. 27+50 1026.0 16 125.5 11.3 113.8 90.7 90
1226 9-4 ST A. 29+50 1027.0 16 125.5 11.6 114.2 91.0 90
227 9-4 Parcel 7 1031.0 11 130.4 12.4 120.7 92.6 90
228 10-12 Parcel 2 1021.0 11 130.4 8.8 119.5 91.6 90
I
I
I EnGEN Corporation \~
I Westside City II Associates, LLC
Project Number: T1381-C
I Appendix Page 10
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FiELD IN-PLACE DENSITY TEST RESULTS)
I (NUCLEAR GAUGE TEST METHOD)
I Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
1229 10-12 Parcel 2 1021.0 16 125.5 11.5 113.8 90.7 90
1230 10-12 Parcel 2 1021.0 14 114.3 9.7 108.0 94.5 90
231 10-12 Parcel 2 1022.0 14 114.3 9.5 107.5 94.1 90
232 10-12 Parcel 2 1023.0 14 114.3 10.3 107.2 93.8 90
1233 10-12 Parcel 2 1023.0 14 114.3 8.7 108.1 94.6 90
234 10-13 Parcel 2 1023.0 11 130.4 12.0 119.8 91.9 90
235 10-13 Parcel 2 1024.0 8 121.4 14.2 112.5 92.7 90
1236 10-13 Parcel 2 1024.0 8 121.4 14.8 111.6 91.9 90
237 10-13 Parcel 2 1024.0 11 130.4 11.8 118.9 91.2 90
1238 10-13 Parcel 2 1025.0 8 121.4 13.8 112.1 92.3 90
239 10-13 Parcel 2 1025.0 8 121.4 12.9 111.3 91.7 90
240 10-13 Parcel 2 1125.0 8 121.4 14.1 111.5 91.8 90
1241 10-14 Parcel 2 1025.0 16 125.5 12.3 118.6 94.5 90
242 10-14 Parcel 2 1025.0 16 125.5 12.8 117.4 93.5 90
1243 10-14 Parcel 2 1026.0 16 125.5 13.2 114.0 90.8 90
244 10-14 Parcel 2 1026.0 16 125.5 12.1 115.3 91.9 90
245 10-15 Parcel 2 1026.0 14 114.3 9.8 106.3 93.0 90
1246 10-15 Parcel 2 1026.0 14 114.3 10.2 105.1 92.0 90
247 10-15 Parcel 2 1026.0 16 125.5 10.5 114.3 91.1 90
1248 10-15 Parcel 2 1026.0 16 125.5 11.3 115.1 91.7 90
249 10-15 Parcel 2 1026.0 16 125.5 10.8 115.8 92.3 90
250 10-16 Parcel 2 1027.0 14 114.3 13.5 108.1 94.6 90
1251 10-16 Parcel 2 1027.0 14 114.3 12.8 108.3 94.8 90
252 10-16 Parcel 2 1027.0 14 114.3 12.2 108.5 94.9 90
253 10-16 Parcel 2 1028.0 16 125.5 10.7 116.1 92.5 90
1254 10-16 Parcel 3 1028.0 16 125.5 11.3 115.6 92.1 90
255 10-19 Parcel 2 1028.0 16 125.5 12.8 113.0 90.0 90
1256 10-19 Parcel 2 1028.5 16 125.5 12.5 113.5 90.4 90
257 10-19 Parcel 4 1045.0 16 125.5 12.6 115.2 91.8 90
258 10-19 Parcel 4 1045.0 16 125.5 12.2 115.0 91.6 90
I
I
I EnGEN Corporation ZoO
I Wests ide City II Associates, LLC
Project Number: T1381-C
1 Appendix Page 11
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
I (NUCLEAR GAUGE TEST METHOD)
I Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) ('Yo) (PCF) ('Yo) ('Yo)
1259 10-19 Parcel 2 1029.0 16 125.5 11.1 114.7 91.4 90
1260 10-20 Parcel 2 1029.0 17 111.2 12.5 109.0 98.0 90
261 10-20 Parcel 2 1029.0 17 111.2 12.3 109.3 98.3 90
262 10-20 Parcel 2 1029.0 17 111.2 14.8 109.5 98.5 90
1263 10-20 Parcel 2 1029.5 17 111.2 15.8 108.3 97.4 90
264 10-21 Parcel 3 1029.5 7 119.6 12.4 111.1 92.9 90
265 10-21 Parcel 2 1025.0 7 119.6 10.3 112.1 93.7 90
1267 10-21 Parcel 2 10;19.5 7 119.6 12.2 112.1 93.7 90
268 10-21 Parcel 2 1025.5 7 119.6 12.8 112.4 94.0 90
1269 10-22 Parcel 2 1029.5 7 119.6 11.9 111.8 93.5 90
270 10-22 Parcel 2 1026.0 7 119.6 12.2 107.7 90.1 90
271 10-22 Parcel 2 1026.0 7 119.6 12.5 108.5 90.7 90
1272 10-22 Parcel 2 1026.5 7 119.6 11.6 110.1 92.1 90
273 10-22 Parcel 2 1030.0 7 119.6 11.8 110.3 92.2 90
1274 10-22 Parcel 2 1030.0 7 119.6 11.1 109.2 91.3 90
275 10-23 Parcel 2 1027.0 7 119.6 12.8 109.1 91.2 90
276 10-23 Parcel 2 1027.0 7 119.6 12.5 108.9 91.1 90
1277 10-23 Parcel 2 1030.0 7 119.6 11.5 110.2 92.1 90
278 10-23 Parcel 2 1028.5 7 119.6 12.8 109.4 91.5 90
1279 10-23 Parcel 2 1028.5 7 119.6 11.5 110.2 92.1 90
280 10-23 Parcel 3 1028.5 7 119.6 11.7 109.9 91.9 90
281 10-24 Parcel 7 1029.5 15 125.5 12.4 116.9 93.1 90
1282 10-24 Parcel 2 1029.0 15 125.5 12.8 117.2 93.4 90
283 10-24 Parcel 2 1029.0 15 125.5 12.1 116.5 92.8 90
284 10-24 Parcel 7 10:31.0 15 125.5 11.2 115.8 92.3 90
1285 10-24 Parcel 7 1031.0 15 125.5 12.2 116.5 92.8 90
286 10-24 Parcel 3 1031.0 15 125.5 12.9 116.1 92.5 90
1287 10-24 Parcel 2 1031.5 15 125.5 11.8 115.1 91.7 90
288 10-24 Parcel 7 1031.5 15 125.5 12.6 115.8 92.3 90
I
1
,
I EnGEN Corporation Z\
I Westside City II Associates, LLC
Project Number: T1381-C
1 Appendix Page 13
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
I (NUCLEAR GAUGE TEST METHOD)
1 Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PC F) (%) (%)
1318 11-2 Parcel 8 1039.0 9 113.7 13.2 105.2 92.5 90
1319 11-2 Parcel 8 1039.5 9 113.7 14.8 105.8 93.1 90
320 11-2 Parcel 8 1039.5 9 113.7 14.6 105.7 93.0 90
321 11-3 Parcel 8 1040.0 9 113.7 19.5 108.9 95.8 90
1322 11-3 Parcel 3 1036.5 8 121.4 14.4 110.6 91.1 90
323 11-3 Parcel 3 1037.0 8 121.4 13.3 111.9 92.2 90
324 11-3 Parcel 3 1035.0 8 121.4 13.1 111.5 91.8 90
1325 11-3 Parcel 3 103,!-0 8 121.4 13.8 110.8 91.3 90
326 11-3 Parcel 3 1037.0 8 121.4 13.4 111.7 92.0 90
1327 11-4 Parcel 8 1041.0 9 113.7 16.9 108.3 95.3 90
328 11-4 Parcel 3 1038.5 13 128.0 13.4 116.8 91.3 90
329 11-4 Parcel 8 1041.0 13 128.0 14.2 117.8 92.0 90
1330 11-4 Parcel 3 1039.0 6 122.5 10.8 110.4 90.1 90
331 11-4 Parcel 8 1041.0 6 122.5 10.1 113.1 92.3 90
1332 11-4 Parcel 3 1039.0 6 122.5 9.8 111.9 91.3 90
333 11-5 Parcel 8 1042.0 13 128.0 12.6 121.0 94.5 90
334 11-5 Parcel 9 1041.0 9 113.7 15.8 104.5 91.9 90
1335 11-5 Parcel 9 1045.0 9 113.7 16.2 106.0 93.2 90
336 11-5 Parcel 9 1042.0 9 113.7 16.5 105.3 92.6 90
1337 11-5 Parcel 9 1046.0 9 113.7 16.8 105.5 92.8 90
338 11-6 Parcel 9 1044.0 6 122.5 9.4 112.1 91.5 90
339 11-6 Parcel 9 1048.0 6 122.5 11.2 112.4 91.8 90
1340 11-6 Parcel 9 1046.0 6 122.5 10.5 113.1 92.3 90
341 11-6 Parcel 9 1046.0 14 114.3 10.0 106.8 93.4 90
342 11-6 Parcel 9 1052.0 14 114.3 9.5 105.2 92.0 90
1343 11-6 Parcel 9 1048.0 14 114.3 9.8 105.4 92.2 90
344 11-6 Parcel 9 1050.0 16 125.5 10.5 114.3 91.1 90
1345 11-6 Parcel 9 1056 16 125.5 10.2 114.1 90.9 90
346 11-6 Parcel 9 1050 16 125.5 11.1 113.8 90.7 90
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I Westslde City II Associates, LLC
Project Number: T1381-C
1 Appendix Page 14
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
1 (NUCLEAR GAUGE TEST METHOD)
I Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
1347 11-6 Parcel 9 1052.0 .16 125.5 10.8 114.5 91.2 90
1348 11-6 Parcel 9 1058.0 16 125.5 10.2 113.9 90.8 90
349 11-6 Parcel 9 1054.0 16 125.5 11.3 114.4 91.2 90
350 11-9 Parcel 9 1055.0 16 125.5 11.2 114.6 91.3 90
1351 11-9 Parcel 9 1056.0 16 125.5 12.8 117.5 93.6 90
352 11-9 Parcel 9 1055.0 16 125.5 12.6 115.3 91.9 90
353 11-9 Parcel 9 1056.0 16 125.5 12.5 111.1 88.5 90
1354 11-9 Parcel 9 1057.0 16 125.5 9.5 114.3 91.1 90
355 11-10 Retest of #353 1063.0 16 125.5 12.3 112.9 90.0 90
1356 11-10 Parcel 9 1064.0 16 125.5 11.1 116.7 93.5 90
357 11-10 Parcel 9 1064.0 16 125.5 8.6 113.6 90.5 90
358 11-10 Parcel 3 1041.0 16 125.5 7.9 114.2 91.0 90
1359 11-10 Parcel 8 1042.0 16 125.5 14.0 113.5 90.4 90
360 11-10 Parcel 3 1042.0 16 125.5 12.5 111.6 89.0 90
1361 11-10 Parcel 3 1042.0 16 125.5 9.2 105.8 84.3 90
362 11-12 Retest of #360 1042.0 16 125.5 8.7 114.7 91.4 90
363 11-12 Parcel 4 1048.0 16 125.5 13.3 102.0 81.2 90
1364 11-12 Retest of #361 1041.0 16 125.5 5.1 113.7 90.6 90
365 11-12 Retest of #363 1048.0 16 125.5 7.0 113.6 90.5 90
1366 11-12 Parcel 4 1049.0 16 125.5 10.0 108.6 86.5 90
367 11-13 Retest of #366 1043.0 16 125.5 12.3 116.9 93.1 90
368 11-13 Parcel 4 1044.0 16 125.5 11.2 117.8 93.9 90
1369 11-13 Parcel 4 1046.0 16 125.5 10.1 118.1 94.1 90
370 11-13 Parcel 4 1047.0 16 125.5 11.6 117.0 93.5 90
371 11-16 Parcel #4 1049.0 9 113.7 18.1 106.5 93.7 90
1372 11-16 Parcel #4 1049.0 9 113.7 15.0 107.5 94.5 90
373 11-16 Parcel #4 1049.0 16 125.5 13.6 114.4 91.1 90
1374 11-16 Parcel #4 1049.0 16 125.5 13.7 113.6 90.5 90
375 11-16 Parcel #4 1050.0 16 125.5 9.7 118.9 94.7 90
376 11-16 Parcel #4 1052.0 16 125.5 12.4 116.3 92.7 90
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I Wests ide City /I Associates, LLC
Project Number: T1381,C
I Appendix Page 15
FIELD TEST RESULTS (CONTINUED)
1 (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
I Test Test Depth Soil Max Moisture Dry Relative Required
Date Test Locations Elev. Type Density Content Density Compaction Compaction
No. (1998) (FT) (PCF) (%) (PCF) (%) (%)
1377 11-17 Parcel #4 1054.0 16 125.5 10.1 115.1 91.8 90
1378 11-17 Parcel #4 1055.0 16 125.5 9.5 114.9 91.6 90
379 11-17 Parcel #4 1046.0 16 125.5 11.2 115.4 92.0 90
380 11-17 Parcel #4 1046.0 16 125.5 10.5 115.3 91.9 90
1381 11-17 Parcel #4 1051.0 16 125.5 13.3 118.6 94.5 90
382 11-17 Parcel #4 1051.0 16 125.5 10.3 113.3 90.3 90
383 11-17 Parcel #4 1048.0 16 125.5 11.5 114.7 91.4 90
1384 11-17 Parcel #4 1048.0 16 125.5 12.3 115.6 92.1 90
385 11-17 Parcel #4 1056.0 16 125.5 11.6 114.8 91.5 90
1386 11-17 Parcel #4 1050.0 16 125.5 12.3 115.3 91.9 90
387 11-17 Parcel #4 1050.0 16 125.5 12.5 115.7 92.2 90
388 11-17 Parcel #4 1052.0 16 125.5 12.1 114.9 91.6 90
1389 11-19 Parcel #4 1052.0 3 129.5 12.1 120.2 92.8 90
390 11-19 Parcel #4 1052.0 3 129.5 12.2 120.8 93.3 90
1391 11-19 Parcel #4 1054.0 16 125.5 7.6 114.7 91.4 90
392 11-19 Parcel #4 1054.0 16 125.5 9.3 115.2 91.8 90
393 11-19 Parcel #4 1054.0 16 125.5 11.1 114.9 91.6 90
1394 11-19 Parcel #4 1055.0 16 125.5 10.5 115.6 92.1 90
395 11-20 Parcel #4 1052.0 16 125.5 9.0 115.5 92.0 90
1396 11-20 Parcel #4 1052.0 16 125.5 10.2 115.9 92.4 90
397 11-20 Parcel #4 1053.0 16 125.5 13.2 114.7 91.4 90
398 11-20 Parcel #4 1054.0 16 125.5 12.2 116.8 93.1 90
1399 11-20 Parcel #4 1054.0 16 125.5 12.6 115.6 92.1 90
400 11-20 Parcel #4 1054.0 16 125.5 11.9 116.3 92.7 90
401 11-23 Parcel #4 1054.0 16 125.5 13.0 113.9 90.8 90
1402 11-23 Parcel #4 1054.0 16 125.5 12.8 114.2 91.0 90
403 11-23 Parcel #4 1056.0 16 125.5 9.9 118.8 94.0 90
1404 11-23 Parcel #4 1056.0 16 125.5 8.5 115.8 92.3 90
405 11-23 Parcel #4 1056.0 16 125.5 11.1 115.4 92.0 90
406 11-24 Parcel #4 1056.0 16 125.5 7.8 113.8 90.7 90
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No. (1998)
1407 11-17
1408 11-17
409 11-17
410 11-17
1411 11-17
412 11-17
413 11-17
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Westside City II Associates, LLC
Project Number: T1381-C
Appendix Page 16
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
Depth Soil Max Moisture Dry Relative Required
Test Locations Elev. Type Density Content Density Compaction Compaction
(FT) (PCF) (%) (PCF) (%) (%)
Parcel #4 1056.0 16 125.5 7.6 113.5 90.4 90
Parcel #4 1056.0 16 125.5 9.0 113.3 90.3 90
Parcel #4 1056.0 16 125.5 9.2 114.2 91.0 90
Parcel #4 1057.0 16 125.5 9.8 114.8 91.5 90
Parcel #4 1057.0 16 125.5 10.4 114.6 91.3 90
Parcel #4 1058.0 16 125.5 9.7 113.9 90.8 90
Parcel #4 1058.0 16 125.5 10.2 114.7 91.4 90
EnGEN Corporation ~
I Westside City II Associates, LLC
Project Number: T1381-C
I Appendix Page 17
SUMMARY OF OPTIMUM MOISTURE CONTENT I
I .MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D1557-91
I Optimum
Soil Maximum Moisture
Soil Description Dry Density Content
I Type (USCS Symbol) (PCF) (%)
1 Sandy silt, brown (ML) 112.4 16.9
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2 Sandy silt, dark brown (ML) 117.5 12.4
I 3 Silty sand, dark brown (SM) 129.5 9.0
I 4 Silty sand, brown (SM) 128.7 8.6
I 6 Silty sand, brown (SM) 122.5 8.6
I 7 Silty sand, brown (SM) 119.6 10.3
I 8 Sandy silt, dark brown (ML) 121.4 13.3
I 9 Clayey silt, dark brown (CL) 113.7 17.0
I 10 Silty sand, dark brown (SM) 127.3 9.9
I 11 Silty sand, brown (SM) 130.4 8.7
12 Silty sand, brown (SM) 127.7 9.4
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13 Silty sand, brown (SM) 128.0 10.4
I 14 Sand tan (SP) 114.3 10.3
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Westside City II Associates, LLC
Project Number. T1381-C
Appendix Page 18
SUMMARY OF OPTIMUM MOISTURE CONTENT I
MAxiMUM DRY DENSITY RELATIONSHIP TEST RESULTS (CONTINUED)
ASTM D1557-91
Optimum
Soil Maximum Moisture
Description Dry Density Content
(USCS Symbol) (PCF) (%)
15 Silty sand, brown (SM) 125.5 9.7
16 Silty sand, brown (SM) 125.5 9.5
17 . Sandy silt, brown (ML) 111.2 15.6
18 Silty fine sand, tan (ML) 117.6 12.0
SUMMARY OF exPANSION INDEX TEST RESULTS
Moisture Moisture Condition
Parcel Depth Dry Density Condition Before After Test (%) Expansion
.Number (FT) (PCF) Test (%) Index
1 1.5 119.5 8.6 12.4 3
2 1.5 113.1 10.4 15.6 3
3 1.5 113.7 7.5 15.1 0
4 1.5 117.2 7.8 14.1 0
5 1.5 115.2 8.2 15.4 0
7 1.5 114.4 8.8 16.7 0
8 1.5 116.5 7.9 15.2 0
EnGEN Corporation
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SUMMARY OF SETTLEMENT MOTORING READINGS
Wests Ide City II Associates, LLC
Project Number: T1381-C
Appendix Page 19
EnGEN Corporation
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EXCELENGINEERlNG
I ESCONDIDa: 346 State Place - Escondido, CA 92029
(76Q745-8118 -Fax 745-1890
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LEVIN & DENTINO (NC. D.8.A EXCEL ENGINEERfNG
TEMECULA: 42690 Rio Nedo Rd, #A- Temecula, Ca 92590
(909)676-7720 - Fax 676-3486
ATIN: TOM DEWEY
OF: ENGEN
41607 ENTERPRISE CIRCLE NORTH
TEMECULA, CA 92590
, RE: SUBSIDENCE STUDY PM 28657
OUR SUBSIDENCE STUDY OF PM28657 DURING THE MONTHS OF NOVEMBER THRU MARCH HAVE
FOUND THE FOLLOWING RESULTS:
DATE SM-l SM-2 SM-3 SM-4 SM-lO SM-ll SM-12
November 90.19 90.59 91.01 84.86 88.59 93.65 88.79
1998
December 90.19 90.62 91.00 84.87 88.59 93.67 88.78
1998
January 90.18 90.61 90.99 84.85 88.58 93.66 88.76
1999
F ebIUaIy 90.17 90.61 91.01 84.86 88.58 93.66 88.77
1999
March 90.19 90.63 91.01 84.85 88.58 93.67 88.76
1999
IF YOU HAVE ANY QUESTIONS PLEASE CALL ME AT (909) 676-7720,
THANK. YOU,
W
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ENNIS W. JANDA, P
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