HomeMy WebLinkAboutParcel Map 22513 Parcel 1 Geotechnical Report & Compaction Test Results
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'lG-EN
Coq~oration
. Soil Enllineering and Consulling Services -Engineering Geology. CompaclionTesling
-Inspections . Construction Materials Testing . Laboratory Tesling .PercolalionTesling
. Geology. Water Resource Studies .Phasel&IIEnvironmentaISiteAssessments
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ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
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GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
FINAL ROUGH GRADING OPERATIONS
Meadows Village
Assessor's Parcel Number: 954-030-001
Parcel 1 of Parcel Map 22513
Meadows Parkway and Rancho California Road
City of Temecula, County of Riverside, California
Project Number: T1916-C
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August 1, 2005
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Prepared for:
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Venture Point Real Estate Group
;, 3419 Via Lido, Suite 640
'N~port Beach, California 92663
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Venture Point Real Estate Group
Project Number: T1916-C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1,.0 SITE/PROJECT DESCRIPTION AND LOCATION ..................................................................... 2
1.1 PROJECT LOCAl1I0N. .... ... ... ... ........., '.. ....... ....... ... ... .,. ... ... ... ........ ... ... .... ... ... ........, ... ..2
1.2 SITE DESCRIPTION... ..,. ... ... ....... ....... .., ,.. .... ... ......... .... ............ ...... ... .,. ... ................ ...2
1.3 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.. ........,.................................................................................3
3.0 TESTING .......................................................................................................................... 4
3.1 FIELD TESTING PROCEDURES ...................................................................................4
3.2 LABORATORY TESTING..................... ........... '...................................................... ......4
3.2.1 MOISTURE-DENSITY RELATIONSHIP TEST ................................................... 4
3.2~2 EXPANSION INDEX TEST ............................................................................ 4
3.2'.3 SOLUBLE SULFATE TEST ........................................................................... 5
4.0 EARTH MATERIALS........................................................................................................... 5
5.0 CONCLUSIONS AND RECOMMENDATIONS ........................................................................... 5
5,1 GENERAL 5
6.0 CLOSURE............ ............................................................................................................. 6
APPENDIX:
TEST RESULTS
DRAWINGS
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EnGEN Corporation
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-~GEN COfl~oration
-Soil Engineering and ConsullingServices-EngineeringGeolow. Compaction Testing
-Inspections-Construction Materials Testing. LaboraloryTesting .PercolalionTestirrg
-Geolow-WaterResourceSludies . Phase I &/1 Environmental Site Assessmenls
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
August 1, 2005
"enture Point Real Estate Group
3419 Via Lido, Suite 640
Newport Beach, California 92663
(949) 673-4660 / :FAX (949) 673-4540
Attention:
Mr. John E. Clement
Regarding:
GEOTECH,NICAL REpORT AND COMPACTION TEST RESULTS
FINAL ROlJGH GRADING OPERATIONS
Meadows Village
Assessor:s Parcel Number: 954-030-001
Parcel 1 of Parcel Map 22513
Meadows Parkway and Rancho California Road
City of Temecula, County of Riverside, California
Project N!Jmber: T1916-C
References: 1.
EnVEN Corporation, Geotechnical Report and Compaction Test Results,
Interim Rough Grading Operations, Meadows Village, Buildings A - D and F - I,
Ass,essor's Parcel Number: 954-030-001, Parcel 1 of Parcel Map 22513,
Me<ildows Parkway and Rancho California Road, City of Temecula, County of
Riverside, California, Project Number: T1916-C, dated June 22,2005.
2. EnGEN Corporation, Overexcavation and Recompaction of Pad E, Meadows
Villqge, Parcel 1 of Parcel Map 22513, Meadows Parkway and Rancho
California Road, City of Temecula, County of Riverside, California, Project
Number: T1916-C, dated June 21, 2005.
3. EnGEN Corporation, Geotechnical Report and Compaction Test Results,
Retaining Wall Backfill, Meadows Village, Assessor's Parcel Number: 954-030-
0011, Parcel 1 of Parcel Map 22513, Meadows Parkway and Rancho California
Road, City of Temecula, County of Riverside, California, Project Number:
T1916-C, dated June 6,2005.
4. EnGEN Corporation, Geotechnical/Geological Engineering Study, Meadows
Village, Parcel 1 of Parcel Map 22513, Meadows Parkway and Rancho
California Road, City of Temecula, County of Riverside, California, Project
Number: T1916-GS, dated June 4,2004.
5. A.J: Tefi!$tli~!:,ngineering, Inc., Precise Grading Plan, PA04-0200-Meadows
Village, pr;L',1} PM 22513, APN 954-030-001, City of Temecula, plans dated
March 26. 2005.
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Venture Point Real Estate Group
Project Number: T1916-C
AU9ust2005
Page 2
Dear Mr. Clement:
In accordance with 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.
t.O SITE/PROJECT DESCRIPTION AND LOCATION
1.1 PROJECT LOCATION
The subject site consists of approximately 10-acres, located on the eastern corner of
Meadows 'Parkway and Rancho California Road, in the City of Temecula, County of
Riverside, California.
1,.2 SITE DESCRIPTION
According to the Referenced NO.4 Report, this site was previously rough graded and is
underlain by previously engineered fill materials measuring up to 16-feet thick overlying
alluvial material.: Prior to current grading operations, topography and surface conditions of
the site were relatively flat with surface drainage to the west at a gradient of less than 4
percent.
1.3 PROJECT DESCRIP,TION
It is understood ,that the subject site is to be developed with nine (9) commercial buildings
with slab-on-grade concrete floors, supported on conventional continuous and pier footings,
with associated hardscape and landscape improvements.
2.0 SCOPE OF WORK
2.1 TIME OF GRADING
This report represents geotechnical observations and testing during the construction
operations from:April8, 2005 through June 14, 2005 and for July 15, 2005 through July 18,
2005,
2.2 CONTRACTOR AND, EQUIPMENT
The grading operations were performed by Mountain Movers Engineering Contractors
through the use. of two (2) CAT 627 Scrapers, one (1) CAT D9 Dozer, two (2) CAT Front
End Loaders, one (1) CAT 14G Motor Grader and one (1) water truck.
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EnGEN Corporation
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Venture Point Real Estate Group
Project Number: T1916-C
August 2005
Page 3
2.3 GRADING OPERATIONS
Grading within the subject site consisted of an over-excavation and replacement operation,
a cuVfill operation, and an import fill operation. Grasses and weeds were removed prior to
fill placement. Fill material was generated from the parking lot and driveway portions of the
site as well as the off-site sources, and used to bring the building pad portions of the site to
finish grade elevation. Removal of previously engineered fill material was performed to a
minimum depth of 1-foot below finish grade elevation for buildings A. G, H and I. Over-
excavated earth I material for buildings B, C, D and F was stockpiled and later used as fill.
Bottoms were observed, probed and found to be into previously engineered fill material in
building pads A.: G, H and I, into competent alluvial material in building pads B, C, and E,
and into a combination of previously engineered fill material and Pauba Formation bedrock
in building, pads D and F, by a representative of this firm.
The alluvial material in building area B, C, and E is considered competent based on the
removals extending to the minimum elevations recommended in the Referenced No. 4
Geotechnical/Geological Engineering Study as well as the materials having undisturbed
densities greater than 85 percent relative compaction.
Over-excavation was performed in building pads D, E and F, to a depth of 3 and 5-feet
below finish grade elevation, and to a minimum distance of 5-feet outside the proposed
structures. Over-excavation was performed in building pads Band C, to a depth of 18 to
21-feet below original grade elevation and to a minimum distance of 20-feet outside the
proposed structures. The exposed bottoms were scarified and moisture conditioned to a
depth of t2-inches then compacted to 90 percent. Fill was placed in lens thicknesses of 6
to 8-inches, thoroughly moisture conditioned to near optimum moisture content, then
compacted to al minimum of 90 percent relative compaction. Moisture conditioning of the
on-site soils was performed during the compaction process through the use of a water
truck.
Near surface water drainage occurred on the hillside during grading operations, This
surface water was ponding at the base of the hill in areas of the southern and southeastern
portions of the I site. Although the water did not appear to be derived from naturally
occurring ground water conditions, rather from seepage of irrigation and landscaping water,
steps were taken to mitigate negative impacts of this condition. Mitigation included
EnGEN Corporation
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Venture Point Real Estate Group
Project Number: T1916-C
August 2005
Page 4
removal/recompaction of any saturated soils to competent earth material, intercepting the
seeping water using a 3-d rain system at the cut-slope to retaining wall backfill material
interface, and diversion of the intercepted water. The piping and diversion system has not
yet been fully cOfllpleted and only diverts the water from behind the retaining wall to outside
the retaining wall to date.
The pad areas were generally graded to the elevations noted on the Precise Grading Plan.
However, the actual pad locations, dimensions, elevations, slope locations and inclinations,
etc. were: surveyed and staked by others and should be verified by the Project Civil
Engineer.
3.0 TESTING
3.1 FIELD TESTING PR9CEDURES
Field in-place density and moisture content testing were performed in general accordance
with ASTM D 2922-03 and ASTM D 3017-01 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 tested, which is an indication
that the remainder of the fill placed has been properly compacted. Test results are
presented:in the Appendix of this report. Fill depths and test locations were determined
from review of the referenced grading plans.
3..2 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.
3.2.1 MOISTUR!'-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 D 1557-02 procedures.
3.2.2 EXPANSION INDEX TEST
Three soil samples were obtained for expansion potential testing from the building pad
areas upon completion of rough grading of the subject site. The expansion test was
performed in ac.cordance with CBC 18-2. The materials tested consisted of brown silty
sand, which have an Expansion Indexes of between 1 and 16. These soils are classified
-s
EnGEN Corporation
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Venture Point Real Estate Group
Project Number: T1916-C
AU9ust2005
Page 5
as having;a very low expansion potential. The results are presented in the Summary of
Expansion Index Results in the Appendix of this report.
3.2.3 SOLUBLE SULFATE TEST
Based on ,this firm's familiarity with the soils used to construct the building pad, it is our
opinion that soluble sulfates are not a concern, and as a result, normal Type II cement can
be used in concrete making contact with the native soils.
4.0 EARTH MATERIALS
The natural and imported earth materials encountered on-site generally consisted of dark
gray, red brown and brown silty sands.
5.0 CONCLUSIONS AND ~ECOMMENDATIONS
No conditions were encountered which would cause a change in the previously provided
design and construction recommendations. As a result, design and construction should
adhere to the re.commendations provided in the Referenced NO.4 Geotechnical/Geological
Engineering Study.
5.1 GENERAL
Based on the observations and tests performed during grading, the subject site, in the
areas noted as test locations, has been completed in accordance with the Referenced No,
2 and NO.4 Reports, or as amended in the field based on conditions encountered, 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
commerciallindustrial 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 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 earth work
completed for the development of the subject site should be performed by EnGEN
Corporation. If any of the observations and testing to verify site geotechnical conditions are
EnGEN Corporation
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Venture Point Real Estate Group
Project Number: T1916-C
Augusl2005
Page 6
not performed by EnGEN Corporation, liability for the safety and performance of the
development is llimited to the actual portions of the project observed and/or tested by
EnGEN Corporation.
6.0 CLOSURE
This report has Peen 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 p~nciples. 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, pl,ease do not hesitate to contact this office at your convenience.
Distribution: (4)Add~see
FILE: EnGEN1Reporting/C1T1916-C,Venture Point, Final Rough Grade
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.EnGEN Corporation fer
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APPENDIX:
TEST RESULTS
Venture Point Real Estate Group
Project Number: T1916-C
Appendix Page 1
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EnGEN Corporation
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Venture Point Real Estate Group
Project Number: T1916-C
Appendix Page 2
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
(S.G.) = Subgrade / (F.G.) = Finish Grade
Test Test! Depth Max Moisture Dry Relative Required
No. Date~ Test Locations Elevation Soil Type Density Content Density Compaction Compaction
(2005) (FT) (PCF) (%) (PC F) (%) (%)
*A 04-15 Building # BIC Bottom 1191 A1 128.8 13.3 115.7 89.8% 85.0%
*B 04"15 Building # 0 Bottom 1207 A1 128.8 10.3 117.3 91.1% 85.0%
*C 04-15 Building # BIC Bottom 1191 A1 128.8 9.2 114.6 89.0% 85.0%
1 04'15 Building # A 1205 A1 128.8 9.5 118.2 91.8% 90.0%
2 04'19 Building # A 1205 A1 128.8 10.2 119.6 92.9% 90.0%
3 i 04,19 Building # D 1209 A1 128.8 10.6 120.3 93.4% 90.0%
4 I 04'19 Building # BIC 1193 A1 128.8 10,5 113.4 88.0% 90.0%
5 I 04'19 Retest #4 1193 A1 128.8 11.1 118.9 92.3% 90.0%
6 I 04'19 Building # BIC 1193 A1 128.8 9.3 119.1 92.5% 90.0%
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7 04+19 Building # BIC 1193 A1 128.8 9.1 118.1 91.7% 90.0%
8 1 04'19 Building # D 1210 A1 128.8 10.1 119.1 92.5% 90.0%
9 1 04+20 Building # BIC 1194 A:2 130.9 9.3 118.6 90.6% 90.0%
10 04'20 Building # BIC 1195 A:2 130.9 9.5 119.2 91.1% 90.0%
111 04+20 Building # BIC 1195 A:2 130.9 9.1 119.4 91.2% 90.0%
12 i 04,20 Building # BIC 1194 A:2 130.9 9.0 118.5 90.5% 90.0%
, 04+20 1188 A1 128.8 7.4 113.4 88.0% 85.0%
*0 I Building # BIC Bottom
*E 04+20 Building # F Bottom 1209 A1 128.8 9.5 123.9 96.2% 85.0%
131 04;20 Building # BIC 1197 A1 128.8 11.8 118.8 92.2% 90.0%
141 04+20 Building # BIC 1197 A:2 130.9 9.0 124.8 95.3% 90.0%
151 04;20 Building # BIC 1199 A1 128.8 10.0 120.7 93.7% 90.0%
161 04+20 Building # BIC 1199 A1 128.8 9.9 119.6 92.9% 90.0%
171 04,20 Building # A 1205 A2 130.9 8.8 126.0 96.3% 90.0%
18 04;20 Building # A 1206 A1 128.8 8.7 118.2 91.8% 90.0%
191 04+21 Building # BIC 1190 A1 128.8 9.6 111.6 86.6% 90.0%
201 04;21 Retest # 19 1190 A1 128.8 9.3 120.1 93.2% 90.0%
21 04'21 Building # BIC 1190 A1 128.8 9.3 117.4 91.1% 90.0%
221 04'21 Building # BIC 1192 A1 128.8 11.1 117.3 91.1% 90.0%
231 04,21 Building # BIC 1192 A:2 130.9 10.2 123.5 94.3% 90.0%
241 04;21 Building # BIC 1201 A:2 130.9 10.4 119.6 91.4% 90.0%
251 04,21 Building # BIC 1201 A:2 130.9 9.9 118.7 90.7% 90.0%
261 04;21 Building # BIC 1203 A3 131.4 10.4 122.7 93.4% 90.0%
271 04+21 Building # BIC 1203 A1 128.8 9.1 117.4 91.1% 90.0%
28 ! 04+21 Building # BIC 1194 A:2 130.9 9.0 122.6 93.7% 90.0%
29 I 04;21 Building # BIC 1194 A:2 130.9 8.9 124.8 95.3% 90.0%
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* Indicating undisturbed bottom test EnGEN Corporation
FIELD TEST RESULTS
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Venture Point Real Estate Group
Project Number: T1916-C
Appendix Page 3
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
(s. G.) = Subgrade / (F. G.) = Finish Grade
Test Testi Depth Max Moisture Dry Relative Required
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Date I Test Locations Elevation Soil Type Density Content Density Compaction Compaction
No. ,
(2005) (FT) (PCF) ("!o) (PCF) ("!o) ("!o)
30 04-21 Building # BIC 1196 A2 130.9 11.3 120.5 92.1% 90.0%
31 04-21 Building # BIC 1196 A1 128.8 11.1 118.5 92.0% 90.0%
32 04-21 Building # BIC 1196 A1 128.8 10.5 119.3 92.6% 90.0%
33 04"21' Building # BIC 1197 A1 128.8 10.2 119.1 92.5% 90,0%
34 04"22 Building # BIC 1199 A1 128.8 11.8 107.3 83.3% 90.0%
35 04'22 Building # BIC 1199 A1 128.8 11.3 114.1 88.6% 90.0%
,36 04"22 Retest #34 1199 A1 128.8 10.4 116.8 90.7% 90.0%
37 04"22 Retest # 35 1199 A2 130.9 10.8 117.9 90.1% 90.0%
38 04'22 Building # BIC 1201 A1 128.8 11.2 117.3 91.1% 90.0%
39 04'22 Building # BIC 1201 A2 130.9 10.8 120.1 91.7% 90.0%
40 04'22 Building # BIC 1203 A1 128.8 11.3 117.9 91.5% 90.0%
41 04~22 Building # BIC 1203 A2 130.9 11.2 120.7 92.2% 90.0%
42 04~25 Building # F 1209 A1 128.8 11.1 119.8 93.0% 90.0%
43 04~25 Building # F 1211 A2 130.9 10.8 120.3 91.9% 90.0%
.44 04~25 Building # BIC 1203 A1 128.8 10.5 117.8 91.5% 90.0%
45 04~25 Building # BIC 1203 A1 128.8 11.1 117.9 91.5% 90.0%
46 04~25 Building # BIC 1205 A2 130.9 9.2 119.8 91.5% 90.0%
47 04~25 Building # BIC 1205 A2 130.9 9.5 118.8 90.8% 90.0%
,48 04~26 Building # BIC 1205 A1 128.8 10.5 118.8 92.2% 90.0%
49 04~26 Building # BIC 1205 A1 128.8 10.9 117.5 91.2% 90.0%
50 ! 04~26 Building # BIC 1205 A2 130.9 10.2 121.6 92.9% 90.0%
51 04,26 Buildin9 # BIC 1205 A2 130.9 11.4 119.5 91.3% 90.0%
, I 04,26 Building # F 1211 A1 128.8 11.1 119.7 92.9% 90.0%
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53 i 04~26 Buiiding # F 1212 A1 128.8 10.8 120.3 93.4% 90.0%
54 I 04'27 Building # BIC 1207 A2 130.9 10.8 121.6 92.9% 90.0%
551 04,27 Building # BIC 1207 A2 130.9 10.9 122.3 93.4% 90.0%
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. 56 i 04,27 Building # BIC 1206 A1 128.8 10.3 118.8 92.2% 90.0%
. 57 04'27 Building # BIC 1206 A1 128.8 10.4 117.9 91.5% 90.0%
58 i 05+02 Building # I 1212 A2 130.9 11.3 122.5 93.6% 90.0%
591 05;02 Building # H 1212 A2 130.9 9.9 123.2 94.1% 90.0%
60 05;02 Building # H 1213 A2 130.9 10.2 120.6 92.1% 90.0%
61 I 05;02 Building # F 1213 A1 128.8 7.9 117.8 91.5% 90.0%
62 I 05'02 Building # 8 1202 A2 130.9 8.9 121.9 93.1% 90.0%
63 05,02 Building # B 1202 A2 130.9 9.2 121.1 92.5% 90.0%
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I. Indicating undisturbed bottom test
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EnGEN Corporation
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Venture Point Real Estate Group
Project Number: T1916-C
Appendix Page 4
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
(5. G.) = Subgrade / (F. G.) = Finish Grade
1" est Testl Depth Max Moisture Dry Relative Required
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No. Datei Test Locations Elevation Soil Type Density Content Density Compaction Compaction
(2005) (FT) (PCF) (%) (PCF) (%) (%)
64 05-{)2 Building # C 1204 A1 128.8 8.2 117.3 91.1% 90.0%
,65 05-{)2 Building # C 1206 A1 128.8 8.5 118.0 91.6% 90.0%
66 05-05 Building # B 1203 A2 130.9 9.6 122.5 93.6% 90.0%
67 05-{)5 Building # B 1204 A2 130.9 9.8 120.4 92.0% 90.0%
,68 05-{)5 Building # C 1207 A2 130.9 8.7 118.3 90.4% 90.0%
,69 05-{)5 Building # C 1208 A2 130.9 8.2 117.9 90.1% 90.0%
70 05-{)5 Building # H F.G. A2 130.9 8.4 122.1 93.3% 90.0%
71 05-{)5 Building # H F.G. A2 130.9 8.1 123.0 94.0% 90.0%
72 05-Oq Building # H F.G. A2 130.9 9.1 121.9 93.1% 90.0%
73 05-05 Building # H F.G. A2 130.9 8.0 121.2 92.6% 90.0%
74 05-{)5 Building # A F.G. A3 131.4 10.9 123.6 94.1% 90.0%
75 05-{)5 Building # A F.G. A3 131.4 9.2 123.3 93.8% 90.0%
76 05-05 Building # A F.G. A2 130.9 10.6 120.7 92.2% 90.0%
77 05-05 Building # A F.G. A2 130.9 10.1 119.2 91.1% 90.0%
78 05-17 Building # C 1207 A5 129.5 8.6 118.3 91.4% 90.0%
79 05-17 Building # C 1208 A5 129.5 9.4 119.8 92.5% 90.0%
,80 05-20 Building # C 1210 A5 129.5 10.1 118.0 91.1% 90.0%
81 05-20 Building # C 1210 A5 129.5 8.7 119.5 92.3% 90.0%
,82 05-20 Building # B 1203 A4 128.3 9.8 119.6 93.2% 90.0%
83 05-20 Building # B 1203 A4 128.3 7.9 122.0 95.1% 90.0%
84 05-23 Building # B 1205 A4 128.3 8.4 116.0 90.4% 90.0%
85 05-23 Building # B 1206 A4 128.3 7.8 118.5 92.4% 90,0%
86 05'27 Building # B 1208 A4 128.3 8.7 116.4 90.7% 90.0%
87 05-27 Building # B 1207 A4 128.3 8.9 116.0 90.4% 90.0%
88 05'31 Building # B 1208 A4 128.3 9.1 116.8 91.0% 90.0%
89 05-31 Building # B 1208 A4 128.3 8.8 116.2 90.6% 90.0%
90 06-01 Drive Approach Fill 1213 A7 129.6 8.4 116.8 90.1% 90.0%
91 06-01 Drive Approach Fill 1213 A7 129.6 8.0 117.0 90.3% 90.0%
92 06_06 Building # D F.G. A3 131.4 7.9 123.3 93.8% 90.0%
93 06-06 Building # D F.G. A3 131.4 8.3 122.1 92.9% 90.0%
94 06-06 Building # D F.G. A3 131.4 8.1 123.6 94.1% 90.0%
95 06-06 Building # G F.G. A3 131.4 7.6 121.2 92.2% 90.0%
96 06-06 Building.# G F.G. A3 131.4 8.0 122.3 93.1% 90.0%
I 97 06-06 Building # G F.G. A3 131.4 8.5 120.5 91.7% 90.0%
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[. Indicating undisturbed bottom test
EnGEN Corporation
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Project Number: T1916-C
Appendix Page 5
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
(5. G.) = Subgrade / (F. G.) = Finish Grade
Test Testl Depth Max Moisture Dry Relative Required
No. Date! Test Locations Elevation Soil Type Density Content Density Compaction Compaction
(2005) (FT) (PC F) ('Yo) (PCF) ('Yo) ('Yo)
98 06-07 Building # C F.G. A4 128.3 8.1 120.3 93.8% 90.0%
.99 06-07 Building # C F.G. A4 128.3 8.1 118.3 92.2% 90.0%
100 06,07 Building # C F.G. A4 128.3 8.3 120.7 94.1% 90.0%
101 06'07 Building # C F.G. A4 128.3 7.6 117.9 91.9% 90.0%
102 06-07 Building # B F.G. A4 128.3 7.8 120.1 93.6% 90.0%
103 06'07 Building # B F.G. A4 128.3 8.0 117.7 91.7% 90.0%
104 06i08 Building # F F.G. A2 130.9 9.6 119.0 90.9% 90.0%
105 06'08 Building # F F.G. A2 130.9 8.4 118.5 90.5% 90.0%
106 06-13 Building # I F.G. A2 130.9 7.7 119.0 90.9% 90.0%
107 06-13 Building # I F.G. A2 130.9 8.4 122.5 93.6% 90.0%
108 06-13 Building # I F.G. A2 130.9 10.0 120.3 91.9% 90.0%
109 06-13 Building # H F.G. A2 130.9 8.8 118.1 90.2% 90.0%
110 06-13 Building # H F.G. A2 130.9 8.3 119.1 91.0% 90.0%
*F 07-15 Building # E Bottom 1208 A2 130.9 12.6 117.8 90.0% 85.0%
111 07"15 Building # E Fill 1210 A2 130.9 12.5 120.6 92.1% 90.0%
112 07-15 Building # E Fill 1210 A2 130.9 12.2 120.2 91.8% 90.0%
*G 07-15 Building # E Bottom 1208 A2 130.9 11.8 117.6 89.8% 85.0%
113 07-18 Building # E F.G. A2 130.9 7.6 118.7 90.7% 90.0%
114 07-18 Building # E F.G. A2 130.9 8.0 119.9 91.6% 90.0%
115 07-18 Building # E F.G. A2 130.9 7.7 119.0 90.9% 90,0%
* Indicating undisturbed bottom test
EnGEN Corporation
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Venture Point Real Estate Group
Project Number: T1916-C
Appendix Page 6
SUMMARY OF OPTIMUM MOISTURE CONTENT
MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D 1557-02
Maximum Optimum
Soil Description (USCS Symbol) Soil Type Dry Density Moisture
(PCF) Content (%)
Silty Sand Brown (SM) A1 128.8 9.4
Silty Sand Red Brown (SM) A2 130.9 9.2
Silty Sanc;i Dark Gray (SM) A3 131.4 8.8
Silty Sand Brown (SM) A4 128.3 9.4
Silty S~nd Brown (SM) A5 129.5 9.9
Silty Sand Brown (SM) A7 129.6 9.1
EnGEN Corporation
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