HomeMy WebLinkAboutTract Map 3552 Lot 7-8, & 10 Geotechnical Rpt & Compaction Test Results
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Corporation
. Soil Engineering and Consulling $ervices e Engineering Geology . GompactionTesting
-Inspeclions. ConstruclionMalerials1esling-Laboralory1es\ing. Percolation Teslinll
-Geology. Water Resource Studies . Phase I & II Environmental Site Assessments
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
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GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Lots 7, 8 and 10 of Tract 3552, Vallejo Avenue
City of Temecula, County of Riverside, California
Project Number: T1060-C
February 10, 1999
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Prepared for:
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Rancho Community Church
29141 Vallejo Avenue
Temecula, California 92592
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Rancho Community Church
Project Number: T1060-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
3.0 CONTRACTOR AND EQUIPMENT ................................................................................2
3.1 GRADING OPERATIONS......... ............ .............. ....... ...... ........ ..... ..... .......................... 2
3.2 CUT/FILL TRANSITION ........... ........ ..... ....................... ... ... ..... ..... .......... .......... ........... 3
4.0 TESTING ............. .................................................................................................... 3
4.1 FIELD TESTING PROCEDURES................................................................................... 3
4.1.1 LABORATORY TESTING................ ......................... ..... .................................3
4.1.2 MOISTURE-DENSITY RELATIONSHIP TEST ....... .................... ................... ......3
4.2 EXPANSION INDEX TEST.......... .......... ...... ........ ..... ......... ..... ......... ..................... ........ 3
5.0 EARTH MATERIALS .................................................................................................. 4
6.0 CONCLUSIONS AND RECOMMENDATIONS...........~.......................................................4
6.1 GENERAL..................... .... ................... .... ..... ................................ ............ ..... ... ......4
7.0 CLOSURE................................................................................................................ 5
APPENDIX
TEST RESULTS
DRAWINGS
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February 1 0, 1999
Corporation
-SoilEngineeringandConsullingServices. EngineeringGeoiogy- CompaclionTesling
-Inspections. ConslructionMaterialsTesting. Laboralory1estinll- PercolalionTesting
-Geology. Water Resource Studies . Phase I &11 Environmental Site Assessments
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
Mr. Stan Heaton
Rancho Community Church
29141 Vallejo Avenue
Temecula, California 92592
(909) 676-1018 I FAX (909) 676-2294
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Lots 7,8 and 10 of Tract 3552, Vallejo Avenue
City of Temecula, County of Riverside, California
Project Number: T1060-C
1.
EnGEN Corporation, Revised Pavement Section, Proposed Sanctuary and
Classrooms, Rancho Community Church, Vallejo Avenue, City of Temecula,
County of Riverside, California, Project Number: T1060-GS2, letter dated
October 20, 1998.
Regarding:
References:
Dear Mr. Heaton:
2.
EnGEN Corporation, Geotechnical/Geological Engineering Study, Proposed
Sanctuary and Classrooms, Rancho Community Church, Vallejo Avenue, City of
Temecula, County of Riverside, Califomia, Project Number: T1060-GS2, report
dated August 10,1998.
Temecula Engineering Consultants, Conceptual Grading Plan, Rancho
Community Church, Portion of Lots 7, 8, 9, 10 and 11 of Tract 3552, plans
stamped May 15, 1998.
EnGEN Corporation, Alluvial Removal Study, Future Addition to Rancho
Community Church, 29141 Vallejo Avenue, City of Temecula, County of
Riverside, California, Lot 9 of Tract 3552, Project Number: T1060-GS, dated July
9,1996.
3.
4.
5.
California Geo Tek, Inc., Grading and Compaction Control, PUP 652, 29141
Vallejo Avenue, City of Temecula, County of Riverside, California, report dated
June 4, 1990.
Temecula Engineering Consultants, Rough Grading Plan, Potion of Lots 7, 8,
9,10 ofTract 3552, Rancho Community Church, sheets 1-2, plan undated.
6.
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 supporti~g field and laboratory data. " . ..
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1.0, PROJECT LOCATION AND DESCRIPTION
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Rancho Community Church
Project Number. T1060-C
February 1999
Page 2
Vallejo Avenue and Interstate 15 on the east and west, respectively, and existing church
structures and graded pads on the south and north, respectively.
1.2 PROJECT DESCRIPTION
It is understood that the subject site is to be developed with an amphitheater, classroom
structure and ball field area. Prior to grading operations, topography and surface conditions
of the site were relatively flat to moderately sloping at a gradient of less than 10 percent. A
natural stream bed bisects the site, extending from Vallejo Avenue to the Interstate 15
Freeway.
2.0 SCOPE OF WORK
2.1 TIME OF GRADING
This report represents geotechnical observations and testing during the construction
operations from July 7,1998 through December 30,1998.
3.0 CONTRACTOR AND EQUIPMENT
The grading operations were performed by Clayton Engineering, Inc. through the use of
several Cat 623 scrapers, one (1) blade, one (1) 824 C rubber tire dozer and one (1) water
truck.
3.1 GRADING OPERATIONS
Grading within the subject site consisted of a cut/fill and import fill placement operation.
Grasses and weeds were removed prior to fill placement. Fill material was generated from
the southeastern portions of the site, and used to bring the southwestern portions of the site
to finish grade elevation. Import material was used to bring the central and western portions
of the site to finish grade elevation. Removal of alluvium, slopewash, etc., was performed in
the western portion of the site to depths ranging from 1 to 7 feet below original elevation.
Over-excavated earth material was stockpiled and later used as fill. Fill slopes were
constructed along the natural water course that bisects the site, resulting in a well defined
drainage channel. Bottoms were observed, probed and found to be into competent native
material by a representative of this firm. Keying and benching into competent bedrock was
observed during the grading operations. The exposed bottoms were scarified and moisture
conditioned to a depth of 12 inches then compacted to 90 percent. Fill was placed in lens
thicknesses of 4 to 6 inches, thoroughly moisture conditioned to near optimum moisture
content, then compacted to a minimum of 90 percent relative compaction. Moisture
EnGEN Corporation
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Rancho Community Church
Project Number: T1060-C
February 1999
Page 3
conditioning of the on-site soils was performed during the compaction process, through the
use of a water truck. The pad area was generally graded to the elevations noted on the
Grading Plan. However, the actual pad location, dimensions, elevations, slope locations and
inclinations, etc. were surveyed and staked by others and should be verified by the Project
Civil Engineer.
3.2 CUT/FILL TRANSITION
Over-excavation was not performed on the cut portion of the graded pads. Therefore, cut/fill
transitions exist on the subject site. It is recommended that overexcavation be performed in
the cut portion of cut/fill footprint areas once proposed structure locations are determined.
Over-excavation should be performed in accordance with the recommendations given in the
Referenced No. 2 report.
4.0 TESTING
4.1 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, ,-!sing nuclear gauge equipment. Relative
compaction test results were within the 90 percent required for all material placed and
compacted. Test results are presented in the Appendix of this report. FiiI depths and test
locations were determined from review of the referenced grading plans.
4.1.1 LASORA TORY 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.
4.1.2 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 / Maximum Dry Density Relationship Test Results).
4.2 EXPANSION INDEX TEST
A soil sample was obtained for expansion potential testing from the building pad area upon
completion of rough grading of the subject site. The expansion test procedure utilized was
the Uniforrn Building Code Test Designation 18-2. The material tested consisted of silty
EnGEN Corporation
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Rancho Community Church
Project Number: T1060-C
February 1999
Page 4
sand, to sandy silt, which has an Expansion Index of O. This soil is classified as having a
very low expansion potential. The results are presented in the Summary of Expansion Index
Results in the Appendix of this report.
5.0 EARTH MATERIALS
The natural earth materials encountered on-site, generally consisted of brown to tan,
silty sand to sandy silt.
6.0 CONCLUSIONS AND RECOMMENDATIONS
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 recornmendations provided by the Referenced No.2 Geotechnical/Geological
Engineering Study.
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 Referenced No.2 Geotechnical/Geological
Engineering Study 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 intended use. 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 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.
EnGEN Corporation
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Rancho Community Church
Project Number: T1060-C
February 1999
Page 5
7.0 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
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.
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
~ I!.ro!r-
Field Operations Manager
JDG/OB:ch
Distribution: (4) Addressee
FILE: EnGEN/Reporting/Crr1060C Rancho Community Church Rough Grading
EnGEN Corporation "
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Rancho Community Church
Project Number: T1060-C
Appendix Page 1
APPENDIX
TEST RESULTS
EnGEN Corporation 1
1 Rancho Community Church
Project Number: T1060-C
1 Appendix Page 2
FIELD TEST RESULTS
1 (SUMMARY OF FIELD IN-PLACE DENSI1Y TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
1 Test Test Depth Soil Max Moisture Dry Relative Required
No. Date Test Locations Elev. Type Density Content Density Compaction Compaction
(1998) (FT) (PCF) (%) (PCF) (%) (%)
1 1 7-9 See Site Plan 1010.0 1 126.8 6.9 124.6 98.3 90
1 2 7-9 See Site Plan 1013.0 1 126.8 9.2 117.6 92.7 90
3 7-9 See Site Plan 1009.0 1 126.8 15.2 117.8 93.0 90
4 7-9 See Site Plan 1002.0 1 126.8 16.2 115.0 90.7 90
1 5 7-9 See Site Plan 1009.0 1 126.8 10.6 123.3 97.3 90
6 7-9 See Site Plan 1003.0 1 126.8 8.3 120.7 95.2 90
1 7 7-9 See Site Plan 1014.0 1 126.8 6.4 115.2 90.7 90
8 7-9 See Site Plan 1012.0 1 126.8 9.0 114.6 90.4 90
9 7-10 See Site Plan 1017.0 1 126.8 11.5 117.2 92.5 90
110 7-10 See Site Plan 1015.0 1 126.8 10.2 117.9 93.0 90
11 7-10 See Site Plan 1012.0 1 126.8 11.7 119.4 94.2 90
112 7-13 See Site Plan 1015.5 1 126.8 8.5 117.4 92.6 90
13 7-13 See Site Plan 1016.5 1 126.8 7.0 117.4 92.6 90
14 7-13 See Site Plan 1005.0 1 126.8 10.2 112.1 88.4 90
115 7-15 Retest of #14 1005.0 1 126.8 9.7 121.4 95.8 90
16 7-15 See Site Plan 1000.0 1 126.8 13.0 117.5 92.7 90
17 7-15 See Site Plan 1002.0 1 126.8 8.3 119.9 94.6 90
118 7-15 See Site Plan 1004.0 1 126.8 7.1 119.1 93.9 90
19 7-15 See Site Plan 1004.0 1 126.8 7.8 119.3 94.1 90
120 7-15 See Site Plan 1006.0 1 126.8 8.5 120.6 95.1 90
21 7-15 See Site Plan 1006.0 1 126.8 7.9 119.4 94.2 90
22 7-15 See Site Plan 1008.0 1 126.8 8.3 120.2 94.8 90
123 7-15 See Site Plan 1008.0 1 126.8 8.9 120.1 94.7 90
24 7-16 See Site Plan 1010.0 1 126.8 9.2 121.2 95.6 90
125 7-16 See Site Plan 1010.0 1 126.8 10.2 115.6 91.2 90
26 7-16 See Site Plan 1012.0 1 126.8 10.2 117.3 92.5 90
27 7-16 See Site Plan 1012.0 1 126.8 8.9 120.4 95.0 90
1 28 7-17 See Site Plan 1014.0 3 129.0 8.7 120.3 93.3 90
29 7-17 See Site Plan 1014.0 3 129.0 6.0 110.2 85.4 90
130 7-20 Retest of #29 1014.0 3 129.0 11.3 116.6 90.4 90
31 7-20 See Site Plan 1014.0 3 129.0 8.3 120.4 93.3 90
32 7-20 See Site Plan 1014.0 3 129.0 9.7 123.4 95.7 90
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1 EnGEN Corporation g
I Rancho Community Church
Project Number. T1060-C
1 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 Elev. Density Content Density Compaction Compaction
No. (1998) Test Locations (FT) Type (PCF) (%) (PCF) (%) (%)
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33 7-21 See Site Plan 1016.0 4 118A 13.3 110.5 93.3 90
I 34 7-21 See Site Plan 1002.0 1 126.8 16.2 115.0 90.7 90
35 7-22 See Site Plan 1016.0 1 126.8 12.8 114.7 90A 90
36 7-22 See Site Plan 1016.0 1 126.8 13.3 115.5 91.1 90
1 37 7-22 See Site Plan 1018.0 1 126.8 8.8 116.1 91.5 90
38 7-22 See Site Plan 1018.0 1 126.8 7.8 115.0 90.7 90
139 11-24 See Site Plan 1018.5 2 127.9 13A 115A 90.2 90
40 11-24 See Site Plan 1020.0 2 127.9 8.2 116.1 90.8 90
41 11-24 See Site Plan 1017.0 2 127.9 9.3 116.5 91.1 90
1 42 11-24 See Site Plan 1016.0 2 127.9 8.5 121.6 95.1 90
43 12-7 See Site Plan 1005.0 6 126.5 9.1 118.8 93.9 90
1 44 12-7 See Site Plan 1005.0 6 126.5 9.5 118A 93.6 90
45 12-7 See Site Plan 1007.0 6 126.5 8.4 119.9 94.8 90
46 12-7 See Site Plan 1007.0 6 126.5 10.0 121.3 95.9 90
1 47 12-7 See Site Plan 1009.0 6 126.5 9.8 199A 94A 90
48 12-7 See Site Plan 1009.0 6 126.5 9.5 118.9 94.0 90
1 49 12-7 See Site Plan 1011.0 6 126.5 10.1 119.2 94.2 90
50 12-7 See Site Plan 1011.0 6 126.5 9.7 119.6 94.5 90
51 12-7 See Site Plan 1013.0 6 126.5 9.1 118.5 93.7 90
1 52 12-8 See Site Plan 1005.0 6 126.5 9A 114.3 90A 90
53 12-8 See Site Plan 1005.0 6 126.5 10.9 117.7 93.1 90
1 54 12-8 See Site Plan 1005.0 6 126.5 10.1 116.1 91.8 90
55 12-8 See Site Plan 1007.0 6 126.5 10.8 114.1 90.2 90
56 12-8 See Site Plan 1007.0 6 126.5 9.5 115.0 90.9 90
1 57 12-8 See Site Plan 1009.0 6 126.5 10.0 114.7 90.8 90
58 12-8 See Site Plan 1009.0 4 118.4 9.1 109.0 92.1 90
59 12-9 See Site Plan 1009.0 6 126.5 12.1 114.5 90.5 90
1 60 12-9 See Site Plan 1010.0 6 126.5 12.5 118.0 93.3 90
61 12-9 See Site Plan 1010.0 6 126.5 11.5 114.2 90.3 90
1 62 12-9 See Site Plan 1010.0 6 126.5 11.7 114.6 90.6 90
63 12-9 See Site Plan 1008.0 6 126.5 8.5 120.2 95.0 90
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1 Rancho Community Church
Project Number. T1060-C
I Appendix Page 4
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 Elev. Density Content Density Compaction Compaction
No. (1998) Test locations (FT) Type (PCF) (%) (PCF) (%) (%)
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64 12-9 See Site Plan 1008.0 6 126.5 7.5 115.9 91.6 90
165 12-9 See Site Plan 1010.0 6 126.5 8.3 113.9 90.0 90
66 12-9 See Site Plan 1008.0 6 126.5 7.2 115.6 91.4 90
67 12-9 See Site Plan 1010.0 6 126.5 10.2 117.2 92.6 90
168 12-9 See Site Plan 1010.0 6 126.5 8.9 116.3 91.9 90
69 12-9 See Site Plan 1012.0 6 126.5 9.8 116.8 92.3 90
170 12-9 See Site Plan 1012.0 6 126.5 10.0 115.9 91.6 90
71 12-17 See Site Plan 1015.0 6 126.5 11.4 120.8 95.5 90
72 12-17 See Site Plan 1015.0 6 126.5 10.8 120.1 94.9 90
173 12-17 See Site Plan 1016.0 6 126.5 10.1 118.6 93.8 90
74 12-17 See Site Plan 1010.0 6 126.5 11.8 121.3 95.9 90
175 12-17 See Site Plan 1010.0 6 126.5 10.1 120.3 95.1 90
76 12-17 See Site Plan 1012.5 6 126.5 7.7 114.7 90.7 90
77 12-17 See Site Plan 1012.5 6 126.5 8.1 115.5 91.3 90
178 12-22 See Site Plan 1019.0 6 126.5 10.4 117.4 92.8 90
79 12-22 See Site Plan 1018.0 6 126.5 11.0 114.0 90.1 90
180 12-22 See Site Plan 1017.0 6 126.5 12.0 113.9 90.0 90
81 12-22 See Site Plan 1018.0 6 126.5 11.5 115.1 91.0 90
82 12-22 See Site Plan 1018.0 6 126.5 12.1 116.2 91.9 90
183 12-22 See Site Plan 1018.0 6 126:5 11.8 114.9 90.8 90
84 12-23 See Site Plan 1020.0 6 126.5 10.9 118.8 93.9 90
185 12-23 See Site Plan 1019.0 6 126.5 9.8 117.2 92.6 90
86 12-23 See Site Plan 1019.0 6 126.5 10.4 115.9 91.6 90
87 12-23 See Site Plan 1021.0 6 126.5 10.5 114.8 90.8 90
188 12-23 See Site Plan 1021.0 6 126.5 9.3 114.2 90.3 90
89 12-23 See Site Plan 1021.0 6 126.5 9.6 115.3 91.1 90
90 12-28 See Site Plan 1018.0 6 126.5 9.8 115.5 91.3 90
I 91 12-28 See Site Plan 1021.0 6 126.5 10.3 116.8 92.3 90
92 12-28 See Site Plan 1020.0 6 126.5 10.4 116.4 92.0 90
193 1-29 See Site Plan F.G. 6 126.5 7.5 119.2 94.3 90
94 1-29 See Site Plan F.G. 6 126.5 9.0 119.9 94.8 90
95 1-29 See Site Plan F.G. 6 126.5 9.5 122.1 96.5 90
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I Test Test
Date
No. (1998-
I 1999)
I 96 1-29
97 1-29
98 1-29
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Rancho Community Church
Project Number: T106Q-C
Appendix Page 5
FIELD TEST RESULTS (CONTINUED)
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
Test Locations
Depth
Elev.
(FT)
Soil
Type
Max
Density
(PCF)
Moisture
Content
(%)
Dry
Density
(PCF)
Relative
Compaction
(%)
Required
Compaction
(%)
See Site Plan
See Site Plan
See Site Plan
F.G.
F.G.
F.G.
6
6
6
126.5
126.5
126.5
10.4
10.2
9.1
118.9
123.2
116.8
94.0
97.4
92.4
90
90
90
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Appendix Page S
SUMMARY OF OPTIMUM MOISTURE CONTENT I
MAxtMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM 01557-91
Optimum
Soil Maximum Moisture
Soil Description Dry Density Content
Type (USCS Symbol) (PCF) (%)
1 Silty Sand, Brown (SM) 126.8 8.4
2 Silty Sand, Brown (SM) 127.9 9.5
3 Silty Sand, Brown (SM) 129.0 8.6
4 Silty Sand, Tan (SM) 118.4 10.5
5 Sandy Silt, Brown (SM) 114.1 12.5
6 Silty Sand, Brown (SM) 126.5 9.4
SUMMARY OF ExPANSION INDEX TEST RESULTS
Soil
Type
1
Depth
(FT)
Dry Density
(PCF)
118.5
Moisture
Condition Before
Test (%)
Moisture Condition
After Test (%)
Expansion
Index
1.5
7.4
13.3
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Project Number: T1060-C
Appendix Page 7
DRAWINGS
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