HomeMy WebLinkAboutTract Map 008/359 Lot 184 Chaparral Village Soil Infiltration ® EnGEN
CO RP O R ATI O N A - ; --]
PROJECT NO: / '2 /�.r '
-7
FILE CATETORY:
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
INTERIM ROUGH GRADING OPERATIONS-BUILDINGS A, B & D
Chaparral Village
Assessors Parcel Number: 920-100-025, -026, -030 and -032
Nicolas Road and Winchester Road
City of Temecula, County of Riverside, California
Project Number: M3695-C
April 21, 2008
Prepared for:
Primus Contracting Group, Inc.
41146 Elm Street, Suite D
Murrieta, California 92562
25759 Jefferson Avenue,Murrieta,California 92562 • Phone:(951) 834-9000 • Fax:(951) 834-9001
• PrlA86ontracting Group,Inc.
Project Number: M3695C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE PAGE
1.0 SITE/PROJECT DESCRIPTION AND LOCATION...................................................:................. 1
1.1 PROJECT LOCATION.................................................................................................1
1.2 SITE DESCRIPTION...................................................................................................1
1.3 PROJECT DESCRIPTION............................................................................................1
2.0 SCOPE OF WORK............................................................................................................. 2
2.1 TIME OF GRADING....................................................................................................2
2.2 CONTRACTOR AND EQUIPMENT...........................................................................:.....2
2.3 GRADING OPERATIONS ...........................................:................................................2
3.0 TESTING.......................................................................................................................... 3
3.1 FIELD TESTING PROCEDURES.........................................................................:.........3
3.2 LABORATORY TESTING...................................................................:.........................3
3.2.1 MOISTURE-DENSITY RELATIONSHIP TEST................................................... 3
3.2.2 EXPANSION'INDEX TEST............................................................................ 4
4.0 EARTH MATERIALS........................................................................................................... 4
5.0 CONCLUSIONS AND RECOMMENDATIONS........................................................................... 4
5.1 GENERAL ...............................................................................................................4
6.0 CLOSURE......................................................................................................................... 5
APPENDIX:
TEST RESULTS
DRAWINGS
EnGEN Corporation
® EnGEN
C O R P O R A T I O N
April 21, 2008
Primus Contracting Group, Inc.
41146 Elm Street, Suite D
Murrieta, California 92562
(951)461-0513
Attention: Mr. Billy Mariscal
Regarding: GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
INTERIM ROUGH GRADING OPERATIONS—BUILDINGS A, B& D
Chaparral Village
Assessors Parcel Number: 920-100-025, -026, -030 and -032
Nicolas Road and Winchester Road
City of Temecula, County of Riverside, California
Project Number: M3695-C
Dear Mr. Mariscal:
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.
1.0 SITE/PROJECT DESCRIPTION AND LOCATION
1.1 PROJECT LOCATION
The subject site consists of approximately 4.37-acres and is located on the south side of
Nicolas Road, east of the intersection of Nicolas Road and Winchester Road, in the City of
Temecula, County of Riverside, California.
1.2 SITE DESCRIPTION
Prior to grading operations, topography and surface conditions of the site were relatively
flat with surface drainage to the north at a gradient of less than 5 percent.
1.3 PROJECT DESCRIPTION
It is understood that the subject site is to be developed with five (5) commercial buildings
with slab-on-grade concrete floors supported on conventional continuous and pier footings,
with associated driveway as well as hardscape and landscape improvements. The grading
operations for buildings A, B, & D have been completed at this time. Due to the existence
of the access road located in the area proposed for buildings C & E, the overexcavation of
these buildings have not been completed. Once on-site access is constructed, the existing
25759 Jefferson Avenue,Murrieta,California 92562 • Phone:(951) 834-9000 • Fax:(951) 834-9001
• PrineContracting Group,Inc.
Project Number. M3695=C
Apr112008
Page 2
access road in these locations will be removed and the final grading of these building pads
will be completed.
2.0 SCOPE OF WORK
2.1 TIME OF GRADING
This report represents geotechnical observations and testing during the grading operations
from April 11, 2008 through April 16, 2008.
2.2 CONTRACTOR AND EQUIPMENT
The grading operations were performed by T.E. Seccombe Construction Co. through the
use of three`(3)'CAT 623 Scrapers, one (1) CAT Motorgrader, and one (1)Water Truck.
2.3 GRADING OPERATIONS.
Grading within the subject site consisted of a cut/fiill operation. Grasses and weeds were
removed prior to fill placement: Fill material was generated from the parking lot and
driveway portions of the site, and used to bring the building pads A. B and. D as well as
portions of building pads C & E to finish grade elevation. Overexcavated earth material
was stockpiled and later used as fill.
Bottoms were observed, probed and found to be into competent alluvial soil by a
representative of this firm: The alluvial materials are considered competent based on the
removals extending to the elevations recommended in the Referenced No. 1 Preliminary
Geotechnical Investigation as well as the materials' having uridisturbed densities greater
than 90 percent relative compaction.
Overexcavation was performed in the building pads to a minimum depth of 4-feet below
finish grade elevation and to a minimum distance of 5-feet outside the proposed structure,
except for the north portions of building"pads C & E which were not overexcavated due to
the existence of a paved access road.
The retaining wall located south of buildings B & D were included in the structural
overexcavation, except for a small portion of the eastern retaining wall (shown on attached
site plan).
Portions of the parking lot and driveways were overexcavated to a minimum of 2-feet below
subgrade elevation.
EnGEN Corporation
• Priocontracting Group,Inc.
Project Number: M3695-C
April 2008
Page 3
The northern portions of building pads C & E, the-eastern portions of the retaining wall and
the remaining parking lot and driveway portions of,the site will be overexcavated at a later
date.
The exposed bottoms were scarified and moisture conditioned to a depth of 12-inches then
compacted to a minimum of 90 percent of maximum density prior to fill placement. Fill was
placed in lens thicknesses of 6 to 8-inches, thoroughly moisture conditioned to near
optimum moisture content, then compacted to a 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.
The pad areas for buildings A, B & D.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. The parking lot and driveway areas overexcavated_ during
this time remain approximately 2-feet below proposed subgrade elevation.
3.0 TESTING
3.1 FIELD TESTING PROCEDURES
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 property 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 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 D 1557-02 procedures.
EnGEN Corporation
• PrintContracting Group,Inc.
Project Number. M3695-C
Apd12008
Page 4
3.2.2 EXPANSION INDEX TEST
A soil sample was obtained for expansion potential testing from building pads A, B & .D
upon completion of the rough grading of these pad areas. The expansion test was
performed in accordance with CBC 18-2. The material tested consisted of brown silty
sand, which has an Expansion Index of 0. 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.
4.0 EARTH MATERIALS
The natural earth materials encountered on-site generally consisted of brown silty sand.
5.0 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 recommendations provided in the Referenced No. 1 Preliminary
Geotechnical Investigation.
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 the Referenced
No. 1 Preliminary Geotechnical Investigation, 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/industrial 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 not performed by EnGEN Corporation,
EnGEN Corporation
• Prio Contracting Group, Inc.
Project Number: M3695-C
April 2008
Page 5
liability for the safety and performance of the development is limited to the actual portions
of the project observed and/or tested by EnGEN Corporation.
6.0 CLOSURE
This report has been prepared for use by the parties or project named or described above.
It may or may not contain sufficient information for other parties or purposes. The findings
and recommendations expressed in this report are based on field and laboratory testing
performed during the rough grading operation and on generally accepted engineering
practices and principles. No further warranties are implied or expressed beyond the direct
representations of this report.
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
Iq
!F
y aro Os for Br R BRgT 'LG,
V.P. Gener Manager Presid
Expires 09-30-0 - 162 s
Distribution: (4) Addressee � Exp 09.30'09 v
7
FILES EnGEN/Reporting/C/M3695-CPrimusContractingGmup CFQ1'ECHa�GQ�\�
JJgTE Of C NV\F
EnGEN Corporation
• PA Contracting Group,Inc.
Project Number: M3695-C
April 2008
Page 6
PROJECT REFERENCES
1. MTGL, Inc. Preliminary Geotechnical Investigation, Chaparral Village, Nicholas Road just
East of Winchester, Temecula, California, Project No. 6625-A01, Log No 06-1470, report
dated August 21, 2006.
2. CLE Enlgineering, Inc. Precise Grading Plan, PA 06-0346, Chaparral Village, City of
Temecula, plans dated April 2008, (Approved April 3, 2008).
EnGEN Corporation
�ua Contracting Group, Inc.
• Project Number: M3695-C
Appendix Page 1
APPENDIX:
TEST RESULTS
EnGEN Corporation
• �us Contracting Group, Inc.
Project Number. M3695-C
Appendix Page 2
FIELD TEST RESULTS
(Surilmary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
(S.G.) =Subgrade/IF.G.) =Finish Grade
Test Test Depth Max Moisture Dry Relative Requlred
Date Test Locations Elevation Soil Typ Density Content Density Compaction Compaction No. (2008) (FT) (PCF) (%) (PCF) ("/o) (%)
A- 04-11 Bldg D Bottom 1084 Al 131.6 6.3 127.3 '96.7% 85.0%
B- 04-11 Bldg D Bottom 1084 Al 131.6 11.1 128.2 ' 97.4% 85.0%
1 04-121 Bldg D FlII 1086 Al 131.6 8.3 119.1 90.5% 90.0%
2 04-121 Bldg D FlII 1086 Al 131.6 9.5 118.4 90.0% 90.0%
3 04-121 Bldg D FIII 1088 Al 131.6 9.2 120.1 91.3% 90.0%
4 04-121 Bldg D FlII 1085 Al 131:6 10.6 119.6 90.9% 90.0%
C- 04-121 Bldg B Bottom 1085 Al 131.6 7.3 123.4 93.8% 85.0%
D- 04-121 Bldg B Bottom 1085 Al 131.6 10.9 124.2 94.4% 85.0%
E- 04-121 Bldg C Bottom 1081 Al 131.6 7.6 126.1 95.8% 85.0%
F- 04-121 Bldg E Bottom 1082 Al 131.6 7.4 122.4 93.0% 85.0%
5 04A21 Bldg B Fill 1087 Al 131.6 7.2 119.8 91.0% 90.0%
6 04-121 Bldg 8 Fill 1087 Al 131.6 7.4 122.1 92.8% 90.0%
7 04-121 Bldg D FlII 1087 Al 131.6 8.0 119.4 90.7% 90.0%
g 04-121 Bldg C Fill 1083 Al 131.6 8.1 119.8 91.0% 90.0%
9 04-12 Bldg D FIII 1084 Al 131.6 8.3 120.7 91.7% 90.0%
G- 04-141 Bldg A Bottom 1084 Al 131.6 6.0 120.4 91:5% 85.0%
H- 04-141 Bldg A Bottom 1084 Al 131.6 7.2 121.1 92.0% 85.0%
l0 04-141 Bldg C FlII 1085 Al 131.6 9.4 121.5 92.3% 90.0%
11 04-141 Bldg E FIII 1086 Al 131.6 9.2 122.3 92.9% 90.0%
12 04-141 Bldg A 1086 Al 131.6 10.2 121.0 91.9% 90.0%
13 04-141 Bldg A 1086 Al 131.6 9.5 123.2 93.6% 90.0%
14 04-141 Bldg 1087 Al 131.6 9.7 120.1 91.3% 90.0%
15 04-151 Bldg A 1086 Al 131.6 9.9 122.1 1 92.8% 90.0%
16 04-151 Bldg A 1088 Al 131.6 10.1 121.4 92.2% 90.0%
1- 04-151 Retaining Wall Bottom 1084 Al 131.6 7.0 119.7 91.0% 85.0%
17 04-151 Retaining Wall 1086 Al 131.6 8.9 120.9 91.9% 90.0%
18 04-151 Bldg A 1088 Al 131.6 9.2 121.8 92.6% 90.0%
19 04-151 Bldg A 1088 Al 131.6 9.6 120.6 91.6% 90.0%
20 04-16 Bldg D FG Al 131.6 10.2 122.3 92.9% -90.0%
21 . 04-16 Bldg D FG Al 131.6 9.9 121.8 92.6% 90.0%
22 04-16 Bldg D FG Al 131.6 9.5 120.6 91.6% 90.0%
23 04-16 Bldg B FG Al 131.6 7.2 119.3 90.7% 90.0%
24 04-16 Bldg B FG Al 131.6 9.2 122.3 92.9% 90.0%
25 04-16 Bldg B FG Al 131.6 8.6 121.4 92.2% 90.0%
-Indicates undisturbed bottom test. EnGEN Corporation
• �ua Contracting Group,Inc.
Project Number: M3695-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 Test Depth Max Moisture Dry Relative Required
Date Test Locations Elevation Soil Typ Density Content Density Compaction Compaction
No. (2008) (FT) (PCF) (%) (PCF) (%) (%)
26 04-16 Bldg A FG Al 131.6 10.4 120.6 91.6% 90.00/.
27 E04-16
Bldg A FG Al 131.E 10.1 124.1 94.3% 90.0%
28 Bldg A FG Al 131.E 9.3 120.9 91.9% 90.0%
it
'Indicates undisturbed bottom test. EnGEN Corporation
• �us Contracting Group,Inc.
Project Number: M3695-C
Appendix Page 4
SUMMARY OF OPTIMUM MOISTURE CONTENT
MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D 1557-02
Maximum Optimum Moisture Content
Soil Description (USCS Symbol) Soil Type Dry Density (%)
(PCF)
Silty Sand Brown (SM) Al 131.6 9.0
Silty Sand Brown (SM) A2 131.6 8.2
SUMMARY OF EXPANSION INDEX TEST RESULTS
CBC 18-2
Dry Moisture Moisture Expansion
Soil Type Depth (FT) Density Condition Condition
(pcf) Before Test After Test Index
E1 -1 118.3 9.0% 12.7% 0
EnGEN Corporation
us Contracting Group,,Inc.
Project Number. M3695-C
Appendix Page 5
APPENDIX:
DRAWINGS
4
EnGEN Corporation