HomeMy WebLinkAboutParcel 5-8 Precise Grading Geotechnical Investigation
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R GS Engineering
Geology
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P.O. Box 11923 . San Bernardino, California 92423
(909) 793-7442
October 13, 1997
Mr. Chip Swanson
LandGrant Development
12tl25 High Bluff Drive, Suite 212
San Diego, California 92130
RECEIVE~
OCT 16 1997
CITY OF TEMECULA
ENGINEERING DEPARTMENT
SUBJECT:
REPORT OF PRECISE GRADING & IMPROVEMENTS
'PadsS, 6; 7&8, Vail Ranch Center
Southeast Corner of Country Glen Way and State Highway 79S.
Temeeula, California
Work Order No. 224-01
Dear Mr. Swanson:
INTRODUCTION
In accordance with your request, we have prepared this Report of Precise Grading presenting the
results of our observation and testing during site improvcments at the subject site. All compaction
test results are included in this report in Appendix C Table I.
The 2()-scale plan prepared by brf enterprises of Lake Elsinore, California was utili7ed during
. grading and to locate our field density tests and was utilized as a base map for our test locations
presented as Plate 1.
ACCOMPANYING MAPS AND APPENDICES
Location Map - Figure 1
: Density Test Location Map - Plate 1
. Appendix A - References
Appendix B - Laboratory Test Results
,Appendix C - Results of Compaction Tests
\
. Geologic
Evaluations
. Fault/ Seismic
Studies
. Environmental
Assessments
. Percolation
Testing
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Mr.Chip Swanson
Landgrant
October 13, 1997
Page 2
. Proiect DescriDtion
. The subject site was previously rough graded as reported in " Report Of Rough Grading, The
, Market Place at Redhawk, 3O:t Acres, Southwest Corner of Highway 79 and Redhawk Parkway,
. Temecula, California, Work Order No. 362401.229", dated March 6, 1995, by Geotechnical &
, Environmental Engineers, Inc. We utilized the recommendations contained in both the Report of
! Rough Grading and the " Preliminary Structural Section And Correction To Report Of Rough
I Grading" dated .March 17, 1995 prepared by Geotechnical & Environmental Engineers, Inc.
~ Subsequent to rough grading of the site a twin barrel storm drain box culvert was constructed
I through the subject site in conjunction with Riverside County Assessment District 159
i improvements. Reportedly the culvert construction and backfill was inspected, tested and approved
~ by Riverside County Flood Control District. On-site improvements consisted of precise grading of
i pads, backfill of sewer lines, water lines, dry utility lines, curb and gutter. Off-site improvements
I in Country Glen road consisted of compaction testing of, a large hole created by a blow-out of the
I water main, thesubgrade and aggregate base over the water line blow-out and sewer trench. The
~ project site is located at the southeast comer of Country Glen Way and State highway 79S. in the
: city of Temecula, Riverside County, California. A site map, depicting site boundaries and
! geographic relationships of the site, is presented as Figure 1 of this report.
: Site Descrivtion
The site consists of one generally rectangular-shaped parcel of land which is bounded on the north
. by State highway 79 South. on the west by Country Glen Way, on the south by the shopping center
: driveway and on the east by the parking area of a Taco Bell restaurant.
Topographically, the site, consisted of a relatively level pad draining to the southeast as sheet flow
at approximately. 2 % into the existing driveway.
BACKFILL OBSERVATIONS & TESTING
~Sewer Line &Water Line
:The materials used for backfill consisted of silty sands, and sands. Following placement of the
'pipe, fill placement and compaction was achieved utilizing an excavator and backhoe with
:compacting wheels, and a fire hose (as needed). The fill was placed in 6 to 8 inch thick lifts and
moisture conditioned, as needed, to bring the material to near optimum moisture content, and was
. then properly compacted. A minimum degree of compaction of 90% was required.
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IRGS'
ENGINEERING GEOLOGY
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LOCATION MAP
OCT 1997
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Mr.Chip Swanson
Landgrant
October 13, 1997
Page 3
Dr\' Utilities
A majority of the trench was backfilled with concrete slurry. The soil materials used for backfill
, consisted of silty sands, and sands. Following placement of the pipe and slurry, fill placement and
,compaction was,achieved utilizing a backhoe with compacting wheel, and a fire hose (as needed).
. The fill was placed in 6 to 8 inch thick lifts and moisture conditioned, as needed, to bring the
material to near optimum moisture content, and was then properly compacted. A minimum degree
, of compaction of 90% was required.
I Curb And Gutter Subl!rllde Testine:
,Prior to the placement of Portland Cement Concrete curb and gutter in the parking area, the
I exposed subgrade materials were scarified to a depth of 12 inches, moisture conditioned to near
I optimum moisture if necessary, and recompacted to +90 percent of the maximum dry density, as
I determined by ASTM 1557.
I Countrv Glen Way Waterline Blow-out Repair
The portion of the backfill below the pipe consisted of Class II base materials, and the remainder of
I the backfill consisted of silty sands, and sands. The exposed subgrade materials were moisture
,conditioned to near optimum moisture, and re-compacted to +90 percent, of the maximum dry
i density, as determined by ASTM 1557. The base and soil backfill materials were moisture
,conditioned, and compacted to +90 percent of the maximum dry density.
! Countrv Glen Way Subl!rllde And Base Testine:
i Prior to the placement of Class II base materials in the repaired and reworked areas, the exposed
. subgrade materials were scarified to a depth of 12 inches, moisture conditioned to near optimum
'moisture, and re.,compacted to +95 percent, of the maximum dry density, as determined by ASTM
1557. The base materials, were moisture conditioned, and compacted to +95 percent of the
I maximum dry density.
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Mr. Chip Swanson
Landgrant
. October 13, 1997
Page 4
Preliminary Structural Section
We obtained a sample of the subgrade materials at the completion of precise grading. R-Value testing
,of the soil sample was conducted in accordance with Caltrans test 301 specifications. The results of
, the R -Value test was 72.
I Considering an R-Value of 72 and a traffic index of 5.0, we recommend the following minimum
, structural sections utilizing asphaltic concrete paving materials:
; Parkin!! Areas
0.25 feet Asphaltic Concrete over 0.50 feet of Class 2 aggregate base.
, Truck Drives
0.25 inches Asphaltic Concrete over 0.75 feet of Class 2 aggregate base.
TESTING PROCEDURFS
I Field Densitv Testin!!
I Field density testing was performed in accordance with ASTM Test Method D2922-91 (nuclear
i gauge). Areas failing to meet the minimum compaction requirements were reworked and retested
. until the specified degree of compaction was achieved. The elevations/depths and the results of the
I field density tests are presented in Appendix C, Results of Compaction Tests Table I. The
: approximate location of the tests are shown on the Density Test Location Maps, Plate 1.
: Maximum Densitv Detenninations
! Maximum Density/Optimum Moisture determinations were performed in the laboratory on
'representative samples of on-site soils used in the fill operations. The tests were performed in
,accordance withASTM 01557-91, Test Method A & C. The test results, which were utilized in
. determining the degree of compaction achieved during fill placement, are presented in Appendix
I B, Table!.
IR-Value
IR-Value testing of a representative bulk soil sample was conducted in accordance with Caltrans test
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Mr. Chip Swanson
Landgrant
October 13, 1997
Page 5
301 specifications. The graphic results of the R-Value test is present in Appendix B.
LIMITATIONS
. This report is issued with the understanding that it is the responsibility of the owner, or his
i representative, to ensure that the information and recommendations contained herein are brought to
I the attention of the architect and engineer for the project and incorporated into the plans, and the
I necessary steps are taken to see that the contractor and subcontractors carry out such
! recommendations in the field.
This firm does not practice or consult in the field of safety engineering. We do not direct the
: contractor's operations, and we cannot be responsible for other than our own personnel on the site;
I therefore, the safety of others is the responsibility of the contractor. The contractor should notify
I the owner if he considers any of the recommended actions presented herein to be unsafe.
. The findings of this report are valid as of the report date. However, changes in the conditions of a
I property can occur with the passage of time, whether they be due to natural processes or the works
! of man on this or adjacent properties. In addition, changes in applicable or appropriate standards
I may occur, whether they result from legislation or the broadening of knowledge.
. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
: our control. Therefore, this report is subject to review and revision as changed conditions are
: identified.
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Mr. Chip Swanson
Landgrant
October 13, 1997
Page 6
SUMMARY
,Our description of operations, as well as observations and testing services, were limited to
, operations performed between August 11, 1997 and October 9, 1997. The conclusions and
: recommendations contained herein have been based upon our observation and testing as noted. It is
lour opinion, that the work performed in the areas denoted has generally been accomplished in
,accordance with the job specifications and the requirements of the regulating agencies. No
, conclusions or warranties are made for the areas not tested or observed. This report is based on
I information obtained during precise grading. No warranty as to the current conditions can be
: made. This report should be considered subject to review by the controlling authorities.
. This opportunity to be of service is sincerely appreciated. If you have any questions, please call.
. Very truly yours,
! RGS ENGINEERING GEOLOGY
~~;GINEER/'~O
J {v'V :\OI'HER41 Q~
.;. J..~ i'c, '1;9 ~o
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No. CEG 1818 ~
T. Reinhart RCE 23464
, Civil Engineer
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APPENDIX A
References
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REFERENCES
, Geotechnical & Environmental Engineers Inc. ''Report Of Sewer Trench Backfill, Vail Ranch Center,
Southeast Corner of Highway 79 and Country Glen Way, Temecula, California, Work Order No.
362701.25"; dated September 18,1997
i Geotechnical & .Environmental Engineers Inc. ''Report Of Rough Grading, The Market Place at
, Redhawk, 3O:t Acres, Southwest Comer of Highway, 79 and Redhawk Parkway, Temecula,
, California, Work Order No. 362401.229" dated March 6, 1995
I Geotechnical & :Environmental Engineers Inc. "Preliminary Structural Section And Correction To
I Report Of Rough Grading, The Market Place at Redhawk, 3O:t Acres, Southwest Comer of
I Highway 79 and Redhawk Parkway, Temecula, California, Work Order No. 362401.229A"; dated
I March 17,1995
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APPENDIX B
Laboratory Test Results
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TABLE I
224-01
LANDGRANT
Maximum Density/Optimum Moisture
% General Source
Description Lbs/Ft' Moisture Area
1 Brown Silty Sand 129.9 8.5 SITE
2 Class IT Base 137.0 7.0 IMPORT
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R-VALUE TEST REPORT
100
:
-. ...,. .....,.. ...... .. . . . . . . . . . . . . . ......., ... .... .... .....,. ....., ...... . . . . . . . . . ................
80 _.....c. ............. .... .~ ....... .......... ...... .... ... ........... . .. .... ...... .....~..... . ... ......
: : : : :....
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. . . . . .
:
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ro ....~ . ....... ...... ....... .......... ........... .... ..........
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0 ~"" j"" i"" j"" j,. " i " " i , , " i, " , i " i " ..
800 700 600 500 400 300 200 100
Exudation Pressure - psi
Resistance R-Va lue and Expansion Pressure - Cal Test 301
Compact Expansion Horizontal Sample Exud. R
Density Moist. R
No. .pressure Pressure Press psi Height Pressure Value
pcf % Value
psi psi @ 160 psi in psi Corr
1 300 130.3 10.6 0.00 46 2.48 143 56 56
2 300 131 .4 8.6 0.00 32 2.50 248 68 68
3 300 :131 .9 7.6 0.00 28 2.52 347 73 73
TEST RESULTS MATERIAL DESCRIPTION
BRN SILTY SAND
R~Value @ 300 psi exudation pressure = 72
Project No .. 2.24-01 Tested by:
Pro j ect: LANDGRANT Checked by:
Location: PARKING Remarks:
Date: 10-10-1997
R-VALUE TEST REPORT \'Z-
~ .- . Fig No
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APPENDJX C
Results of Compaction Tests
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Job No224-01
Table I
Results of Compaction Tests
BUILDING PADS
Name: LANDGRANT
Date: OCT 1997
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PAD#
1 8/13/97 53.0 10.7 119.1 92 N 1 6
2 8/13/97 53.0 11.1 117.4 90 N 1 5
3 8/13/97 51.0 10.5 119.5 92 N 1 7
4 8/13/97 54.0 10.1 118.7 91 N 1 5
5 8/14/97 54.0 11.5 117.9 91 N 1 6
6 8/14/97 52.0 12.3 119.0 91 N 1 8
7 8/14/97 53.0 11.9 118.1 91 N 1 8
8 8/14/97 52.0 10.8 120.0 92 N 1 7
9 10/6/97 52.0 11.1 118.8 92 N 1 8
10 10/6/97 53.0 10.6 117.3 90 N 1 8
11 10/7/97 53.0 10.3 118.3 91 N 1 6
12 10/7/97 53.0 9.6 117.9 91 N 1 5
13 10/7/97 54.0 11.2 118.9 92 N 1 6
14 10/9/97 54.0 9.3 121.2 93 N 1 5
15 10/9/97 51.0 11.4 120.4 93 N 1 7
16 10/9/97 52.0 8.3 117.0 90 N 1 7
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Job No224-01
Table I
Results of Compaction Tests
ON-SITE SEWER
Name: LANDGRANT
il!1111~1~1I11' 1~ltllii;i;il.' Iliiil~1
1 9/12/97 -4.0 10.7 119.2 92 N
2 9/12/97 -2.0 9.1 121.1 93 N
'3 9/12/97 -6.0 9.8 119.6 92 N
'4 9/12/97 -4.0 11.4 117.8 91 N
5 9/12/97 -2.0 10.6 118.9 92 N
'6 9/12/97 -4.0 9.4 117.3 90 N
'7 9/12/97 -2.0 10.8 121.6 94 N
8 9/12/97 -6.0 11.5 120.2 93 N
.9 9/12/97 -4.0 10.4 121.2 93 N
10 9/12/97 -2.0 8.6 117.7 91 N
.... ... -_...-
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Date: OCT 1997
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Job No224-01
Table I
Results of Compaction Tests
WATERLINE & VAULTS
Name: LANDGRANT Date: OCT 1997
1 9/17197 -4.0 10.6 119.0 92 N 1 SEE PLAN
2 9/17/97 -2.0 9.0 119.9 92 N 1 SEE PLAN
3 9/17197 -2.0 9.4 118.7 91 N 1 SEE PLAN
4 9/17/97 -4.0 10.4 117.7 91 N 1 SEE PLAN
5 9/19/97 -3.0 9.1 109.6 84 N- 1 SEE PLAN
6 9/19/97 -2.0 9.9 110.7 85 N- 1 SEE PLAN
7 1 0/1/97 -1.0 10.2 117.4 90 N 1 SEE PLAN
8 10/1/97 -1.0 10.8 111.8 86 N- 1 SEE PLAN
9 10/1/97 -4.0 6.7 117.2 90 N 1 SEE PLAN
10 10/1/97 -2.0 8.9 119.9 92 N 1 SEE PLAN
11 10/1/97 -4.0 9.6 117.4 90 N 1 SEE PLAN
12 10/1/97 -2.0 9.1 119.0 92 N 1 SEE PLAN
13 10/1/97 -3.0 8.5 117.0 90 N 1 SEE PLAN
14 10/1/97 -1.0 10.6 117.9 91 N 1 SEE PLAN
. 15 10/1/97 -3.0 10.1 118.6 91 N 1 SEE PLAN
16 10/1/97 -1.0 9.3 117.7 91 N 1 SEE PLAN
17 10/2197 -2.0 11.8 119.5 92 N 1 SEE PLAN
18 10/2197 -2.0 10.7 117.8 91 N 1 SEE PLAN
19 1 0/2197 -1.0 12.1 117.3 90 N 1 SEE PLAN
20 1 0/2197 -1.0 11.6 118.6 91 N 1 SEE PLAN
21 1 0/3/97 -3.0 9.5 117.9 91 N 1 SEE PLAN
22 1 0/3/97 -2.0 9.8 120.0 92 N 1 SEE PLAN
23 1 0/3/97 -1.0 10.4 118.3 91 N 1 SEE PLAN
24 10/3/97 -0,5 10.1 117.5 91 N 1 SEE PLAN
25 1 0/3/97 -0.5 9.6 117.3 90 N 1 SEE PLAN
SA 10/1/97 -3.0 9.7 118.6 91 N 1 SEE PLAN
6A 1011/97 -3.0 11.1 108.3 83 N- 1 SEE PLAN
66 1 0/2197 -3.0 11.5 119.4 92 N 1 SEE PLAN
8A 1 0/2197 -1.0 10.7 117.4 90 N 1 SEE PLAN
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Job No224-01
Table I
Results of Compaction Tests
DRY UTILITIES
Name: LANDGRANT Date: OCT 1997
rlil,lll.tl
1 9/30/97 -1.0 8.9 116.6 90 N 1 SEE PLAN
2 9/30/97 -0.5 10.1 117.0 90 N 1 SEE PLAN
3 9/30/97 -1.0 9.2 121.6 94 N 1 SEE PLAN
4 9/30/97 -0.5 11.4 118.5 91 N 1 SEE PLAN
5 9/30/97 -1.0 10.5 118.1 90 N 1 SEE PLAN
6 9/30/97 -1.0 8.7 117.4 91 N 1 SEE PLAN
7 9/30/97 -0.5 8.2 117.2 90 N 1 SEE PLAN
8 10/1/97 -2.0 9.1 117.9 90 N 1 SEE PLAN
9 10/1/97 -1.0 9.5 116.9 91 N 1 SEE PLAN
10 10/1/97 -1.0 8.6 116.8 90 N 1 SEE PLAN
11 10/1/97 -1.5 9.1 117.5 90 N 1 SEE PLAN
12 10/1/97 -1.0 8.3 119.0 90 N 1 SEE PLAN
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Job No224-01
Table I
Results of Compaction Tests
CURB & GUTTER
Name: LANDGRANT
Date: OCT 1997
1 10/9/97 Subgrade 7.5 117.3 90 N 1 5
2 8/13/97 Subgrade 8.9 119.0 92 N 1 W
3 8/13/97 Subgrade 8.5 120.9 93 N 1 W
4 8/13/97 Subgrade 9.3 119.8 92 N 1 W
.5 8/14/97 Subgrade 10.1 117.0 90 N 1 W
6 8/14/97 Subgrade 8.0 118.7 91 N 1 N
7 8/14/97 Subgrade 11.3 117.8 91 N 1 N
8 8/14/97 Subgrade 9.1 123.7 95 N 1 N
9 10/6/97 Subgrade 8.3 121.8 94 N 1 N
10 1 0/6/97 Subgrade 10.2 117.7 91 N 1 NE
11 10n/97 Subgrade 7.5 126.1 97 N 1 E
12 10n/97 Subgrade 8.1 122.4 94 N 1 E
13 10n/97 Subgrade 10.6 124.1 96 N 1 SE
14 1 0/9/97 Subgrade 9.6 118.5 91 N 1 5
15 10/9/97 Subgrade 10.3 117.3 90 N 1 5
16 10/9/97 Subgrade 8.5 122.7 95 N 1 5
17 10/9/97 Subgrade 7.9 118.1 91 N 1 5
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Table I
Results of Compaction Tests
SUBGRADE & BASE
Name: LANDGRANT
Job No224-01
lll'1~llllllilIIIIIIIIIII11111
.!:!ftliY .... ...~l'4)ti!i :@!fp9f}l!!MiI!fJiiiN
1 9/12/97 SG 9.3 125.1 96
2 9/12/97 SG 10.1 124.2 96
3 9/12/97 SG 9.8 125.2 96
4 9/12/97 SG 9.6 124.8 96
5 9/12/97 BASE 9.4 134.8 98
6 9/12/97 BASE 10.7 133.2 97
7 9/12/97 BASE 7.5 131.2 96
8 9/12/97 BASE 7.8 131.8 96
9 9/12/97 BASE 6.5 131.7 96
Date: OCTOBER 1997
111;!I~llI11 iiiltillill
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
2 COUNTRY GLEN
2 COUNTRY GLEN
2 COUNTRY GLEN
2 COUNTRY GLEN
2 COUNTRY GLEN
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Table I
Results of Compaction Tests
WATERLINE BLOWOUT
Name: LANDGRANT
Job No224-01
\!.illl1~1!!!llllt)1~1111~'''B Ilf~II'III~11
1 9/3/97 -11.0 10.1 123.2 90
2 9/3/97 -9.0 9.2 124.5 91
3 9/3/97 -7.0 11.1 126.5 92
4 9/5/97 -7.0 15.3 119.0 92
5 9/5/97 -7.0 8.0 117.7 91
6 9/5/97 -6.0 8.9 117.8 91
7 9/6/97 -5.0 9.1 121.8 94
8 9/6/97 -4.0 7.4 122.2 94
9 9/6/97 -2.0 8.2 118.7 91
10 9/8/97 -2.0 8.0 119.5 92
11 9/8/97 -4.0 7.6 120.8 93
12 9/8/97 -2.0 9.3 116.1 90
13 9/8/97 -4.0 8.5 118.3 91
14 9/8/97 -2.0 7.9 117.4 91
15 9/8/97 -1.0 6.9 120.6 93
o.
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
Date: OCTOBER 1997
111111111111f11 .,.........................................
2 COUNTRY GLEN
2 COUNTRY GLEN
2 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
1 COUNTRY GLEN
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