HomeMy WebLinkAboutParcel Map 27987-1 Soils Report
I IT .H.E. Soils Co.
W'hone: (909) 678-9669 FAX: (909) 678-9769
131705 Central Street, Suite A . Wildomar, CA 92595
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E-mail: thesoilsco@aol.com
December 3,1999
Mr. Chip Swanson
LandGrant Development
12625 High Bluff Drive, Suite 212
San Diego, California 92130
SUBJECT: REPORT OF ROUGH GRADING
Steinmart and Shop E Pads, Vail Ranch Center
Northeast Corner of Country Glen Way and Via Rio Temecula,
T emecula, California
Work Order No, 029901.22
Dear Mr. Swanson:
INTRODUCTION
In accordance with your request, we have prepared this Report of Rough Grading presenting the
results of our observation and testing during site improvements at the subject site. All compaction test
results are included in this report in Appendix C, Table I.
The 20-scale plan prepared by Trans-Pacific Consultants of Temecula, California was utilized 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
T.H. E. Soils Company
W. O. No. 029901.22
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Mr. Chip Swanson
LandGrant Development
December 3, 1999
Page 2
Proiect Description
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
prepared by Geotechnical & Environmental Engineers, Inc. and the Supplemental Geotechnical Report
prepared by T.HE. Soils Company. Subsequent to rough grading of the site a twin barrel storm drain
box culvert was constructed through the subject site in conjunction with Riverside County Assessment
District 159 improvements. Reportedly, the culvert construction and backfill was inspected, tested and
approved by Riverside County Flood Control District. On-site improvements consisted of rough
grading of pads. The project site is located at the northeast corner of Country Glen Way and Via Rio
Temecula 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.
Proposed Development
The subject pads are proposed for the construction of a Steinmart retail store and smaller retail facility.
It is our understanding the proposed development will consist of the construction ofa masonry building
with associated concrete slab on-grade, The balance of the subject site would incorporate landscaped
areas, concrete driveways and parking areas, and a concrete trash enclosure. The construction would
include concrete clUb, gutters, and sidewalks.
Site Description
The site consists of one generally rectangular-shaped parcel ofland, which is bounded on the south by
Via Rio Temecula, on the west by Country Glen Way, on the north by the shopping center driveway
and on the east by the parking area and building of a Rite Aide.
Topographically, the site consisted of a relatively level pad draining to two centrally located storm
drain inlets with a soil stockpile in the center of the site.
GRADING PROCEDURES
Site Preparation
Prior to commencement of grading the subject site was cleared of weeds and debris. The site was
previously mass-graded as a fill pad. The loose, dry material in the upper 1.0 to 1.5-feet of the lot was
removed to expose competent fill material. The exposed bottom was ripped, moisture conditioned and
recompacted to a minimum 90 percent relative compaction. The fill materials were leveled and mixed
with a Cat motorgrader. Compaction was achieved by wheelrolling with loaded and unloaded scrapers
and a water truck.
T.H.E. Soils Company
W.O. No. 029901.22
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Mr. Chip Swanson
LandGrailt Development
December 3, 1999
Page 3
Fill Placement
Fill was placed in thin loose lifts approximately 6 to 8 inches thick, brought to near optimum moisture
content and compacted to at least 90% relative compaction (ASTM 01557-78). Compaction was
achieved by wheel rolling with Caterpillar 623 & 633 scrapers loaded and unloaded. The maximum
laboratory dry density, as determined by ASTM 01557-91 Test Method A (Appendix B, Table 1),
was utilized as the standard for field compaction control.
Fill Soils
Soils utilized for compacted fill typically consisted of on-site silty sands and sands. Test results are
presented in Appendix C.
Slopes
No slopes greater than 2 feet were constructed during this phase of grading.
TESTING PROCEDURES
Field Density Testinl!
Field density testing was performed in accordance with ASTM Test Method 02922-91 (nuclear
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 field
density tests are presented in Appendix C, Results of Compaction Tests, Table I. The approximate
locations of the tests are shown on the Density Test Location Map, Plate 1.
Maximum Density Determinations
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 with ASTM 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 B,
Table I.
Expansion Index
Expansion testing was conducted on a representative soil sample from the finished pad surface. The
results indicate that the expansion potential for the on site soils for both pads were 0, which is
equivalent to a very low expansion potential.
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T.H.E. Soils Company
W.O. No. 02990\22
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T.R.E. Soils Co.
Phone: (909) 678-9669 FAX: (909) 678-9769
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ADAFTEl FROM A llS.GS 7!5 MNJTC CIJAIlRAHGI.E MAP
~ PB::lWGA, CoUFCINA, 19l18 (,AA>....' , 19881
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LOCATION MAP
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029901.22
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Mr. Chip Swanson
Land Grant Development
Oecember 3, 1999
Page 4
Sulfate
Sulfate testing of a representative soil sample from each pad was obtained and test results will be
forwarded as soon as they are available.
RECOMMENDATIONS
Foundation System Desil!n
Foundation elements should be placed on engineered fill material compacted to a minimum of 90
percent of the maximum dry density. Continuous spread footings should be a minimum 18 inches
below the lowest adjacent grade, Footings should have a minimum of 1 #4 rebar placed top and
bottom. The structural engineer should design all footings and slabs in accordance with the anticipated
loads and the soil parameters given,
Concrete slabs-on-grade should have a minimum thickness of, 4 inches nominal for lightly loaded
floors, 5 inches nominal for moderate to heavily loaded floors, A polyethylene vapor barrier should be
installed beneath moisture sensitive areas of the floors. The vapor barrier should be a minimum of 6
mil thick and should be covered with a 2-inch thick sand layer to prevent puncture damage during
construction and enhance curing of the concrete.
Utility Trench Backfill
Utility trench backfill should be compacted to a minimum of 90% of the maximum dry density, as
determined by the ASTM 1557 test method. It is our opinion, that utility trench backfill, consisting of
on-site or approved sandy soils, can best be placed by mechanical compaction to a minimum of90% of
the maximum dry density. All trench excavations should be conducted in accordance with Cal-OSHA
standards, as a minimum.
Fill materials should be placed in 6 to 8-inch lifts, brought to near optimum moisture content and
compacted to a minimum of 90% of the maximum laboratory dry density, as determined by the ASTM
1557 test method. No rocks larger than 6-inches in diameter should be used as fill material, Rocks
larger than 6-inches should either be hauled off-site or crushed to a suitable dimension and used as fill
material.
Surface Drainal!e
Surface drainage should be directed away from foundations of buildings or appurtenant structures. All
drainage should be directed toward streets or approved permanent drainage devices. Where
landscaping and planters are proposed adjacent to foundations, subsurface drains should be provided to
prevent ponding or saturation offoundations by landscape water.
A.
T.H.E. Soils Company
W.O. No. 029901.22
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I @ APPROXIMATE LOCATION OF DENSITY TEST
I DENSITY TEST LOCATION MAP :5
I wo.# 029901 .22 Date: DEe 1999 Plate 1
T.H.E. Soils Co.
Phone: (909) 678-9669 FAX: (909) 678-9769
31705 Central Street, Suite A. Wildomar, CA 92595
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Mr. Chip Swanson
LandGrant Development
December 3, 1999
Page 5
Construction Monitorinl!
Continuous observation and testing, by T.H.E. Soils Company is essential to verify compliance with
recommendations and to confirm that the geotechnical conditions encountered are consistent with the
recommendations of this report. T.H.E. Soils Company should conduct construction monitoring, at
the following stages of construction:
. During excavation offootings for foundations;
. During fill placement;
. During retaining wall backfill;
. During utility trench backfill operations;
. During subgrade and base grade operations;
LIMITATIONS
This report is issued with the understanding that it is the responsibility of the owner, or his
representative, to ensure that the information and recommendations contained herein are brought to the
attention of the project architect and engineer, The project architect or engineer should incorporate
such information and recommendations into the plans, and take the necessary steps 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;
therefore, the safety of others is the responsibility of the contractor. The contractor should notify the
owner ifhe 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
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 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.
(,
TH.E. Soils Company
W.O. No. 029901.22
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Mr. Chip Swanson
LandGrant Development
December 3,1999
Page 6
SUMMARY
Our description of rough grading operations, as well as observations and testing services, were limited
to those rough grading operations covered by this report. The conclusions and recommendations
contained herein have been based upon our observation and testing as 'noted. It is our opinion, the
work performed in the areas denoted has generally been accomplished in accordance with the job
specifications and the requirements of the regulating agencies; and the site is suitable for its intended
purpose. No conclusions or warranties are made for the areas not tested or observed. This report is
based on information obtained during rough 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,
cP'OOOO~_
h~O CIVIj ~~
rt..c;*~"'i. REIIV:G'~
f"'<,0 o~ 171l~'
It.." .-\"'\
a No, RCE 23434 ~
\...\ EJlpimrY-/31!C,1 *}
T. einhart, RCE 2~-" ~\'?;/
Civil Engm' eer, Expires 12-3~o ' l"O~{)
'F CAL ~
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T.H.E. Soils Company
P.F~~
ect Geologist
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TH.E. Soils Company
W.O. No. 029901.22
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APPENDIX A
References
to
T.H.E. Soils Company
W.O. No. 029901.22
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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;
Geotechnical & Environmental Engineers Inc. ''Report Of Rough Grading, The Market Place at
Redhawk, 3O:t Acres, Southwest Corner of Highway, 79 and Reilhawk Parkway, Temecula,
California, Work Order No. 362401.229" dated March 6, 1995;
Geotechnical & Environmental Engineers Inc, "Pre1iminary Structural Section And Correction To
Report Of Rough Grading, The Market Place at Redhawk, 30:!: Acres, Southwest Corner of
Highway 79 and Redhawk Parkway, Temecula, California, Work Order No. 362401.229A"; dated
March 17,1995;
THE. Soils Company, "Supplemental Geotechnical Report, Vail Ranch Center, Phase ill, Northeast
Corner of Country Glen Way and Via Rio Temecula, Temecula, California, Work Order
No.029901.00," dated July 12, 1999.
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T.ll.E. Soils Company
W.O. No. 029901.22
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APPENDIX B
Laboratory Test Results
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w.o. No. 029901.22
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TABLE I
I Maximum Density/Optimum Moisture I
. ,
0/0 General Source
Description LbsIFe Moisture Area
1 Brown Silty Sand 129.9 85 SITE
2 Dark Brown Silty Sand 131.6 8.7 SITE
TIl.E. Soils Company
W.O. No. 029901.22
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APPENDIX C
Results of Compaction Tests
T.H.E. Soils Company
W.O. No 029901.22
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I Job No. 029901.22
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14~ ..--- ..ni2/l/99T--52.o~:--8:8-n-T-ii8~6~-n9o-T'--h-'.2..~..-'STEINMART------.--
I 15.' '~-~}#2~/?~~~:_~~:2_~~'~~=]}-=~,:=n:E9.fI~-~~C~:_=:~: ~~=~-~IQ~ri~.i---,n.
16 ..n_l~!I/92_~__~.2:~_n_n,__!..I:~, _,_, !,19~~n~_?}__"_'___n_" 2._ _'n__'__n'~n___n.
I 17 12/1/99' 44.0 10.3 122.3' 93 2' II
18 12/2/99-_n49~O-n~-'-li7 --119,7-:--91-- -,,- 2 -,--~ p;;;!p
I 19 ..~ _ ..'~,52/2/~~-:~_~9_~~:::~~'_::Fi.,~__::,Ji[:}-_::?~~~'==-~:~:~-~'=~:~=;~-,- -'- .. ~
20 12/2/99 51.0 5.1 109.7. 83** 2 '"
. ,,_.... ____.._ ~._. _.~_."_~ _..____.~,._,._._ _ __.____._..__.____._______. _ _._._ . _ ___~_._..____h_.__ __ ____._ _ _.~.___ ,~___ .'n....__..____ ---- - --.
21 12/2/99 46,0 9.8 122.3 93 2 STORM DRN 1
I 22 ....12t2/99'u-48.2-u~-'~-:?~-'u:j~0:4:----9..2:::.::i :'.. u,~:::_,"_n_' -- ~ .....
23 12/2/99 49.0 10.2 119.5 91 2 PAD H
"~. __ ..,__ - .a o. . ___ . __ - ... -.,---.- ..- ... ,..-.-
I ~~ ~~~~~:: ~O~H ~~~:~:~ ~q u-STE~ART
. .._ __ .... ..._n .. .... __, . _ ____U. .._-.. ---
26 12/3/99 F.G. 10.6 120.2 91 2
I 27 12/3/99 F.G. 8.9 118.7 90 2
28 12/3/99 F.G. 11.3 120.7 92 2
I 29 12/3/99 F.G. 10.4 121.5 92 2
30 12/3/99 F.G. 9.9 121.1 92 2
20A 12/3/99 51.0 10.3 120.6 92 2
I
I
TABLE I
RESULTS OF COMPACTION
Name:
HBD-LANDGRANT
Date:DEC 1999
Test Test Elevl Moisture Unit Dry ReI. Soil Location
No. Date Depth Content Density Comp Type
...-...------ -- ._.u....... __J!l:L_ ._._(cy.Ju___ . (~<:!l_ (%) -..---..------.-----.----- ..._---_._-~.---,--_.~.. ..-..- _..--
"
"
"
. q
SHOP E
,-,--- -
"
PADF
\'7