HomeMy WebLinkAboutTract Map 3752 Lot 26 De Portola Medical Office Geotechnical Report Ppi1 - o2(oI
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® EnGE0N
COP OHAFION
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
De Portola Professional Center
Lot 26 of Tract 3752 -44025, 44045 and 44065 Margarita Road
City of Temecula, County of Riverside, California
Project Number: M3568-C
May 12, 2008
Prepared for:
Attention: Don Veasey
Kai Pacific and Associates, Inc.
41720 Winchester Road, Suite F
Temecula, California 92590
25759 Jefferson Avenue,Murrieta,California 92562 • Phone:(951) 834-9000 • Fax:(951) 834-9001
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1 Kai Pacific and Associates,Inc.
Project Number.M3568-C
TABLE OF CONTENTS
I 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
1 2.1 TIME OF GRADING....................................................................................................2
2.2 CONTRACTOR AND EQUIPMENT.................................................................................2
2.3 GRADING OPERATIONS ............................................................................................2
3.0 SLOPE STABILITY............................................................................................................. 3
I4.0 TESTING......................................................................... ............................. 3
4.1 FIELD TESTING PROCEDURES...................................................................................3
1 4.2 LABORATORY TESTING.............................................................................................3
4.2.1 MOISTURE-DENSITY RELATIONSHIP TEST.............................................................. 3
_I 4.2.2 EXPANSION INDEX TEST........................................................................................ 3
4.2.3 SOIL CORROSIVITY............................................................................................... 3
5.0 EARTH MATERIALS........................................................................................................... 4
6.0 CONCLUSIONS AND RECOMMENDATIONS.....................
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6.1 GENERAL4
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7.0 CLOSURE......................................................................................................................... 5
APPENDIX:
TEST RESULTS
DRAWINGS
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EnGEN Corporation
EnG ;EN
c ORPORATION
May 12, 2008
Attention: Don Veasey
Kai Pacific and Associates, Inc.
41720 Winchester Road, Suite F
Temecula, California 92590
951-587-9450 / FAX 951-587-9451
Attention: Mr. Don Veasey
Regarding: GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
De Portola Professional Center
Lot 26 of Tract 3752, 44025,44045 and 44065 Margarita Road
i City of Temecula, County of Riverside, California
Project Number: M3568-C
Dear Mr.Veasey:
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 2.76-acres, and Is located on the southern
comer of De Portola Road and Margarita 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
fiat with surface drainage to the south at a gradient of less than 5 percent.
1.3 PROJECT DESCRIPTION
It is understood that the subject site is to be developed with two (2) single-story and one (1)
two story wood framed, commercialfindustrial type structures, with slab-on-grade concrete
floors supported on conventional continuous and pier footings, with associated parking,
driveway, hardscape and landscape Improvements.
25759!jeffers6n:Avenue;MurrIeta;California 92562 • Phone:(951)834-9000 • Fax:(951) 834-9001
Kai Pacific and Associates,Inc.
Project Number:M3568-C
i May 2008
Page 2
2.0 SCOPE OF WORK
i 2.1 TIME OF GRADING
This report represents geotechnical observations and testing during the grading operations
from April 21, 2008 through April 30, 2008.
2.2 CONTRACTOR AND EQUIPMENT
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The grading operations were performed by Trinity Grading through the use of two (2) CAT
628 Scrapers, one (1) CAT 824 Rubber Tire Dozer, one (1) CAT D5 -Dozer, one (1)
Skiploader and one (1)Water Truck.
2.3 GRADING OPERATIONS
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' Grading within the subject site consisted of a cuttfill operation. Grasses and weeds were
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removed prior to fill placement. Fill material was generated from the parking lot and
i driveway portions of the site, and used to bring the building pad portions of the site to finish
grade elevation.
Overexcavated earth material was stockpiled and later used as fill. Bottoms were
j observed, probed and found to be into competent alluvial soil by a representative of this
firm.
The alluvial material in the building areas is considered competent based on the removals
extending to the ,elevations recommended in the Referenced No. 1
j Geotechnical/Geological Engineering Study as well as the materials ,having undisturbed
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densities greater than 85 percent relative compaction.
Overexcavation was performed in the building pads to depths of 6 to 7-feet below finish
grade elevation and to a minimum distance of 10-feet outside the proposed structures.
The remaining parking lot, driveway and hardscape areas of the site were overexcavated to
a minimum depth of 2.5-feet below proposed subgrade elevation.
The exposed bottorns were scarified and moisture conditioned to a depth of 12-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 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.
I EnGEN Corporation
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Kai Pacific and Associates,Inc.
Project Number:M3568-C
May 2008
Page 3
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 SLOPE STABILITY
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4.0 TESTING
j 4.1 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
j test results were within the 90 percent required for all.material tested, which Is an indication
f that the. remainder of the fill placed has been properly compacted. Test results are
i presented in the Appendix of this report. Fill depths and test locations were determined
from review of the referenced grading plans.
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4.2 LABORATORY TESTING
The following laboratory tests were performed as part of our services during the grading of
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the subject site. The test results are presented in the Appendix of this report.
4.2.1 MOISTURE-DENSITY RELATIONSHIP TEST
J 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.
4.2.2 EXPANSION INDEX TEST
Three (3) soil samples were obtained for expansion potential testing from the building pad
areas upon completion of rough grading of the subject site. The expansion tests were
performed in accordance with CBC 18-2. The materials tested consisted of brown silty
sand, which have Expansion Indexes of between seven (7) and eleven (11). These soils
are 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.
4.2.3 SOIL CORROSIVITY
Test results for pH, minimum resistivity, sulfate content, and chloride content (CTM 417,
i CT 643, CTM 422 procedures) were analyzed and processed by Prime Testing, Inc. Non-
EnGEN Corporation
Kai Pacific and Associates,Inc.
Project Number. M3568-C
May 2008
Page 4
detectable concentrations (0.23 by weight) of water soluble sulfates were reported. As a
result, normal Type II cement may used in concrete that will come in contact with native
soils. Additional corrosivity related results included a pH of 8.4, a minimum resisitivlty of
1,800 ohm-cm, and a chloride content of 10 ppm. Should additional corrosivity analysis be
required, a Corrosion Engineer should be consulted. Laboratory analytical results are
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included in the Appendix.
i 5.0 EARTH MATERIALS
The natural earth materials encountered on-site generally consisted of brown silty sand.
6.0 CONCLUSIONS AND RECOMMENDATIONS
No conditions. were encountered which would cause a change in the previously provided
i design and construction recommendations. As a result, design and construction should
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adhere to the recommendations provided in the Referenced No. 1 Geotechnical/Geological
r Engineering Study.
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6.1 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.
1 Geotechnical Study, 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 two (2) story commercial 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
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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
presaturatlon, or other earth work completed for the development of the subject site should
i 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
EnGEN Corporation
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Kai Pacific and Associates,Inc.
Project Number. M3568-C
May 2006
Page 5
iand performance of the development is limited to the actual portions of the project
observed and/or, tested by EnGEN Corporation.
7.0 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
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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
I 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
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' 9
OYGenerr or Brat e, 0 9T L Presi nt y
Expo es 09-30-09 L No.162 'a i
I Distribution: (4) Addressee {� Exp.09-30-09
j RLE: EnGE WRepo9V9GRepw ng-Rough Grading �!' �DrECNN�G
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EnGEN Corporation
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1 Kai PacIflc and Associates,Inc.
Project Number. M3568-C
May 2008
Page 6
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PROJECT REFERENCES
1. EnGEN Corporation, Geotechnical/Geological Engineering Study, De Portola
Professional, Assessor's Parcel Number: 959-050-011, Tract 26 of Lot 3752, De Portola
Road and Margarita Road, City of Temecula, County of Riverside, California, Project
Number: .M3568-GS, September 6, 2006.
2. SW Engineering, Inc., Precise Grading Plans, De Portola Professional Center, Lot 26,
Tract No. 3752, City of Temecula, plans dated July 2, 2007.
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EnGEN Corporation
Kai Pacific and Associates,Inc.
Project Number.M3568•C
Appendix Page I
APPENDIX:
TEST RESULTS
EnGEN Corporation
J Kai Pacitic and Associates, Inc.
Project Number. M3568-C
Appendix Page 2
i FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
i (S.G.)= Subgrade/IF.G.) =Finish Grade
k�l Depth Max Sture Dry Relative RetjUl�ed
o Date Test Locations Elevation Soll Typ Density [M0bo'ntenf., Density. Compaction Compaction
•A 04-21 Bldg 2 Bottom 1055 Al 127.5 7.5 114.2 89.6% 85.0%
-S 04-21 Bldg 2 Bottom 1056 Al 127.5 7.2 111.9 87.8% 85.0%
•C 04-21 Bldg 2 Bottom 1057 Al 127.5 6.9 110.7 86.8% 85.0%
•D 04-21 Bldg 1 Bottom 1055 Al 127.5 7.0 112.8 88.5% 85.0%
•E 04-21 Bldg 1 Bottom 1056 Al 127.5 6.3 111.7 87.6% 85.0%
•F 04-21 Bldg 1 Bottom 1057 Al 127.5 5.9 110.4 86.6% 85.0%
'G 04-22 Bldg 1 Bottom 1058 A2 128.8 6.2 111.7 86.7% 85.0%
•H 04-22 Bldg 1 Bottom 1057 A2 126.8 5.1 110.2 85.6% 85.0%
•1 04-22 Bldg t Bottom 1057 A2 128.8 7.2 115.1 89.4% 85.0%
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•j 04-22 Bldg 3 Bottom 1058 A2 128.8 9.1 109.9 85.3% 85.0%
•K 04-22 Bldg 3 Bottom 1058 A2 128.8 6.0 113.1 87.8% 85.0%
•L 04-22 Bldg 3 Bottom 1059 A2 128.8 5.4 112.3 1 87.2% 85.0%
1 04-22 Bldg 2 1057 Al 127.5 9.4 118.2 92.7% 90.0%
2 04-22 Bldg 2 1058 At 127.5 10.0 120.3 94.4% 90.0%
3 04-22 Bldg 2 1059 A2 128.8 9.6 117.5 91.2% 90.0%
4 04-22 Bldg 1 1057 A2 128.8 9.8 120.3 93.4% 90.0%
5 04-22 Bldg 1 1058 A2 128.8 11.0 118.6 92.1% 90.0%
6 04-22 Bldg 1058 A2 128.8 10.7 117.9 91.5% 90.0%
7 04-23 Bldg 1 1060 Al 127.5 9.2 120.2 94.3% 90.0%
8 04-23 Bldg 2 1060 Al 127.5 10.5 119.1 93.4% 90.0%
9 04-23 Bldg 2 1061 Al 127.5 8.7 118.9 93.3% 90.0%
10 04-23 Bldg 1 1061 Al 127.5 9.4 117.9 92.5% 90.0%
11 04-23 Bldg 1 1060 Al 127.5 11.1 124.2 97.4% 90.0%
12 04-23 Bldg 3 1059 Al 127.5 10.3 120.6 94.6% 90.0%
13 04-23 Bldg 3 1061 Al 127.5 9.8 119.5 93.7% 90.0%
14 04-23 Bldg 2 1062 Al 127.5 10.1 119.2 93.5% 90.0%
15 04-23 Bldg 2 1062 Al 127.5 9.2 120.1 94.2% 90.0%
16 04-23 Bldg 1 1063 Al 127.5 10.7 119.9 94.0% 90.0%
17 04-23 Bldg 1 1062 A2 128.8 10.1 120.2 93.3% 90.0%
18 04-23 Bldg 1 1062 A2 128.8 10.6 119.4 1 92.7% 90.0%
19 04-24 Bldg 2 1062 A2 1 128.8 1 9.4 118.5 92.0% 90.0%
20 04-24 Bldg 1 1062 A2 128.8 10.1 120.4 93.5% 90.0%
21 04-24 Bldg 1 1063 A2 128.8 9.2 119.6 92.9% 1 90.0%
22 1 04-241 Bldg 1 1063 A2 128.8 10.0 117.8 91.5% 90.0%
'Indicates undisturbed bottom test. EnGEN Corporation
Kai Pacific and Associates,Inc.
Project Number: M3568-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
ITe'stT!s!'.] Deph, Max .` AhoistureF"' DZ
Relative ReTest Locations a evabon Still T Density-_ .Contebt Compactlod Coripactlori'(2008) (F ;. <.,' , (PCF) (%)" t%):.:' (° )
23 04-24 Bldg 3 1063 A2 128.8 8.7 120.2 93.3% 90.0%
24 04-24 Bldg 3 1062 A2 128.8 10.3 119.9 93.1% 90.0%
26 04-25 Parking/Driveway 1059 A2 128.8 10.3 120.2 93.3% 90.0%
27 04-25 Parking/Ddveway 1060 A2 128.8 9.7 117.9 91.5% 90.0%
28 04-25 Parldng/Ddvexay 1061 A2 128.8 10.8 118.3 91.8% 90.0%
29 04-28 Parking0riveway 1062 A2 128.8 10.1 120.7 93.7% 90.0%
30 04-28 Parking/Driveway 1064 A2 128.8 10.1 116.7 90.6% 90.0%
31 04-28 Paddng/Dnveway SG A2 128.8 10.1 117.9 91.5% 90.0%
32 04-28 Parking/Driveway SG A2 128.8 10.1 118.2 91.8% 90.0%
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33 04-29 Bldg 3 FG A2 128.8 9.3 119.8 93.0% 90.0%
34 04-29 Bldg 3 FG A2 128.8 9.6 120.6 93.6% 1 90.0%
35 04-29 Bldg 1 FG A2 128.8 9.0 121.2 94.1% 90.0%
36 04-29 Bldg t FG A2 128.8 10.1 120.4 93.5% 90.0%
37 04-29 Bldg t FG A2 128.8 10.4 121.2 94.1% 90.0%
38 04-29 Parking/Driveway 1062 A2 128.8 11.0 120.3 93.4% 90.0%
39 04-30 Bldg 2 FG A2 128.8 9.5 121.7 1 94.5% 90.0%
40 04-30 Bldg 2 FG A2 128.8 10.3 122.1 94.8% 90.0%
41 04.30 PaddnyDdvexay 1062 A2 128.8 10.5 118.7 92.2% 90.0%
42 04-30 Parking/Driveway 1062 A2 128.8 9.3 119.1 92.5% 90.0%
43 04-30 Parking/Driveway SG A2 128.8 10.8 118.3 91.8% 90.0%
44 04-30 Parking/Driveway SG A2 128.8 9.7 120.1 93.2% 90.0%
'Indicates undisturbed bottom test. EnGEN Corporation
Kai Pacific and Associates,Inc.
I Project Number.M35MC
Appendix Page 4
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SUMMARY OF OPTIMUM MOISTURE CONTENT
i MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D 1557-02
2.
Maz%i OpUmum'Moistu re,Content
Soil Description:(USCS Symboq $oil Type Dry Density
�(%)�
Silty Sand Brown (SM) Al 127.5 10.2
Silty Sand Dark Brown (SM) A2 128.8 9.6
Silty Sand Brown (SM) A3 126.E 9.9
SUMMARY OF EXPANSION INDEX TEST RESULTS
CBC 18-2
Dry Moisture Moisture' Expansion
SS 11 Type Depth (FT) Density , Condition Condition;• 'Index':`
84603\Test ;After Test';
E1 -1 112.2 9.5% 16.2% 8
E2 -1 112.6 9.1% 17.0% 11
E3 -1 116.0 8.9% 15.0% 7
SUMMERY OF SOIL CORROSIVITY TEST RESULTS
Minimum Chlorid®.
Soli Type Location % By pH Resistivity,' Content.
. , , •' •Weight. '. '
E2 Pad 0.023 8.4 1.800 10
EnGEN Corporation
Kai Pacific and Associates, Inc.
Project Number:M3568-C
Appendix Page 5
APPENDIX:
DRAWINGS
EnGEN Corporation