HomeMy WebLinkAboutTract Map 3883 Lot 258 Compaction Results Rough Grading
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GEOTECHNICAL REpORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Assessors Parcel Number: 919-190-014
Lot 258 of Tract-raaa-38'l0
40380 Calle Torcida
City of Temecula, County of Riverside, California
Project Number: T3421-C
December 15, 2006
Prepared for:
Mr. Tony Boyd
A.J. Boyd Construction
30186 Channel Way Drive
Canyon Lake, California 92587
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.3~.II\rp(hiai~2562 . Phone: (951) 834-9000 . Fax: (951) 834-9001
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A.J. Boyd Construction
Project Number: T3421 C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 SITE/PROJECT DESCRIPTION AND LOCATION .....................................................................2
1.1 PROJECT LOCATION .................................................................................................2
1.2 SITE DESCRiPTION...... ....... ............................................................ ..........................2
1.3 PROJECT DESCRIPTION............................................................................................2
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 SLOPE STABILITY ........................................................ ..................................................... 3
3.1 FILL SLOPES ............................................................................................................3
3.2 CUT SLOPES........................... ........... .....................................................................3
4~0 TESTING ........... ............................................................................................................... 3
4.1 FIELD TESTING PROCEDURES ...................................................................................3
4.2 LABORATORY TESTING... ................................... .......................................................4
4.2.1 MOISTURE-DENSITY RELATIONSHIP TEST ........................................................... 4
4.2.2 EXPANSION INDEX TEST .....................................................................................4
4.2.3 SOLUBLE SULFATE TEST ................................................................................... 4
5:0 EARTH MATERIALS... ........................................................................ ................................ 4
6:0 CONCLUSIONS AND RECOMMENDATIONS ........................................................................... 4
6: 1 GENERAL 4
7:0 CLOSURE......................................................................................................................... 5
APPENDIX:
PROJECT REFERENCE
TEST RESULTS
DRAWINGS
'2-
EnGEN Corporation
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December 15, 2006
Mr. Tony Boyd
A.J. Boyd Construction
30186 Channel Way Drive
Canyon Lake, California 92587
(951) 538-4662 / FAX (951) 244-4023
Attention: Mr. Tony Boyd
Regarding: GEOTECHNICAL REpORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Assessors Parcel Number: 919-190-014
40380 Calle T orcida - Lot 258 of Tract 2883
City of Temecula, County of Riverside, California
Project Number: T3421-C
Dear Mr. Boyd:
In accordance with your request and signed authorization, EnGEN Corporation has performed field
observations, sarnpling, 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 0.81-acres, located at the east side of Calle
Torcida, south of the intersection of Calle Torcida and La Sombra Court, 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 gently
sloping with surface drainage to the south at gradients of approximately 5-10 percent.
1.3 PROJECT DESCRIPTION
It is understood that the subject site is to be developed with a single-family residence with
slab-on-grade concrete floors supported on conventional continuous and pier footings, with
associated driveway as well as hardscape and landscape improvements.
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~'__~ _~_. _ m_,_ _ .... EnGEN Corporation
.:' .'=..ei ;,~~~a:1jfornia 92562' Phone: (951) 834-9000' Fax: (951) 834-9001
""',"'" ...... .... . ........................... .
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A.J. Boyd Constuctlon
Project Number: T3421-C
December 2006
Page 2
2.0 SCOPE OF WORK
2.1 TIME OF GRADING
This report represents geotechnical observations and testing during the construction
operations from October 30,2006 through December 14, 2006.
2.2 CONTRACTOR AND EQUIPMENT
The grading operations were performed by A.J. Boyd Construction through the use of
one (1) Excavator with Sheeps Foot Compaction Wheel, one (1) CAT D6 Dozer, one (1)
Front End Loader, one (1) Bobcat, two (2) Hand Operated Compactors, one (1) Vibratory
Compaction Roller and one (1) Fire Hose attached to Fire Hydrant.
2:3 GRADING OPERATIONS
Grading within the subject site consisted of cut/fill operation. Grasses and weeds were
removed prior to fill placement. Fill material was generated from the cut portions of the
site, and used to bring the fill portions of the site to finish grade elevation. Removal of
alluvium, slopewash, etc., was performed to a depth of 2 to 8-feet below original elevation.
Overexcavated earth material was stockpiled and later used as fill. Bottoms were
observed, probed and found to be into competent Pauba Formation by a representative of
this firm.
Keying and benching into competent Pauba Formation Bedrock was observed during the
grading operations. Overexcavation was performed in the cut and shallow fill portion of the
building pad to a minimum depth of 4-feet below finish grade elevation and to a minimum
distance of 5-feet outside the proposed structure. 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 6 to 8-inches, thoroughly moisture conditioned to near
optimum moisture content, then compacted to a minimum of 90 percent relative
compaction. The construction of the retaining wall located along the northern portions of
the site as well as the placement of the storm drain along the southern portions of the site
were performed. The subsequent backfill and compaction behind the retaining wall and in
the storm drain trench was performed during the rough grading operations as well.
Moisture conditioning of the on-site soils was performed during the compaction process
through the use of a fire hose attached to fire hydrant. t\
EnGEN Corporation
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A.J. Boyd Constuction
Project Number: T3421-C
December 2006
Page 3
The pad area was generally graded to the elevations noted on the Precise 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.
3.0 SLOPE STABILITY
3.1 FILL SLOPES
All design fill slopes were constructed in substantial accordance with the plans at a slope
ratio of approximately 2: 1 (horizontal to vertical). It is our opinion that the fill slopes as
constructed possess gross and surficial stability in excess of generally accepted minimum
engineering criteria (Factor of Safety at least 1.5) and are suitable for their intended
purpose, provided that proper slope maintenance procedures are maintained. These
procedures include but are not limited to installation and maintenance of drainage devices,
and planting of slope faces to protect from erosion in accordance with City of Temecula
Grading Codes. The maximum height offill slope covered in this report is 10-feet.
3,2 CUT SLOPES
All cut slopes were constructed in substantial accordance with the plans at a slope ratio of
approximately 2: 1 (horizontal to vertical) or flatter. The cut slopes were surficially inspected
by the Project Geologist and consist of Pauba Formation Bedrock. No adversely oriented
joints or planes of weakness were observed during our inspection. It is our opinion that the
cut slopes as constructed possess gross and surficial stability in excess of generally
accepted rninimum engineering criteria (Factor of Safety at least 1.5) and are suitable for
their intended purpose. The maximum height of cut slope covered in this report is 10-feet.
4.0 TESTING
4.1 FIELD TESTING PROCEDURES
Field in-place density and moisture content testing were performed in general accordance
with ASTM D 2922-03 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 properly 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.
EnGEN Corporation
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A.J. Boyd Constuction
Project Number: T3421-C
December 2006
Page 4
4.2 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.
4.2.1 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.
4'.2:2 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 was performed in
accordance with CBC 18-2. The material tested consisted of brown silty sand, which has
an Expansion Index of 11. 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.
4.2.3 Soluble Sulfate Test
Based on this firm's familiarity with the soils used to construct the building pad, it is our
opinion that soluble sulfates are not a concern, and as a result, normal Type II cement can
be used in concrete making contact with the native soils.
5.0 EARTH MATERIALS
The natural earth materials encountered on-site generally consisted of light brown and
brown silty sand.
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 recommendations provided in the Referenced No. 1 Geotechnical Feasibility
Study.
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 Feasibility Study, the project plans and the Grading Code of the City of
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EnGEN Corporation
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A.J. Boyd Constuctlon
Project Number: T3421-C
December 2006
Page 5
Temecula. The graded site, in the areas noted as graded, is determined to be adequate
for the support of a typical residential 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, 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.
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.
b
Distribution: (4) Addressee
FILE: EnGEN/Reporting/C1T3421-C A.J. Boyd Construction, Rough grade
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A.J. Boyd Constuctlon
Project Number: T3421-C
December 2006
Page 6
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APPENDIX
PROJECT REFERENCES
'i. EnGEN Corporation, Geotechnical Feasibility Study, Boyd Residence, Assessor's Parcel
Number: 919-190-014, Lot 258 of Tract 2883, Calle Torcida, City of Temecula, County of
Riverside, California, Project Number: T3421-GFS, June 28,2006.
,2. EnGEN Corporation, Revised Retaining Wall Design Parameters, Calle Torcida Custom
Home, Assessor's Parcel Number: 919-190-014, Lot 258 of Tract 2883, Calle Torcida, City of
Temecula, County of Riverside, California, Project Number: T3421-GFS.
:3. Bratene Construction & Engineering, Precise Grading Plan, Calle Torcida Custom Home,
40380 Calle Torcida, Temecula, California, plans undated.
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EnGEN Corporation
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A.J. Boyd Construction
Project Number: T3421-C
Appendix Page 1
APPENDIX
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
(s.G.) = Subgradel (F.G.) = Finish Grade
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Test ' Test Depth Max Moisture Dry Relative Required
No. . Date Test Locations Elevation Soil Type Density Content Density Compaction Compaction
(2005) (FT) (PCF) ('!o) (PCF) ('!o) ('!o)
1 10-30 Keyway 1202 A1 129.7 9.7 119.1 91.8% 90.0%
2 10-30 Keyway 1203 A1 129.7 9.1 120.6 93.0% 90.0%
3: .10-30 Keyway 1206 A1 129.7 10.2 122.1 94.1% 90.0%
4: 10-30 Keyway 1207 A1 129.7 8.9 119.8 92.4% 90.0%
51 10-30 Ke)M'ay 1206 A1 129.7 9.9 121.3 93.5% 90.0%
6 10-30 Keyway 1208 A1 129.7 8.6 119.9 92.4% 90.0%
7 10-30 Keyway 1205 A1 129.7 9.3 119.5 92.1% 90.0%
8 10-31 Fill Slope 1209 A1 129.7 9.3 118.6 91.4% 90.0%
9 10-31 Fill Slope 128 A1 129.7 8.7 119.6 92.2% 90.0%
10 10-31 Fill Slope 1207 A1 129.7 9,7 121.4 93,6% 90.0%
11 10-31 Fill Slope 1210 A1 129.7 10.1 120.7 93.1% 90.0%
12 10-31 Fill Slope 1211 A1 129.7 8.6 119.9 92.4% 90.0%
13 10-31 Fill. Slope 1212 A1 129.7 8.9 120.2 92.7% 90.0%
14 11-01 FiJI Slope 1213 A1 129.7 7.8 118.3 91.2% 90.0%
15 11-01 Fill Slope 1212 A1 129.7 8.3 119.5 92.1% 90.0%
16 11-01 Fill Slope 1213 A1 129.7 7.5 117.9 90.9% 90.0%
17 11-03 Storm Drain -2 A1 129.7 9.0 118.6 91.4% 90.0%
18 11-03 Storm Drain -3 A1 129.7 10.8 117.4 90.5% 90.0%
19 11-03 Storm Drain -1 A1 129.7 8.6 120.1 92.6% 90.0%
20 11-03 Stann Drain -1 A1 129.7 7.9 117.2 90.4% 90.0%
21 11-03 Storm Drain -1 A1 129.7 9.1 118.1 91.1% 90.0%
22 11-30 Retaining wall 1219 A1 129.7 11.0 118.1 91.1% 90.0%
23 11-30 Retaining wall 1219 A1 129.7 9.4 117.8 90.8% 90.0%
24 12-01 Retaining wall 1221 A1 129.7 11.2 118.5 91.4% 90.0%
25 12-01 Retaining wall 1221 A1 129.7 11.0 118.2 91.1% 90.0%
26 12-01 Retaining wall 1220 A1 129.7 10.5 119.0 91.8% 90.0%
27 12-01 Retaining wall 1222.5 A1 129.7 9.7 117.9 90.9% 90.0%
28 12-01 Retaining wall 1223 A1 129.7 11.1 119.4 92.1% 90.0%
29 12-01 Retaining wall 1222 A1 129.7 9.8 118.4 91.3% 90.0%
30 12-05 Retaining wall FG A1 129.7 9.8 118.3 91.2% 90.0%
31 '12-05 Retaining wall FG A1 129.7 10.2 117.8 90.8% 90.0%
32 '12-05 Retaining wall FG A1 129.7 9.7 118.5 91.4% 90.0%
33 '12-08 House Pad 1213 A1 129.7 10.2 117.2 90.4% 90.0%
34 '12-08 House Pad 1213.5 A1 129.7 8.1 120.6 93.0% 90.0%
35 '12-08 House Pad 1214 A1 129.7 9.2 119.2 91.9% 90.0%
36 '12-11 House Pad 1214 A2 129.7 10.3 118.9 91.7% 90.0%
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EnGEN Corporation
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AJ. Boyd Construction
Project Number: T3421-C
Appendix Page 2
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
No. I Date Test Locations Elevation Soil Type Density Content Density Compaction Compaction
:(2005) (FT) (PCF) ('!oj (PCF) ('!o) ('!oj
37 12-11 House Pad 1214 A2 129.7 9.2 119.6 92.2% 90.0%
38 12-11 Hause Pad 1215 A2 129.7 11.1 120.1 92.6% 90.0%
39 12-11 House Pad 1215 A2 129.7 10.9 118.2 91.1% 90.0%
40 12-12 House Pad 1216 A2 129.7 10.3 120.8 93.1% go.O%
41 12-12 House Pad 1216 A1 129.7 11.4 118.1 91.1% 90.0%
42 12-12 House Pad 1216 A1 129.7 10.4 119.8 92.4% 90.0%
43 12-13 House Pad 1213 A1 129.7 9.2 118.5 91.4% 90.0%
44 12-13 House Pad 1217 A1 129,7 8.9 118.9 91.7% 90.0%
45 12-13 House Pad 1217 A1 129.7 10.5 119.6 92.2% 90.0%
461 .12-13 House Pad 1217 A1 129.7 9.9 120.1 92.6% 90.0%
471 .12-13 House Pad 1217 A1 129.7 9.7 120.4 92.8% 90.0%
481 12-13 House Pad 1218 A1 129.7 10.3 121.3 93.5% 90.0%
, 12-13 House Pad 1218 A1 129.7 10.1 122.1 94.1% 90.0%
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50 12-14 House Pad FG A1 129.7 9.2 120.9 93.2% 90.0%
51 12-14 House Pad FG A1 129.7 9.5 121.7 93.8% 90.0%
52 12-14 House Pad FG A1 129.7 8.2 117.9 90.9% 90.0%
53 12-14 House Pad FG A1 129.7 7.9 118.3 91.2% 90.O%
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EnGEN COtpo....tion
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A.J. Boyd Construction
Project Number: T3421-C
Appendix Page 3
APPENDIX
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) (%J
Silty Sand Brown (SM) Ai 129.7 9.5
Silty Sand Light Brown (SM) A2 129.7 9.1
SUMMARY OF EXPANSION INDEX TEST RESULTS
CBC 18-2
Dry Moisture Moisture Expansion
Soil Type Depth (FT) Density Condition Condition Index
(pcf) Before Test After Test
E1 -1 107.8 8.7% 16.7% 11
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EnGEN Corporation
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A.J. Boyd Construction
Project Number: T3421-C
Appendix Page 1
APPENDIX:
DRAWINGS
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EnGEN Corporation