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Mr. Chip Swanson
LandGrant Development
March 6, 1995
Page 2
Proiect Description
The project site has been graded into a large super pad which was graded to drain at
approximately 2% to the southwest. The property is proposed for development as a
commercial, retail center with associated parking. A temporary flood control channel was
constructed on the northwest corner of the subject site. The project site is located north of
the Temecula Creek Channel, east of Country Glen Way, south of State Highway 79 South
and west of Redhawk Parkway in southwestern Riverside County, California. A site map,
depicting site boundaries and geographic relationships of the site, is presented as Figure 1
of this report. At the time of this report two soil stockpiles on site. Both stockpile are
depicted on Plate 1. One was placed along the eastern bank of the storm drain channel and
the other on the western portion of the site.
Grading included excavation, compaction, and fill slope construction to prepare the site.
Maximum daylight cut was approximately 10 feet along the west side and northwest corner
of the site where the storm drain channel traverses the site. Maximum fill depth was
approximately 15 feet in the south east portion of the site.
Site Description
The site consists of one generally rectangular-shaped parcel ofland. Parcel Map No. 18993
is bounded on the north by State Highway 79 South, on the east by Redhawk Parkway, on
the west by Country Glen Way and Tract 26861, and on the south by Temecula Creek.
Topographically, the project site, prior to grading, consisted of gently southwest sloping
terrain with natural gradients of approximately 2% toward Temecula Creek. Overall relief
at the site, prior to grading, was approximately 11 feet.
GRADING PROCEDURES
Gradim~ Contractor
Site grading was conducted by Chilecote between January 12, 1994 and January 9, 1995.
Under the direction of Mr. John Lamp.
Site Preoaration
Gearing of weeds and other organic materials was completed prior to our grading
observation services and the minor vegetation present on-site was disced into the top 18
inches prior to the start of removals.
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Mr. Chip Swanson
Land Grant Development
March 6, 1995
Page 3
Alluvial Removals
Building Pads
Prior to fill placement, the upper 5 to 12 feet of loose or otherwise unsuitable alluvial
soils were removed until competent bearing soils were encountered. In areas of
proposed buildings, and extending at least 10 feet beyond proposed building lines,
horizontally, removal and recompaction of low density materials was performed. A
fill mat with a minimum thickness of 8 feet was constructed beneath the building
pads. The bottom of the overexcavation within building areas typically exposed sandy
material that was free of significant voids, firm and unyielding, with in-place dry
densities of at least 85 percent of the maximum dry density at or near optimum
moisture content.
The building pads in the west central portion of the site were over excavated in
accordance with the above criteria, however the building lines were not located at the
time of overexcavation. The major portion of the west central area is currently
covered by a stockpile of soil.
Parking Areas
Removals within the proposed parking areas extended approximately 4 feet below
existing grade, and was processed an additional 12 inches in-place. Within the
proposed parking area to receive 0 to 3 feet of fill, removals on the order of 5 feet
below the existing ground surface are expected to mitigate potential liquefaction-and
settlement to tolerable levels.
Alluvial removal areas were tested to +85% relative compaction and were verified by either
our project geologist or our on-site senior soil technician. The exposed surfaces were then
scarified one foot, brought to near optimum moisture content and compacted to a minimum
of 90% of the maximum dry density, as determined by laboratory testing ASTM DI557-91,
Test Methods A & Cor CAL 216. Maximum laboratory dry density standards are presented
in Appendix B, Table I.
As the building pads and parking areas have not been precise graded and will require
further grading to achieve pad grade and subgrade elevations, observation and testing during
grading will be required, and a R-Value determination should be performed on a
representative sample of the parking area subgrade soils to provide the structural section.
The parking lots are considered non-structural and are engineered to withstand loadings
associated with vehicle traffic. If, in the future, any structures are proposed in the parking
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Mr. Chip Swanson
LandGrant Development
March 6, 1995
Page 4
area, footing requirements should be reviewed by GEOTECHNICAL & ENVIRONMENTAL
ENGINEERS, INC. to assure adequacy.
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 DI557-78).
Compaction was achieved by wheel rolling with Caterpillar 824B rubber tire dozers and track
dozers, and incidental contact from loaded and unloaded scrapers and water pulls. The
maximum laboratory dry density, as determined by ASTM DI557-91, Test Methods A & C
and CAL 216 (Appendix B, Table I), were utilized as the standard for field compaction
control.
Fill Soils
Soils utilized for compacted fill typically consisted of on-site silty sand and sandy silts. As
well as imported silty sands, sands and sandy silts from the adjacent Temecula Creek
_channel.
Cut/Fill Transitions
Rough grading at the site included overexcavation, compaction, and fill pad construction.
The subject site was mass graded into large super pads. Due to the overexcavation of
alluvial materials across the entire site, no transitions from cut of fill exist on site. The
entire site <IS graded consists of fill. Prior to finish grading, a grading plan review should be
performed by the geotechnical engineer to assure compliance with the recommendations
included herein. Should transition lots be identified during subsequent grading the specific
conditionS'Should be reviewed by GEOTECHNICAL & ENVIRONMENTAL ENGINEERS,
INC. to assure proper remedial grading is implemented.
Slone Construction
Permanent slopes were constructed at a maximum slope ratio of 2:1 (horizontal:vertical).
Maximum slope height of fill slopes was approximately 10 feet in the western boundary for
the construction of the storm drain channel. Cut slopes were negligIble on this project.
Where fill slopes were constructed in conjunction with the storm drain channel along the
western boundary, an equipment width keyway was excavated the length of the slope. On
The area was then scarified one foot, brought to near optimum moisture content, then
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Mr. Chip Swanson
LandGrant Development
March 6, 1995
Page 5
compacted to a minimum of 90% relative compaction. Benching was performed above the
keyway in accordance with the Preliminary Geotechnical Investigation.
TESTING PROCEDURES
Field Density Testine:
Field density testing was performed in accordance with ASTM Test Method D1556-82 (sand-
cone method) and ASTM Test Method D2922-91 (nuclear gauge). Areas failing to meet the
minimum compaction requirements were reworked and retested until the specified degree
of compaction was achieved. The elevations and the results of the field density tests are
presented in Appendix C, Results of Compaction Tests Tables IV & V. The approximate
location of the tests are shown on the Density Test Location Maps, Plate 1.
Maximum Density 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 with ASTM DI557-91, Test Methods A and C, and CAL 216 method. The
test results, which were utilized in determining the degree of compaction achieved during
fill placement, are presented in Appendix B, Table I.
Exoansive Soil Testine:
Expansion testing was performed on 6 randomly obtained samples from across the site. The
Expansion Index results for the 6 samples tested is 0 corresponding to a very low expansion
potential. The test results of the expansion testing are presented in Appendix B, Laboratory
Test Results, Table II. Additional expansion testing should be performed by the
geotechnical engineer at the completion of precise grading to deternJine parameters for
footing design.
Sulfate Testinl!
Sulfate testing was performed on 6 randomly obtained samples from across the site. The
laboratory standard used was California 417A The materials exlubited very low sulfate
content. Test results of the sulfate testing are presented in Appendix B, Laboratory Test
Results Table Ill. Additional sulfate testing should be performed by the geotechnical
engineer at the completion of precise grading to deternJine sulfate content.
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Mr. Chip Swanson
LandGrant Development
March 6, 1995
Page 6
LIOUEFACTION
Based on the Preliminary Geotechnical Investigations performed on adjacent properties, due
to low density soils and shallow groundwater, "a potential for liquefaction does exist..". The
alluvial removals and recompaction provided a minimum, 5 foot compacted fill mat beneath
the parking areas and the building pads along the western boundary. The fill mat beneath
those areas is expected to provide partial mitigation for liquefaction potential. However,
localized areas of settlement, and sand boils are possible within the parking area, and the
building pad areas underlain by less than 8 feet of compacted fill.
Foundation and Slab Recommendations
Foundation systems for the proposed single-story structures can utilize continuous and
spread foundation systems.
Foundations should be designed in conjunction with the recommendations presented on
Figure 2, Foundation and Slab Recommendations.
Continuous and spread footings, founded on the recommended zone of properly compacted
fill, may be designed at an allowable bearing capacity of 2,500 and 3,000 psf, respectively.
We have assumed a minimum footing depth of 18 inches below grade.
Lateral loads against building foundations may be resisted by friction between the bottom
of footings and the supporting soils. An allowable friction coefficient of 0.35 is
recommended.
Flatwork
Concrete flatwork in exterior building areas should be designed according to the expected
soil conditions and anticipated usage. The recommendations given in "Concrete Slabs"
should be applied where pertinent. In addition, construction joints should be provided to
reduce the effects of any possible soil movement and concrete shrinkage.
Concrete Slabs
Concrete slabs-on-grade should be supported on a properly compacted subgrade.
Additionally, a vapor barrier consisting of a 6 mil polyethylene sheeting overlain by 2 inches
of clean sand should be placed between the bottom of the floor slabs and subgrade soils.
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FOUNDATION AND SLAB RECOMMENDATIONS
FOR EXPANSIVE SOILS
FOUNDATION RECOMMENDATIONS
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ONE STORY TIIO STORY
FOOTING DIMENSIONS REINFORCEMENT FOOTING DIMENSIONS REINFORCEMENT
EXPANS I 011 INDEX
WIOTN DEPTN WIDTH DEPTH
VERY LOll 12" 12" 1-#4TOP 12" 1811 1 - #4 TOP
(O-ZO) 1 - #4 BOTTOM 1 - #4 BOTTOM
LOll 12" 1211 1 - #4 TOP 12" 18" 1 - #4 TOP
(ZI-50) 1 - #4 BOTTOM 1 - #4 BOTTOM
MEOIUM 12" 18" 1 - #4 TOP 1Z" 18" 1 - #5 TOP
(51-90) 1 . #4 BOTTOM 1 - #5 BOTTOM
NIGN 12" Z4" 1 - #5 TOP 1511 24" Z-#4TOP
(91-131 ) 1 - #5 BOTTOM Z - #4 BOTTOM
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SLAB RECOMMENDATIONS
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SLAB 6 MIL MOISTURE REQUIRED TNICKNESS REQUIRED DEPTN
EXPANSION INDEX BARRIER REQUIRED OF SAND OR GRAVEL OF PRESATURATlOII
TNICKNESS STEEL (LIVING AREA SLABS) LAYER BELOII BARRIER (MIN 4~ OVER OPT.)
VERY LOll 3-1/Z" 6X6- 10/10 YES 1" SATURATE SURFACE
(O-ZD)
LOll 3-lIZ" 6X6-10/1D YES 1" SATURATE SURFACE
(ZI-50)
MEDIUM 4" 6X6-10/1D YES - 4" 121.
(51-90)
HIGN 4" 6X6-6/6 YES 4" 1811
(91-131)
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CONSTRUCTION NOTES:
1)
A 1" LAYER OF SAND ABOVE TNE MOISTURE BARRIER SHOULD BE PLACED IN
ADDITIOII TO THE BASE MATERIAL PLACED FOR EXPANSIVE CONDITIONS.
ALL SLAB REINFORCING SHOULD BE PLACED AT THE MID SECTION OF THE SLAB
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3)
GRADE BEAMS ARE RECOMMENDED AT ALL WIDE ENTRANCES SUCH AS GARAGE DOOl!
OPENINGS. THE PROJECT STRUCTURAL ENGINEER SHaJLD DETERMINE THE
DIMENSIONS AND REINFORCING REQUIREMENTS FOR GRADE BEAMS.
4)
TNE RECOMMENDATIONS CONTAINED HEREIN ARE PRESENTED AS GUIDELINES FOR
EXPANSIVE SOIL CONDITIONS. STRUCTURAL LOADING AND DESIGN PARAMETERS
SNOULD BE CONSIDERED.
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5)
THE RECOMMENDATIONS PRESENTED IN THIS FIGURE MAY BE SUPERSCEEDED IN
THE TEXT OF THE REPORT.
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GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC.
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FIGURE NO: 2
WORK ORDER NO: 362401.229
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Mr. Chip Swanson
Land Grant Development
March 6, 1995
Page 7
Retainim~ Walls
W"here retaining walls or subsurface structural walls are planned, they should be designed
in accordance with the following criteria:
Unrestrained Walls
Backfill
Soil Type
On-site Silty Sands/Sands
Level
Backfill
(Active)
45 psf
2:1 Sloping
Backfill
(Active)
50 psf
If restrained walls are to be used, the appropriate active pressures should be derived when
wall heights and restraint conditions are known.
Walls subject to surcharge loads should be designed for the appropriate active pressures
when wall heights and load conditions are known. The wall backfill should be well-drained
to relieve possible hydrostatic pressures on the wall.
Wall footings should be designed as recommended under "Foundation and Slab
Recommendations" Figure 2.
Backfill behind retaining walls should be compacted to at least 90% of the maximum density,
as determined by ASTM DI557-91.
RECOMMENDATIONS
Slone Protection and Maintenance
Slope erosion of the silty sands is a significant concern with regard to surficial stability. We
recommend that slopes, cut or fill, be planted with erosion resistant vegetation or otherwise
protected as soon as practical. Presented in Appendix D are Guidelines For Slope
Maintenance to help avoid any future surficial slope stability problems.
Drainsl!:e
Finished lot drainage should include a minimum positive gradient of 2% away from the
structure a minimum distance of 3 feet, and a minimum of 1 % pad drainage off the property
in a non-erosive manner.
Any roof or canopy water and pad drainage shall be directed to the street or off the site in
an approved non-erosive manner. Drainage off the property should be accomplished in an
approved manner to prevent erosion or instability.
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Mr. Chip Swanson
LandGrant Development
March 6, 1995
Page 8
Gradinl! Plan Review
Once precise grading plans are available a grading plan review should be performed by the
geotechnical engineer. The grading plan review should include determinations of
overexcavation recommendations and a field investigation of previously graded areas to
assess current conditions of the site and provide reconstruction reco=endations (if
necessary).
Exoansion Index and Sulfate Content Testinl!
Expansion index and sulfate content testing should be performed during precise grading to
provide reco=endlltions for footing and slab construction.
Subsequent Gradinl!
All grading required to achieve design grades should be monitored by GEOTECHNICAL
& ENVIRONMENTAL ENGINEERS, INC. to confirm compliance With the
recommendations contained herein.
Footinl! Observation
Prior to the placement of reinforcement steel or concrete, footing excavations should be
observed by the Geotechnical Consultant for conformance with the project specifications.
Stockoiled Soil
The stockpiled soil that exists on site has not been properly compacted and testing above
the proposed grades, however it is suitable to be placed as fill. Any import material
necessary to complete the grading should be approved prior to placement, to assure
conformance with the project specifications.
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1-
Mr. Chip Swanson
LandGrant Development
March 6, 1995
Page 9
LIMITATIONS
Considering the site has been rough graded only, and precise grading will be required to
prepare the building pads and parking area for the proposed co=ercial development, the
conclusions and recommendations included within this report should be considered
preliminary. Recommendations should be finalized at the conclusion of precise grading.
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 architect and engineer for the project and incorporated into
the plans, and the necessary steps are taken to see that the contractor and subcontractors
carry out such reco=endations 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 if he considers any of the recommended actions
presented herein to be unsafe.
The findings of this report are valid as of January 9, 1995. 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.
SUMMARY
Our description of grading operations, as well as observations and testing services, were
limited to those grading operations performed between January 12, 1994 and January 9,
1995. The conclusions and reco=endations contained herein have been based upon our
observation and testing as noted. It is our 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 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.
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Mr. Chip Swanson
LandGrant Development
March 6, 1995
Page 10
This opportunity to be of service is sincerely appreciated. If you have any questions, please
call.
Very truly yours,
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC.
~~4/--C~~..,...:"",
/E~ R. Harriscfu --<-,
Division Manager
~~ ~.l /
hn P. Fre-;'D
oject Geologist
:. i."Cq...~
Won S. Yoo RGE GE000920
Geotechnical Engineer
/ ~,;;0f~7~.-.
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REFERENCES
Geotechnical & Environmental Engineers, Inc., dated February 4, 1994, "Alluvial Removal
Depths, The Market Place at Redhawk, 30+ Acres, Southwest Corner of Highway 79 and
Redhawk Parkway, Temecula, California", Work Order No. 362401.22
Geotechnical & Environmental Engineers, Inc., dated February 18, 1993, "Embankment
Drawdown Analysis, Proposed Temecula Channel, Assessment District 159, Riverside,
California", Work Order No. 206107.00
Geotechnical & Environmental Engineers, Inc., dated January 21, 1992, "Response to County
Review, County Geologic Report No. 813, Assessment District 159, Temecula Creek and
Disposal Area, Riverside, California", Work Order No. 206107.00
Ranpac Soils, Inc., dated June 19, 1991, "Preliminary Geotechnical Investigation, Channel
Improvement Plan, Temecula Creek and Disposal Area, Riverside, California", Work Order
No. 206107.00;
Ranpac Soils, Inc., dated May 3, 1991, "Preliminary Geotechnical Investigation, Channel
Improvement Plan for Temecula Creek and Disposal Area, Riverside County, California",
Work Order No. 206107.00:
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APPENDIX B
Laboratory Test Results
\'?7
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TABLE IT
I EXPANSION TEST RESULTS I
I SAMPLE I EXPANSION INDEX I CLASSIFICATION I
1 0 Very Low
2 0 Very Low
3 0 Very Low
4 0 Very Low
5 0 Very Low
6 0 Very Low
TABLE ill
I SULFATE TEST RESULTS I
I SAMPLE I TEST RESULTS (pPM) I CLASSIFICATION I
1 11 Very Low
2 31 Very Low
3 12 Very Low
4 6 Very Low
5 6 Very Low
6 44 Very Low
\A...
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TABLE I
362401.22
Land Grant
Maximum Density/Optimum Moisture
% General Source
Description LbslFr3 Moisture Area
1 Brown Medium Sand 115.5 11.5 Channel Bottom
2 Grey Brown Fine Silty Sand 122.3 11.1 Top Soil
3 Tan Fine Sand 109.5 14.7 Bottom
4 Brown Silty Sand 129.9 8.5 Presley
5 Dark Brown Silty Sand 127.2 9.3 Bottom
6 Orange Tan Coarse Sand 124.7 10.4 Bottom
7 Grey Tan Fine Sand 110.7 14.2 Bottom
8 Dark Brown Sandy Silt 116.0 15.0 Top Soil
9 Light Brown Fine Sand 117.0 10.5 Swanger
10 Grey Brown Silty Sand 124.6 10.4 Swanger
11 Red Brown Silty Sand 119.6 11.2 Swanger
12 Grey Brown Silty Sand 122.4 10.8 Line "S"
13 Grey Brown Silty Sand 116.9 11.2 Line "V'
14 Tan Grey Silty Sand 119.6 12.5 Line 'V'
15 Grey Silty Sand 117.2 12.7 Line 'V'
16 Brown Grey Silty Sand 121.4 10.8 Mix 14 & 15
17 Tan Grey Silty Sand 109.6 13.3 LandGrant
18 Grey Brown Silty Sand 119.4 12.8 LandGrant
19 Grey Brown Silty Sand 129.3 9.5 Presley
20 Brown Silty Fine Sand 124.2 10.3 Line "V'
21 All American Oass II 139.1 7.0 Line ''V"
22 All American Oass II 144.2 6.4 IIV
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APPENDIX C
Results of Compaction Tests
\~
I TABLE V
RESULTS OF COMPACTION TESTS
lOb No: 225301LG.22 Name: AD 159 Date: March 1995
fST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL LOCATION
O. DATE DEPTH CONTENT DENSITY COMPo TYPE NORTH/EAST
(FT. ) (%) (PCF) (%)*
I 1 01/17/94 1042.0 9.1 123.1 95 N 4 478330/740615
2 01/17/94 1043.0 9.0 119.5 92 N 4 478220/740685
3 01/17/94 1044.0 11.4 112_0 92 N 2 478220/740615
4 01/18/94 1046.0 11.9 118.9 97 N 2 478290/740655
I 5 01/18/94 1047.0 5.7 119.7 92 N 4 478485/740565
6 01/18/94 1048.0 9.7 118.2 91 N 4 478215/740650
7 01/18/94 1048.0 9.0 121. 3 93 N 4 478325/740705
I 8 01/18/94 1048.0 8.4 120.4 93 N 4 478480/740620
9 01/18/94 1050.0 12.4- 112.6 92 N 2 478275/740705
10 01/18/94 1048.0 4.5 115.3 94 N 2 478350/740585
11 01/19/94 1049.0 5.5 115.4 95 N 1 478300/740585
1 12 01/19/94 1048.0 7.8 119.3 92 N 4 478505/740505
13 01/19/94 1051. 0 12.2 114.7 94 N 2 478245/740760
14 01/19/94 1051.0 11.8 113.0 92 N 2 478325/740735
15 01/19/94 1050.0 12.7 113.6 93 N 2 478410/740680
I 16 01/19/94 1049.0 12.0 115.4 94 N 2 478590/740590
17 06/22/94 1042.0 10.5 116.6 94 N 6 478345/739550
18 06/22/94 1043.0 10.1 114.9 92 N 6 478290/739565
1 19 06/22/94 1043.0 9.8 119.0 95 N 6 478540/739485
20 06/22/94 1043.0 12.2 113.5 91 N 6 . 478605/739715
21 06/22/94 1044.0 11.0 113.3 91 N 6 478160/739620
22 06/22/94 1044.0 10.4 115.9 93 N 6 478420/739665
123 06/22/94 1044.0 12.6 116.5 93 N 6 478555/739600
i 24 06/22/94 1045.0 12.5 114.8 92 N 6 478280/739645
. 25 06/22/94 1045:-0 10.9 113.7 91 N 6 478415/739520
126 06/22/94 1045.0 11.7 116.7 93 N 6 478505/739685
27 06/23/94 1046.0 9.5 114.0 91 N 6 478210/739630
28 06/23/94 1046.0 9.9 115.8 93 N 6 478410/739590
29 06/23/94 1046.0 10.3 114.1 91 N 6 478595/739610
130 06/23/94 1047.0 9.2 117.8 94 N 6 478335/739640
31 06/23/94 1047.0 11.8 115.8 93 N 6 478480/739500
32 06/23/94 1047.0 10.0 114.8 92 N 6 478560/739660
33 06/23/94 1048.0 11.1- 112.8 90 N 6 478190/739590
134 06/23/94 1048.0 7.4 115.3 92 N 6 478365/739525
35 06/23/94 1048.0 8.4 118.4 95 N 6 478515/739535
36 06/23/94 1048.0 8.7 119.6 96 N 6 478545/739705
37 06/24/94 1049.0 11.1: 103.5 83** N 6 478240/739620
137A 06/24/94 1049.0 10.6 115.0 92 N 6 478240/739620
38 06/24/94 1049.0 14.4 109.1 87** N 6 478465/739540
38A 06/24/94 1049.0 10.4 113.0 91 N 6 478465/739540
139 06/24/94 1049.0 51.8 112.9 91 N 6 478635/739745
40 06/24/94 1050.0 11.2 115.8 93 N 6 478125/739615
41 06/24/94 1050.0 8.6 112.8 90 N 6 478360/739595
42 06/24/94 1050.0 9.7 115.4 92 N 6 478515/739625
143 06/24/94 1051.0 9.5 113.3 91 N 6 478180/739630
44 06/24/94 1051.0 9.4 116.1 93 N 6 478350/739675
45 06/29/94 1051. 0 7.4 111.0 96 N 1 478590/739675
146 06/29/94 1051. 0 5.6 110.4 95 N 1 478510/739490
47 06/29/94 1052.0 10.2 104.4 90 N 1 478460/739645
48 06/29/94 1052.0 7.6 105.8 92 N 1 478555/739550
49 06/29/94 1043.0 11.5 105.0 91 N 1 478295/739770
150 06/29/94 1043.0 11.1 104.6 90 N 1 478160/739725
51 06/29/94 1042.0 9.7 107.3 93 N 1 477945/739755
52 06/29/94 1043.0 8.6 105.2 91 N 1 477960/739730
53 06/29/94 1043.0 8.0 106.3 92 N 1 478050/739840 \\
I
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I TABLE V
RESULTS OF COMPACTION TESTS
Ib No: 225301LG.22 Name: AD 159 Date: March 1995
1ST TEST ELEV / MOISTURE UNIT DRY REL. SOIL LOCATION
O. DATE DEPTH CONTENT DENSITY COMPo TYPE NORTH/EAST
(FT.) (%) (PCF) (%)*
154 06/29/94 1043.0 8.1 106.8 92 N 1 478185/739850
55 07/01/94 1044.0 9.8 118.4 93 N 5 478090/739925
56 07/01/94 1044.0 9.9 117.7 92 N 5 477980/739785
57 07/01/94 1044.0 10.7 119.9 94 N 5 478090/739730
158 07/01/94 1044.0 11.0 115.8 91 N 5 478240/739520
59 07/01/94 1045.0 12.8 114.9 90 N 5 478150/739920
60 07/01/94 1045.0 12.1 117.6 92 N 5 478065/739795
161 07/01/94 1045.0 10.5 119.8 94 N 5 478175/739770
62 07/01/94 1045.0 12.7 101. 9 92 N 7 478330/739775
63 07/01/94 1046.0 13.1 102.6 93 N 7 478000/739825
64 07/01/94 1046.0 31.2 92.4 83** N 7 478105/739965
164A 07/06/94 1046.0 15.8 100.9 91 N 7 478105/739965
65 07/06/94 1047.0 11.8 104.7 91 N 1 478110/739855
66 07/06/94 1047.0 14.5 106.6 92 N 1 478020/739760
67 07/06/94 1047.0 13.9 105.2 91 N 1 478200/739730
168 07/06/94 1047.0 10.2 104.0 90 N 1 478315/739820
69 07/06/94 1048.0 12.9 105.0 91 N 1 477960/739875
70 07/06/94 1048.0 12.5 107.7 93 N 1 478055/739860
171 07/06/94 1048.0 11.0 104.8 91 N 1 478175/739795
72 07/06/94 1048.0 8.3 105.3 91 N 1 478260/739790
73 07/06/94 1048.0 9.7 108.0 93 N 1 478200/739895
74 07/07/94 1048.0 8.2 113.5 91 N 6 478385/739790
;,1 ~~ 07/07/94 1048.0 7.7 112.3 90 N 6 478105/739890
07/07/94 1049.0 10.2 115.9 93 N 6 478455/739805
77 07/07/94 1049.0 9.5 113.2 91 N 6 478250/739820
178 07/07/94 1049.0 9.7 118.1 95 N 6 478065/739945
79 07/07/94 1043.0 8.8 117.9 94 N 6 477995/739980
80 07/07/94 1043.0 8.3 115.8 93 N 6 477920/739805
81 07/07/94 1043.0 10.1 112.4 90 N 6 477855/739785
182 07/07/94 1044.0 10.4 114.9 92 N 6 477865/739845
83 07/07/94 1044.0 10.7 116.5 93 N 6 477935/739980
84 10/10/94 1042.0 10.7 112.3 90 N 20 477670/739800
85 10/10/94 1045.0 10.0 116.6 94 N 20 477470/739775
186 10/10/94 1047.0 10.3 113.4 91 N 20 477790/739800
87 10/10/94 1043.0 9.7 114.4 92 N 20 477715/739850
88 10/11/94 1043.0 11.4 113.2 91 N 20 477620/739885
189 10/11/94 1045.0 10.8 114.9 92 N 20 477690/739950
90 10/11/94 1045.0 8.9 114.7 92 N 20 477580/739950
91 10/11/94 1044.0 10.2 114.4 92 N 20 477825/739920
92 10/11/94 1044.0 11.3 115.9 93 N 20 477675/740125
193 10/11/94 1044.0 13.5 113.1 91 N 20 477800/740300
94 10/12/94 1046.0 8.2 115.8 93 N 20 477650/739955
95 10/12/94 1045.0 8.4 111.4 90 N 20 477870/740440
96 10/12/94 1045.0 9.5 111.5 90 N 20 477810/740020
197 10/13/94 1047.0 11.5 116.2 93 N 20 477625/740035
98 10/13/94 1046.0 41.8 117.2 94 N 20 477910/740545
99 10/13/94 1048.0 12.3 115.8 93 N 20 477685/740060
100 10/13/94 1046.0 12.4 116.6 94 N 20 477735/739960
01 10/13/94 1045.0 13.6 111. 7 90 N 20 477600/739790
02 10/13/94 1043.0 13.2 112.3 90 N 20 477790/740211
103 10/13/94 1045.0 14.3 113.2 91 N 20 477925/740280
_04 10/17/94 1047.0 10.4 101. 2 92 N 17 478050/740695
05 10/17/94 1048.0 12.0 99.2 90 N 17 477925/740555
06 10/17/94 1046.0 13.6 101. 4 92 N 17 478030/740425
[07 10/17/94 1047.0 13.3 99.8 91 N 17 478085/740350 \~
II TABLE V
RESULTS OF COMPACTION TESTS
lOb No: 225301LG.22 Name: AD 159 Date: March 1995
lEST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL LOCATION
NO. DATE DEPTH CONTENT DENSITY COMPo TYPE NORTH/EAST
(FT.) (%) (PCF) (%)*
1108 10/17/94 1048.0 13.0 98.6 90 N 17 477970/740370
109 10/17/94 1046.0 11.7 98.8 90 N 17 477900/740160
110 10/18/94 1048.0 9.0 113.0 93 N 16 477735/740290
111 10/18/94 1049.0 7.0 109.7 90 N 16 477735/740170
1112 10/18/94 1046.0 9.4 112.7 93 N 16 477810/740130
113 10/19/94 1047.0 8.4 116.1 93 N 20 477700/740085
114 10/19/94 1046.0 13.0 112.7 93 N 16 477850/740265
1115 10/19/94 1047.0 10.5 116.7 94 N 20 477895/740065
116 10/19/94 1050.0 10.4 117.6 95 N 20 477955/740480
117 10/19/94 1046.0 8.8 112.0 90 N 20 477670/739825
118 10/19/94 1047.0 9.8 114.9 92 N 20 477580/739850
1119 10/19/94 1048.0 7.7 118.5 92 N 19 477865/740200
120 10/19/94 1050.0 11.1 110.6 91 N 16 478180/740430
121 10/19/94 1050.0 9.7 113.2 91 N 20 478000/740220
1122 10/19/94 1050.0 10.1 112.9 91 N 20 478075/740065
123 10/19/94 1050.0 9.9 114.0 92 N 20 477960/739920
124 10/20/94 1050.0 11.1 108.1 90 N 18 478070/739830
125 10/20/94 1051. 0 13.2 107.3 90 N 18 478000/739920
1126 10/20/94 1050.0 15.1 109.9 92 N 18 477925/740350
127 10/20/94 1051.0 14.0 108.6 91 N 18 478120/739740
128 10/20/94 1049.0 12.9 109.3 91 N 18 477645/739985
129 10/20/94 1050.0 12.2 110.1 92 N 18 477745/740245
1130 10/20/94 1052.0 10.8 108.0 90 N 18 478040/740650
" 131 10/20/94 1050.0 14.4 111.1 93 N 18 477760/739935
132 10/20/94 1052.0 13.6 110.9 93 N 18 477920/740215
1133 10/20/94 1055.0 13.0 110.0 92 N 18 478250/740570
134 10/21/94 1052.0 10.7 106.3 91 N 9 478075/739760
135 10/21/94 1050.0 10.9 105.1 90 N 9 478275/740080
136 10/21/94 1052.0 9.8 105.8 90 N 9 478520/740470
1137 10/24/94 1055.0 10.5 114.2 92 N 10 478640/740640
138 10/24/94 1053.0 11.9 115.6 93 N 10 478415/739550
139 10/24/94 1052.0 11.4 116.8 94 N 10 478575/739705
140 10/24/94 1052.0 10.9 113.2 91 N 10 478615/739935
1141 10/24/94 1052.0 12.0 115.0 92 N 10 478780/740455
142 10/24/94 1050.0 10.7 113.3 91 N 10 478340/739955
143 10/24/94 1052.0 11.1 112.9 91 N 10 478150/739850
144 10/24/94 1052.0 13.2 108.8 91 N 18 478050/739975
45 10/24/94 1052.0 11.9 107.4 90 N 18 477900/739830
46 10/24/94 1056.0 12.7 108.9 91 N 18 478230/74083{)
147 10/25/94 1056.0 9.9 110.1 91 N 16 478510/740735
_48 10/25/94 1054.0 10.2 112.0 92 N 16 478680/740550
49 10/25/94 1050.0 9.2 111.1 91 N 16 477750/739815
50 10/25/94 1052.0 11.0 112.6 93 N 16 477825/740240
151 10/25/94 1054.0 12.1 112.4 92 N 16 478120/740650
1:52 10/25/94 1059.0 11.4 111.1 91 N 16 478310/740930
53 10/25/94 1056.0 12.2 113.0 93 N 16 478380/740745
154 10/25/94 1053.0 8.2 118.6 92 N 19 478520/740465
155 10/25/94 1052.0 7.6 117.2 91 N 19 478665/740200
56 10/25/94 1050.0 6.9 119.9 93 N 19 478295/740035
57 1.0/25/94 1052.0 7.7 1.21.. 4 94 N 19 478120/739765
158 10/25/94 1050.0 10.2 113.9 94 N 16 477780/740040
1:59 10/25/94 1054.0 10.6 111.5 92 N 16 478155/740565
60 10/25/94 1054.0 10.9 112.0 92 N 16 4781.50/740775
161 1.0/26/94 1057.0 13.1 107.2 90 N 18 478430/740810
1162 10/26/94 1052.0 10.2 109.6 92 N 18 478540/740415 \~
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I TABLE V
RESULTS OF COMPACTION TESTS
I,b No: 225301LG.22 Name: AD 159 Date: March 1995
fST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL LOCATION
O. DATE DEPTH CONTENT DENSITY COMPo TYPE NORTH/EAST
(FT.) (%) (PCF) (%)*
l63 10/26/94 1052.0 9.9 111.1 93 N 18 478520/739975
64 10/26/94 1052.0 11. 7 108.8 91 N 18 477960/739870
65 10/26/94 1052.0 12.6 110.2 92 N 18 477955/740150
166 10/26/94 1055.0 10.9 109.3 91 N 18 478330/740840
167 10/26/94 1055.0 11.4 108.1 90 N 18 478550/740645
68 10/26/94 1054.0 13.6 111.2 93 N 18 478440/740580
169 10/26/94 1052.0 15.0 110.0 92 N 18 478775/740345
170 10/26/94 1051. 0 12.7 110.4 92 N 18 478610/740310
71 10/27/94 1053.0 12.9 99.4 91 N 17 478375/740420
72 10/27/94 1051. 0 12.6 101.1 92 N 17 478380/740290
173 10/27/94 1051. 0 13.1 98.7 90 N 17 478165/740190
_74 10/27/94 1052.0 12.2 100.2 91 N 17 478050/740200
75 10/27/94 1050.0 11.4 109.9 92 N 18 478130/740000
. 76 10/27/94 1052.0 10.6 108.7 91 N 18 478000/739950
177 10/27/94 1050.0 10.2 110.2 92 N 18 478350/739835
178 10/27/94 1052.0 9.2 111. 4 93 N 18 478675/740015
79 10/27/94 1054.0 10.7 108.6 91 N 18 478815/740420
180 10/27/94 1050.0 11.0 108.0 90 N 18 478480/740280
181 12/06/94 1050.0 9.2 120.1 92 N 4 477900/740740
. 82 12/06/94 1050.0 8.4 119.6 92 N 4 477910/740765
. 83 12/06/94 1053.0 9.3 118.9 91 N 4 477910/740670
, 184 12/06/94 1054.0 9.0 120.0 92 N 4 477980/740700
_85 12/06/94 1053.0 9.4 118.0 91 N 4 477850/740630
I 86 12/14/94 1053.0 5.1 110.3 91 N 16 478610/739700
; 87 12/14/94 1053.0 12.1 106.4 91 N 13 478540/739620
188 12/14/94 1053.0 7.3 110.2 91 N 16 478525/739510
,189 12/14/94 1053.0 8.8 120.3 93 N 19 478410/739510
, 90 12/14/94 1053.0 7.8 120.1 93 N 19 478470/739710
191 12/14/94 1053.0 8.9 121. 4 94 N 19 478380/739630
192 12/14/94 1053.0 7.5 117.7 91 N 19 478265/739600
. 93 12/14/94 1053.0 8.0 124.0 96 N 19 478775/740440
: 94 12/14/94 1053.0 8.4 119.5 92 N 19 478750/740240
, 195 12/14/94 1054.0 6.8 122.8 95 N 19 478670/740510
~96 01/09/95 1056.5 14.0 108.2 91 N 18 478600/740665
97 01/09/95 1055.0 13.7 107.6 90 N 18 478300/740600
98 01/09/95 1053.0 12.9 109.1 91 N 18 478050/740400
99 01/09/95 1053.0 14.2 108.4 91 N 18 477950/740200
00 01/09/95 1053.5 13.3 108.8 91 N 18 477930/740650
SC-Sand Cone ASTM D1556-64; DC-Drive cylinder ASTM D2937-71; R&R-Removed &
I Replaced; N-Nuclear ASTM 3017; NG-Natural Ground; FG-Finish Grade
TEST FAILED, SEE RETEST
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I TABLE IV
RESULTS OF COMPACTION TESTS
lOb No: 362401.22 Name: LandGrant Date: March 1995
lEST TEST ELEV / MOISTURE UNIT DRY' REL. SOIL LOCATION
NO. DATE DEPTH CONTENT DENSITY COMPo TYPE NORTH/EAST
(FT.) (%) (PCF) (%) *
I 1 01/12/94 1042.0 6.1 101. 6 93 N 1 478460/740655
2 01/12/94 1040.0 4.7 103.8 95 N 1 478495/740600
3 01/12/94 1039.0 3.5 105.4 96 N 1 478555/740610
4 01/12/94 1040.0 3.7 101. 9 93 N 1 478415/740565
I 5 01/12/94 1039.0 4.6 102.2 93 N 1 478520/740535
6 01/13/94 1040.0 9.5 113.0 92 N 2 478545/740585
7 01/13/94 1042.0 10.3 113.8 93 N 2 478500/740625
I 8 01/13/94 1044.0 10.4 114.3 93 N 2 478450/740620
9 01/14/94 1042.0 11.0 111. 7 91 N 2 478480/740545
10 01/14/94 1044.0 10.5 112.9 92 N 2 478395/740595
11 01/14/94 1041. 0 3.3 99.7 91 N 1 478300/740725
1 12 01/14/94 1044.0 8.0 110.3 90 N 2 478535/740515
13 01/14/94 1045.0 9.7 110.6 90 N 2 478450/740570
14 01/14/94 1046.0 9.1 114.3 93 N 2 478560/740585
15 01/14/94 1045.0 7.3 112.6 92 N 2 478430/740645
I 16 01/14/94 1043.0 10.6 106.3 92 N 3 478355/740670
17 01/14/94 1044.0 10.9 107.8 93 N 3 478265/740755
18 01/14/94 1045.0 9.1 111.5 91 N 2 478355/740710
119 01/14/94 1046.0 8.3 110.6 90 N 2 478265/740730
20 01/14/94 1040.0 3.4 106.6 97 N 1 478270/740635
21 05/31/94 1047.0 1.0 102.9 94 N 1 478640/740475
22 05/31/94 1050.0 10.5 117.8 96 N 2 478540/746525
123 05/31/94 1051.0 7.4 112.0 92 N 2 478390/740635
, 24 05/31/94 1051. 0 14.0 109.6 90 N 2 478525/740585
25 05/31/94 1052.0 10.4 117.8 96 N 2 478290/740650
26 05/31/94 1045.0 15.9 108.6 89 N 2 478455/740440
127 05/31/94 1044.0 15.4 108.8 89 N 2 478230/740520
28 05/31/94 1052.0 5.4 116.5 95 N 2 478460/740660
29 05/31/94 1041. 0 12.4 109.2 89 N 2 478140/740340
I 30 05/31/94 1045.0 6.2 113.9 93 N 2 478370/740265
31 05/31/94 1045.0 7.9 114.3 93 N 2 478535/740285
32 06/01/94 1053.0 11.4 114.3 93 N 2 478560/740570
33 06/01/94 1053.0 8.8 120.5 99 N 2 478310/740700
I 34 06/01/94 1048.0 10.5 112.1 92 N 2 478670/740460
35 06/01/94 1047.0 9.0 114.3 93 N 2 478595/740310
36 06/01/94 1046.0 12.0 116.5 95 N 2 478455/740335
37 06/01/94 1079.0 8.7 115.5 94 N 2 478260/740390
138 06/01/94 1045.0 9.8 116.7 95 N 2 478290/740535
39 06/01/94 1046.0 9.5 115.4 94 N 2 478430/740480
40 06/01/94 1049.0 8.8 114.0 93 N 2 478610/740445
141 06/01/94 1048.0 10.0 114.1 93 N 2 478525/740275
42 06/01/94 1046.0 11.1 108.8 94 N 3 478290/740350
43 06/01/94 1045.0 12.3 110.0 96 N 3 478120/740425
44 06/01/94 1047.0 12.6 108.2 94 N 3 478340/740465
145 06/01/94 1049.0 10.2 111.1 96 N 3 478580/740380
46 06/01/94 1047.0 12.8 111.9 97 N 3 478445/740245
47 06/01/94 1049.0 11.7 107.3 93 N 3 478590/740260
148 06/01/94 1047.0 9.5 112.4 92 N 2 478415/740380
49 06/01/94 1046.0 9.8 109.7 90 N 2 478250/740470
50 06/01/94 1045.0 2.3 114.7 94 N 2 478495/740020
51 06/01/94 1043.0 2.8 112.7 92 N 2 478315/740075
152 06/02/94 1049.0 10.8 116.1 95 N 2 478710/740580
53 06/02/94 1051. 0 9.7 108.2 88** N 2 478685/740525
53A 06/02/94 1051. 0 11.4 114.3 93 N 2 478685/740525
54 06/02/94 1050.0 11.1 116.6 95 N 2 478500/740335
I --z,\
I TABLE IV
RESULTS OF COMPACTION TESTS
lOb No: 362401.22 Name: LandGrant Date: March 1995
,EST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL LOCATION
NO. DATE DEPTH CONTENT DENSITY COMPo TYPE NORTH/EAST
(FT.) (%) (PCF) (%)*
I 55 06/02/94 1048.0 9.2 115.7 95 N 2 478280/740450
56 06/02/94 1050.0 10.0 118.0 96 N 2 478615/740355
57 06/02/94 1049.0 8.8 117.1 96 N 2 478370/740425
58 06/02/94 1050.0 9.5 119.8 96 N 2 478320/740515
I 59 06/02/94 1051. 0 9.6 117.6 96 N 2 478505/740400
60 06/02/94 1043.0 4.0 115.0 88 N 2 478205/740190
61 06/02/94 1052.0 7.0 116.5 95 N 2 478660/740400
I 62 06/02/94 1051.0 10.7 114.5 94 N 2 478380/740495
63 06/02/94 1046.0 14.5 110.2 95 N 3 478490/740085
64 06/02/94 1045.0 12.3 110.0 95 N 3 478305/740190
65 06/02/94 1043.0 12.5 98.0 80** N 2 478155/740295
I 65A 06/02/94 1043.0 11.8 113.5 93 N 2 478155/740295
66 06/02/94 1045.0 9.7 113.9 93 N 2 478185/740260
67 06/02/94 1046.0 10.7 116.4 95 N 2 478280/740140
68 06/02/94 1042.0 7.0 107.7 93 N 3 478120/740020
I 69 06/02/94 1043.0 6.6 106.6 92 N 3 478320/739875
70 06/03/94 1044.0 12.1 104.1 90 N 3 478425/739860
71 06/03/94 1043.0 12.7 105.1 91 N 3 478230/739960
I 72 06/03/94 1045.0 10.8 106.9 92 N 3 478390/739945
73 06/03/94 1044.0 10.1 106.8 92 N 3 478185/740045
74 06/03/94 1044.0 12.9 102.6 89 N 3 478575/740670
75 06/03/94 1046.0 11.6 107.2 93 N 3 478465/739900
,I 76 06/03/94 1046.0 8.9 112.7 92 N 2 478295/739985
77 06/03/94 1045.0 ~ 9.5 115.2 94 N 2 478170/740095
78 06/03/94 1047.0 9.9 113.6 93 N 2 478425/740095
79 06/03/94 1046.0 7.9 115.2 94 N 2 478175/740150
I 80 06/03/94 1048.0 12.2 105.3 91 N 3 478550/740105
81 06/03/94 1048.0 9.8 105.1 91 N 3 478375/740175
82 06/03/94 1047.0 10.0 106.9 92 N 3 478240/740240
I 83 06/03/94 1046.0 10.4 108.2 94 N 3 478135/740400
84 06/03/94 1047.0 7.3 119.7 92 N 4 478375/739850
85 06/03/94 1047.0 7.5 121. 2 93 N 4 478200/740005
86 06/03/94 1048.0 6.9 120.5 93 N 4 478430/739930
I 87 06/03/94 1046.0 12.7 101. 3 88 N 3 478340/740830
88 06/03/94 1048.0 12.9 103.2 89** N 3 478215/740075
88A 06/03/94 1048.0 11.5 106.6 92 N 3 478215/740075
I 89 06/06/94 1045.0 9.7 104.1 90 N 3 478620/740650
90 06/06/94 1046.0 12.2 111.2 91 N 2 478530/740645
91A 06/06/94 1047.0 16.1 111.1 91 N 2 478600/740615
91 06/06/94 1047.0 12.3 109.0 89** N 2 478600/740615
I 92 06/06/94 1047.0 12.8 115.5 94 N 2 478360/740775
93 06/06/94 1048.0 11.2 119.3 92 N 4 478465/740720
94 06/06/94 1048.0 8.2 119.9 92 N 4 478300/740850
95 06/06/94 1049.0 8.5 121. 3 93 N 4 478540/740725
I 96 06/06/94 1049.0 7.3 119.8 92 N 4 478305/740790
97 06/06/94 1044.0 12.0 115.9 89 N 4 478730/740230
98 06/06/94 1050.0 8.5 119.7 92 N 4 478685/740645
99 06/06/94 1050.0 8.2 121. 3 93 N 4 478495/740750
1100 06/06/94 1050.0 8.0 124.1 95 N 4 478325/740910
101 06/06/94 1051. 0 9.1 121.1 93 N 4 478530/740695
102 06/06/94 1051.0 11.7 112.3 92 N 2 478260/740865
1103 06/06/94 1052.0 10.5 110.3 90 N 2 478630/740600
104 06/06/94 1052.0 10.2 112.3 92 N 2 478410/740815
105 06/06/94 1050.0 11.0 112.4 92 N 2 478180/740725
106 06/06/94 1043.0 12.3 109.7 89 N 2 478580/739860
I z,'Z--
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I TABLE IV
RESULTS OF COMPACTION TESTS
lOb No: 362401. 22 Name: LandGrant Date: March 1995
lEST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL LOCATION
NO. DATE DEPTH CONTENT DENSITY COMPo TYPE NORTH/EAST
(FT.) (%) (PCF) (%)*
1107 06/06/94 1048.0 8.7 119.5 98 N 2 478190/740730
108 06/16/94 1044.0 11.4 115.5 94 N 2 478640/739870
109 06/16/94 1045.0 12.3 112.6 92 N 2 478645/740140
110 06/16/94 1046.0 10.9 116.6 95 N 2 478810/740370
1111 06/16/94 1046.0 11.9 112.5 92 N 2 478630/739975
112 06/16/94 1047.0 10.2 115.0 94 N 2 478740/740210
113 06/16/94 1047.0 12.8 115.1 94 N 2 478560/739915
1114 06/16/94 1047.0 12.1 113.7 93 N 2 478740/740120
115 06/16/94 1048.0 9.5 117.7' 96 N 2 478715/740385
116 06/16/94 1048.0 13.7 114.7 94 N 2 478685/739970
117 06/16/94 1049.0 10.8 115.7. 95 N 2 478775/740320
1118 06/16/94 1049.0 11.2 110.2 90 N 2 478530/739850
119 06/16/94 1049.0 10.6 115.8 95 N 2 478670/740065
120 06/16/94 1050.0 11.9 112.2 92 N 2 478765/740380
121 06/16/94 1050.0 12.1 113.8 93 N 2 478720/740050
1122 06/16/94 1050.0 13.5 96.6 84** N 3 478590/740.105
122A 06/16/94 1050.0 10.5 104.1 90 N 3 478590/740105
123 06/16/94 1050.0 11.7 106.8 92 N 3 478655/740230
1124 06/16/94 1052.0 10.2 106.4 90 N 3 478325/740325
125 06/16/94 1051.0 9.4 104.9 92 N 3 478760/740190
126 06/16/94 1050.0 12.0 104.4 91 N 3 478555/739980
127 06/17/94 1053.0 10.7 105.5 91 N 3 478720/740625
!Ig~ 06/17/94 1053.0 10.4 106.4 92 N 3 478450/740760
06/17/94 1043.0 7.4 - 104.9 91 N 3 478025/740110
130 06/17/94 1042.0 7.1 103.5 89 N 3 478240/739760
131 06/17/94 1053.0 10.8 106.8 92 N 3 478280/740760
1132 06/17/94 1049.0 10.5 104.1 90 N 3 478480/740165
133 06/17/94 1048.0 8.1 107.2 93 N 3 478285/740275
134 06/17/94 1046.0 9.0 108.0 93 N 3 478120/740590
1135 06/17/94 1047.0 7.3 107.6 93 N 3 478080/740495
136 06/17/94 1051. 0 9.3 106.8 92 N 3 478155/740680
137 06/20/94 1051. 0 12.5 112.7 92 N 2 478640/740320
138 11/10/94 1052.0 8.5 112.4 92 N 2 478410/740430
1139 06/20/94 1048.0 8.2 115.2 94 N 2 478135/740530
140 06/20/94 1051. 0 9.3 116.5 95 N 2 478565/740160
141 06/20/94 1049.0 10.6 113 .1- 92 N 2 478485/739955
1142 06/20/94 1048.0 10.6 114.4 93 N 2 478300/739925
143 06/20/94 1042.0 9.2 104.2. 85 N 2 478235/739590
144 06/20/94 1052.0 12.2 104.3 90 N 3 478230/740770
145 06/20/94 1049.0 12.7 106.1 92 N 3 478200/740575
1146 06/20/94 1051.0 10.2 105.6 91 N 3 478180/740520
147 06/20/94 1049.0 10.0 112.3 92 N 2 478355/740000
148 06/20/94 1049.0 12.1 112.5 92 N 2 478135/740060
149 06/20/94 1049.0 12.6 111.2 91 N 2 478245/740175
1150 06/20/94 1050.0 11.9 110.8 91 N 2 478430/740140
151 06/20/94 1049.0 9.9 113.8 93 N 2 478415/740285
152 06/20/94 1050.0 10.2 114.3 93 N 2 478360/740330
1153 06/20/94 1048.0 12.2 110.7 91 N 2 478220/740325
154 06/20/94 1049.0 10.5 114.9 94 N 2 478190/740380
155 06/20/94 1052.0 11.5 110.7 90 N 2 478175/740610
156 06/20/94 1042.0 9.8 109.1 89 N 2 478505/739585
1157 06/21/94 1050.0 12.7 106.3 92 N 3 478415/740025
158 06/21/94 1050.0 11.8 104.1 90 N 3 478245/740100
159 06/21/94 1042.0 11.5 102.7 89 N 3 478040/739880
1160 06/21/94 1044.0 10.4 105.0 91 N 3 478075/740150
2-~
I TABLE IV
lab RESULTS OF COMPACTION TESTS
No: 362401. 22 Name: LandGrant Date: March 1995
lEST TEST ELEV / MOISTURE UNIT DRY REL. SOIL LOCATION
NO. DATE DEPTH CONTENT DENSITY COMPo TYPE NORTH/EAST
(FT.) (%) (PCF) (%)*
1161 06/21/94 1044.0 9.8 105.6 91 N 3 478065/740250
162 06/21/94 1049.0 9.3 107.8 93 N 3 478245/740300
163 06/21/94 1051. 0 10.5 112.9 92 N 2 478475/740220
1164 06/21/94 1051. 0 11.0 110.3 90 N 2 478280/740310
165 06/21/94 1041. 0 9.9 107.0 87 N 2 477925/739755
166 06/21/94 1042.0 9.0 105.3 86 N 2 477930/739930
1*
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SC-Sand Cone ASTM D1556-64; DC-Drive Cylinder ASTM D2937-71; R&R-Removed &
Replaced; N-Nuclear ASTM 3017; NG-Natural Ground; FG-Finish Grade-
TEST FAILED, SEE RETEST
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APPENDIX D
Guidelines For Slope Maintenance
~-6
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GUIDELINES FOR SLOPE MAINTENANCE
Many owners do not realize that their property is in need of special maintenance. Too
often, they become lax in proper maintenance of slope and drainage devices, resulting in
catastrophic consequences.
Guidelines for Slope Maintenance is designed to familiarize property owners with features
of their newly acquired property with which they may not be acquainted.
Governing agencies require hillside property developers to utilize specific methods of
engineering and construction to protect those investing in improved lots or constructed
homes. For example, the developer may be required to grade the property in such a
manner that rain water will safely leave the lot and to plant slopes so that erosion will be
kept to an absolute minimum. He may be required to install permanent drains.
However, once the lot is purchased, it is the buyer's responsibility to maintain these safety
features by observing a prudent program of lot care and maintenance.
The owner who overlooks regular inspection and maintenance of drainage devices and
sloping areas may expose himself to severe financial loss. In addition to his own property
damage, he may be subject to civil liability for damage occurring to neighboring properties
as a result of his negligence.
The following guidelines are for the protection of the buyer's investment and. are of
paramount importance:
1. Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and
proper drainage are not disturbed. Surface drainage should be conducted from the
rear yard, through the sideyard, to the street.
2. All roof and yard runoff should be conducted to either the street or storm drain by
nonerosive devices such as sidewalks, drainage pipes, ground gutters, driveways, etc.
Driveway runoff should be conducted to the street in such a manner as to inhIbit
small soil failures. Do not alter your drainage without first obtaining expert advice.
3. Keep all drains cleaned and unclogged, including gutters and downspouts. During
heavy rain periods, inspect drainage performance often, as this is when trouble
occurs. Watch for gullying and ponding. Correct problems as soon as possible.
4. Any leakage from pools, waterlines, etc. or by passing of drains should be promptly
repaired.e
5. Eliminate animal burrows and animals that make them, as they can cause diversion
of surface runoff, promote accelerated erosion, and even bring about shallow soil
flowage. ..
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11.
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6.
Never alter your slopes without expert advice. If your lot is built on fill, or partly
on fill, consult with a soil engineer whenever you contemplate significant topographic
modification of the lot. Do not spread loose fill over slopes.
7.
Should you contemplate modification of manufactured or natural slopes within your
property, consult with an engineering geologist. Any oversteepening may result in the
need for expensive retaining devices. The undercutting of a toe-of-slope may reduce
the designed safety factor which may result in slope failure.
8.
If unusual cracking, settling or earth slippage occurs, consult a qualified soil engineer
or an engineering geologist immediately.
9.
Be careful with piecemeal or homemade approaches to repair of slope instability as
this can result in exasperation of instability problem.
10.
Remember that most common causes of slope erosion and shallow slope failure are:
A Gross neglect in the care and maintenance of the slopes and drainage devices.
B. Inadequate and/or improper planting. (Replant barren areas as soon as
possible.)
C. Too much irrigation or diversion of runoff over the slope. (Keep plants
watered, but do not overwater.)
Do not let conditions on your property create a problem for your neighbors. By
working together with neighbors to prevent problems, you can not only promote slope
stability, adequate drainage and proper maintenance, but also increase the aesthetic
attractiveness of the community.
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