HomeMy WebLinkAboutTract Map 19872-4 As Graded Geotechnical Report ' AS-GRADED
GEOTECHNICAL REPORT
TRACTS 19872-3 & 19872-4
' WOLF VALLEY
RANCHO CALIFORNIA AREA
RIVERSIDE COUNTY, CALIFORNIA
PREPARED FOR:
' MR. JIM MANISCALCO
H.R. REMINGTON PROPERTIES
' .THREE MONARCH BAY PLAZA, SUITE 202
SOUTH LAGUNA, CALIFORNIA 92677
'. FEBRUARY 23, 1990
PROJECT NO. 101198-05
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' H.R. Remington Properties February 23, 1990
Project No..101188-05
TABLE OF CONTENTS
' Page
Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
,,. Site Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
' Background . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
' Engineering Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
GroundWater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
' Finish Grade Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
' Conclusions and Recommendations. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Illustrations
Figure 1 - Site Location Map
_ Figure 2 - Maximum Density Test Results
Figure 3 - Retaining Wall Drain Detail
Table 1 - Summary of Field Density Tests
Plates 1-4 - As-Graded Geotechnical Map, Tract No. 19872-3 and 19872-4
Annendices
' Appendix A - References
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Geotechnical and Environmental Sciences Consultants
February 23, 1990
Project No. 101188-05
' H.R. Remington Properties
Three Monarch Bay Plaza, Suite 202
South Laguna, California 92677
' Attention: Mr. Jim Maniscalco
Subject: As-Graded Geotechnical Report,
' Tracts 19872-3 & 19872-4,
Wolf Valley, Rancho California Area,
Riverside County, California
' Introduction
' In accordance with your request and authorization, we have performed geotechnical
observation and testing services during the remedial grading operations of Tracts 19872-
' 3 and 19872-4 located in the Rancho California area of Riverside County, California
(Figure 1). This report summarizes our observations and our field and laboratory test
results made during remedial grading operations at the site between December 13, 1989
and February 16, 1990. Geotechnical recommendations regarding construction of the
' proposed one and two-story residential structures are also included.
Site Location
Tract 19872 is a roughly rectangular, approximately 80-acre parcel bounded by Pala Road
' to the east, Via Gilberto to the south, Pechanga Creek to the west and residential property
to the north. This report has been prepared to summarize the as-graded geotechnical
conditions of Tracts 19872-3 (Lots 5 through 60) and 19872-4 (Lots 1 through 78), which
' are located in the central portion of Tract 19872.
' Background
The mass grading for the site was performed in February 1987 under the observation and
' testing of Leighton & Associates, as described in their report dated April 7, 1987
' (Appendix A). Upon completion of the mass grading, utilities were installed in the streets
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'_ 10225 Barnes Canyon Road Suite A-112 • San Diego, California 92 12 1 • Phone(619(457-0400 • Fax 1619( 558-1236
' H.R. Remington Properties February 23, 1990
Project No. 101188-05
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and footing excavations were initiated. Due to the discovery of ground cracks at the site
' in August 1987, construction of the project ceased temporarily while investigations were
performed to evaluate the cause of the ground cracks. Studies performed by Leighton and
' Associates, Inc., indicated that the ground cracks most likely developed along the Wolf
Valley fault as a result of subsidence due to pumping of ground water from nearby wells
' (Appendix A). Trenching was performed by Leighton and Associates Inc., Douglas E.
Moran, Inc., and Ninyo & Moore to locate a zone of ground cracks and fault offsets of the
' Wolf Valley fault, which trends roughly north-south through Tracts 19872-3 and 19872-4.
As a result of the subsurface investigations, a fault setback zone (Restricted Use Zone)was
established by Douglas E. Moran, Inc. This zone, which is shown on their map dated
August 15, 1989, and is shown approximately on the As-Graded Geotechnical Map (Plates
1 through 4), extends for a distance of 50 feet to the west and east of the zone of fault
offsets. The construction of structures for human occupancy is prohibited in the Restricted
Use Zone.
' Upon completion of our investigation of faulting, our firm performed a geotechnical
investigation to evaluate the geotechnical conditions. As discussed in our report dated
' December 1, 1989, limited areas of Tracts 19872-3 and 19872-4 required removal and
recompaction of soil due to inadequate relative compaction of the fill. Areas of pre-
existing, overgrown and eroded footing excavations also required removal and recompac-
tion, as did trenches excavated and backfilled during the investigation of faulting.
Earthwork
' o Earthwork Operations and Testine
The remedial grading operations for Tracts 19872-3 and 19872-4 were performed
' under the observation and testing of our firm between December 13, 1989, and
February 16, 1990. We did not observe and test the underground utility trench
backfill since the'utilities were installed during the mass grading and were observed
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' H.R. Remington Properties February 23, 1990
Project No. 101188-05
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and tested by others. In addition, we understand that Lots 1 through 4 in Tract
' 19872-3 are not owned by our clients; therefore, no remedial grading was performed
by our firm on these lots.
The remedial grading of Tracts 19872-3 and 19872-4 was performed concurrently with
' the remedial grading of Tracts 19872-5 and 19872-6, located generally west and
northwest of Tracts 19872-3 and 19872-4. Only the results of our observation and
testing for Tracts 19872-3 and 19872-4 are presented in this report. The results of
the grading observation and testing for Tracts 19872-5 and 19872-6 will be presented
' under separate cover.
Grading observations and field density testing of compacted fills were performed by
our representatives, who were on-site during the remedial grading operations. The
40-scale grading plans for the subject property, prepared by McCutchan Property
Consultants, Inc., dated February 26, 1986, were utilized for our work during the
grading operations and for-preparation of the As-Graded Geotechnical Map (Plates
1 through 4). The grading contractor on the site was Grand Terrace Construction.
During the remedial grading operations, the remedial removals, and other on-site
' excavations were observed, as necessary, by a geologist from our firm.
' Prior to the commencement of remedial grading, vegetation and debris were stripped
and removed from areas to be graded. Loose artificial fill soils and loose native
alluvial soils were then removed within the areas of proposed remedial grading in
accordance with our field recommendations and our report dated December 1, 1989
(Appendix A). Prior to the placement of compacted fills, the ground was scarified,
' moisture conditioned to near optimum moisture content, and recompacted to at least
90 percent of the laboratory maximum dry density, as evaluated by ASTM D1557-78.
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o Remedial Alluvial Removals
' Potentially compressible alluvial soils encountered within Tracts 19872-3 and 19872-
4 were removed in accordance with the field recommendations and the recommenda-
tions presented in our report dated December 1, 1989, prior to the placement of
compacted structural fills. These areas, which are shown on the As-Graded
' Geotechnical Maps (Plates 1 through 4), were removed to moist, dense, competent
material. The alluvial removal was performed in Tract 19872-3 at the rear of Lots
' 54 and 55 on El Torito Court to a depth of approximately 6 feet. Alluvium was
removed in Tract 19872-4 on Lots 71 through 78 to a maximum depth of ap-
proximately 8 feet. The remaining portions of Lots 71 through 78 were overex-
cavated 3 feet to reduce the fill differential across the lots.
o Lots Overexcavated 3 Feet Due to the Presence of Footing Excavations
' Several lots were overexcavated 3 feet within the proposed building area and a
distance of approximately 5 feet outside the proposed building area due to the
presence of eroded and overgrown footing excavations. The following lots were
overexcavated: Tract 19872-3, Lots 49 through 60 and Tract 198724, Lots 13 through
' 18, 26 through 41, 43 through 47 and 53 through 54.
' o Remedial Removals of Pre-Existine Fill Soils
Pre-existing fill soils with low relative compactions and/or low moisture contents were
' removed, moisture conditioned and recompacted to at least 90 percent of the
maximum dry density in accordance with our field recommendations and our
' geotechnical report dated December 1, 1989. These areas were removed to moist,
dense, competent material with relative compactions of at least 90 percent of the
' maximum dry density and moisture contents at or near optimum moisture. Removals
were performed of exploratory trench backfills from our subsurface investigation and
the investigations performed by others, and of pre-existing fills from the mass grading
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' H.R. Remington Properties February 23, 1990
Project No. 101188-05
' performed in February 1987, in areas where fills had low compactions and/or low
' moisture contents. The areas of trench backfill removal and recompaction are shown
on Plates 1 through 4.
Due to the depth of some of the exploratory trenches and the unsafe conditions
' associated with entering the trenches to perform field density tests, most of the
trenches were not tested below a depth of 5 feet. Observations were made of the
backfilling operations and, in our opinion, it appeared that sufficient compactive
effort was applied to properly compact the soil.
Trench T-3, which was excavated by our firm and loosely backfilled during our
investigation of faulting, was not removed and recompacted. This trench, which was
located in Tract 19872-4 on Lots 8 through 12 (see our report dated December 1,
1989) could not be located in the field during remedial grading. Since trench T-3,
which was excavated to a maximum depth of 5 feet and width of 2 feet, was loosely
backfilled and was not removed and recompacted during the remedial grading
' operations, we recommend that the footing excavations for structures on Lots 8
through 12 be parefully probed by the geotechnical consultant prior to placing
concrete. If loose material is encountered in the footing excavations, we recommend
' that the loose material be removed and recompacted to 90 percent. Alternatively,
the loose material should be removed and the resulting excavation should be filled
with concrete.
' As of the date of this report, one area of trench backfill on East Loma Linda Road
adjacent to Lot 25, near the intersection of Zuma Drive, still needs to be removed
' and recompacted. A water line was broken during remedial grading and the water
line was repaired; however, an area of loose backfill remains to be removed and
recompacted. We understand that this removal and recompaction will be performed
within a few weeks.
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' H.R. Remington Properties February 23, 1990
Project No. 101188-05
o Fill Compaction
Our observations and test results indicate that the structural fills placed during the
' remedial grading of Tracts 19872-3 and 19872-4 have been compacted to at least 90
percent relative compaction based on ASTM D1557-78. The results of our field
' density tests in fills placed and compacted during remedial grading are included in
Table 1. The laboratory evaluations of maximum dry density and optimum moisture
content of representative samples of the fill soils are presented in Figure 2. The ap-
proximate extent of compacted fill and locations of field density tests are presented
on the As-Graded Geotechnical Map (Plates 1 through 4).
o Transition Lots
Transition (cut/fill) building pads were undercut a minimum of 3 feet below finish
grade. The undercut portion of these pads was baclfilled in accordance with the
recommendations in our report dated December 1, 1989. In Tract 19872-4, Lots 13
through 18 had not been undercut 3 feet during the mass grading operations so they
were undercut during the remedial grading.
o Fault Setback Zone
Since the fault setback zone (Restricted Use Zone) is not intended for habitable
structures, only limited remedial grading was performed in this zone. The remedial
_ grading observed and tested by our firm in the fault setback zone consisted primarily
' of removal and recompaction of loose backfill in the exploratory fault trenches. The
backfill was compacted to a minimum of 90 percent of the maximum dry density.
The following lots are within the fault setback zone and, therefore, field density tests
' were not performed on these lots by our firm (except in exploratory trench backfill):
Tract 19872-3, Lots 10 through 14 and 45 through 47, and Tract 19872-4, Lots 19
through 25, Lot 42, Lots 48 through 52, and Lots 61 through 63. Lots 43 and 53 are
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' H.R. Remington Properties February 23, 1990
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' also within the fault setback zone; however, a few field density tests were taken on
' these lots.
' The.grades on some of the lots in the fault setback zone were lowered in order to
utilize soil from the fault setback zone in other areas of the site. Minor regrading
to provide positive drainage was performed and limited testing was performed in the
' regraded areas.
' o Lots Scarified and Recomnacted in the Upper 12 Inches
As recommended in our geotechnical report dated December 1, 1989, lots that were
not overexcavated during remedial grading and that were not located in the fault
' setback zone were scarified to a depth of approximately 12 inches. The soil was
moisture conditioned to near optimum moisture content and recompacted to a
minimum of 90 percent relative compaction. The following lots were scarified and
'. recompacted in the upper 12 inches: Tract 19872-3, Lots 5 through 9, Lots 15
through 31, Lots 32 through 44, and Tract 19872-4, Lots 1 through 12, Lots 55
' through 60 and Lots 64 through 70.
' Engineering Geology
The geologic units encountered during remedial grading are generally similar to those
described in our report dated December 1, 1989. The approximate limits of the geologic
units mapped within the project boundary are indicated on the As-Graded Geotechnical
Maps (Plates 1 through 4). A brief description of the geologic units encountered is
presented below:
' o Undocumented Fill Soils
Some undocumented piles of loose end-dumped fill soils were encountered at various
' locations on the site. These fill soils were removed.
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H.R. Remington Properties February 23, 1990
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' o Exploratory Trench Backfill
' During the remedial grading operations the trench backfills from our geotechnical
investigation of the site were removed, moisture conditioned and recompacted in
' accordance with our recommendations. The appropriate limits of trench backfill
removal and recompaction are shown on the As-Graded Geotechnical Map (Plates
' 1 through 4).
o Fill Soils - L4ap Symbol-Qafl
Fill soils were placed and compacted during the remedial grading of the site under
the observation and testing of Ninyo & Moore. The approximate limits of the
compacted fill soils on the site are indicated on Plates 1 through 4.
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o Alluvium - (Map Symbol-gal)
' Some deposits of potentially compressible alluvium were encountered during the
remedial grading. These soils were removed to moist, dense, competent materials
' prior to the placement of structural fills in accordance with our field recommenda-
tions and the project geotechnical report dated December 1, 1989. The alluvium
consisted primarily of light gray to brown, silty sands and sandy silts. The alluvium
was encountered primarily east of the Wolf Valley fault and in the southwestern
' portion of Tract 19872-4.
o Pauba Formation - (Map Symbol-(b)
' The Pauba Formation was encountered west of the Wolf Valley fault. The Pauba
Formation consists primarily of medium brown to red-brown, medium dense to dense,
silty sandstone with lenses of gravel and cobbles.
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' H.R. Remington Properties February 23, 1990
Project No. 101188-05
' Ground Water
No ground water was encountered during the remedial grading operations. Our
' geotechnical investigation report suggested that the depth to the ground water table is a
minimum of 25 feet below existing grade.
Finish Grade Soils
' Visual observations and laboratory expansion testing during our geotechnical investigation
suggest that the finish grade soils have a very low potential for expansion as determined
by UBC Standard 29-2. Expansion test results are presented in our report dated
December 1, 1989.
CONCLUSIONS AND RECOMMENDATIONS
' The remedial grading of Tracts 19872-3 and 19872-4 was generally performed in
' accordance with our field recommendations and the recommendations contained in our
geotechnical report dated December 1, 1989. Our observations and field and laboratory
' test results indicate that the structural fill soils placed during grading have been compacted
to at least 90 percent relative compaction as evaluated utilizing test methods ASTM
' D1556-82, D2922-81, D2937-83, and D1557-78.
Foundation and Slab Design
Foundations and slabs should be designed in accordance with structural considerations and
' the following recommendations. The foundations are not intended to control differential
movement of soils. Minor cracldng of the foundations and slabs due to soil movement
'. may occur. The following recommendations may be utilized for one or two-story wood-
frame residential structures.
H.R. Remington Properties February 23, 1990
Project No. 101188-05
' o Footings
The proposed residences may be supported by conventional continuous or isolated
' spread footings founded in properly compacted fill materials at a minimum depth
of 12 inches below the lowest adjacent finished grade for one-story residences and
' at a minimum depth of 18 inches for two-story residences. Isolated footings should
have a minimum width of 18 inches and should be reinforced in accordance with
structural considerations. Isolated exterior footings utilized for column support of
entry porches should be connected to the continuous footings with a grade beam.
The grade beam should be reinforced with one No. 4 steel reinforcing bar, top and
bottom.
Continuous footings should have a minimum width of 12 inches for a one-story
residence and 15 inches for a two-story residence. The footings should be
'- reinforced with at least two No. 4 steel reinforcing bars, on placed near the top
' and one near the bottom.
When founded as above, spread and isolated footings may be designed using a
maximum allowable bearing capacity of 2,000 pounds per square foot. The
' allowable bearing pressure may be increased by one-third when considering loads
of short duration such as wind or seismic forces. Our laboratory testing and
calculations indicate that total settlements for footings, designed in accordance with
'- the above recommendations, should be less than one inch for this type of light
' construction.
' o Floor Slabs
We understand that post-tension foundation systems may be constructed for the
proposed residences on the site. If post-tension slabs are to be constructed, we
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1 H.R. Remington Properties February 23, 1990
Project No.. 101188-05
recommend that the foundation system be designed by a qualified structural
engineer in accordance with the guidelines provided by the Post-Tensioning
' Institute. If a post-tension foundation system is not utilized, we recommend that
the footings and slabs be constructed as described below.
' All concrete slabs-on-grade should be designed in accordance with structural
considerations and the following recommendations. These recommendations are
based on our observations that the soils within 3 feet of finished pad grade have
very low expansion potential.
Concrete slab-on-grade floors (garages included) should have a minimum thickness
of 4 inches. If moisture-sensitive floor coverings are to be installed, we recom-
mend that the slab be underlain by 2 inches of clean sand, which is underlain by
a 6-mil visqueen moisture barrier which is, in turn, underlain by 2 inches
(minimum) of clean sand. The upper 2 inches of clean sand is recommended to
' protect the visqueen moisture barrier and aid in the curing of the concrete. The
moisture barrier may be eliminated for garage slabs. If moisture barriers are not
used, we recommend that garage slabs be underlain by a minimum of 4 inches
' of clean sand. Further, we recommend that prior to the placing of the slab, the
subsurface soils should be pre-moistened, if necessary, to attain a moisture content
' that is above optimum moisture content.
' Minimum reinforcement in the slab should consist of 6x6-10/10 (6x6-W1.4/W1.4)
welded wire mesh throughout. The wire mesh should be sheet stock, and care
' should be taken to see that the mesh is placed in the middle one-third of the slab
height. We recommend that the wire mesh be placed on chairs to aid in proper
' placement of the reinforcement. We further recommend, as part of your contract
with the concrete subcontractor, that the concrete subcontractor assures the mesh
' will be placed in the slab per the above recommendations. Reinforcement
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H.R. Remington Properties February 23, 1990
Project No. 101188-05
' materials should be observed by a representative of a qualified materials testing
' laboratory prior to pouring slabs.
Our past experience indicates that there is a relatively high degree of difficulty
' involved in the proper placement of welded wire mesh reinforcement within the
' floor slab. It is our opinion that appropriate placement of rebar reinforcement
with the use of chairs is more easily accomplished than welded wire mesh. Based
on the above, we recommend the use of rebar reinforcement in the concrete floor
' slabs be considered as an alternative. If this alternative is utilized, concrete floor
slabs may be reinforced with No. 3 rebars, spaced 24 inches apart, placed in both
directions. The reinforcing steel bars should be properly placed in the middle one-
third of the slab (supported on chairs) and maintained in that position during
concrete placement.
' . o Moisture Conditioning and Concrete Placement
Prior to placement of the new slabs, we recommend that the subgrade soils be
moisture conditioned under the observation of the geotechnical consultant. In
order to reduce the potential for shrinkage cracks in the concrete during curing,
we recommend that the concrete be placed with a maximum slump of 4 inches.
' The slump should be checked at the site by a representative of a qualified
materials testing laboratory prior to placement. We further recommend that crack
control joints be provided in the slabs in accordance with the recommendations of
a structural engineer to reduce the potential for distress due to minor soil
movement and concrete shrinkage in both the floor and garage slabs.
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' H.R. Remington Properties February 23, 1990
Project No. 101188-05
'. Building Setbacks for Slopes
' We recommend a minimum setback of 8 feet from the face of slopes for all building foun-
dations proposed near the top of slopes. The setback should not be less than 8 feet and
need not be greater than 10 feet.
' . Lateral Resistance and Earth Pressures
The following recommendations may be utilized for foundations and retaining walls on the
' site. Foundations placed in firm, natural soils or properly compacted fill soils may be
designed using a coefficient of friction of 0.35 (total frictional resistance equals coefficie-
nt of friction times the dead load). A design passive resistance value of 300 psf per foot
of depth (with a maximum value of 3,000 psf) may be used. The allowable lateral
' resistance can be taken as the sum of the frictional resistance and the passive resistance
provided the passive resistance does not exceed two-thirds of the total allowable resistance.
The passive resistance values may be increased by one third when considering loads of
short duration such as wind or seismic forces.,
Retaining walls backfilled using granular soils should be designed using the following
. equivalent fluid pressures.
' F4uivalent Fluid Unit Weights
(pounds per cubic foot)
' Level Backfill 2:1 Sloe Backfill
' Cantilever wall/crib wall (yielding) 35 45
Restrained wall (nonyielding) 60 80
1;
The above values assume non-expansive backfill and free-draining conditions. Measures
should be taken to prevent moisture buildup behind all retaining walls. Drainage measures
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H.R. Remington Properties February 23, 1990
Project No. 101188-05
' should include free draining backfill materials and perforated drains, as designed by the
project architect or structural engineer. Drains should be connected to outlets located
' away from the structure. A typical drainage design is attached as Figure 3, Retaining Wall
Drain Detail. Walls should further be waterproofed in accordance with the recommenda-
tions of the project architect. Retaining wall footings should be designed in accordance
with the foundation design recommendations presented in this report and reinforced in
' accordance with structural considerations.
Exterior Flatwork
To reduce the potential for distress to the exterior flatwork caused by minor settlement or
expansion of the underlying soils, we recommend that exterior flatwork have crack control
joints with appropriate spacings designed by the structural engineer. Efforts should be
made to maintain a uniform moisture content in the underlying soils, and positive drainage
should be established and maintained adjacent to all flatwork.
Drainage
Positive surface drainage should be established and controlled at all times. We recom-
mend that all future structures have eave drains and roof gutters to collect roof runoff.
Positive drainage should be provided to direct surface water away from any future
' structures, toward the streets or suitable drainage facilities. Positive drainage may be
defined as a slope of at least two percent for a distance of at least five feet away from
' foundations and the top of slopes. Runoff should then be directed by the use of swales
and/or pipes into a collective drainage system. Surface waters should not be allowed to
' pond adjacent to footings. Area drains in the areas of decking and lawns are recom-
mended. We recommend that positive drainage away from the tops of slopes be provided
' and maintained. Lot drainage should be directed such that surface water on slopes is
minimized.
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H.R. Remington Properties February 23, 1990
Project No..101188-05
Limitations
' The field investigation, laboratory testing, and geotechnical analyses presented in this
report have been conducted in accordance with current engineering practice and the
standard of care exercise by reputable geotechnical consultants performing similar tasks in
this area. No other warranty, expressed or implied, is made regarding the conclusions,
t . recommendations, and professional opinions expressed in this report. Variations may exist
and conditions not observed or described in this report may be encountered during
' construction. Our conclusions and recommendations are based on an analysis of the
observed conditions. If conditions different than those described in this report are
encountered, our office should be notified and additional recommendations, if required,
will be provided upon request. In addition, it should be noted that the near-surface soils
on all lots or graded slopes may become disturbed as a result of erosion, traffic, or other
factors which are beyond our control, and may need to be reworked as part of future
development.
The precision of the field density tests and maximum dry density tests are not exact and
variations should be expected. The American Society for Testing Materials has recently
investigated the precision of ASTM Method No. D1557-78 and has concluded the accuracy
of the maximum dry density is approximately 4 percent of the mean value, and the
' accuracy of the optimum moisture content is approximately 15 percent of the mean value.
The precision of the field density tests has not yet been determined; however, it must be
recognized that these tests are also subject to variations in accuracy.
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t" H.R. Remington Properties February 23, 1990
Project No. 101188-05
We sincerely appreciate this opportunity to be of service on this project. If you have any
questions regarding this report, please do not hesitate to contact the undersigned.
t :
Very truly yours,
NINYO & MOORE
1:
Cliffor . Craft,QCE 28832/GE 243 Grego T. Farrand, CEG 1087
Chief Geotechnical Engineer Principal Geologist
MAS/CAP/CAC/GTF/srf �\S`�PE D G Eon
'
Distribution: (6) Addressee oI T. Fg9 yip
(1) Mr. Karl Kretzschmar r Ho. 1087 P92.,� Certified CIfir.—�,- •- Engineering
Geol ist
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REFERENCE0988 Thomas Guide, San Bernardino and Riverside Counties Street Guide & Directory
1
0 2640 5280
1 . Scale In Feet
1 NORTH
SITE LOCATION MAP
TRACT 19872-3 AND 19872-4
1 �yo&ffinore RANCHO CALIFORNIA AREA
RIVERSIDE COUNTY, CALIFORNIA
1 PROJECT NO• DATE FIGURE 1
101188-05 1 2/90 :T
1
' OPTIMUM
SOIL TYPE MAXIMUM DRY MOISTURE
NO. SOIL DESCRIPTION DENSITY (PCF) CONTENT M
' 2 Dark brown clayey SAND 130.9 8.2
' 4 Dark brown silty SAND 128.1 9.6
6 Brown slightly clayey silty SAND 134.1 7.7
' 7 Brown slightly clayey silty SAND 134.0 7.3
8 Brown silty SAND 132.8 7.5
' 11 Dark brown sandy SILT 128.1 9.8
12 Brown-tan silty SAND 123.7 10.9
' 13 Brown silty SAND 130.E 7.7
THE AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) HAS EVALUATED THE PRECISION OF THE MAXIMUM
DENSITY TEST METHOD (ASTM D1557-78) , AND HAS INDICATED THAT VARIATIONS IN THE TEST RESULTS CAN
OCCUR. ASTM DEFINES THE ACCEPTABLE RANGE OF TWO RESULTS IN TABLE 3 IN THE TEXT OF ASTM D1557-78.
' THE RANGE IS CONSIDERED ACCEPTABLE IF THE DIFFERENCE BETWEEN ANY TWO RESULTS EXPRESSED AS A PER-
CENTAGE OF THE AVERAGE VALUE OF THE TWO RESULTS DOES NOT EXCEED 4.0 PERCENT. AS YET, ASTM HAS NOT
REPORTED PRECISION VALUES FOR FIELD DENSITY TEST METHODS, BUT WE EXPECT THAT VARIATIONS IN THE FIELD
DENSITY TEST RESULTS COULD ALSO OCCUR. ACCORDINGLY, THE ACCURACY OF THE RELATIVE COMPACTION VALUES
PRESENTED IN THIS REPORT IS DEPENDENT.ON THE PRECISION OF THE ASTM TEST METHOD, AND THEREFORE, THE
TEST RESULTS MAY BE SUBJECT TO VARIAIYION.
pEpyKnm N•9e1AL ACCOIDANZ WM"M D11167-71L
MAXIMUM DENSITY TEST RESULTS
' •N TRACT 19872-3 AND 19872-4 i��v�/�/►oore RANCHO CALIFORNIA AREh
RIVERSIDE COUNTY, CALIFORNIA
' PROJECT NO. DATE
FIGURE 2.
101188-05 1 2/90
' FILTER MATERIAL
Filter material shall be Class 2 permeable
' material per State of California Standard
Specifications or approved alternate
geofabric drain system.
Class 2 grading as follows:
' SIEVE SIZE PERCENT PASSING
1. 100
' 314 90-100
3 r8* 40-100
No. 4 25-40
No. 8 18-33
No. 30 5-15
No. 50 0-7
' No. 200 0-3
' q%-0—
FILL, COMPACTED TO AT LEAST
CENT RELATIVE COMPACTION'k
RETAINING WALL CLASS 2 PERMEABLE FILTER MATERIAL,
COMPACTED TO AT LEAST 90 PERCENT.
RELATIVE COMPACTION*
° ° o
0
0 0
1' MIN. VARIES
0 0 0 °
0 O 0
' 0 0 °
FINISHED GRADE o 0 0 0
00 0 0
' 6 MIN. 0 0
-�- 0
3.
WALL FOOTING 47 DIAMETER PERFORATED SCHEDULE
'. .; 40 PVC PIPE OR EQUIVALENT INSTALLED
. .. WITH PERFORATIONS DOWN. MINIMUM
1 PERCENT GRADIENT TO JUST BEYOND
WALL AND THEN NON-PERFORATED PIPE
' TO STREET OR SUITABLE OUTLET.
' BASED ON ASTM DISq7-78
' NOT TO SCALE FIGURE 3
' N%%I�O�MOONe RETAINING WALL i>,
DRAIN DETAIL
TABLE 1
' SUMMARY OF FIELD DENSITY TESTS FOR TRACTS 19872-3 AND 19872-4
Apppprox Moisture Content Dry Density Relative SoiL
Test Test Elev. Field Optimm Field Max. Compaction Type
' No. Date of Test Location (feet) (X) (%) (pcf) (pcf) I%) No. Remarks
1# 12/14/89 CF LOT NO. 58 TRACT 3 42.0 7.9 9.6 119.5 128.1 93 4
2* 1Z/14/89 CF LOT NO. 59 TRACT 3 44.0 9.3 9.6 117.6 128.1 92 4
3# 12/14/89 CF LOT NO. 55 TRACT 3 42.5 7.9 9.6 111.0 128.1 87 4 RETEST ON 4#
' 4# 12/14/89 CF LOT NO. 55 TRACT 3 42.5 9.3 9.6 115.9 128.1 90 4 RETEST OF 3#
5* 12/15/89 CF LOT NO. 53 TRACT 3 47.0 13.8 9.6 117.3 - 128.1 92 4 RETEST ON 6#
6# 12/15/89 CF LOT No. 54 TRACT 3 47.0 11.7 9.6 117.3 128.1 92 4 RETEST OF 5*
7# 12/15/89 CF LOT NO. 51 TRACT 3 45.5 12.6 9.6 109.3 128.1 85 4 RETEST ON 8#
8# 12/15/89 CF LOT NO. 51 TRACT 3 45.5 10.7 9.6 120.8 128.1 94 4 RETEST OF 7#
9# 12/15/89 CF LOT No. 52 TRACT 3 46.5 12.0 9.6 119.7 128.1 93 4
' 10* 12/18/89 CF LOT NO. 49 TRACT 3 44.5 10.0 7.3 126.7 134.0 95 7
11# 12/18/89 CF LOT NO. 41 TRACT 4 49.0 8.7 8.2 125.3 130.9 96 2
12# 12/18/89 CF LOT NO. 39 TRACT 4 49.5 8.4 8.2 126.2 130.9 96 2
13# 12/18/89 CF LOT NO. 36 TRACT 4 50.5 8.2 8.2 125.6 130.9 96 2
14# 12/18/89 CF LOT NO. 34 TRACT 4 49.5 8.7 8.2 120.2 130.9 92 2
' 15# 12/18/89 CF LOT NO. 32 TRACT 4 49.5 8.5 8.2 120.2 130.9 92 2
16# 121 8/89 CF LOT No. 30 TRACT 4 50.0 8.4 8.2 122.3 133.9 93 2
17* 12/18/89 CF LOT NO. 33 TRACT 4 50.5 11.9 8.2 121.1 130.9 93 2
18* 12/18/89 CF LOT NO. 40 TRACT 4 50.0 12.2 8.2 118.0 130.9 90 2
19# 12/19/89 CF LOT NO. 47 TRACT 4 55.5 8.7 9.6 113.2 128.1 88 4 RETEST ON 20#
20# 12/19/89 CF LOT NO. 46 TRACT 4 55.5 9.3 9.6 119.2 128.1 93 4 RETEST OF 19#
' 21# 12/19/89 CF LOT NO. 44 TRACT 4 55.0 6.7 9.6 120.5 128.1 94 4
22# 12/19/89 CF LOT NO. 42 TRACT 4 54.5 9.3 9.6 116.9 128.1 91 4
23# 12/19/89 CF LOT NO. 16 TRACT 4 55.0 9.5 9.6 1D9.0 128.1 85 4 RETEST ON 24#
24# 12/19/89 CF LOT NO. 16 TRACT 4 55.0 7.9 9.6 117.9 128.1 92 4 RETEST OF 23#
25# 12/19/89 CF LOT NO. 18 TRACT 4 55.5 9.1 9.6 117.6 128.1 92 4
26# 12/19/19 CF LOT N0. 13 TRACT 4 53.0 8.3 9.6 119.2 128.1 93 4
27# 12/19/89 CF LOT NO. 29 TRACT 4 43.5 9.1 9.6 113.7 128.1 89 4 RETEST ON 36#
' 28* 12/19/89 FG LOT NO. 56 TRACT 3 48.6 11.0 9.6 120.1 128.1 94 4
29# 12/19/89 FG LOT NO. 55 TRACT 3 48.7 8.8 8.2 124.E 130.9 95 2
_ 30# 12/19/89 FG LOT N0. 54 TRACT 3 48.8 9.8 8.2 120.E f 130.9 92 2
31# 12/19/89 FG LOT NO. 53 TRACT 3 48.0 9.5 9.6 118.8 128.1 93 4
32* 12/21/89 FG LOT No. 57 TRACT 3 48.3 9.5 9.6 116.2 128.1 91 4
339 12/21/89 FG LOT NO. 58 TRACT 3 47.9 10.7 8.2 124.7 130.9 95 2
34# 12/21/89 FG LOT NO. 59 TRACT 3 47.5 . 10.6 8.2 123.1 130.9 94 2
35# 12/21/89 FG LOT NO. 60 TRACT 3 47.1 8.4 8.2 125.2 130.9 96. 2
369 12/22/89 CF LOT No. 29 TRACT 4 43.5 9.6 9.6 112.6 128.1 88 4 RETEST ON 37#
' 37# 12/22/89 CF LOT NO. 29 TRACT 4 43.5 8.4 9.6 121.9 128.1 95 4 RETEST OF 36#
38* 12/26/89 CF LOT NO. 28 TRACT 4 46.5 8.8 9.6 115.4 128.1 90 4
39* 12/26/89 FG LOT NO. 50 TRACT 3 47.5 9.5 9.6 117.9 128.1 92 4
40* 12/26/89 FG LOT NO. 49 TRACT 3 47.6 10.0 8.2 122.6 130.9 94 2
58# 12/29/89 CF LOT NO. 72 TRACT 4 55.0 10.4 9.8 118.1 128.1 92 11
60# 12/29/89 CF LOT NO. 73 TRACT 4 54.0 9.5 9.8 110.4 128.1 86 11 RETEST ON 61*
' 61* 12/29/89 CF LOT NO. 75 TRACT 4 54.0 10.1 9.8 123.4 128.1 96 11 RETEST OF 60#
62* 01/03/90 CF LOT NO. 75 TRACT 4 57.0 9.8 10.9 114.3 123.7 92 12
63# 01/03/90 CF LOT NO. 76 TRACT 4 60.0 10.6 8.2 125.5- 130.9 96 2
64# 01/03/90 CF LOT NO. 78 TRACT 4 62.0 10.1 9.8 123.9 128.1 97 11
65* 01/04/90 CF LOT NO. 74 TRACT 4 58.0 11.1 9.8 124.1 128.1 97 71
66# 01/04/90 FG LOT NO. 30 TRACT 4 50.0 10.8 9.6 107.8 128.1 -84 4 RETEST ON 319*
67# 01/04/90 FG LOT NO. 31 TRACT 4 50.5 12.3 9.6 111.3 128.1 87 4 RETEST ON 320*
68# O1/04/90 FG LOT NO. 32 TRACT 4 50.9 12.8 9.6 115.1 128.1 90 4
69# 01/04/90 FG LOT NO. 33 TRACT 4 51.0 14.4 9.6 118.8 128.1 93 4
70# 01/04/90 FG LOT NO. 34 TRACT 4 51.2 11.9 8.2 123.8 130.9 95 2
71* 01/04/90 FG LOT NO. 13 TRACT 4 56.5 9.5 8.2 1278 130.9 98 2
' 72* 01/04/90 FG LOT NO. 14 TRACT 4 56.6 12.4 9.6 118:4 128.1 92 4
73* 01/04/90 FG LOT NO. 15 TRACT 4 57.2 11.1 8.2 121.3 130.9 93 2
74# 01/04/90 FG LOT NO. 35 TRACT 4 51.9 11.9 8.2 123.8 130.9 95 2
75# 01/04/90 FG LOT NO. 39 TRACT 4 48.1 9.3 8.2 129.6 130.9 99 2
76# 01/04/90 FG LOT NO. 38 TRACT 4 51.2 11.8 9.6 118.7 128.1 93 4
' 77# 01/04/90 FG LOT NO. 37 TRACT 4 51.4 10.9 8.2 121.0 130.9 92 2
78# 01/04/90 FG LOT NO. 40 TRACT 4 50.1 10.9 8.2 124.7 130.9 95 2
79# 01/04/90 FG LOT NO. 42 TRACT 4 56.2 13.8 8.2 120.8 130.9 92 2
80N 01/D4/90 FG LOT NO. 43 TRACT 4 56.8 10.2 8.2 121.6 130.9 93 2
SY O1/O4/90 FG LOT N0. 16 TRACT 4 57.7 10.9 8.2 127.7 130.9 98 2
82* 01/04/90 FG LOT NO. 17 TRACT 4 58.1 9.9 8.2 131.3 730.9 100 2
' 83* 01/04/90 FG LOT NO. 18 TRACT 4 58.1 9.9 8.2 122.6 130.9 94 2
84# 01/D4/90 FG LOT NO. 44 TRACT 4 58.3 9.9 8.2 725.8 130.9 96 2
85# 01/04/90 FG LOT No. 45 TRACT 4 57.9 14.0 9.6 118.7 128.1 93 - 4
86# 01/04/90 FG LOT No. 46 TRACT 4 56.6 10.4 8.2 125.8 130.9 96 2
87# 01/04/90 FG LOT NO. 14 TRACT 3 59.4 9.1 10.9 113.0 123.7 91 12
' 88* 01/OS/90 FG LOT NO. 15 TRACT 3 62.4 8.3 1o.9 114.9 123.7 93 12
89# O1/05/90 FG LOT NO. 16 TRACT 3 64.1 8.2 10.9 112.2 723.7 91 12
90# 01/05/90 FG LOT NO. 17 TRACT 3 66.4 8.6 10.9 112.6 123.7 91 12
_ 910 01/05/90 FG LOT NO. 18 TRACT 3 69.0 10.9 9.6 119.3 128.1 93 4
92* 01/05/90 FG LOT NO. 19 TRACT 3 70.8 11.1 9.6 118.4 -128.1 92 4
93# 01/05/90 FG LOT NO. 20 TRACT 3 72.4 11.6 10.9 113.2 123.7 92 12
94# 01/05/90 FG LOT No. 21 TRACT 3 74.2 10.7 10.9 113.8 123.7 92 12
. 95# 01/05/90 FG LOT NO. 22 TRACT 3 75.9 8.5 8.2 122.2 130.9 93 2
96* 01/05/90 FG LOT NO. 23 TRACT 3 76.6 9.5 9.6 117.6 128.1 92 4
1019 01/05/90 CF LOT N0. 27 TRACT 4 49.5 10.4 9.6 9.8 120.7 128.1 95 4
94 11
2
1
TABLE 1 (Cont'd)
' Apppprox Moisture Content Dry Density Relative Soil.
Test Test Elev. Field Optimum FieLd Max. Compaction Type
No. Date of Test Location (feet) (X) (X) (pcf) (pcf) (%) No. Remarks
105# 01/08/90 FG LOT No. 30 TRACT 3 66.4 7.2 10.9 110.2 123.7 89 12 RETEST ON 1239
106# 01/08/90 FG LOT No. 31 TRACT 3 64.7 8.8 10.9 110.7 123.7 89 12 RETEST ON 122#
107# 01/08/90 FG LOT NO. 29 TRACT 3 68.2 8.3 10.9 108.6 123.7 68 12 RETEST ON 124#
122# 01/10/90 FG LOT NO. 31 TRACT 3 64.7 10.3 10.9 116.4 123.7 94 12 RETEST OF 106#
123# 01/10/90 FG LOT NO. 30 TRACT 3 66.4 11.1 10.9 1143 123.7 92 12 RETEST OF 105#
124# 01/10/90 FG LOT NO. 29 TRACT 3 6B.2 10.9 10.9 111.6 123.7 90 12 RETEST OF 107#
127* 01/10/90 FG LOT NO. 76 TRACT 4 625 9.6 9.6 118.2 128A 92 4
136* 01/11/90 FG LOT NO. 72 TRACT 4 61:0 9.6 9.6 120.7 128.1 94 4
140* 01/11/90 FG LOT NO. 68 TRACT 4 61.6 8.2 9.6 122.8 128.1 96 4
152* 01/11/110 FG LOT NO, 65 TRACT 4 62.8 8.8 9.6 113.7 128.1 89 4 RETEST ON 285#
153* 01/11/90 FG LOT NO.128 TRACT 3 700 8.8 10.9 113.8 123.7 92 12 154# 01/11/90 FG LOT No. 27 TRACT 3 72:0 8.8 10.9 113.0 123.7 91 12
155# 01/11/90 FG LOT NO. 26 TRACT 3 741 10.0 10.9 1149 123.7 93 12
156* 01/11/90 FG LOT NO. 56 TRACT 4 61:0 8:5 10.9 113:9 123.7 92 12
157* 01/11/90 FG LOT NO. 60 TRACT 4 62.4 7.8 10.9 1D9.7 123.7 89 12 RETEST ON 284#
160* 01/12/90 FG LOT NO. 25 TRACT 3 76:0 87 10.9 121.4 123.7 98 12 163# 01/12/90 FG LOT NO. 66 TRACT 4 62.4 7:4 8.2 124.1 130.9 95 2
164# 01/12/90 FG LOT NO. 67 TRACT 4 62.4 6.7 8.2 125.9 130.9 96 2
165# 01/12/90 FG LOT NO. 69 TRACT 4 61.7 9.9 8.2 122.5 130.9 94 2
" 166# 01/12/90 FG LOT NO. 70 TRACT 4 61.5 101 10 9 113.5 723.7 92 12
.
167# 01/12/90 FG LOT NO. 71 TRACT 4 61.3 9:7 10:9 115.9 123.7 94 12
168# 01/12/90 FG LOT NO. 73 TRACT 4 60.7 8.5 9.8 115.1 128.1 90 11
169# 01/12/90 FG LOT NO, 74 TRACT 4 65.6 9.9 10.9 111.7 123.7 90 12
170# 01/12/90 FG LOT NO. 75 TRACT 4 62.0 102 10.9 112.0 123.7 91 12
171# 01/12/90 FG LOT NO. 77 TRACT 4 63.0 9:8 10.9 113.0 123.7 91 12
172# 01/12/90 FG LOT NO. 78 TRACT 4 63.4 9.2 10.9 112.9 123.7 91 12
183# 01/24/90 CF LOT NO. 54 TRACT 4 530 9.6 9.6 120.9 128A 94 4
184# 01/24/90 CF LOT NO. 53 TRACT 4 54:0 7.8 9.6 721.7 128.1 95 4
185# 01/24/90 FG LOT NO. 54 TRACT 4 54.7 8.2 7.7 1268 134.1 95 6
186# 01/24/90 FG LOT NO. 53 TRACT 4 55.2 7.9 7.7 125:9 134.1 94 6
" 787# 01/24/90 FG LOT NO. 52 TRACT 3 48.4 7.2 9.6 126.6 128.1 99 4
188# 01/24/90 FG L01 N0. 51 TRACT 3 48.1 9.6 9.6 122.7 128.1 96 4
215# 01/25/90 FG LOT NO. 24 TRACT 3 76.0 10.0 7.7 124 3 134.1 93 6
241* 01/29/90 FG LOT NO. 29 TRACT 4 49.0 8:5 7.7 1283 134.7 96 6
242* 01/29/90 FG LOT NO. 28 TRACT 4 49.7 8.9 7.7 129.7 134.1 97 6
242* 01/29/90 FG LOT N0. 27 TRACT 4 50.9 9.2 7.7 123.6 134.1 92 6
244* 01/29/90 FG LOT NO..26 TRACT 4 521 8.2 9.6 116.E 728.1 97 4
2450 01/29/90 FG LOT No. 41 TRACT 4 57:1 9.4 9.6 117.0 128.1 91 4
246# 01/29/90 FG LOT No. .55 TRACT 4 605 9.1 10.9 113.5 123.7 92 12
247# 01/29/90 FG LOT NO. 57 TRACT 4 61:4 8.6 10.9 112.0 123.7 91 12
01/29/90 FG LOT NO. 58 TRACT 4
248# 61.6 8.1 10.9 108.4 123.7 Be 12 RETEST ON 286*
249# 0 /29/90 FG LOT NO. 59 TRACT 4 67.9 9.0 10.9 172.9 123.7 91 12 .
250# 0 /29/90 FG LOT NO* 7 TRACT 4 656 9.6 10.9 113.0 123.7
0 /29/90 91 12
251# FG LOT NO. 2 TRACT 4 65:2 81 9.6 1231 128.1 96 4
252# 01/29/90 FG LOT NO. 2 TRACT 4 64.7 9:0 10.9 114:0 123.7 92 12
252# 01/29/90 FG LOT N0. 44 TRACT 3 593 8.4 10.9 115.7 123.7 94 12
254# 01/29/90 FG LOT No. 43 TRACT 3 60.5 8.1 10.9 113.E 123.7 92 12
255# 07/29/90 FG LOT NO..43 TRACT 3 61.7 8.9 10.9 111.4 123.7 90 12
' 256# 01/29/90 FG LOT N0.�41 TRACT 3 62.8 8.2 70.9 1133 123.7 92 12
257# 01/29/90 FG LOT NO. 40 TRACT 3 63.4 7.8 9.6 120.0 128.1 94 4
258# 01/30/90 FG LOT NO. 32 TRACT 3 60.0 9.1 10.9 111.2 123.7 90 12
259# 01/30/90 FG LOT NO. 33 TRACT 3 61.0 8:4 10.9 112.3 123.7 91 12
260# 01/30/90 FG LOT NO. 34 TRACT 3 62.1 7.7 10.9 113.1 123.7 91 12
' 261* 0 /30/90 FG LOT NO, 35 TRACT 3 62.9 8:7 10.9 116.4 123.7 94 12
262# 0 /30/90 FG LOT NO. 39 TRACT 3 63:6 8.5 10.9 120.9 123.7 98 12
263# 01/30/9D FG LOT NO. 38 TRACT 3 63.8 9:4 10.9 120.6 123.7 97 12
_ 264* 0 /30/90 FG LOT NO. 6 TRACT 3 43.4 8.5 7.3 127.8 134.0 95 7
265# 01/30/90 FG LOT No. 7 TRACT 3 44.0 7.9 9.6 177.0 128.7 91 4
266# 01/30/90 FG LOT NO. 8 TRACT 3 451 6.2 7.3 125.2 134.0 93 7
270* 02/09/90 FG LOT NO. 5 TRACT 4 63:6 9.8 9.8 117.3 128.1 92 11
271# 02/09/90 FG LOT No. 4 TRACT 4 64.2 10.3 9.8 117.6 128.1 92 11
272# 02/09/90 FG LOT N0. 6 TRACT 4 63.0 9.4 9.8 117.0 128.1 91 11
273# 02/09/90 FG LOT NO. 7 TRACT 4 62.4 8.7 9.8 117.4 132.1 92 11
275* 02/09/90 FG LOT NO. 8 TRACT 4 61.7 9.9 9.8 119.8 128.1 94 11
276* O2/D9/90 FG LOT NO, 5 TRACT 3 42.7 9.1 7.5 124.3 1 .8 94 8
277# 02/09/90 FG LOT NO. 48 TRACT 3 47.6 10.0 9.8 120.5 128.1 94 11
278# 02/09/90 FG LOT NO. 9 TRACT 4 61.0 11.0 9.8 119.2 128.1 93 11
279# 02/09/90 FG LOT NO. 10 TRACT 4 60.2 11.0 9.8 116A 128.1 91 11
280# 02/09/90 FG LOT NO. it TRACT 4 59.4 10.4 9.8 1160 128.1 91 11
281# 02/09/90 FG LOT N0. 12 TRACT 4 58.9 9.4 9.8 118:1 128.1 92 11
282# 02/12/90 FG LOT NO. 36 TRACT 3 63.5 10.0 9.8 1173 132.1 92 11
132.8
283* 02/12/90 FG LOT NO. 37 TRACT 3 637 9.4 7.5 127.6 96 8
2849 02/12/90 FG LOT NO. 60 TRACT 4 62:4 9.8 10.9 1151 123.7 93 12 RETEST OF 157•
285# 02/12/90 FG LOT NO. 65 TRACT 4 628 9.4 9.6 122:2 128.1 95 4 RETEST OF 152*
286* 02/12/90 FG LOT NO.'58 TRACT 4 61:6 10.1 10.9 113.7 123.7 92 12 RETEST OF 248#
288* 02/12/90 CF LOT NO. 9 TRACT 3 45.0 9.8 8.2 121.2 130.9 93 2
30D* 02/13/90 CF LOT NO. 10 TRACT 3 49.0 8.6 8.2 122.3 130.9 93 2
301# 02/13/90 CF LOT NO. 12 TRACT 3 49.0 9.6 9.8 116.3 128.1 91 11
302# 02/13/90 CF LOT N0. 11 TRACT 3 49.0 9.0 9.8 117.1 128A 91 11
306* 02/14/90 CF LOT NO. 17 TRACT 3 50.0 10.9 8.2 119.7 130.9 97 2 23
TABLE 1 (Cont'd)
' Apppprox Moisture Content Dry Density Relative Soil
Test Test Elev. Field Optia m Field Max. Compaction Type
No. Date of Test Location (feet) M M (pef) (pcf) M No. Remarks
311# 02/15/90 FG LOT NO. 9 TRACT 3 46.5 7.7 9.8 119.4 128.1 93 11
312* 02/15/90 FG LOT NO. 10 TRACT 3 48.6 8.6 9.8 123.3 128.1 96 11
313# 02/15/90 FG LOT NO. 36 TRACT 4 52.3 7.8 9.8 116.2 128.1 91 11
314# 02/15/90 FG LOT N0. 47 TRACT 4 57.7 9.8 9.8 115.9 128.1 90 11
318# 02/16/90 FG LOT NO. 51 TRACT 4 55.0 9.7 9.8 116.0 128.1 91 11
319* 02/16/90 FG LOT No. 30 TRACT 4 50.8 9.7 9.6 122.7 128.1 96 4 RETEST OF 669
320* 02/16/90 FG LOT NO. 31 TRACT 4 51.1 10.3 9.6 123.5 128.1 96 4 RETEST OF 67#
321* 02/16/90 FG LOT NO. 64 TRACT 4 63.5 9.6 9.8 118.2 128.1 92 11
322# 02/16/90 CF LOT NO. 45 TRACT 3 50.0 7.0 7.7 118.7 130.8 91 13
323# 02/16/90 CF LOT NO. 20 TRACT 4 56.0 7.7 7.7 121.0 130.8 93 13
t -
,- a
2
1 3
1
1
1 .
1 APPENDIX A
1
1 �
1
1
� 1
1
1
1.
1
1
1
/�/irn�/v�/�/►oore
1
1
' H.R. Remington Properties February 23, 1990
Project No. 101188-05
tAPPENDIX A
References
' 1. Buena Engineers, Inc, 1984, Soil Engineering Report for Tract 19872, Southeast
of Temecula in Riverside County, California, dated September 26.
' . 2. Division of Mines and Geology, 1989, Preliminary Review Map, State of California
Special Studies Zones, Pechanga Quadrangle, dated July 1.
' 3. Douglas E. Moran, Inc., 1989, Significance of Ground Cracks, Riverside County
Tract 19872, Pala Road at Loma Linda Road, Riverside County, California,
dated March 10.
4. Douglas E. Moran, Inc., 1989, Response to County Review, Report Regarding
Ground Cracks, Tract No. 19872, Riverside County, California (Moran's
' response to Riverside County Planning Department Letter dated June 30,
1989), dated July 13.
5. Douglas E. Moran, Inc., 1989, Response to County Review dated August 10, 1989,
Tract No. 19872, Riverside County, California, dated August 15.
' 6. Douglas E. Moran, Inc., 1989, Further Response to County Review of August 10,
1989, Tract No. 19872, Riverside County, California, dated August 31.
7. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault
X Zone in Southern Riverside County: California Division of Mines and
Geology, Special Report 131, 12p.
8. Leighton and Associates, Inc., 1986, Final Compaction Report of Rough Grading,
' Tracts 19872-1 and 19872-2, Rancho California, California, dated January
9. Leighton an Associates, Inc., 1987, Final Compaction and Geologic Report of
Rough Grading, Tracts 19872-3 and 19872-4, Spanish Oaks, Rancho Califor n i a ,
California, dated April 7.
' 10. Leighton an Associates, Inc., 1987, Geotechnical Investigation of"Ground Crack",
Tract 19872, Wolf Valley, Rancho California Area, County of Riverside,
California, dated December 7.
' 11. Ninyo & Moore, 1989, Geotechnical Evaluation of Faults and Ground Cracks,
Tracts .19872-3 through 19872-6, Wolf Valley, Rancho California Area,
Riverside County, California, dated June 6.
' i
'. H.R. Remington Properties February 23, 1990
Project No. 101188-05
12. Ninyo & Moore, 1989, Graded Slope Located North of Tracts 19872-3 and
' 19872-5, Rancho California Area, Riverside County, California, dated
June 22.
' 13. Riverside County Planning Department, 1989, Seismic/Geologic Hazard, Job No.
88-23, Tract No. 19872, APN:918-180-037040, County Geologic Report No.
621, Wolf Valley Area (County Response to Morans' Report dated March
10, 1989), dated June 30.
14. Riverside County Planning Department, 1989, Seismic/Geologic Hazard, Job No.
88-23, Tract No. 19872, APN:918-180-037040, County Geologic Report No.
' 621, Wolf Valley Area (County Response to Moran's Report dated July 17,
August 15 and August 31, 1989), dated September S.
' Aerial Photographs
Source Date Scale Numbers
1
USDA 1984 1:1,600 176, 177, 178
Riverside County
'. Flood Department
' ' ii
a '
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