HomeMy WebLinkAboutTract Map 3883 Lot 350 Final Compacted Fill
PHONE (714) 648-0478
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H & T SOILS TESTING
PRELIMINARY SOILS INVESTIGATION. FOUNOATION STUOIES
FILL CONTROL
71!5 W. .JONQUIL FlOAO . SANTA ANA. CA g2706
FINAL
REPORT
OF
COMPACTED
FILL
Large building pad and driveway, located on the south side of Via
Norte Road between Avenida Centenario and La Cadena Court,
Temecula, County of Riverside, California.
Street Address: 30665 Via Norte, Temecula, CA (Meadowview
Tract)
Legal Description: Lot 350 of Tract No. 3883
Owner:
Rick Hatfield
Hatfield Company
39685 Highbury Drive
Murrieta, CA 92563
(909) 677-1097
Grading & Erosion
Control Plan by:
Manning Engineering
41892 Enterprise Circle So., Suite E
Temecula, CA 92590
(909) 676-1844
Bruce 1. Manning, RCE 38456
Grading:
Zeller Grading
Michael 1. Zeller
31750 Sage Road
Hemet, CA 92544
Lie. #515594
(909) 767-0423
Job No. F97-4l
August 23,1997
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TABLE OF CONTENTS
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
General Site Topography and Soil Conditions ........................... 1
GRADING PROCEDURES, EXCAVATION,KEYWAY AND COMPACTION .....2
GENERAL LABORATORY TESTING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Expansion Test Results ............................................. 4
FIELD COMPACTION TESTING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4
Relative Compaction Test Results. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
FOUNDATION RECOMMENDATIONS AND CONCLUSIONS. . . . . . . . . . . . . . . . . 6
Approved Allowable Soil Bearing Values. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Recommended Minimum Horizontal Reinforcement ...................... 7
Floor Slabs ...................................................... 8
Utility Trenches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Tentative Pavement Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Drainage and Slope Protection Measures ............................... 8
CLOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
PLAN. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
H & T SOILS TESTING
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H & T SOILS TESTING
FILL CONTROL
Job No. F97-41
August 23, 1997
PRELIMINARY SOILS INVESTIGATION. FOUNDATION STUDIES
PHONE (714) G48.0478
715 W. .JONQUIL ROAD. SANTA ANA, CA 92706
FINAL REPORT OF COMPACTED FILL
Large building pad and driveway, located on the south side of Via
Norte Road between Avenida Centenario and La Cadena Court,
Temecula, County of Riverside, California.
Street Address: 30665 Via Norte, Temecula, CA (Meadowview
Tract)
Legal Description: Lot 350 of Tract No. 3883
Owner:
Rick Hatfield
INTRODUCTION
Pursuant to authorization by the owner, Mr. Rick Hatfield, and in total compliance
with the City of Temecula and the Uniform Building Code, Chapter 70, as amended by
Ordinance 457, we have provided the required sequential observations, inspections and
testing for the complete excavation and grading operation to provide the large building pad
as described above and shown on the attached plan.
Our work included a pre-grading meeting with the owner, the engineer and the City,
followed by the daily inspection and testing of all of the required grading operations from the
cleaning of the site to the required keyways, benching into natural ground, and the cut and
fill operations in preparing the large building pad area and adjacent driveway.
We complied with all of the applicable grading notes 1 through 23, inclusive, as
presented on the Grading Plan, and provided field information to the grader as the work
progressed. The estimated quantities in accordance with the grading plan were 1766 cubic
yards of cut and the same amount of fill, with an approximate 5% shrinkage loss in the
increased compaction of the newly compacted structural fill zones.
General Site Topography and Soil Conditions
The complete property had a relatively uniform slope towards the northwest, with
the high point being 1251 feet at the southeast corner, and the low point being 1212 feet at
the northwest corner adjacent to Via Norte, giving a relief of approximately 40 feet over the
property. The driveway enters on the high easterly side of the lot, and the proposed leach
field is located outside of the compacted fill area and on the descending lower northwesterly
area.
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Job No. F97-41
August 23, 1997
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The typical native soils are uniform and correlate well with the surrounding geology.
They are described as tan to dark brown, fine to coarse micaceous sands with some silt and
a small amount of clay nodules which are derived from highly decomposed granite.
Oxidization of these earth materials through the years has given them a reddish-brown hue
in some instances. All of these earth materials provide excellent support and compact well
with the correct amount of water and compactive effort.
GRADING PROCEDURES. EXCAVATION. KEYWAY AND COMPACTION
The grading operations were conducted by Zeller Grading Company utilizing a D6 cat
with rippers. A fire hose and helper provided the constant spraying of the earth materials as
they were excavated and in some instances stockpiled, as well as spraying the lifts to
approach or slightly exceed optimum moisture prior to compaction procedures, which was
accomplished with many passes of the heavy caterpillar. This type of earth material, when
properly spread and mixed to near optimum, is readily compactible by the method employed.
Commending on August 14, a pre-grading meeting was held with Peter Buchanan of
our office (geologist), the City Engineer, and the owner, Mr. Rick Hatfield, along with a
representative from the Gas Department. Commencing that afternoon the primary keyways
were inspected and soil samples were procured for maximum density control of the overall
grading and compaction procedures.
The work continued on a daily basis on Friday, August 15 and through the following
week which included Saturday. The job was completed on Wednesday, August 20,1997.
A large. structural keyway was cut along the complete toe ofthe proposed compacted
slope area. In all instances, penetration was obtained into undisturbed solid soil formations
below the disturbed topsoil. In accordance with information provided by the utility
companies, we did not excavate into the areas where underground lines were involved;
however, the topsoils were cleaned, properly scarified for a depth of approximately 6 inches,
watered and well compacted to provide a firm bond for the subsequent fill soil. The
benching was kept within the approved property line area and does provide the required
stability and both vertical and lateral support.
The high southeasterly corner of the site was cut down and the fill soils so generated
were placed in thin lifts on the order of about 6 inches, with constant watering and mixing.
H & T SOILS TESTING
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Job No. F97-41
August 23,1997
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At this point they were thoroughly trackrolled with the D6 caterpillar tractor, and excellent
compaction results were obtained.
The complete building pad area was processed, watered and compacted so that uniform,
well compacted soils now exist throughout the total building area where the foundations will
be located.
The slopes were overfilled and trimmed back as they were being constructed, and they
were trackrolled so that a firm, compact surface resulted. A compacted earth berm was
constructed around the top of the slope, and the actual building pad was raised about 2 feet
above the northwesterly portion of the compacted area. This allows for proper drainage away
fTom all footings and eliminates an excessive compacted fill slope. Proper compacted earth
berms and drainage has been incorporated in the overall design, and fine grading measures
will complete this after the building construction. All of the slopes have been properly
trackrolled and excellent compaction has been attained to the surface of the building pad and
the face of the slopes.
The maximunl depth measured vertically of the compacted fills would be on the order
of 8 feet, which would include the excavated keyways, followed by the proper placement and
compaction of the structural fills.
GENERAL LABORATORY TESTING
Maximum density determinations were made on the typical structural fill soils, as
accepted by the Uniform Building Code and the County of Riverside grading ordinances.
The maximum density determinations were made in accordance with A.S.T.M. D 1557 -70T,
modified to use 25 blows on each of five layers with a 10-pound hanlffier falling 18 inches
in a mold of 1/30 cubic foot volume.
Soil Type A: Tan to dark brown fine to coarse micaceous sand with some silt
(occasional pods or lenses of red-brown clayey DG); Maximum
Density 124.2 p.c.f. at 8.5% Optimum Moisture.
The results of expansion tests performed on the remolded samples of the typical soils
are as follows. These samples were compacted to over 90% and set up to be equal to 50%
saturation, and then measured to full 1 00% saturation after a period of several days and until
5'
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Job No. F97-4l
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no further expansion occurred in a 24-hour period in accordance with Table 29-C of the
Uniform Building Code.
Expansion Test Results
Soil Type Confining Load Expansion Index % Expansion
A 144 p.s.f. 25 2.5
All of the soils utilized in the grading operations that will be in proximity to the
proposed foundations and driveways are decomposed granites and sands with slight clay
binder and exhibit low potential expansion. There will be no significant problem as a result
of seasonal volume change from moisture variations in these soil types, however, horizontal
reinforcement will be recommended to allow for the grading operations and the variation in
tIll soils and as a general precautionary procedure.
FIELD COMPACTION TESTING
The results of relative compaction tests were taken through the building pad area,
which was partially in processed and compacted cut and partially in approved compacted fill.
In all instances at least 90% compaction has been attained, based on the results of testing
methods (Drive Cylinder Method D2937-71 and/or Sand Cone Method DI556-64).
Relative Compaction Test Results
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Soil Elev. Field Dry Dens. Com pac.
Test No. Date Type (ft.) Moist. % (p.c.f.) 0/0
S-l 8-15 A 1230 8.3 121.5 98
S-2 8-15 A 1228 7.6 120.1 96
S-3 8-15 A 1232 6.8 118.9 96
S-4 8-15 A 1231 9.5 118.5 95
S-5 8-15 A 1232 12.3 115.8 93
H & T SOILS TESTING
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Job No. F97-41
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Soil Elev. Field Dry Dens. Com pac.
Test No. Date Type (ft.) Moist. % (p.c.f.) %
S-6 8-15 A 1229 10.3 116.4 94
S-7 8-17 A 1230 6.2 115.7 93
S-8 8-17 A 1229 8.5 117.8 95
S-9 8-17 A 1234 7.0 119.8 96
S-IO 8-17 A 1233 7.8 116.6 94
S-l1 8-19 A 1233 6.4 118.5 95
S-12 8-19 A 1232 8.3 119.6 96
S-13 8-19 A 1234 8.4 121.2 98
S-14 8-19 A 1230 9.6 118.6 95
S-15 8-19 A 1231 10.1 117.3 94
S-16 8-19 A 1234 9.3 120.5 97
S-17 8-19 A 1233 7.5 116.7 94
S-18 8-19 A 1234 8.7 118.5 95
S-19 8-20 A 1233 7.4 117.0 94
S-20 8-20 A 1234 8.5 119.2 96
S-21 8-20 A 1233 7.6 119.2 96
S-22 8-20 A 1235 8.4 117.6 95
S-23 8-20 A 1236 6.2 115.3 93
S-24 8-20 A 1235 9.2 114.1 92
S-25 8-20 A 1236 7.5 116.5 94
S-26 8-20 A 1235 9.5 117.1 94
S-27 8-20 A 1236 8.0 118.3 95
H & T SOILS TESTING
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Job No. F97-41
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Rei.
Soil Elev. Field Dry Dens. Com pac.
Test No. Date Type (ft.) Moist. % (p.c.f. ) %
S-28 8-20 A 1235 8.7 119.4 96
S-29 8-20 A 1236 10.1 115.5 93
S-30 8-20 A 1230 8.9 117.2 94
S-31 8-20 A 1236 6.8 117.8 94
S-32 8-20 A 1235 7.5 115.6 93
S-33 8-20 A 1237 8.9 118.4 95
S-34 8-20 A 1233 9.2 117.3 94
S-35 8-20 A 1236 10.2 111.6 90
S-36 8-20 A 1236 7.6 116.3 94
S-37 8-20 A 1235 8.3 113.9 92
S-38 8-20 A 1231 7.4 117.4 94
S-39 8-20 A 1231 6.3 112.6 91
S-40 8-20 A 1237 8.5 118.7 95
NOTE: Test elevations taken to the nearest foot. On occasion, if a low or doubtful test
was encountered, the area in question was additionally processed, watered and
recompacted with only our final satisfactory approved tests indicated.
FOUNDATION RECOMMENDATIONS AND CONCLUSIONS
The complete new graded pad and driveway have been either excavated into firm,
competent earth materials and/or brought to the desired grade with non-expansive to low
potential expansive soils that have a minimum
All of the newly graded building pad, driveway and parking area have been either
excavated into firm, competent earth materials and/or brought to the desired grade with non-
H & T SOILS TESTING
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Job No. F97-41
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expansive to low potential expansive soils that have a minimum compaction of 90%.
Both the cut areas and the fill areas have been processed and recompacted satisfactorily
and will provide excellent support for the entire building pad. Satisfactorily compacted earth
berms have also been provided and the slopes have been trackrolled in a manner whereby
good compaction has resulted to the face of them.
The proposed leach field area is indicated with a 1200-gallon tank located adjacent to
and on the east side of the proposed new residence. The complete leach line system and the
100% expansion are located on the lower portion of the property, completely outside of the
newly compacted building pad area.
Approved Allowable Soil Bearing Values
All of the earth materials constituting the newly constructed building pad are native to
the site and . are stable, high maximum density and low potential expansion-type earth
materials. Because we have provided the required compaction and all grading procedures
in accordance with the Uniform Building Code, and based on our analysis of the soils, we
recommend that a minimum allowable soil bearing pressure of 1600 p.s.f. can be utilized for
12-inch deep footings not less than 12 inches wide. This allowable soil bearing pressure can
be increased to 1800 p.s.f. for 18-inch deep footings not less than 12 inches wide. The width
and depth of the footings must be in accordance with the Uniform Building Code for single
and two-story structures. For a two-story building, the standard design is for an 18-inch deep
with a IS-inch width.
Recommended Minimum Horizontal Reinforcement
We recommend that all continuous bearing footings be reinforced with not less than
one #4 steel bar in the top and one #4 steel bar in the bottom at design locations. The
excavated footing trenches should be poured as soon as possible and/or kept in a moist
condition by spraying them lightly with a hose so that drying of the foundation soils does not
occur. Care should also be taken to assure that no caving occurs and that a clean trench
exists at the time the footings are poured.
H & T SOILS TESTING
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Job No. F97-41
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Floor Slabs
Horizontal reinforcement of the floor slabs is considered a wise precautionary measure,
and the minimum reinforcement should be 6"x6" -10/1 0 welded wire mesh, or the equivalent,
placed as near as possible to the center of the slab. A moisture barrier such as a 6-mil thick
visqueen membrane should also be placed beneath all living area floor slabs and sealed
and/or lapped at all joins. This membrane should be protected with approximately I or 2
inches of sand above and below it so that it will not be punctured.
Utility Trenches
After the plumbing including sewer, water and all underground lines have been
properly placed, either inlport sands and/or friable native soils, void of any cobbles, may be
used for backfill purposes immediately around the pipes which should be jetted so that all
voids are elinlinated and to properly protect the lines. The remaining portion of the backfill
can use native soils that are placed at near optimum moisture and thoroughly compacted,
either with a compacter wheel on a backhoe or pneumatic wheelrolling, depending upon the
depth of the trench.
Tentative Pavement Design
If a concrete driveway is utilized, then a 4-inch thick concrete surface could be placed
on the existing subgrade with the top 6 inches brought to 95%. If asphaltic concrete is
utilized, then 3 inches of A.C. over 4 inches of Class II base would be satisfactory. The rock
base should be compacted to a minimum of 95% compaction.
Drainage and Slope Protection Measures
The major slopes have a compacted earth berm and drainage waters will be kept away
from the face of the slopes. A sandbag design is indicated around the perimeter of all of the
building pad if heavy rains occur prior to the completion of fine grading. A down drain with
riprap has been proposed at each end of the building pad and is shown on the grading and
drainage plan. All of the slopes should be planted with bushes, small trees and approved
surface vegetation which can be permanently maintained and excessive watering should be
avoided.
H & T SOILS TESTING
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Job No. F97-41
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We also point out that control and extermination of burrowing animals is a wise
precautionary measure as excessive turmeling into the slopes will allow water to penetrate
into the underlying earth materials and can eventually cause slump or pop-out type slope
failures.
CLOSURE
We have complied with all of the required specifications and grading ordinances with
respect to the field soils engineering geotechnical procedures and preparation of this report.
We will remain available for any additional services that might be required and any
explanation or clarification of information presented in the report. We thank you for this
opportunity to be of service.
Respectfully submitted,
H & T SOILS TESTING
H & T SOILS TESTING
Robert J. Nugent,\
R.C.E. 9200
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Ross Hanlffiorld,
Soils Consultant
4 - Rick Hatfield
(incl. wet-ink sig. for Bldg. Dept.)
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