HomeMy WebLinkAboutTract Map 3883 Lot 465 Final Compacted Fill & Foundation
B 8: F SOILS
PRELIMINARY SOILS INVESTIGATION B: COMPACTION TESTING
PERCOLATION REPORTS
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31 t74RrvmroNlANE.TEMECUlA,CA92591
PHONE (909) 699-1 499
FINAL REPORT OF COMPACTED FILL
AND FOUND A TION RECOMMENDATIONS
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A large, single-family residential building pad, located on Via Media in
the Meadowview development, Temecula, California
Legal Description:
Lot 465 of Tract No. 3883
Meadowview Development
if
Site Location:
Via Media
Temecula, CA 92591
Owner! Applicant:
Dan and Laurie Pike
32088 CaIa Gerona
Temecula, CA 92592
Job No. CF02-l42
September 25, 2002
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RECEIVED
OCT 11 2002
CI7Y OF TEMECIJLA
ENGINEERING DEPARTMENT
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TABLE OF CONTENTS
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INTRODUCTION ................................................................................................1
GENERAL SITE PREPARATION .....................................................................1
GENERAL EXCAVATION AND GRADING PROCEDURES ........................2
GENERAL LABORATORY TESTING.............................................................2
Expansion Test Results.............................................................................3
Settlement Criteria ...................................................................................3
FIELD COMPACTION TESTING .....................................................................3
Relative Compaction Test Results............................................................4
RECOMMENDATIONS AND ADDITIONAL SOIL CRITERIA....................4
Grading and Compaction Conclusions....................................................4
Approved Allowable Soil Bearing Values ................................................5
Foundation Recommendations.................................................................6
Utility Trenches ........................................................................................6
Subgrade for Driveway and Parking .......................................................6
Suggested Pavement Design .............................,.......................................6
Soluble Sulfate Content ............................................................................7
CLOSURE............................................................................................................7
UNIFIED SOIL CLASSIFICATION SYSTEM .................................................8
MAXI1\1UM DENSITY CUR'\lE.....'U..................................................................9
F..EYING-BENCHING DETAIL.........................................................................10
PLANS.......................................................................................................Enclosed
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B8cFSOILS
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Job No. CF02-142
September 25, 2002
Page 1
FINAL REPORT OF COMPACTED m,L
AND FOUNDATION RECOMMENDATIONS
A large, single-family residential buildin.g pad, located on Via Media in
the Meadowview development, Temecula, California
Legal Description:
Site Location:
Lot 465 of Tract No. 3883
Meadowview Development
Via Media
Temecula, CA 92591
Dan and Laurie Pike
Owner! Applicant:
INTRODUCTION
At the request of owner, Dan Pike and grading contractor Gene Burchette,
. B & F Soils has provided all the field supervision and compaction testing of all fill soil
emplacements, and all the required laboratory analysis necessary to control all of the
grading operations. This soils engineering work has been conducted in complete
accordance with currently accepted engineering techniques as set forth by the U.B.C.,
(Appendix, Chapter 33).
GENERAL SITE PREPARATION
The building pad area involved in the grading operation was stripped of all
vegetation and organic material, exposing the underlying decomposed granitic soils to be
used in the grading. These soils were thoroughly pre-watered and then carefully
pre-mixed and processed with additional optimum water.
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The entire building pad area was over-excavated a minimum of36 inches or into
firm bedrock formation. The resulting fill soils were thorougWy premixed and processed
. to optimum moisture and stockpiled adjacent to the major fill slope area.
B Be F SOILS
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Job No. CF02-142
September 25, 2002
Page 2
GENERAl, EXCAVATION AND GRADING PROn:DURES
The grading equipment used included one D-6 Cat with ripper teeth and slope
blade, a large rubber-tired loader used for transporting fill and wheel-rolling compaction, a
large excavator and a high-pressure fire hose used for additional moisture during the
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grading operations.
A large keyway, 15 feet wide by 4 feet deep, was excavated parallel to the toe of
the fill slope. A 4-inch drain pipe was installed along the inside edge of the keY-Nay to
drain any possible moisture that might accumulate in the compacted fill slope.
The properly prepared and pre-mixed fill soils were then emplaced in 6-inch to
8-inch lifts using repeated wheel rolling in multiple directions until all relative compaction
test results equaled or exceeded the minimum 90% compaction value.
All the grading operations and compaction testing were completed in compliance
with the Uniform Building Code, (Appendix Chapter 33).
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. D1557-
70T, modified to use 25 blows on each offive layers with a 10-pound hammer falling 18
inches in a mold of 1/30 cubic foot volume.
Soil Type 1: Dark grey-brown to tan grey-brown coarse to fine sand and silt
with minor clay-size component; SM and SC according to US.C.S.; Maximum
Density 129.0 p.c.f.. @ 8.3% Optimum Moisture.
The results of the expansion tests performed on the remolded samples of the
. typical backfill soils are as follows. The samples were compacted to over 90% relative
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Job No. CF02-142
September 25,2002
'. . . .' , Page 3,
compaction and set up to be equal to 50% saturation, and then measured to full 100%
saturation after a period of several days and until 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
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144 p.s.f.
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1.1
The typical fill soils involved in the grading process are essentially non-expansive
and as such will not require any special foundation design.
. Settlement Criteria
The total settlement calculated to occur over the proposed project will be less than
1!2 inch and the .differential settlement total will be 1/4 inch.
FIELD COMPACTION TESTING
The results of relative compaction testing throughout the building pad area were in
all instances at least 90% of the maximum soil density values obtained for Soil Type A,
based on the results of testing methods (Drive Cylinder Method D2937-71 and/or Sand
Cone Method D1556-64).
(See Page 4.)
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B Be F SOILS
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September 25, 2002
Page 4
Relative Compaction Test Results
Test Date Soil Elev. Dry Dens. Field Maximum
No Type (ft) pcf Moist Density--%
S-I 9/11 1 1258 118.7 7.2 92
S-2 9/11 1 1257 J19.3 6.5 92
S-3 9/11 1 1256 120.6 7.0 93
S-4 9/11 I 1257 117..8 .6.3 91
S-5 9/11 1 1260 118.1 7.3 91
S-6 9/11 1 1262 117.7 6.9 91
S-7 9/12 I 1266 118.4 5.7 91
S-8 9/12 1 1264 123.4 6.3 96
. S-9 9/12 1 1270 117.2 5.8 91
S-IO 9/12 1 1272 J17.7 .6.6 91
S-11 9113 1 1274 118.4 7.1 92
S-12 9113 1 1273 119.2 .6.5 92
S-13 9113 I 1276 119.7 6.8 92
S-14 9/15 1 1275 1li2 5.8 91
* S-15 9/15 I 1279 118.1 6.5 92
* S-16 9/15 1 1279 122.2 .6..8 95
* S-17 9/15 I 1279 123.1 6.9 95
*Sand Volume Tests
RECOMME1\'DATIONS AND ADDITIONAL son, CRITERIA
Grading ;Jnd Compaction Conclusions
The fill soils used in the grading operations consisted of grey tan-brown coarse to
. fine sand and silt with minor clay-size component. These fill soils were thorou.ghly
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Job No. CF02-142
September 25,2002
Page 5
processed and pre-mixed to optimum moisture and were then emplaced in thin lifts and
track rolled in multiple directions until the required 90% relative compaction test results
were attained.
An area extending 5 feet beyond the southern perimeter of the barn building was
overexcavated 3 feet and recompacted to minimize the amount of differential settlement.
All grading operations were completed in accordance with the Uniform Building
Code, (Appendix, Chapter 33).
Approved Allowable Soil Bearing Values
The results oflaboratory analysis and direct shear testing, utilizing a controlled
rate of strain. 050 inch per minute under varying normal loads, has produced test results
indicating an angle of internal fiiction 000 with 100 p.s.f available cohesion.
Utilizing the Terzaghi Bearing Capacity Equation with a factor of safety of3.0, the
following calculations have been determined:
SqJlare or Continuous Footings
q =
CNc + wDfNq + wBNw
=
100(23) + 100(1.0)18 + 100(0.5)14
2300 + 1800 + 700
4800 p.s.f (ultimate)
=
=
q. = 1600 p.s.f (allowable for square or continuous footings 12" wide
and 12" deep);
q. = 1900 p.s.f (allowable for square or co;;t;nuoo.ls f;:;otings 12" wide'
and 18" deep);
q. = 2100 p.s.f (allowable for square or continuous footings 18" wide
and 18" deep);
q. = 2300 p.s.f (allowable for square or continuous footings 24" wide
and 18" deep).
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NOTE:
Job No. CF02-142
September 25, 2002
Page 6
Allowable soil bearing pressures may be increased by a factor of one-third
when considering momentary wind and seismic loadings which are not
considered to act simultaneously and is in accordance with the Uniform
Building Code.
Foundation Recommendations
All of the footing trenches should be excavated into well compacted,
non-expansive equigranular soils. For adequate support we recommend that all
single-story structures have a minimum 12-inch deep footing and all two-story structures
have at least an 18-inch deep footing. All continuous bearing footings should be
reinforced with not less than one #4 steel bar in the top and one #4 steel bar in the bottom.
We also strongly recommend that a field inspection of the footing trenches be made prior
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to concrete emplacement.
Utility Trenches
All plumbing, utility and other trenches beneath the concrete slab should be
properly restored to minimum 90% compaction value comparable to the remaining
building pad.
Subgrade for Driveway and Parking
Care should be taken to properly backfill and compact any utility trenches involved
in sub grade areas that will be subsequently paved. This can be accomplished by
moistening the native soils and wheelrolling or mechanically tamping them so that the
utility trench and surrounding sub grade has approximately the same compaction, which
should be 90% or better.
Suggested Pavement Design
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All of the earth materials on the site are high maximum density with excellent
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Job No. CF02-142
September 25, 2002
Page 7
bearing values, and R-values would fall in the approximate 60 range, which is excellent '.
support for vehicular wheel loads. If concrete surfacing is desired, a 4-inch thick concrete
driveway could be placed directly on the compacted subgrade where the top 6 inches is
95% compaction.
If asphaltic concrete is utilized, then we would recommend that a minimum
thickness of 3 inches of A. C. be placed over 4 inches of Class II rock base, which is
compacted to minimum 95%. Asphaltic concrete could be placed directly on the
subgrade, which should be compacted to a minimum 95% also.
Soluble Sulfate Content
Numerous laboratory test results for the soluble sulfate content in soils in the
La Cresta area indicate 0 to minimal p.p.m. sulfate content, thus permitting the use of
Type II cement with a minimum compressive strength of2500 pounds per square inch.
CLOSlJRE
All the soils engineering work, including the field inspections, supervision and
laboratory analysis, and all the grading and compaction operations have been undertaken
in complete compliance with and according to the Uniform Building Code and all city and
other local codes and requirements. i" .
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We appreciate this opportunity to be of service and remain available ~(}.a,nsW~t&h.YtOli.~_,' .
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Peter H. Buchanan, Ra'ndolph F. Fleming, "''::'_:_',c' C! ,\..\\ _ ~/
Soils Consultant RC.E. 45687 ,-
B Be F SOILS
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CLASSIFICATION
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MAXIMUM DENSITY CURVE a4rE: 9/25 /02..
. Moisture Content in Per Cent of Dry Weight
- 130
8 lOCATION .,
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'" 125 Deplh, in 'eel
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OPTIMUM MOISTUlE CONTENT. III p." CellI of Dry W.ight
MAXIMUM DIY DENSITY, 1ft Pounds "r Cubic Foot
S.S
/'2.9.0
SOIL CiASSIFICATION
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METHOD OF COMPACTION
ASTM Standard Tell Method D.1.5.57.70
B Ie F SOILS
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SIDE HILL
CUT PAD DETAIL
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OVER EXCAVATE
UNWEATHERED BEDROCK OR ,
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SUBDRAIN AND KEY WIDTH REOUIR!:MENTS
DETERMINED BASED ON EXPOSED SUBSURFACE
CONDITIONS AND THICKNESS OF OVERBURDEN
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