2001-7325 G
B&FSOILS
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PRELIMINARY SOILS INVESTIGATION 8c COMPACTION TESTING
PERCOLATION REPORTS
31 174 RIVERToN LANE. TEMECULA.. CA 92591
PHONE (909) 699-1 499
FINAL REPORT OF CaMP ACTED FILL
AND FOUNDATION RECOMMENDATIONS
A small, residential lot zoned for a single-family residence, located on
Passifloria Avenue, Encinitas, California.
Legal Description:
Lot 22 in Passit1ora acres; Map 2355;
AP.N.256-230-019
Site Location:
Lot 22 is located west ofPassiflora Avenue,via an
easement which runs parallel to Leucadia Blvd., in
the city of Encinitas, San Diego County, California.
Owner/Applicant:
Mr. Bill Dalton
c/o Prime One Financial
28751 Rancho Cucamonga Road, Suite 201
Temecula, CA 92591
Phone: (909) 676-4241
Job No. CF01-132
December 20, 2001
TABLE OF CONTENTS
INTRO D U CTI 0 N ................................................................................................1
GENERAL SITE PREP ARA TION .....................................................................1
GENERAL EXCA VA TION AND GRADING PROCEDURES ........................2
GENERAL LABORATORY TESTING .............................................................2
E xpansio n Test Res ults ............................................ .................................3
Settlem en t Criteria ... ........ .... ........................................................... ..... ....3
FIELD CO MP A CTI ON TESTING .....................................................................3
Relative Com paction Test Results............................................................4
RECOMMENDA TIONS AND ADDITIONAL SOIL CRITERIA....................4
Grading and Compaction Conclusions ....................................................4
Approved Allowable Soil Bearing Values ................................................5
Utili ty Tren ch es ........................................................................................5
Subgrade for Driveway and Parking .......................................................6
Suggested Pav em en t Design.....................................................................6
Water Sol u ble S ulf a tes..................... ......... ................................................6
CLO S URE ............................................................................................................ 7
UNIFIED SOIL CLASSIFICATION SYSTEM .................................................8
MAXIMUM DEN S ITY CURVE......................................................................... 9
PLANS.. ......... ............................................................................................E n closed
B Be F SOILS
Job No. CF01-132
December 20, 2001
Page 1
FINAL REPORT OF COMPACTED FILL
AND FOUNDATION RECOMMENDATIONS
A small, residential lot zoned for a single-family residence, located on
Passifloria Avenue, Encinitas, California.
Legal Description:
Site Location:
Lot 22 in Passiflora acres; Map 2355;
AP.N.256-230-019
Lot 22 is located west ofPassiflora Avenue,via an
easement which runs parallel to Leucadia Blvd., in
the city ofEncinitas, San Diego County, California.
Mr. Bill Dalton
Owner/Applicant:
INTRODUCTION
At the request of owner Mike Bums and Bill Dalton, B & F Soils has provided all
the field supervision the 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 UB.c.(Appendix, Chapter 33).
GENERAL SITE PREP ARA TION
The entire building pad area was over-excavated approximately 24 inches until the
natural firm bedrock formation was exposed. These fill soils were then mixed to optimum
moisture and thoroughly processed and pre-mixed and were then stockpiled on one half of
the lot while the fill soils were emplaced and compacted on the remaining one half. The
fill soils on each half were alternatively compacted up to the final grade and the excess fill
soils were removed ITom the site.
B Be F SOILS
Job No. CFOI-132
December 20,2001
Page 2
GENERAL EXCA VA TION AND GRADING PROCEDURES
The grading equipment on site included a D-4 equipped with ripper teeth and a
large, rubber-tired loader also used in the compaction operations. A high pressure
fire-hose was used for additional moisture.
The thoroughly pre-mixed fill soils were then emplaced in 6-inch to 8-inch lifts
using repeated track and 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 AS.T.M. D1557-
70T, modified to use 25 blows on each of five layers with a lO-pound hammer falling 18
inches in a mold of 1/30 cubic foot volume.
Soil Type 1: Fine sand and silts; SM and SC (Unified Soil Classification System);
Maximum Density 124.4 p.s.f @ 12.2% 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
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.
B Be F SOILS
Job No. CFOI-132
December 20, 2001
Page 3
Expansion Test Results
Soil Type
1
Confining Load
Expansion Index
% Expansion
144 p.s.f
16
1.6
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 1.
The Sand Cone Method (DI556-64) was used for all the relative compaction testing on
this building pad.
(See Page 4.)
B Be F SOILS
Job No. CFO1-132
December 20, 2001
Page 4
Relative Compaction Test Results
Test Date Soil Elev. Dry Dens. Field Maximum
No Type (ft) pcf Moist Density--%
S-1 12/4 1 246 116.2 11.6 95
S-2 12/4 1 246 113.7 10.4 91
S-3 12/4 1 247 115.3 8.5 93
S-4 12/4 1 248 117.8 11.1 95
S-5 12/4 1 249 114.0 12.2 92
S-6 12/5 1 246 118.3 9.6 95
S-7 12/5 1 246 121.6 8.2 98
S-8 12/5 1 247 116.2 9.8 93
S-9 12/5 1 248 120.9 9.5 97
S-IO 12/5 1 249 117.5 9.9 94
S-l1 12/6 1 249 121.8 10.2 98
RECOMMENDA TIONS AND ADDITIONAL SOIL CRITERIA
Grading and Compaction Conclusions
All fill soils used in the grading operations consisted of clean, equigranular
sedimentary formation sandstones and sandy siltstones. These fill soils were pre-watered
and then thoroughly processed and pre-mixed to optimum moisture and finally were
compacted in 6 to 8-inch fill lifts which were repeatedly track rolled in multiple directions,
resulting in relative
compaction test results of 90% or better. All grading operations were completed in
accordance with the Uniform Building Code, (Appendix, Chapter 33).
B Be F SOILS
Job No. CFOl-132
December 20, 2001
Page 5
Approved Allowable Soil Bearing Values
The results of laboratory 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 fiction of30 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:
Square or Continuous Footings
q =
CNc + wDtNq + wBNw
100(23) + 100(1.0)18 + 100(0.5)14
2300 + 1800 + 700
=
=
4800 p.s.f (ultimate)
qa =
1600 p.s.f (allowable for square or continuous footings 12" wide
and 12ff deep);
1900 p.s.f (allowable for square or continuous footings 12" wide
and 18" deep);
2100 p.s.f (allowable for square or continuous footings 18" wide
and 18" deep);
2300 p.s.f (allowable for square or continuous footings 24" wide
and 18" deep).
qa=
qa =
qa=
NOTE:
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.
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.
B Be F SOILS
Job No. CF01-132
December 20, 2001
Page 6
Subgrade fQr Drivew~y and Parking
Care should be taken to properly backfill and compact any utility trenches involved
in subgrade 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 subgrade has approximately the same compaction, which
should be 90% or better.
Suggested Pavement Design
All of the earth materials on the site are high maximum density with excellent
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
sub grade, which should be compacted to a minimum 95% also.
Water Soluble Sulfates
The laboratory test results included in this report indicated 0 parts per million
soluble sulfate, thus permitting the use of Type II cement with a minimum compressive
strength of2500 pounds per square inch.
B Be F SOILS
Job No. CFOI-132
December 20, 2001
PAge 7
CLOSURE
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.
We appreciate this opportunity to be of service and remain available to answer any
questions or provide any additional information.
Respectfully submitted,
~
Peter H. Buchanan,
Soils Consultant
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SOIL CLASSifICATION
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