HomeMy WebLinkAboutTract Map 3883 Lot 310 Final Compacted Fill
B&FSOILS
PREUMlNARY SOlLSINYE5TJGAnoN a COMPACTION TESTING
PERCOLATION REPORTS
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31174RrvE:'RToNLANE~TEMECUl..A.CA92591
PHONE (909) 699-1499
FINAl, REPORT OF COMPACTED FILL
AND FOUNDATION RECOMMENDATIONS
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~H:CEIVED
JUN 3 2002
CITY OF TEMECULA
ENGINEERING DEPARTMENT
-w. 388 '0
L..cr .310
A medium-sized, single-family residential building pad, including driveway
and parking area, located on Via Norte, Meadowview Area, Temecula,
California
Legal Description:
Lot 310, Tract 3883;
AP.N.919-210
Site I,ocation:
Via Norte
Meadowview, Temecula, CA 92591
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Owner! Applicant:
Mr. Quang Hong Tran
36375 Castellane Drive
Murrieta, CA 92562
(909) 698-0556
Grading Plan Engineer:
Elliot Uhrich
37161 Van Gaale Lane
Murrieta, CA 92563
(909) 696-0901
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Job No. CF02-124
May 26, 2002
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TABLE OF CONTENTS
INTRODUCTION....._........._.._........._..........._____..__.__........_1
GENERAL SITE PREPARATION .....................................................................1
GENERAL lEXCA VA nON AND GRADING PROCEDURES__...............2
GENERAL lLABORA TORY TESTING.............................................................2
Expansion Test Results.............................................................................3
Settlement Criteria ...................................................................................3
FIELD COMPACTION TESTING.___
....-....-..........................3
Relative Compaction Test Results............................................................4
RECOMMENDATIONS AND ADDITIONAL SOlL CRITERIA____......5
Grading and Compaction Conclusions....................................................5
Approved Allowable Soil Bearing Values ................................................5
Utility Trenches ........................................................................................6
Subgrade for Driveway and Parking .......................................................6
Suggested Pavement Design .........;...........................................................6
Soluble Sulfate CODtent______................................. 7
CLOSURE............................................................................................................ 7
UNIFIED SOIL CLASSIFICATION SYSTEM ............................__.._.._.8
IMAXIMUM DENSITY CURVE.........................................................................9
KEYING-BENCHING DET AIL................._.._.............._..._....._.......IO
'PlANS .......................................................................................................Enclosed
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Job No. CF02-124
May 26, 2002
Page 1
FINAL REPORT OF COMPACTED FlU.
AND FOUNDATION RECOMMENDATIONS
A medium-sized, single-family residential building pad, including driveway
and parking area, located on Via Norte, Meadowview Area, Temecula,
California
Legal!Description:
Lot 310, Tract 3883;
AP.N.919-21O
Via Norte
Meadowview, Temecula, CA 92591
Mr. Quang Hong Tran
Site l,ocation:
Owner! Applicant:
:. I INTRODUCTION
At the request of owner, Mr. Paul Tran, and grading contractor Shaun Mayhoud,
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 complete project area was stripped of all native vegetation, exposing the
underlying fill soils which were then pre-watered for three days prior to the grading
operations. The resulting fill soils were thoroughly processed and pre-mixed to optimum
moisture prior to their emplacement in the designated fill slope areas.
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Job No. CF02-124
May 26, 2002
Page 2
GENERAl, EXCAVATION AND GRADING PROCEDURES
The grading equipment used included a D.6 Cat equipped with ripper teeth and
slope blade, and a large, rubber-tired loa.der, used for transporting fill soil and for wheel-
rolling compaction. An on-site, high-pressure firehose provided additional moisture where
needed. A 2500-gallon water truck was used for additional water and for wheelrolling
, compaction.
The properly prepared and pre-mixed fill soils were then emplaced in 6-inch to
. S-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 AS.T.M. D1557-
'lOT, modified to use 25 blows on each offive layers with a lO-pound hammer falling IS
inches in a mold of 1/30 cubic foot volume.
Soil Type 1: Tan-brown fine sand and silt with some clay; SM and SC
according to U.S.C.S.; Maximum Density 128.7 p.c.f @9.0% Optimum
Moisture.
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Job No. CF02-124
May 26, 2002
Page 3
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 I 00%
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
1
144 p.s.f
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1.4
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.
FJ!ELD COMPACTION TESTING
The results of relative compaction testing throughout the building pad area were in
.a11 instances atleast 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 D 1556-64).
(See Page 4.)
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May 26, 2002
Page 4
Relative Compaction Test Results
Test Date Soil Elev. Dry Dens. Field Maximum
No Type (ft ) pcf Moist Density--%
S-l 4/23 I 1241 117.9 6.3 92
S-2 4/23 1 1243 118.2 6.7 92
S-3 4/23 I 1244 117.4 7.0 92
S-4 4/23 I 1243 119.5 6.0 93
S-5 4/23 1 1244 120.6 6.9 93
S-6 4/23 1 1246 118.7 6.8 92
. S-7 4/25 I 1245 118.8 6.0 92
S-8 4/25 I 1249 117.9 6.3 92
S-9 4/25 1247 120.5 4.6 93
S-IO 4/25 1 1246 121.7 7.3 93
S-lI 4/25 I 1247 120.3 9.3 93
S-12 4/25 I 1251 118.9 8.3 92
S-13 4/26 I 1253 122.9 12.6 94
*S-14 4/26 I 1255 119.6 8.6 93
*S-15 4/26 1 1252 118.1 7.1 92
*S-16 4/26 1256 116.9 6.8 91
. *Sand Volume tests
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Job No. CF02-124
May 26, 2002
Page 5
RECOMMENDA TIONS AND ADDITIONAL son, CRITERIA
Grading and Compaction Conclusions
The fill soils used in the grading operations consisted of reddish to tan-brown fine
sand and silt with an optimum amount of clay-sized binder. These fill soils were
thoroughly processed and pre-mixed to optimum moisture and were then emplaced in thin
lifts and wheelrolled 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 friction 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:
Square or Continuous Footings
q = CNc + wDfNq + wBNw
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= 100(23) + 100(1.0)18 + 100(0.5)14
= 2300 + 1800 + 700
= 4800 p.s.f. (ultimate)
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Job No. CF02-124
May 26, 2002
Page 6
qa = 1600 p.s.f (allowable for square or continuous footings 12" wide
and 12" deep);
qa = 1900 p.s.f (allowable for square or continuous footings 12" wide
and 18" deep);
qa = 2100 p.s.f (allowable for square or continuous footings 18" wide
and 18" deep);
qa = 2300 p.s.f (allowable for square or continuous footings 24" wide
and 18" deep).
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.
. Subgrade for Driveway 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.
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Job No. CF02-124
May 26, 2002
Page 7
If asphaltic concrete is utilized, then we would recommend that a minimum
thickness of3 inches of AC. 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
I 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.
: 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
lot her 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,
B & F SOlLS
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R! ndolph F. Heminj, ;i ~~' I :;ro. C G<'f/}7)' . 8', .~,))
R.C.E. 45687 \: ';~- \\ ['po fl' 5"-0] <cl., II
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Peter H. Buchanan,
Soils Consultant
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COARSE
GRAINED
:SOILS
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"'AJOR
DIVISIONS
B 6: F SOILS Dqte.: ..5/26/02. Page 8
GRAVEls
WITH FINES
C.......... _t.
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CUAH SANDS
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SANDS
WITH FINES
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SI.CTs AND CLAYS
(~I.... LIESS ,... 50)
SILTS AND CLAYS
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HIGHLY ORGANIC SOILS
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TYPICAL NAMES
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CLASSIFICATION
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! OPTIMUM MOISTUlf CONTENT, 'n p..' C.nl of Dry Weight
~ MAXIMUM DIY DENSITY, In Pounds Pe, Cubic Foot
9.0
128.7
SOil CLASSIFICATION
Soil Type and D.sc,iption _
741'1//'04117 C40N.e 7i> h~
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C" ;;.e C"""~I S# 5 sc
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METJiIOO Of COMPACTION
'-;STM Slondotd 'Te,l Melhod 0,1.557,70
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BIlcFSOILS .
BENCHING DETAILS
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.JP6No: C,c~2- /24
Ocn'e: Nay' 2(;,/02.
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FILL SLOPE
--:: :-:: CaMP ACTED :-:---:-:
-------:...---:... -:...-=-'::: FILL :."::---_-__:...-::-
---------------------
------------------ -_.
--:-:-:-:-:-::-:-:~ :-:-::;:==----=-?:'~-:;::~
----:-:-:-:-:-:-:- :-=---i::C-::-_-_~-c :..:_- ~
--:-:-.:-:~-=-:-:_..;:-::~.:---z~ /. To
PROJIECTED PLANf E . ------:...-_-_-_-_-:,..-~-_-_--_=_:x:-_-
I to maximum rom .oe
oi slope to cpproved ground _-:-::j::~~~::::~~~~ \kl"
- --------,,;;- ------:...-..{ 1 ,,,,,,.N REMOVE
- ---~-----.,.-
__....-.i?'---.:-----:;;.?::--.: UNSUITABLE
_ ':::-::-=:=~:~=?I'~ MIN ~ ~ MATERIAL
I . --- ------:;.;-~-:...-----:...- . BENCH.
'-L -~~:-::-=-:-:-:-:::-:-- r BE~CH HEIGHT
__:...-_-_.2% MfN.:"_:"'-_- (tYPical) VARIES
------=,;0,----
~ ;^' - ~ -
2' MIN. 1 15' MIN. I
KEY ('1.0WEST BENCH-+j
DEPTl-1 (KEY)
---------------
....
NATURAL
GROUND \
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-
------------
_-: COMPACTED :-:-:-:-:.."".:-
FILL OVER CUT SLOPE __-:-:::-::-:;FILL~:---~
_-_-_-_-_-:..-_-_::,...-.c_-_-_-...=.- "
-------~-----........-
-------~~---~---
--=-:-:-~:-:---:-:--- -~;
------------"""-
- -- -.-. -- - - -",----
--~----------
REMOVE. NATURAL:?:~-::-:::73 ,....,<--"\
UNSUITABLE GROUND", _ __~:-=------:::-~----~ , ~ \
M~TERIAL \ _ 'Y __:...-_-.;:...~_- r4 MIN~ BENCH
- - ---.,;;...~------- BENC. HEIGHT
_ - - ....;:~_-:2%MIN.~ (typical) VARIES
.-- --
-- _ - ------I::oW~~~~~NCH 1
-
CUT
FACE
To be constructed prior
to fill placement
-
-
.
NOTES:
LOWEST BENCH: Depth and width subject 10 field change
bcsed c~ consultant's inspection.
S~~CRAI:JAGE: e:--,. .~.-~:": me,- be required at the
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