HomeMy WebLinkAboutTract Map 3883 Lot 342 Preliminary Soil & Foundation
l
B&FSOILS
LP63-287Gtf.
I'</~ -~/6J:JCp.~
PRELIMINARY SOILS INVESTIGATION a COMPACTION TESTING
PERCpLATlON REPORTS
31174R1VERTON LANE.TEMl;:cu.......,CA92591
PHONE (909)699-1499
P-\{ELIMINARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A large, single-family residential building pad area including access
driveway, located on CaUe Torcida in Meadowview, Temecula, California
Legal Description:
Lot 342, Tract 3883;
A.P.N.919-184-004
Site l,ocation:
Calle Torcida
Meadowview Area
Temecula, CA 92591
Owner! Applicant:
Mr. and Mrs. Walter Zeppieri
P. O. Box 18712
Beverly Hills, California 90209-4711
RECEIVED
Job No. PSF03-128
August 27, 2003
OCT 1 7 2003
CITY OF TEMECULA
ENGINEERING DEPARTMENT
\
TABLE OF CONTENTS
mTRODUCTION................................................................................................1
I GENERAL SITE CONDffiONS........................................................................1
FIELD INVESTIGATION AND EXPLORATORY BORlNGS........................2
FAULT SySTEMS................................................................................................2
SEISMICITY ...................................................................................................................................2
LIQUEFACTION .CRlTERIA ................................................................,..................3
GENERAL LABORATORY TESTING PROCEDURES..................................4
Maximum Density Determinations ..........................................................4
Expansion Tests ........................................................................................................4
ALLOWABLE BEARlNG Y ALUES AND FOUNDATION DESIGN..............5
ACTIVE Ei\RTH PRESSURES FOR WALL DESIGN ....................................6
LA TERAL RESISTANCE...................................................................................6
SETTLEMENT ANAL YSIS................................................................................6
SITE CLEANUP AND COMPACTION OPERATIONS...................................7
COMPACTION SECTION DESIGNS ...............................................................7
FOUNDATION DESIGN RECOMMENDATIONS ..........................................8
Soluble Sulfate Testing .............................................................................8
F1oor'Slab Recommendations...................................................................8
F100ri Slab Moisture Barrier ......................................................................8
Drainage Procedures.................................................................................9
Utility Trench Backfill..............................................................................9
. .
Foundation Recommendations...................................................................9
CONCLUSIONS AND SUMMATION ...............................................................10
UNIFIED SeILS CLASSIFICATION SYSTEM...............................................l1
BORING L0G .....................................................................................................12
SEISMIC FAULT ZONE MAP..........................................................................13
CONSOLIDATION TEST PRESSURE CURVE..............................................14
MAXIMUM DENSITY CURVE ........................................................................15
SULFATE TEST RESULTS................................................................................16
R- V ALUES...........................................................................................................17
PLANS......................................................................................................... .........18
o
Job No. PSF03-128
August 27, 2003
Page 1
PREUMTNARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A large, single-family residential building pad area including access
driveway, located on CaUe Torcida in Meadowview, Temecula, California
Lepll Description:
Site Location:
Lot 342, Tract 3883;
A.P.N.919-184-004
Calle Torcida
Meadowview Area
Temecula, CA 92591
Mr. and Mrs. Walter Zeppieri
Owner/Applicant:
INTRODUCTION
At the request of engineer, Elliott Urich, and owner, Walter Zeppieri, and in
accordance with prevailing code requirements, we have conducted a complete preliminary
soils engineering feasibility study to determine the structural properties and strength
parameters of the existing soils which will be involved in the grading operations.
All of our soils investigation was in complete accordance with the Uniform
Building Code, (Appendix Chapter 33) and in compliance with the Riverside County and
City of Temecula grading codes and standards.
GENERAL SITE CONDmONS
The half-acre lot is sparsely vegetated with dried native grasses and weeds. The
lot slopes upward to the northwest and has approximately 40 feet of elevation change
from Calle Torcida.
No dumping offoreign materials or any import soils were observed during the field
inspection.
B&FSOILS
.?>
Job No. PSF03-128
August 27, 2003
Page 2
No evidence offoreign materials or any import soils were observed during the field
inspection.
FIELD INVESTIGATION AND EXPLORATORY BORINGS
One five-foot boring and two shallow trenches were used for laboratory sampling
and to establish the soil profile that will be encountered during grading.
FAULT SYSTEMS
There is no evidence of any significant escarpments or ground distortion. Current
geologic infonnation does not indicate any active faults on the property. The complete
building pad will be cut down into solid, undisturbed soil fonnations.
SEISMICITY
All of Southern California is within a zone of seismic activity. Some of the
potentially active fault systems of significant size would be the Newport-Inglewood Fault,
which is at a considerable distance of about 30 miles northwest along the Pacific Coast.
For this general area the most consistently active zone within a 100-mile radius would
include the San Jacinto Fault Zone, and the closest main active fault would be the southern
extension of the Whittier-Elsinore Fault. The Chino Fault southern extension is
approximately 15 miles away and is considered to have a maximum magnitude of7.5,
which would also apply to the Whittier Fault, which is more distant.
The overall area is considered to have a Richter magnitude of7.0. The possibility
of ground acceleration at this area would be approximately equal to the general Southern
California region. Past information indicates the probability of ground acceleration as
follows: (page 3)
B c( F S.:HLS
"
Job No. PSF03-128
August 27, 2003
Page 3
Probability of Ground Acceleration
,Acceleration of Gravity
0.05
0.10
0.15
0.20
0.30
0.35
Probability of
One Occurrence
Per 100 Years
95%
88%
65%
38%
20%
40/0
Southern California is considered susceptible to a large earthquake, and design
should be in accordance with the Uniform Building Code, latest edition. The "Seismic
Risk Map of the United States" indicates that we are in Zone 4, which is described as
those areas within Zone 3 determined by their proximity to certain major fault systems to
be deemed Zone 4.
LIQUEFACTION CRITERIA
Soil liquefaction is caused by loss of soil strength, which is a result of increased
pore water pressures related to significant seismic activity. This phenomenon occurs
primarily in loose to somewhat dense cohesionless soils, which are located within a
groundwater zone. A rearrangement of the soil particles takes place, putting them into a
denser condition, which results in localized areas of settlement, sand boils and/or flow
failures.
The subject site will be cut down into solid, undisturbed well compacted soils
which will have adequate drainage both naturally and marunade for the final building pad.
The soil particles will be in a dense, well compacted condition. There will be no
groundwater surfaces remotely close to the building pad elevation, either permanent or
BIX FSOILS
s
Job No. PSF03-128
August 27, 2003
Page 4
perched. Final drainage design will provide pennanent and positive drainage flow away
from all structures. Therefore, it is concluded that the subject building pad and the
proposed foundations will be considered to be nil with respect to liquefaction.
GENERAL LABORATORY TESTING PROCEDURES
M. D' D ..
aXlmum enslty etermmatlOns
A bulk sample was procured, representing the typical soils that will be involved in
the excavation and grading procedures. Maximum density determinations were made in
accordance with AS.T.M. DI557-70T, modified to use 25 blows on each of five layers
with a 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume.
Soil Type I: Tan-brown medium to fine sand and silt with some clay-size component;
SM & SC according to the U.S.C.S.; Maximum Density 128.7 @6.9%
Optimum Moisture.
Expansion "Fests
The results of expansion tests performed on the remolded samples of the typical
foundation soils, compacted to over 90% 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, are as follows:
Expansion Test Results
Soil Type
Confining Load
Expansion Index
% Expansion
1
144 p.s.f
13
1.3
B 8, F SOiLS
G:>
Job No. PSF03-128
August 27, 2003
Page 5
All of the typical earth materials that will be involved in the grading operations
have low to nil expansive properties and will not present any structural foundation
problems with respect to soil moisture variations.
ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN
The typical earth materials on the site were procured for laboratory analysis and
based on saturated direct shear tests, an allowable soil bearing pressure was determined.
The results of laboratory analysis and direct shear testing on the typical foundation soils
utilized a controlled rate of strain of. 050 inch per minute under varying normal loads.
The test results calculated graphically to an angle ofintemal friction of32 degrees with
120 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a
factor of safety of 3.0, the following calculations have been determined:
Square or Continuous Footings
q = CNc + wDtNq + wBNw
= 150(20) + 100(1.0)14 + 100(0.5)12
= 3000 + 1400 + 600
5000 p.s.f. (ultimate)
qa = 1650 p.s.f. (allowable for square or continuous footings 12" wide
and 12" deep);
q. = 1750 p.s.f. (allowable for square or continuous footings 18" wide
and 12" deep);
q. = 1850 p.s.f. (allowable for square or continuous footings 24" wide
and 12" deep);
q. = 1950 p.s.f. (allowable for square or continuous footings 18" wide
and 18" deep).
q. = 2650 p.s.f. (allowable for square or continuous footings 24" wide
and 18" deep).
B Be F SO~LS
1
Job No. PSF03-128
August 27, 2003
Page 6
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.
ACTIVE EARTU PRESSURES FOR WALL DESIGN
For design of retaining walls where native soils or comparable import soils are
utilized which are fine-grained and not clays, we recommend that active pressures be 35
p.c.f. equivalent fluid pressure where there is a level backfill against the retaining wall.
If a rising slope occurs behind the wall at a 2: I angle, then the active pressure
should be increased to 45 p.c.f. equivalent fluid pressure.
LATERAL RESISTANCE
For determining lateral resistance and foundation design, passive pressures of 300
p.s.f. per foot of depth may be used, up to a maximum of 2400 p. s.f. A coefficient of
friction of 0.35 can be used for lateral resistance for all foundations making contact with
the approved building pad. If this value is used in conjunction with the passive pressure,
then the coefficient of friction may be left at 0.35, but the passive pressure should be
reduced to 225 p.sJ. per foot of depth.
The lateral resistance from coefficient of fiiction is determined by taking the actual
load of the building on the soils, times the foundation area, times the coefficient of fiiction.
SETTI,EMRNT ANALYSIS
Consolidation testing was performed on an undisturbed soil sample which is
representative of the foundation soils in the general building pad area. The resulting
compression index (C.!.) determined by laboratory testing of this undisturbed foundation
soil sample was 0.072.
B & F SOILS
~
Job No. PSF03-128
August 27, 2003
Page 7
Calculations indicate that under these soil conditions a single-story structure could
have 1. 0 inches of total settlement, and a two-story structure would have 1.1 inches of
total settlement. These values would be based on no additional compaction being
undertaken and the total settlement that would occur, including that which takes place
during the actual construction of the building, plus aU final settlement.
After the compaction of the project area has been completed, the total settlement
which will result is 1/2 inch and the total differential settlement will be 1/4 inch.
SITE CLEANUP AND COMPACTION OPERATIONS
The area to be graded must first be stripped clean of all vegetation and any
otherwise loose or deleterious materials.
In all areas where structural fills will be constructed, a minimum overexcavation of
36 inches is recommended. The overexcavated soils should be thorougWy processed and
premixed to optimum moisture and recompacted in 6 to 8 inch lifts with constant wheel
and track rolling in multiple directions until 90% relative compaction test results are
attained.
COMPACTION SECTION DESIGNS
All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be
compacted to a minimum 90% relative compaction using the existing native soils as the
subgrade.
Based on the R-values obtained, the pavement section for Palo Alto Lane should
be a minimum of 4 inches of asphaltic concrete over a native soil subgrade in which the
top 6 inches is compacted to a minimum 95% compaction value.
All fin areas should otherwise be compacted to 90% relative compaction and all
B (}, F SO,LS
q
Job No. PSF03-128
August 27, 2003
Page 8
building sites bisected with daylite lines must be over-excavated a minimum of3 feet and
extending 5 feet beyond the building perimeter.
IFOlJNDA TION DESIGN RECOMMENDATIONS
Soluble Sulfate Testing
The soluble sulfate p.p.m. content offine sand and silt derived from decomposed granitic
bedrock is typically low to nil, and thus standard strength concrete can be used (2500
p.s.i.).
Floor Slab Recommendations
Normal concrete floor slabs should be 4 inches in thickness (3-5/8"). The typical
soils are in the low expansive range; however, we would suggest that some minor
reinforcement be considered in the slabs, such as 6" x 6"-10/10 welded wire mesh. The
advantage of this is that it does eliminate the possibility of any minor cracking and
separations as sometimes occurs with heavy live loads. The original compacted building
pad area is adequate, but with the trenching of utility lines and the plumbing risers, there is
sometimes difficulty in getting unifonn compaction throughout all areas.
Horizontal reinforcement of the slabs can be in the fonn of6" x 6"-10/10 welded
wire mesh, or #3 bars be placed each way on centers between 18 inches and not more than
24 inches.
Floor Slab Moisture Barrier
For all areas that will receive floor covering, or where any fonn of moisture or
dampness could result in an undesirable situation, the use of a moisture barrier such as a
6-mil visqueen-type membrane is recommended which is lapped or sealed at all joints. For
B& FSOiLS
\0
Job No. PSF03-128
August 27, 2003
Page 9
garage areas .or sheds other than living quarters, the moisture barrier is considered
optional; however, it does serve a useful purpose. In all instances good drainage should
be maintained away from all structures.
All of the polyethylene membranes should be protected with a few inches of sand
placed on top and below them for protection; it will also help in curing the cement when
the floor slabs are poured. All of the sand should be kept moist up to the time the slabs
are poured.
Drain~e Procedures
The final building pad will be properly elevated and all drainage patterns will most
likely be directed toward the adjoining flood control channel. It is important that all
surface runoff be directed away from all building foundations.
lTtility Trench Backfill
All utility trenches traversing the building pad and/or subgrade areas should be
backfilled with clean, sandy native soils that are moistened to optimum moisture and
compacted to a minimum 9oo;" compaction value to insure against any subsequent
settlement in these areas. For deep trenches, the pipes can be filled in by jetting so that
voids are eliminated. However, for the upper four feet we recommend that mechanical
tamping and/or wheelrolling be undertaken so that at least 90% compaction has been
attained and no subsequent settlement will occur over these areas.
Foundation Recommendations
All of the trenches should be excavated into well compacted, non-expansive
B & F SOiLS
\\
Job No. PSF03-128
August 27,2003
Page 10
have a minimum 12-inch deep footing and aU two-story structures have at least an 18-inch
deep footing. AU 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 oftbe footing trenches be made prior to concrete emplacement.
CONCLUSIONS AND SUMMATION
All of our field work, exploration, soil sampling, laboratory testing, and
engineering analysis have been conducted in complete accordance with the Uniform
Building Code and with accepted engineering techniques and prevai1ing grading and
engineering code requirements.
We will remain available at this time for any additional soils information or any
clarification of the report that might be required. We will present a Final Report of
C.ompacted Fill fur the IP1I13initlg grading and compaction testing necessary to acquire a
building permit.
Respectfully submitted.
~01~03'L.'. ,...
/~.... '\"', - __.--. I./{( "
I . 1 ./"; II F ..........".. ".' '\
. , . 1'.. .. (r<\
-. I '
/ :'-: :':., \
,c...lr.-.
.:!. -c ~,~~.C ~ -;lI~ :c)' _ .:.);
f, .
/
, ,,'~... /f
Randolph F. F1",r~. L ;..:- '_('S~<j/
" . (" OF' 'J \ \\ J ,.
R.C.E. 4568 '''~ __~I"~../
We appreciate this opportunity to be of service.
B & F SOILS
_Gltz-
Peter H. Buchanan,
Soils Consultant
B&FSOILS
\'2...
.)?)S NO:PS,e'tP3-/28
COARSE
".GRAINED
SOILS.
. ew... I'wft !O'I. ~
~ ........... L:AJtG[1It
".,. No. 200 __
....1
riNE
.GRAINED
SOILS
I..... ,,-,!Q, ef
_,........~D'I
.........zoo.,_
...,
.BIlrFSOILS O.Q'rE": ~/27/tP3
MAJOR
DIVISIONS
CLE AN
GR~VElS
(lln.. tr .. 1M )
GRAVELS
~~so....,
e.... ftoKI_..
UfIlGl"R "- ~
.... of ....... II".
GRAVEls
WITH r1NE5
(.I....M...... ......
11I'....1
GROUP
.SYMBCU
~~
.:a:~ GW
'::~
"":". GP
.e
. ..
~GC
C~ SANDS ;:i~i
~.." ""-11; SP
SANDS
....."....~'oI'
_w ft.,...,..
S....UEJI ''*' ...
......-t ',.nl
SANDS
WITH FINES
(A,.....c...... __.
., '.....,
SilTS AND CLAYS
It....., 1_" L[SS 1"- '0)
.
S Il T5 AND CLAYS
Cl....., 10""" G'tOTt" I'*' SO)
HIGHLY ORGANIC SOILS
BJ sc
~
Cl.
.;;;; P'
;;;::
TYPICAL NAMES
.ef' ......., ........1.. ,. ...,_..., ""'~".
J;,U. .. .. r.....
"'-ty ......... .......... ... ......1-..... "'"'.......
lIMe . .. ,....
GM
s"" ~'. ................... .........
0.,., ......... ......1-....,.CIIIt' Mtl~
sw
.." ........ __. ,......11, '-".'''''. .
.. ,...
,..;.,.,....... -- .. .......', ....... """
.. .. '....
SM
Sol"~ ...... ",,-,,11 _..--..
(Irfr-y --, ""'-difJ ...1--.
ML
~ ..Ita.........,'_ ......f"ICtI ,......
...t,.... a.,., '" ___ .. c..,.., .tlft
~tll"''''' ....hel"'.:
~ cMyl ... ... .. .......... .....,c:tt,.
....u, et.,... .-...y de,... ...... c-,.. __
c.,...
OL
o.,-.c ..,.. .... ~ '"'' cleJt .. ..
'-"'Clty
MH
'......11( ""'. ....t~--. .. ...-..-c:_.
'- ~ .. ..n, .~..... ......e ...".
CH ~'e eferl D' ...." ...."City. r.. c..,._
OH
~tC "-J't ef ......... .. """ ...."clf'.
......'c ''''1.
..... ... ...... ,,"~I, .........c Mlb.
IOU"O."'" :ClA55,,.C.T10Jl5: 5.... ......."... c"'"-.c'..'.hn .;..,_ "-, ... .........,.. ..,
~__t_ ef .~ """""
SILT ~ CLAY
PARrlClE
....0
....
.- ....
""co
u.
UNIFIED
SOIL
CLASSIFICA T ION
SYSTEM
...,,.._n.
r.. l;'I,''''' 5001 (IO....'ICOIIG'! S"""". Cor.. 04
(~...,...,. U 5 A,..",., hu""nl "~...c,."..,. No 3-3'7
...... I. "~".I") IA...." "onl. 'MOI
S I Z [
11 (y t
l I M ITS
paY[l
coeellS
lOU\.O["S
--
,
'".
s,tt
Ill""
.4
p.//
\p
. D CIC r .;:MJIL..;I
~II /J ' -;-
T~pfJ 0 ,.,eer-,4r" yre
BllcFSOILS
Job 1io:~5-12e
, !JORIIlG NO: t .n./Z
Soil deacrtpttonSlYfS(! r'
TEST BORING LOG
grr SOIl. DESCRIPTION:
,
0 7;,,, O'''Uvl Ct:1t:Ir.:1c 7'0 +i,ll,p .$6nrl
~ d"ndS,/~~~"r~ W/i1or cA... S"/l::'
. .t!h ~ -~T~~"", ~e;.'/'" are...
94.9 12.7 " ,/.. r.:. AA~~ hQJ ~
'f
. .""d ",,0#$7 ~~ 12ro~/:
;2.5
( h"-zO ~ a'9'o )-~/4.tVt'a/~_;'~
~ ~?"" o'"QCou-tA::>spd" OlDdl"';e:' _<p,~ .
;:
,
,~" .,;
. cl'
I~ FNP /
."
.., , ~' 0'1
......
I:
.... .
~S ,
, .c "
.~
Q.
."
ICI
,
~
I
~z.s
,
'.
--
..... I ., ~
::a. . ~~
..= ., 101
...u L ... -- ~
.,...... Z-. .. ....
r . f "
" ., ...... ".0:
'tIoCl ..'- ~.~ .... C3 l
... o . Q,I:
::a.'- Il: ~'t ..... \L\
L ~~.. "''-
'C:l C>:l
~
~
~'
t
.. i !!
~ ~
~ !
iP
~l
o
I!"
a~
: ~~ . ~
~~! ~
~ J_ 1"1 .
~ ~i. 0 ~. ~ .0
~ &= ~ ~ v .~.
II. !O Yo
~ ;!j ~ I
1: ~ hI
~ ~.. 11
~ f ~
~ J ~
a.. g ,._ ._
:! w "=" 5<- 8 . [
~ 'tl. IS 8 ~ 8~ Z
~ it J~ ~8 .n~ :I"" :!~ R6"! ~
-1 ~ .g "V'\ .2 0".29, o~e-,~~ 1IO
.. Ii '::= 5<; 5<5l 5i~' vw .~
(D .t:~ :;\.0 ;::$..... ~_ ._
~ :1 Nt:....;- - S-
III ili ..
~ ~
~
.,
Q,
E E 0
E T""
~ .:L. .:L. .:L.
~ Q. g 0 10 ~
CO 10
E ~ .... .... 1i
~ 15 ~ en
i'\1) " Ei " . , '- - , ~
l\. .5 "il . , Q) g
"" .
,~ ~ " '" ~ c . , ~
~ .
0 0:: ::J o . ....- .~
"- .. c: ::J ClI {!.. , Q) o:r
I l Z " :<: ClI O~ I II)
\\) ~ -
0:: - .c::J I I.{) E ~ 8i
'1'1) .W to m _.0 i
:/ !! <( .... ,
-
:\) (!) OJ" 3.!l , 0 E -.J
~ " =~ 1
:~ .W II) . 'BJ "Ui I - "ll
i 5& I 52 e ~
~ ....J N.. 151 , it ~
0. H
)( "Ou ,
to -3e '-', ' ,-'I.,:: 00 , .!l ,
II) co.!! ~~ .
II) t5: I ~ \I)
;~ U> -
0
~~- _"1:." .' --- ---
~
a.
iQ.\ ~
~
-- ....
. _, _' 0'._._. __ ._'~~ ._ . .
.1/ J \-,/"< ," I 11.:t '~" 'f) v J'--. · (
,~"~~ ~. ~~,' ~~ ~\j~~~ ~i.~
.-' - -~~6~~ ~ ~, y 01 ~ ~J :~~~~
r~~' b. \ "" > .\ ; '~/t ~~~)'JJ\~ ~1~ \
\ . .-L " ~. <'"10 - ~ >VT"1l,.l
rr> r - ~ ~I ~'.,1
IT 1'.I~ lei ( p~ \'\,.~::r:. v'
rd . - L ~ I "-"I-" Jf- ~)--- I 72!';J ,/ ~;d~" ~ y~:\
111I -'. '" -~ :D .~/ 1 ~ Nv"W
'= - I.. r-) .~~ rRr,:;", r" ,.,(i>t. "'.....),./... ~~
! I It):.... I 1, 1!f1 """' , ,_. ~&~ ~ "W
. j" . i-' 1'\ ~, L'" i ~ "
-- - J .:r;-I- 1 I 11 Jb(T1 ....";.-,. ld: ~ ,
~. r ~',F:' II /1 / &~ -<< l.r~~/~ v; l: ~":",,
). d: . . III, f-v:;(,,' r:~..'.'...,~ -.._ _ --.
m ,~u'~~::-,.~'>/
I';. \ .~ ~ )(YXE<'j
- 1.... ~_ -,
. .. .. . J,. ::\IAA!LA / ~,.:
~J' . K ~ ....,; !'<~:x;. .,~ .'
/ -~ ~//'~~' '.;;..;'.:'
~. >' .?- M:,":-J.I .. .;., Y,
....... /}f~ lIlY . "
)'"' /. .J.. ;;
-
1\1
~. ~ I
J.t.:~
r4--"'- ~
.i1
I .
t:c
as
a;
E
o
.:r.~~/
/"
'J. ,
iW
- I:.
~iTI ,II
~~
:(1)
:(1)
:s:::
:0 I
'N '5
!~I- '~~'.I ~
: :J ....,,~'
:0 '
100 -< :m
! ~.M;; :~i~/
:z.~ '":r.J3!ll1
--'- le:I'~
! :: ..;- . 'f\ -~ r'
:::s ~~r' -'ti
I as ") ,:/ '6 ~ \..,c;
IU- ,,~~
I CI) I~ ~ '
; >:r-,'Y' ~. ' /,
1_- L...J
I..... L'-
(.) ~
I ct::- '""V" "
~./, '. ~
'-"" -- /
/\ fF'i '
" ,~ ",
,. / ,..J I
1/' 'IJ
"t- '. r-
.....-.1.
~
}~~
:{:/ ~'Y
it' ). '::::
/' ~..... ,~
....: '-.
/ Q.d
..,".". ,/. t\
, : i,:.,~'. ", ~,., ..).- ~ \ll~~R I "7 I ~
~ t. . :.' ~~ ~ \ ;"
, , f-l\.~~ K~ ____, ~ ~,
.i1. HI:.. /~, "/t:>""'\... ~",",I~
,,'/. . /' ~ v {~) d I \ ..J:;
.-:::r; I-~ / \ -~~
- /' ,," Ii' I' --..J
...~ /~ ,///-1~)
. \~ ~ / --'t- -.., -" :g~
' .i. / r' / ~~
'. . '/. ~., .~ Pl
.~ 7~< ," '-\:
"A "-v.l{~ ~ / '\ ___ r-j\.
: ~ /7.......' .//1 ' · "'0 ""'11 0- ".
."l ,/ l. '~
(/ ,'- . "Z... ""I
,/
.-I /. / f-- \ ~_'1:,..... ), 11
.
1"
-J,
.,
..
. j
'\
.....1A"
i5 (
c /
u;
~ ~~.
~...(
~ ", :. '.~',~ ~ ,-
1ft,;
J'"'-...
o
,
, .
..',t:
.
\.;)
..-
~8
~8 -;;- ~6
.rl_ -s -,~
^- ~s;: v
..;-
...
~ ~
..
w '"
ffi ,5\' ~ .!I
~z ... 0:
~~ ~ ... 1 ~
Zi er:: ~ .. ~. '0"
~l>l ~ '" '" '"
~ is c
o~ :c: u; 0
~ ~ '"
~
~ 1:-
is
~ ~
~ "
f~ ~ <-1' .>r ~ ,jf. J\-
~
g
J "'-"'NN N
;; N V ^ V VI
~
"f ~ ffi~e; ej
Ii!!
I ~ .
I L ::!::!:d:d
n ~~~ ~
J
'iiJ
...
~
w
U
It
::>
o
VI
~ '5
VI ~
~~i
'" Ii:.S
:;; d
... ~ j"
III .,.
';! . w .
u.. U
~ ,~.~ '0
2 t~ ~
l..~ ~ .
"" fJ,~ I-
, i.1!.2
ito _ .
.. !.B
~~ 0
U' ...
::I" g
-~=
.e.! <:
a
-5
!I~
~w < '"
~~
8.
~
g
R
:1
~
'..
c
.a
.g
s.
-!l
5
~
.
~
~ ~
, ,
:z ~
:; e
" "0
~ ~
.%;"" .~
~'"f" ~.
E~ l\
Uv a:
f;-e .; e
- '" S ..
~rR ,Q ~
.g.. .g ~
HiB"
. . u
'00 "i!
U.- 'Si c:r..
j5~ Ill'-
g..~ S:;.
u;; "B g
g~ ~ ~
~ ~ ]."
-..2: u c:
-sa.d
HH
p
g ~
c e
u l:g
~~
",=
- "'
-
..
..
..
..
.5
-
BllcFSOILS
::;;6 ~ P.s,c- &)/... /D3
':t.1:z.lz~1
p./3
/.QC>
,
- V\iClT ~,R.. At
( ~ ""
~ ::s-..
...
..........
"'
.' .~
, "" "-
- . I- ..... "
, - - - f,- -~
......
............
~
.......
71., - :;t ,~ . -'::J - 07 - . E$:F
,C; ~n
, . / - "
-I' -= /"1 I c;- X. -' /,c.-, - )
. ..I' - /$ .s- " . :: /./ i&. "
-
-
i. .90
..
..
~'
co.
E
o
ell
c '
.R
;;
:!!
_0
Ig.
I; C
.......8
is'O
..
b"C
--
-.-
..
;
,,.-
u'"
o
l,)
-80
Q21
0.25
o.s I 2
Pressure Tons/~tl
.
"
II
Pro' ct ..siP/Is & r-T
Client WAe.-r~ Z e'PP/ ~:r ~ all:> /.w'/~ -I'IR~lQwJ
Bot Som Ie No. 9-1- s-.t De -Ele... ;210" e. 27 '03
CONSOLIDATION TEST - PRESSURE CURVES
\~
B&FSOILS
J08 !V.tJ: P~r-0.3-/2e
04T.E;' &/27/P3
p./5
f:'REUMINARYSOILS INVESIlGATION &COMPACTIONTfSIlNG
. PERCOLATION R6'OR15
3117A Rn/am)N l..ArE~ 1EIEcuI.A. CA 92591
PH::ltE" l909)699-1 <499
SOILS ENGINEERING DATA
rTypicol fill Materials
LOCATION
80ring No. 1
Deplh, in feel U
MAXIMUM DENSITY CURVE
I Mois ture Content in Per Cent of Ory Weight
- 130
8 \
u.
'" 125 \
.-
~ \ SOil CLASSifICATION
;::)
u \
.. Soil Type and De~~io" _
,f 120 7i:t,,~-.vn C~,,"4A I? IHe.
\S\ ..:na.,d and Sr/"f" A1;""-S VHIH&>r
.. X~ . C'~X; ..s;.(; ~ .,rc""'M/~'"
~
C US " 7P l./.s:c. S.
I \':'l
\
.6 1!10 METHOD Of COMPACTION
>. ASTM Slondord Tesl Method 0.t5,
- \
.-
..
C ~. Oio_let' "'Old. 1130 CI/. ft woI_
t! 105
0 5 10"" 15 bl-. pe, Ioye"
>. 10 Ib "0_ dropped " iIIC;'1
..
0 100
:OPTIMUM iMOISTUIE CONTENT, In 'er C.nt of Ory Weight
,
!MAXIMUM ,01'( DENSITY. In Pounds Per Cubic foot
6.9
12.~7
\1
e6FSOILS
,13.1;
TRANSITION LOT DETAILS
Ji,6AIo. r?srf).3-/2B
Derre: 13/2"103
CUT-FILL LOT
NATURAL GROUND
1-
--
,
UNWEATHERED BEDROCK OR 1
,-- MATERIAL APPROVED BY --.J
1 THE GEOTECHNICAL CONSULTANT
CUT LOT
---
--- -- ---
---- ,."., ..".
'-'- REMOVE _ -
_ - - -- UNSUITABLE ___ _ - 5' L..
_-- - - "MATERIAL _ MIN"t
-:..---------..:..:.---------::--~-----..:---------..:-"':..-...:----. 30" MIN.
:..- -_-:... -:...-:...-:...-_-_-_-_-..:.-_-_-_-_---::... -:.:::.?': - - -_- - - - --:..J:..-_- -_-- -- - -_---
-;icciMPACTED.~-:..:.=--::;-~-- i"')J "\ ^
:"~~~;j:~~ OVER EXCAVATE AND RECOMPACT
--
--
NATURAL GROUND
'. _1-
-
-
-
T
UNWEATHERED BEDROCK OR f
,-- MATERIAL APPROVED BY .
f THE GEOTECHNICAL CONSULTANT
\<0
NOTE:
Deeoer overexcQvation and recomoactian sholl be performed
if de.~~rmined.o be necesscry by the geote"=~~ic~~..::onsultonl.
(f\
,"I ~
,\\1 "0
."' I~
I ~
~ \\)
~'
~
. ~l~'
~ ,~ '"
~ ~j
~ '),. ~
~ V).1
'\l ~ ".~
~~,:~
,.'
'c.:? c.:? 0 E- O C
UJ ::r:: z
z 'z tI) c.:? 'UJ -
- '- 0 UJ tfl Z
E- E- - 0
' " tfl tI),' Q. >= '...J "~
- o. <: 0.. <:
" ><: >< '" <: ~ "0. !-.
Ul 'Ul Q. 0 '" ~
tI) c.,
) I I
,., .. ;1 \, I~I
,I.,:;.... Q r- f
z ( )< t
I.l .
,f;;) )0
>.
" [oJ \
oJ
/
////
/"
.-
--
/"
,~
~
"'.~
~.- - ' , '. . d'_
-
~~
.~.
~~
I~
t~
(~
~
~
,~
,~.
~
~
, ..":'~"
)
!
/
I
/'
..._.._....~._~,~--~.---.....' .
,~
/'
/
1/'
1(. .
.'
.,.~....."
"..<~",,~ ,,""--" .,,,..' ,".
\.1:'
-- .~'.~~~'
,.,'
./'
,.-.
./..
...-.-"."
-'
,_.
/~
/
"., ,..F''-
..>/ !,
,\
/'
.............~'-...~
-._~--~
'-"7""
-~,
~
~
(
\
"
\'I
I
,
;
...,
I
~'C'E=~..21 :
, '
I
!
j
i:
i
I
. !
'VOl ?~Oi..3"1~?' '\:
, , \ .
. I \ .
i'l,'I.ol?ll'''''d: \ . ' . "
. ;;J'I~ ':=---....\ . '\
y
,
. i
.~,
\
'. \ s'
:." ,.
'",' /'S\S:!, ,.
"\.'-,
\ ~--r:-
, ,
\
'.\ '
.' . \'N
'" .N\II"'~'''r7Z .~o ';
!!'
'1-1
-11\
"":'"
. ;
,
I',' I
' , .
.........~'-------...... '
O:l.~
----:-':~
.~....~ 'I ' l.'
, ".I~ .:- ---'-"-~_.,.-
'I i,
, \
'--
.---.
. ...~.
-~
~li'
~,"'s't>". .....,T"''1 "'''~''''1-_~;-4,e,-?:,,;
.' . 1
- ..---"'""""'...-.......k.__. .
',..
.,
..,..._~.......
.'.......
."",' '.""'i'''''''!'1''''''J' ""J~\=;;!a"
. .~~1"~.~.';"'<~
, ,
,s,
." :"'P~...~"....f,:;,,'h .,..' . !
i- .
!
'.,
,-......................--............ --.:...
.:,....
c_-l'l
{).
Q
,-
Q
.', r-
..-
-. ~.
- '
.~
~
~
-'-
. ....
~
l!J
.~.
IN
1- ,
.~
f(1
c'
~
110
2'.'
, .
, ,
!
--
i
,.
z
. ,.
---
.-~--_.
./
~ I
i-..~:!,..,;_.__".,.
~
f --'.---'--."
i
,...
,
, J
....,.
i
"..,.",.. "" d
.'~,:T' /
I I ,.'
, .
il
.f. '.": .." . ~i""'I".'Si:;11
I : j.:-':--:-. .
./( .
-/., ..-' T.' -
. i
..-,-
;.---
.,.,-
.'
........~
B&FSOILS
PRELIMINARY SOILS INVESTlGATJON a COMPACTION TE5TlNG
PERCOlAllON REPoRTs
31 174 RlwJn'oH L..v€. To4Eclu.. CA ~2591
f'IoIO'E $C$) GW-148Q
APPENDIX B
GENERAL EAR1HWORK AND GRADlNGSPECIFICATIONS
'),.0
GENERAL EARTHWORK AND GRADING SPECIACATIONS
1.0 GENERAL INTENT
~ specifications present genemJ procedures and reqt.iremenls for grading and ear1hwork as shoY.n <Xl the approved gmdi1g plans,
i1cIld1g preparation ~ areas to belilled, placement of fill, i"lsIalIation of slildrains, and excavations. The recommendations conlai1ed 81 the
geoiechni:al reportareapartoftheearthvo.urkandgradi1gspecificationsandshallsupersedethe provisionsconlai1edhereinallel n thecase
of~ EvaIuaIia1sperfolmedbytheconsullanldt.ri1gthecwseofgrndng mayresultn newrecommendationsofthegeolecflni:al report
2.0 EARTHWORK OBSERVATION AND lESTlNG
~ to the 00I11ITlElnceme of grading, a quaUIied geotechni:al conslilant (soils engineer and engineering geoIogisl. and their
~) shaD be empIoyedfor;the pUIpOSe of observing ear1hwotk andlesti1g the fils forconfonnancev.ith the I"9COhdT19l idaIioIlS
of the geotecIv1i:aJ report and these speci/i;dlk..1S.
nWl~ be neoessarythaltheconsullanl provide adequate lesti1g and cbservation so that he may delermi1e that the mrk was accomplished
as~. n shaD be the responsiJiIilyof the COIl1racIorto~ the consuJtant and keep hill apprised of work schedules and changes so
thai he mayschedJle his pelS01.leI~.
n shafl be the sole responsibility ~ the contractor to provide aIilq~ equpnent and methods to accomplish the mrk i1 accordance v.ith
~K:8b1fl grading codes or agency orcinances, these speciticatio, IS. and the approved gradng plans. If in the 0Ii'1i0n of the consultant,
LnSalisfadoryconc.ilions, such as qtJe$tionable soil, poor moisture COI1!ition, inalilquatecompaclion, ad'Ierse v.ealheI, ate., are resUting In
a Q$lity of work less than required nlhese specifications, the consUIant will be empowered to reject the V<<lIl< and r9commend that
construction be topped LnliI the conciOOns are rectified.
Maxwlllmaydensitytes1s usedtodelerminethedegreeofcompaclionWlll be performed in accordancev.ith theAmerican Sodety~Testi1g
and Materials tes1s method ASTM 0 1557-78.
3.0 PREPARATION <r>F AREAS TO BE ALLED
3.1 CIeming and Grubbing: All brush, ,vege1atian and debris shaD be removed or p11ed and olheIwise cisp05ed of.
3.2 Processklg: TheexislingQllJlJ1dwhich is cfetermii1edto besatisfacloryforsupport of fiB shaD bescarifiedtoaminirntm deplhof6 i1ches.
Exlstif1g gromd 1M1ich Is not "",lbf....tu. Y shall be ll\IIlf' excavated as specified i1 the foIIowi1g secticn
Scarifi:ation shaD continue lI1liI the soils are broken down and free of large clay Iurnps orclods and lI1li the Y<<lIl<i1g 5lriace is reasooably
uniform and free oIl11El\1e11 fealureS 1M1ich would ilhbit lI1iform compaction.
3.3Oyerexcavatlon: SoIl, dry, spongy, ~ighlyfracll.r'edorolherwiselmUilableground, extendi1gtosuchadepththalthesurfacepl~ IQ
cannot adequately inpl"O\l"9 the concition, shaD be ll\IIlf' excavatad down to firm grolXld, approved by the consUIant.
3.4 MpIs1ure Conditioning: 0II"9r excavat"9d and processed soils shall be watemd, dried-back, blended, ancVor mixed, as r"9qUiredto aUan
a ~iIoIm moisture content near oplintm.
3.5 R\lCompaclion: ()..oer excavatad and processed soils which haw been proper1ymixed and moisture-oondilioned shall be recompacted
to a minirntm relative compaction 0190. peroenl.
3.6 Bl1nchlng: Where fils are to be placed <Xl grolJld v.ith slopes steeperthan S: 1 (horizontal to vertical LrIils),thegrornd shaD be stepped
or bellChed. The Icmest bench shafl be a minimum of 15 teet wide, shaD be at 1easl2 feet deep, shall expose firm material, and shaD be
approved by the consultant Other benches shall be excavatad n flll11 material for a mninum width 014 feel. Gromll sloping flatter than 5
: 1 shaJ1 be benched or otherwise ll\IIlf' excavated when considered necessary by the consuJtant
3.7 Approval: All areas to receive iii, including processed areas, removal areas and loe-ol-fiU benches shall be approved by the consuIlanl
prior to fill placement.
-z,.\
4.0 RLl MATERIAL
4.1 ~1: Material to be placed as fill shall be free of organk: matter and olher deleterious subsIances, and shan be approved by the
COIlSl.!'lar1t! Soils of poor gradation, expansion. orslreng1h characleristics shall be placed il areas desiglaled byCOllSlJlant or shall be mixed
with other soils to serve as saIisfacIOrY liD material.
4.2 Qversize: OversIze material defined as rock, or other irreddlle material with a maxinum dinension greaterthan 12 i1ches, shaD not
be bluiedorplaced illi1ls, lJ1lesslhe 1ocaIion, maIeriaIs, and cisposaI me1hods arespecifk:allyapprowd by1heconsultanl Oversize dslJO""l
operations shall be such that nestir(J 01 oversize material does not occur, and such !hat the oversize material is compIeIaIy SlJII'Ol.I1ded by
compacIed or densiliedfill. 0\IerSize material shan not be placedwithil1 Ofeetll9l1X:al1yol fi1ish gradeorwilhilthe range 01 fuUe utilities or
unde(groundconstru:licn, lJ11ess .pecjfk:aIIy approved by the CllIl5Ulanl
4.3 Import ff i'n~ 01 iii material is required for gradilg, the i'nporl material shall meet the requirllmenls 01 Section 4. 1.
5.0 HILL PLACEMENT AND COMPACllON
5.1 fill UIls:ApprovedfilmaterialshaBbeplacedilareaspraparedto receiYeliUn near-horizonlalla.yers notexceediilg6i1chesncompacled
1hickness.The COIlSliIant may approve Ihicker Iifls W testi1g i Idicates the gradng procec:Ues are such that adequate compaction is bei1g
achielled wilh ills 01 greaterlhlcl<ness.1;ach IayershaR be spread ~ and shaH be thoroughly mixed <Ui1g spmadingtoallai1lJ1iformily
01 material and mois\IJ'e n each layer.
5.2 FiiD Moisture: Fillayers at a moisture Ca1Ient less than optilTllm shaD be watered and mixed, and wet fill layers shan be aemted by
5C&J iI"..atioI. or shaD be blended wiIh dier ma1eriaI. Moistur&-condil and mixi1g 01 fiB layers shall continue 1J1ti!he fiB maleriaI is at a .
lJ1ifo1m moisture Ca1Ient or near opli'nun.
5.3 Compaclion of Fill: After each layer has been EMlI1Iy spread, moislLre concitioIlEld, and mixed, ft shall belJ1iformly compecUld to not
less 1han 90 percent 01 maxirm.nn ay density. Cornp!K;tion ~ shall be adequately sized and shall be ei1her..,eciflcaJlydesigled for
soil oompaclion or 01 proII9I1 refJabilily, to efficien1IY achieve the specified degree 01 cornpaclion.
SA IF1U SIppes: Compaction of slopes shall be accomplished, in addition to normal compacting procedures, by backfiIing 01 slopes with
sIieepsfoolrollersatfrequenli1cl9lTlco olsof2to3leelinlilelevationgail, orbyotherme1hodsprodJcingsatisf.aayresUls.Atthecomplelion
01 grading, the relalille compacIion of the slope out to the slope face shall be at least 90 percent.
5.5 ~ Testing: FIeld tests to check the ill molsItre and degree 01 compaction will be perionned by the consuIlant The location
and Jrequency of tesls shall be at the consuIlant's dl.....liu.i. In general, !he tests will be taken at an i1IerVaI not eJCal9<i 1!.l2 feel il ver1icaI
rise andIor 1,000 cubic yards of emb!lnkmenl
f.o SUBDRAIN INSliALLAnON
SWr:iai1~,1 J9quired, shall be installed in approwdQlOlJ1dto conform to1he approximate aIg"menl and details shoM1 on the plans
orhera\The sl.llxial1locationor~ shallnotbechangedormodifiedwithouttheapprowlol!heCllll5UlanlTheconsullant. /1(M4EMlr,
maY ~i . ,.end ahd I.4JOI1 approval, direct changes il SltxtailIi1e. grade or materia1 All Slbdrai1s should be SUIIIll')'Eld for rne and!J"8de
after i1slaIIalion. aAi:f"Sufficient lime shan be allowed for !he surveys, prior to commellC9lTl9lTl 01 filling f:Nef!he 5IJxiai1s.
z).;
7.0 I EXCAVATlON
ExcavaIionand cut slopes wi be examinedduri1g gradrlg,Rdrected 11I1he consultant, fur1herexcavation or over excavation and relilring Ii
cul areas shall be performed, ancVor remediaJ gacing ofam~.shaD be performed. Where fiIklver-cut slopes are to be graded, 1I11ess
otherWise awrowd,1he cut portion of 1he slope shaD madeliha approved I1Ilhe consuIIant prior to pIacemenI of materials for lXlIlSlIu:OOn
of the iii poIlion Ii 1he slope.
8.0 .lRENCH BACKFILL
a 1 ~pervisIon: Trench excavations for the uliIily pipes shaD be backfilled lI1der engineering Sl4l9fVision
82PipeZone:After1heutifltypipel)as been laid, 1hespacell1derandaroll1d1hepipeshaDbe backlilledwith clean sandorapprovedgranular
soil to a deplh of at least one fool over 1he top of 1he pipe. The sand backfill shall be lI1iformly jetIed into place before 1he conlroIIed backIiI
is placed ewer 1he sand.
8.3 FIlIPIacemenl: Theonsile malerials. orothersoils approved l7f1heengineer. shalbewateredandmixedasnecessarypriortoplacemenl
In lilts over 1he sand backfil
SA Compaclion: The c0ntr0lied backfiI shaD be compacled to at 1easl90 percent oI1he maximlll1laboratorydensllyas dalermined by1he
ASTM compaction melhod descIibed aboYe.
~ObservalIonandTesting: Fielddensilylesls and; .spectioI, of1hebackfill proceduresshaft bemadeby1hesoilengi1eerd.ri1gbacldili1g
too see1hat1he propermoislurerontenl and lJ'lifcnncompaction is being mainlai1ed. TheconlraClor shaD provide lest holes and e;<pIoIaIoIy
plls as required l7f1he soil ~ to enable sampfng and tesIi1g.
-z,?/