HomeMy WebLinkAboutTract Map 3552 Lot 14 Preliminary Soils
B&FSOILS
'.
PRELI!I4INARYSOILS INVESTIGATION &- COMPACTION TESTING
PERCOLATION REPORTS
31174 RrVERTON u.NE-TEME;cULA, CA 92591
PHONE !9(9) 699-1499
PRELIMINARY SOILS INVESTIGATION AND
FOUND A TION RECOMMENDATIONS
;GO t:J3 - 01'oCie
';?9'//f!~.~
.c",~~j~,;~Ii~~
'~~
A large, single-family, residential 2.05 acre parcel located at the corner of
La Paz Street and Vallejo Avenue, Temecula, California
Legal Description:
Parcel 14 of Tract No. 3552;
A.P.N.922-190-011
".
Site Location:
La paz and Vallejo Avenue
Temecula, CA 92590
Owner/Applicant:
Mr. Richard Williams
c/o Donal Bock
2410 San Arturo Avenue
Hemet, CA 92543
909 265-2500
-.
Job No. PSF02-119
December 15, 2002
RECEIVED
AI-'R 0 7 Z003
CITY OF TEMECULA
ENGINEERING DEPARTME~r'
\
.
TABLE OF CONTENTS
INTRODUCTION ................................................................................................1
GENERAL SITE CONDmONS ........................................................................1
FIELD INVESTIGATION AND EXPLORATORY BORINGS........................2
FAULT SySTEMS...............................................................................................2
SEISMICITY .......................................................................................................2
LIQUEFACTION CRITERIA ............................................................................3
GENERAL LABORATORY TESTING PROCEDURES..................................4
Maximum Density Determinations ..........................................................4
Expansion Tests ........................................................................................4
ALLOWABLE BEARING VALVES AND FOUNDATION DESIGN..............5
ACTIVE EARTH 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
Floor Slab Recommendations...................................................................8
Floor Slab Moisture Barrier .......................................................................8
Drainage Procedures.................................................................................9
Utility Trench BackfiIl..............................................................................9
Foundation Recommendations.................................................................9
CONCLUSIONS AND SUMMATION ...............................................................10
UNIFIED SOILS CLASSIFICATION SYSTEM ...............................................11
BORIN"G LOG .....................................................................................................12
SEISMIC FAULT ZONE MAP..........................................................................13
CONSOLIDATION TEST PRESSURE CURVE ............................................._14
MAXIl\IUM DENSITY CURVE ........................................................................15
.
SULFATE TEST RESULTS...............................................................................l6
GRADffiG PLANS ...................................................................................Enclosed
B&FSOILS
1,;-
.
Job No. PSF02-119
December 15,2002
Page I
PRELIMINARY SOILS INVESTIGATION AND
FOUND A TION RECOMMENDATIONS
A large, single-family, residential 2.05 acre parcel located at the corner of
La Paz Street and Vallejo Avenue, Temecula, California
Legal Description:
Parcel 14 of Tract No. 3552;
A.P.N. 922-190-011
La Paz and Vallejo Avenue
Temecula, CA 92590
Mr. Richard Williams
Site Location:
Owner/Applicant:
.
INTRODUCTION
At the request of owner Richard Williams and general contractor Donel Bock,
B & F Soils has conducted a complete preliminary soils engineering feasibility study to
detennine the structural characteristics of the native soils to be used in the grading of the
building pad and to provide soils information pertaining to the foundation design.
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
local City of Temecula grading codes and standards.
GENERAL SITE CONDffiONS
The two-acre residential lot is essentially flat-lying and has been recently
cultivated, resulting in very little native vegetation, No rock outcroppings, trees, shrubs
or any other structures were observed on the site.
No evidence of dumping of foreign materials or the presence of any other
. contamination was observed in the area to be graded.
B Be F SOILS
:?
.
Job No. PSF02-119
December 15,2002
Page 2
FIEI,D INVESTIGATION AND EXPI,ORATORY BORINGS
One 8-inch boring was located in the area of the proposed residence and two
surficial excavations were located in the area to be graded.
FAULT SYSTEMS
No evidence of any fracture zones, ground separations, or other structural failures
was observed throughout the project area,
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 tills 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 infonnation indicates the probability of ground acceleration as
follows: (page 3)
.
B&FSOILS
'\
.
Job No. PSF02-119
December 15,2002
Page 3
Probability of Ground Acceleration
Acceleration of GraviQ'
0.05
0.10
0.15
0,20
030
035
Probability of
One Occurrence
Per 100 Yea...
95%
88%
65%
38%
20%
4%
.
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 manmade for the final building pad.
The soil particles will be in a dense, well compacted condition, There will be no
B&FSOfLS
"5'
.
Job No. PSF02-1l9
December 15, 2002
Page 4
groundwater surfaces remotely close to the building pad elevation, either permanent or
perched. Final drainage design will provide permanent 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. I,ABORATORY TESTING PROCEDURES
Maximum Density Determinations
.
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 A.S.T.M. DI557-70T, modified to use 25 blows on each offive layers
with a 10-pound hanuner falling 18 inches in a mold of 1/30 cubic foot volume.
Soil Type 1: Tan-brown fine sand and silt with some clay-size component; 8M & SC
according to U.S.C.S.; Maximum Density 121.8 p,c.f. @ 9.4 % Optimum
Moisture.
Expansion Tests
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 1 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, are as follows:
Expansion Test Results
.
Soil Type
Confining I.oad
Expansion Index
% Expansion
1
144 p.s.f.
14
1.4
B&FSOILS
~
.
Job No. PSF02-119
December 15, 2002
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.
ALI,OWABI,E BEARING VAUJES 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 oflaboratory 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 of internal friction of32 degrees with
120 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 Footing~
.
q = CNc + wDtNq + wBNw
= 150(20) + 100(1.0)14 + 100(0.5)12
= 3000 + 1400 + 600
= 5000 p.s.f. (ultimate)
q. = 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. = 1850 p.s.f. (allowable for square or continuous footings 12" 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&FSOILS
"\.
.
NOTE:
Job No. PSF02-119
December 15,2002
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.
ACTIVE EARTH PRESSURES FOR WAU, 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 of300
p.s.f per foot of depth may be used, up to a maximum of2400 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.s.f per foot of depth.
The lateral resistance from coefficient of friction is determined by taking the actual
load of the building on the soils, times the foundation area, times the coefficient of friction,
SETTI,EMENT ANAI,YSIS
.
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.L) determined by laboratory testing of this undisturbed foundation
soil sample was 0.084.
B&F50ILS
2>
./.
.
Job No. PSF02-119
December 15,2002
Page 7
Calculations indicate that under these soil conditions a single-story structure could
have 1.1 inches of total settlement, and a two-story structure would have 1.3 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 all 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 CI.EANUP AND COMPACTION OPERATIONS
.
All fill soils to be used in the grading operations must be pre-watered and
thorougWy processed and pre-mixed to optimum moisture prior to emplacement as
compacted fills,
The keyways should be excavated into solid bedrock formation and the keyway
floor should be sloped into the fill slopes to provide maximum anchoring of the compacted
fills. All structural fills should be properly benched in and compacted in 6-inch to 8-inch
lifts using optimum moisture content.
Transitional graded building pads should be overexcavated a minimum of3 feet
below the footer bottoms and extending 5 feet beyond the house perimeter in order to
minimize the amount of differential settlement that may occur, All grading operations
should be observed in the field by a certified soils consultant.
COMPACTION SECTION DESIGNS
All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be
.
compacted to a minimum 90010 relative compaction using the existing native soils as the
subgrade.
B&FSOILS
<\
.
Job No. PSF02-119
December 15, 2002
Page 8
FOUNDA TION DESIGN RECOMMENDA TIONS
Soluble Sulfate Testing
Numerous laboratory testing of the soluble sulfate content of typical decomposed
granitic-type soils indicates minimal p.p.m. soluble sulfate, thereby permitting the use of
Type 11 cement (minimum 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 uniform compaction throughout all areas.
Horizontal reinforcement of the slabs can be in the form of 6" x 6"-10/1 0 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 form 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
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.
B&FSOILS
yO
.
Job No. PSF02-119
December 15, 2002
Page 9
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.
Drainage Procedures
All surface runoff water must be directed away from all structures and channeled
into specifically designed water collection systems which protect against erosion,
.
Utility 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 90% 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
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
B&FSOILS
\\
.
Job No. PSF02-119
December 15, 2002
Page 10
#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 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 prevailing 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
Compacted Fill for the remaining grading and compaction testing necessary to acquire a
building permit
We appreciate this opportunity to be of service.
Respectfully submitted,
B & F SOILS
Peter H. Buchanan,
Soils Consultant
v:iL
..
B&FSOILS
,'Z.--
::7C6 No. P?5J=' 02 - //9
.
COARSE
.-GRAINED
SOILS.
. .... ~... "
........... L.utGl:It
..... ....200......
....1
.
FiNE
GRAINED
SOilS
,..... .... !IO'" of
....,..... " SM&U.EJIl!
. Ifttft'" 200.....
u..'
. B 8: FSOILS
MAJOR DIVISIONS
CLEAN
GRAVELS
(Lime ., .. tiNt )
GRAVELS
..... tIWI ~.. .,
~.. ,...... IS
LARGER..... "'"
. .... . I'''' ,...t
GRAVEls
WITH FINES
(&..rile.... .-..
..,....)
:~~.~H
~ SANDS 'i.~.~:
ILl"'. .. ... ....) ~~:>!~
~~~~;
SANDS
".... 50'" .,
c:ooru Ir..... i.
s.....t..!..E:1t "*' ....
..... ,,... Itnl
SANDS
WITH FINES
(...,..... .....
-,.....
SILTS AND CLAYS
IL..... I_If LISS ,r.. SOl
SILTS AND CLAYS
(L...... II..... PUTER i..... 50)
HIGHLy"ORGANIC SOilS
Po~ /2//5#;2. Page 1/
TYPICAL NAMES
............ ........'. .....I.~ fR.._n.
Ii.... .. lIt'iMa.
,..., ...... _........ ., ...... MM "'.......
.,.,.. ., .. .....
Sitty "'-'" ................ 11M.......
0.,., ......... ......,.......... _.........
sw
WeI. ...... ...... ......., ...... 1,"1. .
. .....
SP
"'-'t, ...... __ .. .....1, 0.-.. hft..
.. .. ......
SM
StIt, ....... -.t...." ..tI.....
sc
C...,., ....... .......deJ ..........
ML
~ II...... 'IWJ ..... .......,... .....
.1Ity'., """'" ..... ., c..,.., ..."
....I......' pIlnhC'".,
.a.
~tC cae,. of ... .. ...... ......Clty.
.....11' CI..,.. ...... ct.,.. ..." ~.. ....
ctey,.
OL
ar.,..c "'tt .... .....,..c ...., c.... .. ...
""'etly.
MH
l~lC ....... ,.,,~""" .. ......-c.....
,... .-., CII' 1"" N''', ....uc ..In.
CH
lfIor9M.c CMys 0' ".." P~'''ICI'', r.. '''Y'.
OIl
QrvaI\.c cte,. .. .....tWIW .. ...... .....CI".
.......c .......
PI
.... .... ....... "''''', or.....c ......
BOUND""" Cl"5$1'ICATtONS: S.,. .........t"" C.....ectllfllhC. ...,... ~, ... .no,....,... ...
c.N........ ., .... ............
P A R T 1 C L E S t Z E L 1M I T 5
....0 PAvEL
SilT 0It (LAY COIIIILE5 lOUlDEIII5
.... .... -
...,"" , ,.. III'"
, t I V, It Z I
..
UNIFIED
SOIL
CLASSIFICATION
SYSTEM
....,...IlftCiI.
rN Url..... Sod (I..,."co'"," S,.""" c... IJf
("'t""",. U S an.., TecNunl ..-....__..... No ]."7
~ I. MCWU .1'51 .lIt.....M A.,.I. I~)
\"7
1/
TlIPfJ E3 l1uf-Rr
.
.
.. B 8c F SOILS
TEST BORING LOG:1
f7./2-
Job No: P.sP'C2_119
PORI11G NO: :J.
Soil deacrtpt10n S~ f.sc-
B 8c F SOILS
"
SOIL DESCRIPTION:
,r:-fEr
, 7' 4ri .I/1r;>(V;} Ce>tU5..e fc, -h;;.e. S~
0
ClVld $;/1 /.<.I/-li :SeJlV/<Z c'~y s/:z..e.
~ 3./ .~ ~ ~tPne'rzf (/.e~S 'l"hzn /O%).?;{p.Soe.,.
, . ~ (h dnZ 1o&>S.e f ft> YY7 dol' /'l11e ,y .
.
2.5 cO~-;--dv'Jd ;fji"rly.dzYnF&-3~
Is"
#'~O )
. I",... .' .. 6n>y 7D -hrz b~ h~/, //e~' .
, . -!iJJ.e ~(U1d avl d s;t-IlVi-l. mor
$~ . c:~y 5/~ c~"""'~y7i c:A::r%) d
...
" ~C .5e>i& are M"d..q~d.p(r., Ce>~;oc .
"
..... dnd MaSr (3-tJ-r;.(;, H2.0)
s:
- . / EII.o
.c: 7.$ , 7:5'1 /
...
Q,
'"
Cl
,
10
.
'"
,
/1.$
~_.u..,.____ .._~- .-. - --. --. .... -.- -_._._--_._--~---_.._..__.~~_.. - .____._n____. . --.- ...----- .--. .
.- '.
......
.... J " ~
::.0 .
"':1 " ~~ II
...u L -...... ~
......... :l .. ....
s: . ~.-" f "
" .. ..~ ".c:
".c ~'- ~.~ ...1.1 l'
... o . Q,I:
::.0'- ~ ~"1l 1'-
L ~~. 1:1'-
Cl ~
/
\t\
>,
"'_
1ft
-
f
m
in
l::
n
'"
o
c:
'"
...
m
~
"
~
.'
o
I
W
CJ1
)>
(')
- ...
::T _.
~;:I<
/D iii' (I)
~3
C~ -n
::3 _. ,,~
=t; (J) WI
05, c:
3m _
~a'"
9::g, Z
::3- _
(00\11'
age>>
o c: ..,
g. C/l I
. (J) en
-10.
III _.
0"::3 0
(jiO c:
C/l 0
::3
~c' ...
C7l::3 (')
, 0
~g(l)
~~. N
cpS-O
-I ::1
(I)
In
.
.'"
< ~
,n _
lu G'
~E
rl~~
2.~
d:
~~i
"I.n~
~".."~.~ s
'd~:I' i
;_'i~l ~ ~'.
a~ ' 0'
-. ~.i-
J: a
~. ~
Co Ii.
o
~
~
G
~Co
E
i; JI
N 1:
-~ I
l
N _
"''''
2 c
~K
~ g
.0
'=
3 .
c 0
3 c
8 ~ "",
R ... i5..~
a ~ ~1:'
. -
· li -;r
II: ., &"_
~. ~ ~ ~
i C cl::J
lit e a 2.
co a. cr n
~ g ~'.g
. 00
=" .:.c5!:
-,;J CII _n
i! :- Co
f! 11:-.
n "" i! '0
noR
~ ~ 2.0.
-. . l';:I
g r _.~
3 ~. ~.~
a 00
- ~"
~ =.0
o <~
!. ~.~.
. ~
=> 0
o 0
~ ~
g E
n c
~ ~
~ a
"
'f
=
Ii'
1
. ,
S'
...
R'
~.
a.
n
i
"
)11
.
~
-
g~
>I~~
~
m
<"l
~
~
)
)
J
.(!:' .lJ
-K:l ,or
11 'U,,(-
, - r 11
L" J2,~ ....,
, ~'- .P / .sr!.,'- 0
' I 'T-), , ::L., -, J,~ .~:;(i'
\. T r". I . ><. '.
.( ~\ 1-- ~ ~~~~ ~!;/,<)L~
~.''i~ ~ .,j C r f, C r-
1 t" ~ q,
. 'li9\!,. -""\ N~ :.' a ... )-' ,
.l. ~ 00> ~ .lUll'/> :n.:s:~. < J )
~ C";l' \ ( l:) ~/
' ;z ~-"" " g. ,rd.r.: c < /1" ,
· i' ' ~ -", ~_",&,. '"J .\- i
~ \ ~ t;,tt' I, .;;;: u '" ' r,.r .0,:/ M'A ~
· L", rSl~ ~;, ,.., ,~'- 'On "" " ~"'.:'" _ ,
I ~ X Y "'" '" c, =~' ~~ (i:,~~ .I, ::l~' ,~;;'e "7 rr
~ ~ ~~"-'!J ~ fK' """'~ ,",' ~~ t ~ ., /-G
. · L '~"" "i~ ~~ '" 0 0 '"
.I ~ · ~'~'i,,<:qJ{fA~.~c' '''0 /\\- ,.
;'; ; " ,01'."-":;; L~~ {'w s.
III ~ -f~ ~'!' \cV,,~~ c ~/
H~ ~:r; -'4 ~~~~ c,_ ,
Ii: ~4~A~ \-.-1 ./~~r
Hi ~"':t-4 = . A ~I'"
~ i :- ""11' ~ , i;'----- ~-C-' ~ ~ '7~ 'Z
I,! ^.J:..., ""-,F u; i<-.I.. ~';'
. 7,r" ~,~ I' ~.",;{<_
h ? V --< E:r -....-I;;:" _
11 .'~ r:- fd~~ It' /'--- tI 1
-;i ~' ~, ~. lIr"
~. ~ -~ -
i '. ....r d~~ -r....-lr Y'i\ ~
.. '~' ~'I.J "'- b ~ .
c , .J ~<i / -- ..,.. 'l '
' " ',-, .~'h "ft---
,~?f1, ~ ,'(.,' 4 "x
~. A, 1'0 1/ "'" / r-
lik '1,1.,,:1\.., ,
~~-: ~"
-:p t. rj). 'Y"Gt (. . /
il ,. AqJO' ,
rr ~ ,'..J t" -~ \S~! t1
~~ r b_~
t~ ,.,:b, ~~ -L
~
'\
)
"-"-
.
t~
I
,
,
I
I
I
,
-r
j)
,J
"
"
,
"
,
,
"
"
,
~
~
~
,
~
~
_~_,... '=i!" {<
~_ ~8 ~8 ,::Y I~
- 0 - - 0 - !"" ii
:0;:; ~~ Li;:'\hl~~
~8 ~~ g~ n
.'
-
2
r
.
.
00
'" m~
e -r
.. nm
:0 ai~
~ .
~ /l
S
a
n
-
.
~
t"1~i
mO
~
ok'
:0
~
~
for
if
'1
Ii'
=
~
'"
~
~
'"
o
'"
:0
~
~
v
~
o
~~ ~~
-- 8'
~~ ....~
g~
u;
;;
~
o
::~;~i
""I
,,~
~~~
+'T.
I
3
n
bJl
.1
...' h
il:lil:il:il:
^ ri ^ ri
e: "":-':--1
~oo
;
:..:....,
'" ,,,.
^V^
.....,..H~
~
~
N
fC
..
..
~
~
{
a
!ll
a.
s-
a.
~
3
.g
;
O>C/l
.. :T <
li5"~ '
h,
B
Hi
. i
~
s-
II>
~
Sl.
!f
~
-
O"&>
!fa
U..
1llSl. .
Sf
3
If ,4
3 i1h.., , )>
c:r]l: -t\
~aji ~
~."ir =
l[ _
c. ;::=
J ,;0,
2
01
~
.... ....
01 0
~ ~
-0
in.
CD
-
CD
..,
en
-.....
o
~
~
.
Ill'
~
~
3
j
~
I!!.
0"
~
~
~
'"
1-
~
l8
....
At
!II
~,
.~..:I
~
m~
,.,rs;.'I.""" .
~i1 :
lal ,-"
F'~.."
. . ,-::--:'
~
-
~,""
~
<:~;;~
'6-\
,
.
..
..
..r:.
...
c
-.:",'
.7Db~. P.5'~,t>2-119
/~PG'lo2- P. /4
H & T SOILS ENGINEERING
Q ~ !va+'" ~ t'I. /..t.F ~d
- i""-.... - -c:-.
1- ....... I
e.
- ...... "-
'6- ....
~
9~ "
Ilo....
5lz. .......
.........
, '>:::
'"
, - "
~, .........
.(:6
-
.~
.S:'
0
/.c
.9
-
~ .9c
"ii
..r:.
co
Q,
E
o
en
.
C
.2
Q
:!!
_0
u..
:lC
.......8
E_
"'0
..
be
- .
-.-
u
;;:
,.-
u"
o
U
.8
o.~
0,25
O~ I 2
Pressure Tons/~tt..
4
e
II
-
- .
.
J'
, . ~
,
.
yo, ~
~ , . ., , ,
, ,
,
~ , J ,
( \ c c co - . ,
-
I , , ,
,
.2
.6 .8 I 2
Pressure Tons/s,+tt.
20
4
6 8 10
"
Pro' cl .R/c~a"d t.o0ll/..~.". .;1;1> N P$~r/p./19
C lienl c~ PIf'i?eISr--e -G'CNCRsU- c.p,c.//Rn:::'TcR..
Bo< 5cmole No. De~ - Ele... -/.$"1 1::;:'//5"102-
CONSOLI DATION TEST - PR ESSURE CU RVES
.
\f.t;
OPTIMUM MOISTUlE COp.,nNT. III .p._ C.1l1 of Dry Wli,1lt
MAXIMUM DIY DENSITY, 1Il~'" ,., Cuilic ,..,
9.4'
/2/.B
. SOIl CLASSIFICATION
~il TypI anCI D..criptian -
7'~ ..t5n!'t<.M CA2r~ 7; ~)'7.e- .
s<Vd ~r/ld .s,,~.tudf,r
cYtU/ .s/~ q>n-?~n .
1
.. Ir. ,... .... InII g. II ......
5 Ieyort 2S ... - .......
10 . - ..,~" . .No
UI~ 7'FST flY:Slr.sOlt.6
.o~rlE' I~/!?/ ,,'2-
::Tes AID: f7.s,co~-I/,9.
.
METHOD Of COMPACTION
ASTM Slandald Tell Method D'I5~ND
{\
.
..
.
. e6FSOILS
TRANSITION LOT DETAILS
1'./6
,J.;.6Ah. P.s;e'o2-//9
Dare: 12,;'lS/P;2.
CUT-FILL LOT
NATURAL GROUND
1-
--
..".,. .....,.,.. -.".".""'"
................... .."","" s' L
_ _ - _ _ MIN. I
- ~ -- - ---------\: -- -- --- -- ..&.
: COMPACTED ~FILi..:-:-:-'::::-::=::S"=<-'C.~~-:-::';- -::;.. :-:---:1:-:-:-:-----:-: ,lU" MIN.
------------------.A", --->- -,'" VI' ". ...,.-
.___________-.___.._~,~r.----- ~ , '
--:.:":-;?::~?~~~~j~~~::-::- . OVEREXCAVATE AND RECOMPACT
-.,..-T--:,<<-U --- . "".,,,, .
.----0...'" ------
. ---<<~ ._-----
-..:.?-'" ---. -- --_"':...--
--- I
-
UNWEATHERED BEDROCK OR 1
~ MATERIAL APPROVED BY --I
, THE GEOTECHNICAL CONSULTANT
CUT lOT
NATURAL GROUND
1-
--
---
--------
--
UNWEATHERED BEDROCK OR f
r- MATERIAL APPROVED BY .
, THE GEOTECHNICAL CONSULTANT
NOTE:
Deeoer overexcovotion and recomooctian sholl be performed
;1 ,.,4.......""';........,.., -,., h.. necesscrv hv the c~ot~o:-~~ic'.::~ ~on5.ultant.
\~
of Riverside
InTh,e""nt, 552
5CAU /"-200' T RAe T N O";E ~(J" TEMECU'A
A PtJI/nON OF
SliNG A 6U80lVlSJON (F
I"~,
"or.. u -.. h" i,,' .~J m< ~, "ET 2
., W._""""'''u'''"" . _PJ ~""
.b&",t1.~. , .moo ,.//,,,, II- "EE
. <Ic....."'idt. g 1t'1IIi$6ItMgh 7"
e..~toen'" ~:&Ad1Pif1Jt'-.. "W;:"'~/DrPllbli6
Ib_... oIl/';'u""'" ."
"..",I.." _,_ ,,"
CHIf/JYPur(JG'!fk~ "'","_M
u.:./",,"",I "'-0 i
511llT I OF I 511tEm
So??
.
~-,,?
" ~\
",,,,
~
"'''~'
~
'f\-
at
()\ ~
~ ()
, ~
~
~
1\~
" ~
~~
~
~~
" \l
~ ~
~ ~ ~ ~
\~ ~ ~
~ .~ ~
~ ~ ~
t~
.....
~~
~ ~,
\r1'
~
~
~
~
~
~
.
B&FSOILS
PRELIMINARY SOILS INVE-"'TIGAl1ON a COMPACTlON TESTING
PERCOLATION REPORTS
31174R1VERTONl.ANE.TEMECI..JI.A.CA9259t
PHONE l909l ()99.1499
APPENDIX B
.
GENERAL EAR1HWORK AND GRADING SPECIFICATIONS
.
Yvj
.
ALL MATERIAL
4.1 General: Material to be placed as fill shaD be free of organic matter and other deleterious substances, and shaH be approved by the
consultant Soils of poor gradation, expansion, or strength characIerislics shall be placed in areas designaled byconsullant or shall be mixed
with other soils to serve as satisfactory fill material.
4.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not
be buried orplaced in fills, unless the location, materials, and disposal methods are speciflCaHyapproved by the consultant Oversizedisposal
operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by
compacted or densified filL Oversize material shall not be placed within 10 feet vertically of flllish grade orwithin the range of future ubTIIies or
underground construclion, unless specificaI1y approved by !he consultant
4.3 Import: << importing of fin material is required for grading, the import material shall meet the requirements of Section 4. 1.
5.0 ALL PLACEMENT AND COMPACllON
5.1 Fin Ufts: Approvedfill material shallbeplacedin areas preparedtoreceivefiU in near-horizontaJ layers not exceeding 6 inches incompacted
thickness, The consultant may approve thicker Iil1s n testing indicates !he grading procedures are such that adequate compaction is being
achieved with lifts ot greaterthickness. Each layer shall be spread evenly and shaH be thoroughly mixed during spreading to attain uniformity
of material and moisture in each layer.
5.2 Fill Moisture: Rlllayers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by
scarification or shall be b1ended with drier material, Moisture-conditioning and mixing of fill layers shaD continue unbl!he fin material is at a
unnonn moisture content or near optimum,
.3 Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, ft shall be unnormly compacted to not
than 90 percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either speciOCaIIy designed for
I compaction or of proven reliability, to efficiently achieve !he specified degree of compaction.
5.4 Fill Slopes: Compaction of slopes shall be accomplished, in addition to normal compacting procedures, by backfilfing of slopes with
sheepsfoot rollers atfrequent incrementsof2to3feetin fill elevation gain, or byother methods producing satisfactoryresulls.AtthecomPIetion
of grading, the relative compaction of !he slope out to the slope face shall be at least 90 percent.
55 Compaction Testing: Flelcl tests to check !he ill moisture and degree ot compaction will be performed by the consultanl The location
and frequency of tests shan be at the consultanfs discretion, In general, !he tests will be taken at an inteMll not exceeding 2 feet in vertical
rise andlor 1,000 cubic yards of embankment.
i.o SUBDRAIN IN~ALLAT10N
Subdiain systems, ~ required, shaD be installed in approved ground to conform to !he approximate afigl1ment and defails shown on the plans
orhM!in. The subdiain location ormaterials shall not bechangedormcxflfiedwithouttheapproval of the consultant Theconsultanl, however,
may ~i U . lend ahd upon approva1,lfrrect changes in sulJclrafi fll1e, grade or material. All subdrains should be surveyed for line and grade
alter installation, aill;l sufficient time shall be allowed for the survey.>, prior to commencement of fiDing over the subdrains.
.
~1,; -
-
Excavation and cut slopes will be examined duri1g grading. R directed by the consultant, further excavation or over excavation and refilrll1g of
cut areas shaD be pertormed, and'or remedial grading of cut slopes shall be pertormed. Where 1iII-over-cut slopes are to be graded, unless
otherwise approved, the cut portion of the slope shall made and approved by the consullanl priorto placement of materials for construction
of the fiU portion of the slope,
EXCAVATION
8.0 TRENCH BACKRLL
8.1 Supervision: Trench excavations for the utility pipes shaD be backfilled under engineering supervision.
8.2 PipeZone:Allertheutilitypipe has been Iaid,thespaceunderand aroundthe pipeshaD bebackfilledwith clean sandorapprovedgranular
soil to a depth of at least one foot over the top of the pipe, The sand backfill shall be uniformly jetted into place before the controlled backIiIl
is placed over the sand.
8.3FDlfilacement: Theonsilematerials, oro1hersoils approvedby1heengineer, shall bewateredand mixedasnecessarypriorto placement
in liIIs over the sand backliD,
8.4 Compaction: The controlled backfill shaD be compacted to at least 90 percent of the maximl.m laboratory density as determined by the
ASTM compaction method described above.
8.50bservation andTesting: Flelddensitytestsandinspecliol, of thebackfill procedures shall bamade by the soil engineerduring backfilling
too see that the proper moislurecontentand uniform compaction is being maintained The contractor shaD provide test holes and exploratory
pits as required by the soil engineer to enable sampling and testing.
..
e.
7J7