HomeMy WebLinkAboutCT 73-08; CARLSBAD PALISADES; PRELIMINARY SOILS INVESTIGATION; 1981-01-07•
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ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
1 [17 0 ::) D 1..1':.; :-, ~).:::: ;·,1; ·3
\)i";'t3~' Cr-'l (:·'2Cn::::
Attention: Bob W3tson
SU8JECT: RLPDRT OF PRELIMIMAP¥ SoIl.S INVESTIGATION FOR THE
F ti ~T F-<f~) (:"; Y r:C) I.J-r f'·l C: [1 (~C Ci j\"IT ;\~:T: lJ ! .... ; F' F CI Fe 'r to, :~J r:t';'r E D
t·! (j!') t~ ;:;: F: Cf [) f:.: I : .. ) E}, ! _ t; C~ () ~::; 'T ,:':';:: C~ t,,~. I F Ci:? i"'·1 :~~: I''-~ +
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!..) Co' r (':',' C~ C) f;'j il"l ~:.:-1'"1 c': 1: .. h ;~.:.; u '::~, E' D 'fA ":::. ;':.-;:".:, C :i. i;~ :i. i:.l r:' s~ ::. (:i r'f C' C) f"i ::, :: .... :~ (.:~. r <::: t, :i. :::j 1" ; ';::
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7895 Convoy Court -San Diego -California 92111 -714/292-0660
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O:l./G? .. 'Dl
REPORT OF SOIL INVESTICATION
For:
THE FAIRWAY SOUTH CONDOMINIUM PROJECT, NAVARRA DRIVE
LA COSTA, CALIFORNIA
1. PROJECT DESCRIPTION AND SCOPE:
T h :i. ~,; r CF Ci,(,' t ;': .. .,.. (}·;;'·C:I' it ~:'. t her C:":;;U 1 t .::; cf our' ~:;D i ], ';; :i. nvc:'~::' t.:i. Ci i'~t.:i. ;;:::"i
f\'.}T' the' ::!D .... u' .. ;:i.t. CDi"J(iui'i::i.f'i:!.Ui'ii :::·fu ... i·:·:·:c-!: .. t.o t:.'tc~ lucate...-.) .:::,'L t.he
~; 1..1 i: ...... ; c c t· ~::. i t. e. ti b r :i. (;·,r·· :I. c: \oj a :I. :::i c· ',; C Y'· i. F· t :i. Ci l"i () f -1: .. h C~ F' T' 0 F·' (.,:, r t '::i :i. ~:;
II I... D t ~:; :l. (?:I.? :l. (? :';': ~. :I. ?::; y d l'i C:i :I. (;:. !.} Cl f' i"l i:: F· {, lj-(. / l I... a C (;) ";; t ;;'; :::: U I..i ·i:,.n
Un :i. t :il;:;'~ I' ~:;an D :i. ';::'c:i D CD/..l'''Il',·:;;: I' La J :i. fo';" n :i.::~" ,
It 1',; our unclc·,(,·,;;tdi"ici.i.l'IG 'Li"id'l:, tl,)O· .. · i:;l"Ici/oT" thr['c:· .... ;:;tDr~:; fr;;:n:c·:·
':; t. u c c n r:· t 7" 1..1 C t 1..1 (. e 'I:; a r' c, F' J .::; nne ci f Ci i' t h i:: ~:; :i. t C' • () ('1 t :i. C :1. ::" D ted
1 () .:;; 1'.1'::. ,,:: r i':" :i.1"I t ;"iE' 0 '( ci ;.::. r Df"? () 0 0 F"D Uf', d :,: FE' r :I. :i. nc·: ;:': 1 -f D () t" ::c t
i ~~. '::$ 1 ~::, C) un c! C·:' .,.. Lt .. C) c; rj t. t"t .::~ t. ';:~ :I. .;::; ;-:.-," C) r'{ Ci T' ~::: (.1 i:.,: t. 'd F·' E: C () r', ~:; t. r' 1.3 c· t. j, c'r'f ], ::;,
t Ci b c· I..i t :i. :I. :i. ~:.: c-;. (:1 a :"11.':; t hat 'j" (.,:, t '::; ::. n :i. n Ci ~.J a 11 '::: t D t·) i. G h t 'f c e'L ]. n
heiGht af'(":' F;ldl"lnc~(:J.
This :i.nv2stiGation was I..il"ldcr'Laken Lo:
( (:1 ) [) e t (::. r-,;; :i. (I (.:.:. F·' j' (j F' c·} '('. t. i c:· ',; of the)
prevailinG soils, :i.ncludinG their supportinG capacities and
set t]. (::111 (.:.: n t cha'(' i:::ct(·.::'T'·:i. !:;t :i. C~:; •
( D ) F r Cl \..' :i f:1 F' i.'.l (: ':> :i, ;,; 1"1 :i. n f' c r l'iI ;:, t :i. C) 1"1 ('. c:: co ;:;: r (j :i. 1"1 G G r i:i I.'.~ :i. 1'1 G~! !,:. i t. (.:.:.
preparation, and fClundat1ons.
ALPHA LABORATORIES, INC.
SOl L & FOUNDATION ENGINEERING
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F'l'Cl,.jr..~ct 2S:O()it
• 01/07/81
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2. FINDINCS AND RECOMMENDATIONS:
2.1 SITE CONDITIONS:
The site is bounded h~ Navarra Drive to the north, an
existinG condominium development to the west, and a Golf
course to the east. The Pl'operts presentls slopes downward
to the northeast and has a maximum chanGe in elevation in
the order of 26 feet. The south side of the properts is
bordered bs an existinG cut slope
8PPl'oximatels 20 to 25 feet at an
1.5:1 horizontal to vertical units.
which rises upward
approximate ratio of
VeGetation on the site consists of native Grasses and
weeds. There are no existinG structures or anv indications
of ans previous structures at the site; however, there IS
an existinG underGround sewerline which traverses the site
from north to south near the center portion.
2.2 SOIL CONDITIONS:
The site W3S found to be overlain' with surficial loose
soils which have been plowed to control weed Growth and
~..f(·:~r c' found to E' ::·;'!"-(';:'I'ld to 2F-'F-''i'' o;.;:i. rrl<:::'l:, Ei I'::! !:; i)-;. :i. nchE":;; t .... I:21 0/'-'.1
surface elevation. These loose surficial soils will reGuire
recompaction prior to proposed construction. The
recompaction should be performed in aacordance with the
applicable portions of the attached GradinG Specifications.
The soil encountered in the foundation bearinG zone was
fDund tel bc·';! a c 1 a~;!e':;! ~,;an(:i :i. n our t)or' :i.n(,; NUrilb(·::r 1 (·::,;;tencii rJCi
tel 4.5 feet below surface elpvatior~ and a claspv sand with
cD1:.-.i:.llc·:·: il"lclu~,;:i.on :i.1"I GUY' bCli":i.f"ICi ~!Ulrt(-:'(::'r' ? (·::;.;t·c:nd:i.i"lc; to '} fc)c:t
1.' ... e 1 (.i~J,:;ur 'j" Dec! (.:.:, 1 C-;'\/d t:i. on. T /·,(·::,<;;u '::.0 j. :I. ~:; ~JC:'i' (.:, fClund to b C!
!,; J :i. G ht 1';;1 (·:·:')-;r·an~:;. :i. ,-.)(.,: <'i1'le) 1..1 1"1 ('.l(·::'r' 1;;; :i. 1"1 (.J i th ;:; h :i. Ci 1"1 1 ~:I C )-;F' i:::I"I~,; :i. vC-:
silts clay. Due to the 2~p2nsion po!"-cnti21 of these soils
a <;; i;.J e 11 ;:; ~;; the u I'i :::: (:.:' r ]. \;! :i. 1"1 (j '::; C :i. 'I. ':;:. 7 <:; F· F C :i ;;;111 \:;! dc, <,;. i G n C' d
foul"lc:.lat :i. or, <;; y !,;]. i:lb<,; I' ariel CDI"IC,; t. r I..Ict :i. Dr, d~·';!·ta :i. ],"; <:l';; PI' E",;(2ntF!d
h C' r r:' :i. n ,,; ft, (.,:, r-('-J:i:l. J I.:', ;.::. r C' Cl U '1 '(. (::(j (. n T' c' (il.1 C (.;.; t h (::' }'-'. T' D i:', <ol i. .... :i. ]. :i. t ~::! () f
futur-(.;: !;;tr' uctUT' <:l 1 O;:;/rlclG C fr 0:;1 the; I:.';;r:'arl!,;:i. ';i(':: condi ti orlf:; +
Fr·cc. GT'ound~·.J;:;tc'r-~ ;';J'"r·:·:<:i'::. nf
!:; (} (.::. ;-:. ~:; ~,J c' r C' n Cl t L lie D :.J I'i t C r (: (1
';;1..11" f:i c :i.;;; 1
of DI)'('
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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Pr O,jE'Ct. 290 II
O:l/O?/Cl
investiGation; therefore, no special consider~tions need be
Given these characteristics.
It should be pointed out at this time that a portion of the
previousls mentioned
hereinafter include
special recommendations present.od
presaturation of the oxpansive soils
prior to placement of concrete. Special emphasis should be
placed on attaininG proper presaturation reQuirements and
construction delass mas be expected due to resistance of
the clases soils to accept moisture.
2.3 FOUNDtlTIONS!
Expansive soil conditions will reQuire special
consideration to prevent structural damaGo from excessive
movement. Therefore, the foundation plans and
specifications as prepared bs Bill Robison State Lice~sed
Buildihru DesiGner and dated December :l, :l980 for the
pro~ect were carefulls reviewed. The results of our review
reveal that minimum foundation dimensions and reinforcinG
as presented on these plans a~e adeQuate for the intended
usaGe. We therefore recommend that these plans be closels
<:ii:.ih(·:!r c!i.'.i to ,.
2.3:l ALLOWABLE FOUNDATION BEARINC PRESSURES as determined
bs SOlI shear strenGth are best presented bs the ~ollowinG
for' HIU 1 3!;; re' 1 at :i.!"Ie; foot:i nG ';:. 1;.) i dt.h ~ 1 E'f'ir:; th y anei dC:l···th.
Ml!"limum and maximum bearinG values are tabulated wit.h the
formulas. Minimum values are for minimum sized continuous
footinGS while ma}:imum values are determined bs the limits
of formula accuracs. Allowable bearinG values are for full
1 i \/i·:·:' <:inci cic·!ad 1 Di:iC:, ~;; ar 1(:, In<;:"::~ bE' inc r i·22';; E,ej :I. /:] for' w :i. nci
and/or seismic loadinG.
SOIL CONDITION AND FORMULA LIMITING VALUES (ksf)
'f a rOJ C;]. (:) I;:; r:' ~::! ~3 L~ r", C)
<Undisturbed Native) 2.48
G :::::l • B 0 >: ( :l + • ~'?:: [: / l.. ) + 0 • tt 0 ;.: [) + 0 • 2 D ;< U ;: ( :l. .... , :2;.: [: / L. )
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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(Recompacted to 90%)
l:l:::::l. • (.) <» >: ( j, + • 2 >; [: / L ) + 0 • ~l7 >: D + () " 2 ~:';:-: D >: ( :! ... -• ?~.; D / f... )
F'r o~jC·?ct ?9 () if
Ol/07/D:I.
9.80
(Undisturbed Native) :1..95
Q=j,.55x(j,+.2x[:/f...)+O.25xD+O.15xBx(j,-.2xD/L)
Wh0)Y'c,;) G
D
B
L.
....
....
....
....
allowable bearinG value (kips per SQuare foot)
'['"DClt :i. nG cic·:·)F·th t:;.c·:! 1 O(,,! ]. Ot.,!C'!5-t i": r..i,ji:;C~?l"lt G r aO(2 (f(c)et)
footinG width (feet)
fOCltinG lenGth (feet)
2.32 ECCENTRICALLY LOADED FOOTINCS should use an effective
width CD) instead of actual width (D') to compute the
a 1 :I. D (-J ,:;: t,i 1 c·! t":. ~:) a T' :i. n G \..' a 1 U f: :i. nth P F·' r ".) v :i. 0 U !:; 'f 0 r IT: U :I. a~;. E: f 'f E' C t :L v c:'
width is a function Df eccentricits and mas be cClffiputed bs
the 'for' mu 1 a:
Where E ~ ecccentricits of load with
respec~ to footinG centroid (feet)
2.33 FOOTINCS ON OR ADJACENT TO SLOPES will have an
allowable bearinG capacits reduced from those previousls
presented for a level Grade surroundinG the foundation. The
reductior, is dependent upon slope steepness and the
horizontal distance measured at footinG bearinG level
t .... c·:'tt-J(·:·:c:'n (.:.:r:.iG c·! of' foot i i"IG "i'''';::; f dCC:! of !::.1 DF,·e. Foot :i. nG dc,:,:·;·ti·"I!::
(D) for use in the bearinG capacits fo~mulas should be
d c:: t E: r' m :i. n c·:' r:.i a!:; :i. I"i d :i. cat c·:' c.l :i. nth c·:' ·f D 11 0 [-,1 i n G F :i. G u r' (.? 2 • ~J:3. F I..! 11
computed values usinG this depth ma~ be used if the
horizontal distance (H) is eQual to Dr Greatei than eiGht
feet and zero bearinG capacits if the edme of fDotinG IS
located on the face of slope (H=O). Intermediate values mas
be! dc:t c-:'r rei :i. j"i(·:·:'c.) t::,,::! :I. :i. nei:::Y" :i. nter F" c:I. i:~t. :i. 0", •
Fla.' 2.33
.rOOTINGS ON ()R
ADJACENT To SLOPES
Slope face
Footing
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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PI' el,jf:':'C t 2(~ 0 "1
o t/07/D:I.
2.34 ESTIMATED SETTLEMENT is eGual or less than 1/4 and 1/8
inches for total and differential movement, respectivels.
T h (:.~ !,; c·:·} yo i:; 1 u (.;.! !:; ;:::~; sum i::'~ t hat thE' r e c 0 Iii III E' n d a t :i. D n ~; F'r f:: !,; c! n t t~' (1
hE' T' c':' :i. n a r (.:.:, f 0 11 () (4 c·:·:' ci a n ci a l' f! t ... c·:·! 1 i c·:: ',,' c·, d t () b (,.: ("I :i. t h :i. nth f-:'
tolerable limits elf the structures.
2.4 LATERAL RESISTANCE to horizontal movement mas be
provided bs allDwable soil passive pressure and/or
coefficient of friction of concrete to soil. The allDwable
values are presented In the followinG table for the
previousls defined soil conditions:
~)DJL C[)NDITTDN~:)
Tan C 1 a!::! f:! \d ~:)anci
( Unci :i. !;; tUI' be'ci )
Tan C1 <;i\;;![:',::! ::)anc1
(r:c·;}comF'i:lct .. eci)
C r <:i '::! ~:) i 1 t \:! C:I. <,I ':c'
(Und :i. !;; tur' C) (::ci )
ALLOWABLE PASSIVE PRESSURE
AT SURFACE RATE OF INCREASE
::ll.fO r···::;f/ft.
COEFFICIeNT
DF FF;:JCTJOI-..J
0.2?
Allowable passive pressures are the values
anci :i. ncr' (::'d':;. :i. nG at thc) :i. no::: :i. c·::; t.eci 1'"d',e F·e:'1'·
below adjacent Grade.
at.. the·: !';l..Ir· f ae'<::'
f'ODt Cif ci~:·!F·th
Allowable passive pressures have been computed assuminG a
frictionless vertical clement, no surcharGe and level
adjacent Grade. If these assumptions are incorrect, we
shou:l.d be contacted for values that reflect the true
CDnr:j :i. t:i. on!:;. The·:' CClliiF"utcd ViC; 1. I.lC·'~:; ar (:.:' for' ~,; t .. at :i. C cDrlci:i. t :i. Dr-I ,;;
<:inc; I"I<:;';! be :i. nCT' c~<:,: ':;,·,'ci :I. /~i fOf' b) :i. "'Id ar',d / n'!' ~:;P :i. !,;ru :i. C ]. o.,':c\ :i. nG •
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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Ol/07/C:l.
2.5 RETAINING STRUCTURES:
U n T' C·) ~:; t y-. ,,~ :i. n (.:.:, I.":i y
T'(;)tain:i.n(:i "'1;:~lls? car";:ib:/.(·:> of !:;l:i.Ght IriO'v'(·:·:I{i(·:nt al,Ji:;~! frol1l load
should be desiGned to resist active pressures developed b~
an eauivalent fluid weiGhinG 48 pounds per cubic foot.
Restrained walls, incapable of movement 2was frem load
without damaGe such as basemont walls. sho~lld be desiGned
f (J Y' t h ~:! t r a F·' c! ~,: 0 :i. r:.i a :/. F'r (.? '::; !:; u r E' 1.".1 :1. !:; t Y' i b I..! tiD f'I .i. n d .L cat C-~ din the
f 0 11 D ( ... J :i. n <:; FiG U Y' C, ? ~:5 + The:, :i. n d :i. cat c' d fTi ;:;;< :i. I'i! '..1m r·· P (,~, ';:; ~:; 1..1 r' c' !::. c> :"; :oJ
distributiDn dimensions ape a function of retained heiGhi
an ci d (.:! f' i n (.:.: <::' c Cl 1"1 ~:; f: r 'v' ;::: t. :i. 'v' E' en v (.? ::. Ci :'" C Cl f l'ii"i:) :": :i. iT. u i~1 r: .. i" E' .::.' ::; U '('. E'. T h c'
coefficients pM, d8, and dM aPR 38 pefr 0.2 and 0.6.
T' e':'; F·' E' C t :i, v E' 1 ~,! •
F:r Y' f'~ '::~ ~s 1 . .1 r' f~ ~:;
d :i. s;t;::,ncc
lila';;: be,!
bch:i.nr.:-i,
T'(?Cil . .IC(·:·::r::i
t.i"iC.:' \."J.;:> 11
1. f hi <::' 11~:; ;:i r e
C'C,:I"I i 'v';::: I CI"I-l: ..
l,);:~ck f :i. J 1 eci f Dr'
't .. D onc' .... thi r'c]
T'etained heiGht wit!l a clean nCln-expansive sand h0vinG a
minimum anGle of internal friction of 30 deGrees. FCir this
alternative, eGuivalent fluid dcnsits 0nJ coefficients pM,
cit::? <:11"11.'.1 eli"! ;:n" t:: :]~:.'; ~",'cf p 2D }":'cf p < 0 (.? an~:,i (). f., p r (::') '::;}'-"'0:ct i \..'E' I ';;1 (.
These active pressure
smoClth wall. and
conditions arc not
FIG. z.s
ACTIVE' PqESSt.'Rc •
ReSTRAINED WALL
coeffi~ients 2SSl..!me a vertical,
Fog
drainod backfill. If
should be contacted foT'
H
Back (/// Ordde
Dressure
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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E)(PAN::;It)[ ::;DII...r:; t
In addition to the special
hereinbefore, the followinG details
to reduce the probabilit~ of damaGe
condition':; •
Fry' C),jE' C t ~? 90 l!"
Ol/07/Dl
fOl..lrloat :i. on~;
should be incorporated
from the expansive soil
2.61 INTERIOR SI...ABS on Grade should be four inches or
Greater in thickness, underlain with a 4 inch sand blanket
and reinforced with 6x6 lO/lO welded wire mesh as
indicated on the plans dated Dec0mber 1, 1980.
Alternatively, slabs mau be reinforced with Number 3 bars
placed 16 inches on center. Crushed rock mas be substituted
for the sand blanket. Sand, if used, should have a sand
eQuivalent exceedinG 30 when tcsted in accordance with ASTM
[)2'~l-:I. ')).
Slab Joints should be provided at not over 15 feet on
center to allow controlled crackinG. HorizontHl movement of
foundations should be prevented bs eithcr extendinG slab
~:; t ui:.-. t.hr DUG h jo :i. nt ~:; .::;:1"1.-.:1 :i. nto 't, he:· i"Cluni.'.ii:::J:.. i Oi"i or' t-,~;; F' 'j" D'v' ::. c:; :i.l"j(j
tf·:l'i~:;:i.Df'i tic!:; cDn·;:;i~::.til"l(:j of ~·.:U!;i{: ... c:'r J bi:i'f";;; }~ lacc-~i.'.i ~)O :i.nc·hc'·;::.
en c(·::nti::!r· , (-,J;.:t.<-:-~I"i{':; :i. riG ::l 0 d :i. arr:<::'tE'{' ~:; :i.I"lto both i:; I i:lbs; <:inci
foundat:i.or-I!;; <.
2.62 EXTERIOR SI...ABS Dn Grade should be constructed
idr:'nt:i.c<:lll~:! to :i.I",tc:r:i.Dr· ':;li:lb<:;. c·::;;Cf,::···t leJaJI-:.!:; fl· fi::)E't, anc:; IE':;!:;
1"1 e c! d not i ..... i::! r (.::, i 1"1 -r" Ci r· c (~1.'.1 ;;; n c.i (.:.:;~ t c·: r :i. 0 r !,; J <:i t·, s. i:; 1'1 D 1..11 d be
provided with wcakened plane Joints as detailed in FiGure
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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2.63 PRESATURATION:
Project ?<)()l}
O:l./07/G:I.
ExpansivQ s011s should be presaturated prior to placinG
concrete. Clases soils, especiall~ below concrete flatwork
should not be allowed to dr~ and should be sprinkled if
necessars to insure the~ are kept jn a ver~ moist
condition. Soils under IsinG slabs should have a moisture
content exceedinG three percent above optimum moisture.
Thes should be tested for proper moisture from a depth of
two feet not more tharl 24 hours before placinG concrete.
FIGURE 2.62A
W
W/2
WIMINID
PLANI IOINTS
t1 __ AJ
nANlvIIsr --",-WfAKINID PUNI JOI NTS
" ON (lNUI --:-'--j.--tMAlll
. ';. : -.: .. : . . : ~ ,,: ..... ;".
..... : .. ': :' ', ..
r "10'
. ... , ..
101'" IIAUI
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I
L .,
. "
" L :.10
lJa .. I ..
-. .,
o ...
.1
,.. L v '.'-1010"": CONflNUOUI / IWU .. ADDITIONAL srl.f'
DUAIl WUKENED
.. LANE JOINT
N. T. S. -
.. .......
l 'I
4 .
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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F'r Cl,j0~ ct 29 () l}
• 01/07/81
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2.71 RECOMMENDED SPECIFICATIONS.
or reGuired for site preparation
accordance with the attached
S::·'·E'C :i. f i cat :i. ons I
Ans sradinG contemplated
should be accomplished in
Recommended GradInG
2.72 COMPACTION. All embankments, structural fill,
structural backfill, r~tainins waIl
backf:i.l I y and excessivels
backfill, trench
soil should be
compacted to 90 percent. Pavement subsrade should be
compacted to 95 percent. Natural undisturbed soils havinG
an in-situ reIative compaction of less than 85 percent
should be removed, replaced, and compacted to 90 percent.
2.73 CUT-FILL TRANSITIONAL AREAS where foundations will
bear partialls on cut and partialls on fill are not
r· c'cDI(,rlle!nelc,d • D :i. ·f·fc,r· eJn·t C C)J"(, F·· r· (:.::;; !:; :i. on chaT· ac:·t(·::y' i ~:; t :i. C~:; of ~;; Ci :i. 1 ~:;
in a cut and fill state! mas ~esult in uneQual support and
conseGuential crackinG. If a transition occurs at footinG
I::,e:ar·:i. nG J. (::"..-'f?! 1 , ~,J(::' r· E:colnnIE'nd that, the·:: ent.:i."I' E~ <:~r (:.:<:1 b(·:·:
undercut and replaced with compacted fill. UndercuttinG
should be carried to a minimum depth e~uivalent to the
,--i i d *::' ::; teo n t i r·, f..I 0 U ::> f Ci 0 t :i. n G I: ... c: 1 Ci IlJ t i·, c·, b () t t, 0 Ii, 01·' f 0 0 t :i. n G !:; •
tIn alt(c·:'·I··nBt:i.'·..-'(·::· to I..lndpr·cut.t:i.l""!c fCir tri:;n::;:i.t:i.onal i:ir·C;:i·:;; 1·:;; to
T' C :i. nfor CE' all cCint. :i. nUDU!:; foot :i. nG !;; I-):i. th on(~ I'~o. 4 b;;iT· :i. n the:,
top and onp No. 4 bar in the bottom of foundations. The
reinforcinG should extpnd 10 feet e!ach side of the
trans;:i."\",:i.on l:i.I""IE'.
2.74 COMPACTION or EXPANSIVE SOILS should be accomplishod
at rplativels hiGh water cuntent. Moisture content at
compact:i.on should be at least two percent above: optimum
riI D :i. ':; t 1..1 r-c' • T h :i. <::. ~...: :i. :I. 1 r· c·, !:; I..! ::. t i r: 1 C' ':> ~; t, n c·, r· G ':;I r (? c u :l r C) ci f· C) r·
COl"(, F' DC t :i. 01"", 1 COl"", ~:; :i. c:: c: (' ;:; L, 1 ~,i J c ~:; ~;; t :i. III (.~ l' C C:l U i r c·:' c:i of Cl r·
f:."l c! 1 (:)1;.] t.(·',C1 structure, and creater
~~ t . .:::; tl i 1 .i. t. ~;: + C} Ci <,; c: I"(i CJ:i. ::, tur c-:' cor, t r· Ci 1. will be
P':; ·::;c'r-,t i a:l. to F· Y' c·:' ' .. ' (.:.: ,., t ~:;d tu1' ,:> t :i. Cin •
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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Pr (J~jc.:J c t 29 () 4
O:l/07/Dl
FIELD EXPLORATION:
Two subsurface explorations were made at the
indicated on attached Plate No. 1 on December
These explorations consisted of borinGs drilled bs
a rotars-bucket tspe drill r1G. Thes were
supervised bs our personnel.
3.:l EXPLORATION LOGS:
1 CiCi:it :i.OI"I';
9, 19DO.
fII~;~ans of'
cl i r ~:!ct:l. \;~
The subsurface explorations were carefulls lOGGed when
made. These lOGS are presented on attached F'late No's. 2
and 3. Soil classification in accordmnce with the Unified
Soil Classification Ssstem is presented on the lOGs. In
addition, a textural description, wet color, apparent
moisture, and densits or consistencs are GiVEn on the lOGS.
Soil densities for Granular soils are Giver~ as either vers
loose, loose, modium dense, dense, or vers dense.
Con ::> :i. ~:; t (,' n c ':;! 0 f <:; :i. 1 t ':;I 0 r c :I. ;:; <:; ';::"::! !:; () :i. :I.~; a r' (-~ G i 'v' t~ n <:1 ~:; i;,! i t h c' I'
vel's 50ft, soft, medium stiff, stiff, or hard.
Representative samples of the tspical soi15 were obtained
an c.i r i;,! t urn c! ci t D the 1 aLl D r' at 0 T' \:! f D '(" t. 0:! ~:; t :i. n G ,. Cor Co) !;; a fil pIc,!:;
were obtained bs means of a split tube sAmpler, driven into
the soil be means Df the "kel1s bar" of the drill riG. The
enerGS reQuired tD drive the sampler is indicated on the
b (:) J' :i. n G :I. Cl G ';; <:l !,; t Ii (:~ "F·' 0) n c' t r' ,:; t :i. 0 :O'j r f' <:; i !:; t. a n c c: " •
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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P l' D~j 0:'ct 2? () it
0:1./07/[:1
4. LABORATORY TESTINC:
L.aboy' ator· ~:!
G r) n(·;:')""· a 11 ';:!
t·1 a t E·:' T' :i. a 1 !;;
tests were performed in accordance with
accepted American Societs fo~ TestinG and
( ASTt·i ) tf~~:; t mf-:-t hodf:; an(1 / 0 r· !;UG f:i e<;,; t~:)1.".1 r·· T' o cecil..l T' r)!:; >
Representative samples were tested for field moisturey and
densitsy and for percent passinG the number 200 screen.
Results of these tests are presented o~ the exploration
.lOG~;;.
In addition. tests were performed on tspical and
representative samples to determine the parameters of
internal friction, cohesion, maximum de~sits, optimum
moisture content, and potential e~pansion. The results of
these tests are presented in tabular form on attached Plate
No. ~:j <.
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
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G~--------------------~-----------------------------------r--------------------1 Wa:O JOB NUMBER [a] ALPHA LABORATORIES, INC. PLATE NUMBER.
29 04 SOIL & FOUNDATION ENGII\jHRING ~ L-____ ~~ ________ ~~~~ __________________________ _L ______ ~ ________ ~
SUBSURFACE EXPLORATION LOG
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Bori ng Number 1
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UC Description E y M P-200 • 0
Tan, moi s t, medium dense, clayey sand
""i th cobbles. 11. 1 110.5 20.2 2 Tan, moi st, medi um dense, clayey sand. 3-
z
0
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0 -l
w CL Grey /T an, we t , st iff: s i 1 ty, cl ay. 14.8 100.4 22.4 89 -l 6 0... C1J ::£ « c: (/)
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~ z 10 ru 7.4 95.7 26.0 83 ....
til W 0 U • U ~ 12 ru 0:::.
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-l ~ W 0 co • ru ~ 16 7.4 ~ 99.4 24.6 88
~ 0... ru w > 0
C1J z 18
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" 20 CL Grey, wet, sti ff, s i 1 ty clay. 0 ~ 28.2 84 0... 21
E :J .-c: For legend, E See Pl ate Number 4.
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u.J JOB NUMBE.R @] ALPHA LABORATORI ES, INC. PLATE NUMBER ...., • 0 2904 a: SOIL & fOLmOATION ENGlr-':EERING 2 a..
SUBSURFACE EXPLORATION LOG •
Bori ng Number 2
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• UC Description E Y M P-200.
0 SC Tan, moi s t, medi um dense, clayey sand z wi th cobbles. 0
I-2 <:t u
0 -l • w 4 -l co CL CL Grey/Tan, wet, st iff, s i 1 ty cl ay. 7.4 96.5 25.8 82 I:
C « ~ (/)
0 6 \,j... «>
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co z
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(f) 11. 1 98.8 23.4 59 0 w u u 10 <:t co 1.1...
-l IX: => • (/)
a.J 12 > :3 0 ~ -l
Cl W co co 14 ~ :r: ~ I-SC Tan, mois t, dense, clayey sand. co CL, > W • co Cl 14.8 111 .6 1 .8 41 z 16
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CL For legend, See Plate Number 4. • E
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• 0~------------------~r------------------------------------r--------------------1 u..J JOB NUMBER ~ ALPHA LABORATORIES, INC. PLATE NUMBER J ~ 2904 a SOIL & FOUNDATION ENGINEERING 3
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CATEGOR I ZAT ION GROUP GRAPH-TYPICAL NAMES & DESCRIPTION
SY/".BO! I [;;L
-~ ~ ~ELL GRADED GRAVELS, gravel-sand mlxtur~s. ~ide in grain size ...J GW 'v:>,¢ rang~ '" ....,
'" C ;>I..~ .//-' & substanti~1 amounts of a II int~r~edi~te particle sizes.
I.. '" '" a '" ",.t: '" '" 0 ... '-' ., c ... u ~ ., ..... ~--:-z ........ POORLY GRADED GRAVELS, gravel-sand mixtures. Predominately size '" '" ... GP one I.. ~I;r: L..I..J.-0 ., ...J-c or a r~ng. of siz~s ...... ith some intermediate sizes missing. -u
'" S1~% -~ '" :I: ~ -N '" ~ c." I-GM S I L TY GRAVELS, gr.vel-sand-silt mjxtur~s. Appreciable amount .,-
i ~I '-'Y<--'" "5.~ v of non-plutlc fines. I.. -'" ., '" ., ::;"" '" Z ...J ... > -' --'" '" I.. '" ...., "-o E·-,f'::i ;> ~ CLAYEY GRAVELS, gravel-sand-clay mi xtures. Appreciable amount '" '" '" GC \IS" ' '" '" or-o '-' of plastic fines. ""''''0 ~",='" ~ 0 ci t23 ~ELL GRADED SANDS, gravelly sands. ~ide in gra i n size "' .... z "r SW .... :,,;,' range -'" C ...• : ... ,.
'" ., C '" '" :z 0 '" ..... &. substantial amounts of all interm~diate particle sizes. "'.c", I...t: '" ., a:: .c '" ... '" ., c O<;c'" a 0", U I.. z ........ u.t: ..... .2:--:-", ... CIJ POORLY GRADED SANDS, gravelly Predominat~ly one size ... w-a SP . .... sand s.
a -~ ...J-c ., u or _ r_nge of sizes with some i ntermed i ate sizes missing. I.. "'I"-~. ! 0-", Z .. :;;~~~ ::::: S I L TY SA~DS, sand-silt mixtures. Appreciable amount of ~V>I SM RHm ~~." ~w ;J' non-plastic fines. :z ... -'t V>-., U 0"-I.. .. Z ~ :i I.. a '" CLAY::Y SANDS, sand-clay mixtures~ Appreciable amount ~ ..... :z '" SC of plastic fines.
Ml mIill INORGANIC SILTS & Very Fine Sands, Rock Flour, S i I ty or
'" Clay~y Fine Sands wi th s light plasticity. '" '" >-.,
0<;-...J oil U ... ~ INORGANIC CLAYS OF LOW TO PLASTICITY, ---Cl MEDIUM gravelly ., ... E -N -clays, sandy clays, s i I ty clays, lean clays. .. -VI -~ -oil I-0 I.. ...J -c '" ., ., --., > '" ::J C IIillJ ORGANIC SILTS & ORGAN I C SILT CLAYS of low plasticity. ~~~ C"'" Ol -.t: -'" ...J ... 0., ~ ",.co
"'0 ~~'" I.. OJ INORGANIC SILTS, micaceous or diatomaceous fine sandy :z 0 • ., MH ~~~ ... .. or silty soi Is, elastic s i Its. " "'2~ '" ... >-'" UJ .c 0<; m 2:C'" ...J ... INORGANIC CLAYS OF HIGH PLASTICITY, fat clays. -.. u"E CH ,,-.cl.. ., ., ... --,,-VI 0
I.. ~ ~-c'" I ...J-! .. -::J c OH [J ORGANIC CLAYS of medium to high plasticity. '" CT .. -.c -' ... .,
HICHLY ORGANIC SOILS PT r1 f. L..d
PEAT & other highly organic soi Is.
Legend:
P-200 = Percent pass i ng No. 200 screen
UC = Unified Classification
~ -= Sample locat ion
E = Sampler penetration resistence ( ft. k i ps/ft.)
y = Natural dry density (pcf)
M = Field moisture content (% dry wt.)
~ WT = Approx i rna te I oca t ion of water table
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JOB NUMBER: §] ALPHA LA80RATORIES, INC. PLAT~ NUMBER~ 2904 SOIL & FOUNDATION ENGII'JEEr~ING
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MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT: (ASTM D 1557 -METH.) 1
so I L OPT I MUi'l i'\.i\X I MU t11 I
TYPE MO I ST. DENS ITY 1
SAMPLE DESCRIPTION
(%) (pcF) I ~
B-1@1 '-2 ' Tan clayey sand 10.3 126.7
DIRECT SHEAR TESTS: (A 11 samples saturated & drained unless noted.)
SAMPLE DESCRIPTION ANGLE OF COHESION l
INTERNAL INTERCEPTI
FRICTION (PSF) I .
B-1 @1 1 -2 1 Tan clayey sand (undi s turbed nat i ve) 280 350
B-1@1 '-2 ' Tan clayey sand (recompacted to 90%) 27° 350
B-2@4 I-5 ' Grey s i 1 ty clay (undistrubed na t ive) 240 420
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EXPANSION TESTS:
SAMPLE COND IT I ON INITIAL MOISTURE CONTENTS (;;) NORMAL EXP,l\NS I ON I ~
DENSITY INITIAL AIR DRY FINAL STRESS C' ;; j
(pcF) (PSF)
~-1@1'-2' remo 1 ded 114 • 1 10.0 4.7 17 .2 200 2.6
01---------------------~----------------------------------_,r_-------------------4 , 3 JOB NUMBER: ~ ALPHA LABORATORIES, INC. PLATE NUMBER j"
ex: 2904 ~ SOIL & FOUrWI\TION ENCJlt'JEEnING 5 0... '-__________ ""-_. _______ ~._. __ ~ ____ .....Jr..._ _________ _
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RECOMMENDED GRADING SPECIFICATIONS -GENERAL PROVISIONS
INTENT
The intent of these specifications is to establish procedures for clearing,
compacting natural ground, preparing areas to receive fill, and the placing
and compacting of fill soil to the lines and grades indicated on the accepted
plans. The recommendations contained in the preliminary soi ls investigation
report and/or the attached special provisions are a part of the recommended
grading specifications and shall supersede the provisions contained herein-
after in the case of conflict.
INSPECTION & TESTING
A qualified soil engineer shall be employed to inspect and test the earthwork
in accordance with these specifications and the accepted plans. It will be
necessary that the soil engineer or his representative be al lowed to provide
adequate inspection so that he may certify that the work was or was not ac-
complished as specified or indicated. It shall be the responsibility of the
contractor to assist the soil engineer and to keep him appraised of work
schedules, changes, new information and dates, and new unforeseen soil con-
ditions so that he may make these certifications.
If substandard conditions (questionable soil, poor moisture control, inade-
quate compaction, adverse weather, etc.) are encountered, the soil engineer
will be empowered to either stop construction until the conditions are re-
medied or recommend rejection of the work.
Soil tests used to determine the degree of compaction will be performed in
accordance with the following American Society for Testing and Materials test
methods:
Maximum Density & Optimum Moisture Content -ASTM D1557-70T
Density of Soil In-Place -ASTM 01556 or ASTM 0 2922 and 3017
PREPARATION OF AREAS TO RECEIVE FILL
Vegetation, brush, and debris shall be cleared from the areas to receive fill.
Excessively loose or detrimental soil such as loose topsoil, plowed ground, or
• substandard fi 11 should be removed to competent soil as indicated in the pre-
liminary soils investigation report or the special provisions, or as determined
in the field by the soils engineer or his representative.
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After clearing and removal of undesirable soils, the surface shall be scarified
to a depth of 6 inches, brought to the proper moisture content, compacted, and
tested for the minimum specified density.
When the slope of the natural ground receiving fill exceeds 20% or when con-
sidered necessary by the soils engineer, the ground to receive fill shall be
stepped or benched. Benches shal I be cut to firm, competent soil. The lower
bench shall be at least 10 feet wide and successive benches shall be at least
6 feet wide. The horizontal portion of each bench shall be compacted prior to
41 receiving fill as specified hereinafter.
FILL MATERIAL
Materials placed in the fill should be free of deleterious substances such as
• excessive vegetable matter. Granular soil shall contain sufficient fine ma-
terial to fill the voids. Oversized rocks, expansive and/or detrimental soils
are defined in the attached special provisions. These soils may only be used
in the fills if provision is made in the prel iminary soils investigation report
and/or only with the expl icit consent of the soils engineer.
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PLACING AND COMPACTION OF FILL
Approved fi 11 material shall be placed in the areas prepared to receive fi 11 in
layers not to exceed 6 inches in compacted thickness. Each layer shall have a
uniform moisture content in the range that will al low the compactive effort to
be efficiently appl ied to achieve the specified degree of compaction. Each
layer shall be uniformly compacted to the minimum density with adequately sized
equipment, either specifically designed for soil compaction or of proven reI ia-
b iIi ty.
Field density tests to check the degree of compaction will be taken by the soils
engineer or his representative. The location and frequency of the tests shall
be at the soils engineer's discretion. In general, the density tests will be
at an interval not exceeding 2 feet in vertical rise and/or one test for each
500 cubic yards of fill placed. ~
SEASON LI M ITS
Fill should not be placed during unfavorable weather. When work is interrupted
by heavy rain, fill ing operations shall not be resumed until proper moisture
content and density of the fi I I has been achieved. Damage resulting from wea-
ther shall be repaired before acceptance of the work.
UNFORESEEN CONDITIONS
In the event conditions are encountered during grading that were not encountered
during the prel iminary soi Is investigation, Alpha Laboratories, Inc. shall be
immediately notified. We assume no responsibil ity for conditions which differ
from those found and described in the prel iminary soils investigation report.
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RECOMMENDED GRADING SPECIFICATIONS -SPECIAL PROVISIONS:
The minimum degree of compaction to be obtained in compacting natural ground
and in the compacted fill shall be 90%.
• Detrimentally expansive soil is defined as soil which will swell more than
3% against a pressure of 150 pounds per square foot from a condition of
Optimum Moisture Content and 90% Relative Compaction.
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Oversized fill material is defined as rocks, old concrete, or lumps over 10
inches in diameter. At least 40% of the fill soils shall pass through a No.
4 U. S. Standard Sieve. Oversized material may be disposed of offsite or in
specially designated non-structural fills specially designated at the time of
grading.