HomeMy WebLinkAboutTract Map 3883 Lot 361 Limited Geotech Review
I
I
I SOiL TECH, INC.
.
Geotechnical Soil Inspection Material
Consultants . Geology . Engineering & Testing Testing
.
.
.
Limited Gllotechnical Review
Lot 361 of Tract 3883
APN: 919-313-001
Project Number: T3961-PS
I
.
.
.
.
.
.
.
.
Prepared For:
Bryant Builders
41892 Enterprise Circle South, #E
Temecula, CA 92593
.
.
Corporate Office:
41607 Enterprise Circle North
Post Office Box 156B
Temecula, California 92390
(714) 676-2745 I FAlC (714) 699-1757
Lancaster Office:
647 West Avenue L-14
Suite A
Lancaster, California 93534
(B05) 942-0991 I FAX, (80S) 723-3685
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE OF CONTENTS
Section Number and Title
Executive Summary
..................................... .
1.0 Site Description .. . . . . . . . . . . . . .
1.1 General . . . . . . . . . . . . . . .
1.2 Topography.... . . . . . .
'1.3 Vegetation. . . . . . . . . . . .
2.0 Proposed Development.
2.1 General . . . . .
2.2 Proposed Grading
3.0
Scope of Investiaation .
3.1 General . . . . .
3.2 Subsurface Investigation.
3.2.1 Exploratory Excavations . . . .
3.2.2 Samples ............
4.0
Earth Materials & Ground Water
4.1 General . . . . .
4.2 Younger Alluvium. . .
4.3 Older Alluvium. . . . .
4.4 Groundwater.....
5.0 Conclusions & Recommendations.
5.1 General . . . . . .. ......
5.2 Earthwork. . . . . . . . . .
5.2.1 Approval and Testing . . . . . . .
5.2.2 Compaction Requirements. . . . .
5.2.3 Backfill . . . . . . . . . . . . . . . . .
5.2.3 Surface Drainage. . . . . . . . . . . . . . .
5.2.4 Utility Trench / Footing Relationships. . .
5.3 Foundation Design. . . . . . .
5.3.1 General . . . . . . . . . . . .
5.3.2 Expansive Soils. . . . . . . . .
5.3.3 Single & Two Story Structures
5.3.4 Slab-an-Grade . . . . . . . . . . . . . . . . .
5.4 Maintenance And Slope Protection. . . . . .
5.4.1 Site Drainage . . . . . . . . . . . . . . . . . .
5.4.2 Slope Drainage . . . . . . .
5.4.3 Planting And Irrigation . . .
5.4.4 Burrowing Animals . . . . .
Page
1
2
2
2
2
2
2
2
3
3
3
3
3
4
4
4
4
4
4
4
4
4
5
5
5
5
5
5
6
6
6
7
7
7
7
7
Soli Tech, I"c. l
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Section Number and Title
Exhibit I
Exhibit II
Plate 1
TABLE OF CONTENTS CONTINUED
Field Logs
Laboratory Data
Limited Geotechnical Lot Review Site Plan
Soli Tech, I"c. 2..
I
.
I SOiL TECH, INC.
.
.
I
I
I
I
I
I
I
I
I
I
I
I
.
I
Geotechnical Soil Inspection Material
Consultants . Geology . Engineering . & Testing . Testing
February 10, 1992
Bryant Builders
41892 Enterprise Circle South, #E
Temecula, CA 92593
(714) 699-0238
Regarding:
Limited Geotechnical Review
Lot 361 of Tract 3883
APN-919-313-001
Project Number: T3961-PS
Gentlemen:
This report presents the results of the Limited Geotechnical Review conducted for the
referenced site. The purpose of this investigation was to evaluate the existing geologic and
geotechnical conditions of the subject property with respect to the proposed development.
Submitted herewith are the results of this firm's findings, along with the supporting data.
Executive Summary
The conclusions and recommendations presented in this report are based upon the
information and data obtained during the investigation of the subject site. The scope of
work performed is limited to that proposed and approved in this firms proposal number
P953-PS, dated February 4, 1992. All work performed was specifically addressed to the
proposed subject property, as described herein. The following is a summary of our
findings:
1. The proposed development is feasible from a geotechnical standpoint.
2. Expansion Tests conducted on representative earth materials indicated an expansive
index of "Very Low".
3. Compaction Tests conducted "in situ" indicated 90-92 per cent of maximum density
based upon ASTM test designation D-1557-70.
Corporate Office:
41607 Enterprise Circle North
Posf Office Box 1568
Temecula, California 92390
(714) 676-2745 I FAX, (714) 699-1757
Lancaster Office:
647 West Avenue L-14
Sulfe A
Lancaster, California 93534
(80S) 942-0991 I FAX, (80S) 723-3685
.3
I
I
I
.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Bryant Builders
Project Number: T3961-PS
February 10, 1992
Page 2
1.0 Site Description:
1.1 General: The vacant site is located northeast of Avenida Buena Suerte in the City of
Temecula, California, (see Plate I). The property is bordered on the northwest and
. northeast by vacant fields and on the southwest and southeast by Avenida Buena
Suerte and single family homes, respectively.
1.2 Topoaraphv: The topography across the site is essentially flat, with surface drainage
to the north as sheet flow.
1.3 Veaetation: At the time of our field investigation the site was covered with a light
groWth of native vegetation.
2.0 Proposed Development
2.1 General: Plans provided by Bryant Builders (dated 01-02-91) indicate that a single 3
bedroom family residence with a detached 3 car garage is proposed for the subject
property. It is anticipated that the proposed structures will be one story in height,
and will be comprised of wood-framed design. Relatively light loads will be imposed
on the underlying foundation soils.
2.2 Proposed Gradino: Based on our review of the subject site, grading is not
proposed. Some cosmetic grading for landscaping, etc., which does not exceed fifty
(50) cubic yards of the earth removal, is anticipated. According to UBC (Sec. 7003),
there is no grading permit required from the building officials under such conditions.
LIe
I
.
I
.
.
I
I
I
I
I
.
I
I
I
I
I
I
I
I
Bryant Builders
Project Number: T3961-PS
February 10, 1992
Page 3
3.0 Scope of Investiaation
3.1 General: The scope of work performed in this investigation included a site
reconnaissance, subsurface exploration, sampling of on-site soils, surface mapping,
engineering analysis of field and laboratory data and the preparation of this report.
The data obtained was for the purpose of evaluating the general site conditions.
3.2. Subsurface Investiaation: Investigation of the property's subsurface condition was
performed to evaluate underlying strata and the presence of groundwater. All
explored locations are denoted on the Limited Geotechnical Review Site Plan (Plate 1)
provided in this report.
3.2.1 Exploratory Borinas: A total of two (2) exploratory pits were excavated across the
study site, (see site plan, Plate 1 for locations). The pits were dug by Fitzpatrick
Backhoe using a JD-41 0 backhoe with an 18 inch bucket. The maximum depth
explored, by backhoe excavation, was approximately fifteen (15) feet below existing
land surface. All exploratory backhoe pits were backfilled but not compacted.
Mitigation of these uncompacted trenches should be considered and addressed by
the project geotechnical consultant during site grading operations.
3.2.2 Samples: Representative bulk soil samples were obtained at various depths and
returned to our laboratory for classification and testing. The excavations were
carefully logged for natural soils and subsurface conditions encountered during the
investigation. The soils were described in accordance with the Unified Soils
Classification System (USCS). In addition, the wet color, the apparent moisture, the
relative density or consistency and texture descriptions are given. All samples tested
will be discarded 15 days after the date of this report. This office should be notified
immediately if retention of samples is required beyond 15 days.
Soli Tech, Inc. :5
I
I
I
.
.
I
I
I
I
I
I
I
.
I
I
I
I
I
I
Bryant Builders
Project Number: Ta961-PS
February 10, 1992
Page 4
4.0 Earth Materials and Ground Water
4.1 General: The study site is underlain by two (2) surficial geologic profiles, which are
comprised of younger and older alluvium.
4.2 Younaer Alluvium: A layer of younger alluvial deposits approximately eight feet thick
was observed and exposed throughout the site. These deposits consist of recently
deposited damp moderately sorted, poorly consolidated within the upper 8-12 inches
to moderately consolidated, red brown to brown clayey and silty sands.
4.3 Older Alluvium: Below the surficial materials, the entire study site is underlain by
older alluvial deposits extending to the maximum depth explored, fifteen (15) feet.
The alluvial deposits consist of dark brown silty fine to coarse sands and were found
to be moderately consolidated, damp and dense.
4.4 Ground Water: Ground water or evidence of historical high ground water conditions
were not encountered within the excavations conducted.
5.0 Conclusions and Recommendations:
5.1 General: Based on a review of the field and laboratory data, the proposed
development is feasible from a soil mechanics standpoint.
5.2 Earthwork
5.2.1 Approval and Testina: The bottom of footing excavation areas should be inspected
and tested by a representative of the soil engineer, prior to placement of steel
reinforcement and pouring of concrete, in order to verify the uniform relative densities.
Soli Tech, Inc. 4
I
I
I
I
I
I
I
I
.
I
I
I
I
I
I
I
I
I
I
Bryant Builders
Project Number; T3961-PS
February 10, 1992
Page 5
5.2.2 Compaction Reaulrements: Natural soils should meet a minimum compaction of 85
percent of its maximum density potential, based upon ASTM test designation
D-1557-70. Moisture content of materials should not vary more than 2 percent of
optimum at all times, unless approved by the geotechnical consultant.
5.2.3 Backfill: Utility trenches should be backfilled with compacted soil. Backfill material
should be replaced in lens thicknesses appropriate to the type of compaction
equipment utilized and compacted to 90 percent by mechanical means.
5.2.4 Surface Drainaae: Surface gradients should be provided adjacent to the proposed
building to direct surface water away from foundation and slab toward suitable
drainage facilities. Ponding of surface water should not be allowed adjacent to
structures or on pavements.
5.2.5 Utilitv Trench I Footina Relationships: Where interior or exterior trenches are
proposed parallel to any building footing, the bottom of the trench should not be
located within a 1:1 (horizontal to vertical) plane projected downward from the outside
bottom edge of the adjacent footing. All utility trenches should be compacted to at
least 90 percent of the laboratory maximum density. Compaction should be
accomplished with a mechanical compaction device. If the backfill soils have dried
out, they should be thoroughly moisture conditioned prior to placement in trenches.
It is recommended that all trenches, excavated to depths of five (5) feet or deeper, be
adequately shored during construction.
5.3 Foundation Desian
5.3.1 General: Foundation design for the proposed structure may consist of either isolated
square footings or continuous wall footings founded upon competent undisturbed
Soli Tech, Inc. 1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Bryant Builders
Project Number: T3961-PS
February 10, 1992
Page 6
native ground. Should the planned construction be changed from that being
contemplated, this office should be notified prior to earthwork, so that supplemental
recommendations can be made. A structural engineer may design post-tensioned
structural slab systems as an alternative to reinforced concrete foundations.
5.3.2 Expansive Soils: Representative soil samples were retrieved for expansive soil swell
testing. The swell test procedure utilized was the Uniform Building Code Test
Designation Standard 29.2. The most expansive material tested consisted of silty to
clayey sands, registering an expansion index of 3, a ''very low" expansive potential for
the site. Based on the expansion index, steel reinforcement is not mandatory for
proposed footings and slab areas. It is suggested however, that minimum steel
reinforcement be used.
5.3.3 Sinale & Two Story Structure: Exterior footings shall have a minimum width of 12
and 15 inches respectively and extend a minimum depth of 12 (single) and 18 (two
story) inches below lowest adjacent final grade respectively. Interior footings shall
have a minimum width of 12 inches and extend a minimum depth of 12 inches below
lowest adjacent final grade. All footings should be reinforced with one No.4 steel
reinforcing bar located near the top and bottom along the center of the footings.
5.3.4 Slabs-on-Grade: All concrete slabs-on-grade should be four (4) inches nominal and
underlain by dense soils. Further, we recommend the use of a polyethylene plastic
vapor barrier a minimum of 6 mil in thickness. This should be protected by a one (1)
inch layer above and a two (2) inch layer of sand or approved non-expansive soil
beneath, and be overlapped or sealed at splices. Minimum slab reinforcement should
consist of 6" x 6", #10/#10 gauge welded wire fabric placed mid-depth in the slab.
Soli Tech, Inc. 8
I
I
I
I
I
I
I
I
I
I
I
.
I
I
I
I
.
I
I
Bryant Builders
Project Number: T3961-PS
February 1(j, 1992
Page 7
5.4 Maintenance and Slope Protection: Measures should be taken to protect the
natural slope along the northern portion of the pad area from potential errosion
hazard. The follow measures provide recommendations relative to the protection of
this. slope.
5.4.1 Site Drainaae:
a) No alteration of pad gradients should be allowed which will prevent pad and roof
runoff from being expediently directed to approved areas.
b) No water must be allowed to flow over the slopes other than incidental rainfall.
c) All concentrated surface waters entering the subject parcel from off-site sources
should be collected and directed to a permanent drainage system.
5.4.2 Slope Drainaae: The owner is responsible for the maintenance and cleaning of all
interceptor ditches, drainage terraces, downdrains and any other drainage devices
which have been installed to promote slope stability.
5.4.3 Plantina and Irriaation:
a) It is strongly recommended the slope planting consist of ground cover, shrubs and
trees which possess deep, dense root structures and which require a minimum of
irrigation. It should be the responsibility of the landscape architect to provide such
plants initially and of the owner to maintain such planting. Alteration of such planting
scheme is at the owner's risk.
b) If automatic sprinkler systems are installed their use must be adjusted to account for
natural rainfall.
5.4.4 Burrowina Animals: The owner must maintain a program for the elimination of
burrowing animals. This must be an on-going program in order to protect slope
stability.
Soli Tech, Inc. '\
I
I
I
.
I
I
I
I
I
I
I
I
I
I
I
I
.
I
.
Bryant Builders
Project Number: T3961.PS
February 10, 1992
Page 8
This investigation was conducted in accordance with the standards of the industry and
accepted engineering principles and practices. Accordingly, although every effort has been
made to obtain information relative to the geotechnical environment of the site, limitations
exist with respect to the knowledge of unknown regional or localized off-site conditions
which may have a direct impact at the site. Should conditions be observed or information
become available during construction which are not reflected in this report, Soil Tech, Inc.,
should be notified so that supplemental recommendations can be provided. No liability is
expressed or implied beyond the direct representations of this report.
Thank you for the opportunity to provide this report. Please direct any questions to this
office.
Respectfully,
AD:RJP:CES/dt
~Q~f.SSf04'
S> <? 4(<, '.,
~ <':\\
Reviewed By: <.; ,', '\\
;:H~ i*"\
cP
Ronald J. Parks, RC
Executive Vice Princip
~~-i"-D W:o-' " E,XPiration: 09-30-93
"", ...... ~ - '0,. ~(o .
007;:N'LES~'.<~::'~ / L I~
D:~CI-'1C;O' cR, \ 2-. ~cJi
CEP"T-:-..TE ~ ...
! ',No 3C01,,/ <;:;harles E. Schroeter
~ Ex t'5.1'92c, ,. i;leg: G.eologist, RG 3601
05';;1> P-- _.:'.'.,Explratlon: 06-31.92
,/2....... '.- ...4">-.....,....'
~~~F I':; ,:\..y"
r
SOIL TECH, INC.
Prepared By:
,,::!::: ~)
Staff Engineer
..;
Dist. (4) Addressee
flLE:\FlEPORTS\PS'iT3M1.RP'T
Soil Tech, Inc. \-0
I
I
.
.
I
.
.
~, .
.
.
.
:1
I
.
.
'.
'.
I
I
EXHIBIT I
Laboratory Test Results
Soli Tech, Inc. 1\
~~----- ---- -----~
~:t~ULiUk ~~6j H~~lU~j
i4~3
I ' -.. I
L...LJ II ~!tl!
l ! i !! t 1 II! \)
i ; r-r:---1 f i;"\ !
I 1 I i j i i ! I +....1 i
i ! 1 I! I! ill i i \ 1 I
I 1 : r-!--T-r--r--r-~~'-~r--!-'-i
i i. 1; '! ;.\. .
!_--1__L_L_!__J--!__J__L-.l..._L-.l__t I,,! I I .
! 1 1 ! 1 i ! 1 ! ! ! !! 1 '... i !
I I t j
I
I ,
I
I
! I
i I
I
j
i i It. i I
. n--r-~---T-l
I ~ H
i i j j
, I
135
'+-
'-'
i-r-r---r-:i ! ! 1 , i . 1
j f I Iii f i 1 j i I ! j
. , ' . . I
: \1
"oi,.
.
1
I ,
: j
I I ! I 1
! ! f ! !
.~
I
! I I
! ! t ! !
120.
I i I I I I i i I I I I i I , ! 1\1 i ! ! i I I ! ! I !
I I I I I I I I I n-I I I ~ I I I I I I I I
!
I I I I 1/ - NLJ I I i i I I
I I i i
I I I I j I I 1/ I I~I' I I I I I I I
I i I! I I ! ! f I I ! : '1 "\: I i 1 I
I 1 I I ! ! i ! _~U..LLLLJ !';::' L~.L i i I I
! I ! ! I I I I i
I I I I I I I ! I ! ! ' 1 ! ! I ! ! ! ! ! "'J.~ ! ! ! I ! ! I
I I
I i i , I : I , I ' '>.' ! , i
i I ; I ! , , , I , I i i i , i ;;. , , I i
I I I i i ! I I I j ! i I I I I I ! ! I i \.i. I 1 I
I I I 11 I 1 I T f\. I
I I I I i I I I I I f\.i
I 1 I I I I I I I I 1 I I I I 1 'l\.
I I I I I 1 I I I I I I 1\0.
I I I I I i I 1 I I I I I I
I I i I ! ! ! I I ~ ! "L
! i i !
I ! I I ! i i I I I ! I I ! ! I I ! I I I I ! :-~
I I I ! I I ! I i ! ! ! I
I I I ! I I I I ! I I I ! I I I ! I I I I I I
I
ZA\} for
SP.G.=
2.65
130
~
="
....,
.,.,
I ~
~
, i:
Ii,
,-
1 'c.;
..;....J
I
I
!
115
1
.
3.5
6
8.5
11
13.5
16
Water content, %
^'t.j.:, diti ed'" F'r'Jdc!t', A::;it-1 D 1557, t'1ethod A
EIJ?v/
Depth
Ch.;i;.sifi..:~t ion
uses I ~_~SHTO
t.jat. ""0 G
"1 .' ':'.'..
r 015.t I!
LL
St'1
.-. t. C'
~. ,_,._1
I
MATERIAL DESCRIPTIm-1
TEST Ri::SULTS
Optimum moisture = 8.7 %
Maximum dry den;i;.ity = 130.0 pcf
SILTY SAND, BROWN
Project'-f-Io; :T3961-PS
project :'BRYANT _BUILDERS'
Location: LOT 361, TR. 3883
Remark s: :'"
PROCTOR
- - T i -C - U
~U_.... l....t:, I
TEST RE?ORT
I Q!=!(tPCI-,'-'F' T co:-
:.-. ....... _'I Ii. _, i _ .:....._,
COLLECTED 132-05-92 B'r' :AD
, ,SA~1PLE #1
!
Ii
!I
:1
ii
!i
ilFi'=1ur'e t.~o.
11 -
I
I
Ii D?te:
I
.i
II
Vt?-~..:.-q?
-- -- ......
12.
I
I
I
I
I
I
I
,: I
I
I
I
"I
I
:1
;1
"ll
'I
I
I
'T"
"'-
.,
'J:'l
-!-'
,~
~d
~
:L
....
:i4(1
135
13~3
i":::':=;
12\3
115
;-;~"-.,-"',,,,:,,,,,"",:l""',
i= F~tjt_. ! t~iri~
~- - -. .-. -....,.,.
(-i~ C.I~' t.h"; ~
! t:.~~ !
I ,
! . I
! !
,,," i it! !
";J !!, I
I po,,; : i
. i--.; i i
""'--'--1
, . ,
, ,
, '
, !
, ,
, ,
;
,
L-:....
i !
I j ! j 1 1 i "'\ !!! I j , j 1
-!--l--:'-"I-'-I~-!-!-!T--!-"-!i "'.f--!-"-~l-! I 1
, ! ,
--"~-i
i t
Ii!
i !
. '
i ! ! _!_\.~___:_!._!_J.._.__---1_~~:_._~~...1
! ! I I ."..... I 1 ' I! 1 I , ! ! 1
T' ~-...--' r~------.-,-l
t ~ _~.~ ; '\~," ! ~ I, i - 'i
j 1 i '" i i j -~ i' i i ! j I 1 "
:--~r-; ,';~r; ! I .
1 I !'!T I" . ~''- t I
i _~~~' :' f ."...,~ . ~ I I
, I 1 ,....;., I I
;'11 il !\\J! I
!J\ J i\r\.l : 1 i
", I . "IIi" , i~
! 1 ! i i! f t j f f'\!\. f I ! I I i I
! l! -;-'~:-!--l---j----;----l-'~~--i--r-t-!!.--i
, '
! !
I ' ,
! I I
, ,
!
I
i
~
ii'
I ,
i j
1 !
, '
, ! i ! I I j t ~ !
r--r---!!"-- '---'---:---'-1-
i
I f j
!
H
I
, I
'LU i
~ I I I
ZA\} for I
c .-.-
.....p ,.1,:\.1 - I
"'5 .
""".::;, I
I
I
i
I
I
i
I
i t
I i
I
, i
I
i
, i
!
i i
121
2.5
5
7.5
10
12.5
15
~~"'. t er C ont en+. ,
x
A:::Tt'1 D 1557, I'lethe,d A
MModifiedM Proctor,
El~'..l/ I
I DS'pth '"
,
I
!
'I Pr'o,iect_No. :,T3961-PS ,',
Project: BRYANT BUILDERS
I
II
I!
ji
1.
ii
Ii
i1
"
Clo.ssif=ic:lticn
uses ~H-SHTO
LL
(~< I
tio.4 !No.2001
:3t'1
2.65
I
MATERIAL DESCRIPTION
TEST RESULTS
Optimum moisture = 8.0 ~
Maximum dr~ densit~ = 132.3 pCT
SILTY SAND, DARK BROWN
- ..-..~,". ~
Loc~tion; LOT 361,
-rr-. ~,-,,-,..,.
In. ";'0':''';'
IRe~a~~s: ' ~--
I COLLECTED 02-05-92 "B'I:AD
!I.:-H""'10L~ ",.-,
II.... i.1 _ "IT";';'
Ii
"
;,
!'
!l
,!
"
Ii
!!F i (J ut".;;. ~.~o ~
I! -
D:;'.te:
02-0.6-92
PROCTOR
T~~"T' ~!=pnpT
. -"_. . ._. _', I
SOIL
Il-eH
i ~'PI"P""-II-'h'" C'.::
:l-. ,.-' _1; ,;4 . _,~ i 1-..'.-.
\.3
,I
IJ~: ~2b~~atc~y E:<~2~S~a~ Te3~ ~22~:~2 C~-07-92
!~ =======================~~==========~~~-~=~~~-:-:================~========~===
,
1'08 ~,!iJ.:
303 ~,I.:,:,:~~:
.; I
.J'CA -:- ~.') '.' :
"3:;i.'lPLE . SOURCE:
ISAr'1PLE BY:
'i
=1
ILAB TECH:
R;:::M(~RKS :
1'::'~:-"'1GI ~ r.::;:c(".
..J,' 1" ,~\_ ,./'....J'._.
".1
T:~961.. -DS
f:3 ':;'~!;,::::' >:..... ~3 _}:;:~..~) '"=-;, ':: '.'~
If)":- lf~.'; Tr:: ?SG--="
AD
eei_LEeTED BY AD
SIL7Y SAND, DARK BROWN
----------------------------------------------------------------------------
---------------------------------------------.---------------------------------
DIAL
..TIME
" IWET cor'1.PACTED' WT,
., RING WT..
:1 INET WET WT. . U'
i WET DENSITY .
..,
l WET SOIL + TARE
. DRY SOIL + TARE
IT ARE
"i INTI TAL t-10ISTURE<i
j INTITIAL DRY DENS
.J ..~ SATUP;ATIOt'-!
:1 .,-INAL WT. .
~ I~~~s~:~ WI.
2 F'INAL DENSITY
~SATURATED MOISTUR
'I
1
,4
,
~1
~ I
~
., I
"
\
':'!
~ Ii
~
"
':1
i I
J 1
j
,
'I
609.5
188.6
420.9
'127.1
200.0
18::<.8
0.0
6.5
119.4
42.6
45.'+..2
395.2
59.0.
393.6
118.9
15.0
---------------------------
. . ."'.
READING #1 :203 "0930
- . . _.',. ..
READING #2 .203 1000
READING ~;t3 .203 1100
. . - -
READING lI4 .203 1500
READING lI5 .203 NIT
Expansion Index
3'
<j.
, -
1.:,'
. -.......
_._ _. ~ .,...... ''-0 _ _. __.. _. "... .....,
--...:'.., ,-~:~.._--~~=-~-=-....'" ~ ,.....;.. ..~ ._:;:fi-~. ;-::~::,:,.!~:~:.-. ~:;~:'".::~.~' ~:'-~!:~:~1~,
. __._~ ._.~ ,". ....., '~.. .-...~.::~.-, ..~';._'_..:.:..;.....,~... .~.=~_ ~...:..._it:..
.. ., :;.~. ..,:-. '",-+,":,,:~.;:.:..,':::'---~~:'-.';--..;:'-.~;'.;-'b_: .:!:!t..-~.. ':."';--,....-:,.- ..,.~;;-:~._. :.'":.~?'.:-~.,. .', '.~
--:---_..::::.~:-.-;.---.. _.-.-..-._-_....~.- .... . .._~. ,->>
.,.:-.-,,';/
\~
I
I
I
I
I
I
I
:1
I
I
I
I
I
.1
,
il
il
I
I
I
EXHIBIT II
Field Logs
Soli Tech, Inc. IS"
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
EXPLORATORY BACKHOE LOG SUMMARY
Trench Number: TP-l Project: BRYANT BUILDERS Date: 02-05-92
Project Number: T39S1-PS Ground Surface Elevation: N/A
Start ing Time: NI A Hours Logged By: HWB Locat ion: LOT 351
Ground Water Depth: N/A Equipment: 0D-410 BACKHOE
Contractor: FITZPATRICK BACKHOE Sample No (5): N/A
Total Depth Of Hole: 15' Bucket Size: 1B"
ELEVATION SOIL S~MBOLS " Rsl. I: Nat. Max:1mum GeD. Swell
SAIf'LER SYloEDLS uses Deser ipt ion Remarks
OEPlli llRDUNO WATER DEPTH Compo Moist. compo SymbD I Indax
-0 - 5101"'" silty'tc'clayey'co8ra8'Ban~'rid~'
SP brown, d8mp. denaB, ~oarly 0
: moderately conso11da &d
.~ 92.9 7.5 130.0 Qal 3
-
- SM..... s'(ity' Hile' 's'and:' dark' 'brown:' (fs'nip:' 91.3 12.3 130.0 Qal
-5 denaB, moderatelY consolidated
.~ 90.3 11.4 130.0 Qal
- llM .... S"i"ity 'sand: "dark . brown." "dalij)........
denBe~ moderatelY consolidated.
fine 0 CDl!IrSe
~IO
-15 End
of
trencn
SOIL TECH LABORATORIES
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
EXPLORATORY BACKHOE LOG SUMMARY
I
I
/.
I
I'
I
I
I
I
I
,
Trench Number: TP-2 Project: BRYANT BUILDERS Date: 02-05-92
Pro j ect Number: T3961-PS Ground Sur face Elevation: N/A
Starting Time: N/A Hours Logged By:HWB Location: LOT 361
Ground Water Depth: N/A Equipment: JO-410 BACKHOE
Contractor: FITZPATRICK BACKHOE Sample No (s): N/A
Total Depth Of Hole: 15' Bucket Size: is''
ELEVATION SOIL SYM80LS rk I; ReI. S NDt. Maximum GeD. Swell
SAMPLER SYMBOLS uses DeSCl"'iPt1on
DEPTH IlROUNO WA1ER DEPTH Reme 8 Cemp. Moist. Compo Symbol Index
~O - 8M:" . . . s'fity' to' c"iayey' sand:' 'red-=-b~'wn.' . .
: SC d~mp, danse, moderately cDn9011~.
,. 87.9 8.5 130.0 Qal 3
:F- 90.3 12.7 130.0 Qal
~5
.~ 90.8 13.7 130.0 Qal
- .......!j....................................
SM d~~~~~8:~g~rg~~~yb~~~al~~~~edl
fine 0 coarse
lO :~ 90.3 14,1 l32.3 Qal
:
-15
End
~~ench
.
I
I
I
,
SOIL TECH LABORATORIES
i
11
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Legend:
Symbol:
[0]' .
... .
... .
mil
o
Notes:
Descr ipt ion:
Symbo 1:
Descr ipt ion:
Silty to clayey coarse sand, red
brown, damp, dense, poor 1 y to
maderately consalidated
Sil ty sand: dark brawn, damp.
dense, moderately tonsolidated,
fine to coarse
Nuclear gage test
~D
Water measured at
time indicated
1. Exploratory backhoe pits were dug on February 5, 1992 using a
J.O. 410 Backhoe, operated by Fitzpatrick Backhoe .
2. Free water was not encountered at the time of digging.
3. Backhoe pit locations were estimated from existing features and
elevations extrapolated from the Plot Plan provided by
client, undated.
4. These lags are subject to the limitations. canclusians. and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the logs. Abbreviations used are:
% ReI. Compo = % Relative Campaction
% Nat. Moist. = % Natural Moisture
Unit Wt. (pcf) = Unit Weight of the soil
(pcf) = pounds per cubic foot
IB
I
SOIL TECH LABORATORIES
i
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PLATE I
Limited Geotechnical Review
Site Plan
Soli Tech, Inc. \ ~