HomeMy WebLinkAboutLot 229 Preliminary OnSite Sewage Disposal Investigation
TR.3.82'a Lof~
. I!:.H.E. Soils Co.
I Phone: (909) 678-9669 FAX: (909) 678-9769
11705 Central Street, Suite A . Wildomar, CA 92595
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
E-mail: thesoilsco@aol.com
February 19,2000
Mr. Bernie Schwnacher
41760 Bargil Court
Temecula, California 92591
(909) 699-6633
SUBJECT: PRELIMINARY ON-SITE SEWAGE DISPOSAL INVESTIGATION
Proposed Single Family Residence - APN 919-152-005
SW Comer of Via Norte and A venida Centario
Temecula, Riverside County, California
Work Order No. 248101.01
Dear Mr. Schwnacher:
In accordance with your authorization, we have performed a preliminary sewage disposal
investigation on the subject site. The purpose of our investigation was to evaluate the feasibility of
an on-site sewage disposal system utilizing the septic tanklseepage pit method. The scope of our
work included: 1) site reconnaissance by our project geologist; 2) advancing two exploratory
borings; 3) performing two deep percolation tests; and 4) preparation of this report presenting our
findings, conclusions, and recommendations for system designs.
Our investigation and this report have been prepared in compliance with the format set forth by the
County of Riverside, Department of Enviromnental Health.
ACCOMPANYING MAPS. ILLUSTRATIONS. AND APPENDICES
Site Location Map (2,000-scale) - Figure 1
Plot Plan (1 O-Scale) - Plate 1
Appendix A - References
Appendix B - Exploratory Boring Logs
Appendix C - Percolation Test Data
Appendix D - Laboratory Test Results
T.H.E. Soils Company
w..o. # 248101.01
\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
'I
I
Mr. Bernie Schumacher
February 19,2001
Page 2
PROPOSED DEVELOPMENT
The proposed development calls for the construction of a one-story single-family residence with
associated driveway and landscaped area The proposed residence will utilize a proposed septic
tank/seepage pit method of on-site sewage disposal.
SITE DESCRIPTION
The subject site is located in a large parcel residential development (Meadow View area) in the City
of Temecula in southwest Riverside County, California The site is bordered on the north, east, and
west by existing large parcel residential lots and on the south by a vacant undeveloped lot proposed
for large parcel single-family residential development. The geographical relationships of the site
and surrounding area are shown on our Site Location Map, Figure 1.
The subject site consists of a vacant undeveloped parcel located on the north side of a large hill,
which slopes to the north toward Via Norte. Natural gradients on the slope vary from
approximately 17% on the south side of the lot to less than 33% on the north. Vegetation consists
predominately of a low sparse growth of annual weeds and grasses. Drainage on site is
accomplished by sheetflow to the north toward Via Norte. Overall relief is approximately 48-ft.
FIELD EXPLORATION
Subsurface exploration of the site commenced on January 22,2001. A Foremost No. B-61 truck-
mounted drill rig with a 6-inch hollow stem auger was utilized to advance two exploratory borings.
Exploratory boring B-1 was advanced to the maximum depth explored of 50-ft below the ground
surface. Exploratory boring B-1 was subsequently backfilled to :t40-ft and utilized for a seepage pit
percolation test. Our geologist logged the exploratory borings, and copies of our exploratory boring
logs are presented in Appendix B. Boring locations are presented on our Plot Plan, Plate 1.
SUMMARY OF TEST PROCEDURES
Following 24:t hours of presoak, percolation rate measurements were performed. The water depth
was adjusted to the anticipated inlet depth. From a fixed reference point, measurements of the drop
in water level over a 3O:t minute period for at least five hours were performed, refilling after every
reading. During the last or sixth hour, the test boring was not refilled, and the water level was read
every lI2-hour. Total depth of the test boring was also recorded at every reading.
A gravel correction test was performed on representative samples of the gravel. A 6-inch diameter
by l2-inch deep cylindrical can was filled with gravel. The gravel was loose and uncompacted. The
can was filled with water and then drained thoroughly. An identical can was filled to the brim with
T.H.E. Soils Company
w.o. No. 248101.01
z,..
I
T .H.E. Soils Co.
I
l'lulIIc: 19091678-9669 FA.\:: 19091 618-9769
11"0.:; CClllrJI Strect, Suitc A . \\ildo111~r, CA 92.:;9;:;
I
".
/lH.
..J,:..
- "
-~---
-:-,;o~"
.
, .
. -
I
---~
(~-
" . .
I
I
I
I
I
I
I
I
I
I
I
.-
)'- (
~ LV:
~ .
I
I
o
.
3000
1000
"xx:
SCALE: FT.
SITE LOCATION MAP
I
248101.01
FEB. 2001
Figure: 1
WO.#
Date:
I
:,
'000
3>
I
I.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Mr. Bernie Schumacher
February 19,2001
Page 3
water. This water was poured into the first can until the water barely dripped out of the rim. The
percent voids were calculated by dividing the height of the water missing by the total height of the
can. The gravel correction for the test was 0.39.
SUMMARY OF FINDINGS
Our exploratory borings generally exposed sedimentary bedrock materials of the late Pleistocene-
aged Pauba Formation at the ground surface. The bedrock materials can be described as
interbedded siltstones and sandstones. Sandstones, encountered during our subsurface investigation
varied from fine to coarse grained, noncohesive, moderately permeable silty sandstones.
The percolation rates for the subject site, utili7.ing the seepage pit method of testing, were generally
slow. The percolation rates for B-1 and B-2 varied from 1.1 to 1.2-gallonslsquare feet/day,
respectively.
GROUNDWATER
No static groundwater was encountered during our subsurface exploration to a depth of 50-ft below
the natural ground surface. No mottling of the soil was observed, which is often indicative of past
high ground water. Based on regional groundwater information (Rancho California Water District,
1984), regional high groundwater is at least 100-ft bgs in the vicinity of the subject site. No surface
flow or seepage was observed within the site.
FLOODING
According to the National Flood Insurance Rate Map (1980), the subject site is not included within
the boundaries of a 100-year flood plain and is designated as an area of minimal flooding or Zone
C.
PERCOLATION TESTING
Two (2) deep (seepage pit) percolation tests were pe:formed in the general area of the proposed
seepage pit field and expansion area A summary of our percolation test results is provided in
Table 1. Copies of the field percolation test data are included in Appendix C of this report. The
approximate location of our percolation test and exploratory borings are presented on Plate 1.
T.H.E. Soils Company
W.o. No. 248101.01
4..
- -
. .
-- -
-. -.. '.--
_u_ ~u ;~u~=:uu-~- _u==> ==-=~u>_ :::>- - - u
" ,.' I
, " '
/ / / J1CJON VIA " Z ;
: i :
,,... _ ; _ ,~'~9 ~
n ,6~'f;L \ \
'.
-
-
-
-
-
-
-
-
-
-
-
-
".
-
-
-
-
-
N _
\.
,
.>
/'
I
/
(
'~..,
\ "-'-
.'
,.-/'
._~
:z
l'V
/.'V CXl \""
.. .- ~ '&, ~. :2::
....A ':...... "
,,\\~o.... -
" ,..:> 6> / <0 ~ ",
..> . o. . CXl
6> . ~ 00 .
. .c,! O' .
'. o'r'o ,-<=
f:..,i 0 ~""~ 0 -<=
'J:" ~. ~
:z{ ... .., I '
'\'" I
. l'V
t:Ki I
.;.... I
/'U; :..,: I
.: ./\
./ /'
-" ;.
, '\. \. _._----;----~
-' -- .~~-~-"=" =;- / >' "\
?' ., \
,
0\
/
\
\
'.
@rr'@7'
~ I\)
~ ~
~ ~
~ > J
i:! a ~
~ ~ ~
~ ~
2 ~
~ ~
~ ~
. 9
; ~
o ~
~
"
"'
~
~
.
o
~
o
~
&
!i
,
?\:'.L;9
': \.
z
\
.-..L-~~_:_""1_?_.__
...,
::
'"
'"
o
r=
'"
I'l
o
~
>
2
<
.
~~
~!lil
~!ia
~~~
~~i
~~~~
m~~~
8>1
c~
~~
n~,
i~!
~~!
~~
Il
-
-
~
n1
I
<
~
~
~
~
~
"
.'
N
6~.VZ
...
gr.L9
i
z
"
3
/
,
,
60='1
gg=l
LZ
/
/
/
06
~r
H=l
"
rr~=ti
o
00
I
/
,
...
~
.'
.-- - - ~. -
/
C;f?
,
. ~ .
l'" -,/ //
:,- ---+---...- ==\ <l) <l) [1:1. , ,
;~=t---'tcc u.=-::i:::;,=~~~--IT ~-!~~'1 t~:~~; . ,/ ~r.
...-. - "',R -----.----. ,/ 1
~~=:=::.~~~~-3.:~::.E~ ~':'=~=' .:-==._-;;;~~~:====----:=--.~., ,J..~~// __--
'.-.---'e, - 1 ---,. '-- ,C;~ -, -, 1'---- /
_~==~~',~~& '~--1~"~--:~~~~=::'_:'=::: ~==,'~__--:=~==::~,-- ,_.- ~~J')'~7//' . 'S,' "5 1/ ~
---,-.. I .-. '"- -____ ~ -- 1 -,-.-. I fIl
----------- - .;-':._- '-J ---------- '-,.-. "'" ~-~------..~ ------ -.-------.--_ ----.-+ -,:
---- "'" - _ --'- '.r, ". --, --,- -------- I <..
- -------~=-=_=_~ _~. ~:_-t--.-=~~~==--~--- -_=~-=. 2,. {~<_.~:..- --'-~----- __~~--- .----_____-=---- ---L__ ------ ._\ "j f=:.:::;
::;;: -'I - .,'~ '" ., I -, . ~
~=-~~-=~ .~_.__.. .. 'I-=~-----:-==:._=.----=---__ -- :---------_. -~_~',=----------__ ---~-_ ---.--- -i z ."' -}; I
---- -'--.-1. -"-. --- --- ---- ----_ "". ---- It/) -----/;1 I - I f
_...~-- =~_~-::~~- ~~::~=-~-~,~=-~=-:~~=: ~---~~-~ '__._ --~-~-:: ~--=----=:~~.-: . .~~-'~~_ -. -- ~---___ -~Tff---"-- -__;~ ~; \ ~ C) i
--- .--- j.-..---,. ~-._____ '-,--, ~,---, <-'S~. '~_____ ~'--- ! ".. .. Ii ''''''!' d r<-J I
'_ --r---. --,--. '.', -"'~ !;'. ---..,.. .'...~ .'.".__ -.-.-_,><- .. 01 'I ,r -':, ,
----- '. ,I ------ -~- _ -- --- -/\...'-, '-.... '-. -. --I.r-__ - . I I '''f. <-,' I;
~:0~~ ~~.- ~~~~~~=::::-.~~=;;~~.~--~"~: .~~~~::~~~:~~~=~=:-=:~~i:==~~~~~: 1; ii r/~' i\\,,-,,,'/
. ----- . I '-'-. -.-- '-'--~' '" --" .d.' -- .., --- .--."..q, \ I :::a! ~
,= '__-.--~'~ =~-,C" -, '-. --::-- .:,'."~-'- -, ---'..,~ --~-<"'.--. -( ---""If ,l:01 it. - !
'--.-- '."-'f -'-. ,.. '.. ,'... -.-- '. ., I -. . <0 ,//, ,I C) " , 1
- --: :::::::::t:::==::=:':'::::.~,,-- - .,'~." >,-~:':,::,-:::;,; "< '~~":::.:I'>":::~'--"i .~ t' "-1/' .......~. '/
.'., I . '" ,----, '. --. '- ~ I -- ',. <0 . >-J I I __ I ,
-'-, . ....,,- "'- -'-,- --, '-- "'. '.".. -.--, . """. -, ':u,. .' t. ".. I"~
'. --.-., L "-, , ..', - '-".. ",' --'... ..~ ' i C'" --', ! ,; <:::, / I \ / /
-~ '-, --" ~"-- -" ..-.... -'., "-. _'~""'-""---''''' .... ,"---...... .'.....~... ........_~, I 1'_'_" I I"; ~ .,/ '. ." !
'-.--., I '. .-, --- " ",', -. " , ,I" I \ ,. /
------.--- ""--'-. -- ---..---~~-'.... '", ........., -....,,_ ....--- -~, 'I-"--~ ;;; I" \,:' I
. "-.- J -- -. -......... --_ ..... ................." , " I .' I
".... --.... -- -'- ---... '."""", ~.... . ........, I ' , ,-. ,
", '--. '/.,-" .'--- ---.___.. --'.. "'" "" '__ --------", ", j",'-.. " "I i I . : I I', i.j 2' ,
-----. -._-~- -- . ...... ...... ~'''' --...... '......... -. ...,.... '.. ........... I, : , ! Ii' I.... , (..: ;
--, - -1'--- '" -~ --."',---- ',- '-,-~ -""" --'-"".-I.-~ rl~-r-/-i---!-'I;T ., 111
-- -. -~-- ----.... , ........ -........................................ ......'L . "'/';'1" ! I f
.'----... . ..j ---..-__ '" '.....~ -........, '............... ____,,', I', I,' 'II! . /1 ~- I:! ;
-'-- , '--...''','' '. " ' '-...1" ,", "n.! I /1 I,
----........... -'_ ---..--L "",-, ....'............ ~',"'-, '"'-",-,. ~', ................., "'.... ............ 'f. -'. ! f " j . i ! Ii ,I /1/' 't ,/ \, 1./.' I
- ~"- .................. .... ' "_1 I' I ! i 'i I /. . ,
....,. '.-..,' ',,', -- --.. ", '" I' I ! 'I. ,,', . " ' /, II I /
-" . - .'.... '... ~...-. ~"~ ......... ~ .....'" ....,~ .'.... I ......1. Ii.' : I f I ! I i ,;/ \ ! i : I
'". ..... ................. '.....~. "... -, 'i~. I r 'I I I I!! f \ I, I "
-, ....., ~~ ... k.... .~ ........ I I . , II 'I' I, I I' , , I {
- - - . .... '~... ......~ -.~ ~....... -", '. '., .........1... ! I I I! I,' ,! J ;' \ II',' f;' ,
.~~, ,"'-..........' ".'. J ,I I 1 I I I ! "I I / \ " / '
.....~., .................... "......... ", ,"'- Iii! ' ; I I /. j -' I .' / I /' _! \ I! / .. /'
_'''' "" .......-., '...., -...., .'-., '-.,( I Ii" J ; I J i ! / ,I;, ,;- \\ l / :' I
-.--' -- \ ',--. ",........ '.. .. Ii /." ; I,' / . II i ' I I , ( ,'I / / '/
\ ......~ ............ "',..........,, ',,-- If! I I;, ! II f ': j I '! ' /
o \, ....................~ ......, ............... -', ......." ........,.'-, '--.., .... ; It; i 1/ ! / / 'I j / I " .' ,: / I.' ) / ,,~~ \ ,,'! /:' / I
, '-,__. A, -... .'--" '".1../1/// Ili/j""II/. 1,'/, '/ II /~<j,r,,\ II'. I!/I
, ..........y ......' ....... ~,,, I' ',' " I. -A.. "-'1 "' I I
.. ", . OJ" " I I! I /" {, . /' , I I I/!' 1 I 1/ ~ Cb /! /', 0'
.--- .. ./,..,1,/ '., I'. ", / % ' 'I 1"/
-- ',- "{"I',i,i,;"lil!'./I,!.t:/: v," /1/,111/ /
--_ -..... ! I , " 1/ ,I . .'! ' , '/ " ~ ,II " ,
-"'" .1//::!!/!:;!,; /I/!.:.',' , .I /.., ! 1/11,' 1/ ,';
Jf/" .---- ,1.// /,/1 l'III'I'ii, /1'. i/ /~ <:::, /1' I'!"../II//'I
...., --- ...~ ,J ( I " 1 /' , I .. . , / II ~ / / ::) / I : ,,,~
'-., .--"__ 'I ilil ','., iI//;t! !il/~_ II " "" '=b /1.//';::/1/1/::/
, ............ l{"/llr~/",!!/l!,:/iI5~i / I 'Ifl/I/I/'
J '---. --'-.. i;I'//1/ ""1/ 'I' ',/1 Ile,.,.!/ / :::;/~ // ",/ ://0"/1
'. _k, _ /, '".;'.' I/l / ~~/ / '/, ! I !".':'!,' / /.' /. 0,: 1/ 1/ ,! 11'1 I I I !
----'-............ .1//:;"7//./'l!)////'/i/I;/////,,:,/~~p.;::.:.i / t1) '~II Ii /;1,' :ll/ ://
........ I "-I ,,'\-'. I" 'I" ! '" I I' 1-' 0) / ,{ I, .
'--iil'/i/ii':!!!I/'!!I;"'/;'!/!;'!/'; jI / 0~-'. /1//// //;, J/!,:
ii 1 If",,/!"/I- ,I..;' 1'/ / '-''' /./".,." I /flf'
.'///,//>"1..\;,///,1..:1;'////.:/// /, / ..~?,/ I,.-~i 1::::/", I I
\
,:-:::"'--\_.
\
"
\
I
", I
'--
", j
.....,.. "
I
I
I
....-.1-......
... ................., 1
/' '- I
" ,/
:
,
'-~-......,.....~-
,
/-l
/~ I
/
..".............
/
/
/
....
,
/
/
..
,/
/
/
/
,,/'
1
/
0)
'"
/
~y'
'<'..".
-,'
-'"
<5
N
o
"
~n
~
'"
-~
~
I
I ~
I I
I
I
I
I
I
I
I
II
I
I
I
I
I
I
I
I
I
Mr. Bernie Schumacher
February 19,2001
Page 4
TABLE I - SUMMARY OF TEST RESULTS
Test Earth Material Depth of Test Percolation Rate
No. Tested (Feet) 21
(GallFt Day)
B-1 Sandstone & 4.0 to 31.2-ft
Siltstone 1.1
B-2 Sandstone & 4.0 to 38.0-ft 1.2
Siltstone
* Indicates a failing rate based on a Riverside County Health Department minimum
requirement of 1.1 gallons/square feet/day.
LABORATORY TESTING PROGRAM
A sieve analysis was performed on a bulk sample representative of the sedimentary bedrock
materials from a depth of 45 to 50-ft below the ground surface. The results indicate that the percent
fines (smaller than 0.074mm; passing No. 200 U.S. Standard sieve) is 47 percent. The test results
are included in Appendix D, Laboratory Test Results.
CONCLUSIONS AND RECOMMENDATIONS
Conclusions
. Based upon the results of this investigation, on-site sewage disposal, utilizing the septic
tank/seepage pit line method of disposal, is feasible for the proposed site development.
. Based on the data presented in the report and using the recommendations set forth, it is the
judgement of this firm that there is sufficient area on the subject site to support an
individual sewage disposal system that will meet the current codes and standards of
the Health Department.
. Groundwater was not encountered to a depth of 50-ft below the existing ground surface and
is anticipated to be in excess of 100- ft below the pad surface. It is the judgment of this firm
that the groundwater table will not encroach within the current allowable limits set
forth by county and state requirements.
T.H.E. Soils Company
w:o. No. 248101.01
~
I
I
I
,I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Mr. Bernie Schumacher
February 19,2001
PageS
. Sufficient fines (47%) exist (@ 45 to 50-ft interval) in the near surface soils to provide
adequate filtration and to protect groundwater.
. Our exploratory boring revealed the proposed seepage pit area, including expansion area for
the subject site, is underlain by silty sands and sands of the Quaternary age Pauba
Formation.
Recommendations
Sufficient area should be set aside for installation of the septic system, and 100% expansion.
It is our understanding, the proposed system will be designed by the project civil engineer
once grading plans are fina1ized. This area must remain as natural ground with less than 2-
ft of cut or fill. Our test locations are presented on Plate 1.
Based on the test data obtained a percolation rate of 1.1 gallons/square feet/day should be
used as the design rate.
It is our understanding the proposed development includes the construction of a 3-bedroom
home, which corresponds to a utilization of a 1,000-gal septic tank (per Riverside County
requirements). We recommend utilizing a 1,000-gallon septic tank, a 5-ft diameter pit, and
a percolation rate of l.l-gallons/square feet/per day would require 60-ft of effective side
wall. This corresponds to two 5-ft diameter pits to a depth of 30-ft below the 4-ft inlet
elevation. Location of the proposed seepage pit is presented on Plate 1.
. There must be a minimum 150-foot separation from the seepage pits and expansion area to
any proposed domestic water well, on or off-site.
. The septic system shall be installed in natural, undisturbed soil at the depth of the tests
performed.
. No swimming pools or other appurtenances shall be constructed without the Riverside
County Heath Department approval.
. The systems should be installed in accordance with current UPC codes (1997).
LIMITS OF INVESTIGATION
This report is prepared with the understanding that it is the owner's responsibility to ensure that
proper design and construction methods are employed for the disposal system. Improper
placement/construction of the system can cause premature failure regardless of soil conditions. It is
also the owner's responsibility to adequately maintain the disposal system to extend its longevity.
T.H.E. Soils Company
w.o. No. 248101.01
1.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Mr. Bernie Schumacher
February 19,2001
Page 6
Our investigation was performed using the degree of care and skill ordinarily exercised, under
similar circumstances, by reputable geotechnical engineers and geologists practicing in this or
similar localities. No other warranty, expressed or implied, is made as to the conclusions and
professional advice included in this report.
The samples taken and used for testing and the observations made are believed representative of the
entire project; however, soil and geologic conditions can vary significantly between test locations.
As in most projects, conditions revealed by excavation may be at variance with preliminary
findings. If this Occurs, the changed conditions must be evaluated by the Project Soils Engineer and
Geologist and designs adjusted, as required, or alternate designs recommended.
This report is issued with the understanding that it is the responsibility of the owner, or his
representative, to ensure that the information and recommendations contained herein are brought to
the attention of the architect and engineer for the project and incorporated into the plans, and the
necessary steps are taken to see that the contractor and subcontractors carry out such
recommendations in the field.
The findings of this report are valid as of the present date. However, changes in the conditions of a
property can occur with the passage of time, whether they be due to natural processes or the works
of man on this or adjacent properties. In addition, changes in applicable or appropriate standards
may occur whether they result from legislation or the broadening of know ledge.
Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
our control. Therefore, this report is subject to review and revision as changed conditions are
identified.
The opportunity to be of service on this project is sincerely appreciated. If you have any further
questions, please contact this office.
Very truly yours,
.~ -y.10:~.?
....
T.R.E. Soils Company
DL
P. Fre16
~ect Geologist
JPF/JTR:jek
T.H.E. Soils Company
w.o. No. 248101.01
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX A
References
T.H.E. Soils Company
w.o. No. 248101.01
q
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
REFERENCES
County of Riverside Department of Health, 1981, Waste Disposal for Individual Homes,
Commercial and Industrial Booklet;
Department of Water Resources, August 1971, "Water Wells and Springs in the Western Part of the
Upper Santa Margarita River Watershed, Riverside and San Diego Counties, California", Bulletin
No. 91-20;
Federal Emergency Management Agency, Apri115, 1980, "Flood Insurance Rate Map, Riverside
County, California (Unincorporated Areas)", Community-Panel Number 060245 2765 A, scale: 1"
= 1 ,OOO-ft.;
International Association of Plumbing and Mechanical Officials, 1997, "Uniform Plumbing Code";
Kennedy, 1977, "Recency and Character of Faulting Along the Elsinore Fault Zone in Southern
Riverside County, California", California Division of Mines and Geology Special Report 131;
Rancho California Water District, March 1984, "Water Resources Master Plan";
United States Geological Survey, 1968 (photorevised 1988), "7.5 Minute Quadrangle Map,
Pechanga, California", scale 1" = 2,000-ft.
T.H.E. Soils Company
w.o. No. 248101.01
\0
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX B
Exploratory Boring Logs
T.H.E. Soils Company
w.o. No. 248101.01
\\
I LOGGED BY: JPF
I ~ ~ 8 t, ~ i:!l
"'~l;<<~!~~
~~~~!~~~
I ~ a oj ~ il.~
I
I 5
I
10
I
1,5
I
JOB NO:248101.00101
I
METHOD OF EXCAVATlON:FORMOST ~1 DRILL RIG WI8"
HOLLOW STEM AUGERS
ELEVATION:
>G:"
l!ili
n
~a
BORING NO. 1
DESCRIPTION
PAUBA FORMATION
S'LlY SAND (SM): DARK BROWN, MOIST, NUMEROUS FINE ROOTLETS. FINE TO COARSE
GRAINED. SUGHTl Y WEATllEREO TOPSOIL
----
SILlY SAND (SM): YElLOWISH BROWN. MOIST, FINE TO COARSE GRAINED. VERY SILlY 'N
PART. MODERATE EXCAVATION
S'LlY SAND (SM): DARK YELLOWISH BROWN, FINE TO COARSE GRAINED. DENSE TO MEO'UM
DENSE, waL GRADED
SILlY SAND (SMl: DARK BROWN, FINE TO COARSE GRAINED. MOIST. ClAYEY IN PART, waL
GRADED, MEDIUM DENSE
SILlY SAND (SM): DARK BROWN. AS ABOVE, BECOMING DENSER. SLOWER DRILLING
SILlY SAND (SM): AS ABOVE
$ANDY SILT (ML):,OARK OUVE BROWN. MOIST. SANDY IN PART. SUGHTLY CLAYEY IN PART
SANDY SILT (ML): DARK OLIVE BROWN, AS ABOVE
srL TV SAND (8M): DARK BROWN. FINE TO COARSE GRAINED. DENSE. MOIST, WELL GRADED
LOG OF BORING
DATE OBSERVED:1122/01
LOCAllDN: SEE GEOTECHNICAl.
MAP
SOIL TEST
FIGURE:B-1
\2..
I
.'
LOGGED BY: JPF METHOD OF EXCAVATlON:FORMOST 8-61 DRILL RIG WII" DATE OBSERVED:l/22IDl
HOLLOW STEM AUGERS
ELEVATION: 1083.5 LOCAllON: SEE GEO'Il!CHNICAL
MAP
II ih i II ~~ BORING NO. 1
Ii SOIL TEST
; DESCRIPTION
;l ~
- GRAVELl. Y SILlY SAND (SM): DARK YElLOWISH BROWN, ANE TO COARSE GRAlNEO. MINOR
- GRAva. WELl. ClRAOED. OENSE
:-
-
45
- - - - - - - - - -
- V SILT (MI.): OUVE BROWN. MOIST, OENSE. MICACEOUS. TRACE OF SAND SIEVE ANALYSIS
- I
- I
- I
50 ^
-
- TOTAL DEPTH. 50.0'
- NO GROUNDWATER
-
115
-
-
-
l-
I-
so
l-
I-
l-
I-
t-
~
l-
t-
t-
I-
70
l-
I-
l-
t-
I-
75
l-
I-
t-
-
c-
~
JOB NO:248101.00/01 LOG OF BORING FIGURE:B-1
HI
i;
I
_':1
"
H
1.11
r
,1
11
. ~ I
L
"
.'1
J'
r
:'1
,.
';
,
':
"
\~
11
1
LOGGED BY: JPF
I ~ P ~d ill ~~
n n~ a I~ n
jl
'j
11
,
I-
--
I-
I-
~
l-
I-
l-
I-
'0
I-
;1
,I
I
I l-
I.
I l-
I-
I I-
~- I-
I-
I l-
I-
25
I I-
--
I-
METHOD OF EXCAVATlON:FORMOST B~1 DRILL RIG WI6"
HOLLOW STEM AUGERS
ELEVATION:
BORING NO. 2
DESCRIPTION
BEDROCK PAUBA FORMATION
_ ----. SILlY SAND (SM): DARK BROWN. FlNETO COARSE GRAINED. LOOSE. MOIST. NUMEROUS
~ROOlS. TOPSOIL TOP,' _ _
SILlY SAND (SM): DARK YELLOWISH BROWN, MOIST, FINE TO COARSE GRAINED. MEDIUM
DENSE. WEll. GRADED
SILlY SAND (SM): DARK YELLOWISH BROWN. AS ABOVE
SILlY SAND (SII): DARK YEllOWISH BROWN BECOMING SILnER WITH DEPTH
-- -- - - - - -
SILlY SAND (SM): DARK YELLOWISH BROWN, FINE TO COARSE GRAINED, SUGHTL Y
ClAYEY 'N PART. BECOM'GN DENSE. SLOW DRIWNG
I l-
I-
~
I l-
I-
1-- I-
I I-
~
l-
I l-
I-
l-
I 40
I JOB NO:248101.00/0'
I
- - - ---
SILlY SAND (SII): DARK BROWN, FlEN TO COARSE GRAINED, MINOR SILT (ML) OARK
_ _ ORANGE TO BROWN. MOIST, DENSE _ _
--
SILT (SM): DARK BROWN, MOIST, MICACEOUS, MINOR CLAY, MED'UM DENSE
- -
SIL'TY SAND (8M): DARK BROWN, FINE TO COARSE GRAINED. MINOR GRAVEL. WELL
GRADED, DENSE
SAND (8M): YELLOW BROWN, FINE TO COARse GRAINED, MINOR GRAVEl, WEU. GRACED,
DENSE
TOTAL DEPTH 40.0'
NO GROUNDWATER
LOG OF BORING
DATE OBSERVED:1122/01
LOCA1lOH: SEE GEOTECHNICAl.
MAP
FIGURE:B-2
SOR. TEST
\4.
I LOGGED BV: JPF
In Pd !i U
f ~ ~ ~~ ~ ~~ ~i
I ~ a ,; ~ il ~ ~~
V
I
I I
I
1523X^",
I
10
S6 X 11.2 123.0
52 X
13,3
08 NO:248101.00/01
I
METHOD OF EXCAVATlDN:FORMOST 11-81 DRILL RIG WI8"
HOLLOW STEM AUGERS
ELEVATION:
BORING NO. 3
DESCRIPTION
TOPSOIUCOLLUVlUM
SILTY SAND (SM): DARK GRAY BROWN, MOIST. FINE TO COARSE GRAINED. LOOSE TOP ",
NUMEROUS FINE ROOTS
103,0 SILTY SAND (SM): DARK GRAY BROWN. SUGHTLY MOIST. FINE TO COARSE GRAINED.
NUMEROUS PIN POINT PORES, MEDIUM OENSE. WEll. GRADED
BEDROCK PAUBA FORMATION
SILTY SANO (SM): OARK BROWN, FINE TO COARSE GRAINED. OENSE. WEll. GRADED. MOIST
SILTY SANO (SM); OARK BROWN. AS ABOVE. BECOMING SUGHTL Y CLAYEY
TOTAL DEPTH = 16.0'
NO GROUNDWATER
LOG OF BORING
DATE OBSERVED:11221D1
LOCA11ON: SEE GEOTECHNICAl.
MAP
SOIL TEST
MAXIMUM OENSITYIOF'T1MUM
MOISTURE. DIRECT SHEAR. SIEVE
ANALYSIS, EXPANSION INOEl<. SOLUBlE
SUlFATE CONT!HT
FIGURE:8-3
\~
:1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX C
Percolation Test Data
T.H.E. Soils Company
w.Q. No. 248101.01
\CP
I
I
I
I
I
I
I
-
:::
I;
..;
I~
I
I
I
I
I
I
I
I
I
- -
- -
- -
, -
~ -
:> :=:
"": ;.".
~ ....
~ :-:
,.. 1-'7
;: !.
- ~
;:: !
....; I
- -
~ ~
\.. ~
1- "":
1_ ::c
Ie '"
I~ ~
w ~
. :>
"... .
n ...,
-
-
,..- z
VI \~
-r ~
, -
'U\ >
* - ~
1')- =
P ;:;
If ;;
01 ~
b. '"
j+ ~
t--'l '"
'"
'"
...
~
b
z
, >
I z
'"
c
...,
.....
c ~
:> ...
... '"
'" -
~
I ~
I' I~
N
W
(>
-
~i ---~ --.:.. ! f..N' I ( iw ,~~ ;; 0. Q ... g ~
\-.;-'.0 ' ' , 1-:- -, I'^''' C" ... 0 ."
_ ' \," I " \ f\ I r--.J'" 0...
_ ] l' ;.-' , --""' I' - ::t =
. \-. ' I I I ,J\ >:
I \~. I I ., I ~
1 1- I, I -.... .-,
: ~~;) i~ r!,', r rJ L' \ .- c; ~ ~() 1:-8 g ~~ ~ ~ ..
\:~ ~ lie ~ \(--i ~C' v~ i :i ~ ~ l~ ~ ~~ 1/\
ii' I , I I r
! i I "-' ~. ~ 1_ '_ ~ 1- ....... - 'j:T "I ,~
iVo:J v..) \ \ - , ' \ ' r> .--. Co> C - 0 ... ... f
\~. [; I;;' .c: .. r;; ~ U1 k~ ~\ 1- :i ~.:-;~ ~
I~ IV i'j," I-L: ~'IU\ r r.J ~ ,r' - tIl t'" 't
I ,- I
... I' ," . -' .. ~ - .. ~ :r ~~
i Crt "\' U\IV'JJ'\ V'\ V\ J-\ I vi 0', v, U, ~ ~ ~ ~
I, Ii. I E:
! Iii \ I \ ~ I' .... en '
,I I .... c: 0 I
i_, I' ',o.-:o~tIl I
,0.~ -t l...c r- ..1::. ' l'- i-C' \.1: f'. I~ : - ~. "I "1)0'" i
, . . I --L I . . 1 I-C t'l )0 ... ...
~ \~ I~ 10 \" ieT' iOD r iO 16 :J:~~
i "j 1_ ....... -... _ _ ....... tD
~ ,; 'J:. ...r -i :t.: ';::..L W \jO ~:;:- ':-i~~
v~ u -..... \ 0._"1>'0
o N ~ -c V\ "\ 0 _0 1-' ~ ~\ .... ;J ~ ~ ~
\ I tIlt'l:O
... ...
-~ 0 I
\ I I U "I ~
;; \ l>!."
I' 0. .... '"
:,":" I' - I ::
;.r I' :D' ~ ..
I ~ c
I t"'n > P
N I III 0 < '(
. I < t'" tIl -
N ~C:O:o
\ I · ::t "I > (
. o.Z ~ .
. ~ ~tIl
- 1->
I \C:~~&;
....tIl:oz
N+'" ~
0.- ...
I"ll =
-
N '
~ tD (
')I 0
l.N o. C'l I
~ .~~
~ ~"I...t'"
,"h. I 1lI.C't'"
I'--" < ~....o
I, III CZ "
I )0 tD ,,',
~ 0<.... ~:
I
1"
VoJ
.~
J'.
~
-
\..\
I
I
I
I
I
I
I
I
;::
I
I
I
I
I
I
I
I
I
I
I
~ -
- - -
- - -
. -
s ; :=:
. - .
- -
- - -
> :-: -
~ ~ tQ
.. - I
, > 'N
I := 1\
I ""': I
,I """"l _
1V\ = :=
Ir ':ii ::
r' " ::::
if I tr.
C I _
I~ ,- ,c
k ! c. '"
lr ! en
Ie 'I-f- :>:
" f.\ ~
I,., .;;.. c::
:r~' ;
I " ~
I ::
I ~
I '/"" I r:J
i I I"'"
! ~ -
I 1_ :::.
I I.,......:>
! ~ :::
: ~ . ";
IVI ~
I I~ :::::::
: I~ -:
i7' :::
I. '.
,JI ;:
~ ;.
I:,. ~
:+
.."
'"
'"
...
/\ ":':
:::, ~,
-, k1
:= ,
~ I
- ,
.. z
>
~
'"
IV 0
"'l
...,
'"
c CIl
> ...;
.... ... '"
1'1 ::::
C ..
, ~ r,
;;l ?)
c ',.,
.. ,"
I
N
vJ
,
o
, ' 1 ~, i _-t~ - ""
~ ~ !~, r------r------ ~ 0 C
'~~r-' ' ~ ell o,..,..,tll
'\ I ~ I I l' t'D C'" ,..,0"0
v --!:,' I' f'-o. 0..,
.~ i Co: I I'~' ... ...-
r, ! '. \ I: I - oJlo_
, ,
I .. rf I 'I .\ ' i I - ...
:W i~ \I,r-' \~ .\~. -;::; 1= '" c C: 1-0 I~ g rtj;;
: -C' :. U-> 1'.0 i~ \v,.j \J :~\ \r-J Vi I\:..r I r ~.... ~ ~
: : c:I:' "I u I~ I' \ [' V \~ -: - >
, I ..,... \ .,...... \ v--:; ~.. I ~
. 'I I, I
! p \
, ~ t ~ I ' ~ \- -- 0 ~ "I
!v::' Ie) ('-.l . ,. ~ '- ::::: . - ~ J :-: 0 .., ...
I. . I .0 G" '0 lP \ 0 ['--.l ., '" ' . " .L c: rt... %
~ \dZ \ ~ IV\ v.l 1- ~ ~ Iv"' ~ :0 ,.L !1'" Eli ~
I I \: \ I i -
\ ~,,\~ (.~l~\ \~ lA ~\ V\ Iv.\ V'\ v'\ U\ ~ IT; ~
, I ' , .) - \ I - t'l~
\, I I '
! I : ~ f' 1 I I I' rttn
i 'i, ,I 0. ...._ ;; ~ ~
',\ I /' I-f' /" K t--L' r r-C I J"-. ! r- .... ..,.., ;1"'0
\'-..J .- _ \ 1-.1.... I t:I3>~"'"
(j'. :cx. I, 'I I 'I ;, t'l C"l tll =
. i i ~ i ..., tI1 :=
0\ \- \ i \ I ! I i \ - ~ C5
'6 0
ITC: C
l., '" - ... :::l~t'l
. G- o(l 0. _"1>"0
!.. - ~ ~> .., ~
N VI - t'lC"lt'l=
\ t'l t'l:::l
.., ..,
-:;. 0
..,
I \ 1- I I ~ !
I I ~ I c:.:'"
, - I
! I I I i~
~ \ &'8 :=
~ <~ t'l
I ~C:0:::l
.~~>
~ I 0.% ~
~ ~ ~t'l
\ 1->
I \~;l~&;
....t'l:::lZ
'->+.., ~
0.- ..,
~ =
-
w
~ 0
.~ 0
~) O. ~
7'C ."1>
, ~l"''''~
. III C .
~ \ <........8
~ ~ g~
"\',"'" i ~ 0<.....
I
L
"J
r
:--.
N
.C
<6\
,I
I
I
,
:1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX D
Laboratory Test Results
T.H.E. Soils Company
w:o. No. 248101.01
\~
" I
l
l'
'I
1:1
,!
nl
,i
LI
I:
l'
"I
, ,
;il
, I
>;.1
:1
.' ,
~ ;
. ,
., ,
i
,I
":.
I
I
I
I
I
I
I
I
I
~
G
100 , ! I
I :
,
I , i
90 ,
II I
, I
80 i I
i i '
I
70 I
, .
I i
a:
WOO
z I
u:
!Zoo i , i
! ! :
W ,
U I
a: i
W4Q
0. I :
30
I I :
I :
, , i :
20 I 1
I I
1 , I
I
10
I i I
0 i i
500
% COIIIILES
0.0
SIEVE
SIZE
3/4 in.
1/2 in.
318 in.
#4
#\0
#30
#50
#100
#200
Particle Size Distribution Report
~
.5i S Cl! .s:.s: .s:.c
~~:; J~S I
II:IIII~ I: ,-,
i '" I ,
Ii: 'I i:
I ! I: !:
,. ' "
, 1'1."
I !:: i
, II I' i'
: I i I~ i: '
I :' I' ': I: ': ", ,
ii, .
:1 i i::
: ! II: !:
i I ii Ii" I
I! I' ~ '
1: : .
I'! I j
,I: :
I Eli II
i : ' 1
:lllli I i ,illlll!! I I
a
.
lai I nu
, I I ".1'
~ !..;, .'1'
i I ....,~~:!':1 :: i
: I
: i
, I
:! i
ill
i
,i!
I! 'i 1
: I I
: I' ,
: I
, ,
: I '
II
100
10
% GRAVEL
2.4
PERCENT SPEC: PASS?
FINER PERCENT (X=NO)
\00.0
100.0
99.4
97.6
94.2
85.2
74.5
57.6
46.8
* (no specification provided I
Sample No.: B-1
Location:
Source of Sample:
Atterbera Limits
LL= PI=
Coefficients
060= 0.167 050= 0.0958
015= 010=
Cc=
Classification
AASHTO=
~I j I i I I i I,
: I : : ~ I I
, ;1 I' ,
, :1 i i 1 ! !
, :l !! i
!IUli i
~:I!:I
iI:ii~",: I
II:;, :\1
iiil!,j:! ~
1:llil:II\::':11 I
1;!:III:i !:\1!I!:'!1 i !
II!':' I I I" :I~!!! I
Ii::. i:; ii' I:! II I I
II:: .1' :! I:! ' : iI i i I I
'I! Ii ii : i: :I! I i I i
:111 I: ; 1 ::'; III I
". . , ,I..
ii' :.1' I, .j.,,: ii'
!:I Jr.I!:!I, I
! i: :II:I! I 1
!! :lllil: I i I I
:1 ;!;: ! ! I
"'I "
, : ~. "
j ;'; i.,
1.li .,.,
I'!:. "
: l. ~: '. I
II!j! 'I it
1 0.1
GRAIN SIZE - mm
%SAND
50.8
% SILT
5011 Descriotlon
1000
Pl=
085= 0.589
030=
Cti"
USCS= SM
Remarks
1000
T.H.E. SOilS CO.
Client: SCUMACHER
Project:
I Pro'ect No: 248101.00/01
II I!
i
I, I I
i I: ,
jl I!
:1 'i
I: . I I
I"
, ,
, : I
;
Ii. I
:',i ,
III I I
1 .
,
I, !
,
1"
I
i
I I
"
II
0.01
0.001
% CLAY I
46.8
Date: 1-2~1
ElevJDepth: 45-50
Plate C-3
:to