HomeMy WebLinkAboutStorm Drainage ReportStorm Drainage Report
For
Emerson Park Subdivision
Phase 1
(T-O Project #07068)
Developer:
Kuna Victory LLC
PO BOX 2020
Boise, ID 83701
August 2008
Prepared by:
Ben Taylor
Approved by:
Rich Kinder
Tootlunan-Orton Engineering Company
9777 Chinden Blvd.
Boise, Idaho 83714-2008
(208) 323-2288
EMERSON PARK SUBDIVISION PHASE 1
STORM DRAINAGE REPORT
TABLE OF CONTENTS
August 20, 2008
INTRODUCTION
NARRATIVE
APPENDICES
Site Plan Storm Drainage Areas
Drainage Calculations -Peak Discharge and Storage Volume
MTI Geotechnical Engineering Report, dated August 24, 2006
EMERSON PARK SUBDIVISION PHASE 1
STORM DRAINAGE REPORT
August 20, 2008
Introduction
Emerson Park Subdivision is a commercial subdivision of approximately 17.85 acres
located in Meridian, Idaho. The City of Meridian approved the Emerson Park
Subdivision preliminary plat in December 2007 (PP-07-014). The project will be phased,
and the current submittal reflects proposed Phase 1 improvements.
Proiect Description
Currently, there are two commercial operations on the site. Victory Greens
operates a wholesale landscaping supply business on the majority of the site. The 2M
Company operates an irrigation supply store on approximately 1 acre on the Victory
Road frontage.
Phase I of the project will focus on platting the lots along the Victory Road
frontage. These lots are relatively large (1 acre, +/-) and some are already improved.
Specific plans for development of these lots are contingent on the goals of future buyers;
however, it is anticipated that development will generally follow the same plan as the
existing 2M Company building.
Storm Drainage — Existing Conditions
Currently, there are two existing storm drain systems within Phase 1 of the site.
A seepage bed system is used by the 2M Building for retention of all water generated by
the impervious area of the 2M building and parking and storage lots. This system was
reviewed and approved by City of Meridian through the Certificate of Zoning
Compliance (CZC) permitting process in 2006.
A second system consists of piping from Block 1, Lot 4 of Phase 1 and eventually
outfalls north of the proposed Block 1, Lot 3. Storm drainage from Lot 4 is conveyed to
an irrigation ditch and ultimately makes its way to the north end of the property.
Drainage on other areas of the site primarily is achieved by infiltration.
Storm Drainage — Proposed
Phase 1 improvements are designed to handle storm drainage generated by South
Holleran Place, a proposed public road. Storm drainage from individual lots will be
retained on the lot and will be the responsibility of future owners.
The proposed improvements reflect a temporary system to be abandoned upon
completion of Phase 2 improvements. The ultimate storm drainage plan at build -out will
include catch basins and piped storm drain system along South Holleran Place which will
convey storm water to a future retention basin located at the north end of the property.
To calculate peak discharge and peak runoff volume for phase 1 improvements,
Thompson's Rules No. 1 and 2 were used. The road was divided into two drainage areas
based on anticipated drainage from the crown of the road. The areas are indicated on the
attached Drainage Site Plan.
Emerson Park Subdivision — Phase I 2
Storm Drainage Report
For Drainage Area #l, the peak discharge rate is 0.354 c.f.s. and the peak runoff
volume is 1236 c.f. The volume will be retained in a V-ditch or borrow ditch located at
the north side of the temporary turnaround.
For Drainage Area #2, the peak discharge rate is 0.200 c.f.s. and the peak runoff
volume is 700 c.f. The volume will be retained in a V-ditch or borrow ditch located at
the south side of the temporary turnaround.
Proposed Improvements — Soil Considerations
A Geotechnical Engineering Report, dated August 24, 2006, prepared by
Materials Testing and Inspection, describes soil conditions in the general area of Phase 1.
A copy of the report has been included in the Appendix.
Soils in the vicinity of TP-2 are the most likely to be encountered during
construction of the retention V-ditches. Lean clay was encountered from 0 to 1.2 feet,
followed by sandy silt from 1.2 to 3.6 feet. The sandy silt was expected to demonstrate
infiltration rates of between 1 and 2 inches per hour, although the report notes that
cementation may reduce this rate to near zero.
It is expected that lean clay and organics near the surface of existing grade in the
vicinity of the retention V-ditches will be removed during site clearing and grubbing.
Earthwork and grading for the V-ditches is expected to expose the sandy silt. Given the
anticipated infiltration rate, the V-ditches (with design depth of 20") will be fully drained
within 24 hours of the design storm.
However, given the nature of soils in the area, it is possible that a sand window or
windows may be required in the V-ditches. Determination of the need for sand windows
extending into the poorly graded sands or gravels (anticipated excavation depth = 5 to 9
feet) will be made in the field during construction by the Engineer.
Conclusion
The proposed storm drainage system for Phase 1 is intended to be a temporary system for
use until permanent facilities are built during Phase 2. Storm drainage from individual
lots in Phase 1 will be retained on site. Design and approval of these systems will take
place as the lots are purchased and developed.
Emerson Park Subdivision — Phase 1 3
Storm Drainage Report
APPENDICES
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16 MATERIALS
T4STING &
INSPECTION
Z ervwormamai Services :1 3 Gonsttwwi Malenais Tesfitx2
Of
2M Companij Bull log
00 east Victory Road
Wridian, Idaho
Oaas Lan-Ey, LLC
PO E30X 2C20
Boise. ldziho 887C41
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INSPIEC TION
—1 Emhmnmomlai Sameas Z Gooteettital Eligmeering J Oons%,uviom Matenats Testmq Z Speclai Inspie-vons
r: W*C�211`404 mpem4, ; 200.j3q9\bG " 1-10p;emch.dinc
Nir, Brian Uolleran
Ostas Lanev, LLC
P,(Yaox 2020
Boise, Idaho 83,701
(208) 429-951",'
Re. Engineering Report
Z,N1 Building
120 East Victorti Road
,Kona. Matto
Gentlemen,
in T n 150"
corn with you"; instmcuons, we have conducted a 5oiis exploratnon and foundation e%,'3lwt1O
mentioned dcvzloprmeat. Field 'York for this invelzrigation was conductred on 8 August 2006, Data
icag
have lieen analyzed toavaivate perunent gcotrchnical cordlitions, Prow ed potechnl. roundwater an
construct',on -,econirnendaiians are listed in the Table of Contents. Rmlits iaf tills investiPtimit tr Beth r
w til our r=ommcndations, are io be f-bLrd in the following re mart We i-,avc provided three copics flor Your
ritview and distribution.
Offer, because of de -sign and constmnon details that occur or, a project, quesuonsarse concern, ing soi I
conditions. Wt: would be pleased to continue our role as StotcChnicAl ciagineers during project
3-7v C
".acrizis testing and sp=ial inspec.-ion es
impiementat n. MTT also I as mat interest in providing
durqjg rstruction of this project. If you will advise --�s of the appropriate time to discuss these engmeering
ices, e wn� " be pleased to t with you tit Vour Corive-MenM
zery-w' nnec
We apm—ciate this o'mompity to Oe of --crInce to you and 'we -Ook fOrw'A'd o working with vou in he
futurc. If 'tou h.ave questions njease ca.11 us at f2O8) 3
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Materials 'Tj;strop InsPtetiOn ' 4/16C"
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EXvrjvc SUMMARN ...........3
Warruntyand Limiting
Ms"iPTION OF SITE
.. . ... 7
Site A"0
71
Central Geology of Art-31.- ............. .......
7
Sjtc'j'opogmphy, Drainage aUd VeR0,42tiOn .....
. . .......
sitc Clim'Atoloey "d Gen
........
Gdostismic Benin
. . . ............
Expioration and sampling . . .....
tgborwory Testing Prograt" ......
Soil and stdiment proffit .......................
Expansive Soil
Sot SUrV49Y . ..... . ..........
10
- - ----------
Soil Int-iltrAtion
FOUNDAVO'%, S"U AND PAVEMt%,*T DISCUSSION AND RECOMm""TIO'
General
-------
Foundation Deli" P-eC*mnwadJwti*V% ............
12
Floor 12
Rtromtneiided pjvCmtntSgCtj*o* . . . . ...... 13
C0-,4STRV,j-rj0N C-,)h%SjVtAATT0N5,—'... .....
'15
F,Arth".rL- ............ -.- ..................... 15
Dry Weather . . ............ is
wet... ......................
softSubgr*de Soil$ .. . . ................ . --- ......
Ffor" SubKmde .. . ....
....... 16.
,;tructurxi Fill- . ........ ............ .......................
�iCittiii. . .. . ....
.............. .
---------- --.— .......
(" mundwater
GKNERAL ..........
ci,.nerstl Notes ......
I!Uifled Sod Classificatton- ................
L est Pit Lola- .... .... . .......
2.4
PAVCme'at Thickness Design.-- .... ........ . ...... .. . ...
C,3.4t- ..... .................
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06/24!2006
TESTT14C
PAGE 05133
roMATCRIALS August 24, 2.006
TcSTING
INSPECTION
Q Envirnimenoa;, Samces .j Geoteth,,,icai EnnineeTinQ ;3 Special insop-cm-ins
Ciibmici206 mportM f 100-11399%1*6 1 Z30gggeoc,�&%,doc
EXECUTIVE SUMMARY
`nie following it, a brief summty of sign, , ficant ge=Chnkal issues for the proposed development, presev"cId
with concluslons and re-cornmendations. -:Ih-'s summary must be read in conjunction with the entire
;
acc,ompany'lirig report for proNr frittrPteitatior 0 'i (he Overall invesugat10r,
StthsurfacCoifiolest pits were advanced to depd,,s of 11: 1 to 16.2 tcct, Groundwater was not
e ndil$'
cricount,cmd within the depths of the 'U'vestogatIon. The developed soil proffile represents only a generalized
`17he following soils were not encotmtcre4 each test st pttii but insitud. reorUsir-Mla lIYP0thC5izcz Profile
case, 1
as conviled from observations in each of the three test pits advanced.
Silt, Fill (f'IL—LML), Lean Clay (Cl.'), Fat Clay (CH), and Sandy Silt (NIL); Light brown to brown, dry,
Mediunj stiff to stif es 7 rna er
f silt fill encou-nitrad at -zhe ground surface in tit pit:3, Orgafti,,, t -avas !
rioted to 1.5 ;mot and bars chipswre voter; nrougjjou,, 3qt 11, was ancouriered to a depth of 10ti,.
Dark irrcawr, dry to slightly rnoist, hard scan �,iav (C") was present ait ground surface in test pill I Lear, cl.iy
was noted to a depth of 1.2 feet, jn-deriyjng the silt fat) in test pit 3 was dark brown. dry to slightly moist,
stiff r10 very stie, fat clay (CH). This soil typeexteridedto a depth of 4A fee,,. Underlying :he fat clay soils in
I oil$ in test pit 2, and at ground surf= in test P-It I was light brown to dark
St pit W) 3 a I the lean clay s mtwiz n mil
r Nown. dry to sliO.tly rnoistr stiff to MY stiff sandy silt (VAL)� Fine grained ,arid was present bi eh
type and organic matenal was acted to a depth of 0,6 foot, Calcium carbanatc- cementation was also IOTcd i' I
Icta tails I and I within this soil type. Sandy silt soils extended to depths of 4,21 to 9.O feet,
Silty and (sNII), poorly Graded sand (SF), and Poorly Graded Sandy Gravel GP)ello Y-bro
W wn,
digit rrolbst, medium &n.sc silty said (SIM) was, encountered ',-crcath ,he sandy silt in test pit. 1. Fit= To
nedjurn grained sand and ,timealcium carbonate
arbonatc, ccinentaitonArm noted Ln the silty sand. This iol was
,c
I depth of 4.2 feet U'nderlying silty said ir iest pit Z' was orange -brown, slightly molsL nricdiuM
dense poorly aradi:d sand fSP), Fine <O coarse gained Sand was noted Througitout. Poorly znded satin was
noted to a depth of 5.1 feet, 3rown to licit brown. dry to niolst, -,nediunn dc= to dense poorly graded sandy
gri vej (OP) wierc noted underlying poorly graded junC, in rest pit 2 and sandy silt in test pits I and I !:;,ne to
coarse ruined sand and 3 inch minus cobbles were noted 'throughout. Poorly gradedsandy gravel extended
i1eyond I I
terrinination depths in ail hree Tcst pits.
(",roundwater Conditions.- G-.oL;ndwatzr :as not cricauntcrrd within the depths explored it the
d - siiq -noig. Groundwatcr levels 'n the
�,4oil moistures in the test nits Were gencraily
,ge vlc,,nitv 71ir controlled i I ge,
tat part by residential and commercial :rrigatjori activity and, :axial
a
1
um -stir r
,fic locai area, and are likely at their Max"M -ievwions during the irrilation �=son. Z naiwn Of'
C without iarrinowtoring. Used on the <�vjdcnre of thm
�,=sonaj groundwater fluctuation is plmbiem. au
ater will be cncountercd
and back�,-_aourd --zriowiedge ,7f -,he ,?iced, it is 4Mjlkely .Tat�",Undw r
han � 6 feet. below the gzTwand ��ur',Xe
"Junne, .1-onstruellon and -,s antizipated :10 Mnliainat dePths n0fgmter4
"timughmit the veal,
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..........
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UCIS 141 4XJU0
MATERIALS August Zit,2W
Post tt 4 4 '49
TGSTING
INSPeCTION
I Enwos-=r:ai Serwc��3 Erginearing :2 Construvion ensis Test j soeval
Building Foundations: On 1111t boils 0447 data obtained from the site and test results from various laboratory
le '-pacity
nests pcnormcd, NITT recommCaw,zn ds foilog guidefines he used for the net al!avvab$ acing le soil I a ng C
ASS(1557 I Net Allowable SoiU
Footing suwade Co -!�, Maction I Ue.aripg_ga sue_ . .........
Footings must bear on competent, e, nativsandy 'got Requtrcd for I
iiit :soils or CO3Mp;Actr4 struettiral fill. Existing Cc-nertcd Soil 3,000 llbdi-W 1
lean clky, .at clay, and fi1 soil's must be corrrletcly mmoved from below all foundation 95% for Struttuna Fill
elements. Excavatlon dcpths ranging frof1l 4 1,o 5 j
feet should be an!IETatcd.
Footings, sho-41d be praportenc-d to -,a the stated hearing capacItY and/or the IBC 2003 akwunum
requirern4crits, Total setticint-nt shouib N. limited to about 1 :rich with differential settIcrarm of
il �,yp_-s #-ncotmt= I
0 inch. Obiccdonzble so: at the botton, pi footing e7.cavarians should be.
ar I j; .11, F.Xl�e5sjvely loosi: or "hat nr
rc-m -Met- joj:j areas , at are orcountcrcd at foo 9
owd, a-ild replaced mnth s 1 1 4nmof
subgradt will requirt over-excavatlon and backfilling with structural fill, TO tni sails, nimize e6tccts an sesfiSht
Mlai
diftfi6a) fflovem=t th-at may occur becausc of variations in character of supporting �W and
MOISMIM, content. N4T1 -,ec:)rnn=ds continuous fb0tings bc suitably rztnforc� to make there as noc' as
possible. &r
Building Floor Stabs. Before Plact:1711tPI Of cort;rete floors or floor supporting fill, organic, loose. or
obvst 1;z reserved, The - treated acco an
emaining subgmde should be t din rd ce
,mgiy 4:0impresswe matenals mu
wait Earthwork guidefincs an r- other Construction Considerations pmicnted later in this -epor-.. -krems of
excessive Yielding should be t:7.cavatcd and backfilled with structurai fill. Fillased to increase tbt elt!vattan
of The floor slab shou)dmett requirmtnts for structural fill. Baer tothe.s-.-ciiorcar Structural Flit f4OTthese
requiranents. In the 4rca Of nest Pit as PGt.-ntiajjv,,,-xpaysive clay soils were encountered that wrill requirc
removal 01 In. olstu-j-- c;ondittonmg-
wil
Clay soils, encountered In test pits 2 and 1, are rriodtrat6y plastic, and .1 ot susceptible to shrmk-swell
�
movements Amcaiatcd with Areas of the site Within the proposed itructures !;aould be
0 situ , 'fied to a dtpth of six Mche-s
dent depths to e- lestar.
,, as
_n, c lean :jay. The clay soils shouldl-
Mum of 42 3-ercent and a Maximum Of 9$ per of the mAxImurn, dcrI51ty -a
and rccompactcd to a muli Erotic�-1 to �4 pL=ntage points abOVt
dcjtrmirt.d by A$TM D-69& llie molsiure content mould range
Structurol Fill E
uptirnm u, $tractural fill, as defined m the eCt)on j)f this report. jhouid thcnbe corn,
to
y 1j.) 'S5*17- The structural fill �houid be placcd
n1nimurn oaf maximum ciensit, As detem"I'le'n
-0 limit ',he
possiole aftcr rtcompacnan If k1aY >oliis m or= 10s
Awned After c0nstmc-,11�n-
-nvay -,rorn the structures must 1)c providod and mair
p of water,
079 1 SOW, Vi--WV ViP-w ','VAY ' 80ts
-?'":?12 2V83226515 MATEPIAL TESTNG P46Z 0 !� 3:1
riMATMAILS
TeSTING &
1NSPCC-NOP'4
Aar -At 24�'Oob
PikV 4 5 of 29
E'wvomrerlai SormD Glet:`rucaj En: inwrinQ -J 1--onatfuctior �M=4rws Testin ::j.$OOCj..
INTRODUCTION
-1 his report presents rtsults of a geotechnic3i investigatioll a.-.4 ana
r 1psis in ,9upport ofdaxe u667,cd, jr. design
of strixtUrei as defined in- the 2003 International B.uildng Codc IBC). information in 5uppo.1 of
groundwater and stormwater issues pemnent to the practice of Civil Engineering is included, Observationsand recormm-ndations reitz-vant to the earthwork phroc re se of the pmeat a *p -
j 'III 6 rcsented,
Project Description:
The pro postd dcvelopment --s west of the C,ty of Boise, Ada County, Idaho, and occupies a portion of the
of Section 19, Townslix 3 North, Range I Fzst Boise Nfcrridian, The prtkicct will consist of
constm,ction of a commerclai st-acture la be developed on approximately one acre. Total settlements L-c-
ltrnittd to I inch. Loads of Lip to 2,000 poUnds per lineal foot for wall footings, and column loads of 4iv :o
50,000 pounds were assumed for settlement Z21culations. Addl-tionally, asswriptions have been made for
traffic loading, of pavernerm, Retain..Mg wa)lsare .nett anticipated as Dart Of the Projecl, N-4TT has not
infamed of prorloscdgradir%g,
Aothorization:
I
.Authorization to perform this zxploraticn and analysis was giv= in the form or a written authorization to
=cr--d from Mr. Briar Holleran to Kevin L. Schroeder of Materials Testing and Inspection, Inc. (NITI), on
3 Augusr ZOO& Said authori=uon is sub,=.t to tcMis, condidons, and linations described in, the
Pro,-*essiora.', Serviccs Contract entered irto between Oaas Lariev, LLC and N4771. Ourscope of seam ices for
:he oronosed development leas eta provided in our proposal dale d 'I August 2006, and again below.
Purpose:
purpose of this Geotecbmeat En neerrttjz Report is to detertnin- various soil profile components ard
their girec an ring charactenistics for 4se i 13Y design engineers andlor 3rchitws in:
• Ptoeparnp, or verifying suitability off"bunda-tion design and placement,
• Prepanre rite drainage dcsigns.
.4 Irdicating isities pertaining m trait thwoTx cor"'uniction
Scope -
he ieorx of this invewigar4on xinciiided 1xview of geologic literature <and existing available
Audies art' -h-. arca, revicw ,jf available i!nvironmcntal reports, 'Visual -,ne recannatssancc of tine immedixe
z -n 9,
"te, i.-Xploratioii' "laid aria lZboratory test ng, and in cnpnem - analysis and --valuation i
tountlation materials.
(7,01 ' pua Z006 Matciluis
"P41 Gouth Victctv i4ew Way - a0ze, :0 83709 208) 37&4748 =81 122-6615
08/:4/2B06 a2:22 2083226515 MAT:PIAL TE95TING PAGE 06/33
riMATERIALS A utgu,,�t 24. 2006
TESTING & pa;. # 6 of zq
INSPCECTION
:.;Elllvn--?-*M�ai -Sc'-Alas J "'OnsIrtwItiot-, Mwefie?s T eVina :3 Apecial
.... . .... .
Warranty sold Limiting Conditions:
Field observations and research reported herein arc considered sufficient -.n detail and scope to form a
rea,scmaNe basis foT the purposes cited abov--. NIT] warrants that flindings and conclusions Contained bereiT,
have betn promulgated in accordancc with 'jenerally acccpted professional engineering Practice In the fields
offoundation on-gincenrig, soil mechanics and cmgineenng, gcoloy, only for the site and project described in
this r=on'
rhest engureering methods have been developed to provide tibe client with infortration regarding apparert
or bject propemy within the scope cited above and are
potertial engincering, conditions reianng to rhe su
necessarily limited ter conditions obscnedat the ti-nic of the sire, visit and rcscarchThe report is also limited
.,c- m1ormation availabic at the time it was prepared. In the wmnt addi'donal information is provided to MT i I
fallowing the reportq, t 1�A A ',-,c fbrw,.,,u�&d to iN: cliem in the ffbm, mccivcd for --valuxion, by the chent.
There is a distinct possibility that Condittons may exist which could not be idcntifiedwithin the scope of the
investigation or which were not app=nt during the mp site imstition , Thi: findings of this report acre i in !W'
I Al zones,
ja.ta collected from noted explorat ons ativanced, and do not account for as yet unidentified f
=suitabie soil types or conditions, and vanabiliy in soil Twisture and groundwater conditions, Uponp
commencemc-it of construction. such conditions may be identiffied. or which the mquircd corrective actions
May impact the project hudget- This, report Was prepared. for the exclusive use of Krona Victory, LLC and
their 7et'amed design consultants Conclusions =4 recommendations presented in this report are
bailed upo-'I 'apree'd-Upon scope ot work. autfined inthe report and Contract for Professional Services bet
Client and Nfaterials'Tesiingt and Inspection, inc, ("Consult2nt"). Use or misuse Of this rear., or reliance
upon flindiags iiereof by parties other than the Client, is at their awn risk. Neithcr Client nor Consultant
ak- repre-icalation of warranty 7,uch other parties a,; to 3CCUraCY Or cornpictcness Of this MPO rt or
suitability oaf itsuse by such other mev
iles for Purposes whater, known or unknown TO Client or Consui=t.
Ncither,Clicn.t nor Consultant shall have lability to, or indemnifies m holds harmless diird parties for 'tosses
Noothi:rwar -zit: os are implied orcxpressed.
Generni:
Revisions ' n ans and or dr4wings for pos thm profit structure from those anumeratc-dIn this repor. skmuld in
brought , 0the � abolition of the soils en it . cc, to determine if changes rn i'aurdation recommendations are
-p -ncouniered during co, tr c , shouid also be
,et;,ujrcd, :Deviations frorn ,jotcd zubsurfhce �xjnditions if tc ns a Uon
'brought to the alent-lott of he Soil's "ngprfeer'
2,741 Sou n 'Actcry VWW -"Jav • 13mse, to A37f)9 - 376-4748 - 7ax J208) 3122-F615
.:-Majj * PMw rrTt)-1d.GLW1
08/2-4/2BBE, P12". 22 2083226515 tliAm UIV .1-1
MATeRIALS Augurs Z4, 2006
Pagcg
T eSTING & � of
29
ri INSPC-CTION
-1 E-nVilor"mentai Servings ::I Z Matvrtai5 TeStIng 0 Somai insoecmvvs
DF'SCRlPTtOIq OF STTE
Site Access:
ACCesS to the sto may be gained via InUntatC 84 to the Ku na exit, Proceed scud on Meridian Road
approximately 1 .2 miles to its intersection wirl Victory, Road, From this intersection. proceed east on
Victo� Road aad arrive at ibe site. "lie site is Joc.ated just nwth and Est of Its intersection, Presently .,be
sita cxttas as a nurser�f. The location is depicted In site asap plaits included ,n the Appendix.
General Geology of Ares:
The sukiec- site is locatcd within 1;yic Boise Vallcy which is directly underlain by a thick sequence of Atntial
sands and gzravtls typically dcpositrt on basalt forynations. Thesc sediments are loosely named the Boise
R,veT Gniveis and were deposited ai rix1eY floodplain and stream ourwish flrom the Boise River. Tliese
graves deposits tend to have -,rribricated well-rounded zlzsts, pooc sorting and crude stratificat"On, Beds 4
gra,;r` znd lenses of cross- dried sandsi'siils suggest deposition in braided channels. The Boise River
C-javr,js consist of uncansolidawd clay, silt, said,be Sfave!, 3nd cet:ilbles, The Boise River Gravels lave e V en
subdivided into smaller uwts ;used on, their age and are exposed as distinct alluvial ternees. Five of these
n - i f - te- Mididl Pleistocene t H locene
�race,& are well exposed in the Boise area and range i age ftorn I e Plerstoce 0 0 <
million years ago). The site is situated, on the Surinse Tcrrace, the third terrace above tic flood plain. Tbc
SurtriseTemace generally conSiStS 0173andy pebble and cobbic gmvets mth a mantlin.g of 3 to7 feet of loem
The =tnc thickness is app roxii-nately 44 feet.. Usoils these ils arc poorly goaded frcc draining washed
sands and sand' eels. Geolozir, data published for the area indicaw Oat bedrock may not be criccurittmd
at depths less than 500 feet laene�'6 -he S011 surface Othberg and Stanford, 1991.).
Site Topography. Drainage and 'Vegetation.*
T I lat irrigated tree nurscry The
Me proposed development -.onsists of approximately 1.0 acre of relabveiy f
surface zxlnibits Rine grained -zoils througho-at the majority :of 'he site, The parcel is bounded on the north
and: east by undevelonev, !And. on the 4outn by Victory Road, and on the west by existing -Wrnm ermal
dz"'Clooment,
Bose toward the Soc Rivcr, Storrnwater diTainage for he site is 3chieved ley
';Urflclal 'mils. No :,.tor water drainzl;e raeaatt=es sre locwcd in the vicmiO f ot tile
- res�
vt:-getation throughom the area Zon5isls pruranly of nurserj trees.
7'
rmng & insurdion,
'M! SQUI '37oS LVS) 48 08 3U.6rj
7--47 � ax (2
Nlai� 'rngmtmavom - WWW"rit
09;24/20as .:sic 22-1;,15 M41U'-,'1AL IL'=01M* PAk& - W.1-4
MATERIALS August 24,200C-
TESTING & Page.'* 33 of29
ImspecTiciN
-'.b*cse,200 m-jxxvo 1100� I 399�W Vft,,gtof. tt`nAw
Site Climatolo,,Yv anti Gvochtmistry*
A
,j is the orjer �qf 10 to 12 inc' ,its per yeayear.Annual avcrage temi)erartite verage precirit,ttion ror the IM01 0 t m0l s 9! Tax-ige +'rom -100 F to 91 " F w,, ext-emv i ran �.jg f�om _4- F to 102 F. Averagewird spec,J range '0 I I i:
perhour in spring with a preval- A n_.e d rc-.t;on frsrrr the southcasL Soil in tte area is primatily dertvcd from
S',liceou,s materiAls and cx&bits it el troacltcrttical potent-4 I f'or corrosior of mctals Or concretes. Local
aggrcgates we 'gene -r and Line Cement mix
, n,. Ily jppTolriate for Portland Cernen tures. The S ate:
'I'mnsr,ortattor. Department has adopted anionicasphalt carnets. The PH of surflace watcr. W'Uundwaler. and
Noil in -he mtgion typicallY rlingc from '7 to 94o indicat.,on of abnorinal geo.-Illernical conditions was itcd
oji-sate. Nominal frost penetration is wpically on the order of 6 incies, with extremes ranging to 3 iect-
saeisrctzc Ong-
soj,s or-siaz are classed as Site accordance Class D a dance with t I h Chapter 16 of the 20(I3 edition of the '13C
Buildingst ctcrxe On this a pre ,jc-t 1 sum should be d 35 Per die TBC rc4uirt"e"t f 0 r
Classification. Out investigwion did riot rcvtal poteamial hazards resulting from earthquake motions; slore
Trztabihty,, liquefaction, and surtice rupture ',,ecatise of faultin g or lateral spreading, Incidence- and
antlempat'A 3c-'eterallon of scismic 'Activiry in the area is low.
S0jLS'EXPLoP.A,'rt0N
Explarationand Sampling J>rocedures.
1110
The :told exploration to dewem.unc =F;iileering characteristics of 'ubsurmcc matmals
est pit situ werc located in the fie!c by
of the proj='t site and investigation lay test pit I -
aj taping "roccdure IoCaVj $a MV Presumed to' accurate
means of norms 5 frorn on-$i*e reatt�.res car I or and -.-
t1on r)fnver -filled in m4th loose ct-xcw;ated
.tjgajion,��,acjj �est pit was back
'Cm to ,vq-jjn a few feet. U c Pic pen
"Illese 100sc XMIS re -excavated and aompac:ed qrtor to constructing itructurcs lyyor
them
Samples were obtained from representative sail strata encountered In test PiK Samples obtainer. have ben
'd -lumber -=i
liniemn. �
vj$,,.ajjy classifted in the fied 'M an evilinecring ;ec 1. entifled accordinig to test pit
�-j
depth, placed in seated contatnem and trarisponcd 10 our labor.-tory for dditjonai testing. T hese materials
usults of field and I rat is
? M100 ory � ft s,
save been further described in detati kin
a,-e also pre-%evited on these !Oqrs- it 6 'C-COMMcIded drat thesc logs not lac used for csarnanng �,Tjan'-
itre
1),ecausrc of highly interpretive results.
.10()6 Materials Tcub
-4
2791 SOWn VICION V;0W'Af1tV - jolsa. �033�ng 378
i, -Aajj mAl iT CSLLiCJ,G lfiff. mh-dAxxn
August Z4. Ifft
MATERIALS 1%age 10 9 Of Z9
TeSTING &
INSPECTION
rl arof DIMVOIAI
r, '.botst',200( , -t!motk 1200- 1 11-991.b6 I 730f(stoWb 40C
Laboratory Testing Progrlim:
.kiong with the field investiptior. a suppie"nel-It I laboratory testing projuarn was conducted :o delerminc
addij.,onal pertinent engineering chara"ctistics of subsurface InaterIals rXcessurY in anairfing the �ehavlor
of the propposcd structures, Laboratory tests wore conducted according I* current applicable Arnertcan
Soy cty Tcsting nd Matel-WsASTI' specficationS, jndreul*wof 1ee tests are
to be found on the
The laboratory testirl& proegran im-Aude4:
accompanying logs located in !he Appendix, for this report
Am-6trg Limits 'fees - MI designation D 43 18, and Grain Size Analysis - ASTNI desipation C 117, C
is (CaR-v.,Iuc'j - ASTM designar-on D '1883, w=
4�-'t 6, Soil sampics for California Bearing Ratio analysis
coiltxtcd ucar projected roadways.
soil and sediment Profile:
deptIl
advunr d within flit- s
T'C$t Pits were Cd to �,cpths of 11, 1 to 161, feet. C-round,311 was nct mcountere
looed soil profile TC-P-sellts ,only a generalized cast:. The fbilowing SORS"vere
af thcinvesvgafion� The ;iev� re
not cricountcred in each tit pit, gut tnvezdtenrcsi:nt a iiypott-,esized pro" le as corapiled frole ob. vat ions
tr ea g� ; adv,' -C c�j of t,e three roar pit,, ar c d:
'k IV dry,
Silt fill (FILL-ML), Lcan Clay (CL), FvAt Clay OCFO, And Ssftdv S' ( IL). 1-1 ght Brown to brown,
medium stiff to Stsill ill ILML, 1 countered at the ground sur&cc in test Pit 3. organic rnat=ai
iff (FL -I) was C-
noted ughottC Silt fill was t:ncuuntered to a depth of Z,O teet,
.vu noted to 1,5 feet and bark c�#s were
e Ir-d surfiitce in test pit 2. Lcan clay
Darkl=wn, dr! to siightly Moist, hudl l�-Ay' clay (Cl�) was Presc'at at -rou
d
was noted to a depth of 1.'� fee;. Underlying the silt flil in rest pit 3 was ark- brown, dry to slightly rroist,
skiff to vcry 36F at clay (CH). 1"his sail type extended to 3 depths of 4,8 beet. Underlying the fat clay soils to
f.dark
tit psi. 3 and the itan clay soils in test pit 2, and at ground surface pit I was light brown 0
sniff sandy silt( 'i. Fine graMcd sand was present within Ibis Soil
briawn, dry to slightly moist. stiff to VM Ait MIL, -
typt and orgar I to M-ater,al was roared to a depth of.0,6 fool. Calcium zarbonatc cemcntationwas also noted in
silt sails exacnded to depths of,42 to 9.0 feet,
test pitsand 3 within tills still qi"Pt' Sandy
Silty Sand (Stiff), POOAY Graded Sand TSP), and Poorly Craded Sandy Gravel ((M: YCllQ',v-1)10Wn,
7 "SM') was encoonicred beneath the sandy silt in test pit I Fine',,.o
'&ptiy mois-,, -nediurr 4ense ility, sand ,
s u'M cart state cernentation was noted in the silty sand. This soil was
mcdium Mined sand and some calcium Ist"nedmac iuln
'ItY s was orange -brown, sli&WY MO
n1restnt to "I depth of 11,2 feet. Underlying il and in test Pit
-yrac-Cd
(Sp)� Fine to coarse g—mined sand wasnoted throughouL PoOrlY
poorly graded ;and dense to dense grown -0 jigilt 1�rowjjdr., to moist. mediuxnde Arandy
tired t o a depth of 5 � 7 feel k , , t I asid sandy silt 11-1 tCST Pits I 'Ina
rly graded sand ,I test PIT
rav& .1 �174p) �v- noted 11riderlying poo
M re No Ily graded sandy ggaveiexmnced
vere -Otcd, - ueout, Pwr.
3 In-iinntryus Cobbles
";parse and and,
A-ze 'es Its.
,N and. tc-r nation kicpths its ilil !ht
WtIls "if '-;3C6 test ")It "Ne-te ,,table with ,he c.iception of thosc zhroilgh native .7'
I
or caving.
ougn -
tr . pranuiar scans swill have apro pe
Zoal 37f" 741S
t;OUjb VKIOry VIO-W Way �$IM9 * , -
08124/2006 02:22 20932'.6515 MADIPL "ill 11^4 ;_144L 11.1;; 3
MATCRIALS Atipst 24, Z006
TeSTING Er Pas b 10 of Z9
INSPeCTION
,.j Erivironrrvmzai $enricum :3 Qeolacruwmaf ErgineennS. J Cc-nstrucIton.MweraI6 Teat Q Special nscemoms
Expansive Soil Considerations:
Existimig Ime'll plasticity clay (CH' ) soils present in tlienottlitastern portion of the siic (reprm.ritative of test
nit 3)art higlhly active a.nd will, be subj i L
er-*. to volame change with changes in moisiurc conten'. Potential
variation soils, Groun6 supponed,
vemcal movement will lac alsofated-:pith .seasonal moismre v. , of clayey -
,improvernents founded on clay =15 shallow foundarjors. garage slabsw—fli move in respome to
cbanees M moisture,
soil msture, Moc-m vent will be observed as heave if constrs:cti n occurs when sosk ant
reialivei y drjatid. are allowed to dcclorne vvet, and will be observed as, sgtticrcrjt if �;onstmction occurs when
sails are relativuly moist and are allow to dry.
Given the presence of these --iav soils, proper grading is considered to I'= mential. Positivegradti rnust he
,maintained iurroandinig ail urucvires, inciudirg emerior slabi. Soil surfaces should slope away from
stmcrares at a minimiun of 5444 ',*or a distance of to fcct, This should a'!*w for positivc drainage of surf Ice
water away from buildings, The interface of plant bedding matettalsand underlying soils should he amded;
h7 A
to provide drainase, Otilerwisc, bedding materials will pond water, exacerbating potential for loca ,t-
hcavc, OvC' W atenng of liand scaping should bee avoided.
Soils Survey Reviewt
A review of the United States Department of Agriculwre. Soil Conservation Service, Soil Sari vvy of Ada
County Area, rdaho, 980, indicated the site can be-.hartmerw izedinclude 1 soil type. This soil irype is the
,
Elijah sill loarn, Specific soils characteristics defined by the USDA for Eiijah Silt loam inc udc moderare y
slow pcmeability abnve the hardpan, nd glow PCmrzbility throus zh lie hardpan, slow -=10ff, arld slight
hamrd of erosion,
SITE HYDROLOGY
General Notes:
F Description of Site, ltifomarion proNrided in this
existing; surface iminagt conditions = defined. in the
section ;s limsted to observations MIA& at ,he titre of the investieavon. Regional indlor local ordinances
rr,ay quire information heyord the ',Cone of ",his report.
Copyl Ir-M e.
,.79_ 1. D 83709 —1746 * .-AX i N.,O) "Zz-t2M 1 zk
OWN!20106 8,21:212, 2193226515 WER.19L 11�5tlWi ��Abl_ 1V Jj
riMATERIALS Aupst 214, 2006
TESTI
INSPC-CTION
Groundwater:
Groundwater ww4 not encountered within the dcpth-;; explored in the invest gationSoil moisturess in the test
pits. ~were generally dry to SillighTly.'Ttoist. Grourdwatcr levels in the site vicinity am controlled in large pan
by restdeitlal and cornmerclat irrigation activity and canal leakage in the local arra, and are likely at the
maximum elevavons dcrtng the irrigation season. Es n of seasonal groundwater fluctuation is
problernatic without regular rnomloring. Based on the Aviden-ce of this investigation, and backhand
I.novledec the area. t1 is unfike_ 1 �that groundwater will be enctmrit-ared during cons"ction acid is
., of iv
anticipawd to remain at dcpths of gmater tlian 16 feet below the ground surfa" throughout the year,
Soil Infiltration Rates:
Soil per.,ricability is a measure of the ability of liquid to nIavc through -a soil and was not tested in the ficid.
inth,s report this parameter .is approxi m,-ted by jolt type and gradati=- Of soils comprising the gaerneralized
sod profile for this study, sandy silt soils generally offor tittle perm cabill ry, with typiczl infiltration r2res
carbonate cementanon cncount=d within cernent&d gilt
betweer I and 2 inches per hour, though calciaunn
snails may reduce Alits value ' near zero. Silty, sands generally exhibit Infiltration rates between 6 and 12
10
wc),.es per bout. Poorly graded said and poorly graded sandy gravel scdiraits typical) e hibit infrt=t1orn
values in excev� of 24 inc tics per hour, ants pc!'Colatlon testing is typically not required within these sw 41's as a
result of the free -draining narurt of the gravel sedim-Ot
All mriltration 'filcilifics cO1n5tTUCTCd on -site should be extended into native sandy gravel sediments,
Excava,tion depths between 5 and 9 5W. should be 31111CIPMcd -M =ose sandy gavel soils, in addition,
bccause of the .high ,permeability. ASTM. C 33 filter sand, or equivalent. should be incorporated into i;gn
of irit"MItTatlOn fZlCilittM
FOUNDATION, SLAS AND PAVEMENT DISCUS51IONN AND RZICONTMENDATION15
c-centeral Nom*
il
Various fo�,wdajiori types have been clonsidemd for support of "he PrOPOSOd building strnctlrrt. Two
F .
,equircmcnts must be tulfiFoun
llcd 'In the of dations, First the applied bearing stress must bc less
t*han the ultimate bearing zapticiry of foundation soils to maintain sirbijity; and secondly, total and
difficrtntial settiernent TrUst Wt exceed zr% amount that will Wodtice adverse behavior of the sutterst,"W3ure,
Allowable settlement is TsuallY t'xr:redtc b ng capac;tY Considerations t)ecotnc importam-, thus,
allownWle heartrip pressum is normally cotitrolled foysettlement considerations.
: n :d a the 't 'rwc be
on$ a j uposed construction. 1 z$ McOmm" d- th I TI 3 ruc
�:ondjti - . "h , r AO en �
eacl fl)otin2s Anti .-ontinuous wall 'tootings. T M1 5ell'00m tt 7ii'011' not
;'xcced I inch if the f6ilowing �cr=n and �onstrjctlon rtcarnmendattonsare observed.
Vtjnt 'yVipwk,Way . I /09 -
;--,Aad
, , r-
- ",Oft-idmm I :'OWWIMI-io'Wn
38j_"74/20" 02:22 208311245!.5 MAIE-RIAL HA 14Y jj
MATERIALS August 24, ' 2006
TGSTING & Page# IZ Of29
INSIPCCTION
34 Geote-th,", cai Snigneertng Construction Matenats'Naving Sooa'aq !1'=qV00rlr'
foundation Design Recointriendarionsi
On Tr basis *f data obtained `rnrr the 3;te and test results from various laboratory tests performed, MTl
recommcrids following guidelines be Yised for the nen allowable soils hearing caPacitY,
ASTM. D 1557
,Net k 11"Ayable .Saill
Pootings must bcar on compttcnt, nativc, 5andv NoORccuircd for I
I
E xiist in g Ccmentcd Soil 3,000 JbV-i"
silt soils or cornpactcd itructural MI,
i ca, d fill sous must he
.1 clay. fat clay,
completely ren, oved from below all foundation 95% for StrUct',=1 Fill
clem It
ents, Excavation deo ns ranging from 4 to 5
feet should
I mr1.
s should hr- proporTior-c-d to meet the stated bearing capacity andlor the IBC '11303 minirr
reau,remcnis Total settlement shouid be limited to about I inch with diffcre"tial settleTnert Of
a 1 4 - itom of orating excavations shoutc� be
, P;rOximawiY i I" inch, obj=onablc soil ,ypcs encountered at the bo
removed and -cplaced with structural fl, , HXr
tv
s ely loose or soft area. that are encountered at footing
'illing with Mclural ff-jii., To minirriiie effects of" slight
s,,j,-Zmdc will requirc ovtr-excawation and lnckf
differtntpal moverne ause of variations i-n character of vup n wisonal
nt tha�� n ay occur bec ppolling soils, and 1 5
tricisturc contcrit, VTI recommends continuous footings be suitably renibreed to make their is rigid as
possible, For ;past pr9jecticn. th
Floor Slab -On -Grade*
l3cfart placenictir of cancrete OWS 0, floor :upporting �:,& organic, loose. or obviously zmmpressive
rnmning, Tabgraide should be treate- d .-.i accordwice with Earthwork
.naterials must be removed, Me re - m this ep rort. Areof x as c-ces'sive
j1delines and otlier Construction Considerations presented later
-mckf with 5trucrut� fill. Fill used to mcrease the clevation of rhz
Yielding silouid be excavav!d aid'_ -, h1cd -)n S sc
t or structural fill, I.Refer to the section � 5tructural Fill f6r dhc
,I,00r slab should meet
reautrenients. in the amaref` test pit -1, POrtmiially expansive clay sojis were tncountered that will rocuire
ejno,val Or moisture conditioning.
clay soils, =Countrred it te$t pits *41 <M'd a are Moderately plastic, and wiv, he susecptible to shrink -swell
tittvenactits associated wil.1h =tsture
of the site within *lie pmposed Structures Should
c=ava,ted to suffici en t depth$ 10 exPuse can 4::lay, The clay -oils should be scarified ' to a depth of Six 'Inches
antra ;Teti, 1pacted to a minimum of "")2 -xi-cent and a max.muin of 4g perecilt of the Trtaxsmum density z�s
trom -1 ,o +4 p"centa9v points a icive
_T 7hc -noisrure �'01111-4111 =IhOtltd rang
Niz N4
'IcLcrinined -�)y , Mr!
, as defier ,n site Stru"ural Fill section o,E
ris his TMOM MlMdd 'hen be LOMDaC in
-3pjimum_ Structural I, 111pj57, "ate qn.jc,.=j fill ihould'ae placed
Aeu-mmined by ,kSTNI D
maxnnum t1en 's ai order to ijmlt wrthin the upper clays.
:s 510011 3: nossible axter ecor'103ction -)f .lay soil nO'su=
-vided and
r - maintained after constr4cuon.
.> inage ol water awav ��r*rn 'heitnirturcs must he pro
OsItIlve ara
08124/2eos 02:22
MATC-RIAI-S
TeSTING &
INSPECTION
MATERIAL TESTI),rz
PACItE '.5/33
Aupgual '44, 200(1
Page # 13 of 29
:1sxr rxnrrr sv r s oteirocs� Euin"nnq 'j consitumo- 'Aate!,!s Tesfif!a_ J SmczHns:;earor.s
A ftee draining granular matfdrainage fill C-Durse) should be provided ioclow slabs or, grade. This should be
a m. immurn of 4 inches in thickness ind properly compacmd. The mar should consist of a sand and gravel
mixrare gcneral)y corripiynig with ASTM 1) 1241 Type I Gradation A aggrcgatc. No 'less than 9(0,,6 of this
aggtteate shall pass the Y4 inch screen and no more than 10% of Ehe ag= 200 screen.
gate shall pass the
Maxim N . uni nominal aggegate suze shall bc,'/. inches. A moist= retarder should be placed beneath floor
slabs to miniinize potenual ground moismat effects on floot covtnPj-;!,. The granular mat shall be corn.rpactcd
to no less than 95% of m"iraurn ditv as dotcm�.ircdLiyATNID 1557.
Recommended Pavement 5edofvs-
M-1 I has made WSSun'trtions fOr traffic loading variables based on the character of the Mposed ctynstruction.
The Client shouW reviexv these ;assumptions to make sure they reflect intended use and loading of -aavements.
Wth now and in the Puture. 'vfrl cOUC=0 a sample of neat, -surface ;oils for C.3,R, testing representattve of
soils to deptbs Of I foot heloW zXisti:ig ground surface. This sampfccot sting of sandy silt collocted born
tcs?' mt I, vicided 3 C.B,R, value of S. Swell of 0,P,16 was detec"ed for this sample. The 'bilowira
thicknessts arc MINIMUM THICKNESSES for assured pavement function. Depending on site conditions—
aMtional w,,,)rk mad be required to support con mtxm,hastetion equitcit. Thcst habeen listed wAhn tie.icctior. on Soft Subgrade Soils, Resu , is of :hc test :are gxaphicaiiy depicted in the Appendix.
Flexible Pavement Sections
Me AASh"170 desizi method has been used to calculate the toil in pavement sections. Calculation
shc-t-,s provided m the ApPtlldll indicate the soils constant, trafffic loading, tralffic projections and maienai
constants :bed to calculate the paverncrazections. N4T1 recornmends -hat materials used in the constracticn
of Asphaltic Concrete ?avemcn-ts meet reautre"ments of the State of Tdaho, Transporwion Department (17,D)
S-tatidard 3pecification for hway Canstruction. Construction _,.)f the piumment section shouid ',v. in
accord'acce with iliese specifications and imild adhere to guidelines recommended in the aCCL`on On
ronstruction Consider:ktions.
Truck A=1*!� �)rivew:,tvs ap<1 ?.vktngj No
Driv4ewayS anJ rklng, 17mrk AtCOS 5
Asphaltic Concrete
21.5 Incht-.5 ........
Inchcs
Crushed.Agg ate blast
4,0 InChcS
ry .,.Mathes
St-niclural iubbase 6.0 Inclics
S�Olnchcs
Not Requiled
'gotRcquired
'm g J aov's faT Righwl'Y -ompilring --�th iTP Swdard Sotmtficatt
70.1 fqr ajqvgalm
.try: natal nn �ha'ioils R urt U CE PT
-rai suban c "'Aattrw compayong -Won T�nerequrmrncnt grstiujar
na more than 11 csf the compancm lhicknm.
4wiwr :w
r7'ql Izowh kl:: tory viawftv - '.30 j;y r$37LIq 749 - ;ax iZ81 322,6515
_Z
rawn * vvwwMTH0.'-0m
0 6 / 2 4 / '20 0 i'� -3 2. 2 2 2 0 a � 22 2 6 5 MATERIAL T5STIV-Z PA63E i&1(33
16 MATERIALS AxiVzi 242006
TESTING &
1 NSPECTION
r,bm"N2M6
Common Pavement Section Construction issues
The suing-ade upon which above pavernent �,ecti(yns are to be orstructed must be property stripped.
coqnp 'pc�;tcd and Aloof 1011,C4. Proof rolling of,,,subgradc soils sbouW be accomplished
,actr�d (if indicated), im
with a heavy r0ber-tited Fully loaded tandem axle dump track or "ivalent. Existing identified -fill
trust deirorstrate the indicated immpaction pnor to placing Material rn, suppor. of the pavcnicn't 5ec"On'
NITT antic,.PWes that Pavement areas will be subject to -nioderate traffic~ 'M'171 does trot anticipate purring
mwenal to become evident during compaction, btit. clays and silts near to and above optimumnioiswre
;e 'rit str All. 'ents, may tend to pump. Pumping or �%A ar-z.s must be remved and replaced with. uciz.al I
it U �'
Fill Tatenal andcotnpUZ'Vd 13v' ve subgrade soils (if requuWi) in SUPPOn m Of the Pwicent $CCtiO well as
aggregates comprising the paverrcrt secton rrit;st be cornpaz-ed to -tot less than 95% of maxirrium dry
oensity indicated by ASTNT 0 698'For ilex:ble pavemenvo. and ASTM D 1557 forrigid pave, eats. ents, Ifa
jjjaterial placed as a paver lent jecron cornporlent �',ainnot be IvAcd by USUSI compaction tcs-,Mg methods,
m.pactiori of that materia; shall he approved by obqmcd proof mHing. Minor deflection-$ �Mnl proof
ro low xvarntnt support
, fling for Oxxible pavements are at , able. Deflections from, proof rolling of rigid p
courses shouid not be visually detectabie
m,71 i-ccornmcnds that rigid concrete pavermem be provided for heavy garbagcmcc.ptacle parking. This will
elimmatc damage caused by the consi , derabie load of containers transferred canto the s M-11 steel wheels and
subscqu_=-Aly or -to the asprlaltx coracre~e, rigid concre orTlar Cement
.-tc pavement should consist. of P W
con-_mze Pavellnent (PCCPI jeneratly a6tering *o IM sPecifications for Urban Concrete, PCC' shall be is
etc s thick or a 4 inch dramage fill course Floor Stab -on -Grade sec'. should �z reinf=cd writh
weeideil wire, f-abric, ;-ad comml Joir.t5 �hall be or, I 'I foot cenic-s or lcss>
:006 Matmals 70-nang & �ftvwltan. :ur_
lose, 'D 13170-9 - i203r,.76-4748
#W24/28R6 02: 22 208322&515 MATERIAL rES71, AG7!:.3
16 MATERIALS Aqwst 24. 2006
TESTING & pelgr I'S of 29
INSPIECTION
C-Aw4srw>al Se,VlOec_ 3 consvucfor, :3 �ciaf ins
CONSIDEkkTTONS
Earthwork.
Recounmendations in tllirepaTt are used upon structuml elements of the project being founded on
coin tent native silt -sand mixtures or compacted situcturat rill. Structural arm should ix- stripped to an
ek-Vallou Alaf axpmirs these toil t-
qes, Excessively organic soils, delcurnous materials, andfor dislu ed
soils zcnerally undergo high volume changes- when svbjezted to Jcac s, which is detrimental to subgrade
behavior in rite area of Pavements. ffloor labs, stricturai 611s, and fotindations, Trees with associated row
systwis were noted at the time of our invMligatlion, it is re-.orrmended that orgartic and/or disturbs: soil, 1;1
encourtmd, be removed to deptliss of I foot (mnjjqjurri. and wasted or 3tockpiled for later use. ',5t-1V!)T4)9
depths sliculd he Adjustcd in the 'ficidto assurC that the enure, root one ardior disrufoed zone aod)or topwl
M T t m.atels. .act rernoval depthsho naEs uld e b
frncjvcd, Prior it) glare and compaction of Strticrural JIII '
dwtrinincd during grading operations b�s a Qualificd gcotcchnic3l reprtsentative., and shall be based upon
ks t, ST"
�;Uhgrade composition, and firm. tress or soil stability, l&.ntj:-,ed underV round storage tan
be'awsurtact Unlitim wells, or ;astirs�stems must be decommissioned, re - moved or abandoned as dccmed
nece_s4ary by gowrning fcdlcral, State, 3TIO )OCal 3gencics. Excavatior_s devejoped as t1w result of such
rerrovai mut be backfilk-A with structural fill; matenals as defincd below, and in the above section On Floor
Slab- On-G, ode,
After exii5tirl subgrade soils are excavated' to desip grade, proper control of subgrade conditions
-mistu rseen by a
re content) and placemcn: and _.-Ompacr= of new flif (if requnred) should be ov ' his e
re-,entattive of the soils ellg,'nevr 1, 1 n chic --pon
P ikecornmennationsfor sizicitual All presented with:
can Je used to mlnimox VOW,= chwip-s and differential setticincrits thlat are detrimental to the bchavXr of
fe-OtiTip, pavements.. and floor slabs, Sufflicient density tests should be performed to Properly monator
a z Per v J 0 () 0
-,I fill In wh budding struciures one in -Place densHY test P lift for eerY
=,,pactor_ For structur. _cne
-;ware.41 feet is -c-cornmended. In parkin and: driveway areas this can be dccmascd to one test, PCT rat
: rsr
cvzry W,000 square feet.
Dry Weather:
if -on . ucted during w I I r - assoc. Cad
- , structior is *o, lie con drat s considercd "Dry" seasonal conditions. p obit at
with ioft Dili may be avoidcd, :,Iowever. shallow g"undwater conditions, relamd to springtime runotT
3n I a
diorlat.- summerlearly !!all irrigation, -nay indu
ce,, ratting Subgradesalls. Solutions W-1orohlems . sscri-
ted
with soil -,ubgraOte S0115 arc �.Yjtlinedbelow, Problems rnaN= also arise because 01, 13ck ol'tnotsture ,n native
t
and ii I poi '
is at time of placement, ''its witl require ad�O addition of watc, aC5 eye near 3trsraurr moo ture
Lqwcofiivc soills �n cxcavations.may betcome frtlib'e. increasmg chances of �.;,Ioughing*r
cs�-x posed -,h -,onsl�emd as p?,rt of �.he overall alth 'aria ��,afet�ra..nagerrter:> plan,
ale
ires to controi ve just ouid
co"O& n IW6 Mawfair, TmIng
`Rise. Q ?37109 Soutil VW tonj taw wa
NWO
a 2", 4 , 2, a P, i«.I «NK'
A AW-U-St 24, 2306
pagt # 16 al -,)
%'et Weather.
It' Construction is to be xiducted during, fiat is considered "Wet" sewsortal condi&tions (cot in,)nvjom
rMd-Novmber to April";, Problems als=ated with soft soils -rust be corisidcred as part of the construction
piall� uring this time iofy ar, fine graired, soils sti- as 5flis and clays will beconic unstable widh mcreated
" e ch I
Metsture contant, and eventually dcbrai or nit. Additionally, coj�;tant Jow titm to j��du- Oh
4 Pe tures -
Possibi-15(y of dti,,n) ig soils to near optirnarn conditions.
Soft, Subgrade Soils:
Shallow t">nc gnuried subgradc soils 1hat am high in moisturc content --an expected to un. P and rut =dcr
xnsviuction traffix. 'The f0dowing recommendations andft, opt ons. have lbeecn included for deah-ne, willitlh
articipated grade wndivtons-
• T-mck-mmintcd vehicles should be used to strip subgradc of root ratter and oLher deleteT iou S debris:
H--zvv rubber -fired equirpnent s�ouLd be prohibited from operating directly on native su6vades. and m
$trUtcturaiareas such as rnadw-jys and foundatiors, Construction traffic can be restricted it, designated
roadways that do riot cross, areross on a lirnited basis, proposed roadway or parking subgrader,
• During periods of wet meatber, construczuon sari -site may become ver., di cult if not impossibiv. To
ensure--onstructabifity, acccssihaul roads ihould be constmkcted with a minimum of 2 feet of snciural
fill mzterial. Fill material should consist or rclat:-vcly Tars cobble (4 to 6 inch. in diameter! with
Sufficient fines to rill voids,
• Imtead of strucruml fill t)laccraent o , scarifitation and zeration of subgiade swils can he empiedo y
mduce titcrroisturz -conte-Im, After --,tripping is complete, the exposed subgrade should be ripped andtor
disk o6 to a dcpdh of IJ f6eet are. 4111owcd to air dry for :! to 4 wccks, Funher disking shotild `-Jt
*zrforired on a weekly basis to aid the aeration process.
• Aitemutc recommendations "wi be providcd invoiving lime or =rnent stabilization and e of
Zeotex?iles. upon request,
Frozen Subgrade Soils.
F7 - rozcn �,�UbeTade :sails must beailoused to thaw, or slay be stripped prior to pJacerriew 3MACtMi of u11iI
rnatertais,�r foundation tic—nents. Prozer scils must he removed °.o depft that expose titan-frozcn moils and
wA.5ted or -ilacknflcd lbr IR11C." Use. "liese soils must he ,tltowed to thaw and return ao tear optl Mmirr,
'1011diuvas prior 10 use 4S 'strucrural 1111.
Covynglt t^ 2,006 mail: nais -Vning& insp"-Itan, Z CC
vntom, v;
MW V jC. i SQ. j D Kj-j 09 ;ZaX i20817122ASIS
3
MAILRIAL IL51afl� FIX�E- !/33
Aug""m 2,4_1006
Page # Il of 214
Ma a's:=11ai
"Amise,'IM 206-11 Wq,,b;i
Structural Fill -
Soils revvirdied as suitable for use as struxTural fill are three classified as is* , GP, GM, Slov, $P: 3.m, and
IML. in accordance with the Unified Soil Classification Symm (U-SCS� k �ASTM- D.24-37), The use
' j c of siltv
Soils (USCS dcsignation ofGM. SNI, and ML) as fill may be acteptab)c- However, these materials mquire'
vcr� hi moisture contents for compaction and require a long time to dry ow if Ilarml moisrwr contents
are too high. Therefore these rnaterais can be quite diffic-alt to Ivork with as -no.,sturc conterit, lift
and compactivc eftit, becomes d,incult to control. If silty Soil is Uscd far stmctural fill, lift
should not exceed 6 Inches (!oos6, ai,,d Fill matcrial moisture trust be closely monitored at both =he working
cicvahon and the elevations of. materials already placed, Following placement, silty soils Ulm be =mcttd
from degradation resulting Iffrom construct an tnIT-x or subsequent construction.
Rccorr.rriendad granular structural fill rriaterfals, those classified as. Gam', OP, 5W, -,jP, should COM"isi of A 6
inch tmius select, alean, granular soil with no more than 50%oversize (greater than inch) material anti no
more char 12% fin cs (,less than e., and placcd in layers not to txcced 12 inches in louse thick=s. P'nor
to placernent of structural fill materials, surface i must lac prepared a4, outlined in the Construct on
C
onsixterations section, Smuctural fill --naterial should 'Lie moiswre-conditioned to jAch-'eve optimum
moisture contentprior to cornpac:-Ion, For structural PT below footings, areas of cornpactcd backfUl must
extend outside the permeter of thefocting for a distance equal to"the d-fickriess of fill betwer-n the hortam cif
foundation and underly-ing soils., or 5 fit-t. wiucheveris =s,
--ach layer of smictural fill must be compacted rm a "immum, dcasit., of 9r% of maximum dry density as
determined �v ASTM D 1 557 (for rigid structurts) or D 698 (for flexihic pavernents), The ,kS-j7vj r) [557
alld D 4698 test methods shall '-jic asea lmr samples contain nig ap, to 40% ovemize particles (greater than
mch'), If matenal contains IMOM chart 40% IDUE ICSS than 50% cvtrs-izc parrielles, cornIniction of I&DI shall be
conf=td by proof rolline each lift with a 10-ton vibratory roller (or equivalent*) until the mr-ximum derait!v
has been achieved. Dcnsity tezt-rig shad IN performed after zach proolf-rolling pass Lmtil the in-plact density
test results -,ndicatc a drop or no increase) in the dry tensity, d1crintd as zhe m=mum demity or "birvak
cv&' point, Tie number of required passes shalt be used as the 7equirement on the remainder of
;!iacernent.. Materiai 5hall contain is:ufflc;rzit fines to rill ail void 3pac-.S, and 3hail not contain more char f 0%
ovcNizz: TM.Mcie!;.
Backfill:
3azkfill -n-atertals sWI ascritic to the -equirements of stnictunA fill except 'hat is inaximurn ',-aalcrizi :sip,-
ihall ;nches. In no nail material 3-tater than 2 inches in diameter bear directly nn -;tn4c:-,jTaJ
�Icrncn-m T""acing overstZed ma,::71M agmnst 71g.d IUrfaCC3 intcrfrres with proper compacTion. Baickfi'l
ould iv -orripaved -M aczor.-ancz with -� t ,- -pet:fications 66m, rut rat till, except those araas,=vhtxc A is
dctc-miricd that ftlrum set, [Cment is rot -,,i concern. such as piwitcr amas. in nowrructural areas, backfill must
Je,;O,Mnaczed to a flan and urjv;cidinrz c:cincij,ton-
t apyl4i C
C �tw �� !006 M-2tonsiz ' sunr & imurrv'wS I �r
2711 gou-,,,j in (208) >'tP.2-61515
mw*mtl�M, corn � YWM mb.tmcom
ae/2141-28ch, "I'l, 22 we 33 2 2,,1 5 15 MATERIAL TES -II"* pf%-"E: 122/213
PIP- # 118 of 29
-?J,�,'mwirinenta� Geatelex :v
rftme-20,06 '-Vom'k I zoo- i 3,9wo6i 7 loz�gnr=A-Ioc
Excavations:
Sbadow excavations that do no'. exceed 4 feel in depth May be consttucted with side slopes ,pproacjjiUg
vertical. Below this depth, A is rectir==ded t1at slqj --s constricted in accordance witti Occupg-
pi. tional
Safew and Health Administration tOSHiV' regulations, section j 9,-76 accordance
suboart P Based on thew regulatio,1g,
tan- li . te .polls are classified as type "C " soi;, mid cxcavatlons within these soil Should be constructed at a.
bot hortzo, 2
irtaximum ��lope of I eh f .1tal to I FDOE vertical 0 ljiH: I V) for "cavirtions up t 20 €'cet 1 r, S=,V
E.Xcavauorss n excess of 20
mizi aril require Additional analysis. Dote ..that jhese, t e iTglgjAr
U-t--
en urn iti -Q
S;hallow. �=ewWd fine gramrd soils (ca0chic). mmuntered through Much of thcstn3 may cause difficulties
during foundation development and utility placemertL 'rhese sails typically extended through depths. of 2 to
8,5 feet. For deep excavatio.%-, native granular soils c-Arriot be expected to mmain �In posit� 'r
z L � 01.1,
miatzrials are prone to failure and may collapse,, then:by underminin 7-11 0
g upper soils layers. is spec.I
,^,,c wben working, at dep"lls rear` On;; watcr tabic. Proper cam must be taken to protert personnel and
During our subsurface e.tploraitior. ms: pit sidewalls geasily exhibited little indication of Gotta
1 *4 o wever, some caving of granular soils cc - tired, espeziallv after penz.trationof the watcr table, care must
lie :akcr so zhat kcxcavations we properly badkfilled in accordance with prmeduresouained in this report,
Water ,wd loosc debris stould be rc=oved from ibese excavanons, prior to placement of fill ;oils or
Groundwater Control:
Orourdw-3tcr was not ertcountrrcd in the investipfion and is anficipatto be below the depth of most
cis ns,trucrIcn. Excavilbons tie!ow the vater :able will require a de*,vatering program. It inaypossible to
dischaqge dtwatcring effluent to mmore w—Tiions oC the Site or to a strategicaily located sump or pit. 71,111's
will essentially recycie efflittem, flnus efimnating the need to enter into ap-reemen'ts with iocal drairiagc
authorities. Si ould the .5copee of the proposed Prto)tct elan ge. V11 should be 1-ontacted .) pravide rnore
dctai icd srourdwatcr control rreaiures,
Specizi precautions may be required *or :ontrril of ,urfAcr runoff and subsurface: ,ccpage I in general. it is
rtcortirrended. that ru-noff caused by we: wvav�er bt directed away firom open cxcavarions, Onn-sitc -Al!v or
c.ayev =,ofls can 1)cexrecteal to Imcome soft and pwrip if zwkijected so excessive, —niffic following pentads of
wic, weather, i0rinded iurfice water areas sbould be drained to -Allow construction to take place hrough
Incifiods -,uch as trenching. -'11oning, crowning trades, .i.grhtly smooth dniin roffing g or . ms tailation of a
F-c-tich-dtam -iystem, ,Wditionally, 'zmpom-f iw per-naricni drvcway ~smuons may iv ;onsaucted shouid
�;Vct �'Vewher 'het O!Iecast.
It, fe"sowc A "noomm. inc
Viria-,,4-mv Way - eoize, 12,08) -tc-4-48 -sax 4208132 i5ls
MRAAM1111-4,com WW1f 1rVt-#d1C-OM
as/24)20016 , 2083226515 SIATLRIAL . �wAkx—
tjMA*r1ERwLs A� 2,4, "(Ono
TESTING Er P29C * 19 d 29
iNSPGCTION
Emraeermg,
GENERAL COMMENTS
hcn plans =d 3pecdlcatior;s are complete, or ifsignifkant changes are ode ;,- the character or location of
the proposcd stru'CMM COP-5431(azion $,hculd bC arrangcd as $up r. Orr-re.n an
plementa v rec dati s may be mQuired.
It is recomravnded that tine 5crvwe of a Qualified geotechnical tngmeertng fat be engaged to .es' anA
VVIR,Mate sol-IS ;1s reoung excavatIafts before 0jacerneni of concrete to ticterminc if soils meet covnpwion
Monitoring and. to ass 5hculd also be perform. cd .o verify than su;table triatenals art-,, cd for
s=,cturai fill and that proper placement and campzctnon is performed.
"'751 SCUM VirjOtv'.i&-w 'Way - 3e4e, 0 83709 , 2,Ml 57ir«s33ty--Ax ;,Z= 322-6S15
=.MaN ". VM-�dxom - mvw-M1t"�3,CDM
. ra
2081226515 MXNERIAL TESTINC PA113r— 22/1i
ATC-RI M
Augusl 14,200t ALS
Tr=STING & Pagr Af N) of 2;
INSPE-CTION
412006 -4mrm� 12 OC— 1 W-M 4 Z
REVERIENCES
�ietican Society for Testing klatenals. 11 499�, Standard Test Meth od fc-Oviatcrials Finer than 75-Am (No,
200) Sieve in Miceral Aggregates 1�y WAShing' C 117
P,
Arnerteart Society for Testiog Matcrials. 19"-
Standard Test Method for Sieve Analysis of Fine wnd COarsc
AP,Pregates: C 136 - 96a, 5 P.
A.-Ar-rican. Society or Testing Mlater,31s, 1999., Standard *Nst Ucthod.s for Liquid U-mit,Plastic Litniti and
plastic -� 'P
i y I..14ex of S oi* is, AS -Nj Dmtgnazion: D 4318 - 86, 1 p.
C,oibat, A.A., 14W Soil Survey of Aca Coujity Arca, Idaho: US 1)=-artynent of Agriculture- So!
%,r
onservation Scrvice, 32. � -
Othb--rg, K,I- and Stanford. L. A , 19,42, Geologic Map of the B*jsc Vallcyand a4joiningarea, Ada and
Canyon Counties, Idaho: Idaho Geologic kjap Scrims, scam 100.OW,
177,74, loise.,Z)143709 - .
awmis Talamp aipwtzn,
. e 41
a'-1:22 5 111ATERIAL TESTING , PA�Z 23/ 113
MATERIALS Augmt 24, 21006
Pap
TieSTING
(i INSPCECTION
z Elvircr-mrmal swvl(,eN a GiaFeel m,"
�r.4mc,,206 report"M, 200-1 194�W
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTUM
GE-wUX14MICAL TEST Pi` rocs
.AASHTO PAVEINIENT TmCKNFss DESIGN SHEETS
Su E INIAP PLATES
tatl.am matcnais l-w-tton
. . ... . ....
27�)l 'Souln v=.1m %'�flw
i.mag
MATGRIALS August 24, 2006
USTING & Pip# .112 Of 29
INSPECTION
GEOTECHINICAL GF-NEKAL NOTES
SOIL PROPERTY SYMBOLS
N' Sto4ndard "'N"' penetr3tiwl- Blows per Foot of a 1,41) pound hamme-r faffirg 30" on a'2-01). S5,
QU. Ulconflned" cap mpri:-fiss".rt stmaggin, wns/ft2
Qp-. Penct-ometcr valuc, uncorditicd zomplrcssivc streng-1h, tons' 1-4
Qc- Cone ftnc"metcr vduc, uncon&d comprcssivc strength, poundsiin�
V. Vatic value, ultimate shearing wength. tonsift")
M t Watercontent, %
LL: Liquid Limit
PI: Plasticiry Index
NP- Nonwftsttc
WT,- Apparent groundwatt-I'level (al time nested after coo nletion').
DRILL UNGAN D SAMPLING SYMBOLS
SS: Spilt -Spoon - 11" LD- 2" OZ, c=-pt where noted.
ST; Shelby Tube 3" 0,T) , except wilere anted.
AU*: Auger Sample.
01)� Diwrorid 13"L
CH- Carbide Bit,
(�$, Grab Sample.
RELATME DENSITY AND (:ONSUSTENCY CLASSIFICATION
Non-Coh"ivt Soils
Standard Penetration
Cohesive Soils
Staodard Penetrstion
Resistance
T
Ver" Soft
Lo ose
4-! 0
So ft
... ... .......
qs
Fi m (314eurl "Rit I
443
stiff 5
Dense
. .........
P,%RTICLE SIZE
44vrsc mir. Ao 0 is tuns Silts 1,074 ;nm toO,I)ft'
03' In Nltdium Sand 'Ll'b Irm to Olays 11005 TM cot SMilt'r
G. r V V 'm I in. to 5 nim Fine Sand O'z MM to, 0,074 min
. Ir a
TESrING PAGE 125/ 32-
MATC-RIALS AaLmist Z421006
TESTING & Pay. 4 21, Of29
INSPeCTION
3 ICO,=Vurcton Matenats Teging L
Major
Di'visions
Coarse
Graincd
Soils
pams
�COO Sieve
Fine
ritaflird
i0i Is
>5'0%
passe-k
IZOO sleve
Gravel
and
Gravelly
Soils
<50%
covarse Hetion
r,asses #4 ieve
Sand
and
sandy
Soils
coarse -raction
masses #4 iieve
Slits
and
Clays
LL < 50
Silts
ane.
Clays
L.I. > A
-:11ighly Organx Soils
Unified Soil Classification System
symbol Soil D"triptions
Will-gnided gravels, M, vei-sardmixturcs, little or no fine%
GW
no fine
C,
Silty pavels, Poorly -graded gravel -sand -silt -,nix=es
G'M
i Clavcygravels, Poorly- ,gmded gmvcl-sand-clay tnixtum.-
Oc 1
graded sar&, gravelly sands, little or no fires
Sw I
Poorly-wadedsv.ds,;ra:vc.Ily sands. little nor no funts
SF
sand-gravel-5ilt rnxrux-es
Silty sands, Poorlygrraded
SM
Clayey sands, Pooh -ceded iand-gravel-clay rn:xturcs
Sc
inorganic silts & veryfine sands, silty at clayey fine sands.
N N IL clayey silts
l.Ijorganjc clays of low to -nedium plasticity, gravelly clays, i
CL a Is, s, t v lclays, lean ays, Ican clays
Organic Silts and organiz silt-eiays of In plasticity
........ . ......... ............ - ........... ...
Inorganic silts, Twcacc-Ous or diatornaceaus, fine 5an or rn
inorganic clays oil high Plasliciry, fAt Clays
CH
Organic �iilts and clays of -,nedtutn-to-hi� pia sticity
OH
"cat, humus, hycxlc $oils, wiiin big[,, orgesnic .owent
yngounp At : nswz tar, n g
,,Va-v - Boise, ' 0 !3709 - i 2081 :176-4 " 416 - aX 12M -322-65 1'�
ZIPAO �-"%t)4rMj-iCIxxIM - www Mt-SO'COM
. I- a
August'214. ZW6
MATERIALS Page 4 24,)f �9
,STING &
INSPECTION
GEOTECHNICAL
]INVESTIGATION
TEST PJT LOG
"re-.+. it Log#: Tp- I Date- AdvancC,"'-� SiV-006 T oggc4 by, Monica Hunttr
��cavated bj: rrS Excavation Location. See LAter SitieMAP PIAW3
-M WatmPabic- Not Encounwed Total Dcpth. 14.7 Feet
Dtpfh ifield INISIUVtion, WiUscs Soil
samp le SAXOPIg Npth 1 Q)p ub'['est
(Feet) and Sediment C13s1if1,.c2ti0"
IF,
T From -To) 1 ID
Sandy Silt (NO,): L,�ght brown to
Bulk i.5-3,0
O�O�4 brown, *-,, sq?- zo very sq�f weak
ealcium cwrborate n trtcarton Irom
7 0 fo 4,9 4
iand organic ma;ei-af to a 6,loof
-44nd contem ;;perease' lvf,,h �eznth.
I
Pooriv Graded Sandy Gr3yet
4,9-1 7 tCp)� vhghttv mars"
Medium :je ingemirr-mot week
calcium carbvnatC Cam CM4P or" Ivith
11ne to coarse grainvi sand and,6
mch minas cobl?
7791 SOU10VIC'IM, ovay Art *c 40 WM9 * 4,208) 276-4746 - fax i2081 av-e6s,r
a2:22 Ml�_XIAL It,t:00A3 — � �
MATrERIALS August 24, 2006
Tc-STING & page 5 of 29
INSPecrforl
Em4w.mer.W Services -.1 Geov_M*rical engreenns 0 COMIrwicn Matesets Ttstins JSqpecoal Inspect!On.
ome,,ZM repormll 4200- 139%6; 23 kgv_-ezhAaiz
GEOTECHNICAL
17INNTSTIGATION
TEST PIT LOG
a pt Pit Log#: TP-2 Oat-, Advanced: SIVA'% -1, LogZ-cd by: Monicv Hunter iE1 xc,avated �y.- JTS Excavation Location: See Later Sitie _Ik_Pt!!In__
1)- -
to water,rable. �Not Encountered Total Depfh161 Peet
— — -----
Depth
Field 'Description. w1flu"ISCS Soil so mple sample Depth Q�T�.v
b Test
Meet) `vnd
Sediment Classification Type iFrom-To)
i
Leon Clay i CLII!
cis 4.5+
A
Sandv Silt (IML).- Brown to dark
1.25
35-3,
1,2-3.6
broww. slighvsv moist ve,7 NVIT Wit
Silty Sand (SNP; yeilow Chown,
3,6-4k2
,;jjg1ijjy moist, rime dense.
moderate calcium carbonate
cementation, to medium
zrainwd�F and .
'Poorly Graded Sand (SP): Orange
4.1-5.7
6.rown., 71jg.htt,� moist, medium den-w. I
with 11"ne to c2grse zmned ,Vnd ---------
Poorly Graded Ssad;_(:,r_3veI
i moist loniviv, medium der se to
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