07-0135 Stormwater Pollut Prev Plan 060508
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f horek~ state that this r~orft for the To's or~tal rojot his beery prepared
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r.rsr.ra[ err custorrl~ry ire this eorr~r~rrrr~ity for professior~~t en~ieers®
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the following paragraphs describe how the twelve os~struction tormwater
Pollution Prevention minima req irements wel! e satisfied for the ~`oday's
yenta! project.
hen ossibleF the duff layer native topsoil and nature! vegetation will
remain undisturbed (PIMP : Prase ink atural eetati~n). over, if
they cannot e retained in place they will e stockpiled on-site and covered to
prevent erosionm e site vetatic~n and topsoil gill replaced immediately
upon co pletin of the ground disturbing activities.
f ~rtt 2s sabtih ontrs~ion cress
e invent transport is not foreseen to e a prole beta. se the site is so smelt
~approi atety .S acres. Therefore a wheel wash or fire bath wilt n€at e
required,
S ould sediment e tracked can to the street, the roads will e cleaned
thoroughly at the end of each day, or rr~ore frequently during wet weather
f sa 3: csntrl Flea etas
the T~dayFs 1)entat prnjt dies not require a dc~w~ntrear~ analysis,
stnrrnater dtentinnfretenti~n fa~iity. per anent infiltration pens, car any
ether type of flow control structure, phis is die to the srr~all site size and
phasing of construction.
f~~t : Stabilize Sails
`(rya . Protect Ic~ps
The slopes on the Today's [dental project are very it and watt ~e~etate.
They range from flat to aproxir~atet four percent. ecaose ~ these factors,
the site wilt not re~.~ire any slope protection. off-site storwater (ron-one is
not an erosion concern ecaa~se the suit has such a high infiltration capacity.
~ ra 7s Protect gain knits
frraerrt ;Stabilize hann~s and ~atlts
The project site has no existing or proposed channels or o .nets. Therefore no
staiti~ation as req~airedm
E'f prat : control P~altmafint
The construction S wilt e retained on®site or at a nearby location. It wilt
e modified whenever there is a change that hasp or could have, a sinifiicant
effect on the discharge of pollutants to waters of the state.
roect esri ti~a
The Today's ~3ental proaect i located at t e north corner of the Solberg Street
and Yelrra Avenue V~ intersection. The site consists of parcels 21724142300
and 217.241452200, both of which are zoned - tom erciat. The site lies in
Section 2, Township 17 , fin 1 See Appendix for a vicinity p.
hiearly all of fibs 0.57 acre site will e disturbed during the construction
processor As previously mentioned, site construction will be completed in
phases, which will red~rce the environmental impact o the construction
activities. See section , ~'car~sr~ctica~a i*'h~rrr for ore details.
Approxi atety 350 d~ of ateriat will cut fro the site and teas than 50 yd~ of
material will be fitted,
isin Site Gc~ itic~r-s
high rate. The design infiltrate rate is suested to e 1 inches/hour. ~
Attachment for the eotecnical report,
There have been no erosion problems associated with this site and we do not
foresee any difficult site conditions. used can the survey, there appears to be
no fuel tanks or wells on the site.
There are currently no known critical car sensitive areas ors car near the project
site. however, there is a septic tank and drain field that will require removal.
It is located near the northern oat paint of the southwesterly parcel. The
septic system will e decom assiond per apart ant of Ecology
requirements.
went rasa
The site i bordered to the northwest y ra~ulta®fa sly resi noes and a
co mercaal building. Jefferson Avenue or era the site to the northeast
l~el Avenue (SR ) borders the situ to the southwest, and Solberg Street
borders the site to the southeast.
base on soil inforr~aation rovaded in the eotecical report, it appears that
the project area runoff infiltrates into t e site soak, Since the site has such a
food infiltration ability, stor water flow anae ant will achieved by
utilizan an underground infiltration facility. A ownstream analysis as not
rovaded in this report since infiltration will be utilized.
It ap ears that the site does not accept any off-sate runoff. base on the
survey and generally mil slopes, current runoff fro adjacent sites also
appears to infiltrate into the soil.
e ritica~ rasa
There are no known areas on or a ediatel a jaent to the site that would be
classifae as a critical area.
a Soi l
~~
explorations. Further information regarding the on-site soils can e found in
the geotechnical report dated January ~ 200 See Appendix ~.
FORA, Inc, has classified the bleak ash as -S1~'a and the glacial outwas as SP
per the 1.150 Soil classification system, The soils are capable of infiltrating
runoff at a high rate. The design infiltrate rate is suggested to be 7
inchesfhour.
enta ros~c~n rca (e real
All areas of the site that will aue exposed underlying sails due to grading aue
the potential for erosion proble s. oweuer~ the erosion and sedira~entation
control ensures slaecifid on the plans at~d the generally flat terrain, will
inimiz any potential for erosion and sedi entation problems.
4 Ica st cior~ asir~g
The construction phasing will take place in the order listed below. each phase
will include, ufi may not be la itd to, the indicated tasks. Some portions of
the steps ay performed out of sequence as conditions require.
nstr ction Sc e ule
construction is anticipated to begin in the spring of 2008. The ciuil site
development work is anticipate to be co plated and stabilized during the fall
of . wring the time period from October 1 to April t1 wet seasons no
soak wall rerr~aan exposed and nworked fc~r more than two days. This will
reveal soils fro becoming unstable and ore susceptible to es°osion.
ina~~i[/ ~rner ip sc~nsa i[ita
The rert n~rner9 Judd end Sarah Sherman, vitt res~nsite fc~r bands
and anther required securities.
gi n inrin lcu(~ti ns
u tca the smtt sire sa the site and ca~nstructia~n phasing, neither a sediment
trap na~r pt~n is require l~eref€~re engineering eatcutatic~ns are neat
necessary.
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T~conaa tr'4fA ~5~~~
253-537-905
253-537_ca~~ ~ fax
,Taazz~azy 4, 2006
TOz~397
~reiazx ~entaf tenter, L,L~
~(~? Yelzaa ,~veaaue t~%~st
~etz~, ~ 98579
r~ttezation: l~r. Sarah Si~ez~aaan
E3 zs pleased to submit dais repoz°4 escrilaizag the results ofozzr geotechicl ezagineering e~ralzzatioza fear tlae
residential developnzezat p1 ed at 502 ehrz ~.ve west and 14}7 Solberg Strut ir1 Yelaa~, Washizzgton.
is report xas been prepared for the exclzzsive zzse of elna I~ezztat ~ezater, p,C and tlzeix consultants, fear
specific applicatioza to this project, in accordaaace with genez•all~ accepted geoteclarzical engineerixag practice.
1?lans calf foz° ties removal of the existiaag lacsarae azrd dental ofl'zce azad cozastrz€ction of a new ezatal office,
associated parkiaag, azad a stca water izafiltration facility. The properties will ha~re access from Solberg St.
IL.C~ TI2. TC}~3
e explored szzrface and ssz-face conditions at the prcajcct site oza Novezaaer 1, ZO. Ozzr exploration
progxazaa corrzprised the following efezxzesats.
A sazrface xeonzaaissancc; of the twee parccls~
'1-'eza kest pits ~desigzaated 'I'P'-1 tlaxough T-j, advanced across tae situ
m One 4sraizx Size azxalyses of can-site soils;
~. Tlaxee Zn~ltration Tests; and.
.}at~3sa;~~ 5; 2GC~r ~~RA; lt3G,
! ~~,~~ t (~`P~[li ~~fltd~
A review of paablished bealogiu aa~ad seisznc~Icagic aaaaps aracl Iitera~~re.
Viable 1 ~~€aa~aaari~es tl~e apl;roxi~n7te fu~actianal incatic~ns ~~ad te~~ani~aati~?za depths of on~° sabsau~uce
explaraticaras, a~ad ~igatre 2 depicts their app~-axianate relative t~c~tians. ~fhe f~llowux~ text sections describe
file procedures €€sed fac excauati~?~a of test pits.
T[ae spec%fic nnts.~[ier azad locations of arzr explanations were selected its relation to the existuag site features,
a~aader flee ca€astnaiaats of saarl'ace access, and aaTadergroaand ~~tility cont~licts,
~. `Test IPit ~r~ace~rres
Ctur exploratory test pits were excavated. with ~ steertraded exc~s}star operated ~~ aaa independent fia°iaa
~jorlii~:ag a~nden subcontract to E3 A engineers frozaa o~zr t~rrza c.ozztinuoaasly obsezved fife test pit
excavations,, logged. flee sribsurface coaaditions, and collected samples. After we logged each test pit, the
excavators oenator backfilled it with. excavated sails and tt°azzaped the saarface.
202 filtration 'Test T'zoceres
~~'e r~eroraaaed falli~ag head zza~ltration tests at ~ depth afabaut `~ feet ithisa test pits `t`t'-1, 2, and ~. All. fallitag
faced tests were performed in genenal accordance with flee falliiag head type iiafiltnatian testing pnaced~ire
described iaa flee EPA. publication C~~~-site l~'~z~~teavcztet° 2'~°~~xtrnexat ~~ra' ~zs~c~s~rl ~'}ast~rrz 19c~~1, described helo~v.
TQ~ X97 ! Yei [~r~ata[
£~-izacl,-diarazeter PVC' pipe was tamped 3 to 5 iraclaes into flee sail of the zapper part of the iaa~itratioza layer,
the~~ 2 izacizes of coarse, clean draita rock. ~~fas placcd at flee bot#ozaa of flee pipe to prevezat scozrriaag. Sail was
placed and tazazped oztside tizc pipe for stalaiEizatioza and to pre~~ent up~~jelliu of test a~~ater arouzatl file pipe. `Tree
pipe was the~za filled twice with 1 foot of water to pre-safarrate the test soils. 33ecause, iza ail cases, ~. toot of
watez- infilfrated flee test sails iza less Haan 1 ~ na3.~a~ztes, fuz-tlaer saturation was deemed ~naaaecessary azad the
izafzitratian test Iaroceeded,
Tlae ,pipe ~~~as tlacza fzl.led with CE inches of water, and, beca~zse :cite soils ~~tere Qound to be z-alaid.iy pez~aaeable,
flee fiaaae required for infiltration of flee entire izach coluzazaa of water vas recoz-decl. We repeated dais
procedcare three tizaaes at each test Iocation azad used. ozaly flee sloti~rest of the 3 recorded in~ltratioza rates in
ou.r analysis.
3.0 ~~`~'~ ~C3~I~~'~'IC?I~TS
Tlae followiiag sectiozas of text present ozrr obsez-vtions, zneasure~azents, ~~adings, and uatez~pretatiozzs regarding,
surface, soil., grozrndwater, seiszaaic, Iiuefactiora, anal iaafxltration conditions.
3.t ~rz~~face ~'oitizans
Tlae project site is relatively level ~~~itla no zaoticealale laazage ua elevatioza.
Tlae ~0~, elan ~.ve Nest parcel currently leas an existing 4~e1na L>ezatal (~ftce and 1(37 Solberg Street currently
Iaas a home on flee lot. The xerzzainer of the sites axo yard or parking,
Vegetatioza onsite consists of grass seed some small yard trees.
Isio suns of staz~face flow, such. as stream eh e1s oz- erosicaal scars, were ranted during our reconnaissance.
Flo ponds are onsite. o seeps or springs were observed.
`I'Iae enclosed exploratioza logs provide a detailed description of flee soil stz~ata en: ountez°ed iza our subsuzfa.ce
exlslorations.
.~.~ I.~bzaratoz-y T~stinq~
Qur Crain Size Analyses of flee sandy gz~avel i test pits -!,found within tize zone wiser°e irafzitratiora will
likely occur (7 feet below czzrrent grades indicate treat ties silt content is iza the range of 5 percent.
~c^al(' ®.ia ~2i j1iu i c i ~vS s. i3 s. cec~
°F'A=e r<a,~.;s'-..za~ oc~~c-x,t o~ ~az'<:a e~st'~as<. GIx~ G~=<e c;`xz~~1 ~°~ic~z ~ a~.^,ut ~ q~~~.c,:~~ as ~;_ ~ ~'~,
upper sous as beixzg close to optixnuzn moisture.
Tlzc enclosed Laboratory testing sheets ~ aplaically pzesent o~,xr test rest~lts4 and Table 2 szamznarizes these
zestalts.
J~s~a~~~ry ~, 247 E'Ri~, Inc,
i ~~3~? ~ ; ~'~[~~ ~ent~[
3.~ rozzndatr odiicans
At the tinge of Dear reconnaissance ~~tovenzber l , Zf~Q~}, we did not observe grouzxdwa~ter ~ any ~~ otar
explorat%ozzs, wlaicla extended to dept~as of up to iq feet. Rio sigraihcant mottling was observed.
It is not anticipated float g4-ound water will be encountered during t~fpical onsite constz-uction activities.
3, Seisn~zic ~ondicans
used on our analysis of subsurface ea~ploratioza logs and. oa_zr review of published geologic za~aps, eve izatez~aret
soil corzdi"bons on floe site to correspond ~vitla a seisznzc site class Sr, as defzzaed by Talale 1 ~ ~, I.5 of floe ?f103
i`e~~~a't~iorz~zl ~ztildin~; ~`cad~= (~13~'}. Ae~c~rcliaz~ ttz the II3~', tae site is eisza~ic 12e~iozz 3.
Lzrzefactio k`ntentil
l~iquefactiozi is a szzdeza increase in pore watez° presszzre and a sudden loss of soil shear strength cazzsed y
shear strains, as could result from aza erthgarzake. Research has showzz that saturated, loose, fzne to medium
sands with a fznes (silt and clays content less than acaa.zt 2 percent are most szaseeptile to liquefaction. e
did not obsea-~re easily liquefiable soils onsite.
3s7 n~zt ton conditions
.?~. storm eater. izifzltration facilzt~T is planned foz- the site. lea a>ur tlzz-ee test pits located in the viciazity of this
facility, test pits TI'-I , , azad ~, we observed loose silty sazady gravel with a ~zz~es cozltent that averaged about 5
percent. According to the fl.S.l~,A. Textgzzral Triangle, our laboratozy zlalyses ofthis soil indicate that it is a
gravel, couzse sazrd type ~ with izzltration rate o 1 znizaute,~izaclz°
TI?e results of our in~ltrati.on tests are presented in `f'able 3. 13euse izztltration was zaaoderately rapid, eve
z-ecorded the time necessary fora inclx high coluznza of water to infiltrate cozxzpletely as discussed. in sectioza
"?.2 above. rased. on our field testing, the Average Izifzlixatioz~ late fear soils at a depth of 7 feet is 3,Ei znixzates
per inch. ~ [der incorporating a Factor of Safety oft, we recoztaxzaend a l~esigra Infiltration Rate of minutes per
inch X10 inches per lzour~°
Ja=xuan~a 5, 20Qr
T~E~397 i `t°~Ira°z C}erag~i
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,~ ~~LTJIt?N .~1~ ~'C}1~E ~`I'fS
Plazas ca11 foz- the preparation of a new dental calf ce, paved laarkizxg, and infalta°atian ofstozx~a water on site. %e
cafler the fQllcawing concl.usiozxs and reccatrznxendatians:
1'easibiiity: Based on azzz° fzc;id e~lalorataans, research, and anal}uses, tine proposed
develapnaerat appears feasible frozxx a. geatechxaicz~l standpoint, pz-ovidc,d that the
reconanxendatiozxs in Seci:iazx ~ and i:zx this repoz~ are (allowed.
f`ozzndaticaza~atians~ 'fie recozzxnxezxd cozxvez;taozaal spread. focatizxgs s€zppaz-ted ozx frrzxxly
taznpac;ted native sails. Recozr~zzxzendafiazxs faz• spread fcaotizxgs azTe pz-ovied in Sect~azx ~l.
a laor ptaozas: We retonxnzend eitiaez° a cazxcz•efe slab-an-grade or joist-suppoz•ted floors for
file proposed conxnxercia.l structzzre. Sozne oven°-eYCavation ~~~ill lie necessary (car slab-on-~ ade
floors. l~etonxznendatiozas for slab-on-grade ficaors are included in Secfican ~.
C.rnsife Intiltratiozx: used cazx ozzr ozxsat~:, izx:Itrataoza tests and stalls azxatyses, sve recozxznxed at
f?esign Infiltration 12-afe of 6 trzinutes per i7acix far soils i.n tixe vicinity of tixe planxied
ixxfiltrataon fatality.
~ sphalt pavezxxent~ tructczral fill subbases alapeaz- dcs zxot appear to be necessary pravidd that
szzb-grades are caapacied to 5 percent tna~inxaa€xa dry dezxsity. ~ pavernezat sectican,
consisting of ~ inches of asizalt pavement aver d inch crushed rock base, is recozzxzended
for fixe pl ned parking area.
i ixe fcallowang feet sections of this report present uz• specific geotechnical conclusions and reco endations
concerning site preparation, spread footings, slab-on-grade floors, drainage, sugrade walls, ands ctz~ral fill.
The SI~~?T Standard Specifications and Standard I~l• s cited. herein refer to ~YSI~C?T publications M1-1,
~5`tcznc~a~r~,Speca~,atiorxs•,~~a~ t~cacl .~ridg~, act ~c~aic~?cxl ~`carasti°r~e~zcan, azl i'v11-1, ~S`ta~zard Pla,s for
.z~cxa~; ~t°id,~e, cxnc~ 11~ui~ipZ ~`r~nstrt~~ti~atz, respectively.
e Siff x°e a #in~z
1reparation ofthe project site should izxvolve erosacan control, tezaxptarary drainage, clearing, stripping, cu g,
filling, excavatioaxs, azxd szagrade ecanxpaetion.
~'exxxpcarar~I~rainae; e retonxiaxend intercepting and divez-ting any 1?otenfiial sazarces f surface car
near-surface water within the cosixzzctzozz pones before strzppizag egazzs. I3ecazase tlxe selection of azx
appropriate drainage systenx will depend. an the wafer zzazatity, season, weather eazxditions, canstruction
January 5, ~OC7 ~~; l~~c
T~3~ e ! ~ °ern C~~ntal
Sub~z~ade Cozxzp ctia~: Ex~o~ed sub~rad~s fir faatin~ azza~ f1_~°zrs slzc~zflc~ tze ~caz7zpacted tcz a fzrzzz, unyieldizlg
state laefore new concrete or l ill soils az-e placed. ~1.zzv localized zones of looser grazzular soils observed within
a szzbgrade should be conzl>acted to a ezzsit~r cozzzzzzenszzrate Willa the szzrroz~rzing soils. fxz contxast, an~r
organic, soft; or pumping soils observed within a subgrade should be overexcavated azad replaced with a
su%tale s ctczral fall material.
Site 1~alliaa~. C)ur conclusiozzs regarding tlae reuse of on-sate sails anal our cornzzzezzts regarding wet-weather
filling are presented subsequently, 1Zegardless ofsoil type9 all X11 slzozald e lalaced and compacted according
to our recozxzrzlezadations pzesented in the ~`trctzrr~al dill section of this report. Specifically, building pad fill
soil should be compacted to a unifonaa density of at least 35 percent abased on AS -1557}.
Can-Site Soils. e offer the follo~v~ing evalu.atioza of these ozz--.site soils izz relation to potezztial zzse as strLZCfral
fill:
S'zt~ ficiczl s5"~c~ a~~ Z'~rpscazl: `l'he sod azzd topsoil zzzazatling the site is not suitable far use as
s cturai fall under azay circumstances, due to iaigh organic content. Consequently, these
rzaaterials can be used ozaly for noza-structazral purposes, such as in landscaping areas.
Stared Foatis
in our opinion, cozaventiozaal spread footings will provide adequate suppoz-t for the proposed structure aftlae
subgrades are properly prepared. e offer the following co ants d recorrazazezadatiozas for puzposes of
J~nua~~ ~, ~O~i
Tp~3a7 ~ ?`~~z~~ i~~z~ta!
footing design azad constz~Ltioza.
; ootira~ ~eptlas and ~idtl~ : p'or i7~ost azad erosioz.~ protectioza, the base of aIi exterzor footings should bear at
lea t "~~ iz~ohes bolot~i adjacent outsis~e ga•ades. ~~ l~zaail: post-ronstx•uctioza seftie~nerats, coz~tia~uc?us (wail} and
asotated ~eolu~~a~r~j footings should be at mast 1 ~ and ?~ inches wide, respeetively.
Hearin ulagrades azad Beaz°in Pressures: The zaative ashy,, taye,r az~d glacial ozztwash u.nderiyixz flee proposed
l~ootin~aaad temwall Baeki-ill~ `fo provide erosion protection azad Lateral load resistaraee, we recozaamezad that
a1I footing exeavatioais be tackfzlle on ot3a sides of the footzns, retaining wails, and s#erz~wails after the
eoz~.erete teas eared, Eithez• imported s etural fill or noza-~rganie ozz-site soils can 6e used for this purpose,
eontingezat on suitable rszoisture eontent t the tune ofpaeez~~ent. regardless of suit e, all foo ' g bacl~zll
soil should be eoznpacted to a density of at least 0 pereent (based orz ~T~I;L}-1557},
L,a#era.t i~.esistace: pocatings that have been prc~peri~° ~Saz;~itie as reconarsaended abo~fe i11 resist la#eral
move nts lay z~aeans of passive earth. pressure and base friction. e recornzxaend using an allowable passive
earth pressure of 300 psf for the granular ael~fill. e recoz send an allowable base frietiQn coefficiexzt of
0.35 for granular sails.
~~~, ~c~x 7p .r'i. ~L?uf
~VV~~f i ~°~f~~ ~~~rltc`~.~
r=~~;A, inu.
4,~ l[~t°ain<~z~e Svst~~a~s
~~fe offer tlae folio~~iazg z-ec+a zs~tadatioras and cornrnsnts for drainage desigaz fbz• coz~st~~.zctiou purposes=
1'eriu~eter I~rai.ns: ~~e reconznaer~d that the buildings bP ezxcircied ~itia. a pcrixzzctsr drauz systeza~ to collect
seepage water. This draiza slaoi~ld consist of a ~-Inch-di~ua~zeter perforated pips:. witl~zirz az~ ezzvelope of pea ~avei
or wasi~ed rack, oxtezadiug at least 6 iztci~es ozz ail sides oftlle pips. 'fize ~~xavei szzveiope should. b° wrapped
with .filter fabric to rsda~zcs the n~zigratiran offzzzss front the s'~rz~ouz~zdiszg soils, Ideally. the drau~z invsrtwouidbe
i.nstalied no zT~ore than 8 iaaches above the base of tine perirxzeter footings.
Szzbfioor I~rahrs: Because floor szzbgrades will. oza a g~-az~uiar z~ateriai, we do not recozxzmex`zd the use of
sub#Ioor drains.
f3zscl~arge Gozrsi.deratiot~ _ If possible al.l periznstez- draizzs should discharge to a suitable disizcarge l.ocatioza.
I~.ezuc~fl' ~~later. Rc,caf-z~zrzcz and surface-ruzzc~f# water slacsuid zaot ctisciaarge into tl~c, perizx4eter riraiz2 systerr~.
Instead, these sources should discharge into separate tigi~tiizas pipes azzd bs routed away from. tine buiidizag to a
storrzz draisz or other appropriate iocaticszl,
Gradin#~ anal C: apps`- final site grades shozzid slops dowzrward awa~• fI'o121 tine building so that runaff s~°ater
will t7ou; by gravity fo suitable coilectiozz p4ants, rati-~er fiesta pczzzdiszg near the building- Ideally, tl~e area
szzrrounding the buiidizag would lac capped with concrete, asphalt, czr low-psrzrceabii.ity (sitty} soils to minnizs
or preclude sz~rface~water inltratiorz,
.~-~p&zlt Pave brit
Since asphaltic paveznszats will bs used for the parking area azzd, laossilg=, driveways, eve offer ties foliowizzg
co ants and reco szzdatios for pavsrnsnt design azz constnzctic~n.
Subgrade I'rsparation: Ali soli subgrades should be thorogixiy compacted, tizsn proof:-roiled Fvith a loaded
dump ck or heavy corz~pactor. ~, ny iocaiized ones ofyieidhz sugrade disclosed during this proof roiling
operation should e over excavated to a rnax` uzxz depth of 1. izaches and replaced whiz a suitable strzzcturai
fill rnateriai.
Pavement 1~Iaterials. por tine base course, we rsco . end zzsing imported crushed roc..l~Iativs materials shah
l~izxit~aa~x 't`ic - sss
Pave cut ozarss ~'r. pn Arias igix 'I'raf~c uci rivway
Aa°eas
Asphalt Concrete I'avsznent `~ inches 3 inches
(~`razslsed nr:i~ ~,`A_„_CP ~ i~?Cig~c t~ iTa~gh~c
Csranuiar fill Subbase (fnssdsd~ i.~ inches 1
Corrzt~actiozl and bservation: Ali subbase and base course material sizouid be compacted to at least S percent
.~~zit~a~~y ~, 2Q0~ ERR; fs~c.
i ~63~ < 1 Y`eim l~ent~l
oftlie Modred 1'rcactor tzaa~iz~~urn dry dezasity ~~S`T`l~~ l~-I 557)> and. all asphalt cor3crete slaozzld be coznpacts:,d
to at bast 92 percezat of tlae Rice value (ASTNt Z?-2(l~l}, e recozratnerid that aza E3R_~ repz°esentative be
z~etaii~ed to obsez-ve the cozzllaact~can of each course lacfoz°e any caverlyizzg layez° is placed. for the subbase and
pavezaaent course, conspac;tiozi is best observed by zxreaizs of fregazent dezasity testing. Foz- the base course.
methodology oservations and. laazad-probzng are more aplaropr$ate tliazz dezls%t}r testing.
yeti tr•u~trl Eil
The terzrz "structural tl'° refers toy placed zznder fozzzxdatiozas, rtainizag walls, slab-on-grade doors,
side~~•alks, pavezx~ents, and other st~-uctzzres. ~}ztr comriaezats, conclusions, and recozrzrr~ezzdatians cozlcez-z~iaig
strctnral fill are presented iza the folloizlg paragraphs.
Eill 1?lacerrient; ale s , grazau.lithic gravel, crushed rock, soil zrzi~~tzzres, and recycled materials should be
placed i horizoza.tai lifts riot exceeding inches in loose thickness, d each lift should be thoroughly
cozxipaeted with mechanical compactor.
Gotaaction Criteria; ETsing the NAodifid proctor test ~A`I`Ivt;T_?-157} as a standard, we recozxarnend that
s ctural fall used for variazzs on-site applicatiozas lac cozaapacted to the following zxzininsum densities:
dill ~p~la~~tfloza
ootixzg subgrade and hearing pad
f'ozandation backfill
flab-on-grade floor sulagrade and sulabase
f'averrzet ~ubgrade {upper 2 feet)
I?avezxzent Subgracte (below feet}
5 percent
0 percent
95 percent
95 percent
94~ percent
zzbgrade t~bsez~Tatioza d Caz~actiozi '~estin; regardless ofnraterial or locatioza, all strut al till should lac
placed over fzrirz, uyieldz'ng subgrades prepared in accordazice with the ~°zte Pre~crz~atic~n section ofthis report,
`fire conditioza of ail subgra.clcs should lac observed y getatechzzical pez°sonzael before fllzz,g or construction
begins. ~i lso, fZll soil compaction should be verified by sale. s of iri-pleas dezzsity tests performed duz•ing rill
4,.,, 2 .7„ .~f, '3 L,.A Y
¢~.a:ac.~is~isi Sis u3.Kx'~c 8.cscyllQ.Cj% vs. r>C'..it i.Ciaa`xkt.=cC~iin12 2ve:xS aZi.a. ' s.sc ~Z~a3~ta3`dicd aS t:at: elieti ila ri. ~s~`G~,a G'SScS_
~,
~p!~3;~ t / Y~Im ~nt~l
Sail 1l~toist~.are ~'orzsideratiozas. ``Ire suitabi3~~~ oT soils zzsed far structural rill depends prinaax•ily oza fzzeir
gain-size distribczt:ioza azld naoistazre cantezat tvlzeza they are placc;d, As flee "fines" cozatezat (that sail fractioza
passim the IJ.S, fro. ?~~ Sieve) incre~~ses, s4;ils becozaae more sezrs%tive to sznali elaazl~es zn moisture contezat.
Soils contailaiza~ more thaza about 5 percezat fiaaes ~l-'y wei~~lat1 cazazaot be cozasisteratly ccampaL.ted to a frz-zn,
zzn}Tieldiza~ cozadition when tl~e moisture cozatezat is raaore tlzaza ? percezata~e pouats above or below c~ptinrr~zza.
For ill placenaezlt duz°in~ u%e-t-weatErer site ~=ark, we recaaszznczad rzsin~ "clean" X11,,, which refers to sails that
Iaa:~e a fzzaes cozatezzt of 5 pereezat or less ~bv weiyl~.t) la~zsed ozz flee sail. fz~actioz~ passim the U.S. I~lo. 4 Sieve.
~, CAM 1'~3~I) T~I"I'~t~DtRz,. S~`.'€2CS
~ecazzse flee future perfoz-~naaace azad izategrity of the sia°~ze~uraJ elelaaents will depend lamely on proper site
preparatioza, draiaaale, fill plaeernerzt, aped constrczction procednz-es, riaonitorin~ and testuap lazy e~perieneed
peoteclazaieal personnel should be cozasidered au iaate~ra( part +~~ flee construction process. Consequently, we
reconrznend that: ~3R~a lie retained to larovide flee fall~-~~vir4~ past-report sea-vices:
Review tl cozrsircactio tans grad speei~catians to vrit=y tla~t ozzr desi~a criteria prese~ated ire
this repaz~t have been properly ixste~zat:ed into flee desipZa;
g Pz~eare a fetter addressing relevzat review conaznezats (if required lay ttae City of Yetzaa);
Check all coanpleted subgradcs for footings slab-on-grade: tloars befare concrete is
porrred., iza carder to verify theix bearag capacity; and
Prepare aost-cozastructioza letter srz narizing all field obsez~uatiozas, inspections, and test
reszzits (if required by t:lae Caty of Su aer).
:l~tws~ar~, 5, 20Q~'
~ ~~~s97 ~ `~el,~~ flenta4
~~~ ~~~°e~i~te tl~e ~pp~~~ai~ tc~ ~~ cat se~w~ce ~z~ this ?°c~ject. if vo~.~ Iaa~e a~~y ~uestic~~is re~ardu.~ this repo7~
~~° ~~ aspects ~f the project, please feel free to cc~t~taet ~~~ c~~ce.
~is~cerel~F,
~ tZ,
~~~
~~.~ ~; 85Akr '«° ` fir,
~ ~ ~ ~~
.,r; sry ~~51 u ~.~ ^h-
.~, '~ ~ s. ~.,
3° ~- ~~,-
,1ar~~aary 5; ~Q7
~Q6`~~1 ! Ye6m ~ent~!
`fast pit ierrr~inate~ ~t ~ppz-ox3rn~te~y e~ feet
IvI€~derate c~viz~g observed at ~.5 feet
I~Tc~ ~ Qund~vater ar z~ac~ttliz~~ nc~ied
Lie tkz(f~~l ker~tL~~~ri~ati~ arzzt~ieNo.
Test pit tez~z ° ated ~t apr~xizznately 10 feet
Moder~Ce ezz~%axr~ c~bsezve at 5 feet
~ ~,rouazw~ter or ottlg ~aied
e~h feet ?~[ter~l ~escz°izatezzzz az?ie o,
~~SS[Il ("Iro~
1.5 In_ {37.5 78.5
I4 in. {19.0} 66.0
318 in. 9.5-rnm} 36.6
cs. 4 {4.75-iTlm} 30.1
~lcs. 10 (2aQ0-mrrt) 10..5
o. 2p (.85Q-rrlrn 9.4
o. 4Q (,425-enm~ 7.7
6~0. 0 {.25f~-rntn) .2
o. 1 QC3 (.15Q-rrl} 5.5
o. 219 (_QTS-rr~) 5,2
~L
l~!
[~'Y ED 1.35
3[~ 4.74
L?60 21.42
12~ ~~'aCtiCP(i ~~~~~~ ~~
YVelgtlt
Coarse Gavel 44.0
dine Gravel 26.0
hoarse Sand 19.5
Medium Sand 2.9
I*inE Sand 2.5
dines 5.2
Tatal 1 Q0.0
H.'~ 1 Irl L9dSSItlCclt7Qft
eo~sp a~n~ Brown poorly graded grave! with silt and sand
Syr~aol (GP-GiVI)
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