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Document: LSE 1996.05071276
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STATE OE 'WASRlNGTON ) , ..
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Document:. LSE 1997.06240595
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MEM()l(ANDtJMOFLEASE
TBIS MEMORANDUM OF LB,\SS b Ulll4e GI!~ lnlJ ~"'11°ofMad,, 199'1,
by ml 'bmftc Jloaadl Plialli)' LL,C., I Wasltlrip:qi llabllhf CDmpalQ' {Ole
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IN WITNESS WHEREOF. 1hc part(es berdO haw: 11d lhd.C .baadJ IIJld feGic Ille dn)' and y,:ar
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Page 3 of43 P,illtcd on 8/5(1009 12:02:32 PM
DocumeTT!: TDD 1997.081504!0
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.KlNG,WA
Document: TDD 1997.0SJ50410
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llpar! lbolnls!S, ODfflllldl ml ~'Jia*~.
On.alor n:prcacrdl" lh&l ii " Ult. .11:t&ollu IMl»l'in fbe: limp. of lbc l'tcmllc, dolcnbcd
ID l!::cbl,jt A. "6i:fl. flmiret HC1 N 11111 dear-of IQ' Dem nr enr:.'llllffllt m:cp1 u fr;(
mm lh:Jdlib..B •uat:bi:d Jim10, lbd -. ror raa 1lit!lata ani :ao1. pt ctMt ar ~
Omuct aball fomu1hffalt ml dQdlf daie &le ID ~ hwlcl llp!lll.&IJ. cWm, mt
dtawldl of all pa:a:a ~ IDd will .. dtn)awl Utcll14 ~, addllimlal lttstnlmtat
Uk:b 111117 kieqqhd IO 8M Tmloc. 1 Yt!Uf!Jsl llo*I ot.dl. D/diCPn:llm, Clill:lpl 1,1,
Aul m Eulbh B.
Sh>tion Jd :MMTM
Page4of43 Prinh>d on 815/2009 12:02:32 PM
Branch :STK,Vser :3792
KING,WA
_.;
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' ' '
,.
Docwnent TDD 1997.081504!0
Comment:
....
Qmdof AirtbcT nprams lbll.l (i) die Pn.m1m k not lllbjl::d: lo ., an.il1b'
~i (IQ~ a dlmlllltd ildlal PIWe t ~ Siu:: Aui:mlalf.lmllla:ti=d 1" ___ .,. __ ,.,,.,,.{11,o.,._1,-koo
._._.Maltdd (a ~ddlaed) Clll 11:m ...a.., 111lial UJ Hua,dan
Mldalal bi:a.dllciwl(ld fmm Ulo,._,.. or~ Plfmnt'-c:.-~rlwn tit_.... C1r01Q1' arl4jaiaq: h.Pnadltr Cltdlo ~~ tkl'rtmbel;; and
(Hll_ .. ....,... ............. -.. _ .... oll -in,
(Q ~ *11:DoG) MJU11s IDd:m PlmnillNI, '"lla:udam.MdcridW" • a:d lo &h(f
Docd ofnu.t .-m mt blzMloul m lmmm&abl. lllblcmoo. polb;llqt. a;mlllllhmlt, or
wa111 • llmllu ics-t ddliDcd Cir or mpllCld u IUCII: lllllcr 1111 &ukowiltrii,LII J.n,a,
WI. m!l .not ... 00 ~ for o1lmf, ml Jl:IIJsltmaa la 'COIIIIIICICldJ a,oable
amallll!Snquil.a --iltlboodlriltj'mmtot~ pmrddc4 a!I.Jll:ml m:
ID::Heltll tolfai:,."dt al'dia~ lbd ,Ill: ... ml ..... ~ Wltllllll
Elfl.h t I Int&. (b) suO.ald db &lqlllilm #I commm:b.ly rmimblcamDlltdS
mpabl fwUllt fa 1his o,dirmy Dom. of~ plO'ridcd wall 11am B lll:ldeafal lo lbc
me oflbe h:mia uli -.llaRd 111d \I.sod bl Glal(llla.acic ...tl:h.lD ~ Law.a, or
(c.) td&U =mta' imlmlo,J" pomfbi bdd rwiem: la.a ~sbtglllg mer, pmYldcd
!IQ~ Is tlOted ml: mid la ~ w(di. Ea¥lrfmlllalllt Law, (lli:IIIIJ p:ifa:nd ta
In clums" (a), -00 aDd (c) ~ immidmcll Jd'cmd lD u "lb:dDdcd lfazlm:m
MalaW"). ~LaW(1t MW!Dd [a.tliklJecd:atTnat--11!1)' lcdcnl, l'*-
ot JocaI lllw, wbctbcr COGU11D11 b.w1 comtorildntlalatauw dedalm1, ~ n,u1atloli,
ride, CXllll1.«dcr «dlctl:c. or~lm~ ot QY ~ire pole,f ar plcl::llbl ......,.._i..,,,.,, ___ .. ,,,,_pot,&
biQli, llllJ H.mnflnll..Mllcm:I «11111 Emironmca1ll A.clMtJ orComffdo:d(UJlmduftu
defined} oa, ..-or .._ Ibo Pnmbec. Jo. df&ct hm 6-to time. JrdDdio&. but ;aae
Jlmftec! ID (111) the Pedesal Wakl"Polltdfoa.Coatrol. kl. allllCllllml (33 U.S.C. f12SI
01,...i: (x)rl,c-eo...m,;.,, .• ,fll_...,. "'1,., """""(" U.S.C. §!001
~ .... t 00 """""""""'" --~""-""' a &INllded (<fl U.S.C. psot ct 11:q,); 1:1T(I) U.. Nnl CIEaa Afr kt., a lllDIW.
('a tU.C. §1401 cta,q.). ·~~Ot Cbid.ida'" ulllllla(llifDccd af
Tm:!. mt.aN tlio p(IIND.. 11~ ~ ~ )lfOdacdtm. plOOWDI, IWIIIC, ---. .. -... ......... -"-"'"" IUWdau ~ Gil,, alllo, lza. lladcr, on:r ei-&oli lhe Piotmsa, or tt,c; flOllllon or aey
&fjmaplcnW 1nli' btalllcl or die condldon of, or acdvlty at, UID' Pnmlaet,
Station Id :MMTM
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Page5 of 43 Printed on 8/5/1009 12:02:32 PM
Branch :STK,User :8792 Commont Station Id :MMTM
I. ---.
(I) ..,. ....... .,_ ............. Dool of __ ...
acaanl'bicW l!Hillllmlllllccotud d'lboKote:.
(b) ..,.,...,_..,.,~ ... ...-c...si"'""..,...."'-
................... -."' ............ '5)..,. _ ...
due dale; lkn:d'IO ~tbe aptlllCI fnYOlltd bi. lwdllDa: ndi.--fll P*Y m1: arbcrmrc lb: due due ~1111 ~ 'llbklo PIIJbl
RQlllll llyaJlea.ordmpUlll lhc ~ (cxccpC farl!ICdmm;', liam, -,,.,..,..... _,.....,,,. 1(1) ha,ol), ... __ of _, ____ ., ... __
(d) compli:lti wlllibt a ~ CIDc I& IUISlnli;elan ol. l.llf huildq aa,w or
Ill 11D] time Iii flrOlltls fL camtmfflml; IIJM 1bc n:af male;
(~ mbjei.:L to die tcnn1 ui ClllldUIDJis Q( 1h: ~ (a! defined b:R:iaiclow),
R\.lh; pg mttt:rld afrmlim ID k Prvmbl$ wiO!ool lk: prim' wtllll:II.
~Of~. tmpl~Af DI:~ byllllr'armdimDDo:
(I) mllCM ordaR.oUA lP1 IMldlDa or oll!a' U!Qffilvemai at 1111 mt; a. pan or ... _ ... ...,, ....... --... --fmpmn:m:D!&, in pod=di@a uf tt,palt, dJclal wutc, ud (RO m,d
mcdmdci' b Ill' dba' lit¥ orc:bbus iir ra:::na ud f Tb""$
w comp!f, U114all 9= k;f.tfl'cn; IOCIIIICI ll&Cfl. lmoc 1:11' o61:l'"IC' of Im:
Prembel ID comply, wnh ,u ~ or a.w ID:I: OJdlaDc:c. ud whh
all nUei and R!pllltiam, DOIi' or 1*1:def m=:d, i,, aualmlllclhnlaJ
Juriadilll'-Oftllil J'nmSsu ad IMu.e. lhellOOl, 1111 Pl\1!t1 ml dlJecdcu: Ill'
1k NadomJ Plff: Pftllt.aiaci Alsocladon or :amil&!" bcdf, ud aU COVCDW6,
OOlldlliOII cd ~ odf teCllld pctblnlla" to (be Pm,p:&, irdadm,s
the bulldqand ~. lnll Iha 1IIC! lbm:iot,
(b) aut,Ja:t or is 11:Dll!i ml oi;uld.J.doll5 or 1K Leuc, caua or pmnJl 110 dla-,.:
lo be i:n.-k la. sr.i 1.nJ wor lhtPrul!Jel wNiuBaiiincwy'• pdar
writlcll oaue:t!l;
. ~ , '":"3" ·'" ... r .• , , 1 --~~,,.~·V:c1!
KTNG,WA Page 6 of 43 Prinledon 8/51.200912:02:33 PM
Document 1DD !997.08150·HO
Branch :STJ(,User :8792 Comment
..... ~:·· .,
~ :~t;:~t-{ ·: ~:.:i~
n-lr;'"-".1.1·~~--';:i·. --~ . :.]=·t>;(~~ .. ~~:t f•
...
(1) lfllddn ar acq11Iuce ill ao %Ol1btc nchnlftcdmt I'll" Jmlrlrbl dlllllC ht ---·· ..... --(D 11111b or pmall ao u ofdlc Pcalsa. t!ill cmd. w.ldl tllE: JllllllC ottlm
rNldt m ... a,a&n or 1111)' "81:d: df.111a,, or-. c1m1 al '4VPa pcumk>a
or Clltalllllt-. ID or q:nmC 1D1 p.u. of Im PxmllCl 111.fmlr of 1D,Y
peaoa or cha~
(1c) •al!Jlcl 1a lba pmlldmlr or pm.afll!hSCc) 11mor ad im-twa: 1.:1
-at .. Lou,, ,..,,.,.,. ,.,.ir, -......... ""lolldh,p or~ tOfl or liciuftt:t a pan af.6' Prmma Wlddl. lDIY'
becocDe ..,..iorbo~ l,y ..ytlWC-~IO ilbat.llJIDG
~o.ttmxpair~ BIIOnldml.mlfflxllldlq dhbDfbfifll aad
~. ~• 'ho oo llailoflll)' ldlrl tdl:q: aat otlbt
camlmCdaa ud di& Plallba: will be cf lltlhelul:idfy lmaa. dandrl'
Jlld will i.vc 1 ~1 nluea1 liwt III lffllll. u the comntlCial ...iuo
IIICRICl!p:dor11111K dlfUFm ~
(I) ,a:, dbu:IJy or ln4ln:ci1y, diJe 10 assia:mae«ofbmD5claJ iJltmrt ll!lde1' I
avlt, JJ11111m1ti lsakn:st ID a~. or~ aaearpcsnlil
lllf Alo, IRAd'cr « toQve)'lllC& ot''lhe Ptmilzs or aeatB. suffer ,,r ~
my ~ Gl' JleD Ob die PrmJG Olba' 1bm die lieu bclwf. atiB
... ollho Pranba mlpd to Bencflci-," ..i otla"~
~ rdCl::im IOtleffln (w:q,t 1:S'mcdmalc', Dem, wiMm arc ,......., ..... _,ro•-··--,........,
11W !be-~tl'ridcacci4 by die Nra Ind lb ecr.. ~~ lo
Ommorltll:lb~--~lw'Rilcdq1Qt'Wllaiil
~ If .the wiU..-, Del lblJiCt G{ Oidtlll' IO pcdotra its
ablJ.plm:lmewdcr, lmk:t ..... ml'1:1 lciisoc-Ul'lde:I' ~llflbc
Pmal,:s; Be~ -, eomeai to a salt., nnd'or, CCIIM)'lll2 ar
~m:I qeaJy w1lve lllili ~ln"'1ifiq ta<kudor
bDwmt IIO' llmll O)cual and "1m' nll DX ~ Ill.)' couccl ot
Wlfva' afthls pmkloa IS ID Kn)' Ilk, 11amfa:, aJll'llle1ID2-or
~ aihertbm lbalfarwhJch 1h11 CDllllCd m! WIM:I" WU
«1~11' puiW; ~s ablHIJ to COlll8III to 1111 ll&lii; tnmd'er,
~ or m:umblUClll lllli watwt ftllspavbian lq:Cb"110 swdud
afn:aaollllblaas 1n lllmmlinlma '9lbdber at 110tmcb.CGIRJll 8bllllll!
lffl*'d IDd 111K lllllflDll1 be bucd ...... ~ lllkJ,Y ~ to
be it. ill bat talt:R;U; widJoat limi1111c Bmtt5elar)"', ~ 11'.111'l'dlhold bl
cons:ctl1 and whwcnlireJ)', mtdl CODlall ao:I Wllta' IIJIY t,eCODd{dom:I.
~ 'ltl la:mto bi, aio nm of .lalOM 'l'*1 ~ Nam m:I. tba lmpodlioo of
., -. tt~ .•.
Station Id :MMTM
..
KJ:NG,WA Page 7 of43 Printed on 815/2009 12:02:33 PM
Document: IDD 1997.08]50410
Branch :STK,User ,6792
KlNG,WA
Document: TDD 1997.061504!0
Comment
_,_
olb!!I' llttml ad ctmdlUtlllf ~er~ a.-Ille, taamrcr.
cot!VqlflCO or ~ ~ GCllllld cir papalt&cid la Yiollllon Glitik
pro,ldo,""'111o""1w""' .,.r,_.,"" ...,....,.. ...
~ a\llllddl lo Bmldkllq lic:mni.1or, &mt6Dlaq aball lllw 0G .,.,...,_.,. ___ oldlc __ .,.,
.u acawd _, a,pfd Jotcrca. ,-iba. • 1IIIY aid .lllCllbtt am-aM
dmpsetida:ied lbc:rcby OIDWJl,l)cmmdcr, im.Jaedmd)' 11b: mid ---.. ......... .....rd,,ywlll allow.··-o!""
P.n:mlml Gd lll1IDVJdoa or 1k Chulat'J ~ lllller dlD LolD
Doi:IIIDf:l'llr wkb .n or 111,c: CliJdns; sm::im 1111. comldom, 1111,joc:t le ~·-ii:w ao:l iPPf0\111 of!W; ptapoSlld! ~ad
Bcnc:6cnQ"t rccdpt d ... ~ -ff lbitafo lioned nmfl:r
tJtbt P.n:mbcs Ind a:uaplloa 1' CM Gr.anlor's o!iUpl,lool ocmn: prior 1U
Sq,rc.mber J51 2007, lhci ~ fell ahdl bs sepal tDl,C t4 de 1krl
OIi~ prim:ipaI blluec lfihe N*. U is~ IIUlfu
of 1hc PnJf&bC &lld uaimpdo:n o( .. GrlG&or'• obllplblr m=
subscqueal 10 iepffltlbei' 15, 2001, otlbe. Lou tam, Om aaumptioD b
wll lie~ ICI JJ; of~aa. ~ priDclplI bawlcc of~ Kotr:.
Bcncfidaty'i m:vlt.Woflk:ptoJIO'IC(I pdJd.dlblil~ nrlom
fEIOrl,. b:dnd1og-bat 1ml limlttld ID, ~ ~. ftmncial
sfmlglb, and n:tl e1t1te mampmtt. ~ At tflc tillC 'Oftt.e lftlllfer,
BeldicllJy ~IUklWIIJ !ionaf1bcobllplimoldll:I ~
ltlldu tJM: Otwucr otffl:lldltc bmmlh or mamptkm af b. obJl,plit:ui
(If &be: 0-.mn ~ IC lndhicW(f) ot m!W>'f~ accq,tu(l, lo
lbdiciuy, in hi dl5traiua. In lie eftlX OIII oli1\p1Jom of~ Guaalllnn
1~.&DUDDI bJu ibdMdlurl(I) or~ ICOCpllll!l!IO~, bi
Ia;" ,ola dist:te(IOn,, t.beD.. 10 lcaJ II AO dcflllJt Jw DCClllffld Ulldc,' Ila l.oac
Docwncau, Ute Gu.rultlCI wWdi baw: ba:n ~ lhlll be eompkl6';y
tollew:ddall lialillil)' llllderClael.Oan~, f.l(IIIII foray ponooal
JtabWcy umcr Panpaphs-M(b)(iO lDdl'or~c)(lQ .bai:dd:.tow. ORmoi-
shlD ,.,. Bar.rdu)' • tt,m> tee roe !bc; IIUldUn; of ti11 trmactian,
Fcther~ lbeabcm. lkadlcl'ary willlllowllllllld
1rWfU(:r) or pft(t) ot lhata kl 8omd Pnily L.LC. fbc c,IMe p~
purpo1e1 10 irnmmiuc lamU)' JIIClllbea (i.a., lp(IIIK(I), cb1tda,
anmchlJdtm. Md .&lbUnp) ar.Pnnt.lL BmmcU, Jr., Ftlnk:ll BanKU m,
Peter p. Bomdl. uO Olmf(!e Bonll Aobblnt, pJOYldlit (I) Bmsflciu)'
mce1vu llll documcnlWQQ ~mm, 1:1 ~ ttU ttwl't:t(I) or rlftCs> 11.
Just 30 ID)" ptiot to 1M pn,pc,W d*o!-11 trlmfet(j,I or SiftOO:, which
~
Station ld :MMTI~
'
Page 8of43 P1intoo an &15/2009 12:02:33 PM
Branch ;STK,User :8192
KING,WA
DocuJnent TDD 1997.08150410
Comment:
{Ill) mt QIUODI' pcallll&ll)' 'Humdaal~ ID q;bion.or dlstbri* fraal
... -. ""OOJilY ood ...... -.. ""'Plf-all
l3:awli I l...t#i &1111 prompdr, ro M 1111 dab apimt Chudar ar
~ Piemlla daR to aa Bn.vlftm.1111111 w.icr 0r OcmDllal, tad'. (U)
Rd\Wt:""'1*PffJica.,_tlcPsmlmdDslOU~
Actl¥hJ orormioo11111:
(II) not Cl1IIC orp:nall*'}' Hawdol&l:Malerlal lo at aa. cr dlschartt; from
arq Jlopl:!Q' D-.d or UNi bf CJnmDr w*1 WOUid n:sull iD any c111rp
or lia ~ thcs Prcmbcs;
(o) IIQtHf Bm:ficl.,-or Inf JJazar4IAI$ Mari11 lhlt ~ Oil or &. dllCharpl
fi'Dm !Is Pftiml:scis-.jdll:p. kn 00) cilYJ ~ Grudar 11m Im btnriadFof
such~or d"lldwJc;
(1} lt OIW" .lhlll. a meum PfflDII, 1o p,cww, ambep m run fQl'C9: ao11 dbl
m ~. ~ rli1IU tnd pdrilqcslltm' lbll JaWf ar~ ctll(e or
ks &ndln ud, lfOlllllf I.ban iu ... of{vnnltb:I, * ~ wb=lbo
Pmtim ii: Iocalcd:
(q) do ~ 1blnp n:tc:11A1Y to Pff*M', and belt la ft!D fOIIX m:.1 d&ict
Beeficlaly'• m1c .Imm.-cow,qe l&mtaa: lht. Dm ar llm Ilml ur
1'mll u • me ml piClr nc-. lllbjer;t or,y t) 111G" gcq,dom. llilld :la.
&hibi"t Bud. .ny olbcl"ca:cpdom dctUso• efibll Dd al'Trtla. ..................... -.----... IO Btccfitlltr)' GUI k1s lblu 30 -dayt JCiar to lbD cP6:dh'e date tJl CJ3 me
a.cij1111me11t, rnodifadcmDrcMdlSiorl dlhl Nm orllbis Deed of'I'nm.
IUlY JlC.11' p(lllay otador:selalllll which nay be~ t:,:i, .-re
&nmc:mt or IUCh comlaubta: cavmp:
(tJ mt, cUn:ctly w i.lJ'.lin:aly, -commit VtUlt; atd
SU!lion Id :MMTM
Page 9 of 43 Printed OJ\ 8/512009 12:02:33 PM
· Branch :STK,User ;8792
K1NG1WA
0 ... g ;
R a,
Pocllment: TDD 1997.08!50410
Cormnent:
C() ~ llpod ralpl frllll. lhDpq,or~ llllliorillu Uldl11r
qeodu.. JIIO'Adc iii ... d : cu ll) Bolliftdlry nJamdl 1o Che
pvaod Wlla'"CO#llrtintf'lon eamtlml form a. USA. pdL'alem. •
:t (I) Owdor ml ~ot amc rabc pdd'WIIOI Illa 111d td"Dlllflf palty
llllda lltbdtn:ilt ICCrlll:t all ,caon2 aua. iptdl1 IIUI, lllmmlW
(blcludllla----lbf bemb: l'OIII, pab)IC-.ilb nr Jmpn:,m:r!r
Wkneverilep:i otcomplellil!). w.-oau,es, .... ..,_ !Slrpl,
CAN..._ it..,, l'D11 • .,-clmaa llilld d. ..-mz cblqes
aoiml or~ b-~« qalnst any·pq,e:r!J' or~
located cm Um~ OJ'Mliafl .rq:1u bclcxum I lielftl lhtl ~
an::l lball. wkhlsi Ul dq,; follawblglk:ncficillr.)"• ~. tua.bh"'
Bcidlclar)' • dllpllcue ..x:fpi of lldl p:,tacat. .I! any ndl tn,
l:&litS!llal ar cbal)c. lRlf 1cp[11 k peid. ta itmalmaa, Osnar 1111y, ai:
its option, J11Y Mldl in. •~ or dta(Jl:I Ill lmulmmt&.
M T'1 prcvca1 dc&alt hctt:olli:lr:r Oradar" al pa'/ kl foll, ,nw ~ In tbt
muincrpm¥ided by kw, aa,-. --Of c:lil:rgic: widCb GtMl!Otl»IJ'
lksire tD COCIClll Jlmllsl, ~ dllt
(i} ifllOAIIISI.Df1111JIIX.~ori:barp1D1YbeJJIO'Prllbcllttbc
~ lliaoof, aa:I
(ii) 111dl ~ 11a11 1ir,z lbi= .rrea.ar pmvcneq the: calkcllan or111c:
181., mecsmr;at ordiaa:p,0~'811CkaleorAiddtwootllJ6
J>n;.mbes at 111' pllt llmof « aey lirt=d tbeRiP Ill lltWl' die .....
lln Chmxur may If lllqidao llld.ld. hr ~ud llfOll 111'! a!lfstg af
wrincu aollce '° BemOclacy 1111' la lmcmdod -=-aacl llflOR lhe Atmbhq
IDBmdidarJ Df'u::11 IID:llrl!rutboat:a.Jlmcflciar)' my.f'llqllb,CCJllat
n, .sud! m. Ulllllll1,tlll or l:bqi: la pad f'lkl ml ill b mwcr
pru\'idl:d. llj law. Ail OOS11 ad C11J1C11K1 ~ IO wab QOIIIIMI. dllD. he.
rld bf Grbllor. It! tkcvcot Dfw. iuUn, ar~ ldVCflO ta
anator, GIUllOt WU p,m:lljldy PV u::h.tu, ~ oratmp.
0mnor lhlU lodaa:al(J Im IIWI hmnfea die Jlcmtldat:, ao:! l2lt::
l'mnhei flllm I.DJ' lFJA <Ir dllaqll ad1tq fmm .nu' IUch COlltllft aod Iba.II,
if beCt:IDJf to pievenl .ie., ~ ar di Glhu Joss or 4lmqe tD the
'
,-I Jis\liil:'~-..
S!lltion Jd !MMTM
Page 10 of43 Printed on B/512009 12:02:33 PM
Branch :STK,Uscr :8792
KING,WA
Document: TDD !997.08150410
Comment
., ..
Pn:mllcl at 1lle ~. pay lldi 11.l,, IDCUJA$Cll Wolw:ic orllkc
whllenr IClbn If 'IOCaKIJ' to pmtlld.111Y Ille, ~ 111 ti.s.
3, c-) OralllAt abaU at all lfmCrl DCJ1 IA !OR.:c ar e111111o bc:f la bi:e (0 ad,jca
ti lbe asnm: .and r.ccllfdam Gt'tla Lcuc, prapc:rtf IDntrme lllll.ldaa all.
blllldfqs -~ wbldi.lld m or berclftcr ~ 1 pat or
tJie P1mslau forpd1 cnffld by a dl-rilk wmim palicJ tor111halbJ
bodi.~ coc ml qrotd rmCllldm.icumli • optom,o. l1l) --ll,l,llllr---.. -· --~o ...... -..i,._"""' _ ....... ,k>Jl>'I' .. ___ ...... ,,_
co lbo PfUllla In coamadalff ~ IIIQllltl; (W) alljm. io Ille
1mm am ~ltfau or111c L:as:c, baUcramd achlncq 1asianec fl eic.
propcrf¥ la a boll!r or )I m cffice lndldlas; (W) in lbc: M::111. lie-I.caa h
fl!> IGbp' In tun 11,fm ml eft'ed: er tbtm k: • demJt WIIW ftll!: I.ale or
1111 fflltus PIJ1lble•er1bt: l.ta~ lfoo;to tht ~oframky
dunl8c er &. luw un&r die Lea£ Ila Jlic lichl la mm ZClllllC dl1e to
casmltf dluagc, m1111 nnae. ~ rvc • pcr15 spcdticd nm roc
oae huadflld pcrco1 (100S:) oraie. iems (mcb[inr: qxmi,. ·~·
Jal atlfl: axa, ~ Cid~ com Ydllch uc fr.ace'•
lhibJiliy) lof a ptrlodcitnioc:tvc (ll} maths: Bid(¥} IAlhJt,et.to I.ht mm
ml amdilkw a{ tbeleue, lnMance. :aplmt.dl Olbtt .buam:s:;1:511:1y be """"'''1_'1_,_w.....,Jlmbdo,,
~ aphln brorUmage by DDod 11.Dd eatdrqu,b.
(b) SIJtiicct to Ille: 1am and ~ of lie I.cue., Ill mllll'IIIDC :sbill be. at
r11n11, contalml.unooall.appnmd ltJ 11:oe&:iaQ' and 1llriaco by an:
tmumcc E01ap111y ar ampaab alrd A-, cbir.t &WI vm nr hDlim' ID. Che
motteumit ~ ofhl.1. LHaan:.-. ~-11/hkh h. ~ to Gt!
busuas ID lb: 5'* In Mich t1ie PmMai -b:acaf 1114 dcmiellcd W b
Ualacd swa or a affllUllftlll apaq or inllnlmaltlUiy approved t.7
lk.a,e;Acwy. nci jlOllcfa ror aicr, lllmmti: llhall.n altadlcd lbtacu
daAdud ~dlllla lnfawtcfl!lli peinlCliaJ lbtfkhiy &omllei::1;
Ill' Ind .lilt plVCCDds,-,.blc ihcmadu'1ld 111111 kdu4Da 30da)' ~
ror~at,iaakn. Aw1*hcue. a 10151,y) Do&eor
~on dl85C Ill ft¥1X'of3-ficllly. Allpolkia orccnl~ af
J:nmma mall be ddlftlCld UI nd bd4 by B::nmdu)' U fur1bcr ICCllri1)'
for u. MlJICRl or lbB Nm 111d ay Olha' olillplkm .trlrlni ld1dtr M
1.-nl)oe\lJDmU, wkb~offmB#U~dell\lawlO
BcoeBcWJ' 11 least JO tbyJ Ware lht upirll.lon lkie ofan, JJ01.ic1. Not
mo-re~ lban OIIC(' ~ Im yan. lf'Bendid.a), bll s
< ~ ~.-~~r ,:.,,_#(
Sration Id :MMTM
Page ll of43 Printed on 8/5/2009 12:02:33 PM
Branch :STK,U,cr :8792
KING,WA
Document TDD 1997.08150410
Commellt
·JI·
nllmllble brlieldllt lbc n::pla:clRod.«llt wJoo Jc. DOI'~ hlha!l.
~ Brimm" ml Gmmar, 11.lb cqas, wm litllP 1leldimerJ' w.-Z. an
~ oflbt Ml launldtnplm:maitCIDIC '\'Ult afdlt l'Jaam, mde bfr .. 111uan:e_.._,.llodWuy .. .,.,__
-....,.u, ...... ,.._ ........... -........
dKl.ooR-lnlu!l""' ... _"""""h"--.., ,ppllctlilo 111111 «docatld Cllts,-iod llioul&:r, dim llmcftdary .... ,.,. ................... .,._ ....... __ _
coo:a:nmt l» klld or bm 111d ~ la 111Bffll!I d Jail, whh UU'
-"'l'lml "'""'·
4. (I) Upocb.~of• de!awk,yond.t~pctornoll~and
au~ J)Criodf P:b' Cb: I.ale, m: ht Ole ntal lhe leuc 11 DO IOlllCf is fa1J
fot= and effcd, 'l'lffl l"Clll.Dl!:lf. fl~ I Onallo, ,mil dqia:il_ wflh
m1 Jl*I W Beadid-,, on ta p)'llll:IIII t1au: fllldfied i111E Ntc,ccu,cd ""ltm Dc,c,d D1Trus1 •• nRl ~ lkr. (l) 'da lUB anil.uaammts
aRaCd Dr km! aplmt od ~ disc OI die-Prmlta dh'ldcd bf dz
lllillDb¢r ofp;ycuc11 ii.t. wll ba:omtdut l.lld payibleabftrlbc Note
ti.fore. tbr. -wla Hdl J;IJe' ~~will blD!inedi& md
p,JlbJe, UA ro lbc:-pnm]Pm 1111t wil IIQt bcc:oR • IUld ~ for
~ ttqlUAd 11)1 ails Deed of'Tmst I) be funmhcd 1iY Ckmor &vlded
by 1be AOlllbet rt pa,mmu: -will llco:Jm di& lad Jll)IMe. midcr Ilic:
Nctc ~ * 11a1e wmi 111a JttllDllml wm bcmme dim a:Dd ptpble.
Bcndk:wy hll PC 5'ICb dtp:lll1s CD pay de lam, ll5USCllQU illld
premium, wbcG lbc .. becat due. Bmdicm)' .ablll mlbl:i 6iible fOr
ii\ltffll ml IIIIChdrpcdl. Gnaror I~ p!CQKa U., .U.W~,
lnadva:nce, _...._ for sudl.daarp,. If !he tolll P1Ja1m1J m# ti,'
Otao.1m' ll!IIW-1111 JJIJllhlJIA cma1 die IDlDIIIIIII atpymcm acmaJly lllldc
by Btasficf»y' far aaxu. llllUanCi mt lmurance-pnmhnr, ILICb ezceu
m1J be~ "1 Bc:IEf'n:kQ' Oft~~ ID le made bJ
Otmar. Ir, llowcYcr, tbe ... lte ADltf6cfed lo r-1' Ille talccs,
~ Ud ilMarm:e pmafmm: wa.ea 'lk am l!idl k ~ am
P';1able. Otllltllr wll N kl llucf£c1lq Jn1 IIDOlllll ~ IQ ~ 'PP !bo_,,.,IIJ""""'""'bclu<""""'_..,._.,..,.
tur.a, ~ atld. Dllfllltil Jftll1hlm lhall tit: M. IC II. 1111 time
Omtor s.lllll llllliet 1okadldaJy, lna:coldm:ewflhU. (JfOYkleimor
tbc NOU: ~ bf tJi1s Dm:I of'I'nlst, full pq111t11 rll lbc c:adrc
lndcbtcd!ZIS n:prui:ullid dieRtiJ, ~ ..... in c:orr,pudDg h::
mt011n.t of lllCh bi4cl,~ mdil 1b b aoacamt of GnllfGI' 11117 ~
n:mdllhla la Iha &Inds ICCWllllmd IZlll ldd.t,y lkodklaJ under1hc:
pnivldona o!lhk p&m&,f1flh. lfDff-111 a EwmotDdll:dl uadu anr or
u:.;:-... ~.-:.
Station ld :MMTM
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Page 12 of43 Printed on 8/512009 12:02:33 PM
Branch :STK,User :8792
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Document TDD 1997.08l5D4l0
Comment:
·12-
lbe Pffl'l&loPs. ordi.k Oeell oCTnlll ~ lo a publle U.ofa.c
llmllm. or K"llcnc&:iuJ'~lla acqulrol; lbe Pl:emilel:aft:l:r III Evcat
,, __ 11"'1...,,,ot ... tlmoaf """"
pl'IXlllllllinJ O[" U die 'dlnf Ibo~ It olbnJle: ~I (lie 'bllaDc:e
llllaR taDlinlni 11.1111:: fllu~ llllla'dih-paap:aph•• ctcdir on
hl .ldtrzd ICDDICd mil m.-M 111d lbt blllaCe IO Jbc pdnclpal dim ---·-............. """',........._ ml.lffid dtc Clllon:ublllJ' oflk CIOmllSI sdadJii IO 1IUI. ~ ...i _ _.,.,.._ .. , .. 1111sl1Md.r-.....,. !Odo
_ ... _ fbt .. _""' bccJJ """"'""" ~ wllh ... _
(b) ~ ~ lldd. llD4cr 1h11 pu:aJnPh duill DOI. camdmat Ill)' *J,o4it 01'
ICQ)ll(II of 1111: GnnlDr ar 110DDYi 1:1 W!lttl lht Gnneur II tUhkd apon
d~ or ,ipoa *' mm pamp or lhDc. t1t mim: IO -dlcll CbDtDt' Jr
adiClm ta atf kwut ormdfeiogof~ by YR'IDC Q(~·~
mm: p;!SliZSSiOD al mch 4c:podll:. ~ Jball 11111. be ftqllJmi to
~ mcb dcpodu ar bold Jlldl dtposbs 111 any si;pmCc m::c.cmt !'bi'
1be b=dit of'Gmlor'. Baldlcwy IUf'tdd n:d!.dcposb hrlt.1.paml
acw1m or ~ Olbi:r' eccan and. may llU.lllllllqle Aldi. OCpcMII! wiu. .ao,
otkr IDDDC!)'I of~ ct mctne)'I wJw!h \!Qicr..., h. hoJdirla Oil
khalf af In)' Olb:rpcmq IDT entity. CJtan1m hereby ~ II) 1M
SI.VCIID!tlllt tJ! aucb. dq,cnllf by BomfiGiary • Oldlinld hmln.
.5. rn tbcCfflll ct ID1 dmlJIF 1u «deatruotioa ot the birildiap or llllJlfflWIZMlltl
whicb.Mec a put of lbc Pn:111.1-.
CU\llhy pnx::i:cd5-w0l behuldlocl lo~ nil lht Lale so Dli, as
t1rc LcaN. i=a1m m foll ~ .ml c&'cd,, wllaout lallualtiaa, abmml:Dt
ict ttdllCl.loa,, and Iliac mm :&¥calf of. Defid: wbJcb llt r.oatmailll
lloder Uc lAttl. l)pcuQw:~ OlborWile, Iha CUd:11'1 pnx:ecds lblU be ....... .,.........., .. ~-·(o)-h{c)-.
(a) Du1'tor wW lmmodPteJ,f ~ 8me:fiamy dloreo! lo die IBltllerpnmx:d
1n. tb3s Deed wnusc eor• sio/lli.r: ataodccs. llalc&lu7 IIAl' 1n ks
dl,cmltm (anf ilk,._.~ to)dtbcJ aetlleUldldjlm.1111 cltim
under II.di lram:aooc pqfitfcl, or allow Craal« IO tpee: WfCb ._ iDlanncc
co.mpaay orcompnlcs mi Ille lirllXlnl: kl k pad. llpOD II» bs:. J11 eflbcr ....... -...u .. ,.id10""'6<"'1 ... _b
IUtbarlzgd ID COll=t. ud. 111 Jive ~ 1be:rdot. la &bi Miil .BenlfielaJY
elects 10 dlher ttldt Of adjut In)' dlim wll&:r .ucll. iuwlDl:c policlcs, .aDCI
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Page 13 of 43 Printed on 11/5/2009 12:02:33 PM
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' " ~od dim ll ao£¥alofI>maltc,r~ "11aicJ1, wHI lb& ,_..,.of
time 11t aodm ac lxllll .aY c::GRllf(Q: u Bt.taDI OfDd'lull 'lti:k Ml __. ... k........,_wll_ ........ _Jn
aid --Ill' ldJmimac;:prcmd,m, ~. dllllaay .comm err
v, .. _'""'"'_ ............. _ .. __
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, """"' .... _ Ofll,d,luf .......... "" .. _ ... _ .. "'11...,..,.-... i.""""""'or ..
• > s ~~M'dlfwbdbcr'orlllldlelldllem!lJIYlbk; ~
l:IOWD¥a', Chit Jf"' e.uto!. l>d'all Im Cll:IIQJl;d •ad 8adda)' .. JIOC g o&buw.impa{Dlu!J'~ lbJwb*or PJp:t ~fllc lD:lcWl:dD::a ~ ..
IIICURld lzmf, mch Jeductlctn llha1l be-~ Mab WJdc 1'fcmiaD. >
16 hty l!llall proct,cdl. -iiml: ... u.(d indcbtldl:lest Is "11)' paid .lhlll be
pJ:.'alZIJlll7 :i:md"'4 la Orulm.
0 ;l ... ., (') JtqudlcK ~die mmofdlc duRqe. or~or lalnllilllcr Gt -af-1""""'"'1ll"1 ___ ....
be t'IIDy pid, lkudtlJ idid hi: cMipb:d la lq!l)r, lataRI ml ,cbalW: aay
buildJop or hriJrOYClllall:C JO~ ord~ pnmdml htlWmr,
lhat IT UJf bisarm:C ~ haft: ken pdd to BcsfidarJ 'IIIXla aDf _,..... ......... ., ........ ....., .. ...,..,.. .. _
3, Oramor lblll be: 11:1 fJbil;ucd oaly" U'~ dccl5. 111 lfl'l1 uh
poc:ea:11 kt6o=-tof.~ ud~ Eqlaft:1114~
or 111e bllllJiDp m1 ~shalJ t11 CG1111DCDCX111 ptGmlltJy *' 1hr.
o:cant:PDe fl 1M Joa .-1 ,WI 12. prmeaitr.d 111 campkliGa "1!ip:ady, ml
die' \IUlldiapml ~ llwl hc:'6 ,an:m:d llldl nhlaltu to leaf
ai lall cqml fflt1t 111D ~Ja]ly tbe lllft8 IDhmClcr II prim 10 mcb
da.mq:c mi clcmlatlall. bllhe ...ad ballmalf4 l*b olrebulWfac IUd.
1111lonioaucccd. H'S af64~ l!a aiaadq IIBpll.d. a __ .... _ ... __ ,.._ .....
rcbulldari ad nnondcm llhall bo. lllbj?a to lbe prkir wrtlca. lJ:!Pf0¥'l ti
BenericW,.
(d) la 1&c CYm !nil Omilllr It to b: nlmbWsld M Df 1llfl tmmm::,i; 1roccicdl.,
AtCb pro;oed!. lb.di ~ IDl:ft: m1llbk, ft-. tia lo lmlc ~ ~ I funah1dDa to &ndlcbr)' oflliblll:lory cwldmtel or the~ o:11ttJf
coatpJdlon dmniaf' Ibid u:11. ll.Cbiled'a ~. 'dfYffl or !tea. , .. u,nln$lr"s 1WOJ11 tlJkmellll;, ml Dtbcrmdc:Dr;e of~-.f atpa1mc.a1.
ud orb ooarim.1 prilffliy Gfthr. lb bmof ovu '1l1~ lDS at
KING.WA Page 14 of43 Printed on 8/5/2009 12:02:33 PM
Document TDD 1997 .08150410
Branch :STK,User :8792
'
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KJNG,WA
Docament: ASR 1997.08150411
Comment:
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section _ _.:..c,1r"1--
1:Xce!ltlon --/1-bl---
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Wi03119QQS; 1ldai a pmk:11.ofpMnllllllliltli &d1on 1'. Tcwmlqp D N'Olfh. la,c 5
Eat, W.M.,la-C....,W~
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,._,.,..•~Tn:Pmdf~N\llllllU(l)J; 1tzm.90C84
'lk.~ ww rel)' on.1118 lofOrmda:a pruridclf 11t1 die rom. 'lllc mir.utuot
ll:llf the~ IO wrif)' lb: KCUnCYwcompldtllNI rJft&itJalb.lq lnt'omilkmpioridod ...... --........ --·-··-·---··-·-"'" ....... ~-·-.-........... -............................ _.,...,.,_ .. __ ~ .... ....
Station Id :MMTh1
Page 1 of12 Pxinled on 815/2009 12:02:37 PM
Branch :STK,User :8792
..
KING,WA
Document ASR 1997.08150411
Comment
___ ,.,
PriaCli,.I Mllllill Life JlllllmlOt Oimpanf
'1JJ.Sip5i=t
Dec Jrito)a6S, L\ $0.192.-1360
ATTN: Jdflloldorf
nus A!SIGtOIENT. mldc: jQ; t1 OtYf:t~ • 19'1, b1
BOHNBU. F.AMILY L.L.C., • W:uhlopil dalii:d lil\mil;J ~. ~ a pDl1
o!lirm a&ire,s • !1631 SB ldt, Bcllmle, WUfppm. !8004, ar ,b&tga« (" J.qmr• to
~ bc:coaatnaed u "Aatpo:rs" lflmcommctm mp-c:,). JO nINCIPAL.IWJVM.LtllE
~ lNSURANCBCOMP/dlT, .,_....,......... •,i,oll<pdodpd ...............
C arid post: af6r:e 11fdra al:711 Hipl.sirmt. DIIII MoiDe.t, low SOJ9l. a .I\RJpl; I __ T,
WBER:EA1. A&s!IID, 111 mdcnoc &Dd NCIIUl t..bm lndcbRdaml, 111s madt aod
dcllweird 1D Awpc,e • ~ IICICc. of tteu dltl blrnlCh {lbi: "NO!it"") bl ~
pn,iofp11 U1GWC of'Dlret MIUlm SMa H'lllldRd 'l'b:Jlllml ud OOllOl Dotlm
($3,100,IXJO.CO., pqabh= u protided iJr 1n ~ Na,s ll'lll .ftaaDy 1111C1ttioS (lbNGI Ill)'
~dmaladly as lbQta Jl(lll,ldod} Qd. May U, 2021, 'Wirh ldanar.111hemll
apm1C14. IIII IIII aCUlfd afld il!ldlYamd 1. Deed ICIJ'Tnllt. &cmilJ ~ W
~ l'.lfRldll (It kins IP*! Oi.f. "lfortpp" :u: hatalWla'maS lblJll,a
COIIICnlid ID mm, "dcoi of tnat' ar 9trll:ilt deed" at -1Slied 10 -..a debt" Ir ct. CCIIKll
se .roq11irtt) )cariQJ ~ UOff$dd d,Ja ID ~ '& NOie, IIDd. ttmio,: a lion 1111
S!Btion Id :MMTM
Pago2 of!2 Printed on 8/5/2009 12:02:37 PM
Branch :STK,Use< :879;!
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Document: ASR 1997.08150411
Commcat
_,_.1n""""""'-'""'c...,,o1n., .... o1w-
morc ~ lklcrfbcd. ta BrblWt A al&ldlcd bar1S1D nl macle• put~.
1Dcb.111fQa dm tmpe, men, aow or bateetlcr ~ and. lb& IIAIIIIIIK. tt,ID IQd
tppm'CQ!DCU lbmDzag bomliPJ. all af ..w11lc1* • ~ oalJ~ 11m •~;
""
WHEUAS. .Alltsnm 1s tbe kuat "*' e.t oena1n. ~ tcu::or111e 11m1sa
JUdl: Ulldll'M otl'cbmlry 21, 1"6. ID Wd..alat RalS.-DllllaalTmt.
~1oW1I-MartSli>ma.laa .• aDIII\IICt~.llldAnlpor
.may t.uea:fter.Cllbodlc( Jcuec oflk ~or~ lhlRof: and
WHSREAS. Alllpeo hn nqufn:d tLn aslplutolMdlftcr JDll1aas a~ u,
muiag &he ~ dt.SCl'ibed laUti
NOW, 11mlEPORB, ..wtgnor, rot ,ood. lllld" 'IOWllcccw14craUoni Ult t=elpl
... _ ........ -,., ••• ,. ..... ._ .... __ ... dlnclly
(miaolmadl' to]lm.rall1) ..._ liuplll,, .U. mmf«-, ~t ctovcrff dctim-
mo Alslg:al=c, ill ri,aW of de-kuor under Jbc abaft dacribal bsi:.(I) IRS all oilier
ltae1, teGPCiM, n,illl ~ ~ afld J1mMlr:cl afdic pemnmaocc. Qf
ob1fptkms r,f U: tt;autts: lbeleu:Ql!cr affectfDJ tis l'P::illls:a. or Pf part dieniuf', lltlW
~ 01'" wtdcl:i 11111 • a«.1lled. *' lQJ' tGC io • t'o!we 4llJUII lhc ure or ads.
~ 111111 di amieafrncslll. ~ lolld JallCWlh of ail ka:s, 11:Jbkuol. ml
puamcc, ...s av oftbem, an ar wtucllm-bawlnda' callo1 an. ·t.aa.. • m1 a1
niau or other umnc ar PJ11KClll5, ~ orlfpc or aaarcc: of PQomait (kdidbi&
lnltwol tim1Wd to CAM ebqa. bse lmDinalloa paymears. ~ op!lm.~
l1lfands otaa, type.~ ofsm. KllJemam: afndplloo(lf~ o1 pa
dvc IUtl) 'llifdcll ..y-aow or .weaA=' hewm:milf: Doz: nq.'llllkil:Ule lam. Ud
1111 of Ute:m. or oa aa:oonr I.If •-or the Pn:aahm. lt is ilMe:nded aa, io l!ltlbliu
• prucat 1111d ~ traum, md dlnlCl nd lllllWII: UllplDtll or d lbc Las4 m1
All dJbll oflllc. ~ 1bcralllClm' ml all 1bt ,au,. 11111 asbcr pmr,:llll adalit; lhroauldar
11:11 aa:oum .tds\lK of lblr PJmfses t111to Asll,allee. wifl lhe np,, bllt widloul Ila
Dbllpdoa, 1:1 Cl2llecl all of MIO rtml 1 m:Gm IOI odlR'plJ:llll!ldlS wlllc:lr.1M;y ~
dw: dwinE Ille l:i&: oflhls JJl(pmnt. A.alpar ~ID~ wJtb AD!pic:ccq,b
of d lclsel of all or &DY ,ndln of'lbe Jla:m.lsal-,
l. Asspor ~1 tppabu ~ tbc lrtt 111d lnfLll ,aamo., ol .Aai,aor
wllh fall powcrot'UltlllBLDn ad w.l!b pl'.l'lnll' Car JI. ml .ii. kli mme, plse
u:! lrftd, lo dc:mml, c:o11cd,. ~ lad pt: 121111plut acq~ b 11J1
al!d .U#IU ml~ lm(IWIII: ~ Ollp,d wltlchnsy be o:rbocomc di.
an:I Pl1abk by IJic: kmet ad otbcr"«capllltl; of lbCJ Predict, pd llt ill
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~ta1ilc.myclllnlorllkauyomel'aalalll.ar~at ..
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.i\alpll" or odiawhc, Hi1i1i ~ ny di:at D!llWIJY art 4cdrahk: in
mder tD ooUcat. ud .ron:ic lb: P1711S al 1111 alMI II rmll d oCbm'
amuv.all JlerelD. uslpcd. l.ca:el. cf tt. Pm:lilca. or any Jllll lbc:rmf, •
~ ClJllC9'1 ~ 11111 cfimclad ID Pl ldl teali lM olha'~
ilacm111ipcd.co Asslpco111 llld:I IICDtllrlNu Alilll* m17 4edaU1C In
wriuna cldi.-1 to ud ffCClftd bf ncb lascct."' upJUll;v rellawd
r4 aey ami aD dlity, Dlbflity aroldlpllaa m Anlpor In sap«:C ot 10 ..,.,... .. -.
2. Auigaoc if bcrdl,J" Yc:sttd wl6 full l"""'" 'll)we allmwons, lqll 11111
cqubabla, deemed bJ' it IICICCIIIIJ ·~ Ill CDt'm= mis Asuga:nimland Ill
coUa;t Ille mdl md arb=r' alOCll!ldS mlp:d JlcRUafor. lo:lud1al the rll)lf 1G
mt=" npan rhc ~. or ~ JW1 tblMf. mil Ilk posa:siion. lktCAf
focdiwilb totk cxtat ~ toatrec:I de cure oflll)' ddm:dt OI UK p&ct
of Al.sipil" a ~ ill uy 41 l1lr: J.aRs. J.mpiur 1itabJ graa15 fi.111 pawcr ... _ .. .._ ................. .,i_ ... __
J'811[m.ttur,and all llm(!s lmm:r, dJOIIIIIOdcc10J.a!por, Yid& l\dl.
powcrCDusaud 1.pplyafl QfllsRt11samlolkt'UMIUUmilJll:d huulodcr
10 lht ~of thtam:s or~ m1 opaa15ni 111e Pa:mhzs and or
tflY lnddJll::tocss or 1labWq of AmJ• to .AsdpN, hdJdlaa bllC not
limed to Gilt plO'll)e.QI or tm1, 1pKfll t:atmn~ ln5ilim::c Pff'GINl'I'. -........... _.,.........,, _ ... ,.,,, ............
tbe lm~ oa tbePmai:a at ol mllkia;( tu111 JCGll'bk. 1111131:m)' l'co5
Uld COSU im1md lncalllllldlo:a 'Nllb elm~ IIDdlG" ~of
lbb Auipmrt, and ol priJlc\JI] ud. bdaal. paymellb ,amSfor 11DJ O(liaJ'
p11mtta IIB l'to,r!, Amp)I' m ~-Iha NCC. the~ Dr,:JJ at
Ilic ol!Et LMn. DocunieAtS (I&: dtllml JD lie ICol1olo). ID 11 ~·,
akcdoll lbd UI.SIICh CN'1k:rat AafPN IIDI)' ~ Aulpice :llhll1 be
l1llder DO oblliJtkua CO pmi!U,IGrdie dpai orolaiP!s mfaaad &o II.
JittctLtJdcr or co porfonn. nr CIIIJ' GI( uy d. dlt: ~ of dae Jmo.r lmdur
my otlhri Lar,cs am doe1 DC11.U111aC1 IDf ora. llabflltkl 1111 ~ witfi
fJI .arililq or JJOW1'1J WI ol' tlKl m'fCaUis ..t qtUme!lU cf Al,lpor ID the.
Lum; and Aulemr IXl'l'tiaatli ancl lp,c:lli dlll ll ~· fill?lfufl)' perfonll llD.
cf the ablpllom ~ 1IQlkr rt1f Old iaD or lhtl Lta.m IDCI lambY ~
IO btdannif)' ~ m,d IO ldd ft lwmlas fEoll 111¥ Uhl', 1tco=i1
(cc:5, cosfsi Jc,sr; or dimlJt wbidi D11Y w mlsbl 'be~ bf iL~ tht
Luaei vey rcuo11 oFtbb ~r, n hm any a Ill da1all US.
j_ , ..
---~·-=·-=~J
111:t•~ .. -..;(:i,-.~_,,. ... k.,~~···
Station Id :MMTM
Page 4 of 12 Printed on 815/2009 12:02:37 PM
Branch ;STK, User :8792
IUNG,WA
Document: ASR.1997.08150411
Comment
llluiJa1 Gblip:doas or~ 0tibf&tt to perform ordhdwJe"ur, 111
~1mm,mMIDCl~1SrtemtDIUG11uk1td~~-~laldac,:pth
iWft.)', IIUQnlO)"'• rm, ieom, 1ou "' UDfC dae 111U111o ~·· ,,_
110j:1i&f,nce or wJllM llUC(llll!uct, 1'ldJ AISlpmul lbdl 1IUf. OJ*!'* CD pllo:
~lUY rat die mmrdt an, .......--ar npa.lr olo.t Pn::ralMa, or
pam lkff:tlf, 1IJIOG AlSipM .. lhlll k .. ta mike Aafpii; Hable foe
Cbo c:ueytoa: DIil al.,, d tbt. mm&lid COlll!ldam d' IDf ol lhl l.aRr, or
r..r 1111 "*' or 0ie, PJanbu bl' a 1sm::e. Pldlll' DJ" Dr 1k t.eaa • aay
odli!r party. ar for 1111dln&enm«dcf'cd\tll madldGII. aflJ>t;~ar for
an'/~ ln,ihcpn1a Pl,.-,, tt:pllrotamlntJ dll,n,;d'~
ill lraot 11:!JuQ' or ,cdl to P1Y aea-, lklmcrc, ~ or maap:.
The naarm=t" of the sppticl:tit.al or mtab, !be nreecn tr of che cott1 u4
dwF$ tti whk:h 11w: ramle 11t tppfccd RMl di,; hm. ar 11am wbltb lhab b:.
~ ~ lhdbc:widtirtda::Uad USLlim11D1d"-=tkm<Jf ~
lllll hi~ w!lh tM. Loa,i.JmHntms.
!I. ProY(ded tfaed. Mt becrl DO ddokti,' .4mdpor-ia lhc ~ of any
~ ICCtited ~ or Ink ~of SD)' d:illpdoa.
CD'Wdllt or ~ ,gf AsalJQor ClllltilMd )lc#in or in Ille Nate ar
M~ or in MY af the .l.t:a::I, llJl11mDIUUI-collctod llcmllldd' by
~ wbleh-. rn ~ Df!DC-app!I~ '° pqto. Ul u idixadd
~and indclllalncu a1 the WdR lhlll be"~lllpdy paid IDAnlpr;
pro,Wcd, hcrnWr~ t!lll. dus pt0Yia4wll .IIDt be app&able lo 1111 pymmlf
uodcr lb; ~ Jo: Arta al~ almlllarDIOAlb ln IMIIIZ. iDC1&Lclmg. bll!.
uot lilnlled lo, b.11: tel'lllinlUDn.-,,taU, Plltdme ..,iioa.excroke
t-,)'lll.lms, m\nllb: or....,.~ J11Cf1J111Cft ot#dl:, Utlpthm ICU!menu or
.sctck:DQtf tifput u rcnu (Ill orl'llkh dllll tt-~ 111 coUc,;an,d,r
hffliai 11S !he. •E.xtraord(naq Rca1Jlfl;,sncalt.$•j, alJ ofwbic:ih ml)' be Jmillcd
01 ;,,,.-_. .............. -.
4, Auijlll)r .bm:by ,qmma p1 ._.. to AJslpcc 1ba1 QE:CPl fix &lie
111hllaor'1 iD1lcff4t UIIUblcucl. ifan,, ii Is thuole owni:roftbc IIDUft
le:s&or'11Dk:iat. ID iCll!b. al~ J..asu: dill Ille UIIII: 1R not !ndef11lkmd
ue '1111d sad~ and banoot kQ abtied., IDOdll"ted °' ~ lo
• .., m,nDl!I" ~Mcepl." bm:ill t:IJlfCIII)' Glallloleil;. tbat all
r.otdi&>m pn,;edm1 10 Ole cffcx:tim.:.a ,tif tbl. Lcaacr ba'ft. ibo(lr! lldlf"ic,d;
lhlltAsslpor NS ,iot~ore. ~ or eul.pa1 the. Lcmu or Ill)' Df
lbt N1III lbcmadcr w ey ri,hl or ~ tlaclo,. :IIOI' Jw: It collcc:11!:C! Sri
~ ar aaiJe4,llllo1 any oftM IClllf ~ US: AIClpor ~
Page 5 ofl2
1;,
f. )ic
·" .,.
S1"tion Jd :MMTM
Bran.ch :STK,Uscr ~8792
KING.WA
~. , . . ,, .. ·
Document: J\SR 1997.08)5041!
Comment
aoo ~ ~ ti: b mi bldill!d m ma &aeesmkrtbc UQIS bl 11'1)'
111111111:1~ au m pc mo to aa, rig1II; oflCUllfaplmr, or ~or. lh=nata p&Jlblc ltlldor Cbo ~.
.s. Aafpm' lllMQIIIIII .Dal IIQ, *=', modll)r, JQIOQd tit t:la:Dac-lhc -pf*
UIICJorP"° IIO' aimul 1)t pamhdcmor ~ UIY qidoa ~ or
pa:mkl&d IIJ b' IIQ1DI lbcrml' •WIM-,. ~ rcqulbd 1c1 be
pmmllCld ti,. any leuCIII -~ CIDl:Cl or_._..,. ot15111 Lcuca or
ICOrJll a ldl'nllldm-lLm:af' ar catcc Imo kucll lllbr,' flD 11D .bmd wlluiul pdoc-"""""-.., ....... .w ..... ..., ......
lnllfi:i"Ol'UllpMIII thmoof, ar IUlllp kl pkqe, mip or e,,caml!er at1)'
Dldv:. Lcuaf at KM or odlc:r ~ pqabki ~, or cam, 01
tnmfcr or diet a conyq,uice crtrurfcrofdle Pramltetoto! DJ lmerat
thea:m 10 '5 lo Dft'clct. dkDclly or ln4imclly, 1. merp cf la: CSCl1cli ud rlsfm
or, Ill" a 1tm1illmoa or diWDUllo:II ofdit obliJl'KIIII of, my ftssce
~. Aulpr ti&tlbet ~ m dcl.lYCa" 10 Aaipcc. prum¢)' \lJXIII
nmpt tllcmnf', coplcs ar ar, amc1 an damal'.lm:, dalmJ llid mm or dmult
melffdli,ir btia 11Q'lcace-Ull4crtA.Y oflk t.emcmlpcd ~-Jr _...., __ .... _ "'"""" ..... -
available lo Auipta-qaiml & lttKC& tbmmla" Ill~ Qf 4ldlull U:fllkr
die lllll$U: bf ICAOC5.
,_ UpOll ~io l'uD or~ priDcipalJlltll. l.ttm.&t 11111 adilr ~
a:curcd kreby, .IJld Ly Dlf ctb« dllClmlCldi ~ mm-.,_ NOii:, 11m
/LsSl,pllDWlhlU f1c:·p tcmic d ml 'JOid; ~ 1t•nNIIWJI !n
fiiD fon:eand ef&ctullerda.proYidod 11111. Vllll lhe~. ~
mi pawu Bf .altOmc:J kn:ln conlmlid. ,bdl uw,e to !ht bae.ftt of Aaigme ..,...,--ari>cNo1<,mdlfllllb< ___ '
m:1 lls bc{n:, lcpl ttprucatatfws, 111:CmcDi aml utljd!I, a:dd. ~
amsaqam DWllet or w Psmum-
1. ~ with dw: •ccudoa of~ lelJc eov"1ftJ tbe Prcllwc:a, Ai,lp.x'
will »otltf tie lmec. by u. s. Catifio(I Matt, otcha alataacc ofdlk
Aaslpmalt aod wut dtlivm-an u.tCll&ld topy cf lhlsJ.sslamnat[ 1o aicb
k:o:e, ~ ad --N> ab dpe)'JDCall md:c ltll l:we IC Asdpne
GTitl: 111JU1biee ill ~whh.lllc 1am1 of Ibis~
8. It :ii ll:tldentaod IDd q=tf. Ow dill Ampmot lhaU bocoma err«:two
~, wkb w No10 and she Monpp. ms .Aalpmmdllll i,.,
i
1
i
NwmnaJ
Station Id :MMTM
Page 6 of 12 Printed on 8/5/2009 12:02:38 PM
Braneh :S11(,User :8792 Order: 9M88l Title Officer: 6 Comment Station Id :MMTM
KlNG,WA
Schedule B :/:"
section __ __;:;
1
:,;1..,/~-excep~on __ u __ i..:_:......--
l'ILEFOR RECORD AND REJ"URN TO:
William E. Hal!
Gooloo. Tbomo,.Hoooywoll, M-.
-&DoboimlLP
P.O. Box 1157
Toooma,WA9Wll
GROUND LEASE• SHORT FORM
Gmmor: Bonnell Fmnily T T G a Washinm;m1 Hmfud Hahilihr P2DlPflDY
Grantee: Calum)>ja S!JtuBanl:
20071251001261.001
Lopl~(&bbmiatod): ________________ _
Addillco,allopl(s)on ___ •
AHossoc'a TaxPm:o!JDI': -cc-,--.,---,---,---,--------------
Rc!oreaooNos. ofDoomnentaRd....d or AJ,,Jgned: -------------
Tll!S SH011.T FORM GROUND L1!ASB 1B made as of the ~day of F le, , • '1tffl,
by and between llONNELL FAMILY L.L.C, a Washington !hnitod liability compaoy ("Landloro").
awl COLlJMBU STATE BANK, a Woshlngton ~ coq,oratioo ("T-").
BAClCGROUND
Landloro and Tenant bav,, entcrod into a Lo,,o dated as of jt;h. \$:!:: . 2007 (the
r.-o") lfflh ,c:,pcct to ihc =I property descdbed on Erlnbif A bctoto (ihc "Proj)Q1;y") and lhe
Prem!= is outlinod on the Ille map .-o, E:drll,it B. Landla<d and Tenant oow wi,h to give
DDtioe of!ho X...... Ao<ord!ngly. thoy agree:
I. Lease. Laadlonl leases to Tenant and Tooant leases from Lendlonl thc l'l=ises on
the tams and condlUoos sot lbrth in the Oroand Leaso<latadwron ti'"::) I 6";-2oo1.
l. Term. The term of the Lene oonuncmcea February 11 2008. 1be initial 1eon. is for
Twcmy (20) y.ar, and Six (6) months.
3. )!,•"11'•1 Opllons. Punuant to the Imm of the Oround Lem. Tmant has the oPtioo
to """""1 thc fcmi of Ibis Loase for !bur (4) additioual porioda of five (5) yem ea<h on thc i= and
OOJ>dilwns 8<1 forlhm thc Ground Loue.
4. Exduil\ity. Lalldlor<l agrees that lt will nD\ Jeaso aay portion of the balanoo of the
Propcrty for pu,po,os of operating a COJllI!IC[ob,J bank, aayb,ga and loan usaciaUOll, ctodit w,JOll.
mortgase ®lllJl"llY or chccl< cll!lblng company (colltotivcJr "Flnmclal lnstlftttlons") for the duration
of this Lcuo. Slmllady. Landlord -that U ,vlll lnelnde Jn /UJy ooovoyacoo or lease of aoch
pareeh mado subsequent to lho da~ of this Loose a rosmct!on p,:owntiog the••• of such parcels fur
.j.
Page I of7 Printed on 8/412009 6:24:48 AM
Document LSE 2007 .12J 1001261
Branch :STK,User :8792 Order. 954881 Title Offi«:r: 6 Comment Statl011 Id :MMTM
.. l ,,
KJNG,WA
20071231001261.002
plllJIOKS of a Fmonclil lllstltut!ot, dod1111 lh• lonn of 1hi, Lease. The pnmslons of 1hi, subteotlon
only apply to Ibo l'ropc,fy and not., tho""' oflbo Shopping Ceotor,
S, OtberTenm. Olhor tcrmsofthoLea,c.,.bll,cupa,1necll1ercln by lhi, reCermtce.
DATBDthls~of ~('lwU.. ,2007.
<f
llONNELLFAMILYL.L.C,a W..i.ing1on
linn'tm U.billiy-,,
Br-. .J~-1{ 1,§M "''ti.If
:FnnkB. Bonnell, Jr., --
-2-
Page 2 of7 Printed on B/4/2009 6:24;4! AM
Document LSE 2007 .1231001261
Branch :STK,User :8792 Order: 964881 Ti~e Officer: 6 Comment Station Id :MMTh1
K!NG,WA
STATB OF W ASlllNOTON )
)13.
20071231001281.003
c..u,iy of.Kl.. .-;>iJ )
Onfmii tJiK day of ,r.;jlff{( ,2007,bolbrcmo,tho'1lldc"1gncd,aNolmyPu1>lloln
and mt tho Stale of W~;;.;; COIDJDlasionoci and -pmonally appea,od FrHk Jl.
lJonu.U,.Jr, tom• known to be lboMllllagOr ofBONmll.:FAMILYL.L,C., a Wmhinglcn limlt<:d
liab!li1)r -· tho compacy !bot executed the furegoing !nstrumont, aod aobiowlodgod tho said
m"1umeol to be the ll-ei, md Voluntary aot ml de<d of said co,po,ttlon, for the uaes and p1Up00es
th&ein meotJMed, and on oath mated that he ii authorized to ext.CUlc the said iostmmmt,
WITNESS JDY hand and official ,cal hereto
.3.
Page 3 of7 Printed on 8/412009 6:24:48 AM
Document: LSE 2007.1231001261
Branch :STK,User :8792 Order. 964881 Title Officer: 6 Comment: Snnion Id :MMTM
20071231001261,004
.•. ,. ',
KJNG,WA Page 4 of? Printed on 8/4/2009 6:24:49 AM
Document: LSE 2007.1231001261
Branch :STK,User :8792 Order. 964881 Title Officer: 6 Comment:
EXBlBll' A
LEGAL DESCRIPTION OF PROPlllO'l.'
LOT !, CITY OFl\l!NTON SHORT PLAT LUA-o4-027-SHl'L (BILLY McllALS'S
SHORT PLA'!j RECORDFD UNDER RECOllDlNG NO, 20040503900002,
Rl!CORDS OF KING COUNTY, WASHINGTON
.5 •
Station Id :MMTM
,
20071231001261.005
.KING,WA Page 5 of? Printed on 8/4/2009 6:24:49 AM
Document LSE2007.123!001261
Branch :STK,User :8792
KING.WA
I
'
Document: LSE2007.12Jl00l261
Order: 964881 Tille Officer: 6 Comment Station Id :MMTM
llXH!Jll'l'B
S1TEMAP
20071231001261.IXli
111 = i;;-~;$~ I ( xNVa YJSWn"io51ft'.I! h hil :.i:
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Page 6 of? Printed on 8/4/2009 6:24:49 AM
Branch :STK,User :8792 Order: 964 88 l Title Officer: 6 Comment Starion Id :MMTM
KING.WA
20071231001261.007 ,.
EXHlBITQ
COLUMBIA BANK {RENTON-BONNEJ..L\ LEASE RABCEL.PE§CRIPI/ON
(IHISi'"ARCel.~PTIONDESCRtBESA.f'ORTIONOFMURVEY&",.EASePARCELDESCRlPTION'Z'AS
. ~BY~YORBUSH,ROED,&llroHINGS.lNC.WlW1) .
lHAT POR'Jl\)N OF LOT 1, CITY OF REtlTON SHORT PIAT LUA-04-027-SHPl,(BILL Y MCljALE'S
SHORT PlA'llRECOROED UNDER RECORDING NO. 20040503000002, REGORDS Of KING
COUNTY, WASIIIIIGTPN', QESCRJBED AS FOLLOWS: · : .
COMMENCING AlTHE NORlHWEST CORNER OF SAID LOT~. THENCES0Ulr(89'10'2S' EAST°
99.14 FEET ALONG THE NORTH UNI; THEREOJ: TO THE TRUErolNT OF .BEGINNING; .
THENCE COllnNUING SOUTH 89'10:29' EASJ' 305.43-FmALONG SAID NORTH LINE;
THENCE SOUIH 00'56'07" WEST 138.53 FEE'J'; · · . '· .
THENCE NORJH88'45'24"Wl:ST·306.13FEET; . ' .
THENCE NDIUH01'13~ EAST 13l;.S0.FEETTO THE TRUE POINl',OF BEGINNING.
lllE PARCEL ~SCRIBED NY:NE CONTAINS'42,01S SQUARE FEET (0.96 A9~), MORE OR LESS. . , .
srr~ATE 1N T1£N6aTHWEST QUARTER oF·secTioN 111, rDWNst11P 23 r:io~TH. 'i'v.NGE'6
EAST, W.1!.; IN THE CITY OF RENTON, KING COUNlY, WASHING'fON: , . · . -·,
Page7 of7 Printed on 8/4/2009 6:24:49 AM
Docwnent LSE 2007 .1231001261
-· Schedule B. '"t-
sectlon _·~· -...1-.~~---
Exception _ __./"'.A-"'<----,
PEBPETtJAL EASEMENT
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,l WI)"' .... klj ~ ,is f..rh,m:, '_. -•
Alt(,lik,l-\bf l,O _kc,rinriflbb/1\U!( ---~--~-Jeiil''1i'st.J.Kidu,411~~.idr,c,1•-cr-:..~111lo11Da: . ' .
':be ~terlille o! ~~ a ·.ncu1tJ.es u: presently ooa.SUUcted
or to be coDJSt:rncl:ed, extended ot raloczrtcd, lyinq wi.1;.hiJI l:.be.
·~·~P~f:.J'-.· . •
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Nl .... im-~l'fld;,IQITIJ.
Jtan3 . Al.ED FO~ ,tECORD AT Ri:QUEST OF;
XJl/4-4 P'.JGn PC0"."FR
R-1319 REA!. tol •• :F. DM!~otl
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.De.script.ion: Kiog 1 1i'11.. Docwae.at -
~er: 964881a Ccm:rment;
Year.Month.Day.DooID 1980.1016.469 PBga; 1 0£ 4 "·· ·;.~.
··--·--·-----·-------------·------····· --
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----.;i,lllll1Ae~ u ____ lNead~aar:;a:d d'9li lar ai...-• ~~
CIY&\'~mrhai.4ndll!r~~J!>l~-.-·-·~of '.)q It llhs 9k~.
ST'Att' ',Sl-ID,."CT().~ 1
ss CORl'OJtATa~ .
. rou:--.Ttor King-• 1 • • .
--~~-fEt:::>Jj7·i-·. t-.: ·.~-~~-~-Cfll,\MllD.,.,.:..,__~.--
t,.-t;llh.'fllnbll,... SO-,; ~rn4 .c -__ .ml)edlfttr.of
_PJ;()PLES HA'l'ItJMAL PMlLJ)f lhc.~alkllla.--..llll~~WlnP~•·
-i~in11...r~1u1wi.•Ct., .. .,,~,umia,rit1ui1.dndd•ld~rorlbco:,asnd~1&N.1Q .
.... ;:.,.4 imd llN fPlt,.,t,1~1! lb;,l , .J._•".'\,.,;_.:.. -• ••,, IU~d lo-*b-.ld IMlns,ulll ... 'llf rlial lhe
...,.,, aff"P"!l h 11r, .,....,...... f":WI .. r ~ m1pnr~Jlnri
· t'I"~ lll)'b;111tr 11ru:l.ifiici.il ~,.,11o:ft'111 .•JfiUal ihirdlir;ir>d ~fit,, aJx,,,11 lffllWL.
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'v~i; f'lll•lt.!P aad _l,,r 1hr 611111• of \!atih~p.
~-·iili,,11,ti -~!..e..L-.. ~/ "-Y·
l)esc;ciption: King, li'1l. DocWDQnt
Order: 9Ei4.86:J.a CO!ltlllent:
-l'cia.r.Honth,Da.y,DoclD ·:;;-1980.10l6,469 Page: 2 oz 4
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bou.11 ~ k t.hc :tadividaull dNClf",lbf;d .bl aa vt.o UK1;W l:ht. 111thiJI ·11,Jld !orc-
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. '
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Da:;c:z:iptio-D.: fiDg,WA DocumenC -r:~.Mont:h.Day . .PocID 1980.1016. 469
O.rde.r: 964881a Comment; ~-
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M'TER REX:ORI!INB .REt'IJltN 'l'O:
Michael D. :,tunt:%.
~aster J?epper & ShBfelttlan
llll !l'bitd Avenue. Suite 3,oo
Seattle, Wa6~1ngtcn ,~101
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AGltEE:MEIQT tro PROVIDE EASEHDff'
'l'nh ~reeinent is isiede tllls~S~y cf Much.
Robert P. Greenwell Compaoy L~P, ( "Gr:eenwall" >
Horbach d/b/a !&H Properties t"Hotbat:h'"),
RECITALS:
1!191, between
and E:ugvne
A, Greenwall ia the owner of the Pt-operty coiu.rnonly known
au Renton Ronda and legally desC'ribed. on Exhibit A attached
hereto {1 Aentan Hollda•).
8. Horbacb !c the hccee ot ee.rtaiti pr,operty iamRdiately
north of Rent ob. Robdill COflllllOnly known as the PayLesa Site uid
lllg'ally daa~rihed on Exhibit B attached hereto ("PayLess Site"),
C. Hotbacb baii requested the :ci9ht to consttw:t a priva.te
roa~ mttenSion of Hapb 6tceet acrc&s Rsnton Kenda from
Sauttrwesc: Qndy way to the PayLess Site to prov1c.l.e acces.s for
ingress anc.l egress to tbe PayLHS" si'ca.
D. Gteenwell bas agreed to grant b perpetual non-exclu&ive
ea&eaent for ingress and. egres& for the benefit of the Paytes~
Site to allow develoitDent of the priVjte road extenslQn, all on
tne terms and conditions ~et forth herein.
NOW, 'l'REREFORE,. for good and valuable t:DJ11iidi'radon, the
receipt of ~ich is hereby acknowledged, Gre~vell and Ko.rbach
agree ac follows:
1. Aqraelll8nt to Geant Els:eme11t:, Upoo the certns and
conditions &et forth herein, ~orbai;h. shall heve tbe tiqht to
tetUita Greanwall to grant a perpetu&l, non-excluuiv@ ease11Bnt
for ingl::'esa and egress acron Renton. Hobdll to develDt;, the
prlvite ,:oad extension of Maple Street. Th.a easelli'nt would be
fort~& benefit of tb~ PayLess Site (or such portion tharaof a~
designated by Horbacb). The logjtton of the easement ~ould be
as IIIU.t~ally a9reEttl by Greenwell, Horbat:h, the current tenant of
ReDtan Honda and tl!.e City of ll:entoh, but shell genez:ally be
located as shown on the map •tt~hed hereto as Exhibit C.
D,1/:,S/92 -1-
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2, Conditions t'O GJ:ant of Ea&~pt. Greenwell &lu1ll be
obl:lgated to grant tht1 ea.saient: onl}tf the portions gf l:{enton
Honda not 11\lbject to the etUIUtllt utidy all land 1.u;e .and
zoning requirements applicable to the then-current use of :Rt!-nton
HCUMb.f inoludlng rainimiim parking tequirenenti:: hOtW).thlltn-ding tJu!
loss of pu:kitig within the easemebt are,., In additio11~
Gnenvell shall be obliga.~d.t.o grant th~ Easement only upon 30
dayG ,prior written 11otice of Hor:baeh,
3, Wid.tlt of' Easement. It is presently ccntempleted that
the width of th9 easement vould be approxU!lil.t:lti'l:y 36 feet.
ttove"Yet, tbs 11,ctual width of tha eu:era:ent shall be .a greater
lo'ldth if reguieed. by the City of Renton, not to exceed .f.D Ieet.
4, rfim of Buament, ~e cwner-of the P«y:r..ess Bite shall
have ~h&Ull and eornpiate responsll:iility and shaU beat all
co,ts and e,cpenaea to obtain th• approvals and p8ttl\its required
by the City of Renton. and other tJDv«Amlntil ·entities with
ju:tisdietton to develop the private road extension of Jtaple
St-reet within the aasenaent area, The owner of the Pa}'LellB Site ..ar improve the Hternct .arga wlth curbs, curb cuta. ,gutters,
ut lities* li.qh.t1ng aQd other iarprcivaments as d&tennined by suc:li
owner OC' ;u; t'B!iUited in tbt pennit'tinq prcicen, 'l'h.e pdvata
road exten.siOll must be de\relt1t:ie4 to provide reasonable ac:ces& to
the porr!.ous of Renton Koiida inmedhtely tu:t gnd wart of the
private road extension, 'l'he plant; and spedfieationE for the
develo:PrJl!:nt ot the prlv:ate road enension ( including the
location of curb cuts, lishts and. related improvem.enu) sh.all be
subject to the prior .appr:oval of OreenwelL tbe cuuent tenant
of Renton. Honda. and the City of Renton, such approval net co be
unreasonably vithheld ar dele.yed.
1'he tetntS and cohditioru;: af the. easement shall be as
reat;onably deteodned by Oteenwell, .and may include provisions
far the benefit and protaction of Greim"'ell {and any tenants a£
Rento11 Honda.) 1wh.ich a.re cw;tOlllu:y ot reasonable ~u: such
citeuto.statu::e,. Without litliting the fongoing, the easement
shall requite the ovne.c of the fayLess Site to indemnify, defend
Jllc'I hoU Or:HnWi!ll and th& aurrerit ten.ant of Renton H®d.a
hat:tnle~6 frOJI all loss. damage ao..d. claias ati&ing out of the uge
of tn& easement. 'lh.e easement shall also ['equite tlli owner of
the Payt,u!I Sit& to maintain insurance C0\1Gt'lg&,; and
ondorsements as naaon.ably required bY Gr:eenwell. including
insura.1::11:ie dur:ing any aonstrucrion acti11lti11.&.
s. Del!dline.
if Horbacb bas bot
provided evidence
03/25/92
The rights of Horbaeh hereup:der ahall expire
11ade the requltSt for th.e euenient and
ntidac:tot')" to Greenwell that tM
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rGqUinmen.1.& Qf Action. 1 above will bv oat on er bl!Cote ,7enua.ey
l, :ZOOD1
6, }tights el:ld Benefit&, Th.e dghts-of Horbeoh bereundor
1ilall be peram:iai ta Harbach, al)d may not be uli'P'ed,
ti::-a11.sfarred or ccinveyed without "Che expron wdtten. aonneQt o!
Greenwell, which consent may be with!lield •t tbft sole diDc:etion
cf Greenwell, fte oblig1tlcn:i• of (keenvell heteU!:td.ar shall
conv-tl tut a covenants aqdnlft aentqo Honda which ,;h1 l l run vi th
th• land i.nd shall bw bindlu.g l.'lpoh onenwell •nd its 1ucceuoc1
nhd au:ignr.
7, c.ounurnrt, Thie Aqr861Wnt lllJY bo &kecu.te4 in &1;1veral
counterparts, oic: of 'Jhieh Jbell be deemed an oiiginel, but tll
of Which ahall cana:tit\lte one agnaent, notv:lthctand.ing the.
fact that all tt! tho Pt-tties ,na not a:lgnatorlH to the llil!JIIG
COWl.tac-part,
l>A'l'SV this: JJ day of til"arch, uu,
l«l1!£1U l, 0""2<WE!.r. COMPmY r.. >,
Eu.9ent ~orbach d/b/a E&H Propertl&s
CON SERT OF l'..AA'PHElt.E EN'IERfR16ES OP' WASHINGTON, INC,
Lar.ph~re Entsrpt't,ei; of Wi11GhingtJ.1n, Inc,, th& c.\lrrent tenant
of .Renton Hotl(UI put'GUant to the Lotr,; 1, 2 Ind J .Lusa datl!!d June '* 1990, a.a amended, Cth~ •tee.15e"), hvceby conaenu to and
approvOG tho foregoing Agreement ~c Provide B1oen8At, Lanphere
tnurpdset of Wuhin9tan, Inc. fvrthe:r consvm:s to the r;iun.t cf
the euemant by oraanwel 1 pur"uanit to the terms of th.t Agre9lllE!n~
to PtOY"idB taaement, 1~d 1gre&1 tb1t the Lo6Dt will be l\lbject
to the eus~en,: once the eueanmt h granted. t.an1thece
Ente.rpriae1 of Washington, tno. agreH to GK11cute a111::h
tddit!onal doeWllilnts, convent• or e1to~pe-l certi!icate ag may ba
re1&onal:tly req\S~~tad by Gteenvall, Horbaeh and/or the ~er oE
03/2S/'2
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requic-eaents of section 2 above vill be met OD or befoi-e Janue.ry
1, 2000.
6, Rights and Benefits, the dgbts cf _lforbaab hereunder
shall be pei:sona.l ta Horhich, llbd ,aay not be assigned,
teus£erred or conveyed wi tbOUt t:be express: wd tten consent ot
Gt"eenwell, 'Which consent may be witbb.rdd at the scle discretion
of Gtl!envell. The cbllgations 1t1! Greenwell hereundn shell
i:cnatltute Dolfenants aqainst Renton .Honda which sba.11 run with
the land and 6htll be bind.ing opon Oreen'lntll and its successors
and. .assJgn,s.
, • Counterpart, This Agr:eenet1.t rar be executed in uvetal
counterparts, eacl) 0£ wbicb. ~hall b1 deea.d an criglnal, but all
of 'Whiah. Slxlll conat1tute rme agreement, notwith11ta.nding the
fact that .. u ot the partiu are not si-9natoriH to the same
ocunt&rpart ,
,,11, n,:ren thi.sct:7\J"' Day of Karch, usia.
R08ER'1' F. GREENHEU, Cct1PANY L.P.
Eugene
CONSENT OF LANPHERE ENTERPRI&ES OF WASfllNBTON, INC.
J..aa~bere Ent&r~rlses cf washiiigton. ltJoC,. the curren~ tan•nt
of aenton Honda pucsuaot to the Lots 1. 2 ~nd J Lease dated June
.t, 1990., as an1'!hdRd1 (the ·Lease~)1 herRhy COD&entli to and
Jppioves the foregoing Agreeme~t to PtoYlde Easenient. Lanph~re
EnterpriseG o~ Washington, Inc. fUr:the~ consents to the ~rant of
the eaaement by Greenwell pursuant t~ the tecas of the A9ree111ent
to Pcovide Easement. and agrees that the teaae vill be $ubject
to the e1111esm&nt once the easement. is gi:anted. t.anphere
Eoterpdn& cf Washini:rtoni Inc-, 1gcees to Pecute :such
additionnl (iocUl'lents, consents or astcppel oartifio•ta ac ,na.y bu
reasonably t"eqll&Sted by Green\.lell, Hotbach and/or the owner of
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STATE OF W11.SHI»G"lON )
) 111i,
COIJNTY OF )
TlllS ls iro CERl'Iit'Y t:bJt on this day of ,
1990, bafote taa, the unc1&rl1gnod, a bOtary publie 1n and for tho
stil.te of VUhington, duly comaisdoned and sworn, p&rsona.lly
a.pt19,uld , t:o me >.nown to be the of RObu,:t :F, Gteenwell Company L. P ••
the putnenh!p that executed the vithi.A and foreg-oing
tnstrl.n:!nt. and. 11.cktlciwledged the satd inrtnim:ent to be the free
end voluntary act and deed of said part11ership for the uses and
pucposes: therein ID&ntianed, illfld on oath stated that said
individ111.l was autho~i2ed to ~ecute sald !nstrurpent.
WITtn:ss my hand and oEffoill seal the day and year in this
certificate first above written,
03/2.5/92
N"otal:'y publlc 1n arid for the $tate cf
washia.gtonf residiD9 at~~~~~~
My appoihtment ,expiras ~~~~~~-
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STATE OF WASHINGTOJJ )
, ,./ ) SE,
COUNTYOF.'.).:..5 I
l?i'.t. fKIS IS 'lO-CER'l'IFY that OD thls c})"V dq of~ .. ~ ,
J..'9PO-, baf-ore ma~ the undersigned., a not.aey public Yna Oftbe
st;at& of ffas:bington, duly cDmrnhdoned aDd sworn, pei:scme.11y
appeared Eugene Rorbach, to_ m& known to be t:he · ihdividUal
described in and who executed the within thd foregoihg
inst.rurnerit, and acitnowledged to 11:1 that &aid individual lligne.d
the n111e as said :l11dividual' c. bee •nd vcluntary ect ahd del!(i
tor tbEI use, ahd ;purposes therein mentioned.
Notary state of
Wallhiogton, l:!esi.dlbg
My appointment expires ~ · ,;k,_. J 3
s,.
TKI6 ts TO CEB.TlFY that 00 this~)~ day of ~---<::-,
1990, before me, t.he uoder$ignecl, a notacy public in i!.nd fot: the
&tat:e of Na&hwg"t:oo., du)r COfflltlis&ioned and swocn, persoMlly
appe1u:ed :1~ k:'.?cJI"?:'< , to tne "know:\ to be
the ~-...-&.,.'ill of Leinphe.re Enterprise& of Watihington,
Inc, .ii corpoUF on thilt executed the wicitin and. foregoi.Jtg
instrument, and .ectnowledged the 11aid instrWNnt 'tO be tbe free
and v-olUnt:a.ry act ancl tliffd of se.1d. ecrporattt:1n for the uses and
purpose& th9rein mentiot:ied, and on cath stated that nid
indlvid:ual was authorized. to ex-e<:Utie Hid inis:trumerrt,
Wlt'HESS my hand and offic:id seal the day and year in this
ctu:tific11.te first 11.bov& vz:itt:en, -=--=;
~lkeo..~ /de,••, · .,, ~~ /?, Y
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~~JQM1:i,t.e-.,-.?. liotary pub{Fo'Uiaid.Tor the state af
:::;.,Ji \:•,-;C,\ Washingtnn, residing at ;;:;!:. ,"l'f".'i#.:: ~!:t ~,OiAllJ, "'\ .p ( ~ ;,_8 ••• c. "'>;_,~ Ky appoi11t11ent exph:ea 4-.?R-P'j * 0 7.:Pt.HI\.,; 3;.:~ ,,.._\:.,O ,.:~~ .-...:: -.~JL 2.0,...•· :Cs
IIK-tJl ~.,,/", .. ·-••..v,.$ ~°" Of W~;:,iJi" --03/25/92 -5-
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S'J'A'l'E 0'1 ltMfAII ...
Cil'Y AND comm: Of' llONOLUL.U
on this 26th day of March 19!ilt, before 11e appHred PSTER
F, R, GREEkWEt.L, to 'IH pe:nona.lly known, who, b∈ by aa duly
a'li'orn, dld say that he 1s the general putnar c,f ROB&R'l' F,
CR.EmaWELL COMPANY L. p., a Delaware limited ~artnercbip, that the
fct"ogoir19 inat"rumcmt vaa stvnad in the l'WIM and in bebdl eot n . .id
l!Jlited parthership, end isaid PET&R r. R. GJu:EHWELt 11c1tnowled9ad
tbat. he e1te.~t111:d. t.l,.11 ea•• a~ hJs trae act and daed and u the tree
act and dned of seid ll~itad. partner&hip •
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ni'/ COllllllis&ion expires: U-.Jz-'?.:t.
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Lc~al Qe,;cdpticn
IDl'S l, :z: MO l, DtCLUSIVE OF CITY OF REtfTOti SHORT PU'l' m1Hll£R 100-
BD RECORDED UNDER RECO:RDIHG flUHBER 1204079001 1 SAIC SHORT PLAT
LYING RITHXN' .SEC1'10lf 19, TOm.l~HIP :Zl NORTH:, RAH'Cil! S E.\S1',
WILLAMETTE liERlDIAA, IJf J:CIHG c~, 10.SHlHG'l'ONi
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rhnt portinn of 9ov=rn.~ent !ot l lying north ot
lfD:rt.h-cxn PeicJ.fie Rtilt,;ll.j Cor.iPz:ny :dgl'lt of \16Y in sc:o.tio:i
.19, towns11i_p 2.:3 nort'tl •. ;r;i.igo 5 u:t, 11..H •• in King" Count!f,
1i'aE1tingtonr •
i:xcz:r'l" the nort.b 300 £oat C:hareof:; ~
Al?D J::,t<:£.P"l' po:rticn. in :92n(I. 1w~nuc 6ou.tb llnd Pri»ory state·
,lU.gb\;'"3y Ro, 51
ANJ) EXCEP'l pox ti Oh ~asc.ribad .GS" follD-'• t , '
:Beginning-at th:I' nortl::il!:btrt. corner of the no,:tb'test quarter
of aoetion 19, to\/n3hip 2J north, ::m,ge 5 en~t. U.H., in
JU.ri, county, \'1a1hingtcm1 t'hcncQ wektorly rilon.s the north
line· of z:dd 11e!llction 19 • diEi:Dnca af 9'10 bet, tl:ui!:nee
southe:ly en.! ,p1u:allcl to the uest Una of ffOVll~ent. lot l
11 illstnncc of .300 taet to the true point of besiriainc;1
t'hencc continc:109 ~outberly and parallel u:i ,the. WIH't. U11e.
. of gov~t .lot; 1., 790 :l.:~t, ,nO.tG DX' le~Jr,' t!o !ii point. en
t:ha no~th .margin of tbe lfortPe!:'11 .. '11ci.!ic: 11.ciil\lJy CM!y.iny
xi9ht ~ way; thsnce ue:ste.tlY along tlle. Northern h.dfio
Railtroy CONJ>ai1Y noz-thorly :right: o:: way line t.o the ffl!it. line
ot 13ov~-t lot 1, thence ncrt.hetly ~long "oie&t Hne of
governQe'nt l.ot l to ill point th~t lies JtJO :feet :s:out'h cf the
north lin: Of 5&.id seetion 19; thon~e ea~terly to the tru~
point 0£ begihni.n.9.. •
~Mmm WI~ om ciuet:Ul;n t for izlg:rus and ~rl!.ls ovet the:
;G.tlo-.fing-: The eaH .t!D fee~ cf thl!: wt.st :375 fe.et.,. the eel.Ft
,;o teeti!::li:i the l.,e.st 40 fee.t of t:'ho fDllovi.ng duc::ib!!d
Jl:t:'~rty: ·
:,rhe uoutl1 2'70 teat ol; ~he nwt.h 300 feet Qf tlia eut.f17D f••t.
of gov0%r,roe;nt .lot l., :O:t'l't'')n l:', 1;c:nmah.ip 23 notth, range. S
ea.mt, tt.K.~ ·in Xing eo1.1nty4 Uesh,f.:n;ton; EXCBPi' tlie c11at; :.to
feel: the.rcot. ,
~i: e:ciuth :nc Le-et o! tl'!Q "c.t't.b 300 tciot o, ,;chi, oust
97n toot o! 90venWtDt lot 1, .a.1:1ction. U, town:i:hip 23
110:-th, t-tm!.f!;!-5 oa.s.t, 11~H, j lll lting coun1:y. Wetb!.ngt.oni
::_,;:&!17 ::he eri::it 170 foe'(: ~a:~00!1
;:.:, [!.\'CSrT tha nc.,~t'ti lD ~Mt tba::ce! conveyor.:: to the Ci,ty
r:! Rt:~tor, !c: s:::i:ot c.m'! ut:!l!tl' y~r;e&, ~l' c?r.-cd. x:c ..
cc::a1:•= ~-;t~r t1uctito: '& !il.• :,?c, ~051494,
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Schedule B ._,_
Section --h.
Exception ___ ,,_11J.,.,,_ __ _ -0
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MSEMENT AGR1lEM1:IOT FOR EXTENSION OF MAPLE STREET ~ :
nns Et\SEMENT AGIIBEM:ENT ls w::cu&ed and entered iato l>y and llfflOITg !
llOBERT F. GREENWELL COMPANY L.P,, n lld,...., Umil<d partnc15hlp ('GreenwcU'J; ~
EUGEN& ffORIIACH nod JOYC& HOIUIME (hcn:inaflc,-colla-Jlvdy 'Ho-');~
DONNELL FAMILY P/\RTNllRSHIP, a WashioglOo general partaonlllp 111d DAIUIARil
JOAN DIOLT) DONNEIL {lmclnaflor wll,cdvcly 'Bo11noll'); 411d UlVPHllRFa
ENTllRPRISE:S OF WASHlNGTON, INC., a Wuhl111ton co,pora!l<>II, d/b/, _ Hood:(:;
Aulllrnobl~s (herclnallcr 'Lnopheie'), g
RECITALS:
A. Greenwdt ls lhc owricr of thnt ~naln real property comrno11ty kmwn m llea10l£
Hooda und le1~Uy described mi ~hlbic A atladled lte~o (EM ·Ren1oa Hoodn Prvpcrtf':}
Lanpbcto. ls lhc: currcm h:ssec of <he Remon HoDlf:1. Property, and opcratet an aulOmoblfi!
dc,1.lenhlp d1crccri commonly known m; •Renton HO!Kla AUCOmoblles. •
JJ. &nncU is 1he owner of lhat certain ~ propcny immedlalely to the north er l
ftc11I011 Honda Propcr1)' and couunonly known as dte Paylen Site and JcgaJ]y described on
E.x'1ibi1 nattachtd here10(1he 'Pay]cssSitej, Harbach h rtlecnnentktsee of die hy\c!sSite.
nnd i:J ~ly mblc:ilsing si3111fic:mc ponlons of the PayJm Site lD wrlcd ;ind as:sortc.d tenmts.
Lnnphert: tm rui option vr'ilb Horoach 10 sublease a j10L'l1Dn of ttie. Pn.yiess slle lying 1Q the ncrth
of nod lmmcdi:itc!y ndj;iccnl ,o the F.oscmClll Arca dcscn"bod below, Said suble.m: area is leg.n!Iy
de£C:ribcd on fu;hibic C and is f1creinal1cr ref crud to as ·Facility Propcrcy' •
C. Bonnell 11:5 rC4uesrcd the ritht lo ctrlStlUCI a p,iYaI~ road a..tcoslon of Mnpt~
Slrct?t :icrcll II~ Rcciron l!onda Property from S.W. Grady Way ta tho Payless Sili,; lo provide
for underground utilities and publi<1 acoas:s Car ingress: '100 egress to ll!ld from the Po.yless Site.
D, Oreca11,,ct( has ;igreed w granl a pel1JC1.1cil 1100-1:xeludva east:IIICllt for :;uch
undct1rouncl utilities: and poblfc acctss fot iilgnl$S llnd cgrus to and Crum 1bc Payim Siic, all
in a,;cordilfiee wilh lhc. ttnns, condilfons wid provuians. set forth below.
NO\V1 1'lIEREfOR£. for ,good :1t\d \lalu.!>Je congidcrado11, tlu: recelpL or whit.hi,
J1crcby ocknowlt!dgcd, the panics hetc10 ngree .is follows:
J. Gmm ttC F.nsemenl~ Orecnwcll lterdiy gives, graalS nnc1. cOJ1vc.yu non-uclusivc
peq,c1Ui11 easem~t to Blllncll for Ille bencfll cf 1be Payless Sile over, udder, nnd acro!i lhc
Easi:mcn1 Arca for the purposes of: (i) con:s1rucll.ng, iraprovfog rutt1 mu'ltainlng a. roadway
(including ,;urbs, Ctlrb CIIIS ud gutters), &idewalla, lf ~ by the City of &nlon, and
untl~rgtt11nd utilities (includillg, OOl not o~y lliniled lo, decuicity 1 Wil.li:t, sewer,
drainage, u.ituraJ gu, tolcphone, CATV and sireci llgbdng, provided dml die slnlet lighting
poles and li11ure l.hcmse\yes 1h11.11 be above ground)i and (ii) providing public accc.ss ,,1a in:ress
Md egress 10 am from Ille P.iy\css. Sile !or pcdi!Sirlans and vehicular traffic:. 7lle e:imnenl
iivcn and t,mmed pursuant 10 lhis Agreerncn1 {the '"Easement·) is appUnenarn 10 nnd for the
F,l!>MS\W1L\00074'U5 07116/0l • I • EXCISE T/1:J< NOT REOUlRED
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benefit of die Payless Sile wJlieb i5 !he clamimurt eslale t111d 'Will be dceme.d. tt> be a benefit
running. with Uie !;ind.
Notwi1hstnndir&g the fact thal. lhe E3scmcnt dcst:ribm bcn.in U non-exduslve. Greenwell,
1-fotbach ruid 1..Mph«e, ~d their rcspcclive bc:irs, s:uccessws and a.sslgDS ll!ldcrmnd and agree
th.:11 lhc fastmcnl is intt:ndcd to provide 24 hours n day, 1 days a week, pennan~ JJ1gttU,
cglt:55 Wld_aa:eu 10 the Pay!~ Siile. Farther, Gtca,.wdlj Horbilch and Lmplletu. and dicir
rcspoctl\'11 heirs, .successors and assigns .m::.11 not undem.ke or m,ga&c in any activlty whtch
woukl imp.air, Umit or otherwise n:strict the scope or use ot rhC raemcnt.
2. J;memcnt Am, 11tc legnI description or 1nc ponlon of me: Renton Kcinda
Propc<1y which ~ 1hc,ubjoc:t n,au.r ollhc -.ient (!~rein tho 'Eo>emont Area') i," ""forth
lIB!ow.
h ,trip of tond J6.00 fc,t wi<k: !yin& 18.00 feel " ""'1 ride of Iii> following
llcscrlbcd C\:nlcrtim=:
Conunending at the Southl'ICSl comer of lAI 3 of Cty of Jt:eatoo Shon Pim
No. loo-80 as: tccnrdcd under King Cuunty Recording No. 8'204019001; thence
N011h 17"28 '02 • East al°"' the Socnh line of said tot 3 a dlslalCe of 108.38-feet
co tbe Northerly proJoognlioa of 1bc cootcrline or M!qlle AYCrn,e South~ 111cl
1hc 1rue point or begl1t11ing; thence Nonh Ol ~3'41" ·East. Jl]ong said Northerly
prolongation IS1.29 (cot IO a curve hBv\ng a radius or 53.00 rcc..t; theacc
Northerly nnd Northt1;1S1crly :alOfll Wtl cum an arc Scriglh of'2S.3J rce1. through
a cenlJ1ll angle or27e23•16" to Ute Nonh li11c o! sutl Lot 3 and the wrmlnlll or
!his a:nterlil'lc de:SC:'ipiion..
A tt.1phk ill~ralion of the c:1sane,ru arcn is aWl.ched berer:c w: E!hllm....Q. The. width or !he
lzemen1 AR3 may be tnm:nscd if required by the City or RunkXl, not le w=cm a k1tlll width
Qf 40 fL'CJ.
3. lmwmrrnrnt n( F..nR1Utnt A,n,a. The fcUcwinr, provisioru. shall appl}' in
conm:ctlon whh 1nc improvemeat ot lb: Easement Arct.
3.1 Cosl of lumw:mrnt-v. EXccpt u alherw!se provided in P.i.mgnph 3..4
below, the owner or lbc Jilytess Sll~ shall bnvi::: the full and winplele responsibilily for and WU
bca:r nll luiuro CQSLS ill1d expenses In connec1ioo wl~l lhe im9rovemc.1n nnd .ronslrUClion of lh.e
E.ucmcra Au.i ror the purpo=; and wm described herein including all costs BJ1d ~scs
nceeswy IO obt3in the 11pproir.tls and permits required by ~ O(Y o( IlCnCOJ\ II.lid othu
go11ernmeni:tl ;1utl1orltics bnvtnc Jurisdlction in connt!Ctlon wilh such lmpruvemcnt. In this
rngu.rd, the owner of 111,: P,1yJcss .Site agrees 10 lndcmnify ud 51.w: Grccnwcil Zind Lallpllem ud
!heir ~'CllW! succcssorS" and ns.rigDS harmlw from a.ny nnd .all N:h costs or cx.penw.
3.2 Plnus Md SnrclfJcotlnus rw lmnJ:Pvemmt or P-Osmem Arne. Toe
dCS1,gn or ond 1tre plans und 5PCCifia11!ans n:llding lo lhc 11cU1al construction <if saW
improvements within 1he E:u;cment /t.rrr.:J .!ihnll ln; the ~mibllity of and paid for by BOOD!!ll:
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provided, however, ·lbt rtn: final working drmrin,;$ Md spcciflCil.dORs llmn:forethall be subjec.l
to ttac advmccd writleft approval or Oreeawell and Unp!JC~. whidi approval wm not be
antilll!ly or unreasonably wlthhl:lld. The bUliaJ design w be :submitted lO lhe City or Ro11on in
conjurw:lion with tbe propcscd improvoomtt or~ En.mm~ Art$ mmt provide for reasonable
acccu (or ingtc5:s i!nd qrns to and Crom 1be mnt\lniag pm1lorls or the Ken1011 Honda Property
lmmcdl:ucly cast and we,:t or lhe EascmC11t Arca.
6"epl far the approval or ~eh plons and ipecUic;.tion$ am! malCrial modificidons
lhec:eta,. l)onnctl Jhall llaye tht full right. power and aull10rll, LO crrcetu11:1e Md complete the:
l111pr0vcm&us for lhc: Eiscmcnr Area wltbo\Jt the rurchcr written or olher coasent or
authorb:alkm from any of \he panios to lhls Agrmmcnl. For purpascs of lhUi P.a.~ 3.21
• rnodlff..uion ID tho ,pprove<I p1..,. ,,d spcoificwons ""11 be deemed ID be nuuorl~ I! Ille
nMNlirlCll.lioncliangeslJtcgradcor lhe level oflhc.improvemcals ln reliliion ro die RcatonHcnda
l'nlpcny, or If any c,rt, lllltsprovidjag"""" u,,ny poi-lion of the Remon Honda Pn,pcny an,
moved. rdCICilled or l!iimlnntm. TIie matten fisted abow nre. 1101 necessarily exclusive. but
uwcl)' .spedfy nui.ucrs t11a1 will bl? caasldered 10 be; ma1criDl Jr lhi=y ocrur.
3.3 QunliLY or Work. AU DJ' the wort performed In connc:cti011 wilh die
co.,stna:tian or the improvcmerKs lill'ithin \tu: EascUlent Area. .shall be S:u~Ulllly in accord with
lhc ... dong plans a,d ,p<dllcailons approved a, provillell In l'>ragr.lph l,l :il>ove, inl shall
a:impf)' wilh ~l of tbe )aw.s, rules and rtgUlallons lhe City of Renton 1111d c:11.tm gov~m~
nuthorilies having jnrisdielio11 over .such work. Nof.withstMCilPg the pnnies rigb1S under Oiis
Agrccracnt to the coatrar)' (including, bu1 •ot ~rfly Umil(!d to, lllcappro~I rle,hts relating
to the ruw worldng drawings and siicclr1tatlons), 1he parties :gree to compJy wilh an of 1be
mi_uiromen1.5 of lhe Cilf of RmlOl:I Md other goYemrnoital outhorilies in coimection wbh the.
d:sign ad wn:;1ruclion or lilt: tmp(Uv:cments in the Easement Area. Funhar, and prior lo
commcnclag any work ii, colWCtion with the imprtWO'!Wlt of lhc Easc1:,ent Arca, BcxmcU shall
rwma IO Gncnwell Jatislictory evidence lhn1 the R.tnton Honda DUlomohlle dcl.lenhip busil'less
1hen cturently cDQdll(:ted by Lanphere alt>ng Lois 11 l, aid 3 of the. Ren.Ion Honda Property,
ctclusive of the E.ucntenl Arca. will no1, ,13 a result of 1he ulili~lion o11hc Eueme:nt,. rendet"
1be then cumnt me by ]'..pnphcrc as no1 it1 compJ[ance wid1, applicz:blc ioning regulalioo.J :as Ln
clTect as-of June 4, J9!)(1. In this rcgan1 1 Greenwell av,ees lhal sa.Usractory evidenee woutd
include 11. lei~ from Ille City nf Rc1:1Lon ~n1 1lle property l.s nDl, as 1. result of ttm S:wuncnl,
nol in compJlanc:e wilh applicable zonin& ~atiDll5 in d(ecl. as cf J1tne 4, 1990: provided,
howcvcr, that Boancll ls permitted lo fumisb other evidtnee tonflrmlag such conformillg use
~QC! Greenwell will no1 unremonably withhold his satJsramion or such Olher evidence.
Prior IO commeo...-.Jng: nny work ln QQlUl,:ciiori witb lhc: ifI!PtOvemcnl of I.he
Ea5Cmcnl Atca.1 .Bol!nell shall deth1c:r '° Orffl!well a Set-Aside letter rrom the comuuctlon
lcodcrilr 51t:lll po!I. a. Pcr(crrm.ace Bond in ravor or Orecnwi:11 cvklcneiaii; s.tid party's flmmcial
:lbllll,Y to pccform tbc proposed work (i11 il.[I amouht uf ,., least 125 S Gf lhti cstlmaicd cort to
compkic the improW!fflc:nlt.i, and otherwbc rcttson:ibly snlis(c(:r.ory 10 Gmmwtll). Addldmally,
Bonnell or Lanphm:, gs ilie <:2SC may be, shall keep the pwpert)' free and r:lw or ;my and all
til!fls arising put of or ,eJrulng 10 lh!!. work for lmprovcmc11t of the E.uement Arc:\,
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3.4 'l'(mjng qt \Vndf~ The pwcs hereto urNicr.tand ud acknowJqc ~
11,crc is no p.uticatar time by which ·Bomell must commence: and complr.lc the impmmnc:nts
ID lhe &semcn1 Areil: provlml, howcire,, that o~;i~a:I cocmniclioo ls commeaccd, Bonnell
agrees ro complclc the tmptOVM1ents as SDDII as n:asorr.lbly posslble thm:a{ter ta a ioomcr so
:u lo minimize the bnpatl on !he re,md11.dcr of the Rc:alon Honda Property and the faa'llty
l'roperty.
Notwilhstmfing lhc forccolns:. Bonll!ll and Laaphere untknbnd .ind ac;ru that
if Boot>e.11 nu not undcrta.kcn m comp!= the impro~r,utnLS tr> th~ 6aseR1ent Area. thert
L:mphere in conncctkm with IU coastruc!Jaa and complc-1ion or at lcu! Sl.000,000 or
improVCmetlU IO the F:icUfty Properly and wtlh Ille prior written constnl of Grmnv~lf may
lnitialC, construe! and complt:ie tbe lmpravcn\Cf\lJ IO lhc &sement Area provided that lhc: plans
.mnd spccifnllons rdallt11 to S1:ICh improvements ,hall full be approved by Bonnell, wh.ich
,pprovul "'°"Id nol ll< .. ....,,..i,ty willlheld. If Llnpllete sliould delinal,,• lo pt,,....i aod
compl,!lc s,id lmprovamon~. lhcn all cosu olld"""""" n:l;ilffll lhCRIO llwl be paltl onc-~ird
[1131 by l..m!phcn, nnd IW<Hhlrds (2/3) by Bonno!!.
-i. MnTt11m1am:e, Reoolr nnd Slm:I Ut'hfinc. Fram mid arter com pied.on or the
improvements IO the E.ISClnotT Aree., the maintcnaooc wl rqmir of the. same. shall be 1he
11blip1ion or 1111.! owner or lhc l1il)'1ess Sile.
The: coociooint: tililin:.u~n11ncc or the F.nsemen1 An:nsflaJl include, bu1 ool be limited
IO, keeping the roru:hrny surface clean (and striped, ff rcquirl!d.)1 wpln1: the ro.idw.iy and
sidevr.ilks (Ir My) clcun and free of debris, din, rocks. Wttl:b, .snow, kc and olbe-r rn,Uct.s,
k!!eplns:; .dl light 11:imircs ~. pa.insed 1m(l in run opcraUng condition, and olhcrwig
mintlining the EaSll1IlCQt Area UI a nca1: :snd clc:lr. a,Adilian coDSlstcsll wkh stanoord, set b)' lite
Ck)' of Renton in conncc:tlon with its pu~ic ru~ 1n .ndclidon, lhe OWQCr of die Payless SW:
shall bd: rar,onsiblc.. :a.t itr: sole cost and expcn~. far lhi: continuing a.ad cmtlinuou:s repair of1he
i"l'rovcmenu within £he Eascmct11 Area, which shall include:. bu1 no1 be. limited 101 repairing
pOlhok:s ot buclding within the road lllrtbce, rcp:\lrinG crai:ka:I c,r blaeklcd concrc1e, lqWring
damage. light standim, keeping storm dr.ria~ JY,ilctll' in full oper.iUng coadillon and simUar
,cp<!in.
fn the c¥C111 lhe owner er 1he Payless Sile does not perform its mainttnMCe l!ld
repair oblir,itlons ;u set forth above, the owner of the Renton Honda P1t1pcrty shall bave the
ri£.hl (blrt not llle obligation) to perform such oblip.ttOM on 'ocbalf of the D\Yilct' cif lhc Payless
Sita. in which CVCClt the owner or lhe P,11ylcss She shnll lmmcdiDICly Rlimburx. the owner of the
Renton Honda Propcny ror all com ood ~J)lmSU ln~ by lhe owner of liw Renton Hancin
Property co do so, Any tlfflount requirotl IO be paid to Ulc owner of t)le; Renton Honda Propcr1y
Jr nol paid when due ~hall bc:i.r l11te~ lt lhe rate or l55 per annum fi:om the due. dale until
paid. Any .ut:h monies due end owing by llac owner of the Payless Site lO $e Renton Honda
Property sh1.ll ..-onstilulr: tL llcB on the Puylass She, mld my be enfolced by Che owner of the
Renton ltcmda P,open-y in lhe same marut<1.r n appllc! 10 mangagei cf rt.al propc:rty,
Wl1hou1 Jimlllng thi: responsibillly or the owrtet or the Pa)'IC'S She for the c:ost.
or maintenance~ repairs~ tli:scrlbed above lJl lhii Parngraph .ii, 10 long 11.1.Lan.phere (or any
P:\OMS\WIL\0007462.0J 07116192 • 4 -
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pcnon « entity affiliated wftb l.anpl1m:), leastS the Renton Honda Property, then lnDpbtrc or
such affiliate 1gra:s 10 rcimbtlrst lheowncrof lhe hyls Site forontHlalf (l~) o!aJI casrs of
maintcnanoe and rcpalr rdaling lo 1he Eascmcalt ~ and required 10 be paid by lJie owner of
the Paylcn Sile to lbe owner of lhc RenlOJl Honda PJqltrty.
s. Cowrntion. Ortt.nwdl~ ~and Horbacb aw= toco:>pcrate with Boiu:idl
in caRncction with allalning permits for and lhc aeun.l constrUatioa ~ lhelmprovcmems withm
lhe &sancnl Arca inct11dlfll, but ROI limlted to, dm ceculion Qlld delivery of lily md all
doolments or other wrillllg$ .6$ may rwollilbly be requesi:ed b.)' BclMell or~ req11ired
by ltlc C11y of Renton or Olhcr gove:mncncnl aulbori1lcs Jiaving judsdidlon over .such wort.
Neithi:r Lanphcte, Horbac:b nor Or=1wdt fba]l lie obligated to lncUr any Jiabilltf, ccist
or obtfpion in C011ncction whh $udl eoopcnrtion cxccpl for COSlS and Clq)ell.k.S to be paid: b7
1.3,pbans as provldcd ~ Par;zraph 3.4 uovt in !he rnnl Lanphcn: dc""'1tn.. to proa:al with
aod cornplot< lhc imp!U'/Clflonts IO l!Jc Eo,omcn< Arca.
TIie pnrtii:s-a,rre. to coopcmto with one anolher 10 prcscnc ~ right.s or tho varioot
parties 10 this AgrccmerJ'I.
6. S11bordhmlfon Q[ T::Mlfl'S, By l!ttallillf this Agrecmcnl, Horlmch, as lessee or
lhc Payless s.ite, a!ld U!flphcre as lessee or ;he Rco1on Honda prc~y hereby $Ubonlffllle ilOO
subject their respective k:siea' llKUCSU under $.Ud lcasc:s 10 Ille IUml, condition!, and
pt0vislcms of this EascaKltd, ln tbit r1:gffll, Lanpbm hereby m:knowledge.s and conseau lCI tM
!Cmpor.uy diuupiron of his bttSincsscs tondijcled Df1 llc. RenlOn Honda aDd Fadlity J"ropet1lcs
as l'll3)' be tc:lSOnllbly ~uill!(] in CDMCcilon with the construction~ die improvcrPeIUs to the
&se,ncm Arc:i -as da:ribcd in P:Q.ragmph 3 above, Bonnell agrm' to IISC hls best efforts IO
mirumire the disruption of Unphere's buii.ne:sses to 1hr: fullest extent reason&bly possible during
1he tourse of such cOllStruction.
7. Rrlrttw nnd Jndro::mlr)', Bonnell does Mrcby rele&. indcmniry Qd promise
to defClld and s:we Gre.enwcll and l..aPphcrc ilDd lhelr ~live su«CSSOl'S, as.9gns, aaents and
cmplDycc.i: ha(m.less ffom and apiru:t llllY and all liiitii&1y~ loss, damag,e, eipense, ~dons and
dalms (jR&:ludiog cosl& and reasomable auomcf$1 fees) Jri,dng out o! or in conocctlon wit!l; {i)
~ntll's Md Bormcll's eaip[oyccs, agcncs or amlr.lCIOl'S COJ1Itructioh of tmprow=rnems ~ the
l:25cmeru A~ fll) ltlc use or the Euemcnt Area, lncblding the UJO oflhe F.2sement Area by
the gencml p11blie; provided, however. thll 1bts pDJ11[1pb doe:1 not purpon 10 indemnify
Grcaiwt:11 or Lanphere oguinM liabilily for OOmqcs arislnJ out of bodily lajury !O pmoos or
dnll11lF to property to lhc ~tent caused by or tcilllling ftoltl the negllgcncc or Greeawell or
Lanphere:, or their ageAIS, or employees.
8. ilW!lllDtt, So long tis this: ~ntcoDtinucs in e((ci:t, lbc. owner of the Payless
S~ shnll be. required lO purcl,ase rand m!Unw.in i:omprettwive ptiblic liabillty insurance relating
to rhe constl'\ICliotJ or irnprovemenls and use of the Improvements within lbe F.tucmeat Area.
:i:lid Insurance shall n;ime lhe owoer o( lhc .Renion Honda Property and wphcre as additfonal
insureds, ilnd Ccrtifico1es cvidene.ing such insurance eovcragc :shall be furnished u tcaJonably
miut!.Sted rrom UJ11e 10 tl me by the owner of tltc PA)'less She w the owner or lhe Renton Honda
. 5.
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Pmpcrty and 1a Lunp~. Said inwrance si.zn be: placed witb an insurer 1Uldloriud ui dd
bmim:n in Uie Stnte er Washington. and acccplabJe ro I.he owrim" of the Renton H~ P.ropeny.
which ace~ will nol be URRl:lmnabfy wichhcld.
The initic1l arno.mt of sueh Insurance shclt be as follow,;
Dodlly lnjury U.bm,y
?rnpcny Damogo Llabilily
The amount of Hth insurance, lbc ~ or co1n:ragcs and Cftdorsemen<s, ~d lhc
illSllnlJtCecD:trier RllLY be cbansed rrom tlmc to tlmcas J"CDSombly rcqpe51Cd by lheowncroflhe
Rentoll Hooda Propcn:y t;U:ing into actiOUnl the dsts: .woclaled wlth tho use of tbc Easement
A"", and po1cntbl llabllity npoa,rc.
Wllhoul Jlmltla: 1)10 Risponslblllt)' af 1he owner of lhc Pay~ S'de ta purchase
Md maintain insiwncc ns provided aOO\IC in thb lfflgraph a, ro long as Lanphere or o. PfflOII
or erui1y amtiated with Lanpl)crc bses the lteAIDII aoada Prop:rty~ then Lanphere or sucli
ntullilte agreci 10 rclrnb'llrsc the awner of 1bc Payk!ss Si1~ rar one-hair (1/2) ar the cost of any
sadl insumic,:. F"urttaer. In the event lhe owner of dlC .Pn)'lcss Sllc tails Kl purclwc a11d/or
maintain t1,:, insurani:e cowir:iges as required by Utk PD.ragraph 8. 1llcn lllc. owner of the Rcnloo
Honda Propu1y 5hall haw-lhe fitht {but oot the abUgation) lO purclrue nnd maintain Sllcb
iasuran~ coven:ige1 In which event lhc owr,er o( the Payless Sile thall Ullllled.laltly n:itr1bucS&!
tbeciwncr o( the. Rcntan Honcb Property fonll cosss and ex~ ineurted by lltB owner af llle
Rcn.&on Honda Property In ci;;iorn:ction Ulcgwidi. Any amDllnt requ.lred to be pa.id. .to the owner
of lhe RcnlOtl Hcmda Propi!rty hcmundcr If net pilld when due shalt bear infcrul al the. rate or
15,:; per amurn !ror:n 1hedu.ed;.!r: until paid, Saidnmount shaU CORStitute II Jlen on Iha Payless
Sile, aAd may Oc cnrorc:td by the owner of lhe Reniw Honda Ptopcrty iri die s.une manner as
appf,es 10 mortguges of n:ul property.
9, t,!llID'!flnn@HS·
9.1 Jrx:omllr1rti9n hY B,:fmlltt. Toe ~Its auacbed bcn:to arc
incorporated herein by dlis reference aad fCJrm a part hereof :u if SCI forth in 11111.
9.2 Rinding EOCccl. 111is Agreerntr\t sha11 b8 Wndin& upon J.(ld hlurc lo the:
bcncli.l of tht! pariks hereto Md their reip<!CUve halrs, successors, .sublcssecs and assigns.
9.3 Pfsouf! Co~:!§ nod ixmmm:, In the eveftt of .my c:onnict.i cluim or
dispule between the pllrlics hcn:10 Md t1risi11g ou1 or ot relating IO Iii£ .$11bJect mauu lcrcor,
whclhcrr ot n(I( soeh conflict, claim or dispwe tm its basls in Jm, or In equity, the pn:vailfog
p:my 5h~l be vttllled 10 receive fr.om the non-prevaWng: part)'(lcs) all reasonable costs .ud
cxpCQS'CS of every lort whar.,ocvcr lnc:ludir% but nor limited to, mtl!ln fccs 1 mcdI;a.tioa fees,
deposltioo c.vru, expert witness (et!$, :i.ccounling expcam reln!lng lhrfdo, :ind actual auomcys'
fc& incurred or expended whclhcr or not cour1 or nrbttralio.a ~Rti :JR. initialed, und
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includimg; all such colt$ or ~pi:oscs: iacurred Or upenttd in arbJtnuian, In trial, on: appeal Of
in 1my banktuptcy or receivership proc:miing:.
9.4 F.fltnflon or Remhr,n Threurh PnJ'lw sue Horb.icll Md Lanphere
u.ndcnlatld ud acknowledge: toot lbo roadway and ulllilm to be conSlnlcled wl1hin lln: S.a,ent
Arca an: Cot the bendil of tht. Paylffl Sile, aad ihal sucll roadway ud ulilllic.s wiD conlinueon
rrom the, RC!llOl'I Jioada Property lhrouth a ponioo or ltlC Pa,leas site wlricb lncludc:s a portion
of 1be F>clfity l'nlpcl1J', In lhls r,garc!, Hocbocb and U,,phue he,eby """ 10 uoh ..,....,.
owr and acru.s:s Ille Paylc!i:s site app,anmme.ly as ih°"'11 on Ike drawing auzcl!cd bemo a.,
E<hlbll I>, or when, olh<rwue r,qu1Jd lO be 1-od wilhln U,. Paylou Sile by !he City of
Renton In coanecdoo wi1h iu approval of 1b lmprov~m.s co lhc Ea!emcnt /1.rea.
9.S Qmnternar:h ond FD£dmll1 TnmRDkdon nu Ag=cnent may be
=k>d In ,.va,l "'""'torpart, ,nd by mmmn, ,ruwntmoo. Ench -,aqwt wll b,
dccmcd un origum11 but all COWllapans shall constitute oac q:rcemcnt, no1.whhstmldi111 Ult fact
I hat all o( \lie pmdc:s AIC not JigamdCS to tl= same cOWllelpart.
9.6 No PnbDt PrdfC81fon. Natwilhslandlng lhnt a purpose orlhts Easomc:at
Is to provide public OC<tSt fnlm S,W, Grady Way to the Payle!s She, IIO!llmg lo !his Ea!ema11
shall be deemed ID constftulc. a pubUc dediauian ar the~ Area. or lo cm1te :an watnent
for lhe public, Md 1b.e Easemenl sbaU ooly consiliute 11 priva.lC Easement for die b;:aem. of lhe
Payt..s She.
9~ 1 Bithts Nql A.(Tected. This E.lmnct1I it being gran<ed by Gt=well
pursu.nl to lhe. terms of the Agreement to ProvWe Rrserncnl dated Mnn:h 25 1 1991 bctwccn
Greenw,11 and Eugcoe Bcmacb, d/b/a.E &. H Propc:nlos, This E=me,n siall JIOI be COIISlnied
to interfere wi"th llit rigbU of Wl)hece IO require an ClSCft'lCfU pinuanl kt Section 2. or the First
Amcndmcnl lD LOIS I, 2 and 3 Lease bc!WCCn GrcenweU and l.:inphen: did.cd Mwth 26, l992.
IN wrnmss WHEREOF, the ~eshtl'eto havt aecutcd lhh: Agrecmeal on lhe:dalcS
lndiealed below.
GREENWELL:
ROBERT F, GREENWELL CO. L.P.,
a OclaWllJ'e D111i1ed parun:r.shlp
ay, __________ _
Pele< F.R. 0""'1well,
General Par!Der
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9.$ CmtnWVDCU sad F4eatmfl1t Tnnenlntn 'l111, -11\ffll m11 Lo
~ in HVffll co~ .. ~ by ""'1illll• IJlnfflda<IOJO. w "'""t,q,lll lhlll bo
cfetma1 RII tmglr.&f, but~ Ulllfll~ WU ~•111.Uhita;: uaa _..,.:11111nem. IIOlfAlbl&,i\dlitt tho faol
Iha! all of lloo i,l:d,t ... >ot litMIO~CI lo !~ ...,. CW.ltipllll.
u Na MUc Nrmlon NOIIY!duWllJ !It! & p-of Ibis &,.....,t
i, lo pro,ldo pllbJr.,-.,, r-S,W, °"'9y W1y lo UN l'a7leu Sitt, noJltlnjl In lflLI _,
Jlull llf lloomt<l tn m111ttrurupubllo dodl""1 .. .t lb• r-.""" Am or,..,.. .. ,n -Z:!po1111n, •1111 fl,,, r;!!!!l!!!!! !!!J!!! !'.n!t i~'1@11< • 1wl~,e tlrlemr.or ''" 111• o, • .., Bl 14
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p11111ur 1.t Ill<""'"' uf mo AJ""""'11 !0 Provide. -..i doled Mardi 25, l91l1 bch!""
0-wdl and llupnc H..-, Wa B & ll Proponlu. 'lbir -..11hall 1101 bo °'"ttniod
lo Ill~ ll'llh ll,ul1hls of W!)1lfle to ~lteotl """""41 l'""Ul!II !O S..UOll 2 of lheF'rnt
Alllmdmeot to 1.ot, 1, 2 iOd 3 ua .. betw..,, o'"'1Well ...i Lat>phlnl lhiled Maa:h 21, 1m
!NWtl'NE$S Wl!BRBOF, tn<j!8/l~I bl!IIIO ha,oe~~tol lbi> A-Ml On the dilel
in~catcd below,
G~
ROSS!IT P. OllBiiNIYE.LL CO. l.P.,
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GcnOQI Pwcr
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Ft.D.\.fS\WIL\IJ007~6'2.0S 01fl6/92
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BONNELL:
BONNELL FAMILY PARTNERSIDP, a
Wlshifttton ie,,Clll pill'lllCl>llip
Byl.'.i ....... ,6, f/~ ~
F.rai,k Benmd BoNicU, Jr., Mwgirtg
CA'I {a,;;;J:• :• 04,~--, Mlh
BARBARA (HOLT) BO
LANPl!ERE:
AS!IDfGTON,
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S'rM'E OP BAWUI
••• ciff AND aKIN'l'Y OF HONOLULU J
On this /£ d;al' Df ..1Ulr 19Sl:il1 ~tore 110: appeared P£l'ER
F. Ila GREEH\fELL.1 tD me personal y ).:IJ.own1 wbo,. :be:Lng by •• ®ly
svcrn, dld day that. he 1a the general pllrl.nar of ROBBR!I' F,
CR!ENW!!Lli COMPANt r.,. P., a l)alavare lialted pu-tnet'abip, that. the
foregoing iatsb:um•nt: waa 111ignti1d in the Jltt-.e and ifl PGb,e,lt ot said
lbnited. P4rtl'\ete:hip1 and. aa!.4 PETER. F. R. GREBHW8Lt. 11.ck:newl.e.dged
thBt ba executed tho 1111.u u hi11 free act and !Seed arid as th• t'ree
aot and daed ot said limitad pntrlenbJp.
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STATE OF WASf!INOTON )
) ss.
COUHrY OF KING )
I «rtl(y llia< I know or lmvo :satilfattory ,vulcnco lllllt l'El'ER F .B. GREENWELL h tJu, i=cn
"'1lo appeared befffl me, nnd said -aeknowledg,d llul lit .., audiodzed m execuie lh•
!n11lllmeot a, the Geooml Parmer on bdmlf of ROBl!RT F, GRllENWELL CO,, L.P,, a
Ddawm Umlled l'tulnenhip pommnt to tbe pro,,;...,. or 11m panne,,bip 111:"''"'<nt of Ai<!
llmlled parm,r,bip m,d ,tb,owledg,d ,aid illswmcnt to b, the rm, .. d WlomlaJJ' ac( o( sald
c.....i p;u1nC!lhip f01 lhe uses and P'll'"" mentioned 1n "1tl Jn,trumenL
Nowy Ptlbl~ In and for the S18IO
of Washing10n 1 res!diaJ at _____ _
My App,lnlmcn< 6>:pln:, _____ _
~ O STATE OF WASl!INGTON
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COU/iTY OI' !ONO
I c:ei!lfy U>al ! loiow or htve ,atis!u,tcry cvldenoo Uia< /DYCE BORBA """"'
who IIJlil"IICd IJcfora ~ and ,.Jd pmon aclnowl<:dgcd lliat Jhe • ibis !nstnm,c,,t and
IIO!atowledged I< to be l<r froc >UK! l'Dlunta,y ao, lot iiid purpose, m"'11onod In Ilic
irtstromeDL
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Ncwy Public. in and far lhe Slate
or Washington,~ at _____ _
STATE OF WASHINGTON )
l s~
COUNTY OF KING J
I "'rtify lh,. l looow or have satisractocy evidence !hat PRANl( BERNARD DONNELL,
JR. Is lhe peclOO who aw,ared befott-me, illlcl SIi.id per.son actnowlt.dg.ed shat be was authtirhtd
lo Q.t:CUIC the UlsLtunienl a, a Man;;ging Partner on behalf of BONNELL FAMILY
PAR'INSRSRIP puauanl to the provisions Df the partnmllp agre,emeot of said genr:rai
p,rnu,,,hlp and w:lalowlt<lged said lnstrumtnt lO ho Ille r..., .,.1 wlunlaf)' at:t of .,Jd ~
partntrshlp for the llSCS and purposes m~tiontd in ,aid lnsttumcnL
~,,~~;~ (}a'°" ~4 17 199.z.__.
t.t"~~~i \ 1--. a..,,,_ 1 2 r (~( · ~ li~j ~o~::,,m:;:~.
"-,.,~, )'> i My Appolntmonl Elpites :::r:9{ ·~.0,..7:,~'.'!.!)._o;;._.t,1 ~,,,,74'S~·""
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F:\DMS\WJU000?-461.05 C111&19i -10 -
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STATIS OP WJ\SHINOTON
COUNTY OF KING "·
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l o:ni(y ,w I kaow or ha,e ,.u,ra<10JJ' el'ldem,o that IIARBJ\RJ\ lOJ\N (HOL1J
.BONNELL 1' 1be P"'"" who appeared bcfo<< me, aod said ...-,cbowlcdgod !hot sht
signed lllb 1mUumct11 and aclcnow!cdgcd ii to be he, ~ .. ,.d Wllunwy act for tlie ""' and
~ ~oncd in d\6 lnstn1meaL
I ccn:lfy lhal 1 know or Jmvc .m1isfactory cvlde0te chat DANlEL HIXSON is the pc:CIOO
who appeared bcfure me. nnd sa1d person actnowledg.ed. l1'at he: signed lhis instru.ment1 on Dallt
stated 1bal he was nuthoriud IO execute Ole instnlmenl and acblo\Wledged It as dte President or
LANPHER6 ENTERPRISES OF WASHINGTON, INC. lo be lho m:e and volulllaly act of
1uch anporalion fur the uses ;uid ,l>UfJKllttl menthined In die tnstrurtltlll.
f;\DMS\W1L'W007~&l,05 07116.r,z • 1 l •
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L0'.11> l, 2, ), /\ND 4 lNCI.USIVEOFCITY OI' Rl!>IION SHORTFLATNm!l!Ell 100-110
RECORDED UNDl!R RECORDING NUMBER lll0407900I, SAID SHORT FLAT L'ilNCl
WITHIN SECTlotl 11, TOWNS!lll' 23 NOR!II', IIANGE 5 EAST, W1LI..AMSl'l'1!
MERJD1"N, IN KINO COUNI'Y, WASHINGTON.
F4\DMS\.WJU.OOI 1625.WP 07/l S/92
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EXHIBlT"B"
TO
EASEMENT AGREEMENT
\)at portLon Qf Go1Jarrwrient Lot. 1 Jy:li.g nartb af Hotthe.rn
:vacUic •&Jlvay CO?Dpany right af w•f in Seetion U, Tow,-hiP
23 North, J.111911 s Eaat., "·"~, in Sing cca.aty, Waah:lngtoa1
l!XCBPT tbe north 3<JD feet the~•ofr fnd
EXCEPT' ~rtion in 92m! Avenu11 ScaU1 and Priur)' St.ate
Hlvhwoy lllOb•r : 1 ~od
CXCEP: poi-tian de11cribe1i u follOll'Bf
BegibniatJ at the no:tht:Ht c:arner of t:.he nort.hweat guartar
of Se(:t::ian Ht, Township 23 North, RDge .!i Eaat, ff.H., in
Kin9 COWltf, Wa.shingtonr ·
l:heheia_ liestedy ol.an9 the north Une of ~aid Si!G-tian 19 •
di:!lta.nce of 910 feet,
thence &OUtherly .and parallel to the we:at line of GQverM•Qt
Lot I 1:1 diaunce of 300 feet to the t-,:-ua point of
be9i.Ming1
thence eont.inuing aoutherlY and p,a.:c.allel ta tbe weat line ot
GDverJU11ent Lot. t f 790 Eeet, mare or le:Ut to a po.int on t:he
nortb 11Ar9in of tbe Northern Pac:lt"ic Railway Co!Dpany right
of way,
thence veet.erly along the Northern Pacific aail'IIIIY Com.p,i;ny
oct"thnly d9ht of wo.y line ta t:bE west line of Cov.erni;.aa.t.
Lot I~ ~
theni:t susrt.he,rly alcng wel!ft line cif novernraent t,ot t to "a
:point that Ueli 3C>O feet south of t.bt nortb Um: of said
Secticn 191
thencl! euterly ~ tbe true point of beginninca ~
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TAAt tort%1:1JI or covu,omn t.01' I 11 natou n. 'IWlf5HU n 1G1t111 1 .....,..ci: s usr. "·"·· ti! U"'1 CiDWJt. '1.U'Jtltlc.tON, PUC:tUCO ,Ml rn.UNS1
~Jim At ~ JrDUlh.St ~U. M' Ttit 8HT1h¢11 QitJAl,.•U, CW Rt;rlnN 1'1
~ 1101111 u•.u•,a• wttt ALOMD 1"11l t1011111: lJi»t 11, a.tD ,a:nt1t1 tv l. uurAHct:
or no.on rr.n, TIINl;1 &1,1UJIC 1•u•1P nn tAU.LUL 10 TIIS: IIUT I.Ult~ a,
COvt111'Ml.'lrf ~ I ,1 MltANU DI' ~OO.UO f1.':T 'M TUC: IDUJI J.tlfC 01 fur: tae:'a
::1100,0Q JUT or IUD ~Pnt' WI' I ... fir '.RUl n,n rt7 •tc1'11tltl;S fftN'C:t
•1111W ll's,ffU" Hn ~ ,U.ID &ar.'a .&,JU 2,,.,. nu, nacz HU1JI. t·~·i,-.i •n r,w.J,l,Za. fCI l'.ti11 111.rr 1,uc or ~ &.O'S' 1 , oi,1~ cir ""o.H rm
'Z'O 'tKl IID11Ht1Lr KAiC.ir Of' 111, MDa'rMIMI PACltlC: MUIIJ,I' Q:llff",l!Jlf 1rcnr...or .. 1,1A,r1
"flllllU IPUn\ n•a.7'1'" m:sT IJ,OMC .uu, AW?EUY lldGll/ 257.16 Utt 10 J. nihtt me1 attJ.I soi:t_a i•u•u• war fl.Ol'I 'flt mi NJJwr ~ a.tu:uurc 1 TJU:11:c& 1rt1t.:H
1'U'Jf" '""' J»,,U.1.IL TO ,UZ:. ,r;;l"t J.19' Dr COV&.IJIWllrT &.DT J A DIIT""" ct
Kt,,, Hit tO m ffDI ~UT or l&:Gllc,IIIIG, •
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"" Locat:J.011 of i'litple Str..,et
extension E.a.seJllent 1'hrDbyb
R<!"nt:on Hon.cli1t Pro_pttty.
,., Proposed 1.oc.-:,iuo,, ot Maple
Str&et f:}(t:erisJon l:as-ement
~hrou9h the P~cLl!ty ProPerty
and the Pay1es$ Site.
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Schedule e
Section .::t:"
Exception _ __,1.eff+---
AGltEEMENT RE HAZARDOUS WASTE
AND
REMOVAL OF TANKS
This. ls an Agreement 11lilde os o( July a_.~9'2. bmYeun EUGEN£ HOllftACH a11d
JOYCE HORBACK, flllSband and wife (ht(cioa:ller coUecthety mmedmcs referred to es
'Hol1>adi"J andllOl!NW..FAMILY PARTNERS!ll1', a Wastllngt01gencral par1oer1hip and
BARBARA JOAN !HOLT) BONNEU.. (hereinafter collO<:\lvely i,/crred lo a, 'BDJ1nell').
Ho.rbaeh afld BonncU 11i:ree u folloW5:
~ Horbiltt leases CMain real property from Bonnell whlch is local~ in Renton,
Kille Count)', Wastiing1on (the "Pilylm Propcri.y~} pursuant to thei acrms or lhnt cartwn lease
descrilted In Elchlbit .! rPaylcu 1..casc•).
B. 1111um, Harbach leases pan otlhe Paylcs Properly ("'USA Pi:lTillcum Propctt)'~)
to USA P"d.role:1111 Carporatlcm purstJ:int to 1he 1CtinS of that cer1aln ltm: desen'bcd ln E1:hlbit 2.
rusA Pciroleum tease•). The USA Pctroleuni .WSC will le~ 1!5 of July :H, l99l
pur:su~ to lh~ notice or tcrminatkm leuer whiclt is Exhibit 3 hereto.
C. USA Pclrofoum has utilized oo the USA Petroleum Property cem.111 fuel tanks (the:
"Tonks') nnd !1 is ,n,,..,i tlla1 USA Pe~ol""' hos pcnnlll<d or caUSOI! =m gasoUqc and
hazatdou$ substmces: (collectlvcly, O(Hllllftlous Sllb.&iances"') lO be spilled upon the USA
Peu-olcum P.-opmy wl 01hcr pans of U1e P.aylc5.s Propmy. Ramnious substnuccs and
applicable-Jaws, shtlfl, ror purpo10: of !his A.,g;n:emcnt mean and (flCl11de any subsmncc or
maletial defined or d,!signa1ed ;:is n hnlltd or mlc waste; lm.aro:>tls or roic.ie 0t1Lcrial: hazard,
toxic or radloaclivc subltancc, or 01bcr .similar wm by :any appJic:ble c:nvironmcnbu lawi
includin; rqula1ion 1 Fe(J'Cf111 1 State or inunicipaltty, presently in eff~ or 1hat may be
11romulcai.ed ln lhe future cbrou,gb dlrtl: of complete pcrform.mce. or Ibis Agrmmant\ BIid ITIY
term used haci11 $halt have the meaning ascn"bed 10 such term Jo said bnvs, ru~. regulaaJcms,
ordinoncc: or decision.
D. USA 1'L'U'tl!enat hai, to dam, 11ot nceep1cd responslbUlty for lhe removal of the
Tanks from the lJSA Petroleum Property .am! the disposal of such Tanks. ID 11CCOrd:ulce with
appUcable Jaws and regulations. However, USA Petwleum has prOl'idcd :n Je1.ter io Boooell
which Is J;,rhibit 4 horeco r0onrn:!l l.o!1cr") Md I IC1lor ID llorbllch wMeh Is Exhibit 5 hct<to
t•Horbach lc-Uer"), The Hcrb:u:h Louer illld the Bonnell Letter purport to be USA PetroJC11m'.s
acccptru1cc or thtobllgat.on 10 elean up the Hllardo11S Sl1b$t.aiwes ta accord.lnce with applicable
, laws 11nd regulations.
E. Horbach and Bonnell nreeotering into UllsAgrc~CQl IO:sctdown lheiragrccmeTit
wJtb rospi,c1 lO the Trufks and the H.i.1.11.rdcllS Sutntmc:es.
1, Litthili1y of USA P.:rmle11m. Hotbach and B0r1nell ague tha1 PS between
Horbach anc.J US~ Pctroieum, iht obllgatlori 10 remove lhe T",inkl f@fll th~ USA Pelrolc:um
Propcrcy and lo R.move the Haz.ardous Sub5WAces rrom th~ Pn.ylcss Property is tile ob!l.gtdion
F:\DMS\EENX1ll2.25,0Z 07117192
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of USA Pdrol~m, hOWCYCrt this Pan.;tilph is no! i111ended to 11odify lac oblfplion of Horbach
lo Doonell under di;: 1enns of Che Paylcs,-Lease, und nothirlg ainaained bcmln .sha1J nsgatc
Hotb3Ch's obligation under the Payless I.we 10 dmely comply wltb aay and all Fndetal. Slal_c
or local 1:11\llronmtmtaJ 11\n. rules. regulations. ordiiwy pcmlt.s or order; applic.tblc lo dle
hylcu Pmperty or tht bnlncss colldu1;tcd lhcn:Oll,
2. &mromJ or Toala bY HMbilCb. NotwitbsWdiq 111c provhJoru or
Pamgrapll 1, tlorboch shrJl promptly <ah ,n ~•I"""""'>' IO"""" Ille Taal<, IO be """°"cd
from lhe USA P~U'OleutJ Property as !Dan as practicably po11iblll ancr lhc dlltC ar this
Agrce111eru a., his; expens:. When Horba.di hn.s completed the n:mcwal and n:riuwzl is appwvai
by City o/ Re-. Bo!uiel1 sn,,ll P'IY Hllll>ach Flve lboa,a,,d D~lon ($3',000), as BoMell's
cmitritnnkul to 1he reioawt. Horbach ma.y suc USI. Pclrofeum ld an effort to came USA
Pctroklml io ~ 1hc Tanks al lls expense, or kl obtain re:lmburscmem of die.cost of
removing 1be Tanks, HOfbac:h WU complete lbe removal of Im tanb in slriet nc~ wllh
an applicable b.ws, including. bul IXlt limhcd IO, all cnvinxtmen\Dl laws and rqu!aliDMt G!
defined l-1n.
J. kooYDI of H;nanlous StthSmx;n,. Prior to but 1101 lalet lhiQ two y,ms
prior Lo lb: remination of lhc Payless Leam, or at such time. as any munic!JXl(hy. Stale or
Fcdcnl ~pcy brings legal or twf mi11i.s1r1tivc acLion IO have the same n:movc:d. Hmbaah shall
cause lhe Hal.lrdo11S substances to be rcmavrd from 1hr: Payless P!Openy al hl.s cxpellSC.
However, promptly followini 1bcdnto ollhis Agreement, Horfi.lch mllusebcstefforts lo cause.
USA Pwoleum 10 begin .removal of 1be HmrdollS Sublitaoccs and lO J)l'Q$0Ctllt Ute rcmOYBl 10
completion with due cllli;tnce. ff USA PelrOk:tm has not conum::nted lhc: removal of 1hc
Hmn!o"''""""'= by Dcaembo< JI, 1992, pn,~pllylhen:1/l,r, Horl,,ctuball commmee.ruit
IO cawc USA Petmle,nn to remove the H'mrdous Substances and shall prosceu1e. tb. law.suit
10 compJeticm with due dlUgcnce at his .50le a>it and cwe,nsc, NotwiWl4ndlng BnY other
provision of this Agreemen'I, die lfazanlou, S1bstantts shall tie removed from the Paylt.n
l11opurty in suicl IICCOrdanm wiib a.II ippicable L1ws, incJuding1 but n~ limited to, all
applable environmental laws and rqulatiollS, as defined hetcin.
4. CoPPf!@linn and Aniromsn1 9£ Rleh11. To tlM! eJCtcnt reasonably required by
Horba<b, Donnoll •haill fully coupernle willl 11c>rll,c11 ~noludllllJ ,m!gnm""' olulms lo Hotb,ch
nndlor joining: ia any Jawsult by Horbach) to ca.11.si: TJSA Petro\mun io a:move the Tanks and/or
rclilOVi! lhc Hazardou1 Substances :n na expense IO Bonnen. Horbach lhillll Jclmbum:: Bonnell
any 001-of-poclcct expenses which Bonne\! rcmonebly ineun in cooper.Ulng with Horbru:ih. .Priot
10 c~ing oul•of-pod:d f11nds, 8.onnell sfuill advise Horbac:h or such proposed expet1ditu~
~d obgJn Korb.I.Ch's specific agreement 10 relmburscmCJll or in the okcmatlv.; l3onntll llt.Cd
no1 incur illlf out-of-pockc1u;pe~ unluspaid inodnnce lherel'oJ'cby Horbacli. Horbach.sbll
inde11miry ~d SllYe homiress Bonnell from 1my f1t1.blll1y l1cluding any tirou-cltim by USA if
Eoortell is umcd in nny Uligntloa brough1 by Hofb11.ch.
S. J&fru!ll, Ir Hmbacli llcfa11lu; 1Jndcr this Agrcanc,u EonneU -fhall provide
written notia: to Korb.ic:b :ffld permit Horbad;i a period of lhtny (30) days withUI which to aire
the dcfattlt(or to comnittJec to cure lhe dcfaul1, iflhcdcfauJtCilM01 be ~nnbly cured wilhin
a period rl ttiirLy days. A dcfillllt by Horbicll under lbfs Agreemcat and fa..t1k!rc to cun. lhc
F:\.DMS\EEl\OOt l 225.0l 01JJ'1/9l . 2.
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dcfllml wilhl• !he permlued cu"' period lhall be a ddawt under the Paylw Lease a, ff 11,;,
A~llt were a tcnn thereof. Nc:dhitlJ ln ltt1s Agrcemont shall be COJ11tru::d lO a!Delld Dr linut
NorlJoch's obliaamw under lhe Pl.yf..,, ia,., includiog bu! nol Umllcd 10, !!ori,aen',
oblipcioo ondcr thc Payfw Ltnsc 10 ruttyoomply wilh ,pplloablo Jaw,, lncludlog envm,,-bll
i,w,;.
6. Pcfmilt and CPm and E1nc;n,:cs. tr e.itller party 10 thts A,ttt.ement
de&.ults, lheocher J)il.11.)' shall be entitled .Im addition to remedies It law or in equi:Ly, lo all costs
at1d ~ (includlag act11al le»I t'ctS and coirrts costs, cnrironmcaral, auditor'& engl.ncc:rint
and conS11ltzmt cxpc11ses1 arbltcn: fees urJ costs} whlck ll lncur6" bccivso or the dcfaulL The
OOll!llllonl of lhe parlfes shall be Sfl"'irlOllly ..Con:eoble.
7. Ameodmmt, Thk Agtecmcrtt shall 110t bt amcncJed e.xoepa by a wrlt\ell
bS1,11m•01 1/gnol by Ill• pa!ll"' si>bloqlltlll 1o 1"1: dttc or !hb Agra:men1.
(HORBACII) (BONNELL)
BonneU Fantily PKJtnershi,P, a W~lngaon
Cotpoialion
F;UJMS\l!l'!l\00Jll1S.02 Ol/17192 -J •
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EXl!Il!lT 1
JO'ID£""rfl1111E or L~S"E
TKJS fflIJENTUIU!: OF LEASE, mad11 ,11,nd C!IC1teutcd In dopUco.u:
::r.a cl t>ic Jl'lt-•1 cb7 .t M:LJ", Ui.l&, \y •nd bnwititn P.EOPLES l'(A'l10NAL
BA!tK or \VASJltNaroN, " WiD.lhln(lan carpttrl1Wm, u ~r ol the
Eiatate ot tT4nela B. Bon=ll: •nd F.RAHIC BJ!:ILNARO .BOlfMELJ., JR.
and BA1lBIJlA ,l'Oli.N flO.t.T j JNU11u or Ha linit f'lrt, herctna.Rer
~ti 11 Leuoz,'t~ :1:1111 6'1l!S10N SUPPLY CO,, a corpbri!.tltia., pm rty
o! tilt .at'Oand t,af1, iznlDafle-J" ~d *Le•••~'.
WITKE5BETXI
The le••°'°• fOf' ud Ill con,ld1ni.Ua.i oC lho .tani. M,('1111\aQu•
re.tcrvird atld of Ill• a,i,.in1nlt1 1Uld' a~cAls N!nlnano:r mtnUOrMd
h, 1H:! k•Jll :i.nd parlorAUi.d by lhe lu1n, dGca b1 thun: prcaei,l,I !use
troni t11e JalJlg.t, UWIC ecru.kl pan:el of r!!al e,.tala, tciplJnrr with
Improoremmibl tl:lunn .u11;[ app11rter1a11\COII 1/1Ar1tc (Jneh,dlttg any t11Be ..
Qlellld for lilgr"eR, rsrua. rlgt,is ol w1,1 ud n-1.01:G.re d,rlit..11 which
Iii.re or ma)' be 1.ppurtc.no.nt \h.e:relol, all l.. , i,~ l,11 slluated In or
nelU' !be CJl)' (If 11en1on. and ltl the County or ttlnf, 5l:1tc of WHhlC11 ..
Lon (bal'dn.«c=-r Cl.l.Ll!d Iha "111atelfJ U'd Whlui I1 more particularly
dai;edb11d hi kxhillit A o~u.elllld IM!lnto 11.nd m).dO o Frl hie.Nol, IUlll
11 ltorclnan._-a1i1n.1.m•• toll-ectJ'loly rallod Ula "Laucd pro.m'9H 11,
Th, variou ttc.i:tt.01.r ti.Rd nvmlHl'.:J ll•rein. 11Gd the ti;O'll;fllDI •
of ~ pl"CIVUiOna or 1.hl• 1 ..... :into Hpu:ate J.11J.t:l11• •nd para.rrapli•
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111'1! (ar lhe_ pvqtoir• of ,:o,wcnl'l:01..:e Dnlf 111.nd ahDb .ll.lll bt DCl!lllJdlred
II pD.1:1 hsreoC.,
/1.!1.l'ICL.E D,
'J'IZRN OP W:ABltl ~10.~ f.ERIODS
Tht titrm or lltlll Jt11110 •t,ul caDUnallCo on \lie .FtrGt dii,1 ol
No111unb•:r, 11£1, 41111 irha.!J cD11t1Im.oe du:rlnll' th11 tall.itwtur :p111rfo<ll1
I. A prlm1n1 torm c0111m-t11ClftC on Ibo Fll'1t Aa.r uJ' J'a!l'Mlr.1,
l\.'f J 4A l
:a. No1 r:ttoi"• \h11on tll'O IIUIIHllllTII nnnal 'lenn1 cl lfrb ~II
ue~. ii.I lbt: vpllDtl 11( ~ \Nlllit, Lhlr cir.; l'OBOW.0.l t<ir.m to C(H1UUIIIIH
wllh 1h11 11xpJ.nUon or the prlml,.Q t11rm, 'Ibe li:r11ce •1*11 cnrcJH
ouch aplloA by (lvlna •ride!l notl~• th11r,ial lo lh11 141Hor, llll .t.A•~
h•dwi {l2J P'ltUilh• bcl(CIJ'f! oxplraUOrt or lblt prlrnar,l' torm Gl' lh• h~111t'"
ARTICLE UL
JU<NTAL
l, The lusee 11grcea to pa.y a.ul the! Jn.11vr 1.pee1 to 11.ccepl
a.o ;rual !or lhc luaod pn:mf:at, tht /allowiiq o.111out110:
,.
IIIJ Jlcnl fgr ,11~ land, 'e:cctllSITa OC Ibo bvUcH,~ga 11:1d/or
Jmp.Nl.,"Cllltnla lo be cot111tr11ctad ,11ez;,11on, 11hall be Tt,lrly-5tr«l1
~u•sd Pollara {$31,DOD.iD) pal' yr,nr, bll,rbutlrl11 thrv.:unt.ier l,
tlllUi, ~ lor 1he tJnit li:.11 )'@t'a or lho ~Cflt)"-!l'rl! year ltllllD
tonn bq:lnn.ln( J'o.nuaey l. lH67, 11.lld lhn-.~r ~ U:ie M!llbl.1
(or th-e Jani(, c,rclustH 41' lb• balldt"(I, oC f'wty-,lnca. Tbuusalld
Dolb.ni (4'l7, ooa. ijOJ per .)'~Ill'" fot U111 haal il!l~ea J'lJllff d lhls
prlm,u7 lero,. S11IG rc11:1al 5ha.U. barcnr, N Pllld m~ in
11dvaPco prloi-:•, lbtt~ dly or n.ch mDl'llh.. ln ocimil momlli¥
p;tymOt)la, '
Ccl Oalr.1,ig nny r1mrwlll pe,:rlod or lbla k1u, PLU'MJl\rll 1o the
pra'fillOft.11 (or lll'D IIBC.COUh'O n.neval 1erm11 DC \tin y=l'.11 11t~lt,
Lhfl mciriuuy rci11l11l sb,U bl!. 1:1egatl.i.ki:d bf miatual. 94NU1.•llf, or
LYGmL 111,1, .. .»!0 A ~\'C.a1D!
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~ attat U.~ \lie tllri.1811 Cl!Nlot »illt.H11,y llgnc: 'OIi tht
mWMY rmllll. ip.Jd modllf J'Ulo.l 1h0.ll bi! detennJnoo:
b7 Ub~ =eh puty acled.i111 •n .arbllzV.lor1 WM
•ll be .ll moalltfud rcoUar. 11.P lM lwo ngiptzied
nellon ,o .1d111et<Jd •Ju.ll aelec:t • lbJrod Arnltra.tor, trtd
Ut11 Ul:r-Cfl artdJralonl_, or a mnjorlt.,y th11niot. •hall thq
-
l'3c IJul iwatal f.¢ die eo11111Wlf k-llN Lotm/ p""1dlfd, "°"'"'
tYllr, UM.l au1:• rm&al lllnlll kl no e'l"!lrat be .la&• thin lb 1:r ..
hlliq rMlal hing paid "1' tha 1....... In 1h11 ~tnQI: u.e
pa1'Un clMCII. •ene MpOfl a lbh-d arbltnilor. ,ho IU'bUn.tlaR
praucl11n fl!llll be OOMllatad JQ •i:r:ordsnc1111 wnh \lia .rbnr""
Uoa lrl'lfll ol t1111 ,tale or Wa1hintto,1.
1. J.U NMAl. pa.ymen,e 1natt' !lib: loaa!. •hl.11 ba .ri1Mle 1ft "
JawM .rqr:iAt)' Gt 1h11 UnlUd Sin.t• a.nd ah,ll be paid gnc~ k,D
J'.rculk; DIU'Alnl lkwloll, Jt-, In &dlk., 1VUbiagllln, arut. ihe alllot
oriMIUf ar 11~~ roQ~l peym~~~~-:_:.~~~~-~-~l~~
W~ or al &vch -olhr:r lllilfru1 •• tha ln•or •lialJ. dcalaiiaW
ARt'JCl.E lV',
ADIIUION9, CaAf'ICi§ AND .A])J'EM T!ON'S •
lna.d 1 i:ind ~11,y make c,.ddtUonal lmpronm:i.11111:1 an lli• lt!ailild kM, provldad
thh
(n.) lfuch t1d>UUotu1, cha.n~. DlteratJon1 or !mpi-ovt!-riltl'III lht.ll
not halll•rlraU~· /niJIO.h' ~ st:raa,ui or ~.a.lui! af the J.nipt"Wllma,aUI
11t Ut• 11mc ;UC11ed on lhc lllHI.Hd ~nil ·iind 11lia1\ b, .In contotml(y
wJ th all 11.1111Ucal1I• la,;1,, bullJUoa' DrdiMai:c.a and nifllla!JOMJ i.nd
(bJ 'l'.hlrt1ntr tho ,;oii.h1mplati1d. cotl ot a'llch 11.ddiUOIIJI,. rJui.f\P'••
demolition., .QU~nllonl or Jmp~11UI CXOHdD $10,.IOO,OD, 1h11:
laHU 1d111.U rint 001...i. th• wrlttc11 c11nac111t ol Lt:,11. 1 ... ,or. wbkh
cooannl ahD.11 DDt bfl \1.1:1.n:lll~ 'll'lt!w!ld,
AR'l'lCI.£ V,
JltCONSTBUCTIDN OJ:!' .DAMACiEO, DU'!IIO'YEO Oft RBMOf..ED
IMPBO\'£M£NTS: MPAIB AND WJHl'EN'ANCE
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,. l11nd Ybkh I• {IIJ damo.1ed or dNlrD)'l!li ~ ilre Dr CICbC" 1:11.•\alty;
{bJ ~Ill~ or rQIOVed by lb,i;i lGIIO'llt! .. permkled ki.r fRfl p.MI•
vi..toa. .C tld, lean: "r (,:J r•qulrod lll ti& nu1111tal( Ot" raoomrt~ocf
bt •'11 ,IVVWl!mcintlll or mlll16rJ' u.lbctl'u.r, Stich rcpalr, rsp1aeelnt!nt
or r•e111"'1l"llcll.""1. eull be a.cc:111ripU.lled wU,l1ln. •uch Um• IJI imtf bl
re6.IIGJ111blcl uader the clrcu11udR11CH '11hr 1Uow!r:i1 Cm-dclaya cauaed
OT atrib&, aclwnta, •i::t• ol: Ol)d, nn:i, 11a1vallaJ,llll7 or n.t.lll'JAla
or bbor, o:r oy olhor cn.uut or eu.uAUy boy(lad tilt rcio.aan;.bla contnu
ol IHtaa, 'Iba doalt;u end 1Pedtlca.Uom ol 1l.Cb rq,.o.lr, ropk.oemcn\
ot-r11.c11111tructk1J\ •hclll be LI dlthlrmlruld II)' dio l1u111et, dbJ1fl. to \he
na.oaadile a.ppt1MLl of Iha 1,uDr, and iweh wm-k llball r~ &ha 11altn
leued pnmtna lo aiot l••• 0-. lbdr-an:at -rll..lue !zcu:•adla.11119' pdor
2, Tllo 1ea11ee, 11t u, Jolt, •XJnAlkl, "m kHp apd 11JLlnl&Jn
u.~ lc.11R J11;"tn1i1c11 un« lhti .ddtJ.1'1'11.ll!,s and fWIP.li:cP•,-. (lo U,e axknt
\hwetg. Ul flXld rcpA.U' 11nd 1n 1&!~ 11.11d BH1.U.uy i::rwflllDD.,.onilna:cy
111'Hl' l!-ll-!; \car and daprtc!allon osceptt.d1 IUld wW at 11a a<ilo icxpttlae
mske all 111:c01aGry rapdra, roplaG•!Slonla a.nd :rcmewalt;, Tho htJIBICO
"tu ermipiy with, iw•n')' n.Ud kw-, rerui.tLDr., ordcl' .and :r~lrt.tnent or
11-ny gonrnml!nlll c1111hod\y rt>ll:IUn1 tc lltl hi.bad ,Ptcrnda.i,1 and wW
hold lillld lllVII ibe lOA.ll'or (rea-l.lld t.um.ta111 ,:iC llli e.KptMCI, cJelou:
or UablllUoa In IJiHUlt'~lon tllON!W!i.b. Tha l11a11oz-atna.ll nbl ba roq11iritd
Lo ropalr u .-m1a1n lhc Jn.eed prvllllrln in 11r.y ~·1~
.Af!'IlCLE VL
IJSE 01' Ul.LYAG'&D r.IA'tERrA~1 NEW lM:PROVmaiN'l'S
TH leant? may convert lo 11• awn 1110 1dl old n~tor.la.11! ro~vod
or clllv•pd bt 11 In n'lllk1n1 a.lt11nHOM, cha.t.lpt1, JJiifrOYel'dCIIUI cir atfd1-
Uooo lEI Iii,: loeaed premh101, or In <Sem(jlCllhirlf or rnnonn, 11nr Jmprove~
maBI• u llie lhno loi:a.tud l\ucon. All 1\lali ~lterauom., Chfle••,
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kl ih• leno,-,:1. akldl beeom" s-r.t: at 'th• Jnud pnmlu•.
ARTICLE' VJt.
USE OF fffr!lfJSES
1, '11111 lcuicd Pt'On1i1111111 lho.11 lKi 1111ed tor • dap11rtmcm at.QM,
11. dt1iacnr.t .hl!Ql:e i,:o II merc.antU..t N111.b1Jati1n111&, !nelhldLDt r1lall or
wbolq11la. -..n4/11r warehow:lnQ: ul ULPie~odlQ1 u any •lirilkr or
nila.lo.d liu!Aea, vpeN1.tio11, •Dd CM luHe RD.U not ,utror nar pormlt.
•P1 penon w upe: the aame IDr 117 pan. lhertoC ror 11n1 _ptQ'pOlle ot,
l1Sfl In <rlolo.tlua of t.lle hl•s i:il 1h11 lJruttd &tah!a or o( th.a. 11t11to « cI
the crdlrm.11e;u ot any poUtJCAl nbdlvlllon ot ibG slue, nw Lor II.II)'
fnlfflONI or '11\laWC'lll PDl'PGH Wbll&OOY1r. fo I.he lllftnt. Uu1.t th
prOPl!il'tJ' covenid bf thla l1t11sf! ~ • .ao ~b,u1r:id b,1 c::011dUlon1
th;,1 1t fM nol eaOIIOhtfco.llJr roaaD>l•-tor lb• l11.11~ W cciMlrulc tha uaa
al tlut pr=nlau tor llu: ~1u•pq,se l'oT which R 11:lrtc-J lllll uto tiaa. Ill
!hi! aa~, lh,n. Uic!· lessee ma.y "'P•st o. ch~ Kl ae ta.Ge or Rid.
pcemi1111111 and tlJO lcetl!l' •srrcO!' IIOI lti lllU"1111.1u1I11ih1)" wlthhold ble: con ..
IC!lll to Ill¥ change ln tho "'9C I)! cu!d premiae,.
ARTICLE Vm.
CONSt'RUc:nott l,.,U;;NS
•,
1111!uro, tl'llich n111:r a,1.1111 ltt cd111M1CllOG 1t'Jli-iiay work p"1C!nned 1111 aid
pr1ui:1J11t1Q by or at Uie dlra~liDn or 1w'!tt11nc.t: ol tht: lu:111:CO prt1viclcd,
J101'ft:ver,tblt lb l~He 111l1iul llllva thl!I rtght ti:, contcet lTI11 w.J.tdlty rir thn
a.mo11nt ar a.ny ,1ltb I.Lea. Ot' clahu.d lton. l( the 104:l.aeti .iuul flY11 to lha
)etsi:.r aut:t,. ru111~b1'! .ae1111rU7 u ,n;iy bti dt:m11ni:k!ld tty the le .. or to
!ngure p11yn,11m or .Ullh lien lli:id Pf'fflttd any 1111l11, fQfll!'C'lQsu.:r111 al' taL'.a
reuuro or th• prem.lllc.e b:y :"IIH1m or 11uch flOl!JliJfflenl.. On tUn1.l ®tar-
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aJ?J' JUcfJmC1K ;renda.nid, wnh •ll p~er ceata and d1111'11°'• al,d •';Wl tipn
Um Ilea .relftri:d ar -Judgmelll ... u .. Uad al Uir: le,111ne'• C'IYII eicpcua1c. :S:llould.
&n,y •uch U~ ht" pb.c~ 'ZI .IJll.ld. pRtniRm •ad lhe Htal! r'5-a lnW a Jdg-
mcild whlch bu baecime OIWLI, 1.1\e: louor a\ Ila Dpthin 010.7 PA1 o.ny euch
rimJ Jlldsm...i and daar •llld prcad,ea Uicrat'rom, aAcl 1Ul1 inoaita .o p:t,ld
O\ll by thd!IUQI' OQ .acc04Qlt. Gf a117 IIUab. Jlldpnent 11ba.ll ha Npaid bJ U.,
hi111rca to 1ho Ju•or 41. u.e ~ aziwlnfr rm day and •hill dnw lnlonat at
tbe. r,i10 oC 1a1-p11r 1Um111S1 !Nm umo or paymiint "7 \ha lc111a" unl.D. ~W
2, 1n &ha cvsnl aq Um it tiled A11.lnal the la.1111:d pumltr•• QI' .anr
11.cUo,i, La GOfllffltt11C1td .nUaclln-1 Uro UU• 'l.bo19la1 th• laaan ahall i1vo to Ure
JDUCIJ' prompl wrlll.cu1. notlct! dlcrut.
/UITICLE IX.
'l'A.Xf::S, .r\SSJ::SSN!Nff A.N.O UTII..I.TY CHAflGltS
1, no luaco w w P31, ill IUl.tlillon ID 11U O\htr IIIIAII roqu.Jnd lo b~
pa.Id 1:17 n \lncllr thii!: prt1vblo11.J m: dtla lm;3a, ,.u tuu, :nn1,t111mot1.tl' and 1111
w110:Uu,1-sencflll or •pec-:10.1., ol'dW,,11,ry or ~h::11ordlnll.ry, o{ ~ry W1!1>rc o, II:
wtllJUr;i!Vllt, iadndlne traler, ,u And electrlc n.tu. whlcli mar be t.xed,
eharlM, 11.sacsucl, levied or lmpo1ed at UIT Ume or Cnim ~ tD 1111111 dill';
• 11111
Uw term oI tbb ka.u Oi.:ludlqg laxea for UH! u.x .rear/In Which aach tetrn
bcgJ..n~l by th~ .ia1, or :i.,q pDllticlll 11:1bdlvtdoa. thereg(" 11pon or llg&1iisl (a}
tll.irl 1CD.H; (bl 1hO Ul1u11!d PN'ffll.111• cir tbe CIIHlupl~J'~ 11U ff' poa#OHiOfl Ui,or,
or (t:) "AY t:=rC:atc, rh::hl, litla 11r lnWareat or l·uaor o.tld rl lessee er o{ 1:"lllw.
•· aaae&J1cd durJng thl! u.11-rn o/ Ulla ht11H bill pa.)'llb11' lq whol1 or 1n ltu1to.llmcuu
o.Iler Iba tc~lan tbcroot a:hall bit prorAi~td, o.rul leso11 •ball be re(flllrPXI
lo pay CHU)' U. J,l'H"O;ted ahate tor lh.e lanith or 1bae whid1 lf}ll.ll ha.WI c.1.1.pae•
d th, time or ,uch tcrmlno.1[oa: cznd (li) the lHclUI •ball not. he obllpt~ «i
p!I) IIIQ' laato.llrnoAl or any •flHIAl 0.HHSmant whkll OIIIY Ila' ltriccl, llUIIIHe'd
or eonllrnr,o.d ifprilur 1h11 tmn ~ thhi lH&e, IJIH 1"hlcb. dou 1101 fail duo 1.ll.d
nol io be p.a..l.d uoUl after lhi: 1-ormln1.Uon.
2, Nothlng h!:!roln ean.111.\p;td 1Mll ho co~trutd to rtquh·a Unt
11.'r~cnc.. i,~ a ln.V<snn
u,....4•t•lol•r-•111&
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ldllaGI' or ru 1111eeeUlml dr 11.ll•l.fdt: .lat W Iu,rcd prti.al1,t11, Ml' II.Iii)'
.i.Qooam 1Q: lmJac1cd In 1upect ol thu kaaol"'• l.rii:gine CJ;vm lllCh prcmJ.,.oa~
exnpt H 11ta.tcd ln pancroph .:i d'lhla ti.ruo!.UI •
.3, 1l •P. lncom,ci bLl lho)J. b• le'tJod.-IIHC!'8Hd Gt' lmpo•od by
\h.1 :1b.l11 or Dnf pcllUc&l 111fbdM11c:n Uiu•111[ lfPlffl UUJ !Acoma arlliag
!r11e1:1 Ui1 re-ntn pay.ti.Le heNUat:lor, in 11" r,l or aa a. nh•Utllte for 11.
prapDriJ" ta:< upgri ,i,. Jusad pradhfl~ UIC' lHnc aad Mt Ille lnaor-
pay !dt' au, 1~ 411f 1ruior •mwnt b:' WOJ' ol' ~ 1ukUhtted lm:cim11
twi: lh11t wovJd. Ila.*' bu11 im,tbJ.e b.,Y lb11 ioaaor by wa.y Gt a11cl:l 1Jub11UIL11td
h1aim1t cu h&d ltJe n,rt.al vpon wtllch such llLlt •.116 £mpo.ed bHa Ula aullr
tlll:lllil, WP-ml' ot \M !aeaor Col" lh• 7r.u-to q\l•.ttl.an,
«. Eu:apt u pLn"mtuecl bJ pa.nignph 6 ti1' thl1 ArtJcilcl, th1J
the )HHI! shall. be paid. halon. IIJQ'" d•llnqo1t1cr cu oocur th1rdn or
in any put or ~1.llmcJt ,iu;eafj in the at.~UI of Ula o,raor o{ Uw 11111,
and ellfflf:Lcatea al plyJl)tnt 1hd1 bD di,Uverrd pro~ptly lo lb1t le.1or,
5, The lnuen sb.U IIAT8 1hc rl11bt to cor,te-at thll lcglLlliy vr
valld.lty at at17 of the 1,-xo11, HSC1lnu11d11 w-ctlar lmpodU0111 hltrdn.
pt"O\'lded lo bo pa.{ir ':.J.-r 11, 1111.11 110 INOh COdtlttllt 1JIJI.U 111 eurleil an D!'
eticb 10.X111., AUQen,cnt,; o:r-other lm,po11U~ to;ell1ar wnb 11.U
pena.lU .. l Jnta:;r111t, cli*II nwl o:pepl!ln, b1 1, d•poalt a.t 11. A11WcI~11l
in,m 11! UIDJll!T or by 1uct, u.nde.rlQ.klnJ u m,;,.y bl! required Ok' pctmJ~lod
by l&w ,.., accoinpluh Hr.It 11U1r, or (cl 6'hliU d1po11ll wllh the leuor,
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pa;ynullt at 8'ldl colda•lt!d ta-•• •aa111u11~c:satt or i:dbr l.!npc:i1tUazu1
nd all 5"!111.ltt.11,, llltr:J"~t. ~1• Q,.d cp,i:i1u which ai11,. ao~
durinC thl pfti.Dtl ot lhc contut. In lbl:I H•nt Dilf :1uc:h cord.et b:
11111.da by 1h11 loamac, 1bct:1 wllhm Wrtr dD.Y• Alter nns.J dtterail.i:i,l.tleia.
Uwreal, K u#ll t,illy po.,-sind dJ.aahlLrgci 1hei t.tn~ dtlft'm!.ntd In or
ti: •111 auc:h am,ltr.!Jlo toplhar wiUI •U p11•ltlu, tl1111a, Juto~ eofl•
or apflllH Uial mq ldtt 1cc:l'\U,ld tllurcon Ill' tho.t mar l'Olull lll'aai.
any pch ai:tloo hy the luaoo, llrba~11 tb• 1nHo:r .1bl.ll rmltrii io
the l•1uo Ul a111ioud•, U' ant, depo»Ued by tho luaeo. ta. 11ce~nce
with the pro:viakipa tie,nc,(',
bJ' th1a lc:11a aull llwayo be 11aaeued for \!it purpoee .~ laJclUon
In tbe rm~ of \be ownei;" of th• fR, il' pe:r,nlllad uml.er Ua law• or
n~111cu1 relaUAg 1h~o. • Sbould ~ le111111e lul,, wilh!n the lline
9ravidR o~, 10 ~Y any or tht tll.lll!A Ill' u1anmaal1 pn1Yibd to
be paid q the laurc, lrtel\lll.lnl all peq11IU.O•, '1M1, 1Rta.N!11t,. -cnl•
C::OllJpl)'f.nr ll'lth tho comJLUon, oC PAnLJnph 15 al lhl, .Arttd•, 1h11 lHaOr
muy1 ltv.~ elaU. nol IJc d,,llp~ad to, p1y, dJ«C.rt1:t c<MQF9111.la• ar
adJ111rl the ,ay.manL ct U)C obUpUon 1nvoly11d or a.a," po.rt tb~ ~
\ha n·oat ol &1111111.lll er Hk• to ~nfarca tu"" cglhat the sam•, &ha ht!laor
ru, aadt and e!loi:t any rcdcmplicn ib•l'drc.m H it blty dei:t11 dlLaJ'&e. ..
loiy, and \he lOSRo fh;i.U r,PQt lo th11: 1uaor the lull Al'DOUD.t 11> pAld
br UM: loaar, .lllchl.dlnt" an1 c-onzi, upauae .r.nd rtuonabl.e attctrnC!pl 1
1i=<1aP.lnS co.l.1111da.r month. toa:clhtr With lnl,erU:t l,Mr,IGD. a.t tha :rah1
4..Yt:C'T'lt. oi.MOl,lp: 11 l'l'1.IIOfgi
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o1 10,:. ,-r-~ f.rtxn tbo 1fut' o! pu.ymul bJ' lhl 1ouor. lb &bf
auch .,..at. the lq.UI: aad -...lJ.dJfy' or All)' 1ueb ~t by the W110.r.
and ~ N1pl&rUy or .u JH'Ol:f;11linr1 lad .In r.ap!IO) thl!.Nof' m-wward.
th. Clll'PntemMl tho:rcot' •bt.ll be concht1ly,ly "-•med to ialllt, nu-
the JIUrpoP at th1a Artkla..
T, A• bc1wn11 U. parilu bar•ID.. 1h11 1 ..... •IDA• •ha.Ulan•
the dlllJ Of a.tttndfnf tc tlw rall.lllnJ: «1.ttd rJJ.41 of IMlJ' 11ta.laman1 or l'epan
wltlell J:IISJ' M pi'OYlded ot" titqub-ed b7 1AW U a "'" OC OZ' ;la c1mn111;it,fon
with U.t tumlnaUan, fllll~ raiycl[on, ,a1mcnt or llbaleDMll'IL or
ea.eh d:il(ptfon whlm1 11 to 111 bOZ'IU: or-pdd b,:r dl.11 tci .. 1111 J.a; aocoi,:!&nc:e
wt\b Ulla ArU.ch:,. ~apt po.rq:~'1 a IM&c~ 'I'htl !.Hin-•hill nOt
btt er b1ocin1t r ... Jlonnfbk 1/wra!H·, nor for the e~mtl ot •I\Y .aul!Jl
.t.Atemc11I or Nporl. 'Tb.e louor 1h&ll IIIJI. be llb!t,ated to m~. Joli;
Ia or be a. pui;r to any proUlllt or C>bJccllOII to Ally 111.w, oric!r, PNI·
tm.v,;, RM Iha lcu,n-hc:roby J~c..bly rnuitB t.o u. tbe nnuuary p.o.-oi-
lUl.d a111hciril;)r to act llleftl..11. ip ~ IUIJl:l.11 ti! tho lca11111r wha:rtur the IADII
.Am:JCLE X,
PUDl,,IC t.tA!III..IrY ANO PJ\OPEJ\TY CAAiAGE
1. n., ll!A'H .... m lndl'IDllf!'y •rtd MYIJ hora:iku lh. .lu•Ol' ..id \f)CI
111uccl 1troml11n trOU'I 11Dlf •SUMt "'11 nAd all Joaa, ,lau3ag11, czpenn,
ll•bW.tla•, drmaJ>dit tJ.c:id ct.uad ot actle;in,. 11.n,l df1¥ ~· tn.c.ido.a~
Lo Ut.o dele11.a1 lboteaC by lli~ ltHUJ', r1t111k!flf !Nltl J:AJdl7 ar dut.h ri
pcr•~rui or d'At!t.t.ltt to prvpart)' o«iutTirlt: oi:i Ula laaud prtUDiea ar oo
UUl adJ111a1n1 •JdU'l"l"•l.lallT:~t,, ,:~n't~,:i~;a, or 1n ur maaner
, ...... ';:;:,:~i":!.,"" '/i" ·--;·Y -.
A"? •11f!g,t tjt:Mi'llllf ~-·---
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dlti=ctl1 or lacfirecily Cl'OW'iq out ol or Ill l:'CIMlciflCIII w1t.b. Ula Ultl Dftd
IPCi:upcaney ar d~•~ D! lb~ ltued ptUJllaea Gl" •11)' p1,1;1 \hermd bf Ula
bHff cir mi,, t111111aL botdine11nller U11 k!l•eoi )rtorld~d, h°'"""ar, \bd
tht lc.1.1111 1biall .aot ao ln.i:lcmn&rr aad a.1..~1111 b11.rn.lAH 1bc !b!l11n-Crom lhc
CGIIISOIIJ.nllC:U ot •IQ' tcrtJ.01111 DI' ll<llfllpnl 11.at af lhe lolOOI" llr' its :111ea11
ar empUI¥"!•••
f:. TIie. 14••ee. wW kelp la ,tr~. at Jt1 1ale 'Ufn1110, e IPllbl ..
lacl<D')' riolJl{!MhauiTII 1tnenl HabWlf petliq aavtr!Jlg lb• llUad
pranlau &bd provJdlllg 1:ttYB111e wllh irwdmum Um1b ot Ullbll.U7.
ol •°'-lnu U.n ,5300, OCHl lw bod Uy lr!Jury ,a qi1: pll'lliM, SGOO, 00JJ for
b~lly blJlqy u, aey 1roup or pEr,UN a, a ni,.U of ClllR 1.ooidll'flt,.. o.nd
iso, 000 for pr,oport.7 dn1Mg11, 8ullh policy shall IWQD 1ba lc .. or u lll1
l 1.
ARTlCU Xl,,
J'lRE J!ISURANCE
/ AM ll:clp,owmor-.ta l)Ol1 or h&nia!lllr k1C11.ted cm lM kiued P:t'11ndt:H
/ J,ne\U'ct, 1gilM\ loira by fu:"4! (Willl mended ~ayenigf4 ,..lth .n.n Wur11nc.1
c:vmpiuv-11c;i:;ephlblo \D 1h11 lcnor b an l.ml1Ufl1 cquat lo 1.1;1t lvua ~
pos. «: tbo I11ll lllll!.li"V,bla upja,ci=i,nt. \IIU,i,e, lhueof, uch11J1"" or ~e&-
UICI 1evi:n.\ 11lti:tn111a at tb.e lueot o.ml Ill• te1t11H, .. i:u! .itlLll. proridc
\ll11t :ln c:11ac-ol Jou ar dam11:c 'lllfU!l:iKl.'.!dt1Jpu1ol ~wll bu..~]!.
1,g lho luacar, \o be hl!ld b;y l {ode)ll t,• 11.eridnallll" l!J)t!C~ e i J. --.. __ ·:'."': .. ~IJ.: t~·•,;.j ·~.if_" ~~~ ... 1,ur,c,,; i.. ,.114
nt!Wrlly tor U,1pi:=r!ormant:ci by 1he 1H1111:1 Ol J:ta cab!laallan \o ropatr!·
r.-.bV.lld or rei:tQat.:nu:t, iu pNV'idod Mrel.n,
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reqidrc:d Mnbyi, I.be ln111Aaefl Pl'OGHda coUctcd bf nae lq1ur nu
bl!. pcld If,)" It t.o Uu1 lHHC ill rnon&Jy lntlU.llmenla LI (a repair or
rcb~Ud1!1f ~SJ 1M ln•t 4IICh ~)'mtill\ «i be 111a.H Whim m1ch
l,"Oplllr or nihlllldinir llha.11 hl.w bnn. c~ll4., Craa ot I.Cena. All
CHU vt IUcb Npllr Cit' ret,lllldlng lll IDCCttll al lbc !Mu~ PJ'OCIUlda
.ahaU. ff ,-.10 by lh.111 laall!o,
11. All ol 111tdl np1dn •ml rabu!ld~r 1ha.ll b, d11111 llr!do:r tb•
1ov.pctnJaion DI an 1.f"dl1t•ct M an(fa.Hr dcdgnatad by Ue lune ll.(1d
••tll&.cta,y ti) tM lu1or~ l'fD lnata11mtn1 of KW UlturQCI p:O(l:Ud9
NIBll bet f!llld \ti Oi1111 lQsae u11Ul lhera bu beeu lll•d 11'1th the ~Har
• •!Mo~ Id tba: -.nh!ltct Ol' ~ ••Lint k.it'ih the czlant. ol. the
repG,1:1" OTmbuildU\J" .i.ctuall¥ nuida, And •• t11 all pyramlt after tbt
l'1r,il pa.rm111nt., \hat Oil .i.lJIOUllt eqv&l to a.ll lnJnmncc prpeeela prcrlGl.l6ly
pllld 10 Ule IOHl!fl by lh111 lonor ho..11 lnmn ;1.11ll&IIIU., 11xpc:'1dul: bJr lliu
IH11ec tonNI Uu: c:.ost o£ .auch rq,all:a or ndiuildlnr,
4. 'l'be ~)' ar pollalae ctTJ.dl!llclnc All lrnl1U1Ai:c wh.ld1 tho
foa&ot le required le pn,fldt: "•Rd ffllllnla!n in ett"J, hDMllllldeJ> aht.ll ,
~"-•t..V•.\-t.JO '·/$ "'" 'fU-\,(. .. ,,..u 1j
b,:. t:h,ll•-•d,to thr l11111•o:r trom(tlnii'io U.,~~u~,.. tlffiflpt u:i:;,<C,JL'l.,•Ji
cc~ ol .!!'•uiranc:111 maT be 11Dh1Ututcd Ior •IXlh policy ILi' FgJjclU.
Should Iba li!iaae~ 1•U. 10 11riwJcf•, mer.tat.a.la or :pg,f IoJ" m.r i,t' tbe lnlur• '"'\ 11 ,
'' . . '
~k· ituah lm1vni..ru:c:. Ai::,, JllmJ 111.td DUt by 11,. llHor {Ol" •iv 1111:c:b W=,,...,-
IM! be npAld bJ' 11111 h!HUI to the l1i11or op, th Clrt1 R)' 'Of \h;J!. ... '
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cn.ll:,n6u' mO:DU\ n1IJ!:I. IaUuwin, paymonl lhor•OC by lh• UGaor, 101.U..ar :( i
wUb J.nterut Uicr~ 11.\ Ulll r.1.11. cf IOf. per annum. Crom lli111 dU• ol : i'· 1
"?',,.
p!IJ'ffll!llt by tho h111ar unW upald b1 l:bo laua&, ,(.,4. cYu ,..;,.,x ,•: ,'°1~~'
.J,4 V'l•--1-~ ....... j / 6,All lm111r11nc .. procacd1 tg uuf' MMI ot the 1ti1•or a.t b.e t.lina
i.e.nnl!:iaUon « tohlllno.UOn of thte: 11111.ac, or/at tM rl1hls ttC "Ule lenu b.9NUndar.
11.nd 1..ll Wal'AOCl:I proc11od8 th,arc11fior nu;::slvcd by Uu: leHor UQ.dol;' l.rlJI'
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polley Ill' CJ.re .lna"na= 11tlall tic the •ok •n>J 11 .. clw,1,,. property ct
1h11 lca&Ol'.
Aa·r?CLE XU,
.DESrllVcnON OF nE"MISES
eu=aco lei 11.r .d11atrlicUoa o! u:, portion or-.c.ll D! th• bU1Wingo.
•l~ or llrllll"h 11pon Sha lco.aad )Nnlht.1 'b1 Clt-0". Ulm nlami~\.11
ar •ny otbar HVH, WhoUlur Ol' net wtlhout !I.ult on Ute pu1 ot Uln
lcHoe1 1bd1 not l.drmtn1te thin i.e...11 11r 111.llttn lb11 l11aoce (o •ux~11r
1,11a a! U:c 11:Holl 'flrcmlau1 Col" any pirpo11c 111 p:rDbJbited by law 11r
gn!ICMulcn er otltt!z' l!OVCU'rlnlln~l ;r.uthol'L1y. or b11 pC'PT11nr.ud b)' lnjane-
UDSJ or olhel' local lntcdc,nmcc L)' O.Df prh·alc p!!:r&on., Unu 111r corpaC'll~
Uan,, thi!I llu e shall nol bu thereby 111r1111ollted rt0r sttllU the l11u1ee· 'bit
Al'\T.(O!JI: XDI. .. ASSICNtlENTB ~D MORl'O.AGES
laua lo ,0,uble!. 111 or II portion oI the ln .. 111d ptt1ml11111 DI' ID uBlllll
at iAS IAl11.10J", txccpl ~I '1h11 lu1ce t!lllf e('le.r J.ato conceaalon11
a, Hblcue. a.~n1n1nl• Ccir & 9ort.tC1A oC t1111 pr11rn1llH lti t.out'Uncii
wlUi. u .. lH\1111 .:lflt'&UoA ~ lhl dlllpu'truulll IICff bu1lllt1Ht 11.nd f,O 11Kfu
.uhl11Uhog or-D.Hlpuamll. ahail ia 1.n,y nan\ raloMic th.a luau !rem
ur DI' the oblipUons wtdtr the tonr1e oC \bla luaa, and Our loHdr
oholl at a.U ~Im~ ./11.v-ttu, l'lflll to look 111 01a kll1111a Jur ui.11 pa.rrMfl'lllJI<
or all of lb• c:OV11na.11t.s lo ba p~rtoMUad on \h1. :p<>.rt ot UK l11uH.
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A!mCLZ XIV.
COODEMNATJON
1. In Uui cveni tin= lt'ncd premitce, or 11n}' pi,ri 1hen:ol or-
fottll"ul lharelp. .a. tal:tu1 o.r condatnn11d ror II puiilll; or qwa1t-pub1Jc
u111:1 fttc:lrol!l'lftf!r •11m11.tnu:• rdoncd lo u ;,. t1c11ndem~Uon.1'J,. then \ha:
onUre eonilom11AUoa 11Uon.nae or llWllnl. wllelher nllOlfcd or ht:nd•d
tCI lll.a lmi,i,r Dr tbe 11111cc, lnclullinl &IA)' W.nr·os1 rcca!wd Ulerc:ln
(•-eUIILOll bcrvin n1tcrred I.O u the "cond41M&Uon proc:eoda".) aht,11
be appUed !lr,1 itl. •o.lWr:u:iUon and rJLlduirs:c or D.11 lllDmqa tcras, cat•
nlllt Oxplffll'CB lm•ol~cd ln tho cot11kmn11.Uon pra~edtnga, and aeco9'd ill
ultaACUOQ nnd dli;ch;irge ar a.Jl aue1:1n1it:nt1, iJ any, bor.h prlnclPQ.l -.nd
.i.nLtrc:&1, levied on tha leut:d premJau o:r aJQ' Jll'n \hctrtDC for b11ndll,a
t"r1411hhli;: lt-0111 1he tmpt-cncmu~ Tor _.hick or la COfll'IIH!llGII wllb tl'hkti
the-eon~IMJ\IOn V1Llt 11U11cled, o.ntf the rcmdnlne: balOIIClt' l!bo.U be hcltl
iu 11 \NSt UCl.nk 11CCDU.a1 In Ibo nn.me ot UN: k:'leor 1ml, u,c loHIOC until
tbc pllrlJU henrto 111:roe tipilln ,• pras,1u· 11'.MsiOJI oC U\a cimdornnathm pn:,-
Cl!Clb. or in I.he-Cl'Dlll lhe p:i.rtlos tu•a. 11mibJ1, to 111:~ .. lh•n lb!!'. dJvJ.sk,.
l• oondl:11ncm! •" 11111 lhv J11.:1H11 LIi (u1ariamtaall)' 11rcbl11 ta ~ntlmle wl\11
its bc1BJnc110 ln lhls-loc:i.Uett, \hen and In i;lldt HUil thla loan nmy bo
Cll.ncdlrd by lhe 111111cc C!Vlrlf lll!S.IIOt'" nalico wllhin Ulb1y dP111 al Che r.tt.k{nt
c! 1111 IAtcnUtin lo :so C1111ccl a.od let>ntbJnt« Ille 1-caec, ld:111111c 11hl.ll nol1
how~rur, hlTII' lho-rJgh\ to co.~I 11ad tamiln11le IUlle•• the lll_kin.f I~ Sllb•
a'l.llnl)ol 11ad doua 111 ta.el proven! tho leHl!I from ecaaarnlcany oper.nlor
'-lCO'IT. 111-0IOND a ~.l,'l(SIU
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J\.RTJCLE XV,
DEFAUL'IS
l. U mut or' motl! tit: IIH! Ii:,l1owh1f C:Vbf\l,ll (hanfo oea.U.cd "ichtulta"J
db.U .h;J.ppen and " 1tClfU.lsa.Jt,q, namol,)':
(a) Tlui lNHI! j'aJhi J..a IBJ.kll Jlllfl'Ctl.PJ. pa,yml!nt tJ1. lln,,' l'8111.
huolzl 11,rttd to \le poJd., and pall fnilurr. ~Unui!.a CM a
period 111 tn cf~111 altzl" 11oUco lJiGrCOI: bt Ute l1u11r to the
lCHHJ
{b) 'l'i111 laa11N mkn 11n ••Jilnrne11,t fot' th• bcml!Cit o( oreditortii
(e) Th• lcuoa IUea D. pr.UlloD m bAnknpRC7 or D. pelltloa or
1u,.111wer 1allllln1 rm>rpnkoJ:ton. ..ado.r \M Fadsntl Ban1tna11tcy
La.w Iii" 11n1 othar app~ et•lOtD;
(di An 1ttuchm1H1L or acr.u09n fa lcvh,d upon U. lcutc'a
pntper11 £n or klt.t:rHl undar lbJ11 t•Gaa wlllch fa net mtlslled
or ralcucid or 1L1)'CII wWiln tblrl:r d0;)'11 tber't!•CU.r;
(d Ao 11rdor ta cm.11rr.d ndJltdical!n( (h11 tcHee I budtrupt or
1pprovta1 1111 in,oluntAJ'.r paCitlon aciak1ng A roor,piµ:~11 of
the luatfl 11~ier the Fa.dttD.l B~p1cy 1.a.-or any Dtbcr
a,ppllcabh! IICalul« ar app,offlllllt: 1 rec.t.lW!r CII" lrut-tee for 1U
or any 1n1b1111uinu:i1 put or llie p~rty or lllR prupcrtJ' 1:11 tha
ln11i::c, and sucll 11t"ISC!I" hi nal. na11lerl' or 15t11,yr.d within .bixty
d.o.1i,-11Chr l!le c~· lhrraal;
(Q ~ h•1111: rou. 10 pisdorm or obHrtti :tl'Q' 111.btr c!Ji11n11n1~
afl"ft1m!nt or r:wdlU:on ta be pedormed or kept by th£ l11N111e
under lhf. t.el'Jll!I and J:irovl:elool ot lhltl tuu;e, aml 1UI$ ta.51.un
i:ontlMIOll ltrr thb:tf d•t11 •Rir.t ncitlpi ot w1"1U.u. 11Dtiff lhltrw!
!,I.)'" tbfl ltll&OI!' !rom lb(! lHBGri . ...... ~,
1;ho11 and ln 6'11ct,. (!'Rill UN: Ltia11:or 11:hall ,hay,: lbe right, at 1111 op1lan.,
Uioa or i:it ;,II)' lime lheudll!C' .:i.nc{ wbUa 1uch dlUattlt alldl eonU111.1e, 10
r.-cn1c.r· tind l;t,ko l11i:,1 111eia i:it'ld JHIHC~l pci.Ho.calo.11 or lhf: 1eH1cd prcml.sel
Gnd declare tbUI h:::iso forrd1ed 11.11d. (ha lenn ttKIN!or QM11d, imd. w:Wi or
wllhNl praceH or law rcmOft 1.U penciD• \llutC.rvm, 'l'bo lusea la
111clt neat 1ball f)caCCU:ulJ.v and ,;,,u[cUr 1leld up 11.nd Nl'~ndo.r CM lui1cd
pre111l1u 11;1 Uio io.a1or 11.ml cxecu.t! 1~d delber 10 tbe lHEir 11:uch :lllatrunttn
11T tn1trt1a,ant1 111 '1101 proporly ovii!cnC1' 1nniln11.lion ~ llul lane.1••
rl1htll 11,nd hlltr-oat llndel' 1h11 iea.ae, and ia5 m:i.y be r,:iqu)J:"OCi by '11 lts,or.
letiiu: by the h-Hor, lbe 1ea•or .1baU b1r enttued io rcr.over f~ ~ tenu
1,Yi:mic.. OIM,IC>lfO a HI.Yt:STOI
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~ ot Ui.e exeeH, Jl aey, m lhtl •ur11~\CI ot ret&t. a.a.cl ciut.J'gff eqptm~
!Olll to nnt rercrnd lit th1-lua11 !or lhe lwilam:e rzt the pt'imu1 ~.
OKr 1111• then r•1-W.e rciu.al wl.uc nl !hit I.au~ prtmiaH ror Ut.11-
hll.lanca of lhe primary lCll'm. Sllci!. r1:cwecy llhaU complcteJ,y dlacbl:I~
t.ha IHne or 11U obllplllll'II hen,indu, noLW.ltbst.11.o!llag ua, «her siriwttion11
or U,ls lc11.11Co At lb• opilon IP! 1M l•UNIM' ai,d ln. Uru,.ol f(lriaJUng 11111
.leaci• u abovri provld1d, lht loncir -inay re~enu.r lhe. detlWlltd prenilSn
u ritcno!d 11 .. 1111 u \ha arau ot thA luaee rciaicn-e thcii-etrom OIi)' pru[IGK,Y'
QI" Ule lMaH, uid m•r IAA!let .nnd rtlel uid ptemle .. 01' •b1" pan lhateo!
(nm Hm• a.o dma for 1m7 11111xpir1cl pa,?1. ol lhe prlla.aQ' tu-m, 1"4 th<e
\1:1Bt1r DRl)' 001l11ci the rel'lta lhorct'or, ripplyJng U11 •11me-Itrat \,0 lhlll
~rnutl\l of OEPnM'1!1 o( Heh 2"'1:-ulry D.!111 :reh11tto.g 1111.d Uan lo lht. psymvnt
of lhe rcu.l ilwt tir lb become ~ UtldC" \hla I.HH, 11ad 1he laul!U hereby
lesff• !rarn its c-,.ii:r,nta to ~ ron!Al.a 1:u:uf ot.h~ chaqfll!I prorldcd (or
horcln, 1md It 1, "''recd lh:r.t,' ,e,ceopt in,orar u thll br J.ncoru1t1lent. 1ritb
or cimt.r.:l~ Lo Any provision or tbla loo.n. 110 r1ghl ar remedy )lerdn
canferre<I upon or .res.arvil'd to lh1J lu:r• la lnt.cndod to be Q.el~dvn
or •n.r other ri1M or rl!mody. o{K! ctich 1.nd every 1'1J11!t and remcdt
~ b,i: C\D!Nlll1l\-o :,n,l tz, 1:1dclitfon ta IIPf cQ10.r right or remudf ,i:lton
Iha luso:r 1.s D(ONnW, IOI! lea11H •1.bu. lle\J" and 1U rJahti to :reit.em
UM! laG.:Jcd p.rcmf111111 ellhar Giver. b7 1ny 11tn.lulo naf ln e![ect or-be.rteRcr
cUe.~l1d, b\ll lht leuor !!Wl nol bl' dacm:i:d to b,a.H. i.rral.M.Ulcl Ulit" la~a
or lhll llab.lllly Df tht icuee lo po.y rent ttiu-,mldar ur it( lltlbW\:, /or
duno.11:a by 11,u,-11ur.h ontry ar by ;i,ny ~"Uoa. Jn unlin'lt,,il. de~inv Dr
lY«nc. ~°"',. HI..YUTER
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ARTICLE XVI.
0Wtt£89lt1P ANO POSS'ESSJON WAJtHAHTY
U tJw llDIIW 1ladl poriol'l'Q. all er "· COVIIStalll ~ &penttiDOla
aitd atllpUaoa aor111,1n4arj 11:111 lo••or-c~narno aQd a(l"ONI that
t111 letno llhaU lllavt Ille pao.c.c-M uni 11111cst onjoyA1CAl ot ur., lctUld
~~• ~oal lb~ l•nzi of W• lene, 10 l.on.1 H dMt lnl!lh
b Mil Iii d'WluU heralUldtt, ..-1.Quml lot Of' bbid""nco 1Nl O.e ~tt
Dl' Ute b4ar. T111 1'11gr-dDtla ~rcby wo..rn.M lD dttf11nd the
lc111n tn tht pet,edul •rul quiot cnj!Q'ttlelllt or the Juacd. pnmiau
1111,du, ~ leaaor,
ARTICLE XVII.
H0i.D1NG QVEft BY LESS££
If 1he le11t11 J:l<tldll oTer or n:ma!iu. ln paHn11UJn or
~eupo.llCJ' d cbo l~sl!d pNmJlsl!'t. nltln" the cxplr.tUJl'I r,I Ola
primary tann 11W' ,,11y ~tLl k'l'M w ll(1cr any ~r ,e~-
srtlrAHOD Qt ,he i.,,, ,..., wnt,OU1 :anr wrlium le:i.sa cf old FlmWJcl
'being -autually 111,:rn .. • ;;nd 011\1!:red falo by th!:! liUsar and lbl
lOllt:t, 115u,cll bi:oldinC' olll!r ar 1;1:1nUm111d pas11111•l~ ar accuparu;:y,
1f rt!II. la pald Q lht hute P.ncl Acd-epte-d liJ thf liiuor lor
or durin& .c.n1 pcJic4 ot ttma h •oilu:dda: aver Ol' nmo.!DIJ irl
PoffGB8b\ or oecup::incy, 11hall c:~1• oraly I uoaru:r from
monlh to mDfllh. al lftl! lllet tt1onthly rimtll &Ail gpon Ibo tcrtn1
(othar lN-11 le1t1!11l ol t11tmJ 110.reln •P•i:llled., wMcb rney 11.1 •11Y
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W/1.JVE'RS
E:xctp& to die cxtc:-nt 1.h:il the buor fflll)' li&n -oUientin
ClJt'N(I lQ w.rillng, ao wolV'llr b)' tlM W•a:r Cl1 t.ey lnwu:h l:ry the
llll'Ut: O( oay-d M, ob.UpUOM, 111rumeru, CU' .CPffllllOW' ba.t'I!:•
lQ!dDr ahllll 'lt• ~«I lo h .. WAIVll.r ~ on, ,allkoqqm& bt"U.eh
o( U11 ,.me or lll\f ot'hu i.ovena.nu:, 11.gnicfflC!:nla or oblJ.irca.thme.
nar ahnll a.nr torw11r.111eo by (ho le:i10:' to t~k v ntmedy tor
J:1.IIY breucb by 1h11 h!sHe b.c deemed 11.· w11Jn.r-bf 1h11 Juutt,.l"
MITICLE xvtx.
TEnl\11NATJON
1. At lht 1umina.ll0a ol lhla kuc:: rcw 11.111 r11U1ort, Iha
Jaa.Oi! a.ad the: ~ 11:11d s11b,tam.m. 11nd1111r 1he lo11u, D.ad 1u1y
and ;i.ll persona holclluS: or clUmioQ" UQ!le:r dl11 .lttpH, 11tall a'W' ..
reMcl' pt)turn.idan ,11 ::K:. la:i.sed premJ111s 10 llil!: leuw, ma.lntunect
Jl!I bcuv1n p~vlded i-..· (11nHn1rr llroo.l' aQd tut' 11Dd deprocisl!.OU
cxi:uptiedl au! lt'ltC ,if :111y •nd 11JJ elA1ma then-to by tlul luue or
HU' p'-rt)' h~.lcliJ\s uw.lcr dio laq11.
2, A1 tb.c Hrtnluutoo or tbLI lau11. tor any c11.u::i•1 'I.ho luaOfl
a
Md UH len:i.n111 llnd 11blen.i.al1, undo.,:, th~ h:aaee, 11ml 111\Y Arni all por1on.u
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from, a.Id lc.11tti!i ptTltllaes 1111 pomOp:1.t pn1911'r17, loob1 i.i .. dwl"'7
and" lnlh flXIUN!I &nd 1qulpme~~ Lneld.lC!d by U.ct laanetr or 1.-,. of
11dd PU80U •l JID or lhell'" OWJI tXpr;rn-«i. pro'fided. bOIIOftl', lbt.\
lu1eo 111haU .r1pa.lr IISlo1" dai.11:111,iu Ji;, llle lec.aed p.rem.ta111i: c.11Ltkd by
thl!-rau.o\ltl. c( •tLcl.1. pJ'Oparty.
AR'I'ICLE ;x X.
COV£NANTS RCJN WlTH L&ND
ta.11:ted 1hAll. b1 COAll'tned u connantu tlllla'lng wi1h th.1 1-d, and
.au .rJ.atbl.l rtven. ,o at1d abllpUocu ~ud vptiw. U)II rqp~tve
pa..rliae ahall ba oonalntad u ln'!Uin1 to I.Ad bJndlag Up!III Uie su~aa~
ARTIC'I..E XXJ.
GHOST F0BM Oll' LE'ASE
1hort !ot-ui m leu• !or rc.cONtn, pttt-poau, •!Hi. th& term~ .lh11t"eof
con1Ht1,nct a JUI.rt b,oi-uor 11, lhuuah rad1ed .ol lencUi hc:reJn,
.t\RTIC't.:2 XXJL
lforll!ES
AA,-11cUc.c provld.rd f« huc-ln ~ll:f IHI fin" b;r e~:r1Ulod or
ro,tlh,nd Oa!Ect Slair.:11 m11ll. pc,tta ge pn_pid, 111UU'11Hcd tu th• Ul1111or
H !oll~11
lUf Ile" 5torae, Inc.
l HI s. E, Thin! Avcnac
Pc:rrtland, 0nl(ltl
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ARTICLE XXUI,
CO,.UUSSIOII
..
Uaatte aarect 111 hold Ilic kuor h:afftllfl!S rr0m. a11y ..d all
obl!g:11.llaa.a lot aJI)· re:il e•l4te commia:~ or-ft'll Wbieh may k-cldlncd
b1 Hl!lu7 Bi-odv:rkk, Inc, or 1.111 oC lllJ ,:uiapcJalee lor .111r:n1cu or either•
vlae J11 contiectJoa with ll1ta ICt.1.H or tho prDpt!rty cov11tnd '1:11 Lhh, .kaat=,
ARTICLE XXlV.
UdPROVEMiE:N"l'S
Tlut. hnpnil'CmelU lo Um p1"'1pnrty dinU ":lo ~•i;nd, con11u-uc,r!cl
aod 11upcrdud bytm Jenee; provWtrd. how1vcr, the 1-Nor. d\.follati
tho le••ot"'a o~hl_tac:1, 1h11.11 &Jlff'ON all pJaM and e~c,,i.t(Qllfl UH-d
.ln lbe DMgiul 111(111flrucUon Of' tba rmnod•Ua11 ol •IIY"bll.Udlllp O(' fllh~
stAl!tlol lnipa,iyomt~ CJJ1 Ole Ju1f!d preml10J. "l'he cidgtn&l mprove~ :j&~
I I •
meo11 as Pnl¥W~ hin"Ct,1 aba.ll .bet al lhc r.Ofit al' 11at lo ~ctod $1;100, DOO .,.;
~h, t~ Ult! lc1n1or, lll:lll Jn brlol sbo.ll i:011Slfl or o bulldUli of 11pprv;iau.t.eiy ... 1,,.1
~"" , ., .... •· ,:., Jj(j iL t
, )·•-,r.-t<l';llD<f li"l'fll.re t~k. INeludlng t.t IIOI llmlled 111 ;an:JrilE:C1,a and ~1.lllfft-s ,,.--~
Cus, ='lurveya, .&a:lu 111.:ir, permlt11, comructs Q.nd eoni;U"'U~llon tQl\1t, •nd
u mucli oC the b11lucc o1 the.pll'Oflerly u ls pr.:ic:1.ioo.bl.-: will bl! 01phalt
p:ivln!J, 11-rid p~rty ll~ «nd ci;n:nplel.ed (l)!" p11,l'klnr. Th@ lalthlUI,
slr111;t\lH·a 11.tld p;,,.rilhll! will bi: !lmll;.r la Ute Burl1111. GDY .. l'llal'I !lan.1r
dt:p:i.rtment. alorc anti cupcrmo.rlu;tl iu rllWIIHW!ly pouil>le. ~ddllJon,
lh!! k:,&Qe Wlij bbc.l:llJjt.aDd tnllfnCA.ba tb, :1.WO~J..'fiy,.!tJO~·~J'!.:11'fJ'lrom
"n•
A RTICt,E XXV,
FIN/1.~C!NQ or IMPROVENEHTS
t?.:t;:-
11~
LassLtG ww )lraridt nll cl lha Inartin fil\Sneitlf naceanrr to
compl~tc alt .. o~Jff P~I.Cotemcntt~ imprravemenla for tbe lc&.a11r and -'1001,\:_.,., .. · ..... 4~,9·:-1-.
to :110 ~nt ol $l,!Oo,oDO·or eo ~lleh ,hiroot' u ma.y be ncceHor,
lcr \ho =t ol Rid lhlfroNlnueni., ond Jl S. (\lrth41'J" imd:ntoud. 1r,,d
ogreed 1tui.t Ibo k111sot will not bl! rt11porwible ril'r 111,wo tt,ui tho
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t1m.DGflt Id" a ll.r1t morifl:111 dial. •ct.n bo oblo.lned en. file pNmilN
IUJd tlOT 1um1.nqulre.d 09'&r and flbo\re IJlf,Or 0C •Aki ltr1t
lll."t•r .... ~ .Sro :,
mortpgo or $l~OCl~"illKI wnl bo bit .uapana llU1 Ill •111.d ~rA11lled
by U!o ~~He... ll ill WldaNlalll!I CMt tho louor-11\.rt.ll nl1t. 1ltl a,wq~trcd
to 11utp~d Q10re tht.n the ~um at fflllflll!f flin.t e11t1 ti.11 blllTOW1.cl o.i 11
l.Jrat mortptt• ill a,n;:on:laACa 'WWI Iba hlrms Mr•j;ttor Ht !oiolh,
'It, ..•. · .. , • .. ,~1~66 \·~
&Dd fl ~ONI lmll s1,...100,ooo cen bt1 bWNWd DD t.tnt. lr!Orip.~ ~~(~
JI:!: P.ftY 11:nnL Iha h:niw-1ho.ll. llllt bit l"C11P11M*'l11 .tcir mw• lb1111 it~"i00,--000,. !
of aald conlltl"UcUon.
4.1\TJCl,E XXV I,
mot"tf:l'le 1oaP eammum,nt to CUffr thse i:a1l ci! ~e builtfinp r111.d lm-
pravcimmW. U poulblci, ~,rma Ill :H yt"&ra aqd 2 monlhc at sip;.
wlll· ff o'bt#!MCL 'l'hle 'l'W PJ'OYldo III con1t11;nt po:YffiC!nl or 87,, on
Che mOrllfllp la;m. 1n 11g i;:wqt wm nu, )o!iSn~ be llnble. tor llit.er111t
lh. 4:iCCCN O{ .s~ JIU' a.nnlltll, IIO, decU~ ba.111.n~•-Art)' ACl~lttonal
iatueal ~Ind '1llill be tm! Dbllpllon ot Ow IH.5"c'1. U .11:!cb a
l~ con:r!.G( the tb.llll -Dr tbl! •~mcQtJI c11onmit be Dblahilld, 011
lcHcc 1hn.ll rt Ibo lldc:11UcmrJ. coot iar l1ZD11.nt Jmpr'd1'11tmrn11 \rliich
p~7111111m.l VRC111.fb .t(I Ur..t Liu:: 1rouhd' renui.l u provided ror J,c,inil"
1h11.U bo Cru: 11,11d dou· 111 "A<lrll •nd n 11su the tnt•rti1t i:.011 or
tho rnortp.111 wlll pol 'tM: ln uc~on of ,,. per 11.nnum c,.ir, dr.cUn1n1
l11huicea to Iha. lHIDI", tr, in. lM aptnJDCI cf the }CIIJIM, tba tr.on•
oC lhc murt1o.ac commllmctit i'tm:ltr Ult pro,lco't anacoa.cira1c1I, the.n.
1h11. lCA10 ,11a1u ta.rmln11.ti,1 prov.ll'lted1 hawonr, 1hJt Iha lca1ea noUllca
IM lu•or thtil lho proJ101, in tl, .• cplnlCl:I, 11 UM1111ftomiQll.1 Wl\llln
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bv aubjeat la hl's111on • IIIPf'"'"d,
AnTIC't.!: XXVtL
Rcnta.1. ,a.:r.co.ant11 lor the b1Jlld'ln1 11..nd lmprovemtoui •Noli coni1J1encit
111111n the 4-111 of 11111 gpslU(l1 oI the .alorc or In •nr c:ver1i pct W.Gr
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Laa.at" 11dd..Juan "W p~cod promptly 1a mrllln prap.-r-
ionlng tor Uac prc,ltl'ty, U procier 1:1»\lll& ctuiMI: cic vbtruncd by
July 1. 1S!J6 1 Ulen thh ®llU'oct dull be rr,dl 111'1!1 l'l:lld o.tiO' 1110 Uil.•
bllUy 11b1ll a.c.i=n1.11 i'.l'Dtll imc to t~ athcr bv1.wc~ the-Jet:i:1or anal
ltHH.
.ARTICLE XX UC. .
ll.EltTAL P.A. l'J4ENT6
Rtt1l11ls wlU Pe p11ld Jn e~val monthly lnHlllllmente, 111 11.dvnncl!..
111 addition, h!stoe ... 111 pay all ta)[.es, Jns11rance •acf maintir.ln the
b111lduip n.• pt"OYhft:d for heroin. 111 aU.u want.i.., lite .reirt.aJ or
$31,0DO,OCJ (f.'7,000,00 11.R.cr IM 1enn) plus 8~ GI I.he COi:\ ol
h:ilpr1Wemenw u pr,3n\Nld f= hcnln, am.11 Uc nfll lo tbs l11aa11;r
(t~!l'Pl f,or t\m!r g:m ·~n,uud lncomt UL'IZl!l ll11.d p;i)'ID.tAII on tJH!
mortpccrl ducinC ll1c-.,.,~we, tetrm ol UU, lcuuae,
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l ., ___________ _
STATE OP'" .c°':'1c":'."-=----
COUtn'Y OF H"' t f..._e,.,L
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On lllla IJ.K.d.:ay 11t :J'--.. J9U6, beflU'"CI nie jMltTOMll.Y
ElpPUri!d u~'-fT"'"·rl,H)t, ;and---------~
to mu UOWTI ltl bQ 1110 ;~J llnd --------
ne~.;.:i.,.. Df 'Ml56f0N SUPPLY CO •• a Wasblnf!Ulll cor,pon,u«i, ~nd
o~k11owlt'lll,pd to .111.1!' 11.:i.t tMIJ eccutlltd lbe """' for a..nd on i,,ehalf O:I'
wk! cnrpar.;aUon, hr.hi( o.utlwrlnd so lo ch); 11nd 111'1 D11..QI .ata\ed th:rt
lhll 111001 althcd lll 1h11 c11q.or.11n •eal c,f i.;i.ld co,por-allon.
IN W tl'!U!S..;
ortlold 1u~ the Ur
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J 11.11.
COUNT'YOFKING l
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OJI lhlll // fl.if ot "4Hd .. , 1066, bcfort!I 111~ penooan,,
11.PP~Nl:d FRAtm DmlNAaO BONNELL, .JR., ID me kaowta. tot,e th11
pt'l"SCln. d11:11ullJe,d fp and wbo axecv.ttd lhe •bh.111 Ctld (111.'elf~ 1Q3Cl'\l~
m11111t, RAd llckttowlt=cl,cd ,c me tltttt be s1.&ned the aunt 11• hl• fri:t
aml whilllUy ~cl ind da&d. for lho llJle.111 •!Id l'llJ'podl thuelt. me1t'"
Uetntd,
1N \YITNESS 'llflIEQ£OF, I tA.•11 h1rouo1.0 Hl nr1 hone:! and
llf!lcW. 111al Uit Cly •ftd ,rou Jn lhla c•rtltlc11t• ll.bore wttttu,
tJi1 a~·C-:'I.J
Hob.cy hbllC" In a'nd {Dr-th lltll\e o{
Wa1hln11ot1, l'llllldll\lf II~ S,:QJl.l.e
STATE .rut \VASUt.-.:c.:rox )
I ••• COUNTY Ol" .IC11Hi l
On Ibis ~ ,J.,1 or • , , , _, \HB, belore .rno pu-:1on1.lly
apf"'11nr~ lr'a ~---·· •,• ... ~ -~· •.· and .-.:_ r '· •• ~ :,··« ,
l.o-mci known t'O 'di 11J:J' E·.r troimi aJld f!El-~tt)!'1fftiwnOJJD'iF!
napac:llvdy, Ill PEOPLES NATtOtal. SANK OF AfiHlNOTON, a
WO,.lhltlJUln ,c,orp11rt1tlort, and aa.hnawkdpd to 1:1e tbl~ ll1•1 •a11111od th,
,:imo rm aud un bl.!Mlt al uhl ~rponlli)~ het"g auuhorbed 10 1,o d01
a.nd an ori.th •to.lod lh~t th!! saa.1 aalnd 111 the corpon.te 1111al Dl 11111.ld
corpcin.Uon.
No1.:1.ry P11blfc It& ud Io; Ul!! 61.l)to of W:uihl11rt-on.,
uc~!;!,= :=:!""" ru:Id1111 lilt Sc:11\.ll.e
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'1'hrl kpl clHcrlpOon ,d the Ptll'pec-tr, t4llch tlto: 1 .... 11r hn
1,...-4· ta t" 1-••• IUn ibf• le•n, <:1>HJ.1u of 11pnrxl_.i119}1 H,
•eras, .q,,I U l'.nuU1c,I .u f•U111111
hrtbn et Coff~t Lot 1, lyta; ,iorth ,t l'wlllun
.P.ac:UJ.i: .. tlw-, Clo. d1}11: of .iay In Su.el• 17 1 "t'wn-,
1hilp Jl 11".rtll, I.ii,_ S twtl; iltCU't tl14. IOtch lOO
f1U1tf uan tlur vH1 lHl r•cc1 ncr;n .,.oruon hi n..s A..,.... sou,th. •111!1 t,s.u. &i • .,,, d.tm.tei t11 die
CJ.ct ot 1t111:e111. 1::-t:, ef lC.111&, S.t.ata 1f 1/u.hJtisc-.
'7;,\f:. 1.N .. n•II lt2i q(
Thill lUHll1 111 ud!~t-ta Ult' IIIH Di"cllc 11.bovo. 4e,,citti•d
p~e,, •-u.r. tairtfl ln tfig 1"n ot 'loflh:h dib h , piatt, 1h11.U
how •• .. ata:iat fat th uni d dlia 111110 41>11 i:.i, .i1Ullel1on
d1ount, CV PO f,:ir tu.rcor• a4l<I C1J11'C!n1, 11,11r
TllfJ ~Cl {Mf "'10,, •ft U111 io l» fa111t {l'OII die tfa!li
11.ftt= or tbla ptopcnf •llll "'11 GIUl"t "' foiei od ~tu 1/CJI
40 teat of tb!! lallwlRJ lllu.crlbcnl pl'OfcTtr:
2
IMt -c• Z10 (fft or the. ~· NO h•t llf ~ .. ,1 t
hn: ot· C.YU...,..Qt L.cir. l 1 B~"'-1.., Jt, 't11~•Hhb U nor~
~ !I Pl:1, hl"ll 111 J.l•;,: c.aonr:r, Uaa11.J.111um; attn
tha c.nt 110 fcu tklrcof,
or 11l'llct ;ll Mrd 1urfatt ..v11r tlia. pnp•rcy w•u1'11 b)' tht cuCfflll!.c,
1111cl 1ilall c11: 4U t~ ol11t 111&: tb.i unii 111! th.b 111:1..111 .,,.J 4111 CJ!(ou11
clu~i:llilf, ct l,aas.1111'• l:%!"l...-11, kflll' ap a.ad S1.1lnt11in 1rll1I th~ lrO h
•~:J..pa at ,ita,i:rty. oUld t.l,ti l11<CW11'e alld Lu 11gaat1 1111d CIIICCft<I.-U ,i,,,
ba.YI! tha rhllt to 11,11, lllllJ en-au !.Ir !.r11nu ,11111! c1u111, ilq)d at
•11 ti-il11rifl1 1::I~ L..rfl 11t tllh 1IHIH AM ~, IIIUe.nil.otl. thcno( t c:ba
l.n111c,r, 1t~ ,ccat.o, lm1111t11, cu1t11<1u11 11nil 111,,.ltr1111 oliall ha•r. W
r:lsht 11£ tr..gru.11 on,l 111c« .. llr\'Ct •ud 'l'n,pc.rtJH Cll"l'cid l>r tl!.L.1
caneuont, illel'lldlll,g lhl 1'1.dit t; Rdntu11 11 nllra;ol Ifill' 1crt1111 t!:111.
>tcllt 'O (ooc tlitn111',
.tnv:ltn.11 any ptoptictat; tntn1n •I' owncnhlt ill the tJn'« "O Co..t
1tcJ..po of J.w • .1.lld thr lu,ar ar he h\YJ.tt!U ,>ui.ll oni, hua th tipl •
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1l1<1.u:dllod hrd111 ,iid. at it. t,rsmfqo,c.._ ,,I ltiU '-" a,: ""f itUc1u1.UC..
tll-f, tlla -at he~ ~r1u1tm1. JA 1mit ta Pid lkn• ,o hoc ,m,.
~( f'f..,111fty •11-dl. CHM •i.:f 141.SM.t..
ta chc 11 .. BCc t!:11 ie.. .. tdla t.. hip 11p ..-4 Nll!Udll ttl• 1tnfac:q
.r tlla l:t!Na ,o lffr ltdpa d 11._.i:1 tl'lu afuT" th i.,111r bu 11-
111'1 wu llatt i..:1.1-1 tD do n irfdda t.41ny •,n •ri:cr tm.ttu 1lllU~ ci,.
th Ju,.... It)' cl&il J,uN:r. tbl! la11oir IIIIIIU ba.Ve UII dpt t, tsnd111tt1 •
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GUAR.AtfTY
WHEBEAS, D!G "C" STORES, DrC,, 11.11 ONpn carwn,uon,
'4 Utt pt'lhd.po.l 11:lot:kboldt:r or .nAl.A.1i OF WASHJNOT()N', i.i."q-C,. D
\YulilnllWrt corporulo11, ind
WHEnZAS, DAZAB OF WASHINGTON, INC', IHl1 purcha,:,e.d
Rll a{ U,O QlpJW 1t1;1ak or MISSION SUPPLY co •• !I, Wu:tllll:~CIP.
corpo111Uom, a,ut
WIU;REAS, fil.lSijlON SUPJ'J.,Y CO, G~Nlf !Ata I leho:: wlUI
P.BO!'L.!S NATIOl'illlL llANK DF WASHlNG'lONf • W.ulltllglon eor~
pvralkln. 41 ~or of lilt JCl:ta'U! er Fronce• 1. Soimelli :lnd
FMHK. DlmNARD HON'NEU., JR, And .BAASARI,.. JOIJtt HOL.T,
y1tar1 wllti lwo t:IM:Ct:'1a:in rea.ewal opUon lcrm:s oC lei. ,cianr 1!11.rh,.
c:ommem:Jog on \hi Firtrt •1 ot J•mtmrr, 19n, oJIU
-
WHERE.AS, BlC "C" STORES, rnc. uid BAZAR OF WASHDIGTO~.
lca.oc IIJ F.EO.f'l.E:S NJ\TlONAJ... BA,NK OU WASHINGTON, o. Wnhlnfton
cDrfOfftlrlfto 1u1 F.ucutor i>f the E!lb.te or Fnl¥!1!1 B, .Dan.natl,, arui
FRANK BElt;>:,\1;11 lJO:fNJ::J..t.. 1ft. ~ml BAIIDMtA JOAd HOt.T, u
BAZJJI. OP WA6UlMGTON, JNC,, ~ Waehblpn eorptin.llon, h"'te~
D.Jlt'e of ;U oC ~ C!OHUIIW ... d 4fl'ffmclD.I.JI b1 !hi 1t1u111, MlSstON
SUPPLY CC),, It• l:lok1, c-aitor:,, admiltilln.i.tors ~r o,a.l~,U., ~on~
tv.lncd In sald Ic,uu:1 In the mcrr.rmcr 11.rul !"r;u"m PNlvlded 1A 111lld leoH,
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CIXll'ClU.tcd lh].I (knu"lnt," 1hi11 _::::: day of/Ma,-, 11lt6,
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Prcddu~ .:,/
B.llAfl O.E' WAmlJNOTON, INC~
87 -:;• '.'\:, J,J!I • ~.; )1 ,r'
S'tATE OF 0111!:Got,I
COUNTY oti'"°"'~
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Pruldellt /.1
On lhl1-_._. d<11' or t.111,: UIH, boron m11 p1t1"BDflAUy opp1111red
Wfl.J .. IAM C, TnIPLJtTl\ JR,. to mdnOOffn ta lto tha P.a'a1Jldc11tt oI
El£ nc" SLonis, Inc,, lbe corponatJwi Iha& ~oclltod tht: 'A' Ubln 111-d
hmqolnz-tn!lrument. and 11.t'lcnmfledcod lo IIDf: lhnl be 1i1"ned IIIG
nmc ... hlA (nf!: and flt1111il6t.)' act o.:lld deed C11r ond. on bdtall 111t
1111d corponl111n. IUlCI on oa.U. 1t1t11d l,b:it he 11\'al 11.utborJzt!d 10
uo.:ute the 111u1e ind UIU th• eorpcM<t• ae1.t d!ixed ls 1h11, uul
or e11.1d corponUot1,
lN W It«E55 WHEREOF. r tow JMireuru.o .aet my lm.nd and
orricial 1Jcol ll111 day nnd ,YCDr In . .hla: IMll'U!i~llle uboVo wr-J.Uan,
STATE OF o;.;:c;;u;'4
,t .t_ )H,
COUNTY Of'/l,.,.."nw."f" )
On lhlll 1111.y oCJ=t.b.r:-lsGS, bcCore ma p1tr.10d&Ily 111ppe11rcd
IVlLUAM C. fiffi:,t£TT; J11,. to roe: known 10 n-tho Pruldant of
Banr of Wuhl11p~ Inc., [M COTJIDt'll.tfOtl lhat UltCUtod Lhe WUbl.11
and rorreao.iut ln51rumt1nl 1 ud &eknorledsml 10 m1t lli,llt aiii algnrd lhe
.ais:se aa hls: rroo And volurila..t"f .11.cl 1nd dud Cot And on behalf uC
uld cOl'por.a.UOA, o.nd on CM;lh 1talrcl Uta, hi wa, au.1hor.l.111d to
~,e the lllaie lli\d l~t U10 .:orporale nal .,rtbtd la \he 11tt.l
c,f 11.ld curp<1nllcin, •
SN wrrm:ss WH.Ent:ov, 1 i.
clllcJILl It-al the dii.1 11.nd ym:r In
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fllUI A;aandmant; ;ro. l to tho Loua ("th,j.s llfflena..at"
bercb) aadc 11, ,;il thii:. lbt day of Octokr, l9611 l:iatwe.en
li'l!Ol>LES ~'l'J:ffll,L ~f( OJ' lfMdXJtGTQII .. bllcvtor i,f tbtt Ea.t:111:e
of :tZ:IUIOh a, Bvruldl, f'UiQK D!.IUfPJUI BO;Rl£Lt., Jtl.. :uld »JUIAU
,r~ HOLT (•1,onara" harab,J and JfXSSJ:o:f sont.Y co •• D c:m:poJ:a-
tl.Gri (-i..HH .. 'ba!reln).
!L'his AMndinenf: 11Ntlllh' tllat ct!L"td.n.lc=tiu l"tMI lauct•
l)l!fain) bl!bilami. LHh~II' IUld r...111ee euc:\&.tcd U oi: May 1. lJil!i&.
ll'I conztidtt.atloa 0111 the IIIU.tual boaailta ,icrcru1n9 to
)lotla i.N:nr• f.ad 1,e:u.ce ttllrla1' tb1t lollll!: hd. bm:aln, Ul• p11rU.a1
AgtOII. U fQll"""'J
1. !he! &tsc:d,ptlcin of tho laued iu:e-.La1t.1 o.:a ut
forfb in Bldl:ib.Lt ~ attachod to and Jlllld.o a put 0£ t:l,I!
14.uci 111 )IU:®y M10.t1Md to rand •:ii sat evrth J.ri £:xhibit
i\ at.t.acbod h!!rC!to Dnd J:llldQ tt. p1ttt bn:CKJl.
2:. hbJ:l"lrll.gt'llph flrl al! paz:ftgi'a9b l of AJ:t.iela DI
1a )ia.rcl:17 1-=ondad to z:olld DI: i:o).l.r,w1u
• (b) ~ti\l ~ tbe bull(~· rand otllex
h,pro'A!mc~t• a:h111l :ba Ci7ht..y Pill'it 'fllouaami
nallau ($85,DOOl ;pl!".t' yea.r,•
l. PAriMJJ:';ripb z ol Articlci Ill UI hctnlly IUIIGI\Cled to
PZ-d all fol.lows t
"rhc rcnL:11.l pt1.,mi11.U "f\6Q,!:: this U:11.sie aba.11 ba
Ji!,11.d.1! in ~,u1 QOAC.!f H the. llniti!d Stllt:iu.. Recitit.l
~t:11 :'.tJ:: the hnd, u Gpl!CIJ,fic4 .br pangruph 1{:a]
1.o.,:oo.t, .c~ ·.: 1 l>e paid lJy I.~.tet:t, onCl-"b.:alf to Er1.nk
BGrrwu::d c~.:,ll, Jr • .aad. ilia otlleJ: ~lf t:c aac11c,11,
, lloanall 1:4:. r.c: tha llddt••i.e11, GClt lottb in Articltt X>al.
l\ent.al. tc: : .. .,:, huilctingi ~acl j111provmK"nt•~ H apa,c:U'iod
in p6t'&9t:'a:,!~ l(b) 'hei;coof~ u Almldi=. 1holl bet pdd. J;iy
Lcinaa. to Jo;ff1u::D011 .llt~&J:d Life IM<m:bbae' COl!lpttnf
(",J'ctforGon SJ,;11.n=ra• ber•i.1J), GJ:CCJIRD"to, J(arcb cuolina,
2)42.0. Att11ntion1 t:ortga'l1' 1,a11n su:"•iao DlviaJ.oq, and
11pl'Uc4 taW&.r&: 1>1-}'TRent: ot t.ho Note di.hi! IJovenbu l, ;L!tlS?,
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bni, 1:1-.pdd. lnatal.lllcnt.P of ouch nntal• lhlll.1 bQ.U"
illtm:"cal. 111t l:)H1 r~te Q,f 1W pa imawn .. "
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•• 'tho third. u:ntoll.eo ol P4J;'II~ J. o.E ArtJ.cia XV
b hoxabf ,a~ to rein! .b.D" .follows,
•ta thci cvont af any •tll;lh ,il.ot:oalt ana the co:-
fduro Mid tam.i.Mtloo ol tbUI !nR bf tb11 tnuoN*
.14.ffatnn St:and.llrd Dtu! tho. Lu11on ,hall b11 011~UIII)
to teooflt' t'r:am t:111 L•••ea &llo ~t: C(llhll, at;. tha
t:ia11 oi:: tatcdnation ol t'bb 10111 1 t;0 tha t1ff1;11P,I.& o:C
~t •!Iii chal!!JC* agclnl•nl:. l;o Z'Oltt i:autyall ll\ t'bi• .
loHa fol' tb4I bo.~a Of the pd_llllt'Y t.i,:m. ~ l!ho 1YCnt .
~, 1uch .torhlit:ura and. tominlt.ton, L111neir1 1111&11, ln
ii.ny 11-ctiCNI ta antarcc, ~ir dght• tc PCO\ll!lr uy •!ISi
h11u:cnmdc.r1 ot tbQ opt.LM of .:Jdfll''A"" .St1~d a.laa
en..fare41 the rii;hU of .:rcf".ffl'UCn Un;nlki:t'd to rocovor
l\oNiWKlor, If ;Jc,f!orsoa ltlndard doet uaraht:1 .ll:.I
11,d!II O!IUan, •uch ox:crclH al\ll,11 in no ~ bi: d.G'!*Clll
,1;1 waive.t of. .3'ollo:noa St11Sldard's. J'Jfhtll to a pnpa,Y-'
111tmt .bounder the: tors, i,f lb Xol:l!i vitl'I t.ctHar,
wbJ.ch fo ttl bo .aoall"C"ocl by tin en.sip1a.nt ut i:2111 Laun:."
s. irt:icle XV 1• hc:re!:b)' turthtr 21111mded bx ~ddJ.tti a
new ll.Ubp.rairllPU t.o poni,;toilph 1 ;i;I!. fGlllllJ.ll
"(,g) Any du.fo11l.t by Lcuaa u (fofi.ned hi an.Ii
llf14" 1:1\D lea.mo dat.d. .:runa 20, l.ffG, lwWHi:1 Frank
BIUJ)Ard ~!11 J~., L!Ull"or, t,,:id Ml1lliOJJ .Supply
Company~ taar:eu.•
16. 11.rUcle XY.ll is he:r,aby ol!H!M!ed bY adding tba follA~--
lng .:111Jdnocu. tor the Le•111or111
·r~•nk B, BGNJoll, :,~.
211 -109 s. ~.
BcUav\lo, lfa6hln.gtvn DB004"
~narb;u:a boniM!ll Holt.
61'1 -1:18 s • .£.
llollaivuo, tlaahlngttl?I, 9ao04"
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7, l\l'ti.cll.a ~U J.i;: b~rolty llfflllded 1iy changing tbe /
dab!! Jan1.n1ry l, 1'&7, ta JfoYIIPlnbm; 1, 1967.
o. 'l'ho ~kd r.cnten.c:o of ~ticle JO-:IX is ha1:1;by
tl/lllU\dri to ,:Gd iii; foll.,.,sct
•111o at'hc!i= vordi:., th1t ~couru:I rental ot i:n, 000
Ut.7.~D<t (l:fl:..cr l.tt yao.1:11) ;plua .ns.ooo for buildini
t11ntill Q11 prcvide:ci 11C1%c1n tih&ll. b11 net ta tlut Les.:1on1
(11xc;i;•pt foe their !Mrl peroon11..l tnco..o t11XH and tho
pay,i,.arit• on t11e »ot.o ,b&ued to Jeflin:a.ot1 S tllnde.~
U4 .C:t!ct1t1'd by tho l>ecd r:,f trust on tho lu11d prellli.:J11,l
d\11:1119 the antita lcffl c:,f ~h• lo.a.ao."
st. l..naaro An4 IAl;1101t furthlll." >DQ ~ut: DO l.o,rg H
tho ltot,c :Li, 11111K t,y Ll:!.1u1()n to Jof!oraan Stonllard abd ncurod
by II Dct0d of Tl\UJt OOY<11dng tho lnaod ~aa raam.111i1 ~d.
or any otbelr oblJ.yat:ion awed .:Jolfu.,um S~nbd; by :Leuoi-a "ar.du
nid i:lod of Tcusl: t~ins ~!111:fllloO:. te:1111111 1 4 C>l::IUf!!.tloQ
under .PC'l'Q91"1:p}I l of l\rtit:le: V lic-re,of to ~pdr, ni,1.oet or
noon.5Uoc; ;oiiy }Juildi:i,ga OC' !Xho,; ..b.pic:o,w .. ont. vn tho laoaml
promicoa s-hAll bo •QJ,joat bl thct pd.or wrlttl!tl n.pprovnl. of
Jcl.tcc-SttU14Ud rind all .io.011:i:;11,cc peoeaeda pD.y.tiblc tc r:iithur
Leu:or:a ,or Lcucc PlJC'.IIUllnt to ltrtlc:le XI ~ecf bnd o.ny 11.Llllll~
anccis ot aw.A~d:r ptl"Jnb'lc 'to teS£DrD or ktli.e1: by J:'Oa.aoc al 11,
pn:i:t:iti.l or Wbl r:oRdl::llflat:iOtl of t'hc lc~oa prcmi&c.c par5Wlnt
to Az:ot icle. X.:V hereof A-l\bll bG .i;,;i.J.4 to W\d tlpplied by Jeflcttinn
Strlnd:t.rd in lilCOOt"lllAcCl with the p.-aviDillflll i:lE 1'il:~ol'3C'a.ph A. a
of' .onid 11,f~ (If 'l"t'Wltr
l'l'he 1!8$ ~ut11s tl1ia N':WI£S lll\TIO~.t. llANJ< or t11,S1U.;~o::-1,
doc1J.1.1ent in its tC!!)t'tlllcn~ l!G £J«ieut:or of tho £:1<tat:.~ of
tut:i.vci ~pkity only 11.ud. Fi:llncas' .B. JloMcll
L-w.ura nG ,:a .. ,PQni.ibiUtll' -::1 ,./ .O:..i ·
tJt it:.ll indh·J..1U111l. ~,ora.te 11Y. ;),L.\"'l/t. t.c.t.•: .. cc
ca~iey,) /.I
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FMHX bUNil.lUI llOlll."BLL, JR. ,
.KIS5:CON JitrPPLY CO.
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• On thia f do.&, :f Dac•biu:. llO, bcfon 11111: pu~ll.lly
.tf;o•red ERm tl A to JIC Ji:~ t;C l:ta the
WUWI. IIIIIU lturut of l'EOft.t:6' Kl\'tlORAL l3.#IHK 91'
WIS!lDIGTON, • 1'a.hiJ!9tc1ft ~oo.tlon. and .1dalowhilgad. t:o JIIO.
'that bll QacUtad tha tor0;90in, i.t1•!;rW11ant lot .nil OA btihal£·of
aold. corj/Ont:£.on. bai.ttg •1.1thori1ted to GO JIOJ and rm o~th •ta.tad
that t:b.o oee.l affhod b tha aoi:poro:t111 Mal of .o.Ld corpcr.aUon.
W'tn1£SB m :ruuiro o.pd citflaid 1011.l th.a day and r.oo..r in thie.
eGrtifie:o.t.11 tJlJoW! wdt~h.
STM'l:i Of WASUI~
aJllmi' OF ~
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O.n ttio // 'a;w o:f Dilc,mber, 1967, bab:U:'Q no par,:onolly
ypa.:ircd flUU:IJ{emH."IJI.I) l.lOW!ELL, JR,1 to WI krloWn to bo tho .PO%'t;Ofl
itoi.cribod ln bnd Who oY..c:cutcd tlli:i w.i.tbl.n ancl fam'll'oing LblltrltA.:lnt,
.and ockn.owl.1149'od to 111a tba.t ho 1.ignad th111 Cil!MI 118 l!J.a fl:'ea nc1
volm:it.ury aot imd deed. £at th• \I.St1C and ;putpotr11a tbe:,U) IDGntionod,
w:nzss 8Y J:11\L'.ll aod ot;1c111l. 11mi.l tll,11 tUit and ye.ir in thla
cortj.U.cnto f.b<OVfl '-'l:'i.'ttcn. ·
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('ODllff' OJ' la'1l6 }
Dn thUi r d11,y of lloco,,bl!lr, 1967, }Q£cre IIC pl!lrC:tinally
~paullld .IIAllllaU .to.Mf UOLT, to IIO known to bi, tbo ~ dclfrc2tl.bo.d
.1n .a.na 1,11bo exoc:11tod tJ\I) wu111.n DM fo:r:egt1lt1U" i.fl.btrU1Rar1t, ,l,Qld
.11GJtiltWl,4:u19" to fllCI that aho ,1rS.,:riad. tb• 11&11,11 a• bi,.r .tr.a. &nc1
Vol1.11m,,:y zict 111n4 daod .fat' ttia UJ"Dlr a11d P\111:l'OSH, the:i:61.n .. llt::f.or.o4.
lfI'l'tlaS ti){ ,wrn 11nc ottJ.r.hl !HIil. th c\cly .,,n4 y~.u J.n thiB
cortUi~t.te 11bovc:i writtDJJ ..
S1'11'l'E OF ffl.611XNll'l'Oll
·o:rulttf or Xnm •••
On thi11 dll.y ct l)qc~bcr1 l,ij7, bo!"ora nie. pc~ot1ally
~Pil811rlld. '.(. •.:!,,tF C.J./.i.•_. t<, D4 kno'aQI to lio tha
N..f::C.«at:!:C-'-·~· -.... Qf: JllSSIOM SUtft,Y Q),, "
oox_iM,n~~. !Ind, ~clc.1101111~ tr;, •o t:ht1t: ho o;,,;.11~tad the foro-
qo1nq tnr;tri.mant .foe-110d on bahaU ol Q.id 1xu:pgntlon1 bd.lllJ
au.thorlz'lld to ao scr iltld on i;i,ll.th B"t.\b!c:1 that tho su.l affixed
i.s tho cvi:pru:oiltB 5eill. of :ru;l.d coQ>DrGt::I.DJ1.
ttI!l:lrnSS IN ftANtl .i.hd odiciiil .seal thA day 11.rxt yo.ar in
this 001:t:1.fic:a.tc ubcwo writ-tan •
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'l'hllt porticn of ,on:rrnao:nt lot l ly.l.Qg no:rtl;I of
lktnhani f;icU.t.c R.Ul'WDf Co,lpAAf rLJbt ot way 111 scu:tlori
19 1 toWst.!bi.r,, :23. north, r11-v-c 5 a11•t., ti .a., ill llilig County,
lfallhiAgtCII\)
tX<XP1' thG AOUl'I lOO fDDt t:1111.tll(lfJ
~ EICSP'f ponlon ia 92114 ~vami11 &ouch nnd P:d11uy SR!tl!
Highway No, !h
11.Hb mtc$l''r pDrt.ion 4u.ci:,ll,c,4 &a: .C0Uow11:,
Bc9!mllnv at. the notthaUI: c:ornu at tho 110:rt:hwcaat prter
Of ICladon. l.'11, town.1}1ip l] nor~, nnga ! •a•t, 11,Mu J.,i
1ti11f Collflt)', ttoahinvt;ca, tbcqca wmet.rlt alonq ~ !IOl:t:h
lino of add &-ecUGfl. l'!' a dbtancc D! '10 ,_t, tbQnee
aouthitrl.y and 114rAllel to tlW:, 1'0J-t. lin• of 9ov.U111Mt. lot l
o d.hta"' of 300 faac tu tba. true poif)t. of J;,o;inni.a:1111
tba:i:IGG uontinui.Jl9 a,;ru.tlluly llnd pu:1;111lol tel ~ WQ1t. lh1•
o.f gCWo.rJ1'1!1Cnt lot 1, 790 eG•t, oaro or laH, to .a poU!t. on
th1;1 north 11&rg,in ot the )ftn:-thn11 Pacl.fi,c: l!a.ilWilll' CO.,._pM)'
d;bt. o:t. 'WIYJ thcmc11 ~te:d,Y bl.Om;, tha 11ortll11:m P1ci.fic:
:RIIU."'ay CD11'9'1ny llortht:lrJ.y rivht of \11'1.Y illKI to thci ~Jlt: Una
Of VCIYtU:r,AOP,t lot: l, tba ... 4-.0 1101:tbcirly l;loiig' 1'1C.$t lino Of
510V11~nt. 1.ot l to • JIOint. tbnt liH JOO foot soath ot t.ha
no1~ Unv ol ,:u1la a1u;:Uap. 1!lJ thcnoe aut.e:rly to the t.r1LO
· pDint of llcginni.nt,.
'roGt1'ilEII 1il'["'if itll ci;11.eM011t fol' iogt:eu 11.od e.,;ri:c.u over tblCI
following: 'fha. 114St; 4D feat O! the Woli"t :J"/5 fllOC, tho o.a~t
40 f,:!at.iii,11 tho wa&t '1D fmit. of t.ho tollawing cll!!1cr1Plld '
propc.:t.y:
'!'ha sCG.th 2.10 feot of ~)la .noi:d\ :ioo to.at of the 01u1t 970 £.oat
of 'JGVC!.VUIEDt lot l, IICU~tittll 1$, t.:Olr'tl:d1ip 23 no:a:th, tall9"II 5
OHt, H.l'lu in Ki~ CDllfllf, ffae!'Jingtoni l:Xc:£ff tliu. 111<111t. 170
fllot t:lior-DOl.
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:e.t& "C" STOBI, :t:JC. au. JIUNl OF wriae:tNcnor,, nra,.
,:,~ 0,Sa?antan: of tha p11Jm1ftll:. d :rant Atfd the poitto:nrui.ac:11
of n1l t:ha OOYO!llll'ltl 01:14! a9tOlillWfflb bf NU&t.OH st!P.Pd" co.,
it:D ho.ix•, oxcu.t~4 .DlllDba.btraton crs: uaighl• DNtdnsd
ia thli.t IAIH °"cute.It u at >11.r l, 195', ~ aad brilll••n
Paoplas HIICU\11111 J!l;;i.nk of WHh~ton, a. ExeCIUli.o:a: of thll
J!8tate of F:r:ar.1t .. B, !loMol.1.1 and tn'°' I, BoMaU, '"• aaa
.SAYM:ra. .nin.n 1lolt1 J.es-on, am. Mlui.on SUpPly co., kJ:1UlCI,
har:-by &lp'e:e ta 1111 pi:ovhiwui: o.l thii ,.._bd.91>1: flo, l. t.o
.suc:h r.aa.ao ecui iicknt1W-le4QG ttia~ th,d.:i: parp.nty H ut :ft:irth
1n such LellllO tba.11 cont.Luia aa.d: ruid.n lb tull. fordl •a:.d
d.fset widl ro1peet:. to ,um, 1,a110 u IIOH 11:aendail by thia
A•hdlllHt. lfo, l.
t1,atod a• ot thia ll.«t dGy o:: OCtobet, 1967.
lnO "c" .&'loll.l::S, INC.
Bt { f",. '~ch-r-
11.a xi:. I\, .. r'-·P·
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COUftr 00 KtMC }
On. thia _J/_ d.:iy ol ~. U'7. btitaro ,io:
.11ighCII!, • Notaey fv.blic: in ~ to: t.he St:at• of i111s
d::= cPaaicde>Md and awar:tt, RC1rDOt111Uy •PP"lll'
~1!:.c:1:1 • t.Q -JmtM'I to 1" 1;ho c.,.
of Dig •c• Stl0im1, :Cnc •• t:hll co19on,.ticm. 1-t •1t•Nted t:ha
foto'jOilllJ ln11tr1Htcnt.. aM1 ockli,Dt/ledifod the alli.a iutz:1111\flnt to
~ tho. f~H •nd vciluntil~ a1;t IIUld do.ad of ..U c:cn:pitr•t10n,
ftJr tlla aH• an4 pu.r_pcu:iaa ~to1n. 11CU1Uoneo.. •r.4 on oath •tutui
th11t. be i• aathOti&o.d to executa tha s:i.U. 1Dtttwunt and tha
on:i a.tfJ.xd ii the co:r,ont. t1oel of .a:11.id eotpontion. •
lttGU:Sli n,y hand abd ctfiolal n.ol ltoreto eUJ.xad t;b.o. dlly
4tl4 yur tiut ;iibovo '111.d.t
"
· s~m or, W\SWt«itoa )
In
cttlR: or:.~_/ 4a: of Doc:oaiber, l.91il, babi~ ~. th.I'; andlt ..
:;:;tg11;od. ~ lki~11blic j.n :!Ad fgz: U\ll SF:&YI CIE Will • ton, I
d~r ~iHiOIKlc1 nM! ~, pur5ci11~lly appearod ,!_. ";t.7., e".i-1:d::::!:::::. 1 to •a ~1,1n to b11 tbo :J,1..,._.~,.1..
of llu:a:i:: of l-l.1£hinytoa, "lac:,. tha CD.i:por.ition tbat IIXOCllt:Jd.
tha. .fO:cf:190inq inliltrumcnt, .i.nd ackn°"l111dg'i>d tbo aaltl i.A11U'Wllatlt
to l>II tba ft~ 011a voluntary oct ua damd of Hid corpot:uic11.,
for the '"11lG Pnd p1u:p0JJN thornln 11A11dotx14,, a114 on oath utatcd
that. ho ii; a11tkodud: t:ll oxacoto t?lc u'4 irui:1:~inent •Ml tho
.1111al .nt:tixad U ithc ccn:por11u. ~;.l oi 1111d cm:por1idon.
WL'm!:SS ~ hnncl t.ad (lffic:i;Jl llobl kroto .b.ft.Ll(4d "t:he da)'
arul ycallr,.fi111t rJiova wl:'i.t1::a:n.,
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1'DI:. 282 t!£'!51i1
TllIS IWElmJU, d,11=,d i:bu 4 day of D~ambe.-..., 1967. by
1111d ber.vc'tn Fl.NIX li£AMRl'l Da2IHELl., JU~, hen:inat'tor cal.lc!d MIA:5e;Ot;-1• }:t
,-:1 mad' ;MIStmN SUPt't't CD., .it eco~t-ati111r1,1 hl:nin.afttr ~.cllcd "Lctnac11 1 f1
~ WlfflES:SEl11;
'ffHrn!AS 1 that co tho lOtQ day Df Novmb•r, l.9f7. th!!
p11tti,ns. hatlto l!:ntorad into 4 1hort toE11 buo deuroiq: antaio
ptopo.i:-t:1 thocdn, nnd contimcd ct1d, ruifid c:ba CtQal mil
i:1;1od!tion11 1>E ctmt cc~.nJ.21 ,rz:(ctu Luua qncaent:1 d41Ced ttiy 20,
1$166 1 b1u:w111a tho p~~tiC!'.f hcntcq Md
wntii:EAS, it is thi;i inrontiol'I ot thU. ill.l.lOIWl'M!ut to npp.tnY'e
.nrnl to .t1Qand the 1.-=a by l!ddit!.on ol oea.:ti:iia euemcmc tights t.!1e
5i1121 .iu. [:'t".:lntl'.l-d to li.i!aicn Suppl' to. io t::ti.at: cett:ain l.i,!;1111! d,111:ad
Hay 1. 19$61 and 1.'!!:t:CJtdcd 11idl the lCins County Auditor wdH .nudito~
na-ctJ.vtr.Q Ka, 0060f.li'i 1 in vo.luoo i20 of lc~c.s, pa_ge EUO;
too, Tff~II.EFOltE, in ,::op:d.duqtion ct. t:ht! 111;Utu11.l 1riwtti.snt11
and advitntaies, it b hatoby agrN!d that sai.d lease of HQyOllba.t
101 196'1, :i:afar.eid 1:0 .:3?:Jo.ye 1.s hcret111'1111!~ed to pt:Oll!de and Lm:ludl!
th~ Hi:rli"ion S1..:;:;~l;t Co,1 ii curparat1im 1 .ls llt!reb1 ,gr.ontod tha
followinn oaa~...:.;;.::;: ::!;:'ht• ovi!r1 abcivo.and upon th prop~t"t)'
ti.:u:cdhcd in snic! l~::::sc far sucrh piu:iocl of ti.mo tl:S lfiuioa Suppl1
Co,, a corpor4t1on U a ll!Ut!I!-uridcr that cartai..ri. leatc. dnt11d
Hay 1, l.966, the short tom of u.iO Liue bein.g .file~ vi~h tha
lioJ County Auditot un<l'or lluditor'a rec.oiv!ns Ho, 60li081fi 1 in
·;.:,lui:ia 22:D at leASas, P-'.IS• 611D 1 or any txtontlioii; of uid lo11sa,
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di!.sc:,:-1.l>ed la i:aid lil!Au, sl:11111 h.ive a1:1. .aasr:,,0ot fer too CIU'III of
OVC:'
the 4,0 l13ett. llb~e '1V:St line!' I.:;: 3:15 feet ho111 t:b1t
~irt line of th11 propc.ct)' 4nd the l!Mt 40 fHc c.nd
thl! wast liO ltet of tho. £olla1d.q dtccdbod' propel:'"~)';
'J.'bat aouth UO h:!.at of the nortb JOO tHt of tbe u1t
970 f'ot: ol Gwar•cnit Lot 11 S1ctf.0D lS', fo\lni,hip
U DOtr:h., lhu,!e .5 ElfK1 lying in King county, N.o.sb.. ,
intcan; EXCl!:PT tha o,c::t U"O f•ot thGreof,
IN \1%1HESS Hll[!&-OF1 the pantee hotel» )in~ axC!C!t.1Ud t.hi.s
instrututnt.
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Stl.tt OF U>.Sf:It.'Gl'O~)
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COUNTY OF KING ,J
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On this...::._ dilf o.f DacCAbec 1 19G7a bC!fore me parsonUl.Y
awcai:-ed FRAP.:< nr.:.~:U> .D0~1 JR..J C:ll 1111! know to bet tbl! puso:n
clciu;rib«id UI anc! t.:l;o l!>:~c-utod the t1itbiti mu) for~t,oing la,tl.'Ut:.>:!ni:,
c.nd tu:kncwll!ll,SCd co :,:(! chat ~ ,if;no.d the .i:;oa.e u hls £roe and
voltuit!GE"J act 1.;11! e":.i::-d foi: tha \IG"Cs .11ad purpollll& ther.::l.n 1:111.ncioned,
\-ttr/.Q:iS ;..·;" :. ·~.;: ud of.fiicf.d ua.l ttt<? day and }"QW.:-fa thic
. e_erci&att. i.~vc ··.:!.tt.cn. , . . ./
. .-.;,.· · .-. ..i:t0 ··? .'tl.l'~/t. . f ~!\ }t l:) . -~ ·:zb:;!!:.1~~1:' .~h:.!:~:.
~~: . .er;~(':~~ or l1ASllml'ON)
~t.\'~,.. ~, V , J S(I
' .. ~ comtl'Y OF lTJC _/ )
on th!r _._ day of Dae:Elhu, 1!161, bt~OJ'll 114 PIH'Ht111U1 I
ll(«pll'1r~d }~(lf CGlintl'1 to uekncnm t:~ bn tbt, -'· .J.,.,.,. , ... .,.
Q1. NISSIOH SUPPL.Y co,• 0 COl'PO:ratM>n, acuf ~l:.nowledged ta l!Q t1i:i.1:
L.T~ DW-1,0NI) 6 CIYl..'V~JER
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he e:r.ccuted ,the f.orc;a!aK lm!:~lllt foi: aall' on bahalf of Hid
,.car:pantiM, boihg ®ttwrb:ad-, ttl do sc;: .ar,d otl octh •t1t11d that
' th~ Hal &tfixd i=i tbo co'rpotnt~ •Hl of said caz:por1ttion,
LYCi:'ITE. Oll,.'ilCl!fO ti •TL»C5TICr
u.l'JTl'.llll• llll"°MIUIIIII I
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MAY 15 ijlllZ
swu:,.si: h!:o /.SSi:t' PollClll\.Slt I\OllECltiCUT ~UI.FE,llll;ST. (T Ill
TU15 .S:VDi:CA&K AUD .lllift l'DnCJINiiB ~"' (heuino.:t:t:er
i-etc.t'ttt1! to u '"Lcoui•J J.1 11..ta bfld c:rttancl fnb Lbo.:c'f'M'ilay
r,:( t7uly, ltl75, by ind bct~ll tl?SSlOH :;UPPJ..Y cc.• o \f.ashltlC)tr\t'I
~oritor.ad.Oti lhetoU!dt.cr callad "LaHDZ"~!! .~tdl ls 1111 wholly
own.:!d 1ubddlnry 1l ano.r, lric, 1 am! '.U, s. A, PtrAOU°" ~,nON,
~
,a CaUhmia o~por&tlan ihua~fl:11r allad~·~uu•);--·
\fflJ;N,,'r.G LIJlmClr leouo• tad prop!
£ol1il, ttontcn,
.11111nilc:o ~nl;1Jc 11:ho "••_nr!ca eant1u:wl ond • g-uia,Uno statlon On
e potUOA of H1d 10.l. praporty ,ao!d pDl'tlon ;h J1a:ra; pudcul.ul.y
dll"&cribod in EJ.hibit 11. attll.chad Mrat:o and by t,hi.S refahu~ce
Jncorporatad in~ and 1111.do • part ~ thb in,iuu•on.t. and la,
h-cninllftot' n-ro.rxet to 11,11 "lot.a.Ucm" or •pnmin1"l ond :t.c•sor
deairo=i ta icloca tho loeatlon: arid
HUERCr,S i.e«IIOQ dcoiz:cn to ollbl.41.511!! tho J.O~llilCJt from
LaSIIPC" .aru:I a.f.,ar .a parioa ot t1lawr11 t:o use tho Hffl# n.-an aut..t1-
11Uttfc: 511lt-11c:rvice autoaotivc Ctlol cel\ter al\CI 11. .1111bbuod o.utn1110tl'.ie
Notil, TJIEltFO[l,£, Jii, 1:0A•.ich:int.U:,11 of tha mutual t:0Vl!n11nt.a
hc:ra.inllft11r J:QI: fDtth, to:11:lur lum:iby &t.1blH.Bt1• the prlBIDUIJI to
J.1?111ec upoJ"J t.tui t"o.llowin1 tom• ind coru:Ht.lanu
J,, !!m•
'l'l'la-t.cu1..1«1 i;IUlll. b~ ·tot 11 t:Gm COl!lllltln"CU\f ~11at 3, ,1$1$
{or, if liec:11,a ta>:w po1111:uion pdor to tha.t d,nt:e, on the d11t:a
i,c::ii'ICC µkc-o pe1111c:~t1Lun) • and 11nding .llccmbQ,: .3l 1 lfll.,
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U1) A ao1tthlY rent ot Sl,Sll.~4 th6l.l bo
·poya.blAI ihn:inf tht:!i: pcrtioa cif t;bo tGaa Udill9" .,uly •a.
H!Dt 1R e4vanc:o cm tho fil'llt day of aach l!OntJt \rii:h
tho if,l\t fOr th11 .tint Hcl U1t. 11onlh cf auch J?ortion
c,f the ter11 tO be pd:ll •t tba Uo of d1JJJln9 thn
r.o1u::•, SAl.d. nnt tball be fot the prend.aa •nd Ula
Uxtu.i:a1, •ntl 0~1.1ipunt ownad ~ laa.-lld. bf toHar &nd
lbted on bhl~1t i ti) ho:nto. nent. fc:r 4 portion of
any 11.onth at.all. be prorabi.11.
f
(bl Ari •"itJ.owl ror.t.al 11h&U 0 ba pdd In.thin H da.y'?
anar tha. Dnd af .cu.ch U:•month perJOd: ei.U1:1g J1,1ly :n.. dU"illg
th• tam of \ht. J.tu11 •q:uaJ. to I P•"'i=at a;r: opy 9raan
nv111utaa J.n e.uieH a-£ nao.oog: dorJr.g ~ .u-ririont11 11 tuo
!ro11 Hlo.a of autci •oitY).G-, tu .. end pu:h 1111d -.11: 0Uu1r
it.a11r. cold 1,.t ~• "HtYlc• coiita~. I,HIIH eha11 11111.:Lntaip.
p:rtipez· roet¢.d.1. of tb,:, rGH:11.IH of f:1111 aarvJ.~11 Cl!IDtor im4
t1tCh raco:d1, sbllll lie cub:,jcct tc, in~ptu;:tlon and vorHi·ro.ticin
by Le•sor nnd its 49ent.u at 11.ny X'QA1cmebla tifluh
(cl 'l'ha ioin.ilWIII 111onthfy .rent:. •hall be 4djust..a u
gf ht19\loi 1, tslC~ 111\d u Df }Lug11o•t 1, UIS, 'Dl• t;Lin~
lllbttt:hll' rtint. c.?flll.Dlll=1~ H cf ~C'b cuch adj\ll''t.lllant; d&ta
shall llo ~n lUHZ' of (il llii •IROU!lt vhi'cl! bi;,.ra t:h11 •MO
r.a~ to s1,sn.:,:.4 At 1::ho con.111:111111.r-:Prica Indak Pllb11.&Jl.ad 1,y
t:bG Unitoa sutc, J.Abor Dap.ai:tmant.'• Bux~au: of LahDr s"t.lb-
tie• fg'I: t.h11 J1Cmth ol IStiy pna!i4Uf .cu.di a4jntmanl:. da.ta:
boai:t-to Hid lndax tor this 11.Qflth af Jtay, U15, or ti.i.l lU
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pal'~ftt ot t:ht? aootlllY tCflt payable for th11 JIIOfl.'lh
JIM!Odia~ly preccdintJ audi 111l1jU1it.Dnc c.h.~1 PJ"OVided,
hOUfflr('J·~ t:Mt Sn tKll c,,..-c.,nt sb:tll the 1110n!.li.ly _rimt. b(t
l1n:s tbon SI,SBJ.l4 •i:. ony ti11111.
(d) If sdd consu.or .Pr:lc:c lndede J.i:: dhcctltinursd~
LOHOI' ~od l.&sHG: chillll aalcct aa nauly COCllfJb.t'Dbl.a
Dtlltl.Ji 1::it:#, rotlcciting tho parcb~dng po11ar of t.ho
'Cloll.r J:n tbv hDnllr; ot' ,1 co,u,w.cr P1:1n;1'1Hill9 e'*"Odlt:iH
tit rot.dl All t:hon NY Jta p:ul:ilbba4 in GOM rolr>Ollaibln
finu,C'Ld pododiicd, af t'o~n,lUlil -.i.tUtttrl.tf _or Ls
theft otbo.Nlle ,v,.1ll.b1a'.. and ncb 1tcit11t.1ea 1haU ba
u1od tllor;oa!to.r 111. 1hb of .. 14 001i.1DHr Pdeo lndu
in cSratoraini.ng tha acljut~ • .. 1n1w.un t"O:n~l.
:i. !rel'Jl'linaticn J'>di::ir t~ £11.d ot teen 7:,::,.rcn.
(OJ 'lbCI Lllfl.54; may :bD tol'Jllin41.tu.d cifliti.ilvo uf'OQ
notli:11 by DJ.tiler party vpon tha b11,nkrupti;y of the
other p111rty.
(b) ln tba sv•nt. kHOG is btvDLVl!ld in llllY l.~i::
di&p\lt.• vhich inva).VH p.foltat.ing or handbilllN,I' at ~
in the vicinity of the p:c-endus, .Le:saot: NY upon l::t1.nu
dn:yll t notice t.coa.l.n:ii~ the! .Lc.1111!111 unlct.Blf LaoJoo .:rea,a(IJS
to condw::-t. b1u;:ineu U:. thti lobat;.Ian until the la,X,~
disputa ls Z"Clca1va~ and &IICh pictutin; or h&ndbillinw
(~J 'rho [.c:.111:e 11111)" ba tu,(!IJ.Htad by L11tnc.l' if it.a
leau .gf I.ho !)~embes !.s tc-ra.l.nn.tod Cl' o!IG&i9~ad~
'l'birt.y die:ya' pdor noc1Co .alltl.ll bet nqylrad lot'
.ufJY tormin.:;;r;t.1.cn unier thia 1ubport1gr41p)1 le). 'tf'lt-
tCtmin.ation aba1l th~n !lCI ot!o~t1Ya 8t. tho and oC
.cudl JO-dn1• JH:d~.
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{d) If\ thf! ewnt tho Laoso b tendnrit:itd by i:ou.o~
p\1S:ta1ut. to •11bp11r,-ropb (c) aboVc, tt}(;I pl"ovbit1::1c ot
p!nwuiph J7 )11:i:nof ·.11.o.11 bo •wUcQl111 tipd l.oaiil.N:'
o>i•ll pcy t.os;:sao an 'll!!Ollnt l!!llliil to t.e.uce1 • C1J:.t. of .all
t1otu:C11CVoblo iin.provoa,.cmts ccmstrUct:od DI;' Sni:t:allad by
i..s.,aoa rit thu 1oca.t.ian by Al.l!,lllSt 1 1 19761 witb th.,
1,pttc.if.h: opprovol o.f l,cd~o,r, lose daprcci&tiofl D'ler
an u·INll'lru, lD~yoar q1p£ul. Ufo tt,oroo".r, L11 .. DO •h~ll.
!urni1h l,.4u:J;eir capl1111 r;,l involca.a or ot.hu •'lillVnc:0.1
ai i.or:a!'•' 1 coat of ~11 •81.'h 11:C*I,
•• J!Yl'.£h!lnl' pf lhVGntg(lH,
(a) !rho invo11tcey ltlllUI Ust.od. U El('blbit Jl(l)
ch:ill he purchuad by Lu•aa• for L J)l'ico equal to
Lo:nor1• ccct, lloprci-:im't.G.tiVC!'s ol L1Raot' 11nd Let..&ee
shnll jo:l.Mly t11k• k ph)'skel inVfllf;ory u-ll)f tha
close cf busines; on h\l'illal: a. 197,S, ancl Li:no.t1 .&haU
t•k11 pe4coss:l-on of the lc:ic~~on tho followl.Jlg driy.
Le11nao &-ha.U. p.D.)' for cu~ :l.rwunt.M"io.a wlthlri 11uvan
dOl'$ t1:Cter t"iiJr.i.'1'1 lk)1a-slon at thu l.ocat.ion. :Ctenu;
~hich tho partia11 .o,gree 11r11 cl'e.fect;.ivl! lu)d H,am which
ho.\'e bt:ftl !11 t.auor• 11 inveP:tW)' dncc priciC' to 1!Ui.O
sbaU be ruc11:l11dod fi:e,t11, ~e b.vont.ory 'tel bll p1,1~cha.sod.
.an.d s.h.:ill bo rclQQVcd fl"aai t>l11 pn=N.•cs ~ r.csaor Oh o:r:'
b11fora t~c lnvantory aa.~.
fb) l..011Por horat,y .rot.a.tu II pun:)111t1a 81\fflG}' u~i;:w::-it.y
!nt11~11.:,t ;in all. 1,,11.i:saa 111 bvant!.adea and 1qulp1ru1.t la-
c.1tod ond ta ha loc.atad 41.t I.ho p:arab=• ~W tha pu:r-,
' ehn11a prli:t1 for ti~ alota1.a:td 1.nvontcr:5.ao bn boan 10.i~
,{n lull, Lrur.~oa DIJ~II tp jol.n 'Ill.th Lca11or 1n t'ha
f'J.Cl'i.-.ttion a!'ld UUnu of 11.ll Uni!'offl Comuurdal C:odc
!l.1nni:inu i.l:.itf'3c11;1i1:.u th.:i.t J.ct"r 11haU 110:ridl3:11J:' nccna-
l'IHl'Y 11• ur..\t.•\: lo f'1'\ [cut 11,1,1cli i,1:t1:1u.·J.t.y l11twrt1at.
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Les.SQ!! Aall not:., \littlout l.QH11::irls p\'.'.i.OZ: cciiJf!ttt.
uac etr 1111!.fcr th:i, u~a at: tllD pterA.111.~1 cir Ml)' p11.rt tMJ:raof Eor
ptn;'J;IOMIII ot:h~~ ttmn o !Ul!L contl:r 111K1 a1.1t0111Ct:I.Vl:l sa.tvi.;o ccnto:,
1,uaC111 MY PO:t<hct ,prOfllOtionr. .b]" glv:ln9 ~WDY or !lcllinu -..a.riou:1
it1J1S11 to itG c-u.t:C111anrJ providN that. ,i.C in J,111n11n·1• s-a.a•caMbla
tipinle>n AnY 11ucti prPJIIOdon ia ,da.t.r1IIIC11t11,l to the l:>udncs» ol
l.o&111-0i: ttr or tll')' uut,lcui.uo ut' Ll!!J11;,~ f.n tho .1-dilr,tc v!.af.pll:f of
ch11 loci11tl.on, Le•sa• 11h«1U, VJKIII naUct!i fro11. Ln•cr, torni:nia.t.
.v.cb p1"Cllit0t.J.im., J,aosc,,s-1h&ll have tlil! right. to approvo tho.
cg1orr. 11111d d",iin of LU111c• 11 p1int1Jl9 oru:l r111111odolini of t.ho
im,pr11>vt1Hnt.a an4 U.~t\U"II• at tha lci=tion,
G. rixtureir .aP'i Egu!p,nent,
(ft) "111.o 1h:tn:z:os J.inM on bchiblt :0(2) _,t-.o,ll.
ba 5\lbj,ect to t~15" ~1u1e 11ofH). .shrr.ll. ha. rat.urned by
L11ull'a tcr LoHot .nt. tbl!l Ot!piranon or t:0:rN.nnti»n
cf thll .t.aiuc tnai. :tn u gtied condit .. fon a,;; 11.t~the. be-
9ir.n.ifi9 of tM tai:n, ordinaq """r .and ha.r alonl!
~111.(fJ:'t.ca., Jtri1;1r t:o takir,,g ;po~Ho-ion, ~aaoc c:l',all
fuxnS.sh Lo~.rror o boJhi tor 11. period o! Dtlo ;yao:t i:n t:h11
c,.mD\fflt c,£ H5, OIHI. Wh1CJ\ is hcroby &,rood t.i:i bo t.hct fllini-
1',\ml v11lu0 ol 1.vdi .fi>:tu.rcsr. 1,1pgn such tuma_ W wr:Lttan
b-.)' .51le_h btrt.ding COl'llptlny u are •u::~l.e to i,u.uoa:-. 111
g111'ja:n1.l th4 boro! shDll pn,t,ect J.c1u:or .n,gaiMt Jco:• or
611.00-c fr-11;11 '1ny ronovo.1, thllf"t. ur lou of atiy si,oh U.:r::•
turc:i.
{b} 'llla cg,\Upc~t; lbtoa in Bxh~H 11 [3) •lio).l.
1>t: purcli.a111td by t.<:.Hco: tcr too .roap"Uvo prk<la St11t
r01:L!.h if) ncb om!b.H. 1,o.i:.i;ac 11h•1l pi,.y fer .ouch OJ?U~
Jl\l!nt ur,on ta.I.in{! ronou11icn o! t.ho ;z.oc.:ition,
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h) l,o>sceo •tran 'to paJ ai:-raillbw:"k J.l! .. ot' -roe ou •
-pllblio \IUllUc.11 whiab ahllll ba urcd in m: c:~ed lll'!lbitLS.t.
~• location dlll'ing ~ tani ~ this Laa~n. Lua;ox 1nul
Lca•ee sl1oU UH rao.Hnlll:ile offc,rl:a; ta h:t,ra t:hn Ut.1.Ut11!'£
furnla.hol! ta tihct loc:;sUon r;gpu•taly a.ot~u:d ANl w.iU ::rba.Z'll.
cqunll:r Uill 11icpo1uro of· MtaliliJ\9 ony :Mt.or& rQ9Uiritll1 to
e!foct:. tilkb iapa.n,to .atc'rJ.ng:
(b) :Z.C•uo ahQll ~y dl Hc:im•t i11nd othct' fao,, clnr~·:;QU
bl' t:1ny vavcr.ocnt auttioa:-U,y 111 Z'CltlNJll of t;M ua o:f or
tho l'lu~J.IIUU bcint t;rGtr.i.~ O'IIC o .. tb• ttrmd.111a,
(c) i..no_r arro(III to PIil' oll S'DU. prep.rt.:.,, ~lllOII ora
thlll Proll\1.JH, ~pt. thot t.iJJHO p\oU ru.l1~l111r•111 Lcuao~
t"vr Zlf'lY i~ar&til in tbe uount of ~uch 'tll.lca& cpP01:"tltm ..
able W tJl,a pl'cmiia:ca fK •nY yur ovor tba 11-t. 'ot tAXea
p&}'llhlr! dud119 ca111i:ridair Yr:14 U'7S -.,lilah \ttlra t!nt. flllfO.&:so.d
il'•nuory 1, 1'74, 1\11 J.nOhtiSH bdcd. gn :h,,pt"Ovem.onl;s b1
l,oH•l!JI, pl,u; (U inc-reasoa bu'od .M h.n4 '¥'<1!l'llll in tbci
p~QJ>O.r tin t.hilt the ua11 of lba. prcrd,:i:;"11 :bc.Dui ~ tho
tcttcl arn le.sad by l-ll~•or ir~ Pr.ank l!e.J:nU'd Donrullll, Jr,,
anid C!il 111Cl"i=l'l:lilfl blu1ad 1m illprovan'lllnt1r U the. propc:rtic.n.
t!'.:.b~ t.'rn aqi,ue focitD.',IC of iflproYCDent.11: 0~ the p.uJ.5,a5
ba.i,n to tho S<J~U1t-d .footage of oU hiprcv~ont.o on tho.,
t:ot:ol '"'r11• lcaa;cli bf 1.'l,:.11ar b:0111 FAM ~.i:d llohnoll, ;Jz.,
aho.11 bci 1,pport!on.00. t.o tho prc:nl.r;mh 'l'ha }:MU't:loa: will
u.11a r•11acmllhio affarta to obU;ln UD!)ttltll tbX .c:it11t.aaanU
for tit• promi.1111!1••
(di t,oc:.a:(J agra1:1 ta :pcy rn: rahtn:in:0: liallfiOr. tar
0
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• p.1:":'::~::111 V'"ci:,!"~t)' ti\.-:QU ilUoH"4 up;in !:he trodc n ,cttu·,
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:inVt,ntOJ:"y, .-rid ell ,othcn· pc:rsand FDpt:tty l.Dciltad at \ht=
p:-Nu.i:o:s. 'li'ltll thO p1r.rsllllQl pt"QPQr,t:Y t:O;iecs \l"Ylllil:," darlti,g
c:"lond~r flQ.Dr 19'7!i t1h!ch were tlr,:,.t oncuai\ Joaua.ey 1,
HIH, t.c bo p,i:1:1utcd .tit: of tho data Loaccio l::.ake$ po1r1tet1Rloo.
8, CP@!!tlDg Qf Prllllli.GOlrf 11.opa.ir:11.
t.usaa \11,rl':lntc thiat i.t h:l.s !nupa.etod tho: -prON.se, .t1.nd
all in1tbU.:it;i..:in1, f11allit:Los a.lid crqi:iip1111nt tl\.llrcion ond iD-OGl!pts
tha, •1111111 ht tha!:r pns°"t etin41UOI\ D.fld 9Uta cf ri,paS.r. AU
i:;tructvnl pi1~1:::i. 1:1! t.ho !.aipt'OYCJOOAb on,t:ho pruil.saos ,1;b11.U bu
1vdntainod 1n qooll cirdin-anti Cttl)irir by Loa1U1ct1, Ll:ssJJ.o a.fha. to
~.iitltdn th11 pr-.iai:is in a neut, c1Qlla oad unitA&-y oon4J.t:Jon,
11nd t11-raictu.J.n U10 prm:d~as 111ii,; ill,Provctrlc::nts .ln 9~ X"Pll.ir ;,.L
oU tlr,ct; durlflg th~ t:i:Yfll of thin f.cnaa, crdiinaey woor eind taar
glat1D. cu(c:eptod,
51, tnpro\l~ts; Tr.ii.di!! Pikt'Jnrl ahd F.q1tiP!)e9I:..
1\11 irap:t0v~t1a to ttie prc•i~•1 fldd!U.on:. to ;taprovo•
~cntl. ~nd replae<!:/IICllt i.DprtJVCJIQnt~, cxeoj)t Leasoc's niin•, ;pa
alipeMoorc and nl;lite.d rcmott: c,;uip,icnt. and a !l.a'3}'0!a ~ ha in-
f;t.illlml W 1.0UC'll, 1:1h.ill ba l:lnd. rl!llltin° tha prapeu,y cit J.c;,;"°;i:.
Louu thalJ_ not JPDtcn::lUly di.er-, d~oli&h or Z:-IJIIIOVO cny hlprt!IKI-
IOO.,ts -wlthout the pr.iar con.s.mit eil LnHtir-~
Luaea ah;::lll not '"'!tho\it. tllo pda~ t;:OMwi.t. cf LQ:,;sor
111t1:!:c ;s.'1y r.iot.ar.hl rcpl1u:Gl!IOnll:. o.t f!Jtl:ura1h ntto.ch lJ.xtutCA
to l,:lpt'oveacnu or •t.ta"''tl or -o:i:-oct any 11Lvn 11:1n any ~tii:ttt. af
l:.llc prcalc.aa,
10. Qc,:;v1)f\nCYf KovrD, •
Lf:'DIIDI! Dhllll not .. V.aHt,o OX° !lbl~ th~ prmrJ.alUI el: DI!,)'
t11!',c c\1irir.o the h:rm cxcopt tllt:1.t: J.,c:1111oq ,uy 'olona .tho fllc.l. can.tar
1ludn9 pc,ri.nds o[ tf.U110Uno atl~rt:Qgor proviilod U1al:. l.i*D"oe 11 renl:o.1
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ftnd 11ft!n1tcru11"tCC! ohUIIJll'l:Jl».'1.D 1dt.h l'OSpi=ct to th• pratni111• 1ho.ll
-ntinu~ l!llring any pedod a! clo~ure, subject to t.h11 lCll'lltoiAg,
J.CGH'11 mJrc:1111 t.O !loop tJio fDCrl ccnt:CI' c,pcn ftU buc:Lna.aa D-\ laa.at
G<I hcilJl"s par veftk. includ:.Ln1 not leH th.a.n t:1111 taa,us on GA.ch
h1.t1cd11~• and hnd•Y•
1,l, Ctys• usn.
LclHIIHI and i ti l:ll•t.g1an11 cad lnvit.l!H £hall. hava l:?la
.aJno r1~t ·o.t ln9i;-11aa ,and e9r01111 aver 11ad. .croH p,11rldng 11~
athor CQlllll,Cln areaa ol any •15:lcicent pcoperty u t.aHr;:ir no\l' hu.
wic.h .rHeect to tha loaeti.on. '!'ha euHDrd:i'I •nc!. invit•H at: •n!I
•tor" or ahap opcratoli er a~luo•111d by Leasor im a\lCJa a.djoi:.nt
JJl'OJilUl:.y shli.11 hna th• right. DJ: ing.roH ud •vrou 011,11:c, and
111:ro:ia pal'ki"f and oUiu ODIIII\Oll AHU cf the. pz"ud11ea, No1Uiel'
pArtY ahnll co,ist.t'liC:t f•hc•• or b~ic•at:~ J.,:itcr£or~.kl~ such
Jngraa~ and~··
r.1 Llla.su ,1.f:11111 lildeinnify J.auor and a:c.ve it htr11len
from and agd.n•c •fl)' and all c:ldta.s. ti.ct.ion,, dinnaoe•, 11.abUity,
ii.nd e.•pantn1 in contu1ct.io,, idt:.h lo•ll of Ufo, t>or.aan.i,,l .£nj11ry •
oml/or dPlllga to ptOf11:-t'tf &riain9 t:r:Ofll er Ollt. <1 [ ~n)' occu"imco
u.pWI tha pniaj~n •
lJ. 1nsur.11na,..
J;i) tcssoe ..lihall ~arry and DP.int11in pubU.c :U.abiUty
insurance in ;i, foz11 anrl vltk a co~•l'IY ud.&lACtory ta
1Aa1D't' itu1uriaq l.esaat and La••~••• co-inaur~a '9'liat
liDbiUty .i.n the. n.lnilnum O,IIIOUltti. a( UO,COD pro,pa.ct:r d•-v•,
ssoa,ooo ta cny DflO parsaft and ~1.oco,100 tar any tnio
.:ic:~ld•nt. arisiAIJ ,Lp at ~baut th• pr-.in,.
(bl Leu.or .chall kiwp all builtU .. ,ig1, iap:r:av1runt11
upon the proa!n• and 111 Cbtures ond nqulp11nt at tha
pl"MliHa ownud
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ar lo«ucai by .ii: .u J.u,::AG 1ns.orird with 11, coapany o, COlll-
pnnicn mtld1:t1:ti,q; _to J.on::ar for ).0.,111 rc11u11tiog froe:i fi•
~ athl't:: e111uolty covcr:od h)' i;;tonaani Eeti:111 Ure: on4 ":;-
tcm41ffl cov~ava inou'l',1u,cG :i.t no't lHs th4n po pcrcant o.f
tho full J.ncu:&"ntila ropl.~11:(l~nt vcluc: thereof. J.,?11uo
Vill ro.it,bur111:1 :x.a-.::or fer J1d11 in'lourlmcc wffllll blllod.
Lc:isca akdl. bll 11~ illl JUI addition.11,l int.cn;ed..
(c:) Tho po~t)' nqulrcd t.a cat'l'Y 1n~ranca t:i.11 llfm'O ..
G.Caid dlall 1 upon nq11ut, t'ara.hh thll' otbOZ' paz-ty caztil-
iat.e• c.ldendn9 t:ttu-inn:anH,
(.!) t.asao.r &Nll 11,ava "° ro11pondbillty t~ obtain er
11ta.intdn J.:r:intiit11DD as,cm b:"ada fb:toE"e:, Cia:" •LFJl*Cnt at t.l,a
locotfon uJ,idi. ,11.ro tllo propo~t.)' r,f· L1Una,
1-4, Cbi.Dolty Out:J!uct.!an t,f Jl~.he.:r,
(ti.) :In tho: Q'111nt tbli Pl:'(Ull1CH .ne. 01,troyita Ct:'
doniagK\ ~ 11.111:thqUM ~ c,Hu<)' nol:. cc,verad by 11t.b.ntl1u;'"d
fem U.rD and cxt.11niSEtd cov11r11,9u 1TI11wrunco to st1ch .:in
1:1<1:Cnt. .a.c i.o rew1tlnr the lfilCl!I untg,n;mtnblc in whole ct' in a
aWtsto11l:.hl p.,1r~ thor11of • .U, 11olldl 'bU: opt101u,l with t111.-&.c:r
to declrs~ tbe LHSO tomlnatod by ,iotica BOn'd' upon
t.c11::111t.1l. IE LCUO%" dQc.-.nPI:. $ torid.n:iti:. thl~ Lan.so, it
a.hall. :tU'llild or rusto.ni th• pr1J111.in• t.o ~bPtilntial.ll' the
conAHLD11 \,.h1mti:if at: tha beginning-Qt l:hll bn:m~ l.uR(l:t°
,1,Mll huo not .. o:ro t:hon 60 iloy1 Dft.iu: d11l::a ctl 11uch cuu111t)'
to not!~y Lf!111~0 ill wddn; ol l,onor'• .tntaril:J.ons to
tarAinato end if Lt:uor a)oeU ,iot to t.a0Un11t.a it. 1,hdl -· pr(nJorut:.i: tha wod: of :tabuild!ng Qr ra,tarinv tha p:-CIUur
' , wJ tbO'llt 'Ollnoc1t11:111ry 1h11ti.y. V ~var JfhtLll fa..ll tr;i ra. ..
i~ort? 01.• r<!'bulld tl)C' pr.Wu• .n, .:iforelltd,d, t,auaci 1rholl
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Ju:N:t Lite ::d,gJ1t: IIIPPfl ~ritt~ llQticn to declare 8UCh J.cr»~
tuo:dnor.1!11 er ti:, Tcbllild Jincl ri.ictot:o 1:t)G p.tcr:altum at
1.cu:s-1K"1 1J i:olu c,cponset 111 whict1 ovcmt t:tlQ Llt4~ !mull ~I!
tc=bi,itc.. Jn the. .:t11eat tho ~&.ea arc clttsno.gcd to an
c>!t.e:nt ,wh.li:h doou: a1ot render UNI &Qillc Ul\tet1umtriblu ln
vhol.o or in a .1u)J.st:11111:ial part. UtDroot i:,r ru:o dm.tcD)'cd c~
'1.ana'!IDd n ri rairolt. cif•a Cll».1a covau4 :ti:r Io0Jl'.1or•t Frt11
d.o:rd fc,ni flrti .:ind 011:t:c:i11dbid covuc,pc inau:ronac, l",11(.Wr
,5h11.ll bo obll91u:Qd tG :rob11.l.14 ond r11.atm-11 t.ha iir,prOl'Q .. ont.11
t?ioroon uJtbi:IUt uaroua,u:ibl .. dalayJ prov14ct.\ thot:1 i.auor
rhi:ill 11ot .ba 1''"1U.rod to zc.1tora r,r ro.plao.11. Arty 1:r.11411
!btt.aes ore oqnip;nent which u-a tlli:i r,ropo:rt:y or I.tin••·
lb} Durlnlil •ta' period tltDt: tb# pra.iau are prti&ll.y
IPI" t:.otnlly WlUHbla b)' LSHH, u.. .-mthlf llli.nilNIIII rcnhl
w:Lll :l:Co ~ull.nbly a(l1n~Dd fa.: 111ch po.rJ.ocl,
Hi, Jl,UiC(hllMt •1114 &ublat:U~.·
111.J tos:co11 fl.!'/ :not. .aft19n or c.ublct it:«t inteni.t undtr
this Loa.co vll:boYt t>111 prior QOf!&pnt. at Lu.11ai: "Which canaonl:.
"4'i.J.l not. be unrau,wu:ibly withhold. It is "nd•i::st.col th•t
Les&citi intarnJs t.Q ;iz.bloa&e the .Hnolcc cantor P~M11t ta
..
o lublo,u:io whi~ sh11ll Oo au'bot'diR!LM to t..111.o loo.oo 11.nd: thca
t:c=u; ~~d pxov.1.:::icinG of t.:.hich shill.I.. Im £ulr,}o=t to waor' ~
.ipprovail. rh!.• L'1M<t oholl bo l;,itldlin$J 11pon 11114 fQt ~h<! benefit
or l..e~w:r l!nd i.ess!L'C' 11fld thcit r-cspa!i*iVCI' &.\IIC:I.E.l'ora ond
a&JI.L,_:ns.
M n,1.a oor~t. b c~d1tiancd ~pon Anl! auJdGr:t
to l',cSllca '.r. ubtllinin9 --the pr!cir -wri t.t.cn pet11ia•ion of
!U Louot ttt tllc 1u'blcfl.H1 of t'ha l"tlllflhioi..
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Lesan 119J'OOi5 'rltlt: ta eonlfflJt. Ol' Pemil: ~nY \,l'Gllttl.t ilGSAD'Ot
or ln;ur:i to t.liv pt'cmii:-os: or a[\(>Ul"tffl'l4n"i:,ea. ill~ ~ koa\:i t.ho
9:oa:X.1 Jn. rood OTdt:r, and iwt '° lat.~ po:Wt: •flY rubb1ah to he
d'1PDS.ltc:d thorc:Of!, and l:c, COJ1pl)' wJ.th ~U low-", ordinancos, And
rot~Ut.l.q111 relating to fJ:ro _prDVcnt:i.im and ~c11iUt.ion.
17, :t,rpirat.ion or Taiininat:lon.
Upon o:cph:t11tian t1I thh•I.o.Nm ci: 11pot1 t.11minot10A b)"
rcraacn-al 1.o-pq1& i1.,~11uJ,t. a! brn•ch or pvrau•ftt 't1' p.11ray1:.epb .S
hbrflDf, J.asiica sliAU. .-a=ve f~ t.ho-Pt'P:rl.iaM All :Lt.u, P'.rlmort,
U11el1Mli 11u tnvmtarios nnd ~tida .nuv""' r.mt cqui)lllCnl:J, "'a
t.bDt. 1n t'be caaa o1 ~na•L1m by Lcuor 1w:,1Knt; ~ paro.lj!U\)h :t CcJ
hervof t.osaan &hall not c-a!IIOVI: J.tam1 to :b& purcha!,d by i..ao ••
E1o1cept !.n tbo case a! t•nllin11ticn by l.e:iaar pi1n1,1tltll:. ta parag:rupb
14 (a), L~sll:O shall rGt1afr 11,ny i!u1a1Ja to tha pn,ll'U.aitu1, '!aprova•
IIKlnt..s arul Uxtv.rn and uq11lp111111t: owned o~ lo,.1184 i>f :Lcru.or.which
a:ro •t1bj cet. to Ulic Lu:11.a11 tmii::h J"Q.ault.a fl:0111 0111 ~~b i:~vol
•net .:hbl.l. l.a;MJ the p::e.-:ti.505, all lblprovuauta ttuu:m)fl nncl o.ll
&dd :5.t.era h: at. laatt. 111.a good candit.b::11, and 11t11-t.e tit" i::-csp•ir a'II
the condition oizd ct.at.a of z:opili thai::cof al t:.hc. ti'Fi~iog at
the ~ ot · tbb t..aae, ordb1n)' WCllX lln4 tam: a11cJ ,daQll.v• ~ the
elefllcnt.5 dona ~ca;:,11;af 0 o:l(CIOpt. 11.a otbc&Viaa p;i:~l.d-cul hcr:ain,
l&, p~feult.,
Ir, tile RVCllt. af ldlute by LclHOG t.o ,..kt lliiy payiattnt
cf ront \.Ill@ tt1• ni:io •hall bCtCOl'I• d.\.111 iu: in tho 11von.t. of ht.ult.
or bX'iiru:;:b by a.DOMa-in tho potfot(IID.'tlcta m: cbseno.tin of tiny of tlUl
g,ther covcn!lritG, t19roc:1111Cliif •tipclil.tlona mo ~t!J,tianli: ho:raln
cont.<1!ngd, J..naaor f.li:)• i;ive not:Lc:tt l:o Lcuci•.~ ~e~r.oa'~ tJ11bult.
er t>i·t.::e11. H nil)'~=:, !diura lJ}• Lt.,:;r.ao tv J11N:o ·,~~ p=i.1,'IACfll:!
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of runt ls not ctu'GC withh1 t.Ol'1 days: aftvr not.ico th~~f ls
:given ta LaHCIO or it D~)' dctlAult "cir ~ch by LllGDIHI ol .,,,
auiu ~vcno•t, agni~nt, m:.t.4'U1Dt.1..on or cor,ditia:n hnridn
cc,pt,11.lu::d U noc clO:ad .,,!tbip )Cl dby• •Etcr noticll tt,•ii:-oat ill
,si11a1.I to X.oueo Ot' wi't:hin ~ch ,J..angor }la"iod dn-J.119 'Wb!dl Lr.He.a
b ln I.o•aor 111 rc1.11Dmll',lo :J_vd9aan.t: »rDC.adlt19 with dtia dili,rcncc:i
~o cu,:o: ,;:1111<1, Lo,uor nholl hayn tha i-.caGl.cito dght to pcnuuion
ol tho prffl.111&0 Dm'I ffi1'Y oitbb:l'
(ol tllfldnatc thU t.aaa11 and racovel' lc1C1111 f,oaaaa
oll ,11111qu J.a'UCJr may incq"" l)y' NHOG at auch det..ul.t.
en: b:raac;h and be ,:evut111cl. ..-ith Lo1111or' 1 f9nuir .. t4t.a in
t;.'IJo pranim.es .CXa-e ond clear ot 11ll. clat.a a.r>ll a.cnaaaa ot
(1•) ll"OIII ti.N.tr I.P Uld, tit. Le.1or•11 cp~.n, .~.d.J:hout
t:.em.inatinv this X..,11..1111, ,=olat t-bo t11;:mniul• fw: &11 Qr on
PQrt!c,n 1>~ tho, %'am•ifldcr of th• tll-'""111 of tbU Le~a, c; any
l.ot:19m; po:rio3., to J. lcu•H ct 1Nbl.e.11S1:1e. 111.t:1.11fac~
to Lonar, ;ind Lea-.., .di,11.1.l Jl&Y to Louor, ·upon aeaitsnd,
t.hD .11110unt ~t' t.,;ipi;:o::-'.u cMptt11¥0D i.Rr:uri-cd 111 •Vch ~c-
J.ot.tJ.ntr, i;hOuld any p1ontbly rant. 11Ftu1.~ rocoived lCCIIII'
,:i;ny 11:m=h l,:sou or allbli:HIUI Ior aqy 1:101:1th b& 1e,11 tl,an tho
monthly ~C!l'at 'Which :t.onea a.po*• h11C"dn to· Pay, Lau,eo
shall ~y t.(l L«aeor upori demand th., llllldUf\t o.E t\lch
dciftcioi:icy.
natuk!n; af S)oaa11aa!tm *1!cl :a:alatting c[ tho prm.i1a• by
ta1uior .al1°o.U not. ba mi1:1•~a u 4lfl olc:tPtJ.cin by it to -tcrJ:fflUJ1-1.11
t:hit X.ouo unlou. A riot:.iCll ot tendnuUon ia gJ.vcm to r..oa•oe~
Nohl:l:.h,,ta.mU.ng .:iny 11:uah: nl111tting vitbout ta.cmino.t.ion, L'8uor
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MY a,t ,my tirle tharae.ft:u cloc:t ta taminata thh Leb:rut .far
·~ s.ueb _Prft'IIJ.ou. tlct'avll: or braadl.
111. l~itJ:
, Lcl.,.oa •gnea l:o tndt!llmif'y, dDfcm.4 .all4 hold I.aHbr hct:M-
lon from nay «nd o.U iillll!ICLflll", liatiil.ity, cvst;, b.S\,11 aq:ios,111:1
1.nc:11Jdi11g ntomo:rs' .f11.c111, .susui.incad .bl' t,c1•=, ti1 t:1osiori at
Losa:oe 1 • dof•ult gr larutu1h of 1n.y of tho ta:riat1_,. f'g'Z'illmf!ent.a,
topruun~UJ>~. and war:c•11t.:ht1 •i-~ font. honJ.JI.
i.onor Dl1%'UCll' ta indOIUli!)·, dafti:na: an.a ho~ i.c,;uu
h1u:11Ucu11 r:ron. llnf 01\6 .. u. ~o. lia\l.U.1ty, i;oat •fl!!. ~~01UC1,
incl.'bdi04 &ttDtMYI' fitu, 1u1t11in1d by r.e.ncn by ruuon of'
J.a:aor'.a. da:tault. tik' _..;,ch of th• taau, D9"h'llm0iit•, rept:c·
oental:.!on,, i11M \IUTantio.o set fort.h twra.inr
2Q.. ,.rliiUat!on,
JuW dls:pur.e: 111d.&111g \111.~ t)Jis x.o.eea 'WJlich cannot M
s:attlod b)•. ogrcallk)At o[ t.hc putJ,cm. l1l!rot.o 1ball be 1el:Uod by
&rbitr.,,tion.. Bo.iii nrbitrat.io11 ahlll. bo hc1d. in h•hh, U11.'114-n;tot1,
and conduc:tad 111 ~ceord1mca with tho coi-:i,cc.lb.l J\i:h!Lrat:ion lluJ,u:
ot tbo ~edctan Arbib:otio11 ~;.01:!ot!On, l'be c:01t.s. and opon •
oi amJ.tro.t~vn •hrtµ be bci=-n• qua.Uy by tbQ pti.:ttios,. •rid tho
l\,;u:!idCIII of t:ha ar:bi,t.l;at.ot Eluill bit ;final, conclud.vu, ttttd binding
upon tbG paxtimL tharato •
:u,. puolino All9e11tiads;,
t£hctiYe Aufu•t J, 19751 :t.oHoi= Rhtill u-Mlllfar t.o Lur.ama
l,e-1111or'• t:ransfOl"(lblo. ~0:-11,uatal ouo;U.no a.U.oo11tian z-ight:s, U
rariy. 11ppl.icRbh to t:.hc loo.ti.op and. Lca•ea sbldl truu:l!u SU~
• c-J,aht hacl;. to LaCCO.t' or o'a .. Clthcarwbo :aaay ):ui: dizoscil:ad Py La.uoi--
upari tal'111.Inut1io11 of t.ho r.~oo.
22. ~11d911c4' r;:-.opart\'•
1.£ :r..ua:aoo oh;ill t1b:i.l\do21 t.J10 pl'CIDlsmi at ,tJAf t~lflllll 'dlirJng
tht! tr-m or tr i~ .aho.ll .i:n:"r~ilo.r l:110 pi:c1111ucv,. ~l:' lio 1.'li1:1po.n-.:e11uud
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by ptoccn DE l~w, or r.,thervlce, 1111,}' par.i;onol pr~ty brJlongittg
t.a :t,cis~o 111"6 lcf::. on thet p:rCIPli.11c:ur sba:U. ba: d.co,ncd tD be .ahDhdonod,
23. ftclbtloekhlP•
l!ach party ag:t-5 that, 1.n tho perf'omancc of H:s: ~05:0-ai::-
~ive. Db.J.if:itions h!!'roundcr, and 1n Ue nas-d.:i.o of it1 dghb,
nolt:la&r ,boll hold iUrrll out to lie l:hlt: o.;:cnt m. tn.Plotnn of tha
H. ~.
>.ny .noUce, cOMiont! or 1:1thvr cmM111nicatJ.ot1 r,:iq,ii~R to
bo DocrVm Jn DCC:CV~i'll!.CO 1111'1\ tl\O toom DE U\ic t.CIUO r?iall bi,
.-cnt b)' c:c.rti!J.od IIUl, if fram LIHl.aorj, to be •on.t t.o i.u.illlo 111:
l.UJ: J6th Stroot, hnta koriicll, C•lUo!:J\h! •n~. ll £.tc,lll Lt!.4He.,
t.o bo sent to L•no: at 1''4:S s. t:. 'rhW Av~l.la, PDrl:lnnd, oi::-a,gn.
AU~At:iaru prvcidll!nl, or t.o such ot'ui:: oldccasu whidh ~ .PQ"t)'
hert1lti uhall £.tOJII t:lJ:11!: to tJ.MO provid11: to !!1!11 othu-part)' in
wd t.h:19. the tl!Ql'J: of -givlng at1y notictl s~ll. couaaoe upon
dcpolil: in tb111 United. Sta.to-h111li, pl;l'&.tage pr-opA:ld,
26, Otlict: Enjoysment:.,
.&o long ,;i~ Lus~ ls not: in breach er dl!f.ault o( any of itl
tt);ilig11tiorua: hcraundar, t.a;:s:H 11:hi!Lll pucctably .and qu:S.ll!tlY hcJ'
and 1111;oy Uu1. prt!r:dir;o~ !or t.hO t.en horccif ~it.}IDUI: hi.Jllkiini:•:
inhittupticn by Laaaor or any l:11!.1:IOn cla:L11hq by I throuvh or
under-LeJ11:ior • .11uhjoctj howovo.:,, to sill ttU'IID ~~ or,ndiUon• of
tl\1,;: i.c:uua, :z,. contmnatit.irf,
[.a) Ii t:Hl• tc .nll l:ha prtl9li1a.a ii: talk.an Cor
"l!_uy ~bllt: 1.u. 1ivc,d-puU-l.lu uau tlJI 11t J:ll>1~1lt ll( flL'VuUu.i:ion
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~blc w-1tbiZI tho re1uon.obltt J11dg111111nt. of LvU,:.c .fi;,,r La..ua•s
eonUnued o=p,anqo t.:or the "1•1!• oii,d purposes £or wl1.kh
thl! pi-eiai50a a,:,o h.UK!r U131, \lpOllo t.hr, ~IIU"lilnce ot
e.l'c:~c of t.hc afouSAi.d cvent1:1, thb, LoC11H 11h11.11 t•bdn.111t.11
on thcl d•t.e po.$HHhm of t.he proai11as o.r •uch port the.r ..
o( .h tUOn, 69 tbo coo lllily ho.
(bJ r, ~ny Pll"t Of tho p~a~L•m• aho11 :ba ~o l:.lik•h
o.nd lhll rU1Giniq-put of tho f¢9'11loe:• i• auit.Dbla vlt.hin /I~
tho riu1~•bl• judr-iit. 'tf LHHD: for t.aaoo's ca1:1Unu.d /v';!.111.
cecupano.r lD-r i:1'111 puJ:',pctH• •nil 11.11:• fol' wbkh tha J:lhllJ,.1u .,-.
11ro louad, the Eat !ot t.h11 prai.l•es 111:!&ll co11tinu,
without ohatciUIQnt •nd LHJ••r Ul aca:ir.dana -wlt.b P~llll aM
•paclf.Load.ons e.ppt'oV'ed by ~&o~4 aha.11 p.ro,aptly na.t4>ro
th111 rts.11dhi.tr9 pc;,,rtioa of th1111 pna!•u so that a;ucb (>Ol'.tion
vi11 ~i;l:itot,: a ~.Pl•t• .rtrahltacti.u:-11.l mi.it, al'ld, 11pon
C0111Pl<1t.ion ot such wrk and upon paftlleftt o! t:hri aw-.im:. ot
co::ipan,4t!i:1~, LG.ai;ot !lh~U .:ruinbcu:~o LQ.asua lot: r::cisu •o
ax-porwh::il ta tlie extent of the port.ion of tha ~tell IWILrd-
oquitably appci.tt.io~ t.o the prod.Gu..
{cl t,eUH ahAU. b•VIII r.D ,:ifht t.o ox int.1rHt in .&Ay
cnJlPcm;.u.U.on n.'IAllrdd or pa.Id \lpoll. • ~t.al or padio.l tcl::ing-
of lh111: preir,i,:(rll or 11:1y •1.t:Ate t)la~tU ~YS.dl'd i:h111r. LatuJlii:8
ahdl be. &cle.ly entitled W i111n~ av,1rd ina.d• to J..~11-.i: for
lass o.E bllslr.ia.st, 1cu ol ,aood1dllt o::-d•preci.-t:ion to ""'1
l!Dntll of .t'CIIPOval or. {nY•ti.b)rica, ~•d• f.l.xt.uc-a• a.nd. ~
Mnt wtilt:h art!. thll!! pro_part:y ol J.HHe.
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[Al l.Auee ... 111 keep ttie pruniiHI fi:oe and plaar of
Mchal\k.11 1 , l•bonr1• rir 1111.terU.l1un 1 11 J.icin•, and oth•r
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1.1.it.h any wor:: porforJRd Dfl tbo Jl'C'mnbtts by or-at taio cH:reie-
tion or nttutu,cc Of Lfl:SlteOF p1:cwidc41 hcwevci:-, that
i.assita ahl:111 hDVt! tho rJ.9ht to 'c;ont.ast the vaU.:l(ey ar
t.ha ll1P01,1nl. pf any SUcll .UM or aJ.ttilm:d lien.-if :r.aaao• no.U.
g':1Vct t.G LDS5« such .c11G11;K14blc acu::µdt)' H J141.Y bci 'L1mn4ndiad
by it ta an.•ur.11 paym.imt ~l z:11ch Han and. prllY-v:nt stlY u1111.-
forcclo111m1 or f~fcJ.t11ra af t.tio nbi•u b)'" re·Hon qJ.
.~!:!h nonp11)'1flent., On tinllll dt1t.aflllinat:tan of the liGfl;
or c-:t..:iimd lbn., £.ura:1111 shdl t.u.RJ&t:clf p")" •ht jd,pumt
J'l!Jldlt'l'oc\.-\11th all prtipar ea1tm 11.nd eh,btfe!f, ,.ttd •"-ll
lH1\f.t1 it.ha 1:h:in r·cloaao.! or judptint i:atbrJ.d At l,uaeo'•
own ~·· shoul4 IJlf 1uch Hati, a,o placed on ~ prardo••
f,n!I the, nu ripen into a jullp11t.ati. 1Jbi<lti hU .b&CKlllla f!1U1l1
t,aa,-01: at: lt?I o~Hon _, pay nny au~h .£b.bl. ~od~ and
clo-.ir I.hit prm}..l;as. t.llcrofrom, and ~1 J110ney1 110 piiii;J 'i.,ut.
b:r Loa.or on accoutit. uf 11ny suc:h :lu&jpao:ml: aholl bo rqc1..l.ill
'by Lcac~a tco Ute payar 1ot tba nD)II:. aasub.9 'rent day .a.nd
thall dl:-civ :l.ntMHt .at t-.C r.a.to of 10 perceiit. P,l!l' &btnllQ
frDlll tbc of ~t by LoUOI.': unUJ. rep,;1id h:, X-.i:;•o,
(llJ In 1:he ev.i:nt H)' U.Bn U filccS •vaf.m;.t. the
premtsc.c: or 11.ny ec:tian i• CORlllancod aftoc-ti.ni: tb.D iltla
t~ci:o, Lo&£ctt eh&ll ;lvo L.i.s11111r prccpt nPl:ice tli11roof.
ie. U~ldlng Ov~r.
Acy ,hold1nv ovvr by rr0sacco ti.f'te: th11i expin.tion ct tho
t,(affl; Qf t.'tu.11 J,casa 1bolll .ba c11ns~od. to bo .a t,v;uanc:y ln:a month
to J110nth nt tlia rvt3tal het;c!.tl i,poc:ifia6 A.nd. .sha.11 c-thDntbo.
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•ppllc:tb1e.
D l:J:fflESS tn:Dltm' tha t,,art1'C'S lw~•to h•'lo exoC\:ltad
thla iiu,tt"i.::llic.At t.n .i.upUcci~, the: 1ht:1111 uJ1Jt •.~ve ~t~·
MISSt0H SVP1'L's' CO.
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Mt", Daniel Hbcaon
RENTON l!ONDA AU\!OlfOIIIU:S
200 s. W. Grady Way
Ranton, wasningtQn 96055
Re: us~ statiOll /115
Rentcint WJ\.
De,ar Mr. Hixson:
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~th regard to the! ebove prope~ anc2. tlui:t: ce::toin SUbleP.uo •
1,greelbnt 4ated .:ruJ.y 2il, 197S bat.w1;1•n Mission S\Jl)ply company AS
toss or and USA Petrol cu.rm ~P?r11.U1:1n ~r: Le:le:(la with auch SUble:ase
bding assigned t1J E&K tirc:,iiortiac :1nd whored such subleaGe ~s:
again asn1gnud to LBnphen F;nbilrprises ot W:u1h1ugton., pleae,i l:le.
lld.vlsed th.at l:.b.1s Notice to QOJ.t sptacifically tarJAi.nataa any
oral/t.a'rittan agreunmt b11twm J;,e:Seer and Le11sae witb respect to
tha said prcaai$as. Sinea th• SW,la.at1a ·had 11.n ex.p£raticn data cc
oeccllber 31, l9il, ah~ aUJ;!l .sublease is now on a month•to•mcm.th
i,asis 'With the roquit"ement that aitbar par,:y 1118~ 9ivs thirty deya
notice tQ tenine.te such S12bleasci, plee.sa be ad\l'isad th&C USA.
petroleum iB gi vf.ng t6nphare EntuPriaaa thiity C JD) da.ya net.ice
!t.11 cf tl\1a date,. July l., 199%. USA ?ett'olClum 1baU v.acato tbe
pre111i,s11& on or betcre midn.1.g"bt, J'uly 30. 1'992.
Jf you have any gue11:t:.ions CCJ!\Cl&tning tha Bbove, pl.ease eohtaot
t11, undersigned..
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;uc1.c:a:: proccc:lir-9s ".fill t-e !ne~i.tut.ed f:::r yce;r ev(ctic:1.
DI\";:"!!) th!s .f'~ d;!t.y of ~ay, 1'992,
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EXBIBI"f 4
Q U~c!!,~f!f111ox~!!3~!!DR 6 12.j.31..,__ FAXl21'J""IMOOO
jlO
M 111'f
AUgust 6, 1991
Kr. Pr11nk .&onnal.l.
9&3l E.E. 7th street
Ballavue, WA '98004
Re: USA Station 1115
Renton, Wash •
t>aar Frank;
With regard to the above s@ject and our convusation
of last week, please ba advised t:llat:
l) In the event any gasoline contmai'nation .i.$
e111.it1:ed 1.nt:o tl'le unde~ as a t"etsUlt af the
op.eration cf tb.e .station by USA Petroleum, we will
indmmliry and hold you hn:rnless tram 1uch liability~
2} Per Section 16 cf the t.ease, if such
contami~tion is discovered to exi~t we ~111
bim1Hliately take at.aps tc clean the site up in
compli~ca with whatever qovern~antal agency is in
charge •
J) With regard. ta the site, USA b also in
compliance "1itll all state and federal regulations which.
include but are not limited to ca) ha.ving all tanks and
product lines t:eat:Gd for tightness at )..east. anoe a
tear, (b) havinq leaJc. detectors on All produ~ linea
and di.spenaan:, (cl havit19 :aonitorin9 wll.S Qfl. tho
preaises for the purpose of cbecJcinq for contmdhation f
and, (d.) havin; aver--spill covers for aach O:f tb.e
und~ound tank fill bOX.es in order to prevent
spillage •
I &111 not aware of nny proPlam a~ ~ha site now but if
one occurs, we will be sure to let you know ~nd, in
turn, take 6te-1>5 to rac:tify 1 t.
~ery tX'Uly yours,
-4°k--~~
William c. Stewart
l<CSljp
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l,ISA PE"i'HWrBUDI CUHPUHA'MIJR lfflOooM_IW,,_210,IQ ... ,. __ Cl_
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f / / / 7.3 NnPnhHellf.dlcatlpn. NotwitbslandingtbatapwposcofthisEasement ' f f ifto.illtQvide public access from S.W. Grady Way to lhe Payless Site, nothing In this Basement i •' .~ ~ to coootllute a public dedication of the Easement Area or to create an easemem ·,, • ./ !fri: tbe"'publlt and the F.ascmem shall only const!tllte a private Easement for the benefit of the
, ..:. I ~..,,.~ ~ / JRYip;SS '!?""·; -, • •• ..._..,.-: J l f ,,, ·--••
{ / :JN.ro"fu~ ~i>-;"'partic:$ herew hav~ e,i;ecuted thi, Agrermem on the dates
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· 1,,_ 1 t l l 1 l., 7'". · .,.......,,JC· · ..... .; :: i,,. 1 .. r..t J .. ~
! ""' / l f~.I ~ .\ • f !" f. ~i . LFAMILY L.L.C., a Washington limited
"'.....,J .f f /] ; A>.". ity comnomv ' f /''-i !-"} ..... -,
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"·, . ./ f f ! F.¢ik~'BQJ 'll, Jr., Genaral ~ger
C:\DOCS\03151\009\01021151.02
•.-;t/J.' f ',-.. ·:·'/' ~ .. ~::! '.:.J/;
··~ ;(:OJiiom.l'ffln' MID~ TO: ,,, ,. ~:-7 , { ,,. / ... k~~~o~w l ! GTON,
01/05196
JNC.,aw~~co 1 ~Honda ·.,.i.1/
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EXHIBIT"A"
Legal Descdptjon Qf 'PayIµs 511• •
Pago 1 of 5
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E,n!IBJT"A"
LegaJ Descriptior, Qf •;sen.on Honda Property'
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Page 3 of5
EXHIBIT "A"
Leaal PwriPtion Qf "Easement Area•
Page 4 of 5
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>sea" . of "F.asement n· DJustI&UAA Gran ic
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Exception bl " ...
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Cl,~ "-1'c,.,-~ . . j
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~.~.!.,"':1"'.,;.~~·:::1=-c~!'n!-'
-"I>aOll bJ,plly.....,_.,s!l,;l,iisa...r,.dh.-Baf.,..,.Cilfor""""" 5 ,.;u._,,.,ucblollino•~--,...w. ...i-.r--'na<tl lo
~er A~ ~in~kmof.ctty".ssppmialof,•ld:lotll=~ ·· s:; •"'-"'""""-.i ........ n ... 1,s....n,"'""'"""'""who£"'""........,. "
l. f$J1iofnt'rOMJ, B11mnll~ pia!s wd.con,,~,u Tnc;t'3 a11~w
~~ 11Cblallat .111d pcdmrlan ~ mid ..aifftks owr. lllldcrand amm.~ pottlo.os
aflhcS-UP,opal)'u.,.;6odS.""1dM1C_o!_utlio-.......,~. Th<
.ACCi1:R1 &mr:iemm-, 'kffiOC!ZJte4 by Wal~ SW:cs,.I:nc. tiimok~IJIWit...M'ad1 J
<boo,fa& (lrW-1, lllo .,....i J...,, o£Cbal"""" "'"" llono<n .... _°"'""""tho
Atic:as'Easmlmnlslaattd) lnardl{lou:co~ WaJ.Mait':1 ~ Aric\opmqt otles
~ provldetf lhu Slfi41'doc:&tea ~slJaJI~ 10 }D'Ol'ldUtl ICCeG'°1ndotof
notJ,..a,,.2!:{_t,,,1lu mdlh '""'1 T"43 to,.._A...,..Swth.
:z.. C'IDft»TZ1 BPD1:Mlb tba:1 nd. 'JlJis Easenatnl:A•H hi binmne upcmaod W!rl:I \g
,.,.,_.ofiheporlie,,lhdr~IIQQ.~llldwllbc111~t'\JNN:1g\\,ilh1hi:.
B""""1 P,op,rty.
3, APllllMblclAW 1111s AJiroemf:111 diallK constnled in~ w!'lh tlii:: b.wi
o!die Smb ofWu&ingtoti.
4. Compls,1Arw::ros:n1 Thls~#tsfrilh1t.0mpldetltid~
hc:twan 'JI,.,: partits. lll1d Jl:ll.f 12D! ~ l.tzllJalicd ~ ti, an Wlnlrtlmt. i11 Mltlnf l!x"11ted..by
.... pu11c1i..,,,o. .
P~thi• ~3~yo(ft:mlU'j.19$16.
BO),,')IJEL.L}'AMll'...YL.L.C..,• I
WHhin111m Jimh~ liat,ilfty compan)'
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COUNTY OF s:ING
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KJNG,WA Page3 ofl9 Prinred on 8/42009 7:33:05 AM
Document CCREAS 1996.050717.77
Branch :STK,l1;01· :8792 Order: 96488) Title Officer: 6 Commont: Station Id :MMTM
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Document CCR EAS 1996.0507127?
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Ttaa ~ tbalbe pemdual to ct111mm.a Sddlkie dis.I:. Olldc mo( af
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ftli II! eatmx aid pd:hl& lilt d:1111 tl(iJ.Mart l'tidlcll!a m Ta::t.
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shall be atlllll na ~timaf~
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Station Id :MMlM
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KING,WA Page 5 of 19 Printed on 8/4/2009 7:33:06AM
Document: CCR EAS 1996.05071277
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Branch :STK.User :&792
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Order: 964881 Title Of!icor: 6 Comment:
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lhomn:f. ,quur. tct. otadtdq: llrta)' aatamm ar
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K!NG,WA Page6 ofl9 Printed on &/412009 7:33:06 AM
Document CCR EAS !996.05071277
Branch :STK,User :&792
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KING,WA
Docume.at: CCR E.AS 1996.0507]277
Order. 964S8i Title Officer. 6 Comment
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Branch :STK,User :8792 Order. 964881 Title Officr.: 6 CommCJII: Station Id :MMTM
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Document: CCR EAS !996.05071277
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Document CCREAS 1996.05071277
Branch :STI(,Usei· :87lli
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KINO,WA Page 11 ofl9 Printed on 814/2009 7:33 :06 AM
Document CCR EAS 1996.05071277
Brand, :STI{,User :8792
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Page 12 of 19 Printed on 8/412009 7:33:07 AM
Document CCR E.AS 1996.05071277
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Page 13 of 19 Printed on 8/4/l009 7:33:07 AM
Document CCR BAS 1996.050712n
Branch :STK,U.er :8792
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KING.WA
Order: 964881 Title Officer: 6 Comment:
$1"A.1E OF'WASHIIIG11l!I )
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Document CCREAS 1996.05071277
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KING,WA
Order: 954881 Title Officer: 6 Comment:
Sl'AllSOFAIIJ[ANl!AS l
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Document: CCREAS 1996.05071277
Branch ~TK,User :87!12
KING,WA
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DocumcrC CCREAS 1996.05071277
Order: %4881 Title Officer: 6 Commcnc
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KING,WA Page 18 ofl9 Printed on 8/412009 7:33:08 AM
Document: CCR EAS 1996.05071277
Brancll :STK,User :8792
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Order: 964881 Title Officer. 6 Comment Station Id :MMTM
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Document CCREAS 1996.05071277
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2. ~Mt ta L"oYClll.ftU Ir I.Olltrictiou Otde:rNmab!r: 000,f,6)102
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-~ NUMBER(,) OF DO<llM!!NT ASSIGNED OR REL£A8al: ••osono,, Cl J\ddit:idnal refnrence. ia~rll on p.aga __ gf ~t.
OliAR'l'OR '" ~ : l Bbm.tl Fn:lly LLC ~ lll!El/lS, 00. a Wal-Hilrt Storce tnc::. • R!I'# fl&?-"' -'-
c:l Addit:l.011•1 n.uaea en page __ of doC11Mdt..
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ZIURJVD.TBD ,mt. ~R£B;i;c~
lol.un!I: flf0"11: • Paga:
Socdblt .2,9 Townlhp: 23N ~I: 5B Portion: it.n 11ov• 1: Lot 1
PlatNaJ111:
151 cc1111pl.et11 ltigal ducrip~cm ;la Oll pa~ L-of docUID4nt
A.BBUSOgts PJU>PBRff ~AX 1'.M.mu, AC'CODN'l' NDMBS'R(s) I
l.!l::ZlOS--,D-4B'"412
Mdltlmlnl 'l'.ax Ac"°Wltll am i:m Patt --tif dacn:itae:nt.
No1a:Tlll,""""'Gh08I ~ prepared lo-lO lbtrequhman,, of Cheplor ,.., Low,, of-.
N::R on tills ffi8G[ 8111m Um names, taga.J d~on 01 other lnf0nnlllltl11 In tho dacUd doeurrmt. The= aftils, DOWr sheot la to isdct theaucllor In lndsldng-the document In com WIUI iltltute.
The f\acl;nttlr MIi ralyon Iha infarmallon rrovkled Oil llil. loim. The-aiaf{wl! ~ !ho dlXUIIlQn1
tovertfylllaacc.imnyor complelanfiea Uuilodexfrrg lnformaUonpx,yldedh C11 ·'M-~71"1-
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M>DEN0UM TO J1ASllMBN'l' WlTll COVEIIANTS AND lll!STRlCTIONS
Ell1l!CTlllG LAND ("ECII.''
NOTIClllS llBIUlBY GIVEN by llollndl PNllllyU.C, bet<llfter refcrr,d 10 os
•DeYetoptr•, dtl1: the ccnain docmncat end inmmncat mtldtd 1 J3asements wilh Covenants
and ReattlcQou l!ffccllllg Land ("JICR"), iecooled •odor Kh,g Cololl)' Alldhot'• fll•
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no. 9605071m bQ bun -by ......... botwuen Boimcll FlmllyLLC H DC'loloper
,nd -Wal-M>rt Sfore, l11e, u W"1-Mott, ..rei..c. being made u, aid IOCOldOII doown<nt a,
If lncarpmaa,d Ml llorehl.
The ammlnmnts"' nid -Ill-->.ndllDr'c lilo !l151ml71277.,.
....,heel h=lo oiotl<td _,, ..,, .. -llo1111 OIIIC!o lfJmla as ifmcolJIOlalcd ill ftlll
berdll, said J!ulbk >, !mv!ng been duly ~ by 11onno11 Fmnlly 1LC ull Wal-Mut
llcal l:srale Bllloon T<11III, "'CD!fO' 111111ormd lo c..-tho nmo on h<llalf of Wal-Mart
Sto,es Inc.
Dml 11,b 2!!1JI Day ofMaidt, 1997,
BONNlllL F>.MILY LLC
STATE OFWASBINGTON )
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COUNTY OF KING )
I =1lfy Iba! I know or bavc ..,i.rllC!Oly ,..;dOIICC Iba! Frnnlt Jl. Bonndl, Jr, ~ the
pc,sD11 who oppoan,d belinl: °"' and ,aid pmon aclnowlc:<laod thllt lie s!pod Ibis
lnstrUmont, on ooth £blled mat he l'U authnriud It>.,...., Ille imlrumclll m MIUIJJ!og
Fan= m, l>ollalf of Bolmcll fbmily !LC, • Jlmieod U.bll!ty ._, lllllf m:tnow!ed!led
aid -.n, io h< llto r= and voJunlliJJ a<1 nld lma..t llllbUlty con'ljlOny nr, 1110 """
and purpo,esmmlfloood m ald i..uwneat,
Wuhlnglon. ~ ,. """""' Nol4r)' Pllbll, ~=• of
Cammlssio4 Expires: • o t "" ' ~
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McOO)YEN .,col'/12ANY
John c. MoCllllouih
FMllpsMcClllhlugh W&o,,mll & Fllt,o
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E.onl~ Wa,hiuglon !1!121~100
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W,1-M,,,tSh>ns/ll"""ell FR1D11y I.LC.
Reoton,Wa,hmgton
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EXHIBIT A ••
P« our disc.-,, ,cganlln< tbe ECR Agn:e,natt, Mr. aonntll would like'> ....tvc slgned
ic~ ti'om Wal-Mm regarding !he 1t<1•C51c<l dmifkalion, 10 thoECRAjp<tm<nt
Thc-.iis wilh Covonan1s and RemcdD111A1f<e1U1i Lmul ("ECR.i d.._.i dotcd,
F ..,.:"'*>' 21, t 996. covers uuemeru: agreements iorparidng and acct$$ beMm 1M v.,ria,U$ F :o:ls.
On Pagc6,SccliooSJ., o:ovcc,parfdniibetwccnOvljlll!Ceh ("OPj B {Hollda)andTtact I (Wal-
Mat1). Wol-ld1111"""°""""1hat""l'i•Y=liom Honda, oufilime ICnSJll,aaOP B will use the
fifty (SO) spms dcmgnatcd for cmplayc, paricii,s. whlch!s localed on T.act2, al the rear of the
Wal•Martbullmng. These spaces wac always dc,lg,,oled2S OP B cmp(O)lccparidl1J, ""'1 do oot
avetl111> !be pOiklog couot fut ""'' on lb<"""' pa«b. The lllty {50) ,pee, me ""'1<cd oa the
-ElddbitA IO the ECRAg=eot The leg,I description of thls .,..and a mare spcoifi•
dn,.wiag urthc puling area aR also attached.
Oo P...,7, Scc1lon6.o. 1D1d 6.b., "'""" ppddngandlt«$$b<M= all oflh<T...,DDd the
Outp.veels. Thesi: m:liom stat: that ffldC w-c aon-d<Chffl.vc uciprocol usemcms for po.ddng and
sc:ccss between n.ct 1 {Wal-Man) and lhcotbcrTratll aad nim-::xcludve rceipwcal t:Mc:mo:m; for
pccc.u uni)' &etwem TtDCl J nnd the Oulpmei:ls. Spcaifienlly, _th~ is oo reclprocaf easement far
parldng bdwccn Oo1par;cb C and D, and T1'1Ct I. 01"p,rccls C ,nd D "'"'" 11,c pmfdng ratio,; as
r<qulred by W.aH,!ao. which me twelve (ll) coo por !,ODO squ= r,« on 0.,p,u<CI D and lcn (10)
cars per 1,000 .sq1J1rc !=ton, Outp.ucel C. Wat-Mnrt WldQstUflds ~t non-<i~luclve rec.iproc.1l
parking Is allowed botW= Traci l Md Outp,<t<ls C :uu! D. Traol l, ineludill& Ou!j!-IS C Md
0, is a se:pac:,.tc ta~ paici:I from Tmtl I (Wut~Mtlli), Sec the EKhibit A rrom Ifie ECR Agreement,
which is llllacbccl
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1N Of THE. FORMS\ tlOtl1JWlH MQFICRAILRDAD RfGfQ'.Of.WA '1':
THENCE50unt7P'J12rW1:ST st..51 RET AI.CNC:WO NCIRTHWmmU.Y LIN! TO THI: wm""""'"' OF JIAIIIElJ\YfNUl! 50UIH;
nelCf CDffflNU~G SOU'ftf 7rV"U' WESTl9.661EET.
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Geotechnical Engineering Evaluatio'R .. ~" -
Proposed Walmart Store #2516-05 Expansion Project
743 Rainier Avenue South
Renton, Washington
November 30, 2009
Terracon Project No. 81095071A
Prepared for:
Pacland
Seattle, Washington
Prepared by:
Terracon Consultants, Inc.
Mountlake Terrace, Washington
November 30, 2009
Pacland
1505 Westlake Avenue N., Suite 305
Seattle, Washington 98109
Attn: Mr. Jeff Chambers, P.E.
Re: Initial Report of Geotechnical Engineering Evaluation
Proposed Walmart Store# 2516-05 Expansion Project
743 Rainier Avenue South
Renton, Washington
Terracon Project No. 81095071A
Dear Mr. Chambers:
lrerracon
Terracon Consultants, Inc. (Terracon) has completed a Geotechnical Engineering Evaluation for
the above referenced project. These services were performed in general accordance with our
proposal number P81090190 which was authorized by Pacland by written contract on
September 21, 2009. Evaluation of the site was completed in two phases with the results of the
preliminary phase presented in a report dated September 3, 2009. This initial geotechnical
engineering report presents the results of the subsurface explorations completed in both phases
and provides geotechnical recommendations concerning earthwork and the design and
construction of the proposed building and parking lot additions.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
Thomas A. Jones
Principal
(l~/A;:~
'Y._cf John E. Zipper, P.E.
Senior Principal
4y:'Ai •,..Ji Terracon Consultants, Inc. 21905 -64'" Avenue West, Suite 100 Mountlake Terrace, Washington 98043
P 14251 771 3304 F 14251 771 3549 terracon.com
Geotechnical • Environmental • Construction Materials a Facilities
lrerracon
TABLE OF CONTENTS
Page
1.0 INTRODUCTION ................ 1
····························· 1
···································· 1
2.0 PROJECT INFORMATION .............................. .
2.1 Project Description ................................... .
2.2 Site Location and Description .................. . . ............................ 2
2.3 Previous Geotechnical Investigations .. . .................................................................. 3
3.0 SUBSURFACE CONDITIONS ... . ................ 3
3.1
3.2
3.3
3.4
Site Geology ................................................................................ . . ................. 3
Natural Resource Conservation Service -Soil Maps.... . .................... 3
Typical Subsurface Profile...... . ................................................................................. 3
Groundwater ........................ . .................................................... : ........................... 4
3.5 Seismicity ....................................................................................................................... 5
3.5 Faulting........................................................ . ................................................... 5
3.7 Laboratory Testing.................................. . ..................................................... 5
3.8 pH and Resistivity Testing... . .................................................................................. 6
3.9 Climate Data........... . ......................................................................................... 7
4.0 DESIGN RECOMMENDATIONS...................... . . ................................................ 7
4.1 Geotechnical Considerations ........................................................................................... 7
4.1.1 Liquefaction Analysis....................................................... . ........................... 8
4.2 Earthwork........................................................ . ......................................................... 9
4.2.1 Existing Structure and Utility Removal ................................................................. 9
4.2.2 Site Drainage ...................................................................................................... 9
4.2.3 Dewatering ............................................................... . ....................... 10
4.2.4 Site Stripping................................. . ............................................................. 1 O
4.2.5 Subgrade Preparation ...................................................................................... 10
4.2.6 Structural Fill Materials, Placement and Compaction...... . ............................. 11
4.3 Underground Utilities............. . ............................................................. 13
4.4 Foundations ........................................................................................................ 16
4.4.1 Design Recommendations.................................. . .................................. 16
4.4 Floor Slabs................................................... . ...................................................... 18
4.4.1 Design Recommendations ................................................................................ 19
4.5 Cast-in-Place Backfilled Walls.............................................................. . ......... 20
4.6 Drainage.................................................................................... . ...................... 22
4.7 Pavements .................................................................................................................. 23
4.7.1 Asphalt Overlays ............................................................................................... 26
4.7.2 Construction Considerations.............................................. . ........... 27
5.0 GENERAL COMMENTS.............................. . ............................................................... 28
Appendix A -Figures
Figure A 1: Site and Exploration Plan
Figure A2: · Footing Drain Detail
Figure A3:
Figure A4:
Typical Asphalt Pavement Section
Typical Concrete Pavement Section
Appendix B -Field Explorations
Field Exploration Description
Coordinates and Elevations of Borings
Boring Logs
General Notes
Unified Soil Classification System
Appendix C -Laboratory Testing
Laboratory Test Description
Test Results
Appendix D -Required Attachments
Geotechnical Investigation Fact Sheet
Foundation Design Criteria
Foundation Subsurface Preparation Notes
AASHTO Pavement Design
Appendix E -Previous Geotechnical Investigation Report
lrerracon
Subsurface Exploration and Geotechnical Engineering Evaluation Report by AGRA Earth &
Environmental
Initial Report of Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion Project
743 Rainier Avenue South
1.0 INTRODUCTION
Renton, Washington
Terracon Project No. 81095071
November 30, 2009
This initial report presents the results of our geotechnical engineering services performed for the
geotechnical evaluation of the proposed expansion of Walmart Store #2516-05, located at 743
Rainier Avenue South in Renton, Washington. The report addresses the following site
development topics:
subsurface soil conditions
earthwork and grading
underground utilities
floor slabs
..
"
m
"
groundwater conditions
drainage
foundations
pavements
The scope of services for this project is referenced to the Geotechnical Investigation
Specifications and Report Requirements by Wal mart dated September 10, 2009. Our field
geotechnical engineering scope of services for this project has been completed in two phases
and included the following:
• A preliminary subsurface evaluation consisting of 12 borings advanced to depths of 16 to
54 feet below existing site grades.
• A final subsurface evaluation consisting of 40 borings advanced to depths of 11 Y, to 49
feet below existing site grades.
The Site and Exploration Plan (Exhibit A-1) is presented in Appendix A of this report while the logs
of the explorations are presented in Appendix B. The result.s of the laboratory testing performed on
representative soil samples obtained from the site during the field exploration are presented in
Appendix C. Descriptions of the field exploration and laboratory testing procedures are included in
their respective appendices.
2.0 PROJECT INFORMATION
2;1 Project Description
ITEM ! DESCRIPTION
Site layout I Refer to the Site and Exploration Plan
1
Geotechnical Engineering Evaluation lrerracon Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No, 81095071
ITEM
Structures
Pavements
DESCRIPTION
15,892 square foot expansion to existing 134,352 square foot
building. The existing building will be expanded to the north and
east.
New pavement north of building in existing soil and gravel covered
area and possible overlay of existing pavement or replacement. -------------+----~--~~ Not provided. We have assumed existing parking lot grades will
Grading
Detention/infiltration
remain essentially unchanged and that new cuts and fills will be
less than 2 feet.
Not applicable
Note: Some assumptions were made regarding the proposed site improvements while preparing this report and are
listed above. These assumptions were necessary in cases where specific project information was not provided to us.
These assumptions should be verified by the owner and/or designers and any deviations from these assumptions
should be brought to our attention.
We anticipate that site grading would be minimal in the building expansion areas, as well as in
the existing asphalt covered areas. Some minor filling or cutting may be necessary in the
existing undeveloped areas. For purposes of preparing this report, we have assumed that site
grading will be limited.
For purposes of preparing this report, the following structural loads are anticipated:
Interior column gravity load
Estimated maximum gravity load due to severe live loading
Exterior column gravity load
85 kips
150 kips
50 kips
30 kips
1.5-2.0 kips/lin ft
4 0-6.0 kips/lin ft
125 psf
Maximum Column uplift forces from wind
Masonry wall gravity loads, non load-bearing wall
Masonry wall gravity loads, load-bearing wall
Maximum uniform floor slab live load
Maximum floor slab concentrated load 5.0 kips
2.2 Site Location and Description
ITEM
Location
Section, Township, Range
Existing site features
(site interior)
Surrounding streets and/or
developments
DESCRIPTION
743 Rainier Avenue South, Renton, Washington
--------
Northwest Quarter of Section 16, T 23 N, R 5 E -------------~
Currently developed Walmart site with associated asphalt parking
areas and driveways, expansion areas include undeveloped soil-
covered area north of existing building and single-story wood-
framed building in future parking area.
North: Bank building and 7m Street SW beyond
South: Honda automobile dealership and parking lot
East: Commercial/Retail developments and Rainier Ave. S. and
Hardie Avenue SW beyond
West: Honda automobile dealership and commercial developments
2
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
lrerracon
------------------·· ----Asphalt and concrete pavements and small area of bare soil and Current ground cover
gravel surfacing
Existing topography Relatively flat
2.3 Previous Geotechnical Investigations
Terracon prepared a Preliminary Geotechnical Engineering Evaluation report dated September 3,
2009. A geotechnical engineering report was prepared for the original Walmart development by
AGRA Earth & Environmental in October 1995. A copy of the AGRA report is included with this
report and is presented in Appendix E. Additionally, we reviewed the Preload Plan dated 1/17/96
by Washington Land Design for the original site development by Wal mart.
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
According to the Geologic Map of the Renton Quadrangle, King County, Washington (1965) by
the U.S. Geological Survey, the surficial geologic conditions mapped at the site consist of
Recent Alluvial Deposits. The alluvium is described as sand and gravel deposited by the Cedar
River and associated thin beds of silt, clay and peat. Our borings encountered similar materials
to that described on the map.
3.2 Natural Resource Conservation Service -Soil Maps
According to the USDA Natural Resource Conservation Service, Soil Survey for King County
Area, Washington, the site is mapped as Urban land (Ur). Urban land is soil that has been
modified by disturbance of the natural layers with additions of fill material several feet thick to
accommodate development. Therefore, no soil characteristics were provided.
3.3 Typical Subsurface Profile
Soil descriptions presented in this report are based on the subsurface conditions encountered at
specific exploration locations across the site. Variations in subsurface conditions may exist
between the exploration locations and the nature and extent of variations between the
explorations may not become evident until construction. If variations then appear, it may be
necessary to reevaluate the recommendations presented in this report.
Specific conditions encountered at each boring location are presented on the individual logs.
Stratification boundaries on the logs represent the approximate location of changes in soil types; in
situ, the transition between materials may be gradual. Details for each of the borings can be found
on the logs included in Appendix B of this report. Variations at each specific boring location are
presented on the logs. However, the subsurface conditions on the project site can be generalized
as follows:
3
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion • Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
lrerracan
-----~-~-------~--------···----~---------
Material Encountered I Description
Stratum 1
Stratum 2
Approximate Depth to
Bottom of Stratum
6 to 7 inches Asphalt pavement and crushed I
aggregate base course
--------+----"
SY, to 16-19 feet lnterbedded clays, silts, sands and I
gravels
1
Consistency/Density
Dense
Soft/very loose to
stiff/dense
------f---------·----+-----~--------+!-~-------
Stratum 3 16-19 to >54 feet Sandy gravel and gravelly sand I
Med. dense to very
dense
Laboratory tests were conducted on selected soil samples and the test results are presented 1n
Appendix C
3.4 Groundwater
Groundwater was encountered in all but three of the borings at the time of drilling at depths of
about 9 to 14 feet below grade. Groundwater was not observed in borings B-16, B-19 and B-22
at the time of drilling. As part of a concurrent Phase II Environmental LSI, permanent
groundwater monitor wells were installed in borings B-37 through B-43 between October 7 and
9, 2009. On October 12, 2009, water level readings were taken by Terracon with the following
results:
Groundwater Levels
Boring Number Groundwater Depth at Groundwater Depth on
Time of Drilling (ft) October 12, 2009 (ft)
B-37 9.5 9.45
B-38 10 9.6
B-39 9 9.0
B-40 9 ' 9.25
B-41 12 12.6
B-42 11 12.1
B-43 9.5 9.05
A single well was also installed during the September 1995 evaluation by AGRA and a water
level of 9.2 feet was measured. Additional well information obtained from the Washington State
Department of Ecology for nearby projects at the USA Petro Mart and Renton Honda indicate
that groundwater levels of 8 to 10 feet below grade were measured in monitor wells at those
sites. Groundwater conditions can change with varying seasonal and weather conditions and
other factors.
3.5 Seismicity
Based on the liquefaction potential of the site soils, the I BC requires a determination of Site
Class F. However, ground motions may be estimated on the basis of Site Class D provided that
the fundamental period of the new structure will be 0.5 seconds or less.
4
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
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DESCRIPTION VALUE
2006 International Building Code Site Classification (IBC) 1
------+------
F'
Site Latitude N 47° 28' 25"
Site Longitude W 122° 13' 04"
S, Spectral Acceleration for a Short Period 1.42g
------------·-··---
s, Spectral Acceleration for a 1-Second Period 0.49g
F, Site Coefficient for a Short Period 1.00
---------+-----------------
F,Site Coefficient for a 1-Second Period 1.51
1 Note: In general accordance with the 2006 fniemationa/ Building Code, Table 1613.5.2, IBC Site Class is based
on the average characteristics of the upper 100 feet of the subsurface profile.
'Note: The 2006 International Building Code (IBC) requires a site soil profile determination extending to a depth of
100 feet for seismic site classification. The current scope does not include the required 100 foot soil profile
determination. Borings extended to a maximum depth of 54 feet, and this seismic site class definition considers that
dense to very dense soil continues below the maximum depth of the subslirface exploration.
3.6 Faulting
According to the United States Geological Survey, Quaternary Fault and Fold Database for the
United States, the nearest mapped faults to the project site are the following:
Seattle Fault Zone; The Seattle fault zone is 4 to 7 kilometers wide and is described as
extending from the Cascade Range on the east to Hood Canal to the west. The zone consists
of 3 or more south-dipping thrust faults. It has an average strike of N85°W, dip direction to the
south, and is in a slip-rate category between 0.2 to 1.0 mm/yr. It appears that the southern
extent of the fault zone is approximately 5.5 kilometers to the north of the project site.
The risk of fault rupture and other geologic hazards at the site is considered to be very low. In our
opinion, a supplemental site specific seismic investigation and evaluation is not considered to be
necessary.
3.7 Laboratory Testing
Samples retrieved during the field exploration were returned to the laboratory for observation by
the project geotechnical engineer and were visually or manually classified in general
accordance with the Unified Soil Classification System described in Appendix C. At that time,
the field descriptions were confirmed or modified as necessary and an applicable laboratory
testing program was formulated to determine engineering properties of the subsurface
materials. Boring logs were prepared and are presented in Appendix B.
Laboratory tests were conducted on selected soil samples and many of the results are
presented on the boring logs and in Appendix B. The test results were used for the geotechnical
5
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
lrerracon
engineering analyses, and the development of foundation and earthwork recommendations.
Laboratory tests were performed in general accordance with the applicable local standards or
other accepted standards. Selected soil samples were tested for one or more of the following
engineering properties:
, Moisture Content , California Bearing Ratio
, Grain Size Distribution , Natural density
, Proctor Moisture-Density Relationship , Atterberg Limits
Testing referenced in the project scope but not completed for this project included the following:
• Topsoil Testing -No topsoil was encountered.
• Unconfined compression -Suitable samples were not collected in our Shelby Tube
samples.
• Consolidation -Suitable samples were not collected in our Shelby Tube samples.
• Swell -Swell tests were not completed as no soil potentially expansive clay layers were
encountered.
• BTEX -No BTEX testing was completed as we are not aware of any gas station
proposed as part of the expansion project. However, other environmental sampling and
testing has been completed by Terracon for this project as part of a Phase II
Environmental Site Assessment, the results of which have been submitted under
separate cover.
3.8 pH and Resistivity Testing
Three representative soil samples were submitted to AMTEST Laboratories for pH and
resistivity testing Soil samples were also collected during the 1995 evaluation of the site and
were tested for pH, and resistivity. The results of the tests are presented below in the following
table:
Boring and Sample Depth (ft) pH Resistivity (ohm-cm)
Numbers
B-14, S-2 5-6% 7.0 12,000
B-17, S-1 2%-4 7.2 9,400
B-33, S-2 5-6% 6.5 8,900
B-7, S-1 (1995) 0 -1% 6.5 10,000
B-19, S-1 (1995) 5-6% 6.3 6,400
The electrical resistivity of each sample listed above was measured in the laboratory with
distilled water added to create a standardized condition of saturation. Resistivities are at about
their lowest value when the soil is saturated. Electrical Resistivities of soils are a measure of
their resistance to the flow of corrosion currents. Corrosion currents tend to be lower in high
6
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion a Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
1 rerracon
resistivity soils. The electrical resistivity of the soils varies primarily with its chemical and
moisture contents. Typically, the lower the resistivity of native soils, the more likely that galvanic
currents may develop and increase the possibility of corrosion. Based on laboratory test results,
resistivity values for the near surface native soils ranged from 6,400 to 12,000 ohm-cm. Soils
with resistivity values between 5,000 and 10,000 ohm-cm are generally associated with soils
classified as "moderately corrosive" towards buried metal objects while soils with a pH between
10,000 and 20,000 ohm-cm are generally associated with soils classified as "mildly corrosive".
The pH of the soils tested ranges from 6.3 to 7.0 and could to be insignificant in evaluating
corrosivity of buried metal pipes. It is our opinion that Type I cement is suitable for this project.
With respect to the need for protection of buried metal pipes, we recommend that the design
engineers consult with the manufacturers of specific products in order to determine the need for
protection.
3.9 Climate Data
According to the U.S. Department of Commerce, Climatic Atlas of the United States, the project
site lies within the Puget Sound Lowlands Region of Washington. Mean monthly rainfall varies
from a low of 0.96 inches in July to a high of 5.56 inches in December. Between November and
March, there are about 20 per month where 0.01 inches or more of rainfall occurs. Average
daily minimum temperatures are above freezing throughout the year. Mean annual total snowfall
is about 12 inches.
The mean total precipitation and snowfall (in inches), and the average minimum temperature (in
degrees F) for each month at the Seattle-Tacoma Airport weather station since 1948 are:
Month Precipitation Snowfall Avg. Min. Month Precipitation Snowfall Avg. Min.
(in.) (in.) Temp. (F') (in.) (in.) Temp. (F')
January 5.74 5.05 35.0 July 0.76 0.00 54.7
February 3.95 1.72 36.6 August 1.10 0.00 55.0
March 3.72 1.34 38.1 September 1.74 0.00 51.4
April 2.54 0.06 41.2 October 3.35 0.04 45.4
May 1.77 0.00 46.5 November 6.10 0.93 39.6
June 1.45 0.00 51.4 December 5.86 2.82 35.9
4.0 DESIGN RECOMMENDATIONS
4.1 Geotechnical Considerations
In our opinion, development of the site as proposed is feasible from the geotechnical
perspective, based upon subsurface conditions encountered in the borings for this evaluation.
Our design recommendations are based on our geotechnical engineering analyses, the
subsurface explorations and laboratory test results. Most of the proposed additions appear to
be underlain by variable thicknesses of very loose to medium dense sand with varying
proportions of silt and gravel that are susceptible to liquefaction during a design earthquake.
Our analysis indicates that settlements due to liquefaction could range from as much as 5
inches beneath the southern portion of the existing building and 1 'h inches beneath the
7
I
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion • Renton, Washington
November 30, 2009 a Terracon Project No. 81095071
lrerracan
proposed addition. For this reason, the existing building foundations are supported on
augercast piles.
Although isolated lenses of limited thickness of silt were encountered, our analysis indicates that
potential consolidation settlement will be less than the maximum allowable settlement for soils
supporting interior floor slabs of 0. 75 inch total or 0.96 inches in 40 feet as required in the
Geotechnical Investigation Specifications and Report Requirements. Further investigation of the
consolidation potential is not considered to be necessary based on the limited additional loading
planned above the compressible soils.
Geotechnical engineering recommendations for earthwork-related phases of the project are
presented below. The recommendations are based upon the results of limited field and
laboratory testing (which are presented in Appendices B and C), engineering analyses, and our
current understanding of the proposed project.
4.1.1 Liquefaction Analysis
Liquefaction is a phenomenon where cyclic stresses, which are produced by earthquake-
induced ground motions, create excess pore pressures in cohesionless soils. As a result, the
soils may acquire a high degree of mobility, which can lead to consolidation and settlement of
loose sediments, ground oscillation, flow failure, loss of bearing strength, ground fissuring, sand
boils, and other damaging deformations. This phenomenon occurs only below the water table,
but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil
as excess pore water escapes.
Our analysis was based on International Building Code 2006 guidelines for seismic analysis.
Based upon those guidelines we determined that a peak ground acceleration produced by an
earthquake of Richter magnitude 7.0 to 7.5 will be about 0.34g at the subject site.
Based on the depth to groundwater and the relative density of the soils encountered, we
performed a liquefaction analysis on representative soil profiles encountered in boring B-7. The
soils encountered in boring B-7 consisted of unsaturated, medium dense granular fill over
medium stiff silt and loose silty sand over saturated gravelly sand and sandy gravel with trace
silt. Dense gravelly sand and sandy gravel was generally encountered between 28 and 49 feet
below existing grades. Based on the results of our analysis, it appears that seismic related total
and differential settlement on the order of 1 inch within the zone of liquefaction while in boring B-
8, the settlement could be on the order of 5 inches. Our analysis indicates that the vertical
extent of the liquefiable soils extend to a depth of up to approximately 30 feet.
The report with maps titled Liquefaction Susceptibility for the Des Moines and Renton 7. 5-
minute Quadrangles, Washington, (Geologic Map GM-41), prepared by the Washington State
Department of Natural Resources, delineates the site as being underlain by Category I soil
deposits. A Category I soil deposit is defined having a high susceptibility to liquefaction. The
report presents a written communication after the 1965, Richter magnitude 6.5, Seattle-Tacoma
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Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
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earthquake. Reportedly, a house about 2,000 feet west of the project site experienced
settlement of about 2Y, inches.
It is our experience that many property owners elect to accept the potential risks associated with
settlements induced during an earthquake rather than incur the additional expense associated
with the available foundation and ground improvement options to mitigate these settlements.
We understand that the structure can be designed to withstand the estimated settlements from
a life-safety standpoint. However, cosmetic and/or architectural damage should be expected
with or without deep foundations. Because the existing structure is supported on augercast
piles, we recommend the additions also be supported on piles in order for the additions to
perform similarly to the existing structure during a seismic event.
4.2 Earthwork
4.2.1 Existing Structure and Utility Removal
All existing underground structures (e.g., wells, foundations, utilities, etc.) within the building
expansion footprint should be relocated or abandoned in order to completely remove them from
the building expansion area. Utilities should be abandoned in accordance with all local, state
and federal regulations. Localized excavations made for removal of structures, utilities, and the
removal of unsuitable trench backfill materials (if encountered) should be prepared in
accordance with the Subgrade Preparation section of this report and the resulting excavations
backfilled with structural fill material placed and compacted in accordance with the Fill
Placement and Compaction sections of this report. Utilities outside the building envelope could
be abandoned in place, provided they are fully grouted with controlled density fill (GDF) and the
trench backfill is density tested to verify that it meets the compaction levels specified in this
report.
4.2.2 Site Drainage
Stripping, excavation, grading, and subgrade preparation should be performed in a manner and
sequence that will provide drainage and control of stormwater runoff and erosion at all times in
accordance with the project plans and local requirements. If prolonged or substantial
precipitation is anticipated, the site should be graded to prevent water from ponding in
construction areas and/or flowing into excavations. Sand bags or asphalt berms/curbing should
be considered to divert surface runoff away from the building addition excavations.
Exposed grades should be crowned, sloped, and smooth-drum rolled at the end of each day to
facilitate drainage if inclement weather is forecasted. Accumulated water should be removed
from subgrades and work areas immediately and prior to performing further work in the area.
Loose, disturbed soils and soils subjected to repeated construction traffic that are exposed to
wet weather will degrade and possibly become unstable. Equipment access may be limited and
the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage
efforts are not accomplished in a timely manner.
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Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
4.2.3 Dewatering
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Dewatering is not anticipated to be necessary within the foundation depths based on the
conditions encountered at the time of drilling. However, some localized dewatering of perched
groundwater may be necessary in deeper excavations. We anticipate that this type of condition
could be managed with shallow pumped sumps installed where it is necessary.
4.2.4 Site Stripping
Organic-rich topsoil was not encountered in our explorations or observed at the site, except for
small landscape areas. In general, site stripping of organic-rich materials will be limited to these
existing landscape areas. This should produce a relatively small amount of topsoil and
vegetation. Organic topsoil material is not considered suitable for use as "structural fill".
Therefore, topsoil materials should be disposed of off-site or used for landscaping purposes.
Asphalt pavement and concrete flatwork will need to be stripped from the building expansion
areas. These materials should be removed from the site unless they are crushed/milled to a
one-inch minus product. In this case, the products could be mixed with the recommended
pavement subbase. The crushed concrete could be substituted for aggregate at a one to one
ratio, while the asphalt should not exceed 20 percent by volume in the subbase mix.
4.2.5 Subgrade Preparation
After stripping and removing asphalt pavement, base course, and concrete flatwork, the
exposed subgrade would likely consist of a variety of fill soils such as gravelly sand with silt, silty
sand with gravel, silt, sandy silt, or silty sand. Subgrade preparation and initial construction
activities should be planned to reduce disturbance to the exposed ground surface. Therefore,
some consideration regarding the methods of stripping and filling without disturbing the soils will
be necessary, particularly if the earthwork is completed during periods of extended wet weather.
Subgrade soils that become disturbed due to elevated moisture conditions should be
overexcavated and backfilled with compacted structural fill. Wet season earthwork may require
additional mitigative measures to protect the subgrade beyond those that would be expected
during the drier summer and fall months.
We recommend that the exposed subgrades within the expansion areas that are at grade or will
receive structural fill be density tested and then proofrolled with heavy rubber-tired construction
equipment, such as a fully-loaded tandem-axle dump truck, to detect soft and/or yielding soils.
The exposed subgrade soils should be firm, unyielding, and meet a minimum compaction of 95
percent of the maximum laboratory density, as determined by ASTM D-1557. In the event that
compaction fails to meet the specified criteria, the upper 12 inches of subgrade should be
scarified and moisture conditioned, as necessary to obtain at least 95 percent of the maximum
laboratory density. Those soils which are soft, yielding, or unable to be compacted to the
specified criteria should be overexcavated and replaced with structural fill material.
Alternatively, wet soils that cannot be dried to a suitable moisture content could be cement
treated. Overexcavations should be backfilled with structural fill material placed and compacted
in accordance with the Structural Fill section of this report. Subgrade preparation and selection,
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Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
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placement, and compaction of structural fill should be pertormed under engineering controlled
conditions in accordance with the project specifications.
In our opinion, earthwork should be completed during periods bf the year when the moisture
content can be controlled by aeration and drying. If earthwork or construction activities take
place during extended periods of wet weather, or if the in-situ moisture conditions are elevated
above the optimum moisture content, the soils could become unstable or not be compactable.
In the event the exposed subgrade becomes unstable, yielding, or unable to be compacted due
to high moisture conditions, we recommend that the materials be removed to a sufficient depth
in order to develop stable subgrade soils that can be compacted to the minimum recommended
levels. The severity of construction problems will be dependent, in part, on the precautions that
are taken by the contractor to protect the subgrade soils.
Subgrade Protection: If it becomes necessary to protect the subgrade from wet weather, we
recommend that dedicated haul roads or lay down areas be constructed with a minimum of 12
inches of 2-to 4-inch quarry spalls, free-draining crushed ballast, shoulder ballast, or crushed
recycled concrete of equivalent gradation. Ballast and shoulder ballast are defined by Section
9-03.9(1) and 9-03.9(2), respectively, of the Washington State Department of Transportation
(WSDOT) 2008 Standard Specifications for Road, Bridge and Municipal Construction
(Publication M 41-10). The level of floor lab subgrade protection will be a function of the type
and magnitude of traffic over the work areas and the effectiveness of draining precipitation or
other runoff from the excavations.
Frozen Subgrade Soils: If earthwork takes place during freezing conditions, all exposed
subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts
of structural fill or foundation components. Alternatively, the frozen material could be stripped
from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation .
components. The frozen soil should not be reused as structural fill until allowed to thaw and
adjusted to the proper moisture content, which may not be possible during winter months.
4.2.6 Structural Fill Materials, Placement and Compaction
Structural fill includes any fill material placed under footings, pavements, or other permanent
structures or facilities. Materials typically used for structural fill include pit-run sand and gravel,
various mixtures of sand, silt and gravel, and crushed recycled concrete. Recycled concrete is
suitable for structural fill. Structural fill materials should be free of deleterious, organic, or frozen
matter and should contain no chemicals that may result in the material being classified as
"contaminated". We recommend that all fill materials have less than 5 percent organics, and
then only if the organic materials are relatively fine and disseminated throughout the soil. Soils
with roots or other woody debris should have all pieces larger than Y, inch in diameter removed
before compaction.
Subgrade Verification and Compaction Testing: Regardless of material or location, all fill
material should be placed over properly compacted subgrades in accordance with the Subgrade
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Proposed Walmart Store #2516-05 Expansion o Renton, Washington
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Preparation ·section of this report. The condition of all subgrades should be verified by the
owner's on-site representative before fill placement or earthwork grading begins. Earthwork
monitoring and field density testing should be performed during grading to provide a basis for
opinions concerning the degree of soil compaction attained.
Structural fill should be placed over a properly prepared subgrade in which the material below
the upper foot is compacted to a minimum of 95 percent of the modified Proctor maximum dry
density. Structural fill should be placed in 8-inch maximum loose lifts. Placing the initial lifts of
fill over the clayey subgrade may require thin lifts that are statically rolled in order to reduce the
risk of disturbing the subgrade.
Reuse of On-Site Soils: It is our opinion that the native granular soils encountered on the site
are suitable for reuse as structural fill from a compositional standpoint provided it is placed and
compacted in accordance with the compaction recommendations presented in this report. We
recommend that all fine grained silts encountered at the site only be used for non-structural
applications. Depending on the time of year that earthwork is completed, some drying of on-
site soils may be necessary at the time of earthwork and the feasibility of grading with on-site
soils will depend on whether adequate drying time occurs. Typically, drying is difficult or
impossible during cold and wet winter and spring months. Recompaction problems should be
expected in periods of extended wet weather, or after thawing of frozen soils, due to the
moisture sensitivity of the soil. The ability to use the existing fill soils from site excavations as
structural fill will depend on their moisture content at the time of earthwork and the prevailing
weather conditions when site grading activities take place.
Imported Structural Fill Material: Imported structural fill should consist of granular soils that are
not susceptible to degradation and weakening if they become wet. Materials typically used for
structural fill include clean pit-run sand and gravel and crushed recycled concrete. Recycled
concrete is suitable for structural fill provided the material is thoroughly crushed to a well-
graded, 2-inch minus product. We do not recommend that silt or clay soils be used for structural
fill on this project.
During wet weather conditions or if the native soils are unsuitable for reuse, "select" granular fill
may be necessary. Select fill consists of free-draining naturally occurring sand and gravel,
crushed aggregate, or crushed recycled concrete. Select structural fill should meet the
requirements of the 2008 WSDOT Standard Specifications Section 9-03.14(1), for Gravel
Borrow.
Fill Placement: Fill material should be moisture conditioned and compacted in controlled
horizontal layers not exceeding 10 inches in loose thickness, and each layer should be
thoroughly compacted with suitable equipment for the soil conditions.
Compaction Criteria: Each layer of fill should be compacted to the minimum recommended level
based on the maximum laboratory dry density as determined by the ASTM D 1557 Modified
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Geotechnical Engineering Evaluation
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Proctor Compaction Test. Where the moisture content of the fill or density testing yields
compaction results less than the recommended levels, additional compactive effort and/or
moisture conditioning should be performed until the fill material is in accordance with the
compaction requirements. In the case of roadway and utility trench filling in municipal rights-of-
way, the backfill should be placed and compacted in accordance with current codes and
standards. Our recommendations for soil compaction as a function of location are summarized
in the table below.
RECOMMENDED SOIL COMPACTION LEVELS
Recommended Minimum
Location Percent Compaction*
Subgrade and Fill Below Structures, Pavements and 95
Outparcels
Subgrade and Fill in All Other Areas 95
* ASTM D 1557 Modified Proctor Maximum Dry Density
..
Soil Moisture Content: All fill material placed must be moisture conditioned, as necessary, to
within ±2 percent of the optimum moisture content for compaction. If excessive moisture in the
fill results in failing results or an unacceptable "pumping" or yielding condition, then the fill
should be allowed to dry until the moisture content is within the necessary range to meet the
required compaction requirements or reworked until acceptable conditions are obtained. Some
drying of on-site soils may be necessary at the time of earthwork and the feasibility of grading
with on-site soils will depend on whether adequate drying time occurs. Typically, drying is
difficult or impossible during cold and wet fall, winter and spring months. Recompaction
problems should be expected in wet weather, or after thawing of frozen soils, due to the
moisture sensitivity of the soil.
Laboratory Testing: Representative samples of materials to be utilized as compacted fill should
be analyzed in a laboratory to determine their physical properties and Proctor density. Imported
and native samples should be submitted for laboratory testing at least 5 days prior to using on
the site.
4.3 Underground Utilities
Underground utilities may extend into the soft, native silty soils. Structures such as manholes
and catch basins which extend into soft soils should be underlain by at least 12 inches of
compacted crushed aggregate. Railroad ballast or quarry spalls may be necessary to create a
firm subgrade in the trenches. Coarse crushed concrete would also be a suitable bridging
material. Where water is encountered in the excavations, it should be removed prior to fill
placement. It may be necessary to place a geotextile fabric (such as Mirafi 600X or equivalent)
over the trench subgrade soils if they are too soft, to provide a separation between the bedding
and subgrade soils.
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After firm subgrades have been achieved, the utilities should be bedded for protection.
Backfilling for the remainder of the trenches should be completed utilizing granular, non-plastic
soil that is free of organics and other deleterious materials.
Utility Trenching: We recommend that utility trenching, installation, and backfilling conform to all
applicable federal, state, and local regulations, such as OSHA and WISHA for open
excavations. Some excavation bank stability problems during utility construction should be
expected where excavations extend into zones of perched groundwater. Flatter temporary
slopes, temporary bracing or conventional trench box shoring will likely be necessary to support
the utility excavations.
Utility Excavations and Dewaterinq: Deeper excavations such as utilities may encounter
groundwater during wetter periods of the year. The appropriate type of dewatering system
should be determined by the contractor based on the conditions encountered. Some caving of
utility trench sidewalls should be anticipated excavation depth and where groundwater seepage
is encountered. We recommend that any excavations within groundwater seepage zones be
undertaken only when suitable dewatering equipment and temporary excavation shoring are
available.
Depending on the season of the work, groundwater seepage elevations may be higher than that
encountered in our borings. It is possible that pumped sumps or well points may be necessary
for excavations that penetrate into the groundwater table.
Pipe Bedding: We recommend that a minimum of 4 inches of bedding material be placed above
and below all utilities that are supported on gravelly and cobbly soils or in general accordance
with the utility manufacturer's recommendations and local ordinances. We recommend that
pipe bedding conform to Section 9-03.12(3), Gravel Backfill for Pipe Zone Bedding, as
presented in the 2008 WSDOT Standard Specifications for Road, Bridge, and Municipal
Construction. All trenches should be wide enough to allow for compaction around the haunches
of the pipe or materials such as pea gravel or CDF should be used below the spring line of the
pipes to eliminate the need for mechanical compaction in this portion of the trenches. If water is
encountered in the excavations, it should be removed prior to fill placement. Alternatively,
quarry spalls could be used for backfill below the water level.
Re-Use of On-Site Soil for Backfill Material: The granular native soils are considered suitable
for utility trench backfill, provided the moisture content of the soil is within ±2 percent of the
optimum moisture content and the utilities are adequately bedded for protection.
Trench Backfill Placement: Approved on-site or imported fill material should be evenly placed,
moisture conditioned, and compacted in controlled horizontal layers not exceeding eight inches
in loose thickness, and each layer should be thoroughly compacted with approved equipment.
However, initial lift thickness could be increased to levels recommended by the manufacturer to
protect utilities from damage by compacting equipment. The initial lift thickness should not
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Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion • Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
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exceed one foot over the utility. All fill material should be moisture conditioned, as necessary, to
within ±2 percent of the optimum moisture. All trench backfill above the initial lift should be
compacted to a minimum of 95 percent of the modified Proctor maximum dry density.
Temporary and Permanent Slopes
Safety: Construction site safety generally is the sole responsibility of the Contractor, who
selects and directs the means, methods, and sequencing of construction operations.
Temporary excavation slope stability is a function of many factors, including:
•
•
•
•
•
The presence and abundance of groundwater;
The type and density of the various soil strata;
The depth of cut;
Surcharge loadings adjacent to the excavation; and
The length of time the excavation remains open .
As the cut is deepened, or as the length of time an excavation is open, the likelihood of bank
failure increases; therefore, maintenance of safe slopes and worker safety should remain the
responsibility of the contractor, who is present at the site, able to observe changes in the soil
conditions, and monitor the performance of the excavation.
Temporary Cut Slope Inclinations: It is exceedingly difficult under the variable circumstances to
pre-establish a safe and "maintenance-free" temporary cut slope angle. Therefore, it should be
the responsibility of the contractor to maintain safe temporary slope configurations since the
contractor is continuously at the job site, able to observe the nature and condition of the cut
slopes, and able to monitor the subsurface materials and groundwater conditions encountered.
Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is
necessary. The cuts should be adequately sloped, shored, or supported to prevent injury to
personnel from local sloughing and spalling. The excavation should conform to applicable
Federal, State, and Local regulations.
Temporary slopes should be constructed in accordance with Chapter 296-155 of the
Washington Administrative Code 0fVAC). Temporary cuts will need to be constructed at flatter
angles based upon the soil moisture and groundwater conditions at the time of construction.
Adjustments to the slope angles should be determined by the contractor at that time.
For planning purposes, we recommend that temporary excavations be set back from property
lines, building foundations or other settlement sensitive structures a minimum distance equal to
two times the excavation depth.
Permanent c:;ut and _Fill Slope Inclinations: We do not anticipate that new permanent slopes will
be constructed as part of the expansion project. However, if it occurs, slopes on the order of
2H: 1V are recommended in those areas where groundwater seepage is not present.
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Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion n Renton, Washington
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4.4 Foundations
The Geotechnica/ Investigation Specifications and Report Requirements limits total and
differential settlements to the following:
Maximum allowable differential settlement for soils supporting masonry walls -0.53 inches
in 40 feet;
Maximum allowable differential settlement for soils supporting interior floor slabs and interior
isolated footings -0.96 inches in 40 feet;
Maximum allowable total settlement -3/4 inch.
Based on our field explorations and preliminary analyses, it is our opinion that the proposed
development is feasible from a geotechnical standpoint. Because the results of our liquefaction
analysis and the fact that the existing building is supported on augercast piles, we recommend
the building addition foundations be supported on augercast pile (ACP) or small-diameter driven
pipe pile foundations. Grade beams would likely be necessary to tie the perimeter piles, and
possibly the interior column pile caps together, although this would need to be determined by
the structural engineer. Design recommendations for pile foundations are presented in the
following paragraphs.
4.4.1 Design Recommendations
Augercast Piles: The design recommendations listed below for building foundations are based on
the limiting settlement to tolerable limits. If the estimated settlements are considered to be
tolerable, we can provide design recommendations for conventional shallow foundations.
DESCRIPTION
Foundation Type
------·------
Structure
Bearing Material
----· ----
Minimum Embedment Depth Below Finished
Grade
Pile Diameter
Allowable Compressive Capacity
----~-----------
Allowable Uplift Capacity
··--·-··
Allowable Fixed-Head Lateral Capacity
-Estimated Total Settlement
--
Estimated Differential Settlement
VALUE
Augercast piles and grade beams
Single-story building addition
Dense to very dense soils below 28 feet
25 feet on the north to 50 feet on the south
-·--
16 inches
35 tons
14 tons
6 tons -----~
Less than % inch ---
Y, inch in 40 feet under walls (Less than the
. maximum allowable Walmart criteria of 0. 53
inches over 40 feet in length for walls)
% inch between columns (Less than the
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Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 m Terracon Project No. 81095071
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DESCRIPTION VALUE
maximum allowable Walmart criteria of 0.96
inches over 40 feet in length for interior slabs and
between isolated interior footings) -----'"-'------
The allowable capacities may be increased by one-third to resist short-term transient forces. If
the piles are spaced closer than three pile diameters, the allowable capacities should be
reduced. The reduction factor will be based on the actual center to center pile spacing and the
configuration of the group.
An augercast pile is formed by drilling to an appropriate pre-determined depth with a
continuous-flight, hollow-stem auger. Cement grout is then pumped down the stem of the auger
under high pressure as the auger is withdrawn. The final result is a cast-in-place pile.
Reinforcing can be lowered into the unset concrete column to provide lateral and/or tension
capabilities.
Pressure grouting methods such as this typically result in a grout column diameter in excess of
the nominal diameter of the drilled hole. We anticipate grout volumes within the soil column
could average about 1.2 to 1.5 times the theoretical volume of drilled holes. The contractor
should be required to stagger the pile grouting and drilling operations, such that all completed
piles within 10 feet of the pile being drilled have set for at least 24 hours.
Augercast piles would gain their vertical compressive capacity from side friction between the
pile and the native soils and from end bearing. Vertical uplift pile capacity will develop as a
result of side friction between the pile and the adjacent soil, along with the weight of the pile.
Due to the depth of the potentially liquefiable soils, we recommend that augercast piles with 35-
ton allowable capacities extend to a depth of 40 feet below the ground surface.
The vertical pile capacity presented assumes that adjacent piles are located at least 3 pile
diameters apart. If piles are located closer together, a reduced pile capacity should be used to
account for pile group effects. We would be pleased to provide capacities for specific pile group
arrangements, if requested. The allowable lateral capacities are based on fixed head conditions
and limiting the lateral deflection to Y, inch. The recommended vertical compressive capacity is
based on limiting total and differential settlements to % inch and Y, inch (over 40 feet),
respectively.
Based on an assumed modulus of horizontal subgrade reaction of 3 pci in the loose and soft
near-surface soils, the stiffness factor (T) for a fixed-head, 16-inch diameter auger-cast pile was
calculated to be 80 inches. In order to limit the lateral deflection to 0.5 inch, we recommend
using an allowable lateral capacity of 9,900 pounds per pile.
For grade beams, we recommend using an allowable passive pressure of 275 pcf for that
portion of the beam that is more than 12 inches below finished grade. This value incorporates a
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Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion • Renton, Washington
November 30, 2009 • Terracon Project No, 81095071
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static safety factor of at least 1,5, The recommended passive pressure is based on the
assumption that at least one foot of structural fill will be placed on each side of the footing/grade
beam and will be compacted to a minimum of 95 percent of the modified Proctor maximum dry
density, Except for drain rock around drainpipes, we do not recommend allowing pea gravel or
washed rock adjacent to foundations,
Pipe Piles:
In lieu of augercast piles, the walls and columns could be supported on small-diameter steel
pipe piles, This size of pile is driven with an excavator-mounted hydraulic hammer, The
advantage of using this size of pile is primarily a lower mobilization cost and a lower price per
foot of about $20/foot versus about $48/foot for augercast piles,
Pile Type and Size: We recommend utilizing 6-inch inside diameter, Schedule 40, steel pipe for
the project. These piles are installed with small trackhoe-mounted drivers, The piles should be
driven to "refusal", which is defined as one inch or less of penetration into the ground over about
10 seconds of sustained driving. Determination of the depth to suitable bearing soils and the
resultant pile capacities and depths will require field engineering decisions.
Pile Axial Compressive Capacity: An allowable 15 ton axial compressive load for each 6-inch
inside-diameter, Schedule 40 steel pile driven to refusal as described herein may be utilized for
design. Although piles driven to the designated refusal criteria could provide greater axial
compressive capacity, it would be necessary to load test the piles if higher capacities are to be
assessed. It will not be necessary to load test the 6-inch piles provided that they are designed
for a maximum axial compressive load of 15 tons.
Pile Lengths: The piles should be driven such that they penetrate through the very loose to
medium dense soils and into the dense to very dense alluvial soils. The depth to the dense
soils ranges from approximately 17 feet in boring B-5, 45 feet in boring B-8, 28 feet in boring B-
7, and 17 feet in boring B-13. The piles should be expected to penetrate at least a few feet into
the dense soils. We recommend that the contractor drive several test piles at the start of pile
driving in order to further assess driving characteristics and depths. If necessary to
predetermine pile lengths, it would be prudent to drive test piles prior to finalizing cost estimates
or bids for the piles.
Lateral Capacity: In order to develop lateral resistance, the piles should be continuous or have
welded splices, and possess adequate strength to accommodate the bending moments. Based
on an assumed modulus of horizontal subgrade reaction of 3 pci in the loose and medium stiff
near-surface soils, the stiffness factor (T) for a fixed-head, 6-inch diameter pipe pile is
calculated to be 54 inches. In order to limit the lateral deflection to 0.5 inch, we recommend
using an allowable lateral capacity of 4,500 pounds per pile.
4.5 Floor Slabs
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Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
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The site is generally underlain by lacustrine and alluvial deposits consisting of soft to medium
stiff silts and loose to very dense gravelly sand, sandy gravel and sand soils, with varying
proportions of silt. A portion of the main expansion area was preloaded during the original site
development. However, based on the Preload Plan dated 1 /17 /96, only about 50 to 60 percent
of the main addition was preloaded. The northeast vestibule addition is also supported on
partially preloaded soil but the native soils appear to be suitable for slab support. The vestibule
addition appears to have been entirely preloaded and is suitable for slab support: Based on
borings B-5, B-7, B-8, B-13, and B-14, it appears the existing slab is underlain by 21h to 41/, feet
of granular structural fill. Dense native soils underlie the fill in boring B-5 while B-13 is
immediately underlain by medium dense soils. In the other building borings, the fill is underlain
by approximately 41h to 6 feet of loose silty sand to sand with trace silt. Based on the conditions
encountered, and the anticipated dead plus live loads of the floor of about 200 psf, our analyses
indicate that the floor settlements will not exceed the maximum allowable total settlement of %
inch or differential settlement for soils supporting interior floor slabs of 0. 96 inches in 40 feet.
4.5.1 Design Recommendations
Subgrade Preparation: Slab-on-grade floors should be prepared in accordance with the Site
Preparation and Structural Fifi and Compaction sections of this report.
Floor Slab Section: We recommend that the floor slab be underlain by a 6-inch thick layer of
granular material consisting of crushed aggregate top course conforming to the gradation
requirements of Section 9-03.9(3), Crushed Surfacing Top Course, with the modification that 5
to 7.5 percent of the material passes the U.S. No 200 sieve, as presented in the 2008 WSDOT
Standard Specifications.
Vapor Barrier: From a geotechnical standpoint, it is our opinion that a vapor barrier is not
necessary for the proposed addition. However, we anticipate that moisture will develop beneath
the slab as a result vapor migration through the soil. We recommend that the floor slab designer
determine if the moisture collection beneath the slab will adversely affect the performance of the
floor and the various floor coverings that may be placed on the floors. If a vapor barrier is used,
we recommend using a puncture-resistant proprietary product such as RUFCO 3000B, Vapor
Block VB 10, Stego Wrap, or an approved equivalent that is classified as a Class A vapor
retarder in accordance with ASTM E 1745. To avoid puncturing of the vapor barrier,
construction equipment should not be allowed to drive over any vapor retarder material. The
slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding
the use and placement of a vapor retarder.
Floor Joints: In areas of exposed concrete, control joints should be saw cut into the slab after
concrete placement in accordance with ACI Design Manual, Section 302.1 R-37 8.3.12 (tooled
control joints are not recommended). Additionally, dowels should be placed at the location of
proposed construction joints.
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Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
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Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement. Interior trench backfill
placed beneath slabs should be compacted in accordance with recommendations outlined in the
Earthwork section of this report. Other design and construction considerations, as outlined in
the AC! Design Manual, Section 302.1 R are recommended.
4.6 Cast-in-Place Backfilled Walls
The following parameters are recommended for the design of rigid, laterally loaded retaining
structures, such as loading dock walls. Based on the plans provided to us, it does not appear
that retaining walls other than the possible loading dock walls will be necessary. If new loading
dock walls are constructed, we recommend they be pile foundation supported. The lateral soil
pressure acting on backfilled walls will primarily depend on the degree of compaction and the
amount of lateral movement permitted at the top of the wall during backfilling operations.
Footings: Backfilled walls associated with the building should be supported on pile foundations
in order to limit static settlements to the specified limits in the Geotechnical Investigation
Specifications and Report Requirements.
Wall Drainage: To preclude the build-up of hydrostatic pressure, we recommend that a
minimum width of 2 feet of clean, granular, free-draining material should extend from the footing
drain at the base of the wall to the ground surface, to prevent the buildup of hydrostatic forces.
Wall drain aggregate should conform to the 2008 WSDOT Standard Specification 9-03.12(2),
Gravel Backfill for Walls. It should be realized that the primary purpose of the free draining
material is reduction in hydrostatic pressures. Some potential for moisture to contact the back
face in the wall may exist even with this treatment, which may require more extensive water
proofing be specified for walls which require interior moisture sensitive finishes.
Backfill Soil: Native or imported soils could be used for wall backfill behind the drainage course.
Soils with more than 10 percent fines should be separated from the drainage aggregate with a
non-woven filter fabric such as Mirafi 140N, or equivalent. If granular material with less than 10
percent fines is used for wall backfill, the filter fabric may be deleted.
Backfill Compaction: To prevent the build-up of lateral soil pressures in excess of the
recommended design pressures, over-compaction of the fill behind the wall should be avoided;
however, a lesser degree of compaction may permit excessive post-construction settlements.
In order to limit wall pressures resulting from over-compaction of wall backfill, we recommend
that backfill within 5 feet of a wall be compacted by small, hand-operated compaction equipment
to 90 to 92 percent of the modified Proctor maximum dry density. Remaining backfill should be
compacted in accordance with the compaction recommendations provided in the Structural Fifi
and Compaction section of this report.
Grading and Capping: To retard the infiltration of surface water into the wall backfill soils, the
backfill surface of exterior walls should be adequately sloped to drain away from the wall. We
20
Geotechnical Engineering Evaluation lrerracon Proposed Walmart Store #2516-05 Expansion n Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
also recommend that the backfill surface directly behind the wall be capped with asphalt,
concrete, or one foot of low-permeability soil. If low permeability soils are used as a cap, we
recommend that a separation fabric (similar to Mirafi 140N) be placed above the drainage
aggregate prior to placing the cap material.
Applied Loads: Overturning and sliding loads applied to retaining walls can be classified as
active, at-rest, surcharge, and hydrostatic pressures. Our recommended methods of calculating
design pressures are discussed in the following paragraphs.
•
•
•
•
Active and At-Rest Pressures: Yielding (cantilever) retaining walls should be designed to
withstand an appropriate active lateral earth pressure, whereas non-yielding (restrained)
walls should be designed to withstand an appropriate at-rest lateral earth pressure. The at-
rest case is applicable where retaining wall movement is confined to less than 0.005 H,
where H is the wall height. If greater movement is possible, the active case applies. A wall
movement of about 0.02 H will be required to develop the full passive pressure. These
pressures act over the entire back of the wall and vary with the backslope inclination. For
retaining walls up to 12 feet in height with a level backslope, we recommend using an active
and at-rest pressure (given as equivalent fluid unit weights) provided in the following table.
RECOMMENDED RETAINING PRESSURES
UP TO 12 FEET IN HEIGHT
Backslope Angle Active Pressure At-Rest Pressure
(pcf) (pcf)
Level 35 50
Surcharge Pressures: The above equivalent fluid pressures are based on the assumption of
a uniform horizontal backfill and no buildup of hydrostatic pressure behind the wall.
Surcharge pressures due to sloping ground, adjacent footings, vehicles, construction
equipment, etc. must be added to these values. For traffic loads, we recommend using an
equivalent two foot soil surcharge. For loading docks, point, continuous or evenly
distributed loads above the dock will result in horizontal pressure on the wall. The
appropriate loading conditions should be incorporated into the loading dock wall design, or
we can provide surcharge criteria for loading conditions behind the loading dock wall, if
requested.
Seismic Pressures: For level backfill conditions, we recommend that a uniformly distributed
pressure of 4.5H psf, where H is the height of the wall, be applied to the walls.
Hydrostatic Pressures: If groundwater is allowed to saturate the backfill soils, hydrostatic
pressures will act against a retaining wall; however, if the recommended drainage system is
included with each retaining wall, we do not expect that hydrostatic pressures will develop.
21
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion g Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
lrerracan
Resisting Forces: Active and at-rest pressures for conventional concrete cantilever retaining
wall foundations are resisted by a combination of passive lateral earth pressure, base friction,
subgrade bearing capacity, and weight of soil above buried portions of the foundations. Passive
pressure acts over that portion of the embedded of the walls more than 18 inches below the
finished surface grade. For retaining walls with a level foreslope and zero hydrostatic pressure
behind the wall, we recommend the resisting design values presented in the following table,
which incorporates a static safety factor of at least 1.5. A soil unit weight of 130 pcf is
recommended when calculating the total weight of soil above buried portions of foundations .
.. --.
RECOMMENDED RESISTING FORCES
Design Parameters Allowable Value
Bearing Capacity On pile foundations
275 pcf, neglecting the upper
Passive Pressure 12 inches of embedment plus lateral resistance of
pile foundations.
" -·-
Utility Penetrations through Backfilled Walls: Care should be taken where utilities penetrate
through backfilled walls. Minor settlement of the wall backfill soils can impart significant soil
loading on utilities, and some form of flexible connection may be appropriate at backfilled wall
penetrations.
4.7 Drainage
Footing Drains: A perimeter footing drain system is recommended around the proposed
addition. Drains are also recommended behind all retaining and loading dock walls. Footing
drains should consist of a minimum 4-inch diameter, Schedule 40, rigid, perforated PVC pipe
placed at the base of the heel of the footing with the perforations facing down. The pipe should
be underlain and surrounded by a minimum of 4 inches of clean free-draining granular material.
We recommend placing a non-woven geotextile, such as Mirafi 140N, or equivalent, between
the free draining backfill and the surrounding fill material. Footing drains should be directed
toward appropriate storm water drainage facilities. Water from downspouts and surface water
should be independently collected and routed to a suitable discharge location.
Perimeter Building Grades: Final exterior grades should promote free and positive drainage
from the building areas at all times. Water must not be allowed to pond or to collect adjacent to
foundations or within the immediate building area. We recommend that a gradient of at least 3
percent for a minimum distance of 10 feet from the building perimeter be provided, except in
paved locations. In paved areas, a minimum gradient of one percent should be provided.
Infiltration: We understand that no infiltration systems are planned for this project.
22
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion • Renton, Washington
November 30, 2009 m Terracon Project No. 81095071
4.8 Pavements
Asphalt Pavements
lrerracon
Pavement Life and Maintenance: It should be realized that asphaltic pavements are not
maintenance-free. The following pavement sections represent our minimum recommendations
for an average level of performance during a 20 year design life. Thicker asphalt, base, and
subbase courses would offer better long-term performance, but would cost more initially; thinner
courses would be more susceptible to "alligator" cracking and other failure modes. As such,
pavement design can be considered a compromise between a high initial cost and low
maintenance costs versus a low initial cost and higher maintenance costs.
Soil Design Values: A California Bearing Ratio (CBR) test was completed on a composite
sample of the native sandy silt soil collected from borings B-4, B-7, B-10, and B-11. The
material has a CBR value of about 17 percent when compacted to 95 percent of the modified
Proctor (ASTM D 1557) maximum dry density. At 95 percent compaction, the unit weight of the
soil is approximately 113 pcf. A sample collected in boring B-4 between 2% and 4 feet had a
dry unit weight of 81.2 pcf and a moisture content of about 26 percent. The optimum moisture
content of the Proctor sample was about 14 percent. At the in-situ moisture content level
measured, a CBR value of about 2 percent would be more suitable for pavement design
purposes. Given the wet nature of this soil sample, it appears that compaction of the soils will
be difficult to impossible, For all new asphalt pavement sections, we recommend placing a
layer of Tensar BX 1100 below the pit-run subbase. We recommend the subbase material have
a CBR value of 30 or more.
It should be noted that the recommended pavement sections presented in this report are
different than the originally-recommended pavement sections by AGRA, primarily due to the
higher traffic loading contained in the scope of services for this project.
Traffic Design Values: Traffic loading provided for heavy-duty pavements consists of 335,800
18-kip ESALs over 20 years and 109,500 18-kip ESALs for standard-duty pavements. Other
design parameters used in the design included initial serviceability = 4.2, terminal serviceability
= 2.0, reliability = 85%, and standard deviation = 0.45 for flexible pavements and 0.35 for rigid
pavements.
Subgrade Preparation: Prior to placement of the pavement section materials (subbase, base, or
asphalt), the subgrade should be prepared as recommended in Site Preparation section of this
report.
Subgrade Compaction: The subgrade should be compacted to a minimum of 95 percent of the
modified Proctor maximum dry density and be firm and unyielding when proof-rolled with a
loaded dump truck or other suitable heavy equipment.
General Fill: All fill should be compacted to a minimum of 95 percent of the materials modified
Proctor maximum dry density. Given the moisture condition of the subgrade soils, this may be
23
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
lferracon
difficult to achieve except during the drier summer months when the subgrade would likely be
more stable. If imported soils are used to grade areas that will support pavement, we
recommend that a sample be submitted to the owner's CTL for laboratory testing to determine
the Proctor and CSR values of the material.
Base and Asphalt Materials: The manufacturing and placement of pavements and crushed
base course should conform to specifications presented in Divisions 5 and 4, respectively, of the
2008 Washington State Department of Transportation, Standard Specifications for Roads,
Bridges, and Municipal Construction, as well as the project plans and specifications. Specific
recommendations for asphalt concrete, crushed base course, and asphalt treated base are
provided below. Based on contacting local aggregate and asphalt suppliers, these materials are
expected to be locally available and are considered suitable and economical materials for
construction of pavements.
• Asphalt Concrete: We recommend that the asphalt concrete conform to Section 9-02.1 ( 4)
for PG 64-22 Performance Grade Asphalt Cement as presented in the 2008 WSDOT
Standard Specifications. We recommend that the gradation of the aggregate conform to the
aggregate gradation control points for Y,-inch mixes as presented in Section 9-03.8(6), HMA
Proportions of Materials.
• Crushed Aggregate Base Course: We recommend that the crushed aggregate base
conform to Section 9-03.9(3), Crushed Surfacing Base Course, as presented in the 2008
WSDOT Standard Specifications.
• Pit-Run Subbase: Where subgrades are below design elevations, we recommend that the
subbase course consist of pit-run sand and gravel that has a minimum CSR value of 30
when compacted to 95 percent of the modified Proctor maximum dry density. We
recommend that the material conform to Section 9-03.14(1 ), Gravel Borrow, of the 2008
WSDOT Standard Specifications.
• Asphalt Treated Base: In lieu of crushed gravel base, asphalt-treated base (ATS) can be
substituted. The A TB would provide a more durable wearing surface if the pavement
subgrade areas will be exposed to construction traffic prior to final paving with hot-mix
asphalt. ATS should be prepared and placed in accordance with WSDOT Standard
Specification 4-06 for Asphalt Treated Base.
• Compaction -Asphalt, Base, and Subbase: All subbase and base materials should be
compacted to at least 95 percent of the maximum dry density determined in accordance with
ASTM: D-1557. We recommend that all subgrade and base courses be proofrolled with a
loaded dump truck prior to placing the following lift of material. We recommend that asphalt
be compacted to a minimum of 92 percent of the Rice (theoretical maximum) density or 96
percent of Marshall (Maximum laboratory) density. ATS should be compacted to a minimum
of 80 percent of the maximum theoretical density.
24
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion • Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
lrerracon
Asphalt Pavement Sections: The following table presents recommended pavement sections for
anticipated standard-and heavy-duty traffic levels.
---.
RECOMMENDED ASPHALT PAVEMENT SECTIONS
20-YEAR LIEFESPAN
-~-
Minimum Thickness (in.)
Pavement Section Standard-Duty Traffic Heavy-Duty Traffic
109,500 ESALs 335,800 ESALs
-
Asphalt Pavement 3 4
Crushed Aggregate Base (CAB) 5 5
Pit-Run Subbase 7 7
ATB Substitute for CAB 2.5 2.5
Concrete Pavements
Concrete Properties and Thickness: Cement concrete pavement should be produced and
placed in accordance with 5-05, Cement Concrete Pavement, as presented in the 2008 WSDOT
Standard Specifications for Road, Bridge and Municipal Construction. Concrete pavement
design recommendations are based on an assumed modulus of rupture of 600 psi and a
minimum 28-day compressive strength of 4,000 psi for the concrete. The concrete should have
a minimum air entrainment of 3 percent and a maximum of 7 percent. We recommend that the
aggregate grade conform to WSDOT Standard Specification 9-03.1 (5)B, Grading, for maximum
nominal aggregate size of 1 inch.
It is our opinion that concrete pavements should have relatively closely spaced control joints on
the order of 12 to 14 feet. Reinforcing is not required. Reinforcement consisting of 6x6-
W2.0xW2.0 welded wire could be used if additional interlock is desired across cracks that could
develop in the pavement. We recommend that, at a minimum, loading dock pavements be
reinforced with #3 bars on 15 inch centers, each direction. Given the relatively thin section of
standard-duty concrete pavements, we recommend that load transfer dowels be omitted. In
heavy-duty sections, we recommend using 1-inch diameter dowels placed 24 inches on center
on all joints. The dowels should be placed at mid-height in the slabs. We recommend that all
contraction joints be cut to a depth of T/4, where T = thickness of the concrete slab. In this
case, the contraction joints should be cut to depths of 1-3/8 inch and 1-5/8 inch in 5.5 and 6.5
inch thick slabs. All contraction joints should be sawed as soon as practical to control cracking.
The contraction joints should be sealed in accordance with WSDOT Standard Specification
Section 5-05.3(8)C, Sealing Sawed Contraction Joints. Joint filler properties should be in
accordance with WSDOT Standard Specification Section 9-04 .. 2, Joint Sealants. Concrete
pavements should be protected from construction traffic until a compressive strength of 3,000
25
Geotechnical Engineering Evaluation 1 r:
Proposed Walmart Store #2516-05 Expansion• Renton, Washington 1erracon
November 30, 2009 • Terracon Project No. 81095071
psi has been achieved. The following table presents recommended concrete pavement
sections for anticipated standard-and heavy-duty traffic levels. I. .. -RECOMMENDED CONCRETE PAVEMENT SECTIONS
Minimum Thickness (in.)
avement Course Standard-Duty Traffic Heavy-Duty Traffic
,~~~ ---
Concrete Pavement
Crushed Aggregate Top Course
Pit-Run Subbase
4.8.1 Asphalt Overlays
5.5 6.5
4
5
4
5
Based upon our visual reconnaissance of the existing pavement, it appears that the existing
asphalt is in fair condition. Areas of observed alligatored cracking should be completely
removed and replaced with the recommended sections for new pavement. Without proper
crack repairs, reflective cracking in the overlay should be anticipated.
The primary goal of patching linear cracks or removing severely alligatored areas is to reduce
the risk of reflection cracks and the associated degradation of the new overlay. The basic
mechanism of reflection cracking is strain concentration in the overlay due to movement in the
area of cracks in the original pavement. This movement may be bending or shear induced by
loads or contraction created by temperature changes. Pre-overlay repair may help delay the
occurrence of reflection cracks. Paving fabrics may also help to control reflection cracking.
Reflection cracks have a considerable influence on the life of an overlay. They require frequent
maintenance such as sealing and patching. Reflection cracks allow water to enter the pavement
structure that may result in a loss of bond between the layers of asphalt.
We recommend that the entire existing pavement surface be thoroughly cleaned and the cracks
pressure washed to remove debris. After drying, the cracks should be sealed with an emulsified
or cut-back asphalt. Immediately after, the cracks should be overlain with a paving fabric such
Tensar GlasPave 25 or approved equivalent. We recommend that the cracks be covered with
minimum 1-foot wide strips of the fabric or the minimum recommended by the manufacturer,
whichever is greatest. In general, the fabric should be installed in accordance with the
manufacturer guidelines. Additional surface preparations such as tack-coating the existing
asphalt should be completed in accordance with applicable subsections of Section 5-04.3 of the
2008 WSDOT Standard Specifications. Because the original pavements were designed for
significantly less traffic than the current requirements, we recommend the following minimum
asphalt overlay sections:
• Standard-duty over existing standard-duty: 2 inches
• Standard-duty over existing heavy-duty: 1 Y, inches
• Heavy-duty over existing heavy-duty: 3 inches
• Heavy-duty over existing standard-duty: 4 inches
26
Geotechnical Engineering Evaluation
Proposed Wal111art Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
lrerracon
If the recommended overlay thicknesses are too great to tie into existing grades, we
recommend removing the existing sections and replacing with new sections as recommended in
Section 4.7 above.
Alligator Cracks: Alligator cracks are usually associated with granular base that has failed or
soft, unstable subgrades. Severe alligator cracking requires removal of the distressed asphalt,
overexcavating and replacing the unstable soils, patching, and a structural overlay to prevent
this distress from reoccurring. In areas where the asphalt is removed, we recommend that the
owner's on-site geotechnical representative determine the need for repairing the base course
and subgrade. Moderately severe alligator cracking should also be replaced unless a paving
fabric is used to control reflective cracking. Areas of alligator cracking were observed during our
evaluation. Therefore, we recommend that shallow subsurface explorations be completed in
those areas after the asphalt is removed in order to determine the appropriate level of subgrade
repair.
Linear Cracks: Cracks in traffic lanes that are parallel to the flow of traffic are referred to as
longitudinal cracks. Those that are perpendicular to the flow of traffic are referred to as
transverse cracks. Linear cracks can be caused by shrinkage of the asphalt over time or at the
joints between successive paving runs where a poor bond was developed. Other linear cracks
are sometimes created by settling utility trench backfill, the location of construction joints, or
possibly soft subgrades. For severe linear cracks that are open more than 0.25 inch, we
recommend that they be filled with a sand-asphalt mixture or other suitable crack filler. A paving
fabric should be placed over all filled linear cracks and cracks less than 0.25 inch to control
reflective cracking.
4.8.2 Construction Considerations
Materials and construction methods for pavements should be in accordance with the
requirements and specifications of the Washington State Department of Transportation, or other
approved local governing specification.
Surface drainage should be provided away from the edge of paved areas to minimize lateral
moisture transmission into the subgrade.
Preventative maintenance should be planned and provided for through an on-going pavement
management program in order to enhance future pavement performance. Preventative
maintenance activities are intended to slow the rate of pavement deterioration, and to preserve
the pavement investment. Preventative maintenance consists of both localized maintenance
(e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative
maintenance is usually the first priority when implementing a planned pavement maintenance
program and provides the highest return on investment for pavements.
27
Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion • Renton, Washington
November 30, 2009 • Terracon Project No. 81095071
5.0 GENERAL COMMENTS
lrerracon
The preliminary conclusions and recommendations presented in this report are based on
review, our surface reconnaissance and the explorations accomplished for this study. The
number, location, and depth of the explorations for this study were completed within the site and
scope constraints of the project so as to yield the preliminary information necessary to formulate
our conclusions and recommendations.
The integrity and performance of the foundation systems at this site depend greatly on proper
design, site preparation and construction procedures. The wide spacing of explorations for the
current study introduces a higher risk of unanticipated variations between the exploration
locations. We recommend that the widely-spaced explorations completed for this preliminary
evaluation be supplemented by additional borings.
The analysis and recommendations presented in this report are based upon the data obtained
from the explorations performed at the indicated locations and from other information discussed
in this report. This report does not reflect variations that may occur between explorations,
across the site, or due to the modifying effects of construction or weather. The nature and
extent of such variations may not become evident until during or after construction. If variations
appear, a qualified geotechnical engineer should be immediately notified so that further
evaluation and supplemental recommendations can be provided as necessary.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of Pacland and Wal-Mart Stores, Inc. for
specific application to the project discussed and has been prepared in accordance with
generally accepted geotechnical engineering practices. No warranties, either express or
implied, are intended or made. Site safety and excavation support are the responsibility of
others. After the site layout has been determined, we recommend completing additional
subsurface explorations in order to satisfy the Walmart requirements. The conclusions and
recommendations contained in this report can then be modified and expanded as necessary for
design purposes.
28
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9-03.9 (3), CRUSHED SURFACING BASE COURSE.
3. ASPHALT TREATED BASE SHOULD BE WSDOT APPROVED MIX DESIGN
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4. SUBBASE TO CONFORM TO 2008 WSDOT SECTION 9-03.14 (1) GRAVEL
BORROW WITH MIN. CBR = 30.
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CRUSHED BASE
COURSE (4 INCHES)
PIT-RUN SUBBASE
(5 INCHES)
TENSAR BX 1100
BIAXIAL GEOGRID
OR APPROVED
EQUIVALENT.
WELDED WIRE
REINFORCEMENT
(mxM. S~} ~'i • ~ _ CONCS~
• , ., ·. · • (5.5 INCHES)
NOTES:
CRUSHED BASE
COURSE (4 INCHES)
L2./+zi/-/=..z-/¥/~/=/ PIT-RUN SUBBASE
, / / / < <_// (5 INCHES)
"\___ TEN SAR BX 1100
BIAXIAL GEOGRID
OR APPROVED
EQUIVALENT.
1. CONCRETE TO CONFORM WITH 2008 WSDOT SECTION 5-05,
CEMENT CONCRETE PAVEMENT.
2. WELDED WIRE REINFORCEMENT TO CONFORM WITH 2008
WSDOT SECTION 9-07.9, COLD DRAWN WIRE.
3. CRUSHED BASE COURSE TO CONFORM TO 2008 WSDOT
SPECIFICATION 9-03.9 (3), CRUSHED SURFACING BASE COURSE.
4. SUBBASE TO CONFORM TO 2008 WSDOT SPECIFICATION
9-03.14 (1) GRAVEL BORROW WITH MIN. CBR = 30.
81095071A 11erracon TYP. CONCRETE PAVEMENT SECTION
Proposed Wal-Mart Expansion AS SHOWN Consulting Engineers and Scienlists Renton, Washington Fig3_4.DWG
21905 64111 Av!lnoo W., S~ 100 t.lountlaka T ...,.aca, WA 90043 Prepared for: Pacland Nov., 2009 PH 1425) 771-3.?04 FAX. (42'5) 771-""49
FIG. No.
A4
APPENDIX B
FIELD EXPLORATION
Initial Geolechnical Engineering Report
Proposed Walmart Store #2516-05 Expansion a Renton, Washington
November 30, 2009 • Terracon Project No. 81095071A
Field Exploration Description
lrerracon
Between August 10 and 12, 2009, a total of 12 borings were drilled as part of a preliminary
subsurface evaluation to depths between approximately 16 and 54 feet below the ground
surface. Subsequently, a total of 40 additional borings were completed as part of our final
geotechnical evaluation. These were completed between October 2 and 9, 2009. The
approximate locations are shown on the attached Site and Exploration Plan, Figure A 1.
During both evaluations, the borings were completed using a truck-mounted drill rig operated by
Environmental Drilling, Inc. under subcontract to our firm. The explorations were located in the
field by using the proposed site plan and survey of the site and measuring from existing site
features with steel tapes and by pacing. The accuracy of exploration locations should only be
assumed to the degree implied by the method used. Subsequent to their completion, the
borings were surveyed by the project surveyor.
Continuous lithologic logs of each boring were recorded by the field geologist during the
exploration. Groundwater conditions were evaluated in each boring at the time of site
exploration. Groundwaterwas encountered in the explorations at the time of drilling.
--
Approximate Coordinates and Elevations of Explorations
--
Easting/Northing I Approximate Exploration Easting/Northing Approximate Exploration
Number Elevation (ft1 Number I Elevation (ft) --
8-1 E= 1297090.83 26.0 B-27 E= 1297520.34 24.9
N= 174894.08 N= 175217.34 --·
B-2 E= 1297071.20 27.4 8-28 E= 1297602.16 24.4
N= 175061.00 N= 175096.97 ---
8-3 E= 1297055.02 27.4 8-29 E= 1297516.37 25.5
N= 175319.74 N= 175313.18
B-4
I
E= 1297066.14 24.6 B-30 E= 1297516.78 24.7
N= 175775.80 N= 175411.06
8-5 E= 1297154.11 27.3 B-31 E= 1297518.08 25.2 I N= 175578.97 N= 175512.15
8-6 E= 1297286.34 26.9 B-32 E= 1297605.34 25.1
N= 175041.46 N= 175504.22
B-7 E= 1297413.67 26.0 B-33 E= 1297723.69 25.1
N= 175549.14 N= 175500.36
8-8 E= 556,563.64 26.9 B-34 E= 1297793.60 25.2
N= 193,464.01 N= 175463.85
8-9 E= 1297606.83 24.6 B-35 E= 1297725.84 24.7
N= 175399.84 N= 175604.13
B-10 E= 1297635.22 25.4 B-36 E= 1297495.00 25.4
N= 17 5826 .23 N= 175100.40
B-11 E= 1297700.11 24.7 B-37 E= 1297785.58 24.9
N= 175214.97 N= 175155.45
B-12 E= 1297913.24 24.5 B-38 E= 1297768.22 25.5
N= 175532.98 N= 175276.99
B-13 E= 1297412.76 26.4 B-39 E= 1297876.86 25.2
N= 175354.96 N= 175469.46
B-14 E=1297300.52 26.5 B-40 E= 1297605.43 24.7
N= 175547.88 N= 175219.11
B-15 E= 1297362.52 25.0 B-41 E= 1297051.12 27.4
N= 175619.04 N= 175174.29
B-16 E= 1297217.44 26.1 B-42 E= 1297048.47 27.0
N= 175623.79 N= 175479.07
B-17 E= 1297180.96 24.6 B-43 E= 1297540.99 25.4
N= 175687.38 N= 175836 09
B-18 E= 1297234.72 24.8 B-44 E= 1297893.91 24.4
N= 175688.54 N= 175357.08
B-19 E= 1297422.85 26.3 B-45 E= 1297792.94 24.9
N= 175242.31 N= 175380.34
B-20 E= 1297201.68 27.4 B-46 E= 1297712.76 24.6
N= 175059.25 N= 175413.80
B-21 E= 556,713.99 26.1 B-47 E= 1297 456.34 24.4
N= 193, 102.92 N= 175716.60
B-22 E= 1297099.80 25.5 B-48 E= 1297 462.56 25.5
N= 175682. 70 N= 175594.54
B-23 E= 1297554.22 24.5 B-49 E= 1297454.50 25.1
N= 175570.89 N= 175821.48
B-24 E= 1297651.36 25.2 B-50 E= 1297608.77 25.1
N= 175559.32 N= 175315.95
B-25 E= 1297664.37 25.3 B-51 E= 1297710.60 25.0
N= 175672.63 N= 175310.73
B-26 E= 1297559.63 24.9 B-52 E= 1297718.56 24.5
N= 175690.57 N= 175093.28
m
0
C
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0
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00
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'
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LOG OF BORING NO. B-1 Page 1 of 1
·----
CLIENT
PacLand -.
SITE PROJECT
Renton, Washington Renton Retail -~ ~r
I
SAMPLES TESTS i I I I
I '
' ...J 1;;
l? ! I I 0 .S ~ 0 0.
0 DESCRIPTION I "' >' "' w .
...J :;; ,; zI
,2 i
,; er ,.: '= -f-->-"' w -z "-l?
I I. (/) w > (/) erw z Zz
(l_ f--(/) Cl w 0 :a::s Wf--:::, Ow
~ "-0 :;; (l_ 0 f--0 f--z >-Oer
UJ (/) ::, >-UJ (l_...J !8 er 13 Z,-
C9 0 :::, z f--er (/) Cl 0 0. :::)(/)
ti.;:.'·-;.:: 2.5 inches Asphalt over 5 inches crushed -I
I
;qi gravel over GRAVELLY SAND, with silt, -
-
brown, dense, moist to wet -
:c:-·:·:-:· -SP S-1 ss 32
~.04 -SM
SILT, trace fine sand, gray, soft to -
medium stiff, moist 5 ML S-2 ss 4 36 -
-
·7 -
SILT, with fine sand, mottled gray and :·-.\ ::·. brown, very loose, wet -ML S-3 ss 3 34 200WASH
-
-
10 SM S-4 ss 1 -
-
'Sl. -
·. · · \ 13 -
-
::.. ·.
SAND, with silt, trace gravel, gray, loose -
... to medium dense, saturated -
.... -
15
-SP S-5 ss 10 ..
16.5 -SM
Boring completed at 16.5 feet on 8/12/09.
Groundwater observed at 12 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 8-12-09
WL 'Sl. 12 WO :f_ BORING COMPLETED 8-12-09
WL 'l ~ 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
Mountlake Terrace, WA 98043
WL T: (425) 771-3304 F: (425) 771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. 8-2 Page 1 of 1 ···--.
CLIENT
Pacland ---· --
SITE PROJECT
. Renton, Washington Renton Retail ----------------~-------------
SAMPLES I TESTS
:
'--'
...,
-~ "' 0 ~ 0 0.
0 DESCRIPTION co ,-: t' w . ..., 2 ,; zI ,; a'. ,.: t: -f-Se >-a'. w -z "-'--' I I (f) w > :a;~ a::w z Zz
tl. f-(f) co w 0 Wf-:, Ow
~ tl. 0 2 tl. 0 f-0 f-Z >-ua:: w (f) :, >-w n__, ~8 a::-Zr
'--' 0 :, z f-a'. U)"' 0 g_ ::, U)
Approximately 2.5 inches Asphalt over 4 -
inches crushed gravel over SIL TY -
-
GRAVELLY SAND, gray, dense, moist -
(POSSIBLE GLACIAL TILL FILL) -SM S-1 ss 42 10 SIEVE
-
-
5 SM S-2 ss 31 10 SIEVE -
-
-
· 8.2 -CL S-3 ss 6 36 ATTERBERG
SILT, trace clay, gray with Iron Oxide -ML LIMITS
mottling, medium stiff, wet -
Pl=13, LL=41 10 ML S-4 ss 3 11 -
-
SILT, trace fine sand and clay, -
13
yellow-gray, soft, wet -
-< . FINE SAND, with silt, gray, very loose, . ¥ -
saturated -
< --
.. 15 SP S-5 ss 2 .... -..
16.5 -SM
Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 14 feet while
drilling.
0
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 8-10-09
WL ¥ 14 WO ~ BORING COMPLETED 8-10-09
WL "l-.l7 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED TAJ JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
' LOG OF BORING NO. 8-3 Page 1 of 1
----·· --
CLIENT
Pacland -·---
SITE PROJECT
'.1.enton, __ Washington Renton Retail ' --------.
SAMPLES ! TESTS
' ! '
(')
__, _s; 'ti
0 ~ 0 "-
0 l!l >' "' w -__, DESCRIPTION 2 .; zI .; O'. ,..: !:: -f-~ >-O'. w -z "-(')
I :r: <J) w > C/) O'.W z Zz
Cl_ f-<J) (D w 0 :a::s Wf-:::, Ow
~ Cl_ 0 " Cl_ 0 f-0 f-Z >-0 O'. w C/) :0 >-w a__, ~8 oc-Zf-
(') 0 :0 z f-O'. C/) l!l 0 g_ :0 C/)
Approximately 3 inches Asphalt over 5 -
inches crushed gravel over SIL TY SAND, -
-
with gravel, gray, loose, moist to wet -
(POSSIBLE GLACIAL TILL FILL) -SM S-1 ss 9 13
-
-
SILT, brown, medium stiff to stiff, wet 5 ML S-2 ss 10 37 -
-
7 -
-
SILT, with fine sand, trace clay, brown,
-8.5 soft, wet -ML S-3 ssl 6 41 -
FINE SAND, with silt, brown, loose, wet
' 'ii'--i 10 ss1 --·: 11 -SP S-4 6 -SM « C SIL TY CLAY, blue-gray, medium stiff, wet ' -FINE SAND, with silt, gray, very loose, ~
wet grading to saturated -Ii ____ -
-I -
I<·•-15 --SP S-51 SS 3 ---
-_.----16.5 -SM
Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 10 feet while
drilling.
m
§
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerraccn BORING STARTED 8-10-09
WL 'ii'-10 WO _f_ BORING COMPLETED 8-10-09
WL 51--1". 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED TAJ JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-4 Page 1 of 1 .•. -
CLIENT
PacLand
SITE PROJECT
Renton, Washington Renton Retail -~ --.
SAMPLES TESTS
..., ·" i ':;;
CJ 0 a" I ~ D o.
0 DESCRIPTION ca >-w . ..., 2 " zI
" er: f-t: -f-S2 >-er: w -z u. CJ
I I. (/) w > Cl) cr:w z Zz
a. f-(/) ca w 0 :a;: 5 Wf-:::, Ow
~ a. (.) 2 a. (.) f-0 f-Z >-Ucr: w (/) :, >-w a...., ~8 er: -Z,-
CJ D :::, z f-er: UHil D g_ :::, {/) ·-Approximately 2.5 inches Asphalt over 4 -
inches crushed gravel over CLAYEY -
-
SILT, with sand, trace gravel, brown, soft, -
wet. Dry unit wt.=81.57 pcf. -ML S-1 ss 4 37 unit wt.
-
-
5.5 5 SM S-2 ss 14 39 -
....... , SIL TY FINE SAND, orange-brown, -
medium dense, moist -
••···•••r8.5 -SP S-3 ss 5 29
-SM FINE SAND, with silt, gray, loose, wet -
<":·· 10 SP S-4 ss 4 -.. > -SM .:·-,· ¥ -.. >. .. 13.5
-
-
-
<ri GRAVELLY SAND, trace silt, brown-gray, -
medium dense, saturated -
15 -SP S-5 ss 12
:r;>:. •. :· 16.5 -
Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 12 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be grad~al.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 8-10-09
WL ¥ 12 WO .J. BORING COMPLETED 8-10-09
WL "l. l' 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED TAJ JOB# 81095071 T (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-5 Page 1 of 2 ---~---------------·-·-------'-'==----=--=--1
CLIENT
1--------
SITE
PacLand
PROJECT
Renton, Washingto11 ___________ 1--~--.--
-·-<
~-.:.~::
/c;
I.'--/ 12
.=." I.;
,[:l°
lot/ ,ac
0 e:,,
tr/
~ Or ~ \..,: · of;:t· -, ): . -<
0-o· -D. g -q-~
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s ~-Qt
g b t,
~ ,QC
£ o.0o.·
. )" l,.) -~
§ o"-D.
~ /2!·'(.
Sl 0:[':)°". ..... ) . ·< § o·.D.
~ oc ~ o-Q,O: g (:.r/
DESCRIPTION
3.5 inches Asphalt over 4 inches crushed
gravel over SIL TY GRAVELLY SAND,
tan-gray, medium dense, moist
SANDY GRAVEL, trace silt, yellow-gray,
dense, moist
SANDY GRAVEL, trace silt, gray, dense,
moist
GRAVELLY SAND, trace silt, gray, dense,
damp
SANDY GRAVEL, with silt, brown,
medium dense, saturated
SANDY GRAVEL, trace silt, gray, very
dense, saturated
_,
0
[ll :;; "' >-Cl'.
:i: Cf) w
f-Cf) Ol
[L 0 :;;
UJ Cf) ::,
0 ::, z
-
-
-
-
-SM S-1
-
-
5 GP S-2 -
-
-
-GP S-3
-
-
10 SP S-4 -
-
-
-GP S-5
-GM
-
15--
-
-
-
-GP S-6 -
-
20--
-
-
-
-GP S-7
-
-
25-
-
-
-
-
-GP S-8
-
-
30--
-
-
-
-
----
Renton Retail ----~--------
SAMPLES TESTS ---
-~ 1;;
~ o~
,.: ;fe w -
Cl'. "' ... -zI t: -f-w -z "-l? > Cf) o:w z Zz
UJ 0 'fs UJ f-::, Ow
[L 0 f-0 f-Z >-Oo:
>-UJ [L _, is 0: 13 Ze-
f-Cl'. C/)[ll 0~ ::, Cf)
ss 26 7 SIEVE
ss 40 3
ss 35 3 SIEVE
ss 33
ss 26 9 SIEVE
ss 50/5"
ss 50/4"
ss 59
E._-L-_____ ....;c;,,;o;,,;n.;;t;,,;in.;;u;;;e;,,;d;.;.N;,;;e;;;xt;.;.P.;;aa1,,;;~'e------..1.--.... -1-..i.-.... _.__ .... _..,. _ _. __ ....1, ___ --I
w The stratification lines represent the approximate boundary lines ~ between soil and rock types: ~-situ, the transition may be gradual. ~ .... ..;...;....;...;..;._ __ ;,;,,,._...;._;._ ___ 'T"..,,,,,,..,,;,,,,...----------.,-----------------1
llerracon BORING STARTED 8-11-09 z
w
~
0
I w
~
0 m
o' a
WATER LEVEL OBSERVATIONS, ft
WL 'ii' 12 WD :J_
WL :c[_ l'
WL
BORING COMPLETED 8-11-09
21905 64th Avenue West, Ste. 100 RIG Truck I CO. EDI
Mountlake Terrace, WA 98043
LOGGED TAJ I JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
ro
00
" s
" z
~
0 ro
'
LOG OF BORING NO. B-5 Page 2 of 2
--
I
CLIENT
Pacland -----
SITE PROJECT
Renton, Washington I Renton Retail
--SAMPLES TESTS ·------~--
Cl
_, .~ 1n
0 ~ 0 "-
0 DESCRIPTION ro ,-: "' w -_, :a; "' zI
"' "' e.: t: -f-
" >-"' w -z lL(!)
I r (/) w > (/) O'.W z Zz
[)._ f-(/) a] w 0 'fs Wf-::, Ow
i?. [)._ 0 :a; [)._ 0 f-0 ~z >-One
w (/) ::, >-w [l_ _, s8 Cl'. TI Zf-
Cl 0 ::, z f-Cl'. Cl) ro 0 "-::, (/)
yC)'(; SANDY GRAVEL, trace silt, gray, very -S-9 ss 30 ,{y dense, saturated -)_ -< 0·.!)_ -oc 35-
C:/ -t.· ·( -
0 .!): -
0 c D O· o. GP i-1 C ss 65 i: -' -
o· .!)_ 39
-
0-17
Boring completed at 39 feet on 8/11/09.
Groundwater observed at 12 feet while -
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 8-11-09
WL Si' 12 WD !'. BORING COMPLETED 8-11-09
WL 'l. ~ 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
Mountlake Terrace, WA 98043
WL T: (425) 771-3304 F: (425) 771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. 8-6 Page 1 of 1
---
CLIENT
PacLand --------------
SITE PROJECT
Renton, Washington Renton Retail
----SAMPLES TESTS ----
'
I _,
I .S ! -(')
w
0 ~ 0 0.
0 DESCRIPTION ro ,: se. w -_, :, "' zI
"' er: I--' t:: -f--"' >-er: w -z u. l9
I :c (/) w > (/) cr:w z Zz
[L f--(/) [!] UJ 0 :a;,s: Wf--::, Ow
c? [L () :, [L () f--0 f--Z >-() er: w (/) ::, >-w [L _, ~8 o:c-Z,-
(0 0 ::, z f--er: (/) <l'.l 0 g_ ::,(/)
3 inches Asphalt over 4 inches crushed -
gravel over SANDY SILT to SIL TY SAND, -
-
-.: ·. brown and gray, very stiff, moist -
. ': ML S-1 ss 17 13
-
·: 4.5 -
SANDY SILT, brown and gray, medium 5 ~ ML stiff, moist S-2 ss 6
. ·. 7 -t ·-·.· SIL TY SAND, trace gravel, gray, dense,
moist to wet -SM S-3 ss 41
-
.: 9.5 -
:i·/'(· GRAVELLY SAND, with silt, gray, dense, 10 -SP S-4 ss 38 /G wet -SM ,_c.·:_::
:o:· .. --.ff 13 ~
--
(·_-:: GRAVELLY SAND, trace silt, gray, -
/C:'J medium dense, saturated -
-
D ·.·.-:: 15 SP S-5 ss 15 .o·· .. -
,: j\.· 16.5
-SM
Boring completed at 16.5 feet on 8/12/09.
Groundwater observed at 13 feet while
drilling.
:,
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerraccn BORING STARTED 8-12-09
WL :sz 13 WD :J: BORING COMPLETED 8-12-09
WL 'I-le 21905 64th Avenue West, Ste.100 RIG Truck CO. EDI
~-Mountlake Terrace, WA 98043
WL T: (425) 771-3304 F: (425) 771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-7 Page 1 of 2 ---·--
CLIENT
PacLand ~·--··--. -
SITE PROJECT
Renton, Washington Renton Retail
SAMPLES TESTS ------------
' I
c.,
_,
.~ 1n
0 ~ 0 a.
0 DESCRIPTION 0:, >' * w -_, 2 ,; zI ,; a: ,-: t: -f-~ >-a: w -z LL C.,
I I-(/) w > '\'.~
a:w z Zz
[\. f-(/) 0:, w 0 Wf-:::, Ow
~ [\. u 2 [\. u f-0 f-Z >-Ua: w (/) :::, >-w [\. _, ~8 a:-Zr c., 0 :::, z f-a: (/) 0:, 0 :l. :::)(/)
2 inches Asphalt over 3.5 inches crushed -
gravel over SIL TY GRAVELLY SAND, -
-
2.5 gray, medium dense, wet (PROBABLE -
\FILL) I -ML S-1 ss 4 34
CLAYEY SILT, trace fine sand and gravel; -
4.5 orange-brown and gray-brown, medium -
\stiff, wet . I 5 SM S-2 ss 5 18 -
SIL TY FINE SAND, orange-brown and -
gray-brown, loose grading to medium -
dense, moist
SM S-3 ss 14 8 ., .: 8.5 -
-
~--·· · .. GRAVELLY SAND, with silt, brown-gray,
·o dense, wet -
,•." . 10 SP S-4 ss 32 :-.··.·::-:: -
."(;)."· ... ·. -SM ·o 2
O& Grades to gray, medium dense, saturated -SP S-5 ss 20 -SM
:-.:.·.-..:-: -:o::.· -'ls 15--
-
: •. :. ·.-.-:: Grades to trace silt -SP S-6 ss 26 11 SIEVE
:~::-:.:· -
':£ -
-
-
_:J./:::. 20--
;0. -
-I '.>c, -
:-.· •. · ... -:: -SP S-7 ss 17 -~::·:-:·
.. a -,, 25-/6; -
-:-_:.":_.:: -
.c,:· .. -<a Grades to dense SP S-8 ss 35 :-.·. :.-.· -
/6 -
_.:;;/:::. -
30-
,(') -
-
-·o -
-
Continued Next Paae
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTEO 8-10-09
WL 2 12 WD ~ BORING COMPLETED 8-10-09
WL "I. l' 21905 64th Avenue West, Ste. 100 RIG Truck CO. . EDI
WL Mountlake Terrace, WA 98043
LOGGED TAJ JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
~
~ g
~ z
~
0 rn
'
LOG OF BORING NO. B-7 Page 2 of 2
-------
I CLIENT
Pacland ---I ------..
SITE I PROJECT
Renton, Wa,;hington I Renton Retail
SAMPLES TESTS
'
G
_,
-~ ;;
0 ~ 0 "-
0 DESCRIPTION al >-' ;;S w . _, :, "' zI
u "' >-CT'. ,.: t:: -f-CT'. w -z LL(!) r :r: (/) w > ,; ~ CT'.W z Zz
a.. f-(/) (!l w 0 Wf-::, Ow
~ a.. u :, a.. u f-0 f-Z >-Ucr: w (/) ::, >-w a.._, ~8 CT'.t; Zf-
"' D ::, z f-CT'. U) al D "-::, (/)
:i.":_:.:: GRAVELLY SAND, with silt, brown-gray, -SP S-9 ss 22
{6 dense, wet -
:..··.·:_:· Grades to medium dense
-:o::·:-:· 35-
;() -
-
-<u -
,Jt Grades to dense -SP ,-1 C ss 31
-
-
40--
:,_:.":_.:: -
:o:· .. -
•b -
~-. ·• .
~>ei Grades to orange-brown, with silt -SP ,-11 ss 38 -SM _}./::: -
b9 45--
-
"o -l):-.. :_-:-·o-·:-.· Grades to very dense, gray -SP ,-1 ss 50/6" ~9 49 -SM
Boring completed at 49 feet on 8/10/09.
Groundwater observed at 12 feet while
drilling.
I
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 8-10-09
WL ',Z 12 WO
_,. BORING COMPLETED 8-10-09
WL 'I-l7. 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
Mountlake Terrace, WA 98043
WL T: (425) 771-3304 F: (425) 771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-8 Page 1 of2
-~--
CLIENT
PacLand -·---
SITE PROJECT
Re_r1ton, Washington Renton Retail -SAMPLES TESTS
---·--
('J
_J C ';;;
0 ,f!_ ~ 0 Q_
0 DESCRIPTION a, >' llJ -
_J 2 "' zI
"' O'. f--' C: -f---
Se >-O'. w -z "-('J
I :r' CJ) llJ > CJ) o::w z Zz
n. f---CJ) a, w 0 <cs Wf---:, Ow
~ n. 0 2 n. 0 f---0 f---Z )--Oci: w CJ) :, )--w n. _J ~3 O'. 'o Zf---
('J 0 :, z f---O'. ''"" 0 "-:, (j)
I,, 2.5 inches Asphalt over 3 inches crushed --
gravel over SIL TY GRAVELLY SAND, -
-
brown, medium dense to dense, damp -
(PROBABLE FILL) SM S-1 ss 50
-
-
SIL TY FINE SAND, trace gravel, 5
orange-brown, loose, moist SM S-2 ss 7 24
-
-L
-SM S-3 ss 8 25
-
-·_-:
·. 10.5 10 GP S-4 ss 26 7 -
·.--: ~ SANDY GRAVEL, with silt, gray, medium -_Q_M ,ct 12 dense, wet ~ -
-
SAND, with silt and gravel, gray, loose, .. -_-. __ .· -SP S-5 ss 7 30 SIEVE
.. saturated -SM
ji .· .. -
15-
I .: 16 -
-
Ci' SANDY GRAVEL, trace silt, gray, dense, -
O·. Q saturated -
I}.· ·i o·-D. -GP S-6 ss 38 0( -
0{Y\ -~.'.D: 20-.ac -,_:c-,,· -
. ·< 22 -
SILT, with fine sand, gray, medium stiff, -ML S-7 ss 5 wet -
..
_-25 25-
~ ' GRAVEL, trace sand and silt, brown-gray, -
o{:)o< medium dense, saturated -
o D -
ac
' [')°, -GP S-8 ss 12 5 SIEVE
-
o D ac -
, G', 30-
-
o D -ac -
of'Y~ -
-
Continued Next Pa!le
The stratification lines represent the approximate boundaiy lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 8-11-09
WL Si' 12 WD .!: BORING COMPLETED 8-11-09
WL °'I-~ 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
' Mountlake Terrace, WA 98043
WL T: (425) 771-3304 F: (425) 771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. 8-8 Page 2 of 2 -~------·--·--·~-----------~-
CLIENT
Pacland . ----·-.. -
SITE PROJECT
Renton, Washington Renton Retail -.
!
SAMPLES TESTS
I
CJ
_,
-~
I
';;;
0 ~ 0 0. 0 DESCRIPTION "' >' "' w . _, 2 "' zI
"' Cl'. ,-: t: ->-S2 >-Cl'. w -z LL CJ
I I. VJ w > ,;~ O'.W z Zz
"->-VJ O'.l w 0 Wr ::, Ow
c2 "-0 2 "-0 >-0 >-z >-On: w VJ ::, >-w "-_, f8 o:-Zr
CJ 0 ::, z >-Cl'. VJ"' 0 g_ ::, VJ
-' GRAVEL, trace sand and silt, brown-gray, -GP S-9 ss 23 , Ct medium dense, saturated -
' < o D -0( 35-,[y -
' ' -o D -0( -
,[y -GP ,-1[ ss 27 I) < o D -ac
-,[y 40-I) <
o D -ac -
-,[y -
I) ' o D -GP ,-11 ss 29 ac -,[y
o D -
ac 45--
,[y -
) < -
o D -ac Grades to very dense --·
,[y -GP ,-1 ss 68
) < -
o D ac -
,[y 50--) < -o D ac -
-,[y
) < -GP ,-1 ss 54 o D
Or 54 -
Boring completed at 54 feet on 8/11 /09.
Groundwater observed at 12 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 8-11-09
WL 2 12 WD ~ BORING COMPLETED 8-11-09
WL ~ ~ 21905 64th Avenue West, Ste. 1 DO RIG Truck CO. EDI
' Mountlake Terrace, WA 98043
WL T: (425) 771-3304 F: (425) 771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. 8-9 Page 1 of 1 -
CLIENT
PacLand -------------------
SITE PROJECT
Renton, Washington Renton Retail -----~·
SAMPLES TESTS ~---·----·--
-' -~ 't;
(') 0 ~ 0 n.
0 DESCRIPTION a, >' ,r. w -
-' 2 ,; zI ,; (l'. >-' t: -f-Se >-(l'. w -z "-(')
I :r' "' w > "' tl'.w z Zz
0. f-"' a, 0 :a::s Wf-:::, Ow w ~ 0. () 2 0. () f-0 f-Z >-() (l'.
w "' :, r: w 0.-' ~8 tl'.-Zr
(') 0 :, z (l'. <f)[!] 0 1i =><fl
·_.....,· ~; 2.5 inches Asphalt over 4 inches crushed -
0:{Y·, gravel over SANDY GRAVEL to -
-o' .D GRAVELLY SAND, trace silt, tan-gray, -QC medium dense, damp (PROBABLE FILL) -
I ,C:,> -GP S-1 ss 30 3
.. ' -o·.(:,
.C\.·. . 4.5 -I :· · . .-1.-. SIL TY FINE SAND, orange-brown, loose, 5
·' damp -SM S-2 ss 9 4
-
. .".·
·7 -
/9 GRAVELLY SAND, trace silt,
orange-brown, medium dense, damp -GP S-3 ss 20 4
-
9.5 -~, SANDY GRAVEL, trace silt, gray, 10 of;/· GP S-4 ss 22 .. _, medium dense, wet to saturated ";I.
-
o" .D: -
oc -
ofj''· 13 -
·< -~-:·.~.-: GRAVELLY SAND, trace silt, gray, loose, -
?0 saturated -
-
15 SP S-5 ss 6 .. c .. :.·.:·. -
:.:re;. . 16.5 -.
Boring completed at 16.5 feet on 8111109.
Groundwater observed at 11 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerraccn BORING STARTED 8-11-09
WL ";I. 11 WD .!. BORING COMPLETED 8-11-09
WL "l. le 21905 64th Avenue West, Ste.100 RIG Truck CO. EDI
' Mountlake Terrace, WA 98043
WL T: (425) 771-3304 F: (425) 771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-10 Page 1 of 1
CLIENT
T------~----~-----
Pacland
SITE I PROJECT
Renton, Washington Renton Retail
' SAMPLES TESTS
'
(!)
_, -~ ';;; 0 ~ 0 "-0 DESCRIPTION OJ ,: 'if' w -_,
2 "' zI
~ "' O'. ,__-'::: ->-->-O'. w -z LL(!) I :r: Cf) w > ~~ O'.w z Zz
[L I >--<f) Cil w 0 Wf--:, Ow ~ I [L 0 2 [L 0 >--0 >--z >-00'. w <f) :, >-w [L _, ~8 0: -Z>--
(.? 0 :, z >--O'. CJ) Cil 0 g_ :, CJ)
1.5 inches Asphalt over 4.5 inches -
crushed gravel over SILT, with fine sand, -
-
orange-brown, soft, wet -
--ML-S-1 ss 4 39 -
4.5 -
FINE SANDY SILT, orange-brown, very 5
6 soft, wet -ML S-2 ss 13 39 -
o-0," SANDY GRAVEL to GRAVELLY SAND,
D . s with silt, orange-brown and gray, medium -
o· .t}_
dense, moist -GP S-3 ss 22 5 oc -GM ,0,0 9.5 -Ki-:·._-::: GRAVELLY SAND, trace silt, gray, 10 <t medium dense, wet ----i SP S-4 ss 26 12
11.5 V -0
' ~:-:·-.:.:: GRAVELLY SAND to SANDY GRAVEL, -
/ls trace silt, gray, loose, saturated -
-
lJ~t65
-
-
-
15 SP S-5 ss 10 -
-
Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 11.5 feet while
drilling.
.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 8-1 0-09
WL ¥ 11.5 WD .?: BORING COMPLETED 8-1 0-09
WL l". l' 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
' Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-11 Page 1 of 1 1-C-L-IE_N_T ___________________ I _____________ ----'--='-'--=--'--I
PacLand l------------'-===-----------+-----------~--~------------1
PROJECT
~
0
~
~
~
0
w
~
B
SITE
Renton, Washington
DESCRIPTION
2.5 inches Asphalt over 3 inches crushed
gravel over FINE TO MEDIUM SAND,
trace silt, gray, loose, damp
SAND, trace silt and gravel, brown-gray,
medium dense, moist
SANDY GRAVEL to GRAVELLY SAND,
with silt, gray-brown, medium dense, moist
SANDY GRAVEL to GRAVELLY SAND,
trace silt, gray, loose, wet to saturated
Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 12 feet while
drilling.
"' :r: >-0.. w
0
-
-
-
-
-
--
-
5
-
-
-
-
-
10 -
-
-
-
-
-
-
-
15 -
-
_,
0
"' 2 >-0: <J) w
<J) "' 0 2
<J) :::,
:::, z
SP S-1
SP S-2
GP S-3
GM
GP S-4
GP S-5
Renton Retail
SAMPLES TESTS
-~ ';;
~ 0 Q. ,_-;fl w -
"' zI 0: ,.: t: ->-w -z u. CJ > <J) O'.W z Zz
w 0 ~s Wr :::, Ow
0.. 0 r-0 r-Z >-Oo:
>-w 0.. _, ~8 0: 'tJ Zr
>-Cl'. <J)"' 0 Q. :::, <J)
ss 8 5
ss 13 5
ss 26 7
ss 10
ss 6
E1-------------------------'--------....__..__.___ .... _ _.. _____ _. ___ --1
u..1 The stratification !ines represent the approximate boundary lines 0 c::: between soil and rock types: in-situ, the transition may be gradual. ~1---------.... -------............ .,,,,-----------,..----------------f ~ WATER LEVEL OBSERVATIONS, ft l lerracon BORING STARTED 8-10-09
~ WL 5l. 12 WD !'.
wl---!=~-----+-~------1 ~ WL i'l-l'.
c' WL
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING COMPLETED 8-10-09
RIG Truck CO. EDI
LOGGED TAJ JOB# 81095071
LOG OF BORING NO. 8-12 Page 1 of 1
1--------------------------------------------------~
CLIENT
PacLand -t------------'-'===-------------+-------------------------1
PROJECT SITE
Renton, Washing~t~o'--n~-------+-------~-----R~e_n,to_n-'-'-R'--e'--ta'--i_l ________ 1
SAMPLES TESTS >--------------···· ·-~-~-----,--~----~-----
~
~
0
~
~
~
0
i
0
~
. :._ .
---·. ·._· .-:
--_--
--4.5
;-:>.-: ;c;
_:;.·.-:-:::
) ()
/C,9_5
·.---:"'(; ,_0,
. I..;,.)·<
o"-D:
0(
,[:)~ 13
_:_( Ii -
--16.5
DESCRIPTION
3 inches Asphalt over 4 inches crushed
gravel over SIL TY FINE SAND, trace
gravel, gray, loose, moist
GRAVELLY SAND, trace silt, gray,
medium dense, moist
Grades to with silt
SIL TY SANDY GRAVEL, gray, loose,
saturated
SIL TY FINE SAND, trace fine organics,
gray, very loose, saturated
Boring completed at 16.5 feet on 8/11 /09.
Groundwater observed at 10 feet while
drilling.
_,
0
OJ
"' 2 >-O'.
:i U) L1J
f-U) OJ L1J
Cl. u 2 Cl.
L1J U) :, >-0 :, z f-
-
-
-
-
-SM S-1' SS
-
5 SP S-2 ss -
-
-SP S-31 SS
-SM
-
10 -GM S-4 SS
-
-
-
-
-
-
15 -SM S-5 SS
-
c "' " ~ 0 n_
,.: L1J
"' zI O'. >-' t: -f-
L1J -z u_ C)
> ~~ O'.LlJ z Zz
0 L1J f-:, ollJ u f-0 f-Z >-Uoc
L1J Cl._, ~8 oc-Zf-
O'. C/JOJ 0 g_ :, Cl)
I
!
6 13 SIEVE
-
21 3
--
12
8
6
~ .... _ .... ____________________ _._ __ .__ ........ _ .... _ .... _...;.._...1,_"""' __ ...1, ___ --4
w The stratification lines represent the approximate boundary lines 0 c:: between soil and rock types: in-situ, the transition may be gradual. ~1-------.,,;,;.,.---------,..-,,,~,,,....------------------1
lrerracon BORING STARTED 8-11-09 ~ WATER LEVEL OBSERVATIONS, ft
gwL'Sl-10 wDl'
Wt--+=-------1---------1 ~ WL 'l Ji'. m 0-----+--------+--------' ~ WL
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING COMPLETED 8-11-09
RIG Truck CO. EDI
LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-13 Page 1 of 2 --
CLIENT
-Pacland -----------------------------+---------------
SITE
b·."· .. "'--;";;
~>& D•: .
:o:.-: .. 3
:·· .... ·.:·
.. ·.: 5_5
Renton, Washington
DESCRIPTION
3 inches Asphalt over 3 inches crushed
rock over GRAVELLY SAND, with silt,
brown, medium dense, moist (PROBABLE
FILL)
SANDY SILT, trace gravel, brown,
medium dense, wet
SANDY GRAVEL to GRAVELLY SAND,
trace to with silt, brown, medium dense,
moist
grades to loose
SANDY GRAVEL, trace silt, gray, loose,
saturated
SANDY GRAVEL, trace silt, brown,
dense, saturated
GRAVELLY SAND, trace silt, brown-gray,
very dense, saturated
SANDY GRAVEL, with silt, brown, dense,
saturated
0 :--<. '-:: SANDY GRAVEL, with silt, brown-gray, ! ~--D .. \ very dense, saturated
-
.
PROJECT
Renton Retail
SAMPLES I TESTS
I
---' .~ ;,
0 ~ 0 "-
al ,.: t' w -:a; "' zI
"' "' ,..: t: -f->-"' w -z LL (9
:r' <f) w > ~~ "' UJ
z Zz
ti: <f) "' 0 UJ f-:::, Ow w () :a a. () f-0 >-Z >-()"' w <f) :::, >-UJ a.---' <CQ "' -Zr
0 :::, z f-"' <f)(D so 0 g_ :::)<f)
-
-
-
-
-SP S-1 ss 18 24
-SM
-
5 SM S-2 ss -26 7
-+--+---+-+--+----+--f-·----l------_______j
-
-SP S-3 ss -
20
+--+---+-+--+----+----+---<---------;
-
10 SP S-4 ss -9
-
-
-GP S-5 ss 5 11 -
-
15-
-
-
-
-
-GP S-6 ss 43
-
-
20--
-
-
-
-SP S-7 ss 61
-
-
25-
-
-
-
-
-GP S-8 ss 50/5"
-GM
-
30--
-
-
-
-
SIEVE
SIEVE
~~-._ _____ ...;c;.;o;.;n.;;t;;;in.;;u;;;e;.;d;;.;.N;.;e;;;xt;;,,;.P.;a...;!l'e...; _____ ..1, __ ...__ ........ _...__.__..1, _ _. __ ._ _ _. ____ ~
w The stratification lines represent the approximate boundary lines 0 o:: between soil and rock types: in-situ, the transition may be gradual. sJ--------;.;..-------"T"-:::=""::::::,-----------,i----------------~ ~ WATER LEVEL OBSERVATIONS, ft l r.:erracon 10-2-09 BORING STARTED
g WL cii'-11.5 WD y II
gt-W-L-----+'L=_~--------+=l'.~--------<
m ::~ -------j-------~------------0
~ WL
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING COMPLETED 10-2-09
RIG Truck co_ EDI
LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-13 Page 2 of 2 --·-------
CLIENT
Pacland .
SITE PROJECT
Renton, Washington Renton Retail
I
I SAMPLES . TESTS I
.
1;;
I
0 -' .~ 0 ~ 0 Q.
0 DESCRIPTION "' ,.: ~ w .
-' 2 " zI
" ll:'. r' t: ->-S< >-ll:'. w -z z u. (!)
I :r: ,,., w > ,,., ll:'.W Zz
Cl. >-,,., "' w 0 "cs Wr :, Ow .: Cl. 0 2 Cl. 0 >-0 rz >-01>'.
ll:'. w ,,., :, >-w !l.-' 18 ll:'. 'o Zr
0 0 :, z >-ll:'. ,,., "' 0 Q. :, ,,.,
·.-.....:'(, -GP S-9 ss 81 ~fY 34 -GM
Boring completed at 34 feet on 10/2/09.
Groundwater observed at 11.5 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soi! and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 1 0-2-09
WL Si'. 11.5 WO .Y. BORING COMPLETED 10-2-09
WL "l. .le 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
' Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED TAJ JOB# 81095071
I
LOG OF BORING NO. B-14 Paae 1 of?.
CLIENT
PacLand ~ S-IT--E-----------'--------'-----='-=·----------____j-P_R_O_J_E_C_T __ -------------------
Rentc:>n, Washington Renton Retail ________ ,
I---~-------SAMPLES TESTS
.·
·_ .... -:-·.
.· .• .
I:·--_·-·: 3
I\.··· ... :: ..
.: 7
6<:.~-
/t:i
.. .-: 12
··_"'-!.·
§ ·?}~~-
~ _.:;.:::-:::
'° .-_o-·.
§ -~/:6_ 26
~ ":"<'( ~ ~-0~
cc_ o"-tY
~ oc
§ o.{)~
~ o·-~:
DESCRIPTION
3 inches Asphalt over 4 inches crushed
rock over SIL TY GRAVELLY SAND,
brown, medium dense, moist
SIL TY FINE SAND, with silt,
orange-brown and gray, medium dense
grading to loose, moist
SAND, trace silt and gravel,
yellow-brown, loose, moist
SANDY GRAVEL, with silt, gray-brown,
medium dense, wet
SANDY GRAVEL to GRAVELLY SAND,
trace silt, gray, loose, saturated
grades to dense
GRAVELLY SAND, trace silt, gray, very
dense, saturated
SANDY GRAVEL, trace silt, gray-brown,
very dense, saturated
~ ·8·s: 31 §~.~~H .. ~q_.=-~s~A~N~D~Y=G~RA=v7.E~L-.-w~it~h-s~il~t.~b-ro_w_n_, _____ ___, * ,.-0_0
, medium dense, saturated
_,
0 a,
"' 2 >-:r lf)
f--lf)
o._ 0 w lf)
0 :,
-
-
-
-
-SM
-
-
5 SP -
-SM
-
-SP -
-
10 SP -
-SM
-
-GP
-GM
-
15--
-
-
-
-GP -
-
20--
-
-
-
-SP -
25--
-
-
--
-GP
-
-
30--
-
-
-
-
~----•
a: w a, w 2 o._ :, >-z f--
-~ ;;;
~ 0 Q_
>' "' w-
.; zI 0: r' t: -f--w -z "-(9 > Cf) o:w z Zz
0 'cs Wf--:, Ow
0 f--0 f--z >-oo: w o._ _, ~8 0: 1:3 z f--
0: Cf) "' 0 Q_ ::, (fJ
S-1 ss 15 17 SIEVE
S-2 ss 7
S-3 ss 6
S-4 ss 26 7 SIEVE
S-5 ss 8
S-6 ss 31
S-7 ss 62
S-8 ss 50/5"
§ ~a.,._.._ _____ ....;c;.;o;.;n.t.in.u.e.d;;..N.;e.xt;..;.P.;aaig.;e ______ ...., __ ..,__i......:.-..... -i....-..:.-_. __ .._ _ _. ____ ~
w The stratification fines represent the approximate boundary lines 3 er:: between soil and rock types: in-situ, the transition may be gradual. , .... ______ .._;;,,. _______ "T"-ei!:==,-----------.,----------------t
~ WATER LEVEL OBSERVATIONS, ft l r:erracan BORING STARTED 10-2-09
g WL ciZ 12 WD ·~ II
~J--W-L--+7=_~------!.17=_~------1
m 0---+-------~-------<
c' WL
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING COMPLETED 10-2-09
RIG Truck CO. EDI
LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-14 Page 2 of 2 .
CLIENT
Pacland -----~------'
SITE PROJECT
Renton, Washington Renton Retail
SAMPLES TESTS .
_, .S -0 ~
0 ~ 0 "-
0 DESCRIPTION CD ,-: ;f'. L1J • _, 2 "' zI
"' Cl'. "" t: -f-,:, >-Cl'. L1J -z "-o I :r: (/) L1J > (/) O'.LlJ z Zz a. f-(/) CD L1J 0 ~s L1J f-:::, Ow
J a. 0 2 a. 0 f-0 f-Z >-00'.
ill (/) :::, >-w a._, ~8 (l'.-z,-
0 0 :, z f-Cl'. (J) CD 0 g_ :, (/)
. .....-.·..:,· SANDY GRAVEL, with silt, brown, -GP S-9 ss 24 ,-C:/ medium dense, saturated -GM .. ·(
o·.tY
Q(: -.
35-,_-C:,o -
ti' -
0 .. -,oc -
, Ll1 grades to dense -GP ,-1 ss 35
o' .1.;.: -GM oc
-,.e:,o·
D . < 40-
o· .b,. -
QC -
o_/]/ -
D . < -
o" -'D. grades to very dense GP ,-111ss 53 oc -
o C:,o -
t D( -
oc 45--
'· C:,q -
Do D( -
-oc
'Ll1 -GP S-1: ss 62
49 -
Boring completed at 49 feet on 10/2/09.
Groundwater observed at 12 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in~situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-2-09
WL ¥ 12 WO ~ BORING COMPLETED 10-2-09
WL ~ -l7 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED TAJ JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-15 Page 1 of 1 --·-------~------·
CLIENT
Pacland
--------
SITE PROJECT
Renton, Washington _____ Renton Retail ----~~-
I SAMPLES TESTS I c------,·~1 ------------
_., -(!) -~ 00
0 ~ 0 "-0 DESCRIPTION "' >' "" w " _., :;; ,; zI
S2 ,; >-O'. ,_: t: -f--O'. w -z "-(!)
I I (J) w > (J) O'.W z Zz
"-f--(J) "' w 0 ',5 Wf--:::J Ow ~ "-0 :;; "-0 f--0 f--Z >-OQ'. w U) :::J >-w "---' ~8 o:-Zr
CJ 0 ::, z f--O'. (J)aJ 0 g_ ::, (J)
·-
Surface gravel over SILT, with trace clay -
and sand, brown, soft to medium stiff, wet, -
-
low plasticity -
LL=48, Pl=16 -ML S-1 ss 4 36 90 200WASH
-ATIERBERG
-
5.5 5 SM S-2 ss 11 23 SIEVE -
SIL TY SAND, with trace gravel, brown, ~
: · .. 1· .. medium dense grading to loose, wet -
\l -SP S-3 ss 9 12 SIEVE
-SM
·. 10 <;J -
SAND, with gravel, trace silt, brown, -10 SP S-4 ss 9 <i -
. · 11.5 loose, wet to saturated -
Boring completed at 11.5 feet on 1012109.
Groundwater observed at 1 0 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-2-09
WL 'ii' 10 WD :?-BORING COMPLETED 1 0-2-09
WL :c,_ l'. 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-16 Page 1 of 1
CLIENT
PacLand ------~--·-"" -----------
SITE PROJECT
Renton, Washington Renton Retail
! I SAMPLES TESTS
' I -Cl -' .~ m
0 0 "' ~ 0 Q.
DESCRIPTION "' >' LU --' 2 "' zI
" "' 0:: ,..: t: -f->-0:: LU -z LL C)
I :i: U) LU > ~~ 0:: LU z Zz
CL f-U) "' LU 0 LU f-:::, Ow <( CL () 2 CL () f-0 f-Z >-() 0::
0:: w U) :::, >-w a.-' ~8 o::-Zf-Cl 0 :::, z f-0:: U)"' 0 g_ :::, U)
·.: -_. Surface gravel over SIL TY SAND, trace -.. ·
gravel, brown, medium dense, moist -
-
-
-.. : ..
-SM S-1 ss 14 13 SIEVE
-
· 4.5 -~::>.:: SAND, with gravel, trace silt, brown, 5
/CJ medium dense, moist -SP S-2 ss 18 4 SIEVE
-
D:C· ·.:.
:~::·:· -
f9 -SP S-3 ss 19
-
"D 9.5 -·.-:>.. SANDY GRAVEL, trace silt, brown, o{s:i· 10 GP S-4 ss 22 medium dense, wet -D .. , ·'.
11.5 -o·.D.
Boring completed at 11.5 feet on 1012109.
No groundwater observed while drilling.
.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracan BORING STARTED 10-2-09
WL 'Q .Y BORING COMPLETED 10-2-09
WL ':l-.le 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-17 Page 1 of 1
CLIENT
Pacland ·~----
SITE PROJECT
Renton, Washington Renton Retail -~.
L SAMPLES TESTS
_, ~
CJ -~ ~
0 ~ 0 a. 0 DESCRIPTION Cil >' se UJ . _, 2 "' zI
<,! "' Cr'. >-' t:: -r-:,. Cr'. UJ -z u. CJ
I :r: (/) UJ > (/) Cr'. UJ z Zz
D.. r-(/) Cil UJ 0 "rs UJ r-:::, OUJ ;:; CL () 2 D.. () r-0 >-z :,. () Cr'. UJ (/) :::, :,. UJ CL_, ~8 Cr'.-Zr-CJ 0 :::, z r-Cr'. C/) co 0 g_ :::, U)
Surface gravel over SILT, with sand, trace -
gravel, mottled gray and brown, medium -
-
stiff to stiff, moist -
-ML S-1 ss 8
-
·: 4.5 -
~/ :..: GRAVELLY SAND, trace silt, brown, 5 <ti medium dense, moist -SP S-2 ss 25
-
D::iC::: :r::,:_-... -
~ Qi grades to loose, wet -SP S-3 ss 7
..... _.f"\·· 9 CT -
:---:_·\: SANDY GRAVEL, trace silt, brown, --of')" medium dense, wet to saturated 10
I. t/ -GP S-4 ss 21 0 ..
0.F. 11.5 -
Boring completed at 11.5 feet on 10/2/09.
Groundwater observed at 9 feet while
drilling.
I
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-2-09
WL 'ii'. 9 WO !'. BORING COMPLETED 10-2-09
WL '-1. l'. 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
' Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED RMS JOB# 81095071
--------
LOG OF BORING NO. B-18 PagE!_!of 'I_
CLIENT
Pacland ---· ~-
SITE PROJECT
Renton, Washington Renton Retail
~
SAMPLES TESTS j
':,; Cl
_,
-~ 0 ~ 0 0. 0 DESCRIPTION al ,-: 'if' w -_, 2 "' zI
"' a: ,..: t::: ->--,1 >-a: w -z "-Cl I :r: Cf) w > ,;~ a:w z Zz
Cl. r-Cf) al w 0 Wr-:, Ow ~ Cl. u 2 Cl. u >--0 >--z >-Ua: w Cf) :, >-w Cl._, ~8 a:-Zr
'-' 0 :, z r-a: C/Jal 0 g_ :, (/)
Surface gravel over SANDY SILT, trace -
gravel, mottled gray and brown, stiff, moist -
-
-
-ML S-1 ss 13 17 SIEVE
-
. 4.5 -
SIL TY SAND, with gravel, brown, loose, 5
moist -SM S-2 ss 6 -
Driller reports cobbles at 6.5 feet. -I .. 8 ---1 -SP S-3 ss 24 ~-.':_~ .. : GRAVELLY SAND, trace silt, gray-brown, -
/6 medium dense, moist -~.··,/ 10 SP S-4 ss 26 :o::.-.·. ']_ -
:.:6' 11.5 -
,grades to saturated '
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 11 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 10-5-09
WL i'l-11 WO y_ BORING COMPLETED 10-5-09
WL 'l l:'. 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
·' Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-19 Page 1 of 1
~--·-------
CLIENT
Pacland
SITE PROJECT
Renton, Washington Renton Retail
SAMPLES TESTS --
-' .S ~
0 w
0 ~ 0 0. 0 DESCRIPTION "' >' a" w --' 2 ,; zI
S! ,; 0:: ,--t:: -f-->-0:: w -z "-o I :i U) w > a;~ o::w z Zz o_ f--U) "' w 0 Wf--:::, Ow <{ o_ 0 2 o_ 0 f--0 f--Z >-0 0::
0:: w U) :::, >-UJ o_-' ~8 a:-z f--0 0 :::, z f--0:: U)"' 0 g_ :::, U)
I <-3.5 inches Asphalt over 3 inches crushed -
rock over SAND, with gravel and silt, -
-
trace concrete debris, gray-brown, very -
dense, moist (FILL) -SP S-1 ss 5014"
-SM
4.5 -
SIL TY SAND, trace gravel, brown-gray, 5 SM S-2 ss 5 loose, moist -
.. -
. _.
·.1-: -
... -. _.· grades to very loose -SM S-3 ss 2
-
.. 9.5 -SAND, with silt and gravel, brown, ··1 ., 10 SP S-4 ss 13 J_· medium dense, moist to wet -
. 11.5 -SM
Boring completed at 11.5 feet on 1015/09.
No groundwater observed while drilling_
The stratffication lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-5-09
WL '2 .!-BORING COMPLETED 10-5-09
WL '1-~ 21905 64th Avenue West, Ste. 100 RIG Truck co_ EDI
' Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-20 Page 1 of 1 ·-· --------
CLIENT
Pacland
SITE I -~--------
PROJECT
Renton, Washington Renton Retail ·--
SAMPLES TESTS
I I '
CJ _J .~ 00 0 ~ 0 Q. 0 DESCRIPTION "' >' "' w -_J 2 "' zI "' 0:: c-: t:: ->-S< >-O:'. UJ -z "-l'l I a: "' w > "' 0:: UJ z Zz a. r "' "' UJ 0 :a:=s Wr ::, Ow
~-(L 0 2 (L 0 rO rZ >-Oo:: w "' ::, >-UJ (L _J ~8 o::-Zr ('.) 0 :::, z >-0:: "'{D 0 g_ :::, "'
SIL TY GRAVELLY SAND, gray-brown, -
medium dense, moist -
-
· .. -
.· -:.· . SM S-1 ss 23 i> -
-I
_": 5.5 5 ML S-2 ss 6 39 ATIERBERG -
SILT, with trace clay, sand and gravel, -LIMITS
gray, medium stiff, wet -LL=41, Pl=13
ML S-3 ss 7 35 -
-
-
10.5 " 10 ML S-4 ss 2 39 --
· 11.5 SANDY SILT, trace gravel, gray, very soft -
, to soft, wet to saturated I
Boring completed at 11.o teet on 1 u,o,u9.
Groundwater observed at 10.5 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-5-09
WL "l-10.5 WO 1-Y BORING COMPLETED 10-5-09
WL ~ !.lZ 21905 64th Avenue West, Ste. 100 RIG Truck co. EDI ,-
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-21 Page 1 of 1
CLIENT
PacLand .
SITE PROJECT
Renton, Washington Renton Retail ·--:-------·-·-· . ·--·---~
SAMPLES TESTS
___, -" ·" ID
0 ~ 0 0.
0 DESCRIPTION "' >--;fe w . ___, 2 "' zI
"' 0: ,.: t: -f-() >-0: w -z u. "' 5: :r' "' w > "' o:w z Zz n. f-"' "' w 0 'cs Wf-::, Ow
~ n. () 2 0.. 0 f-0 f-Z >-Oo: w "' ::, >-w "'----' 18 0: 1l Zc-
" 0 ::, z f-0: "'tll 0 0. ::, "'
7.5 inches Asphalt over 6 inches crushed -
rock over SANDY SILT, trace gravel, -
-
gray, very stiff, moist -
-ML S-1 ss 21 -
·: 4.5 -
SILT, with trace clay and sand, mottled 5
brown and gray, medium stiff, moist to wet -ML S-2 ss 7 37 ATTERBERG
-LIMITS LL=40, Pl=12
-
-ML S-3 SH
9 -
-
It SIL TY SAND, brown, loose to medium 10 SM S-4 ss 10 .... 11 7 -
dense, wet -
•••• ,c .
SAND, with silt and gravel, brown, wet to
saturated
tlormg completed at 11.0 reet on 1 u101u~.
Groundwater observed at 11 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soi! and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-5-09
WL I"¥ 11 WO .!. BORING COMPLETED 10-5-09
WL i-'l .le 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL I Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. 8-22 Page 1 of 1
CLIENT
Pacland ---~-···---· ----
SITE PROJECT
Renton, Washington Renton Retail --------------
SAMPLES TESTS
CJ
...,
-~ I 1n
0 ~ 0 C.
0 DESCRIPTION <D ,: #-I UJ -..., 2 ¢! zI
¢! a: ,_-C: -f-,, >-a: UJ -z "-CJ
I :r: "' UJ > ,;: ~ a: w z Zz a. f-"' <D w 0 Wf-::, Ow ~ a. u 2 a. u f-0 f-Z >-UQ:'.
UJ "' ::, >-w a...., ~8 a: -z,-
CJ 0 :, z f-a: "' <D 0 g_ :, "'
3 inches Asphalt over 3 inches crushed -
rock over SILT, with sand, trace organics, -
-
gray, stiff, moist -
-ML S-1 ss 11 23 200WASH
-
4.5 -
SANDY SILT, trace gravel, gray and 5
brown, stiff to very stiff, moist -ML S-2 ss 16 -
. ·. 7 -
1)·····
SAND, with silt, trace gravel, brown,
loose, moist -SP S-3 ss 7 ..... -SM
9.5 -
SIL TY SAND, with gravel, brown, medium 10
dense, moist -SM S-4 ss 13
11.5 -
Boring completed at 11.5 feet on 1015109.
No groundwater observed while drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-5-09
WL ';]. ~ BORING COMPLETED 10-5-09
WL 7 l' 21905 64th Avenue West, Ste. 100 RIG Truck j CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS I JOB# 81095071 T (425) 771-3304 F• (425) 771-3549
.
CLIENT
LOG OF BORING NO. 8-23 ---~------~------~-------~-T""
I
Page 1 of 1
Pacland
SITE PROJECT
Renton Retail
f---~=S~A'i-M~P=LE=-Sr----+-~--,T"E~S~T~S _______ _
' g
@ • ~
@
I
0
0
...J
" I a.. ;;;;
0
.:} Ii
. ·.· 5
DESCRIPTION
3 inches Asphalt over 3.5 inches crushed
rock over SIL TY SAND, with gravel,
brown, loose, moist (PROBABLE FILL)
\ Drilled through 6-8 inch empty concrete
\pipe at 4.5-5 feet.
h'f"_f'_t-'7-~=S::cA::cN;,:--:D, with silt and gravel, brown,
·_ -, \medium dense, moist
0 D~ SANDY GRAVEL, trace silt, gray and
Q-~ brown, dense, wet to saturated
O·(\Q -Ll.,
o" -D. :nc 11.5
grades to medium dense
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 9 feet while
drilling.
I
I
"' I >--a.. w
0
-
-
-
-
...J
0
"' :;;
>-O'.
VJ w
VJ "' 0 :;;
VJ :, :, z
w a.. >->---
-SM S-1 SS
-
-
5 -SP S-2 SS
-SM
-
-GP S-3 SS
-
-
10
-GP S-4 SS
-
,-:
O'. w
6
0 w
O'.
VJ 'i's >---0 a.. ...J
VJ"'
6
22
43
26
;f!. ~
f--' z
O'. w Wr-r-Z
~8
6
t: z :,
>-
0'. -0 g_
-~ 0 0. w .
zI ->---"-0 Zz Ow
0 O'. Z;--
:, VJ
E1----------------------------..__ ........ _ .... _.__ .... _ _. __ ._ _ _. ____ ., 3 The stratification lines represent the approximate boundary lines
o:: between soil and rock types: in-situ, the transition may be gradual. ~t--------.... --------r-===~----------,~---------------1 z WATER LEVEL OBSERVATIONS, ft llerracon w
~
0
~
" 0
X
Ll a
WL sz 9
WL 'l-
WL
WD .?. .
l' 21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING STARTED 10-5-09
BORING COMPLETED 10-5-09
RIG Truck CO. EDI
LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-24 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton, Washington Renton Retail
SAMPLES TESTS
' ~
8
ii
~
8
~
8 g
:.l·:.
........ < ..•.
..
. ·. 9.5
/0, . · . 11.5
DESCRIPTION
2.5 inches Asphalt over 3.5 inches
crushed rock over SIL TY SAND, with
gravel, brown, loose, moist
SAND, with silt and gravel, brown and
gray, loose, moist
GRAVELL y SAND, with silt, gray,
medium dense, wet to saturated
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 1 O feet while
drilling.
_,
0
Cil
2 "' >-
I <J)
f-<J)
[L 0 w <J)
0 :::,
-
-
-
-
-SM -
-
5 SM -
-
-
-SP -SM
-
10 SP -
-SM
-------
-~
~ w
~ 0 C.
,-: ,I'-w -
"' zI Cl'.'. ,: t: -f-Cl'.'. w -z LL l'.) w > ~~ Cl'.'.W z Zz
[D w 0 Wf-:::, Ow 2 [L 0 f-0 f-Z >-Oc,: :::, >-w [L _, ~8 a:~ Ze-z f-Cl'.'. <JJC!l 0 g_ :::, <J)
S-1 ss 7
S-2 ss 6
S-3 ss 6
S-4 ss 18
Gl--"----------------------"-_...,_._ ..... _..__.__ .... _ _. __ ._ _ _. ____ -1
!::; The stratification lines represent the approximate boundary lines
~ between soil and rock types: in-situ, the transition may be gradual. ~1-----------------........... ,,,,, .... ----------..-----------------1
[1-W-WL_AT~,:-~-~E_V_E_L O_:_SD_ER_;_A_TI_ON_S_, ft_-1 , lerr aeon
~1-W--L-+'L-_-------+-l'.--------1
~ ''l----+--------+--------1 ~ WL
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING STARTED 10-5-09
BORING COMPLETED 10-5-09
RIG Truck CO. EDI
LOGGED RMS JOB # 81095071
LOG OF BORING NO. 8-25
-·--Page 1_o_f~
CLIENT
PacLand --a--
SITE PROJECT
Renton, Washington Renton Retail
I SAMPLES TESTS
i
I '
"
_, .~ ;;
0 ~ 0 "-
0 DESCRIPTION en
I >' ,f!. w -_, 2 ¢' zI
¢' Cl'. ,_: t:: -f-,! >-Cl'. w -z LL C.,
I :r (/) w > (/) Cl'.W z Zz
·"-f-(/) "' w 0 ',5 Wf-:::J Ow
;;i "-u 2 "-u f-0 f-Z >-Uo: w (/) :::J >-w "-_, ~8 a:-Zf-
" 0 :::J z f-Cl'. (/)"' 0 g_ :::J (/)
2_5 inches Asphalt over 3.5 inches -
crushed rock over SILT, with trace sand, -
-
mottled brown and gray, medium stiff, -
moist -ML S-1 ss 5 32 200WASH
-
4.5 -
SANDY SILT, mottled brown and gray, 5
very soft to soft, wet -ML S-2 ss 2
-
. 7 -~ > GRAVELLY SAND, trace silt, gray-brown,
~G dense, wet -SP S-3 ss 43 4 -
D:.:-0\ : 9.5 -
·.'°".·~ SANDY GRAVEL, trace silt, gray, sz 10-,{:t medium dense, wet to saturated -GP S-4 ss 18 D . ·. -o"·D. 11.5
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 10 feet while
drilling.
I
I
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-5-09
WL 1sz 10 WD .l'. BORING COMPLETED 10-5-09
WL !'!-],;'. 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI '
WL I Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-26 Page 1 of 1 ---------------------···-·------
CLIENT
PacLand -·----
SITE PROJECT
Renton, Washington Renton Reta ii ~------
SAMPLES I TESTS
(9
_,
.~
I ---~---
0 ~ 0 0. 0 DESCRIPTION "' ,.: ~ w -_, :; "' zI
"' O'. r' r--r-g >-O'. w -z z u. (9
I I en w > en O'.W Zz
[l_ r-en "' w 0 'f5 We-::, Ow .,: [l_ u :; [l_ u r-0 r-Z >-Do: a: w en ::, >-w [l_ _, ~8 O'. -Zr
(9 0 ::, z r-a: en"' 0 g_ ::, en
2.5 inches Asphalt over 3.5 inches -
crushed rock over SILT, with sand, -
-
mottled brown and gray, soft to medium -
stiff, wet -ML S-1 ss 4 33 -
4.5 -
SAND, with gravel and silt, brown, 5
medium dense, moist -SP S-2 ss 13 -SM
·? -
~ .... < GRAVELLY SAND to SANDY GRAVEL, Ou trace silt, brown, dense, moist to wet -SP S-3 ss 32 -
ti:-.·-:.-_.:: -I :o·:-·. . 10
·.--:· \: SANDY GRAVEL, trace silt, brown, ¥ 10 GP S-4 ss 20 -,{y . 11.5 medium dense, wet to saturated -
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 10.5 feet while
drilling.
I
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 10-5-09
WL 5l. 10.5 WD .!. BORING COMPLETED 10-5-09
WL 'l l'. 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-27 Page 1 of 1
CLIENT
Pacland ·------·--~-----------" ·-----------~----~-----
SITE PROJECT
Renton, Washington Renton Retail
SAMPLES TESTS -
CJ
_,
.~ 1;;
0 ~ 0 Q.
0 DESCRIPTION al ,.: ;, w . _, :, ¢' zI
¢' "' >-" t: -f-~ >-"' w -z u.. CJ I :c <I) w > (f) O:'.w z Zz a. f-<I) al w 0 ,;: s Wf-:, Ow ~ a. u :, CL u f-0 f-Z >-U(l:'. w <I) :, >-LU a._, ~8 0:'.1:, Z;-
CJ 0 :, z f-"' r/) al 0 Q. :, r/)
2.5 inches Asphalt over 3.5 inches -
crushed rock over SIL TY SAND, trace -
gravel, brown, medium dense, moist
-
-
-SM S-1 ss 14 -
' ·.4_5
-· .. .....: __ . GRAVELLY SAND, trace silt, brown, 5 f-..-----~>i loose to medium dense, moist -SP S-2 ss 10
.•.: .. -
. ·. ·• ::.· :o.·· .. · -
•o grades to medium dense -SP S-3 ss 26 )8 -
-:-_:.·:.-:: 10 -:J?:_··:· ¥ -SP S-4 ss 15 ·::9: : 11.5 grades to saturated -
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 10.5 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 1 0-6-09
WL ¥ 10.5 WO il'. BORING COMPLETED 10-6-09
WL :'l. I.le 21905 64th Avenue West, Ste. 100 RIG Truck co. EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
" " 8
~
m
~
" 0
" z
" 0 m
LOG OF BORING NO. B-28 Page 1 of 1 --
CLIENT
PacLand ·---
SITE PROJECT
Renton, Washington Renton Retail
·----··-----
SAMPLES TESTS "---~-
C)
_; -~ 'ti
0 ~ 0 0.
0 DESCRIPTION m ,: ;f. w -
_; 2 "' zI
"' n'. " !:: -f-S2 >-n'. w -z LL CJ
I :r: (/) w > (/) n'. w z Zz
0. f-Cf) m w 0 :a::s w f-::::, Ow
<( 0. 0 2 0. 0 f-0 f-z >-Orr:
n'. w Cf) ::::, >-w 0. _; ~8 rr:-Zr
CJ 0 ::::, z f-n'. C/JCD 0 g_ ::::, U)
3 inches Asphalt over 4 inches crushed -
rock over SILT, trace sand, gravel and -
-
organics, dark brown, medium stiff, moist -
-ML S-1 ss 5 22 200WASH
3.75 -
SIL TY SAND, brown, loose, moist -.. -. ·. 5 5 , ......... ·. SANDY GRAVEL, trace silt, brown, GP S-2 ss 17 t:,' -
O· -a. medium dense, moist to wet -.. •(
o· .t) :7 -
~ •. :.:.:: GRAVELLY SAND, trace silt, gray-brown,
/(s medium dense, wet -SP S-3 ss 14 -
. · .. ·.-.-: ·. 9.5 -
E"' SANDY GRAVEL, trace silt, gray, "l-i 10
O· -o. medium dense, wet to saturated (STRONG I -GP S-4 ss 19 ... , I o" .l) : 11.5 I -
PETROLEUM ODOR)
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 1 O feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-6-09
WL "l-10 WO .!. BORING COMPLETED 10-6-09
WL 'Cf_ ~ 21905 64th Avenue West. Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
§
~
~
§
8
i
LOG OF BORING NO. B-29 Page 1 of 1 l--------·-·-~---------------~------------------~~---1
CLIENT
Pacland
$1TE PROJECT
Renton Retail Renton, Washington
---~-----~ ·------~--~---------~--~~-------~-----------
('.)
'3 DESCRIPTION
S<
I
"-<(
0:
('.)
::1·. i-"
:··--.-i·.·
... :· ..
::··:·:·. :.·
5.5
',' : : 7
2.5 inches Asphalt over 4 inches crushed
rock over SIL TY SAND, with gravel,
brown, loose to medium dense, moist
SAND, with silt, light brown, medium
dense, moist
SANDY GRAVEL to GRAVELLY SAND,
trace silt, brown, medium dense, moist
grades to saturated
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 11 feet while
drilling,
,;
I' >-"-w
0
5
10
__,
0 ro
2 >-0:
(f) w
(f) ro
0 2
(f) :J
:J z
-
-
-
-
-SM S-1
-
-
-SP S-2
,_ SM
-
-SP S-3
-
-
-GP S-4
-
SAMPLES TESTS
-'~
00
~ 0 Q,
,: ;ft, w -
0: ,; >-' t: zI ->-w -z "-('.) > (f) o:w z Zz
w 0 'l's w;-:J Ow
"-0 >-0 f-Z >-Oo: >-w "-__, i8 0: 'tl Z;-
>-0: (f) "' 0 Q, :::, (f)
ss 10
ss 12
ss 24
ss 19
--···--
~ "1----------------------------------------------'--'"---'----,t 3 The stratification lines represent the approximate boundary lines
Sf between soil and rock types: in~situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-6-09
WL :IZ 11 WO ~ BORING COMPLETED 10-6-09
WL 5l-~ 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
~
" m
0
0
00
m
" 0
~
" z
~
0 m
~
~
~ ;
~
0
~
~
§
~
LOG OF BORING NO. B-30
0---------------------------
CLIENT
PacLand 1-----------------
SITE PROJECT
Renton, Washington Renton Retail
--·-· ---~------·----
4.5
DESCRIPTION
2.5 inches Asphalt over 4 inches crushed
rock over SIL TY SAND, with gravel,
mottled gray and brown, medium stiff,
moist
SANDY GRAVEL, trace silt, brown,
dense, moist
grades to medium dense, wet
grades to saturated
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 10 feet while
drilling.
"' :r'
f-n. w
D
5
10
i
_.,
0
[[]
2 >-I
U) w
U) "' 0 2
U) :::,
:::, z
-
-
--
-
-ML S-1
-
-
-GP S-2
-
-
~GP S-3
-
-GP S-4
-
SAMPLES
-~ ~ ,: ,;e
"' I ,-: t: w -z > U) Cl'.W z
w 0 :.,;;: Wf-:::,
n. 0 f-0 f-Z >->-w n. _., is I-
f-I U)"' D g_
ss 5 24
ss 32 .
ss 29
ss 36
TESTS --------
00
D c. w . zI -f-lL C)
Zz
Ow
OC(
Zr
:::, U) ---
200WASH
t;l--"----------------------"--"--"----"'--._ _ _._ _ _. __ ._ _______ i 3 The stratification lines represent the approximate boundary lines
::r: between soil and rock types: in-situ, the transition may be gradual. ~1-----------------................... ----------,,-----------------1 ~ WATER LEVEL OBSERVATIONS, ft l r~rracon
~ WL 'l-10 WD !' II;;
:S WL 'l-
~ 1-----t-------~--------1
i='. WL
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING STARTED 10-6-09
BORING COMPLETED 10-6-09
RIG Truck CO. EDI
LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-31 Page 1 of 1
CLIENT
PacLand
--·------~-·-----·---·--·-·-
SITE PROJECT
Renton Retail Renton, Washington
----------~--~----------+--~~~-------~
SAMPLES TESTS
~
@
~
~
@
(9
0 ...,
u
I
CL
~
(9
3.75
:4.75
·. :-1:.
.·. 7
DESCRIPTION
3 inches Asphalt over 4 inches crushed
rock over SIL TY SAND, with trace gravel,
dark brown, medium stiff, moist
SAND, with silt, light brown, loose, moist
SANDY SILT, gray, loose, wet
Medium to coarse SAND, with gravel,
trace silt, gray and brown, loose, wet
grades to saturated
Boring completed at 11.5 feet on 1016109.
Groundwater observed at 9.5 feet while
drilling.
...,
0
"' 2 "' >-O'. I-(fJ w
f--(fJ <Il w CL u 2 CL LJ.J (fJ ::, >-0 ::, z f--
-
-
-
-ML S-1 SS -
-
5 -SM S-2 SS -
-
-SP S-3 SS -
-
10
-SP S-4 SS
-
-~ ';;;
~ 0 0.
:,: ,I' w -
O'. "' "' zI I t: -f--w -z "-(9 > CJ) O'. w z Zz
0 ~s Wf--::, Ow u f--0 f--z >-Uoc w CL_, ~8 O'. 'o Z,-
O'. (fJ"' 0 0. ::, (fJ
6 24 200WASH
5 48
6
7
ili
~ t,l------------------------.... --..__ ........ _..__ .... _ ..... _....,1 __ .__....,1 ____ ,4
~ The stratification lines represent the approximate_ boundary lines
n::: between soil and rock types: in-situ, the transition may be gradual. ~1----------------_. ............... ------------,,-----------------1
llerracon z
w
~
0
I w
~
0 m
" '
WATER LEVEL OBSERVATIONS, ft
WL 'Z 11.5 WO .Y
WL '1-~
WL
BORING STARTED 10-6-09
BORING COMPLETED 10-6-09
21905 64th Avenue West, Ste. 100 RIG Truck co EDI
Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-32 Page 1 of 1 ----------
CLIENT
Pacland ·----
SITE PROJECT
Renton, Washington Renton Retail --I SAMPLES TESTS
I :
Cl
_, -~ ";;;
0 ~ 0 "-0 DESCRIPTION "' ,_-"t' UJ -_, 2 ¢! zI
¢! a'. f--f--f-"' >-a'. UJ -z z w.. Cl
I :i: V) w > <f) a'. UJ Zz
0. f-<f) "' w 0 'i' 5 UJ f-:::, Ow ~ 0. 0 2 0. 0 f-0 f-Z >-0 a'.
UJ <f) :::, >-UJ (l_ _, ~8 a:-Zf-
Cl 0 :::, z f-a'. <f)"' 0 g_ :::, Cf)
2.5 inches Asphalt over 3.5 inches -I
I
crushed rock over SANDY SILT, gray, -I -
medium stiff, moist -
-ML S-1 ss 6
1 inch gray SAND seam at 3 feet -.
-
5.5 5 SP S-2 ss 19 -
?6 GRAVELLY SAND, trace silt, brown, -
medium dense, moist -
-:·~::\:· grades to dense, wet -SP S-3 ss 31
P: 0 9.5
-
-·.-:(: SANDY GRAVEL, trace silt, brown, loose, 10 ll[Yi wet to saturated 'SJ_ -GP S-4 ss 9
o·.D. 11.5 -
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 10.5 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-6-09
WL 'SJ-10.5 wDI.'!-BORING COMPLETED 10-6-09
WL 'l Ile 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
I Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-33 .. ____ .. __ Page 1 of 1 --------·-·-·-~-----····--
CLIENT
PacLand
SITE· PROJECT
Renton, Washington Renton Retail
SAMPLES TESTS
I
..J -0 .~ ~
0 ~ 0 0. 0 DESCRIPTION Ol >' " W· ..J 2 "' zI
" "' 0: r' C: -f->-0: w -z LLQ
I I' U) w > :a;~ o:w z Zz
0.. f-U) Ol w 0 Wf-:::, Ow ~ 0.. 0 2 0.. u f-0 f-Z >-Uo: w U) :::, >-w 0....J ~8 o:-Zr
0 0 :::, z f-0: <fl Ol 0 8. :, <fl
3.5 inches Asphalt over 5 inches crushed -
rock over SILT, with trace sand, mottled -
-brown and gray, soft to medium stiff, moist -
-ML S-1 ss 4 31 2DDWASH
-
-
grades to stiff 5 ML S-2 ss 9 35 . : 6.25 -
-
SAND, with silt, light brown, loose, moist ·-
: 7.25 -. ..... 8 GRAVELLY SAND, trace silt, brown, -SP S-3 ss 6 ::·· .· \loose, moist I -1· SAND, with silt, gray, loose, wet ¥ -
grades to with gravel, saturated 10 SP S-4 ss 7 ·,: ·.· . -..
11.5 -SM
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 9.5 feet while
drilling.
m
§
-
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-6-09
WL ciZ 95 WD .!: BORING COMPLETED 10-6-09
WL 51. ~ 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T (425) 771-3304 F: (425) 771-3549
•
LOG OF BORING NO. B-34 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton, Washington Renton Retail ··--SAMPLES TESTS
C!J ..J .~ ';,;
0 ~ D o. D DESCRIPTION "' ,-: "' w -..J 2 "' zI
" "' O'. >--' t:: ->-->-O'. w -z "-C!J I I (/) w > ,::~ O'.w z Zz
D. r (/) "' w 0 Wr ::, Ow ~ D. 0 :; D. 0 r-0 rZ >-00'. w (/) ::, >-w D. _, ~8 oc-Zr C!J D ::, z >--O'. (/) Cl D g_ ::, (/)
2.5 inches Asphalt over 3.5 inches -
crushed rock over SILT, with sand, gray, -
-
stiff, moist -
-ML S-1 ss 9 28 I -
4.5 -·._. SAND, with silt and gravel, light brown, 5
<·····
loose, moist -SP S-2 ss 6 -SM
·: 7 -
SIL TY SAND, trace gravel, gray, loose,
wet -SM S-3 ss 9 -
. ·: _ _. 10 -
< SAND, with gravel, trace silt, gray, loose, J 10 SP S-4 ss 5 I I 11 5
-
wet -
SILT, with clay, trace sand, gray, medium
stiff, wet to saturated
l>onng completed at 11 .5 teet on , u101u~.
Groundwater observed at 10.5 feet while
drilling.
The stratification lines represent the approximate boundary·!ines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-6-09
WL SZ 10.5 WD 1-Y BORING COMPLETED 10-6-09
WL "l-1~ 21905 64th Avenue West, Ste. 100 RIG Truck co EDI
WL Mountlake Terrace, WA 98043
LOGGED RMS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-35 Page 1 of 1
-·· -·
CLIENT
I PacLand
r ------------
SITE PROJECT
Renton, Washington Renton Retail ·-
SAMPLES TESTS --
('.) -' C "in
0 ,F. 3 oo.
0 DESCRIPTION (D >' w --' 2 "' zI
"' O'. f--t: ->-g >-O'. w -z "-('.)
I :r' U) w > U) o::w z Zz
(l_ f-U) "' w 0 ~s Wr :, Ow
<( (l_ '-' 2 (l_ '-' f-0 f-Z >-'-'o: O'. w U) :, >-w (l_-' ~8 0'.1:, Zr
('.) D :, z >-O'. U)"' 0 "-::, U)
i 4 inches Asphalt over 1.5 inches crushed -
rock over SILT, with sand, gray, soft to -
-
medium stiff, moist -
-ML S-1 ss 4 37 -
4.5 -
i': :·.'. SIL TY SAND to SANDY SILT, gray, 5
loose, moist -SM S-2 ss 5 33 -
... : 7
-
! ·.··:·:.·
SAND, with gravel, trace silt, gray,
medium dense, wet -SP S-3 ss 14
-,. i 9.5 'Cl -
6·.":_":':: GRAVELLY SAND, trace silt, gray, 10
/Ci 11.5
medium dense, saturated -SP S-4 ss 17 -
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 9.5 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 1 0-6-09
WL 'SJ-9.5 WD ~ BORING COMPLETED 1 0-6-09
WL cl-l' 21905 64th Avenue West, Ste. 100 RIG Truck co. EDI
' Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-36 Page 1 of 1 ------·----· ---.. ----··
CLIENT
Pacland -·-·----
SITE PROJECT
Renton, Washing_to_11_ Renton Retail ·----
SAMPLES TESTS
l9
...,
C ';;;
0 ~ 0 "-0
'
DESCRIPTION a:, >' ;f' w . ...,
2 '" >-' zI
'-2 i '" !l'. t:: -f-->-!l'. w -z "-l9 I :r (f) w > u, !l'.W z Zz n. f--(/) "' w 0 ,::=s: Wf--::, Ow ~ n. 0 2 n. 0 f--0 f--Z >-On: w I u, ::, ?:: w n...., ~8 a:-Zf--0 0 ::J z !l'. u,"' D g_ ::, U)
-r·• 3 inches of asphalt over 3.5 inches -
crushed rock over SANDY SILT, trace -
-gravel, moist, brown, stiff -
I ·. -ML S-1 ss 6 9
-
·5 -
5 SILT WITH SAND, moist, brown, soft, -ML S-2 ss 9 4
slight weathering -
7.5 -
;.:-:.: GRAVELLY SAND, trace silt, moist, -SW S-3 ss 9 32 ···rs brown, dense -:: : : . : -,, ..
grades to saturated, medium dense 'Sl. 10 SW S-4 ss 6 28 '>i;i. -
b.· .. · 11.5 -
B-36 completed at 11.5 feet on 1017/09.
Groundwater observed at 10.5 feet while
drilling.
m
~
~
" m
9
0
~
'" " '3
" z
~
0 ro -
0
.
The stratification llnes represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-7-09
WL 'Sl. 10.5 WO .!'. BORING COMPLETED 10-7-09
WL 'l. ~ 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL i Mountlake Terrace, WA 98043
LOGGED LCS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
8
§
~
i
LOG OF BORING NO. B-37
~CLIENT
Pacland 1----------------
SITE PROJECT
Renton, Washington Renton Retail
Cl
0 _,
S!
I
0..
~ -MW-1
DESCRIPTION
-
WELL
DETAIL
Cl WELL DIA: 2in
··-. ·. 4.5
l" :::-:-:
,:-5
2 inches of asphalt over 2.5 inches of
crushed rock over SIL TY SAND, trace
gravel, moist, brown, loose
GRAVELLY SAND, trace silt, moist to
wet, brown, loose
~-: ~~-
}~-f-
,:.Gi 2 :_;~I:
c,·.·. ~ -:i:;i.
11
_
5
No recovery due to rock stuck in sampler ii:§ :/
l'++-"l-'--'--'"--~s=1~L TY=~s~A~N=D~.-s-at-u-ra~t-e-d.-b-1-ue_l_g-ra_y_, ______ ,: -~
._
:. :. '
: 19
medium dense grades to GRAVELLY ()~
SAND, trace silt, saturated, gray, medium f-
dense, ODORS ··:-·E > :::.J::· .. ·'.
No odors
B-37 completed on 1017109 with 2-inch
piezometer (WELL ID: BBA904)
Groundwater observed at 9.5 feet while
drilling.
/]~_:;:-:
···':.t:::::·· •.
SAMPLES --·-
_,
C 0
"' ,.-
"' :;, O'. "' >-O'. UJ -:r: <f) UJ > <f)
f--<f) "' UJ 0 ~s
0..
I
0 :;, 0.. 0 f--0
UJ <f) ::, >-UJ 0.. _,
D ::, z f--O'. (/) "'
-
-
-
-
-SM S-1 ss 14 8 -
-
5 SP S-2 ss 6 9 -
-
-
-SP is-3 ss 10 21
-
-
10 SM S-4 ss 0 8 -
-
-
-SM S-5 SS 11 22 -
-
15-
-
-
-
-
-SM S-6 SS 9 27 -
Page 1 of 1
TESTS
;J!. O'.. o-
>-' o..:;,
z <: 0..
O'. UJ >ec.
UJ f--Of-f--Z _, (/)
~8 ~UJ u. f--
18 10 SIEVE
ND
20
360
35
§1-_._ ____________________ ...., __ ..., __ ._..,1_...,_._..,1 .... _.,1,._ ..... _ ... ____ ..
g The stratification lines represent the approximate boundary lines * ND indicates a reading of less than the field detection limit
~t--b_e_tw_e_e_n_s_o1_1 a_n_d_r_oc_k_ty_p_e_,:_in--s-it_u._1_he_1_,a_n_s_iti_on .... m_a_y_be_g,_a_du_a_1. ______ (_F_D_L)_o_f_o~ne-(1_) _P•_rt_P_•_r_m_11_1io_n_i_so_b_u1_y_1e_ne_eq_u_1v_a_1e_n_1s_(_PP_m_i_).~
~
~
z
~
~
WATER LEVEL OBSERVATIONS, ft
WL 29_5 WDIY
WL cl-Ile
I
WL
llerracon
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING STARTED 10-7-09
BORING COMPLETED 10-7-09
RIG Truck CO. EDI
LOGGED LCS JOB# 81095071
LOG OF BORING NO. 8-38 l
Page 1 of 21
I
..
CLIENT
Pacland l
SITE
I
PROJECT
Renton, Washinoton Renton Retail
~T
-" ---------------
SAMPLES TESTS
I
I
-·-
WELL
DESCRIPTION DETAIL -' -~ 0 "' ~ m ,,:
"' 2 O'. "' r' t: >-O'. w -z
I :r' <f) w > <f) O'.W z
Q. >-<f) m w 0 ",5 We-::,
;;; IMW-2 Q. 0 2 Q. 0 >-0 >-z >-w <f) ::, >-w Q.-' !8 O'. 'G
Cl WELL DIA.: 2in 0 ::, z >-O'. <f)O, 0 0.
·. ··."I: 3 inches of asphalt over 2.5 inches -
crushed rock over SAND, with silt, trace -
-
gravel, moist, brown, medium dense -
-SM S-1 ss 10 17 5 SIEVE
-
::.:."_.. ·. 4.5 -
)" ·_.! • . GRAVELLY SAND, trace silt, brown, 5 ;::5 moist, loose -SP S-2 ss 8 6 -
6· .• ,: ~ '. -"'· .·. I= '. ·<::, .... ' •. I= ::-·. -SP S-3 ss 3 9 o.· .. 1-.·.· :·_:: I= :::> -,,: -Gs I=
• 1 D 'v
·';. I= .:."· -
No recovery due to rock stuck in sampler
. ::· I= -':· · . 10 SM S-4 ss 0 6 :. :., (:'~ ~ ::;
-
-
: .... -.. ):-:: SIL TY SAND, wet to saturated, brown, i ·:·. -SM S-5 ss 12 15
medium dense grades to GRAVELLY
.. -'··
SAND, saturated, medium dense ::>: ):·i -. -15-.-.--=. '. -
··:·.:=:::·· -
-·-·:-=······ -
-SM S-6 ss 17 21
·-: 19 -
-
B-38 completed at 19 feet on 10/7/09 with
2-inch piezometer (WELL ID: BBA905)
Groundwater observed at 1 O feet while
drilling.
Continued Next Paiie
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 10-7-09
WL .I/'. 10 WD .Y. BORING COMPLETED 10-7-09
WL 't. .'l,' 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED LCS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
;
0
~ m ~
~
~
0
~ m
0
~
0
0
~ ~
~
0
~
0
~
~
z
~
~
~
' 0
~
LOG OF BORING NO. B-39 Page 1 of 1
CLIENT
PacLand ---
SITE PROJECT
Renton Retail 1-......----------Renton, Washington--------'-----------~---'---.---------'
('.)
0 _,
"' I
(l_
[2 MW-3
DESCRIPTION
WELL
DETAIL
('.) WELL DIA.: 2in
2 inches of asphalt over 3.5 inches of
crushed rock over SANDY SILT, trace
gravel, moist, gray, soft
grades to no gravel, medium stiff
SILT WITH SAND, wet, gray, soft
. .
-:<= :('.:
.· .. -::·.:
'Si-.::-:-= ' ...
10 i?·. ~ :(: µ,.4L.µs ____________________ -1 .. _ ...
SIL TY SAND, saturated, gray, very loose . ··= ·,. ·:
'··= ..... -_ :'·-.t= ..
L.l:.Li!1L.<2~.5t_ __________________ __J' :· :t= ):-::
SILT WITH SAND, moist to wet, gray, soft ·t=
19 grades to SIL TY SAND, wet, gray, loose
B-39 completed at 19 feet on 10/7/09 with
2-inch piezometer (WELL ID: BBA906)
Groundwater observed at 9 feet while
drilling.
~ '· ·:f= ::... -~ ·I ... .
. 1--... .
·.·-1 ·:.-t= ::·,:
·-. t:: :: · .. f-· .. ·;
_,
0 co
"' 2 >-I-(/)
f-(/)
(l_ 0 w (/)
0 :::,
-
-
-
-
ML
-
-
5 ML
-
-
ML -
-
10 SM -
-
ML -
-
-
15---
-
-
-ML -
SAMPLES TESTS ---------
.~ Cl'. ,_-,,, o'--
Cl'. "' f--' o_:2'
Cl'. w -z «"-
w > (/) O'.w >eo
"' w 0 'rs Wf-Of-2 (l_ 0 f-0 f-Z _, (/)
:::, r'= w (l_ _, ~8 L!!w z Cl'. (/)"' "-f-
S-1 ss 15 8 21 ND
S-2 ss 14 7 ND
S-3 ss 16 3 35 ND 200WASH
S-4 ss 10 4 ND
S-5 ss 16 4 ND
S-6 ss 15 10 ND
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
* ND indicates a reading of less than the field detection limit
(FOL) of one (1) part per million isobutylene equivalents (ppmi).
WATER LEVEL OBSERVATIONS, ft lrerraccn BORING STARTED 10-7-09
WL ~9 WO -'-BORING COMPLETED 10-7-09
WL 'l-l'. 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED LCS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-40 _P_age 1 of 1
CLIENT
PacLand ·-·
SITE PROJECT
Renton, Washington Renton Retail .
. I SAMPLES TESTS I
I WELL
DETAIL -' -~ Q DESCRIPTION 0 [l'. ' 0 <D ,-: "cf'. o--' 2 [l'. ,; >-' o._2
S1 ,; >-[l'. w -z <( Q_
I I. (f) w > >;: ~ O'. w >fl,,
Q_ f-(f) <D w 0 Wf-0,-
~ MW-4 Q_ u 2 Q_ u f-0 f-Z -' (f) w U) :::, >-w Q_-' ~8 ~w
Q WELL DIA.: 2in 0 :::, z f-[l'. (f) ID u_ f--
2.5 inches asphalt over 3.5 inches of -
crushed rock over SIL TY FINE SAND/ -
-SANDY SILT, trace gravel, moist, -
brown/gray, medium stiff, mottled -SM S-1 ss 12 6 ND weathering -
·.·: .. 4.5 -
.SIL TY SAND, moist, brown, stiff : .... 5 SM S-2 ss 11 15 ND -
--..
-:: 7
;:=,·: I= .=,·:
=.,':t= . -
SAND WITH SILT, moist, brown, medium .': c--. :>--
SW S-3 ss 13 26 ND stiff grades to GRAVELLY SAND, moist ~ --~ ..
1o:: ¥ /:= I -SM
9.5 to wet, brown, medium dense Ii\' ,(i= SIL TY SAND, with gravel, saturated,
-
·,:_. _·.· 10
brown, medium dense ,,,, .. ;_: ': -SM S-4 ss 4 21 ND -. I= ·.· . .. I= /: I= 1\ -SM S-5 ss 14 18 ND
grades to trace gravel, gray/brown I= -
I=
I= ... -
=_: :, I= ... -
.. I= 15-
,'=.·t:: ,'= -
-
> 17.5
-
-
J. :-COARSE SAND, with silt, with gravel, -SW S-6 ss 14 44 ND
19 saturated, gray, dense -SM
B-40 completed at 19 feet on 10/8/09 with
2-inch piezometer (WELL ID: BBA907)
Groundwater observed at 9 feet while
drilling.
The stratification lines represent the approximate boundary lines * ND indicates a reading of less than the field detection limit
between soil and rock types: in-situ, the transition may be gradual. {FOL) of one (1) part per million isobutylene equivalents (ppml).
WATER LEVEL OBSERVATIONS, ft lrerraccn BORING STARTED 10-8-09
WL ¥9 WD _y: BORING COMPLETED 10-8-09
WL "!-~ 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED LCS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. 8-41
CLIENT
Pacland !-------------------------+----------------------------
PROJECT SITE
Renton, Washington Renton Retail ---~-------~--~~----------------~----~---'-===-=::;:c---------
SAMPLES TESTS
CJ
0 __,
DESCRIPTION
WELL
DETAIL
~ ~
I I
~ ~
c?_ MW-5 w
__,
0
CD :e >-a:: "' w
"' CD w C) :e ~ "' ::::,
.~ "' a:: ' ,.:: o-a:: "' >-' ~:e
w -z ~l > "' a:: w
0 :a:=s Wf---Of--
C) f---0 f---Z -'<fl w ~__, ~w
hCJ;--!-'W=ELc,L:_:Dc,:lc:A"'-_:-;-_-;--c-c--;c--:-;;-cc--;;c--;c-c--;----;------'2~in _o_-+--+---f~+-+----f--t--+-----1
:-1-: 3 inches of asphalt over 3.5 inches of
>-~8 ::::, z f---a:: <fl CD LL e-
' ~
~ ;;
' ~
~
s
.,.
1
_. crushed rock over SIL TY SAND, with
:.: gravel, brown, dense (PROBABLE FILL)
.. ,_·
-1-
:_ ..
.1."-. grades to gray, medium dense
h'+c:1"7--=~=~~==~~=---~-------1<~ -..
ELASTIC SILT WITH SAND, trace clay >§ _:.
I
I 17.5
and gravel, wet, brown, medium stiff, ----~
mottled weathering : ~)= : '.
grades to soft, no gravel
LL=50, Pl=21
grades to gray, very soft
SIL TY FINE SAND, moist gray, loose
8-41 completed at 19 feet on 10/8/09 with
2-inch piezometer (WELL ID: BBA908)
Groundwater observed at 12 feet while
drilling.
\I•··
)_.:_-:_··-·-~ _~:.:::-
: __ ·:~\-::
.-::-:-~:::.:
·:·'·=--: · .. ·:.=·····
:::i ~
-SM S-1 ss 12 31 ND
-
-
5 SM S-2 ss 6 -11 ND
-
-ML S-3 SS 8 5 ND
-
-
-
10 -ML S-4 SS 9 3 45 ND ATTERBERG
-LIMITS
-ML S-5 SS 8 1 ND -J
I
l -
-
I 15--
-
-
-ML S-6 SS 12 10 ND
-
-
§ ............ ____________________ .... __ ..._ _ _. ........ _ .... _._..,. __ ...,_ .... ______ -I
"ND indicates a reading of less than the field detection Jimlt
(FOL) of one (1) part per million isobutylene equivalents (ppmi).
g The stratification lines represent the approximate boundary lines
t; between soil and rock types: in-situ, the transition may be gradual.
w
0
~ s
z
~
~
-WATER LEVEL OBSERVATIONS, ft
WL 2 12 WO ~
WL '5[_ l'
WL
llerracon
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING STARTED 10-8-09
BORING COMPLETED 10-8-09
RIG Truck CO. EDI
LOGGED LCS JOB# 81095071
~
w
" s
" z
~
0 ro
LOG OF BORING NO. 8-42 Page 1 of 1
CLIENT
PacLand ----
SITE PROJECT
Renton, WashinQton Renton Retail -· I SAMPLES TESTS
WELL '
Cl DESCRIPTION DETAIL _,
0 .~ rr 0 al ,,.-;f'. o>-_, 2 rr "' >'" (L 2
S2 "' >-rr w -z <( (L
I :r' U) w > U) rrw >eo
(L
2inl
f-U) al w 0 :a;;;: Wf-Of-<( MW-6 (L 0 2 (L 0 f-0 f-Z _, U) rr w "' ::, >-w (L _, !8 ~w CJ WELL DIA.: D ::, z f-rr U) al "-f-
3.5 inches of asphalt over 3 inches of -
crushed rock over SANDY SILT, trace -
-
gravel, moist, brown, medium stiff -
-ML S-1 ss 7 8 14 ND -
-
grades to no gravel, mottled weathering 5 ML S-2 ss 14 7 32 ND -
-·•
:.,:.: -,.: -= .
grades to moist to wet = ..... -ML S-3 ss 13 5 34 ND
::::·i
I
r~ -
.'.· .'.· -·:.:·. ···, .·· .. 10 grades to stiff, wet to saturated ':;l. : : :\:: -ML S-4 ss 8 9 60 -
::::.·· . . : 12.5 ):-: -SM S-5 ss 11 4 26 25 SIEVE
SAND, with silt, trace gravel, wet to ·:· .. -
saturated, brown, very loose .',· = ..... ·:.:·.= -= -.. . -..
·:· .. = .. 15-..... '. = .-_: -
>.::~\.:·. -
-
grades to gray, medum dense
-SM S-6 ss 12 16 30
··: >'. 19
-
-.
B-42 completed at 19 feet on 10/8/09 with
2-inch piezometer (WELL ID: BBA909)
Groundwater observed at 11 feet while
drilling.
The stratification lines represent the approximate boundary lines * ND indicates a reading of less than the field detection limit
between soil and rock types: in-situ, the transition may be gradual. (FOL) of one (1) part per million isobutylene equivalents (ppmi).
WATER LEVEL OBSERVATIONS, ft lrerraccn BORING STARTED 10-8-09
WL ':;l. 11 WO y BORING COMPLETED 10-8-09
WL ':[_ lZ 21905 64th Avenue West, Ste. 100 RIG Truck co. .
EDI
WL Mountlake Terrace, WA 98043
LOGGED LCS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
~
~
0
~
~
~
~
~
LOG OF BORING NO. 8-43 Page 1 of 1 L-----------------···-----------------~-----------------_:_-='-=---'----"'----'--I
CLIENT
PacLand
SITE
------------------------1
PROJECT
Renton, Washington <---------~=='-'----'-
0
0 __,
S!
I a. c? MW-7
DESCRIPTION
0 WELL DIA.:
6.5
:. ·.' ....
3.5 inches of asphalt over 3_5 inches of
crushed rock over SANDY SILT, moist to
wet, brown/gray, medium stiff, mottled
weathering
grades to moist, trace gravel
SIL TY SAND, moist to wet, brown, loose,
slight organics
grades to with gravel, saturated, and dense
2in
WELL
DETAIL
.. ~I---
' .L_. '.
!:)[)
::·-.t::: .:-: :·t= r ~
.. :: 12 ::·.--:I::::.:'.··
"F"-':c-<;. 4--'--"-----S-IL_TY_G_RA_V_E_L_L_Y_S_A_N_D_,_b_ro_w_n_,--------1 .• :· g -.•• __
~-/G saturated, medium dense ::: :·C
-:6?-..-::: :· F9
·Ci
·:_·.,: 17.5
Ill :--_::: 19
grades to SIL TY COARSE SAND, with
gravel, brown, saturated, very dense
B-43 completed at 19 feet on 10/9/09 with
2-inch piezometer (WELL ID: BBA 910)
Groundwater observed at 9.5 feet while
drilling_
•• • •l •• • ."·· -1--.-...
·i·)-·:··::
,·· 1----,·· ;:~>
"' r
f--a. w
0
-
-
-
. -
-
-
5 -
-
-
-
-
-
10
-
-
-
-
-
-
15--
--
-
-
-
Renton Retai I
----------
SAMPLES TESTS -----~-'c-----+---=~~--_,
__,
-~ 0
"' >--2 Cl'. >-Cl'. UJ (I) UJ >
(I) "' w 0 u 2 a. u
(I) :, i'= w :, z Cl'.
" Cl'. • o-"' >-' a.2 -z <( a.
(I) o:w >~ ";:: Wf--o,_
f--0 f--Z __, (/)
a. __, 18 !o! w
(I)"' u. f--
ML S-1 ss 14 6 29 ND
ML S-2 ss 13 4 24 ND
SM S-3 ss 9 6 ND
SM S-4 ss 7 32 ND
SP S-5 ss 8 24 ND
SM S-6 ss 9 50/6" ND
§1--l---------------------...1.--..1..--J...-.... ..:.-i..._.__ .... _ ..... _ .... ___ ~
~ The stratification lines represent the approximate boundary lines * ND indicates a reading of less than the field detection limit
t; between soi! and rock types: in-situ, the transition may be gradual. (FOL) of one (1) part per million isobutylene equivalents (ppmi) . .... _______ ;.;.. _______ .... .,.. .......... ------------,,.;.-------------;.;..-'-I 0 rr s
z
~
~
WATER LEVEL OBSERVATIONS, ft
WL ¥ 9.5 WD -?-
WL 5l-~
WL
llerracon
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING STARTED 10-9-09
BORING COMPLETED 10-9-09
RIG Truck CO. EDI
LOGGED LCS JOB# 81095071
LOG OF BORING NO. B-44 Page 1 of 1 -
CLIENT
Pacland --
SITE PROJECT
Renton, Washington Renton Retail
i SAMPLES TESTS
I
I------~
('.)
_, I .5 1;;
0 ~ 0 "-
0 al I ,-: ;f w -_, DESCRIPTION 2 "' zI
"' O'. f--' t: -f-0 >-O'. w -z "-('.) r :i: Cf) w > Cf) O'.W z Zz a. f-Cf) "' w 0 "cs Wf-:, Ow
~ a. 0 2 a. 0 f-0 f-Z >-0 O'. w Cf) :, >-w a. _, ~8 oc 13 z f-
('.) 0 :, z f-O'. Cf)"' 0 "-:, en
2.5 inches asphalt over 3 inches crushed -
I rock over SILT WITH SAND, trace clay, -
I
-
moist to wet, gray, stiff -
LL=40, Pl=11 -ML S-1 ss 12 10 35 ATIERBERG
-LIMITS
-
grades to wet, medium stiff 5 ML S-2 ss 14 5 44 -
-
7.5 -·. > SIL TY FINE SAND, wet to saturated, -SM S-3 ss 13 2
gray, very loose -
10 ciZ -. .-.·. 10 grades to SANDY SILT, saturated, gray, -ML S-4 ss 6 3
. 11.5 soft -
B-44 completed at 11.5 feet on 10/9/09.
Groundwater observed at 9.5 feet while
drilling.
The stratification fines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-9-09
WL ciZ 9.5 WD _y BORING COMPLETED 10-9-09
WL ~ le 21905 64th Avenue West, Ste. 100 RIG Truck co. EDI
I Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED LCS JOB# 81095071
0
ii: • ~
ii:
I u w
~
' z
~
0
I
" " 0
0
0 c '
LOG OF BORING NO. 8-45 Page 1 of 1
CLIENT
Pacland ... --~-·--
SITE PROJECT
Renton, Washington Renton Retail -----~-
! SAMPLES TESTS
'
-,---------
I
(') __J C 'ti
0 ~ 0 "-0 DESCRIPTION "' ,.:-a'-w -
__J 2 "' zI
~ "' a:'. ,-: t: -I->-ll'. w -z u_ (')
I :r' U) w > U) a:'.W z Zz
[L I-U) "' UJ 0 a:=s WI-:, Ow ~ [L 0 2 [L 0 1---0 1---Z >-Oac w U) :, >-w [L __J ~8 ll'.1, Zi---
C) 0 :, z I-a:'. U)"' 0 "-::, U)
3 inches of asphalt over 2.5 inches of -
crushed rock over SILT, with sand, moist, -
-
brown, medium stiff -
-ML S-1 ss 8 6 27 200WASH
-
-
grades to moist to wet, brown/gray 5 ML S-2 ss 8 7 45 -
-
-
grades to wet, trace gravel -ML S-3 ss 7 3
-2
-
grades to moist 10 ML S-4 ss 10 2 .. -
·. · 11.5 -
B-45 completed at 11 _5 feet on 1019109.
Excess moisture observed on the sampler
at 9_5 feet.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-9-09
WL 12 9 WO _y_ BORING COMPLETED 10-9-09
WL '!-l" 2190564thAvenueWest, Ste.100 RIG Truck co_ EDI
Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED LCS JOB# 81095071
LOG OF BORING NO. B-46 Page 1 of 1 -·-----------
CLIENT
Pacland -
SITE PROJECT
Renton. Washington Renton Retail
SAMPLES TESTS
I ..., ' _:; ':,; '-' I
0 0 ' ;;< ~ 0 "-
DESCRIPTION [(l ,._-w -..., :a' ¢! zI
¢! 0: >-' t: -f--2 >-0: w -z lL '-'
I :r: Cf) w > ,;~ tt'.w z Zz n. f--Cf) [(l w 0 Wf--::, Ow
~ n. u 2 n. u f--0 f--Z >-Uo: w Cf) ::, >-w n...., ~8 o:~ Zf--
" 0 ::, z f--Ct'. Cf)(I] 0 g_ ::, Cf)
2.5 inches asphalt over 3.5 inches -
crushed rock over SANDY SILT, trace -
-
gravel, brown, moist, medium stiff -
-ML S-1 ss 12 6 -
5 -
;..--. GRAVELLY SAND, with silt, damp, 5 -SW S-2 ss 6 15 ){S brown, medium dense -
. :-:-7.5 -
SIL TY SAND, with gravel, saturated, -SM S-3 ss 8 7
brown, loose °Sf.
-
-
grades to wet, without gravel 10 SM S-4 ss 14 5 -...
11.5 -
B-46 completed at 11.5 feet on 10/9/09.
Groundwater observed at 9 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 10-9-09
WL I-sf. 9 WD ~ BORING COMPLETED 10-9-09
··-
WL i'l le 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
' Mountlake Terrace, WA 98043
WL I T: (425) 771-3304 F: (425) 771-3549 LOGGED LCS JOB# 81095071
LOG OF BORING NO. B-47 Page 1 of 1
----
CLIENT
PacLand
SITE
I
PROJECT
Renton, Washington Renton Retail --~-
SAMPLES TESTS -------
I
0
__,
.S 1;;
I
0 ~ 0 Q_
0 DESCRIPTION ro ,_-;f!. w -__, 2 Ct'. "' e-: zI "' C: -f--(,2 >-Ct'. w -z LL CJ
I I' Cl) w > Cl) ccw z Zz
11-f--Cl) "' w 0 a:: 's: w f--::, Ow
~ 11-0 2 11-0 f--0 f--Z >-Occ w Cl) ::, >-w 11-__, ~8 cc~ Zf--
" 0 ::, z f--Ct'. Cl) "' 0 g_ ::, (/)
3 inches of asphalt over 3.5 inches -
crushed rock over SILT, with sand, moist, -
-
brown, medium stiff, mottled weathering -
-ML S-1 ss 11 6 28 200WASH
-
·5 -
5 :::·. : SIL TY FINE SAND, moist, brown, loose, -SM S-2 ss 14 9
mottled weathering -
·. 7 -
SIL TY SAND, with gravel, wet to i .. SM S-3 ss 10 32 ·.·. saturated, brown, dense -
,.: ··-
'SJ_ -
10 SM S-4 ss 0 33
/ 115
No recovery -
-
B-47 completed at 11.5 feet on 1019109.
Groundwater observed at 9.5 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 10-9-09
WL SZ 9 5 WO y: BORING COMPLETED 10-9-09
WL '!I-.le 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
' Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED LCS JOB# 81095071
LOG OF BORING NO. B-48 Page 1 of 1
CLIENT
Pacland >--------------------------·--~-----------------------------,
SITE PROJECT
Renton, Washington Renton Retail
SAMPLES TESTS f-~-~-~---+-~-~--~------..
~
~
G
8
~
• w
~
0
~
~ z
~
0 w
~
0 • ' ~
0
i
0
0
·,.
·.1_·.
-:-_ 10
6: ~-::
b 11.5
DESCRIPTION
SANDY SILT, trace gravel, moist, brown,
stiff
SANDY SILT, brown, moist, very stiff
grades to SIL TY FINE SAND, moist,
brown, medium dense
SIL TY SAND, with gravel, moist to wet,
brown, medium dense
SIL TY GRAVELLY SAND, saturated,
brown, medium dense
B-48 completed at 11.5 feet on 10/9/09.
Groundwater observed at 10.5 feet while
drilling.
,;
:r'
f---
(l,_
w
0
5
10
---'
0
"' :a >-
(/)
(/)
l)
(/)
::,
-
-
-
-
-ML -
-
-ML
-
-
-SM
-
-
-SP
-
_s; 'ts
~ 0 "-,: ?I'-w -,; zI (l'. >-' t: -f---(l'. w -z LL l'.) w > :.;~ Cl'.w z Zz "' w 0 Wf---::, Ow :a (l,_ l) f---0 f---Z >-l) Cl'. ::, >-w 0.---' ~8 Cl'. 'u Zf---
z f---Cl'. (/)a) 0 "-::, (/)
S-1 ss 6 10
S-2 ss 13 20
-
S-3 ss 8 13
s-4 ss 5 26
~ ... _ .... ________________________ ..__ ......... _ .... ____ ...... _ _._ .... .._ _ _. ___ _,
LU The stratification lines represent the approximate boundary lines 3 o:: between soil and rock types: in-situ, the transition may be gradual ~1----------------.............. ------------,----------------
llerracon z
w
~
0
I w
~
0 w
~
,
WATER LEVEL OBSERVATIONS, ft
WL "l-10.5 WO .!-
WL 'L l'.
WL
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING STARTED 10-9-09
BORING COMPLETED 10-9-09
RIG Truck co. EDI
LOGGED LCS JOB# 81095071
m
0
§
~
~
" m
0
0
C
0
LOG OF BORING NO. B-49 Page 1 of 1
CLIENT
I PacLand ···------------
SITE PROJECT
Renton, Washington Renton Retail
-·----
I
SAMPLES TESTS
I "' _,
I
-~ Cl 0 ~ 0 "-0 DESCRIPTION a, ,: "' w -_, 2 "' zI
"' O'. e: t:: -f-,2 >-O'. w -z LL C)
I :r: en w > ,;~ ocw z Zz
[L f-en a, w 0 Wf-:, Ow
c2 [L 0 2 [L 0 f-0 f-Z >-OQ'. w en :, >-w [L _, ~8 O'.-Zf-
Cl 0 :, z f-O'. en a, 0 g_ :, en
4 inches of asphalt over 3_5 inches -
crushed rock over SANDY SILT, moist, -
-
I brown, soft -
-ML S-1 ss 4 3 -
--_-5 -
5 SIL TY SAND, with gravel, moist, brown, -SM S-2 ss 5 4
very loose -
. [: .·· 7 -. . . SAND WITH SILT, trace gravel, moist to SM S-3 ss 55 wet, brown, very dense -5 . -. . . 'SJ_ -. • 10 10 i: ---SIL TY GRAVELLY SAND, saturated, -SP S-4 ss 13 I 42
-·~.-::0 11.5 brown, dense -
I
B-49 completed at 11 _5 feet on 10/9/09.
Groundwater observed at 9_5 feet while
drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-9-09
WL _'g_ 9_5 WD -~ BORING COMPLETED 10-9-09
WL 'I l' 21905 64th Avenue West, Ste.100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED LCS JOB# 81095071 T: (425) 771-3304 F: (425) 771-3549
LOG OF BORING NO. B-50 Page 1 of 1
----------
CLIENT
PacLand
----------
SITE PROJECT
Renton, Washington -------Renton Retail
SAMPLES TESTS
I
CJ
_,
.~ 'ti
0 ~ 0 "-
0 DESCRIPTION "' ,-: * w-_, :a ,; zI ,; [l'. >--' t: -f--\2 >-[l'. w -z "-CJ
I :i: U) w >
'('~
Cl'.W z Zz o._ f--U) "' w ,0 Wf--::, Ow
r2 o._ 0 :a o._ 0 f--0 f--Z >-OQ'. w U) ::, ['.: w o._ _, ~8 o:-Zf--
CJ 0 ::, z Cl'. U)I]) 0 g_ ::, U)
2 inches of asphalt over 3 inches of -
crushed rock over SANDY SILT, with -
-
gravel, damp, brown, very stiff grades to -
SIL TY SAND, damp, brown, medium -ML S-1 ss 7 17 dense -
·: 4.5 -
SANDY SILT, trace gravel, moist, 5
brown/gray, medium stiff -ML S-2 ss 3 6 -
·. 7 -
· ..... SILTY SAND, with gravel, brown, moist,
medium dense -SM S-3 ss 4 30 -
.·. 9.5
-
p SIL TY GRAVEL, with sand, saturated, 10
' brown, medium dense s;z -GM S-4 ss 8 14
po 11.5 -
B-50 completed at 11.5 feet on 10/9/09.
Groundwater was observed at 10.5 feet
while drilling.
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-9-09
WL 'iZ 10.5 WO .!' BORING COMPLETED 10-9-09
WL 51-.lZ 21905 64th Avenue West, Ste.100 RIG Truck CO. EDI
' Mountlake Terrace, WA 98043 WL T: (425) 771-3304 F: (425) 771-3549 LOGGED LCS JOB# 81095071
Page 1 of 1
-----------------------------------------~----·
LOG OF BORING NO. B-51
~
~ • §
~
t----· -------
CLIENT
Pacland ------------f-------
SITE
Renton, Washington
DESCRIPTION
2 inches of asphalt over 3 inches of
crushed rock over SIL TY SAND, trace
gravel, moist, brown, medium stiff
No recovery due to rock stuck in sampler
SIL TY GRAVELLY SAND, brown, moist,
loose
grades to trace gravel, moist to wet
SIL TY SANDY GRAVEL, saturated,
brown, medium dense
B-51 completed at 11.5 feet on 10/9/09.
Groundwater observed at 10 feet while
drilling_
--·-
PROJECT
Renton Retail
SAMPLES TESTS
_, c ';;;
0 t'-~ 0 "-a:, ;,: w -
2 "' zI
"' >-n'. f--t: -f-n'. w -z LL C)
I (f) w > (f) n::w z Zz
f-(f) a, w 0 ,:: ;: Wf-::, Ow
(l_ 0 2 o_ 0 f-0 f-Z >-On:: w (f) ::, i'.: w o_ _, ~8 n'. 1:3 Zr
0 ::, z n'. (f) a, 0 "-C:,(f)
-
-
-
-
--~----ll---l---1--'-----1-----1---l-----l
-ML S-1 SS 0 5 -
-
5 -_--1--s_P-,_s_-2----1-s-s-'---5---'--s---1---'---l------
-
-
-SP S-3 SS 8 9
-
10
-GP S-4 SS 8 26
-
~t--"------,-------------------.... -'-.... _.__.__ .... _ ..... _ _. __ _. ___ -4
w The stratification lines represent the approximate boundary lines ~ between soil and rock types: inwsitu, the transition may be gradual. ~1-----------------..-.;,,,,,.,;,,,,,-----------.----------------4 ~ WATER LEVEL OBSERVATIONS, ft l r:err aeon
2wL'Z10 wD'! II
gl-W-L--+"Z-~_~-------+ccl'~------f
m ''~ --t----------1-------f ~ WL
21905 64th Avenue West, Ste. 100
Mountlake Terrace, WA 98043
T: (425) 771-3304 F: (425) 771-3549
BORING STARTED 10-9-09
BORING COMPLETED 10-9-09
RIG Truck CO. EDI
LOGGED LCS JOB# 81095071
LOG OF BORING NO. B-52 Page 1 of 1
------------
CLIENT
Pacland
. -----------
SITE PROJECT
Renton, Washington Renton Retail
SAMPLES TESTS --,
---
CJ _J c 'ti
0 ~ 0 "-0 DESCRIPTION m >' ;fl w -
_J 2 " zI i " C'. f-' t: -f-g >-C'. w -z "-C,
I :i: (fJ w > (fJ Cl'. w z Zz a_ f-(fJ <ll w 0 ';';; Wf-:, Ow ~ a_ 0 2 a_ 0 f-0 f-Z >-Oc:: w (fJ ::, >-w a_ _J ~8 Cl'. 't3 Z,-
C, 0 ::, z f-C'. (fJ aJ 0 "-::, (fJ
2.5 inches of asphalt over 3.5 inches of -
crushed rock over SIL TY SAND, with -
-: __ .-trace gravel, moist, gray, loose, slight -· .. 1:-. odors .·r-· -SM S-1 ss 10 6 22 SIEVE
:/l -
. · .. · 4.5 -?; SIL TY GRAVELLY SAND, moist, gray, 5
medium dense -SP S-2 ss 3 18 -SM
7 -
SIL TY SAND, with gravel, moist to wet,
SM S-3 ss 7 14 gray, medium dense, strong odors -
-
-¥ 10
:_·1_. grades to without gravel, wet to saturated -SM S-4 ss 12 18
11.5 -
8-52 completed at 11.5 feet on 10/9/09.
Groundwater observed at 10 feet while
drilling.
-
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft llerracon BORING STARTED 10-9-09
WL ''J_ 10 WD ~ BORING COMPLETED 10-9-09 ·-----
WL .'l l' 21905 64th Avenue West, Ste.100 RIG Truck CO. EDI
WL Mountlake Terrace, WA 98043
LOGGED LCS JOB# 81095071 T (425) 771-3304 F: (425) 771-3549
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon -1-3/8" I.D., 2" O.D., unless otherwise noted
ST: Thin-Walled Tube -2" O.D., unless otherwise noted
RS: Ring Sampler-2.42" I.D., 3" O.D., unless otherwise noted
DB: Diamond Bit Coring -4", N, B
BS: Bulk Sample or Auger Sample
HS:
PA:
HA:
RB:
WB:
Hollow Stem Auger
Power Auger
Hand Auger
Rock Bit
Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value".
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling N/E: Not Encountered
WCI: Wet Cave in WD: While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB: After Boring ACR: After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. ln pervious soils, the indicated levels may reflect the location of groundwater. In
low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations:
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have
more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine
Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are
plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis
of their in-place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined
Compressive
Strength. Qu, psf
< 500
500 -1,000
1,000 -2,000
2,000 -4,000
4,000 -8,000
8,000+
Standard
Penetration or
N-value (SS)
Blows/Ft.
0-1
2-4
4-8
8 -15
15 -30
> 30
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Descriptive Term(sl of other
constituents
Trace
With
Modifier
Percent of
Dry Weight
<15
15-29
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(sl of other
constituents
Trace
With
Modifiers
Percent of
Dry Weight
<5
5-12
> 12
RELATIVE DENSITY OF COARSE-GRAINED SOILS
Standard Penetration
or N-value (SS)
Blows/Ft.
0-3
4-9
10-29
30-49
> 50
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
GRAIN SIZE TERMINOLOGY
Major Component
of Sample Particle Size
Over 12 in. (300mm)
12 in. to 3 in. (300mm to 75 mm)
Boulders
Cobbles
Gravel
Sand
Silt or Clay
3 in. to #4 sieve (75mm to 4. 75 mm)
#4 to#200 sieve (4.75mm to 0.075mm)
Passing #200 Sieve (0.075mm)
PLASTICITY DESCRIPTION
Term Plasticity Index
Non-plastic
Low
Medium
High
0
1-10
11-30
> 30
lrerracan
~------------------------------------------------------·--
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classification
Group
Symbol Group Name8
Coarse Grained Soils Gravels Clean Gravels Cu ~. 4 and 1 ::: Cc:;:; 3~ GW We!l-graded graveJf
More than 50% retained More than 50% of coarse Less than 5% finesc Cu < 4 and/or 1 > Cc> 3~ fraction retained on GP Poorly graded gravelf
on No. 200 sieve No. 4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravelF.G.H
More than 12% finesc Fines classify as CL or CH GC Clayey gravelf.G.>I
Sands Clean Sands Cu e>: 6 and 1 ::: Cc::: 3E SW Well-graded sand 1
50% or more of coarse Less than 5% fines 0
Cu < 6 and/or 1 > Cc> 3E fraction passes SP Poorly graded sand'
No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sandi:..H.r
More than 12% fines 0
Fines Classify as CL or CH SC Clayey sandGJ-1.1
Fine-Grained Soils Silts and Clays inorganic Pl > 7 and plots on or above "A" lineJ CL Lean c!ayK.1..t.1
50% or more passes the Liquid limit less than 50 Pl < 4 or plots below "A" lineJ No. 200 sieve ML SiltK.lM
organic Liquid limit -oven dried
< 0.75 OL
Organic clayK.L,M,N
Liquid limit -not dried Organic siltK.1..t.1.o
Silts and Clays inorganic Pl plots on or above "A" line CH Fat clayK.LM
Liquid limit 50 or more
Pl plots below "A" line MH Elastic Silt"·'-t.l
organic Liquid limit -oven dried
< 0.75 OH
Organic clayK.L.t.1.P
Liquid limit -not dried Organic siltK.l'-'·0
Highly organic soils Primarily organic matter, dark. in color, and organic odor PT Peat
A Based on the material passing the 3-in. (75-mm) sieve Hlf fines are organic, add "with organic fines" to group name.
8 1f field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
1 If soil contains 2 15% gravel, add ''with grave!" to-group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with
gravel," whichever is predominant.
cGravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
L If soil contains 2 30% plus No. 200 predominantly sand, add
"sandy" to group name.
0 sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
M If soi! contains ~ 30% plus No. 200, predominantly gravel,
add "gravelly" to group name.
' (Dao) Cc=
Orn X Dso
Np124 and plots on or above "A» line.
0 Pl < 4 or plots below "A" line.
F If soil contains~ 15% sand, add "with sand" to group name. P Pl plots on or above "A" line.
Glf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. 0 Pl plots below "A" line.
60 ,-----,,---,,----,,---,,------,/--"7f,.---,--,~-,---,----c~--,
For classification of fine-grained / I _./'1
soils and fine-grained fraction ... V I
50 -::~=:~:~;~~~:: soils / ,.,$ ~f~~ ,,~ 'Y I
Horizontal at Pl=4 to LL=25.5. ,./ ·'"'-_/(
40 -then Pl=0.73 (LL-20) ./ r--··__.:1. Q..,._ ... _ i-v-"----4'-----l---+----I
Equation of "U" -line ... ... X' c /
: Vertical at Ll=16 to Pl=7 ,./ Ci /
30 -then Pl=0.9 (L/L-8} ;r-,-/-,v·
0
-lv----lv-----J,L----j1---+--+--I·--··--
, o<
20 / r'v-----,,/~--t-----i------t---t------t----1
/ ,' V
10 1---//-----c,· +---+,---7" /=-I
7
/ CL -11
"/ ML or OL
4 / ! ' I 0 ~--~~~--~---~--· ·--
MH or OH
-------+-------+----+---+---~
--· -----·· I ·------~----~
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
....__ _________ ,rerracon_
Form 111-6/98
APPENDIX C
LABORATORY TESTING
Initial Geotechnical Engineering Report
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095057A
lrerracan
Laboratory Testing
Samples retrieved during the field exploration were taken to the laboratory for further
observation by the project geotechnical engineer and were classified in general accordance with
the Unified Soil Classification System (USCS) described in Appendix A. At that time, the field
descriptions were confirmed or modified as necessary and an applicable laboratory testing
program was formulated to determine engineering properties of the subsurface materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses
and the development of foundation, infiltration and earthwork recommendations. Laboratory
tests were performed in general accordance with the applicable ASTM, local or other accepted
standards.
Representative soil samples obtained from the site were tested for the following properties:
"
"
"
Sieve Analysis
Unit Weight
Modified Proctor
" pH and Resistivity
Moisture Content Determinations
"
" ..
Moisture Content
California Bearing Ratio
Atterberg Limits
Moisture content determinations were performed on representative samples obtained from the
explorations in order to aid in identification and correlation of soil types. The determinations
were made in general accordance with the test procedures described in ASTM D 2216. The
results are shown on the grain size distribution curves in this appendix.
Sieve Analysis
Sieve analysis indicates the range in diameter of soil particles included in a particular sample.
Sieve analyses were performed on representative samples in general accordance with ASTM D
422. The results of the grain size determinations for the samples were used in classification of
the soils and are presented in this appendix.
Atterberg Limits
Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid
and plastic limits are two of the five Atterberg limits and are defined as the moisture content of a
cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively. Liquid
and plastic limits were established for selected samples in general accordance with ASTM: D-
423 and ASTM: D-424, respectively. The results of the Atterberg limit tests are presented on
the exploration logs in Appendix A.
Initial Geotechnical Engineering Report
Proposed Walmart Store #2516-05 Expansion• Renton, Washington
November 30, 2009 • Terracon Project No. 81095057A
Unit Weight -Natural Density
lrerracon
Wet and dry unit weights were determined on representative samples obtained from relatively
undisturbed ring samples in general accordance with the procedures outlined in ASTM D 2166.
Laboratory Maximum Density Test
The laboratory maximum density represents the highest degree of density that can be obtained
from a particular soil type by imparting a predetermined compaction effort. The test determines
the "optimum" moisture content of the soil at the laboratory maximum density. The laboratory
maximum density test was performed on a bulk sample of material in general accordance with
ASTM: D-1557. The test result is shown in this appendix and presented as a curve where the
soil dry density is compared to the moisture content.
California Bearing Ratio Test
A California Bearing Ratio test was performed on a sample of the site soils in general
accordance with ASTM: D-1883, to provide an evaluation of the relative quality and support
characteristics of subgrade soils. Representative portions from the sample were compacted in
a mold, in general accordance with ASTM: D-1557 to provide a moisture-density relationship
curve. Following compaction, a 64 psf surcharge was applied to each sample which was then
totally immersed in water and allowed to soak for a period of time, during which, it was
monitored for swell. At the end of this period, the sample was removed, drained and a vertical
load applied to the surcharged soil with a penetration piston at a constant rate of strain.
Measurements of the applied vertical load were obtained at selected penetration depths. CBR
test results and moisture-density relationships plotted in terms of percent water content versus
percent corrected CBR and dry density are presented in this appendix.
pH and Resistivity Tests
Soil chemical analytical tests were completed on two representative soil samples by AMTEST
Laboratories in Kirkland, Washington. The results of the pH and resistivity tests were used to
assess the corrosion potential to concrete and unprotected steel.
Testing not Completed for this Project
Topsoil Testing -No topsoil was encountered.
Unconfined compression -Suitable samples were not collected in our Shelby Tube samples.
Consolidation -Suitable samples were not collected in our Shelby Tube samples.
Swell -Swell tests were not completed as no soil potentially expansive clay layers were
encountered.
BTEX -No BTEX testing was completed as we are not aware of any gas station proposed as
part of the expansion project.
I
CALIFORNIA BEARING RATIO ASTM o 1ss3
Exploration: Soil Description: brown clayey SILT with sand, trace gravel
Sample No.: B-4, B-7, B-10, B-11 composite
Depth: 2-5.0
Tested By: ARC
Comments: As received moisture = 26.2 %
10 Blows/Lift
Condition of Sample: soaked
Dry Density Before Soaking: 108 pcf
Dry Density After Soaking: 106 pcf
Moisture Content:
Before Compaction: 11.9 %
After Compaction: 12.6 %
Top 1-in Layer After Soaking: 20.5 %
Average After Soaking: 17.6 %
Swell: 1. 1 %
Surcharge Amount: 64.8 psf
Compaction Curve
ASTM D 1557 B
125
I
I
120
<=-~ u
E, I -" ~ II
" 115 C: ..
0
~
0
110
105
5.0 10.0 15.0 20.0
Moisture Content(%)
Max. Dry Density (MOD)*=
Optimum Moisture• =
''Rock Corrected Values
119.5 pcf
13.8 %
PROJECT NO:
25 Blows/Lift 56 Blows/Lift
soaked soaked
116 pcf 120 pcf
113 pcf 116 pcf
11.5 % 12.0 %
12.8 % 12.7 %
17.4 % 14.8 %
1.3 % 0.4 %
64.8 psf 64.8 psf
CBR Curve
70 • • • • • I
~ ~ _._Lab Data Points 60 ... ...
I-I-0 CBR at 95% MOD
50
I •
I
40
•
30
20 . . .. . . . .....
I
-
10 I • I
I . .
0
105 110 115 120
Dry Density (pct)
95% of MOD=
CBR at 95% of MDD =
113.5 pcf
17
81095071 PROJECT NAME:
llerracon DATE OF TESTING: 8/2712009 Renton Wal-Mart Expansion
Geotechnical and Environmental Consulting
,
I
125
60 I
' I
I
PLASTICITY CHART
ASTM D 4318
/
/
/ , ,
I r_•· /
/
---'---~I ______ / .,, ...... _,,_ -~-------50
'
-----~---~J-
i
40
~ ------
~ • >< '" "C 30 -=
!Low pfasf1 inorganic
c!av"s· san 1" and
z, ' '" .
·.:;
:;:, . ., .. 20 a: ' ,
., " ' /
c,oycy ..... ,/
and sa ds , '
' 10 "-::7
7 -------
UL-lYIL ~/ /////
4 , /
0
, /
0 10 20 30
uses
/
/ ,
/
/
' /
I /
7
/ .
/ "'" -,.
/ -..
/
7 ,
17
/ IWl<:>\,,111,.tfT] /
plastic / --+-----
/ ,
'7
/ ,
/ OL
-;:-
" '
ga
,u
II e sanas
40 50
Liquid Limit%
60
Received Liquid Plastic
Svmbol Barino Sample Descriotion M.C. !%\ Limit Limit
• B-2 S-3 ML 36 41 28
Remarks:
llerracon PROJECT NO: 81095071
DATE OF TESTING: 8/18/2009
Geotec'hnical and Environmental Consulting
'
, -----
1,
/ ---··-------, /
/
,
,
, .
-, """
" uo .. ,u ... .,, ,,oyo, o"u "'v· ciays---
OH
--
....
-.• , u, -,
70 80 90 100
Plasticity
Index Comments
13 gray SILT, trace to with sand
PROJECT NAME:
Renton Wal-Mart Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES
36"
10 0
-I
90
1-:c 80
(!)
-
-w
~ 70
>-ID -
ffi 60
z -u..
I-50 z w -
(.)
0:: 40 w a. -
30
-
20
-
10
-
'
' I
I
I
i
I
I
I
i 0
1000.000
r r 3" 2" , , Q·r· 3/4" 3/8"
I
'
! I
I
I
' !
I
' I
---+-sieve
_ -•-. hydrometer
I
100.000 10.000
4
~r""
I
U.S. STANDARD SIEVE SIZE HYDROMETER
10 r 1'
0 ro 200
I
I
'
I -+-----' ··-·-·-~-~~ -· -·-·--
~ -... I I
' I I". I
l I '
I. ' I i' ' :
I
I
I
..
•
I
'I . .
]···
1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine Silt lc1ay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture(%) Fines(%) Description
B-4, B-7, B-10, B-11 composite 2-5.0 26 74 clayey SILT with
sand, trace gravel
lrerracon
PROJECT NO: 81095071 PROJECT NAME:
DATE OF TESTING: 8/21/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-::c 80
(!)
-
-
-w
~ 70
~ -
ffi 60
z -u..
I-50 z w
(.)
et: 40 w
0..
30
-
-
-
20
-
10
-
36'
I
I
I
i
. ,
-0
1000.000
. ·-
i2" 6' 3" 1("
I I
!
I
' I
\ I
'
I
i
'
I
100.000
U.S. STANDARD SIEVE SIZE
3/4" 318" 4 10 20 40
610
140 200
I
I I
I
I '
\ I ' \i
'
! I
'
' \.
~
~
I
\ ...
~
I
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-2 S-1 & S-2 2.5-4 & 5-6.5 10
JOB NO: 81095071
lrerracon DATE OF TESTING: 8/1812009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
I
I '
I
' I
I
I
'
i
'.' I I I
----
' I
----,
' I
i
I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
12.5 silty gravelly SAND
PROJECT NAME:
Renton Wal-Mart
Expansion
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-
:i:: 80
Cl
-
-
-w
S: 70
>-Ill -
ffi 60
z
ii: -
I-50 z w
(.)
0:: 40 w a.
30
-
-
-
20
-
10
-
36"
'
0
1000.000
12" 6'' 3" 1112" r· 3/8"
I
' I',!
\
j I
.. ..__
·-
'
i
I
i
I
I
I
100.000 10.000
US. STANDARD SIEVE SIZE
4 10 20 40 60 140 200
I
'
' ' '
!
•
' [\
\
~
I'\
'a
~I
1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medlum I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-5 S-1 2.5-4 7
JOB NO: 81095071
lferracon DATE OF TESTING: 8/18/2009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
i
I I
'
'
I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
12.1 silty gravelly SAND
PROJECT NAME:
Renton Wal-Mart
Expansion
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
10
9
1-:c 8
C)
0
-
0
-
0
-w
:!:' 70
~ -
ffi 60
z
ii: -
I-50 z w -u
0::: 40 w a. -
30
-
20
-
10
-
36''
.
0
1000.000
12" ff' 3" 1 1/2"
I j
I ,'\'
\
I
100.000
U.S. STANDARD SIEVE SIZE
3/4" 3/8'' 4 10 20 40 60 140 200
I
•
\
\
I
\
\
'
"" \
.... ~
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-5 S-3 7.5-9 3
JOB NO: 81095071
. lrerracon DATE OF TESTING: 811812009
Geotechnical and Environmental Consulting
ASTM D422
HYDROMETER
I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
2.8 sandy GRAVEL, trace
silt
PROJECT NAME:
Renton Wal-Mart
Expansion
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
10
9
1-
J: 8
(.')
0
-
0
-
0
-w :s: 7 0
iii -
ffi 60
z
ii: -
I-50 z w -u
0:: 40 w
D.. -
30
-
20
-
10
-
36"
I
0
1000.000
12" 6"" 3" 1 1/2"
I
.
100.000
\
\
U.S. STANDARD SIEVE SIZE
3/4" 3/B" 4 10 20 40 60 140 200
I I
I I
i
• I
\
\
•
1,
"'
''\
"' ~
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture(%)
8-5 S-5 12.5-14 9
JOB NO: 81095071
llerracon DATE OF TESTING: 811812009
Geotechnical and Environmental Consulting
ASTM 0422
HYDROMETER
, I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
5.8 sandy GRAVEL with
silt
.
PROJECT NAME:
Renton Wal-Mart
Expansion
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-::c 80
(!)
-
-
w -
~ 70
>-ID -
ffi 60
z
ii: -
I-50 z w u
ct: 40 w
D.
30
-
-
-
20
-
10
-
36"
'
0
1000.000
12" , .. 3" 1 1/2"
I
100.000
3/4"
U.S. STANDARD SIEVE SIZE
318" 4 10 20 40 60 140 200
I
j
I
._ I
~ i
I
I
'
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-7 S-1 2.5-4 34
JOB NO: 81095071
llerracon DATE OF TESTING: 8/18/2009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
!
I
I
I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
87.2 SILT, trace sand and
gravet
PROJECT NAME:
Renton Wal-Mart
Expansion
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-:r: 80
(!)
-
iii -
S: 70
>-II] -
ffi 60
z u:: -
I-50 z w u
0:: 40 w
D.
30
20
-
-
10
-
36"
0
1000.000
12" r 3" 11/2"
I
i ~
\
100.000
U.S. STANDARD SIEVE SIZE
314" 318'' 4 10 20 40
610
140 200
I
\
\
~
\
\
\
\
r-."' !-... f--.._
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse l Fine Coarse J Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-7 S-6 17.5-19 11
JOB NO: 81095071
lferracon DATE OF TESTING: 8/1812009
Geotechnical and Environmental Consulting
ASTM 0422
HYDROMETER
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
1.5 gravelly SAND, trace
silt
PROJECT NAME:
Renton Wal-Mart
Expansion
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
10 0
9 0
1-
J: 8
(!)
0
-
-
iii s: 7
>-ID
-
0
-
ffi 60
z
u:: -
I-50 z
LU -u
0:: 40 LU
D.. -
30
-
20
-
10
-
36"
0
1000.000
12" r 3" 1 112"
j
I
'
I .........
100.000
U.S. STANDARD SIEVE SIZE
3/4" 318" i 10 20 40
610
140 200
i
~ ~-l's
' I"-
I
\
\
~
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture(%)
B-8 S-5 12.5-14 30
JOB NO: 81095071
lferracon DATE OF TESTING: 8/18/2009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
I
'
I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
5.5 SAND with gravel and
silt
PROJECT NAME:
Renton Wal-Mart
Expansion
10 0
90
1-
::i: 80
C>
w
S: 70
>-
-
-
ID -
ffi 60
z u:: -
I-50 z w -
CJ
it: 40 w c.. -
30
-
20
-
10
-
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE
36" 12" r 3" 1 1/2" 314" 318" 4 10 20 40 610 140 200
'
\
' ..
~ I
l's I'-....
0
1000.000 100.000 10.000 1:000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments: Sample smaller than specified by ASTM D2216
Exploration Sample Depth (feet) Moisture (%)
B-8 S-8 27.5-29 5
JOB NO: 81095071
lrerracon DATE OF TESTING: 8/18/2009
Geotechnica! and Environmental Consulting
ASTM D422
HYDROMETER
I
I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
0.5 GRAVEL, trace sand
and silt
PROJECT NAME:
Renton Wal-Mart
Expansion
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-
J: 80
(!)
-
-
jjj -
~ 70
>-ID -
ffi 60
z -u.
I-50 z w
(J
0:: 40 w
II.
30
-
-
-
20
-
10
-
36"
0
1000.000
12" 6" 3'' '1 1/2"
I I
: I
'
,!
'
100.000
U.S. STANDARD SIEVE SIZE
3f4'' 319" 4 10 20 40
'i°
140 200
........... ' ' -
I I
I
I\
\
\
\
'
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-12 S-1 2.5-4 13
JOB NO: 81095071
lrerracon DATE OF TESTING: 8/18/2009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
0.010 0.001
Silt j Clay
FINE GRAINED
.
Fines(%) Description
18.7 silty SAND, trace
gravel
PROJECT NAME:
Renton Wal-Mart
Expansion
.,
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-
J: 8
C)
0
-
-
-w
S: 70
~ -
ffi 60
z -u.
I-50 z w -
(J
0:: 40 w
D.. -
' -30
-
20
-
10
-
36"
0
1000.000
12" ff' 3" 1 1/2"
I
!
I
I
I
I
100.000
U.S. STANDARD SIEVE SIZE
r· 3/8" 4 10 20 40
'i°
14() 200
' ! --~ I i
I ~~
' 1, '
\
\ I
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture(%)
B-13 S-1 2.5-4 24
JOB NO: 81095071
lferracon DATE OF TESTING: 10/9/2009
Geotechnica! and Environmental Consulting
ASTM D 422
HYDROMETER
I I
!
I I
' '
I
I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
67.3 sandy SILT, trace
gravel
PROJECT NAME:
Renton Retail
I
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
10 0
-
9 0
-
0
1-::c 8
<.!)
iij -
~ 70
>-CD -
ffi 60
z
u:: -
I-50 z w
(.)
et:: 40 w c..
30
-
-
-
20
-
10
-
36"
i
!
0
1000.000
12" 6' , .. 11/2"
I
100.000
3/4" 3/8"
I
I
\
• \
\
10.000
U.S. STANDARD SIEVE SIZE
4 10 20 40 60 140 200
I
I --
I ' .
'
\
\
~
~
I \
-.,
~
1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture(%)
8-13 S-5 12.5-14 11
JOB NO: 81095071
lrerracon DATE OF TESTING: 10/9/2009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
I
--
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
2.9 sandy GRAVEL, trace
silt
PROJECT NAME:
Renton Retail
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
36"
100
-
I --90
t-
J: 80 c.,
-
-w
S: 70
>-ID -
ffi 60
z
U: -
t-50 z w -
()
0:: 40 w a. -
30
-
20
-
10
-
0
1000.000
12" ... 3" 1 1/2"
I
' I
i
I
I
100.000
3/4"
U.S. STANDARD SIEVE SIZE
318" 4 10 20 40 60 140 200
I
I
I• ~ i
' i
I '\
\
I
\
•
I
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture(%)
B-14 S-1 2.5-4 17
JOB NO: 81095071
lrerracon DATE OF TESTING: 10/9/2009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
'
I
I !
I
I I
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
48.5 silty SAND, trace
gravel
PROJECT NAME:
Renton Retail
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
36"
100
'' ! I
-1.:
I -J_i 90
1-::c 80
(!)
-
-w
:S: 70
>-IXI -
ffi 60
z -u.
I-50 z w -(J
a:: 40 w a. -
30
-
20
-
10
-
I
I
' I
i
0
1000.000
12"
I
6" 3" 1 112" 3/4" 318"
I j
' I
\I I
!
\ ' \
I
~
I
I
100.000 10.000
U.S. STANDARD SIEVE SIZE
' 10 20 40 60 140 200
I I
' i
' !
I !
'
' "" ' \
I\ ,-._
~
1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SANO
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-14 S-4 10-11.5 .7
JOB NO: 81095071
lrerracon DATE OF TESTING: 10/9/2009
Geotechnical and Environmental Consulting
ASTM D422
HYDROMETER
! 11
--
0.010 0.001
Silt I Clay
F!NE GRAINED
Fines(%) Description
6.3 sandy GRAVEL with
silt
PROJECT NAME:
Renton Retail
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-
J: 80
(!)
-
-
-UJ
S: 70
>-ID -
ffi 60
z -u..
I-50 z
UJ
()
a:: 40 UJ c..
30
-
-
-
20
-
10
-
36"
i I
' I
0
1000.000
12" , .. 3" 11/2''
I
'
!
100.000
U.S. STANDARD SIEVE SIZE
314" 3/8'' 4 10 20 40 60 140 200
I
I 11 I
: ' ' I
I \
\ I
\
\
•
.
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-15 S-2 5-6.5 23
JOB NO: 81095071
lrerracon DATE OF TESTING: 10/9/2009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
I
.
.
I
0.010 0.001
Slit I Clay
FINE GRAINED
Fines(%) Description
42.2 silty SAND, trace
gravel
PROJECT NAME:
Renton Retail
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-
J: 80
(!)
-
-
iii -
~ 70
>-ID -
ffi 60
z
U:: -
I-50 z w u
0:: 40 w
0..
30
20
-
-
-
10
-
36'
I
0
1000.000
12" r 3" '(
11 I I
I
I 1
i
100.000
U.S. STANDARD SIEVE SIZE
3/4" 3/8" 4 10 20 40 60 140 200
I
\ I
k .. I
1---"--, h_
I
I
' ' ~
10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse l Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
· Comments:
Exploration Sample Depth (feet) Moisture(%)
B-15 S-3 7.5-9 12
JOB NO: 81095071
lrerracon DATE OF TESTING: 10/9/2009
Geotechnical and Environmental Consulting
ASTM D422
HYDROMETER
I'
I
'I
!
I'
Ii
0.010 0.001
Silt I Clay
FlNE GRAINED
Fines(%) Description
24.5 silty SAND, trace
gravel
PROJECT NAME:
Renton Retail
GRAIN SIZE ANALYSIS Test Results Summary
SIZE OF OPENING IN INCHES
100
90
1-:c 80
(.!)
-
-
iii -
:i: 70
>-
36"
I lD -,
ffi 60
z u: -
I-50 z w -
(.)
0:: 40 w
D.. -
30 -
-
20
-
10
-
0
1000.000
12"
I
I
I
6" 3" 1 112" 314" 3/8''
I j
. i----. .. .
i
I
'
I
100.000 10.000
U.S. STANDARD SIEVE SIZE
4 10 20 40 60 140 200
I
I
-i---. ... I I
1 • i',,
\ ' ' i . I
'
\ 1
\
' •
I
1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse I Medium I Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-16 S-1 2.5-4 13
JOB NO: 81095071
lferracon DATE OF TESTING: 10/9/2009
Geotechnical and Environmental Consulting
ASTM D 422
HYDROMETER
I
---
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
39.2 silty SAND, trace
gravel
PROJECT NAME:
Renton Retail
10
9
1-
J: 8
Cl
w s: 7
>-co
0
-
o
0
-
o
-
ffi 6 0
z
u::
I-5 z w
(.)
-
0
-
0:: 40 w a. -
30
-
2 0
-
0
-
0
GRAIN SIZE ANALYSIS
SIZE OF OPENING IN INCHES
36" 12" r 3" 1,~· 3/4" 3/8" 4
I :
I
""'
' ' !
' -' : : ' '
'
i
I I
Test Results Summary
U.S. STANDARD SIEVE SIZE
11 20 40 60 140 200
I
!
i
\
I
\ I
\
'
\
'I.
!",I
'
1000.000 100.000 10.000 1.000 0.100
PARTICLE SIZE IN MILLIMETERS
Coarse I Fine Coarse ] Medium l Fine
BOULDERS COBBLES GRAVEL SAND
Comments:
Exploration Sample Depth (feet) Moisture (%)
B-16 S-2 5-6.5 4
JOB NO: 81095071
lferracon DATE OF TESTING: 10/912009
Geotechnical and Environmental Consulting
ASTM D422
HYDROMETER
I
I
'
'
0.010 0.001
Silt I Clay
FINE GRAINED
Fines(%) Description
4.2 SAND with gravel,
trace silt
PROJECT NAME:
Renton Retail
60
50
40
;,,:: 0
)(
I LOW p1asu inorganic
cla"s· san .. and
.,
'O 30 -= ~ ... ----:---
·.::;
:;::: .
" en 20 "' a: ., c, ' /
u,oyoJ 01110 ,,,
ann sa s / "·
' 10 ,7
7 ------jo'/// /////
4 , /
0 ~ /
0 10 20
uses
PLASTICITY CHART
ASTMD4318
I
I
I /
/ ----
/
/
/ --
/
/
/
-
/ =• /
/ / -/ /
.
/ I
/ ---
I I~"·--
'
i
/
/
-' /
/
/
/
..
/ l>IUUIUIII 7 u OUOHIU omo, ,,o,o,
/
/
I/
/
/
30
plastic /
j /
/
/
/
/ OL , '
-;::-
'-' ·U
II e sanas
or
40 50
Liquid Limit%
.
60
Received Liquid Plastic
-· --
....
., u, -,
70 80
Plasticity
I
/
/
/ . ,, __
-· /
, __
,,
90 100
Svmbol Barino Sample Descri ction M.C. /%\ Limit Limit Index Comments
• B-20 S-2 ML 39 41 28 13 dark gray SILT
f'::. B-21 S-2 ML 37 40 28 12 brown SILT
• B-41 S-4 MH 45 50 29 21 brown ELASTIC SILT
0 B-44 S-1 ML 35 40 29 11 dark gray SILT
Remarks:
PROJECT NO: 81095071 PROJECT NAME:
llerracon DATE OF TESTING: 10/27/2009 Renton Retail
Geotechnical and Environmental Consulting
APPENDIX D
REQUIRED ATTACHMENTS
GEOTECHNICAL INVESTIGATION FACT SHEET
PROJECT LOCATION: 743 Rainier Avenue South Renton, Washington
Engineer: Thomas Jones, P.E. Phone No: 425-771-3304 Email: tajones@terracon.com
Geotechnical Engineering Co.: Terracon Consultants, Inc. Report Date: November 30, 2009
Ground Water Elevation: 9 to 12 feet below grade
Date Groundwater Measured: 10/12/09
Fill Soil Characteristics:
Maximum Liquid Limit: 30
Maximum Plasticity Index: Q
Topsoil/Stripping Depth: N/A
Undercut: 2 feet for <4-foot tall retaining
walls supported on shallow foundations Specified Compaction: 95% Max. Proctor Density
Moisture Content Range: Granular soils -2 to +2
Modified Proctor Results: See Appendix B
pH: 6.3 -7.0
Resistivity: 6 400 -12 000 ohm-cm
Cement Type:~I __ _
Recommended Compaction Control Tests:
1 Test for Each 10 000 Sq. Ft. each Lift (Bldg. Area)
1 Test for Each 25 000 Sq. Ft. each Lift (Parking Area)
Engineered/Structural Fill Maximum Lift Thickness 10 inches
Subgrade Design CBR-value =_=2 __
(Measured loose)
i';,,fficArea
Standard-Duty
Pavements
109,500 ESALs
Heavy-Duty
Pavements
335,800 ESALs
A
B
A
B
Concrete.
•• Thickness (in).
3
4
· Portland Cement · ·
<: : ctincr~ie > ..
·_rhl2kri~s;{in) :
5.5
6.5
Base :Cou"rse
• Thickness
(inJ
5
4
5
4
7
5
7
5
•·• }~[ckness •
.:;;: (in)
15
14.5
16
15.5
All new asphalt pavement sections should be underlain with Tensar BX 1100. For areas subject to concentrated and
repetitive loading conditions such as dumpster pads, truck delivery docks and ingress/egress aprons, we recommend
using a Portland cement concrete pavement with a thickness of at least 7 inches underlain by at least 4 inches of
crushed aggregate base course and 5 inches subbase. This information shall not be used separately from the
Geotechnical Report
FOUNDATION DESIGN CRITERIA
PROJECT LOCATION: 743 Rainier Avenue South Renton. Washington
Engineer: Thomas Jones P.E. Phone No: 425-771-3304 Email: tajones@terracon.com
Geotechnical Engineering Co.: Terracon Consultants Inc. Report Date: November 30 2009
Foundation Type: · 16-inch dia. augercast piles or 6-inch dia. pipe piles
Allowable Bearing Capacity: AC piles: 35 tons. 6-in. pipe piles: 15 tons
Factor of Safety: 2
Frost Depth: 18"
"Maximum Foundation Movements: Total: o/."
Differential:_~Y.~2" __
Slab: Potential Vertical Rise: < Y. inch
Capillary Break: 6 inches coarse base aggregate
Subgrade Reaction Modulus: 200 psi/in Method Obtained: CBR with 6" granular layer below slab
Active Equivalent Fluid Pressures: 35 pcf
Passive Equivalent Fluid Pressures: 275 pcf
Perimeter Drains:
Retaining Wall:
Building: 4" dia. rigid. perforated PVC pipe at base of footings
Retaining Walls: 4" dia. rigid. perforated PVC pipe at base of wall
At-rest pressure: 50 pcf
Coefficient of friction: 0.33 allowable
COMMENTS: This information shall not be used separately from the Geotechnical Report
I
FOUNDATION SUBSURFACE PREPARATION NOTES
RENTON, WASHINGTON
11/30/09
UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS,
THE LIMITS OF THIS SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF
THE SITE DIRECTLY BENEATH AND 5 FEET BEYOND THE BUILDING AND APPURTENANCES.
APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUILDING PROPER (REFER TO
DRAWING SHEET SP1) TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING
SIDEWALKS, GARDEN CENTER, PORCHES, RAMPS, STOOPS, TRUCK WELLS/DOCKS,
CONCRETE APRONS AT THE AUTOMOTIVE CENTER, COMPACTOR PAD, ETC. THE BASE AND
THE VAPOR BARRIER, WHERE REQUIRED, DOES NOT EXTEND BEYOND THE LIMITS OF THE
ACTUAL BUILDING AND THE APPURTENANCES.
ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB, CHOKER
COURSE AND BASE. REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR
REQUIRED SLAB THICKNESS. THE 6 INCH THICK BASE MATERIAL SHALL CONFORM TO __
THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ACCURATE MEASUREMENTS FOR
ALL CUT AND FILL DEPTHS REQUIRED ANY PROPOSED ALTERNATIVE BASE MATERIAL MUST
BE SUBMITTED FOR APPROVAL WITHIN 30 DAYS AFTER AWARD OF CONTRACT. ANY
EQUIVALENT ALTERNATIVE SHALL ONLY BE USED IF APPROVED IN WRITING BY THE CEC AND
AOR.
EXISTING FOUNDATIONS, SLABS, PAVEMENTS, AND BELOW GRADE STRUCTURES SHALL BE
REMOVED FROM THE BUILDING AREA. REMOVE SURFACE VEGETATION, TOPSOIL, ROOT
SYSTEMS, ORGANIC MATERIAL, EXISTING FILL, AND SOFT OR OTHERWISE UNSUITABLE
MATERIAL FROM THE BUILDING AREA. PROOFROLL EXPOSED SUBGRADE. REMOVE AND
REPLACE UNSUITABLE AREAS WITH SUITABLE MATERIAL. SUBGRADE MATERIAL SHALL BE
FREE OF ORGANIC AND OTHER DELETERIOUS MATERIALS AND SHALL MEET THE FOLLOWING
REQUIREMENTS:
LOCATION WITH RESPECT TO FINAL GRADE
BUILIDNG AREA, BELOW UPPER 4 FEET
BUILIDNG AREA, UPPER 4 FEET
P.I.
10 MAX.
0 MAX.
L.L.
40 MAX.
30 MAX.
SUBGRADE MATERIAL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 10 INCHES IN
THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR
MAXIMUM DRY DENSITY (ASTM D-1557) AT A MOISTURE CONTENT WITHIN 2 PERCENT BELOW
TO 2 PERCENT ABOVE THE OPTIMUM.
THE FOUNDATION SYSTEM SHALL BE AUGERCAST PILES OR DRIVEN PIPE PILES AND GRADE
BEAMS.
THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE
WORK SPECIFICATION. IN CASE OF CONFLICT, INFORMATION . COVERED IN THIS
PREPARATION SHALL TAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. REFER TO
THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION.
THIS INFORMATION WAS TAKEN FROM A GEOTECHNICAL REPORT PREPARED BY TERRACON
CONSULTANTS, INC. DATED 11/30/09. (GEOTECHNICAL REPORT IS FOR INFORMATION ONLY
AND IS NOT A CONSTRUCTION SPECIFICATION).
GEOTECHNICAL ENGINEERS EMAIL ADDRESS: TAJONES@TERRACON.COM
AASHTO 1993 METHOD FOR DESIGN OF ASPHALT PAVEMENT STRUCTURES
FOR: PROPOSED RETAIL DEVELOPMENT, RENTON, WASHINGTON
DESIGN LIFE:20 YEARS
DESIGN CALIFORNIA BEARING RATIO 2%
INPUT VALUES FOR STRUCTURAL NUMBER (SN)
18-kip ESAL (20 yrs) = 109,500 (Std.), 335,800 (Hvy.)
Reliability (R) = 85%
Standard Normal Deviation (Z,) = 1.037
Overall Standard Deviation (S 0 ) = 0.45
Resilient Modulus (MR) = 3,000 psi
Effective Resilient Modulus (MR, seasonally adjusted) = 3,000 psi
Initial Serviceability (P 0 ) = 4.2
Terminal Serviceability (P,) = 2.0
Design Serviceability Loss (PSI) = 2.2
Structural Number (SN)= 3.5 (Hvy.), 3.1 (Std.)
Input values for thickness calculations
Asphalt layer coefficient (a 1) = 0.42
Base course layer coefficient (a 2 ) = 0.14
Base course drainage coefficient (m 2 ) = 1.30
Subbase layer coefficient (a3) = 0.11
Subbase drainage coefficient (m3) = 1.20
Recommended Pavement Section Thicknesses (inches)
REFERENCE
Specified
Specified
1-62
Specified
1-14
11-15
Specified
Specified
11-10
11-35
11-18
11-19
11-25
11-21
11-25
Asphalt Concrete Crushed Base Course Pit-Run Subbase
Standard
Heavy
3
4
5
5
Note: Subbase should have a minimum CBR value of 30% when compacted.
7
7
AASHTO 1993 METHOD FOR DESIGN OF CONCRETE PAVEMENT STRUCTURES
FOR: PROPOSED RETAIL DEVELOPMENT, RENTON, WASHINGTON
DESIGN LIFE: 20 YEARS
DESIGN CBR-VALUE: 2%
INPUT VALUES FOR STRUCTURAL NUMBER (SN)
Estimated ESAL (20 yrs) = 109,500 (standard duty), 338,500 (heavy duty)
Reliability (R) = 85%
Standard Normal Deviation (Z,) = 1.037
Overall Standard Deviation (S 0 ) = 0.35
Resilient Modulus (MR) = 18,000 psi
Effective Resilient Modulus (MR, seasonally adjusted) = 3,000 psi
Effective Modulus of Subgrade Reaction = 250 pci
Initial Serviceability (Po)= 4.2
Terminal Serviceability (P 1) = 2.0
Design Serviceability Loss (PSI)= 2.2
Input values for thickness calculations:
Mean Concrete Modulus of Rupture = 600 psi
Base Modulus (E 8 ) = 30,000 psi
Subbase Modulus (E 58) = 15,000 psi
Recommended Concrete Pavement Section Thicknesses (inches)
REFERENCE
Specified
Specified
1-62
Specified
11-21
11-15
11-39
Specified
Specified
11-10
Recommended
11-19
11-21
Concrete Crushed Base Course Pit-Run Subbase
Standard
Heavy
5.5
6.5
4
4
5
5
Note: Subgrade and subbase should be compacted to a minimum of 95 percent of the
modified Proctor maximum dry density. Subbase should have a minimum CBR value of 30
when compacted.
APPENDIX E
PREVIOUS GEOTECHNICAL INVESTIGATION REPORT
@AGRA
Earth & Environmental
1 7 October 199 5
Washington Land Design
10700 Meridian Avenue North, Suite 503
Seattle, Washington 98133
Attention: Mr. Jim Towslee
AGRA Earth &
Environmental, Inc.
11335 NE 122nd Way
Suite 100
Kirkland. Washington
USA) ~6~~1 !-00
Tel (206) 820-4669
Fax (206) 821-3914
Subject: Subsurface Exploration and Geotechnical Engineering Evaluation
Proposed Renton Retail Store
SW 7th Street and Hardie Avenue SW
Renton, Washington
Dear Mr. Towslee:
This report presents the results of our geotechnical engineering evaluation for the above
referenced project. The scope of services for this project consisted of field exploration,
geotechnical engineering analyses, laboratory testing, and preparation of this report. The
scope of work for this report was performed in accordance with our Proposal for Geotechnical
and Phase I Environmental Studies dated 12 September 1995. Written authorization to
proceed with this project was provided by Washington Land Design in your letter dated 15
September 1995.
This report has been prepared in accordance with generally accepted geotechnica\ engineering
practices for the exclusive use of Washington Land Design and their agents for specific
application to this project. In the event of any changes in the nature of the project which may
affect conclusions and recommendations presented in this report, we should be allowed to
review and modify them, as necessary, to reflect those changes.
We appreciate this opportunity to be of service to you, and are available to answer any
questions you have regarding this report or other geotechnical aspects of the project.
Respectfully submitted,
AGRA Earth and Environmental, Inc.
Thomas A. Jones
Senior Project Engin r
~· ,~ Engineering & Env,ronmcnta! Services
Subsurface Exploration and Geotechnical Engineering Evaluation
Proposed Renton Retail Store
SW 7th Street and Hardie Avenue SW
Renton, Washington
Prepared For
Washington Land Design
10700 Meridian Avenue North
Seattle, Washington 98133
Prepared by,
AGRA Earth and Environmental, Inc.
11335 NE 122nd Way, Suite 100
Kirkland, Washington 98034
October 1995
11-10521-00
@AGRA
Earth & Environmental
I-
1.0 SUMMARY
TABLE OF CONTENTS
11-10521-00
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............. . 1
2.0 PROJECT DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
3.0 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
4.0
3.1 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
3.2 Surface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3.3 Subsurface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3.4 Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
CONCLUSIONS AND RECOMMENDATIONS ........................ . 5
5
6
4. 1 Liquefaction Analysis .................................. : .
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
4.10
Site Preparation ....................................... .
Structural Fill ......................................... . 7
Utility Trenching and Backfilling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Foundations . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 0
4.5.1 Shallow Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
4.5.2 Pile Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Slab-On-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Backfilled Walls and Retaining Structures . . . . . . . . . . . . . . . . . . . . . . 13
Drainage Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Temporary and Permanent Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
Seismic Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
5.0 PAVEMENT DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
6.0 CLOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 7
Figure 1 -Site and Exploration Plan
Appendix A -Field Exploration Procedures and Logs
Appendix B -Laboratory Test Procedures end Results
Appendix C -AASHTO Pavement Design
Appendix D -Geotechnical Investigation Fact Sheet and Foundation Design Criteria
SUBSURFACE EXPLORATION AND GEOTECHNICAL
ENGINEERING EVALUATION
PROPOSED RENTON RETAIL STORE
SW 7TH STREET AND HARDIE AVENUE SW
RENTON, WASHINGTON
1.0 SUMMARY
11-10521-00
The proposed project is considered feasible from a geotechnical standpoint with respect to the
subsurface conditions encountered at the site. A brief summary of project geotechnical
considerations is presented below:
• The subsurface exploration program for this project consisted of advancing 19
hollow-stem auger soil borings across the site. Subsurface soil conditions
encountered in the borings were somewhat variable, but generally consisted of
interlayered loose to medium dense sand and gravel, with varying silt content,
and some layers of silty sand and silt. Looser surficial soils were generally
underlain by medium dense to very dense sand and gravel deposits below about
20 feet depth. Much of the site was covered with about 2 inches of asphalt
paving, with varying thicknesses of paving base course and granular fill material
immediately beneath the pavement section. A significant portion of the site
was covered with an existing concrete masonry building, located mostly in
planned parking areas east of the proposed retail building, but covering a
narrow strip of the proposed building along its eastern side. No explorations
were completed within the footprint of the existing building.
• Groundwater was encountered in several of our explorations at depths ranging
from 7 Y, to 14 feet, and was measured in one groundwater monitoring well on
the site at a depth of 9. 2 feet. Borings which did not encounter groundwater
were shallow and were terminated at or slightly above the groundwater table
• Due to the very loose to loose density and grain-size distribution of the near-
surface soils, there is a high likelihood of liquefaction within these soils during
an earthquake of moderate size and duration which is typically used in design
in the Puget Sound area.
• The soils within the proposed building pad vary substantially and include soft
compressible silts and liquefaction susceptible soils. Therefore, we recommend
that the proposed building foundations be supported on drilled, augercast piles.
Slab on grade floors could be supported on a mat of compacted structural fill.
Geotechnical design parameters are presented in the text of this report.
• Relatively shallow groundwater levels were encountered across the site, even
though the explorations were completed during the late summer when seasonal
groundwater levels are likely near seasonal lows. It is therefore likely that
excavations on the site, such as for the installation of sewers and other buried
Washington Land Design
17 October 1995
11-10521-00
Page 2
•
utilities, and for other areas such as vehicle maintenance pits, will encounter
groundwater seepage. Excavation dewatering will most likely be required to
facilitate such installations and permanent drainage and/or water-proofing
measures will be necessary for a vehicle maintenance pit.
Due to the condition of the soils encountered within the proposed building pad,
we recommend that a mat of structural fill be constructed beneath all slab on
grade floors in order to provide more uniform support. The mat of structural fill
should be a minimum of 18 inches in thickness and consist of pit-run sand and
gravel or crushed recycled concrete which can be compacted to a minimum of
92 percent of the modified Proctor maximum dry density. Above the mat, we
recommend placing an additional 2 feet of surcharge fill which is nearly
equivalent to the design floor loads in order to preconsolidate the settlement
sensitive soils encountered in some of our borings. The mat and surcharge soils
should be completed at least 30 days prior to construction of the floor slabs.
Above the structural mat, a 6-inch thick layer of capillary break material should
be placed. A vapor barrier is not required.
• Much of the planned paved parking and driveway areas are covered by existing
asphalt paving which is approximately 2 inches thick and underlain by about O
to 1 8 inches of crushed rock pavement base course and\or granular fill. The
existing pavement is in relatively poor condition. An overlay is suitable at the
site, provided remedial measures are used to remove excessively damaged
asphalt, replace inadequate subgrade soils, and possibly use an overlay
geotextile between the new and old pavement sections. We recommend
standard and heavy section overlays of 2 and 3 inches, respectively.
• Many of our borings encountered near-surface silty soils which are considered
to be moisture sensitive. Earthwork performed during or immediately after
extended periods of wet weather will be difficult or impossible if the soils are
over optimum in moisture content. On-site soils would not be compactible if
the moisture content is more than about 2 to 3 percent over optimum.
Imported structural fill or soil admixtures such as dry cement or lime may be
necessary for earthwork to proceed during these periods.
This summary is presented for introductory purposes only, and should be used in conjunction
with the full text of this report. The project description, site conditions, and our specific
geotechnical design recommendations are presented in the following report sections. The field
exploration procedures and logs are included with this report as Appendix A. Laboratory
testing procedures and results are included in Appendix B, while AASHTO pavement design
Washington Land Design
17 October 1 995
11-10521-00
Page 3
calculations are presented in Appendix C. The Geotechnical Investigation Fact Sheet and
Design Criteria are presented in Appendix D.
2.0 PROJECT DESCRIPTION
We understand that the proposed project would consist of removing the existing retail building
on the site, and constructing a new retail store which includes the main building along with
associated parking areas, access driveways, utilities and landscaping. Possible future retail
space is identified north of the proposed building. The currently proposed site layout is
presented in our Site and Exploration Plan, Figure 1, included with this report. The planned
configuration would include a 133,000 square foot building with a vehicle maintenance center
and garden center on the north side. A finished floor elevation for the planned building has
not yet been determined, however we anticipate that the new building will closely match
existing grades.
The purpose of this evaluation was to establish general subsurface conditions at this site from
which conclusions and recommendations for foundation design, pavement design, and general
earthwork construction recommendations for the project could be formulated. The scope of
work consisted of a field exploration program, laboratory testing, geotechnical engineering
analyses, and preparation of this report. In the event that there are any changes in the nature,
design, elevation, or location of the proposed structure, the conclusions and recommendations
contained in this report should be reviewed by AGRA Earth and Environmental, Inc. (AEE) and
modified, as necessary, to reflect those changes. This report has been prepared in accordance
with generally accepted geotechnical engineering practice for the exclusive use of Washington
Land Design and their agents for specific application to this project.
3.0 SITE CONDITIONS
Site conditions for this study were evaluated between 21 and 25 September 1995. The
surface and subsurface conditions are described below, while the exploration procedures and
interpretive logs of the explorations are presented in Appendix A. The laboratory procedures
and results are presented in Appendix Band on the exploration Jogs, where appropriate. The
location of the proposed building and parking areas, as well as the approximate locations of
the explorations, are shown on the Site and Exploration Plan, Figure 1.
3. 1 Site Description
The proposed project site is located at the southwest quadrant of the intersection of SW 7th
Street and Hardie Avenue SW in Renton, Washington. The site is currently developed and
consists of a partially vacated retail building surrounded by asphalt paving with several smaller
structures surrounding the main building. An unpaved area covered with brush and trees was
present to the west of the existing building, in the area of the proposed new retail building.
Estimated vertical relief across the site was on the order of 7 feet or less, with Jess than about
4 feet in the planned building area. The site is bordered on all sides by public roads or
developed commercial building property.
Washington Land Design
17 October 1995
3.2 Surface Conditions
11-10521-00
Page 4
Site topography was relatively flat, with previously engineered contours in most paved areas
to facilitate surface water drainage. The undeveloped area west of the existing building was
also relatively flat with the exception of a linear fill embankment that runs north-south along
the east side of this area. This fill embankment reportedly is the remaining portion of an old
railroad bed, and is generally about 3 feet higher than surrounding grades.
The majority of the site was covered by asphalt pavement and a retail building. The pavment
was about 2 inches thick, and in relatively poor condition, with widespread alligator cracking
and potholes in some areas. We observed existing groundwater monitoring well monuments
in the parking area near the southeast part of the site, and these appeared to be related to an
active remediation system on the neighboring service station site near Rainier Avenue South.
The wells were locked and we were unable to measure the groundwater levels within.
The undeveloped area west of the existing building, in the area of the proposed new building,
is generally characterized by dense blackberry undergrowth and numerous trees up to about
30 inches in butt diameter.
Surface water was not observed on the site at any time during our exploration program,
though our work was completed during seasonal dry weather.
3.3 Subsurface Conditions
Our exploration program consisted of drilling 19 hollow-stem auger soil borings in the building
and paving areas. In our opinion, the number of explorations was sufficient to address the
Geotechnical Investigation Requirements provided to us. The borings were advanced with a
truck-mounted drill by a local drilling company under subcontract to our firm. The
approximate locations of the explorations are presented on Figure 1, Site and Exploration Plan,
included at the end of this report. Detailed, interpretive logs of each exploration are included
in Appendix A.
The near surface soil conditions generally consisted of very loose to medium dense sand and
gravel with varying silt content, and with occasional layers of soft silt. In borings B-1 and B-
1 0, relatively thick layers of soft silt were encountered between depths of 1 to 10 feet and
7 to 1 2 feet, respectively. These surficial conditions typically graded to medium dense to very
dense sand and sandy gravel at depths below about 1 5 to 20 feet. Some sandy soils
encountered in the borings had low density, uniform grain-size distribution, and were
saturated, which makes them prone to loss of shear strength due to liquefaction during a
design seismic event. Potentially liquefiable soils were encountered in all of the borings
completed within the proposed building pad at depths between 7 and 22 feet beneath the
existing ground surface. Liquefaction is discussed in a subsequent section of this report.
Washington Land Design
1 7 October 1 995
11-10521-00
Page 5
Asphalt pavement covered a significant portion of the site, and generally consisted of 2 inches
of pavement above O to 1 Y, feet of crushed aggregate base and/or granular fill material.
Undeveloped portions of the site were covered with organics and topsoil generally about 6 to
1 0 inches thick. Deeper topsoil should be expected around and beneath tree root balls and.
in areas of particularly dense vegetation.
3.4 Groundwater
Groundwater was encountered in several of our borings at depths ranging from about 7.5 to
14 feet, and was measured in one groundwater well on the site at a depth of 9.2 feet.
Changes in groundwater conditions should be anticipated in response to fluctuations in
seasonal precipitation, on and off site land usage, and other factors. When interpreting
groundwater observations noted in this report and on exploration logs, one should note that
all of our explorations and groundwater observations were completed late in the summer at
the end of a long period of seasonal dry weather, and presumably when groundwater levels
were at or near seasonal lows. Based on our experience on a long-term project a few blocks
away, it appears that the seasonal high groundwater levels are about 1 Y, feet above the
seasonal low levels. Therefore, it appears that seasonal high groundwater levels should be
anticipated to be about 6 feet beneath existing ground elevations.
4.0 CONCLUSIONS AND RECOMMENDATIONS
Our field exploration and laboratory testing programs were developed in order to adequately
address the Geotechnical Investigation Report Requirements presented to us by Washington
Land Design. Exploration procedures and subsurface logs are presented in Appendix A, while
Appendix B presents the laboratory test procedures and test results. Appendix C presents
AASHTO pavement design information and Appendix D presents the Foundation Design
Criteria and Geotechnical Investigation Fact Sheets.
In our opinion, development as proposed is feasible from a geotechnical engineering
standpoint. However, variable near-surface soil conditions, including soft compressible silts
and the high potential for seismically induced loss of shear strength in saturated sandy soils
provide significant performance risk to conventional shallow foundation systems. In our
opinion, the use of drilled augercast piles to support foundation loads for the new building
would minimize the risk of excessive post-construction settlement and transmit foundation
loads through liquefaction susceptible soils. Due to the topography of the site, we anticipate
that relatively minor grading will be required to prepare the site for construction of the building
and peripheral structures. A significant portion of the site soils should be adequate for use
in project fills, with proper moisture conditioning.
4.1 Liquefaction Analysis
As a part of this study, we performed a site specific and detailed liquefaction analysis for the
soil conditions revealed in our borings. Liquefaction may be described as a sudden loss of
shear strength due to the sudden increase in porewater pressure caused by shear waves
Washington Land Design
17 October 1995
11-10521-00
Page 6
associated with earthquakes. Based on our liquefaction analysis, we estimate that there is
a risk that liquefaction would occur between a depth ranging from roughly 7 to 22 feet below
the existing ground surface during a design level earthquake event, as discussed below.
Laboratory testing was completed as a part of this liquefaction analysis, the results of which
are attached or indicated on the boring logs, as appropriate.
Based on the Uniform Building Code (UBC) guidelines, seismic analysis should be based on an
event having a return period of approximately 500 years. According to available historical
data, this return period within the Seattle area would be associated with an earthquake of
approximate Richter magnitude 7.5. The peak ground surface acceleration produced by an
earthquake of this magnitude was assumed to be 0.20g at the subject site, which corresponds
with the locally accepted acceleration values for fill or alluvial material.
Using these seismic parameters, we computed safety factors against liquefaction for the
various soil layers below the water table using an analysis method developed by Seed and
Idriss. Our analyses revealed a high probability of liquefaction (safety factors ranging from
< 1 to 1 .25) within the silty sands, sands, and sandy gravels between 7 feet to 22 feet in
depth. The deeper gravel and sand soils were found to be non-susceptible to liquefaction
owing to their higher density and coarser gradation.
Based on our liquefaction analysis, there appears to be a high risk of liquefaction occurring
within the loose silty sands and sands below anticipated high groundwater levels
(approximately 6 feet in depth). Liquefaction within these soils could produce surface
disturbance in the form of lateral spreading, subsidence, fissuring, or heaving of the ground
surface, which could result in cracking, settling or tilting of the building or other structures.
Volumetric strain on the order of 2 percent could be possible which correlates the potential
settlements of about 1 Y, to 3 inches of settlement, depending on the thickness of liquefiable
soils. Due to the potential for liquefaction, as well as the relatively high settlement potential
for foundations constructed above the shallow site soils, augercast pile foundation systems
am recommended which transmit foundation loads to more competent soil units at depth.
4.:? Site Preparation
PriDr to site grading, provisions should be made to intercept and remove surface water during
construction, including maintaining the existing surface water management features in
wcrking order to the greatest extent possible. Once surface runoff and any groundwater
seepage are controlled, all vegetated areas of the site to be developed should be stripped of
topsoil, and vegetation. We estimate that stripping depths will vary from approximately 6
inches to 10 inches in undeveloped portions of the site. Deeper topsoil and roots should be
anticipated and removed around and beneath tree rootballs, and in other relatively heavily
ve~1etated parts of the site.
Washington Land Design
17 October 1995
11-10521-00
Page 7
We recommend that the existing paving be left intact to provide all weather construction
surface, except where it will interfere with other construction activities. Demolition of
buildings on the site should include.removal of all walls, floors, foundations, and buried utilities
within the footprint of the new building or in footprint areas of any other permanent
structures. All utility work, including demolition or decommissioning, should be performed in
accordance with applicable Federal, State, and local regulations. Localized excavations below
finished excavation grades made for demolition or removal of utilities should be backfilled with
structural fill as outlined in the following section of this report. After stripping, the exposed
soils should be graded and compacted as outlined in the following sections of this report.
We recommend that the building pad and paving subgrade areas be scarified, moisture
conditioned, pre-rolled and compacted with a roller or other suitable heavy equipment to a firm
and non-yielding condition in order to achieve a minimum compaction level of at least 92
percent of the modified Proctor maximum dry density (in accordance with ASTM:D-1557 test
procedure) in the upper one foot of exposed subgrade soils. The suitability of prepared
subgrades should be evaluated during pre-rolling by a representative of AEE. Soils which
become disturbed due to the removal of buried utilities or other items should be moisture
conditioned and recompacted to a minimum of 92 percent of the modified Proctor maximum
dry density to the full depth of disturbance.
Because of the high silt content of some of the soils, the bulk of the near surface site soils
are moisture sensitive. The silty soils are highly prone to disturbance when wet. To reduce
site disturbance, the contractor should minimize traffic above the prepared subgrade areas.
During wet site conditions, the use of a working surface of quarry spalls or sand and gravel
may be required to protect the subgrade, especially from vehicular traffic. Earthwork during
wet site conditions may result in disturbance of the site soils and may require imported backfill
or soil drying and recompaction to repair the disturbed areas. If earthwork takes place during
freezing conditions, we recommend that the exposed subgrade be allowed to thaw and be
recompacted prior to placing subsequent lifts of structural fill.
4.3 Structural Fill
All structural fill placed in the building area as well as under parking and sidewalk areas, and
for backfill of subsurface utility trenches should be placed in accordance with the
recommendations herein for structural fill. Prior to the placement of structural fill, all surfaces
to receive fill should be prepared as previously recommended. Structural fill should be placed
in lifts not exceeding 8 inches in loose thickness. Individual lifts should be compacted such
that a density of at least 92 percent of the modified Proctor maximum dry density is achieved.
We recommend that a representative from our firm be present during the placement of
structural fill to observe the work and perform a representative number of in place density
tests. In this way, the adequacy of earth work may be evaluated as grading progresses.
Washington Land Design
1 7 October 1 995
11-10521-00
Page 8
Due to the condition of the soils encountered within the proposed building pad, we
recommend that a mat of structural fill be constructed beneath all slab on grade floors in order
to provide more uniform support. The mat of structural fill should be a minimum of 1 8 inches
in thickness and consist of pit-run sand and gravel or crushed recycled concrete which can
be compacted to a minimum of 92 percent of the modified Proctor maximum dry density.
Above the mat, we recommend placing an additional 2 feet of surcharge fill which is nearly
equivalent to the design floor loads in order to preconsolidate the settlement sensitive soils
encountered in some of our borings. The mat and surcharge soils should be completed at
least 30 days prior to construction of the floor slabs.
In our opinion, the most of on-site soils are suitable for structural fill use provided moisture
is adjusted for compaction to a minimum of 92 percent of their modified Proctor maximum dry
density. An exception would be silty soils encountered in boring B-1 which consists of soft
silt. The remainder of the site soils would be difficult to use for structural fill except during
drier periods of the year when the moisture content can be carefully controlled. Even during
the summer, delays in grading can occur due to excessively high or low moisture conditions
of the soils or due to precipitation. Scarifying and watering or drying of the soils may be
required for filling with the site soils. If wet weather occurs, the upper wetted portion of the
site soils may need to be scarified and allowed to dry prior to further earthwork. Soil used for
structural fill should contain no particles greater than 6 inches in diameter and be free of
organics and other deleterious materials.
The suitability of soils used for structural fill depends primarily on the gradation and moisture
content of the soil when it is placed. As the fines content (that portion passing the U.S. No.
200 sieve) of a soil increases, it becomes increasingly sensitive to small changes in moisture
content, and adequate compaction becomes more difficult or impossible to achieve. Soils
containing more than about 5 percent fines by weight, such as the majority of the site soils,
cannot be consistently compacted to the recommended degree when the moisture content is
more than approximately 2 percent above or below optimum. Drying of the site soils may
only be accomplished during favorable dry weather. We therefore recommend that grading
on this site be scheduled for the driest time of the year, if at all possible. We also recommend
that the contractor anticipate significant, but unavoidable commitment of effort to adjust the
moisture content of site soils for reuse in compacted fills. If it is not possible to complete the
earthwork during dry weather, the design team and general contractor should anticipate that
a significant portion of the site soils will not be available for reuse as fill for utility backfill or
mass grading. When moisture conditioning of the soils is required, we recommend that the
soils be blended to provide a uniform moisture content throughout the affected soils.
4.4 Utility Trenching and Backfilling
We recommend that utility trenching, installation, and backfilling conform to all applicable
Federal, State, and local regulations such as WISHA and OSHA regulations for open
excavations.
Washington Land Design
17 October 1 995
11-1 0521-00
Page 9
In order to maintain the function of any existing utilities, we recommend that temporary
excavations do not encroach upon the bearing splay of existing utilities. Likewise, utility
excavation should not encroach on the bearing splay of footings or floor slabs. This bearing
splay should be considered to begin 3 feet away from the widest point of the pipe or
foundation and extending downward at a 1 H: 1 V slope. If, due to space constraints, an open
excavation cannot be completed without encroaching on a utility, we recommend shoring the
new utility excavation with a slip box or other suitable equipment.
We recommend that all utility subgrades be firm and unyielding and free of all soils which are
loose, disturbed or pumping. Such soils should be removed and replaced, if necessary. All
structural fill used to replace overexcavation soils should be compacted as recommended in
the structural fill section of this report.
We anticipate that the majority of excavations for underground utilities would be within wet
soils of varying composition. Consequently, most of the soils will not likely be suitable for
reuse as structural fill due to their composition and/or moisture content. Structures such as
manholes and catch basins which extend into soft soils should be underlain by 1 2 inches of
granular fill soil compacted to 92 percent of the modified Proctor maximum dry density . This
granular material could consist of either crushed rock, sand and gravel pit-run, quarry spells,
or coarse crushed concrete. Where water is encountered in the excavations, it should be
removed prior to fill placement. Alternatively, quarry spalls or pea gravel could be used until
above the water level. It may be necessary to place a geotextile fabric over the native
subgrade soils if they are too soft, to provide a separation between the bedding and subgrade
soils.
Moderate groundwater seepage with associated soil caving should be anticipated for
excavations extending into the wet fill and native soils. Dewatering should be designed and
maintained by the contractor. Temporary dewatering appears necessary for deeper
excavations. Depending on the season of the work, groundwater seepage elevations may be
higher than those encountered in our borings. During winter and spring, it is likely that
dewatering will be required for most excavations below 5 or 6 feet.
After firm subgrades have been achieved, we recommend that a minimum of 6 inches of
bedding material be placed in the trench bottom. Bedding material for rigid and flexible pipe
conform with Sections 9-03.15 and 9-03.16, respectively, of the 1994 WSDOT/APWA
Standard Specifications for Road, Bridge and Municipal Construction. All trenches should be
wide enough to allow for compaction around the haunches of the pipe. Otherwise, materials
such as controlled density fill or pea gravel could be used to eliminate the compaction
required.
Backfilling for the remainder of the trenches could be completed utilizing select granular fill.
Compaction of backfill material should be accomplished with soils within ± 2 percent of their
Washington Land Design
17 October 1 995
11-10521-00
Page 10
optimum moisture content in order to achieve the minimum compaction levels recommended
within this report. In addition, we recommend that a representative of AGRA be allowed to
perform field inspections and density tests on all backfill to verify compliance with the
recommendations contained within this report.
4.5 Foundations
We recommend that foundation loads for the new building be supported on a system of drilled
augercast piles. This is due to the occurrence of soft, compressible soils beneath portions of
the proposed building, the susceptibility of loose, saturated sands to liquefaction during a
design earthquake, and the general variability of the soils across the site. Slab-on-grade floors
can be supported on site soils with proper remedial preparation. Small, ancillary structures,
such as landscape retaining walls shorter than about 5 feet could be supported on shallow
foundations.
4.5.1 Shallow Foundations
The following shallow foundation recommendations pertain to non-building foundations. All
footing subgrades should be compacted to at least 92 percent of the modified Proctor
maximum dry density, which may require scarifying the upper 6-inches and drying the soils.
If soft fine grain soils are encountered, it may be necessary to overexcavate the subgrade in
order to provide a more uniform bearing surface. We anticipate that overexcavations on the
order of 18 inches would be suitable to provide uniform support of foundation elements. We
recommend that foundations be designed for maximum allowable bearing pressures of 1,500
pounds per square foot (psf). This pertains to footings that are a minimum of 18 inches wide,
bear on undisturbed native soil or structural fill, and are a minimum of 18 inches below the
lowest adjacent finished exterior grade for frost protection. The recommended allowable
bearing pressure may be increased by one-third to resist transient, dynamic loads such as
wind or seismic forces. We recommend that all footing excavations be observed by a
representative of AEE prior to concrete placement, to confirm the condition of bearing soils.
Assuming the foundation elements are founded in the recommended bearing soils, we
estimate that total settlement would be less than 3/4 inch with differential settlement on the
order of 1 /2 inch or less. The majority of the settlement should occur during the initial loading
of the foundation, however, if any undisturbed or soft soils are left within the footing area
prior to concrete placement, settlements may be increased substantially. Based upon the
nature of the soil, and laboratory tests, it is our opinion that the subgrade soils exhibit a low
potential for swelling.
4.5.2 Pile Foundations
We recommend that building footings be supported on augercast piles. An augercast pile is
formed by drilling to an appropriate pre-determined depth with a continuous-flight, hollow-
stem auger. Cement grout is then pumped down the stem of the auger under high pressure
Washington Land Des,gn
1 7 October 1 995
11-10521-00
Page 11
as the auger is withdrawn. The final result is a cast-in-place pile. Reinforcing can be lowered
into the unset concr,ete column to provided lateral and/or tension capabilities.
Pressure grouting methods typically result in a grout column diameter in excess of the nominal
diameter of the drilled hole. The soft and loose soils on the site could provide difficulty to
augercast pile construction due to grout loss into the loose soil strata. In order to prevent
grout loss and excessive grout volumes, we recommend that the contractor be prepared to
provide temporary casing, if required by soil conditions encountered during pile installation.
We anticipate grout volumes within the bearing soil to be on the order of 1 Y, times the
nominal volume of drilled holes or more. The contractor should be required to stagger the pile
grouting and drilling operations, such that all completed piles within 10 feet of the pile being
drilled have set for at least 24 hours.
Augercast piles would gain their vertical compressive capacity mainly from side friction
between the pile and the native soils with contribution from end-bearing. Vertical uplift pile
capacity will develop as a result of side friction between the pile and the adjacent soil, along
with the weight of the pile. Augercast piles should extend a minimum of 1 O feet into suitable
native soils with a SPT N-value of 20 or more, and have a minimum length of 27 feet.
Augercast pile unit ce1pacities for skin friction and endbearing are presented in Table 1 below.
The vertical pile capacities presented assume that adjacent piles are located at least seven pile
diameters apart. If piles are located closer together, a reduced pile capacity should be used
to account for pile group effects. We would be pleased to provide capacities for specific pile
group arrangements, if requested. Lateral augercast pile capacities are also presented in Table
1 for some of the possible diameters. The allowable lateral capacities are based on fixed head
conditions and limiting the deflection to Y, inch.
Because augercast piles are drilled, obstacles such as concrete or rocks in the subsurface can
cause difficult installation conditions. The contractor should anticipate that some larger rocks
will be encountered in gravelly horizons, and concrete rubble could be encountered within the
footprint of the existing building to be demolished. It is possible that obstacles encountered
during drilling the piles would require relocation of piles at the time of construction if
impenetrable obstacles are encountered at planned pile locations. It will be necessary to
periodically remove the pile auger from the holes during drilling in order to verify depths of the
various soil types, and penetration into the bearing soil layer.
We understand that the proposed building will be designed for the following typical structural
loads as presented to AEE in the Geotechnical Investigation Specifications and Report
Requirements. Based upon these values, we have developed allowable compressive capacities
for augercast piles. The recommended pile lengths and associated allowable capacities are
presented in Table 1 . The allowable capacities and associated pile lengths presented have
been developed to minimize the number of piles and the amount of material used in
construction of the pile foundation system.
Washington Land Design
17 October 1995
TABLE 1
ALLOWABLE CAPACITIES OF AUGERCAST PILES
Pile Diameter Pile Length Allowable Allowable
(Inches) (feet) Compressive Uplift Capacity
Capacity (tons) (tons)
12 29 21 5
12 33 25 8
12 39 27 10
16 27 25 7
16 37 32Y, 11
16 40 35 14
4.6 Slab-On-Gradt~ Floors
11-10521-00
Page 12
Allowable
Lateral
Capacity
(tons)
4
4
4
6
6
6
Slab-on-grade floors can be constructed above a layer of compacted structural fill placed
above properly prepared native soil. Slab-on-grade floors should be founded on compacted
structural fill construGted in accordance with our recommendations outlined in the structural
fill section of this report. We recommend that the floor slab be underlain by a minimum
thickness of at least 18 inches of compacted granular fill. To minimize post-construction
settlement of a slab on grade floor, we recommend placing an additional 2 feet of temporary
surcharge fill (which is nearly equivalent to the design floor loads of 125 psf) in order to
preconsolidate the settlement sensitive soils encountered in some of our borings within the
building pad. Construction of the mat and surcharge soils should be completed at least 30
days prior to construction of the floor slabs.
Once the surcharge fill is removed, we recommend that 6 inches of free-draining granular
material be placed over the building pad to serve as a capillary break. The fines content of
the capillary break material should be limited to 3 percent or less, by weight, when measured
on that portion passing the U.S. No. 4 sieve. We further recommend that at least 50 percent
of the capillary break material be retained on the No. 4 sieve. Aggregates similar to those
specified in WSDOT 1994 Standard Specifications for Road, Bridge, and Municipal
Construction, listed under specifications 9-03.12(4). 9-03.15 or 9-03.16 can be used for
capillary break material provided they are modified to meet the fines content recommendation.
If possible, the capillary break material could be incorporated into the 2 foot thick surcharge
layer. A vapor barrier between the capillary break and floor slab is not necessary provided the
recommended gravel section is constructed below the floor slabs.
Washington Land Design
17 October 1995
4. 7 Backfilled Wcills and Retaining Structures
11-10521-00
Page 13
The lateral soil pressure acting on backfilled walls will primarily depend on the degree of
compaction and the amount of lateral movement permitted at the top of the wall during
backfilling operations. If the wall is free to yield at the top an amount equal to at least 0. 1
percent of the height of the wall, the soil pressure will be less than if the wall structurally
restrained from lateral movement at the top. We recommend that an equivalent active fluid
pressure of 35 pcf be used for yielding walls and an at rest equivalent fluid pressure of 55 pcf
be used for non-yielding backfilled walls. These equivalent fluid pressures assume the backfill
is compacted to approximately 92 percent of its modified Proctor maximum dry density. We
recommend that we be allowed to review the design values and modify them, if necessary,
if they are to be applied to walls greater than 12 feet in height.
The above equivalent fluid pressures are based on the assumption of a uniform horizontal
backfill and no buildup of hydrostatic pressure behind the wall. Surcharge pressures due to
sloping ground, adjacent footings, vehicles, construction equipment, etc. must be added to
these values. For loading docks, surcharge loading on the floor slab above the dock will result
in a horizontal, uniformly distributed surcharge on the wall equal to 40-percent of the
distributed vertical loading. We can provide surcharge criteria for other loading conditions
behind the loading dock wall, if requested. We recommend a minimum width of 2 feet of
clean, granular, free-draining material should extend from footing drains at the base of the wall
to the ground surfaco, to prevent the buildup of hydrostatic forces. It should be realized that
the primary purpose of the free draining material is reduction in hydrostatic pressures. Some
potential for moisture to contact the back face in the wall may exist even with this treatment,
which may require more extensive water proofing be specified for walls which require interior
moisture sensitive finishes.
Care should be taken where utilities penetrate through backfilled walls. Minor settlement of
the wall backfill soils can impart significant soil loading on utilities, and some form of flexible
connection may be appropriate at backfilled wall penetrations.
4.8 Drainage Considerations
Some of the site soils have a high silt content and are therefore highly susceptible to
disturbance when wet. Any accumulated surface water on the site should be routed away
from the construction and building areas as much as possible before construction takes place.
Surface runoff should be collected and routed to a suitable discharge point or detention basin.
Deeper excavations on the site, such as for deeper utilities and service pits in automobile
service centers, will encounter groundwater seepage. Due to the granular nature of some of
the subsurface soils, seepage into deep excavations will likely be accompanied by heaving
excavation bases, and spalling of excavation sidewalls. We recommend that any excavations
below groundwater seepage depths be undertaken only when suitable dewatering equipment
and temporary excavation shoring, such as sump pumps and trench slip boxes are available.
All applicable safety regulations regarding shoring or sloping of excavations when worker
Washington Land Design
17 October 1 995
11-10521-00
Page 14
access is necessary should be followed. Deep excavations should be kept free of water and
kept open no longer than required to complete the foundation or utility work at hand.
We recommend that the building be provided with a perimeter footing drain system consisting .
of a 4-inch diameter perforated PVC or ADS pipe, fully enveloped in pea gravel or washed
round drain rock. This pipe should be placed at the footing subgrade elevation or below the
lowest subfloor utilities which might be affected if seepage comes in contact with them and
should drain by gravity to a suitable discharge. Runoff generated from the roof of the building
and from paved surfaces should not be routed into the footing drain system. Instead, they
should be routed via tightline to a suitable discharge location. We recommend that finished
grades around the site route surface drainage away from the building.
4.9 Temporary and Permanent Slopes
Slope stability during1 excavation is a function of many factors, including: the presence and
abundance of surface and groundwater; type and density of various soil strata; the depth of
the cut; surcharge loading adjacent to the excavation; and the length of time the excavation;
and the length of time the excavation remains open. Consequently, it is exceeding difficult
to preestablish safe aind maintenance free temporary slope angles. Temporary slope stability
should be made the responsibility of the contractor, who is continuously on the job site and
able to observe changes in the site soil and groundwater conditions and monitor the
performance of the excavation. We recommend that excavations be adequately sloped or
braced to prevent injury of workmen from local sloughing and spalling. All cuts should be
. completed in accordance with applicable Federal, State, and local safety provisions and codes.
For preliminary planning, temporary cuts may be sloped at about 1.5H: 1 V (Horizontal:Vertical).
Because of the variables involved, these slope angles should be considered preliminary values
for the project planning only. If loose fills, caving conditions, or groundwater seepage or
surface water runoff is present on the slopes, flatter slopes may be necessary. Permanent
slopes above the water table should be planned at an inclination of 2H: 1 V or flatter. For
slopes exposed to periodic saturation and rapid drawdown, such as stormwater detention
ponds, we recommend that the interior slopes be configured at a 3H: 1 V angle.
4. 1 0 Seismic Criteria
Seismic design of the structure requires the selection of numerical coefficient of soil structure
interaction, designated "S" of the 1994 addition of the Uniform Building Code, Table No. 16-
J. Based on the soil conditions encountered in the borings at the site and published geologic
mapping, we recommend using an S-factor equalling 1.5 as specified for soil profile type S,.
Soil profile type S3 , applies where 20 to 40 feet of soft to medium stiff clay is present. The
1994 UBC, Figure 16-2, classifies the site as being within Seismic Zone 3. Commercial
buildings are categorized as standard occupancy structures with seismic and wind importance
factors (II of 1.00.
Washington Land Design
17 October 1 995
5.0 PAVEMENT [)ESIGN
11-10521-00
Page 15
Due to the limited area of new asphalt to be constructed, we have based our pavement
recommendations on our experience with similar soils on other projects. It is our experience
that the effective subgrade support for the soils encountered on the site is primarily dependent
on compaction and moisture content of the subgrade. Based on the recommended subgrade
compaction, we rece>mmend designing for the following:
Relative
Compaction
92% modified
CBR
5%
Effective Modulus
of Subgrade Reaction
140 pci
Effective Resilient
Modulus (psi)
4500
We have alternate pavement designs for both asphalt and portland cement concrete. All
designs have been prepared in accordance with the widely accepted AASHTO design
methods. We have provided pavement designs for the specified equivalent single axle loads
(ESAL's) presented in the Geotechnical Investigation Report Requirements. These pavement
sections are provided! in Table 2, Pavement Design Recommendations. Our design assumes
that the subgrade will be prepared in accordance with Sections 4.2 and 4.3 of this report.
The top 12 inches be,neath the pavement surface should be compacted to a minimum of 92
percent relative compaction, using AASHTO T-180 (ASTM D-1557) as a standard.
Specifications for pavements and crushed base/top course should conform to specifications
presented in Division 9, Materials, of the 1994 Washington State Department of
Transportation, Standard Specifications for Road, Bridge, and Municipal Construction. In lieu
of crushed gravel base/top course, 3 inches of asphalt treated base (ATB) can be substituted.
The A TB would provide a more durable wearing surface if the pavement subgrade areas will
be completed prior tc, the building construction phase.
The following pavement designs are based on AASHTO methods with the preceding
assumptions and address the specifically requested traffic loadings.
TABLE 2
PAVEMENT DESIGN RECOMMENDATIONS
ASPHALT CONCRETE PAVEMENT: 1 • 2
Approx. Numb13r
of Trucks per
Day (each wa)'.l
Standard
Heavy
2
7
Approx.
Number of
18 kip design
axles
(1000)
14.6
51.1
Asphalt
Concrete
Thickness
ilill
2
3
Crushed Pit-run or
Rock crushed
Base concrete
Thickness Subbase
ilill ilill
4 6
4 8
,-
Washington Land Desi.in
17 October 1995
PORTLAND CEMENT CONCRETE PAVEMENT: 3 • 4
Approx. Number
of Trucks per
Day (each way)
Standard 2
Heavy 7
Approx. Number of
1 8 kip design axles
{1000)
14.6
51.1
P.C.C.
Thickness
iin.l
5
6
Crushed
Rock
Base
Thickness
iin.l
4
4
Notes:
1 ) All pavement sections were designed using AASHTO design methods.
11-10521-00
Page 16
Pit-run or
Crushed
Concrete
Subbase
iin.l
6
8
2) All pavement sections assume an AASHTO reliability level (R) of 85% with a terminal
serviceability
3)
-..
of 2.0 for asphalt concrete, and 2.0 for cement concrete.
Concrete design based on a modulus of rupture equal to 500 psi, and a compressive
strength of 4000 psi.
4) Concrete sections assume plain jointed or jointed reinforced sections with no load
transfer deviceis at the shoulder.
A sample of our design parameters for AC/BASE course section are attached to this report in
Appendix C.
If possible, construction traffic should be limited to unpaved and untreated roadways, or
specially constructed haul roads. If this is not possible, the pavement design selected from
Table 5.0 should include an allowance for construction traffic.
Stabilizing the subgrade with a fabric such as Mirafi 500x or 600x may be necessary during
wet weather construction. Proper geotextile fabrics will maintain segregation of the subgrade
soil and base course materials. If the subgrade soils are allowed to migrate upwards into the
base course, the result would be decreased pavement support. The use of stabilization fabric
will not reduce the necessary base rock thickness, as fabric does not provide structural
strength at such shallow depths. If the subgrade is disturbed when wet, overexcavation may
be required and backfill with import fill.
We anticipate that most of the existing pavement will be overlayed with new asphalt. Due
to the poor condition of the existing asphalt, we recommend a 3 inch thick overly for heavy
sections and a 2 inch thick overlay for standard sections. There will most likely be areas
where the pavement has alligatored significantly to warrant removal or use of an asphalt fabric
to minimize reflective cracking. Products such similar to Amoco Petromat or Petrotac would
be suitable in these areas. Other areas of significant distress may have been caused by
degradation of the subgrade soils due to insufficient crushed aggregate beneath the asphalt
or excessive heavy traffic. In either case, it may be necessary to repair subgrade soils in some
areas.
Washington Land Design
17 October 1995
6.0 CLOSURE
11-10521-00
Page 17
The recommendations contained in this report are based on information gathered during our
field studies and on information provided by Washington Land Design. In order to correlate
soil data with the actual soil conditions encountered during construction, and to check for
construction conformance to our report, we recommend that AEE be retained for construction
observation services during stripping, grading, compaction, foundation excavating and other
soils related portions of this project.
At the time this report was written, project planning was in progress, and complete plans and
specifications were not available. We recommend that we be provided an opportunity to
review the final plans and specifications when they are completed, to ensure that our
recommendations have been adequately interpreted and incorporated into the final project
documents.
We appreciate the opportunity to have been of service to you on this project. Please do not
hesitate to contact our office if you have any questions or comments regarding the contents
of this report.
Respectfully submitted,
AGRA Earth and Environmental, Inc.
Bruce W. Guenzler
Senior Staff Geologist
Thomas A. Jones
Senior Project Engineer
APPENDIX A
SUEISURFACE EXPLORATION PROCEDURES AND LOGS
FIELD EXPLORATION
APPENDIX A
11-10521-00
The field exploration program conducted for this study consisted of advancing 19 hollow -
stem auger soil borings at locations within proposed building and parking lot areas. The
approximate locations of the explorations are presented on the Site and Exploration Plan,
Figure 1. The locations were obtained in the field by hand taping from existing site features
shown on the site plan provided to us. Locations shown should be considered accurate to the
degree implied by the method used. Interpretive soil logs of the borings and test pits are
presented in this Appendix.
Hollow Stem Auger Borings
The borings were drilled on 21, 22, and 25 September 1994 by a local exploration drilling
company under subcontract to our firm. The borings consisted of advancing a 4-inch outside
diameter, hollow-stem auger with a truck drilling system. During the drilling process, samples
were obtained at generally 5 foot depth intervals. The borings were continuously observed
and logged by an engineering geologist from our firm.
Disturbed samples were obtained by using the Standard Penetration Test procedure as
described in ASTM:D-1586. This test and sampling method consists of driving a standard 2-
inch outside diameter split barrel sampler a distance of 18 inches into the soil with a 140-
pound hammer free falling a distance of 30 inches. The number of blows for each 6-inch
interval is recorded. The number of blows required to drive the sampler the final 12 inches
is considered the Standard Penetration Resistance ("N") or blow count. The blow count is
presented graphically on the boring logs in this app_endix. If a total of 50 blows is recorded
within one 6-inch interval, the blow count is recorded as 50 blows for the number of inches
of penetration. The resistance, or "N" value, provides a measure of relative density of
granular soils or the rnlative consistency of cohesive soils.
The soil samples obtained from the split barrel sampler were classified in the field and
representative portions placed in watertight containers. The samples were then transported
to our laboratory for further visual classification. Samples area generally saved for a period
of 30 days unless special arrangements are made.
The boring logs presented in this appendix are based on the drilling action, inspection of the
samples secured, laboiratory results and field logs. The various types of soils are indicated as
well as the depths where the soils or characteristics of the soils changed. It should be noted
that these changes may have been gradual, and if the changes occurred between sample
intervals, they were interpreted.
The groundwater conditions observed during the exploration program are indicated on the
borings logs. These subsurface water conditions were evaluated by observing the moisture
condition of the sample, or the free water on the sampling rods. The depths to static water
f --
should be considered approximate due to the relatively short period of time that the borings
remain open, and because drilling conditions required that water be added to each of the
borings to facilitate completion of the holes.
PROJECT: Renton RE:tail Site
.. 0
SOIL DESCRIPTION
Location: Existing Parking Lot
Approximate ground surface elevation: Unknown
,...._2· Asphalt Pavement ______________ ....,,...,,..
1------t Saturated, brown, fin,g to coarse, sandy GRAVEL ' /
-5 -
-15 -
'"2C •
-25 -
, with sames/It (RID (cuttings) ___________ /
Soft, saturated, mott/,,cf gray and brown, fine
sanely SILT (RI/?)
Grades to dense
Grades to fine to me,1/um sanely GRAVEL with
trace to some silt
Grades to very dense•
Boring terminated at approximately
24.5 feet
Note: Moisture contents noted are not
representative due to 'wer drilling
method.
-
-
w.o.
NIE
ll 5-1
-
--
S-2
ll S-3
-
[ S-4
_L
~-
S-5
7 7-7052 7-00 BORING NO.
PENETRATION RESISTANCE
... 6
8-7
Page I
of!
S<andard
10
Blows per foot
20 30
Other
40 so TESTING
...... ! ....... ----------··-·
-------:---·-..... .l ....... ····-··. ------·
' ! i ····-··.·····-·······. -................ .
....... ! ............ ..i ............... 1······· . L .... .
'
.-~ ....... ! ......... ..!-···-· ·-··l·-· ··t-----
....... ! .............. i .............. 1 ............. ..1 ......... ~= ..... .
.... -+ ....... _ ..... !...... I ! i\ ..
--~·-J······ ·--~··1···-~ ·······!····· ····!····· ~ = L
.......... i ............. ..i ............. .1.
...... J ............. L ............. L. ............ ! .............. !.. ..... .
....... 1 .............. l. ............. ; ............... ! .............. ; ....... .
........ i ......... ·······;···-··· ; ; : ...... ) .......... _ ... ) .............. L ..... .
-
-
-
-
.
-
-
-
.
.
-3C ...L.-------------------'--..L--..L--~-'---'--'---'----'-"--'----'---+---t 0 20 40 60 BO 100
" .s ..
~
C e I
LEGEND
2.00-inch OD split-spoons.ample
MOISTURE CONTENT . . . -'
Plastic limit Natural liquid limit
! 0AGRA ! ~ 0roundwauor1evc1attim,ofdrilling Earth & Environmental
l "~ 11335 NE 122nd Wcr-t, Suite l 00 < ,v... No groundwater encountcxed a: Kirkland. Washington 98034-6918
:i!L------------------------------------------------'
Drilling method: Ruid Rotary llimmer type: Automofic Date drilled: 21 September 1995 Logged by: BWG
I
u
-" .-E
~
C e ·s
C w
~
C • ~
~ • w
I
PROJECT: Renton RE~tail Site
SOIL DESCRIPTION
Location: Existing Parkin,, Lot
Approximate ground surface elevation: Unknown
-0 ,~2· Asphalt Pavement--------------~,,,·
1-----1 Saturated, brown, ffn,~ to coarse, sandy GRAVEL ' / , with somes//1 (RID (cuttings) ___________ /
Medium dense, wet, 9ray and brown, ffne to
coarse sandy GRAVEL (RI/?) .
... 5 •
!---+-·--·-----------------------------
Very loose, wet to saturated, brown, ffne SAND
with gray, s/1/y stringers .. 10 -
.
.
!---+----·-·--·-·-------------------------------
>-15 •
-20 •
-25 ·
Dense, saturated, gray, ffne to coarse sandy
GRAVEL with trace silt
Grades to medium dense, w/lh more relatively
more sand
Boring terminated at approximately
21.5 feet
w.o.
-~ LL s-,
[
J_
--
.
S-3
+
S-4
-
11-1052 1-00 BORING NO.
PENETRATION RESISTANCE
... l:o.
8-2
Page 1
of I
Standard
10
Blows per foot
20 JO
Other
40 50 TES11NG
....... ! .............. .!.. ..... . -···---:-------
..... ..1 ............. J...... i
--------f--------------! ............... : ............... ; ............ ) ...... .
_______ ( _______ -------'.---------------!---------------!--------------L------
=!=#1:::i=+
[/ + i ' .
_____ _) ____ _
-------.---···-
------f-------
....... ! .............. ! ... (.J ........ 1 ....... __ ., ...... .
-------~-.. ···· ------!-------------.. !------------···: -----· _______ j _______ _
!
-------+--------------:-------·-------!---------------:-------·····--!-----·
------'---------··-·· i ····---______ __[_ _______ ....... i ··--·---------!------·
___ ! ______ _ _______ J ______ _
i ·······'·· ...•.•.
_______ J ______________ L_ ____________ _[ ________ -·--· L ____ _
; : : ····-···!·-······ _____ ___i _____________ \ _____________ ..[ __ _
_______ J _____________ ! ________ , ...... !.___ i : ·········-:--------······1----····
.-
.
-
.
-
-
-
• 3C -'--------------------"--_._ _ _.__+--'--'--..... --':-'--.J-.--'--'------lcc----t 0 ~ ~ ~ ~ 100
LEGEND
I 2.00-inch OD split-spoon sample Grain size analysis
.Y.
AID Groundwater level at time of drilling
NIE No groundwater cnc:ountc;rcd
MOISTURE CONTENT
' . . -'
Plastic limit Natural Liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Suite 100
Kirkland, Washington 98034-6918 .__ _______________________________________ __,
Logged by: BWG Drilling method: HSA Hammertype: Automatic Date dtilled: 21 September 1995
u .a
:;,
i
C e -~
w
~
C • -" ~ • w
~
PROJECT: Renton R6!tOil Site w.o. 11-10521-00 BORING NO. 8-3
5 ffi ~"' PENETRATION RESISTANCE Page 1
8~ ~ 6 of!
Standard Other
SOIL DESCRIPTION
Location: Existing Parklnu Lot i~ ~! "' "' Blows per foot
"' " 0
50 'IESTING ,a 20 ,o •o Approximate ground swface elevation: Unknown
... 0
,,2' Asphalt Pavement---------------/
1-----~--Road Base (5/8' Crust,ed Rock) (cuff/nus) ___ _
,-5 •
-10 •
Medium dense, moist .. brown and uray. flne to
coarse sandy GRA VEI. with /Toce to some slit
1----+---·---------
Grades to dense
,-15 •
,-20 -
Boring terminated of approximately
21.5 feet
I S-7
[
_L
S-2 _
.
.
·ll S-3
-L
.
I S-4
--
S-5.
---25 -
.......
i,-............... i._..... ! I ........ ! ....... ---···-'·······
' ; : .. ··-! t : -
::::::t::: :: t;:::::::J~::::::::::::!:: :::]::::::
'
.... i.--~---1 ....... ;1 ...... -·---!-----·-___ J __ .
-·---·-f ----·-------j; ------\--·----· -----l-----C ---!----·-·
:~:::::I:::::: ::: t :::::::[:::::::: ::::::l-:::::: :~:::l ::::
---·--·!------_____ L_ ________ j_.' ·--t-------1---
--·····+······--------:---···· ........ ; ........ ------·-·· ....... J. _____ _
....... + ............. .l ............... : ........ -----··'······· ··--·-·' -------
________ I _____________ ._I ________________ I._______ ' ! ------·!----··· -------'.--------
-······'-------·-· _______ ] _______ , ____ . __ , ___ ·--·-'
------.l ________ -----·-·I---·-· ··------f---------------+----····----··-'---·----'
-----.-
'.! _______ -·-----'-'--··-· ' . ----···-t-------· -------+-------l--------'-·-·----1
-·---.. r--------------:---··· --------:---------------:-------"-·------·---·----'
-
-
.
.
-
.
-
.
.
-
.
-
.
.
'-30 ..l...------------------1..-..1.--..1.---l--~-l-.. ...... ~-l-....1.-~-l-..-'--l-----l D 20 40 60 BC 100
LEGEND
I 2.00-inch OD split-spoon sample
.Y.
ATP Groundwater level at time of drilling
NIE No groundwater rncounlcrcd
MOISTURE CONTENT
. . . -•
Plastic limit Natural Liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Su~e 100
Kirkland, Washington 98034-6916
"' <._ ______________________________________________ ...,
Logged by: BWG Drilling method: HSA Ha,nrneriype: Automatic Date drilled: 21 September 1995
u s
-" ~
C e -~
w
~
~
~
t • w
~
PROJECT: Renton Retail Site
... 0
SOIL DE.SCRlPTION
Location: Existing Patklno Lot
Approximate ground swface elevation: Unknown
, 2.s· Asphalt Pavement /
1-----1 ~Brown. sandy GRA VEl. (RID (cuttings) -
!----+-----------------------------
Gray, silty, gravelly SAND (RID (cuttings)
~-·+--·-·--------------------------Soft, wet, brown, nne sandy SILT, non plastic
-5 •
w.o.
LL S-1
7 7-70527-00 BORJNG NO. 8-4
PENETRATION RESISTANCE
• 6
Page 1
ofl
Standard Blows per foot Other
10 20 E 40 so TESTING
i i
....... .L ...... -----··; ····-· _____________ .,. _____ ------:-------
....... ! .............. 1..... .j ...... , ..
________ [_ _____ -------i ··-· -...... ..!---------------!-----·· _____ j ______ _
........ ! ......... ·······-'····· ! ; :,
••••••••• ! _______________ ; _______ ....... · ..•.•••
=ti·t·1··t •
~ ·······!···· \ f·-··· ····+····· ·····t······· ···+-····
-10 •
-Medium dense, wet to saturated, gray, flne to ---
~---l coarse sandy GRAVEL wffh trace slit
~ 15 •
'-20 •
~ 25 -
Baring terminat,9d at approximately
n.5 feet
-
-
.
S-2
+
. ... l ...... --~·········1 ............. 1 ............ ! ...... .
..... : .............. +------........ j .••••... ····--·+·····------·: ...... .
--------~-----· _ ..... ! .............. .] _______________ l_ ... ___ -------!----·-·
I i
-------f--------------+---------------!-----··· ------·+--------------+-------
;
_____ _) _______ _ ______ l_ _____________ J _______ ---·-·· : ····--------! -------
______ ) ______ -------!--------------!---------------i-----··
_______ ) ______________ ! _____________ .) _______________ ; ______ _
------! -----·· ··-···· i ·····-· ______ _) ________ ····---!----···
_______ l _______ _ _____ J ____________ J _____________ _l_______ -----
_______ L ____________ ! ______________ J ______________ I ______ _
_______ ! _______ ------!-------------..1.-------------! _____ _
! ...•.••. !,_ .. · .......... 1. ······· ···-··· i _______ ------!---·--
_______ l ______________ ( _______________ ! _______________ j ______ _
______ \ _____________ l _____________ J _____________ J _____ _
_______ / .•••••. -------t ·------________ [. _______ -------L------
-------L-----______ J ____________ J _____________ .!_ _____ _
.
.
.
-
.
.
.
-
.
~ 30 ..,_ __________________ __,_ _ _,_ _ __,__-!--'--:-'c-~-'--'--,J,--'--...,....-'--!,..,..----t
0 20 40 60 BO 100
I
~
AlD
NIE
LEGEND
2.00-inch OD split-spoon sample Grain size analysis
Groundwater level at time •:Jf drilling
No groundwater encountered
MOISTURE CONTENT
. .
'
Plastic limit Natural liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Suite 100
Kirkland, Washington 98034-6918
"' "''---·--------------------------'--------------------' Logged by: BWG Drilling method: HSA Hammer type: Automatic Date drilled: 21 September 1995
• "E
~
C e -~
w
~ • ~
~ • w
~
PROJECT: Renton Retail Site
t': <> SOIL DESCRlPTION ;~ ~ Ji Location: Existing Parkln.7 Lot
Cl " Approximate ground surface elevation: Unknown "'
-0 --......._2.s· Asphalt Pavement _____________ ,,/·
-5 .
-10 -
>-15 •
~ 20 ·
>-25 •
Medium dense. damp, gray and brown, tine to
coarse sandy GRA VEl. with trace to some sift
Boring terminated at approximately
9feet
[
-
f--
-
.
-
.
.
-
.
-
w.o.
::'.l ili ~~
!la!~ 8<
;:i z gl "'
N/E
S-7
-~
S-2
--
--
11-10521-00 BORING NO. 8-5
0
PENETRATION RESISTANCE
... le,,
Other
Page 1
of l
Stand.a.rd Blows per foot
10 20 30 -40 50 TESTING
·-·····.· _\ ______________ ! ______ _
I f i I ....... :.--------------1----··-·······-t······· ···----:----·-·
....... ! -------_______ j ............... l. .. _ .. ______ l_ _____ _
i ~ .. i
---------:-------....... ; ............... 1-------....... .;.. ...... .
\
' i ' : ·······T·········---··!········ ·······1"······· ....... : .•.....
....... ; .............. = ............... ( .............. L ..... .
------f .............. ~-··-· ·-····.! ............. ! .............. + .... --
i i i i .. ..J-........ L ............ t ............. i....... , " i i : ···-+····
....... J .............. + ....... ···-···1········ ...... .l ..... _ ....... ! ····-·
! t l ~ :
; ; t -+ +
....... ! ....... --···+ .............. .L. ...... ·-·--· ! ....... 1---···! ...... .
. ...... ! ....... 1-.•••• ! .............. -1-............. .L ............. !.. ..... .
. ...... 1 ....... ···-· ! ............... 1 ............... ! .............. ! .... -..
..•. : ••..... ·······+······· .••..... ( •••••.......... : ...... .
' ······· ! ............... ! .............. .1 .......... .
...... ..l .............. !-............. !.. ............. ! .............. , ...... .
·····-~-······ ···-··t------· ........ ! ............. ..1 .............. ! ...... .
·····-:··-··· ....... ! .............. J .............. ! .............. f ···-··
........ [ .............. : ............. ..! ............... ! ...... .
....... :--····· ....... ! ............. .J ............... ! ....... ·······. ·······
....... ; .............. +---·-· ........ / ........ ·······+----··· ....... : ...... .
-·····:···············!---······--···-+---···· ..... ) ...... .
-
-
.
-
-
>-30 .,1-__________________ ..1.._..1...._..1...._+-..1..-,J,.....--'--.l,,-'--,l,---'--''---'-+:-----l
0 20 40 60 so 100
I
.Y.
AID
NIE
LEGEND
2.00-inch OD split-spoon sample
Groundwater level at time of drilling
No groundl,1/llter encountcrc:,d
MOISTURE CONTENT
. -.
• •
Plastic limit Natural Uquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Suite l 00
Kirkland, Washington 98034-6918
"' "'L..----------------------------------------------...J
Logged by: BWG Drillin:! method: HSA Hammer type: Automatic Date drilled: 21 September 1995
0
E
~
PROJECT: Renton R6'tail Site
SOIL DESCRIPTION
Location: E.xlsflng Parklna Lal
Approximate ground surface elevation: Unknown
-0 ,....._Asphalt Pavement _________________ .,,,.
1----·-1 Brown, sandy GRAVEL with same sift (RIO
(cuttings) ~-~--~----=~---------------------.
... 5 '
-10 •
>-15 •
>-20 -
-25 •
Gray, wet, silty SAND (cuttings)
-
-----------------------------
Medium dense, damp, gray, gravelly, fine to
medium SAND with trace sift
Dense, mo/sf, gray, fine to coarse sandy
GRAVEL with some sift
Boring tenninated at approximately
7 7.5 feet
ll
.
.
-
-
w.o.
N/E
5-7
S-2
. -
.
--
7 7 -7 052 7 -00 BORING NO. 8-6
PENETRATION RESISTANCE
... 6
Page 1
of 1
Standard Blows per fool Other
10 20 )0 -40 50 TESTING
....... ! .. : .... -.-i ....... ! ...... .
i +----···'···----<··------!-------...... .;. _______ , ______ _
______ ) _______ +-··-····"--·---+-·····__I_ _______ -------! ....... _____ J _____ _ • . i
+-·-····•-···-·+ .. J _____ -__ J _.. -··· J __ _
·--~---------+··--·-·-······!-----·--------!--·-· .. ! ···-··
--------'.-----· ....... } ....... -------1--------______ .;. ....... ···--· !------
! ! !
--------:--------------t--------------!---····· ·······+······· ·······!·-····
---···-i-···---··----:--------------!-······· ··---·I···-·-------t--···-
....... i .............. !. ...... ··-····f·-····· ..... J._ ......... ..! ... -..
!
....... t ............. , ............. ..l ............... l. ...... ··-···; ....... .
l !
••••••• 1 ••••••• ·······'······· ••••••• .l---·--· ·······'······· ...... .J---·-·
.......... ! ............. J .............. ! .............. : ...... .
--····!·-····· ·······1··············-l-·············) .............. ; ...... .
..... -L ............. ! ............. ..1·-····· ....... I ............ _L ..... .
. ...... L. ........... ! .... -....... ..!. .............. ! .............. [ ...... .
______ ! .............. ! .............. .l._ ............ 1 ....... · ...... ] ....... .
, ______ i .. _' _______________ 1.,_·_ ..... -i ] ....... ~....... . ..... ! .............. ! ...... .
l ·-----·•1:------· ·-···--·;_:,________ : ! ....... L...... . ..... ! .............. : ....... .
....... 1 ............ ! ............... L. ............. l. ......... ., .. ] ...... .
······-~···· ...... ! ............. ..!.-·-··· ....... ]. __ ........ J ...... .
-
-
-
-
-
-
-30 ..L--------·---------....L..-..l.---..l.----l----'-.l.-..-'----'----'....l...---'----'....1...-+----1 o 20 40 so ao 100
I
_y_
ATO
NIE
LEGEND
2.00-inch OD split-spoon sample
Gr01.m.dwater level at time of drilling
No groundwater encountered
MOISTURE CONTENT . . . •
Pla.stic limit Natural Ilquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Sutte 100
Kirkland, Washington 98034-6918
" <L...--------------------------------------------------'
Logged by: BWG Drilling method: HSA Hammer type: Automatic Date drilled: 22 September 7 995
PROJECT: Renton Retail Site w.o. 7 7 -7 052 7 -00 BORING NO. 8-7
:'l gj " PENETRATION RESISTANCE Page I .. ~ g~ ... 6 of I ~ :, Standard Other
:,: ~ SOIL DESCRIPTION "'
~.li -'o,
0 ::o Location: Existing Parking Lot ~ ~
19 .. Blows per foot ~z 0 10 20 ,o 40 so TESTING Approximate ground surface devation: Unknown v:i ~o·r-~~=~--~-----------+~~-+=+~-~~~r~~~~~-~~~~-,-l
1----1.'~~~~::~:;r:;,~:~-:dneto-coarse-:sandy--~" l_ s-7 NIE .. L~ ... L ... I .. .... .;. -;J:/s
1-
---1.'' GRAVEL_{R/1) __________________ _// [ [ i !
Medium stiff to stiff. wet. gray. fine sandy SILT ··-----'·-··-· -·-··---'-----·--······ ,·-·---·-····-···"-··
with low plasticity to non plastic _____ __!_ ____________ _)_______ _ _____ J ___________ _J ·-·--·
...... : ....... -------:------· .. ----.1,---.. -_______ !_-·-·--·
' -5 • -
!--·+--,~------------~-----------------Medium dense. moist. fine to coarse sandY ······-:--------· --··: ....... ------+------· --·--: ....... -------t------
-10 ·
-15 •
~ 20 •
-25 ·
GRAVEL with trace to some slit
Boring terminated of approximately
9feet
>--
S-2
--r
---
---
+
....... / .......... ---1---------------l---···-····---+-------.... ...J ...... .
-----f---·--.~-----------1--------··--l·-----------1--··-
•••••••• / ....... _____ i: ------···-----!---------------!------....... i.-----
' ______ j __________ .J _____________ ) _______ -------t--------------! -------
-------:-----·-______ , _______ --------r--------_______ L ______ -------;-------
_______ !_______ ; i ; i
i ; i 1
i
------'------_______ J _____________ __] ________ ··-··-·'··-·----------'---···-·
_______ ! ____________ __l _______ ------· :[ ___________ ___1 ______ .. ___ __j ______ _
i i
_______ , ______________ ) ....... -------! ___________ ) ______ _
_______ ! ______ _ l i
: / ------+--------------i------··
-------! _______ -------!-----·· -------:---------------!---·----------:----····
________ [ _______ -------:·--------------:-----·· ....... :--------------:--------
-------'··--·--_______ : ______________ ( ______ -------.l.-------
i ------------'.-------_______ ) ________ ------' ----·---------·--------
--------'-------_____ __l _______________ !---------------1----·--..... J ______ _
-------:--------------~------· --------[---------------:-------------+-------
···----!-------------·'·------------)---------------!--------------!----····
.
-
.
-
-
-
.
-
-
-
-
-30 -'---------------------"---'--...... --+o-'--.J20::--'---':,o~.._-::60'c--'--::'•o::-----,:l:coc-o ---1
~ MOISTIJRE CONTENT ;,/ LEGEND
I e -~
w
1" • ,5 • w
"' a:
"'
I
.Y..
ATD
NIE
2.00-inch OD split-spoon sample ~1.D
Groundwater level at time Df drilling
No groundwater encountered
Soil pH test
Resistivity test
. . . .
Plastic limit Natural Liquid limit
0AGRA
Earth & Environmental
11335 NE 122nd Way, Su~e 100
Kirkland. Washington 98034-6918
"''---·-------------------------------------------~
Drillir,g method: HSA Hairurertype: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site
SOIL DESCRIPTION
Location: Existing Parking Lot
Approximate ground swfac., elevation: Unknown
...... ....__Asphalt Pavement _______________ _,,/·
~--1 Loose, mo/st, brown, fine SAND with some
gravel and trace to some slit
w.o.
N/E
I S-1
1------------------------------
-5 • Medium dense, wet, gray, silty, fine SAND with _ _
'"" 10 •
>-15 ·
-20 -
'-25 ·
some gravel
Boring terminafod at approximately
9teet
.
--
S-2
-+
--
--C-
-+
7 7 -1052 1-00 BORING NO. 8-8
PENETRATION RESISTANCE
.... 6
Other
Page 1
of I
Standard Blows per foot
10 20 30 40 50 'IESTING
..)_ _____________ ! ....... ----I i
·······+······· -------:-·
..... ) -------..... ) ....... --------1------·-...... .l....... _______ j ______ _
~f-··,I ~i--1~~+
::~::.l:: :: :::: J\ ~::::::i::::: :::::::t:::~:: ::::J:::::
I I ~! i i
.... ) ............ ; .......... 1 ............ ~ ............. : ...... .
_______ ; ·····--------~------....... -! ........ ______ .,;.______ ....... ! •..•.•.
. . ... ! ······ ··-·· }·-· . ·······1······ ·····-! ······· ·······I······ . ;
------! ----·· ...... J .. ___ ..... J....... . ..... .L...... . ...... ! ...... .
....... \ ------------· i ······· _____ J_ _______ ....... \--·-··· -------~ ------·
!
.•..... .]. •...... -------'.······· --------~--------------:------· --------1-------
...... J ............ .l ............ ...i .............. ! ...... .
i
....... !. _____ ....... 1 ....... _______ .[__ ______ .... ..! .............. ] ...... .
....... l. ............. ! ....... _______ ) ________ ------! ....... _______ j ______ _
....... L ...... _______ : ___________ __; _______________ : _______ ....... L ..... .
_______ ; ______________ ; ____________ ..[ ________ ....... ! .............. i ...... .
' . . ! .
···-----~------------·· : ...... . ...... ) ........ ·-···· i ······· ....... l-·-···
······· ! ............ J ............ ..[. ............ ..! .............. ! ·-···
....... ! ............... 1 ...... . -····-·-i········ ..••.•• .;. ..•••.. ·······'-······
-
-
.
.
-
.
.
-
....... ! .......... 1 ........... 1 ........... l ......... .! ...... .
>-30 ..L-----------------..L.-...l....-...1....--l-....l.-l---'-....l.-l.-...1......L.-l.-...1....~----I 0 20 40 60 BO 100
cl'
I
.Y.
AID
NIE
LEGEND
2.00-inch OD split-spoon sample
Groundwater level at time of drilling
No ground.water cncounti~IN
MOISTURE CONTENT . -.
' -'
Plastic limit Narural Liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Suite l 00
Kirkland, Washington 98034-6918
" <L----------------------------------------------' Logged by: BWG Date drilled: 22 September 1995 Drilling method: HSA Hiunirer type: Automatic
PROJECT: Renton Retail Site
... 0
SOIL DESCRIPTION
Location: Existing Porklng Lot
Approximate ground surface elevation: Unknown
,~Asphalt Pavement ________________ ,,,, ·_1_
~--l_, Rne to coarse, sandy GRAVEL (RIO _______ _.
Loose to medium dense, damp, brown, silty,
fine SAND with some fine gravel
w.o.
S-1 NIE
-5 . -_,...
-10 -
>-15 •
>-20 •
-25 -
-----------------------------Dense, damp, brown, fine to coarse sandy
GRAVEL with some silt
Boring terminated at approximately
9 feet
--
-
-
-
.
.
-
.
.
S-2
--
I I -1052 I -00 BORING NO. 8-9
PENETRATION RESISTANCE
... 6.
Page 1
of!
Standard Blows per foot
10 20 30
Other
'° so TESTING
! --+-·-
'
i !
1-·· ' '
: ________ ....... \.------------+-----....... ; ...... .
....... .! ....... ------· 1 .. ---........ ! ........ -······) ............. .l ...... .
·······)······· -------:---·--· ······-\----------·---!-------...... ) ....... .
\!
_______ j ______ -------! ······· ...... ) ........ ------! ....... . ...... l---··
;-i 1 t 1
.••••.•. • ....••• -------+-------········!··-···· ·······+······· ······-:---····
_ ..... !_....... i . ·-··1·········+--·····+·--· ..... ) ...... .
i i
j l i i ·-···!_ ...... . ·······:······· ·······r··············r···········-·1·······
···----1---··· ....... ! ............... ~ .. -.... ··-----~---··· ···-··; ....... .
i
••••••• -l, •••••••••••••• ~ .............. .! ............... l. ...... ····-·.;. ...... .
....... ! .............. t .............. J .............. ! .............. ! ..... ..
....... · ....... ·······+······· ········!········ ·······+·······
...... J ...... ······· ! ....... ··-·--'········ ······· ! ............ ) ...... .
........ : ....... ······· ! ....... ········!········ ....... : ....... ······-: ...... .
= ! I = = --···-:-·--·--···:···············t···············'!"·····-·······i····--··
J __ [l. Ll·······'-·······1
........ : .............. : ............. ..; ........ .
.. [ .............. : ............. ..i .... -......... ! .............. = ...... ..
.
-
-
-
.
.
-
-
-
-30 .,L __________________ ...1.._..1..._.J..._..j.......;._1..._...__;,_1...-..1...~-L.-.J...-+,----I
0 W ~ ~ M 100
0
E MOISTURE CONTENT
LEGEND .
2.00-inch OD split-spoon s.limple
' Plastic limit
• 1e
~
C
2 ~ _y @AGRA
~ AID Groundwatorlovolattim,ofdrilling Earth & Environmental
~ NIE 11335 NE 122nd Way, SUtte 100
;:; No groundwatc< on,ounter<<i Klr\cland, Washington 96034-691 B
-. '
liquid limit I Natural
;i<.._ ________________________________________________ .J
Drilling method: HSA Hammer type: Automatic Dare drilled: 22 September 1995 Logged by: BWG
i -
u
-"
~
PROJECT: Renton Retail Site
... 0
SOIL DESCRIPTION
Location: Existing Parking Lot
Approximate ground surfacf) elevation: Unknown
,,2" Asphalt Pavement -------------~/·
1----l._ Crushed Gravel Pavement Base_{RID ______ _
Very loose, wet, browr, silty, fine SAND
!--+·-------------------------------Very soft, saturated, gray, fine sandy SILT,
moderately di/a/ant
w.o.
I S-1
--1 S-2
7 1-1052 7 -00 BORING NO. 8-10
PENETRATION RESISTANCE
... 6.
Page 1
of!
Standard Blows per foot Other
,a 20 30 40 50 'IESTING
1--------·------+-------!---------------i-------_i ...... .
1--------'-------+-------'.-------·----··!··-···· i T .
--{:::::: _____ ! _______ l ____ _J ______ J ___ _
~.J _______ ------!-------______ .J.. ______ ....... !....... . ...... ! ...... .
! ! ....... : .•••••. ------:---------------:-----··· ....... ( .••..•. ·······+------·
-..... ( ....... ··-----+---------------!-------------·!---·-·· ····---!·-·····
~ '-----!------____ _.L ____________ J _______ ) ·---_____ ! ___ _
-10 . ll S-3
1---+-------------------------------------
Medium dense, saturated, gray, fine to caar,e
sandy GRAVEL with s/Jt
-15 -
-20 -
1--4---------------
-25 ·
Grades to dense
Boring terminated at approximately
26.5 feet
-
-1 S-4
-1 S-5
S-6
-
-' ' ' ' .._ J .............. 1 ··-·-· ....... .!·-····· ····-· i .............. l. .. -..
••1\ ::~::l::::: :::~:::!:~::: :::::::l:::~:: :::::::! :::~::
-------1-----\( ·---·-----:-------------: ....... -··-·· ; ______ _
--
:::::~ ! ~::~ ~:~-~ :::::J::::~~ :::::i::~::: :::::::l.:::
:::::::j::::::: :::::~t~::::\-: :::::r::: ___ !_ --
--
.
I ! -------C-------t-------0 -------I
....... L. ............ ! ............. ..!. ... ' ..... -! ...... .
....... L ......... -1 ............. ..l. j
___ J ___ , ---l---------/--------\ )____ ' -
i -____ l __________ ! _______ _I_ _______ .lL ...
_______ ! ...••.......•. L .. ----________ ( ________ ....... L ............. i ______ _
-------
1 _____________ [ _____ , ! ! ! ·······+···········--·+······· ······-;·-·····
····--·'····-· ....... 1·-···· .!.--·· .... ...! ·······
-
-
-
-
-
-
-30 .,L _________________ ....L,._.J....._.J.....--+---'----'--'---'---'---'---'-_J---'--+-----1
0 20 '40 60 80 100
LEGEND
I 2.00-inch OD split-spoon sample
_y_
AID Gm1.D1dwa~ level at time of drilling
NIE No groundwater cncounterc:ii
MOISTURE CONTENT . .
• -.
Plastic limit Natural Uquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way. SUtte 100
Kirkland, Washington 98034-6918
" <L------------·----------------------------------'
Drilling method: Fluid Rotary Hammer type: Automatic Dato drilled: 22 September 1995 logged by: BWG
0
-" . -
E
~
C
·~
w
~ • ~
t • w
~
"'
PROJECT: Renton Retail Site w.o. I I -I 052 7 -00 BORING NO. 8-11
SOIL DESCRIPTION 5
Location: Existing Undev"loped Area at SW part of Site ~ ~
Approximate ground swface elevation: Unknown ~
5 i:l ~~ PENETRATION RESISTANCE Page 1
!l1 § i5 . .... 6 of I
~ ;a: ~: Standard Blows per foot Other
0 10 20 30 ,o 50 'IE.STING
-0 _ Grass Surface and Topsoll ____________ _
+·····--+-------!--------:---------------------------------
+------+------1--------L ............ .L .... ..
! 1 --: i ------·+·-----·
1---1 Loose, mo/st, tan, silty, fine SAND with trace fine -
gravel
+-----·--"-------!--------'--------------'-----
--5 -l S-1 ··--~~ ~ -------1-----------+·-····· ------+...... .. .... + .... ..
-
1--+-------·---------------------------
Loose, saturated, gray, fine SAND with trace slit
• 10 -
-15 -
-20 -
'"25 ·
Boring terminafod at approximately
11.5 feet
-
-
-
-
-
-
........ [ ------------;--------------:--------....... ! .............. L. ..... .
-------· -----------: --------------:--------______ I_______ ....... : ------
··--··· -----· ··----.l----·-· ........ : .......•..•.... ! -----· ·-·-·· 1----·· ;
-~ 1 i i i
S2 i I i ! --• A; ~ ••• ••·-•+••m• ••••-••[•••m•• •-m• ! ····--------+--·---
--------:--------------1-··--·· ··-···-+--------------:---------:------
-' .
------..!------------t---------------1--------------+-------·------:-----
--------.i _______________ !.______ : i : --------i-----------···+-----·· ....... : ...... .
-
------1--------------1------· _______ _[ ________ ------\--------------! ·····--
1 ! ! 1 ! -------:-------···-···-t·---------------t-------
-------!:-------i ---:--------+---------'---
. -------~--------------+---------------~---··--· --·----:------· ··-----: ------·
--
··-!-----·· ---·---! _______ --------L-------______ _i _____ ..
------..l.-------_______ ; ______________ _; _______________ ; ______ _
________ [_ _____________ 1 _____________ .)_ ______________ ! _______ ·------!-------
··-·---j ·····-· -----· ! _____________ __! _______________ ! ------· ______ J ______ _
-
_______ ! _____________ __! ______________ i ______________ ]._ _____ _ ______ J ____________ J ______________ ! ______________ / ______ _
_______ f _______ -____ ..;. _______________ [ ________ -------l-----··
_I ___ I _________ J ______________ I _____ _
-
-
-
-
.
-
-
-
-
-
-30 ..J... __________________ ...J.._...J..._...J.._4_;_...J..._._...__c_,L_...J...-'--'--l-----1
D 20 -40 60 80 100
I
_y_
ATD
NIE
LEGEND
2.00-inch OD split-spoon samplo
Groundwater love! at~ of drilling
No groundwater oncounterod
MOISTURE CONTENT . . .
Plastic limit Natural liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Sutte 100
Kirkland, Washington 98034-6918
"'----------------------------------------------'
Drilling method: HSA Hammer type: Automatic Dare drilled: 22 September 1995 Logged by: BWG
0 .a
" ~
C e > C w
~
C • ~
~ • w
~
PROJECT: Renton Retail Site
SOIL DESCRIPTION
Location: Existing ParklnQ Loi
Approximate ground surface elevation: Unknown
-._!<seJ,alt Pavement--·-------------~/
1----1 Very loose, damp, grc,y, nne SAND with trace to
some slit
w.o.
NIE
I ~7
-5 ----
.
.
--
Grades with thin sl/fy stringers S-2
'" 10 • Boring terminated at approximately -+
9feet
'"15 • -
• 20 • -
.
.
-25 · --'-
.
77-70521-00 BORING NO. 8-12
PENETRATION RESISTANCE
... 6.
Page 1
of 1
Standard
10
Blows per foot
20 30
Other
40 sa TESTING
: '
.!.. ............. ! ..... ·······-····--·
--------·----··-_______ ! ______________ ; _______________ l_ ______ -------!------
'
·.{ .......... i ...... .i .......... i ........ L
___ J _____________ i -----_______ _!_ ___________ j ______________ ! ______ _
--· J _______ -·-----:---------------·-------· ...... -! ___________ J ______ _
···; ~--·-· ..... J .... ·····:····· .... 1 ........ J ... .
-------l-------------!----· -------!-----··· --··-·· ! -----·· -------+----·-·
i
______ J ______ ··----+------~-----+---··· ··-··-· ! --------------! ---··--
_____ ) --------------+-------_______ j _____________ J._______ ···-·-· ! ··-····
________ : -------_______ l_ ____________ j ______________ J______ ------t---···-
... -.. !........ ; : : : --·----+------------·-·!·--·--·· _______ ( _______ ------! --·····
-------+---···· ·---·: ---------·····+--·--·· -------+------· -------l ·····--
_____ _J _______ ...... _1 ______________ J ______________ , ______________ ]___ ____ _
_____ J ______________ i _______________ l _______________ l ______________ L_ ____ _
______ I ____________ J _____________ ._[ _____________ J ______________ ! ______ _
______ J _____________ ! ______________ J ______________ 1 ______________ ! ______ _
··-··---!---···· -------+---------·-----1---------------!-------···----!---··-·
.•••..• .= .••.•......... ! .......•...... .( ...••..• ------l-----·· ·······'······--
........ ! ....... -------!---------------! _______________ I _______ -------!-------
-
.
-
.
-
.
.
-
, i
1-30 ..l...------------------....l..-..l....-..l....--l--'--.l-._..._...!._.I-...J....-l.-.l-...J....-+----1 o 20 40 aa aa 100
LEGEND
I 2.00-inch OD split-spoon sample
.Y.
ATD Groundwater level at time of drilling
N/E No groundwater encountered
MOISTURE CONTENT . .
' .
Plastic limit Nallllal Uquidlimit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Sutte 100
Kirkland, Washington 98034-6918
" "'----------------------------------------------' Date drilled: 22 September 1995 Logged by: BWG Drilling method: HSA Hammertype: Automatic
" .a
]~
~
C e -~
w
~
C • ~
~ • w ;,;
PROJECT: Renton Retail Site
SOIL DESCRIPTION
Location: Dozer Traff, West edge of Site
Approximate ground surface elevation: Unknown
,~2· Asphalt Pavement -------------~/
1---l Loose, moist, brown, silty, fine SAND with some
, gravel to gravelly (cuttings) /
1---l ---------------------------
f-5 . Very loose, damp, brown, gravelly, fine to
medium SAND with some sift
w.o.
Ll S-1
f-
7 7-70527-00 BORING NO. 8-/ 3
PENETRATION RESISTANCE
... 6
Page 1
of 1
Standard Blows per foot
10 20 30
Other
" 50 'IFSIING
... ; .............. : -----·· ........ ! ........ , ....... , ....... ;
........ , .............. ' -------........ [ ........ , ....... , ....... l------.-------
..... J ....... _______ ! ______________ ! ...... , ...... < ....... ; ••••••• .;. •••••••
..... ...l ........ ______ 1.· ............ ...!.-··-··· ·······.···-··· . ' .....
.J ... ·······I············'-·············:······· ..... L
.... ---l---·-· -----: -------····----'.------· ------!------------+--·-···
.
1---+--·-·--·----------·-·--·------------·--·----
Very loose, saturated, brown and gray, fine
. ~ ..... l ...... --·-l-·-· ..... i ...... ··--!.. ......... ! .... .
-10 -
• 15 •
-20 •
.. 25 ·
SAND with trace to some sift, very dl/atant --ll S-2
.
--LL S-3
Medium dense, saturated, gray and brown, fine
to coarse sandy GRAVEL with trace sift
Grades to dense with relatively more sand
Boring terminats,d at approximately
26.5 feet
I S-4 -
-1-
S-5
, "!--··· ....... !·-·-·······+···········-! ..... ····[ ·····
-··-··-------------<-------------··]·····-·--------'.--------------!---····
-------'--· -----·-'····-·-··-----i--------_______ :,. _______ ....... :.------
··-·.·· ..... f ........ L... .J.. . .. 1 ..... _
... -... :.•:,........ : : : _ _j __________ ___[ _______ ···-··-! ·-·---·
·-·· --·.--------------1,---------······.--····· ------,·.----··---------~--··-·
______ __i _______ ···----: ______________ J_ ______________ i _____________ _j ______ _
______ __[ ______________ j _____________ l _______________ i ______________ ! _______ _
! l l)
' ' ···'······· ···-··:.· . ·······.--·-··---------.----···· .. --·····
....... t ............... ( ........ 1--·····c········+ ·····' •••····
'······'·······•------.!.'-··-··· -------·,:-----·· -------:---------------!----····•·-
!. ______ J ______ --····· ! ······· --------'---------------~ -···-··
.
.
-
-
-
-
.
-
-
-
-
.
.
~ 30 ...L..---------------,,-----....1..--'---'--+-...... --',---'--,L,---'-"c---'--:',----+,----t o 20 •o 60 BO ,oo
LEGEND
I 2.00-inch OD split~spoon. sample
.Y.
AID Groundwater le'Vcl at time. of drilling
NIE No groundwatu cncountere<II
MOISTURE CONTENT • Plastic limit Natural liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Suite 100
Kirkland, Washington 98034-6918
"' "''------------·----------------------------------'
Drilling method: HSA Hammertype: Automatic Date drilled: 22 September 7 995 Logged by: BWG
PROJECT: Renton Retail Site
SOIL DESCRJPTION
Location: Dozer Trail, South edge of Site
Approximate ground surfac,e elevation: Unknown
-0
_ Grass(Topso/1 -----·---------------
1----l Very loose to loose, damp, 1/ght brown, silty, fine
SAND
,-5 •
1---4-----------------------------.
,-l O •
Loose, wet to saturated, brown, fine SAND with
trace to some slit. moderately lo very dllatant
1---4-----------------
Loose, saturated, gray, fine to medium SAND
with trace silt
,-15 •
I--~------------------------------
-20 -
Medium dense to dense, saturated, gray, fine
to medium GRAVEL wllh some fine to coarse
sand and trace to some silt
Grades to dense
Boring terminated at approximately
26.5 feet
LL
LL
LL
ll
-
w.o.
.L
S-7
7 7 -7 052 7 -00 BORING NO. 8-14
PENETRATION RESISTANCE
~ 6.
Page 1
of!
Standard Blows per foal
10 20 JO
Other
40 so 1ESTING
J ............. !. ____________ J ______ _ i :
. ' !
; ' : .;. -------'.----···
-------!--------------!---············!---····· -----:---···· ....... .;. .. -.. . I .
________ [. _____________ i _______________ i ______________ r ______________ : _____ _ .
____. "-----·-·-: ·-------____ L. ___ -__ J _______ .. L ... • _______ j -----_______ ! ______________ _!_ ______________ ! _____________ j ______ _
;t-:~::::I __ ::: :::::::l:~::: ::::::t::~:: :::::l:::::: :::::i ::::~
.L
S-2 -------l ' -----·: --------------:-------·-··-·· !------· -------t------
________ i ----·-______ : ______ ---·-···I····-·---·····-~------------i ·-····-
______ ) _____ _
-
S-3
··--·· , ______________ , _______ _
S-4 ····!----______ ! ···---! ~ ------t---· ·--!--.
==r= =1~~=~i =r
S-5
--_____ J ____________ f ______________ J ____________ _ i i
1 • ._ i ,-··· t
-·-···· !---···· ------l.--------------1----···--------'.------· -------:------·
_______ 1 _______ ------! -------________ [__ _____________ _L _____ _
. __ __:_____ -----' -----·-. --'-·-· -------1-----. --!-·-··-·
-
-
.
-
-
-
-
.
.
.
,-30 ...L..-----------------....!..-..L...-..L...--I-...J..-l.--'-...J..--'-'--..L......J.._..J_..L...-4-----1 D 20 40 60 BO 100
0 .s
• E
~
LEGEND
Grain size analysis
MOISTURE CONTENT . .
• •
Plastic limit Natural Uquid limit
2 2.00-inch OD split~spoon sample e
! @AGRA
; ~ G,oundwatc<1,vcia,tim,,,fdrilling Earth & Environmental
~
.:: M 11335 NE 122nd Woy, SUlte 100
< '""' No groundwater encountered "' Klndand, Washington 98034-6918
~'---------------------------------------------------'
Dtilling method: HSA Hammertype: Automatic Date drilled: 22 September 1995 Logged by: BWG
'~
0 .s
:,;
~
C
0
-~
w
u • ~ a w ;:;
PROJECT: Renton Retail Site
SOIL DESCRIPTION
Location: Existing Parking Lot
Approximate ground surfaa: elevation: Unknown
... 0 ...... ..._Asphalt Pavement ________________ ,..,,~
,__... Brown. gravelly SAND (RID
... 5 .
Very loose, wet to saturated, gray. silty, fine to
medium SAND with twee fine gravel (OVM
Oppm)
ll
1---f---·~-·-·--·-·--·~~----·--------------· Loose, saturated. gray, gravelly, fine to coarse
-10 -
'" 15 •
'"20 •
-25 •
SAND with some silt with silty stringers (OVM O
ppm)
Boring tenninatE,d at approximately
11.5 feet
-
.
-
.
.
.
-
.
.
.
w.o.
-1-
5-7
11-1052 7 -00 BORING NO.
PENETRATION RESISTANCE
.... 6
Other
8-15
Page 1
of 1
Standard
,a
Blows per foot
20 JO 50 TESTING
....... i_ ............... i_..... i ! ··------1------· ....... : ...... .
!
-------.--------------:---------------i---------------i---------------: -------
r l I : t
-------1-----------!-----_____ _! ________ -----·· i ............. .l _____ _
It,..--!.•-••• ·-•mt••-••• ••m•>Sl•••••••• •••••••i•••-•• ••---·t•••n••
_____ .) __________ \ _______________ t _______________ J-------_______ J.. ..... .
.... ---!--------~---··· --------!------· -------!--------····-! ...... .
...... _; ......... l... ... ······-:····-· ···-· t .... . .. ) ...... .
5-2 -~ ····~·-··-···! .............. 1 ............. 1 ....... ·-···'···-··
_L
.
-
.
_i_ J_ J __ j __ L
....... 1 ....... ······+··-·· ...... .: ............... I······· ······-: ...... .
·······.--··· ....... ! ............... ; ..... _ ........ l .............. l.. ..... .
........ ;. .............. ! .......... _.) ............... i,! .............. j ....... .
; : i ........ ;. ....... -·-··*-····· ........ = ............... ' .............. ; ••......
. : : : ••••.... !_!······· ••···· '--··· ·······' ............... ; ........ _ ..... .;. ...... .
. ....... l .. ·······l···-·········.L .......... 1 ............. L ... .
. ...... •....... -·-~·-·· ·······'··-·-· ...... t ...... ···' ...... .
·-·-··· .······· ··-···! ............... ) .............. ,+ .............. .;. .. .
, , . . ...... 1;_······· ....... 1,_ ....... . ·······!"······· ....... ; ............... ; ....... .
. ...... ! .............. l. .............. L ............. ! .............. ! ....... .
·······)······· ....... i ....... ········!········ ·······+-····· ·······:-·-····
...... )_ ............ ; ............ ) ........ ·····-!······· ·······j········
-
-
-
-
-
.
-30 -'--------------------'--.i--.i---l--'---'--'--'---'-.J....-'---'-----1----i o 20 40 so so too
I
.Y.
ATC
N/f
LEGEND
2.00-inch OD spliHpoon sample
Gr0undwatcr level at time of drilling
No groundwater encountered
OVM -Hc.adspace method measurement
of organic vapors, made with
lOev pboroionization detcd.od..
MOISTURE CONTENT • Plastic limit Natural liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Su~e 100
Kirkland, Washington 98034-6918
" <L.-----------------------------------------------.J Logged by: BWG Drilling method: HSA Hammer type: Automatic Date drilled: 25 September 1995
" £
" " i
C e ·,
C w
"' C •
~
~ • w
i
PROJECT: Renton Retail Site
SOIL DESCRIPTION
Location: ExlsHng Parking I.of
Approximate ground surface elevation: Unknown
.. 0 , Asphalt Pavement _,.,'
1----1 'Brown, gravelly SAND (RID ~
• 5 •
.. 10 •
• 15 •
• 20 •
>-25 •
Loose, damp, gray, gmvel/y, nne to coarse
SAND with trace to some slit (OVM O ppm)
Medium dense, moist, r,ray, nne to coarse,
sandy GRAVEL with trace silt (OVM a ppm)
Boring terminated at approximately
9teet
-
-
-
..
-
..
w.o.
NIE
I S· I
-
--
S-2
--
..
--
.
-
7 7 -l 052 7 -00 BORING NO.
PENETRATION RESISTANCE
... D,.
8-76
Page I
of!
Standard
10
Blows per foot
20 JO
Other ,o 50 TINTING
....... 1 ....... _______ :_ 1 ........ , ...... +------+··-·---
....... i,........ i i : , ........ , ........ -1-•••••• .!. .............. 1 ....... ______ ; ______ _
, ........ , ....... ., ....... : ............... ! ------....... : ------....... .;.. ...... .
.4 .. !
, ......... , .... ----fl······ . ---------------·---····· ···-··'······· ·······' ••·••••
\
________ j ______ ···--.= ............... i •••••••• ··-····'······· ••••••• ; •••••••
i
------~---·· ·••···· ----··· .••.••.. ; .••••••• ·······'······· ....... J ...... .
' !
-------t----···--·t· ---· ...... ) ........... __ ! ............. ; ·•·····
........ 1 ............. 1-.............. 1... .......... I ........... J ....... .
' : : t ! i ;
i i
········:······· ....... ; .............. ! ·······T······· ····-·;···· ..
' ! l i :
....... '······· ··-·-.l.-. ••••...••..... ; .••..••• ····-·.;. ....... ·····-: ···•••·
' : l \ ....... ! ....... ·······:······· ······-l·····-· ·······'·······
··---·········· ....... : ............... ! ............... : ...... .
....... t .. _ .......... l ............... !. .............. i ...... .
I I I ···-··'······· ............... ········•········ .................. . ... -.. t ..... ··-·-! ··-··· ....... 1 ............... 1 .............. 1 ...... .
I l J I I
....... ! .............. ! ............... [ ............... ! .............. : ....... .
i i i ! .....•. !·· •• _· ••..... ....... l........ i i .....•. i_ ...... . ·r ••••••• ! ••••••• ...... ..: ....... .
....... 1...... . . . -·-··"!"···············t········ ....... , ..•....
....... 1........ , . i ·······t···-···-·····i········ ·······"!'······· ........ ·•·····
........ • .............. :--............. !"_ .................... .
.
-
.
-
-
.
.
.
..
.
-30 -'--------------------'---'---'---+----'--'--'-...... ----'--'--'--+----I 0 20 40 60 80 100
J..
.Y.
ATD
NIE
LEGEND
2.00-inch OD split-spoon sample
Groundwater level at time of drilling
No groundwater encountered
OVM -Headspace method measurement
of organic: vapors, made with
lOcv photoi.oniz.ation de~
r
MOISTURE CONTENT . ' • '
Plastic limit Natural liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Su~e 100
Kirkland, Washington 98034-6918
L---------------------------------------~
Drilling method: HSA Hammer type: Automatic Date drilled: 25 September 7 995 Logged by: BWG
0 .s
• c
~
C
-~
w
~
C • ~
t • w
PROJECT: Renton Retail Site
SOIL DESCRIPTION
Location: Existing Parking Lot
Approximate ground surfact:~ elevation: Unknown
,_A$e_ha/1Pavement ---------------~,,
1----1-,_~~~~£'i _ _RE0<..!~"!!'3~1J3E~i~~------~,,
1--+-..:Brown, gravelly, fine to coarse SAND (RIO ____ _
-5 •
-10 -
'" 15 •
Loose to medium dense, damp, brown, fine to
coarse sandy GRAVEL with trace to some sift
Grades to loose with trace sift
Very loose, saturated, brown fine SAND with
trace sift, very dllatant
.
1---+-----------------------------
'" 20 •
• 25 •
Medium dense, saturcifed, brown fine to coarse
sandy GRAVEL with trace to some sift
Boring terminatE•d at approximately
21.5 feet
-
w.o.
1 S-7
--
-
--
i i -i 052 i -00 BORING NO.
PENETRATION RESISTANCE
A 6
8-17
Page 1
of 1
Standard
10
Blows per foot
20 30
Other
,o so TESTING
! _!_ ............ . ··------1----·· ..... = ........ ····---:-------------·:·······
! ! l !
---!-------------J _____________ ! ....... ······+·····-
-------:---------------:--------------:--------------t-··-··-
i / : : : I l S-2 ~ -----1-----A ~-__ J_.·-·····----1---·······1-----___ ) __ _
·····i· ·----t···-·-----1--------------t--·-· -···-1-··-···
. ! i ' :
1 S-3 \i---··--····+--·····l·----------1-------·I···-
-------'··-··---------+---------------!---------------:----··· ··-----.----·-··
\ ···----.-----------·------·------·····-.-··----
S-4
\i l !
_I ___ ---~----···L-----····-·'·---------!-----·-
-------~-------....... ; ....... ·····---:------------/---···· ·····--1···· .. .
·······'······· -------:--------------1 ________ -------+·····--_______ i ______ _
-------'--------------; -------________ ; ________ -------.!.--------------~------·-
. _.J ... ___ J _________ __i_ ______ i _______ j__ __ _
·····-· !----·--<>-··----!-----·· --------1--------------!------· ____ __) __ . __ _
! _______ _; _______ ------l-------________ ; ________ -------l-----··
____ J ________ I__ .... I __ --J-------+--·
-
-
-
.
-
-
-
-
• 30 ..L--------·---------...l..--'---'---I-...J.......J--'--'----'--'--'-.....J--'-4----1 0 20 40 60 80 IOO
LEGEND
I 2.00-inch OD split-spoon sumpli:.
_y
AID Groundwater level at time of drilling
NIE No groundwater encountered
MOISTURE CONTENT . . . .
Plastic limit Natural liquid limit
0AGRA
Earth & Environmental
11335 NE 122nd Way, SUlte 100
Kirkland, Washington 98034-6918 ~ <'-------------------------------------------------~
Drilling method: HSA Haromer type: Automatic Date drilled: 25 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o.
SOIL DESCRIPTION
Location: Cat Road, Sout/1 part of S/te
Approximate ground surfacf~ elevation: Unknown
-D ,__ Grass Surface and Topsoil____________ _
t---i Loose, damp. brown. silty. gravelly. ffne SAND
-
-5 -
.
t---+----·-----------------------------
Very loose, wet to saturtaed, brown, silty, fine
SAND, moderately dilc~ant
-10 •
-
--1 S-1
LL S-2
... 15 -r----------------·------,-------------1-r-l --
Medium dense, saturated, gray. ffne to coarse LL
-20 -
-25 •
sandy GRAVEL w/th trcrce silt S-3
Boring terminated at approximately
21.5 feet
-
S-4
--
-
7 7 -7 052 7 -00 BORING NO. 8-7 8
PENETRATION RESISTANCE
A. L,
Page 1
of I
Standard Blows per foot Other
10 20 30 ~a 50 TESTING
....... l ............... :.. ............. 1. ...... ·······. ·······
• i !
-------:.-----------:---············:·······-···---:--------------+-------
........ f---·-· ------~ -------_____ ) ________ ······· i---.. ·· ·······}·······
_ ... 1_ .. A ~ __ l ___________ J _________ i._. ___ ...... L.
__ . ___ J ___ . ··---!-----______ __!_______ --1-·····-. _L.--
-----; -------------+--------------!-------------+-------·-----~ -------
______ 1 ______ _
'
..... J____ _ _____ [ j . _J .. -.--J.___ _ __ J __ _
-----1 ------------! ------------1------·· ------!-------_______ ].__ ____ _
______ _) ______ -·--·-· ! ·····-· . _____ )_ _______ -----!-------_____ ]._ _____ _
-------:-----· ------:---··-· .. -: -------:-------. .. ,.· ______ _
__ i _________ J ____ ,J _._ .. J ________ J .....
--------~-------·····-'---------------'--------·······: ______________ ;. ______ _
_______ ! _______ ....... ! ............. J .............. i ........ · .. ...! ...... .
-------:-----·-····---:-------··------!----···· -------:------· ··----'.-------
_______ ) _______ -------!-------· -------!-----··
------:-------·-··--· ~---------------f-------· -------+-----·· .. -.---
1. ______ ,
------'.--------------1-------_______ _[_ ______ ........ ~-----·· -------! ·-·--··
--------~-------------· '-----------!----------····· !-------------+------
! !
-
-
-
.
-
-
-
-30..L.------------------'---'---'---l---'--'--'---'---'--'--'---'--'--I----I 0 ~ ~ ~ ~ 100
LEGEND MOISTURE CONTENT 0
E --. :;;; ' -.
~
C e ~ 0AGRA ~ ~ Groundwa1e<1evc1attime0Idrilling Earth & Environmental
I 2.00-inch OD :split-spoon sample
Plastic limit Natural liquid limit
~ ~ wE 11335 NE 122nd Way, SUlte 100
;:; • No groundwa1c, oooount=d Kirkland. Washington 98034-6918
;l!L------------·----------------------------------'
Drilling method: HSA Hammer type: Automatic Dare drilled: 25 September 1995 Logged by: BWG
PROJECT: Renton Retail Site
:,:: SOIL DESCRIPTION
fu j Location: Cat Road. West part of Site
Cl ........ Approximate ground surfac(:: elevation: Unknown
.. 0 __ Gras§/Duff Surface w/111 Tgpyo/1 _________ _
~--1 Loose, moist, mottled a,ay and tan, silty, fine
SAND
i~
"'
w.o.
::l fil Cl
~; g~ <::, ~ .. "'z
.
11-10521-00 BORING NO. 8-19
PENETRATION RESISTANCE Page I ... D, of2
Stmdard Blows per foot Otb~r
10 50 'IESTING 0 20 ,o ,o
....... :... J ........... :l::::::l~:::LI: . I , •
------1---------------1----···· ....... ! ............ ..; ______ _ .
....... ~-----·· ....... ; ·-···· -------:------·····-· :--·····
-5 -' ,' -1\/VIN--I •
--1 .... -J.~ , ··· ; ......... -L.... ····-+···-· ···-·~·-····· pH=6.3
···----! --------! ....... _______ ( ........ ······· ! ....... ···---l ...... .
S-1
1---+----·-·--·-·--·--
Grades to very loose, ,aturated, with trace slit,
,-10 -very d/latant
-----------------------------. -15 _ Medium dense, saturated, gray, fine to coarse,
sandy GRAVEL with twee to some sill
-20 ...
t-25 -Grades to brown with silghtly coarser overall
gradation
-----------Grades to medium dense, saturated, brown,
-
I ·-····.)'-······ ....... 4-.......... J ....... _____ .) ______________ ( ______ _
_y_ ....... ' ··-···--+···-· ·-·-+····-······t ······ -· ....... .
ll
-1--ATD . . .
S-2 .. A~·----______ I _____________ J .............. ! ............ ..i ·······
:::::::\ :::::::i :::: : ::::::::i:::::: :::::::t::: :::~::1::::::
·-···1·-····\l······l·············l·-··"-l·······
.
-------! ....... ____j .... --------~--------_____ J ______ ······-.---·---
! ....... :-------------+-.... ·······+······-·······1 ······--------i-----···
--1 S-3
.~ . . .... : .. . ..... :..... . .... i...... j
-
.... 1 ......... Lj
--------'.! _______ -·-····',!······· . ------:--······.······:-------------:········
t,, ·---~----···· ·······+ ...... _______ j _______ _ l S-4
-------L_ _____ ------r ---·-·· ..... .J ··------....... i _____________ J ______ _
------· ! -------_____ J ______ ··-·· ..[_ ______________ J _______ _ ______ / -------
+
S-5 ll ·······'···-··· ·······'····-······ ,l ....... : ...... . . :
-------'.-------------+------------1---------------!--------------!---·-···
_______ ! ______________ .;. ______________ ; _______________ !--------------!-------·
. _______ ; _______ ... __ ! ___________ J_ ______________ ! ______________ ]___ ____ _
.
.-
-
-
-
-
.
.
gravelly, fine to coarse SAND with trace sift -30 ...1-_________________ ....1.._.i...__.i...__-1-....:.._J....:......:......LJ....l-.i..._....L.._J_,;.._--1-----l
(continued) o 20 ,o so so 100
~
:.
LEGEND . MOISTURE CONTENT
' ' ' C
~ e ! @AGRA
C ~ Earth & Environmental
I 2.00-inch OD split-spoon sample pl-F7.0 Soil pH test
.Y. Groundwater level at time o:f drilling -'WVV-Resistivity test
ATD
Plastic limit Liquid limit Natural
~ ~ 11335 NE 122nd Way, SUtte 100
~ Kirkland, Washington 98034-6918 NIE No groundwater encountcrc1i @) Grain size analysis
~'--------------------------------------------------'
Drilling method: HSA Hammer type: Automatic Date drilled: 25 September T 995 Logged by: BWG
L.
~
~
C e -~
w
" C •
~ • w
<i
0
PROJECT: Renton Retail Site w.o. 7 7 -7 052 7 -00 BORING NO. 8-19
PENETRATION RESISTANCE
A. 6.
Page 2
of2
SOIL DESCRIPTION ::l I ffi @
Location: Cal Road. West part of Site !l! If I B ~ ~ ~ o:: ~ Standard Blows per foot Other Approximate ground surface elevation: Unknown o O 10 2o 30 ,4o so 'IESTING ~30 +-...:..:~---~:.,_~~~~~~~~~~~~-+-,-+-~+-~+------i=---,--=;:-.,....,~=;::,--,-....;;=--.,...--F-~~---t
SAND (As Above) J_ S-6 J __ J __ ~LI ________ _!_ _____ I __
... ~ .. ~·····~~ ;i .
-
l-~-1------------------------------------
-35 -
-40 •
~45 •
'"50 •
-55 .
-60
I
_y_
AID
NIE
Dense. saturated. brown. fine to coarse. sandy
GRAVEL with some silt
Boring terminated at opproximate/y
36.5 feet
LEGEND
-
-
-
.
-
2.00-inch OD split-spoon sample pf#l.0 Soil pH test
Groundwater level at time of drilling Resistivity test
No groundwater encountered Grain siz(. analysis
+
S-7
--
--
-
--
______ J ______ ------!-----------1------~ ---· ____ J ____ _
-------1-------------! ------------!--------------!------· _______ .J_ ____ _
_______ L ___________ !-------_______ _! _____________ i ______ ....... ! ...... .
: ' i i ______ ,l _____ _ ····--[----····-·t----------1·-····· -----+--·····
' i
........ L. .....
! ---·---:--------------+----· ------·--·-·· ····---+------....... 1 ...... .
••••••• ) ______ ••••• ,i.. •••• ----·---i········ -·····.l.·--··· ....... : ...... .
: + i + t
! i
·-···-!-·-···· ....... .l. •...... ········!·-······ ······-+·--·· ....... i ...... .
• I
: ; : i i i -t· ! ·······t······· ······+······
_______ i ______________ ·-------------:-------------1---------··-L·--
....... + ....... --.. ---i-·--· ... ·······I······· ....... + ...... .
....... ! .............. l. .............. L .............. l.·-··· ....... : ...... .
....... J ... _ .. -·-·· ! ............. ..! ............... ! ······· ....... ; ....... .
i
...... ! _______ ·······'······· ••.••••. ; ............... 1 ••••••• ······I·-····
........ : ....... ··-··· i ··-··· ........ [ ........ ·····-+······· ..... J ...... .
........ L ............. ! .............. .i ............... ! ...... .
-·----'--·----....... L ............. / ............... ! ...... .
....... / ··-··· ....... i ............. ..l. .. _. ___ .... .l. ............. i ·······
0
t ' ' [ !
20 40 60 80
MOISTURE CONTENT . . . -.
Plastic limit Natural liquid limit
@AGRA
Earth & Environmental
11335 NE 122nd Way, Suite 100
Kirkland. Washington 98034-6918
100
.
.
-
.
-
-
-
.
.
-
-
-
«._ _____________________________________________ ~
Drilling method: HSA Hammer type: Automatic Dare drilled: 25 September 7 995 Logged by: BWG
APPENDIX B
LAEIORATORY TESTING PROCEDURES AND RESULTS
Laboratory Testing Procedures
APPENDIX B
11-10521-00
A series of laboratory tests were performed during ttie course of this study to evaluate the
index and geotechnical engineering properties of the subsurface soils.
Visual Classification
Samples recovered from the exploration locations were visually classified in the field during
the exploration program. Representative portions of the samples were carefully packaged in
watertight containers and transported to our laboratory where the field classifications were
verified or modified as required. Visual classification was done in general accordance with the
Unified Soil Classification system. Visual soil classification includes color, relative moisture
content, soil type based on grain size, and accessory soil types included in the sample.
Moisture Content Determinations
Moisture content determinations were performed on representative samples obtained from the
explorations in order to aid in identification and correlation of soil types. The determinations
were made in general accordance with the test procedures described in ASTM:D 2216. The
results of the tests am shown on the exploration logs in Appendix A.
Grain Size Analysis
A grain size analysis indicates the range of soil grain sizes included in a particular sample
based on particle diameter. Grain size analyses were performed on representative samples in
general accordance with ASTM:D 422. The results of the grain size determinations are
presented in this appendix.
California Bearing Ratio Tests
A California Bearing Hatio test was performed on a composite sample of the site soils in
general accordance with ASTM:D 1883-73, to provided an evaluation of the relative quality
and support characteristics of subgrade soils. Representative portions from the sample were
compacted in a mold, in general accordance with ASTM:D 1557-78 to provided a moisture-
density relationship curve. Following compaction, a 15-pound surcharge was applied to each
sample which was the,n totally immersed in water and allowed to soak for a period of 72 to
96 hours, during which time it was monitored for swell. At the end of this period the sample
was removed, drained and a vertical load applied to the surcharged soil with a penetration
piston at a constant rate of strain. Measurements of the applied vertical load were obtained
at selected penetration depths. CBR test results and moisture-density relationships plotted
in terms of percent water content versus percent corrected CBR and dry density are presented
in this appendix.
Soil Chemical Analytical Tests
For use in determining corrosion potential of the site soils, we submitted soil samples for pH
and resistivity tests. Samples were submitted to Am Test in Redmond, Washington. Samples
I
from borings were suomitted for pH testing while samples from borings were submitted for
resistivity testing. The results are presented at the end of Appendix 8.
SOIL GHEMICAL ANALYSIS RES UL TS
SAMPLE LOCATION J2!::! Resistivitir: (ohm-
cm)
8-7, S-1 6.5 10,000
8-19, S-1 6.3 6,400
GRAIN s1;ze DISTRIBUTION
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36" 12· 6" 3" 1112" 3/4" 3/8" 4 10 20 40 60 100 200
100 I I I
\
. . ' -"; ' 90 \ ' -
so
\ ' ' -'
I-' :C 70 :
(') \ '
~ 60
-i
>-' CJ -' a'. ' ' wso ' ' z ', U: -
~40 w I\ 0 -
a'. \ W 30
0..
""'
-
20
-~
10
r,~ .. -~
0
1000.00 100.00 10.00 1.00 0.10 0.01 0.00
GRAIN SIZE IN MILLIMETERS
I =o,,,. I 02m,~ ~M-
I Fine I Co•= I Medi,m I Flne 1~· I Clay
I : ''"' ~"""'° ·MYa ~Q
Exploration Sample Depth Moisture Fines Soil Description
• • • • • B-2 S-1 5.0-<i.5' 3% 3% Sandy GRAVEL, trace silt
•-+-•-•-.. B-14 S-1 5.0-<i.5' 18% 87% Fine Sandy Sil T
)IE:------------B-19 S-2 10.0-11.5' 32% 35% Silty Fine SAND
Project Renton Retail Site @AGRA Work Order 11-10521-00 Earth & Environmental
Date: 10-S-95 11335 NE 122nd Way
Suite 100
Kirkland, Washington 98034-6918
CALIFORNIA BE,~RING RA TIO (ASTM 1883)
125
124
123
ii:' 122
~ 121
~
/ ' a ,
"ii; 120 .... \ c::
" Cl 119 \ ~
Cl 118 \
117 \
116
~
11S
5 6 7 8 9 10 11 12 13 14 15
Moisture (% of Dry Weight)
10CI
90
8(1
70
...... 6(1
*' "--
0::: 5CI
C(l
-0 4(1
30
20
1 (I
Cl
5 6 7 B 9 10 11 12 13 14 15
Moisture (% of Dry Weight)
Project Renton Retail Site @AGRA Work Order. 11-10521-00
Date: 10-9-95 Earth & Environmental
Exploration: B-1 Sample: Grab 11335 NE 122nd Way
Max Density: 121.5 pcf Opfirnum Moisture: 10.5% Suite 100
uses: Silty Gravelly SAND Kirkland, Washington 98034-6918
APPENDIX C
AASHTO PAVEMENT DESIGN
l,_
,-
AASHTO 1986 METHOD FOR DESIGN OF PAVEMENT STRUCTURES
FOR: Proposed Retail Project -Renton, WA
DESIGN LIFE: 20 years
DESIGN CALIFORNIA BEARING RATIO: 5%
INPUT VALUES FOR STRUCTURAL NUMBER {SN)
Estimated ESAL (20 yrs) = 51,100
Reliability {R) = 85%
Standard Normal Deviate {Z,) -= 1,037
Overall Standard Deviation {S,) = 0.5
Roadbed Modulus !Msl = 7500 psi
Effective Resilient Modulus {M", seasonally adjusted) = 4500 psi
Initial Serviceability {P ,) = 4.2
Terminal Serviceability {P,) = 2.0
Design Serviceability Loss {PSI) = 2.2
Structural Number = 2.6
Input values for thickness calculations
Asphalt layer coefficient (a,) = 0.33
Base course layer coefficient (a 2 ) = 0.12
Base course drainage coefficient {m 2 ) = 1.15
Recommended Pavement Section Thicknesses {inches)
Standard
Heavy
Asphalt Concrete
2
3
Crushed Base
Course
4
4
REFERENCE
Specified
Specified
1-62
1-62, 111-51
1-14
11-14
11-12
Specified
11-1 2
11-35
11-19
11-20
11-26
Compacted Granular
Pit-run Subbase
6
8
APPENDIX D
FOUNDATION DESIGN CRITERIA AND GEOTECHNICAL INVESTIGATION FACT SHEET
GEOTECHNICAL INVESTIGATION FACT SHEET
This form shall be included in the Geotechnical Investigation Report as an Appendix.
PROJECT: Proposed R13tail Store LOCATION: Renton WA
(City) (State)
Geotechnical Investigation Report submitted By: AGRA Earth and Environmental. Inc.
SCS Soil Hydrologic Group Not Rated Soil Name. __ .,,Uccrbsea,.,n.,__.,L.,_a,.,_nd,._ _____ _
Infiltration (Circle One): (9 Fair Good Very Good (not tested)
Ground Water Level: Ei feet Wet Season* 7 % -14 feet Dry Season
Topsoil/Stripping Depth varies, 6 -10 inches Undercut Required (Circle One):
Compaction Method (Circle one): Standard Proctor (Modified Proctoi:)
Minimum Compaction Required for Upper 1 -= Feet of Site:
Building Area 92 % Outlet Area, __ -"'9..,2~ __ .,,,_%
Parking Area 92 % Waste Area%, __ -29.,.2~ __ %,,,.
Compaction Equipment Type and Weight:._,V'"'ibsercsa'-'toser'-'yc..JR"'o"'ll.Sle"-r ___________ _
Compaction Tests: 1 Test for Each, __ -"'5><0><0e>,O:.._ ____ Sq. Ft. each Lift
Structural Fill Maximum Lift Thickness. ___ 8~----inches (Measured loose)
Subgrade design CSR (or LBR) value = ---~5 __ _
COMPONENT
Stabilized Subgrade
(If Applicable) (HRT)
Subbase Material
(Pit-run or Recycled
Concrete)
Asphaltic Base Course
(If Applicable)
Crushed Base/Top Course
(If Applicable)
Surface Course
ASPHALT
ST ANDA RD HEAVY
NA NA
6 8
NA NA
4 4
2 _3_
CONCRETE
STANDARD HEAVY
NA NA
6 8
NA NA
4 4
5 6
Note: This information should not be used separately from other portions of this Soil
Investigation Report.
FOUNDATION DESIGN CRITERIA
This form shall be included in the Geotechnical Investigation Report as an Appendix
PROJECT: Proposed Retail Store
LOCATION: Renton. WA
City) (State)
GEOTECHNICAL ENGINEER: AGRA Earth and Environmental Inc.
SOILS REPORT DA TED:--'-1_,_1 _,0,,_,c'-"t-"'o"'be,,_,r_1.,_,9,,_,9,,_,5"-------------------
Recomrnended
Option
FOUNDATION OPTIONS:
_1_ Augercast Foundation Piles
_2 _
_ 3_
BEARING PRESSURE: Dependent on pile diameter and length. see text
----MINIMUM FOOTING SIZES: 18" continuous. 24" spread
MIN. FOOTING EMBEDMENT:_,_1-""8--"inwc,ch,.,,ec,;,.s ________________ _
FROST DEPTH:,_1.,_,8=--"in.,,c:,"-'h"'e,,_s ______________________ _
TOTAL SETTLEMENT (1" MAX):,'-1'-'/..,,2'"-'i.,_,n,,,,ch"-"o.,_,n_.p"'il"'"in,.,,g'----------------
DIFFERENTIAL SETTLEMENT ( 1 /2" MAX) :._1.!..L.=2__,_i,.,,nc"'h-'---------------
____ SLAB: POTENTIAL VERTICAL RISE (1/2" MAX):,...,nw..,o,<!.n,,,ec._ _______ _
VAPOR BARRIER:,_,N-"o"--"(s,.,,e"'e'--'r-"'e""po.,,rtc.>.L...) ----------------
CAPILLARY BARRIER: 6 inches sand/gravel WSDOT Specs 9-03.12(4). 13. 15, 16
SUBGRADE REACTION MODULUS:. __ 1,_,s..,,o'--"'"----------------
PERI METER DRAINS REO'D:,_Y,...,e,,.,s,_,_. _S.,.e""e._,_,re.,p<>,o"-'rt.._t.,e.,,xt.,_ _____________ _
CONCRETE: 2,__ Type I __x__ Type II _ Type Ill Other
SPECIAL COMMENTS:. _______________________ _
NOTE: This information should not be used separately from other portions of this soil
investigation report.
743 Rainier Avenue South
Renton, Washington
Technical Information Report
Retail Expansion
December 30, 2009
1505 WESTLAKE AVE. N
SUITE 305
SEATTLE, WA 98109
T 206.522.9510
F 206.522.8344
WWW.PACLAND.COM
Prepared By: April K. Pust
Jeff Chambers, P.E.
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Table of Contents
Section Page
Executive Summary ................................................................................................................ 2
Project Overview ................................................................................................................... 3
1. TIR Worksheet ............................................................................................................ 3
2. Site Location ............................................................................................................... 5
3. Drainage Basins, Subbasins, and Site Characteristics .................................................... 6
4. Soils ................................ .' ........................................................................................... 6
Preliminary Conditions Summary ........................................................................................... 7
Offsite Analysis .................................................................................................................... 10
1. Upstream Analysis ..................................................................................................... 10
2. Downstream Analysis ................................................................................................ 10
3. Evidence of Existing or Predicted Problems ................................................................ 12
Retention/Detention Analysis and Design ............................................................................ 13
1. Existing Site Hydrology .............................................................................................. 13
2. Developed Site Hydrology ........................................................................................ 14
3. Control Structure ....................................................................................................... 15
4. Hydrologic Analysis .................................................................................................. 15
5. Retention/Detention System ...................................................................................... 15
6. Water Quality ........................................................................................................... 16
Conveyance System Analysis and Design ............................................................................. 1 7
Special Reports and Studies ................................................................................................. 18
Basin and Community Planning Areas .................................................................................. 19
Other Permits ...................................................................................................................... 20
Bond Quantities, Facility Summaries, and Declaration of Covenant.. ................................... 21
Erosion/Sedimentation Control Design ................................................................................. 22
1. Erosion Risk Assessment ............................................................................................ 22
2. Construction Sequence and Procedure ....................................................................... 22
3. Trapping Sediment .................................................................................................... 22
4. Wet Weather TESC .................................................................................................... 23
Maintenance and Operations Manual .................................................................................. 24
Appendices: A -Grading and Drainage Plan
B -lsopluvial Maps
C -Design Calculations
PACLAND Project #10001074 Page 1
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Executive Summary
Site Location:
The property is located at 743 Rainier Avenue S. in Renton, Washington. The site is
bordered by SW Grady Way to the south, Rainier Avenue and Hardie Avenue SW to the
east, SW Seventh Street to the north and a Honda dealership to the west. The site is
currently developed as a 134,352 square foot Walmart discount store. This project
proposes to expand the existing store by approximately 16,000 square feet and increase
the lease area by 3.7 acres to a total of 13.6 acres.
Design Criteria:
The City of Renton uses the King County Surface Water Management Design Manual
(KCSWDM), 1990 Edition, as adopted by the City of Renton. This project will evaluate the
2-year, 10-year, and 100-year storm events, providing peak runoff rate control matching
the predeveloped 2-, 10-and 100-year events. Since the existing site is developed and
entirely impervious with the exception of landscape islands and a gravel area, minimal
detention requirements are anticipated for this project. However, additional water quality
treatment will be required for the new pollution generating impervious surfaces.
Table 1
Jurisdictional Requirements
Peak Run-off Control:
2-year: Match predeveloped
10-year: Match predeveloped
100-year: Match predeveloped
Water Quality: 2-year 24-hour duration
Proposed Drainage System:
The project proposes to utilize the existing stormwater system for conveyance and provide
improvements, as necessary, for detention and additional water quality treatment. On-site
stormwater runoff from the roof and paved surfaces will be collected and conveyed via a
system of curb, gutter, catch basins and underground detention/conveyance pipes. Runoff
will then be conveyed to either the existing or proposed biofiltration swale for water
quality treatment and subsequently into the City of Renton storm system. The proposed
bioswale will provide both detention and water quality treatment.
Conclusion:
The proposed stormwater management system for this project has been designed in
accordance with regulatory criteria described above and is consistent with sound
engineering practice. This design has incorporated stormwater detention and flow control.
Therefore, no significant adverse impacts to the stormwater management system are
expected as a result of the proposed development.
PACLAND Project #10001074 Page 2
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Project Overview
Page 1 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
PART 1 PROJECT OWNER AND
PROJECT ENGINEER
ProjectOWner &1oni:,~ ~?; ';f
Address 10047 l:'loiJtfl
Phone !\'.15• 45~~ IY\4
Project Engineer fd.f C ha. m\,r.cs , Pi
Company \lftC,LAi,lO
AddressPhone i'50S ',Jcs:\:la~. /.J,I(, I,.\
. ' .
D Subdivision
~ Short Subdivision
D Grading
D Commercial
q
D Other _________ _
PART 2 PROJECT LOCATION
AND DESCRIPTION
Project Name Yc;iln,ad S\,o,-i -fl od
location
Township 1!,
Range Q$
Section I "I
Project Si2:e I ? • 5 'I AC
Upstmam Drainage Basin Si2:e AC __
PART 4 OTHER PERMITS
D DOF/GHPA D Shorsline Management
D COE404 D Rockery
D OOEDamSafety D Structural Vaults
D FEMA Floodplain D other
D COEWeUands 0 HPA
PART 5 SITE COMMUNITY AND DRAINAGE 13ASIN
Commurnty ( \ ( , I , -------''"'o""m...,,rci0, oa:laac I Emplaymen:r bvo, YG!\lcy
Drainage Basin
PART 6 SITE CHARACTERISTICS
D River ___________ _
D Stream ___________ _
D Critical Stream Reach
~ Depmssions/SWales
D Lake------------
0 Sleep Slopes
D Lakeside/Erosion Hazard
PART7 SOILS
SoilType
I lc\)611 L,_nJ (.Uc)
Slopes
A.,j 3 '/.
D Additional Sheets Attatched
D Floodplain--------------
0 We«ands --------------
0 Seeps/Springs
D HighGroundwaterTable
D Groundwater Recharge
D Olher
Erosion Potential
Lot;l
Erosive Veloclties
\ at.)
1/90
----------------------------------
PACLAND Project #10001074 Page 3
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Page 2 of 2
King County Building and Land DevelOpment Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
PARTS DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
. D ~ -Downstream Analysis
D
D
D
D
D
D Addttional Sheels Attalched
PART 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
~ Sedimentation Facilities
t:81 Stabilized Conslruction Enlrance
~ Perimeter Runoff Control
~ Clearing and Gradirig Reslriclioiis
81 Cover Practioes
t:81 Construction Sequence
D Olher
PART 10 SURFACE WATER SYSTEM
t8I Grass Lined Channel D Tank
6(1 Pipe System D Vaull
D Open Channel D Energy Dissapator
~ Dry Pond D Wetland
D Wet Pond D Stream
Brief Description of System Operation
Facility Related Site Limllations
Reference Facility Limitation
PART 11 STRUCTURAL ANALYSIS
(May require special structural review)
D Cast in Place Vault D Other
D Retalnlng Wall
0 Rockery> 4' High
D Structural on Sleep Slope
MINIMUM ESC REQUIREMENTS
FOLLOWING CONSTRUCTION
J8l Stabilize Exposed Surlaoe
.18) Remove and Reslora T empotary ESC Facilities
81 Clean and Remove All Silt and Debris
~ Ensure Operation of Permanent Facililies
0 Flag Limtts of NGPES
D Other
D
D
D
D
D
Infiltration Method of Analysis
Depression
Flow Dispersal Compensation/Mit~ation
Waiver of Eliminated Site S orage
Regional Detention
D Additional Sheets Attatched
PART 12 EASEMENTS/TRACTS
D Drainage Easemen1
D Access Easement
D Native Growth Protection Easement
D Tract
D Other
PACLAND Project #10001074
lf)O
Page 4
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Site Location
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Location: 743 Rainier Avenue 5. Renton, WA 98057
Section/Township/Range: NW Quarter of Section 19, Township 23, Range 05
Parcel/Tax Lot(s): 1923059048, 1923059072
Size: 9. 9 acres
City, County, State: Renton, King County, Washington
Governing Agency: City of Renton
Design Criteria: 1990 King County Surface Water Design Manual (KCSWDM) as adopted
by the City of Renton
PACLAND Project #10001074 Page 5
Walmart #2516-05 Expansion Technical Information Report
Drainage Basins, Subbasins, and Site Characteristics
Drainage Basin
Renton, Washington
The project site is located in the Black River Drainage Basin which is part of the
Green/Duwamish River Watershed.
Subbasins
The site consists of a single sub-basin. On-site stormwater runoff is collected and
conveyed via a system of curb, gutter, catch basins and underground
detention/conveyance pipes. Runoff is then conveyed to the existing biofiltration swale for
water quality treatment and subsequently into the City of Renton storm system.
Site Characteristics
The property is located at 743 Rainier Avenue S. in Renton, WA. The site is bordered by
SW Grady Way to the south, Rainier Avenue and Hardie Avenue SW to the east, SW
Seventh Street to the north and a Honda dealership to the west. The existing site is
comprised of a 134,352 square foot Walmart store with associated paving, landscaping,
and storm drainage system.
This project proposes to expand the existing Walmart store to the north and modify the
vestibules on the eastern face of the building. The building will be expanded from 134,352
square feet to 150,244 square feet, and the new parking lot and landscaping to the north
will effectively remove the existing gravel area. The existing parking area will not be
significantly modified from its original layout, but will include a variable overlay and
minimal landscape island relocations/modifications. Additional detention will be necessary
for the expansion, and additional water quality treatment will be provided for the new
pollution generating impervious surfaces.
Soils
Per the Geotechnical Report, prepared by Terracon and dated November 30, 2009, the
site consists of native fine-grained soils which are generally soft to soft to medium stiff and
compressible, and native granular soils which range from loose to very dense.
The site is mapped as Urban Land (Ur) according to the USDA Natural Resource
Conservation Service, Soil Survey for King County Area, Washington. Hydrologic Soil
Group C curve numbers for were used for the design calculations.
PACLAND Project #10001074 Page 6
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Preliminary Conditions Summary
As required by the 1990 King County Surface Water Design Manual (KCSWDM), this
project is subject to drainage review. Therefore, the storm drainage design for this project
is required to comply with all seven (7) Core Requirements. The requirements have been
met as follows:
Core Requirement #1: Discharge at Natural Location
The discharge from a proposed project must occur at the natural location.
Response: Onsite runoff will be collected, conveyed, and detained to match existing
conditions. Following water quality treatment, all onsite runoff is conveyed to the City of
Renton stormwater system and subsequently discharged into the Black River. No
downstream impacts are anticipated as a result of the proposed improvements.
Core Requirement #2: Off-site Analysis
All proposed projects must identify the upstream tributary drainage area and perform a
downstream analysis. Levels of analysis required depend on the problems identified or
predicted. At a minimum, a Level 1 analysis must be submitted with the initial permit
application.
Response: The upstream and downstream analyses have been performed and are
summarized on Pages 10-12 of this report.
Core Requirement #3: Runoff Control
Proposed projects must provide runoff controls to limit the developed conditions peak
rates of runoff to the pre-development peak rates for specific storm events based on the
proposed project site existing runoff conditions, and install biofiltration measures.
Response: The proposed storm system improvements provide runoff controls to match the
pre-developed conditions for the 2-, 10-, and 100-year storm events. Water quality for the
new pollution generating impervious surfaces will be provided by the proposed
biofiltration swale.
Core Requirement #4: Conveyance System
All conveyance systems for proposed projects must be analyzed, designed and constructed
for existing tributary off-site runoff and developed on-site runoff from the proposed project.
Response: The proposed conveyance system has been designed to convey runoff for the
new impervious surfaces. Any offsite runoff that currently flows onsite will continue to be
conveyed via the existing stormwater system.
PACLAND Project # 10001074 Page 7
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Core Requirement #5: Erosion/Sedimentation Control Plan
All engineering plans for proposed projects that propose to construct new, or modify
existing drainage facilities, must include a plan to install measures to control erosion and
sedimentation during construction and to permanently stabilize soil exposed during
construction.
Response: Erosion and sediment control requirements will be an integral part of the
project construction documents. These measures will include methods to reduce erosion
of onsite site soils and to prevent sediments from inadvertently leaving the proiect site.
Core Requirement #6: Maintenance and Operation
Maintenance of all drainage facilities constructed or modified by a proposed project is the
responsibility of the property owner (see Maintenance Requirements for Privately
Maintained Drainage Facilities in Appendix A), except King County may assume
maintenance of drainage facilities constructed for formal Plat Subdivisions and some Short
Plat Subdivisions two years after construction approval.
Response: An Operations and Maintenance Manual is included in this report.
Core Requirement #7: Bonds and Liability
All drainage facilities for proposed projects (except drainage stub-out connections,
downspout roof drain infiltration systems and downspout dispersion systems for single-
family residential lots) must be constructed in conformance with the bond and liability
requirements of King County Code 9.04.100.
Response: A Bond Quantities worksheet will be included with the final submittal of the
construction documents.
Special Requirement #1: Critical Drainage Areas
Response: The project site does not lie within a designated critical drainage area.
Special Requirement #2: Compliance with an Existing Master Drainage Plan
Response: The project site does not lie within an area covered by an approved Master
Drainage Plan.
Special Requirement #3: Conditions Requiring a Master Drainage Plan
Response: The proposed improvements do not meet the conditions which would require
a Master Drainage Plan.
PACLAND Projecl # 10001074 Page 8
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Special Requirement #4: Adopted Basin or Community Plans
Response: The proposed project lies within the Black River Drainage Basin and the City
Center Community Planning area.
Special Requirement #5: Special Water Quality Controls
Response: The proposed project will not directly discharge runoff to a regional facility,
receiving water, lake, wetland, or closed depression without on-site peak rate runoff
control or discharge to a Type 1 or 2 stream or Type 1 wetland.
Special Requirement #6: Coalescing Plate Oil/Water Separators
Response: The proposed project will not construct more than 5 acres of new impervious
surface.
Special Requirement #7: Closed Depressions
Response: The project will not discharge runoff to an existing closed depression.
Special Requirement #8: Use of Lakes, Wetlands, or Closed Depressions for Peak Runoff
Rate Control
Response: The project does not propose to use a lake, wetland, or closed depression for
peak rate runoff control.
Special Requirement #9: Delineation of 100 Year Floodplain
Response: The project site lies within Zone X, which is outside the 100 Year and 500 Year
Floodplains.
Special Requirement #10: Flood Protection Facilities for Type 1 and 2 Streams
Response: There are no Type 1 or 2 Streams located on or near the project site.
Special Requirement #11: Geotechnical Analysis and Report
Response: The proposed project does not meet the threshold for this requirement.
However, a Ceotechnical Report has been prepared by Terracon Consultants, Inc..
Special Requirement #12: Soils Analysis and Report
Response: The proposed projecl does not meet //1e ll1reshold for this requirement.
However, a soils analysis is included in the Ceotechnical Report, which was prepared by
Terracon Consultants, Inc..
PACLAND Project #10001074 Page 9
Wal mart #2516-05 Expansion Technical Information Report Renton, Washington
Off-Site Analysis
Upstream Analysis
Based on topographic survey and field reconnaissance, there is minimal tributary area to
this site. SW Seventh Street to the north and Hardie Avenue SW/Rainier Avenue S. to the
east intercept water before it reaches the site. Additionally, the existing topography
surrounding the site prevents any significant amount of run-on.
Downstream Analysis
After traveling through the existing bio-swale, runoff enters the municipal stormwater
system in SW Seventh Street. This system continues west for approximately one mile
before discharging to the Black River.
PACLAND Project #10001074 Page 10
Wal mart #2516-05 Expansion Technical Information Report
# Photo
1
2
PACLAND Project #10001074
Renton, Washington
: Description
The site currently drains
to a bioswale near the
SW Seventh Street
entrance for water
qua I ity treatment.
Post-detention runoff
from the proposed
improvements will also
be routed to the swale
after receiving water
quality treatment in the
proposed bioswale.
From the existing
bioswale looking east.
Existing roof and off-site
(bank) runoff are
conveyed to the City
stormwater system via a
series oi underground
pipes and catch basins.
Page 11
Walmart #2516-05 Expansion Technical Information Report
# Photo
3
4
Evidence of Existing or Predicted Problems
Renton, VVashington
Description
From the SW Seventh
Street entrance looking
north.
Discharge from the
existing bioswale, as
wel I as the roof and off-
site runoff, enter the
municipal storm system
in SW Seventh Street.
From SW Seventh
Street looking west.
The municipal storm
system continues west
for approximately one
mile before discharging
to the Black River.
There is no visible evidence of drainage problems on or near the project site. Per the City
of Renton Utility Systems Division, there is no record of significant flooding or drainage
complaints within l4 mile of 743 Rainier Avenue South. In addition, no drainage problems
are predicted as a result of the proposed improvements.
PACLAND Project #10001074 Page 12
Wal mart #2516-05 Expansion Technical Information Report Renton, Washington
Retention/Detention Analysis and Design
The 1990 King County Surface Water Design Manual requires peak runoff control such
that the post-developed peak rate matches that of the predeveloped site for the 2-year, 10-
year, and 100-year storm events. The Santa Barbara Urban Hydrograph (SBU H)
methodology was utilized for the analysis of this stormwater event. Stormshed 3G
software by Engenious Systems, Inc., was utilized to assist with the modeling.
The rainfall data in Table 2, below, was determined from the 2-, 10-, and 100-year
lsopluvial Maps. A copy of these maps which shows the site location can be found in
Appendix B of this report.
Table 2
Rainfall
Event 24-Hour Rainfall
2-year 2.0 in
10-year 2.9 in
100-year 3.9 in
Existing Site Hydrology
The existing site includes a storm drainage system designed to collect storm water at
strategically placed catch basins throughout the site. The storm water is then conveyed
through underground pipes to a biofiltration swale located on the northwestern portion of
the site, near the eastern access from SW Seventh Street. After traveling through the swale,
runoff enters the municipal stormwater system located in SW Seventh Street. Currently
there is no detention on the project site. The pre-developed conditions and undetained
peak runoff rates are shown in Tables 3 and 4 below.
Table 3
Pre-Developed
Area Condition CN TC
0.39 AC Gravel 89 5 min
0.46 AC Impervious 98 5 min
0.06 AC landscaping 86 5 min
Table 4
Existing Peak Runoff Rate
Event Rate
2-year 0.303 els
10-year 0.503 els
100-year 0.7259 ds
PACLAND Project #10001074 Page 1 3
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Developed Site Hydrology without Detention
Changes to the site include the building expansion, demolition of the existing restaurant,
and paving of the existing gravel area north of the store. The detention requirements can
be modeled as the conversion of gravel and restaurant rooftop to paving and landscaping.
It is not possible to collect the exact area that is being converted, so runoff from an
equivalent area of currently untreated and undetained surface will be conveyed to the
proposed biofiltration/detention swale. The developed conditions and undetained peak
runoff rates are shown in Tables 5 and 6 below.
Table 5
Developed
Area Condition CN TC
0.77 AC Impervious 98 5 min
0.14 AC Landscaping 86 5 min
Table 6
Proposed Peak Runoff Rate (undetained)
Event Rate
2-year 0.3653 cfs
10-vear 0.5646 cfs
100-year 0.7834 cfs
Developed Site Hydrology with Detention
An area equivalent to the new impervious surfaces will be detained in the proposed
bioswale north of the expansion area. The developed conditions and post-detention peak
runoff rates are shown in Tables 7 and 8 below.
Table 7
Developed
Area Condition CN TC
0.77 AC Impervious 98 5 min
0.14 AC Landscaping 86 5 min
Table 8
Proposed Peak Runoff Rate (detained)
Event Rate
2-year 0.313 els
10-year 0.4392 els
100-year 0.7261 cfs
PACLANO Project #10001074 Page 14
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Control Structure
A 48" flow control structure will be utilized at the proposed bioswale outlet to control
release rates to the existing system. Flow control structure data can be found in Table 9
below and attached in Appendix C.
Table 9
Orifice Orifice Size Elevation
1 3.5" 18.0'
2 3.0" Bottom 20.3'
Overflow 12" Diameter 21.0'
Hydrologic Analysis
Using the stage storage routing method, the required detention for the site modifications
was determined and is displayed in Table 10 below.
Table 10
Event Match Q Peak Q (cfs) Peak Stg (ft) Vol (cf) Vol (ac-ft) (cfs)
2-year 0.303 0.313 20.43 71.75 0.0016
10-year 0.503 0.4392 20.76 238.19 0.0055
100-year 0.7259 0.7261 21.05 469.99 0.0108
Based on the above calculations, the new impervious areas will require 470 cubic feet of
detention storage for the 1 00-year storm event.
Retention/Detention System
There is no existing detention system on the project site. Therefore, detention for the new
impervious surfaces will be provided in the proposed swale north of the expansion area.
The total length of the proposed swale is 130 feet, which allows for detention while still
meeting the required length for water quality treatment.
Detention for the 2-year storm event will reach a peak stage of 20.43 feet. This allows the
first 96feet of the bioswale to be used for water quality treatment. For the 100-year storm
event the peak stage is at 21.05 feet, which utilizes only a fraction of the available storage.
PACLAND Project #10001074 Pdge 15
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Water Quality
There is an existing biofiltration swale in the northwestern portion of the site, which was
designed to treat the existing parking lot areas. Additional water quality treatment will be
provided in the proposed bioswale located between the proposed expansion and the
existing bank.
Per the 1990 King County Surface Water Design Manual, Section 1.3.5, the proposed
bioswale was designed using the criteria in Table 11 below.
Table 11
Bioswa/e Design Criteria
Criteria Value
2-yr, 24-hr flow 0.3653 els
Design Flow Depth 0.25 feet
Manning's Coefficient 0.35
Residence Time 9 minutes
Side Slope 3.0 H:V
The resultant swale design has a minimum bottom width of 8 feet and a minimum
treatment length of 91 feet. The 2-yr, 24-hr flow refers to the undetained post-developed
flow, because water quality treatment will be provided prior to detention. The swale
bottom will be lined with an impermeable liner.
Design calculations are located in Appendix C of this report.
PACLAND Project #10001074 Page 16
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Conveyance System Analysis and Design
Conveyance
Per the 1990 King County Surface Water Design Manual, Section 4.3.4, the on-site
stormwater conveyance has been calculated based on gravity flow analysis of the piping
network. Peak runoff associated with a 100-year storm event was routed through the
system and it was determined to be adequate. Uniform Flow Analysis utilizing Manning's
equation was employed with a Manning's "n" value of 0.012.
Manning's equation -Q-1.4% xAxR 213 xS 112
With: Q -Flow (CFS)
n -Manning's Roughness Coefficient (0.012)
A -Flow Area (SF)
R -Hydraulic Radius -Area /Wetted Perimeter (LF)
S -Slope of the pipe (ft/ft)
All storm pipes were designed such that their capacity meets or exceeds that required
during a 100-year event.
100-Year Flood/Overflow Condition
Review of the most recent FIRM maps indicates that the project site lies within the Zone X,
which is determined to be outside of the 100-year flood plain.
The stormwater system for this project has been designed to address all storm events in
accordance with design criteria described previously. In the event of a larger storm, it is
unlikely that the system would fail. Based on a review of the site and immediate
surroundings, the overflow of the stormwater detention system would allow surface water
to sheet flow to the public storm system in SW Seventh Street.
·----------------------------~---·· -------------
PAC LAND Project #10001074 Page 1 7
Wal mart #2516-05 Expansion Technical Information Report Renton, Washington
Special Reports and Studies
The following Special Reports and Studies have been completed for this project:
• Initial Report of Ceotechnical Engineering Evaluation -dated November 30, 2009
by Terracon Consultants, Inc..
• Phase I Environmental Site Assessment -dated October 20, 2009 by Terracon
Consultants, Inc..
• Transportation Impact Study -dated October 2009, by Transpo Group.
• Renton Retail Expansion Critical Areas and Habitat Evaluation memo -dated
September 18, 2009 by The Watershed Company.
----~---------·-------------
PACLAND Project #10001074 Page 18
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Basin and Community Plan Areas
The project site lies within the Black River Drainage Basin and the City Center Community
Planning Area.
PACLAND Project #10001074 Page 19
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Other Permits
The following governmental approvals or permits will likely be required for this project:
• City of Renton SEPA Determination
• City of Renton Site Plan Review
• City of Renton Building Permit
• Washington State Department of Ecology NPDES Permit
• Sewer Permit
• Water Permit
• City of Renton Right-of-Way Permit(s)
• King County Health Department
• King County Sewer Treatment
These permits will require approval by the City of Renton Planning Division, King County,
or the Department of Ecology.
---------------------------------------
PACLAND Project #10001074 Page 20
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Bond Quantities, Facility Summaries, and Declaration of Covenant
The following items will be submitted upon approval of the Building Permit plans:
• Site Improvement Bond Quantity Worksheet
• Declaration of Covenant for Maintenance and Inspection of Flow Control BMPs
PACLAND Project #10001074 Page 21
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Erosion/Sedimentation Control Design
All erosion and sediment control measures shall be governed by the requirements of the
City of Renton and the Washington State Department of Ecology. A temporary erosion and
sedimentation control plan will be prepared to assist the contractor in complying with
these requirements. The Erosion and Sediment Control (ESC) plan will be included with
the construction plans.
1. Erosion Risk Assessment
The degree of erosion risk on the proposed project site is minimal. The following factors
contribute to a low degree of erosion risk:
• Slope across the site is minimal. Runoff will not travel at high velocities across the
site and, therefore, will not cause noticeable erosion impacts.
• The site consists primarily of impervious surfaces.
2. Construction Sequence And Procedure
The proposed development will include an erosion/sedimentation control plan designed to
prevent sediment-laden run-off from leaving the site during construction. The erosion
potential of the site is influenced by four major factors: soil characteristics, vegetative
cover, topography, and climate. Erosion/sedimentation control is achieved by a
combination of structural measures, cover measures, and construction practices that are
tailored to fit the specific site.
Prior to the start of any grading activity upon the site, all erosion control measures,
including stabilized construction entrances, shall be installed in accordance with the
construction documents.
The best construction practice will be employed to properly clear and grade the site and to
schedule construction activities. The planned construction sequence for the construction
of the site is as follows:
1. Attend a pre-construction meeting with the City of Renton.
2. Install temporary erosion control features.
3. Demolish existing structure(s).
4. Clear and grub expansion area.
5. Grade site.
6. Install biofiltration swale.
7. Pave site.
8. Remove temporary erosion control features once site is fully stabilized.
3. Trapping Sediment
Structural control measures will be used to reduce erosion and retain sediment on the
construction site. The control measures will be selected to fit specific site and seasonal
conditions.
PACLAND Project #10001074 Page 22
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
The following structural items will be used to control erosion and sedimentation processes:
• Stabilized construction entrances
• Filter fabric fences
• Catch Basin Inlet Sediment Protection
• Proper Cover measures
Weekly inspection of the erosion control measures will be required during construction.
Any sediment buildup shall be removed and disposed of off-site.
Vehicle tracking of mud off-site shall be avoided. Installation of a stabilized construction
entrance will be installed at a location to enter the site. The entrances are a minimum
requirement and may be supplemented if tracking of mud onto public streets becomes
excessive. In the event that mud is tracked off site, it shall be swept up and disposed of off
site on a daily basis. Depending on the amount of tracked mud, a vehicle road sweeper
may be required.
Because vegetative cover is the most important form of erosion control, construction
practices must adhere to stringent cover requirements. More specifically, the contractor will
not be allowed to leave soils open for more than 14 days and, in some cases, immediate
seeding will be required.
4. Wet Weather TESC Operating Plan
Work between October 1" and April 30'h must adhere to the Wet Season Special
Provisions noted in the 1990 KCSWDM.
PACLAND Project #10001074 Page 23
Wal mart #2516-05 Expansion Technical Information Report Renton, Washington
Maintenance and Operations Manual
Maintain Stormwater Facilities
The owner or operator of the project shall be responsible for maintaining the stormwater
facilities in accordance with local requirements. Proper maintenance is important for
adequate functioning of the stormwater facilities. The following maintenance program is
recommended for this project:
Table 12
Maintenance Checklist for Catch Basins and Inlets
Frequency Drainage -I Problem Conditions To Check For Conditions That Should Exist
System
Feature
M,S General Trash, debris, and Trash or debris in front of the No trash or debris located
sediment in or on catch basin opening is blocking immediately in front of catch
basin caµJ.city by more lhan 10%. basin opening. Grate is kept
dean and allows water to
enter.
M Sediment or debris (in the basin) No sediment or debris in the
that exceeds 1/3 the depth from catch basin. Catch basin is
the bottom of basin to invert of the dug out and clean.
lowest pipe into or out of the
basin.
M,S Trash or debris in any inlet or pipe Inlet and Outlet pipes free of
blocking more than 1/3 of its trash or debris.
height.
M Structural damage Corner of frame extends morf' than Frame is even wilh curb.
to frame and/or top ¥,i inch past curb face into the
slab s1reet (if applicable).
M Top slab has holes larger than 2 Top slab is free of holes and
square inches or cracks wider than cracks.
\4 inch (intent is to make sure all
material is running into the basin).
M Frame not sitting flush on top s!ab, Frame is sitting flush on lop
i.e., separation of more than ¥1 slab.
inch of the frame from the top
slab.
A Cracks in basin Cracks wider than Y2 Inch and Basin replaced or repaired to
walls/bottom longer than 3 feet, any evidence of design standards. ContcH..i a
soil particles entering catch basin professional engineer for
through cracks, or maintenance evaluation.
person judges that structure is
unsound.
A Cracks wider than I(;, inch and No CTacks more than \4 inch
longer than 1 foot at the joint of wide at the joint of
any inlet/outlet pipe or any inlet/outlet pipe. Contact a
evidence of soil particles entering professional engineer for
catch basin through cracks. evaluation.
A Settlement/ Basin has settled more than 1 inch Basin replaced or repaired to
misalignment or has rotated more than 2 inches design standards. Contact a
out of alignment. professional enginE"er for
evaluation.
It you are unsure whether a problem exists, please contact a Professional Engineer.
Comments:
A -Annual (March or April, preferred)
M -Monthly (see schedule)
S = After major storms (use 1-inch in 24 hours as a guideline)
PACLAND Project #10001074 Page 24
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
TABLE 12 (CONTINUED)
M,S Fire hazard of other Presence of chemicals such as No color, odor, or sludge.
pollution natural gas, oil, and gasoline. Basin is dug out and clean.
Obnoxious color, odor, or sludge
noted.
M,S Outlet pipe is Vegetation or roots growing in No vegetation or root growth
clogged with inlet/outlet pipe joints that are present.
vegetation more than 6 inches tall and less
than 6 inches apart.
If you are unsure whether a problem exists, please contact a Professional Engineer.
Maintenance Checklist for Fencing/Shrubbery Screen/Other landscaping
Frequency Drainage ~ Problem Conditions To Check For Conditions That Should Exist
System
Feature
M General Missing or broken Any defect in the fence or screen Fence is mended or shrubs
parts/dead shrubbery that perm its easy entry to a faci I ity replac..-ed to form a solid barrier to
entrv.
M,S Erosion Erosion has resulted in an opening Replace soil under fence so that
under a fence that allows entry by no opening exceeds 4 inches in
peonle or nets. height
M Unruly vegetation Shrubbery is growing out of control Shrubbery is trimmed and weeded
or is infested with weeds. to provide appealing aesthetics.
Do not use chemicals to control
weeds.
A Wire Damaged parts Posts out of plumb more than 6 Posts plumb to within 1-1/2
Fences inches. inches of olumb.
A Top rails bent more than 6 inches. Top rail free of bends greater than
1 inch.
A Any part of fence (including posts, Fence is aligned and meets design
top rails, and fabric) more than 1 foot standards.
out of design alignment.
A Missing or loose tension wire. Tension wire in place and holding
fabric.
A Missing or loose barbed wire that is Barbed wire in place with less
sagging more than 2-1 /2 inches than %-inch sag between posts.
between posts.
A Extension arm missing, broken, or Extension arm in place with no
bP.nt out of shape more than 1-1/2 bends larger than 3.4 inch.
inches.
A Deteriorated paint or Part or parts that have a rusting or Stru<.,1urally .adequate pos1s or
protective coating scaling condition that has affected parts with a uniform protective
structural adequarv. coat in!!.
M Openlngs in fabric Opening.~ in fabric are such that an No openings in fabric.
8-inch diameter ball could fit
through.
If you are unsure whether a problem exists, please contact a Professional Engineer.
Comments:
A -Annual (March or April, preferred)
M -Monthly (see schedule)
S -After major storms (use 1-inch in 24 hours as a guideline)
PACLAND Project #10001074 Page 25
Walmart 1/-2516-05 Expansion Technical Information Report Renton, Washington
Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales)
Frequency Drainage ,/ Problem Conditions To Check For Conditions That Should Exis1
System
Feature
M,S Pipes Sedimenl & Accumulated sediment that exceeds Pipe cleaned of all sediment and
debris 20% of the diameter of the pipe. debris.
M Vegetation Vegetation that reduces free movement All vegetation removed so water
of water through pipes. flows freely through pipes.
A Damaged Protective coating is damaged; rust is Pipe repaired or replaced.
(rusted, bent, Glusing more than 50% deterioration to
or crushed) anv nart of ni.-...:>.
M Any dent that significantly impedes Pipe repaired or replaced.
flow (i.e., decreases the cross sec_tion
area of ninu bv more than 20%).
M Pipe has major cracks or tears allowing Pipe repaired or replaced.
groundwater leakage.
M,S Open Trash & debris Dumping of yard wastes such as grass Remove trash and debris and
Ditches clippings and branches into basin. dispose as prescribed by the
Unsightly accumulation of County.
nondegradable materials such as glass,
nlastic, metal, foam, and coated naner.
M Sediment Accumulated sediment that exceeds Ditch cleaned of all sediment and
buildup 20% of the design deoth. debris so that it matches design.
A Vegetation Vegetation (e.g., weedy shrubs or Water flows freely through
saplings) that reduces free movements ditches. Grassy vegetation should
of water through ditches. be left alone.
M Erosion Check around inlets and outlets for Find c.aused of erosion and
damage to signs of erosion. Check berms for signs eliminated them. Then slopes
slopes of sliding or settling. Action is needed should be stabilized by using
where eroded damage over 2 inches appropriate erosion control
deep and where there is potential for measure(s); e.g., rock
continues erosion. reinforcement, planting gr,ass,
compaction.
A Rock lining Maintenance person can see native soil Replace rocks to design standard.
out of place or beneath the rock lining.
mi~sing (if
applicable)
Varies Catch See Catch Basins Checklist. See Catch Basins Checklist.
basins
M,S Swales Trash & debris See above for Ditches. See above for Ditches.
M Sediment See above for Ditches. Vegetation may need to be
buildup replanted after cleaning.
M Vegetation not Grass cover is sparse and seedy or ,areas Aerate soils and reseed and mulch
growing or ,are overgrown with woody vegetation. bare areas. Maintain grass height
overgrown at a minimum of 6 inches for best
storm water treatment. Remove
woody growth, recontour, and
reseed as necessary.
M,S Erosion See above for Ditches. See above for Ditches.
damage to
slopes
M Conversion by Svvale has been filled in or blocked by lf possible, speak with homeowner
homeowner to shed, woodpile, shrubbery, etc. and request that swale. area be
incompatible restored. Con lad the County 10
use report problem if not rectified
voluntarily.
A Swale doe:-. not Water stands in swale or fl0w velocity A survey may be needed to check
drain is very ~low. Stagnation occurs. grades. Grades need to be in 1-
5% range if possible. If grade is
less than 1 % underdrains m.ay
need to be installed.
PACLAND Project #10001074 Page 26
Wal mart #2516-05 Expansion Technical Information Report Renton, Washington
Maintenance Checklist for Grounds (Landscaping)
Frequency Drainage -J Problem Conditions To Check For Conditions That Should Exist
System
Feature
M General Weeds Weeds growing in more than 20% of Remove trash and debris and
(nonpoisonous) the landscaped area (trees and shrubs dispose as prescribed by the
only). County.
M Insect hazard Any presence of poison ivy Of other Dilch deaned of all sediment
poisonous vegetation or insect nests. and debris so that it matches
desi1m,
M,S Trash or litter Dumping of yard wastes such as grass Remove trash and debris and
clippings and branches onto grounds. dispose as presnibed by the
Unsightly accumulation of County.
nondegradable materials such as glass,
nlastic, metal, foam, and coated nanor.
M,S Erosion of Noticeable rills are seen in landscaped Causes of erosion are
Ground Surface areas. identified and steps taken to
slow down/spread out the
water. Eroded areas are filled,
contoured, and seeded.
A Trees and Damage Limbs or parts of trees or shrubs that are Trim trees/shrubs to restore
shrubs split or broken which affect more than shape. Replarn trees/shrubs
25% of the total foliage of the tree or with severe damage.
shrub.
M Trees or shrubs that have been blown Replant tree, inspecting for
down or knocked over. injury to stem or roots.
Renlace if severelv dama2ed.
A Trees or shrubs which are not Place stakes and rubber-coated
adequately supported or are leaning ties around young trees/shrubs
over, causing exposure of the roots. for support.
If you are unsure whether a problem exists, please contact a Professional Engineer.
Comments:
A -Annual (March or April, preferred)
M -Monthly (see schedule)
S -After major storms (use 1-inch in 24 hours as a guideline)
PACLAND Project #10001074 Page 27
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
Appendix A -Grading and Drainage Plan
PACLAND Project #10001074 Page 28
11 J ,~ ,, ~I-' ~ 1,)8 )'a> ~ i '~,; !!!Ii ~ f:: t:; F., ;;::;
LlJ :c llol'oo j-.. 0 • 1--lia "'· ... .., •• "' i i l(l '/'.j, .t .t ~ .t ~ .t
I!!
i= ~ ---2 ----+ ~ i i @j@ 8 Eli<l 80 S6iel
' '
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i
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~ j, 0 -ii!~ ~; ~;; i ~ 'l'.l:~
al
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i
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~
Wdlmart #2516-05 Expansion TechnicJI Information KPport Rt>nton, Washington
Appendix B -lsopluvial Maps
PACLAND Project #10001074 Page 29
Walmart #2516-05 Expansion Technical Information Report
2-Year 24 Hour lsopluvial
•,UI oO
·. ·•. -~-
. "" ......
... f Q,
,i,t-I
' ·'
. .. ·~ .. ., ...... ,
t l ,·. ...... ...•. / ... ·, '·
'0',. ., '. . . ,:., ~
,v' \,, . II!_' . G O .. \..._ :;
"\. o ·o .. -· ~ " ---........,,_, .. --
q,· \ __ . ....,._'_£..~e_c:,!!''!•~ "--,
Q "'•111•~1 1:r,r11Nr• \
WESTERN
KING COUNTY
2-Year 24-Hour
Precipitation
In Inches
PACLAND
a; •,
Project #10001074
Renton, Washington
---, .. ., ~~~ .. ~~"'..!.!
Ki"i:, (!'IJAT'I'
•.
... , ...
----3.S
Page 30
Wal mart #2516-05 Expansion Technical Information Report
10-Year 24 Hour lsopluvial
-1-o
,> ....
WESTERN
KING COUNTY
10-Vear 24-Hour
Precipitation
In Inches
PACLAND
? I t','(fr'I
Project #10001074
Renton, Washington
4.0
·,
,·
I I . '
Page 31
Walmart #2516-05 Expansion Technical Information Report Renton, Washington
100-Year 24 Hour lsopluvial
·--~-~ .... : ·-
.. ~ ... ,1, ..
WESTERN :
KING COUNTY
100-Year 24-Hour
Precipitation
In Inches
PACLAND
,...,....
'/
"~-.. ,'::' ..
·'
Project #10001074
··,. )~
!
' '
J,,., ••
--, .......
• -~
' c_ -,:/-"'-. -..._ ~· ,~-.... \-~J ....
,'?
Page 32
Walmart #2516-05 Expansion Technirc:11 Information Report Renton, \NJshington
Appendix C -Design Calculations
PACLAND Project #10001074 Page 33
Wal mart ff2 5 H,-05 Expansion Technical Information Report Renton, VVashi ngton
Appended on: Wednesday, December 30, 2009 10:30:37 AM
LPOOLCOMPUTE [DETENTION RLP} SUMMARY using Puls, 24 hr Storm
Event
Start of I ive storage:20 ft
• Event 'Match Q (cfs) [Pe.;k Q (~f~) [M.;~Ei(ft) i Vol (cf) -[Vol (a~ft) iTim; t~ Empty (hr)
--------------------r --------: i r
2yr24hrj 0.303 0.313 120.4251 ,71.7489, 0.0016, 0.1667 ----·------·1 ,-----, -' -----------,---------------------
10 year , 0.503 0.4392 i 20.7625 !238.1864 ! 0.0055 ! 0.1667
;100-y;~~i-o~i2·s·g ·-0.7261·-121.04771469.9962 ·0.0108··1-·-0.1--6-·6--7·-·--------,
Summary Report of all Detention Pond Data
Project Precips
r
--··----·-· -· r· --··----I
Event IPrecip (in) i
[
----------·-·-,-····---·-·!
,2yr24hrl 2.00 I
i-----···· ,-··------1
lother I 2 .10 !
lc-----·· 1------1
;5 year , 2.40 I
1
-----------,----------
10 year i 2.90 I
1
-----·-r··---·-·---·I
25 year I 3.40 I
[1ooyear-1 3.90 i
BASL1ST2
[Existing] Using [TYPE1A.RAC) As [2 yr 24 hr] [24.0]
[Proposed] Using [TYPE1A.RAC] As [2 yr 24 hr) [24.0)
[Existing) Using [TYPE1A.RACJ As [10 year) [24.0]
[Proposed] Using [TYPE1A.RACJ As [10 year] [24.0]
[Existing] Using [TYPE1A.RAC] As [100 year] [24.0]
[Proposed] Using [TYPE 1 A.RAC] As [100 year] [24.0]
LSTEND
FasinlD jEvent I p~;~)Q I P~ar~)T f p~::-~ol T ~;;;-~ethod/loss[-·Raintype ..
!Existing 12
Y~r
24 I 0.303 F f 0.1018 -~91 I SBUH FPE1A.RAC
FWFFI 0.1205 r-0.91 r SBUH F~~AC
!Existing ·i10Year I 0.503 [ 8.00 jD.1662 I 0.91 [ SBUH ITYPE1A.RAC
IProposedl1oyear I 0.5646 I 8.00 [ 0.1873 fo.9-1 j5BUH-jTYPE1A.RAC
IE~-i~~~;-,-i:-l°.7259 I 8.00 Fs-~;-,-SBUH ITYPE1A.RAC
PACLAND Project #10001074 Page 34
Wdlmart #2516-05 Expansion TPchnical Information Report Renton, Washington
-----------------------------------------
r'roposed
BASLIST
100
year
[Existing] [Proposed]
LSTEND
Design Method
-·--·-· --
Hyd lntv
0.7834 8.00 0.2622 0.91 SBUH TYPE1A.RAC
Record Id: Existing
SBUH iR;i~f;;-lltyp_;_ --T TY-F'E-1A.RAC
· 1 10.00-~i~ -[r~;;-ki~ii=;;-ct~~ .. --:--484.oo -----
:Storm Duration .... [-24.00 hrs iAbstraction C:oeff 0.20 ----
!Pervious Area _ ! _ Q_94ac IDCIA . .. -r---0.00 ac
. ·--·-··-··-----· . --·--·-···-. . -· ---------·-"-----·-----·------·--·-·-----·-··-··--·-------·-··-··--·---·-----·-·--
Perviou s CN I 93.35 1DC CN I 0.00
!Pervi~~sTC------·-r-5.00min ·1ocrc: ---··· --r----0.00;;,-i;:;----
---------------·-------·----------·-----------------------"~-------·------
Pervious CN Cale
-------------o;;~ripti;;n-----------------1 SubAr;;;--i -S~b-~~--
.-----·--···--------··------------·----------------IA--··---· r·-··--··-·----·----·-
1 Gravel Roads & Parking Lots 1 0.39 ac ! 89.00
11 Impervious surfaces (pavements, roofs, etc) · I OA6 ac · I 98.00
If -· --Op~;:;-sp~~~;,,~;~;,-p~rk;-(>-7.S~i:-g~~-~~)----0.06 ac T 86.00 --
1 i -----------------------------------·----------------------· ------·----------------·-·· ·---· ·----·----r -------------·--·-
! ! __________________ Pervious Composited CN (AMC 2) _____________ ,____'.)~-3516
r·, ----·------------------·-----------: _______ " _____ __: ___ _:_:_ _____ _.: -_._:::::_-=-:._:_=~:_:--_-.::_ --· ------------
1, Pervious TC Cale
i' Typ~--;-~-----o;;~ription [Length /slope )Coeff f Misc i TT
I !shallow IPaved and gravel areas (n -0.012) 1300.00 ft 11.0% fo.012 r i 1.8691 min
I Pervious TC r,-_1i6-91 m-i-;:;-
. ----------------------·--------------------··---------·---.:.::.:J
Record Id: Proposed
/o~ign Method SBUH /Rainfall type I TYPE1 A.RAC
fH_y_d-ln_t_v -------·-~oo-;;;T~fp;aking Facto;-1--484.00 __ _
[s-torm Duration I 24.00 hrs ~IA-b-st_r_a_ct-io_n_C_o_e __ ff----~---· 0.20
fi>_e_r_v-io_u_s_A_r_e_a----,l~-0-.91 ac /DCIA t 0-.0-0_a_c __
[Pervious CN --196.15 /DC CN [----0.00
~ous TC I 5.00 min IDc TC T---o.oo-~---·
i 1___ Pervious CN Cale -~-
~ _____ D_e_s_c_ri_p_ti_o_n__ S
0
u.b
7
A
7
raeca If _S
9
u
8
b.
0
c
0
n
I Impervious surfaces (pavements, roofs, etc)
-'======--=-=--
PACLAND Project #10001074 Page 35
\Valmart #2516-05 Expansion I Pchnicdl Information Report Renton, Washington
Open spaces, lawns,parks ( > 7 5 % grass)
Pervious Composited CN (AMC 2)
Pervious TC Cale
0. 14 ac
Description
'Srn~~th Surfaces.
I Length • Slope Coeff i Misc
i 36 .. ooii i 2.0% 0.011 0.00 in
86.00
96. 1 538
TT
0.5232 rnin
Type
';sheet
i 'Int Ch~~nel ,,
i !CMP pipe (n-o.:::~i~u;~~o~oo ft_l_~:5~/0-:0.024 ___ ······--_:_~_{~};_~:;J
HYDLIST SUMMARY
[2 yr 24 hr out] [10 year out] [100 year out]
LSTEND
,-·········-·················,-··-·········--·---·r·····-··---........•... --···-···-····· ·-1
!Peak Q (cfs) IPeak T (hrs) !Peak Vol (ac-ft) !Cont Area (ac)
12 yr 24 hr out[ ·0.313 s:11 1· 0:1205-r·-0-:-91·--1 -----... ,--·----r .. --·-----·· r---.. -------! ~~;~~~~~~-+-~:;;~~ r --~~~ t--~::{;~ !---~:~~ ---I
-----------------·--·------------·--·-·"------------------~" ___ . .J
STORLIST
[DETENTION]
LSTEND
Record Id: DETENTION
i[kscrip: · [Prototype Record !increment 10.10 ft I
. -------·--·----r--·----·---·--·---------· r· ----·---..------·----·
I · I 125 00 I
1
Start El. 120.00 ft Max El. If · i
I ' t ' • I r.-;:::-----r.;-;:··----··--··--· r····---··· r-·----,
1vuid Ratio1100.00 I I I
Stage (ft) --1 Area (sf) -----r 0.00 0.00
I r-
1
o.50 r 393.00
1.00 T 909.oo
2.00 12126.00
3.00 I 2740.00 ,--------·--·---·r···-·· I 4.00 1 3384.00
1 s.oo ·-1 4os6.oo
[Stage-Storage Type Node
DISCH LIST
PACLAND Project #10001074 Page 36
Wal mart #2516-05 Expansion
[FCS]
LSTEND
iDescrip:
rs1:~;i 1:1:
Technical Information Repmt
Record Id: FCS
Multiple Orifice
ilncrement
··-· !M~~ii ..
RPnton, \:Vi3shington
'
0. 10 ft i
.. -·-··· I
25.oo ft i
iOrif Coeff .. ---
jTDuck Diam
!Prototype Structure
20.00 ft
0.62
' , --------·---------!
I Lowest Orif El. 18.00 ft I
joist to ne~t i 0.417 ft I 3.50 in
·--1··-----------·····1··-··-------
[Dist to next 1 0.667 ft ,
'
3.00 in
iD3 . . . . 12.00 in loi;t.~-;;-ext -[ 'iioo-i,--I
r-------------------------------·-------------------------------------------------------------·------·--··-----··-·-'·-------------1
iThirsty Duck uses a custom coefficient that is different from the standard orifice coefficient. I
!The computed rating curve is based on a submerged duck. ;
Summary Report of all Detention Pond Data
Project Precips . -------r-------1 I Event Precip (in) 1
r-------,-----
12 yr 24 hr I 2.00 c;:-::::---r-----
1uu ,.,, I 2 .10 '
!SYe~-r -1 2.40 -
,-,--,------·
110 year I 2.90
l-----r·---------
25 year I 3.40
[100 year [~ 3.90 __ i
BASL1ST2
[Existing] Using [TYPE1A.RAC] As [2 yr 24 hr] [24.0]
[Proposed] Using [TYPElA.RAC] As [2 yr 24 hr] [24.0]
[Existing] Using [TYPE1 A.RAC] As [10 year] [24.0]
[Proposed] Using [TYPE 1 A.RAC] As [10 year] [24.0]
[Existing] Using [TYPE1 A.RAC] As [100 year] (24.0]
[Proposed] Using [TYPE 1 A.RAC] As [100 year] [24.0]
LSTEND F-1 Event P~;~)Q j P~ar~)T p~:;-c~ol ~IMetho~/Loss ~intype
rExisting-1 2 Y~/4-,0.303-r 8.00 -, 0.1018 I 0.91 [ SBUH F;-E~-:;_~
F~I 0.3653 18.00 -~---'0.91 __ r SBUH
1
TYPE1A.RAC
PACLAND Project #10001074 Page 37
Wdlrnart #2516-05 hpansion
lxisting 10 year
Proposed 10 year I
Existing 100
year
!Proposed; 100
. ' year
BASLIST
[Existing] [Proposed]
LSTEND
0.503
0.5646
0.7259
0.7834
Technical Information Report Ren1on, \Vashington
8.00 0.1662 0.91 SBUH TYPE1A.RAC
8.00 0.1873 0.91 SBUH TYPE 1 A. RAC I
:
8.00 0.2395 0.91 SBUH TYPE1A.RAC
8.00 0.2622 0.91 SBUH iTYPE1A.RAC
Record Id: Existing I .. . ............. .
;Design Method IR~i~falliyp;··---·--I · TYPE1A.RAc·· -1
··-··-.. ···--·· ·-···· . .. ·····-···-·--···· ·-,····-·· ......... ·----··-·I SBUH
IHyd 1~i~ 10.00 min \Peaking Factor I 484.00 I
\Storm Dur~tion · 1 24.oo hrs .. [Ab;tracti;;-~-c~clf·-····r---·· --0-:-20·-···-·-··
Pervious Area · I · 0.94 ac ioEiA------··-· --··-·· ....... ·-1····-··--o. oo ;~----·-· -
:PerviousCN . -·-:··-93.-35 [DCCN ----·----r·---·0.00 ···--·
iP~--;:vi~~-sTC -T·-·s.·oo-r11in -IDc TC ·-·········----·r1-· o.oo· min··-· -·
I ! ' r;_:c_-:::-..==.=-··. C: .•· .. ··-.::: .. =.:..-=::::-.:::..=::::::.· -··-···---· . ' :· .. ,-··=···.=:::::::::==:-==.:c· .· .. :.=--=
ii Pervious CN Cale
1· ···-····-·cr;~~i-to::it:!:~king~-=~-~===-~=~-}J~:~r-l-s;9~0c; I
I
i-····--·--··-.-·····---·····-··-· ·-----: -------r-·-I
1 Impervious surfaces (pavements, roofs, etc) I 0.46 ac 1 98.00
~-----·-·----·-··-----------------------------------------------·-----------·-------------------
11 Open spaces, lawns,parks (> 75% grass) 0.06 ac I 86.00
Ii · ····· Pervious Composited CN (AMC 2) I 93.3516
·-------------------------------------------------------------------------·----·-··---------------,-------c;=-:---··· .. -.. · ·····--··.:..:::::.::=:::=c=::::-:c_==.:c=====-==---······-··===
tl Pervious TC Cale
I Type_!_____ Description ·1 Length [slope [coeff [Misc I TT
[shallow [Paved and gravel areas (n ·~ 0.012) j300.00 ft 11.0% [o.012 r [ 1.8691 min
[ ··----·-----Pervious TC [T.a691 min
-~------·
Record Id: Proposed
jDesign Method 1·sBUH-jRainfall type jTYPE1A.RAC
IHyd lntv ····---r-10:00 min jPeaking Facto~·-· [ 484.00
!storm Duration· i 24.00 hrs !Abstraction Coeff ---~[ ----0-.2-0-·
IPerv~u~-;:;.;---r 0.91 ac !DCIA ---· I 0.00 ac
[Pervious CN . . [ 96:,.5 jDC CN 0.00
------·------------··--•-•-a--
PACLAND Project #10001074 Page 38
Walrnart #2516-05 Expansion l echnlcal Information Report Renton, Washington
-·-··· ...... ,..,_, __ -·--------------------------
Pervious TC 5.00 min DCTC 0.00 min
Pervious CN Cale
Description SubArea · 1
Impervious surfaces (pavements, roofs, etc)
.
Open spaces, lawns,parks (> 75% grass)
-~--. ---· .. ···---~ ............ -····
Pervious Composited CN (AMC 2)
HYDLIST SUMMARY
[2 yr 24 hr out) [10 year out] [100 year out]
LSTEND
1----------r-----· -· ,---·------,-----------[--·---------------·
1 HydlD jPeak Q (cfs) [Peak T (hrs) [Peak Vol (ac-ft)
1
Cont Area (ac)
[2 y~ 24 h-r-;;~i1·-0.31_3 _·r--·s:u--1--·o:12os--··1·· --0.-91 ___ _
r1 o year out--T 0.4392 --1-· s.11 --1 o.1 s13·--·-1·--o.91 ___ _
------,-----------------------·· 1-·· ---------------·-·r·--------------
11 oo year out i 0.7261 i 8.17 1 0.2622 _ 0.91
STORLIST
[DETENTION]
LSTEND
Record Id: DETENTION
fDescrip: [Prototype Record fincrement fo.10 ft
rr~~-----1~;:~~-1~s.oo -
lvoid Ratiof100.oo 1 ,-r
Stage (ft) r---~(~f) ---
·--1 o.oo 1----o.oo
1 o.so I 393.oo
r-----------1-.0-0 -I 909.oo
1 2.00 T 2126.00 I 3.oo --1-2740.oo·----
'----------------'--
PACLAND Project #10001074 Page 39
Walmart #2516-05 Expansion
4.00
5.00
Stage-Storage Type Node
DISCH LIST
[FCS]
LSTEND
TPrhnical Information Report
3384.00
4056.00
Record Id: FCS
Multiple Orifice
ro;;crip; ·----· -.. [P~ototype Struct~·(;,----[i"~~;e~-~-;;t·
1-------r· --·
1Start El.. 20.00 ft 1Max El.
Renton, \Vashington
0.10 ft
. r -·-·····--· .. ···---·-··-··-
! 25.00 ft
IO;ifC~;jj i . .. 0.62 . . [lowest Orifli--! -18.00 ft
!iou~koiam . · 1 · ... ········1:soi~---···-··-·-[of;i·t~~;xt--········ . -f-o.4i 1 it .
102 . . 1 · 3~oo·i·~------tDist t-;;-~;;t-···--·· -··-·1···0:661f1 ___ i
)D3 ___________ -·-r·--12.00 in -· ·-[Di;tt~n~;t ______ --· r--·o:·oo·ft·---1
I
··------~-· ···--··-·· -··--·---··-· ········--··-·· ·-···--·-·· -··--·-··· .. . ... . .... .. . . . .. ·-·-·-··--·-·· I
,Thirsty Duck uses a custom coefficient that is different from the standard orifice coefficient .. !
!The computed rating curve is based on a submerged duck.
------------------------· -·-. . . ,, .. ------------------·----·------------------------·--------------------------------------------. ·--. --·-·-----.
Licensed to: Engenious Systems, Inc.
PACLAND Project #10001074 Page 40
BIOSWALE DESIGN
Project name:
Project number:
Swale Title:
Renton WA
10001074
On-Site
Date: 11/05/09
Designer: AKP
Step#
P-1
P-2
P-3
Preliminary Steps (P)
Qwq(2-yr, 24-hr): 0.365lcfs Water quality design flow
Slope of swale 0.01 I ft/ft Swale slope < 2%, underdrains required
Select vegetation to be used Grass Legume Mix I
Step#
D-1
D-2
D-3
D-4a
Design Steps (D)
Design flow depth (y):
Manning's roughness coeff (nwq):
Side slope (Z):
Swale bottom width (b):
0.25 ft
0.35
3.0 H:V 1------.,...,-1 7.92 ft
b-Q*n/1.486*y' 1.667*s'0.5-Z*y
D-4b Top Width (Tl ,--! -~9.-42~!ft
T -b + 2*y*z
D-5 Area 2.17!sf
A-(b*y)+(Z'y'2)
D-6 Flow Velocity 0.17!fps
v-QIA
D-7 Is design adequate? Yes
D-8 Degree of retardance ~ D-9 First Approx for VR
D-10 Hydraulic Radius ft
R -V'R/Vmax
D-11 Actual VR -I
VR -1.486* R' 1.667*s'0.5 In
D-12 % difference B'/, D-13 Actual V fps
V-VRIR
D-14 Channel X-sec area -! sf
A-QIA
D-15a New Swale bottom width (b): -I ft
b-Aly-Z'y
D-15b Channel width T -I ft
T-b+2*y*z
90.9 -Length (Feet) w/ 9 min res time
Okay -V < 1.5 fps proceed lo step SC-1
Table 111-6.2 (Dor El
Table 111-6.6, n -nwq from step D-2
D-16 if biofiltration swafe is still too wide, see DOE page //1-6-17 for more info and options
Stability Check Steps (SC)
Step#
SC-1 Qwq(l 00-yr, 24-hr):
SC-2a Condition of vegetation
SC-2b Height of grass@ first storm
SC-3 Degree of retardance
SC-4 Max allowed Velocity
SC-5 Trial Mannings n
SC-6 First Approx for VR
0.78
Good
0.25
D
3.00
0.043
2.70
cfs
ft
fps
(Good or Fair)
Table 111-6.2 (Dor El
Table 111-6.3
(Good initial choice 0.04)
Table 111-6.6
BIOSWALE DESIGN
SC-7 Hydraulic Radius
R -V*R/Vmax
SC-8 Actual VR
VR-1.486'R'1.667*sA0.5 In
SC-9 % difference
SC-10 Actual V
V-VRIR
SC-11 X-sec area
A-Q!V
0.90!ft
2.93!
cm%
~fps
0.24!sf
SC-12 Compare A with orig ~
Newy-ft
Newb-ft
b-Q*n/1.486*yA 1.667*sA0.5-Z*y
New T-~I --,-5.-20~!ft
T-b+2*y'z
SC-13 Depth of flow 1.2!ft
y-(t-b)/2z
SC-14 Total swale depth 2.20!/t
yt-y+I
SC-15 Hydraulic Radius 1.16!ft
R -(b •yt+ Z*yt' 2;1rb + 2yt•rr 2 + 1 ro.s
SC-1 fo Channel X-sec area .-! --3,-2,....-,-12"'! sf
SC-16l Channel Capacity
Q-1.486*A*R'0.677's'0.5/n
15.0G!ds
Swale is stable
Okay, Capacity > 100-yr, 24-hr Storm