04-0180 CIVIL STEP 2Jun• 2• 200F 9~45AM J'~NM~A P~lo•014i P. 1
,
Jerome W. Morrissette & Associates Ync., P. S.
1700 Cooper Point Road SW, #B-2, Otympia, '~VA. 98502-1110
(3.60) 352-9456 • (360) 352-9990
~~ ~ ~~~~ f,`~~~6~95~~ ~~ CJ ~H~ET
TO: rames ~. Gibson, P.E.
City of Yelm
be~elopment ~2eview Engineer
PO Box 479
Yelm, WA. 98597
FA7~ No.: 458-3144
JOB NO. 03143
DATE: June 2, 2006
SYJ~BJ"ECT: ~tidgeline Middle School ~
STEP Backfill Sieve A.nalysis
We are transmitting a total of 3 pages (inclucling this page).
If you do nort receive all of the pages, please contact us at (360) 352-9456.
Thank you.
Att~ched is a copy of the sieve analysis for the backfill from Crlacier N'~V, lluPont pit.
~~AUId ~ou have any qt~esrions or require additional information, please contact me at
(360) 352-9456.
Very truly yours;
Jerome W. Morrissette ~ Associates Inc.; P.S
SIGNED: _ __,p~
~Zobert Tauscher, P.~.
Pzoject Engineer
Civrl ~ Munr'eipeef y Geotechnical Engineering and Planning
Jun~ 2~ 20~F 9~46AM JWMPA
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GLACZ~R 1V!) WEST~IGG~GATE LDGA1"I4NS
p~ONE~t ACGRgGA'I'~S
4301 Pioncer A~~tnue
pupon~ WA 98327
SxoQuAi.N~ s~ND & G~LA,vEL
SbOI -396'" Dni~Q SE
5noquahnie, WA 96065
VvH1'i`C RZV~R QUARRY
3 l 10? S~ State Rout~ 4l0
~nun~claw, WA 9E~(1~2
s~a~ ~cc~c.~.T~ x~,xu
4p(~z V~l_ Marginal Way SU~
Senale, WA 9Rtza
KENMOR~ ACGREGA,TF,S
64Z3 N6 i 75"' Sacec
Kc~nr»ore, W~ 980ZR
VAsHON PLA1rT
P.U. 9ox P
VashaA, W.A, 98070
EVEAET7 AGGREGA~'E YARD
2323 ~t~ass Avc.
~vcrctc. WA 98205
Contac~ Nicic Marke
O~f'ict: (Z~~) 912•85(-0, exL 18516
Fax:(253)9lZ-RS10 '
Contack: Yoa Cra~aw
pf~ce: (42~ 688-9)95, ext. i 15
Fex_(425)881-i47T
Cartact: Je~ Hamd
Off cc: (360) 8~S•tS204
Fau: (360) 82S-C2b6
Coatact: l~ikc Middling
Office~ (2(16) 93f~-6761
~ax' (2(18) 933-0379
Gont~tct: D~rrin Yog~-n
C:e11: (a25) 42~~134
r-ax: ~ab> s~s-o4~a
Cont~d: Todd G~cem1n
Of~fiec_ (ZO~i) d6~1-997(!
Pax: (?A6) ~t63-396G
CootRct: Darrin Yogaa
Ccll: (4ZS) 42~-5134
Fax: (20b~ 525~11473
. v~vww.G~acierNW_com
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85I30I2006 09: ea 25391~ts~ia CiACIER t~RTHb3E5t
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Glacier Northwest - Aggregate Submittal
M a 200s ~
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pl^~duCt Number: 88A0 .. r ~ w.• ^**
produCt D~sa~iptlon: 3/6" x#4 Cruih~d Gravel
gp~flcaRlon Nuatber. ~~o
g~~; Pivneer A es LocaHan: Du WA
WSD47 Ptt Number: 6~339
SpC'Cff{G ~'~9VI~~j/: ~.~i 1
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Erickson • McG~vefn, P~LC ~~ ~ ~~ -
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tef 253s31~o206 - ..,., _ ~ _ P~oject No. ''L~p~~
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gick M~Gove~ri;' ...StH'ven StofoasA ~
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Work Changes Propos•a1 Req~ees~
PROJ~CT (Naine and address): PROPOSAL REqUEST NUf41'IB~R: 21 ~~~ ~
Ridgeline Middte School q~~iITECT: ~
10605 Cutte~ Strcc6 S~ pATG OF 19SUANGE: February 2, 2006
'~'elm, WA 98597 ~ ~ CONSULTAM: ~
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OWNER (Name and adrlress)I CONTRACT~F~R: General Construcdon ~~T~~OR' ~
Yelm Commimity Schools No. 2 FI~LD: (]
P.O. Iiox 47G CONTRACF QA7E: ' May 17, 2005 OTHER: p
Yclm, WA 98597-647d
FROM ARCHfT~CT (Name and ARCHREGT'S PEtp.lEG7 Ntl~414ER: 23~34
addrass)r
~rickson McOovem, PLLC • .~w ~ ~` ~'~i~ ~~~~':: • • • .
1201313t StceeL Sonth . ~ . : ,'. ,° ~i~ a R t~ ~y a 4 ~t • ,~ • ' -
Tscoma, WA, 984Q4 '
TO CaNTW1CTOR(Name and . ~ . ' ~ y~~~= '
address): . r~7`;:~. ~3z4~. _.: ~ ~:1'r~~:~=.i ~
JOdy Iv~pier Consln~odo~n, Inc. ' ' : ,~ . '
P.O. BoX 44628 . ,
Tacomtt~ WA, 984A4 : t.', ~•~~.: r•. ,.. . = ~c. .
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Please dubmit an l~emized propos~-l for c.hsn~n,v~in`(~he;Co~ tract ~Syt~o~tnd Contract'~'ima fo~' p~pased modi~cution9
\ to the ContrxctDocnments described. herein.:~ei~~n'Ten ( 90 ) days, t~d Contractor mua~ submic this pzopbsal or
(` ) nodfy the Arehilect, in writing, oFthe date op.whioh.pz'o,po6al suUmigsion is anticipated.
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THI3 IS NOT A CHAHGE ORDER, q Ct7~7~jUCTION CHANG~ DI~ECTI'dE OR ~- DIRCCTlON TO PROCEED YVITH THE
WGRK DESCRIBED !N 7HE PROPOSEt3 M~1~IFIC¢T~~y5~,4, ~~t~~~,,^.s;;;'t ?+~ii~:~~~,~..~ ~.
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D~SCRIPTION (Insert a wrhten deseriptson of rhe Work);., ., .• ~.~.l~',~-.~,., 'i
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Per Atqchment PR 21-1. provide costs~for: ~ , ~ '
~ • ~~
l. Installalion of the STBP tnnlc iq the locati~n showtt fn the attaohed excerpt of Shoo[ C3.1.
2. Providc a dowatering plan and a~ cost~ to dcwaiex the excavarion uf:thc BTEP tr,nk, in otdec to instal] the XerXes
tanlc in conformenCe wtth Xerxos published "Wc[ FIole ~h'st~ation"'2c~hnique, and ullowing the City of Yclm lo
inspect the bcdding of ifta tank, j~ ~
3. Construcfion o$t6s traffic ielend and sidetivallcras sho~vn;•on the attac6td excerpt d~' Sheel C3.1.
~
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/ poAion et lt, iney raaul! in sevefe elvll and crimu~a~ pennrnoa, nnn ww ue proaeouroa io t~e,m~imum oxroni Paaem~e unaor ~na ~ax. i nu aocumoni
~. ~ was praduced byAIA soRwsre at.16:06:24 On oz/ozJ20G6 un~fcr CxderNo.i00020Tl22._t wNch e~imc on ii/i7/2006, andis nol far reanle.
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LETTE OF TRA SMI7TAk~ .. . , ..:~`:, '~ ~ . . ,~ . ~ `~': ~ ,,, ,' ..~ .: • : .
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TO: Nlr. Stan "Gielinski, Arohitcot ' :' '~" ' ..r- ~' . • ' . , ~
Eriokson McGovern . ,R, ' p~~%E~t' '~''
120131°` Street $. ... .~.~.~~'; - ar:. ,,• _ , ~E~
: Tacoma, 'WA 984A4-~804 , , , . . ,. ., a 2 ~(!Ub
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JOS L`~O. 03157 . ~ ~ . . ~ ~!'~~, ~' :
DA~''~; ~ebruary 1, 2006 . : . . ~ - . _ . _ . .
-'~-~r ^ . -. . . , - '. _ ,' . _. . ~ . ' . - • " • . , '
SUS~C'~': Yafm Community ~ohor~ls ., ^ : ~
XelmRidgeIineMiddleScl~oo~t:;~~:;;~~~r.~a~::~-.i~~.~i~.~~° • ~ ,. ~ ~ . .
.. i~:at"... ~, `' .~ it":r.~r ~ . ~ : : . . - . ,
I am euolosing for y,ou the attaohed itams; ~~'~ . ' • ', '
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1 7anuary 20, 200~6 ,~ ~ A,portion of sheat C3.1 STEP Tank Locacti~n
~ ~ ~ ~Changc ~ . ~
1 2004 ~ ; BXOerpts ~f Xez~s ,Baclcfill ~'nudelmes ~nd Exceipts
~' ofXerxes InstfllXation 1Vlsilual and Operxting G~nidelines
~ .~ ,
Please roquest the eoz~tractor provide costs.~br the foIlowing chan~os: ~ ;
l. Znstallation of the STJE~'~t~ i~ the ior~.tio~. sho~vn in th~ att~ched excerpt of sheet C3.1.
2. Pr+ovid'mg a dewatering glan aud all ccsts to de~ov~tering Yhc excavataon of ti~e STEP tank,
in otcder to ~install the ~~rzt~s tsnk m oonfoamance with ~:~rx.~s ~'ublished "Wet Hole
lnstallation'~ teoY~z~ique*haui~ allowing:the.City o£~+:Yelm to ~ins~eet the beddin~ of the tank. . .
3. Construation ofthe ~c island~sn~ sidewaUc~as:sliown oz~~the attaahed excerpt ofSheet
cs.i. ' ~~ .. , '. .: , .
The tanlc baekfil! must ba crushett ato~ne Aaeetan~.t~e:~~rx~;r~uiaemet+ts (s~e attached Xences Backf,ll ~ ~
Guidelines aud In~talIation~ Manual ayfd Opemtiiag ~uidelin~es}; ~anc~ request the contra.etor ~mvide baok~iU.
sampl~s for Krazan 13C Assooiates,to~~x'f,orm a sig~v~,si~nLyszs;l;gtyer•ify it moeYs the mapufaeturers
speCifioBtions. ' 'i~: itr . .
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If you have suy questions, please ctintact mc ati~~0~;3.~.~Q$~~:~P,~6:,.~.~~ ,r :-.C~.<, ;,. ..
~ , } ~ .47 .1,L~~~+X~~.rf t,i:.a`a~~;'t
'tTary ~uly youra; ' • ' . ,.
Jerome W. Mo~'ris~eNe Bo Associa.tes l.f~ic(, II'.~`~.~~ '...:~,.;.'t,',t~ :i, 3•~ V~. ;;.. '~ ~~.. ,.
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Roberc Tauscher, ~.F~: •. ~~~, :,.,;~ ,~ i~; ~.:if : ~-.?., ~~5 ~~,~ ... . . . .
C:1Hob'sF'iles103157 Ye~ Rldgellac Middle 3chool~Co ,i~Fspon~an~c~OZ01061kansmtt~l'HP Tarik Insrallution Dimi~ionDOC
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1r~~ .EXISTlNG 4.'STEA~~Y5JE1d.;; ~r,,f.:ir: ~"s~r•:'! ' ... • • ,
d~ 1NSTALL ~1T11I~GS AND .ADAp7E'RS, ; , ~:., ~,t. . .
: ~ ~~, 5 REQUIRED"..E'ND,.:OF.LINE'_.~4 :~~~y:.~„sf': ~:,• , ,• •
~ ~ CLEAIVDUT ~Ti'lPLEX STEP CON7ROL,/ALA!
(.SEE DEfAIL CON7R /ALARM
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' ;~~,~ ki~'~J~: j~`!~;-'~` r.-•'`• '.:~'~ ~~ ;SC:,~LLr: .1 ~+~D ~ FE'E7
' ~ '_;~i . .~:-; Y.~;~i5=,.,~~,,+ >.~ ~(;
°' ;'' ..,:j~:>;;4;~ :.',! c. .. ~,;t,' ~ ' , ~ . . .
;•: ~iy .,~,~.; ;I ~'w 4~.,~'~ , ~: ; ~ '.20 40 80
•, t' M~.f`'_,~ l. Y-''r Y~~ i p~: ls S.
`~ 4'./.r;~-5Y/x. .i. :Yt_q ~t •t,~.;~ .-. .
REVISED STEP TANK.~1.~,(a~yt~ "' ' ~ -^~``3 8. -~~; ~1; :.,~~ ~
,,,. '~ ~I;~ I'~ :jlw `'4'~~1~~~h7`~~N,.°~OF. 9HEET C3.1
• ; ~ ,.~. k?~ ,"i::"'~ ~`~'S" ~c::~ ~ 41t~M~err y~., ~~~. ~~•006
AND 5~ R,~VISIG~o~S ~ Y ~ :
~ ~ ~.s: ::,, ; r ! rr
.i ' ' ~ r ~.% ~~~; ~./:1 ~ i!`S„ti ~~ ~~~ .'t~•'-~ '
.. ~,rF~ •~J : J,' ' ~r~ ~ k_ ~=;
~ . E,._ 1. ' fd; .. '~ ~, ,
,, :u~ ~r~-
' ' ' .( '~.' `!'`~c"t;`F ~t~ I LGI: , ~~~ :..y 5y .
,z• ,.~o~~ 1 ~t : .Y .
. . . ~ /~ 7 ~ ~~1:\, it ~'+'.
. . . . k~l I Y •'~ ~' J ~ ~
' - 1 _ ~
~ ~1
~ . . ' ~ ,:'f! ~ `. .~ <'~. .7 ~. . . _ .
' .a' . ~f.` . . <1,~.~. .
"(~p. ' ~ :~:- .i J~' , ••.~ ~' •
: ~ . .. i .,~ :~ , , .
i .' •i ~ , !- . . `.4f1 ~ . •
:.~!:.. ~. , ,; ; .a.l f'.~.:..< .~:~ "•' : ~ , . . '
,• ~ '~ ' ~
~h~ a~r.pres~ur9 ~Mtfie -.,''•^~? •~~ ~b ~~~ .3,8:3~:'Soap alPservlce fittinge and manways. Watdt inr aotlve
'°`' '`' `':'`~'I ~''~'""afrlbu~`~Iss which Indic2te a leak l.ookf~rough the laminats for
.. . . . ~ .. : '.~f1.'i ~~:' '~ ^
~ v, ' •:~ ~+, ~~~ t a~y ' Ctjveia'v"bUbb~es~dsing to the top.Thelr presen~e would
~~ ° ~~'' ~;''~}C~' ~~ ~,`'~~ • f J~ :arl;iAtQmal leak, Also, cheok the resoNoir for bubbles in
• .. . , `~. ~ , ,,• . - ru{,~ . . - • • --- -
We~nux~sronovnng s,~.~.~ ~~ro~ ~~n n~ ~~w~~ ~~~ ~~~~ ~, ~f, ~~ •~ ,,: .x ~~, g'~ ~pqonitor the pressure for one hour. Uo not release a'v
Indlcate a leak Aey speaal aUention to filUrtigs and manwaysa ~~~ ,. .,.,~ ;~1 «~.' ~~ r~ asul~e..:
. c: i;: ~ . P . . .
3,7.5.2. Monftorthe pressure for one hour '~ . ~~ ` ~,:`~. ,,` ~;~. ~~ 3;8 4~ A-R TEST OF END TANK(8}' FRIMARYTANK(s)
3.7.5.3. VJhen the tesk is comp~e~ed, ~refufly ~elease the alr• ~~••'~~ :~ r~`,~. =-~~~g~'~-~ ~ Connect tha pressure source to !ha test -nan}folds on
pressure from the tank by opening ~e a1r-supply valva, , "_ `. 1~~ entl lank{s). (5ee FIGIJRE 3-3 arrd FIGURE 3-12.)
3.7.5.4. When the alrflow stopa, rer»ove the tesk manitnid•:, ., •. ' ; 3;8:4'.?.~.. PCessurize 1he primary tank of the e11d tenk(s) to 5 psi
~• ~ Allovi the pressuro to stabllize by adding or removing airas
, . .. ~~ . •
3.1.5.5, Replace the protacUve covers (n tlte setvice flt~ngs,:~ ~ ~ ~, nece"ssary ~~.. .
3.8.TE3TINGAp0U91E•WALL NlllL~IC~IMpAR~YIE~I'f!~~''~, •'~: ;;r!/ ~.',-~°;~^~~~.T.he inotllforing~flvld Ie~el wiil 'rlse during~the alrte~
. - ~ x: Y J . ..^S~;:i~j~ci~,--A : ;, , t .. :•„
TANK WiTH A WET INT~RSTITIA[.SPACE ',~;: ~.•i~:;' ,, ,:"~`~'r; 3id:4.3.~Close.the ai~~sUAP~Y ~-ve an ttte test manifolds on ~x
NeverpressuNzea.tretlntersNEiatspace.Aofngsb~may, , ~ ~. .. t.~ ' j~
onthe demagetheprlmarytankorcausefankfalfut~. :::.~/``:;`,~ ~~,,s~+;_
9.8,1. OENLRIU. .. • . . ., : : ~~ t: ~ . =,~ • , •~.:
sura to , 3.8.1.t, Ses F1~URE 3-90 and FIGURE 3-11. ~~
~ . ~I ~ :., ., • , ~.~ ; :..,_,
3.8~2, BASE 7ANK'S PkIMARY (iNTERNAL) TANiC ~,: : ac _ ` _. .~.-- .. , ,~.. _
. e a.e.2,1, Keep the tank ver~cai (fhe reservaf r on top) ~t pJf Umes ~
rti .
~~ or the monitotlng fluid may drein from the reservoir. ~,;' •. .
tank. i 3.8,2,2. Removo all temporary seNice-fitting piu~s. a"pd the. " .,' ~~" ~'
I reservolr~i~ing P~~B• ' ' ' ~ : ' ~~, .~~ .~, ~av . ~ ~ . :
'J
alr ~ 3.8.2.3. Chedcttte monitari~q•fluid IeveFin the res~i!folfrll°~::~.`. .; ~; ,:.
, shouid be about 1!4 full, ' ~' :~ . `~' ` -'." 2
~f 3,8,2.4. Vsuaily che~kihe intedorofea~t comparfmont~for r~: I~:'~ ~•f
I monitorfng fluid. There should not be any._ . yl : .,: ~ ` _ .,.~ :~ ^r , :
nthe ~ y, •.
1 _ '.: ,; ~ 'r; .
3.8.2.6. Redope tittings and ins(all plugs ~~~~openinge,;~xcept , r':; ;; . a
sure one service fi~ing ln each wmpartrnent (noe~leed forthe'tesl `:, ~' •'
manifolds) and the ressrvolriltdng. FoUpwiqst~ucU~nsln Pohit . ~
3.i.6, (See FlGURE3-8and~f0URE3-7.J ~`. . , ,
:ech . - ~ :
3,8,Z8. Before doing the alt test of Uie beee!tenk (descrrbed ir~ "
SECTION s•8.3.J aed the alrtest ef ihe ~nd.tank(s) (desc~e'din ~ ~
5ECT10N3,8.4), insfaN a test manifolc! In t~e open seryir,~• ..
il~ing on 6ofh the base and en@ tank(s). ;,,?J.~
,
3.6.3. AIR TEST OF BASE TANK'S PR1NlA'RY TS1Nr ~' '
3.A.3.1. Cannect fhe prESSUre sout~e to the te.st rrwn~u~d on the ,
...w~ n.r n a__~ renr mC~a t~h ~.. A-
p r1NUYr ulo }716~awv ,•••••~_•••-- -~ _•-- - : ...~ : : .,
• . i; f~ ~ . .,
3,8,3.3, Close the air~supptyValve on thetest~m~n{ioid~on.th~:
' beae tanK. Dlswnnectthe alr~upplylina. ~ . ' ` ~~' ~~
~ ~ ~., .•:,
~ •
V 1 •
" , .~d li
~ ,~ • , • ~ , t S'!l.~7L . t ;
' `' ' ' - ,. ~J:
t
neaessary.
and mamxays. WaiGh for aative
k, OhecK the resenrolr for
te, carefully release Ihe alr
by cpening tha air-supply velve,
riemoae the test manliolds.
tattk
. ~
ick ~he Interldr of~ihe lenk tor monito~ing
nof be any "
~ protectiya oavers in fhe service fitdnge
:~' '~~I~''GLNERAI, ~ . > ,
~.,:, ~~;~',Xerxestanks must,6e 1n'stalle~l using effher pea g~av~ or
''. `', ~orU'stjed sivne as bacEc~ll metetlal.
~0 -`
J.L',5.' • .
~ ~x~,fT~Ytc':' ~1!. ' . . . .
. ~3;'l~;~~~I~{ISC~ ~ , . ~.
~.~~e: t..if% ~ . . ~ .
Y •
it;Ft.~'~..::i•.. . .. , . .
) r
'S. ~a~ „: _ . . . , . .
.~
I ~u " • . • '~ ~~ -'; s~ `1 ~'`. ~ , , . . . . ~ 3 ~
` • , io~~'t~,`~,!:~~ :.~ t ,
. " • • ~s,+J~;;;tiri'~ .'"'~ ~Y~
•,., (~,'W' .~;r,.1;j, r,,R~•.: _:.,.
~ f , . ~ .. • ..' . ; :
. ,.. ,.~S~jrE~;i;:,• . .
~' 4.1,2, Using other than appfoved bedding and beoMiil matedala ~ 4,1.4, ~of additlonal lnforma~an, referto the Xe~xes donument, ~2 tp0~'~i~E
' 1 wfthout priarwr1~en authorizatioh from Xerzes will voi~ ihe tanlt Flbelglass;Ta~k Backfill Ouidelines, g inohes of a
' yvam'anly. ::r1 ' ~~~;:~.~~.:. . 8ufflclentor
d,1.5. If.m~~!al tivhloh meets these spedflcatlons Is not System m~
i° ~"'~ ava(lable;'wc91iibct tecltnloal support atXerxes Minneapolls fdr
, ~ waR~ING ~'~~ IniarmaUon on altemata materials and U~e procass for approvel.
Use of unapproved bac/dru maPeriel cauld cause tank ~ ~• .
~allure and rasultln deaHr orserfous tnf ury. ~,,~ ,• ~~~
~~., ~~, ,,y.~•. .. , .
4.1.3,Approved backfill mBterial must meet #he following:spebifl;, ' ' . ~ .~~. ^ ~ ; ~ ' {IIrARN1WG ~
cafbns; • . ~ : „,,. .:~ ° ` ' .
' ~ °,,f.c.:,:;_,.. Fo/lo~'r~1SHA'1'egtilatlon~~~nkexcavatlono.Colfapseof
,..
4.1.3,1. 7rie matedel is washed, ftee-tlowing,, and fib:e'of Ice, °';,~` ~"~ excevo~l~rn;walfs cou~dreaUft fn de~th O~se~laus InJury.
snowend debrls. . . . . ,;~s.~;,~.er;;~ ;~ : ,:.. , ,
• 6,1. GEt~1Ed~,11,._; :,,; ~~~ 3e
; 4.1,3,2, The material.~onforms to the specifrs~atlon oFA57M ;,:,,;i ,.~, 6.1.1..7ho:Installing ;conhaCtor must take all precautions ~1
C,93, par. 9.1, slza numbers 6 through 8 af 1'able 2, ' . ~ecess~ry~l,d.protect employees worffcing fn or ne~r a lank
4.1.3.3, When uaing.p.ea grav~i, the ecEal Is to.be.a.mi~ of: ~~•'' , excavation. T(iese proc~tuUans should indude, butara not
~ ~ 'ii.mite6~~~~J'e~ailowlp9,~- ._:.. _ -
rounded par~des, slzes baRween 1/Blnch end 3141nch: (Sae ; ~-~.,~;~;~~u~4...•~:,i~ :s~~` ...
F,~GURE9-1.) ~ : ~ ~ 5,1.1.1;?~ni~ie~end; protect any utility Installadons nea~ the
. ,: ;..: exca~'~ati"dh;d~f~ire~apeningttieaxcavadon. ~
, i'Y ~.:~g•~i.,~~9, ~r.hi;,.::rS'-'. ,.: . .
' ~ ~M~ . ... ~' `5:~~.1!~':l~ec~i~e`'~ie walls ot the excavation. ~ Note
' ~ Ur n .:. ~ ~ ' ! `' .. . . ' .
~ „~ ;5'~,a~ ~~~~ev's,n;;.~eicposkra~af ompEqyeqs to h~zaiYlous ftlntes
5 •~ '; .r c, ~ ;"%~.4~~Y~a _'i`, , ~o~t ihP excava~on. . . .. ~. . .
~:
~q 'S•1:1.4;~Prolect~em~loys~siromha~ardsas~odntedwlthweter 5.1~~{,~.
. i ,- . .. . U.~.i. c9~~1~:'i'r ' ~UI Q
~i.; . `• acctimiS'ffaiian~irttFie'~~~k~svatbn,
, ;;;: :i. .;;' , ... ~,3't•i?Ydi~'p;ia1;~~7i;~~4,~3:. ;. .. ,. c diamett
~~~~~ 6;9.1; 5:Cr~ ~~ r'e~t;:barrio~ides, etc., to prevent unauBtorized vehlcla dlameU
~ '' nr•ped',e„'~(an~trsf~c. ~ ' , esp~p
~_.~ . ~ .. ~ ... . . ;
'. ~~ a~ ~. i.;)~ t' ~~:•-~.~1. ,. ' = OY6ib~
.~.~,1::..., ~,•'~',:".'..'..:~,. ..
FIGURE 44 ~ %%~ • 5:1'41§6'xPh'.9~iect;~~a m(ni~num af onc~e a day, the excavat(on and be prc
~ ''' .. .. .~
; .. 'su^roGi~d~grai~a;..';'; ~ .
~,1.3,A, When using aushed stone, fhe material is to be a~mix of . Y~:~'~'"' '"~r, `~f:'«'::;:.: ; ..
~ ' S.'i 2~~~Fhr;adtlitional~info.rmatian on excavation, trenching and
angule~ pa~ides, s¢es between 118 inch and 1/2 inch. (v;ee y~,~ng1~~~~;p~~~p~ consult OSHA's Standard, PArt 1926,
fIGURE~2,J ,,~' ~, ~_, ... Siibp~'~c!~'(~ccavafinl~~),~,50=fi52; and''Fall Pratectfon Rules
an'd Reg'ul2~loris.' `
. i~' .~ i.`z~..~..:'tt 1;':.... ~~ 1 ~
+n~ ,~ iJ~ ; ,6,1.3. The,minl~num depth 6f the excavaHon fs nortne~y !
--• ~ ~'~' a~ ~ . ;'det~ir~I,~je~rS:~j,,~~the~'p'Peser(~e~a~'absencsafgiauridwatarandthe '
!
, r"~ . ~ t • t. a
.:: :. :....:.:.: q'r~eh~e;cSr a6Eerice.vt traffl~,at the slte, These dimenslons are
' ;1 s . .:criCcal to:t~.e su '~ s(ul Ipstetla6onbta mnKenc! are often :
• ~ }r-~ i Y; ~~:- .. i
' ~ .~' l6,~~11 ~p~!d,bYi,co ~~e:' ;. - ~
A~ ~i~ilu::.lf. a~~f . I~ ~~ • ~. , .
, •d . h . . .. .~ ~ :./~!~¢SI'~l I t;i ~'.n~ ~: - ~. . .
' ~5:1.4.. ~or.~;d~ihpnal; requirements and specificatians, referto j
, , , r,.,.,,, t•,
: ' ~fa' er~~,~s~a' n"t~lor~af codes; N~PA3U, 90A and 31; AP~ Rp !
~ ;1~~~:; 7~?'~I';~A~~i~, ~t~~i FlOURE 5-f end ~IQURE b-2. i
. ~, ,...
.. . . . .. :~`•~'{~ ~4. ~~,; . ` , i .,,'
' ~5 i,>~;;lYi~;al) ~a5e5: tii~`~deplhs ot oovergNen in b.1,6.1. and
,,. I
FIGURE 42 ~~ ~' Jri ~`'ij~:~~ are rrflntmums. ~
~ - ~ .~•.: ~ ., : . .~ .
. ~:.~
. - , '. ~:.,t>,~', a:;~:,...s,,`~:-.: :. ~.• .
~ ~7 ~ ~.1~;G:.1: fatik~~',`si~bJect~d'~O i~affic loads.(H~201oads) must have
4.9.3.5. Na more fhan 6°~ roy weight) otthe matedal m~y p&9s ti1' ~: ~ v M,~ ~'4,,~, •.. ~,, , a
caJ~e„d~~~~i;of;at,~e~st 36 ir~cttes of beokHll.'(k8 (nches for
ihrough a #8 steve. . '1 ~: ~• • ~ ~1•~ y ~N •-- , .
~-, '12-t~ot.~~ic~hiete~ tanlis7, or 18 inch:s of backfifl ~36 inches for
~ 4•1.3,6, It is ~aCVmmended thatihe melerials suppliarcertiftes~~ .~•~ I1;;~,;:1~:.;~:~ ,
~hatf~e melerial catforms to ASTM G33 and eny other ~ ,1 . ~, '~ ~~ ~r,;~ '. .~ , :.. - _ . ~
aRNllcablespeclflcaQons. ' , _ ~ '~^~, ,;~:~~i~,.,,;r:; .-~_ . ~• .. . . , .
- ; il • .i . ~t.~
~\~ , .' . :iA ~:~~Jd~: . _ . , c
. • J ; 4~~,t, J%. .
~ ~ ~ j r I:.;'~.,~:'.~ ~~ ^.v':' ' •~ '
:,~~ .
~ '~~ ~'F9~?.+~ x • _ • ~ '
~ R •r~;_~d ~ ~ ;;,
; _, ,
• ~. •. ..:~:~y~` n~ •:. ' ,
~ . . I~~ ~'~~~: i.?..~ .~, .
..' ~ ~~~~ 14s~.:. ',~~ 'l .- . i
. , ~ ;~~~' , y ?;,"a~",, r~;.. .., ~ -
~.
-. ~ , ~.,:a~t. r:, ,,,
. t ' •
~ . .. .u:~
i~, ' I` ` '
' ~; , . . Y . ;.f Y
, .` , CAUTION
~ po not adriks 9te tank wHh tho probe a ta~k damage-mey
rasult ~ . ~ '
.;`~ ::f:r.
..1.'~,`7s'u~d+l~~ !,j'
~!+~ + ~t. : « .. , :
~., -i I'f. ;! '
~ nr . ~
6'~ ~~4, Omit Polnt 8~.2.8.
x` ~'~' 1 '~,:• ~... : ~ . , .
~' :.,,. .
r . '.S; .,.~,..
: ~ ~;~ •~k. 4 ' .
~ a,~. ',
;,;t,:
.~ ;fe
yil 'Y! ~~i.fi
: r. :~"rt',
., ..
,t 4 .
..: c•~ r .Il i: ~ r.'14j:~ rri.
~~C•
~., : FIGUR~ 8•3 .
i",~
ti~~
-• - ~FIOUREB-1 ~ .~.- ~ ,. . .. : ~ .. • .
.. .~. ~... . j
•:~~~^:;t ~
Wrong . ,
- ,_ ~ .
II ~IIII ~i ' "
lilfl= ;~ ~`~~.
in u- iit.n ;
- - _ ( - `. . .. ~r: `;
Il-lilll--11111=11 =1 ~' ' ~
.,~
FIGl1RE 8-2 " , ~~ +.
A.2.11. Repeat Pofnt 8.2.1D, wilh a s9cotid 12-fncH:11(t~;ji
. .. .. . . . .. . .
-~ ,,
8.212After the second lift of material fias been ~laced.and ~ ~~
worked unde~ihe tank, bringihe backfli to the top -f t~e.tank. .
8.3.WET~l10L~ INS7ALLA710N. . ~''', ,~: ~.~-~ ~ ~
B.3.1, FoBow the dryfiole instalfaGon_prbced~r~~~lfh_ihe . i
followGtg modillca~cns: ' , . ': ~:;~' ~'; . ~ .
.. ,. ~~,:, .~: . ~
8.3,1.1. Befaro parforming Polnt 8,2,1, of the~~ry' •hole msfalla- j F~~
~1~' 1~1.~ ~___""~~~~~ _fLL~ I~a~~'1 Jf.......i.:.:.ttG.. L...1. ~ :
t minfmum depfh spectfied NJ
n•Menuef. • . . - _" . . .
tank once:bac~ll is even yrith the
orhave
pors. The
handiing.
a
~ .. . ,
' :d~maga,tiC.4vrfed durin~ i~stailetinn. .
'
'
~
~ "
8.2,1. uf ihe dry•hole fn9t911a•
B.3.1.2. Before perfortnfig Point
lio~t, pump the wpter frot~ the holC anrl~niinue pur~pfn~ to ~
•••,~
. ~:
•,
.~
,~ N:~;;~F Il~~v, tfi~.procedure Tn SECI"/~N 8, soaping a11 ex~~oovd
~
meirrtain minimum water lavel during tank installatlon. .
~ ~ ~~~s~o
f~e:t~nk and ell fittings, and monitoring fhe pte4sw'e for
,', : ,
~~~gLhour„~'~,,~
8.3.1.3. Dudn9 Polnf 8,22 of fhe dry-hole"inst~llation; whijn ; ,
•
~ ~
,
, , . . ` .
. .
setBng and levelln9lhe fank, par~ally baAast ~1e tank urihl il.' ; , ~
~ , .
'~9.~~d: (lpreftilf5~~flave the prossure (n tlie tanK. Remove t~e
settlesflrm(y on the prepared bad. i'he ballast level In the iank .:~quickrdisconn~ct essembly from dry dou5lawall tenks.
mustneverexceed thewsterlevel Inthe.hde bymorelhan 1~Oat ,
und1 the bad~ll re~ches ~he top of the laok (Sec FlG17R~ 8~3.J ',
.
~ ~;. ,,
3`~'" -` ``; '` ~
~~,~~~x~~1~ i:'iay.: . . ,
,
. ~ ~;i:dGh, ~~ : ~t~,::'`
,. ... ..i!~ . l;tr.~~'ti~.. ,.::.~ ' . . ~
~
' " . . .. ~. ~.r( i$
'i
~ .
' i9i''~:.~;ci~),,•~c • ., .
p AJif ;. ~;! , : .
1'NI, -
'
J
:i
:
,
, , . .. .,
.....
i
, ~ • ~'
. .. ..
~
. . .
t
(
:
.
._
r
~a t~a.~~ ~,.. ; .
J~ III:'{:~
•
.
.
. . . ,. ~. . ~s
' f;E~~ ~.~:: ~ ,. • ~ ~ : ~ r :
~ ~~'r~~j ~a,:-. ~ , .
. „ , . .. ~ .
`~, • , , ~~~~~: ,. ~~-~ .. .. . '
~-
i
i .
~ ~..
~ ~
, , . . . . H~~ ~~~ ,~--~' :~ .. ,
,. .... ~
, ~ _ • ;~ , ~ ~ ~;x ~
r ,, "~^t: ,-:~'•. ;l J •
~ ~
~~• ~ ~ ~ ~
8.7,t.4. The foQowinp rnsthod is shown In FIGUR~ 6-D; •.:;~ I
,~~ ~ toop a wire rope around tha deadmen at each 1cKauon tl~ak cor• '~~~ ~~- Do noi
,; respo n d s t n ea c h d b m a l i c e d w i l fi i h e a rt rn v h e a d s y m h o G s I-! ,: ;-._. ~ r e s u l i
~ sscure the termfnetlon o1 the wlre rope (See SECTION 6.5. ~ ;
forsuggesiedmethodJ; ~ '~ •
~ lower each deadman to the bottom of the excavaUon using ,. '
thewlre rope; 8.1. G~NERAL,,
~ center each hdd~d~wn shap on eaeh r1b marked~wiih tho ~ 8.1.1~;,1']se.onfy,apprvi~ed backktfll materiel. (See SECr10N 4 J
arcowhead symbols -~ ; . . :'~ar,' "~ ,~,' . ,~ . . ~ ~
p p p 8.1.2 ~6 not mlx appbved~material wllh sand ar in ~Itu soil,
• bring 1he I(ve end of each wire ro e u to the to of the fqnk. ~ `~; `' d'°''`" ~° '
eteachmerked8b; ,. .;;'~::~ .,.:..:.~_._. ~;~.:.ti"-i;r,;.;:., ... :
~ take the slaak out of eaeh wire rope and spllce fhe`1erMine- 8.1.3. Do rto! use in s~tu ~soil as backflll mated&1.
Uon of the wire ropes on tnp of the tank (See'SECTION 6:b J. ., t~" ' f"°' `'' ~~
., - 8.1.4.A11~~~caveted fn eifu soi{ must b~ replacact with approved
. . , materi~l;~; „~
. .. . ~ 8.2:,QFY i~oLE (IJSTALI.ATiOM _ ._ -
. . . . .. ..f6;2":'l ~~r~li~re a siudoih•Iev~l.bed, ~Z lndies thldc~ of ~pproved •-
' , • . `•baekiil;le';moterrai, - ~ . . . '
. . .'r t?:~u~:~~lrr~l.~°~~:~r?:~':;~Y' •~0•': . ~• ' '
~ -~s2~2~p~46)ejro~SEGTiON-2.~.3, regarding the use of ~fling lugs
„to NbJs'l:me`~enkwhgn unloading and fnstalling iE
~ ~ , :~:, t`~i~ r~~~;r ~^,.';~,:• ~,., . , ~ .. ~ ,' f
8,2;3, Place the tank or tanks onto the bed, Do not set Xerxea
t~ienks ~~ra~!"Y,'~~'.~ a concrete slab, on C~mbers orcradles, or
FIGURE~•e ' '...., , _~~,~~ ~,~,~..,, ~ ~ ~ , . !
. ~ _, . ~
:~ ~ ~
~~: .. . . ~
?.9.OENERAL • . I.:
7.1.1. If 1he tank has a bottam sump nr fldln9, ha{cs extra ceia ~, i
~-,^) ihatthalankdoesnotrestorroQon•lhe~botfomsumporfi~ng; ~ ,
pdor to inshallafion. , ' .~
7.7_2. During InstEllotloli, pro~lde a clear al'e8 (n`th~~bacMlll. ;~; . , ••;
bedding so that the tank resis on lhe badcfill bedding; and the ~:~ ;,
sump or bottom frtling ls dear. n
; :, ; 3
7.1.8. After setting the tank, tu- end tamp tha resulNng 4ot~~liy •~
using hand taols before continuing the backfillinA• ;:~', ~, • .
~
~
if ~anks rnay~~ accuracy of Xerxes callbra~on ~
~~ . @
~~Grall tanK ~s sloped, the monlinr should be at F
,. ~1 ~c . .
~
pps~qf the.ribs lo estsbfish longitudinal level. '
~
uo not use a~rprc~suro ~ ces~ ~nns u,a~ ~~~,~~~~ .,, „~~.,, +
oantalrtedfl&mmabfeorcombusEiblelrqu(dsorvapor~~'l~e, " : }-r: ;: r~ ~::-u.-•~ ;,~ :- •._-- :
, ~rp~~;jonj,er~bughtoreflchBer
fuel and alrmixtulQooufd exptode ~ndreause death or ~~• ~m~`E~!E!,u~~o~;1t~e iank body ar
'
seriouslr~jur~ci`ankasbouldbeairtestedbeiefgbnllasting.' ;
. .. ~ • ppo~ed,~th~t;is,.solhereaz~
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F1GUR~8•2)
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~~'8
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.
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+
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:~If .~~~ 4.q~},• '~" . . .
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~ , Y~
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~~
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.
. ~, .. .. .... ;~ .~~it~J~;.. . ......~ _ . .... ;.
ti.. .
taldng diametar
ment as Initiel Intemal
cklist, Sectlon 4_
the'enariartng hardware at
red 6aai~'ill materfal avenfy
hole orthe top of sn
~ b'y using a nonmetel
' ,^' , . r
~ ~
., ,
B a c kfi i 1 f G u i d e~~l i~~ri~~ ~
1$e baclc~ll matcxlnl surround~ng dn nndctg~'o~uid'ctiorag~
proper cank inseallarion. Th~s documcnt glr~~s p,uidellnes f
fiIl matecigl. ~ . ~ . . : . ~ :
Materials fihat meet Xerxes' specifications for k
Coa~e aggre$aic ia a toehnical serm for the maicri~I (P~ gmvel and ~
~___„ mccKS Xer~es baclcf~ll size requircmenrs.lhe Amex~can Sociery for~a
~~(ASTIvn and The American Associarion of Srase.Hi~hway Transpor~
'I'p) ~,a~e spesificarions for seandazd sizcs of' coarse aggrcgate. T'he ta
give ~e ssundard sizes of coarsc aggregace rhat iacat 3terxad backfill r
'I`he fo~lowing descriprions afpea g~,~vel nnd;er,~sl~ed~~stione ara talcen
Xetzes Inscalluian Manual. ~ , .
Pea Gravel - -~ . ... ~.~ :~~.~;:. .~.,: ,.,.,~~
'When uaing pea gravel, tlie,muerial is~co'be a-s,siz a~~raund~
g~.rn1 mucc coaform co che spcancatione'of-AS•'.~M;'C•3~; pa
C'_ )
~'~. ~
Crushed Stone ~ ~ ~~~'r"~~''S j"`
When using aushai ston~e, rhe maccrial is io~ l~ r"mncb~ar(g~i
. _ .z ~ .~ _~. ...
Table 2 on o~hci' side o~ c~tis documcnc fo'i:mar~=irifdrii
. ~~ .. ..~. ~
, ~ ~~ 1 << , ~..,:?tc.:: r~• . +.
Snme maceriul suppliers mny produc~,maicriaLs)rhai:~ tnee~ h~eciccs'
gate aizc numben 1'l~c sapplier ehould ~be ~b~~o p1ovide a spccifl
speeiHeauon for ~e marerial is not avxilablP;~~s inde~pnden~.cesc
ple of ~c backAll macc~al iccording ~o ~G~3,G.sp~eai~cat~~
~ .:.._
compzredagainstXences siurequirgmenrs;fio~.che.~e~,~raXe~.or•;~
. . .i ._~}Y~''v~~J~ S.~Y°v~;;r;L•k~~~,
A,xfedier impomint cheracterisdc.af gnod baekE'ilI,qiace~ua ~is liard
have no probleras meeriag the hardneae rnquirernrass. Mazerials li:
fll bccause chey btcak down over umc, '- '.i °~•.~ `, "•~~
• . .:.I~:: '.::t_vj;~3~ib;
. ~ . ,; ~~ ! ~ . ~
. .. ,::5~! >~ Ii ,~V :.: ~
/.i ~ • ~i
~ t.,._. 71 ~•ci:.,t.~ ~~a SC
h ..~~'t'. ~ ~
:`,.i~~:,;,,;. ~ ~ ~~,.
;f::~~iiyµ.~-C~~~ ~ T•~ . . . • .. ' .
4;1~ ~ ~ .~~ ~
;,,~t~,~ :'.:~i ~ , ~ . ~ .
' ~~~~~ft":;~~` ~
~•,~ ~~u'. ~a ; "=t''
••~ ~~~~
~
"~~+~ j~~'.: .. • ' COR~P'OR~-TION
',;. ~~; ~i'e,,.;,,. . . .
,.5:;~1,~~,>>~.~aw., , . ~ :
• • _ -,~,r .
..;~,;~ iiE~~ ~ . ~ :t ~ <'3
.:.,,
~ ' ~ tt~
:;~ i~: ~'^..: . . ~ .
i
~~'~S''~~ Cl~lf1C~'pLtFC 0~.8 _ .%al~`:M~~~ ti;a ~~
, ~.
~. ' i
clen~if ed by a'srandard coarsc aggrc•
ze or gcad~rion al• ~lic mataeinl. If a
a ~ieve analysis performed on a sam-
iaierial sPccificauon can then be
..~d ~o wa~cr o~ Idads. Most meterial6
~` or shale'sho~ild nor be used zs bsclo-
;~
• i
: u'L/u'Li'LUUtl 16:'JS rAA 't~3 bst ala'I LTicxson mc~overn
f . . :t „
~ ~ _ ~ ~ ) f . .. ~ , .~. ,.)1. ~.l :;:
l . . .. ~ ~ . ~ i
~ ~ . , • ' ::,'`,,:•,. ..{: .e...,. .''...,~1~ f ;~ .
I •r ~ (_'
These tables idcntify standacd sirrs of coarJC ng~gate chat:mcec ~.,. "~'hese;percertcage
Xentes' apecificauons for pca gcavel (Table 1)'and'crusked'scone'-~ '~ rion or gradatibt~
~-~ ('1'abl~ 2). Each [able idendfies atandazd e,~gye si~ea used,;zo~gr~tdt ~ xize,nuinber',~G;of
, aggreg~a~e matarial. Fvr rach aggcegau siza, t}xe ;tknoiibt o~mate~ ~~' ~(mess~irea 1iy'wei
riaI fiaer thnt~ each laboramry sieve (squvre openings) is giyen 1~~:•; ::with ag~rig~ `i 4L
ptrcenragc of the toral weighc of chc sample. ~' „ s~mple~ (measur~c
' ~ . ., ' ::'v°~~~;J"`1•J_.:,~i...7i''T,`1,.:::~~~1;
.a
. .. . , .~.,..7?'.`~V":~).' , . Sl~~iry~;:;:Cll~~....,
. ~,. ~..,
Table 1 Standard Sizes of Coarse Aqqre~I7te' Meeiin~;~e;~rXes
C~
Nvte: 1. Sraadard sizes of co:use agy~gate pet AS'~'M D-~4~R; ti1.STM G33 ;uid AASHl0~1GI•+~3. !'
.. ,: i. ;~' , ; , . . , . ... . . ~, • k: .
" a .. ., . - ;,t<. ' " '.
i. ~ ' :4.~ •~'~ .
. . . . i ... ......., -- ' . _ r.~~_ , id . 1_ .
~ ,.: ,•(,~ _ ' ...... • ..!-:.t{+':<„.;i;. , ~ ,~' .
j'A.,..,...y /'.. '-L~, ~ i
Table Z Standard Sizes ~f Course.~Ay,~r~g~te ~ Meet~r~g. XQrXes :~~rushed
7
Grade
Number
8
-~ JO~ -111192' 1[/J V1V/ U1V
of nc~ pamc[e siu disaibw
:b>ate si2e. ~ith a~att
plc. ZO-55Wo of che sample
ough a 1/~inch slewe. And,
icd scone, 0-15% ofthe
Pass through a No. 4 eieve.
Pea= Gravel Specifications
Amount of material passing' throfigh ~ach lab'o'ra't'ory sieve~ given as percentage of total weight.
. ..
~ ---
6 100d/o ..
90-100% _.: , . ,. .,,. : •., :
~0=55%a'' 0-15% 0-5% --
:• > :
: ,• ,.
, ... .\'`7i':. ~ '
Grade 67 ' 100% •g0-100~/0'~ t:` ' -;=r:"~,~4 ~. ~Z0-55% 0=90% 0-5%
-A111m~1er.... . .~. T _ ~•.~ i
u~.:~; ,r: -
.
• • .. .i`~L.'!1.. T
Jw..i. ..~"i.)C7~{,~. .
~ _
1•' . . .- ~
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. •
-• -
'-' -
• -•
~ -- ~ : ~oo%:,,..., ~a.~ao~~~;~,-. .
:.~o-~o~io
- o-Y~~~o a5~~o
.
~ ::~.~.~^ ,.; , ~.
°.~w irc3r','~ ~;
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°t ~: ~, .:,~~t!Sa'~,litialici i°:?~7,` . . • .
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f .
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` ,4 't~t~
$12ve SIZe 1 InCh 3I4 inch~" "~~ "'`~2'intfi~~""~
' ,-~'~~5~ inch~
' 0.187~ in~h 0.094 inch
25.0 mm 19,U.mm '
,
~ •1~.5 mm
: 9.5 mm 4.75 mm 2.36 mm
.,,,
~
~ ~ _,
,.~
" ~;~~ No. 4 No. 8
l
. - -
- - . ----..
Si~ve Size
Stone Specifications
. . ,. _ . :__,,_; _, T
Amount of material p~ssing tfirou~h each~la6ofa~o,fy~sleve~giv~n as percentage of totaf weight.
' ~N~~
' %~ `!~o ~~`i'' .~~9Qe~0% ' f !40
7Q°~ 0-15% 0-54/
, ,
' .
`J'I
1~ (.'t':~iF.~f:~(~~' I
(~ I~t,,~,
'f~Hj~i~l}f~~~C,a~.
' -
_ i "1 ~
l
: .
-
~ 0
,
~
- .
' ~ :_ t,~,F~; ~ ;:.
, ... . .. ..__~,a ,
~ _, '
. .
~ ~ ;~,:::~x;;;.;
:' A
.;_...:~....:... . .
a ~~+ `` :
"~ 100 ./o -.•.i,._:.~
..,_-~' ,l ~~
,. ', ~
0. .
.. .. ,. ~~4100: /a I
~ O
10-30 %
0
0-10 /a
`; ,..~.-,- _~ ;_..,
'r,
~
~
, _~
~~%
' ~ ~
-
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- -- - - . _- `•~;~
, {: . .,(;~+~ {,''';~'~ ~ i :
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.
1 Inch ~, •~ ~l4'anch, ;s, ; ,
1~~,~„ ~.1~-)ncfit;~~;, ;~ ~ 3/8; inch ~ . 0.7 87.Inch 0.094 inch
~ ZS~a mm • •• .
- ~ -19.0.mm-
~~ . .. .1.Z.5 ~ipi;:,~ .~}
\
-
~ ~ ~ ~ • ..9.5 mm .
•
- 4.75 mm
No
4 2.36 mm
No
8
' .. . ~ ...
~ c~:l` !;~il
~Ja
~ ;~.. „ , .
, N,
eos:sc a~:eea~e ocrAS TM IJ-~B; Aj"1`JYi ~-33 ~d:'~?S~I=O jv( 4~. '
, , ..''''~,^y',Yr•~- ~ . ,y`~,j {;( ~/o•, ~ :.. • ; •
~ ~.1, ~. ~+~I . .s4~ ~f~+ ~, ~~ '
~ ~ • ~ ' '`S , , ' j:~~ f', i6•:• n . s ' ' •
~?~~r~~ {- ",~1~t~a~~ '"1.~ 'i,~e
,.~~. i4 .„:. w..~~]~ r~ ' :~'9::.
~ m 2D04 Xences Corporation ~ ~ : :``~ ; .._ , '~ , '" 4~~ ~ . _, ' , , ;
;~:~ : i~: .
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. , .~ l ~ dS .. _: i;.!:i.f ~ ~ ~ ~ ...I• ~ ~ .i ~
BG01 /OQPP
Ba~kfill Guidelines
The backfill macerial surrounding an underground storage ranlc
(UST) is a critical part of a propcr cank installacion. This document
gives guidelines for choosing the besc marerial ro use when ins[alling
Xerxes fiberglass tanl:s. The ?Cerxes Installacion Manual and
Operating Guidelines (Installation Manual) specilies thac pca gravel
or crushed stone be used as backtill material.
Materials that meet Xerxes'
specifications for backfill material
Coarse aggregate is a technical term for the marerial (pea ~ravel and
crushed stone) that meeGS Xerxes' backfil) si•r.e requiremenrs.'I'he
American Sociery for Testing and Materials (AST~~O and The
American Association of State High~vaS~ Transpor~ation Officials
(AASHTO) have specifications for standard sizes of coarse aggregate.
The tables in this document givc ~he s~andard sizes of coarse aggre-
gate that meet Xerxes' backfill material specifica~ions. The following
descripcions of pea gravel and crushed scone are ~aken directly from
the Xerxes Installarion Manual.
Pea Gravel
When using pea gravel, die material is to be a mix of rounded parcicles, sizes beRVrrn 1!S inc!. .~:~d 3/4 inch. "f'he pea
gravel tnust conform to die specifuations of ASTM C-33, paragraph 9.1, sizes C, (i7 or ,. A~, n~ure than 5% (by wei~;ht)
of dte backfill may pass ~hrough a#8 sieve. ~I'he macerial is to be wa~shed, free-flowing, an~i I ~~, of ice, snow and debris.
See Table 1 on ocher side of dlis document tor more information.
Crushed Stone
When using crushed stone, the matcrial is to be a mis of angular particles, siz~ benvecn 1/8 inch :~n~i I/2 inch. The cruslied
stone musc conform to dte specifica~ions of ASTM C;-i.3, para~aph 9.1, sizes 7 or 8. No marc rl;.~ ~~ ~';o (by weight) of the
backfill may pass through a#b sicve. The material is ro be w~ashed, free-flo~;~ing, and ficc c,f i;c, snow and dcbris. See
Table 2 on other side of this documcnt for more information.
Some material suppliers may produce macerials chac meet Xerxes' requiremencc buc are no~ iden~iFied by a standard coarse aggre-
gate size number. The supplier should be able to provide a specification that identifies the size or ~rad:~rion of the material. IFa
specification for the material is not available, an incfependent tescing laboratory can provide a sieve an:~lvsis perfonned on a sam-
ple of the backfill macerial according co ASTM Gl3( specifications. The sieve analysis or mare~ ia: ,;, . ihcation can d~en be
compared against Xences' size requiremencs for che pea gravel or crushed srone.
Another important characeeristic of good bacl:fill ma~erial is hardness or stabilit}' when exposed cc~ ~v.i;: r or loads. Most materials
have no problems meeting the hardness requircmenr. ~~facerials like soft limescone, sandstone or shalc should not be used as
backfill because they break down over rime.
XERXES~
CORPORATION
7901 Xerxes Avenue South, Minneapolis, MN 55431-1288 ^(952) 887-1890 ^ Fax (952) 887-1b£3~ ^ www.xerxescorp.com
O 2004 Xerxes Corporation xbg 1~/04pp
. 1
These tables identify standard sizes of coarse aggreg:ire char
meet Xerxes' specificacions for pea gravel (Table 1) and
crushed stone (Table 2). Each taUle idenrities stand,ird sievc
sizes used to grade aggregate ma~erial. For each ag,~rrga~e
size, the amount of material finer chan each laborarory sieve
(square openings) is given as a percentage of the coc.~l ~veiglir
of the sample.
These percentages give an indica~ion of the partide size dis-
tribution or gradation «~ithin a gi, cn aggregare size. With
aggregate sizc number 6 of pea gr,rvcl, for example, 20-55%
of the sample (nteasured bv wci~htj should pass through a
I/2-inch sieve. And, with ag~regare size number 7 of crushed
stone, 0-15% of the sample (nieasured by weight) should
pass chrough a No. 4 sieve.
Tabie 1 Standard Sizes of Coarse Aggregate' Meeting Xerxes' Pea Gravel Specifications
Amount of mater
6 100%
Grade 67 100%
Number
7 -
Sieve Size 1 inch
25.0 mm
ial passing through each laboratory sieve given as percentage of total weight.
____ _-- .....-------- --- ...._._ _ _ _.----- -- --
1
90-100% 20-55% 0-15% 0-5% -
90-100% - 20-55% ::-10% 0-5%
100% ~ 90-100% ~ 40-70% ! 0-15% ~ 0-5%
~
3/4 inch 1/~ inch
19.0 mm 12.5 mm
-f=-t- +=F
3/8 inch ; 0.187 inch 0.094 inch
9.5 mm 4.75 mm 236 mm
~ No.4 No.8
NOte: 1. Standard si~xs of coarsc ag~;regate prr i1STh4 C>. i iS, AS1"M (:-33 and MSHTO I~4 43.
Table 2 Standard Sizes of Course AggregateZ Meeting Xerxes' Crushed Stone Specifications
Amount of material passing through each laboratory sieve gfven as pcrce ~.~ge of total weight.
7 - 100% 90-100% 40-70°/a ( 0-15% 0-5%
Grade ~ ~
-- '-- ' ;---
Number ; ~
8 - j - ~ 100% 85-100% ~ 10-30% 0-10%
~
~ ~,~ -
~
~
i
I ~
•
~
1 inch 3/4 inch ' 12 inch I 3/8 inch u.187 inch O.C 34 inch
Sieve Size 25.0 mrn 19.0 mm ~ 12.5 mm I 9.5 mm , ~tJS mm 2.36 mm
~ ~ ~ No.4 No.8
NOt2: 2. Standard si~xs of coarse aggreglte per ASTM C)-~i't8, ASTVE C-33 and AASHTO M 43.
For Single-Wall Fiberglass Undergound
Wa stewate r Ta n ks
~ This Wastewater Instailation Manuai and Operating Guidelines gives installation instructions
for the following single-wall tank applications: septic, recirculation, dosing and holding tanks.
For installation instructions for single-wall tanks used in other applications and for all double-wall tank, refer to the
Xerxes Instal lation Manual and Operating Guidelines For Single-Wall an d Double-Wall Fibergl ass Underground Storage Tanks.
~- ~ •
Section 1. Introduction ................................................ ........p.1 Section 10. Optional Postinstallation Testing............... ....p.11
1.1. Safety 10.1. General
1.2. General 10.2. Optional Hydrostafic Test
1.3. Definitions
Section 11. Ballasting ...................................................... ....p.12
Section 2. Preparation for Installation ....................... ........p.2 11.1. General
2.1. General
Section 12. Piping and Venting ....................................... ....p.12
Section 3. Preinstallation Inspection ......................... ........p.3 12.1. Intemal Piping
3.1. Inspection 12.2. External Piping
12.3. Venting Tank
Section 4. Optional Preinstallation Testing
(For Septic Tanks Factory-Equipped Section 13. Backfilling to Grade ..................................... ....p.13
for Pressure Testing) ................................. ........p.3 13.1. General
4.1. Before Testing the Tank
4.2. Testing the Tank Section 14. Deflection Measurements ............................ ...p.13
4.3. After Testing the Tank 14.1. General
14.2. Diameter Measurement without a Stan dpipe
Section 5. Backfill Material ........................................... .......p.4 14.3. Diameter Measurement uusth a Standpipe
5.1. General 14.4. Calculation and Comparison
Section 6. Excavation Parameters ............................. ........p.5 Section 15. Adding Tanks at Existing Locations.......... ....p.13
6.1. General 15.1. General
6.2. Burial Depth 15.2. Preferred Methotl
6.3. Tank Spacing 15.3. Altemate Method
6.4. Tank L.ocation - Nearby Structures
6.5. Geotextile Section 16. Operating Guidelines .................................... ...p.14
16.1. General
Section 7. Anchoring Tanks ........................................ ........p.7 16.2. Entering Tank
7.1. Deadmen
7.2. Xerxes Prefabricated Deadmen Section 17. Limited Warranties ........................................ ...p.14
7.3. Anchor Slab 17.1. General
7.4. Hold-down Strap
7.5. Hardware and Anchoring Points Section 18. Selected List of Supplemental Materials ... ...p.14
7.6. Man-Out-0f-Hole Anchoring 18.1. General
7.7. AltemateAnchoring Methods in
Wet-Hole Installations Section 19. Retaining Installation Manual ...................... ...p.14
19.1. General
Section 8. Bottom Fittings ............................................ .....p.10
8.1. General Addenda. Tank Installation Checklist ........................... ...p.15
Sank Handling Data ....................................... ...p.16
Section 9. lnstaltiation .................................................... .....p.10
9.1. General
9.2. Dry-Hole Installation
9.3. Wet-Hole Installation
, Read all instructions and operating guidelines before tank installation.
To Installer: Before tank installation, read Wastewater Installation Manual and Operating Guidelines.
After tank installation, give Wastewater Installation Manual and Operating Guidelines to owner.
To Owner: After tank installation, retain Wastewater Installation Manual and Operating Guidelines for future reference
10 operating guidelines.
1.1. SAFETY
1.1.1. Before beginning the tank installation, read through the entire
Wastewater Installation Manual and Operating Guidelines
(subsequently referred to as "Installation Manual"). It is the
responsibility of the owner, installer and operator to follow all
requirements contained in this Installa6on Manual and to comply
with all federal, state and local safety regulations that may apply to
tank installations and opera6ons.
1.1.2. No instructions or procetlures presented in this Installation
Manual should be interpreted so as to put at risk any person's
health or safety, or to harm any property or the environment.
1.1.3. The following definitions will serve as a guide when
reading the installation Manual:
Indicates a pofentially hazardous situation, which, if not
avoided, could resu/t in death or serious injury.
fndicates a pofentially hazardous sifuation, which, if nof
avoided, may resulf in minor or moderate injury.
A Caution without fi-e safety alert symbol indicafes a
potentially hazardous situafion, which, if not avoided, may
result in property damage.
1.1.4. Keep this Installation Manual available at the installation
site to refer to safety procedures as needed.
Follow OSHA regulations for tank excavations. Collapse of
excavation walls cou/d result in death or serious injury.
1.1.5. Worldng in and around excava6ons is dangerous. The
Occupa6onal Safety and Health Adminis~afion (OSHA) has spedfic
requirements that must be followed. Prior to beginning work at the
site, the installer shoultl obtain a copy of the following OSHA
standards: Part 1926, Subpa~t M(Fall Protection), 500-503; antl Part
1926, Subpart P(Excavations), 650-652. Copies of these standards
a~e avai4ab4e iree of charge at aS4iAs Web site: www.osha.gov.
1.1.6. Careless activity or operation of equipment can cause
death, serious personal injury or property damage.
1.2. GENERAL
1.2.1. It is important to follow the procedures and instructions in this
manual in order to safely and properly instail a Xerxes fiberglass
underground wastewater tank (subsequently referred to as "tank").
~.
Failure to follow these insbuctions will void the tank warranty and
may cause tank failure, serious personal injury or property damage.
1.2.2. The Xerxes warranty applie5 only to a tank installed
according to these instructions. Since Xerxes does not control
the parameters of any installation, Xerxes' sole responsibility in
any installation is that presented in our warranty.
1.2.3. It is the responsibility of the owner and operator to always
follow the operating guidelines set forth in Xences' applicable
warranty and SECTION 16 of this Installation Manual. A Xerxes
warranty is found in the product brochure or is available upon
request from the UST coordinator at the Xerxes plant nearest
you. It is the responsibility of the owner to retain thtis 4nstatifation
Manual for future reference to operating guidelines.
1.2.4. Use the Tank Installation Checklist (included in this manual)
for all tanks as the installation proceeds. Retain a copy of the
completed Tank Installation Checklist, and any correspondence,
certification, etc., related to the tank. ~ach tank requires a separate
Tank Installation Checklist. Consult your Xences representa6ve or
distributor if addi6onal Tank Installation Checklist forms are needed.
1.2.5. The tank owner should retain a copy of the Tank Installation
Checklist to facilitate any warranty claim. Xences recommends that
the installing contractor also keep a copy.
1.2.6. Comply with ail applicable regulations and standards, such as:
• federal, state and local construction, health, safety and
environmental codes; and
• industry standard practices.
1.2.7. For additional information, contact your state, county and city
storage-tank authorities, including health, fire or builtling departments,
and environmental agenaes. All work must be performed according
to standard industry practices and OSHA regula6ons.
1.2.8. Federal, state and local codes and regulations always
take precedence over a Xences requirement.
1.2.9. Xerxes must authorize - in writing and prior to tank
installation - any variation to, or deviation from, these
Installation Manual instructions.
1.2.10. All correspondence regarding variations must be
retained for any warranty claim to be valid.
1.2.11. If you have questions or encounter situations not
covered in this installation Manual, contact technical support at
Xerxes Minneapolis, 952-887-1890.
1.3. DEFINITIONS
1.3.1. For terms related to the Xences 5ingle-wall tanks covered
in this Installation Manual, see FIGURE 1-1. This drawing is for
purposes of terminology only.
2.1.3. When hoisting the tank, follow these instructions: (See
FIGURE 2-1 and ~fGURE 2-2.)
2.1.3.1. When the tank is not rotatetl (the tank is upright), use all
lifting lug(s) to unload and install the tank. (See FIGURE 2-2.)
FIGURE 1-1
2.1. GENERAL
2.1.1. Although Xerxes tanks are rugged, the tank owner andlor
tank owner's representative must take care so that the tank is
not dropped or damaged during delivery, unloading and
handling on the job site.
2.1.1.1. Before unloading the tank from the truck, tank owner
and/or tank owner's representative must make sure that all tools
or other items that may damage the tank during unloading are
removed from the trailer bed.
2.1.1.2. When unloading the tank from the truck, tank owner
and/or tank owner's representative must make sure that the tank
is secured in such a way that it does not roll off the truck.
~ WARNING
Do not allow driver to release straps securing the tank to the
truck until lifting equipmerrt (such as a crane) is secured fo the
tank's lifring lug(sJ. Failure to do so couid resu/t in death or
serious injury.
~ WARNING
Always chock the tank. The fank is heavy and has a/arge
surface area. The tank will roll on sloped surtaces and
cou/d be b/own abouf by the wind Movement of the tank
could result in death or serious injury.
2.1.2. Before ihe tank is unloaded or relocated on the job site (and
before preinstalia6on tesfing atjob site), tank owner and/or tank
owner's reptesenta6ve must complete the following steps:
2.1.2.1. Visually inspect the entire exterior surface of the tank to
make sure that no shippinq or handlinq damage has occurced.
Look particularly for holes, cracks or deep scrapes.
2.1.2.2. Sign the shipping papers accepting the tank as delivered.
2.1.2.3. Be sure that all equipment used to lift the tank is rated
to handle the load. Refer to the Tank Handling Data section at
the end of the Installation Manual to determine the weight of the
tank and to select the proper lifting equipment.
2.1.2.4. Select a solid, level area to piace the tank, and clear
that area of all rocks, trash and debris.
2.1.32. Some tanks are rotated on the truck for shipping
purposes. These tanks have extra lifting lug(s) to aid in the
loading/unloading process. (See FIGURE 2-2.)
2.1.3.2.1. To unload these tanks, use the lifting lugs that are
situated on top of the tank in its rotated position. To install the
tank, carefully rotate the tank to its upright position and then use
all lifting lugs situated on top of the tank in its uQright positioa.
JCC
~~ :
~:
,
FIGURE 2-1
FIGURE 2-2
2.1.3.3. Do not wrap chain or cable around the tank.
2.1.3.4. Use guy ropes to guide the tank when needed.
2.1.3.5. Do not roll the tank to move it.
2.1.3.6. When handling a tank with a bottom sump or fitting, always
take extra care so that the bottom sump or fitting is not damaged.
2.1.4. Whenever a tank is temporarily placed aboveground at
the site, chock it in place to prevent rolling. (See FIGURE 2-3.)
Tie the tank down if high winds are expected.
~OW115
Tank
FIGURE 2-3
3.1. INSPECTION
3.1.1. Xences tanks are inspected prior to shipment, but the tank
mtsst a4so be inspected at the site prior to installation in order to
verify the absence of shipping and handling damage.
3.1.2. 7horoughly inspect the outside of the tank for signs of
damage. Rotate or lift the tank to inspect the bottom of the tank.
~ WARNING
Always secure fhe tank before moving or lifting if. This is
commonly done by connecting a crane or backhoe to the lifting
lugs. Failure to do so could resu/t in deafh or serious injury.
~ WARNINCs
While moving or liffing fhe tank, do not position any parf of
your bady underneafh the taak. Tl~ss cauld resuff in deaih
orserious injury.
I CAUTION I
/f fhe fank is to be water tested, it must be supported by bac~ll
on al! sides to atleasf the spring line (middle) of fhe tank Failure
to do so may result in property damage. (See Section 90.)
3.1.3. If damage is detected, do not attempt repairs. Contact the
UST coordinator at the Xerxes plant nearest you. Telephone and
fax numbers are found on the back cover of this manual.
Note: This section applies only to septic tanks equipped at the
manufacturing facility for pressure testing. If you are instailing
any other Xerxes wastewater tank, proceed to Section 5.
4.1. BEFaRE TESTING THE TANK
4.1.1. Xences testable septic tanks are testetl prior to shipment,
but the tank may be retested at the site prior to installation in
order to verify the absence of shipping and handling damage.
4.1.2. The tester is responsible for verifying that all of the test
equipment is in good working condition, and is properly
configured and calibrated.
4.1.3. Construct a test manifold with two air-supply gauges as
shown in FIGURE 4-1. Each air-supply gauge must have a
maximum full-scale reading of 15 psig with 1/4-Ib. or 1110-Ib.
increments, and a pressure-relief device set at 6 psig.
f Air-Supply
Air-Supply Valve
Gauge Air-Supply
O O Gauge
~ Pressure-Relief
Device
FIGURE 4-1
4.1.4. During air tests, variation in tempe~ature could be a factor
for changes in gauge readings.
4.1.5. If the tank has threaded fittings, it is the installer's
responsibility to select a thread sealant that is compatible with
the product being stored. Some sealants cannot be used with
some products. Remove, clean and redope all factory-furnished
temporary plugs with appropriate thread sealant. Install
permanent plugs in all openings where piping will not be
installed.
4.1.6. When checking the tank for leaks during an air/soap test,
rotate the tank to check the bottom.
4.1.7. Befase ratatSng tne tank during an airtsoap tesi, place
protective material on the area on which the tank will be rotated.
Make sure ths area is flat and is free of large or sharp objects,
such as rocks, which may damage the tank.
4.1.8. Rotate the tank siowly and carefully to avoid developing
too much momentum. Momentum can grow because fittings on
top of the tank make it top heavy. Make sure the tank's fittings
and access openings never touch the ground. Do not rotate the
tank more than 120° from the initial starting point.
~ WARNING
Always secure fhe fank before moving or lifting it. This is
commonfy done by connecting a crane or backhoe to the
liffing lugs. Failure to do so could result in deafh or serious
injury.
~ WARNING
While moving or liffing the tank, do nof position any part of
your body undemeath fhe tank. This could result in death
or serious injury.
~ WARNING
Do not lift or hoist a tank under pressure. This could resulf
in death or serious injury.
4.1.9. If damage is detectetl, do not attempt repairs. Contact the
UST coordinator at the Xerxes plant nearest you. Telephone and
fax numbers are found on the back cover of this manual.
4.1.10. After installation and before backfilling to grade, tes4ng may
be repeated to verify that no damage has occurred during installation
~ WARNING
When the tank is under pressure, the access openings arsd/nr
fiftings may dislodge, or the tank could rupture and result in
death or serious injury. Before beginning the test, notify al!
people on the test sife to remain in a safe /ocation. ALWAYS
ATTEND TO THE TANK DURING THE TEST. Stand clear of
access openings, frtfings and tank ends during fhe test
~ WARNING
The maximum test pressure is 5 psig. Position fhe pressure
gauge so that the pressure readings can be clearly read at
all times. Failure to follow this warning cou/d resulf in deafh
r~vvr~c 4-t,/
~~x
5 psig
FIGURE 4-2
~ WARNING
The pressure-relief device or regulated air source must
be rafed at a maximum of 6 psig to reduce the risk of
overpressurizing the tank. Failure fo follow fhis warning
could result in deafh or serious injury.
4.2. TESTING THE TANK
4.2.1. Remove all temporary threaded fitting plugs.
4.2.2. Redope threaded fittings and install plugs in all threaded
openings, except one service fitting (needed for the test
manifold). Follow instructions in Point 4.1.5.
4.2.3. Instail the test manifold in the NPT threaded coupling of
the influent pipe. Use an NPT reducer bushing as necessary.
Connect the pressure source to the test manifold. See ~IGURE
4-1 and FlGURE 4-3.
Teslable
Access Riser
FIGURE 4-3
4.2.4. Pressurize the tank to 5 psig. Allow the pressure to
stabilize by atlding or removing air as necessary.
4.2.5. Close the air-supply valve on the test manifold. Disconnect
the air-supply line.
4.2.6. Soap the entire exterior of the tank, checking for leaks. (Follow
instruc6ons in Points 4.1.6. fhrough 4. 9.8., including Wamings
following 4.1.8.) Watch for active air bubbles, which indicate a leak.
Pay special attention to fittings and access openings.
4.2.7. Monitor the pressure for one hour.
4.2.8. When the test is complete, carefully release the air
pressure from the tank by opening the air-supply valve.
4.2.9. When airflow stops, remove the test manifold.
4. 3. AFTER TE5TING THE TANK
4.3.1. To put the tank in service, both the caps andlor threaded
coupling on each pipe end must be cut off. The domed cap inside
the access riser may need to be cut out.
Note: The tank can not be pressure tested after the
openyngs are cu1. Therefore, complete all tests before
cutting the openings.
4.3.2. If not needed, cut off the cap or threadetl coupling from each
pipe end so that service pipes can be added. Cut as close as
possible to the pipe cap or threaded coupling. See FIGURE 4-3.
Note: The testable access riser cap is designed to allow the
opening inside the testable access riser to have either an
internal flange or no flange at ail.
4.3.3. On the domed cap inside the testable access riser, mark a
circle to signify the area that needs to be cut out. See FIGURE 4-4.
Testable Access Riser
Access Opening
FIGURE 4-4
4.3.4. Drill a one-inch hole at the marked circle and inse~t the
blade of an approp~iate saw into the hole.
4.3.5. With the saw, cut out the domed cap of the testabie
access riser, leaving a minimum of 112 inch around the inside rim
of the access riser (two inches for an intemal flange).
;, . ~
5.1. GENERAL
5.1.1. Xences tanks must be installed using either pea gravel or
crushed stone as backfill material.
5.1.2. Using other than approved bedding and backfill materials
withnut ~rior ~t~itten authosization from Xerxes wiff void the iank
warranty.
CAUTION
Use of unapproved bac~ll material may cause tank failure,
or damage the tank or surrounding property.
5.1.3. Approved backfill material must meet the following specifi-
cations:
5.1.3.1. The material is washed, free-flowing, and free of ice,
snow antl debris.
5.1.3.2. When using pea gravel, the materiai is to be a mix of
rounded particles, sizes between 1/8 inch and 3/4 inch. (See
FIGURE 5-1.) The pea gravel must conform to the specifications
of ASTM C-33, paragraph 9.1, sizes 6, 67 or 7.
5.1.3.3. When using aushed stone, the material is to be a mix of
angular particles, sizes between 1/8 inch and 1/2 inch. (See FIGURE
5-2.) The crushed stone must conform to the speafications ofASTM
C-33, paragraph 9.1, sizes 7 or 8.
r t~s
~
~a~-
t
FIGURE 5-1
~ in•
'1 ~ ~. ~ra•
~
FIGURE 5-2
5.1.3.4. No more than 5% (by weight) of the material may pass
through a #8 sieve.
5.1.3.5. It is recommended that the materials supplier certifies
that the material conforms to ASTM C-33 and any other
applicable specifications.
5.1.4. For additional information, refer to the Xerxes document
Backfill Guidelines.
5.1.5. lfi material which meets these specifications is not
available, contact technical support at Xe~xes Minneapolis for
information on alternate materials and the process for approval.
~ ~ ~ ~
~ WARNING
Follow OSHA regulations for tank excavafions. Collapse of
excavation walls could result in death or serious injury.
6.1. GENERAL
6.1.1. The installing contractor must take all precau6ons necessary
to protect employees working in or near a tank excavation. These
precautions should indude, but are not limited to the following:
6.1.1.1. Locate and protect any utility installations near fhe
excavation before opening the excavation.
6.1.1.3. Prevent exposure of employees to hazardous fumes
from the excavation.
6.1.1.4. Protect employees from hazards associated with water
accumulation in the excavat"son.
6.1.1.5. Erect barricades, etc., to prevent unauthorized vehicle
or pedestrian traffic.
6.1.1.6. Inspect, a minimum of once a day, the excavation and
surrounding area.
6.1.2. For additional information on excavafion, trenching and
shoring safety practices, consult the following OSHA standards:
Part 1926, Subpart M(Fall Protection), 500-503; and Part 1926,
Subpart P (Excavations), 650-652.
6.2 BURIAL DEPTH
6.2.1. The minimum depth of the excavation is normally determined
by the presence or absence of groundwater and the presence or
absence of traffic at the site. These dimensions are crifical to the
successful installation of a tank and are often regulated by code.
6.2.2. For additional requitements a~d specisications, refer to
federal, state and local codes; and FIGURE 6-1 and FlGURE fi-2.
6.2.3. In ali cases, the depths of cover given in 6.2.3.1. and
in 6.2.3.2. are minimums.
6.2.3.1. Tanks subjected to traffic loads (H-20 loads) must
have a cover depth of at least 36 inches of backfill [48 inches
for 12-foot-diameter tanks], or 18 inches of backflll (36 inches
for 12-foot-diameter tanks] plus 6 inches of reinforced concrete
or 9 inches of asphalt. (See FIGURE 6-1.) In a wet condition,
sufficient overburden andlor an appropriate ancharing
system must ae present to offset buoyancy of the tank
FIGURE 6-1
6.2.3.2. Tanks not subjected to traffic loads must have a cover
depth of at least 24 inches of backfill [48 inches for 12-foot-
diameter tanksJ, or 12 inches of backfill [36 inches for 12-foot-
diameter tanks] plus 4 inches of reinforced concrete or 6 inches of
asphalt. (See FIGURE 6-2.) In a wet condition, sufficient
overburden andlor an appropriate anchoring system must
be present to offset buoyancy of the tank.
6.1.12. Secu~e the waltis oi the excavat~ion.
6.3.2. STABLE IN SITU (NA'fIVE} SOIL CONDITIONS
6.3.2.1. The minimum spacing between the sidewall or endcap
of the tank and the side of the excavation must be 18 inches
(24 inches for 12-foot-diameter tanks].
6.3.2.2. If more than one tank is to be installed in the same hole,
allow for at least 18 inches beiween the tanks. (See FIGURE 6-4.)
FIGURE 6-2
Q WARNING
In a nontraffic installation, ensure that the areas above the
fan[cs are not subjected ta traffic or other fyr~es of foads,
which could cause fank damage and resutf in deafh or
5erious injury.
6.2.3.3. The maximum burial depth is 7 feet of cover over the
top of the tank. Call y,our Xerxes representative for a special
quotation for a made-to-order tank if the burial depth is to be
greater than 7 fest.
6.2.3.4. Asphait and concrete pads must extend a minimum
of 12 inches beyond the tank in all directions.
6.2.3.5. If there is an unattached riser over an access opening,
it must not transmit load from the asphait or concrete slab to
tne tank. A m'rn'rmum space of 6 inches must exist between the
bottom of the riser and the top of the tank.
6.2.3.6. If there is an attached riser on an access opening,
it must not transmit load from the asphalt or concrete slab to
the tank. A minimum space of 3 inches must exist between
the riser or sump and the slab.
6.3. TANK SPACING
6.3.1. GENERAL
6.3.1.1. The following are minimum spacings and must be
increased as needed to accommodate deadmen or anchor
slabs. (See Section 7.J
6.3.1.2. Always provide suificient clearance to a7iow the deadmen
to be set outside of the tank "shadow." (See FIGURE 6-3.)
z x wam
FIGURE 6-3
FIC~URE 6-4
6.3.3. UNSTABLE IN SITU SOIL CONDITIONS
I CAUTION I
Xerxes recommends fhat the fank owner seek the advice of
a local foundation professiona/ engineer if fhe in situ soil is
extremely soff or inherently unstable (for example, peat,
quicksand, muck, landfifl, very soft or highly expansive
clay, undergsound stream, etc,}.
6.3.3.1. If the soil has less than 750 Ibs./sq. ft. cohesion as
calculated from an unconfined compression test; or in soils
having an ultimate bearing capacity of less than 3,500 Ibs.lsq. ft.;
or where soil will not maintain a vertical wall, the excavation must
allow a minimum space equal to haif the diameter of the tank
between the excavation watf and both the side and the endcap of
the tank, to enhance lateral re5istance. (See FIGUR~ 6-5.J
6.3.3.2. The spacing between adjacent tanks is to be at least
18 inches. (See FIGURE 6-5.J
FIGURE 6-5
6.3.3.3. A reinforced concrete slab may be required under the tank
as a foundation in the excavation where the bottom is unstable.
6.4. TAf~K tOCAS10f~ - i~EARBY STRl7CTUR~S
I CAUTION I
Xerxes recommends fhaf fhe tank owner seek fhe advice of
a local foundation professional engineer fo determine the
proper p/acement of a tank excavafion near any existing
structure(s). Improper placement may result in fank and/or
other property damage.
6.4.1. The location of a tank can be affectetl by the location of
nearby structures. When selecting a tank site, care must be
taken to avoid undermining the foundations of existing structures
or new buildings to be constructed. (See FIGURE 6-6.)
~~~~~ - ~~~~~ -_ ~~ ~~~~~ - ~~~~~ - ~~
snadow ot a5-degree an9~e = IIII I- IIII I - I IIII ° IIIII
`~ iiiii = i~~~~ _: ii iiiii - iiiii = ii
~\ J-11111-1 -IIIII-IIIII
='i'i'iiti -'i'iiii =_ .. = ~177f'I -'II
~~ ~~~ _ ~I~~~ , , = ~~~~~
` °IIIII _. ~' ._ I_ :.~"....~6; °II
1'y IIIII I~ ~=` ~ I': i I~~ --1,,'~
- ~i = I'~. ~~_~ I' ~N~:'i i;!
,
€~l` ~~. I~ .~'li } ll 1ii r_
tE : ,~ i , =ri il (
t.> ,,i - i ~ i ,i,
i ; ~; ' il, "~ ? i°
i n ~ = ~ ~ r. ~ff
a~- i~; lu i=: ~
~~. -
,~
~ ~~
I;I~t -
' ' ,:
~=~n„~~-~~~~~~~_~,~~~~~ . --"~i ~_,~. -
FIGURE 6-6
6.4.1.1. Ensure that downward forces from loads carried by the
foundations and supports of nearby structures (constructed
before or after tank installation) are not transmitted to the tanks
6.4.2. Typica4tiy, the way to chack the pfacement of the tank in
relationship to a nearby structure is to do the following:
6.4.2.1. Determine the depth of burial needed for the tank.
6.4.2.2. Locate the footing of the structure to be considered.
6.4.2.3. Determine the line that would fall into the ground from a
45-degree angle d~awn do~rnuvard ftom the cosner(s} of the
footing of the foundation that is closest to the tank.
6.4.2.4. The tank must not fail within the "shadow" of the 45-
degree-angle line drawn from the foundation's footing. (See
FIGURE 6-6.)
6.4.2.5. If the tank would fall within this "shadow," do one of the
following to ensure that the tank does nat fa44 withsn tne "shadow"
a.) move the tank away from the existing building, b.) move the
foundation of the builtling to be constructed away from the tank,
or c.) deepen the footing of the planned building's foundation.
6.5. GEOTEXTILE
6.5.1. The tank owner or the owner's technical repre5enta6ve is
responsible for determining whether a geotextile or an aftemate filtering
technique is appropriate for a specif'ic installa6on. Geotexble allows 1he
passage of water, but prevents the migration and mixing of in situ soil
and the select backfill material. Geotex~le helps preserve the integriiy of
the select backfill envelope, which surrounds and supports the tank.
6,5.2. Xerxes recommentls that geotextile be used when the
tank is installed in:
• areas with frequently changing groundwater conditions or
areas subject to tidal fluctuations,
• unstable soils such as cited in SECTION 6.3.3.,
• water conditions with silty in situ soil.
6.5.3. For further information concerning geotextile specifica-
fions and installation procedures, consult the geotextile
supplier's installation guidelines or instructions.
6.5.4. Polyethylene film is not considered an effective geotextile
material. it may tear or degrade while in service.
aNr.Nn~
~ caur~oN ~
Xerxes recommends thaf every site be ihorougi-ly evaluafed
for the pofential of a rise in the local water table or of frapped
water. Failure fo anchor a tank when reguired may cause
tank faifure, or damage the tank or surrounding property.
7.1. DEADMEN
7.1.1. Deadmen are typicaliy a reinforced concrete beam.
7.1.2. The length of deadmen is typically equal to the length of
the tank.
7.1.3. Deadmen may be fabricated in multiple sections as long as
the total length of each deadman is not dec~eased and as long as
each section contains at least two balanced anchor points.
7.1.4. The width and thickness of deadmen depend on the tank
diameter, water-table height, number of access openings that
ex~end to the surface and burial depth.
7.1.5. Deadmen should be designed according to the American
Concrete Institute (ACI) code.
7.1.6. Refer to TABLE 7-9 for typical deadmen dimensions given
the situation of an empty tank with a burial depth of 3 feet, with
groundwater to grade and with two 24-inch access openings
that extend to the surface.
Tank Diameter Typical
Deadman Dimensions
(Width x Depth)
4~ 6„ X 6„
6' 12" x 12"
$' 12" x 12"
10' 18"x9" j
12' 36" x 8"
TABLE 7-1
7.1.7. Tanks ofi 10-fioot diameter with a capacity of 30,000 gallons
or larger may require larger deadmen than those in TABLE 7-4,
depending on burial depth, to offset buoyancy. Contact technical
support at Xerxes Minneapolis for further information.
7.1.8. Lay the deadmen in the excavation parallel to the tank
and outside of the tank "shadow." (See FIGURE 6-3.J
7.1.9. in multiple tank installations with deadmen:
• each tank will have its own set of tleatlmen (one tleadman may
be used beiween two tanks if the deadman is double in width);
• a separate anchor point must be provided for each hold~iown strap;
• the minimum spacing beiween tanks must be no less than firvice
the width of a single deadman.
7.2. XERXES PREFABRICATED DEADMEN
7.2.1. Xerxes-supplied prefabricated deadmen are pre-
enginee~ed and sized to the tan4c ardered. As witn any
deadmen, water-table height, number of access openings that
extend to the surface and burial depth must be considered.
7.2.2. Placement of Xerxes prefabricated deadmen is the same
as standard deadmen. (See FIGURE 7-9.)
Top
Configuration
7.3.4. The width of the slab depends on the tank diameter. The
slab must extend a minimum of 18 inches [12 inches for 4-foot-
diameter tanks] beyond the width of the tank.
7.3.5. Refer fo TABLE 7-2 and FIGURE 7-1 for anchor-point
dimensions.
Tank Anchoring Dimensions
Diameter
«A,~
~~8,~
«~„
~~p~~ ,~E„
Min. ~~~„
Max.
4' 24" 18" 12" 8' - 41/4" 27" 3Q"
6' 35" 23" 13" 12' -1" 42" 48"
8' 43" 31" 15" 15' -1" 52" 5S"
10' S7" 45" 15" 18' - 8 3/4" 69" 75"
12' 58" 50"
~ 23" 22' - 6 3/4" 87" 93"
TABLE 7-2
FIGURE 7-1
7.2.3. Xences prefabricated deadmen are supplied with 3/4inch-
diameter, galvanized, adjustable anchor points (subsequendy refe~red
to as anchor points). These anchor points groUude up th~ough the
slots in the deadmen and are held in place with cotter pins.
~ WARNING
Only use the anchor poinfs when li~ing and positioning the
deadmen. A spreader,bar may be required to lif~ longer sections
of deadmen. Use guy ropes to guide the deadmen when Iifting.
Failure to do so could result in deafh or serious injury.
7.2.4. The anchor points can be moved and positioned to match
hold-down strap locations on the tank (marked by arrowhead
symbols -t}.
7.2.5. When using these deadmen in man-out-of-hole strapping
app4ticatsons, atiign the anchor points with the proper ribs before
setting them in the hole. (See SECTION 7.6.)
7.2.6. Care shoultl be taken to keep backfill from entering the
anchor point slot until final adjustment is made.
7.2.7. The deadmen are to be butted together when multiple
sections are used.
7.2.8. Use one anchor point per strap end and only one strap per
anchor point.
7.3. ANCHOR SLAB
7.3.1. An anchor slab is typically a reinforced concrete base.
7.3.2. The total length of the slab must be at least the same as
the length of the tank.
7.3.3. The minimum slab thickness is 8 inches.
7.3.6. Provide a separate anchor point for each hold-down strap.
7.3.7. All anchor points must be engineered to withstand the
tank's buoyancy forces.
7.3.8. When using a concrete base slab, allow su~cient depth in
the excavation for 12 inches of betlding material below the tank.
(See FIGURE 7-?.)
7.4. HOLD-DOWN STRAPS
7.4.1. Only Xerxes straps may be used when anchoring a
Xerxes tank.
7.4.2. The locations for hold-down straps on each tank are
marked on the tank by the arrowhead symbols -t .
7.4.3. Straps must be used on all marked hold-down locations.
CAUTION
Do nof place sfraps befween ribs (except on 4-foot-diameter
tanks). Failure fo properly place siraps may resulf in fank damage.
7.4.4. Data for hold-tlown straps are given in TABLE 7-2 and
FIGURE 7-1.
7.4.5. Evenly distribute loads by tightening all hold-down straps
uniformly until they are snug over the ribs but cause no
deflection of the tank.
7.4.6. Take a measurement of the intemal diameter of the tank
to determine whether vertical deflection is within the limits
specified by Xerxes after the straps have been installed and
tightened. (See SECTION 14 of the Installation Manual for
instructions on taking diameter measurements.)
7.5. HARDWARE AND ANCHORING POINTS
7.5.1. Anchoring hardware must be sized according to TABLE 7-3,
antl manufactured to industry standards and dimensions.
'fank
Diameter ~~n~mum Tus~4~uck4e tlyameter
(by Type) Hlinimum
Wire-Rope
Hook Jaw Eye Diameter
4' 3!4" 1/2" 1/2" 3/8"
6' 3/4" 1/2" 1/2" 3/8"
8' 1114" 314" 3/4" 1/2"
10' 1 1/4" 3/4" 314" 1l2"
12' 11{4" 3f4" 3f4" .~12,~
TABLE 7-3
7.5.2. The installing contractor is responsibie for providing
hardware and anchor points of sufficient size and strength.
7.5.3. The particular configuration of hardware will be determined
by the contractor, the owner or the owner's representative.
7.5.4. Locate the anchor points as shown in TABLE 7-2 and
FIGURE 7-1. Refer to dimension "E." Align all anchor points with
the marked arrowhead symbols -t on the tanks, within a
tolerance of ±1 inch.
7.5.5. For specific information on hardware and its use, consult
the hardware manufacturer or supplier.
7.5.6. The installer is responsible for using appropriate and ap-
proved engineering practices when fastening wire rope. Refer to
recammendations of wire-rope manufacturer and supplier, and
follow accepted industry standards when selecting, using,
attaching or connecting wire rope. (See FIGURE 7-3, FIGURE
7-4 and FIGURE 7-5.)
~ ~ CAUTION ~
Use only appropriately sized hardware with the sfrap eye.
Oversized hardware may damage the strap eye and result in
minor or moderate injury. See FIGURE 7-2 for dimensions of
sfrap eye.
3•1!4"
SUep
Clips
, ~ '~~ ~
FIGURE 7-2
7.5.7. When connecting the end of a hold-down strap to the
anchor, common methods (shown in FIGURE 7-3) are: A.~ using
a drop-forgetl turnbuckle, B.) using a looped wire rope, or
C.) using a combination of both.
i:
tjl.
~.
~t
~~ ~~(/ ;e) tc ~~
iU~
'~~ ~";
I'~'I
~ 7
n
~J
1rc:
%~~.''.'~~
+'k ~
~
7.5.8. A4S exposed metati on the anchoring system must be
coated or galvanized to protect against corrosion.
7.5.9. When fastening wire rope, use a minimum of iwo clips for a
3/8-inch wire rope and three clips for a 1I2-inch wire rope on each
termination. See TABtE 7-3 for minimum wire-rope diameter.
7.5.10. Tum back from thimble the exact amount of wire rope
specified by the manufacturer of the clips used.
7.5.11. A~ply the fiKSt c41p at a distance Srom tk~e deaci end of
the wire rope that is equal to the largest width of the clip used.
(See FIGURE 7-4.J
7.5.12. For each clip, apply a U-bolt over the dead end of wire
rope. (See FIGURE 7-4.) (Note: Live end rests in saddle.)
1"Clip 3" Clip 2"' Clip
Live End Thimble
Dead End ~~P
FIGURE 7-4
7.5.13. When iwo ciips are required, apply Che second clip as
near the loop or thimble as possible. (See ~IGURE 7-4.J
7.5.14. When more than two clips are required, apply the
second clip as near the loop or thimble as possible; turn nuts on
second cli~ fi~mly, but da nat tighten tinitia4tiy. f See FfGUftE 3-4.}
7.5.15. When more than two clips are required, space additional
clips equally between the first two; take up rope slack; and
tighten nuts on each U-bolt evenly.
7.5.16. Tighten all hardware uniformly and follow the manufac-
turer's torque specifications. Double-check the tightness once
the anchoring system is complete.
7.5.17. lf forming a loop sn t~e wtire rope, a spfice ys require~ for
connecting the two ends together. Standard rigging practice for
splicing wire rope calls for using twice the number of clips
recommended for a single-end termination. Use a minimum of
four clips for a 3/8-inch wire rope and a minimum of six ciips for
a 1/2-inch wire rope. Place the rope ends parallel to each other
and install the clips as shown in FIGURE 7-5.
3!8" Wire Rope
t LiveEnd -~`~~~CeadEnd--~{
t-Load o I
,
.:~._~~,~~~~~:~:y~:...,~ ~~~~,
~ , ~~:,..
i , Loaa-~
~-Dead End ~ ----s-- Live End --Y
1!2" Wire Rope
~ - -Live End >~E-Dead End~
f-~~Load .o• ;o~ ~
tcc-s. ~ ~C i
•~,~F~.~ _ 3~i~ s;.~~~; ~`~ a~~~~,as:
~ ' Ti?' 'ti'~7' Load --
.. _ Oead End - -------- LSva Es~d ---------f
FIGURE 7-5
FIGUR~ 7-3
7.6. MAN-OUT-OF-HOLE ANCHORING
7.6.1. The Xerxes man-out-of-hole (MOH) strapping system is
designed for use in installations where water is in the excavation
and/or where personnel may not enter the hole because of site
restraints. An MOH strapping system can be, but need not be,
used in conjunction with Xerxes deadmen.
7.6.2. When using the MOH strapping system, the placement of
components is critical. (See FIGURE 7-6.) See separate Xerxes
document, Man-Out-of-Hole (MOH) Straps Instructions.
FIGURE 7-6
7.7, ALTERNATE ANCHORING METHODS IN WET HOLE
INSTALLATIONS
7.7.1. In wet-hole installations, when Xerxes' preferred method
of man-out-of-hole anchoring is not available, the following
methods may be used.
7.7.1.1. With both methods, place the hold-down strap between
the wire rope and the tank so that the wire rope is never in direct
contact with the tank.
7.7.1.2. The H-shaped positioning clips around the strap are
designed to accommodate the wire rope on top of the sfrap
as shown in FIGURE 7-7 and FIGURE 7-8.
7.7.1.3. The following method is shown in FIGURE 7-7:
• attach a wire rope to each end of each hold-down strap;
• secure the termination of the wire rope (See SECTION 7.5.
for suggested method.);
~ center each hold-down strap on each rib marked with the
arrowhead symbols -t ;
~ place the deadmen on top of the wire ropes on each side of the tank;
~ lower the deadmen to the bottam of the excavation;
~ take the slack out of each wire rope and splice the termination
of the wire ropes on top of the tank (See SECTION 7.5.).
FIGURE 7-7
7.7.1.4. The following method is shown in FIGURE 7-8:
• loop a wire rope around the deadman at each location that cor-
responds to each rib marked with the arrowhead symbols -~ ;
• secure the termination of the wire rope (See SECTION 7.5.
for suggested method.);
• lower each deadman to the bottom of the excavation using
the wire rope;
• center each hold-down strap on each rib marked with the
arrowhead symbols -t ;
• bring the live end of each wire rope up to the top of the tank
at each marked rib;
• take the slack out of each wire rope and splice the termina-
tion of the wire ropes on top of the tank (See SECTlON 7.5.).
FIGURE 7-8
8.1. GENERAL
8.1.1. When handling a tank with a bottom sump or fitting, always
take extra care so that the bottom sump or fitting is not damaged.
CAUTION
All connections to the tank must be flexrble. Provisions
musf be made to accommodate movement and misalign-
menf between the piping and the tank. Failure fo do this may
damage the tank or surrounding proper~y.
8.1.2. During installation, provide a clear area in the backfill
bedding so that the tank rests on the backfill bedding and the
bottom fitting is clear.
8.1.3. After setting the tank, fill and tamp the resulting void by
using hand tools before continuing the backfilling.
~ WARNING
Do not use air pressure fo test tanks that contain or have
contained flammable or combustible liquids or vapors. The
fuel and air mixfure could explode and result in death or
serious injury. Tanks should be air tested before ballasfing.
CAUTION
Adequately ballasf the tank (add liquid) in a wet hole or in
a dry ho/e that may become wet (for example, from site
runof~ until the insta/lafion has been completed. Failure
to do this may damage the tank or surrounding property.
10
9.1. GENERAL
9.1.1. Use only approved backfill material. (See SECTION 5.)
9.1.2. Do not mix approved material with sand or in situ soil.
9.1.3. Do not use in situ soil as backfill material.
9.1.4. All excaaated in ~ku ~+4 must be replat~ti with approved material.
9.2. DRY-HOLE INSTALLATION
9.2.1. Prepare a smooth level betl,12 inches thick, of approvetl
backfill material.
9.2.2. Referto Points 2.1.3. through 2.1.3.6. regarding the use
of lifting lugs to hoist the tank when unloading and installing it.
9.2.3. Place the tank or tanks onto the bed. Do not set Xerxes
tanks directly onto a concrete slab, on timbers or cradles, or
onto the in situ soil.
9.2.4. As the tank is being placed, slope the tank according to site
specifications. (Xerxes does not require that a tank be sloped.
The slope is determined by the tank owner's specifications.)
9.2.5. Sioping of tanks may affect accuracy of Xences calibration
charts.
9.2.6. Use the tops of the ribs to establish longitudinal level.
Establish lateral level by placing the level across the top of a
fitting or a manway.
9.2.7. When the tank is placed, take a measurement of the
internal diameter of the tank. (See SECTION 14 of the
lnstallation Manual for instructions on taking diameter
measuremenfs.) Record this measurement as Initial Internal
Diameter on the Tank Installation Checklist, SECTION 4.
9.2.8. If tank is to be anchored, install the anchoring hardware at
this time. (See SECTION 7.)
9.2.9. Place one 12-inch lift of approved backfill material evenly
around the tank. From the edge of the hole or the top of an
adjacent tank, push the backfill in place by using a nonmetal
probe long enough to reach beneath the tank. Work the backflll
material under the tank body and domes so the tank is fully
supported - that is, so there are no voids under the tank.
(See FIGURE 9-1 and FIGURE 9-2.)
~, CAUTION
Do nots6ike ~e tank wid~ the probe a fank damage may result
atan~
FIGURE 9-1
9.2.10. Repeat Step 9.2.9. with a second 12-inch lift.
9.2.11. After the second lift of material has been placed and
worked under the tank, bring the backfill to the top of the tank.
9.3. WET-HOLE INSTALLATION
9.3.1. Follow the dry-hole installation procedure (SECTION 9.2.)
with the following modifications:
9.3.1.1. Before performing Step 9.2.1. of the dry-hole installa-
tion, take a measurement of the internal diameter of the tank
before the tank is placed in the excavation hole. (See SECTION
14 of the Installation Manual for instructions on taking diameter
measurements.) Recortl this measurement as Initial Internal
Diameter on the Tank Installation Checklist, SECTION 4.
9.3.1.2. Before performing Point 9.2.1. of the dry-hole
installation, pump the water from the hole and continue ~umping
to maintain minimum water level during tank installation.
9.3.1.3. During Step 9.2.3. of the dry-hole installation, when
setting and leveling the tank, partially ballast the tank until it
settles firmly on the prepared bed. The ballast level in the tank
must never exceed the water level in the hole by more than 1 foot
until the backfill reaches the top of the tank. (See FI~URE 9-3.)
9.3.1.4. Omit Point 9.2.7.
FIGURE 9-3
9.3.2. Cover depth must meet minimum depth as specified in
SECTION 6 of this Installation Manual.
9.3.3. Completely ballast the tank once backfill is even with the
top of the tank.
10.1. GENERAL
10.1.1. Verify that the vertical deflection is within tolerances
lisfed in the table on the Tank Installafion Checklist, SECTlON 4.
10.2. OPTIONAL HYDROSTATIC TEST
10.2.1. Seal off influent and effluent piping with watertight caps
or plugs.
10.2.2. After the hole is backfilled to the bottom of the influenUeffluent
piping, fill the tank with water up to 3 inches into the access openings.
~4U.2.3. tet the water stand in the tank for a minimum of 1 hour
(or longer if required by applicable local codes).
10.2.4. If the water level drops, check to see that plugs or caps
sealing off piping are tight and then add more water to fill air
voids back to the standard testing level. (See Poinf 10.2.2,)
10.2.5. If water level does not stabilize, there may be a leak in the
system. If damage is detected, do not attempt repairs. Contact
the UST coordinator at the Xerxes plant nearest you. Telephone
and fax numbers are found on the back cover of this manual.
;i . .~1 l~ ~
~ WARNING
The tank shall be adequately vented to pr~vent the development of
vacuum or pressure when frlling or empfying the tank Failu~ fo
properly vent ~e tank/compar5nenfs could cause tank failure and
resuft in death orserious injury.
11.1. GENERAL
11.1.1. ~n mast anr,~o~ng systems, a tank is not adequately protected
against flotation until the tank is fully backfilled to final grade (or until
the top slab is in piace if applicable). Therefore, during the installation
process, the tank should be ballasted completely after the backfill is
even with the top of the tank and postinstallation testing has been
successfully completed.
11.1.2. Only underwet-hole conditions should ballast be added
before the backfill is even with the top of the tank. (See SECTION 9.)
12.1. INTERNAL PIPING
12.1.1. All piping must conform to all applicable codes and
standards. (See SECTION 1.J
CAUTION
Atl internal piping must be at least 4 inches (6 inches for
12-foot-diameter tanks] from the tank bottom. Failure to do
this may damage the fank ol'surrounding property.
CAUTION
All metal ~ttings and other meta! components must be
coated fo protect against corrosion. Failure fo do fhis may
result in damage to these parts or to surrounding property.
12.1.2. Refer to FIGURE 12-1 along with TABLE 12-1 to
defermine the correcf dimensions for sizing internal piping.
----i ._......... ----
._........ ---- ~ 7~
~ ~
~ A~~ ~,8,~ u ~ n
! i
'A' is the irttemai di8meler of the lank.
'B' is llw ds~ance belvreen Ne inside bottom oi the tank and the inlemal Aan9e ol the attess riser.
'C is the distance bnlwoon Ihe InsiOe botlan of ihe Iank antl Nu t~p of Ihe access opening.
FIGURE 12-1
Interior
Dimensions
in FIGURE
Tank Diameter
12•1 4' 6' 8' 10' 12'
"A" A8" 71-3/8' 91° 119-114" 138-1/2"
"B" 51-3I8" 74-314" 94-3/8" 122-518" 142"
"C" 55-3/8" 78-314" 98-318" 126-518" 146"
TABLE 12-1
12.2. EXTERNA4. Q4P4~iG
I ~, WARNING ~
If pressure testrng the externa/ piping, the tank must be
isolafed from all piping. The test pressures for externa! prping
could cause tank failure, and result in death or serious injury.
CAUTION
All connections to the tank must be flexible. Provisions
musf be made fo accommodate movemenf and misalign-
ment befween the piping and the tank. Failure to do this
may damage the tank or surrounding property.
12.2.1. All connections to the influent and effluent piping as well
as to any other piping must be flexib-e and properly sized.
12.3. VENTING TANK
~ ~ WARNING I
All underground tanks/compartments shall be adequately
vented fo prevent the developmenf of vacuum or pressure
when ~Uing or emptying the fank. Failure to properly venf a
tank or compartment could cause tank failure and resulf in
death or serious injury.
12.3.1. The single-wall tank is designetl to operate at
atmospheric pressure.
12.3.2. The tank's venting system must be adequately sized to
ensure that atmospheric pressure is maintained at all times,
including during filling and emptying of tank.
12
. ~ ,~
13.1. GENERAL
13.1.1. Continue to take safety measures (such as plaang
barricades) around the excavation site until installation is completed.
13.1.2. When the tank has been set, tested and backfilled, and
all piping and venting has been completed, add the balance of
the backfill material.
13.1.3. The backfill must be free of debris, ice or snow. Any
blocks or bricks used as support material during piping must
be removed prior to completion of backfilling.
'43.1.4. 3ne backfitif materiaf specified in SECTiON 5 musi be
used to completely fill excavation.
13.1.5. Be sure that the installation meets all of the require-
ments of minimum cover as specified in S~'CTION 6.
13.1.6. When the tank has been backfilled to subgrade (before
placement of asphalt or concrete), take a measurement of the
internal diameter of the tank. {See SECTION 14 of the
Installafion Manual for instructions on taking diameter
measurements.) Record this measurement as Final Intemal
Diameter on the Tank Installation Checklist, SECTION 4.
13.1.7. Complete the Tank Installation Checklist.
14.1. GENERAL
14.1.1. Obtain the deflection measurement by taking a minimum
of two measurements of the internal diameter of the tank.
14.1.2. Two methods of ineasuring the internal diameter of the
tank are described here. Both methods use a dipstick. (Similar
methotls can be used, such as with a tape measure, etc.)
14.1.3. The tleflection measurement can be obtained by using
either method twice or by using each method once. Each will be
described here as if that method were being used twice.
14.1.4. Take the initial intemal-diameter measurement before
backfilling the tank. (See Point 9.2.7.) In a wet-hole installation,
take this measurement before the tank is placed in the
excavation hole. (See Point 9.3.1.1.)
14.1.5. Take other diameter measurements during the backfilling
process to determine whether vertical deflection continues to be
within the limits specified by Xerxes. (See Points 7.4.6, and 44.1.1.)
14.1.6. Take the final internal-diameter measurement when the
tank has been backfilled to subgrade. (See Point 13.1.6.)
14.1.7. For both methods, drive a small-heatled, nonsparking
nail (for example, brass) halfway into a wooden dipstick 1 inch
above its base.
14.2. INTERNAL-DIAMETER MEASUREMENT WITHOUT A
STANbPIPE
14.2.1. Place the dipsfick into a seNice fitting.
13
14.2.2. Measure and record the distance from the tank bottom to
the tap of the fttyng.
14.2.3. Pull the dipstick up until the exposed nail catches on the
inside top of the tank.
14.2.4. Measure the distance from the tank top (inside) to the top of the
fitting. Subtract 1 inch from this measur~ment and rec:ord the distance.
14.2.5. Subtract the second distance (inside tank top to top of
fltting) from the first distance (tank bot~om to top of fitting).
i~ecord this measurement as Initial Internal Diameter on the
Tank Installation Checklist, SECTION 4.
142.6. For subsequent measurements af the intemal diameter,
repeat Points 14.2.1. through 14.2.5. When the measurement is
the final tliameter measurement, record this measurement as Final
Internal Diameter on the Tank Installation Checklist, SECTION 4.
14.3. INTERNAL DIAME~ER MEASUREMENT WITH ASTANDPIPE
14.3.1. Place the dipstick into a service fitting with a standpipe.
14.3.2. Measure and record the distance from the tank bottom to
the top of the standpipe.
14.3.3. Pull the dipstick up until the nail catches on the insitle
top of the tanlc.
1~.3.4. Measure the distance from the tank top (inside) to the
top of the standpipe. Subtract 1 inch from this measurement and
recortl the distance.
14.3.5. Subtract the second distance (inside tank top to top of
standpipe) from the first distance (tank bottom to top of
standpipe). Record this measurement as Initial Internal
Diameter on the Tank Installation Checklist, SECTION 4.
14.3.6. For subsequent measurements of the intemal diameter,
reQeat PQints '14.3.1. thsaugn 14.3.5. W4~an the measuremeni is
the final diameter measurement, record this measurement as Final
Internal Diameter on fhe Tank lnsfallation Checklisf, SECTlON 4.
14.4. CALCULATION AND COMPARISON
14.4.1. To get the deflection measurement at any time, subtract
the current internal diameter measurement from the initial
internal-diameter measurement.
14.4.2. Compare this measurement to the allowable deflections
shown in the table on the Tank Installation Checklist, SECTION 4.
14.4.3. Vertical deflection in excess of this measurement
indicates improper installation and voids the tank warranty.
15.1. GENERAL
15.1.1. Additional Xences tanks may be installed at existing
locations if proper foundation support exists.
15.1.2. It is the responsibility of the tank owner to choose the
correct method of installation.
15.1.3. Xences requires that one of the following methotls be used.
15.2. PREFERRED METHOD
15.2.1. The preferretl method (FtGURE 15-1) is:
~ Install a new tank in a separate hole at least 3 feet from the
original hole.
~ Follow procedures outlined in this Instaliation Manual.
~ Exercise caution in keeping unusual surface loads off existing
tanks.
~ Maintain the natural barrier of undisturbed soil between tanks.
36"
FIGURE 15-1
15.3. ALTERNATE METHOD
15.3.1. If the preferred method outlined above is not practical,
an alternate method (FIGURE 15-2) is:
• Bury additionai tanks in the same installation hole.
• Empty existing tanks to less than 1/4 capacity.
• Remove the surface slab.
• Enlarge the excavation for the new tanks, leaving as much
backfill as possible around existing tanks.
• Install shoring, if necessary, to make sure that existing tanks
do not move and sufficient backfill remains.
• Follow procedures and requirements outlined in this
Installation Manual.
• See SECTION 6 for excavation parameters.
~ u1i:
I ' ~
~r~
u ii ~'~ . ~
i~ ~
~ ~ s~,. --
~ i~i - ~ ~, ~ -
~ ~~is.` ~~~ ~-- v ~_ ~ ~
~' -. ti ~ ~ . ~-- =1~ -
~~t s- hf~~~ ~...:. ~ =1
i ~~`~~ ~`` , ~~~ u - - u_ i=.~~i
FfGURE 15-2
16.1. GENERAL
16.1.1. Owner must retain the Installation Manual and Operating
Guidelines for future reference to operating guidelines.
16.1.2. In addition to the Installation Manual and Operating
Guidelines, follow all federal, state and local laws, regulations,
codes and safety precautions that pertain to underground
storage tanks and/or their associated systems.
16.1.3. Consult tank brochure and separafe accessory
instructions, which are available upon request from the UST
coordinator at the Xerxes plant nearest you. (See SECTION 18.)
16.1.4. Consult the applicable warranty for each tank for further
operating guidelines and limitations. A copy of the warranty is
available upon request from the UST coordinator at the Xerxes
plant nearest you. (See SECTION 17.)
16.2. ENTERING TANK
16.2.1. Do not allow anyone to enter the tank unless it has been
properiy emptied and vented, and unless the person entering
the tank has been trained in confined-space entry procedures
and applicable OSHA regulations.
~ WARNING
lmproper tank entry could cause fire, explosion or asph~i-
ation, and could resu/t in deafh or serious injury.
17.1. GENERAL
17.1.1. Each product is covered by product-specific limited
warranties, which contain operating guidelines and parameters
that should be reviewed as applicable. Copies of the limited
war~anties are available upon request from the UST coordinator
at the Xerxes plant nearest you.
18.1. GENERAL
18.1.1. Supplemental materials, which may apply to specific
installations and/or conditions, are available upon request from
the UST coordinator at the Xerxes plant nearest you or from
technical support at Xerxes Minneapolis, as applicable.
18.1.1.1. Materials available from the UST coordinator include:
• Backfill Guidelines,
• Split Backfill Instructions,
• Prefabricated Deadmen installation Instructions,
• Man-Out-of-Hole (MOH) Straps Instructions.
18.1.1.2. Materials available from technical support at Xerxes
Minneapolis include:
~ Deep Burial Installation Guidelines,
~ Altemate Backfill (Sand) Installation Instructions,
• Cast-in-Place Deadmen Installation.
19.1. GENERAL
19.1.1. After installation, tank installer must give Installation
Manual to tank owner.
19.1.2. After installation, tank owner must retain Installation
Manual for future reference to operating guidelines.
14
XERXES~ Tank Installation Checklist
~aRPO~noN Fiberglass Underground Wastewater Tanks
Complete this checklist, and keep it with copies of any written authorizations for variations andlor deviations received from Xences.
• Site Owner
• Site Address
Size and Capacity
• Installing Contractor
STREET CITY STATE
• On-Site Supervisor
CONTRACTOR NAME STREET CITY
A. Ysual Inspection: No evidence of damage (holes, cracks, gauges} in tank. (Document any damage found.} . . . . . . . . . . . . . . . .
B. Physical Test: Preinstallation inspedion completed in accadance witl~ installation instructions . . . . . . . . . . . . . . . . . . . . . . . .
C. Backfill Material: (Indicate which type.) 1. Pea gravel or aushed stone as speafied by XERXES . ..............
2. OS~er (4~eguises sper~ approval by XERXES - describe.) . . . . . . . . . . . .
D. Excava6on: Hole dimensions are carect per installation instructions for appropriate conditions . . . . . . . . . . . . . . . . . . . . . . .
E. I~emal-0iameter Measurement; 7he intemal d~meter of the tank is measured and doaamented Qnitial Intemal Diameter in SECTION 4 below)
F. Geotextile Util¢ed; (Indicate one.) 1. Yes 2. No . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
G. Hole Condition: (Indicate one.) 1. Dry hole (Water is not anticipated to reach tank -area is not subject to flooding.) ........
2. Wet hole (Excava6on may trap water- area is subject to flooding.) . . . . . . . . . . . . . .
H. Traffic Loads: (Indicate one.} 1. Traffic loads anticipated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2. No traffic loads antiapated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
I. Mchoring: Performed in accordance with installation instructions. 1. Qeadmen 2. Full slab . . . . . . . . . . . . . . . .
J. Fittings and Other Metal Components: Coated to protectagainstcarosion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1 ~ ~ ~
A Backfill-material bed is level and is a minimum of 12 inches deEp, over native soil or slab, before setting tank. ...........
B. Tank Spacing: Tanks are spaced corredly from each other and from excavation according to instruc~ons . ................
C. Vsual Inspec~ion: No evidence of damage is found after seiting in hole . . . . . . . . . . . . . . . .
.................
D. Hold~down Straps: Positioned and secured accorcling to installation instruclions. (See SECTION 6-4 oflnstalfatior- Manual,) .......
E. Backfill Compacted: Material has been tamped andlor compacted to fill all wids around tank .. . . . . . . . . . . . . . . . . . . . . .
F. Tank is properly ballasted during backfilling: (wet-hole installation only) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
G. Tas~k(s} are butiecS at praper depYn to co~orm to appropdate conditions: (wet, dry, tra~ic or no traf fic) ................
H. Influent, effluent and other piping connections are flexible connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
•~ . ~ ~
A. Optional Physical Test: Hydrostatic test is completed aocording to installation insfiuctions . . . . . . . . . . . . . . . . . . . . . . . .
B. I~rtemal Diameter Measuremenr l7ie intemal diameter of the tank is measured and doc:umented (Fnal Ir~terr~l Diameter in SECTION 4 bela~v)...
C. Installation Manual: Deliver Installa6on Manual and Operating Cuidelines to owner . . . . . . . . . . . . . . . . . . . . . . . . . . .
Verified by:
Verified by:
Veri~ed by:
, ~ ~ i
All tanks must be measured to determine vertical deflection. Follow deflection-measurement instructions (SECTION 14) in the Installation Manual. An
initial intemal-diameter measurement is taken and recorded as a point of reference. Subsequent internal-diameter measurements show tank deflection and
can be compared to the table below. Take each measurement from the same fitting using the same procedure.
External Tank
Diameter 4 6 8 10 12
(Feet)
Allowable
Deflection 112 3/4 1-114 1-112 1-3/4
(Inches)
END CENTER END
INTERNAL-DIAMETER MEASUREMENTS
i DG tG
Initial Intemal Diameter (before backfilling) '~,
Final Intemal Diameter (after backfilling)
Initial Intemal Diameter minus + _ ' ' : ' ` ' ` ' 10 " „
Finaf fniemaf Diameter - Deflec6on ~tasfc t~e tocation whEre internaf-~iameter
measurements were taken.
Verified by:
15
~ERXES~ Tank Handling Data
CORPORATION
Single-Wall Tanks
NOMINAL NOMINAL ACTUAL ACTUAL ACTUAL NOMINAL
TANK DIAMETER TANK CAPACITY TANK CAPACITY * TANK DIAMETER "* TANK LENGTH TANK WEIGHT **'
(Feet) (Gallons) (Gallons) (Feet-Inches) (Feet•Inches) (Pounds)
600 602 4'-112" 6'-11718" 500
4 1,000 1,009 4'-112" 11'-3 718" 700
1,500 1,449 4'-112" 16'-0" 1,000
1,500 1,779 6'-3112" 10'-7114" 800
2,000 2,376 6'-31/2" 13'-5 3(4" 1,OA0
6 3,000 2,973 6'-31/2" 16'-41/4" 1,200
4,000 4,131 6'-31/2" 21'-11118" 1,600
5,000 5,064 6'-3112" 26'-5" 1,900
6,000 5,964 6'-3112" 30'-8 314" 2,200
2,000 2,189 8'-0" 9'-1/2" 900
3,QQQ 3,274 8'-U" 12'-3" 1,200
4,000 4,218 8'-0" 15'-112" 1,400
5,000 5,165 8'-0" 17'-8112" 1,700
6,000 6,084 8'-0" 20'-6112" 2,000
7,000 6,946 8'-0" 23'-1" 2,200
$ 8,000 7,950 8'-0" 26'-1l2" 2,500
9,000 8,869 8'-0" 28'-9" 2,700
10,000 9,816 8'-0" 31'-6112" 3,OOQ
11,000 10,763 8'-0" 34'-4" 3,200
12,000 11,682 8'-0" 37'-1/2" 3,500
13,000 13,081 8'-0" 41'-2" 4,000
14,000 14,028 8'-0" 43'-11112" 4,200
15,000 14,975 8'-0" 46'-9" 4,500
10,000 10,563 10'-4" 21'-5114" 3,200
11,000 11,364 10'-4" 22'-9 3!4" 3,400
12,000 12,068 10'-4" 24'-114" 3,600
13,000 12,966 10'-4" 25'-6 3/4" 3,844
14,Q44 'i3,787 10'-4" 26'-11114" 4,000
~~ 15,000 15,248 10'-4" 29'-5 3/4" 4,500
20,000 20,055 10'-4" 37'-8 314" 5,700
22,000 22,580 10'-4" 42'-3/4" 6,600
25,000 25,783 10'-4" 47'-6 3/4" 7,900
30,000 30,590 10'-4" 55'-9 3/4" 9,400
35,000 35,397 10'-4" 64'-3/4" 10,500
40,000 41,004 10'-4" 73'-8114" 12,10Q
20,000 20,781 11'-11" 29'-4" 9,200
25,000 25,541 11'-11" 35'-7" 10,600
30,000 39,253 11'-11" 43'-1" 12,50Q
12~*" 35,000 36,013 11'-11" 49'-4" 13,900
40,000 39,821 11'-11" 54'-4" 15,000
48,000 48,389 11'-11" 65'-7" 17,700
50,000 50,293 11'-11" 68'-1" 18,300
* The actual capaciry of the tank is the total volume of the tank. The actua4 wos~ir+g capacity is determineQ by ihe elevation of the effluent pipinglfloats.
" Actual height of the tank may be greater than actual tank diameter due to 6ttings and accessories. Load height during shipping may vary due to tank
placement on shipping trailer.
`** Adding accessories to the tank may increase the tank weight.
"'*' The Xerxes septic tank that can be pressure tested is not available in 12-foot-diameter sizes.
7901 Xerxes Avenue South, Minneapolis, Minnesota 55431 • Phone (952) 887-1890 • www.xerxescorp.com
16
WIMC01104PP
XE~tXES~
CORPORATION
Corporate Office
7901 Xerxes Avenue South
Minneapolis, MN SSa31
Phone: (952) 887-1890
Fax: (952) 887-1870
www.xerxescorp.com
Manufacturing Facilities
Anaheim, Califiornia
Phone: (714) 630-0012
Fax: (714) 632-7133
Hagerstown, Maryland
Phone: (301) 223-6933
Fax: (301) 223-6836
Seguin, Texas
Phone: (830) 372-0090
Fax: (830) 372-03Z 1
Tipton, lowa
Phone: (563) 886-6172
Fax: (563) 886-2042
OO 2004 Xerxes Corporation witvtot/o4PP
Page 1 of 1
Jim Gibson
From: Josh Miller [iosh@jodymillerconstruction.com]
Sent: Tuesday, May 30, 2006 4:14 PM
To: Jim Gibson
Subject: FW: Ridgeline Tank Installation
,Sym,
The drawing didn't attach...
Thanks,
Josh Miller
-----Original Message-----
~rom: Josh Miller [mailto:josh@jodymillerconstruction.com}
aent: Tuesday, May 30, 2006 4:04 PM
70: 'Jim Gibson'
5ubject: Ridgeline Tank Tnstallation
Jim,
Per our proposal request #21 we are instructed to contact the city of Yelm for step tank installation notice.
Tentatively we have schedule installation af tne tan'~ for early next week. 1 have attached the letter written by
Roland Gorgas in regards to our dewatering plan. JWM&A has approved us dumping the water into aur onsite
pond provided we return the pond to its original design capacity prior to job completion. Upon acceptance of our
dewatering plan we will excavate and dewater the excavation place a crushed rock bedding layer and compact for
city approval. Also, per the proposal request #21 we will be backfilling using crushed rock around the tank and as
cover. Later this week we will confirm all times and dates.
Thanks,
Josh Miller
5/30/2006
Wood and Son Excavation and Utilities
To Josh Miller
Jody Miller Construction
Re: Ridge line School STEP tank
Josh,
As per our discussion at the Wednesday meeting on 5-10-06, this outlines our installation
proposal. I must reiterate that Wood and Son does not have confidence in this installation due to
lack of anchoring in a high water table area, and assumes no responsibility for any damage if the
tank floats, shifts, lists, buckles, deforms, or moves in any way from the original placement.
Also, extra costs associated with this installation are not incidental to the original contract. These
costs will be tracked and payment will be expected.
Wood and Son will perform the following procedure to install the STEP tank:
Excavate for tank and dewatering pits. The designated tank area shall be dug approximately to
proper grade, and the dewatering pits will be dug down below that in areas to be determined at
the time of excavation to maximize pumping capability. Excavation spoils are to be stockpiled in
an onsite area designated by Yelm Community Schools
Dewater the excavation. The pump sumps will be installed below the lowest point of tank
excavation. Pumps, generators, and disposal pipes or hoses will be placed in such a way as to not
hinder final grading, bedding placement, crane location, or tank installation. The water is to be
pumped to an approved designated area (stormwater pond) and dispersed over a rip-rap spillway
as to trap silt and minimize erosion. The water level is to be lowered enough and maintained as
such that final grading of the excavation and placement of bedding can be achieved. At this time
inspections can be performed by the City of Yelm.
Install STEP tank. After approval by the City of Yelm, the tank can be lowered in the
excavation and placement of pea gravel bedding can proceed. Deflection measurements are to be
taken as required for the Xerxes warranty. As the bedding is placed, potable water is to be
pumped into the tank for ballast. Pea gravel bedding shall be placed to an elevation to be
determined by the engineer and covered with a layer of geotextile fabric. The material selected
for final backfill is also to be determined by the engineer.
As soon as the requested information is provided by YCS and the engineer, we can schedule this
installation. Thank you.
Roland Gorgas
Wood and Son Excavation and Utilities
Jerome W Morrissette & Associates Inc.. P. S.
1700 Cooper Point Road SW, #B-2, Olympia, WA. 98502-1110
(360) 352-9456 • (360) 352-9990
January 20, 2006
Mr. Jim Gibson, P.E. ~~ ~(,° ~ j V~~
Community Development Engineer
`~~ ~ ~ ~~~~
City of Yelm
105 Yelm Avenue W.
P.O. Box 479
Yelr~; Washington 98597
Re: Ridgeline Middle School
STEP Tanlc Buoyancy Evaluation
~'
Dear Mr. Gibson;
The attached documents are in response to your December 16, 2005 letter in regards to the STEP
tank and the project site. We are submitting a report evaluating the groundwater conditions in
viciniry of the project site, to support factor of safety calculations of the STEP tank in relation to
buoyancy factors. To provide additional weight above the tanlc, we are proposing to relocate the
tank slightly to the south under a landscape island. The calculation results indicate a factor of
safety of 1.2:1 is provided at a groundwater elevation 351.7, approximately 1.62 feet below the
top of the tank.
With the revised location proposed, the attached assessment of groundwater and calculations of
the factor of safety, the tank does not meet the manufacturers recommendation for installing
anchors for the tank. Please review at you earliest convenience. We respectfully request you
review the attached documents and reconsider your tank anchor requirement.
Should you have any questions or require additional information, please contact me at (360) 352-
9456.
SIGNED
Robert Tauscher, P.E.
Project Engineer
C: Mr. Erlirig Birkland, Facilities Operations, Yelm Community Schools, PO Box 476, Yelm, WA 98597
Mr. Stan Zielinski, Architect, Erickson McGovern, 120 I 31 ~` Street S., Tacoma, WA 98444-4804
Mr. Josh Miller, Jody Miller Construction Inc., Project Manager, P.O. Box 44628, Tacoma, WA 98444
C:~Bob'sPiles\03157 Yelm Ridgeline Middle School\Cprrespondance1012006 Letter to City STEP Tk Report.doc
Civil * Munrcipal ~ Geotechnical Engineering and Planning
JWM&A
Jerome W. Morrissette & Associates Inc., P.S.
1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1110
(360)352-9456 / FAX(360)352-9990
January 21, 2005
Mr. Jim Gibson, PE
Development Review Engineer
City of Yelm
PO Box 479
Yelm, WA 98597
Re: Ridgeline Junior High School/STEP tank
Flotation
Dear Mr. Gibson:
Thank you for you letter dated December 16, 2005. We are compelled to request that you re-
consider the City of Yelm requirement that an anchoring system is provided for the 50,000
gallon STEP at Ridgeline Junior High School. The first reason for this request is that on the
basis of our analysis we do not see that anchorage is required due to ground water levels. The
second reason amplifies the first reason, Yelm Community Schools construction budget does not
allow for an additional expenditure of the amount reported to us by the Contractor as necessary
for providing tank anchorage.
~
Since we received your last letter we have had a number of contacts with the tanlc manufacturer
and have researched the methodology used by Xerxes to calculate tank forces and have
calculated the level at which the tank would meet Xerxes minimum recommended factor of
safety for floatation. We have also researched the soil conditions in the vicinity and have
calculated the maximum groundwater level in the vicinity of the STEP tank and found that the
maximum ground water level coincides with our earlier prediction of ground water level based
on observation of the soils in the tank excavation.
We contacted Xe~es shortly after you did and found that the Xe~es tank floatation program
calculates the factor of safety for floatation for three different conditions and that the minimum
factor of safety recommended by Xerxes is 1.2 to 1 without tank anchorage. Using 3.7 feet of
cover over the top of the STEP tank, in accordance with the approved plans for the STEP tank,
Xe~es calculated the factor of safety for floatation for the three different ground water
conditions. The first condition is when the ground water level is at the mid point of the tank, for
this condition Xe~es calculated that factor of safety for floatation at 2.07 to 1. The second
condition is when the ground water level is at the top of the tank, at this ground water level
Xerxes calculates the factor of safety at 0.93 to 1. The third condition is when the ground water
level is at the top of the backfill above the tank, if this were to occur the factor of safety
according to Xerxes would be 0.63 to 1. In our last letter to you we noted that it appeared to us
Mr. Jim Gibson, PE
January 21, 2005
Page 2 of 4
based on the observed soil conditions that ground water may rise to the mid point of the tank,
elevation 347.4. The Xerxes program is not capable of determining the groundwater level at
which the groundwater would produce a factor of safety of 1.2. Tt is apparent, using the Xe~es
criteria, that there is some level between groundwater at the midpoint of the tank and
groundwater at the top of the tank where the factor of safety would be 1.2. We have more
thoroughly analyzed the probable maximum ground water elevation at the STEP tank site and
find that the maximum ground water elevation is 347. Please see the attached letter report and
attachments by Ed Wiltsie of our office.
We have redesigned the STEP tank location to take advantage of a parking lot island adjacent to
the STEP tank location as shown on the approved plans. At this revised location the tank would
have 0.5 feet greater depth of cover than over the previous location while maintaining the tank
inlet invert elevatian shown on the approved plans. Moreover the cover depth at this revised
location would include the additional weight of a concrete walkway over the top of the tank.
This serves to increase the factor of safety for floatation for the STEP tank. With the STEP tank
at this revised location we have calculated the ground water level at which the tank would have a
factor of safety for floatation at 1.2 to 1. Our calculation follows the Xe~es methodology and in
fact uses much of the calculated forces directly from the Xe~es calculations. Our calculation
uses the same unit weights for backfill as the Xerxes calculations. Also our calculation uses wet
backfill (lighter unit weight) weight where some of the backfill over the top of the tank would be
dry (heavier unit weight). We find that the 1.2 to 1 factor of safety for floatation would occur at a
ground water level of 351.74, according the calculation as described above. This is about 4 feet
higher than the maximum groundwater level according to our analysis.
We have heard that it has been suggested that the Xe~es warranty would be void if the STEP
tank is installed without anchorage. We queried Xe~es and found out that without anchorage,
the Xe~es warranty would be in effect unless the tank floated. If the tank floats for whatever
reason, the Xer3ces warranty would not be in effect. We find that this is in conformance with
your letter to us dated December 16, 2005.
In your letter to us we noted that you state that it is not feasible to use a piezometer to co-
ordinate maintenance of the tank to avoid the high ground water season. We are only aware of
one maintenance operation that would cause the factor of safety of floatation to be less than 1.2
to one, that would be if the ground water level were ever to reach elevation 351.2 during the high
ground water season and the tank were to be pumped empty. So long as the ground water level
is below 351.7 that tank could be pumped empty at any time and the factor of safety for
floatation would be greater than 1.2 to 1. One might try to pump the tank empty for one of
several reasons.
Mr. Jim Gibson, PE
January 21, 2005
Page 3 of 4
The first reason would be excessive flow into the tank, in which case pumping the tank would be
used to keep sewage from backing up into the school buildings while the buildings are occupied.
Mr. Jim Gibson, PE
It would be the responsibility for Yelm Community Schools to correct the problem since the
City's responsibility ends at the inlet to the STEP tank. If it were necessary to close the school
while repairs are made to reduce the excessive flows, the responsibility for that action would rest
with the Yelm Community Schools and not with the City of Yelm.
The second reason would be failure of the STEP tank pumps, the system is designed with triplex
pumps to make its operation very dependable. Moreover, the individual pumps and associated
parts will be in accord with the City of Yelm standards so that replacements should always be
readily available and so that time necessary to install replacements should not require pumping
the tank empty.
The third reason to pump the tank down would if the accumulation of sludge in the bottom of the
tank were to rise to a level to interfere with the pumps or pass sludge to the collection system.
This should not be a problem requiring the tank to be pumped empty if the ground water
elevation were ever to reach elevation 351.2. The STEP tank is adequately sized in accordance
with the City of Yelm Standards so that the accumulation of sludge will be a very gradual. The
tank will take a number of years to accumulate enough sludge to require pumping. Timing
sludge pumping to co-ordinate with periods when school is not in session should not be a
problem and would be desirable from an operation point of view. Even when the sludge requires
pumping, it is not necessary to completely empty the tank. V3e have contacted Orenco Systems
regarding procedures to use and have been informed that where STEP tank floatation is a
concern, fresh water is commonly flushed into STEP tanks as the sludge is pumped out to so that
the STEP tank is not completely emptied.
The fourth reason to pump the tank completely down would be if the STEP tanlc received
damage and a required repair make it necessary to pump the tank empty. Should this occur the
school would likely have to be closed regardless is the groundwater level. If the damage were in
an area of the tank below the ground water level, it would likely be difficult to repair the tank
until the groundwater level dropped.
We have also performed an analysis for the maximum ground water level at the STEP location.
The analysis is included under a separate cover letter. The maximum ground water elevation that
our analysis shows is lower than the elevation we have calculated for the 1.2 factor of safety for
Mr. Jim Gibson, PE
January 21, 2045
Page 4 of 4
floatation. We respectfully request that you re-consider the City of Yelm requirement for
anchorage for the STEP tank.
Very truly yours
Jerome W. Morrissette & Associates Inc., P.S.
~~ ~
~; = iu~ ~/ ~~ ~
Doug Ek~d, P.E. ~
Senior Project Engineer
Attachments
Cc: Mr. Erling Birkland, Yelm Community Schools
Calculate Ground Water Elevation Required to Produce 1.2 to 1 Factor of Safety for
Floatation at the 50,000 STEP tank at Ridgeline Junior High School
Since the Xe~es program is not able to calculate the ground water level at which the
factor of safety falls to 1.2 to 1, a calculation needs to be made to estimate the level. This
calculation should be conservative, that it to say it should error of the side of showing a
lower groundwater level than on showing a higher level for a 1.2 factor of safety. To
improve the factor of safety, the calculation accounts for locating the tank under an island
in the parking lot to increase the cover over the top of the tank by 0.5 feet to a total cover
of 4.2 feet. The 4.2 feet of cover includes a 4 inch thick concrete slab over the tank.
Xerxes noted that their method of calculating the factor of safety for tank floatation is
based on the method outlined in the Petroleum Equipment Institute Recommended
Practice 100 (PEI/RP 100). This calculation is made in accordance with the
recommended practice listed in PEI/RP 100 and uses the unit weights listed in the Xe~es
calculations and uses the backfill surface area same area above the tank as does the
Xences calculation. The calculation shows that the 1.2 factor of safety for floatation
would at a ground water level below the top of the tank. Thus some amount of the
backfill below the top of the tank would be dry. To help keep the calculation
conservative, the unit weight of the backfill below the top of the tank is taken as though
the backfill is wet. This calculation uses the Xerxes Dipstick Calibration Chart for this
tank to calculate the tank displacement volume at the 1.2 factor of safety ground water
level. A correction factor is used with the Dipstick Chart volumes to make the displaced
volume of the tank meet or exceed the value listed in the Xe~es floatation calculations.
The calculation shows that the 1.2 factor of safety would occur at a groundwater
elevation of 351.71 feet.
Step One: Determine the weight of the backfill above the tank.
Use the weight of 408,624.121b from the Xe~es calculation for
groundwater level at the top of the tank with 3.7 feet of backfill.
See Xer~ces calculation sheet for "Non-Anchored Water at Tank
Top" dated 12/16/O5.
Calculate the weight of the 4" concrete slab over the top of the tank. Per
Xerxes the allowable size of the slab is 70.08 feet by 14 feet. Use 150
lb/ft3 (per Xerxes) to calculate the weight of the slab:
70.08' x 14' x 4"/12" per foot x 1501b/ft3 = 49,0561b
See Xerxes calculation sheet for "Non-Anchored Water at Tank
Top" dated 12/22/O5.
Calculate the weight of the 2" of backfill under the concrete slab. Use 100
lb /ft3 (per Xe~es) for dry backfill:
70.08' x 14' x 2"/12" per foot x 1001b/ft3 = 16,3521b
Add the weight of the 50,000 gallon tank = 18,3001b
Sheet 1 of 2
See Xerxes calculation sheet for "Non-Anchored Water at Tank
Top" dated 12/16/O5.
408,624. lb
49,056. lb
16,352. lb
18,300. lb
492,032. lb = The total weight of the backfill and tank
Step Two: Determine allowable buoyant force for a 1.2 factor of safety
492,032. lb / 1.2 = 410,0261b, allowable buoyant force
Step Three: Determine the groundwater level where buoyant force = 410,0261b
Calculate the buoyancy correction factor for the Dipstick Chart.
Dipstick chart shows 72 inch depth = 26,980 gallons
26,980 gallons x 8.34 lb/ga1= 225,013 lb
Per Xerxes calculation for buoyant force at mid-point of 12 ft
diameter, 50,000 gallons tank = 228,387.581b
Correction factor for %z level tank = 228,387.581b - 225,013 lb
= 3,375 lb
Correction factor for full level tank = 3,375 x 2= 6,7501b
Subtract 6,7501b from allowable tank buoyant force.
Step Four: Determine groundwater level at 1.2 factor of safety.
410,026. lb, allowable buoyant force
- 6,750. lb, correction factor
403,2761b
403,276. lb / 8.341b per gallon = 48,354 gallons,
volume of water for Dipstick Chart
for 48,354 gallons the Dipstick Chart = 125 inch (48,327 gallons)
10.41 ft
341.33 bottom of tank elevation
+10.41
351.71 groundwater elevation at 1.2 factor of safety
`, ~
Sheet 2 of 2
XERY[:S~ NON-ANCHORED CITY OF YELM
BUOYANCY CALCULATION WATER AT MID-TANK RIDGELII\'E MIDDLE SCHOOL
JWL 12/16/OS
TANK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COV~R INCLUDING SOIL
TYPE (SW=I;DWI=2;DWII=3)
1
& TOP SLAB (FT; 3.70
DRY=1; WET~2 1 TOP SLAB TI-IICKNESS (IN: O.DO
TANK DIA. (FT.) 12 TOP SLAB LENGTH (FT; 0.00
*********~~*~********~~~~*~******~r***~*************+: TOP SLAB WIDTH (FT' 0.00
PROD STORED (GAL) 0 # OF 30" DIAMETER RISERS 2
SPEC. GRAV. USED 1.00 #1 OF 24" DIAMETER RISERS 3
BRINE FILL GAL~ 0
SAFETY SAFETY
DOWN FORCEIUP FORC~ = 2.07 :1
TOTAL WEIGHTS
DOWN FORCES
CONCRETE WEIGH7 0.00 LBS.
BACKFILL WEIGHT 454177.71 LBS.
TANK W~IGHT 18300.00 LBS.
PRODUCT WEIGHI' 0.00 LBS.
TOTAL DOWN FORCE----- 472477.71 LI3S.
UP FORCES
TANK DISP. PORCE 228387.58 LBS.
TOTAL UP FORCE----- 228387.58 LBS.
WORKSHEET
TANK DATA
SHELL DIAMETER------------~ 11.50 FT. * ACTUAL CAP (GAL) 50293.U0
SHELL LENGTH---------------- 62.92 PT. * TANK WT. (LBS.; 18300.00
DOME PROJECTION----------- 2.58 FT. * O.A.L. (FT.) 68.08
MID POINT HEIGHT----------~ 9.45 FT. * NUMBER OF RIBS 50.00
COLUMN HGIGHT---------°--• 15.20 FT. + ****~****~*******+*+****~~***** *****~~~***
RIB VOLUME--------------------• 4407.00 CU. IN. DOME A. (SQ PT) 44.41
DOME VOL. (CU FT) 6~9.64
REINF ORCED CONCRETE VOLUMES (CU. FT.)
TOP SLAB-------------------~ 0.00
TOTAL DRY VOLUME 0.00
FORCE = VOL. XI50 LBS 0.00 LBS.
~ACKFILL VOLUMES (CU. FT.)
OVER TANK (DRY) -------------• 4305.53
~ND-WEDGES (DRY)-----------• 236.25
TOTAL DRY VOLUME 4541.78
FORCE = VOL. X 100 LBS 454177.71 LBS.
BUOYANCY
SHELL VOLUME--------------• 6534.93 CUBIC FT.
DOME VOLUME--------------- 659.64 CUBIC F'T.
R1B VOLUME------------------• 127.52 CUBIC PT.
TOTAL VOLUME 7322.09 CUBIC PT.
VOL X 7.48 GAL/CU.FT. 54769.20 GALLONS
FORCE = GAL X 8.34 (LBS./GAL)/2 228387.58 LBS.
~
XI+,ItXI:~S
NON-ANCHORED CITY OF YELM
RIDGELINE MIDDLE SCHOOL
BUOYANCY CALCULATION WATER AT TANK TOP
JW L l 2/1 G/OS
T~~NK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COVER INCLUDING SOIL &
TYPE (SW=I;DWI=2;DWII=3
1 3.70
TOP SLAB (FT)
DRY=1; WET=2 1 TOP SLAB THICKNESS (IN; 0.00
TANK DIA. (FT.) 12 TOP SLAB J.ENG1'H (FT) 0.00
*a****************~*~~r~*****~******+r***********^ TOP SLAB WID"I'H (FT) 0.00
PROD STORED (GAL) 0 # OF 30" DIAMETER RISERS 2
SI'EC. GRAV. US~D 1.00 # OP 24" DIAMETER RISERS 3
BRINE FILL GAL' 0
SAFETY FACTOR
DOWN FORCE/UP PORCE = Q.93 :1
TOTAL WEIGHTS
DO~VN FORCES
CONCRETE WEIGHT 0.00 LBS.
BACKFILL WEIGI-I"1 408624.12 LBS.
TANK WEIGHT 18300.00 LBS.
PRODUCT WEIGI-IT 0.00 LBS.
TOTAL DO~VN FORCE 426924.12 LBS.
UP FORCES
TANK DISP. FORCE 456775.15 LBS.
TOTAL UP FORCE 456775.15 LBS.
WORKSHEET
TANK DATA
SHELL DIAMETER------------ 11.50 FT. * ACTUAL CAP (GAL; 50293.00
SHELL I,ENGTH---------------- 62.92 F"I'. * TANK WT. (LBS.) 18300.00
DOME PROJECTION---------- 2.~8 PT. * O.A.L. (FT.) 68.08
MID POiNT HEIGHT---------- 9.45 FT. * NUMBER OF RIBS 50.00
COLUMN I-I~IGHT------------- 15.20 FT. * **a****+****~***w*r***~~~***t********t*w**~
RIB VOLUM~-------------------• 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOME VOL. (CU FT) 659.G4
REINFORCED CONCRETE VOLUMES (CU. FTJ
TOP SLAB 0.00
TOTAL DRY VOLUNiG 0.00
FORC~ = VOL. X150 LBS 0.00 LBS.
BACKFILL VOLUMES (CU. FT.1
OVER TANK (DRY)------------- 3230.94 1074.59 WET
END-WEDGES (DRY)----------- 157.16 88.98 WET
TOTAL DRY VOLUME 3388.10
TOTAL R'ET VOLUM~ 1163.58
FO RCE (DRY) = VOL. X 100 LBS 338809.52 LBS.
FORCE (W~T) = VOL. X 60 LBS 69814.60 LBS.
BUOYANCY
SHELL VOLUME-------------- 6534.93 CUBIC FT.
DOMi: VOLUME-------------- 659.64 CUBIC FT.
RIB VOLUME------------------ 127.52 CUBIC FT.
TOTAL VOLUNIE 7322.09 CUBIC FT'.
VOL X 7.48 GAL/CU.FT. 54769.20 GALLONS
I'ORCE = GAL X 8.34 (LBS./GAL.) 456775.15 LBS.
, ~
~.ERXTS
NON-ANCHORED CITY OF YELM
RIDGELINE MIDDLE SCH OOL
BUOYANCY CALCULATION WATER AT GRADE
JWL 12/16/OS
TANK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COVER INCLUDING SOIL
TYPE (SW=I;DWI=2;DWII=3)
1
& TOP SLAB (FT; 3 ~Q
DRY=1; WET=2 1 TOP SLAB THICKNESS (IN; O.~Q
TANK DIA. (FT.) 12 TOP SLAB LBNGTH (PT 0.00
*****************~~*~t~*******~a~~~**********~*****~ TOP SLAB WIDTH (FT~ 0.00
PRODUCI' S7'ORED (GAL) 0 # OF 30" DIAMETER RISERS 2
SPEC. GRAV. USED 1.00 # OF 24" DIAMETER RISERS 3
13RINE FILL GAL' 0
SAFETY FACTOR
DOWN FORCE/UP FORC~ = Q.(3 :1
TOTAL WEIGHTS
DOWN FORCES
CONCRETE WEIGHT 0.00 LI3S.
BACKFILL WEIGI-I"I 273640.63 LBS.
TANK WBIGHT 18300.00 LBS.
PRODUCT WEIGHT 0.00 LBS.
TOTAL DOWN FORCE 291940.63 LBS.
UP FORCES
TANK DISP. FORCE 461216.61 LBS.
TOTAL UP FORCE 461216.61 LBS.
WORKSHEET
TANK DATA
SHELL DIAMETER------------• 11.50 FT. * ACTUAL CAP (GAL) 50293.00
SHELL LENGTH---------------- 62.92 PT. * TANK WT. (LBS.; 18300.00
DOME PROJ~CTION----------- 2.58 FT. * O.A.L. (FT.) 68.08
MID POINT HEIGHT----------• 9.45 FT. * NUMBER OF RIBS 50.00
COLUMN HEIGHT-----------°• 15.20 FT. * ~***~***~**+*****************~*********~*
RIB VOLUME--------------------• 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOME VOL. (CU FT) 659.64
REINFORCED CONCRETE VOLUMES (CU. FT.)
TOP SLAB 0.00
TOTAL WET VOLUME 0.00
FORCE = VOL. X 88 LBS/CF 0.00 LBS.
BACKFtLL VOLUM~S (CU. FT.1
OVER TANK (W~T) -----------• 4305.53
END-WEDGES (WET)----------• 255.15
TOTAL WET VOLUME 4560.68
FORCE = VOL. X GO LBS 273640.63 LBS.
BUOYANCY
SHELL VOLUMG--------------• 6606.12 CUBIC PT.
DOME VOLUM~--------------- 659.64 CUBIC PT.
RIB VOLUM~-------------------• 127.52 CUBIC FT.
TOTAL VOLUME 7393.28 CUBIC FT.
VOL X 7.48 GAL/CU.FT. 55301.75 GALLONS
FORC~ = GAL X 8.34 (LBS./GAL.) 461216.61 LBS.
XERXES~ NON-ANCHORED RIDGELINE MIDDLE SCHOOL
1'ELM COMMUNITY SCH OOL
BUOYANCY CALCULATION WATER AT TANK TOP
JWL 12/22/OS ~
Tr1NK DA'I'A INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COV~R 1NCLUDING SOIL & S,gO
TYPE (SW=I;DWI=2;DWII=3 1 TOP SLAB (FT)
DRY=1; WET=2 1 TOP SLAB THTCKN~SS (IN; 33.60
TANK DIA. (FT.) 12 TOP SLAB LENGTH (FT) 70.0&
***~**~*trs*************.:~*~«*»***~*****r***s*~~~ TOP SLAB WIDTH (FT) 14.00
PROD STORED (GAL) 0 # OF 30" DIAMETER RISERS 2
SPEC. GRAV. USED 1.00 # OF 24" DIAMETER RISERS 3
BRINE FILL GAL' 0
SAFETY FACTOR
DOWN FORCE/UP PORCE = j.'~O : j
TOTAL WEIGHTS
DOVVN TORCES
CONCRETE WEIGIIT 412090.00 LBS.
BACKFILL WEIGH'7 347543.69 LBS.
TANK WEIGHT 18300.00 LBS.
PRODUCT WEIGHT 0.00 LBS.
TOTAL DOWN rORCE 777933.69 LBS.
UP FORCES
TANK DISP. FORCE 456775.15 LBS.
TOTAL UP FORCE 456775.15 LBS.
WORKSHEET
TANK DATA
SHELL DIAMETER------------ I 1.50 FT. * ACTUAL CAP (GAL; 50293.00
SHELL LENGTH---------------- 62.92 FT. * TANK W'T. (LBS.) 18300.00
DOME PROJECTION---------- 2.58 FT. * O.A.L. (FT.) 68.08
MID POINT HEIGHT---------- 8.75 FT. * NUI~rIBER DP WBS 50.00
COLUMN HEIGHT------------- 14.50 FT. s **r*x~*s*~~sa**~~~~~«****«««***~*z~ .***~x****
RIB VOLUME-------------------- 4407.00 CLl. IN. DOME A. (SQ FT) 44.41
DOME VOL. (CU FT) 659.64
REiNrORCED CONCRETE VOLUMES (CU. FT.I
TOP SLAB 2747.27
TOTAL DRY VOLU~I~ 2747.27
TORCE = VOL. X150 LBS 412090.00 LBS.
BACKFILL VOLUMES (CU. FTJ
OVER TANK (DRY)------------- 2629.62 1093.65 WET
END-WEDGES (DRY)----------- 13L52 96.84 WET
TOTAL DRY VOLUNtE 2761.14
TOTAL WE1' VOLUME 1190.49
FO RCE (DRY) = VOL. X 100 LBS 276114.46 LBS.
F ORCE (VVET) = VOL. X GO LI3S 71429.24 LBS.
BUOYANCY
SHELL VOLUME-------------- 6534.93 CUBIC FT.
DOME VOLUME-------------- 659.64 CUBIC FT.
RIB VOLUME------------------ 127.52 CUBIC PT.
TOTEIL VOLUNiL 7322.09 CUI3IC IT.
VOL X 7.48 GAL/CU.F1'. 547G9.20 GALLONS
FORCE = GAL !C 8.34 (LBS./GAL.) 456775.15 LBS.
XERJCES~ 7901 XERXES AVENUE SOUTH www.xerxescorp.com
CORPORATION MINNEAPOLIS, MN 55431-1288 952-887-1890
Dipstick Calibration Chart for 50,000 Gallon - 12' Diameter SW Tank
DIPSTICK
READING
GALLONS DIPSTICK
READING
GALLONS DIPSTICK
READING
GALLONS DIPSTICK
READING
GALLONS DIPSTICK
READING
GALLONS
0" 0 13-3l4" 2634 27-1/2" 7194 41-1/4" 12783 55" 18974
1/4" 15 14" 2704 27-3/4" 7288 41-1/2" 12892 55-1/4" 19090
1!2" 29 14-1/4" 2775 28" 7382 41-3/4" 13000 55-1/2" 19206
3/4" 46 14-1/2" 2846 28-1/4" 7477 42" 13109 55-3/4" 19322
1" 66 14-3/4" 2918 28-1/2" 7572 42-1/4" 13218 56" 19439
1-1/4" 88 15" 2990 28-3/4" 7667 42-1/2" 13327 56-1/4" 19555
1-1/2" 112 15-1/4" 3063 29" 7763 42-3/4" 13436 56-1/2" 19672
1-3/4" 138 15-1 /2" 3136 29-1 /4" 7859 43" 13545 56-3/4" 19788
2" 166 15-3/4" 3210 I 29-1/2" 7955 43-1/4" 13655 57" i9305
2-1/4" 195 16" 3285 29-3/4" 8052 43-1/2" 13765 57-1/4" 20021
2-1/2" 22fi i6-if4" 3360 30" 8149 43-3/4" 13875 57-1/2" 20138
2-3/4" 258 16-1/2" 3435 30-1/4" 8246 44" 13985 573/4" 20255
3" 292 16-3/4" 3511 30-1/2" 8343 44-1/4" 14095 58" 20372
3-1/4" 327 17" 3588 30-3/4" 8441 44-1/2" 14205 58-1/4" 20489
3-il2" 363 17-1/4" 3665 31" 8539 44-314" 14316 58-1/2" 20606
3-3/4" 400 17-1/2" 3742 31-1/4" 8637 45" 14427 58-3/4" 20723
4" 439 17-3/4" 3820 31-1/2" 8736 45-1/4" 14538 59" 20840
4-1/4" 479 18" 3899 31-3/4" 8835 45-1/2" 14649 59-1/4" 20958
4-1/2" 520 18-1/4" 3978 32" 8934 45-3/4" 14760 59-1/2" 21075
4-3/4" 562 18-1/2" 4057 32-1l4" 9034 46" 14872 593/4" 21192
5" 605 18-3/4" 4137 32-1/2" 9134 46-1/4" 14983 60" 21310
5-1/4" 649 19" 4217 32-3/4" 9234 46-1/2" 15095 60-1/4" 21427
5-1/2" 694 19-1/4" 4298 33" 9334 46-3/4" 15207 60-1/2" 21545
5-3/4" 740 19-1 /2" 4379 33-1 /4" 9435 47" 15319 60-3/4" 21662
6" 787 19-3/4" 4461 33-1/2" 9535 47-1/4" 15431 61" 21780
6-1/4" 835 20" 4543 33-3/4" 9637 47-1/2" 15544 61-1/4" 21898
6-1/2" 884 20-1/4" 4626 34" 9738 47-3/4" 15656 61-1/2" 22015
6-3/4" 934 20-1 /2" 4709 34-1 /4" 9840 48" 15769 61-3/4" 22133
7" 985 20-3/4" 4792 34-1/2" 9942 48-1/4" 15882 62" 22251
7-1/4" 1036 21" 4876 34-3/4" 10044 48-1/2" 15995 62-1/4" 22369
7-1/2" 1089 21-1/4" 4960 35" 10146 48-3/4" 16108 62-1/2" 22487
7-3/4" 1142 21-1 /2" 5045 35-1 /4" 10249 49" 16221 62-3/4" 22605
8" 1196 21-3/4" 5130 35-1/2" 10352 49-1/4" 16334 63" 22723
8-1/4" 1251 22" 5216 35-3/4" 10455 49-1/2" 16448 63-1/4" 22841
8-1/2" 1306 22-1/4" 5302 36" 10559 49-3/4" 16561 63-1/2" 22959
8-3/4" 1362 22-1 /2" 5388 36-1 /4" 10662 50" 16675 63-3/4" 23077
9" 1420 22-3/4" 5475 36-1/2" 10766 50-1/4" 16789 64" 23195
9-1/4" 1477 23" 5562 36-3/4" 10870 50-1/2" 16903 64-1/4" 23313
9-1/2" 1536 23-1/4" 5649 37" 10975 50-3/4" 17017 64-1/2" 23431
9-3/4" 1595 23-1/2" 5737 37-1/4" 11079 51" 17131 64-3/4" 23549
10" 1655 23-3/4" 5826 37-7/2" 11184 51-1/4" 17246 65' 23667
10-1/4" 1716 24" 5914 37-3/4" 11289 51-1/2" 17360 65-14 23786
10-1/2" 1777 2- 6003 38 11395 5-3 17475 65- 2 23904
10-3/4' 1839 - 6093 11500 17589 5- 24022
1 1902 6183 11606 - 17704 24140
7 5
- - - 5 - 5
12" 2160 25-3/4" 6545 39-12 12031 53-14" 18155 7 24614
12-1/4" 2226 26 6637 39- 4 12138 53- 18280 67-14 24732
2- 2292 6729 12245 5- 18395 7- 24850
12-3 4 2359 - 6821 - 12352 18511 67-3 24969
13" 2427 26-3/4" 6914 40-12 12460 54-1/4" 18627 68" 25087
13-1/4" 2495 27" 7007 40-3/4" 12568 54-1/2" 18742 68-1/4" 25205
13-1/2" 2564 27-14 7100 41" 12675 54-3/4 18858 -12 25324
CAUTION: Do not use the Calibration Chart without reviewing Xerxes° Installation Manual and Operating Guidelines, and Xerxes° applicable
Limited Warranty, copies of which are in the literature packet delivered to the site, or available at www.xerxescorp.com.
XERXES CORPORATION Dipstick Calibration Chart for 50,000 Gallon - 12' Diameter SW Tank
DIPSTICK
READING
GALLONS DIPSTICK
READING
GALLONS DIPSTICK
READING
GALLONS DIPSTICK
READING
GALLONS DIPSTICK
READING
GALLONS
68-3/4" 25442 83" 32128 97-1/4" 38474 111-1/2" 44110 125-3/4" 48515
69" 25560 83-1 /4" 32243 97-1 /2" 98581 111-3/4" 44200 126" 48577
69-1/4" 25679 83-'1/2" 32358 97-3/4" ~8687 112" 44289 126-1/4" 48637
69-1/2" 25797 83-3/4" 32473 98" 38792 112-1/4" 44378 12b-T/2" 48637
69-3/4" 25915 84" 32588 98-1/4" 388g8 112-1/2" 44467 1263/4" 48757
70" 26034 84-1/4" 32703 98-1/2" 39003 112-3/4" 44555 127" 48815
70-1/4" 26152 84-1/2" 32818 98-3/4" 3gipg 113" 44643 127-1/4" 48873
70-112" 26270 84-3/4" 32932 99" 39213 113-1/4" 44731 127-1/2° 48930
70-3/4" 26389 85" 33047 99-1/4" 39318 113-1/2" 44818 127-3/4" 48986
71" 26507 85-1/4" 33161 99-1/2" 39422 113-3/4" 44905 128" 49042
71-114" 26625 85-1 /2" 33276 99-3/4" 39526 114" 44991 128-1 /4" 49097
71-1 /2" 26743 85-3/4" 33390 100" 39630 114-1 /4" 45077 128-1 /2" 49151
71-3/4" 26861 86" 33504 100-1/4" 39734 114-1/2" 45162 128-3/4" 49204
72" 26980 86-1/4" 33617 100-1l2" 39837 114-3/4" 45248 129" 49256
72-1/4" 27098 86-1/2" 33731 100-3/4" 39941 115" 45332 129-1/4" 493~8
72-1/2" 27216 86-3/4" 33845 101" 40044 115-1/4" 45417 129-1/2" 49358
72-3/4" 27334 87" 33958 101-1/4" 40146 115-1/2" 45500 129-3/4" 4940£3
73" 27452 I 87-1 /4" 34072 101-1 /2" 40249 115-3/4" 45584 130" 49457
73-1/4" 27570 ~ 87-1/2" 34185 101-3/4" 40351 116" 45667 130-1/4" 49505
73-1/2" 27ggg 87-3/4" 34298 102" 40453 116-1/4" 45749 130-1/2" 49552
73-314" 2780& 8$" 34411 102-1/4" 40554 116-1 /2" 45832 130-3/4" 49598
74" 27g2q 88-1/4" 34524 102-1/2" 40656 116-3/4" 45913 43t" 49643
74-1/4" 28042 88-1/2" 34636 102-3/4" 40757 117" 45995 131-1/4" 49688
74-1/2" 28159 88-3/4" 34749 103" 40858 117•1/4" 46075 131-1/2" 49731
74-3/4" 2g277 89" 34861 103-1/4" 40959 117-1/2" 46156 131-3/4" 49773
75~~ 28395 89-1/4" 34973 103-1/2" 41059 117-3/4" 46236 132" 49814
75-1/4" 28513 89-i12" 35086 103-3/4" 41159 118" 46315 132-1/4" 49853
~5-1~2~~ 28630 89-3/4" 35197 104" 41259 118-1/4" 46394 132-1/2" 49892
753/4" 2g748 90" 35309 104-1/4" 41358 118-i12" 46472 132-3/4" 49930
76~~ 28865 90-1/4" 35421 104-1 /2" 41457 118-3/4" 46550 133" 49966
76-1/4" 2ggg3 90-1/2" 35532 104-3/4" 41556 119" 46628 133-1/4" 50001
~6-1~2~~ 29100 90-3/4" 35644 105" 41655 119-1/4" 46705 133-1/2" 50034
76-3/4" 29218 91" 35755 105-1/4" 41753 119-1/2" 46781 133-3/4" 50067
~~~~ 29335 91-1/4" 35866 105-1/2" 41852 119-3/4" 46857 134" 50097
77-1/4" 29452 91-1/2" 35976 105-3/4" 41949 120" 46933 134-1/4" 50127
~~-~~2° 29569 91-3/4' 36087 106" 42047 120-1/4" 47008 134-12 50154
77-3/4" 2ggg7 92' 36198 06-1 4 42144 120-i l2" 47082 134-3 4' 50180
78~~ 29804 92-1/4" 36308 106-1/2" 42241 120-3/4" 47156 135" 50204
78-1/4" 2gg21 92-1/2' 36418 106-34" 42337 121" 47230 135-1/4" 50226
78-1/2" 30037 92-3/4" 36528 107" 42434 i2i-~/4" 47302 135-1/2" 50246
78-3/4" 30154 93" 36638 107-1/4" 42530 121-12' 47375 135-3/4" 50263
79~ 30271 93-14' 36747 107-1/2" 42625 721-3/4" 47447 136" 50278
79-1/4" 30388 93-1/2" 36857 107-3/4' 42721 12 47518 136-1/4" 50288
79-1 2 30504 93-3 4 36966 8 42816 47589 136-1 2' 50293
30621 37075 42910 - 47659
30737 37184 - 43005 - 4 47728
- 30854 37292 43099 47797
- - 37401 43192 47865
31086 750 - 286 - 47933
31202 37617 - 43379 48000
8- 4 31318 95-12 37725 43471 48067
- 31434 - 37833 43564 48133
- 31550 37940 43655 48198
31666 - 38047 - 43747 - 48263
82-14 31782 9•12 38154 1 0- 4 43838 125" 48327
82-12' 3~gg7 96-34' 38261 111 43929 25- 48390
32013 7 38368 - 44020 5- 48453 x12SOS.0 - 07/05fbf
50,000 Gailon Step Tank
Ground Water Level At 12 F.S.
Tonk Detoif I SHT
50,000 GALLON STEP TANK
SECTION A-A
N. T. S. -
_,"__
55.31 ~ LT. (C-LIN!
=P SYSTEM
~S AND ADAPTERS
-END OF LlNE
ET C3.5 PANEL
~ .1 ~,.~ , , ' ~, a. ~., .,~ _ ~
,~ ,~ STA. 7+i48.39, 16.83' RT. (C-LlNE)
~ ,,, ~ ,~ ~ 8" CLEAjVOUT s
~"` m - F~S~ ~ ~ ~, ~~ .~
- - o - i-~-~ ~-~-~- ~ -+- _ "C 1
~ o S 89'1
~~ _`~ N a~ts~, ~ ' ~ _ NcT'4~~ ~i~ j
-10' WJDE ~
JOINT GAS AN ;~ ~T
POWER EASEMEN ' a '~~`
~~
STEP TANK
(SEE DETAILS)
s~ ~
8~~(E IN=351. 33 q,~
~e ~
~ ~ e
INS LL 28 ' PVC~
S= 0. 45 F /FT
, o . ,,~~
/
~ I , Fr. ,~
~ ~ ~
~
INSTALL 9 LF 6" PVC
. =0.0422 FT/FT
A. 8+43.84, 50.95' RT. (C-LINE)
INSTALL 6" CLEANOUT
fE= 353. 61
(VERIFY W/ MECHANICAL PLANS)
~
~ STA. 6+91.36, 99.87' RT. (C-LINE)
INSTALL 8" CLEAN OUT
8" PV IE=351.61
STA 11+47.12, 90.60' RT.
INSTALL 6" CLEAN OUT
MH 3
STA. 6+
TYPE 3-
-STA. 6+68.60, 177.11' RT. (C-LIN!
INSTALL 6'" C.O.
1E=353. 90
(VERIFY WITH MECHANICAL PLAI+IS)
REV/SED STEP TANK LOCATION
AND S1TE REVISIONS
95.61' RT.
/
/ /
~ ~,
~
/
~
/
L
~ ~.
SCALE: 1 "= 40 FEET
0 20 40 80
A PORTION OF SHEET C3.1
January 20, 2006
STEP Tank & Re~ated Site Revisions:
The following is a list of revisions that involve the proposed STEP Tank location. This list does not
include all site revisions that may be requir~d as a result of the new tank location. It will be the
contractor's responsibility to verify constructability of other required site work prior to commencing with
site work that may be impacted as a result af these changes.
1. Moved the STEP Tank underneath the adjacent landscape island.
2. Piping alignments have been revised into and out of the STEP Tank.
3. Revised the island footprint. The island has been increased in size to accommodate the entire length of
the tank.
4. Minor grade changes around and adjacent to the island.
S. The tank will require a concrete pad over the tank as shown. This pad will also serve as a walkway.
This will reduce the amount of area that was previously available for landscaping. The landscape plan
and irrigation will need to be revised.
6. The invert elevatlon out of MH 3 has been revised.
7. The lighting that was shown in the island will need to be relocated. The attached drawing shows
proposed locations. Verify with the architect actual finish locations.
Jerome W. Morrissette & Associates Inc., P.S.
Civil • Municipaf • Geotechnir.al Engineering and Planning
1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1110
(360)352-9456 / FAX (360)352-9990
20 January 2006
Facility Operations
Xelm Community Schools
PO Box 476
Yelm, Washington 98597
ATTENTION: Ivlr. Erling Birkland
SUBJECT: YCS - Ridgeline Middle School Region STEP Tank Area Shallow Groundwater
Assessment, Yelm, Washington (JWMA N03157)
Deax Mr. Brickland
~ursuant to your request, I have prepared an assessment of shallow groundwater conditions in the vicinity
of the proposed Riage~ine Miaa~e Sc~aol for use 2n the buoyancy assessment for the school's STEP Tank.
OVERVIEW
The study area consists of the proposed STEP Tank location on the Ridgeline Middle School development
site (see Figure 1). The Ridgline site is located on the highest of several post-glacially eroded and
reworked terraces. The Ridgeline Terrace generally defines the maximum flow stages of the Nisqually
River during the post-galcial period and Lake Russell drawdown.
Construction of the STEP Tank commenced in early Decetnber 2005 with excavation for the tank. Work
was halted pending a response to tank buoyancy questions raised by City of Yelm staff. Prior to filling the
excavation, excavation side walls were inspected for evidence of shallow groundwater staining and the
shallow groundwater level was measured. Subsequent to the above referenced excavation water levels
have been surveyed in the STEP Tank area and Running Track Area.
The observations and measurements performed must be viewed in light of the recent rainfall environment.
Dt~ring the period from 19 December 2005 and 19 January 2006 the Olympia Airport NOAA Weather
Station recorded 30 days with rain out of 31 days with a total measured rainfall of 16.12 inches. The
normal rainfall levels at the airport are 7.9 inches for December and 7.5 inches for January. Hence, we
have received twice the normal rainfall during this 31 day period. The area is approximately 4.S inches
above average for the 2005/06 water year.
These rainfall levels come very close to the rainfall received during January and February 1999, which
was hzghest level rainfall year of record in Olympia.
Clearly, we are again in the middle of record setting conditions.
REGIONAL GEOLOGY AND GEOMORPHOLOGY
As noted above, the site is located on the highest of several erosional terraces that are located between the
present day Nisqually River and an elevated glacial outwash terrace located to the southwest (see Figure
2). The erosional terraces represent the various erosional excursions of the Nisqually River during the
post-~;alcial period when the ice dam at the Straits of Juan de Fuca was breaking up and Lake Russell,
which occupied much of the Yuget Sound was draining. The Yelm Prairie topography and surficail soil
mapping indicate that during the lake drawdo~m period th~ NisRually River may have occupied all or
many of the terraces during periods of relatively high velocity flood stage, which eroded and reworked the
recently deposited glacial sediments throughout this entire portion of the valley. This reworking left
behind numerous river meanders and upper basin flow troughs. For the most part, this erosion and
reworking removed the recessional outwash and cut deeply into or removed completely the glacial till,
exposing the advance outwash. The intermitten glacial till condition has resulted in a somewhat irregular
shallow groundwater pattern in some of these areas. The portion of the terrace occupied by the project has
a ground surface elevation of about 354 ft, which is about 65 ft below the adjacent glacial outwash terrace,
which has an average crest elevation of about 420 ft and a surface slope that grades to the southwest (away
from the project site and its associated terrace). It is therefore safe to assume that recessional outwash and
glacial till have generally been locally surficially eroded in the project area. The resultant intermittent
nature of the glacial till over the terraces that form the Yelm Prairie is consistent with the Aquifer
Sensitive designation assigned to this area.
The ground surface over the Ridgeline Terrace area generally grades down to the southwest (toward the
glacial outwash terrace and away form the Nisqually River). This surface configuration has resulted in a
shallow trough along the toe of the rise from the Ridgeline Tenace to the glacial outwash terrace. This
trough is an ancient drainage feature. Figure 1 shows the approximate limits of the surface drainage basin
that is tributary to trough area. It is noted that per Thurston County shallow groundwater expression
mapping this trough showed no surface expressions in the vicinity of the project site or in its upstream
area. The ground surface at the bottom of this trough is mapped as 348.0 ft adjacent to the project site.
The nearest shallow groundwater expression areas to the project site consist of a stormwater inf'iltration
pond that serves the Mill Pond School to the southeast and several natural pond located to the northwest
~f the sit~. The Mil~ Pond Schoo] pond showed groundwater at about elevation 348 ft per GEODATA
mapping (see Figure 3). The same figure shows the natural pond levels at about elevation 328 on the
GEODATA mapping. It is also again noted that there was no shallow groundwater expression in the
ancient trough located southwest of the project site where the bottom elevation is estimated to be 348 ft.
SU~ZF~CIAL SQILS
Pigure 2 shows the NRCS surficial soil mapping for most of the Yelm Prairie, showing the numerous
terraces and troughs. For the most part, these terraces are composed of Spanaway Gravelly and/or Stony
Sandy Loam. Elevated areas where post-glacial erosion did not completely remove the glacial till and
recessional outwash are mapped as Alderwood and Everett Series soils. In these areas, original glacial till
and recessional outwash are most likely still resident and shallow groundwater perching may be expected
in these areas. There are also localized areas of Nisqually Fine Sandy Loam, which are indicative of less
aggressive erosional environments or pockets in which finer river transport sediment has accumulated.
Specifically, the surficial soil in the area of Ridgeline Middle School are Spanaway from the toe of the
glacial terrace rise to the northeast terrace boundary (see Figures 2& 4).
RECENT OBSERVATIONS & MEASUREIVI~NTS
As noted above, in situ measurements of the shallow groundwater lev~l at the site were performed prior to
the tank excavation being filled in late December 2005. The results of these observations were reported ta
City of Yelm staff in late December 2005. The shallow groundwater level in the excavation at that time
was 341.3 ft. Subsequent to performing this measurement, the water ~evel in the new storm pond north of
the running traclc, in test holes along the west side of the running track, in the Hawks Landing Stormwater
pond, and the natual ponds tocated downstream arid to the northeast of the proJect site Evere measurec~.
Measurements were performed in the natural ponds on 06 January 20U6 prior to the apparent surfacing of
groundwater on the west side of the Ridgeline School site, which indicated an elevation of 324 ft. Water
levels on the west side of the school site were measured on 17 January 2006 and 20 January 2006:
LOCATION 17 JAN 06 2Q JAN 06
Ridgetine Stormwater Pand 34&.47 ft 34&.57 ft
Hawks Landing Stormwater Pond (Dry Pond - Bottom El 348.4)
Test Hole NW Corner - Running Track 346.63 ft 346.69 ft
Test Hole SW Corner - Running Track 347.54 ft 347.50 ft
Softball Field Area 348.75 ft 348.58 ft
Additiatially, observations were performea in the excavatian to r~efn~ t~e maximum observable shallow
groundwater level from evidence in the soil profile. Faint staining was noted at about elevation 347.4 ft,
suggesting that shallow groundwater may have approached this level at some time in the past.
As mentioned previously, GEODATA mapping indicates that the maximum water level in the natural
ponds was about elevation 328 ft, 4 ft higher than the level measured in early January 2006. Using this
1eve1 change, tYze 199b maximum grounc~~~vater excursion at the STEP Tank location would be projected to
be 345.3 ft.
GEODATA mapping of the Mill Pond School pond suggests a pond bottom groundwater level of 348 ft.
It is estimated that the Mill Pond level is actually higher than the local maximum shallow groundwater
levels. Closer study of this pond shows it to be something of an oasis in the middle of a rather droughty
pra2r~e enz~~ronment (see Figure S), Further review of the local conditions indicates that the Mill Pond
School stormwater system consists of biofilter swale treatment and an infiltration pond. It is probable that
there has been some transport of fine soil particles and extra nutrients from lawn maintenance to the ponc~.
The fine soils and nutrients combined with the abundant stormwater directed to the pond have resulted in
profuse vegetation growth within the pond. It appears that the pond has not been adequately maintained in
regard to periodic mo~ving to prevent the groz~vth of woody vegetation on the pond bottom or side slopes.
Based on visual observations the growth in the pond consisted mainly of alder, which is a deciduous tree
that drops its leaves each Fall. The leaves would add to the fine soils, nutrients and abundant water to
produce a pond bottom biomat that would seriously reduce infiltration rates. This condition may also
have been influenced by localized groundwater mounding beneath the pond due to the concentration of
runoff in the pond.
As such, the GEODATA groundwat~r hazard mapping for this pond area also reflects poor pond
performance due to poor maintenance and localized mounding during an extremely wet period. Hence,
the actual local maximum shallow groundwater level is most likely somewhere between elevations 345 ft
and 348 ft.
Returning to the staining observed in the excavation (elevation 347.4 ft), it is probable that the maximum
excursion was about 347 ft, given that capillary rise in the soil would result in a slight elevation of upward
wetting front and stain marks in the soil.
Recently measured water levels in the athletic field area west of the school shows present water levels to
be about 346.5 ft. Given that there is most likely some rise in the phreatic surface from the athletic field
are to the STEP Tank area, a present level of 347 to 347.5 ft would be a reasonable assumption.
Finally, measurements were attempted in the Hawks Landing Pond zmmediately to the north of the STEP
Tank area. This pond has remained dry through this period and the pond bottom is 348.4 ft.
Based on the foregoing, it is clear that the shallow groundwater lev~l in the STEP Tank area is presently
below 348.4 ft and is most likely about 347 ft. This present conditions is occurring during a record
rainfall period as noted above.
CONCLUSIONS
Based on the foregoing, it is concluded that the approximated maximum shallow groundwater level of
record in the vicinity of the project site is about 347 ft and is most likely occurring reoccurring at the
present time.
Should you have any further questions or require clarification, kindly contact me at (3b0)352-9456.
Yours very truly,
J. W. MORRISSETTE & ASSOCIATES INC. P.S.
~CC~~ G~) W I`~~-~'
Edward A. Wiltsie, P.E.
Sr, Geotechnical Engineer/Associate
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pct. 6. 2~~bF~ 10:~OF~N JWMpR No~78~6 F. 2
J'erome W, Mor.risa~tte & Asaociatas Inc.. P. S. __ . _-. _
1700 Cooper point Road SW, #B-2, Olympia, WA. 98502-1110
(360) 352-9456 ~ (360) 352-9990
FAX TRANSMISSION SHEET
TO: James E. Gibson
Development Services ~ngineer
City of Yelm
FAX No.: 458-3144
JOB NO. 03143
DA'T~: S~pt~mber 30, 2005
SUBJECT: YeIm High School
1500 Gallon STEP Tank
Mr. Ray Mow
Erickson ~ZcGovcrn
120131'` Street S.
Tacuma, WA 98444-4804
253-531-9197
We are transmitting a total of 6 pages (including this page),
Tf you do not receive all of the pages, please contact us at (360) 352-9456.
Thank you.
I have received these shop drawings for the 1500 gaIlon STEP tank for the Auto Shop.
Please review and retum to me for routing to the contractor. Should you have any
questaons or require additional info~na#ion, please cont~ct me at (360) 352-9456.
2~Y ~.~, .~. ~
Very truly yours;
.~erome'1rV. Morri~sette & Associates Inc., P.S. ~L c K~~
~--cvv~..t.~~,~ _
SYGNED:
Robert Tausche~r, P.E. w
Project Engineer
C:~Bob'sFilcs\03143 Yeim Fiigh School Sito lroprovement\Cor~respondenca\093005 Fa~c Yelm EM.DOC
Ct'v~l r Municipa! ~* Geotechnical Engrneerir~g Qnd Plcmning
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Zf you ~o nof rece'r.v~e aII of t~~e pag~:pl~ase cali us~C r.360 ~3.~~- .~-
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Signed: ~
S.~ND ~'A~ ;['O: ~ ~ ,~. . .
F•rUCtif[SClfri
~ ~ Civil '~ri~Iunicrpal '~ Geo.techrical f,~zgineermg~nd P!annirrp
09:26 FROP1:MORRISSETTE & ASSOCI 3603529990 T0:4583144 P.1
Rural and Urbon Arterials (Usban)
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/
Exhibit 7-1A. Divided Arteriel Street With Parking Lenes
Roadway Width for 8ridges
The minimum clear width for new bridges on arterial streets should be the same as the curb-
to-curb width of the street. On long bridges, defined as bridges with overall lengths in excess of
60 m[2(?0 ft], the offsets to pac~apets, rails, or bamers may be reduced to 1.2 m[4 ft] where
shoulders or pazldng lanes aze provided on the arterial. For further relevant discussion. see the
sections on "Curbs," "Sidewalks," "'Ilra~c Bairiers," and "Bridge Railings" in Chapter 4.
Bridges to Rematn in Place
Reasonable attempts shouid be made to irnprove existing structures that do not meet cuirent
design policies or guidelines, but are otherwise suitable for reterition. When making this decision,
an important consic3eration is the extent to which such features that do not meet current poiicies
and guidelines are likely to contribute to crash frequency and operakional deficiencies. Other
factors to be considered include the remaining life, the cost of improvements and/or rehabilitation
compazed to replacement, and the historical significance, aesthetic value, and noWriety of the
swcture. ~~ ~ ~
~ ~,~~ ~ ~. C!T~ ~L 1 Ar~
Horiaontel Clea~ance to Obstructiona
Clear roadside design is recommended for urban arteriaSs whenever practical. On curbed
street sections, clear roadsides are often impractical, particularly in restricted azeas. Ia such arees,
a cleazance between curb face and object of 0.5 m[1.5 ft] (or wider where practica!) should be
provided. A 1.0-m [3-ft] clearance to roadside objects should be provided particularly neaz
48S
YELM COMMUNITY SCHOOLS
_ Where all students can learn cznd grow
Erlin~ Bukland
Director of Facilities
December 16, 2004
Mr. Jim Gibson
City of Yelm
Community Development
PO Box 476
Yelm, WA 98597
RE: Required Inspections Yelm High School
Dear Mr. Gibson:
I am in receipt of an e-mail dated December 14, 2004 regarding the inspection of
utilities at the Yelm High School project.
It appears that there is a misunderstanding as to the inspections required by the City of
Yelm. In our notes from the Pre-Construction meeting it was noted that the City of Yelm
would require inspections for all city provided utilities with the exception of the Storm
Drainage Systems, which would be inspected by the project civil engineer and the
testing agency contracted by the school district. The email dated December 14, 2004
however indicates that the City of Yelm is the responsible inspection agency for the
storm drainage system.
To insure that all required inspections are conducted in a manner and method approvec~
by the City of Yelm please provide the inspection protocol including the inspectors
names and telephone numbers responsible for the various inspections performed by
the City of Yelm. I am confident that with a specific method of requesting and tracking
inspections we will be able to facilitate the inspections required by the City of Yelm to
your satisfaction.
Your assistance in resolving this issue is appreciated.
Sincerely,
Erli g B~(rkl
D' ector of Facilities an onstruction
cc: Alan Burke, Superintendent YCS
Cass Prindle, Superintendent BPCC
John Erickson, Erickson McGovern
YF,I,M COMMLINITY SCHOOi.S IS AN F.OUA1, OPPOR7'UNI1'Y EMPLOYER AND rO1.i.OWS'1'ITl.li iX RROUIRI?Ml?NTS.
io~ First Strect North, P. O. Box 4~6, Yclm, Washington 9~597~ ~3E~~) 45H-~1~8, FAX (3Go) 458-~434
~„~~/~`~
Jerome W. Morrissette & Associates Inc., P.S
1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1110
(360)352-9456 / FAX (360)352-9990
, ` `~
LETTER OF TRANSMITTAL
%i,,~~ , ~
~fi ~ ~~F
TO: The City of Yelm Job No. 03143 ~~OS
P.O. Box 479 Date: 14 March 1997
Yelm, Wa. 98597 Attention: Mr. Jim Gibson
Dev. Services Engineer
SUBJECT: Vortechnics Stormwater Treatment System Product Submittals
I am sending you attached the following items:
COPIES DATE DESCRIPTION
1 11 November 2004 Transmittal Form to Ray Mow of Erickson McGovern
Architects Re: Stamped Stormwater Treatment System
Submittal
1 23 January 2002 Vortechnics 24" Dia. Frame & Cover Access Lid Submittal
1 21 October 2004 Vortechnics Stormwater Treatment System Mode15000
Submittal for Zone 7 Yelm High School
1 21 October 2004 Vortechnics Stormwater Treatment System Mode13000
Submittal for Zone 3 Yelm High School
Jim, Here are copies of the submittals for the Vortechnics Stormwater Treatment Systems that I was able
to come up with. Today was the first that I had heard of your request for this information. If there is other
information that our office agreed to provide to you please feel free to contact me and I will get it to you.
Bob is out of the office three days a week and it probably just slipped his mind that you had requested this
info.
Should you have any questions or require additional information, please contact me at (360)352-9456, or
e-mail me at Scott@JWMorrissette.com
SIGNED: /~
~ cott Severs
Sr. Engineering Technician
cc Bob Tauscher (JWM&A), Ray Mow (Erickson McGovern)
Civil / Municipal / Geotechnical Engineering and Planning
Jerome W Morrissette & Associates Inc . P S
T 1700 Cooper Point Road SW, #B-2, Olympia, WA. 98502-1110
(360) 352-9456 • (360) 352-9990
FAX TRAN~MISSION SH~E'T
~'O: Mr. Ray Mow, Project Manager
Er2ckso~ McGovern
120 131 s~ Street S.
Tacoma, WA 98444-4804
JO]B 1~t0. 03143
IDt~TE: November 11, 2004
SIJBJ~CT: Yelm High School
I am enclosing for you the attached items:
COPIES I~ATE DESCRIPTION
November, 2004 Stamped Stormwater Treatment System Submittal
Attached are the stamped approved stormwater treatment submittals. If you have any questions,
please contact me at (360) 352-9456.
Very truly yours;
Jerome W. Morrissette ~ Associat~s Inc., P.S.
~ '
SIGNEI~: ~i~ C'_.e.~~-~~~
Robe~t Tauscher, P.E.
Projec~ Engineer
C:1Bob'sFiles103143 Yelm High School Site Improvement\Correspondence\111104 Transmit EM Submittals.DOC
Civil * Municipal ~ Geotechnical Engineering and Planning
MATERIAL: Gray iron conforming to ASTM
A48. CL.35B and AASHTO M105
3/4" DIA.
This drawing shows lhe general configuralion of the casting or casGngs to be supplied. Dimensions are approximate and may vary. qrawings should
not be scaled where lhere are no dimensions shown.
Weight of casting(s), when shown, is based on final dimensions and is esGma[ed only.
There are no representations made concerning the suitability of the design of the materials spe~ed since the manufaclurer has no conUOl
whatsoever upon final consWcGon or inslallation of the product herein setforth. •
Vortechnics° VORTECHS SYSTEM - 24" DIA. x 4" H MH FRAME AND COVER
~200 Enterprise Drive
Scarborough,ME04074 AASHTO HS20-44 HIGHWAY LOADING
Tel.: 207-885-9830
Fax: 207-885-9825
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JUN-14-2005 08:16 FROM:MORRISSETTE & ASSOCI 3603529990 T0:4533144 P,1
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~
Jerome W. Morrisseite & Assaciates Inc. P.S.
17Q0 Caapcr Point Road SW, # B-2, Olympie, Vl/A 98502-f I 10
phone (360) 352-9456 + fax (36Q) 352-9990
~A~ ~R.ANSMISSIUN SHEET
FILE NO.
TO: FROM: Z t~fi~T~
NAM~: {N~l"z . 6~ {zA~~ ~~~ 1VAME: ~OCL-l
CONIPANY: ~t-~^-- DATE: Ca ~`~ Q c' ``" Q~=2p~-c`
We are transmitting from FAX number (360) 352-9990.
We are transrr~tting a total of ~4_ pages (including cover page). If you do
not receive aU of the pages please call us at (360) 352-9456. Thank you..
,C~ ; ~ o o ~ A~ ~s ~ i -D
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JUN-14-2005 08:16 FP.OM:MOFRI~~~,ETT _: ASSuCI ~~~_~~~~!_~~~~~ Tu:~~'~~144 P.3
G t-a e. ~-L,~ 2 ~
~fL 0 ~t 4i ~1 CS GT i o~ ~ L' 15 v.~- ~~-+J~7.7
AASHTO-!'eometric Design of Highways and S~reets
right and encroach opon the shoulder. While such shoulder encroachments are undesirable, t4iis
does not warrant the elimination of the surfaced shoulder because of factors such as high-volume
traffic and truck usage.
Shoulder Contrast
It is desirable that the color and texture of shoutders be different from those of the traveled
way. This conUrast serves to clearly defirze the traveled way at all times. pariicularly at night and
during inclement weather, while discouraging the use of shoalders as addiaonal through lanes.
Bituminous, crushed stone, gravel, and turf shoulders all offer excelleni contrast with concrete
pavements. Satisfactory contrast with bituminous pavements is more difficult to achieve. Yarious
types of stone aggregates arid turf offer good contrast. Several states have attempted to achieve
contrast by seal-coating shoulders with lighter color stone chips. Unfortunately, the color
distinction may diminish in a few years. The use of esige lines as described in che Manual on
Uniform Tra~'ic Control Devices (MUTCD) (8) reduces the need for shoulder contrast. Edge lines
should be applied where shoulder use by bicycles is expected. Some states have provided
depressed rumble strips in the shoulder to provide an audible alert to the motorists that they have
crossed over anto the shoulder. This is particulazly effective at night and during inclement
weather. However, care should be used if ttse shoulders are to be used by bicyclists.
T~rnouts
It is not always economically practicat to provide wide shoulders continuously atong the
highway, especially where the alignment passes through deep rock cuts or where other conditions
limit the cross~section width. In such cases, consideration should be given to the use of
intermittent sections of shoulder or turnouts along the highway. Such turnouts provide an area for
emergency stops and also allow slower moving vehicles to pull out of the through lane to permii
following vehicles to pass.
Proper design of turnouts should consider turnout length, including entry and e~t tapers,
tutnout width, aztd the locadon of the turnout with respect to horizontal and vertical curves where
sight distance is limited. Tumouts should be locaced so that approaching drivers have a clear view
of the entire tumout in order to determine whether the tumout is available for use (9). Where
bicycle tra~c is expectcd, turnouts should be paved so bicyclists may move aside to allow faster
traffic to pass.
HORiZON7AL CLEARANCE TO OBSTRUCTIONS
The term "cle~r zone" is used to clesig~nate the unobstructed, relatively flat area provided
beyand the edge of the traveled way for the recovery of eaant vehicles. The cleaz zone includes
any shonlders or auxiliary Ianes.
The AASHTO Roadside Design Guide (i0) discusses clear zone widths as related to speed,
volume, and embanl~ent slope. The Guide may be used as a reference for deternunation of
322
JUN-14-2005 08:17 FROM:MORRISSETTE & ASSOCI 3603529990 T0:4583144
~, , .
Elements
clear-zone widths for freeways, rural arterials, and high-speed rural collectozs. For !ow-speed
rural collectors and rural local roads, a minimum clear-zone width of 3.0 m[10 ft] should be
provided.
For urban arterials, collectors, and local streets where cucbs ase uttZized, space for cl~ar
zones is generaliy restricted. A minimum offset d,~stanwe of 5(?0 mm„[18 in should be provided
beyond the face of~ th~e b. with wider offsets provided where practical. This "operat~onal" offset
w~ generally permit curbside parking and will not have a negative impact on traffic flow.
However, since most curbs do not have a significant capability to redirect vehicles, a minimum
clear zone distance commensurate with prevailing traffic volumes and vehicle speeds should be
provided where practical.
CURBS
General Considerations
P.4
The type and location of curbs affects dtiver behavior and, in turn, khe safety and utiiity of a
highway. Curbs serve any or alt of the following purposes: drainage control, roadway edge
delineation, right-of-way reduction, aesthetics, deiineation of pedestrian walkways, reduction of
maintenance operatiorts, and assistance in orderly roadside development. A curb, by definition,
incorporates some raised or vertical element.
Curbs are used extensively on all types of low-speed urban trighways. In the interest of
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caAPORanor~
December 16, 2005
Mr. Jim Gibson
City of Yelm
Email: jima@ci.yelm.wa.us
Re: One (1) Xerxes' 12 Foot 50,000-gallon SW
City of Yelm - Ridgeline Middle School
Buoyancy Calculations
Dear Mr. Gibson:
We have summarized the buoyancy data you requested. All of the calcufations are
based on the site data you have provided to us and on nominal engineering values
for the physical parameters.
All of the calculations are based on standard engineering practice. Xerxes uses
approaches in a manner similar to the protocols presented in the PEI/RP 100-05
manual to calculate the underground tank Buoyancy Safety Factors.
It is the tank owner's responsibility to determine the suitability and applicability of
insta~lation. Our sole responsibility in any installation is as stated in our Limited
Warranty.
Our calculations show that, given the installation parameters that you have
provided to us (buried to a depth of 3.7 feet, unanchored, with water table as
specified) the Buoyancy Safety Factors are as follows:
Water Table Location Buo anc Safet Factor
Mid-Tank Level 2.07:1
Tank To Level 0.93:1
At Finished Grade 0.63:1
Xerxes recommends a minimum Buoyancy Safety Factor o~.20:1.~) have included
copies of the worksheets for your files. __
Also, you mentioned that the installation was planned using two different backfill
materials. Please note that Xerxes specifies the use of pea gravel or crushed rock
for bedding and backfill, which conforms to specifications set forth in ASTM
Standard C33, paragraph 9.1. In general, we accept those materials meeting the
criteria of size numbers 6, 67, 7, and 8, noting that no more than 5% by weight
may pass through a number 8 sieve. Approved backfill materials are to be used for
the entire installation.
(Continued)
/2
Page 1 of 2
CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MIIVIVESOTR 5543].
PHONE (952) 887-1890 FAX (952) 887-1870
XE S~
coR~wnoN
(Continued from Page 1}
An important characteristic of good backfill material is hardness or stability when
exposed to water or loads. Most natural materials have no problems meeting the
i~ardness r~equrrement. However, materials like soft limestone, sandstone or shale
should not be used as backfill because they break down over trme. ~ikewise,
manmade materials should be evaluated for hardness and stability in accordance
with ASTM Standard C33.
Xerxes Corporation does have a procedure for using two different backfill materials
in a single installation. For your reference, also attached to this letter is the
document: Split Backfill Instructions. Please note these instructions require that
select material be placed to at least 75% of the tank diameter, and that a filter
fabric be placed over the entire surface of the backfill material.
Xerxes' Limited Warranty applies to tanks installed in accordance with the
provisions of Xerxes' current Installation Manual & Operating Guidelines. Since
Xerxes does not control the parameters of any installation or tank operation, our
sole responsibility is as stated in our warranty.
If we can be of additional assistance, please feel free to contact us
Yours truly,
Jeffrey Lexvold
Technical Support Engineer
Attachments - 4
Page 2 of 2
CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55431
PHONE (952) 887-1890 FAX (952) 887-1870
XERXES° NON-ANCHORED CITY OF YELM
BUOYANCY CALCULATION WATER AT MID-TANK RIDGELINE MIDDLE SC HOOL
JW L 12/16/OS
TANK DATA INSTALLATION
NOM. C~1P. (GAL.) 50000 TOTAL COVER INCLUDING SOIL
3.70
TYPE (SW=I;DWI=2;DWII=3) 1 & TOP SLAB (FT;
DRY=1; WET=2 1 'COP SLAB THICKNESS (IN~ 0.00
TANK DIA. (FT.) 12 TOP SLAB LENGTH (FT. 0.00
~*~*************************~**~~**~z~**~~*~~*~~*~**~: TOP SLAB WIDTH (FT 0.00
PROD STORED (GAL) 0 # OF 30" DIAMETER RISERS 2
SPEC. GRAV. USED 1.00 # OP 24" DIAMGTER RISERS 3
BRINE FILL GAL' 0
SAF~TYSAFETY
DOWN FORCE/UP FORCE = 2.07 : j
TOTAL WEIGHTS
DOWN FORCES
CONCRETE WEIGHT 0.00 LBS.
BACKFILL WEIGH7 454177.71 I,BS.
TANK WEIGHT 18300.00 LBS.
PRODUCT W~IGHT 0.00 LBS.
TOTAL DOWN FORCE--- 472477.71 L,BS.
UP FORCES
TANK DISP. FORCE 228387.58 LBS,
TOTAL UP FORCE---- 228387.58 LBS.
WORKSHEET
TANK DATA
SHELL DIAMET'ER------------• 11.50 FT, * ACTUAL CAP (GAL) 50293.00
SHELL LENGTH---------------- G2.92 PT. * TANK WT. (LBS.; 18300.00
DOME PROJECTION----------- 2.58 PT. ~ O.A.L. (FT.) 68.08
MID POINT I-IEIGHT----------• 9.45 FT. * NUMB~R OP RIBS 50.00
COLUMN HEIGHT-------------• 15.20 FT. * *****~*********~**«********~*****~***~**~~
RIB VOLiJME--------------------• 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOML VOL. (CU FT) 659.64
REINFORCED CONCRETE VOLUMES (CU. FT.)
TOP SLAB-------------------• 0.00
TOTAL DRY VOLUME 0.00
FORCE = VOL. X150 LBS 0.00 LBS.
BACKFILL VOI,UMES (CU. FT.)
OVER TANK (DRY) -------------• 4305.53
END-WEDGES (DRY)-----------• 236.25
TOTAL DRY VOLUME 4541.78
FORCE = VOL. X 100 LBS 454177.71 LBS.
BUOYANCY
SHELL VOLUME-------------- 6~34.93 CUBIC PT.
DOME VOLUME--------------• 659.64 CUBIC FT.
RIB VOLUME------------------• 127.52 CUBIC FT.
TOTAL VOLUME 7322.09 CUBIC FT.
VOL X 7.48 Gt1L/CU.PT. 54769.20 GALLONS
FORCE = GAL X 8.34 (LBS./GAL)/2 228387.58 LBS.
e
XERXES
NON-ANCHORED CITY Or YELM
~IDCELINE MIDDLG SCHO OL
N WATER AT TANK TOP
BUOYANCY CALCULATIO
JWL 12/16/05
TANK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COVER INCLUDING SOIL & 3.70
TYPE (SW=I;DWI=2;DWII=3~ 1 TOP SI_AB (FT)
DRY=1; WET=2 1 TOP SLAB THICKNESS (IN; 0.00
1'ANK DIA. (FT.) 12 TOP SLAB LENGTH (FT) 0.00
*******~*********~«********~~**~.+*~********~~»**~ TOP SLAB WIDTH (F'1~ 0.00
PROD STORED (GALj 0 # OF 30" DIAMET'ER RISERS 2
SPEC. GRAV. USED 1.00 # OF 24" DIAML;TER RISERS 3
BR1NE FILL GAL' 0
SAFETY FACTOR
DOWN FORCE/UP FORCB = 0.93 ; ~
TOTAL WEIGHTS
DOWn' FORCES
CONCRETE WEIGH"I 0.00 LBS.
BACKP'ILL WEIGH7 408624.12 LBS.
TANK WEIGHT 18300.00 LF3S.
PRODUCT WEIGHT 0.00 LBS.
TOTAL DOW~I FORCE 426924.12 LBS.
UP FORCES
TANK DISP. FORCE 456775.15 LBS.
TOTAL UP FORCE 4~6775.15 LBS.
WORKSHE~T
TEiNK i9~TA
SI-IELL DIAMETER------------ 11.50 FT. ~` ACTUAI, CAP (GAL: 50293.00
SHELL LENGTH---------------- 62.92 FT. * TANK WT. (LBS.) 1830QOU
DOME PROJECTION---------- 2.58 FT. * O.A.L. (FT.) 68.OS
MID POINT HEIGHT---------- 9.45 FT. * NUMBER OF RIBS 50.00
COLUMNHEIGHT------------- 15.20 FT. * **«~****~***********~****~~r~***** ***~~~~~;:,:
RIB VOLUME-------------------- 4407.00 CU. IN. DOME A. (SQ FT) 44.~11
DOME VOL. (CU PT) 659.64
REINFORCED CONCRETE VOLUM~SSCU. FT.1
TOP SLAB 0.00
TOTAL DRY VOLUME 0.00
FORCG = VOL. X150 LSS 0.00 LBS.
BACKFILL VOLUMES (CU. FT~
OVERTANK (DRY)------------- 323Q.94 ]074.59 WET ,
~ND-WEDGES (DRY)----------- 157.16 88.98 WG"1~
TOTAL DRY VOLUl14~ 3388.10
TOTAL W~T VOLUME 1163.~8
FORCE (DRY) = VOL. X 100 LBS 338809.52 LBS.
TORCE (VVET7 = VOL. X 60 LBS 69814.60 LBS.
BUOYANCY
SHELL VOLUMG-------------- 6534.93 CUBIC FT.
DOME VOLUME-------------- 659.64 CUBIC FT.
RIB VOLUME------------------ 127.52 CUBIC FT.
TOTAL VOLUME 7322.09 CUBIC FT.
VOL X 7.48 GAL/CU.FT. 54769.20 GALLONS
FORC~ = GAL X 8.34 (LBS./GAL.) 456775.15 LBS.
e
XERXES
NON-ANCHORED CITY OF YELM
RIDGELINE MIDDLE SCH OOL
BUOYANCY CALCULATION WATER AT GRADE
JWL 12/16/OS
TANK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COVER INCLUDING SOIL
TYPE (SW=I;DWI=2;DWII=3)
1
& TOP SLAB (FT; 3J0
DRY=1; WE1'=2 1 TOP SLAB THICKNESS (IN; 0.00
TANK DIA. (FT.) 12 TOP SLAB LENGTH (FT 0.00
******~*~*~*~**~*~z~+~**********~*~********~:****~*~~ TOP SLAB WIDTH (FT' 0.00
PRODUCT STORED (GALj 0 # OF SO" DIAMETER RISERS 2
SPEC. GRAV. USED 1.00 # OF 24" DIAMETER RISERS 3
BRIN~ FILL GAL' 0
SAFETY FACTOR
DOWN PORCE/UP FORCE = 0.63 : j
TOTAL WEIGHTS
DOWN FORCES
CONCRETE WEIGHT 0.00 L13S.
BACKFILL W~IGI•I"I 273640.63 LBS.
TANK WEIG~IT 18300.00 LBS.
PRODUCT WEIGHT 0.00 LBS.
TOTAL DOWN FORCE 291940.63 LBS.
UP FORCES
TANK DTSP. FORCE 461216.61 LBS.
TOTAL UP FORCE 461216.61 LBS.
WORKSHEET
TANK DATA
SI-IELL DIAMETER------------• I 1.50 PT. * ACTUAL CAP (GAL) 50293.00
SH~LL L~NG"TH---------------- 62.92 FT. * TANK WT. (LBS.; ] 8300.00
DOME PROJECTION-----~----- 2.58 FT. * O.A.L. (F"f.) 68.08
MID POINT HEIGHT----------• 9.45 FT. * NUMBER OF RIBS 50.00
COLUMN H~IGHT-------------• 15.20 FT. ~ *~a**~~*s**~~**~**~~*~**~~~~*:~* *~******~*
RIB VOLUM~--------------------• 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOME VOL. (CU FT) 659.64
REINFORCED CONCR~TE VOLUMES (CU. FT.)
TOP SLAB 0.00
TOTAL WET VOLUM~ 0.00
FORCE = VOL. X 88 LBS/CF 0.00 LBS.
BACKFILL VOLUMES (CU. FT.)
OVER TANK (WET) ------------ 4305.53
~ND-WEDGES (WET)----------• 255.15
TOTAL WET VOLUME 4560.68
FORCE = VOL. X 60 LBS 273640.63 LBS.
BUOYANCY
SH~LL VOLUME--------------• 6606.12 Ci1BIC FT.
DOME VOLUME--------------• 659.64 CU131C FT.
RIB VOLUME-------------------• 127.52 CUBIC FT.
TOTAL VOLUME 7393.28 CUBIC PT.
VOL X 7.48 GAL/CU.FT. 55301.75 GALLONS
FORCE = GAL X 8.34 (LBS./GAL.) 4612] 6.61 LBS.
Spli~t Backfill Instructions
~. GEMFR~lL
1.1. Use pea gravel or crushed stone as specified in the Xerxes
Instaliation Manual and Operating Guidelines in effect at time of
installation (subsequently referred to as "Installation Manual"), and
the Xer~es Backfill Guidelines for bed and backfill materiai.
2. BACKFILL AND FILTER FABRIC
2.1. Use the specified select material as the backfill vertically up to a
point of 75% of the tank diameter. (See FIGURE 1-1.)
2.2. Follow the instructions in the Installation Manual on the
placement of this backfill.
2.3. Install a layer of filter fabric over the entire surface of the backfill
material. All joints in the 61ter fabric should be overlapped 6-12
inches. All fabric must lap up onto the tank and excavation surface a
minimum of 6 inches.
2.4. Instaliations with unstable soil may require the fabric to line the
entire excavation sides. (Refer to the Installation Manual in the event
of unstable soil.)
2.5. All sand or soil may be used above the filter to subgrade. The
soil must be nonorganic and free of rocks, debris, frozen soil and
other objectionable material.
2.6. All sand or soils must be compacted to achieve minimum 85%
sfandard proctor densrty. ~'he materral should be installed in ~2-inch
to 24-inch lifts compatible with the compaction equipment.
~ CAUTION
Do not use rammer-type compacfors over the top of fhe fank.
2.7. The specifications for the material and compaction above the
filter fabric layer may be determined by the requirements of the
piping, surface slab, or roadway. {Refer to local building codes for
base course and sub-base course material and compaction
requirements.)
2.8. Some tank owners may require sample testing and written
reports to verify the compaction of the sand or soils.
Alternate Backfill Above Tank Top
Grade or subgrade
Compacted sand or soil -
III
IIII IIII
I I I
Filter fabric with 6" to 12" II II IIII
overlaps IIII -111
IIII
~`~' ''
'
I I I I
+( , y,
-
- I I I
±+ I+~~~ °`` -~ ~ 11Jllll
S ~, -
~ ~
75% of tank diamefer
Select material ~ ..
II II~ ~; r~ II I IIIIII
.., - I
W ~
~~~~ _ ~ iR~'`~ ~`~,~ >r'i <e.~;=~ =
~~~~ = ~~~~ = ~~~~ = ~~~~ _ ~~~~ = ~~~~__ ~~~~ - ~~~ 12" bed
~
FIGURE 1-1
~E~E~~
CORPORATiON
7901 Xerxes Avenue South, Minneapolis, MN 55431-1288 ~(952) 887-1890 ~ Fax (952) 887-1887_ ~ v;r~vw.>;err,esro~p.cosr~
O Z004 Xerxes Corporation xsb11/04ih
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~4~~00~
~. ~ .-~ 2. ~ ~~~
~ ._('~....-~,~ ~ ~
.~ ~~ f~
~ ~ ~T
33 ~, °3'7 ~ ~~- ~~
JVilM&A
Jerome W. Morrissette & Associates Inc., P.S.
1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1110
(360)352-9456 / FAX (360)352-9990
December 15, 2005
Mr. Jim Gibson, PE
Development Review Engineer
Ciry of Yelm
PO Box 479
Ye1m,WA. 98597
Re: Ridgeline School/STEP tank flotation
Dear Mr. Gibson:
We checked out several items regarding the STEP tank and excavation for it at Ridgeline
yesterday. We found that the water level is at elevation 341.9. Trent Lougheed from aur office
inspected the soils at the excavation for mflttling or staining as evidence of past maximum
groundwater elevation and found that the soils show staining at elevation 347.4, We also found
that the Contractor was not using the approved plans, and was using an earlier version that had a
lower elevation for the tank. The correct elevations from the approved plans are:
8"IEin=351.33 ~~ ~o~T
Tank Bottom = 341.33 ~~.7 ~~~
Tank Top = 353.33 3~"~
c.. ~ ~--~ c`_~ ~ ~' 2 c~o -1~-
It appears that the water level in the excavation is about 0.6 foot above the elevation of the
bottom of the tank according to the approved plans. Based on the soils it appears that the ground
water may have the potential to rise to elevation 347.4 or about 5.5 feet higher than the currently
observed 341.9. We note that the staining appears to coincide with a textural change in the soils
at the same elevation. Where the sails exhibit a textural change staining can indicate that the
percolating water pauses at the textural change while continuing to percolate deeper into the soil.
I supplied this information to Steve Willie in our office and asked him to check the tank for
flotation. Here is what Steve came up with:
Trent ! Doug
I checked the Ridgeline 50,000 galion 12 FT Diameter STEP fank for floatation.
The factor of safety against floatation is 1.70, using the following assumptions:
1. Soil unit weight: 135 PCF.
2. Us~ only the soil prism above the tank to restrain uplift (68 x 12 x 3.7).
Mr. Jim Gibson, PE
December 15, 2005
1'a~e 2 of 2
3. Depth to top of tank: 3.7 FT (357-353.3).
4. Elevation of groundwater: 347.4 (midpoint of tank).
5. Tank is empty and neglect tank weight.
6. Neglect soil friction and cohesion.
7. No tank anchors.
7aken all together, these assumptions are conservative. But if groundwater comes up above the top of
the tank while the tank is empty, it could float.
Thanks, Steve
The Ridgeline storm pond will be about 500 feet westerly of the STEP tank. The lowest original
grQUnd elevation at the storm pond is elevation 348 and does not appear to show any evidence of
surface ponding. When constructed the pond will have a bottom elevatiotl of 346. The design
report for the storm pond establishes a 100 year storm volume of less than 67,000 cubic feet with
the approved storm pond layout, the pond will have a volume of 71,000 cubic feet at elevation
3~8. The storm pond does not appear to have the potential to raise the ground water elevation
enough to cause the STEF tank to float.
Based on our field observation of a maximum groundwlter elevation of 347.4, our anatysis
indicates that the current STEP tank design (without a deadman anchoring system) would
provide a minimum factor of safety or 1.7 against flotation. Although we do not believe it would
be necessary, a groundwater monitoring well (peizometer) could be constructed adjacent to the
tank. Checking the inonitoring well before pumping the tank would quickly show if the ground
water level has risen above elevation 347.7 and that pumping the tank would not be advisable
until the ground water level drops.
Very truly yours
Jerome W. Morrissette & Associates Inc., P.S.
~ (1G~c ~ /~~C c ~.,~'~
Doug Ekl ~ P.E.
Senior Project Engineer
Cc: Erling Birkland, Yelm Community Schools
Stan Zielinski, Erickson McGovern
~
~~54. ' ~~: ~~ ~
~per~~ti ng G ~ ~ ~ ~
For Single-Wall Fiberglass Undergound
Wastewater Tanks
This Wastewater Installation Manual and Operating Guidelines gives instaliation instructions
for the following single-wall tank applications: septic, recirculation, dosing and holding tanks.
For installation instructions for single-wall tanks used in other applications and for all double-wall tank, refer to the
Xerxes Installation Manual and Operating Guidelines For Single-Wall and Double-Wall Fiberglass Underground Storage Tanks.
~ •
Section 1. Introduction ................................................. .......p.1 Section 10. Optional Postinstallation Testing................ ...p.11
1.1. Safety 10.1. General
4.2. Genara! 10.2. Optional Hydrostatic Test
1.3. Definitions
Section 11. Ballas6ng . ..................................................... ..p.T2
Section 2. Preparation for Installation ........................ .......p.2 11.1. General
2.1. General
Section 12. Piping and Venting ........................................ ...p.12
Section 3. Preinstallation Inspection .......................... .......p.3 12.1. Intemal Piping
3.1. Inspection 12.2. Extemal Piping
12.3. Ven6ng Tank
Section 4. Optional Preinstallation Testing
(For Septic Tanks Factory-Equipped Section 13. Backfilling to Grade ...................................... ...p.13
for Pressure Testing) .................................. .......p.3 13.1. General
4.1. Before Testing lhe Tank
4.2. Testing the Tank Section 14. Deflection Measurements ............................ ...p.13
4.3. After Testing the Tank 14.1. General
14.2. Diameter Measurement without a Stan dpipe
Section 5. Backfill Material .......................................... ........p.4 14.3. Diameter Measurement with a Standpipe
5.1. General 14.4. Calculaiion and Comparison
Section 6. Excavation Parameters ............................. ........p.5 Section 15. Adding Tanks at Existing Locations........... ...p.13
6.1. General 15.1. General
6.2, Burial Depth 15.2. Preferred Method
6.3. Tank Spacing 15.3. Alternate Method
6.4. Tank Location - Nearby Structures
6.5. Geotextile Section 16. Operating Guidelines ................................... ....p.14
16.1. General
Section 7. Anchoring Tanks ........................................ ........p.7 16.2. Entering Tank
7.1. Deadmen
7.2. Xerxes Prefabricated Deadmen Section 1T. Limited Warranties ....................................... ....p.14
7.3. Anchor Slab 17.1. General
7.4. Hold-dawn Strap
7.5. Hardware and Anchoring Points Section 18. Selected List of Supplemental Materials .. ....p.14
7.6. Man-0u[-of-Hote Anchorir~g 18.1. General
7.7. AltemateAnchoring Methotls in
Wet-Hole Installations Section 19. Retaining Installation Manual ..................... ....p.14
19.1. General
Section 8. Bottom Fittings ........................................... ......p.10
8.1. General Addenda. Tank Installation Checklist .......................... ....p.15
Tank Handling Data ...................................... ....p.16
Section 9. Installation ................................................... ......p.10
9.1. General
9.2. Dry-Hole InstallaGon
9.3. Wet-Hole Installation
Read all instructions and operating guidelines before tank installation.
To Installer: Before tank installation, read Wastewater Installation Manual and Operating Guidelines.
After tank installation, give Wastewater Installation Manual and Operating Guidelines to owner.
To Owner: After tank installation, retain Wastewater Installation Manual and Operating Guidelines for future reference
to operating guidelines.
1.1. SAFETY
1.1.1. Before beginning the tank installation, read through the entire
Wastewater Installation Manual and bperating Guitlelines
(subsequently referred to as "InstallaUon Manual"). It is the
responsibility of the owner: installer and operator to follow all
requirements contained in fhis fnstatlation Mantra! and fo comply
with all federal, state and local safety regulations that may apply to
tank installations and operaGons.
1.1.2. No instructions or procedures presented in this Installation
Manual shoultl be interpreted so as to put at risk any person's
health or safety, or to harm any property or the environment.
Failure to follow these instructions will void the tank warranty and
may cause tank failure, serious personal injury or property damage.
1.2.2. The Xerxes warranty applies only to a tank installed
according to these instructions. Since Xerxes does not control
the parameters of any installation, Xerxes' sole responsibility in
any installation is that presented in our warranty.
~.2.3. !t is the responsibility of the owner and operator to always
follow the operating guidelines set forth in Xerxes' appficable
warranty and SECTION 16 of this Installation Manual. A Xerxes
warranty is found in the product brochure or is available upon
request from the UST coordinator at the Xerxes plant nearest
you. It is the responsibility of the owner to retain this Installation
Manual for future reference to operating guidelines.
1.1.3. The following definitions will serve as a guide when
reading the Installation Manual:
~ WARNING
Indicates a potentially hazardous srtuafion, which, if not
avoided, could resulf in deafh or serious injury.
~ CAUTION
-ndicates a potentially hazardous sifuation, which, if not
avoided, may result in minor or moderate injury.
CAUTION
A Caufion without fhe safety alert symbol indicafes a
potenfially hazardous sifuafion, which, if not avoided, may
result in property damage.
1.1.4. Keep this Installation Manual available at the installation
site to refer to safety procedures as needed.
~ WARNING
Follow OSHA regulations for tank excavations. Collapse of
excavation walls could resultin deafh orserious injury.
1.1.5. Working in and around excavations is dangerous. The
Occupational Safety and Health Administration (OSHA) has specific
requirements that mttst be fDllowed. Prior to beginning work at the
site, the installer should obtain a copy of the following OSHA
standards: Part 1926, Subpar~ M(Fall Protection), 500-503; and Part
1926, Subpart P(Excavations), 650-652. Copies of these standards
are available free of charge at OSHAs Web site: www.osha.gov.
1.1.6. Careless activity or operation of equipment can cause
death, serious personal injury or property damage.
1.2. GENERAL
12.1. It is important to follow the procedures and instructions in this
manual in order to safely and properly install a Xerxes fiberglass
underground wastewater tank (subsequently referred to as "tank").
1.2.4. Use the Tank Installation Checklist (included in this manual)
for all tanks as the installation proceeds. Retain a copy of the
completed Tank Installation Checklist, and any correspontlence,
certification, etc., related to the tank. Each tank requires a separate
Tank Installation Checklist. Consult your Xerxes representative or
distributor if addi6onal Tank Installation Checklist forms are needed.
1.2.5. The tank owner should retain a copy of the Tank Installation
Checklist to facilitate any warraniy claim. Xe~ces recommends that
the installing contractor also keep a copy.
1.2.6. Comply with all applicable regulations and standards, such as;
• federal, state and local construction, health, safety and
environmental codes; and
• industry standard practices.
12.7. For adtlitional information, contact your state, county and ciiy
storage-tank authorities, including health, fire or building departments,
and environmental agencies. All work must be performed according
to standard industry prac6ces and OSHA regula6ons.
1.2.8. Federal, state and local codes and regulations always
take precedence over a Xerxes requirement.
1.2.9. Xerxes must authorize - in writing and prior to tank
installation - any variation to, or deviation from, these
Installation Manual instructions.
1.2.40. R~I correspondence regarding variations must be
retained for any warranty claim to be valid.
1.2.11. If you have questions or encounter situations not
covered in this Installation Manual, contact technical support at
Xerxes Minneapolis, 952-887-1890.
1.3. DEFINITIONS
1.3.1. For terms related to the Xe~ces single-wall tanks covered
in this Installation Manual, see FIGURE 1-1. This drawing is for
purposes of terminology only.
2.1.3. When hoisting the tank, follow these instructions: (See
Ff~URE 2-1 and FIGURE 2-2.J
2.1.3.1. When the tank is not rotated (the tank is upright), use all
lifting lug(s) to unload and install the tank. {See FlGURE 2-2.)
Ftcuxt z-z
2.1. GENERAL
2.1.1. Although Xerxes tanks are rugged, the tank owner andlor
tank owner's representative must take care so that the tank is
not dropped or damaged during delivery, unloading and
handling on the job site.
2.1.1.1. Before unioading the tank from the truck, tank owner
antllor tank owner's representative must make sure that all tools
or other items that may damage the tank during unloading are
removed from the trailer bed.
2.1.1.2. When unloading the tank from the truck, tank owner
andlor tank owner's representative must make sure that the tank
is secured in such a way that it does not roll off the truck.
~ WARNING
Do not allow driver to release sfraps securing fhe tank to the
truck until liRing equipment (such as a crane) is secured fo fhe
tank's li~ing lug(s). Failure to do so could result in death or
serious injury.
~ WARNING
Always chock the tank. The tank Is heavy and has a large
surface area. The tank wiil roll on sloped surfaces and
could be bfown about by the wind. Movement of the tank
could resulf in death or serious injury.
2.1.2. Before the tank is unloaded ar relocated on the job site (and
before preinstallation tes6ng atjob site), tank owner andlor tank
owne~'s representative must complete the following steps:
2.1.2.1. Visually inspect the entire exterior surface of the tank to
make sure that no shipping or handling damage has occurred.
Look particularly for holes, cracks or deep scrapes.
2.1.2.2. Sign the shipping papers accepting the tank as delivered
2.1.2.3. Be sure that all equipment used to lift the tank is rated
to handie the load. Refer to the Tank Handling Data section at
the end of the Installation Manual to determine the weight of the
tank and to select the proper lifting equipment.
2.1.2.4. Select a solid, level area to place the tank, and clear
that area of ail rocks, trash and debris.
2.1.3.2. Some tanks are rotated on the truck for shipping
purposes. These tanks have extra lifting lug(s) to aid in the
loadinglunloading process. (Ses FIGURE 2-2.)
2.1.3.2.1. To unload these tanks, use the lifting lugs that are
situated on top of the tank in its rotated position. To install the
tank, carefully rotate the tank to its upright position and then use
all lifting lugs situated on top of the tank in ifs upright positior~.
(See FIGURE 2-2.)
J7' '
7FJx
i
FIGURE 2-1
Top of tank in rotated position on truck
Lifting lugs lo be ~ Lifting lugs lo be
used when iank is used when tank is
in upright position in rofated posilion
~ /__--~
,~
~Top of tank in upright position
~ ~ Lifting lugs to be
used when iank is
in upright position
~
FIGURE 2-2
2.1.3.3. Do not wrap chain or cable around the tank.
2.1.3.4. Use guy ropes to guide the tank when needed.
2.1.3.5. Do not roll the tank to move it.
2.1.3.6. When handling a tank with a bottom sump or fitting, a~ways
take extra care so that the botfom sump or fitting is not damagetl.
2.1.4. Whenever a tank is temporarily placed aboveground at
the site, chock it in place to prevent rolling. (See FIGURE 2-3.)
Tie the tank down if high winds are expected.
Oon~ns
_ Ti~05
Tani
FIGURE Z-3
3.1. INSPECTION
3.1.1. Xerxes tanks are inspected prior to shipment, but the tank
must also be inspected at the site prior to installation in order to
verify the absence of shipping and handling damage.
3.1.2. Thoroughly inspect the outside of the tank for signs of
damage. Rotate or lift the tank to inspect the bottom of the tank.
~ WARNING
Always secure the tank before moving or lifting it. This is
commonly done by connecting a crane or backhoe to the lifting
lugs. Failure fo do so could result in death or serious rnjury.
~ WARNING
While moving or liffing the tank, do not position any part of
your body underneath tF-e tank. This could result in death
or serious injury.
I CAUTION I
!f the tank is fo be wafer tesfed, itnrustbe supported byback~ll
on all sides to at feast the spring line (middle) of fhe fank Failure
to do so may result in property damage. (See Section 10.)
3.1.3. if damage is detected, do not attempt repairs. Contact the
UST coortlinator at the Xerxes plant nearest you. Telephone and
fax numbers are found on the back cover of this manual.
Note: This section applies only to septic tanks equipped at the
manufacturing facility for pressure testing. lf you are instailing
any other Xerxes wastewater tank, proceed to Section 5.
4.1. BEFORE 7ESTING THE TANK
4.1.1. Xerxes tastable septic tanks are tested prior to shipment,
but the tank may be retested at the site prior to installation in
order to verify the absence of shipping and handling damage.
4.1.2. The tester is responsible for verifying that all of the test
equipment is in good working condition, and is properly
configured and calibrated.
~ Air-Supply
Air-Supply Valve
Gauge Air-Supply
O O Gauge
~ Pressure-ReJief
Device
FIGURE 4-1
4.1.4. During air tests, variation in temperature could be a factor
for changes in gauge readings.
4.1.5. If the tank has threaded fittings, it is the installer's
responsibility to select a thread sealant that is compatible with
the product being stored. Some sealants cannot be used with
some protlucts. Remove, clean and redope all factory-furnished
temporary plugs with appropriate thread sealant. Install
permanent plugs in all openings where piping will not be
installed.
4.1.6. When checking the tank for leaks during an air/soap test,
rotate the tank to check the bottom.
4.1.7. Before rotating the tank during an aidsoap test, place
protective material on the area on which the tank will be rotated.
Make sure the area is flat and is free of large or sharp objects,
such as rocks, which may damage the tank.
4.4.8. Rotate the tank slowly and carefully to avoid developing
too much momentum. Momentum can grow because fittings on
top of the tank make it top heavy. Make sure the tank's fittings
and access openings never touch the grountl. Do not rotate the
tank more than 120° from the initial starting point.
~ WARNING
Always secure the tank before moving or lifting it. This is
commonly done by connecting a crane or backhoe fo the
lifting lugs. Faifure fo do so could result in deafh or serious
injury.
~ WARNING
While moving or lifting the tank, do not position any part of
your body underneath fi-e tank. This could result in death
or serious injury.
~ WARNING
Do not lift or hoist a tank under pressure. This could result
in death or serious injury.
4.1.3. Construct a test manifold with iwo air-supply gauges as 4.1.9. If damage is detected, do not attempt repairs. Contact the
shown in FIGURE 4-1. Each air-su I au e must have a
pp Y g g UST coordinatar at the Xences plant nearest you. Telephone and
fax numbers are found on the back cover of this manual.
maximum full-scale reading of 15 psig with 1/4-fb. or 1/10-f~b.
increments, and a pressure-relief device set at 6 psig. 4.1.10. After installation and before backfilling to grade, testing may
be repeated to verify that no damage has occurred during installation.
~ WARNING
When the tank is under pressure, the access openings and/or
~ttings may dislodge, or the tank could rupture and result in
deafh or serious injury. Before beginning fhe tesf, notify all
people on the test site to remain in a safe location. ALWAYS
ATTEND TO THE TANK DURlNG THE TEST. Stand clear of
access openings, fittings and tank ends during fhe tesf.
~ WARNING
The maximum test pressure is 5 psig. Position the pressure
gauge so that the pressure readings can be clearly read at
a// fimes. Failure fo follow this warning coulrl resulf in death
or serious injury. (See F1Gl1RE 4-2.)
II~-~ __
I ~'lll'I'=
- Al,iz --
II Sa~~ ; I u~~l',IU~~
- f' I= 'J I
, fIIII,11,1i
- -- ` ~,$ ;i~_i_i
FIGURE 4-2
~ WARNING
The pressure-relief device or regulated air source must
be rated at a maximum of 6 psig to reduce the risk of
overpressurizing the tank. Failure to follow this warning
could result in death or serious injury.
4.2. TESTING THE TANK
4.2.1. Remove all temporary threaded fitting plugs.
4.2.2. Redope threaded fittings and install plugs in all threaded
openings, except one service fitting (needed for the test
manifold). Foflow instructions in Point 4.1.5,
4.2.3. Install the test manifold in the NPT threaded coupling of
the influent pipe. Use an NPT reducer bushing as necessary.
Connect the pressure source to tha test manifold. See FIGURE
4-9 and FIGURE 4-3.
Testable
Access Riser P.PQ
rhreaded
Couplin~
~/ ~
FIGURE 43
4.2.4. Pressurize the tank to 5 psig. Allow the pressure to
stabilize by adding or removing air as necessary.
4.2,5. Close the air-supply valve on the test manifold. Disconnect
the air-supply line.
42.6. Soap the entire e~erior of the tank, checking for leaks. (Follow
insfructions in Points 4.1.6. through 4.1.8., including Warnings
following 4.1.8.) Watch for active air bubbles, which indicate a leak.
Pay special atten6on to fittings and access openings.
4.2.7. Monitor the pressure for one hour.
4.2.8. When the test is complete, carefully release the air
pressure from the tank by opening the air-supply valve.
4.2.9. When airflow stops, remove the test manifold.
4. 3. AFTER TESTING THE TANK
4.3.1. To put the tank in service, both the caps andlor threaded
coupling on each pipe end must be cut off. The domed cap inside
the access riser may need to be cut out.
Note: The tank can not be pressure tested after the
openings are cut. Therefore, complete all tests before
cutting the openings.
4,3.2. If not needed, cut off the cap or threaded coupling from each
pipe end so that service pipes can be added. Cut as close as
possible to the pipe cap or threaded coupling. See FIGURE 43.
Note: The testable access riser cap is designed to allow the
opening inside the testable access riser to have either an
internal fiange or no flange at ail.
4.3.3. On the domed cap inside the testable access riser, mark a
circie to signify the area that needs to be cut out. See FIGURE 44.
~i" \ -- Domed Cap (showing cut out)
~~..--~-•_
~ Testable Access Riser
'~. F.~•~''.
/~~~ ~~ Internal Flange
, %_,~_~^-c~~~ ' /
~'~ _-~j~j~_
~, ~ ' -' ~-. i' Access Opening
% - --... ---..
/ . i ~'"~-'_ ~ -.._L.~__.
~' ~~ ~
~ }
; ~ ..= ,
1 ~--- _ _ _- -`- * /
~n'~ ~
~f ~~,
l ~ ''_.__ --~ i'"
~
FIGURE 4-4
4.3.4. Drill a one-inch hole at the marked circle and insert the
blade of an appropriate saw into the hole.
4.3.5. With the saw, cut out the domed cap of the testable
access riser, leaving a minimum of 112 inch around the inside rim
of the access riser (two inches for an internal flange).
:. . ..
5.1. GENERAL
5.1.1. Xerxes tanks must be installed using either pea gravel or
crushed stone as backfill material.
5.1.2. Using other than approved bedding and backfill materials
without prior written authorization from Xerxes will void the tank
warranty.
CAUTION
Use of unapproved back~ll materia! may cause tank failure,
or damage the tank or surround+ng property.
5.1.3. Approved backfill material must meet the following specifi-
cations:
5.1.3.1. The material is washed, free-flowing, and free of ice,
snow antl debris.
5.1.3.2. When using pea gravel, the material is to be a mix of
rounded particles, sizes beiween 118 inch and 314 inch. (See
FIGURE 5-1.) The pea gravet must conforr~ to tne spscifications
of ASTM C-33, paragraph 9.1, sizes 6, 67 or 7.
5.1.3.3. When using crushed stone, the material is to be a mix of
angular par~cles, s¢es beiween 118 inch and 112 inch. (See FIGURE
5-2.) The crushed stone must conform to the speafications of ASTM
C-33, paragraph 9.1, sizes 7 or 8.
~ ia
~
~ aJ -
4
FIGURE 5-1
~'~
~ j ,.~~
~
FIGURE 5-2
5.9.3.4. No more than 5°/a (by weight) of the material may pass
through a #8 sieve.
5.1.3.5. It is recommended that the materials supplier certifies
that the material conforms to ASTM C-33 and any other
applicabie specifications.
5.1.4. For additional information, refer to the Xences document,
Backfill Guidelines,
5.1,5. If material which meets these specifications is not
available, contact technical support at Xerxes Minneapolis for
information on alternate materials and the process for approval.
•
Q WARNtNG
Follow OSHA regulations for tank excavations. Collapse of
excavation walls could result in death or serious injury.
6.1. GENERAL
6.1.1. The installing contractor must take all precautions necessary
to protect employees working in or near a tank excava6on. These
precautions should include, but are not limited to the following:
6.1.1.1. Locate and protect any utility installations near the
excavation before opening the excavat'ron.
6.1.1.3. Prevent exposure of employees to hazardous fumes
from the excavation.
6.1.1.4. Protect employees from hazards associated with water
accumulation in the excavation.
6.1.1.5. Erect barricades, etc., to prevent unauthorized vehicle
or pedestrian traffic.
6.1.1.6. tnspect, a minimum of or~ce a day, the excavation and
surrounding area.
6.1.2. For additional information on excavation, trenching and
shoring safety practices, consult the following OSHA standards:
Part 1926, Subpart M(Fall Protection), 500-503; and Part 1926,
Subpart P (Excavations), 650-652.
6.2 BURIAL DEPTH
6.2.1. The minimum depth of the excavation is normally determined
by the presence or absence of groundwater and the presence or
absence of traffic at the site. These dimensions are critical to the
successful installation of a tank antl are often regulated by code.
6.2.2. For addiGonal requirements and specifications, refer to
federal, state and local codes; and FIGURE 6-1 and FIGURE 6-2.
6.2.3. In all cases, the depths of cover given in 6.2.3.1. and
in 6.2.3.2. are minimums.
6.2.3.1. Tanks subjected to traffic loads (H-20 loads) must
have a cover depth of at least 36 inches of backfill (48 inches
for 12-foot-diameter tanks]; or 18 inches of backfill [36 inches
for 12-foot-diameter tanksj plus 6 inches of reinforced concrete
or 9 inches of asphalt. (See FIGURE 6-1.) In a wet condition,
sufficient overburden andlor an appropriate anchoring
~nus- u~ present to orrse~ ouvyan~y oi u~e ~anK.
r~asrc
FIGURE 6-1
6.2.3.2. Tanks not subjected to tra~c loads must have a cover
depth of at least 24 inches of backfill [48 inches for 12-foot-
diameter tanks], or 12 inches of backfill [36 inches for 12-foot-
diameter tanks] plus 4 inches of reinforcetl concrete or 6 inches of
asphalt. (See FIGURE 6-2.) In a wet condition, sufficient
overburden andlor an appropriate anchoring system must
be present to offset buoyancy of the tank,
6.1.1.2. Secure the walls of the excavation.
s°
4~ Asphalt
No
TratfiC
Note: Number in brackets refers to ?2-loot-diameter tanks.
FIGUR~ 6-2
~ WARNING
In a nontra~c insfallation, ensure that the areas above the
tanks are not subjected to tra~c or other types of loads,
which could cause fank damage and resulf in death or
serious injury.
6.2.3.3. The maximum burial depth is 7 feet of cover over the
top of the tank. Call your Xences representative for a special
quotation for a matle-to-order tank if the burial depfh is to be
greater than 7 feet.
6.2.3.4. Asphalt and concrete pads must extend a minimum
of 12 inches beyond the tank in all directions.
6.2.3.5. If there is an unattached riser over an access opening,
it must not transmit load from the asphalt or concrete slab to
the tank. A minimum space of 6 inches must exist between the
bottom of the riser and the top of the tank.
6.2.3.6. If there is an attached riser on an access opening,
it must not transmit load from the asphalt or concrete slab to
the tank. A minimum space of 3 inches must exist between
the riser or sump and the slab.
6.3. TANK SPACING
6.3.1. GENERAL
6.3. 4.4. The iollowin~ are minimum spacings and must be
increased as needed to accommodate deadmen or anchor
slabs. (See Section 7.J
6.3.1.2. Always provide sufficient clearance to allow the deadmen
to be set outside of the tank "shadow." (See FI~URE 6-3.)
2 x OYidth
FIGURE 6-3
6.3.2. STABLE IN SITU (NATIVE) SOIL CONDITIONS
6.3.2.1. The minimum spacing between the sidewall or endcap
of the tank and the side of the excavation must be 18 inches
[24 inches for 12-foot-diameter tanks].
6.3.2.2. If more than one tank is to be installed in the same hole,
allow for at least 18 inches between the tanks. (See FIGURE 6-4.)
6.3.3. UNSTABLE IN SITU SOIL CONDITIONS
CAUTION
Xerxes recommends that the tank owner seek the advice of
a local foundation professional engineer if the in sifu soil is
exfremely soft or inherently unsfable (for example, peat,
quicksand, muck, Iandfill, very soft or highly expansive
clay, underground sfream, etc.).
6.3.3.1. If the soil has less than 750 Ibs.lsq. ft. cohesion as
calculated from an unconfined compression test; or in soils
having an ultimate bearing capacity of less than 3,500 Ibs.lsq. ft.;
or where soil will not maintain a vertical wall, the excavation must
aliow a minimum space equal to half the diameter of the tank
between the excavation wall and both the side and the endcap of
the tank, to enhance lateral resistance. (See FIGURE 6-5.J
6.3.3.2. The spacing between atljacent tanks is to be at least
18 inches. (See FIGURE 6-5.)
,n
Tank
Dia.
FIGURE 6-5
6.3.3.3. A reinforced concrete slab may be required under the tank
as a foundation in the excavation where the bottom is unstable.
6.4. TANK LOCATION - NEARBY STRUCTURES
I CAUTIQN I
Xerxes recommends that the tank owner seek the advice of
a Iocal foundation professionat engineer fo determine the
proper placement of a fank excavation near any existing
structure(sJ. Improper placement may result in tank and/or
other properfy damage.
6.4.1. The location of a tank can be affected by the location of
nearby structures. When selecting a tank site, care must be
taken to avoid undermining the foundations of existing structures
~I IICW UUIIUII II~J lU UG [.VI IJUUI.ICU. ~JCC
I
Shadow of 45-deqree anqle~ 1= II
FIGUR~ 6•6
6.4.1.1. Ensure that downward forces from loads carried by the
foundations and supports of nearby structures (constructed
before or after tank installation) are not transmitted to the tanks
6.4.2. Typically, the way to check the placement of the tank in
relationship to a nearby structure is to do the following:
6.4.2.1. Determine the depth of burial needed for the tank.
6.4.2.2. Locate the footing of the structure to be considered.
6.4.2.3. Determine the line that would fall into the ground from a
45-degree angle drawn downward from the corner(s) of the
footing of the foundation that is closest to the tank.
6.4.2.4. The tank must not fall within the "shadow" of the 45-
degree-angle line drawn from the foundation's footing. {See
FIGURE 6-6.)
6.4.2.5. If the tank would fall within this "shadow," do one of the
following to ensure that the tank does not fall within the "shadow"
a.) move the tank away from the existing building, b.) move the
foundation of the building to be constructed away from the tank,
or c.) deepen the footing of the planned building's foundation.
6.5. GEOTEXTILE
6.5.1. The tank owner or the owner's technical representative is
responsible for determining whether a geotex6le or an altemate filtering
technique is appropriate for a specific installation. Geotextile allows the
passage of water, but prevents the migration and mixing of in sih~ soil
and ff~e setect t~ckirl~ material. G~fe~ile helps preserve the integrity of
the select back~ll envelope, which surcounds and supports the tank.
6.5.2. Xerxes recommends that geotextile be used when the
tank is instailed in:
• areas with frequently changing groundwater conditions or
areas subject to tidal fluctuations,
• unstable soils such as cited in SECTION 6.3.3.,
• water conditions with silty in situ soil.
6.5.3. For further information concerning geotextile specifica-
tions and installation procedures, consult the geotextile
supplier's installation guidelines or instructions.
6.5.4. Polyethylene film is not considered an effective geotextile
material. It may tear or degrade while in service.
CAUTION
Xerxes recommends thaf every site be fhoroughly evaluated
for the potenfial of a rise in the Ioca! water table or of trapped
water. Failure fo anchor a tank when required may cause
tank failure, or damage the tank or surrounding property.
7.1. DEADMEN
7.1.1. Deadmen are typically a reinforced concrete beam.
7.'f .2. ~t~e tengtn of deadmen is typically equal to the length of
the tank.
7.1.3. Deadmen may be fabricated in multiple sections as long as
the total length of each deadman is not decreased and as long as
each section contains at least two balanced anchor points.
7.1.4. The width and thickness of deadmen depend on the tank
diameter, water-table height, number of access openings that
extend to the surface antl burial depth.
7.1.5. Deadmen should be designed according to the American
Concrete Institute (ACI) code.
7.1.6. Refer fo TABLE 7-1 for typical deadmen dimensions given
the situation of an empty tank with a burial depth of 3 feet, with
groundwater to grade and with two 24-inch access openings
that extend to the surface.
Tank Diameter Typical
Deadman Dimensions
{Width x Depth)
4~ 6~~ X 6~~
6' 12" x 12"
$' 12" x 12"
10'
12' 18,~ X 9~~
36° X $"
TABLE 7-1
7.1.7. Tanks of 10-foot diameter with a capacity of 30,000 gallons
or larger may require larger deadmen than those in TABLE 7-1,
depending on burial depth, to offset buoyancy. Contact technical
supporf af Xerxes Minneapolis for further information.
7.1.8. Lay the deadmen in the excavation parallel to the tank
and outside of the tank "shadow." (See FIGURE 6-3.)
7.1.9. In multiple tank installations with deadmen:
• each tank will have its own set of deadmen (one deadman may
be used between two tanks if the deadman is doubie in width);
~ a separate anchor point must be provided for each hoid-down strap;
• the minimum spacing beiween tanks must be no less than twice
the width of a single tleadman.
7.2. XERXES PREFABRICATED DEADMEN
7.2.1. Xerxes-suppiied prefabricated deadmen are pre-
engineered and sized to the tank ordered. As with any
deadmen, water-table height, number of access openings that
extend to the surface and burial depth must be cohsidered.
72.2. Placement of Xerxes prefabricated deadmen is the same
as standard tleadmen. (See FIGURE 7-1.)
Position Strap Clip
at Tank Top
Typicai Anchoring
Configuration
7.3.4. The width of the slab depentls on the tank diameter. The
slab must extend a minimum of 18 inches [12 inches for 4-foot-
diameter tanks] beyond the width of the tank.
7.3.5. Refer to TABLE 7-2 and FIGURE 7-1 for anchor-point
dimensions.
Tank Anchoring Dimensions
Diameter
«A~~
«B„
~~~,~
~~p~~ <<E,~
Min. «E~,
Max.
4' 24" 18" 12" 8' - 4 1!4" 27" 30"
6' 35" 23" 13" 12' -1" 42" 48"
8' 43" 31" 15" 15' -1" E 52" 58"
10' 57" 45" 15" 18' - 8 314" ~ 69" 75"
42' 58" 50" i 23" 22' - 6 314" ~ 87" 93"
TABLE 7-2
FIGURE 7-1
7.2.3. Xerxes prefabricated deatlmen are supplied with 314-inch-
diameter, galvanized, adjustable anchor points (subsequentiy referred
to as anchor points). These anchor points protrude up through the
slots in the deadmen and are held in place with cotter pins.
~ WARNING
Only use the anchor points when lifting and positioning the
deadmen. A spreader bar may be required to lift longer sections
of deadmen. Use guy ropes fo guide the deadmen when lifting.
Failure to do so coufd result in death or serious injury.
7.2.4. The anchor points can be moved and positioned to match
hold-down strap locations on the tank (marked by arrowhead
symbols -~).
7.2.5. When using these deadmen in man-out-of-hole strapping
applications, align the anchor points with the proper ribs before
setting them in the hole. (See SECTION 7.6.)
7.2.6. Care should be taken to keep backfill from entering the
anchor point slot until final adjustment is made.
7.2.7. The deadmen are to be butted together when multiple
sections are used.
7.2.8. Use one anchor point per strap end and only one strap per
anchor point.
7.3. ANCHOR SLAB
7.3.1. An anchor slab is typically a reinforced concrete base.
7.3.2. The total length of the slab must be at least the same as
the length of the tank.
7.3.3. The minimum slab thickness is 8 inches.
7.3.6. Provide a separate anchor point for each hold-down strap.
7.3.7. All anchor points must be engineered to withstand the
tank's buoyancy forces.
7.3.8. When using a concrete base slab, allow sufficient depth in
the excavation for 12 inches of bedding materiai below the tank.
(See FIGURE 7-1.)
7.4. HOLD-DOWN STRAPS
7.4.1. Only Xerxes straps may be used when anchoring a
Xerxes tank.
7.4.2. The locations for hold-down straps on each tank are
marked on the tank by the arrowhead symbols -~ .
7.4.3. Straps must be used on all marked holtl-down locations.
CAUTION
Do notplace straps beiween ribs (except on 4foof-diameter
fanks). Failure to properlyplace sfraps mayresulf in tank damage.
7.4.4. Data for hold-down straps are given in TABLE 7-2 and
FIGURE 7-1.
7.4.5. Eveniy distribute loads by tightening all holtl-down straps
uniformly until they are snug over the ribs but cause no
deflection of the tank.
7.4.6. Take a measurement of the internal diameter of the tank
to determine whether vertical deflection is within the limits
specified by Xences after the straps have been installed and
tightened. (See SECTION 14 of the lnstallation Manua! for
instructions on taking diameter measurements.)
7.5. HARDWARE AND ANCNORING POINTS
7.5.1. Anchoring hardware must be sized according to TABLE 7-3,
and manufactured to intlustry standards antl dimensions.
Tank
Diameter Minimum Turnbuckle Diameter
(by Type) Minimum
Wire-Rope
Hook Jaw Eye Diameter
4' 3!4" 1!2" 112" 3/8"
6' 314" 1!2" 1/2" 3!8"
8' 11/4" 3/4" 314" 1I2"
10' 11/4" 314" 3I4" 112"
12' 1114" 3l4" 3/4" 112"
TABLE 7-3
7.5.2. The installing contractor is responsible for providing
hartlware and anchor points of sufficient size and strength.
7.5.3. The particular configuration of hardware will be determined
by the contractor, the owner or the owner's representative.
7.5.4. Locate the anchor points as shown in TABLE 7-2 and
FIGURE 7-1. Refer to dimension "E." Align all anchor points with
the marked arrowhead symbols -~1 on the tanks, within a
tolerance of t1 inch.
7.5.5. For specific information on hardware and its use, consult
the hardware manufacturer or supplier.
7.5.6. The installer is responsible for using appropriate and ap-
proved engineering practices when fastening wire rope. Refer to
recommendations of wire-rope manufacturer and supplier, and
follow accepted industry standards when selecting, using,
attaching or connecting wire rope. (See FIGURE 7-3, FIGURE
7-4 and FIGURE 7-5.)
~ CAUTION
Use only appropriately sized hardware wifh fhe strap eye.
Oversized hardware may damage the sfrap eye and result in
minor or moderate injury. See FlGURE 7-2 for dimensions of
strap eye.
3•t14'
Cllps
srar f l"-l ;•
~~' ~13'
FIGURE 7-2
7.5.7. When connecting the end of a hold-down strap to the
anchor, common methods (shown in FIGURE 7-3) are: A.) using
a tlrop-forged turnbuckle, B.) using a looped wire rope, or
C.) using a combination of both.
ir
~'4~
.:A~
_•
(u) ~1~;;
dS'. ;?(
~ ~
~(
~
~j} ~ ~
'
~ r
~ ~
K.,'~ E'
~~,' '~~~~*,
7.5.8. All exposed metal on the anchoring system must be
coated or galvanized to protect against corrosion.
7.5.9. When fastening wire rope, use a minimum of two clips for a
3/8-inch wire rope and three clips for a 1/2-inch wire rope on each
termination. See TABLE 7-3 for minimum wire-rope diameter.
7.5.10. Turn back from thimble the exact amount of wire rope
specified by the manufacturer of the clips used.
7.5.11. Apply the first clip at a distance from the dead end of
the wire rope that is equal to the largest width of the clip used
(See FIGURE 7-4.)
7.5.12. For each clip, apply a U-bolt over the dead end of wire
rope. (See FIGURE 7-4.J (Note: Live end rests in saddie.)
1"Clip 3°Ciip 2""Ciip
Lve Entl Thimble
.
loop
DeaA End
FIGURE 7-4
7.5.13. When two clips are required, appiy the second clip as
near the loop or thimble as possible. (See FIGUR~ 7-4.)
7.5.14. When more than two clips are required, apply the
second clip as near the loop or thimble as possibl~; turn nuts on
second clip firmly, but do not tighten initially. (See FlGURE 7-4.)
7.5.15. When more than two clips are required, space additional
clips equally between the first two; take up rope slack; and
tighten nuts on each U-boit evenly.
7.5.16. Tighten all hardware uniformly and follow the manufac-
turer's torque specifications. Double-check the tiyhtness once
the anchoring system is complete.
7.5.17. If forming a loop in the wire rope, a splice is required for
connecting the two ends together. Standard rigging practice for
splicing wire rope calls for using twice the number of clips
recommended for a single-end termination. Use a minimum of
four clips for a 3/8-inch wire rope and a minimum of six clips for
a 1/2-inch wire rope. Piace the rope ends parallel to each other
and instaft the ct~ps as sho~an rn FIGURE 7-5.
3!8" Wire Rope
t- Uvc End - ~~ -Dead End-~{
f-Loacl .o .4.~ I
't c.Ir'1:z~Yn'iinl~?~ ~':~;~~~''~'^`~:..
~ i ~' Tt~i Load._.-
~eatl End ~ Live End--~y
112" Wire Rope
< LNe Er.tl -DeaU Entl ~
t-Load a ,(~
'`~~~(S~li.`~.',> ~l'c1~~A'~/1r ; ~~ f~ _ ~.5 a`-71`i ~~''', ., rSS:.
~' iFU; fUJ ~
~ ~=f Loed --
~Dead Entl -- Llve En0 -->
FIGURE 7-5
FIGURE 7-3
7.6. MAN-OUT-OF-HOLE ANCHORiNG
7.6.1. The Xerxes man-out-of-hole (MOH) strapping system is
designed for use in installations where water is in the excavation
andlor where personnef ~ray not enter the hole because of site
restraints. An MOH strapping system can be, but need not be,
used in conjunction with Xe~ces deadmen.
7.6.2. When using the MOH strapping system, the placement of
components is critical. (See FIGURE 7-6.) See separate Xerxes
document, Man-Out-of-Hole (MOH) Straps Instructions.
Load
Tank
FIGURE 7-6
7.7. ALTERNATE ANCHORING METHODS IN WET-HOLE
INSTALLATIONS
7.7.1. In wet-hole installations, when Xences' preferred method
of man-out-of-hole anchoring is not available, the following
methods may be used.
7.7.1.1. With both methods, place the hold-down strap between
the wire rope and the tank so that the wire rope is never in direct
contact with the tank.
7.7.12. The H-shaped positioning clips around the strap are
designed to accommodate the wire rope on top of the strap
as shown in FtGURE 7-7 and FIGURE 7-8.
7.7.1.3. The following method is shown in F(GURE 7-7:
~ attach a wire rope to each end of each hold-down strap;
• secure the termination of the wire rope (See SECTION 7.5.
for suggested method.):
• center each hold-down strap on each rib marked with the
arrowhead symbois -t ;
• place the deadmen on top of ihe wire ropes on each side of the tank;
~ lower the deadmen to the bottom of the excavation;
• take the slack out of each wire rope and splice the termination
of the wire ropes on top of the tank (See SECTlON 7.5.J.
FIGURE 7-7
7.7.1.4. The following method is shown in FIGURE 7-8:
• loop a wire rope around the deadman at each location that cor-
responds to each rib marked with the arrowhead symbols -t ;
• secure the termination of the wire rope (See SECTION 7.5.
forsuggested method.J;
• lower each deadman to the bottom ~f the excavation using
the wire rope;
~ center each hold-down strap on each rib marked with the
arrowhead symbo(s -~ ;
• bring the live end of each wire rope up to the top of the tank
at each marked rib;
• take the slack out of each wire rope and splice the termina-
tion of the wire ropes on top of the tank (See SECTIOIV 7.5.).
c~
I ~
~~~ ~L:~
FIGURE 7-$
8.1. GENERAL
8.1.1. When handling a tank with a bottom sump or fitting, always
take extra care so that the bottom sump or fitting is not damaged.
CAUTION
All connections to the tank must be flexible. Provisions
must be made to accommodate mbvement and misalign-
ment between the piping and the tank. Failure to do this may
damage the tank or surrounding properiy.
8.1.2. During installation, provide a clear area in the backfill
betlding so that the tank rests on the backfill bedding and the
bottom fitting is clear.
8.1.3. After setting the tank, fill and tamp the resulting void by
using hand tools before continuing the backfilling.
~ WARNING
Do not use air pressure fo fesf fanks fhaf confarn or have
confained flammable or combustible liquids or vapors. The
fuel and air mixture could explode and result in deafh or
serious injury. Tanks should be atr tesfed before ballasfing.
CAUTION
Adequately ballast fhe tank (add liquid) in a wet hole or in
a dry hole that may become wet (for example, from site
runof~ until the installation has been completed. Failure
to do this may damage the fank or surrounding property.
9.1. GENERAL
9.1.1. Use only approved backfill material. (See SECTION 5.)
9.1.2. Do not mix approved material with sand or in situ soil.
9.1.3. Do not use in situ soil as backfill material.
9.1.4. All excavate~ in situ soil must be replaced wi~- approved material.
9,2. DRY•HOLE INSTALLATION
9.2.1. Prepare a smooth level bed, 12 inches thick, of approved
backfill material.
9.2.2. Refer to Points 2.1.3. fhrough 2.1.3.6. regarding the use
of lifting lugs to hoist the tank when unloading and installing it.
9.2.3. Place the tank or tanks onto the bed. Do not set Xerxes
tanks directly onto a concrete slab, on timbers or cradles, or
onto the in situ soil.
9.2.4. As the tank is being placed, slope the tank according to site
specifications. (Xerxes does not require that a tank be sloped.
The slope is determined by the tank owner's specifications.)
9.2.5. Sloping of tanks may affect accuracy of Xerxes calibration
Charts.
9.2.6. Use the tops of the ribs to establish longitudinal level.
Establish lateral level by placing the level across the top of a
fitting or a manway.
9.2.7. When the tank is pfaced, take a measurement of the
internal diameter of the tank. (See SECTION 14 of the
Installation Manua! for instructions on taking drameter
measurements.J Record this measurement as Initial Internal
Diameter on the Tank Installation Checklist, SECTION 4.
9.2.8. If tank is to be anchored, install the anchoring hardware at
this time. (See SECTIOIV 7.J
9.2.9. Place one 12-inch lift of approved backfill material evenly
around the tank. From the edge of the hole or the top of an
adjacent tank, push the backfill in place by using a nonmetal
probe long enough to reach beneath the tank. Work the backfill
material under the tank body and domes so the tank is fully
supported - that is, so there are no voids under the tank.
(See FIGURE 9-1 and FlGURE 9-2.)
~ CAUTION
Do not sfike fhe tank with the probe or fank damage may result
RIBht ~IIII =
~ ~• III ~ IIIII
~~~~~ =
~~~~ ~ ~~~~~
- - - ~~~~~ =
I(I = tllll = II'llt = lil'f i= ltltt
FIGURE 9-1
~? _
Wrong ' II II I -
tll - Itltl
~~~~~_
~~~~ - ~~~~~
- ~~~~~ -
il~ - ~~~~~ - ~~~~~ _ ~~~~) - ~~~~~
FIGURE 9-2
9.2.10. Repeat Step 9.2.9. with a second 12-inch lift.
9.2.11. After the second lift of material has been placed and
worked under the tank, bring the backfill to the top of the tank.
9.3. WET-HOLE INSTALLATION
9.3.1. Fotfow fhe dry-hofe instarfation procedure {S~C710N 9.2,)
with the fallowing modiflcations:
9.3.1.1. Before performing Step 9.2.1. of the dry-hole installa-
tion, take a measurement of the internal diameter of the tank
before the tank is placed in the excavation hole. (See SECTION
14 of the lnsta!lation Manual for instructions on faking diameter
measurements.) Record this measurement as Initial Internal
Diameter on the Tank lnstallafion Checklist, SECTION 4.
9.3.1.2. Before performing Point 9.2.1. of the dry-hole
installation, pump the water from the hole and continue pumping
to maintain minimum water level during tank installation.
9.3.1.3. During Step 9.2.3. of the dry-trole instal~ation, when
setting and leveling the tank, partialiy ballast the tank until it
settles firmly on the prepared bed. The ballast levei in the tank
must never exceed the water level in the hole by more than 1 foot
until the backfill reaches the top of the tank. (See FIGURE 9-3.)
9.3.1.4. Omit Point 9.2.7.
FIGURE 9-3
9.3.2, Cover depth must meet minimum depth as specified in
SECTIQN 6 of fhis Installation Manual.
9.3.3. Completely ballast the tank once backfill is even with the
top of the tank.
10.1. GEKER~4L
10.1.1. Verify that the vertical deflection is within tolerances
lisfed in the table on the Tank Insfallation Checklist, SECTION 4.
10.2. OPTIQNAL HYDROSTATIC TEST
10.2.1. Seal off influent and effluent piping with watertight caps
or plugs.
102.2. After the hole is backfilled to the bottom of the influenUeffluent
piping, fill tha tank with water up to 3 inches into the access openings
10.2.3. Let the water stand in the tank for a minimum of 1 hour
(or longer if required by applicable local codes).
10.2.4. If the water level drops, check to see that plugs or caps
sealing off piping are tight and then add more water to fill air
voids back to the standard testing level. (See Poinf 10.2.2.)
10.2.5. If water level does not stabilize, there may be a leak in the
system. If damage is detected, do not attempt repairs. Contact
the UST coordinator at the Xerxes plant nearest you. Telephone
and fax numbers are found on the back cover of this manual.
~ WARNING
The tank shall be adequately vented to pr~vent the development of
vacuum orpressure when 61ling or emptying U~e tank. Failure to
properly vent the tank/compar6nents could cause fank failure and
resulf in death orserious injury.
11.1. GENERAL
11.1.1. In most anchoring systems, a tank is not adequately protected
against flotation until the tank is fuily backfilled to final grade {or until
the top slab is in place if applicable). Therefore, during the installation
process, the tank should be ballasted completely after the backfill is
even with the top of the tank and postinstallation testing has been
successfully completed.
11.1.2. Only under wet-hole conditions should ballast be adtled
before the backfll is even with the top Df fhe tank. (See SECTlON 9.)
12.1. IN7ERNAL PIPING
12.1.1. All piping must conform to all applicable codes and
standards. (See SECTION 1,)
CAUTION
A!1 internai piping must be atleasf 4 inches (6 inches for
12-foot•diameter tanksj from fhe tank bottom. Failure to do
fhis may damage the tank or surrounding property.
CAUTION
All metal fittings and other metal componenfs must be
coated to protect against corrosion. Failure to do this may
result in damage to fhese parts or to surrounding properfy.
12.1.2. Refer to FIGURE 12-1 along with TABLE 12-1 fo
determine the correct dimensions for sizing interna! piping.
, ~
_........ - "
j~ ~ ~ .....
"q^/ „Bn ~~>
~ ~
i
'A's ihe intemal d9metor ol Ne ~ank
'B' is Ne dis~ance behxeen Cie insAe D~ltom uf iho lank antl Ne fltemal Aange of lhe aecess riser.
'C is ihe Cislance betncen ~ho 6^side bc;lom of Ira t~nk and IFv top ot the acass opening.
FIGURE 12-1
interiar
Dimensions
in FIGURE
Tank Diameter
12-1 4' 6' 8' 10' 12'
"A" 48" lt-3/8" 9?" 499•~14" 138-1/2.'
°B° 51-3r8" 743I4" 94-318" 122-518" 142°
"C" 55-3I8" 78-314" 9&318" 126-518° 146"
TABLE 12-1
12.2. EXTERNAL PIPING
I ~ WARNING ~
If pressure testing the exfernal piping, the tank must be
isolated from all piping, The fest pressures for external piping
could cause tank failure, and result in deafh or serious injury.
CAUTIQN
AII connecfions to the tank must be flexible. Provisions
must be made 1o accommodate movement and misalign-
menf between the piping and the tank. Failure fo do this
may damage the tank or surrounding property.
12.2.1. All connections to the influent and effluent piping as well
as to any other piping must be flexible and properly sized.
12.3. VENTING TANK
I ~ WARNING ~
All underground tanks/compartments shal! be adequately
vented to prevent the developmenf of vacuum or pressure
when filling or emptying the tank. Failure fo properly vent a
tank or comparfinent could cause tank failure and result in
death orserious injury.
12.3.1. The single-wall tank is designed to operate at
atmospheric pressure.
12.3.2. The tank's venting system must be atlequately sized to
ensure that atmospheric pressure is maintained at all times,
including during filling and emptying of tank.
14.2.2. Measure and record the distance from the tank bottom to
the top of the fitting.
13.1. GENERAL
13.1.1. Continue to take safety measures (such as placing
barricades) around the excavaGon site until installation is completed.
13.1.2. When the tank has been set, tested and backfilled, and
all piping and venting has been completed, add the balance of
the backfill material,
13.1.3. The backfill must be free of debris, ice or snow. Any
blocks or bricks used as support material during piping must
be removed prior to completion of backfilling.
13.1.4. The backfill material specriied in SECTl01V 5 must be
used to completely fill excavation.
13.1.5. Be sure that the installation meets all of the require-
ments of minimum cover as specified in SECTION 6.
13.1.6. When the tank has been backfilled to subgrade (before
placement of asphait or concrete), take a measurement of the
inter~al diameter of the tank. (See SECTION 14 of fhe
Installation Manual for instructions on taking diameter
measurements.) Record this measurement as Finai Internal
Diameter on the Tank Installation Checklist, SECTION 4.
13.1.7. Complete the Tank Installation Checklist.
14.1. GENERAL
14.1.1. Obtain the deflection measurement by taking a minimum
of two measurements of the internal diameter of the tank.
14.1.2. Two methods of ineasuring the internal diameter of the
tank are described here. Both methods use a dipstick. (Similar
methods can be used, such as with a tape measure, etc.)
14.1.3. The deflection measurement can be obtained by using
either method twice or by using each method once. Each will be
described here as if that method were being used twice.
14.1.4. Take the initial internal-diameter measurement before
bac~Cfrlfing the tank. (See Point 92.7.) In a wet-hole installation,
take this measurement before the tank is placed in the
excavation hole. (See Point 9.3.1.T.)
14.1.5. Take other diameter measurements during the backfilling
process to determine whether vertical deflection continues to be
within the limits specified by Xerxes. (See Points 7.4.6, and 10.1.1.)
14.1.6. Take the final internal-diameter measurement when the
tank has been backfilled to subgrade. (See Point 13.1.6.)
14.1.7. For both methods, drive a small-headed, nonsparking
nail (for example, brass) halfway into a wooden dipstick 1 inch
above its base.
14.2.3. Pull the dipstick up until the exposed nail catches on the
inside top of the tank.
14.2.4. Measure the distance ftom the tank top (inside) to the top of the
fitting. SubUact 1 inch from this measurement and record the distance.
14.2.5. Subtract the second distance (inside tank top to top of
fitting) from the first distance (tank bottom to top of fitting).
Record this measurement as Initial Intemal Diameter on the
Tank Installation Checklist, SECTION 4.
14.2.6. For subsequent measurements of the intemal diameter,
repeat Points 14.2.1. through 14.2.5. When the measurement is
the final diameter measurement, record this measurement as Final
Internal Diameter on the Tank Installation Checklist, SECTION 4.
14.3. INTERNAL DIAMEtER MEASUREMENT W(TH A STANDPIPE
14.3.1. Place the dipstick into a service fitting with a standpipe.
14.3.2. Measure and record the distance from the tank bottom to
the top of the standpipe.
14.3.3. Pull the dipstick up until the nail catches on the inside
top of the tank.
14.3.4. Measure the distance from the tank top (inside) to the
top of the standpipe. Subtract 1 inch from this measurement and
record the distance.
14.3.5. Subtract the second distance (inside tank top to top of
standpipe) from the first distance (tank bottom to top of
standpipe). Record this measurement as Initial Internal
Diameter on the Tank Installation Checklist, SECTION 4.
14.3.6. For subsequent measurements of the internal diameter,
repeat Points 14.3.1. through 14.3.5. When the measurement is
the final diameter measurement, record this measurement as Final
Internal Diameter on fhe Tank Installation Checklist, SECTION 4.
14.4. CALCULATION AND COMPARISON
14.4.1. To get the deflection measurement at any time, subtract
the current internal diameter measurement from the initial
internal-diameter measurement.
14.4.2. Compare this measurement to the allowable deflections
shown in the table on the Tank Instaflation Checklist, SECTION 4.
14.4.3. Vertical deflection in excess of this measurement
indicates improper instailation and voitls the tank warranty.
15.1. GENERAL
15.1.1. Atlditional Xerxes tanks may be installed at existing
locations if proper fountlation support exists.
14.2. INTERNAL-DIAMETER MEASUREMENT WITHOUTA
STANDPIPE
14.2.1, Place the dipstick into a service fitting.
15.1.2. It is the responsibility of the tank owner to choose the
correct method of installation.
15.1.3. Xerxes requires that one of the following methods be used.
16.2. ENTERING TANK
16.2.1. Do not allow anyone to enter the tank unless it has been
properiy emptied and vented, and unless the person entering
the tank has been trained in con6ned-space entry procedures
and appiicable OSHA regulations.
15.3. ALTERNATE METHOD
95.3.4. tf t~e preferred metho~ o~tl~ned above is not practical,
an alternate method (FIGURE 15-2) is:
• Bury additional tanks in the same installation hole.
• Empty sxisting tanks to less than 114 capacity.
• Remove the surface slab.
• Enlarge the excavation for the new tanks, leaving as much
backfill as possible around existing tanks.
• Install shoring, if necessary, to make sure that existing tanks
do not move and su~cient backfill remains.
~ Follow procedures and requirements outlined in this
Installation Manual.
• See S~CT10N 6 for excavation parameters.
- r ~~ i
_ ~
. ' .~~~ ~ ~~ ,
i l i ~ ~ ~'~
- ~ ~ ~ d ~ ~ ~~ ( ii, ~,
,-p ~~~ ~`~; '
]A ~ ~~~i ~
~FjIL s~ ~''~M! t
4 ~~~~~
7 Y ~z.; i.•
FIGURE 15-2
~• •~ ~
16.1. G~NERAL
16.1.1. Qwner must retain the Installation Manual and Operating
Guidelines for future reference to operating guidelines.
16.1.2. In addition to the Installation Manual and Operating
Guidelines, follow all federal, state and local laws, regulations,
codes and safety precautions that pertain to underground
storage tanks andlor their associatetl systems.
16.1.3. Consult tank brochure and separate accessory
insfructions, which are available upon request from the UST
coordinator at the Xerxes plant nearest you. (See SECTION 18,)
16.1.4. Consult the applicable warranty for each tank for further
operating guidelines and limitations. A copy of the warranty is
available upon request from the UST coordinator at the Xerxes
plant nearest you. (See SECTlON 17.}
~ WARNING
Improper fank entry could cause fire, explosion or asphyxi-
afion, and could result in death or serious injury.
17.1. GENERAL
17.1.1. Each product is covered by product-specific limited
warranties, which contain operating guidelines and parameters
that should be reviewed as applicable. Copies of the limited
warranties are available upon request from the UST coordinator
at the Xerxes piant nearest you.
) f:IST AF>SUPPLEMFNTOI~MOTFRI!
18.1, GENERAL
18.1.1. Supplemental materials, which may appiy to specific
installations andlor conditions, are available upon request from
the UST coordinator at the Xerxes plant nearest you or from
technical support at Xerxes Minneapolis, as applicable.
18.1.1.1. Materials available from the UST coordinator include:
• Backfill Guidelines,
• Split Backfill Instructions,
~ Prefabricated Deadmen Installation Instructions,
• Man-Out-of-Nole (MOH} Straps Instructions.
18.1.1.2. Materials available from technical support at Xerxes
Minneapolis include:
• Deep Burial Installation Guidelines,
~ R~ternate 8ackfill(Sand) Installation Instructions,
• Cast-in-Place Deadmen Installation.
19.1. GENERAL
19.1.1. After installation, tank installer must give Installation
Manual to tank owner.
19.1.2. After instaliation, tank owner must retain Installation
Manual for future reference to operating guidelines.
14
XERXES~ Tank Installation Checklist
CORPORA710N Fiberglass Underground Wastewater Tanks
Complete tf~is checktisf, and iceep it with copies oi any avritten autharizafions for variations andlor deviations received from Xerxes.
• Date of Installation Tank Size and Capacity
• Site Owner
• Site Address
• Installing Contractor
STREET CITY STATE ZIP
• On-Site Supervisor
CON7RACTOR NAME STREET CITY STATE 21P
' ' • Verified by:
A. V'~sual Inspection: No evidence of damage (holes, cracks, gouges) in iank. (Doaiment any damage found.) . . . . . . . . . . . . . . . .
B, Physical Test; Preinstallatian inspection completed in accordance with installation instructions . . . . . . . . . . . . . . . . . . . . . . . .
C. Backfill Material: (Indicate which iype.) 1. Pea gravel or crushed stone as specified by XERXES . ..............
2.Other(RequiresspeaficapprovalbyXERXES-describe.). . . . . . . . . , . .
D. Excavation: Hole dimensions are correct per installation instructions for appropriate conditions . . . . . . . . . . . . . . . . . . . . . . .
E, I~rtemaf-0iamefer Nteasurertrerrt: Zhe rriternaldrameterofthe tank ~s measu~eci and tlocumented (In'rtial Intemal Diameter in SECTION 4 below)
F. Geotextile Utilized: (Indicate one.) 1. Yes 2. No . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
G. Hole Condition: (Indicate one.} 1. Dry ho{e (Water is not anticipated to reach tank - area is not subject to flooding.} ........
2. Wet hole (Excavation may Vap water-area is subject to flooding.) . . . . . . . . . . . . . .
H. Twaffic Loads: {Indicate one.) 1. Tra~ic loads anfidp~ted . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2. No traf~c bads anticipatetl . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
l. Anchoring: Performed in accordance with installation instructions. 1. Deadmen 2. Full slab . . . . . . . . . . . . . . . .
J. Fittings and Other Metal Components: Coated to protect against corrosion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~ ' ' ' • Verified by:
A. Backfill-material bed is level and is a minimum of 12 inches deep, over na6ve soil or slab, before setting tank. ....,..,...
B, Tank Spacing: Tanks are spaced correc8y from each oiher and from excavation according to instrudions . ................
C. Vsual Inspection: No evidence of damage is found after set6ng in hole . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
b. Hold-down Straps: Positioned and secured according to installation insUuctions. (See SECTION 6-4 oflnsfalfation Manual.) ....,,,
~, Backfill Compacted: Material has been tamped an~/or compacted to fill all voids around tank .. . . . . . . . . . . . . . . . . . . . . .
F Tank is properly ballasted during backfilling: (wet-hole installation only} . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
G. Tank(s) are burier! af pmper depth to coriform to appropriate conditions: (wet, dry, traffic or rro traffic) ................
H. Influent, effluent and other piping connections are flexible connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
• • ~ ~ • Verified by:
A. Optional Physical Test: Hydroslaiic test is completed accor~ing to installaiion instruclions . . . . . . . . . . . . . . . . . . . . . . . .
6. Intemal Diameter Measurement: The intemal diameter of the tank is measured arxi documented (Final Intemal Diameter in SECTION 4 below)...
C. Installation Manual: DelNer Installatian Manual and Operating Guidelines to ownec . . . . . . . . . . . . . . . . . . . . . . . . . .
, ~ ~ ,
All tanks must be measured to determine vertical deflection. Follow deflection-measurement instructions (SECTION 14) in the Installation Manual. An
initial internal-diameter measurement is taken and recorded as a point of reference. Subsequent internal-diameter measurements show tank deflection and
can be compared to the table below. Take each measurement from the same fitting using the same procedure.
END CENTER END
ExternalTank INTERNAL-DIAMETER MEASUREMENTS
D(Feet) r 4 6 8 10 12 Initial Internal Diameter (before backfilling} ~ ~ c~~ ~~~
Allowable Final Intemal Diameter (after backFilling) ~ ~
~eflectrorr f/2 3/4 9-9/4 4-9l2 9-314 Jnitial Intemal Diameter minus +_~~ 6 6' 7 B 9,o ,~ ,:
(Inches) Final Intemal Diameter = DeFlection ~tark the focaGort vut~ere interrral-drameter
measurements were taken.
Veri6ed by:
XERXES~ Tank Handling Data
CORPORAT70N
Single-VUall Tanks
NOMINAL NOMINAL ACTUAL ACTUAL
` AC7UAL NOMINAL
TANK DIAMETER TANK CAPACITY TANK CAPACITY * TANK DIAMETER
* TANK LENGTH TANK WEIGNT "'"
(Feet) {Gallons) (Gallons) (Feet-inches) (Feet-Inches) (Pounds)
600 602 4'•1I2" 6'-11718" 500
4 1,000 1,009 4'•1I2" 11'-3 718" 700
1,500 1,449 4'•112" 16'-0" 1,000
1,500 1,779 6'-31l2" 10'-71/4" 800
2,000 2,376 6'-3112" 13'-5 314" 1,000
6 3,000 2,973 6'-3112" 16'-4114" 1,200
4,000 4,131 6'-3112" 21'-11118" 1,600
5,QQ0 5,0&4 6'-3 412" 26'-5" 1,900
6,000 5,960 6'-3112" 30',8 314" 2,200
2,000 2,189 8'-0" 9'-112" 900
3,000 3,271 8'•0" 12'-3" 1,200
4,000 4,218 8'-0" 15'-1l2" 1,400
5,000 5,165 8'•0" 17'~81l2" 1,700
6,000 6,084 8'-0" 20'~61I2" 2,000
7,000 6,946 8'-0" 23'-1" 2,200
$ 8,000 7,950 8'-0" 26'-112" 2,500
9,000 8,869 8'-0" 28'-9" 2,700
10,000 9,816 8'•0" 31'-6112" 3,000
11,000 10,763 8'-0" 34'-4" 3,200
12,000 11,682 8'-0" 37'•112" 3,500
13,000 13,081 8'-0" 41'-2" 4,000
94,OU0 14,028 8'-0" 43'-11112" 4,200
15,000 14,975 8'-0" 46'-9" 4,5QQ
14,000 10,563 10'-4" 21'-5114" 3,200
11,000 11,364 10'-4" 22'-9 3I4" 3,400
12,000 12,068 10'-4" 24'-114" 3,600
13,000 12,966 10'-4" 25'-6 314" 3,800
14,000 13,767 10'-4" 26'•11114" 4,000
10 15,000 15,248 10'-4" 29'-5 3I4" 4,500
20,000 20,055 10'-4" 37'-8 314" 5,700
22,000 22,580 10'-4" 42'-3/4" 6,600
25,000 25,783 10'-4" 47'-6 3J4" 7,900
30,000 30,590 10'-4" 55'-9 3/4" 9,400
35,000 35,397 10'-4" 64'-3/4" 10,500
40,000 41,004 10'-4" 73'-81I4" 12,100
20,000 ZQ,781 44'-44" 29'-4" 9,200
25,000 25,541 11'-11" 35'-7" 10,600
30,000 31,253 11'-11" 43'•1" 12,500
12*~~* 35,000 36,013 11'-11" 49'•4" 13,900
40,000 39,821 11'-11" 54'-4" 15,000
48,000 48,389 11'•11" 65'-7" 17,700
50,000 50,293 11'•11" 68'-1" 18,300
` The actual capacity of the tank is ihe total volume of the tank. The actual working capacity is determined by the elevation of the effluent piping/floats.
*` Actual heighi of lhe tank may be greater than actual tank diameter due to fittings and accessories. Load height during shipping may vary due to tank
placement on shipping trailer.
*"' Adding accessories to the tank may increase the tank weight.
"" The Xerxes septic tank that can be pressure tested is not available in 12-foot-tliameter sizes.
7901 Xerxes Avenue South, Minneapolis, Minnesota 55431 • Phone (952) 887-1890 • www.xerxescorp.com
1 ~ WIMC01104PP
m
CORPORATION
Corporate Office
7901 Xerxes Avenue South
Minneapolis, MN 55431
Phone: (952) 887-1890
Fax: (952) 887-1870
www.xerxescorp.com
Manufacturing Facilities
Anaheim, California
Phone: (714) 630-0012
Fax: (714) 632-7133
Hagerstown, Maryland
Phone: (301) 223-6933
Fax: (301} 223-6836
Seguin, Texas
Phone: (830) 372-0090
Fax: (830) 372-0321
T"ipton, lowa
Phone: (563) 886-6172
Fax: (563) 886-2042
02004 Xerxes Corporation WIM07/04Pr~
JV1lM&A
Jerome W. Monissette 8~ Associates Inc., P.S.
1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1110
(360)352-9456 / FAX(360)352-9990
December 15, 2005
Mr. Jim Gibson, PE
Development Review Engineer
City of Yelm
PO Box 479
Ye1m,WA. 98597
Re: Ridgeline School/STEP tank flotation
Dear Nlr. Gibson:
We checked out several items regarding the STEP tank and excavation for it at Ridgeline
yesterday. We found that the water level is at elevation 341.9. Trent Lougheed from our office
inspected the soils at the excavation for mottling or staining as evidence of past maximum
groundwater elevation and found that the soils show staining at elevation 347.4. We also found
that the Contractor was not using the approved plans, and was using an earlier version that had a
lower elevation for the tank. The correct elevations from the approved plans are:
8" IE in = 351.33
Tank Bottom = 341.33
Tank Top = 353.33
It appears that the water level in the excavation is about 0.6 foot above the elevation of the
bottom of the tank according to the approved plans. Based on the soils it appears that the ground
water may have the potential to rise to elevation 347.4 or about 5.5 feet higher than the currently
observed 341.9. We note that the staining appears to coincide with a textural change in the soils
at the same elevation. Where the soils exhibit a textural change staining can indicate that the
percolating water pauses at the textural change while continuing to percolate deeper into the soil,
I supplied this information to Steve Willie in our office and asked him to check the tank for
flotation. Here is what Steve came up with:
Trent / Doug
I checked the Ridgeline 50,00~ gallon 12 FT Diameter STEP tank for floatation.
The factor of safety against floatation is 1.70, using the following assumptions:
1. Soil unit weight: 135 PCF.
2. lJse onJy the soil prism above the tank fo restrain uplift {68 x 12 x 3.7).
K
~~ ~
C~~ON
December 16, 2005
Mr. Jim Grbson
City of Y~Im
Email: iimq ci.yelm.wa.us
Re: One (1) Xerxes' 12 Foot 50,000-gallon SW
City of Yelm - Ridgeline Middle School
Buoyancy Calculations
Dear Mr. Gibson:
We have summarized the buoyancy data you requested. All of the calculatipns are
based on the site data you have provided to us and on nominal engineering values
for the physical parameters.
Atf of the catcutat'ror~s are based on star~aarc} engrneerrng practice. Xerxes uses
approaches in a manner similar to the protocols presented in the PEI/RP 100-05
manual to calculate the underground tank Buoyancy Safety Factors.
It is the tank owner's responsibility to determine the suitability and applicability of
installation. Our sole responsibility in any installation is as stated in our Limited
Warranty.
Our calculations show that, given the installation paramet~rs that you have
provided to us (buried to a depth of 3.7 feet, unanchored, with water table as
specified) the Buoyancy Safety Factors ar~ as follows:
Water Table Location Buo anc Safet Factor ~
I
Mid-Tank Level 2.Q7: i ;
Tank To Level 0.93:1 ~
At Finished Grade 0.63:1
Xerxes recommends a minimum Buoyancy Safety Factor of 1.20:1. I have included
copies of the worksheets for your files.
Also, you mentioned that the installation was planned using two different backfiff
materials. Please note that Xerxes specifies the use of pea gravel or crushed rock
for bedding and backfill, which conforms to specifications set forth in ASTM
Standard C33, paragraph 9.1. In general, we accept thos~ materials meeting the
criteria of size numbers 6, 67, 7, and 8, noting that no more than 5% by weight
may pass through a number 8 sieve. Approved backfill materials are to be used for
the entire installation.
(Continued)
Page 1 of 2
CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55431
PHONE (952) 887-1890 FAX (952) 887-1870
XE ~
COpPO~A~ON
(Continued from Page 1)
An important characteristic of good back~ff materia( is hardness or sta~ifity when
exposed to water or loads. Most natural materials have no problems meeting the
hardness requirement. Howev~r, materials like soft limestone, sandstone or shale
should not be used as backfill because they break down over time. Likewise,
manmade materials should be evaluated for hardness and stability in accordance
with ASTM Standard C33.
Xerxes Corporation does have a procedure for using two different backfill materials
in a single installation. For your reference, afso attached to this (etfer is the
document: Split Backfill Instructions. Please note these instructions require that
select material be placed to at least 75% of the tank diameter, and that a filter
fabric be placed over the entire surface of the backfill material.
Xerxes' Limited Warranty applies to tanks installed in accordance with the
provisions of Xerxes' current Installation Manual & Operating Guidelines. Since
Xerxes does not control the parameters of any installation or tank operation, our
sole responsibility is as stated in our warranty.
If we can be of additional assistance, please feel free to contact us.
Yours truly,
~
Jeffrey Lexvold
Technical Support Engineer
Attachments - 4
Page2of2
CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55431
PHONE (952) 887-1890 FAX (952) 887-1870
XE.RXES° NON-ANCHORED CITY OF YELM
RIDGELINE MIDDLE SCH OOL
BUOYANCY CALCULATION WATER AT MID-TANK
JW L 12/16/OS
TANK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TUTAL COVER Ii~iCLUDING SOIL 3.70
TYP~ (SW=I;DWI=2;DWII=3) 1 & TOP SLAB (FT;
DRY=1; WET=2 1 TOP SLAB THICKN~SS (IN~ 0.00
TANK DIA. (FT.) 12 TOP SLAB LENGTH (FT 0.00
*~z*~*~~~***~~****************~:**~~** ~***~~*~~****~*~: TOP SLAB WIDTH (FT~ 0.00
PROD STORED (GAL) 0 # OF 30" DIAMETGR RISERS 2
SPEC. GRAV. US~D 1.00 # OF 24" DIAMETGR RISLRS 3
BRINE F1LL GAL' 0
SAFETY SAFETY
DqWN FORCE/UP FORCE = 2.Q7 :1
TOTAL WEIGHTS
DOWN FORCES
CONCRETE WEIGHT 0.00 I.BS.
BACKFILL WEIGH7 454177.71 LBS.
TANK WEIGHT 18300.00 LBS.
PRODUCT WEIGHT 0.00 LBS.
TOTAL DOWN FORCE--- 472477.71 LBS.
UP FORCES
TANK DISP. FORCE 228387.58 LBS.
TOTAL UP FORCE---- 228387.58 LBS.
WORKSHEET
TANK DATA
SHELL DIAMET~R------------• I 1.50 FT. * ACTUAL CAP (GAL) 50293.00
SHELL LENGTH---------------- 62.92 FT. * TANK WT. (LBS.; 18300.00
DOME PROJECTION----------- 2.~8 F"f. * O.A.L. (FT.) 68.08
MID POINT I-IEIGHT----------• 9.45 PT. * NUMBER OF RIBS 50.00
COLUMN HEIGHT-------------~ 15.20 FT. * ***~****~**~*~~*~:~**~*~~**~~~~* ~*~*+******
RIB VOLUME--------------------~ 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOME VOL. (CU PT) 659.64
REINFORCED CONCRETE VOLUMES (CU. FT.)
TOP SLAB-------------------• 0.00
TOTAL DRY VOLUME 0.00
FORCE = VOL. X150 LBS 0.00 LBS.
BACKFILL VOLUMES (CU, FT.)
OVER TANK (DRY) -------------- 4305.53
END-WEDGES (DRY)-----------• 236.25
TOTAL DRY VOLUME 4541.78
FORCE = VOL. X 100 LBS 454177.71 LBS.
BUOYANCY
SHELL VOLUME--------------• 6534.93 CUBTC FT.
DOME VOLUME--------------- b59.64 CUBIC FT.
RIB VOLUME------------------• 127.52 CUBIC PT.
TOTAL VOLUME 7322.09 CUBIC FT.
VOL X 7.48 GAL/CU.FT. 54769.20 GALLONS
rORCE = GAL X 8.34 (LBS./GAL)/2 228387.58 LBS.
XERXt.S~ NON-ANCHORED CITY OI~' YELM
BUOYANCY CALCULATION WATER AT TANK TOP RIDCELINE MIDDLE SCHOOL
JWL l2/l 6/OS
Tt1NK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COVER INCLUDING SOIL & 3,70
TYPE (SW=I;DWI=2;DWII=3 1 TOP SLAB (FT~
DRY=1; WET=2 1 TOY SLAB THICKNESS (1N; 0.00
TANK DIA. (FT.) 12 'I'OP SLAB LENGTH (F'1~ 0.00
**********~***~**********~**«*~*~~**************** TOP SLAB WID"fH (FT; 0.00
PROD STOREU (GAL) 0 # OF 30" DIAMBTER RISERS 2
SPEC. GR4Y. USED 1.00 # OF 24" DIAMET~R RIS~RS 3
BRINE FILL GAL 0
SAFE7'Y FACTOR
DOWN FORCE/UP PORCE = Q.~3 :1
TOTAL WEIGNTS
DOWN FORCES
CONCRETE WEIGHT U.00 LBS.
BACKFILL WEIGH~ 408624.12 LBS.
TANK WEIGHZ' 18300.00 LBS.
PRODUCT WEIGHT 0.00 LBS.
TOT.1L llO~VN FORCE 426924.12 LBS. ~
UP FORCES
TANK DISP, FORCL 456775.15 LBS.
TOTAL Lip FORCE 45677~.15 LBS.
WORKSHEET
TANK DATA
SHELL DIAMET~R------------ 11.50 FT. * ACTUAL CAP (G~1L; 50293.00
SHELL LENGTH-----~---------- 62,92 FT. * TANK WT. (LBS.) 18300.00
DOME PROJECTION---------- 2.58 FT. * O.A.L. (FT.) 68.08
MID POINT HEIGHT---------- 9.45 FT. * NLIMBER OP RIBS 50.00
COLUMN HEIGHT------------- 15.20 FT. * *******~~**~***~***************** **~*~*~~~*
RIB VOLUME-------------------• 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOME VOL. (CU PT) 659.64
REINFORCED CONCRETE VOLU MES (CU. FT.)
TOP SLAB 0.00
TOTAL DRY VOLUM~ 0.00
TORCE = VOL. X150 LBS 0.00 LBS.
BACKFILL VOLUMES (CU, FT.1
QVER TANK (DRY)------------- 3230.9=4 1074.59 WET
END-WEDGES(DRY)----------- 157,IC 88.98 WT:T
T07'AL DRY VOLUMG 3388.10
TOTAL ~VE'f VOLUME 1163.58
FORC~ (DRY) = VOL. X 100 LBS 338809.~2 LBS.
FORCE (W~T) = VOL. X 60 LBS 69814.60 LBS.
BUOYANCY
SI-IGLL VOLUME-------------- 6534.93 CUBIC PT.
DOME VOLUM~-------------- 659.64 CUB[C FT.
RIB VOLUME------•----------- 127.52 CIJBIC FT.
TOTAL VOLUME 7322.09 CUBIC P"I'.
VOL X 7.48 Gi1L/CU.FT. 54769.20 GALLONS
FORCE = GAL X 8.34 (LBS./GAL.) 456775.15 LBS.
XERXCS° NON-ANCHORED CITY OF YELM
RIDGELINE MIDDLE SCHOOL
BUOYANCY CALCULATION WATER AT GRAD~
JWL 12/16/OS
TANK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 "I'O"I'~1L COVER INCLUDING SOIL
TYPE (SW=I;DWI=2;DWII=3)
1
& TOP SLAB (FT; 3.70
DRY=1; WET=2 1 TOP SLAB THICKNESS (IN; 0.00
TANK DIA. (FT.) 12 TOP SLAB LENGTH (FT 0.00
******~z*~*+~+~*~«*~**~*~***~~***~* *~~*~~**~**~*~**~ TOP SLAB WIDTH (FT' 0.00
PRODUCT STORED (GAL) 0 # OF 30" DIAMETER RIS~RS 2
SPEC. GRAV. USED 1.00 # OF 24" DIAMETER KISLRS 3
BRINE FILL GAL' 0
SAFETY FACTOR
DOWN FORCE/UP FORCE = Q.(3 :1
TOTAL W~IGHTS
DOWN FORCES
CONCRETE WEIGHT 0.00 LBS.
BACKFILL WEIGH'I 273640.63 LBS.
TANK W~IGHT 18300.00 LBS.
PRODUCT WEIGHT 0.00 LBS.
TOTAL DOWN FORCE 291940.63 LBS.
UP FORCES
TANK DISP. FORCE 461216.61 LBS.
TOTAL UP FORCE 461216.61 LBS.
WORKSHEET
TANK DATA
SHELL DIAMETER------------• 1 I.50 FT. ~ ACTUAL CAP (GAL) ~0293.00
SHELL LENGTH-----------~---- 62.92 PT. * TANK WT. (LBS.; 18300.00
DOME PROJECTION-----,----- 2.58 FT. * O.A.L. (FT.) 68.08
MID PO1NT HEIGHT-------.--• 9.45 FT. * NUMBER OF RIBS 50.00
COLUMN HEIGHT-------------~ 15.20 FT. * **************~*~*~~**~~*~**:~****~****~**
RIB VOLUME--------------------• 4407.00 CU. IN. DOMG A. (SQ P"C) 44.41
DOME VOL. (CU FT) 6~9.64
REINFORCED CONCRETE VOLUMES (CU. FT.)
TOP 3LAB 0.00
TOTAL WET VOLUME 0.00
I~'ORCE = VOL. X 88 LBS/CF 0.00 LBS.
BACKF~LL VOLUMES (CU. FT.)
OVER TANK (WET) -----------• 4305.53
END-WEDGES (WET)----------- 255.15
TOTAL WET VOLUME 4~60.68
FORCE = VOL. X 60 LBS 273640.63 LBS.
BUOYANCY
SHELL VOLUME--------------• 6606.12 CUBIC FT.
DOM~ VOLUME--------------- 6~9.64 CUBIC FT.
RIB VOLUME-------------------• 127.52 CUBIC I'T.
TOTAL VOY,UME 7393.28 CUBIC FT.
VOL X 7.48 GAL/CU.F"f. 55301.75 GALLONS
FORCE = GAL X 8.34 (LBS./GAL.) 461216.61 LBS.
Spl it Backfi I I Instructions
1.GENERAL
1.1. Use pea gravel or crushed stone as specified in the Xerxes
Installation Manual and Operating Guidelines in effect at time of
installation (subsequently referred to as "Installation Manual"), and
tf~e Xerxes Backfiff Guidefines for bed and backfi~~ mater'ra~.
2.6. All sand or soils must be compacted to achieve minimum 85%
sfandartl proctor density. The material should be installed in 12-inch
to 24-inch lifts compatible with the compaction equipment.
~ CAU710N
Do not use rammer-type compactors over fhe fop of the tank.
2. BACKFILLAND FILTER FABRIC
2.1. Use the specified select material as the backfill vertically up to a
point of 75% of the tank diameter. (See FIGURE 1-1.)
2.2. Follow the instructions in the Installation Manual on the
placement of this backfill.
2.3. Install a layer of filter fabric over the entire surface of the backfill
material. All joints in the filter fabric should be overlapped 6-12
inches. All fabric must lap up onto the tank and excavation surface a
minimum of 6 inches.
2.4. Installations with unstable soil may require the fabric to line the
entire excavation sides. {Refer to the Installation Manual in the event
of unstabie soil.)
2.5. All sand or soil may be used above the filter to subgrade. The
soi~ must be nonorganic and free of rocks, debris, frozen soil antl
other objectionable material.
2.7. The specifications for the material and compaction above the
filter fabric layer may be determined by the requirements of the
piping, surface slab, or roadway. (Refer to locai building codes for
base course and sub-base course material and compaction
requirements.)
2.8. Some tank owners may require sample testing and written
repor~s to verify the compaction of the sand or soifs.
Alternate Backfill Above Tank Top
~ Grade or subgrade
Compacted sand or soil -.
~ III~
fflf Itll
III
Filter fabric with 6" to 12" ~~ I~ II II
overlaps IIII - III
IIII ~ .,. ~: :
r ~a ~
~~~~ .~ ,; w ` ~~~
~~~~ ~ ~ ~~~~
~ I I II ~;~- II I 75% of tank diameter
psy
~~~~I=-~ ~: s~~ "I_Ull +
Select material _ ~ ;~ ; I I I- III `~
~~~~ ~ I . ~ ~K ~ T,~'-,~ _ ~; ; , ' ~ = 12" bed
II11=1III-IIII-1111-iIil~llll-llll-lll ~,
FIGURE 1-1
XE~~S~
CORPORATION
7901 Xerxes Avenue South, Minneapolis, MN 55431-1288 ^(952} 887-1890 ^ Fax {952) 887-1882 ^ www.xerxescorp.com
O 2004 Xerxes Corporation xsb11/04ih
J1NM &A
Jerome W. Morrissette & Associates Inc., P.S.
1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1110
(360)352-9456 ! FAX (360)352-9990
December 15, 2005
Mr. Jim Gibson, PE
Development Review Engrneer
City of Yelm
PO Box 479
Ye1m,WA. 98597
Re: Ridgeline School/STEP tank flotation
Dear Mr. Gibson:
We checked out several items regarding the STEP tank and excavation for it at Ridgeline
yesterday. ~Te found that the water level is at elevation 341.9. Trent Lougheed from our office
inspected the soils at the axcavation for mottling or stai~ning as evidence of past maximum
groundwater elevation and found that the soils show staining at elevation 347.4, We also found
that the Contractor was not using the approved plans, and was using an earlier versio~n that had a
lower elevation for the tank. The correct elevations froan the approved plans are:
8" IE in = 351.33
Tank Bottom = 341.33
Tank Top = 353.33
It appears that the water level in the excavation is about 0.6 foot above the elevation of the
bottom of the tank according to the approvea plans. 8asea on the soi~s it appears that the gro~d
water rnay have the potential to rise to elevation 347.4 or about 5.5 feet higher than the currently
observed 341.9. We note that the staining appears to coincide with a textural change in the soils
at the same elevation. Where the soils exhibit a textural change staining can indicate that the
percolating water pauses at the textural change while continuing to percolate deeper into the soil.
I supplied this information to Steve Willie in our o~ce and asked him to check the tank for
flotation. Here is what Steve came up with:
Trent / Doug
I checked the Ridgeline 50,000 gallon 12 FT Diameter ST'EP tank for floafa~ion.
The factor of safety against floatation is 1.70, using the following assumptions:
1. Soil unit weight: 135 PCF.
2. Use only the soil prism above the tank to restrain uplift (68 x 12 x 3.7).
Mr. Jim Gibson, PE
December 15, 2005
Page 2 of 2
3. Depth to top of tank: 3.7 FT (357-353.3).
4. Elevation of groundwater: 347.4 (midpoint of tank)
5. Tank is empty and neglect tank weight.
6. Neglect soil friction and cohesion.
7. No tank anchors.
Taken all together, these assumptions are conservative. But if groundwater comes up above the top of
the tank while the tank is empty, it could float.
Thanks, Steve
The Ridgeline storm pond will be about 500 feet westerly of the STEp tank. The lowest original
ground elevation at the storm pond is elevation 348 and does not appear to show any evidence of
surface ponding. When constructed the pond will have a bottom elevation of 346. The design
report for the storm pond establishes a 100 year storm volume of less than 67,000 cubic feet with
the approved storm pond layout, the pond will have a volume of 71,000 cubic feet at elevation
348. The storm pond does not appear to have the potential to raise the ground water elevation
enough to cause the STEP tank to float.
Based on our field observation of a maximum groundwater elevation of 347.4, our analysis
indicates that the current STEP tank design (without a deadman anchoring system) would
provide a minimum factor of safety or I.7 against f~otatian. Althougn we ao not be~teve 2t would
be necessary, a groundwater monitoring well (peizometer) could be constructed adjacent to the
tank. Checking the inonitoring well before pumping the tank would quickly show if the ground
water level has risen above elevation 347.7 and that pumping the tanik would not be advisable
until the ground water level drops.
Very truly yours
Jerome W. Momssette & Associates Inc., P.S.
~~ ~'.. /
~ ~,~ l ~t~C ~ ~..~'
Doug Ek~und, P.E.
Senior Project Engineer
Cc: Erling Birkland, Yelm Community Schools
Stan Zielinski, Erickson McGovern
~~~ ~~
coR~no~
December 16, 2005
Mr. Jim Gibson
Cify of Yefm
Email: jimg ci.yelm.wa.us
Re: One (1) Xerxes' 12 Foot 50,000-gallon SW
City of Yelm - Ridgeline Middle School
Buoyancy Calculations
Dear Mr. Gibson:
We have summarized the buoyancy data you requested. All of the calculations are
based on the site data you have provided to us and on nominal engineering values
for the physical parameters.
All of the calculations are based on standard engineering practice. Xerxes uses
approaches in a manner similar to the protocols presented in the PEI/RP 100-05
manuat fo calcufate tt~e underground tank 8croyar~cy Safety Factors.
It is the tank owner's responsibility to determine the suitability and applicability of
installation. Our sole responsibility in any installation is as stated in our Limited
Warranty.
Our calculations show that, given the installation parameters that you have
provided to us (buried to a depth of 3.7 feet, unanchored, with water table as
specified) the Buoyancy Safety Factors are as follows:
Water Table Location Buo anc Safet Factor
Mid-Tank Level 2.07:1 ~
Tank To Level 0.93:1 ~
At Finished Grade 0.63:1
Xerxes recommends a minimum Buoyancy Safety Factor of 1.2Q:1. I have includec!
copies of the worksheets for your files.
Also, you mentioned that the installation was planned using two different backfill
materials. Please note that Xerxes specifies the use of pea gravel or crushed rock
for bedding and backfill, which conforms to specifications set forth in ASTM
Stanrlard C33, paragraph 9.1, In general, we accept those materials meeting the
criteria of size numbers 6, 67, 7, and 8, noting that no more than 5% by weight
may pass through a number 8 sieve. Approved backfill materials are to be used for
the entire installation.
(Continued)
Page 1 of 2
~ORPORATE OFFICF/79D~ XERXES AVFl~UE SOUTH, MINNEAPOLIS, MINNESOTA 55431
PHONE (952) 887-1890 FAX (952) 887-1870
XE ~
CORPORATI4N
(Continued from Page 1)
An important characteristic of good backfill material is hardness or stability when
exposed to water or loads. Most natural materials have no problems meeting the
hardness requirement. However, materials like soft limestone, sandstone or shale
should not be used as backfill because they break down over time. Liicewise,
manmade materials should be evaluated for hardness and stability in accordance
with ASTM Standard C33.
Xerxes Corporation does have a procedure for using two different backfill materials
in a single installation. For your reference, also attached to this letter is the
document: Split Backfill Instructions. Please note these instructions require that
select material be placed to at least 75% of the tank diameter, and that a filter
fabric be placed over the entire surface of the backfill material.
Xerxes' Limited Warranty applies to tanks installed in accordance with fhe
provisions of Xerxes' current Installation Manual & Operating Guidelines. Since
Xerxes does not control the parameters of any installation or tank operation, our
sole responsibility is as stated in our warranty.
If we can be of additional assistance, please feel free to contact us.
Yours truly,
~
Jeffrey Lexvold
Technical Support Engineer
Attachments - 4
Page2of2
CORPORATE OFFICE/7901 XERXES AVENUE SQUTH, MINNEAPOLIS, MINNESOTA 55431
PHONE (952) 887-1890 ~AX (952) 887-1870
XERXT.S° NON-ANCHORED CITY OF YELM
BUOYANCY CALCULATION WATER AT MID-TANK RIDGELINE MIDDLE SCHOQL
JW L IZ/16/OS
TANK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COVER INCLUDING SOiL
TYPE (SW=I;DWI=2;DWIi=3)
1
& TOP SLAB (FT; ~ ~~
DRY=1; WET=2 1 TOP SLAB THICKNESS (IN' 0.00
TANK DIA. (FT.) 12 1'OP SLAB LENGTH (PT 0.00
**~*~***~**************~:~**~~**~~**~«**~«*~~*~z~:*~***: TOP SLAB WIDTH (FT 0.00
PROD STORED (GAL) 0 # OF 30" DIAMETER RISERS 2
SPEC. GRAV. USED 1.00 # OF 24" DIAMETER RISERS 3
BR1NE FILL GAL' 0
SAFETY SAFETY
DOWN FORCE/UP FORCE = 2.O'] ~ 1
TOTAL WEIGHTS
DOWN FORCES
CONCRET~ WEIGHT 0.00 I~BS.
BACKFILL WEIGH'I 454177.71 I~BS.
TANK WEIGHT 18300.00 LBS.
PRODUCT WEIGHT 0.00 LBS.
TOTAL DOWN ~F'ORCE--- 472477J1 LBS.
UP FORCES
TANK DISP. I'ORCE 228387.58 LBS.
TOTAL UP FORCE----- 228387.58 LBS.
WORKSHEET
TANK DATA
SHELL DIAM~TER------------• 11.50 FT. * ACTUAL CAP (GAL) 50293.00
SHELL LENGTH---------------- 62.92 FT. * TANK W"f. (LBS.; 18300.00
DOM~ PROJECTION----------- 2.58 PT. * O.A.L. (FT.) 68.08
MID PO1N"I' I-I~IGHT----------• 9.45 FT. '` NUMBER OF RiBS 50.00
COLUMN HEIGHT-------------~ 15.20 FT. ~ ~:**~~******~**~*~~**~~*~**~*~~* ~****~*~z***
RIB VOLUME--------------------• 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOME VOL. (CU FT) 659.64
REINFORCED CONCRET~ VOLUMES (CU. FT.)
TOP SLAB-------------------• 0.00
TOTAL DRY VOLUME 0.00
FORCE = VOL. X150 LBS 0.00 LC3S.
BACKFILL VOLUMES (CU. FT.)
OVER TANK (DRY) -------------• 4305.~3
END-WEDGES (DRY)------------ 236.25
TOTAL DRY VOLUME 4541.78
FORCE = VOL. X 100 LBS 454177.71 LBS.
BUOYANCY
SHELL VOLUME--------------• 6534.93 CUBIC FT.
DOME VOLUME--------------- 659.64 CUBIC PT.
RIB VOLUME------------------• 127.52 CUBIC FT.
TOTAL VOLUME 7322.09 CUBIC FT.
VOL X 7.48 GAL/CU.FT. 54769.20 GALLONS
FORCE = GAL X 8.34 (LBS./GAL)/2 228387.58 I,BS.
~
XI;RXES
NON-ANCHORED CITY OF YELM
WATER AT TANK TOP RIDGELINE MIDDLE SCHO OL
BUOYANCY CALCULATION
JWL 12/16/OS
TA1~IIt DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COVER INCLUDING SOIL & 3.70
TYPE (SW=I;DWI=2;DWII=3 1 TOP SLAB (FT)
DRY=1; WET=2 1 TOP SLAB'THICKNESS (IN; 0.00
TANK DIA. (FT.) 12 TOP SLAB LENGTH (F'i7 0.00
~~z~*«***************~~~x***~a:+*~***~*******~~~*~««~ TOP SLAB WIDTH (FT) 0.00
PROD STORED (GAL) 0 # OF 30" DIAMETER RISERS 2
SPEC. GRAV. USED 1.00 # OF 24" DIAMETER RISERS 3
BRINE FILL GAL 0
SAFETY FACTOR
DOWN FORC~/UP FORCE = Q.93 ;1
TOTAL ~~4'FiGHT~
DOWN FORCGS
CONCRETE WEIGHT 0.00 LBS.
BACKFILL WEIGH7 408624.12 L[3S. i
TANK WEIGHT 18300.00 I,GS.
PRODUCT WEIGH'I 0.00 LI35.
TO'I'AL DO~VN FORCE 426924.12 LBS.
UP FORCES
TANK DISP. FORCE 456775.15 LBS.
TOTAL UP FORCE 456775.15 LBS.
WORKSHEET
TAfYk DATA
SHELL DIAMET~R------------ 11.50 FT. '~ AcTUAL C~~P (Unl.: 50293.00 ~
SHELL LENGTH---------------- 62.92 PT. * TANK WT. (LBS.) 18300.00 ,
DOME PROJECTION---------- 2.58 FT. * O.A.L. (FT.) 68.0~
MID POINT HEIGHT---------- 9.45 FT. * NLJMBER OF RII3S SO.UO
COLUMN HEIGHT------------- 15.20 FT. * *~«~*~*~~*~~**«*~****~~********** ~~~~**~~:~::
RIB VOLUME-------------------• 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOM~ VOL. (CU FT) 659.6~1
REINFORCED CONCRETE VOLUMES (CU. FT.)
TOP SLAB 0.00
TOTAL DRY VOLtJME 0.00
TORCE = VOL. X150 LBS 0.00 L,I3S.
I
BACKFILL VOLUM~S (CU. FT.)
OVER TANK (DRY)------------- 3230.94 1074.~9 WGT i
END-WEDGES (DRY)----------- 157.16 88.98 WET I
TOTAL DRY VOLUME 3388.10 ~
TOTAL WET VOLUMG 1163.58 ~
FORCE (DRY) = VOL. X 100 LBS 338809.52 LBS.
F ORC~ (W~T) = VOL. X GO LBS 69814.60 LBS.
BUOYANCY
SHELL VOLUME-------------- 6534.93 CUBIC FT.
DOME VOLUME-------------- 659.64 CUBIC I''f.
RIB VOLUME------------------ 127.52 CUBIC FT.
TOTAL VOLLiME 7322.09 CUBIC P'l .
VOL X 7.48 GAL/CU.FT. 54769.20 GALLONS
FORCE = GAL X 8.34 (LBS./G:~-,.) -1~6775.1~ I,T3S.
~
XERXES
NON-ANCHORED CITY OF YELM
RIDGELINE MIDDLE SCHOOL
BUOYANCY CALCULATION WATER AT GRADE
JWL 12/16/OS
TANK DATA INSTALLATION
NOM. CAP. (GAL.) 50000 TOTAL COVER INCLUDING SOIL
TYPE (SW=1;DW1=2;DWII=3)
1
& TOP SLAB (FT; 3.70
DRY=1; WET=2 1 TOP SLAB THICKNESS (IN; 0.00
TANK DIA. (FT.) 12 'TOP SLAB LENGTH (FT 0.00
e~*~*~*~*********~*~~****~~******* ******~*+~:~*~*~*, TOP SLAB WIDTH (FT~ 0.00
PRODUCT S1'ORED (GAL) 0 # OF 30" DIAMETER RISGRS 2
SPEC. GRAV. llSED 1.00 # OF 24" DIAMETER RISLRS 3
BRINE FILL GAL' 0
SAFETY FACTOR
DOWN FORCE/UP FORCE = O.(3 :1
TOTAL WEIGHTS
DOWN FORCES
CONCRETE WL'IGHT 0.00 LI3S.
BACKFILL WEIGHT 273640.63 LBS.
TANK WEIGHT 18300.00 LBS.
PRODUCT WEIGHT 0.00 LBS.
TOTAL DOWN FORCE 291940.63 LBS.
UP FORCES
TANK DISP. FORCE 4612]6.61 LBS.
TOTAL UP FORCE 461216.61 LBS.
WORKSHEET
TANK DATA
SHELL DIAMET~R------------• 11.50 PT. * ACTUAL CAP (GAL) 50293.00
SHELL LENGTH---------------- 62.92 F"I'. * TANK WT. (LBS.; 18300.00
DOME PROJECTION----------- 2.58 FT. * O.A.L. (FT.) 68.08
MID POINT HEIGHT--,-------• 9.45 FT. * NUMBER OF RIBS 50.00
COLUMN HEIGHT-------------~ 15.20 FT. * *~~***~**~~+*~**+*~~*****~******~**~*~**~
R1B VOLUME--------------------• 4407.00 CU. IN. DOME A. (SQ FT) 44.41
DOME VOL. (CU FT) 659.64
REINFORCED CONCRET~ VOLUMES (CU. FT.)
TOP SLAB 0.00
TOTAL WET VOLUME 0.00
FORCE = VOL. X 88 LBS/CF 0.00 LBS.
BACKFILL VOLUMES (CU. FT.)
OVER TANK (WET) -----------• 430~.53
END-WEDGES (W~T)----------• 255.15
TOTAL WET VOLUME 4560.68
FORCE = VOL. X 60 LBS 273640.63 LBS.
BUOYANCY
SHELL VOLUME--------------~ 6606.12 CUBIC FT.
DOM~ VOLUME--------------- 659.64 CUBIC FT.
RIB VOLUM~-------------------• 127.52 CUBIC FT.
TOTAL VOLUME 7393.28 CUBIC FT.
VOL X 7.48 GAL/CU.FT, 55301.75 GALLONS
FORCE = GAL X 8.34 (LBSJGAL.) 4G 1216.61 LBS.
~ Split Backfiil Instructions
1.GENERAL
1.1. Use pea gravel or crushed stone as specified in the Xerxes
Installation Manual and Operating Guidelines in effect at time of
installation (subsequently referred to as "Installation Manual"), and
the Xerxes Backfill Guidelines for bed and backfiii material.
2. BACKFILLAND FILTER FABRIC
2.1. Use the speci6ed select material as the backfiii vertically up to a
point of 75% of the tank diameter. (See FIGURE 9-1.)
2.2. Follow the instructions in the Installation Manual on the
placement of this backfill.
2.3. Install a layer of filter fabric over the entire surface of the backfiff
material. All joints in the filter fabric should be overlapped 6-12
inches. All fabric must lap up onto the tank and excavation surface a
minimum of 6 inches.
2.4. installations with unstable soil may require the fabric to line the
entire excavation sides. (Refer to the Installation Manual in the event
of unstable soil.)
2.5. All sand or soil may be usetl above the filter to subgrade. The
soil must be nonorganic and free of rocks, debris, frozen soil and
other objectionable material.
2.6. All sand or soils must be compacted to achieve minimum 85°/a
standard proctor density. The material should be installed in 12-inch
to 24-inch lifts compatible with the compaction equipment.
~ CAUTION
Do nof use rammer•type compacfors over the top of the fank.
2.7. The specifications for the material and compaction above the
fllter fabric layer may be determined by the requirements of the
piping, surface slab, or roadway. (Refer to local building codes for
base course and sub-base course material and compaction
requirements.)
2.8. Sorrre tank owners may require sample testing and written
reports to verify the compaction of the sand or soi(s.
Alternate Backfill Above Tank Top
Grade or subgrade
Compacted sand or soil _....__...___ .___.._ _._----------------------._.._.__...----
III
IIII IIII
Filter fabric with 6" to 12" II I
overlaps ~~~I I~~I
IIII - III
IIII ~ -
I III S~,`.;° ~~ ~ = III '~
IIII °:- : IIII
IIII :~~ ~ ~~:' '.~ I- III ~5% of tank diameter
Select material IIII - ; ~ :. °"°_ - IIII I
_ ~,^ <_ _ ;~ III=III `Y ~
(~~~ - ~ :~ j ~~ -'t' = 12" bed
IIII-IIIi-IIII-JIIII_-IIII=~iIIIr-1III-III ,~
FIGURE 1-1
XERXES~
CORPORATION
7901 Xerxes Avenue South, Minneapolis, MN 55431-1288 ^(952) 887-1890 ^ Fax (952) 887-1882 ^ www.xerxescorp.com
O 2004 Xerxes Corporation xsb11/04ih
SEP-12-2005 MON 01~07 PM Jody Miller Construction FAX N0~ 2535361074 P. O1
1'~ '
J
~
C ' .1ody ~~1~~1er ConstruCl'i4n lnc•
Cr~rnrnerG~al -In~iu~trial -Residantiel
PO Box 44628
Tacoma WA 98444
253-537-6916
NUMB~R OF PAGES INCLUDING COVER: 2
Date: September 12, 2005 7Ome: 12;57 PM
Ta: Jim Gibson FAX: 360-458-3144
City of Ye(m Phorre: 360-458-3835
From: Josh Miller ~AX: (253) 536~1074
Project Manager Phone: (253) 537-6116
Ce11: (253) 405-3305
EMaU: losh ocl~~~-n11!~~°c:cns~ruc~ion.com
~I_.~ ~_
Subject: Ridgeline Middle School
Jim,
Here is my Rtdgeftne sand b~ar~ket q~estion. C~11 me if there are any ~uestions.
Thanks,
~~C~IV~C~
.losh Miller SEp 1 2 2005
8usinass Hours: julondav - Frldav 8;00 a.m- to 5:U0 p,m.
3TATEMENY OF CONFIDENTIAI.I'1Y
The doeuments Included wlth thls facslmile transmlRal page contaln Information from JedY Miller Conslrucdon Inc. which ls
confldenfiel end/or prlvllaged and/or exampt from disclosure under epplicablo laws. This informatlon Is intended to be for the usa of
the addrassees named on thls transmittel page. If you are not the addressae, noto that any disGosuro, copying, distribulion or use of
the conten4s Of thls faxed inforrY-atlon is prohiblted. If you hav9 rocelved this facslmllo ln error, please nodfy us by telephona
immedlately so that we can arrsnge for the retrieval of the originel documents at no cost lo you.
017.pOG Pago 1 of 2
SEP-12-2005 MON 01~07 PM Jody Miller Construction FAX N0, 2535361074 P. 02
r ~
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~ JQrly Millr~r Consvuc6on I~ic.
Cornrtibrcial • Indusserial • Ftesidantiaf
~,_ _ I
Sepcember 12, 2005
To: City of Yelm
Attn: Jim Gibson
Re: Ridgeline MS
Jim,
PO Box 44G?8
TacomA FVA 984;tA
253-337-6l16
At iZidgetine Miad~e School we need to provide a sand b1~u11cet over the storm water
~alleries. We have two types of material on-site. BotU products have been used as the
blai~:et material. There is not a speciiied product listed and arc asking the j~uisdictions
opinion on our suggested U]anket material. Please Iet mc lcnow if you approvc the
material I 11ave provided on-site for furtber use. If there are any c~~uestions please don'l•
hesitate to contact me.
Thanlcs,
-z~'_"
s iller
Project anager
~~~~IVE'~
$~~ ~. 2 Z005
E1-24 Decembcr 1998
E1-3.4.9 Distribution Svstem and Use Area Protections
W'orks
Depending upon the level of treatment provided, reclaimed water presents a
high-to-extreme health hazard because of the potential for backflow. Specific
backflow prevention needs and situations arc identified in Table El-7.
Table E1-7. Backflow Prevention for Reclaimed Water
Situation
General
Slte with Potable Water
Camment
Cross connections between potable water and reclaimed water of any classification are
not allowed under any circumstance. The potable water supplier is responsibte for
ensuring compliance with provisions of their approved cross connection control
program. The reclaimed water permit holder is responsibfe to DOH and Ecology to
demonstrate the acceptance of the water purveyor of the CCP for a specific use area.
The reciaimed water permit holder shall also ensure the submittal of annual CCP
reports documenting annual facilities inspections, test results, repair and replacement
requirements, and the proper installation of new backflow prevention assembiies at
reclaimeti water use sites during the year to DOH and Ecology.
Any site being served with reclaimed water and potable water shall be provided with
service-line protection equal to a reduced-pressure backfiow prevention assembly or
an approved air gap.
Reclaimed Water Lines Serving Reclaimed water shall not enter any dwelling unit or buiiding containing a dwelling unit
and Within a Dwelling Unit ' except to provide fire protection and/or toilet flushing water at approved sites. The
~ reclaimed water service pipe and building plumbing shall conform to all pipeline %
separation, maricing, and waming requirements of this section, rectaimed water use
standards, and state and local plumbing codes.
Pfpeline Separatfon Inadequate pipeline seoaration for pipelines installed in trenches is considered a cross
, connec6on by some water purveyors. Adequate pipeline separation is defined as
~ 10-feet pipe-to-pipe separation for horizontal separations and 18-inch pipe-to-pipe ~
vertical separaUon. Separations not confortning to these standards must p~ovide i
additional protections. The most common means of protection is to provide exterior :
casing consisting of pressure pipe with sealed joints extending past the area of corrFlict
i
by at least 10 feet at both ends.
Bypasses , Bypassing any backflow prevention device is not ailowed, including bypasses of
backflow-prevention assemblies that provide use area or premise protection
downstream of service line backflow-protection assemblies.
Hose 81bbs on Potable Water I Hose bibbs within use areas shall be approved hose bibb vacuum-breaker assemblies. ~I
Lines ~ The installation of hose bibbs in reclaimed water use areas shall be approved by DOH ;
and Ecology. ~
Hose Bibba on Reclaimed Water Hosa bibbs on reclaimed water lines are prohibited, except as authorized by DOH and
Unes Ecology.
Maricings and Wamings , All backflow-prevention assemblies and downstream piping shall be adequately ~
' marked and color-coded in conformance with the industry practice and applicable ~
standards to identify the hazards and fluids downstream of the assembly.
Tank Truck Haui(ng Tank trudcs used to transport reGaimed water shall be filled from sources protected by
' an approved air gap. All tank trucks used to transport reclaimed water shall be
inspected and approved for such use prior to transporting the reclaimed water by the
water supplier that provides potable water to the use area at which the recfaimed water
will be used.
•
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•
Page 1 of 1
Jim Gibson
From: Scott Severs [Scott@JWMorrissette.com]
Sent: Monday, December 12, 2005 10:34 AM
To: Jim Gibson
Cc: Stan Zielinski; Rocky Birkland; Nick Hastings; Jerry Morrissette; Doug Eklund; Bob Tauscher
Subject: Fw: Ridgeline Middle School, San. Sewer Revisions to the Grease Interceptor
Mr. Jim Gibson P.E.,
The grease interceptor at Ridgeline was installed at a lower elevation than shown on the approved plans. As a
result the collection system will also need to be lowered to accommodate this lower elevation. The plumbing
inside of the building has already been installed and tied to the existing grease trap elevation. Fortunately there is
some grade outside of the buifdrng ta work with without having to lower the design at the STEP tank. Please
review the attached .pdf files and comment as necessary. The STEP tank is schedulec~ to b~ on-site and installed
on the 16th of December and the contractor will begin excavation for the tank Wednesday the 14th.
Please contact myself or Bob Tauscher as soon as possible with any comments, questions or the
City's acceptance of these proposed changes. 360.352.9456
Thanks,
Scott Severs
Sr. Engineering Technician
J.W. Morrissette & Associates Engineering Inc., P.S.
---- Original Message -----
From: Scott Severs
To: Stan Zielinski ; Bob Tauscher ; Doug Eklund ; Jerry Morrissette ; Nick Hastings ; Rocky Birkland
Sent: Tuesday, December 06, 2005 11:19 AM
Subject: Ridgeline Middle School, San. Sewer Revisions to the Grease Interceptor
To All,
Please see the attached .pdf files for the proposed sanitary sewer elevation changes. These changes are in
responce to the grease interceptor being installed at a lower elevation than what was shown on the plans. Craig
Sorensen with Jody Miller Construction called me with an "Asbuilt" elevation, at the invert out of the grease
interceptor, of 354.50. The date and time of the call has been noted on the attached .pdf along with the proposed
revisions. Stan, please forward as needed to the appropriate folks for their review. The Mechanical folks will
need to review the proposed changes for impacts upon their design. Also the City of Yelm will need to approve
the revised design.
Please feel free to contact me if you have any questions. 360.352.9456
Thanks,
Scott Severs
Sr. Engineering Technician
J.W. Morrissette & Associates ~ngineering Inc., P.S.
12/13/2005
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Vil M &A
Jerome W. Morrissette 8~ Associates Inc., P.S.
1700 Cooper Point Road SW, ~t6-2, Olympia, WA 98502-1110
(360)352-9456 / FAX (360)352-9990
December 15, 2005
Mr. Jim Gibson, PE
Development Review Engineer
City of Yelm
PO Box 479
Ye1m,WA. 98597
Re: Ridgeline School/STEP tanlc flotation
Dear Mr. Gibson:
We checked out several items regarding the STEP tank and excavation for it at Ridgeline
yesterday. We found that the water level is at elevation 341.9. Trent Lougheed from our office
inspected the soils at the excavation for mottling or staining as evidence of past maximum
groundwater elevation and found that the soils show staining at elevation 347.4. We also found
that the Contractor was not using the approved plans, and was using an earlier version that had a
lower elevation for the tank. The correct elevations from the approved plans are:
8" IE in = 351.33
Tank Bottom = 341.33
Tank Top = 353.33
It appears that the water level in the excavation is about 0.6 foot above the elevation of the
bottom of the tank according to the approved plans. Based on the soils it appears that the ground
water may have the potential to rise to elevation 347.4 or about 5.5 feet higher than the currently
observed 341.9. We note that the staining appears to coincide with a textural change in the soils
at the same elevation. Where the soils exhibit a textural change staining can indicate that the
percolating water pauses at the textural change while continuing to percolate deeper into the soil.
I supplied this information to Steve Willie in our office and asked him to check the tank for
flotation. Here is what Steve came up with:
Trent / Doug:
I checked the Ridgeline 50,000 gallon 12 FT Diameter STEP tank for floatation.
The factor of safety against floatation is 1.70, using the following assumptions:
1. Soil unit weight: 135 PCF.
2. Use only the soil prism above the tank to restrain uplift {68 x 12 x 3.7).
~
Mr. Jim Gibson, PE
December 15, 2005
Page 2 of 2
3. Depth to top of tank: 3.7 FT (357-353.3).
4. Elevation of groundwater: 347.4 (midpoint of tank}
5. Tank is empty and neglect tank weight.
6. Neglect soil friction and cohesion.
7. No tank anchors.
Taken a{I together, these assumptions are conservative. But if groundwater comes up above the top of
the tank while the tank is empty, it could float.
Thanks, Steve
The Ridgeline storm pond will be about 500 feet westeriy of the STEP tank. The lowest original
ground elevation at the storm pond is elevation 348 and does not appear to show any evidence of
surface ponding. When constructed the pond will have a bottom elevation of 34b. The design
report for the storm pond establishes a 100 year storm volume of less than 67,000 cubic feet with
the approved storm pond layout, the pond will have a volume of 71,000 cubic feet at elevation
348. The storm pond does not appear to have the potential to raise the ground water elevation
enough to cause the STEP tank to float.
Based on our field observation of a maximum groundwlter elevation of 347.4, our analysis
indicates that the current STEP tank design (without a deadman anchoring system) would
provide a minimum factor of safety or 1.7 against flotation. Although we do not believe it would
be necessary, a groundwater monitoring well (peizometer) could be constructed adjacent to the
tank. Checking the monitoring well before pumping the tank would quickly show if the ground
water level has risen above elevation 347.7 and that pumping the tank would not be advisable
until the ground water level drops.
Very truly yours
Jerome W. Morrissette & Associates Inc., P.S.
~ ~~ ~ /~~ c ~.K~
~ l/
Doug Ekltu d, P.E.
Senior Project Engineer
Cc: Erling Birkland, Yelm CQmmunity Schools
Stan Zielinski, Erickson McGovern
X~~~~p Date: I2 -- >S- b's'
BUOYANCY CALCULATION REQUEST
PROJECT NAME: ~~ 7'~ ~, v~ I~! ~'Yl
CUSTOMER: . r ~ e,~ a~ / ~°/h'1
(Tank Owner)
CONTACT: J/~ ~' ~gs~h
PHON~: ~ GoJ ~-S~3 - SQ'3S
Fax: (3Go~ 4 s8 -~ l 4 4
CONTRACTOR:
CONTACT:
PHONE:
FAX:
A. TankSize: s`~'~ipO gals. ~Z~dia. SW DWT-t( BRINE
B. Burial Depth (Top of Tank to Grade) v~ •"7 ~~ Including Top Siab (when appropriate)
C. Containment Sumps/Risers (indicate auantitv) 24" 30" 42" 48"
D. Top Slab Thickness 2'~ Concr~te or s halt
(circie one)
E. Backfill Type J~~~7"ruE s~~4Tt~t ~1 Z. G~~~./ I~2~~~iN~ Sa«,
F. Water Table (circle one) id-Tank Tank Top At Grade
G. Deadmen Xerxes Standard OR Custom: Length ft Width in Thickness in
or
H. Full Bottom Slab Size: ft by ft Thickness in
Comments: ~l..rrP ~' r- lc~ lr 7 P lo oy ~-~rt c~ ~• h d c... l<.,~ T s`~o•• /al ~~
7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55431 PHONE (952) 887-1890 FAX (952) 887-1870
****~********** -COMM. JOURNAL- ~******~****~*~**** DATE DEC-15-Z005 ****~ TIME 20:30 **~*****
MODE = MEMORY TRANSMTSSION START=DEC-15 20:30 END=DEC-15 20:30
FILE No.=350
STN COMM. KEY NAME STATION NAME/EMAIL ADDRESS/TELEPHONE N0. PAGES UURATION
No.
001 OK a 919528871870 001/001 00:00:15
-Yelm CDD -
***** DP-3520 ~*~***********~~~***** -Yelm CDD - ***** - 360 45B 3144- **~*~****
Post-It' Fax Note 7g71 Dara ~~~ ~ss-
ro..J). ~Ex ~/o~ p From ~~~, G~ssw~., ES~ Date: IZ -1S'- c r
~,~~ ~a. ~~~ p-I Y~l
`h°°e" ,ATION REQUEST
Phorre x
FarS l~~2},g~7 ~I8'ID FuM34e ~~~38
PROJECTNAME: ~r 7` l, n~ .,• h'i
CUSTOMER: ~,-~ ~, e~ Y~~hl CONTACT: .J/ ~1 G- i gSOh
(TankOwner) PHONE: G 4S8 -~c3~38
FAX: (/~Go) ¢s8-~ t 44
CONTRACTOR: CONTACT:
PHONE: ( )
FAX: (
A. Tank Size: 5pj'O'° gals. -x ~ dia. SW DWT-II BRINE
8. Burial Depth (Top of Tank to Grade) 3.'7 ~ Including Top Slab (whe~ appropr~aoe)
C. Containment Sumps/Risers (indicate auan~icw 24" 30" 42" 48"
D. Tap Sta~ fi~ckrtess Z'~ Concrete ur s halt
(drele one)
E. BackfillType !~/si77it i+~-MF7~xA L G~~4tiI 1~2~4~,vikb Sot<.
F. Water Teble (circle one) '-Tank Tank Top At Grade
G. Deadmen Xences Standard OR Custom: Length ft Width in Thickness in
or
H. Full Bottom Slab Size: ft by ft Thickness in
Comments: ~l~r~o !'r1~••1~~~ ~eoyr~ ~tid ~k-.'f s4e../J ~L4o _
S t~v. T' b t~-t C 7`~' `'c
7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55a31 PHONE (952) 887-1890 FAX (952) 887-1670
Au~•10~ ~00~ 6:~O~I~ JWfv1&A P!o•7243 F. i/3
J'erome W. Morrissette & Associates Inc. P. S.
17UU Cooper point Road SW, #B-2, Olymp~a, WA. 98502-1110
(360) 352-9456 . (360) 352-9990
FAX TRANSMISSION SHEET
TO: James E. Cribson, P_E.
Development Services ~n~ine~r
City of Yelm
FAX No.: 458-3144
g 23-oS
~~.ac.e c~ ~n.~~~ lLvotT
JOB N4. 03I43 r
c.,~ -f c~. l~ k ~ t r-e v t l~J
bATE: A,ugust 8, 2005 ('~ -~. ~-~ -~ ~ ~-- s •
5UBJECT; Yelm High School
Fire/Storm confYict S~ -~ ~ ~ z ~ ~ ~ z ~ .. ~
LVe are transmitting a tota! of3 pages (inc~udia~g fhis pag~). ~-u~ 2~ a~
Yf you do not zeceive all of the pages, please contact us at (360) 352-9456.
'Thank ~ou.
I am fa~ing ~ou a portion o~ plan sheets C2.2 and C2.4 showing a storm and AC fuemain
crossing conflict. The conflict oecu~rs 10 feet to t~e east of CB #~35. The 1401f o£ storm
bet~veen CB #34 ancl CB #35 cxasses over the 8-inch AC f~reznain. Th~ m~St COSt Zff~Ct
fi~c is to lor~ver a portion of the 8-inch AC fire line to allow the storm to be installed as
designed. Tn order to adjust the s~torm, CB's #3~, 35, 35A and 36 wiYl have to b~ changetI
to Type 2's and all th~ storm lines betvveen them lowered. Gallery #5, CB's #36 and 35A
and the storm lines between them are already installeci_
I am requestinm ~-our approv~l o~this chang~ to the firemain. We need to perform this
~nrork prior to school startiing. Please reviEw and if you concur, let me know in order
direct the con~actor to construct the cl~ange. Should you have any que5tior~s or require
additionai information, please contacrt me at (360) 352-9456 ox orz my cell at (3bD) 48I -
4145.
Very truly yours;
Jerome W, Morrissette ~ Associat~s Inc.~ P.S
STGNED: ~t~',..s.,~'~
Robert Tauscher, P_E.
Project Engin~r
C: Mr_ Ray Mow, Erickson McCrnv,~rn, ~~X I~To,:253 53 ~-9197
Civil 3 ~Llunicipa! ~ Geo~eehnicai Errgineering anrl Planning
L
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s=a,ooao ~/Fr
Bob,
I had a request to inspect a stormwater gallery that runs around the south portion of the
track. Upon inspectiQn Qf the gallery infiltrative surface, tit appears t4~at tne gatitiery is
being installed in a"fill section". The soil in the gallery does not have the characteristics
that would be conductive to infiltration. Without additional tests or modifications to this
gallsry it does not meet the design submitted and approved. If you have any questions
or concerns please do not hesitate to call me.
Jim Gibson
City of Yelm
PO ~ox 479
YeIm,WA 98597
PH 360.458.8438
FX 360.458.3144
jimg@ci.yelm.wa.us
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LETTER OF TRANSMITTAL
SW, #B-2, Olympia, WA. 98502-1110
(360) 352-9456 • (360) 352-9990
TO: James E. Gibson
Development Services Engineer
City of Yelm
105 Yelm Avenue W.
Yelm, WA 98597
JOB NO. 03157
DATE: March 25, 2005
SUBJECT: Yelm Community Schools
Yelm Ridgeline Middle School (Junior High School)
I am enclosing for you the attached items:
R~~~~~ed
MAR 2 5 2005
t..~ E..,~ -~ ~.~s
4, _ S --~'-s-
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l~ ~•.-S P o( K-t TY
COPIES DATE DESCRIPTION
4 March, 2005 Development Review Plans
2 March, 2005 Drainage Report
1 March, 2005 Contract Specifications
4 March, 2005 Revised Landscape Plans
1 March, 2005 Redlined Drawing Set
1 March, 2005 Landscape Review Comment Response Letter
Attached are the revised Civil Improvement Plans, Drainage Report, Revised Landscape
Response Letter, Revised Landscape Plans addressing your March 8, 2005 comment letter. The
City comments are in bold, my responses are italicized:
Site Plan (sheet C1.2):
1. Please add the structural sections for the maintenance access roads.
Section provided on Sheet C1.5
2. The parking stalls do not meet the City of Yelm standards. Please review
city details and revise as necessary.
Revised the parking stalls to meet the City Requirements
3. Please add sidewalk details to the plans.
Details provided on Sheet C2.14
Civil * Municipal * Geotechnical Engineering and Planning
~ug Z
4. The alignment of the access road at 107th Ave SE needs to b~ realigned.
The driveway should be aligned cioser to a perpendicular angle.
2'he entrarrce has been revised ta be in accordance zc~ith the City detaid 4-9,
directing the traffic perpendfcular at the approuch to 107`h. The entrance is
perpendicular to 107`h Avenue SW greater than 30 feet from the back vf the
crosswalk
5. The stormwater facility needs to be removed from the Y2 Corridor per the
Condifions of Approvai.
The pond was moved out of the Y2 Corridor, the 100 year storm event is at
elevation 347.36 with a one foot freeboard elevation at 348.36, placing the
pond outside the corridor.
6. The Conditions of Approval requires there to be a turnaround at the end of
Carter Street before the scfiool gates.
The gates were tnoved to provide the entire front parkzng lot as cr turnaround.
Erosion Control Details and Notes (sheets C1.1,1.3):
7. The property lines need to be staked by a sutrveyor every 20Q feet. At all
corners and every 200 feet there needs to be a stake plaeed to delineate the
property lines.
A note has been added requiring the contractor to stake the property dines every
200 feet prior to the pre-construction meeting. I have also included in the
Contract Specifications (see attached) the contractors ' surveyor will provide the
property stakes every 200 feet.
Stormwater and Grading Plan (sheet C2.0, 2.1,2.2,2.3,2.4,2.5, 2.6, and 2.8):
8. The stormwater pond does not meet tbe setback requirements. The toe or
top of the slope must be setback 10 feet from the property line, tract or
right of way line. This measurement is taken from the property line to the
catch point of the grading.
The pond was revised to be 12 +/- feet from the property line
9. The stormwater conveyance system needs to be shown in profile view.
Profzle sheets have been added to the plan set.
10. It appears tbat the separation between watex and storm is not being met in
certain locat~oas. Please verify that there is at least 5 feet horizontnlly and
18" vertically are maintained.
The City of Yelm Guadelines does not have any separation requirements
between water and storm. The design has incorporated every effort to avoid any
conflicts, and adjust as necessary to provide the maximum possible separation
between systems. The design has been revised to meet the requested separation
~et~veen zvater and se~c~er.
Civil * Municipal * Geotechnical Engineering and Planning
Sc.~B 2.
11. Without profiles the vertical separation has not be reviewed.
Profile sheets have been added to the plan set.
12. Are the football ~eld and basebaIl fields going to have stormwafer
drainage?
Infiltration galleries have been added to take care of stormwater from the sports
fields.
13. The ~~trance from Carter St appears to be grad~d flat or sloping toward
Carter St. Please verify the stormwater will be retained onsite and not run
off site to Carter S~
The design has provided a grade break drrecting us much of the entrances
stormwater a possible onto the site.
I4. The ca[Iouts for CB 25 ap~ear in error.
The callout has heen corrected.
15. The 107th Avenue SE connection is requ~red to be made utilizing a
driveway apron. The driveway will be designed as a cement concrete
approach, City of Yelm detail 4-9, Type l.. See comment from site plan
section concerning alignment.
The entf-ance has been revised to be in accordance with the City cletail 4-9,
directing the traffic perpendicular at the approach to 107rh. The entrance is
perpendicular to 107rh Avenue SW greater than 30 feet from the back of the
crosswall~
~6. Verify that stormwater is not being discharged offsite due to the proposed
grades.
Grade breakr have been provided at the site entrances to drain as much
stormwater as possible onto the sfte.
~7. Any ladders in Type 2 catch basins need to have a minimum of 2 feet o~
clearance between them and adjacent objects. Please verify this and review
the standard notes to reflect this.
A note has been added to sheet C2.13 to address this comment.
Detail Sheet (sheet C2.9}lsheet nux~ber rev2sed to C2.14)
~8. The ADA curb ramp detail is not current. Please add the appropriate
WSDOT curb ramp detaiLs to the plans.
WSDOT curb ramp details have been added to sheet C2.14
19. Please make the following note on the utiility trench: This detail is not being
approved by the city.
The note has been added as requested.
STEP Plan (sheets C3.1, 3.4, 3.5, 3,'n:
Civil * Municipal * Geotechnical Engineering and Planning
S ti~ Z
24. The'End of Line Clean Out' identified on the end of the new 3" force main
should also have a 3" gate valve and clean out.
Typical end of the line clean out detail, sheet C3. S, was modified as requested,
21, The Type 3,48" manhole must be constructed in such a way as to prevent
any infiltration from entering the system. Please identify this method.
Yacuum test requirement was added to the notes on the plans and in the
specifications (see attached).
22. The new 50,000-gallon STEP Tank will need to be H-20 rated.
The manufacturers details are on the plans. The tank is designed for H-20
load'ing as required by the manufacturer (see attached).
23. A submittal will be required on this new tank, to identify the location of the
baffle wa~! and the ~et type a~d s2z~.
Additional callouts and details were added indicting the baffle locataon.
24. A hose 6ib wiil be required within 40' of this STEP tank for maintenance.
A yard hydrant hose bib was added, providing water from the building to within
40 feet of the tank. (See sheet C3.3)
25. Page C3.1 shows side sewe~rs coming from future portables? Please label
this on the plans.
A note was added on sheet C3.1.
26. Please identify the size of the proposed Grease interceptor.
I have attached the Mechanical Engineer's plan sheet with the sizing criteria
used to design the grease interceptor.
27. This Grease Interceptor appears to be within the building. This tank will
need to be leak tested and the Sewer Department will need access to
mo~ttar grease ~eveZs.
The Grease interceptor is not within the building. The Mechanical Engineer has
designed the Grease Interceptor and their specifications will require this to be
met by the Contractor.
Water Plan (sheets C3.0, 3.2, 3.3):
The water ptan and fire system has been reviewed as submitted. It is apparent that
the design is being changed and will be reviewed when submitted with the revisions.
28. The water meter will be reqnired to be a compound metex meeting City
standards.
A 3" Compound meter has been added, a new detail is shown on sheet C3.4.
29. A Reduced Pressure Back#low Assembly will be required after the water
meter.
Civil * Municipal * Geotechnicai Engineering and Ftanning
The reduced pressure backflow assembly is provided inside the building (see the
mechanical drawing 7.04 attached, the Mechanical Engineer will revise their
drawing to include a RP Backflow Prevention Device).
30. A double check valve will be required after the irrigation meter.
See the irrigation plans, the Landscape Architect is providing this, 1 have been
tasked to design to the back side of the irrigation meter only.
31. The water connections for the portables are considered private. Please label
the plans showing the connection between portables and building being
responsibility of the school district.
A note has been added to the pla»s stating they are private.
32. Water usage calculations are required. Please submit these calculations
with the neat submittal.
The water usage calculations are included with the STEP tank calculations
submitted with the original submittal, based on the City of Yelm design
standards. If you need additional copies, please let me know.
Stormwater Report:
33. The stormwater report does not appear to have been updated when the
design changed. Please verify the report matches the design when
resubmitted.
The storm water report was revised.
34. Much of the report refers to the separate Mill Pond School gallery. The
plan does not show this gallery.
The Mill Pond gallery references were removed.
35. The proposed Vortechnics stormwater treatment system may be allowed if
the following provisions can be met:
a. The sizing of the vault is in compliance with the Department of Ecology's
Use Designation.
I have provided sizing verif cation calculation meeting the DOE criteria in
Appendix B. The maximum operating rate for the General Use Level
Designation is 35 gpm/sf (See appendix B, DOE Use Designations for
Vortechnics Inc. 's Vortechs System), the proposed treatment device
operating rate is 31 gpm/sf.
b. The Vortechnics is installed following a flow splitter. This splitter should
be designed with stand pipes and separating the 6-mont6 flows from the
100 year flows.
1 have designed the outlet pipe to the treatment device at 0.50 feet below the
bypass, which equates to 3.49 cfs discharging to the treatment device before
any flow enters the bypasses. (See Appendix B of the Drainage Report, 6-
Month Storm Event pipe invert elevation to Treatment Device) The fl'ow to
Civil * Municipal * Geotechnical Engineering and Planning
Su g z I
the Yortechnics Treatment device is approximately 3.49 cfs, which is greater
than the HYDRA model for the 6-month storm of 3.45 cfs.
c. The appropriate stormwater model should be used to size this
application.
The 6-month storm event model provided the flow, which dictated the
treatment device size. The desigrt bypasses all events greater than the 6-
month storm.
Landscape Plan:
36. Please refer to Tami Merriman's redlined plans for t6e comments.
The Landscape Architect has addressed these comments (see attache revised
Landscape Plans).
Conditions of Approval:
37. Please verify that you have addressed all the land use conditions of
approval on the civil engineering plans. I have not reviewed them and will
not review them until the second review.
I have reviewed the conditions of approval and believe I have addressed each
item.
If you have any questions, please contact me at (360) 352-9456.
Very truly yours;
Jerome W. Morrissette ~ Associates inc., P.S.
SIGNED:
Robert Tauscher, P.E.
Cc: Mr. Erling Birkland, FaciliGes Operations, Yelm Community Schools, P.O. Box 476, Yelm, WA 98597
Mr. Stan Zielinski, Architect, Erickson McGovem, 120 131~` Street S., Tacoma, WA 98444-4804
C:~Bob'sFiles\03157 Yelm Ridgeline Middle School\Correspondance\032505 Transmit Yelm Comment Letter.DOC
Civil * Municipal * Geotechnical Engineering and Planning
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