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<br />
<br />2-03 Data for stability ana~lit;l~..;.;'" The proposed borrow areas for
<br />the levees of the authorized Trird.4d Floodway (see paragraph 2-02 of
<br />the projeet report) are located ilppi'b:X;i.mately 1,5 miles downstrean from
<br />the proposed dam site. Acompapisoh oft.h,r test results on the embank-
<br />ment material for the Pinon Canon Dam and the test results on the levee
<br />material for the Trin1dad Floodway,: with respect to gradation and Atter-
<br />berg limits, shows that the mate.:i'ialLs have sim:i.lar properties and
<br />characteristics. In view.of the si~lar test results obtained with
<br />respeet to gradation and Atterberg ~imits, the test values of the levee.
<br />mtt:ttJrirj, for the tiooway, cased u!>~n 'l.u.ick tY'P6' shellr tests,..whicli. .show
<br />cohesion to va:ry bet~Teen 0.25 to 0.45 tons per squure foot and. the ungJ.e...
<br />,
<br />of internal friction to'vvry betwee/l 1l'P" and 310, ~Iere eonsidered cpplic--
<br />. .'able to the foundationo end embanJr..mant materiaJ. for the dam, The foUo_
<br />.. ing tallu.lationetmtains. a sumro:ary o~; t&1ei phyoicalpr~perties. aJf.<).: as sump tilol.8
<br />us-ed for both' fO\Ulrl.t,tibr,cmd ernbanJdnent material in thelitability.
<br />>..'.analyses'o:t'...the'dam emba:n1o):lent.., . i . .
<br />
<br />. 'imgle. of. internal frl:ctio~,
<br />. , degi-.ees " L
<br />. I
<br />Cohes~on, tons per sq. f~.
<br />Unit weight, lbs. per cu.! ft.
<br />optimum moisture... .. .
<br />submerged
<br />satUrated.
<br />
<br />, .',
<br />
<br />,.20:
<br />0.25
<br />
<br />.'
<br />
<br />138
<br />79.5
<br />.....142,
<br />.,...'".,..,.."
<br />
<br />i'I'n
<br />
<br />2-04; . Ana:J,yseso:t' embankment ist~bill~Y'~I:TtJ.~S4d:i;ngei+'cl!3 method
<br />ofahal:ysis has been applied-r'? bo~hthe upst.r~lll1l:,and downstream slopes
<br />of the 'embankment .to determ:i.ne. the ' imost crit;i.e-alJ eircleam ,t!"je:.,t:ae,tor of
<br />safety against.sliding. .. This meth9d of anaJ.;y:sis i~d!'ls~rib~(ii:n
<br />Volume III 'of;.s!:iubli.cation by Jus.tjin, Hinds ahd .Creager!,ent;l.tled,
<br />.Engineering fbrDams. . Gritieal clljcles and their fae,tol:'s ,of,Baf~ty, are
<br />. shdWn an plate '.1. . The ..e.ondition oqcisenfor t.he .sta;bil,i,tYal'!a.lysi-sof.
<br />"j;he.Upstr.eam"slope:6f . the embanklilent was a quick "dr.awddWl} of..tli~ V{~t~r
<br />siJrfacein tIhe ti9servbir. .from'the ~levation..of,the. spiUway.cres~,
<br />(6211.6) to the base of ,the .embanknlent. The.ori tical oir,cle : for this
<br />e0l1.dition has.afact6rof '.satety.o~ loll,whichis 'considerEOd::~liequate.
<br />In the determ:i.nati6nof.the sMbilit.y analysis of ,the d01"l!lsJ;ream slope.
<br />of the embankment, the soil was cci~sidered :atoptimummoistUI1e qon1&l}t.
<br />Beeause the proposed embankment material is classified as predominantly
<br />saridy'clay.whHh woUld have;,.a: low ~oeffioient .of pEOrmeability,., and .
<br />because tif:. t.he.' shot.t time' that.:wat$r. w6ul(r~'6e stored ..iiJ:\:€\I1e reservoir,
<br />'.the . zone of saturation was aSSUmed! to' be in only the .upstream.I!ortion of
<br />the embaii.k'iherit.:Theerttical.cir4e for :the -downs:\l,reP-l1l;.,p0rtion of the
<br />dam at opt~IIl'Ulll''moisture eohtentha$ ad'actorof s~etY'.o;f 1.,.46'....
<br />'.' I''';',,'';... ' . . "" ,.' .,
<br />. . . . '2-05. Gon'clusions. - Basedro~th~ ;~stilts'o,ft~e.'abovej.n:;"esti-
<br />gation and 'analyses, the .f.alloWing,! conc!ua:Lans a:re,re;ache.dv ,.' '.,
<br />i... ..,:-';;'-1 . M -': ,."" ."" .
<br />a. The foundation sails! are good. No unusual eonditions
<br />exist at the site. l
<br />
<br />-2-
<br />
<br />Appendix II
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