UMTRA - GRAND JUNCTION EMBANKMENT DESIGN
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~ MKts Doc. No. 5025-GRJ C-01-02694-0' Calculation Cover Sheet :. Calc No 05 670-06 &th..- d Discipline Environmentaf No. of Sheets 2 l n) Contract No. 5025-16 Project UMTRA - GRAND JUNCTION . ' EMBANKMENT DESIGN itt m SETTLEMENT AND COVER CRACKING _ Sources of Data See Sheet i Sources of Formulae & References (.- See Sheet i Preliminary Calc, O Final Calc. X Supersedes Calc. No. 'A'W'-W'M C2 NN[ c'ic. & L- Z 'S H If Tril di %L.J 19 q| b. b .~ |-9mi . oI LUF/5, N 65|<p ) J ed, , /4, ! ' gd dje s, Re vism Catulate By Date Checked By Date Aporoved By Date 9103050188 910201 4m 42 no PDR WASTE WM-54 PDR >
Transcript of UMTRA - GRAND JUNCTION EMBANKMENT DESIGN
~
MKts Doc. No. 5025-GRJ C-01-02694-0'
Calculation Cover Sheet:.
Calc No 05 670-06 &th..-d Discipline Environmentaf No. of Sheets 2 ln) Contract No. 5025-16
Project
UMTRA - GRAND JUNCTION.
'
EMBANKMENT DESIGNitt m
SETTLEMENT AND COVER CRACKING_
Sources of Data
See Sheet i
Sources of Formulae & References(.-
See Sheet i
Preliminary Calc, O Final Calc. X Supersedes Calc. No. 'A'W'-W'M
C2 NN[ c'ic. & L- Z 'S H If Tril di %L.J 19 q| b. b .~ |-9mi.
oI LUF/5, N 65|<p ) J ed, , /4, ! ' gd djes,
Re vism Catulate By Date Checked By Date Aporoved By Date
9103050188 910201 4m 42 noPDR WASTEWM-54 PDR
>
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ha MORRISON.KNUDSEN ENGINEERS,INC. Sheet ~->,
A EDARitDN ENVD$lk CO%PANY,
Project u m cA . Afgr Contract No. Ein ' 3d File No.( Feature Designed - MA Date it l'1 '16
Item Checked f3 Date _ a. 2.b e o
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MORRISON KNUDSEN ENGINEERS,INC. SWt 4Project UMN"#OD Contrcct No.OW4 FHe o
l1*k9Featura % 4 ~6M D** D: signed H L- DataItem Cddo L+Y d h CEwe _. Checked % Date 1 1 -16
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REFERENCES
1. "F.mbankment Design Material Properties", MKE CALC No. 05-670-05 01
2. "Embtnk=ent Design Settlements And Cover ' ackir.g", MKE CALC NO. 05-670 03-01
3. Lee and Shen, ' Horizontal Movements Related to Subsidence", Journal OfSoil Mechanics And Foundations Divisien, Proceedinge of ASCE, Jan.1969
4. UMTRA - Design Procedure, Rev. 7. Jan. 1989, MKE DOC. No. 4005-GEN-Q 01-06596-06
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' TABLE OF CONTENTS__
Sheet
,
1"
:I. Purpose
1II,.Ana\ysis
III. Radon Barriet-Cracking Potential 2
IV. Conclusions ,2
Append, int A t Excerpts.0f Computations Fron Rekerence 2 Al-A3, ,
.B1-B1Appendix B
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IMBLTOiENT DESIGN - SETTIEMENT AND COVER CRACKING...... ................ ...........,...............
I. htrpose..........
The purpose of this calculhtion is to evaluate the settlement in the radonbarrier. The settlement may ',e caused by trilings and foundation soils thatunderlie the radon barrier as well as-pacement of cover material. Excessive t
settlement can eeust cr<ecking of the tsdot barrier Snd pending in loctiimedareas.
.In the previous calculc ion (See Appendix A), the assessments indict.se
that all settlements due to placement of the main pile tailings, off.ptietailings and rr. don bardar vill have taken place by the time the radon?;arrier construction is completed. Therefore, the primary soncern 11 %ealcula' tion is the settlement due to tu placement of the erosior, prote,tt 'nmateriti.
II Analysis
p...-.........
;, Th6 excavation and final grading plan.: are shown on Sheet 3 and 4.The idealis ed section for settlement analysis is shown on Eheet S . Thissection is chosen because it hs.4 the htglest elevation difference batveen7
the t op--and side- slopes, The matarla1 properties usud are presented onSheet 6. The settlerent is. evaluated in 'the followint; conditions:
1. S6ttlemene due to the platoment of the main.ptte tailings,the off pile tailings, and the radon barrier (Seo Appendix A).
4. httlement due to che placement of the riprep (The settlement'~
that occured subsequent to the placement of the radon barrier. See. Appendix B).
In addition, the radon barr. tor craching potentini is, also evaluated here.It vtLi be enused primaril,y by t'he df /fferentisi settlement af ter the placementof r\prap. The svn11 (shrf.nhago) pwantial rL11 not be evaluated heresinto there :is a 4-foot thide of sof.1 art. rcck cover installed on theside clopes.
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2-- -(~ 'MORRISON:KNUDSEN ENGIN'EER3,INC. Sheet
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T = M - O _= _ "._ &_ h.6 o d - A w $w "L. /..',w Date-1 i L AbFcatura EC w. Checked - 6.2S Date 2/.fA['iAItem ..
III. Radon Barrier Cracking Potentisi.....................................
The primary cause of radon barrier cracking La differs..ntial setttement.Ta this :alcu!stion, racking due to differential settlese:sr will Le
evaluaced based on the 1.ee and Shen Method (Ref. 3). The cateulations arepresented in Appendix BBased on the computation results in Appendix %. the radon barrier crackingpotential is nintaal.
IV. Conclusions...............
The tailings enhankment cover la judged safe from settlement and cracking.
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'/ 3*ELOCATION - 3 - 189 FEET FROM TOE -
. 3. A p = 1.5*125 = 187.5 PSF yI,b . ggn.c)f ts. ))-tos Fe * A P)f** ''I LA7ER' ' THICKNESS frSAT po (") . po*J o - Pp " . Cc OR Cr LOG (po+4 p)/po .co I| .AH REMARKS @ ('.
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a7 DON 3.5 135.2'- 236.60 INCOMPRESSIBLE _d. - d + g843RIER 7e
0FF-PILE 5.0 132.1 803.45 990.95 2200 .0.007 0.091093. 0.437 0.002219 '
TAILINGS 5.0 132.1 1463.95 '1651.45 2200- 0.001 0.052339- . 0.437 0.001275 ,t g
5.0 132.1 2124.45 2311.95 '2200 0.230 0.036732 , 0.437 0.029396' | g- .
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5.0 132.1 2154.95 2972.45 2200" 0.230- 0.028297 :0.437 0.022645 I l' 35.0 --132.1 3445.45 3632.95 2200.. 0.230 0.023013- .C.437 0.018557
h h'POIN-PILE '10.0 117.2 4361.70 4549.2 1000 0.Z00 0.018279 '_ 0.970 0.C1855T g
TAILINGS 10.0 117.2 5533.70 5721.2 2000 0.700 '0.034472 0.970 0.014692 xj ( p Ag,E10.0 317.2 6705.70 6693.2' 2000 0.200' O.011976.. 0.970 0.012158
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.I {Ir Zg10.C '187.2 7877.70 8065.2 1000' O.200 0.010215 0.970 0.010372
[ 4 IC48.0 117.2 8932.5 -.9120.0 "1000 0.200 0.009022 _0.970 'O.007328
A$$UMED: MA4C05 SHALE 42--e=== =============MANCOS TOTAL 0.137059 INCOMPRESSIBLE () ;Q
,f hISHALE1.644706* oE| |
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E f F"". . . =
E'. 'Cc = 0.20,Cr = 0.007 (FROM REF.1, SM. 3)Cr = 0.02 (FROM REF. 1, SH.,3) pCc = 0.23(*) - 0FF-PILE Tall!NGS: @
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CHAPTER p REVISION 1OSSBU/23U
_ _ _ _ _ _ _ _ _ _ . . . . _ - . . . _ . .-- - _ . . - . . . - . _ - . - . _ - . . _ . - _ _ - _ . _ . _ _ _ _ . _ . . _ . ~ . _-
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SM1 sig If tOftf70f.TAL ILtOV E;. TENTS 10
Jarmary,1969343
conforra to tie Imsvieed mubsIJence peoftie et the test;(2) all goints on eaththct shown in Fig.1, anI, therefore, It was felt that the average movemeets . ced were ptermted from acy Iertromtal me-emen8e. Int were free to merefrom the two tests were snificiently accurate for compartoon with predletedvnlues. The measured valees of horizontal movements are compared with the
,ertical!y; and (3) an Iwstnts on tire surface amt in the laterlar were given norestrictions. f3o evt rtual loads or bndy forces were appiled. TI e <mty sastre
movements predicted from Eq. I for the case o,,l.Fe e IT shown by the daahed of deformattens was tfie In*ced eebst&nce at the bottom et ttw I-am.Ilne in Fig. 4. T)ds case corresponds fra re slignage arnflherefore z neutral For most of the analynes the ficamwandtvidevitate 243 elemects eacts 3 in. xtais at the bottom of the. beam, whitis swight logically he expected to ali y for 3 tn.sgraare.If<eever. analyses perfoemed estug tulee as remy elements gave
t
lhNe tests tie 5c vse of frictlost betweeve the soli and the woriden tettom of the resetts which were the same, indicating that the coms-ded valven of stremp,boz. Ilowever, It Is clear titat Eq. I wlbe & = /7 predicts eacessively large strain,andetsplacement were sw t In*1oenced by the finite-element representa-
4
hortrontal movements, even compared to the case witti moving sides where timi chosen for the matalyses.trching wculd lead to eacessively large hortrontal surf ace n.ovemersts-
Theaverageof these testdata1e reproduced in Fig. 5 along atth me ayeragehorirontal strainsdetermined from this data. The nature cf the mea =ured data er - - ---
.
la atmtlar to that sisswn in Fig.1,whieh represents the form .if movemems agg.,ob crved from many field cases.
tAn attempt was made to fit Eq. 2 with the average vatues of observed her- T" ~~ - ~ ~ ' - j ~~*!irontal movenent. ",e shmrn in Fig. 5 It wasfoamf that the observed move- | M / \ments were very closely represented by Eq. 2 aste.g a value of & = 2/3, f.e
0* - J -) -- - / - -- \ /
2 . (3) ; / g .g j - g ; e,~7
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TilEOftETIC _[ w O. ch[L ed'o k'm . ) (FEM) I.,_ ._ .
- o g_ - _
h- -r oinom , a - 3 o c+mi metMd of .
' ~The finite.el zf.,g _ .,
.T_, | _
___, _
t5 rms in ads
extreme genera j w,ormulattoa I * *** * * 2 % .'mechanics.Clou
f, _*"*"_ ,_
? of its useforuse with higt S Lp A_ _ _ __ __
_ I. I>dward (4). gfor so!! mechant M _ frc ( ,_ y % -ere deter- . * '
Theval.nes of ( E - 88* w 'dA te soll was
minedivy a perfee 3 - Co*p *ee ir E est- - - - - -
- - - - - - - . ,jl,bmd_ th M ( ~ to wl Sch it ! So E -rcoo .* Sr.s. e -o s \compacted to 18 5 2 "S** Sh*"re ranginC a*
-'*****#''"*--*was compacte<f '# 'g U% * the Enttial"
from 5 pet to 2*% N ~C.N e confir4cg aoP*btangent to the s 0 EU *O " ** '00 0 #0 *O M 'O 80 0
preawre by ewte ev % n e E=a. . . . . (4)
F = 2000re the value itG G - P3F ASt'ftI to ANie t tntrt?TED SUH Fart: It*Mitzt*N T AI Rti n 13tt.f4 i s
In whlete E = tisip in sim- N Wrnntal mf are memew and Mrtzontal *zina rompM by Heof thectmfining g
Itar to the=e determined for ettw$ grav~rstar solfs amt it was ass emeti that a .M f+w a marin=rm 1-In. verutal Mech % am sMwn in N 5 H may berelationshipoi this name form cov4d algo te used to represent the modelns of mat (W moveWs an wmadaMy 4muar 6 me meamed mow- s,o , (mthe styrnfoam. 't he analytle a! resnits Indicated that the comg=rted herfrontal ments.amHoutoac comg=ded by Eq. 3.Similar comparisons for the d.nta f rom ( 05
test = W 2-in. ans 3-in. maximum MMons an shnwn in Ug. O Male Hese,vements were not partscularly sensitive to mr.4,bes. %erefore, E.g. 4 wasusedtocalculatethemoestensfor varloors depths t.elow the serfare cf the mmkl there is gand agreevnent Mween Hie mesmedvatwes amW two nemis et { M ]J
s'' # #U""* QT*1fbeam. For these calculations the confining pressure was taken as one. half 3cf the vertical overborden pregeure. Tins, the value of E used in the analysis y {C f-increasedindhect propartirm to (f e eq-rare rmd et tire depth. For most of the '
EFFECT OF DIFFEftENT Ei.ASTIC PROPFitTIES ! J- ,
Liudies the value of Polgsem's ratio was ass **med eTra! In 0.3, =Meh agrees f y(@with measured val **es f rom other gramslar soils. i
The lesndary core!itions tssed in the FEM studica were as follows: (1) All Thegood as reement between the FEM ar=1 the erperimental data sugges.ted pthat the FEM want I t.c ageful in inventigatteg other more comsd6cated si:na,],
-*
=>lnts on the Istam mef ace moved v+rtically e*n a pte cribed ammmt to e ., n.:._.s~
"
_ _ _ _ _ _ _ _ _ _ _ _ _ _
. __. _._ . _ . _ _ . .- _ . __
@*l'g'LNF"Huv*omMK. ENVIRONMENTAL SERVICES ~/Sheet 5
pmjg _ vet ,, .- Contract No2Nm. File Na
'---
Feature '*-- t w .m .r, a - 'v c ., , c.6J Designed L '.y L- Date ! VM1Item - w e e- a e- Checked g, " Date i C * 9 i ;
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Calculation Of Strains......................
HOR 120NTAL MOVEN'NT AT LOCATION 1 32 FEET FROM TOC
....................................................
(0.0282 0.0)/(32'12) . 0.000073 ;ALPHA .
m . (2'H*12* ALPHA)/(3) . (Z'3,$'12'0.000073)/(3) . 0.0020"
HOR!!ONTAl, MOVEMENT AT LOCATION 2 - 146 Ftti raog ToF,
.....................................................
.
ALPHA . (1.5993-0.0282)/((146-32)*12) . 0.0011s
' I'
'm . (?'H'12* ALPHA)/(3) . (2'3.5*12*0.0011)/(3) . 0.0308"
HOR 120NTAL HOV[M(NT AT LOCATION 3 189 FEti FROM TOE
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ;
ALPHA = (1.64471.5993)/((189146)'12) . 0.000088
m . (2'H'12* ALPHA)/(3) . (2'3.$'12*0.000088)/(3) . 0.0025"
< ,
HORIZONTAL STRAIN FROM LOCATION.1 - LOCAtl0N 2
,
HOR 120NTAL STRAIN = (0.0308 0.0020)/(114*12) '. 0,000021 - - --- 0.0021% .
HORIZONTAL STRAlt. FROM LOCATION 2 - LOCATION 3. ..............................................
HORIZONTAL $TR)1N = (0.0308 0.0025)/(43'12) . 0.0000$ .-- - - 0.005%.
THE LARGEST $ TRAIN . 0.005% - -- THl$ l$ LES$ 1riAN 0.1079% ($HEti 85)
"* RADON POT (NT!AL CRACKING WILL NOT OCCUR
,
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