Green River, Utah, Draft, Completion Report Volume 4C ... · kPIZ.1-r~, T*e 4 A C pD j1K-s UtDOT- 4-&-'-AJ % 0 V-S J.Lv'4L.1 %'. ( W'. I tj i 0, A.-tJ A4 r J $. It &let IL kv{' tW(k-AA

- : - -- DEPARTMENT OF ENERGY- - ---- - ALBUQUERQUE OPERATIONS OFFICE

- - CONTRACT NO. DE-ACO4-83AL1 8796

- -- GREEN--RIVER,- UTAH-

-- Completion Report ~

VOLUME 4C0 -- APPENDIX B f- - -

-- - - :-Remedial Actions- :Contractor

~~: for the------ Uranium Mill Tailings--- ----

- --- -: ---- Remedial Actions-Project

------- MAY 1990--- :

- - - ~~~MK-FERGUSON COMPANYA MORRISON KNUDSEN COMPANY

I

UMTRA PROJECT - GREEN RIVER, UTAH

CALCULATIPNS

FINAL DESIGN

CONTENTS

Calculation No

10-536-09-00

10-474-01-00

10-563-01-01

10-551-02-00

10-591-03-00

10-591-02-00

10-591-01-00

10-536-10-00

Durability of Rock Borrow at Fremont Jiqction,,Utah Source

Riprap at Fremont Junction Borrow .Squ~ce

Bedding Material - Top Slope and Sideslopes: Gradation forMaximum Drainage Capacity Without Significarf Erosion ofAdJacent Soil

Wastewater Handling - Wastewater Accumulated Volume

Bedding Material - Rock Types

Infiltration: 'UNSAT2" Analysis - Input and Output

Tailings, Offpile, Buffer Materials: In-Place ParameterCharacterization

Compaction of Contaminated Materi-als: StatisticalEvaluation of Degree of Compaction g' - -'

2706B

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ItaeM .mstd Sla thl oetutlos Is imsafly the sme so the amspokshe ofthenoraldeph venInIslthata P~asds .Acemahoetoy, the 01-18es by

1.3. "A Wrmo "a by two eap"Aee sashed dwiesubd la zxMqple6 02 eshee be*VOd is the proort psin

be Onomt us OW ,ssSapposetibsteb -mdp -Its'dthoOAnlvalm Asignaftue.

xsA thes wielatty is 4.45 190. whlkh IO grevif them the abumltPermt pufskWt vuisoyhrh _ A ai b rmu_.

When the heat hydreuf. "diss1 Iqs ,usbd Osubet tAt .4 A1 Ves OM It M UV.eb*ied bfs Tulle 74, is AIM - 107.7 OM ahuptify; the deph IO lumd to be

wls~ft lk Ln filer, te* best ihydice tueldal _olm lt hafb hesegue,itheai* t td j 4 Om V2t

ilI I

01214 eV CISANXIOU MO t1tti11s IFLOWi.

I,:

.d Re _ amatio au"d in tentatively , _omended for design at uedibleettenashe. It aslottdd be noted tteithe meth at *th panti sta wilserve only as a guide and wil no aupplant aeperience and sound ungi-

* nearing judgmuent.1. The Maximu Pemissble Velocity. The mearmow per~nfet

mov, at the merewhAl serly, In the greatest mens velocity that wiltnot eem erosion of the channel body. This velocity is very uncertaln

* and varhabl, and me be estionatd erly with atperenee and judgrent.Inh pasal, old and welseained chennefa will stand much higher Mal-

116

II. .. Tso 14L Mamwt teussua Tuacrim lluwomms, at bansa o a* two Coampoem"s, UUW4",UrIU.UeU V.uu

CoavWM tot uon PA BOAu" *W Ime RtansAso"(fat VIVW uheuws of Om"t s ab attina ugle)

:*

IL 0OU CifIL W7llOW SCM 3 00 iLT

T. Metbda of Appac. The behavior of how In on uvodible han-net is Influenced by am may phyIl factews and by fied candite aseonplex and uncertain that precise design of such hannelat the presentstop of knuwlodgs a beyond the ealm of theory.' The unifor,41aw,furmula, whieh is uuitblge for the design of stable nonarodibl ehsnebl,prsvidea an ineuflient eatuition for the desig of cretible channels.Thi i becaue the stability of adible eihnnob, which governa thedesig, Ih dependent mainly on the propertie of the material tfming thechannd body, rather than only on the hydraulic of the flow in the ohtmsnel. Only after a salke auction of the redible channel is obtained canthe uniform-fow formula be ued for somputing the velocity of flow anddipharge.

Twe metbods of approah te the proper design of deedible cael.re described here: the of W ined"Wbl e u ip ntl the methd o

fretdse fi ee. 'he methnd d! peiasoltlle veloity ha been sued exten-vely forthe deip of earth cnel n the United States to enure freedom

trutn nor. The method of tractive forc hae amtlmen#-etn ts ed inEurope; ila inow unde cniprehenAve Investigation by the UH. Ilumean

I It 1as bee. metlsd that ""ea CINOele a uend"tos boeahs O ie y eldersheasl ay, hydliA, ms d soW" physel r tb In met. Ac a utleetep i invowlgslus, the Aun" protee of the no tere the ehu _st

body shud ha eapluu It may be th a sWee uehesa bets. wosad e orhydrnto of the Material ia pwvdlag a Under I% ems place sd the i eetif_ theureusmr. rFot srea dimbmean of the Omphlty at ibhis pHOM, Ml Nt .

Oswte ot~imaesiClearaabea riut eol.

r, tr rW, aft

,b-iO~k ...................... .Io.-.i.Bady l.. .sa-mal................. 3.7 0 .07 2.5 e0.5oft In.ee i. .................... s 2se *.8 2.00 0.1AWWVII et, _1oftd . ................ .. 2.60 0.540 2.66 .. 05

Oadw am .rt ...................... 0. W. 20 0.070 I."6 eaVliuae -................... 5r1 16 0.410 2.26 6.1

IT h, Veryel .................. I02 2.70 a.W 5. .AWiWW slit s% .e .......... SM .7S 0.20." 0.3 6.40WNS a hrdpa ................... e. 0.60 .7 0." S.

Foe ac.Ois 2.56 0.070 0.66 0.3OradeInetelehlensw aaedhlal. ems ov 0.28 .t.s e.enGksdedsliteta4oa whr oWeMds . ..... *.M 4.00 0.43 S. 0.5OCann d, NO Cl ............... *.C 4.00 6.20 G." 6.07(s landmp .............. 0.0 .40 0.6 A.B 3.3 0

kN44g~twit

",-

Y.j.j..11

'time Portiamed Swehey Wale Wer ,seoa fW c" iIi by _t ftu eldCmseeiftt M Jes* Itwetieb .mE the OMurlea 88ty at Civi 90gaue

tie that new on, becas the old ehanne bed in uulty better stal- "-

Iaed, particularly with the depeaitioa of cdh idal matter. When othereontitions amr he mtme, a deeper chnnel will convey waer at a higher

men velocity without erosion than a shallower oe This is prbbeasuae the scouring is caused Primarily by the bteom veities snd,4for the eime mean, velocity, the bottom velocities ae greater l the As4lower ch"neL

'P-

,e6?g6E S8-.' - gN ;

I6

."

r f

zl sE

166 a 03 MvMUM OS 0 CWAffNWIA MR U MNO H FLOW

Attempts' we reeda early to della a mmo reloctry 'hlt wold esiwwither silti" r oring. Fron the pinesentdy viewpoint, how-es, It is doubtM whether molh a OcIty actually ests. Is 1915.

a. . . . . . . . .-r X z

IK KI HTF167?

'11

lIIi

I

-";z ( 490%1 3

I I GT I -I I.0 - =ar- I

ofcapa I

to" glem

I

II

aI , l 9 D 1 ('t

lie. 7-. CCWm twoin VJEMI.da44fte w mm64 y1-vdsltims frt~mie seWh

I F,.. V mW1.1. UAA.. dA"aes pem 641-e dw~el la fas n..hem!, su-b.

mcverery 1261 pused probably the frstble of mwhoem mel"velocities that amr safe spinst erusion. In I95 Fortier and l$ ey 1n27published the we-known tble ofd l'hsmnuible Canal Velacites" shownIn Table 43. Th values In this abte a"e fr wegoseoneul chanels dmall slopes ad for depths of flow 1m than .IL Te table lso show

'Ik but0 femaem toeui far "k smitn n au as~ea ding ~edy far ulft-ladmeisatoo mas Puhflee is36 h b Krssudy 1101 r-e a study of low ditchrge sa"dethi of 22 eaMsel oflli Uppe "adu Vftha bsciptise system in us~la. India. theKennedy 1ernia VW dowvelad as

r, * .Or (7.4

Onr rleboomist- andoew 0-0it tt; C . 0O64, dssele pbrs'ya the Sesne ci the smtwt kmng tte ehe_se hoy;-d J - 08,0 espuswt whh ic. oil Ak~hbl. Kesee iteratudie by ot1he o"gisee, theaie af C _essy rmgmedmd eSA OKtetxmety be e_ scl theAG found 1 INgypt; 0. 39 l e an Sued Salh sw1so them fud i two PImbs. India; 3. hr Com ht km edy sub; 3.M1 fo sadylace, silt. sad fat carssilf at herdocdct.For elmet s, a vTOS ofa be suaseted.

Ar hel deeig at cowsam csyigs t s we, the ewdy feuul issew psectisny ohmealut and is holn iphad by molhodt based en LoeS #c~inthecy 111-11.L fie' ts bed-lad Iweetm 1171, and MNaddaek-lscpsd Pdijdoof Channel teomety fift oTne wkltnses g0es seetheds. Comm-

P"rehe b#hteiope am bete fad h .111 to ftl

sItable t Values for Tarmu meterish and the coverted volue for tecorresponding peenluible tractive (or, whichwill be discussed later (Art. 7-13). In IWO), aRiumb magaslin r2s9 pssbllebed valem of maxi- * _mum peramlnmilh velocities (figs. 7.3 ad 74) .ahove which seor wohid be produced In nuh__ 7_sis Material of a wide rusg of particle dsce and _varmas kinds of ohesive soil. It also ave the I _ _variation of thee velocities with channel depth et _(fit 7-6).

Temarimum hlsvelctien ed __above are with reference to taiht eho"For sinOus anneblu, the velocitics dOd heowered in order to raro e soor. PerIent s oredction sugesed by Lans 291 a % fslightly inous canals, 13% for dratelysinou canals, and 22% for very sious annTse perentafge vah"s however, atuenery opproimalte, since no accurate data are avilbl 0 . 3st the present thie. t t

T-10. Method of Permible Veloct. UsVng Pit.14. CuVe show IsUASI.t.. cecrsetiau ofthe rmaxunwu pemisible velocity as a criterion, Va lftit 9te

the design procelure for a channel sectiuon, s. deh fr belh _eivesmWd to be twpevoidal, eonebs of the following -da" aem- at-

steps:~~~~~~~~~~~~~tb

5o 4e: :A a

I I1

� (N'IL

t"Vil4

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I '3,i.

- t14

OMORRISON-KNUDSEN ENGINEERS, INC.sAy MORRISON KNUSE CMANY

Project - - ---FeatureKa3M

1

SheetContract No. -X5Z File No.Designed 4 Date "s' 2'-65Checked 4 vr- Date ,-,

5I, I.

Table 6.1a. Maximum PermLssible Velocities Tablesby Fortier and Scobey (1926).

Original Material

Excavated

For Canals

Mean velocity of canals after aging (d 3 ft)

Clear water,no detritus

n ft/sec m/sec

Watertransportingcolloidal

siltft/sec m/sec

Water

transporting

noncollo idalsilts, sands

gravels orrock fragments

ft/sec m/sec

1. Fine sand( COllo tdal)

2. Sandy loam

(noncolloidal)

0.02 1.5 0.46 2.50 0.76 1.50 0.46

0.02 1.45 0.53 2.30 0.76 2.00 0.61

3. Silt loax.

(nor.cclloidal)

4. Alluvial siltwhen noncolloidal

0.02 2.00 0.61 3.00 0.91 2.00 0.61

0.02 2.00 0.61 3.50 1.07 2.00 0.61

S. Ordinary firm loam 0.02 2.50 0.76 3.50 1.07 2.25 -0.69

6. Volcanic ash

7. Fine gravel

0.02 2.50 0.76 3.50 1.07 2.00 0.61

0.02 2.50 0.76 5.00 1.52 3.75 1.14

8. Stiff clay (very

colloidal)

9. Graded, loam tocobbles, whennoncolloidal

10. Alluvtal siltwhen colloidal

11. Graded, silt tocobbles, whencolloidal

12. Coarse gravel

(noncollotdal)

13. Cobbles and

shingles

14. Shales andharcd pans

0.025 3.75 1.14 5.00 1.52 3.00 0.91

0.03 3.75 1.14 5.00 1.52 5.00 1.52

0.025 3.75 1.14 5.00 1.52 3.00 0.91

0.03 4.00 .1.22 5.50 1.68 5.00 1.52

0.025 4.00 1.22 6.00 1.63 6.50 1.98

0.035 5.00 1.52 5.50 1.68 6.50 1.98

0.025 6.00 1.83 6.00 1.83 5.00 1.52

MORRISON-KNUDSEN ENGINEERS, INC.A MORRISON KNUDSEN COMPANY

ProjectFeature IItem

Sheet A- *rContract No. A____ File No.Designed 52- Date -Checked IF r Date -L- & :

Table 6.lb. Maximum Permissible Velocities Tablesby Etcheverry (1916).

Mean VelocityMaterial (fps)

Very light pure sand of quicksand character 0.75- 1.00

Very light loose sand 1.00- 1.50

Coarse sand or light sandy soil 1.50- 2.00

Average sandy soil 2.00- 2.50

Sandy loam 2.50- 2.75

Average loam, alluvial soil, volcanic ash soil 2.75- 3.00

Firm loam, clay loam 3.00- 3.75

Stiff clay soil, ordinary gravel soil 4.00- 5.00

Coarse gravel, cobbles, shingles 5.00- 6.00

Conglomerates, cemented gravel, soft slate, tough hard-pan,soft sedimentary rock 6.00- 8.00

Hard rock 10.00-15.00

Concrete - 15.00-20.00

UACCrv goA' 1 -

MORRISON-KNUDSEN ENGINEERS, INC.a MORIS0ON KNUDSEN COMPANY

ProjectFeatureItem -

Sheet X -Contract No. 50_SZ' File No. .-Designed 1e 6 Date sq. -g 5Checked A;P I- Date i-- At

ccgefiE6 g

Table 6.1c. Maximum Permissible Velocities Tables 1

by U.S. Army Office (1970).

Mean ChannelVelocity (fps)Channel Material

Find sand 2.0Coarse sand . 4.0Fine gravel2 6.0Earth

Sandy silt 2.0Silt clax 3.5Clay 6.0

Grass-lined earth (slopes <.5% 3Bermuda grass - sandy silt 6.0

- silt clay 8.0Kentucky Blue Grass - sandy silt 5.0

- silt clay 7.0Poor rock (usually sedimentary) 10.0

Soft sandstone 8.0Soft shale 3.5

Good rcck (usually igneous or hardmetamorphic)* 20.0

lBased on TM 5-886-4 and CE Hydraulic DesignConferences of 1958-1960.

2For particles less than fine gravel (about 20 mm -

3/4 in.).

3Keep velocities less than 5.0 fps unless goodcover and proper maintenance can be obtained.

*May be used with judgment in durable bedrock.

/r/oTr£c: 7h-,,s 714,6/e i' &e sede Ad, 1.,Te;~~ 7C "-' aer.

Ap t- ///O -_Z -/6/ l,

MORRISON-KNUDSEN ENGINEERS, INC.A MORRISON KCNUDSN CQUPANV

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I MKE DOCUMENT NO. 5057-GRN-C-01-00526-00

Calculation Cover Shoet

Catc. No. M-57-OZSP-4Contract No. 0.Z5°5 7 Discipline N tdo. of Sheets

Project trA1C/RFFNW 1V t2R

Feature WATEWATFP, HAMDLJNW

Item WASTEWAI' VOUMULA1D V01f EF

Sources of Data

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Rev. Ra a Date Cc B e Ao B lut_~~~ReI~ _aclto _ aeCekdB ae Apoe yDt

MORRISON-KNUDSEN ENGINEERS, INC.DAV;ZloRRm INt~t C1A_

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SheetContract No. EEZ. File No._Designed f4 Date - 03 7Checked 7 p Date /2 /

CONTENTS_

1. S UMMYA Xy

2. PURPOSE AND seoPC 3

3. PRoecPDRE'jON cr//ecAh'4 '"Aly

3

4. REsw.-rs 5

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A PPEN I)i X E: R/?FAJ0lot EA S1N DES) J0.

R ATIONAL A4PPROACH pol FSTIMATANG RETENTION

BASIJ WATEf VOLUME 5l1NG IWEAN CLIMATIC DATA.

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Sheet AContract No. 50L.. - File No.Designed - PM . Datet 0,9}DChecked - y Date -t/Y,

A PPENDSx A

AEaM MONTHLY PRECP, TrEMP AND EVAPoRA47oN DATA

CLI T OF TE UITED STATES NO. 20GE RIVER, UT

(

CLIHATOLfiGICAL SUMMARYPERIOM: 1V1-80El RATIAN: 407o0 FT

________________ ~TEMPERATURE r bIF __ _ _ _ _ _ _ _ _ _ _ __ _ _ _w. 7 m t C rq

MEANS EXTREMES MEA R DEtREE DAYS E * _ SNOW IEA

*^ ss * *6. *2. *1 ie 30i 5 |o o 2 7o o .6 Z517|.e -1

00

APR~ 36.8 .3 23.1 4. 85125.730 0 1oZ0 31 85 12o o 1o99 0 .40 1.678 .4 14 4.0 6 1 6 .037 1 06

JUN9~ 89.9 51.4 70.71t05. 79 29 35+7 9 t7 0 0 0 17 188 .34 1.869 .7069 24 . .0o o 1 0

._L _. 78 . t+ 1 41l6 1 9U -O 0t -r -43 W -. _t _ 75 ---; _ . -l -t ._AUG 93. 3 57 .0 75 . 21l07. 79 6 39+ 751 29 24 0 0 0 0 316 .7w9 2.82157 1. 346519 .0 .0 0 29 0 o

SEP 84.89 45.8 65.4 11+ 79 8 25+ 7 1 9 o0 361 0 72 8 .40 3.61 1.34 610 1 .0 .0 0 2 0 COCT 71.2 34.5 52.9 90+ 19 2 127 0 0 12 0 375 0 .78 4.1372 1 .061 o .1 2.0 71 0 C"ov 53.9 22.6 36.3 74+ 7 1 - e+ 68 0 0 27 0 101 0 .46 2.9557 .7 79 02 .5 4.075 1 0 C

jUc 40.9 12.8 26.9 605+ 77 49 -15. 679 22 07 5 31 2 18 08 .34 1.28 65 .70 69 20 2.8 2.7 72 1 0 C

EAR | 60.413461 51 .171 61-25|AUG JAN OCT AUG JANYEA I a -I 2 16 RI_45 If7 741 -28 I 1791 Aol a, 17 1199 1 12 I %,02 I 10217 If 6041 4-241721 1.341f.R1 191 in 1 >& n1 791 I6 n1*FROM 1951-80 NORIALS 0 ESTIMATED VALUE BASED ON

DATA FROM SURROUNDING STATIONS+ ALSO ON EARLIER DATES.

DEGREE DAYS TO SELECTED BASE TEMPERATURES IF)

BASE HEATING DEGREE DAYS

BELOW JAN FED "AR APR MAY JUN JUL AUG SEP OCT NOV DEC ANN65 1299 907 710 399 142 17 0 0 72 375 801 1181 590360 1144 776 555 256 58 0 0 0 19 232 651 1026 471757 1051 696 462 176 25 0 0 0 7 157 561 933 407055 98 643 404 133 14 0 0 0 0 116 501 871 367150 847 517 262 53 0 0 0 0 0 42 358 716 2795

BASE COOLING DEGREE DAYS

PROBABILITY THAT THE MONTHLY PRECIPITATION HILL BEEGUAL TO OR LESS THAN THE INDICATED PRECIPITATION AMOUNT

MONTHLY PRECIPITATION IINCHESIJAN FrP MAR APR MAY JN -NH AINr CFP nlrT mnv nr

- -

| _rsx r X ax waxers Worry w _ns non nine _r [at | roux care

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.23

.34

.47

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.22.32.44.62.93

1 .253

.00

.00

.04

.11

.19

.29

.41

.56

.7

1.15

1.52

.00

.03

.11

.18

.25

.34

.44

.56

.73

1.01

1.29

.00

.00.13.25.36

.48

.61

.78

1.001.35

1.70

.00

.00

.02

.07

.14

.21

.30.42.58

.061.14

.02

.04

.08

.13

.19

.26

.35

.46

.61

.88

1.15

.01

.O6

.15

.26

.39

.53.72.95

1.28

1.84

2.41

.00

.07

.19

.28

.38

.49

.61

.76.96

1.291.61

.00

.02

.11

.21

.34

.49

.69

.931.291.90

2.52

.00

.02

.09

.16

.23

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.57

.76

1.091.41

.00

.02

.07

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.19

.27

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.921.20

ABOVE5557606570

JAN FEB0 160 130 90 00 0

MAR00000

APR3419700

MAY218sfin10836a

JUN471

411

324

90

JUL713651558

403

248

AUG SEP626 316564 259471 181

316 84

174 24

OCT NOV51 030 012 00 0

0 0

DEC

00

000

ANN2445211516701027544

DERIVED FROM THE 1951-80 MONTHLY NORALS

THESE VALUES HERE DETERMINED FROM THE INCOMPLETE GAMMA DISTRIBUTIO 't

kBEt-n N-

C ( (DEG HNI DEG "IN

423418 GREEN RIVER. UT LATS 39 OoN LONG: 110 loU PERIOD: 1951-00

FREEZE DATA

PROBABILITY OF LATER DATE IN SPRING ITtHtu JULY 3tl TUAN INDICAtEOI*IgO 7nfl m fl -0 i 40 30 -20 tO

SPRING FREEZE DATES IMO/DAYI

35 5*04 Sit* 5*14 Sol? 5120 5124 5*27 5*21 f5*05-32 4020 4*25 4*.30 Slav So0% 5*09 5*13 5*1? 9122

20 .180 41*5 4*16 412l 4124 4*27 4125 S*02 5s0624 2*02 4*01 4*00 4*10 4*13 4fi7 4*20 4*12 5s0t

W 20 2*12 3116 3*22 312*2 322 4101 4104 4*06 41144 IS 2*24 3*03 sle0 3112 21l1 3*20 2124 3*25 4*10

PROBABILITY OF EARLIER DATE IN FALL IBEGINNING AUG 11 THAN INDICATEDI*II to no _an 40 sKn -O6 70 _n qo

GROWING DEGREE UNITS TO SELECTED BASE TEMPERATURES IFI

flASE

40

ASso nS45 n

S

55 S

Sn

GROlING DEGREE UNITS

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT

2

2

0

0

00

00

00

20

22

3

30

0

0

000

1301S2

53

56

15

is22

00

360

512

223

279114

12941

43

a

a

679

1191

524

803373

502

234277116

124

930

2121780

1583

630

1132480

7s7

332456

1187

330"

1032

2615877

2009

7221479

5671023

11004409

'4S

3560790

279635

2114480

i503

7685176

68e4178

469

328

323

2437189

1642

415

5591

2704448

148

3416

62

249915

1707

NOV

655656

194467

33419

024"9

01707

DEC

4

56601

4468

03419

02499

01707

ANN

5660

4468

3419

2499

1707I.-

w

FALL FREEZE DATES 11MG/DAY25 9*12 9*15 gill 9*22 5*24 5*27 5o*0 10*03 10*0732 5*20 5*25 9*29 10*02 1005 10*00 10*11 1001S 10*20a2 10*02 10*07 te101 10*11 *o0*1 10*15 10122 10*25 10*2024 10*12 #o0*? 10*20 I0*o2 0102S 10*29 10*31 11*04 11*0020 022 10*25 10*30 11*02 11*05 11*07 III*0 11114 t111Sis 10*25 S1*04 10so0 11*12 fills 1I/IS 11*22 11*2S 12*02

-- FtrN-tfttYY--tereftt-fl* D"*CAtEO- FREEZE-4REt PERIOO UOAYSI_

I in 70 32 4 Q0 40 -70 o -O -N u MONTHLY DAtA _ S _ SU" OF_ MONTHLYDATA

FREEZE FREE PERIOD

1l as ISO 42 35 III 125 122 II? It$ 102-2 174 155 i51 155 i51 147 142 135 120a2 155 165 l63 175 Sig 170 155 I * I 15324 215 a21 205 200 155 oSv 165 175 171

, 20 24S 225 220 225 220 5as 210 204 19SI s 274 254 255 250 244 226 231 224 213ISIPROBABILITY OF OBSERVING A TEMPERATURE AS COLD. OR COLDER. LATER

IN THE SPRING OR EARLIER IN THE FALL THAN tHE INDICATED DATE.

0/00 INDICATES THAT THE PROBABILITY OF OCCURRENCE OF THRESHOLDTEtPERATURE IS LESS T4AN INDICATED PROBABILITY.

GROWING DEGREE UNITS FOR CORN

NS

44 147 286

SO 197 4e3

454 571 7f6 678 51 : 342 93 8 38s6937 1508 2224 2902 3413 3755 3848 3856

NOTE: FOR CORN THE BASE IS 50. AND THE DEGREE UNITS AREADJUSTED FOR TEMPERATURES BELOW 50 AND ABOVE 86

OTHER CLI"ATOLOGICAL DATA ARE AVAILABLE IN A VARIETY Or SUM"ARIES AND FOR"ATS. SUCH AS THE

CLI"ATOGRAPY Of THE UNITED STATES: ND. 60 - CLIMATE OF STATES: NO. 81 - MONTHLY NOR"ALStAND SUPPLEMENtS: ANNJAL DEGREE DAYS TO SELECTED BASES DERIVED FROM THE 19s1-60 NORMALS;AND MONTHLY PRECIPITATION PROBABILITIES. SELECTED PROBABILITY LEVELS DERIVED FROM THE

1951-O0 NORALSIz NO. 84 - DAILY NORMALSs NO. 85 - DIVISIONAL NORMALS. A VARIETY Or DATA

IS AVAILABLE EITHER ON MAGNEtIC TAPE. MICROFICHE. OR PAPER COPY.

TO OBTAIN INFOR"ATION ABOUT CLIMATOLOGICAL DATA AND RELATED PUBLICATIONS.

CONTACT:

DIRECTOR

NATIONAL CLIMATIC DATA CENTER

FEDERAL BUILDING

ASHEVILLE. NC 2eso-26%

IOR TELEPHONE: 17041 259-06821

DEPARTMENT OF COMMERCENATIONAL OCEANIC AND ATHOSPHERIC AOlMNISTRATION

NATIONAL ENVIRONMENTAL SATELLITE. DATA. AND INFORMATION SERVICENATIONAL CLIMATIC DATA CENTER

ASHEVILLE. NC

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A PPENDI X B_ 4 -

RETErTION BA SIN DESIGN

Al TI ONAL.

WANrEL

APpIZO.4Q MR V7TIZMA-UG RPTEN7JON N4SlN

OLZUM V51NG MEAN C1 MJ STIC D47A

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NTION BASIN DESIGN

taminated surface water which may be either,

e discharge or, treated and discharged to

in an effort to keep the basin relatively

F a retention basin is that due to a 10-year

Retention basins collect coraccumulated to avoid offsi

offsite on a regular basis

empty.

The minimum design volume o

24-hour storm.

A separate rational analysi of the retention basin water volumes should

be made to evaluate surface water runoff during the life of the project

using mean monthly climaticj data with adjustments for basin evaporation,

snowmelt, infiltration, wa er used for construction, and inflow due to

possible dewatering. The same basic information is utilized to 1)

estimate the volume of watr that might accumulate over the life of the

project when no offsite di charge is desired, and/or 2) to substantiate

data for discharge permits. A microcomputer modeling program is

available for performing such a rational analysis.

The ten year 24-hour storm

calculated by a rational armonthly runoff volume by re

storm at those sites wher

and eventually melts.

volume will usually exceed the monthly runoff

alysis using mean climatic data. However, the

tional analysis may exceed the 10-year 24-hour

snow accumulation from month-to-month occurs

The design volume for the jetention basin shall be:

Accumulating Design

If the contaminated u

of the project to avc

treatment, the desigy

24-hour storm volume

ater is to be accumulated over the life

id/minimize offstte discharge and water

water volume is the sum of a 10-year

lus that maximum volume attributable to

- 1 - 4005-GEN-R-01 -DRAFT-004147U/0116U

'normal' water accumwater usage with conwater, dewatering, sr

I0

I

/ OY: Vwj(- fl&* CHC lD 4f: Y AtN of, f8

tion based on a rational analysis of

eration for evaporation, construction

nelt and infiltration.

.

Non-Accumulating Desi

Case I

If the maximum montl

analysis occurs durn

design water volume

10-year 24-hour storm

if water inhfull basi

ten days. If not, thi

of a 10-year storm p

rational analysis.

Case II

If the maximum mont

analysis occurs durin

volume shall be the

maximum volume by a

Li y net inflow volume by a rational

g a normal construction month, the

hall be the larger volume due to a

r as determined by a rational analysisi can be treated and discharged within

basin should be designed for the sum

us the maximum monthly volume from a

ly net inflow volume by a rational

a non-construction month, the design

im of a 10-year 24-hour storm plus that

ational analysis, unless adequate waterItreating capacity is nOade available during that month.

IWhere high groundwater lev

to the above, additional w

The need for water treatme

coordinated with project

capital costs and possible

Final determination of whe

required is dependent on t

degree of contamination wi

volumes of snowmelt) and

Is and/or space limitations restrict adherence

ater treating capacity may be substituted.

t and the water treatment plant size should be

management because of high water treatment

availability problems.

ther or not treating of water will actually be

e degree of contamination in runoff water. The

1 likely vary with time of year (less with high

xtent of disturbed soil due to construction.

- 2 - 4005-GEN-R-01-DRAFT-004147U/O11SU

PRa= A to Ft A. no. fm. 5oa025 B-i r / ,IQ~ -E a

RATIONAL APPPROAC)R VO'TTTWT 'RVIWTOTN RAdTH DESTCHI WATERVOI£HBE USING MEAN CLIMTIC DATA

A. INTRODUCTION

THIS PROCEDURE PROVIDES THE DETAILS PRIMARILY FOR DETERMINING THEAVERAGE TOTAL MONTHLY RUNOFF VOLUME THAT SHOULD BE EXPECTED INRETENTION BASIN(S) USING LONG TERM AVERAGE CLIMATIC DATA WITHCONSIDERATION FOR SNOLT CARRY-OVER. A SPREADSHEET USING LOTUS1-2-3 SOFTWARE TO COMNE THE TOTAL RUNOFF VOLUME IS AVAILABLE.THE AMOUNT OF RUNOF IS CALCULATED USING THE SOIL CONSERVATIONSERVICE METHOD. SNOMLT IS COMBINED WITH RAINFALL TO ESTIMATETHE MONTHLY TOTAL RUNO F.

THE SPREADSHEET ALSO CIALLOWANCE FOR EVAPORAITHE TOTAL ANTICIPATED VWATER IS NOT DISPOSED

LCULATES THE MONTHLY NET WATER BALANCE WITHION AND CONSTRUCTION WATER USE, ALONG WITHATER ACCUMULATION WHICH COULD OCCUR IFF MONTHLY.

THE SPREADSHEET MUST BE MODIFIED TO REFLECT THE LATEST CONSTRUC-TION SCHEDULE DURING WHICH THE RETENTION BASIN WILL BE OPERATING.THE THIS PRIMARILY A FECTS THE CALCULATED AMOUNTS OFAND THE ANTICIPATED AC¢UMULATED WATER VOLUMES.

EVAPORATION

B. INPUT DATA

THE REQUIRED DATA INPU'1. RUNOFF DRAINA,2. RETENTION BAS

PURPOSES 0]3. POND EVAPORAT4. AVERAGE ANNUA

MINE EVAPO

TO THE SPREADSHEET INCLUDES:E AREA (ACRES): USED TO COMPUTE RUNOFFN(S) CAPACITY (AC-FT): USED FOR COMPARISONLY.tON AREA (ACRES): FOR COMPUTING EVAPORATION, LAKE EVAPORATION(INCHES): USED TO DETER-iATION.

5.

6.

7.8.9.

10.

11.

SOIL SCS CUR NUMBER (CN): WHEN MONTHLY MEAN TEMPERATUREIS BELOW EZING, A MINIMUM CNK95 IS RECOMMENDED.

MEAN NUMBER 0 DAYS PRECIPITATION IS GREATER THAN 0.1INCHES WAT

MEAN TEMPERA , DEGREES FAHRENHEITMEAN PRECIPI TION, INCHESMEAN SNOW DE H, INCHESCONSTRUCTION WATER DEMAND- MONTHLY AVERAGE (AC-FT).

THOSE HO S OF NO-CONSTRUCTION MUST SHOW 'ZERO',USUALLY, CEMBER, JANUARY, AND FEBRUARY.

EVAPORATION D STRIBUTION FACTORS (DECIMALS) FOR EACHMONTH OF 5E YEAR.

LOWING INFOR KTION IS USED TO COMPUTE THE TOTAL RUNOFFTHE MEAN TEM ERATURE, MEAN SNOW DEPTH, MEAN PRECIPITATIONMEAN NUMBER OF DAYS PRECIPITATION IS GREATER THAN 0.1kRE AVAILABL FROM THE NOAA CLIMATOGRAPHY OF THE UNITED). 20. 1951- 1980 USING THE CLOSEST RECORDING STATION TO

THE FOUVOLUME:AND THE IINCHES JSTATES NCTHE SITEi(S) .

I

Easer ITMA /6r aFEAME / :C

E

mR. NO ... =A F 0. NO.ESIGND DA'Vt DTr_mXED iAel _E MM &Ll 4j9/7

ADDITIONAL INPUT FOR OVNRALL WATER BALANCE ARE:

aurpinrG unmurmIL COnSTRUCTION WATER DEMAND: USED IN PLIACINGt ' '-by- &--id _-. by i _. .CONTAMINATED EMBANKMENT MATERIAL. APPLIES ONLY TO DISPOSALSITE WHICH IS BEIN EVALUATED, OR WHEN PROCESS SITE WATER CANBE TRANSPORTED TO DISPOSAL SITE. TRANSPORTING OFCONTAMINATED WAT OVER PUBLIC ROADS IS NOT CONSIDEREDPRACTICAL BECAUSE iDDITIONAL PERMITS MAY BE REQUIRED. DURINGMONTHS OF NO CONST UCTION THIS EQUALS ZERO.

MONTHLY EVAPORATIOI r DISTRIBUTION FACTORS: USED TO DISTRIBUTETHE TOTAL ANNUAL L1KE EVAPORATION. AVAILABLE FROM THE NOAATECHNICAL REPORT NWS 33 OR U AVERAGE MONTHLY EVAPORATIONDATA FROM OTHEU E OC WHICH CAN BE ASSUMED TO BEREPRESENTATIVE OF 0HE PRESENT SITE.

AVERAGE ANNUAL KE EVAPORATION: AVAILABLE FROM CLIMATICATLAS OF THE UNITEI) STATES.

POND EVAPORATTN M1

BOTTOM AREA. WHERWMAY BE EXPRESSED AdVOLUME(SEE ATTACH]MODELED AS CONICALPOND IS LESS THAN I

NY A :

NUMBER DAYS RAIN P

pEt: FOR RECTANGULAR PONDS, USE THE PONDI DIKED RETENTION AREAS ARE USED, THE AREA

A VARIABLE FUNCTION DEPENDENT ON PONDD EXAMPLE). DIKED RETENTION AREAS MAY BEVOLUMES. THE AVERAGE SURFACE AREA WHEN THELL IS APPROXIMATED BY:

AAVGeKAF (VP/VF) /

ASSOCIAM WITH V UIIE OFBTE I(E5CWDI~

Vu4OrAL ImuI VODLE ECR TWP HimK=O. 5 CNV S TME AREA TO

AVEPAGE END AREL AS WHEEVARClA=IN AREA GOES FRM A2TO ZE.

ER STORM: AN EVALUATION OF HISTORICAL DAILYtDS OF THE SITE SHOULD BE MADE TO DETERMINEt OF DAYS ASSOCIATED WITH RAINFALL EVENTSPITATION IS GREATER THAN 0.1 INCHES. THE{IS DATA IS USED TO SIMULATE BACK-TO-BACK

PRECIPITATION RECOTHE 'NORMAL' NUMBEWHEN DAILY PRECIMINIMUM IS TWO. T.24-HOUR STORMS.

- *

smT B-- 5Or /CfM I.. &02ssrm-.n.:=3C D /SIM. qo. D I T E NO.

ITEM____ _____ ED__ _ D__E _9*7

C. -CALCULATIONS

CALCULATION OF TERMS AR AS FOLLOWS:

DESIGN SNOW: IF AVERAGE TEMPERATURE IS LESS THAN 33 DEGREEFe SNOW IN INCHE S WATER IS THE LESSER OF MEAN SNOW (INCHESOF WATER) OR M PRECIPITATION. CONVERSION OF INCHES OFSNOW TO INCHE OF WATER IS BASED ON 8 INCHES SNOW EQUALONE INCH WATER.

RAINFALL: MEAN PIECIPITATION MINUS DESIGN SNOW (INCHES OFWATER)..

ACCUMULATED SNOWP CK: IF AVERAGE TEMPERATURE IS LESS THAN 33DEGREES F., THE SUM OF PREVIOUS MONTH SNOW PLUS NEW SNOW.

SNOWMELT: IF M A DAILY TEMPERATURE IS GREATER THAN 32DEGREES F., ALT THE ACCUMULATED SNOWPACK BECOMES SNOWMELT.

TOTAL RAINFALL D SNOWHELT: RAINFALL AND SNOWMELT ARE'COMBINED TO CO SERVATIVELY SIMULATE POSSIBLE RUNOFF DURINGSNOWMELT CONDITIONS.

NUMBER OF EVENTS: AVERAGE NUMBER OF BACK-TO-BACK STORMS PERMONTH DETERMIN D BY DIVIDING THE TOTAL NUMBER OF DAYSPRECIPITION C ATER THAN 0.1 INCHES BY TWO DAYS RAIN PEREVENT AND ROUN ING TO THE NEAREST WHOLE NUMBER WITH AMINIMUM OF ONE

WATER PER EVENT: TOTAL RAINFALL PWS SNOWMELT DIVIDED BY THENUMBER OF EVEN S.

IS': CALCULATED FROM SCS EQUATION WHERE S=(1000/CN)-10

TOTAL RUNOFF VOLME: CALCULATED FROM SCS EQUATIONI(E)=(P-.2S) /(P+.8S)

WHERE P EQUALS THE WATER PER EVENT WHEN (P-.2S) IS GREATERTHAN OR EQUAL O ZERO, OTHERWISE EQUALS ZERO.

-

ERNEST Us grarFET=E

SK

EVAPORATION:* ** *** ** *

THE LESSERMONTH DIVIDIWATER PER El

*****1

THE LESSER(2) THE SUM

EVAPORATION

VA]ED BVENT

AVA:OFAND

;si~mr B-6o. NO. FILE _O `

iXXE~~DM Act DoI 9 p

WITH WATER TREATMENT***********OF (1) MAXIMUM POSSIBLE EVAPORATION PER

A FACTOR OF SAFETY OF 2.0, OR (2) THE

NO WATER TREATMENT*************UZE OF (1) MAXIMUM POSSIBLE EVAPORATION OR

TOTAL RUNOFF PLUS TOTAL RUNOFF MINUSCONSTRUCTION WATER.

MM POSSIBLE EVAPORATION IS THE EVAPORATIONTHE AVERAGE ANNUAL LAKE EVAPORATION TIMES

EVAPORATION DISTRIBUTION FACTOR.

NOTE: THE MAXIAREA TIMESTHE MONTHLY

RUNOFF EXCESS: a TAL RUNOFF MINUS EVAPORATION.

NET WATER BALANCE: RUN(TION.

-CCUMULATED WAT4R: THEVOLUME PLUS NEV RUNOFFWATER. EVAPORATION IS

)FF EXCESS MINUS WATER FOR CONSTRUC-

PREVIOUS MONTHS ACCUMULATED WATERMINUS EVAPORATION AND CONSTRUCTIONDEDUCTED BEFORE CONSTRUCTION WATER.

f

MKE DOC. No.5 }-GRN-C-01-01686-0n

CaIculation Cover Sheet

Celc, No. /pS/O-00

Contract No. 05 Di wciplie 11..cEwp-ln a No. of Sheets -3

Project /R/ -eR

FeatureAPPV/J6 A14Tfi WA ki

Item

PzocV( xy6

Sources of Data

| ~,e£FJL~CL: 4i~ K 2t.

Sources of Formulae & References

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fcL-ceiS5co/ Cr4 (/tfe pvo arcdq, c5a. 7-6NtA-.2T-z/-o/66?-O)

Preliminary Cakc. Q Fnal Calc. 3 Supersedes Calc. No.

_ _ _ _ _ _ _ _I_ V . _ _ _ _

Rev. | #;efrtioSn Calculation By Date Checked EBy Date Approved ey Date

Form 42 -,0

I

MORR1SON-K 'IDSEhProject eFeature AeppwI)6 ÔMRIA-JAItem &f ocZ 7Ype (

Pete ,-he i'Xe fefrce.je

r'cz ssyp e calvories aM4

f be ddiJ ,nre'@i .

,6Ym 795e h'~"b~y ,e 0

xndSnysr fo tro phic

JAmdflrgwor 6rec' ,t

ENGINEERS, INC. I Sheet 1/3Contract No. o File No. . -

Designed 6.. . Date- Date-8 7Checked &/.-,d Date O&-za -1

bk we~ ' of 'ode/W' in ea4 of &e 7%ree

for sco0r-1g roCv44it a5P

B'eJJhfy ?oofei'4' st$p/e LA'd Ce Irogc

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CONSULTING ENGINEERS ILAND SURVEYORS

- X1 1§ *5Oy 6L SO. G JunvC, OS8tS4-?22*OtX242-O20* FAX 242.1,67

SUMMARY OF MTHODS AND FINDIG

PETROGRAPHIC ANA YSIS - SAMPLE NUMBER SB-DUR-001

MX-FERG SON GREEN RIVER PROJECT

AUGUST 23, 1989

A sand and gravel sample of proposed riprap bedding was delivered toWcstern Engineers, Inc. in G and Junction, Colorado, by MK-Ferguson forlaboratory testing. Following 1 boratory testing (specific gravity, absorption,soundness, abrasion, and ASTM C 142), a request was made for identification ofrock types cou.prlsing the partles e of sand and gravel and also the percentagespresent In each size range (1 1 2 - 314, 3/4 - 3/8, 31/8 - No. 4, and No. 4 toNo. 10) both by particle count and weight. As directed, 150 particles wereidentified for each size range only 105 particles were available in the 1 1/2to 3/4 inch sizes). The purpo of this report is Zo present the results ofthis petrographic analysis.

The sand and gravel sap1 was screened to obtain sufficient amounts ofvach of the four size range:, nd 150 particles of each size counted (exceptonly 105 particles of 1I 12 - /4 Inch sizes were present). The gravel sizeparticles (1 112 - No. 4) wer each broken with a hammer and the rock typedetermined by observing hardness texture, color, luster, cleavage, and reactionto dilute hydrochloric acid. E th rock type was separated into groups for eachsize range and the particles cou ted and weighed.

The sand sizes (No. 4 - No. 10) were Identified using a binocularmicroscope (30 X) and essential y the same identification techniques, althoughbreaking of each particle was no practical.

A table i6 attached to th is report which summarizes the results of thepetrographic analyslu. The p atLltb wtzr imotly limestone, fine-grainedAandstone, and quartzite with le sser amounts of slIltstone, calcareous siltstone,chert, quartz, and granitic rock.

The majority of the partic es examined were unweathered, bard, and dense.The softer particles were tostl composed of siltstone, calcareous siltstone, afew of sandstone, end a few of limestone. However, even much of the siltstoneand calcareous siltatonc van f good quality. Some of the aandctone andlltcaone was fairly porous.

Yrepared by: DSI;

[reeens -t -. s T es~e t7~o . =_

?-ZS -1473 28 -

WLS'LKK LNUMNLEKS, INC.

9ac4i .u4 )Joe C. BarnesConsulting Geologist

NW.D.I 22031

I

C ( (.4

GENERAL PETROCRAJPHIC ANALYSIS OP SAND AND GRAVEL

BEDDING MATERIAL - SAMPLE NO. SO-IDUR-Ol

MK-PERCUSON GREEN RIVER PROJECT

AUGUST 1989

* Only 105 particles present in sample of 1 1/2 - 314 Inch sizes.

Rock type of each particle determined by visual methods.

5 *he S5 -ssexlw *ee yos 71cqb,mjer-le p Ad ,7 Beefk Z

g t4

4 On

mvp nnc- 5057-GRN C-01-01678-oo

- d~~~~~~~Calculation Cover Shoet

CaIc. No. /O--55/-OZ-0x0Contract No. SDcl pine LLoES o. of Sheets 6 £2.Project

L) M17I1 A-Piv rt-Pt, (6eA/)

FeaturelN Ft L7kftf I 0t

hemUNSAT)-' ALr SPs - u oXT TuT

Sources of Data

Sources of Formulae & References

Preliminary Calc. D | Final Calc, s Supersedes Calc. No.

- ----- 'I- I es _

-_____ ___ _ -

______________ -i _____________ _ _______

Rev. *NO. Flevawwn Icubation B9Y Date CheckedBy Date Approwd By Date

IForm 4241O

t.

~MORRISON-KNUDSEND VORRISlONNU)MCOMPA YI/

)m7w

ENGINEERS, INC.PMProject

FeatureHem

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(DMORRISON-KNUDSEN ENGINEERS, INC. Sheet_it g"IsalN rwDoS" cou"If

Project c' ,A-N Contract No. 5'- > File No.Feature _4" Designed a Date 7

Item ;A54t2 - 'r Al ''ar' Checked Date .

.J/&.. weErc s __ V L. v W., v '4- -

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4MKE DOC. 4005-GEN-R-04-066 97-00

~ iiT 11IPROGBMY:

PURPOSE:

data.

InC.F77PrL

7-%/ -r9

To analyze observed #oil water retention and hydraulic conductivity

DESC~iPT'ON: *This program can

observed retention and unsatur

data. The soil water retentio

by Brooks and Corey (1964) or

the unsaturated hydraulic coad

using the retention functions|

models of BurdLne (1953) and

program (van Genuchten, 1978),

unsaturated hydraulic conducta

assuming the conductivity at

program allows the analytical

observed retencdon and conduc

optcmizat'on process Is based

(Marquardt, 1963).

The soil water retention

6 - n+ r

tl + (oh)hI

66 - eOr

(ch)U 9

be used to fit several analytical functions to

ted hydraulic conductivity or diffusivity

curve can be described with equations proposed

an Genuciten (1980). Analytical funitious for

ctlvlty (I) or diffusivity (D) were obtained by

4 conjunction with the predictive hydraulic

ualem (1976). As in an earlier version of this

the computer code can be used to predict the

vity from observed soil water retention data,

aturation (X.) to be known. In addition, the

functions to be fitted simultaneously to

ivity data. As before. the least-squares

on Harquardt's nazimus neighborhood method

curves are given by

I/r;.,

el2 f colar~~where 6 Is the volumetric soi water content, 6 is the residual water

content, 6a is the saturated ater content, h is the pressure head (for

notational convenience taken ositive for unsaturated soils) , and where a,

and a are empirical constants. The Inverse of a in Eq. [21 is frequently

.referred to as the air entry value or bubbling pressure. For a deti1ed

discussion of Eqs. [11 nd IZ 1, see van Genuchten and lielsen (1985).

Mualemls predictive con uctivity model is given by

[1)

[21

[31£ l It ' [s Se fese)/fC I

tll'?re-6- - -el IV S h &

.rrJ __-

* 0

__ _ ._ Z l~~~%I.

where

S If(Se) ' Ie b -dS'

and Se is a reduced water contezbe expressed in a similar form

T. a t8 L g(S )/&(I)

whter *

RETC Z139 % 4

111 f>/ 7-z-,.g )

[41

t: e- (0-0 )/(0 e ). Burdine's model cans folows

1[1

[63S

0 h 2(S;)

Note that both models contain two unknown coefficients: the saturatedhydraulic conductivity# K5, and au unknown parameter L. Hualem (1976)

concluded from an analysis of srveral soils that L in his model should beabout O.S. We will keep I as a potentially unknown coefficient in theprogra=, thus adding more flexilbility for fitting different types of data

sets. The same is also done for Burdine's model; the parameter L in thatmodel was originally fixed at (Burdine, 1953; Brooks and Corey, 1964).

Choice of a particular re ention and conductivity or diffusivity function

in the program is governed by he input parameter HTYPE. This parameter

determines the type of recenti c model (e.g., Eq. [13 or [23) and the type ofmodel used for calculating the hydraulic conductivity (Mualem or Burdine) as

follows

HTYPE

~12

' 3 '.4-. 5

6

Type of Recentlon mode:L

Eq. [13Eq. [13Eq. [13Eq. (1lEq. (2jEq. 123

with variablewith variablewith a - 1-1/nwith a - 1-n

and nm and n

K is predicted with ;

Hualem's model (Eqs. 131 and [41)Burdine's model (Eqs. [5I and [61)Mualem's modelBurdine's modelmualem's modelBurdine's model

MORRISON-KNUDSEN INGINEERS, INC. Sheet 7D MOR~ISON KUMSEN COM P'YERIN.Su _____

Project UMONIUIUJCNLJ Contract No. 4-SO? -0b File No.Feature I [' f ", '&.- Designed P p Date - /LeItem 'uP35¶2' 4-1t t OalpLit Checked / Dates

'V1\&P.Trz' JAWALTfS

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APPENIDIX

-')-

5,J144 -C, J:?-a p Lc Y4/4 lp -7 w- V t

NON-LINEAR LEAST SQUARE ANALYSIS................................

5OtL tOiA7PVT - tAtLAv(qS

LTS FOR RUN 4 2

c ULTRA -- GREEN RIVER -- TAILINGS 4BROOKS & COREY77/25/89 33>

INPUT PARAMETERSz===:=z==

NWCEL NUH4ER............................NUMBER OF OBSERVATIONS...................NUMBER OF COEFFICIENTS...................RESIDUAL WATER CONTENT.................SATURATED WATER CONTENT................SATURATED HYDRAULIC CONDUCTIVITY.......

6102

0.0420024000 ` hft 5f yJ-sb

OBSERVED DATAU==:=3SgZ

I X(l)

1 15150.00002 10100.00003 7070.00004 4040.00005 2020.00006 1010.00007 707.0000*' 505.0000

303.0000101.0000

Y(I)

0.04200.04500.04600.04800.05600.06600.07800.09100.12400.4000

ITERATION NO

123

567a9

LCR

0.04200.04200.04200.04200.04200.04200.04200.04200.04200.0420

ALPHA

1033.041000486.313600215.71190068.120120

104.71980098.423460

100.921300100.766700100.776100100.776100

N

0.31480.32440.36230.46680.83261.09951.23281.25261.25391.2539

SSQ

0.9722480.5351290.2426690.0433750.0094980.0007320.0001670.0001560.0001560.000156

V1*4"4d, 2.

CL~.. Jrt ;Ist{,-CORRELATION MATRIXzzzzuuim

I 2

21.00000.2856

NON-LINEAR LEAST-SAURRE ANALYSIS: FINAL RESULTS. _=_ __

95S CONFIDENCE LIMITS

-VARIABLE VALUE S.E. COEFT. T-VALUE LOER WPPER

ALPHA 101DO.7761 isp 0.9913A j1.2539] h 0.0311

101.662340.2M4

96.4903 103.021.1821 1.3257

---- ORDERED BY COIPUTER INPUT--------

MOISTURE CONTENT:NO. PRESSURE OBSERVED FITTED

1 15150.00002 10100.00003 7070.0004 4040.00005 2020.00006 1010.0000

707.0000/ 505.0000

303.000010 101.0000

0.04200.04500.04600.04U0.05600.06600.07800.09100.12400.4000

I 0.04270.04310.04370.04550.05030.06190.07310.08950.13200.3990

RESIDUAL

-0.00070.00190.00230.00250.00570.00410.00490.0015

.0.00800.0010

------.-CORDERED BY RESIDUALS.-------------

MOISTURE CONTENT:N0. PRESSURE OBSERVED FITTED

S76432a

1019

2020.0000707.0000

1010.00004040.0000707.0000

10100.0000505.0000101.0000

1515O.OOOO303.0000

0.05600.07800.06600.04800.04600.04500.09100.40000.04200.1240

0.05030.07310.06190.04550.04370.04310.08950.39900.04270.1320

RESIDUAL

0.00570.00490.00410.00250.00230.00190.00150.0010

-0.0007*0.0080

IAf td4 -l

SOIL HYDRALLIC PROPERTIES=

K IPRESSURE UC(cm)

100.7761 3, 0.4000104.9641 3 4- 0.3821109.6100 3, 6 0.3642114.7222 Y.3-60.3463120.4052 9tS 0.3284126.7648 4/S 0.3105133.9353 4 . 0.2926142.0808 U-1 0.2747151.4560 Ls-0.2568162.3393 t 33 0.2389175.1601 1.j.t 0.2210190.5143 6.7So.2o31209.2776 . ? 0.1852232.7944 7, 0. 1673263.2473 8 .t0.1494304.U76 0.1315363.7476 1 9.3 0.1136

KCm/r)

2.08801.753561.46321.20760.96590.79520.63250.49540.38100.28700.21100.15060.10380.06840.04270.02470.0129

RELATIVE K

1.00000.84080.70080.57m40.47r20.38080.30290.23720.18250.1370.10100.0710.04970.03280.02Q40.01180.0062

5f-ox 0 -p5*

SD I= se _ Z .0 #I1 -4r

1.00000.95000.90000.85000.80000.75000.70000.65000.60000.5500O.SOOO0.45000.40000.35000.30000.25000.2000

efrt 7w18

PARAXETERS OF THE K-FUNCTION3== CSZzg=

ASSUMING THE RELATIONSHIP OF THE RELATIVE HYDRAULICCMMWUCTIVITT AND THE EFFECTIVE SATURATION TO BE A

01__ CUT LINE ON A LOG-LOG PAPER, THE AVERAGE SLOPE IS:

SATlK 2.088 U,c./hr

7q' 7 as.2 0.01;. e.5 68. c " ,PI

11- 3.196141 I

o.vooUJS, O. o 0t l

o .a9fD. 0rZ0D W3S

,6 i

ur ,I I5 I5 S. p k :

6""'t -~ la K -_ i (17 Se) - j ;wl~u ps - 3.1 9s 141

'2j.4 I C~vcv ' fw-cow

tro#sf tl~ A - f

(!Gt),,

(,,u t w. /0O. ? Io 6( z L t Vt V.Vi4

f, ~ . 2 f 7 !:k"-r

- 4-d61M4 A,; 1.

;~se o s 44 7-1.t-Jf........................ ............................... -SOIDL '0t7fhtT- OtplL6 "Arc-RzeflL

X ON-LINEAR LEAST SQUARE ANALYSIS

-------- I ---- ~------._.

JLTS FOR RUN# I

<c4 UITRA -- CREEK RIVER -- < I BROOKS & COREY7/25/89 >

- -I

INPUT PARAMETERScum_MODEL VUliBER ... ..................

UKBER OF OBSERTIATJSNS .hUBER OF COEFFICIEITS...................RESIDUAL VATER CO .NT . .SATURATED MATER CONETE. IT..SATURATED CDRAULIC CONDUCTIVITY......

6102

0.07O00.31001.62M0

OBSERVED DATAU3n3333Z~zz

I Xcl)

1 15150.00002 10100.00003 7070.00004 4040.00005 2020.00006 1010.00007 707.0000

505.0000

IT AT N 303.0000^5 101.0000

ITERATION NO VCR

YT )

0.07500.09950.11150.12500.13450.14500.19000.19650.21000.2600

0I23

67

0.07500.07500.07500.07500.07500.07500.07500.0750

ALPHA

3922.1850001261.909000197.54420040.56679068.69453064.54380064.41075064.436010

N

0.20100.19500.21210.26240.38070.38820.38750.3876

SSo

0.4861750.2472310.0648640.0060120.0020630.0019370.0019370.001937

44~~4At% 4(, -,wd

'k *IP 7-i/"CORRELATION MATRIXsw UZUUZUU

I 2

1.000022

1.00000.7938

NON-LINEAR LEAST-SWJARE ANALYSIS: FINAL RESULTS

95X CONFIDENCE LIMITS

VARIABLE VALUE SE. COEFT. T-VALUE LWER LPPER

ALPHAN

64.4600.3876

14.11300.0428

4.S657 31.83 96.979.0573 0.2889 0.4863

-------- ORDERED BY COMPUTER INPUT.-....

NOISTURE CONTENT:NO. PRESSURE OBSERVED FITTED

1 15150.00002 10100.00003 7070.00004 400.00005 2020.0000

1010.0000707.0000505.0000303.0000

10 101.0000

0.07500.09950.11150.12500.13450.14500.19000.19650.21000.2600

0.10330.10810.11300.12230.13680.15590.16790.18080.20400.2724

RESIDUAL

-0.0283-0.0086-0.00150.0027

-0.0023-0.01090.02210.01570.0060

-0.0124

--- O---ORDERED BY RESIDUALS..............

MOISTURE CONTENT:NO. PRESSURE OBSERVED FITTED

7

943S26

10l

707.0000505.0000303.0000

4040.00007070.00002020.0000

10100.00001010.0000101.0000

15150.0000

0.19000.19650.21000.12500.11150.13450.09950.14500.26000.0750

0.16790.18080.20400.12230.11300.13680.10810.15590.27240.1033

RESIDUAL

0.02210.01570.00600.0027

*0.0015*0.0023-0.0086-0.0109-0.0124*0.0283

-vzl ,Zt, -Al OL~ % '

FY L' ;L/w/

rOl'l 7tf-jfSOIL WDRAUILIC PROPERTIES=.

j eK~~w

64.4360 211 0.3100y3.5s4 1.'13 0.2M84.5640 2 I0.296.0012 3.31r 0.2748

114.5m39 33&Co.2630135.3559 4.4'1 0.2513161.7275 t.301 0-2395195.8042 6%2 Y 0.2278240.7188 n Ib 0.2160301.3052 VI 0.2042385.3026 . S' o.9M505.6600 /W7 0.18

(cuhr)

1.62001.15080.80340.53010.368r0.24120.1t350.094r0.05640.03220.01750.0089

RELATIVE r

1.00000.71040.4150.33960.2Z760.1490.09470.0585o.Oua0.01990.01080.0055

SD

1.00000.95000.900o0.8500O.8OOO0.75000.70000.65000.60000.5500O.SOOO0.4500

PARAKETERS OF THE C-fUICTIONrsuzzas

ASSUIING THE RELATIONSHIP OF THE RELATIVE HYDRAULICCORWMCTIVITY AND THE EFFECTIVE SATURATION TO BE ASTREIGHT LINE ON A LOG-LOG PAPER, THE AVERACE SLOPE IS:

SATIz .62 c Whr no 6.5314

r 29~.t 4o.3j ,

0.o3 lii. ooq / rx(o'

I I

I 0.31f i0. 23'4-D

o. o'38

f>t V /-1 §60 ), I

W&" 7" - .- r 3 3 e8dq

WtA.-A r ~ 14, it 3 z

- p- ,6z4 wtCw44� 2(p rL , /17G

At4'1 74k-fl................................VWi-LINEAR LEAST SOMAE AXALYSIS................................

.'SO iL.' O0k4pAT

LSS FOR RU # 3E -- kF Ff -/, & -OREY X

ttc ~NTRA -- GREEN RIVER -- BUFFER *C BROOKS & COW£ IV 30.02

INPUT PARAMETERS

MODEL NUMBER. ............................NUMBER OF OBSERVATIONS...................kwUEa OF COEFFICIENTS...................RESIDUAL WATER CONtEIT.................SATURATED WATER CONTENT................SATURATED NYDRAULIC CONDUCTIVITY.......

6112

0.09500.29000.9720 C4-u/k, = 2.7 )(16- 6l/_C

OBSERVED DATA

I XCl)

I 10.10002 101.00003 202.00004 303.00005 505.00006 707.00007 1010.0000co 2020.0000

4Q40 .00007070.0000

10100.0000' ,

ITERATION SO YCR

YCI)

0.29000.26000.24000.21500.18500.16500.14U50.13550.12850.12100.1110

0I23456

0.09500.09500.09500.09500.09500.09500.0950

ALPNA

232.480800100.725400

18.08M7017.22321016.82904016.88684016.885330

N

0.20850.21440.22620.24810.24520.24570.2457

SSQ

0.0885900.0413730.0070350.0065320.0065290.0065290.006529

4~kv1A4 -4 1 p ~ 4pyt y'vw

CJ. Lt73f9CORRELATION MATRIX

_ _ _ _ _ _ _ _

I 2

1.000021.00000.6100

NON-LINAR LEAST-SQURE ANALYSIS: FINAL RESULTSsazc _

t95E cc

VARIABLE VALUE S.E. COEFT. T-VALUE ILOWER

NIFIDENCE LIMITS

UIPPER

I w32.6S31 0.3343

16.U8i30.2457

6.96690.0392

2.42376.2721

I.In0.1571

-..----ORDERED Y C UTER INPUT------

1 -'%5 10.1000 0.2900 0.31622 }I 101.0000 0.2600 0.22073 W :202.000 0.2400 0.20104 '%\303.O0 0.2150 0.19095 15"5.0 O.U50 0.1764 ^' 77.0000 0.1650 0.17Z

^%."'1010.0000 0.1U S 0.1664" 020.0000 0.1355 0.1552

<6 040.0000 0.1285 0.14580lt" 7070.0000 0.1210 0.1392

11 N10I00.0000 0.1110 .13

--- IORDERED BY RESIDUALS.-----.------

NDISTURE CONTENT:No. PRESSLRE OBSERVED FITTED

RESIDUAL

-0.02620.0393Q.03900.0241b.oo54

-^0.0079-0.0219-0.0197-'0.0173-0.0182-0.0245

234S69

1087

ltI

101.0000202.000030.O00S05.0000707.0000

4040.00007070.00002020.00001010.0000

10100.000010.1000

0.26000.24000.21500.18500.16500.12850.12100.13550.144s0.11100.2900

0. 22070.20100.19090.17960.17290.14580.13920.15520.16640.13550.3162

RESIDUAL

0.0393.0.03900.024110.005440.007940.017340.0182*0.019740.0219*0.0245

,0.0262

-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ L- .,-' ._

â,ôd - '64 atFCL45v4

OIL NYWAILIt POPERTIES

T) OIle

. .

5.926M o .4?40.290532.715 /. ?Jf. 2 M41.8 7 37 0.251054.452 I. 3*(0.2413n.1062 .3 0.231597.4916 3. l9 0.2218

135.03M6 (W 0.2120

K RELATIVE KCi) I

0.9720 - 1.0000.!979 0.61S10.35 0.36900.2093 0.21S30.118 0.1Z20.0647 0.06650.030 0.03490.0170 0.01750.0051 O."1

OD

1.00000.9500o.90oc0.8500.WM000.75000.70000.65000.6000

PARAMETERS OF TlE K-RUCTION* _ _ _ __UUU

AWJIIN TNE RELATIONSHIP OF TIE RELATIVE .TDRAUICEMUTIVITY AN TUE EFFECTIVE SATURATION TO BE AiSTREICNT LINE ON A LOG-LOG PAPER, TNE AVERAGE SLOPE IS:

SATKE .972 cAr 1N 9.377619

-3

j. ' i5

K d~v.

'is . i*16. 4, 0i.J3

'z3 i's8.o,\OII

oD3 I

O. Mflo,,is

IK I, '{(I.7stJ}

,= K. ses93

/4,'. (- ^~. Ii-I 4s 4 a4 to ' -Art 7-r.- kit.,d sk> ?/?JP 'rage ,. s

i I

2 1EXAMPLE

1 0.0420

K>y EXAMPLE1 100.042

0 0101303505707

1010202040407070

1010015150

7 I, ,1: CALCULATE CURVE WITH KNOWN PARAMETER VALUES

0 3 2 1 0 0 8 30.4000 .0100, 3.00 0.50 0.5

5: GREEN RIVER; TAILINGS10 3 2 1 0 1 8 30-0.4000 0.010 3.00 0.50 0.51 1 1, 1 0

.400

.124

.091

.078

.066

.056

.048

.046

.045

.042

GREENRIVER TAIL

0.00058

0.00058

i -8oo *q t 7-lffl* * *************************************************CA***i~V41.17

* i

* ANALYSIS OF SOIL HYDRAULIC PROPERTIES* I* EXAMPLE 1: CAICUIATE CURVE WITH KNOWN PARAMETER VALUESK>

*******

*

MUALEM-BASED RESTRI TION, M=1-1/NNTYPE= 3 METHOD= 2

* *

INITIAL VALUES OF THE COE'FICIENTS

NO1234567

NAMEWCRWCS

ALPHA* NM

EXPOCONDS

INITIAL VALUE.0420.4000. 100

3. 000. 667. 000. 006

INDEX0000000

C0%T1. Ut117WnmvfT. ?DIDlnElrTE'l IWMl¶Vcl - %QJL" 5n.vuftI"JJ.w rn. wEr Qv

WC.0442.0465.0510.0599.0689.0778.0868.0957.1047.1136.1226.1315.1405.1494.1584.1673.1763.1852.1942.2031.2121.2210.2300.2389.2479.2568.2658.2747.2837.2926.3016.3105.3195.3284.3374.3463.3553.3642.3732

p.1265D+04.8940D+03.6316D+03.4455D+03.3626D+03.3129D+03.2786D403.2531D+03.2331D+03.2167D+03.2030D+03.1913D+03.1810D+03.1720D+03.1638D+03.1565D+03.1497D+03.1435D+03.1377D+03.1322D+03.1271D+03.1223D+03.1177D+03.1132D+03.1090D+03.1048D+03.1008D+03.9684D+02.9296D+02.8911D+02.8527D+02.814 lD+02.7751D+02.7353D+02.6942D+02.6511D+02.6053D+02.5553D+02.4987D+02

WGF3.10t2.952.802.642.552.492.442.402.3672.3362.308

2.25B2.23P2.2142.1942.1752.1572.1392.12'12.1042.0872.0712.0542.0372.0202.00,31.98,61.9681.9501.931

1.8891.8661.8411.8141.7821.7451.698

Lira--r - * 1

COND.4976D-11.5632D-10.6377D-09.7232D-08.2999D-07.8239D-07.1807D-06.3437D-06.5926D-06.9511D-06.1445D-05.2104D-05.2958D-05.404lD-05.5391D-05.7047D-05.9052D-05.1145D-04.1430D-04.1766D-04.2157D-04.2612D-04.3137D-04.374OD-04.4430D-04.5217D-04.6112D-04.7127D-04.8276D-04.9576D-04.1104D-03.1270D-03.1458D-03.1671D-03.1912D-03.2188D-03.2504D-03.2872D-03.3307D-03

LOGK-11.303-10.249-9.195-8.141-7.523-7.084-6.743-6.464-6.227-6.022-5.840-5.677-5.529-5.393-5.268-5.152-5.043-4.941-4.845-4.753-4.666-4.583-4.503-4.427-4.354-4.283-4.214-4.147-4.082-4.019-3.957-3.896-3.836-3.777-3.718-3.660-3.601-3.542-3.481

DIF.1407D-05.5633D-05.2259D-04.9102D-04.2068D-03.3718D-03.5885D-03.8599D-03.1189D-02.1581D-02.2039D-02.2569D-02.3178D-02.3872D-02.4659D-02.5548D-02.6551D-02.7681D-02.8952D-02.1038D-01.1199D-01.1380D-01.1585D-01.1816D-01.2079D-01.2378D-01.2721D-01.3116D-01.3574D-01.4109D-01.4740D-01.5495D-01.6410D-01.7539D-01.8964D-01.1082D+00.1333D+00.1693D+00.2256D+00

LOGD-5.852-5.249-4.646-4.041-3.685-3.430-3.230-3.066-2.925-2.801-2.691-2.590-2.498-2.412-2.332-2.256-2.184-2.115-2.048-1.984-1.921-1.860-1.800-1.741-1.682-1.624-1.565-1.506-1.447-1.386-1.324-1.260-1.193-1.123-1.047-. 966-. 875-. 771-. 647

.3821

.3911

.3955

.4000

.4308D+02 1.6344 .3835D-03 -3.416

.3383D+02 1.529 .4520D-03 -3.345

.2671D+02 1.42'7 .4980D-03 -3.303

.OOOOD+0I .5800D-03 -3.237l

.3280D+00

.5878D400

.1006D+01

-. 484-. 231

.003

3J

END OF PROBLEM -M. -'-7

=_ _ _ _ I uIr-4. P rL a /2 /e ?

L lt fe / r* ** ****** ***** ****** **** * *********************** *

-- * ANALYSIS OF SOIL HY RAUIC PROPERTIES *\I * *

* EXAMPLE 5: GREEN ; TAILINGS. * ,, ,*

* MUALEM-BASED RESTRICTION, N=1-1/N ** ANALYSIS OF RETENTIbN DATA ONLY ** MTYPE= 3 METHOD= 2 ** I*

OF THE COEFFICIENTSINITIAL VALUES

NO1234567

NIT01234

i 567

15

NAMEWCRwcs

ALPHANM

EXPOCONDS

INITIAL VALUE.!0420.14000.1j100

3.i0000.16667.15000.0006

INDEX0011000

SSQ.02279.01175.00390.00309.00245.00236.00233.00233.00233

ALPHA.0100.0045.0060.0049.0054.0051.0052.0051.0052

IN3.100002.155232.!65763.'19243 .!20863.'46173.143653.151183. 15082

CORRELATION MATRIX

12

11.0000-. 8060

2

1.0000

RSQUARED FOR REGRESSION OF OBSERVED VS FITTED VALUES = .98595953---- =--_e--e _= =-=

NONLINEAR LEAST-SQUARES ALYSIS: FINAL RESULTS__== ____=.:6 __==_ __

VARIABLEALPHA

N

VALUE.00516

3.50816

S E. COEFF.. 00062.51443

T-VALUE8.356.82

95% CONFIDENCE LIMITSLOWER UPPER.0037 .0066

2.3219 4.6944

OBSERVED AND FITTED DATA,

NO P LOG-P<_> I .1010D+03V3 2.00 3

2 .3030D+03LA 2.48 43 .5050D+031@X 2.70 34 .7070D+03r 2.84 45 .1010D+04VA 3.00436 .2020D+04 104-1 3.3054

WC-OBS.4000.1240. 0910

I .0780.0660.0560

WC-FIT.3761.1440.07371.0558.0477.0430,

WC-DIF.0239

-. 0200.0173.0222.0183.0130

4

'/4 ^4L, -Jwy~d7 .4040D+040V-§ 3.6064 .0480 .04228 .7070D+040t- 3.8494 .0460 .04209 .1010D+051% 4.0043 .0450 .0420

10 .1515D+05A%1 4.1804 .0420 .0420

SUM OF SQUARES OF OBSERVED TTED VALUES

a'*Jf7'Z5sf 33M*" rc ?/714f

.0058; .0040\ .0030

.0000

RETENTION DATACOND/DIFF DATA

ALL DATA

UNWEIGHTED.00233.00000.00233

WEIGHTED.00233.00000.00233

SOIL HYDRAULIC PROPERTIES (MTYPE - 3)

WC.0442.0465.0510.0599.0689.0778.0868.0957.1047.1136.1226.1315.1405.1494.1584

-' .1673.1763.1852.1942.2031.2121.2210.2300.2389.2479.2568.2658.2747.2837.2926.3016.3105.3195.3284.3374.3463.3553.3642.3732.3821.3911.3955.4000

P.1466D+04.1112D+04.8426D+03.6374D+03.5404D+03.4800D+03.4372D+03.4046D+03.3785D+03.3568D+03.3384D+03.3224D+03.3082D+03.2955D+03.2840D+03.2735D+03.2637D+03.2547D+03.2461D+03.2381D+03.2304D+03.2231D+03.2161D+03.2093D+03.2027D+03.1962D+03.1899D+03.1837D+03.1775D+03.1713D+03.1650D+03.1587D+03.1523D+03.1456D+03.1387D+03.1314D403.1235D+03.1148D+03.1047D+03.9244D+02.7520D+02.6145D+02.OOOOD+00

LOGP3.1663.0462.9262.8042.73$2.68t2.64t2.602.572.552.522.502.482.472.452.432.4212.4022.2392.2372.3692.342.3302.322.3072.2932 27

2.249

2. 214

1.966

2. 18'32.16321 14722.119g2.09'22. 002.090

1.789

COND.1600D-10.1574D-09.1549D-08.1527D-07.5834D-07.1512D-06.3170D-06.5810D-06.9708D-06.1516D-05.2249D-05.3203D-05.4415D-05.5923D-05.7768D-05.9995D-05.1265D-04.1578D-04.1945D-04.2370D-04.2861D-04.3423D-04.4064D-04.4792D-04.5615D-04.6542D-04.7585D-04.8754D-04.1006D-03.1152D-03.1316D-03.1498D-03.1702D-03.1929D-03.2184D-03.2471D-03.2796D-03.3166D-03.3594D-03.4102D-03.4736D-03.5144D-03.5800D-03

LOGK-10.796-9.803-8.810-7.816-7.234-6.820-6.499-6.236-6.013-5.819-5.648-5.494-5.355-5.227-5.110-5.000-4,898-4.802-4.711-4.625-4.544-4.466-4.391-4.320-4.251-4.184-4.120-4.058-3.997-3.938-3.881-3.824-3.769-3.715-3.661-3.607-3.553-3.499-3.444-3.387-3.325-3.289-3.237

DIF.4185D-05.1563D-04.5848D-04.2201D-03.4810D-03.8419D-03.1306D-02.1877D-02.2562D-02.3367D-02.4301D-02.5373D-02.6595D-02.7979D-02.9542D-02.1130D-01.1328D-01.1549D-01.1798D-01.2076D-01.2389D-01.2741D-01.3137D-01.3584D-01.4091D-01.4668D-01.5327D-01.6086D-01.6966D-01.7994D-01.9207D-01.1066D+00.1242D+00.1459D+00.1734D+00.2092D+00.2579D+00.3281D+00.4387D+00.6421D+00.1169D+01.2044D+01

LOGD-5.378-4.806-4.233-3.657-3.318-3.075-2.884-2.726-2.591-2.473-2.366-2.270-2.181-2.098-2.020-1.947-1.877-1.810-1.745-1.683-1.622-1.562-1.504-1.446-1.388-1.331-1.273-1.216-1.157-1.097-1.036

-. 972-. 906-. 836-. 761-. 679-. 589-. 484-. 358-. 192

.068.310

END OF PROBLEM

-44*Z 4-j6 d )412 1 7

EXAIMPLE 1: CALCULATE CURVE WITf KMl PAVAIETER VALUES' 0 0 3 2 1 0 0 8 301

1750 .3100 .0100 3.00 0.501 0.5 I'--XANPLE 5: GREEK RIVER; OFF-PILE FATERIAL.

10 10 3 2 1 0 1 8 30!0.075 0.3100 --- 0.010 3.00 0.50 0.S I

0 0 1 1 1 1 0101 .260303 .210505 .197707 .190

1010 .1452020 .1354040 .1257070 .112

10100 .10015150 .075

rL&/L ZN

GREEN RIVER OFF-PILE MATERIAL 7-949 7-24f7 lft.

).00045 o&ha py C

'1'AXb.a -Au -/a-s I L. =*J

U t ~ t _ _ _ _ _

* !

* ANALYSIS OF SOIL HYDRAULIC PROPERTIES i

K> EXAWPLE 1: CALCULATE CLIVE 1ITH KNOIN PARAMETER VALUES

*i~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

-I* f)° 7-ts-fl

de. P tL -7/zs-(a

*

*

*

*

a.*

*

**a.*ap:***aA�p..�pta�:p�papp mt*aaa.a**.a.aaa.,.,a

INITIAL VALUES OFTHE COEFFICIENTScau3333333EM3333u3.ua

NO

1234S67

KANEYCRvca115

ALPHA

NEXPoCONDS

INITIAL VALUE.0750.3100.0100

3.0000.6667.5000.0005

INDEX0000a00

SOIL HYDRAULIC PROPERTIES (Nnl~ggggzguzug.uuuzz

WC.0765.0779.0809.0868.0926

.1044

.1103

.1161

.1220

.1279

.1338

.1396

.1455

.1514

.1573

.1631

.1690

.1749

.1808

.1866

.1925

.1984

.2043

.2101

.2160

.2219

.2278

.2336

.2395

.2454

.2513.2571.2630.2689.2748.2806.2565.2924

P.12650D04.8940D+03.6316D+03.445D5Q3.36260+03.3129D%03.2786.03.2531D+03.23310+03.2167D+03.2030D+0.1913D403.1810D403.17200D03.1638D403.1565D+03.1497r+03.1435D+03.1377D+03.1322D003.1271D+03.1223D+03.11770103.1132D+03.1090D03.1048D+03.1008D+03.9684D+02.9296D+02.8911D002.85270.02.8141D002.M7D+02.T7530402.69420402.6511D002.6053D+02.5553D002.49870.02

LOGP3.1022.9512.6002.6492.5592.4952."52.4032.3672.3362.3082.2822.2582.2352.2142.1942.1752.1572.1392.1212.1042.0872.0712.0542.0372.0202.0031.9861.9681.9501.9311.9111.8891.8661.8411.8141.7821.74S1.698

PE a 3)

COmO LOck.3861D-11 -11.4s3.4369D-10 -10.360.4948D-09 -9.3b6.S611D-08 -8.251.23270-07 -7.63.6392D-07 *7.194.1402D-06 *6.853.26670-06 -6.574.4598D-06 -6.137.7379D-06 -6.132.1121D-05 -S.950.1632D-05 -5.787.22950-05 .5.439.3135D-05 -5.,04.4183D-05 -5.379.S4670-05 -5.*62.7023D-05 -5.153.68870-05 -5. I.11100-04 -4.'55.13700-04 -4.863.1674D-04 -4. j76.2027D-04 -4*y;.2434D-04 -4..2902D-04 *4.37.34370-04 -4.464.404U-04 -4.93.4742D-04 -4.24.553CD-04 -4. 57.6421D-04 -4. 92.7429D-04 -4 29.8560-04 -4A367.9856D0 *K 4.0.1131D-03 -3.N.12960-03 -3. 8.14MOD-03 -3. t.1697D-03 -3.,70.1943D-03 -3.712.2228D-03 -3.652.2565D-03 -3.591

DIF.1663D-05.6658C-05.2670D-04.1076D-03.2444D-03.43940-03.6956D-03.1016D-02.14060-02.1869D-02.2410D-02.3037D-02.3756D-02.4576D-02.5506D-02.6558D-02.77430-02.90780-02.1058D-01.12270-01.14170-01.16310-01.1873D-01.2147D-01.24570-01.28110-01.32160-01.3683C-01.42240-01.4856t-01.56030-01.6495D-01.7576D-01.89110-01.1060D+00.1279D+00.1576D+00.2001D+00.26670+00

LOGD

-5.779-5.177-4.573-3.968-3.612-3.357-3.158-2.993-2.852-2.728-2.618-2.518-2.425-2.340-2.259-2.183-2.111-2.042-1.976-1.911-1.849*1.787-1.72-1.668-1.610-1.551-1.493-1.434-1.374-1.314-1.252-1.187-1.121-1.050-. 975-. B93-. 803-.699-.574

.2983

.3041

.3071

.3100.26710+02

1.6341.5291.427

4,.29760-03 *3.56.3507D-03 -3.45.3W64-03 -3.4 13.45XV-03 *3.347

16wy,,, -,&u -ovx",to/c"ULS( i

.38770400

.69410.00

.11900.01

-.411-.158

.075

END OF PROBLEM= xZs= z 33 z

374A1 -A&* - g4&ttl 4h~

,ip** * **A---------------- I [-------- o6tk er S/

ANALYSIS OF SOIL hYDRAULIC PROPERTIES i

* EXAIMPLE 5: GREEN RIVER; OFF-PILE IUTERIL1

* IEJALEM-BASED RESTRICTION, NlelJ1I

.

C

0'

. ANALYSIS OF RETENTION DATA ONLYKTYPEm 3 NETNCD- 2

IiIiI

*

- q~ qm ~~~ ~~ p~ *

INITIAL VALUES OF THE COEFFICIENTS_

NOI23

567

KMEKCRWCS

ALPHA

NEXPOCONDS

INITIAL VALUE.0750.3100.0100

3.0000.6667.5000.0005

IIDEX00I¶a00

Sso.05107.00995.00420.00135.00126.00126.00126.00126

ALPHA.0100.0094.0096.0082.0083.0084.0084.0084

N3.00001.71701.36111.46521.4441.4Wl.A41.4W

CORRELATION MATRIXC==m=3.3Z~ZsZ~ZZ

1 2I 1.0000 I2 -. 8909 1.0000

RS0UARED FOR REGRESSION OF OBSERVED VS FITTED VALUES a .95840519gsinzzz=zzzzzzt ra sssszzZ u uSzzuzzzuuzzzzzzggzzzuz zzg

NONLINEAR LEAST-SOLIARES ANALYSIS: FINAL RESJLITSZZZZZZZZUZZUUZUUZZUZZZZUUE5UUZZZZSEUU3ZU Em

VARIABLEALPHAN

VALWE.00837

1. m6

S.E.COEFF..00210.06134

OBSERVED AND FITTED DATA

No P LOG-P1~l .10100+03 2.00432 .3030D+03 2.48143 .5050D+03 2.70334 .7070D+03 2.8494S .10100+04 3.00436 .2020D004 3.30547 .4040D+04 3.6064

WC-OBS.2600.2100.1970.1900.1450.1350.1250

T-VALUE'3.98

24.16

; C-FI.26g.214.18m.17Zs151

I.134.11l

95X CONFIDENCE LIMITSLOWER UPPER.0035 .0132

1.3408 1.6237

T YC-DIF8 -. 00985 -. 0045i1 .00895 .01758 -. 01288 .00029 .0071

a .77000D04 3.494 .1120 .1079 .10105D+O 4.0043 .1000 .1026

10 .1515E0.5 4.180 .0750 .097

SW OF SUJARES W OBSERVED VERSUS FITTED VAL4SEZZZU-------UZU I~332U3U

<- t -_4 -

.0042-.0026-.0227

3,P-%tif 7-zytt

o., fre- "m

UHEICNTED WEIUNTEDRETENTION DATA .00126 .0012ACONO/DIFI DATA .0 .000(

ALL DATA .00126 .0012b

SOIL EMDRAULIC PROPERTIES (NTTPE * 3)-- - - - - - unu _ a

s

.0765

.0779

.OBW9

.0868

.0926

.0985

.1044

.1103

.1161

.1220

.1279

.1338

.1396

.1455

.1514.1573

k '.1631.1690.1749.1808.1866.1925.1984.2043.2101.2160.2219.2278.2336.2395.2454.2513.2571.2630.2689.2748.2806.2865.2924.2983.3041.3071.3100

P.4444D+07.1056D+07.2508D D6.595D8+05.25700+05.14150+05.89010D04.6094D+04.4421D+04.33470+04.2616D+04.2097D+04.17150+04.1426D.04.1202D+04.1025D.04.8828D+03.7663D+03.66903.5890D*03.52050+03.4618003.4112D.03.3672D+03.3286D+03.2944D+03.2641D+03.2369D+03.2125D+03.1903D003.1700D+03.15150D03.1343D+03.1183D+03.1033D003.8916D+02.7561D002.62470+02.4949D+02.3626D+02.2191D+02.1349D+02.OOOOD+OO

LOCP6.6486.0245.3994.m4.4104.1513.9493.7853.6463.52S3.4183.3223.2343.1543.0803.0112.9462.U42.8262.7702.762.6642.6142.5652.5172.4692.4222.3752.3272.2792.2312.1802.1282.0732.0141.9501.8791.7961.6951.5591.3411.130

cow.10640-18.1066D-16.1069D-14.1071D-12.1586D-l.1074D-10.4736D-10.1593D-09.4443D-09.1081D-08.2370D-08.4787D-08.9050D-08.16200-07.M2D-07.4561D-07.72630-07.1124D-06.1696D-06.25050-06.36290-06.5170D-06.7254D-06.10040-05.1374D-05.1861D-05.2498D-05.3S326-05.4397-05.5782D-05.7568D-05.971D-05.1285D-04.1672D-04.2178D-04.2846D-04.37450-04.4985D-04.6763D-04.9503D-04.142D-03.1919D-03.4500D-03

LOml.18.93-16.972-14.971-12.970-11.800-10.969-10.325

-9. M8-9.352-8.9,66-8.625-84.20-8.d43-7.7o0-7.557

-7.139-6.g49-6.*-6.601*6.40*6.i87-6.P39

*S.862-S.730-S.j02*.5 78-5.3 tT-5.i38-5.1 21

-4.4279

., 77

4.34

-.3 ,O

DlF.6673D-09.7944D-08.94590-07.1126D-05.4797D-05.1342D-04.2981D-04.s726D-04.9952D-04.16080-03.2457D-03.35940-03.50770-03.6969D-03.9343D-03.1228D-02.1586D-02.2021D-02.2542D-02.3165D-02.3905D-02.4781D-02.5816D-02.70370-02.84770-02.10180-01.1219D-01.14570-01.1742D-01.2083D-01.2494D-01.2997D-Ol.36170-01.43950-01.5392D-01.6701D-Ol.8483D-01.11040+00.1499D+00.2194D+00.38200.00.6099040

LOGD-9.176-8.100*7.024*S.948-5.319-4.872-4.526-4.242-4.002-3.794-3.610-3.4"-3.294-3.157-3.030-2.911-2.800-2.694-2.595-2.500-2.408-2.320-2.235-2.153-2.072-1.992-1.914-1.836-1.759-1.681-1.603-1.523-1.442-1.357-1.268-1.174-1.071-. 957-.824-.659-. 418-. 215

END OF PROBLEMmass=


MORRISON-KNUDSEN ENGINEERS, INC.A MORRISON KNUOSEN COMPANY

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(~MORRISON-KNUDSEN ENGINEERS, INC. Sheet ___2___

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MORRISON-KNUDSEN ENGINEERS, INC. Sheet 1?.A MORRISON KNUOSIN COMPANY

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MORRISON-KNUDSEN ENGINEERS, INC. Sheet 71A MORRISON NUDSENt COMtPANY

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OFF-PILE CONTAMINATED MATERIAL(Sheet 1 of 2)

DryDensity

LD~f)Sam~le No.*Percent

CompactionMoistureContent(%)

PercentDryerthan OMC

MKE-001MKE-002MKE-003MXE-004MXE-005

MKE-006MKE-007MKE-008

KE- 009MKE-010-Rl

MKE-011MKE-012MKE-013MKE-014MKE-015


NKE-021MKE-022MKE-023MKE-024MKE-025

MXE-026MKE-027MKE-028MXE-029MKE-030

108.7-113.4'105.2-112.2-114.1-

118.2.120.7.118.7-117.2'118.1'

117.2-115.0O116.8'115.3.119.5-

119.0O115.6-111.2-117.0O118.1'

111.7'119.3'114.2'117.8'121.3'

114.5-114.6.119.7'113.1"113.0'

97.8-91.3'90.3'90.3-91.1-

94.4.92.2'94.5.94.4.95.1-

96.3t94.5.96.0.94.7.96.8.

96.4.93.7'96.9'94.8'95.7.

90.5'96.1-91.9'96.8-99.7.

98.3'98.4a96.2'91.1'97.0-

5.5.5.6-6.3'5.6'6.8'

5.6-4.1-7.0'5.4.5.1.

7.5.5.7-6.3'4.4-6.0'

5.0'6.6.7.0-6.8-6.0'

6.6'7.6-5.8-4.8-6.4.

5.8'5.7-4.8'5.3'5.3.

7.6.5.1-5.6'5.1-3.4.

4.6.3.8.3.0-5.3-5.6'

3.3.5.1'4.5.6.4'4.6'

5.6.4.05.3'3.8'4.7.

4.0-3.1.4.9.6.0'4.4.

6.1'6.2.6.0.5.9'6.6'

*Note: 1 failed point not included.

DOAA- 4 AOL Ibk44 NA tQS- 21

595:7-RN ~~0~~7CIIN.PPT ~~~~~~~~05 G6-CIUT -A 01I-DPm-n"'--n ---.

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35 ocv4-70

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OFF-PILE CONTAMINATED MATERIAL i*(Sheet 2 of 2)

DryDensity(p3cf)Sami~le No-*

PercentCompaction

MoistureContent(%)

PercentDryerThan OMC -



MEAN

STANDARDDEVIATION

105.2.114.9'114.0'115.1'119.4.

119.2'105.5'108.7'115.1'120.0'

115.19-

4.19"'

90.3'98.6'91.6'92.5'97.1 '

96.9.90.996.4.92.7w96.6'

94.67

2.71"

6.3-4.7.7.0'7.7.5.7.

4il-5.44.9.6.1.5.7.

5.85-

0.91

5.6'7.2-3.8-3.1.5.2.

6.8-7.1-7.6-4.6'5.0-

5.14'

1.25-

Coefficientof variation

.0364- 0.0286-" 0. 1560 "

Coefficient ofSkewness

-0.215"" __

.9

*Note: 1 failed point not included.

*i Ajd VonJJ4 go Q% k4L ta

5e59 GGPJ; Rl

A~~1 Yr -, 6J- 0,a 4 a, i1/LI&o51 A- p'a-Q I~J 4

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TAILINGS *(Sheet 1 of 2)

DryDensity(pCfISample No.

PercentCompaction

PercentMoisture DryerContent(%) Than OMC

MKE-038lKE-039MKE-040MKE-041MKE-042


104.2-104.9-106.9'102.3'99.4.

100.0'97.1'96.2.97.8.98.8.

93.7.94.3-90.0.98.0.95.2'

95.8.95.2-95.2.96.8'96.6.

5.9-3.3.5.5.2.9.4.4.

4.7*3.7-3.9.2.8d3.3'

7.4.9.9.7.7.

10.6'9.1'

8.8.10.8-11.1'12.2.11.7'

K>

MKE-048MKE-049MKE-050

0KE-051MKE-052

MKE-053MKE-054MKE-055MKE-056l4KE-057

102.0'99.6'

101.2'97.6'98.8'

95.7'96.3'99.2'99.1'

197.9'

99.7.97.4.97.1'93.5.94.6.

91.7 '93.0'95.8'95.7.96.9 '

3.0-5.3'3.9.4.1'3.4.

5.1-6.3-3.3.3.3-6.1'

12.2'9.9 -

10.4-9.4.

10.1'

8.3-7.5.

10.5 '10.5'8.9-

MKE-058MKE-059MXE-060MKE-0661MKE-062


97.0'96.8-98.1

101.9'103.1'

98.7'98.1'97.5'98.4-

101.0.

96.0'95.8'95.2'98.8

100.0'

97.7.97.1-96.5'91.4'93.9.

3.2'4.0.3.7'5.8'5.4.

1.9'6.7'5.3.4.1'5.3.

11.8'11.0-11.1'8.9'9.4.

13.1.8.9k9.7.9.0.7.8'

exk4J4 PVVV , & 0- 0.,1

C 5 7 c r J .r; GT- - 1 1- - 'I'l

~4 rtkhW 4kr- % -0* CA "L",~

v MT-f~ C& '

-5 k oi ~C O.)k-a tol'sOryI

TAILINGS *(Sheet 2 of 2)

DryDensity(pcf)Sample No.

PercentCompaction

MoistureContent(%)

PercentDryerThan OMC

MKE-068MKE-069MXE-070MKE-071MKE-072

MKE-073MKE-074MKE-075MKE-076

MEAN

STANDARDDEVIATION

104.4'102.9'99.5.96.8,

109.9G

97.9.95.2'98.7'98.7'

99.73/

3.2 lv/

0.0321/

95.0'99.4.96.1'93.5.95.1'

96.9'94.3.95.7,95.7.

95.65"'

2. 16

6.7.4.8.3.9.5.0'3.9.

3.9.4.2.5.9.5.2'

4.44,.-

1.18'-1

6.6'9.0'

10.2.8.808.8-

11.1.10.8'8.9'9.6'

9.78V'

1.46w"

0.1494 okCOEFFICIENTOF VARIATION

0.0226 - 0.2654 V

Coefficientof Skewness

4 t~VvQ-OL9 * -G.. a--

'S 0 5 7 ORN 5u~~~nuN.~~DT . 1: ~~A~Y ~q

Documents

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