385. Seepage report, 1945, pencil copy, yellow copies

TATES THE INTERIOR cLAmATI9y,, , OFFICIAL lifUlkiNESS •

,

0 pi '4,_o • k 1.4 •,-4 tn * • '464*0044Iiiiiii - • • " • ^•••••

. PENALTY INE,;;;IVATIL USE TO : Avoir .' - _{typ,F), ,} POSTAGE, $500 •‘''. A ., , ,-..; ,:.> ( 1 1 ,....c.

t21

' ;.•7 • ;* L r.„1* ,iiit ,

I

() 1.1.J. • I 2— •AT' ,14.1 " • t•-• , c AC40 W-kS(4:1_,„ \AsLk_i' s 'N.. 4.4,01,4 C 4-e P

v/

o

I 1-06.

tuh-ukte

o

111,1:4.

vlss1A.A14_4416..t.44- -°

i4

_51/1

1AAA2beiL

_ci,

_(,

- sV-t-

TrAtilusk

544

u:ds 4.4tAxt.,

44LA4

wr;

(

4 -A) --a orkt. 4

le0.4) cit.toLts

A

s

41.LLQLc(voitir;

•

•

4

.

—

Q...._,

,....---ti)--0

L;,....

cl.-

_...e-...L.c.,J.K.L.,

-c..44,- ae.,,j,„,.. Q.,,t,,._, "AA-G.A.L„ tz,..,

x

7

5".

(1

711

1

/

2

,

,

Va. 1 Qtr.dri C.) A

s2.x,a4 @.ADAsir.

QaQu;

.

z v

JJ

`6_0,

1aAQ

eAsa,a ,

4-4z

it-bAsL,ALQ

'ctj

'

4Y"

, CLL2s_fLet—,11-4LA

Q-CAA):'La

SUITZ, Qi015.se__

_(TAAAA.0

VI

(1.4J-A-

(Axil

f

\' 5

:

c - ind ci=

/net& jocvh;t

Table . Summary of results of pool measurements of cana4. seepage Series From Period To Interval Length of Pool Mean Depth Area Vliater Sur-face Wetted Sur-face Mean

Evapora-drop in tion plus

water leakage surface par per 24 hr. 24 hr. Seepage per sq.ft. water sur-face per 24 hr. Seepage per sq.ft. wetted perimeter per 24 hr.

Da_ys Feet Feet Acres Acres Acres Feet Cu.Ft. Cu. Ft.

East Contra-Costa Irrigation District, Basin No. 1 - Concrete lined

1 Sept. 2 Sept.

4 1.538

2132

4.33

1.122 1.258

0.094

0.014 0.080 0.071 2 Nov. 13 Nov. 14 .672

3.46

.997 1.108

.060

.007 .053 .048 3 Nov.

14

Nov. 15 .677

3.98

1.071, 1.100 .111 .607 .104 .10/

4

Nov. 24 Dec.

4

10.054

1.32

.657 .70J .053 .007 .046 .043 Mean 0.066

East Contra-Costa Irrigation District, Basin No. 2 - Ldoncrete lined

1 Sept. 2 Sept.

4 1.535

7076 5.11-3.65* 3.518 3.902 .085 .020

.065

.059 2 Nov.

13

Nov. 14 .663 5.16-3.57 3.508 3.963

.063

.013 .050 .044 3 Nov.

14

Nov. if

.677

5.46-3.86

3.591

4.062

.047

.013 .034 .030

4

Nov. 15 Nov. 24 9.226

5.21-3.62

3.467

3.914

.049

.013 .036 .032

5

Nov. 24 Dec.

4 10.050

4.74-3.16

3.:34

3.635

.047

.007 .040 .036 Mean 0.040

mast Contra-Costa Irrigation District, Basin No.

3

- Concrete lined

1 Sept. 2 Sept.

4

2.024 3604

4.24

1.694

1.911 .141 .047 .094 .083 2 Nov. 13 Nov. 14 .654

3.98

1.632

1.834 .073 .007 .066 .059

3

Nov. 14 Nov. 15

.677

4.45

1.753

1.982 .100 .007 .093 .082

4

Nov. 15 Nov. 24

9.249

4.18

1.686 1.902 .052 .007 .045 .040

5

Nov. 24 Dec. 24 10.038

3.41

1.489

1.666

.105 .007 .098 .088 Mean 0.070

L4JLI.41 11_12u\

A

IS RAGA W

-4-11101A-

1

Average Tempe IOUS 2 1 Lindee,y-Strathmerre, 2 oonorete lined, 3 clay loam adobe 4 soil. 5 6 7

a

3 4

fa

9 head 11 head 13 head 13 head 15 head 17 bead 17' _head 19 head Mean 41.44 40.515 41.4E1 41.45 41.33 41.81 41.26 40.66 41.2•4

3 4 3

dee.deic. 6 _{7 8 9} Int. 1604 82 .2 4.8 1604 82 Int. 1604 82 Int. 1604 82 Int. 1604 82 .2 4.8 1604 82 Int. 1604 82 M.P. 1604 82 65 65 65 65 65 65 65 65

0

a. mi. 10 5.378 2.3 11.3 13.0 2.1 5.378 2.4 11.4 13.2 2.0 5,378 2,4 11,4 13,2 2.0 5.378 2.4 11.4 13.2 2.0 5.378 2,4 11.4 13.1 20 5.378 2.4 11.4 13.1 2,0 5.378 2,4 11.4 13.1 _2.0 -5._{378 2,4 111A11411,} WO ow. WO WO WIN NO WO .043 • .044 • .044 .044 - .044 - .044 - .044 - 444 Lowe • 10 12 14 14; 16 18 18: 20 '10 Lower Lower Lower Lowe r Loft r Lower LOwer Lower 41.21 41,03 41.63 41.55 41.92 41.56 40.94 39,31 Int. 1604 .2 4.8 1604 , In%. 1604 Int. 1604 Int. 1604 .2 8.8 1604 Int. 1604 M.P. 1604 c.f.s• c.f.

at

IS

41.25 .19 41.07 -.52 41.67 , -.22 41.59 -,14 41.96 -.63 41.60 i .21 40.98 .28, 39,36 .30 oO .4 .0353 .085 .044 -.0967 -.238 -.120 -.0609 -.099 -.051 -.0260 -.063 -.032 -.1171 -.283 -.IAA .0390 .093 .049 .0521 .126 .065 .0568 .137 .069

Wan

1 -.0299-.01M 28 1.

1

1

1

1

1

1

1 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2?

28

29 30 31

Alta Main, earth 21 head

aeotion, clay adobe 23 head

& sons fine siusly 25 _{First lining.}

loam. _{27 head} 2? head 27 head 116.27 122.56 118.17 122.15 122.13 122.13 28 _{First lining. 117.79} 28 _{First lining. 117.79} 29 Below Campbell D162)111.77 31 head 100.34 31 _{head 100.34} 31 _{head 100,34} 31 head 100.34 31 head 100.34 32 First lining. 92.83 32 _{First lining. 92.83} 32 _{First lining. 92.83} 32 _{First lining. 92.83}

34 Above Campbell Ditch 9647 34 Above Oiespbell Ditch 96.37 34 Above Oempbell Ditch 96.37 35 Below Oampbell Dit01: 91.04 36 Belo* Chimpbell Ditoh 94.22

Mean 1 Mean 2 Mean 3 Mean 4 Mean 5 Bean 6 11111111 7 Man 8 115.32 111.24 105.31 105.50 107.60 101.15 99,01 96,37 Int, 1604 71

66a

_{1,346 1,7 80.2 81,1 1.0 3.05} .6 1604 71 66 1.346 1.7 80.3 81.1 1.0 2.66 .6 1604 71 66 _{.261 1.7 83.5 84.4 0,9} .6 1604 71 66 _{.484 0.8 95.0 96.4 1.6} .6 1604 71 66 _{.935 1.7 83.3 84.3 1.0 1.97} .6 1604 71 66 1.346 1,7 80.3 81.1 1.0 1.97 .6 1604 71 66 _{.451 2,0 77.5 78.3 0.9 1.97} .6 1604 71 66 _{.862 1.9 76.1 77.0 1.0 1,97} .6 1604 71 66 _{.41.1 2.0 70,9 71.7 1.0 w• Ile} Int. 1604 71 66 _{.484 0.7 94.8 96.1 1.5} Int, 1604 71 66 _{.745 /.3 88.8 89.8 1.0} MO OW Int. 1604 71 66 _{.936 1.6 82.9 83,8 0.9 1,88} Int. 1604 71 66 _{.935 1,6 82.9 83.8, 0.8 1.88} Int. 1604 71 66 _{1.346 1,6 79.8 80.6 0.9 1.88} Int, 1604 71 66 _{.261 1.6 63.2 84.1 0.8} W• Int. 1604 71 66 _{,451 1.9 77,1 77.9 0.7 1.88} Int, 1604 71 66 _{.451 1.9 77.1 77,9 0.7 1.8/} Int. 1604 71 66 _{.862 1.6 75.7 76,5 0.8 1.88} Int. 1604 71 66 _{.190 2.5 71.0 71.4 0.6 1.88} Int. 1604 71 66 _{.190 2.5 71.0 71.4 0.6 1,88} int. 1604 71 66 _{.601 2.0 72.3 72.9 0.7 1.88} Int. 1604 71 66 _{.411 1.9 70.7 71.4 0.7} .2 8.81604 71 66 _{.411 1,9 70.7 71.4 0.8} _ MP an _ .1011. 411W ▪ ou OW. WO OW 4WD alb WM. •III WO oW1 we MO 101. WO WRO .111 22 .11? 2.4 .03$, 26 .045 26 .076 29 .117 30 .034 29 *075 30 .039 30 .045

52

.067 34 .075

36

.075 36 .116 3'/ .024 34 .034 35 .034 36 .074 37 .011 35 .011 36 .050 37 .039 37 .039 37

Second lining. _{105.46 Int. 1604}

Second lining. _{108.33 .6 1604}

•‘bove Oaspbell Diteh.111.60 .6 1604

First lining. _{117.79 .6 1604}

Below Osespball Ditch.111.77 .6 1604

Second lining. _{106.34 .6 1604}

Below °emboli Mb:Z.111.77 .6 1604

Seconi lining. 106.34 .6 1604

Second Unix& 106.34 .6 1604

First lining. _{92.83 Int. 1604}

Above Cambell Ditch. 96.37- Int. 1604 Below Cbmtpbell Ditch. 91.04 Int. 1604 Below Omspbell Ditch. 94.22 .2 4.8 1604

Seoond lining. 87.13 _{Int. 1604}

Above Osig;ibell Ditch. 96.37 Int. 1604 Below Oampbell Ditch. 91.04 Int. 1604 Below Campbell Ditch. 94.22 .24,8 1604

Second lining. 87.13 Int. 1604

Below Owspbell Ditch. 91.04 1st. 1604 Balm Canpbell Ditch. 94.22 .2 8.8 1604

Seoond lining.

87.13

Int. 1604

Second lining. 87.13 Int.

1604

Sear lining.

87.13 Int. 1604

108.63 111.13 111.70 117.83 113.82 108.43 113.77 108.39 106.38 92.87 96.44 93.00 96,18 89.13 96.39 92.95 96.13 89.08 92.93 96.11 89.06 87.17 87.17 7.64 11.43 6.47 4.30 8,31 13.70 4.02 9.40 5.39 7.47 3.90 7.34 4.16 11.21 -3,56 -0.12 -3,30 3.75 3.44 0.26 7.31 3,87 7.05 5.68 8.49 114.79 8.88 8,89 8.91 10.90 13.11 16.43 5.23 7.85 4.45 8.33 -13.64 -0.27 -7.32 4.35 118.11 1.37 12.16 9.42 17.15 4.E8 1,15 6.93 1.71 26.98 4.81 7.25 1.51 7.27 1.73 8.34 2.05 7.56 1.86 9AI 2.32 11.73 2.99 15.36 2.63 6.21 .95 7.82 1.63 4.44 .87 8.30 1.69 -14.69 4.65 -0.291-0.057 -7,89 -14.54 4.69 0,93 18.79 4.15 1.42 0,31 12.62 2.73 10.35 2.16 18.20 3.93 *an Mean 2 Mean $ Mean 4 Mean 5 Mean 6 Mean 7 Mean 8 7. 10.95 7,24 5.26 6.56 .43 13.36 10,11 1.6 2.07 1.63 1.08 1.38 ,09 3,04 2,23 1 1 4, 2 5 1 6 3 7 5 5 1 4 6 6

32 Alta Main, earth hau 159l

33 seotion,first _{' 162}

34, mile fine sandy , 171 loam; rest clay

adobe head head head 896.79 715,24 620.78 .2 4.8 1728 77 55 .2 4.8 1728 77 55 .2 8.8 1728 77 55 1.286 4.1 92.3 94.1 2.8 9.37 1.286 3.7 90.0 91.6 2.6 8,69 1.261 3.4 68.6 90.1 2.4 10.37 ••• WO sob WO .216 .209 .204 160 163 172 H. W. Bridge H. W. Bridge Eleoond. 930.25 .2 8.8 1728 _{939.84 43.05 -33.48 -3.73 -542} 736.41 .2 8„8 1723 _{745.31 p40.07 -23038 -13.27 -4.18} 583.74 .2 8,8 1728 _{59441 26.47 20.99 3.38 3.81} 9 Mean 620.78 706.4 35 Alta 2ast Branch,

36 earth section, 37 Sandy loam. 38 39 40 Period 4 P.M. 6/17/25 to 6 P.M. 08/25 165 _{Orosi Lateral 39,01 .2 8.8 1728 77 66 1 .668 2.3 25.8 26.9} .80 _ _ _{_ - .021 166} 167 _{Orosi Lateral 39.45 .2 4.8 1728 77 66} .658 2.2 26.7 26.8 .83 - - - - .021 168 169 Orosi Lateral 61.09 .2 8.8 1726 77 66 _{.658 2.6 27.4 20,8 .97 .65 - - .023 170} 1% _{°rola Lateral 50.71 .2 8.8 1728}

_{77 66}

.658 2.6 26.8 28.0 .88 1.35 - - .022 175

177 Orosi Lateral, 57.88 Int. 1728 77 66 _{.688 a.7 27.1 28.5 1.0 1,64}

wo OW .023 178

180 _{Opel Lateral 72.20 Int. 1728 77 66}

.6683.0. 29.6 14) .80 - - .023 181 Mean 1 53.34 Sand Crook. Sand Creek. Sand Creek. Sand Creek. Said Creek, Sand Creek. •

(a) lvaporati on tank

temps tutu

roe

.

_{?est =bergs 9 to 31, incl.}

(b) last 1;azoli record. Teat numbers 32 to 34, inol.

Note: The _{gative signs indicate gains.}

Mean 9 5.38

_3.81

-.068 -.077 38.94 .2 8,8 1728 364.96 .05 .076 _{.195 .046 1} 40.10 .2 8.8 1728 40.12 _{-.67 .1.018 -2.21 -.621 1} 61,01 .2 8.8 1728 61.68 -.59 _{-.897 -1.47 -.510 1} 50.89 .2 8.8 .1728 _{511014r -1.55 -2.366 -4.65 -1.38} • 1 58.16 /at, 1728 _{80.011 -2.44 4.708 -6.44 .2.13 1} Int, 1728 73.21 -.01 -.152 -alp • 084 1 an

eV) ,41 f/q6 B k 4 3 3 _{41'41103 mvii.aiLy_wwi_24.4.} Upver ttatia Average

tempera-ttlre Lower etationt. _*ILL

4 , Lower discharge, evaporation, diversions & leaks. .3eeX3I60 . . S

•

_.

4 i

A 0:

.

s;

2

s;

•

ed 1 i

.

wirt-34

't ?i O4 . $11 r4 a I

i

04 so

a

a

, 4 • 0 $4 o

of

44 P1 14 lk ill. 1/4 0 V4 $4 1 erl r 1; 0 0 0 14. 8 1 0

i k

0 I Po 40 0 ,..4 •

' 3

I?

PO

A t ie 0 4

.3

g

w

&

0

_..4

.40

_I

i

0 • 0

i.

.3

N

11

0

4..

.

.

_r o f4 14 tt .C4 k 4a le; fli C ill r 64

e.t.a. deg.deg, mi. ft. ft ft. ft. e.t.a, e.t.a, cif.*. of... o.t.s. c.f.i. o.t.s. . ou,ft.

1 2 3 4 6 . 6 7b_{_} 0 ib 11 12 13 14 1r It 17 18 if 20 21 22 23 Is 26- 26 27 28

,

41 Gage, conereteploams 38 Laser weir. 1e.23 Int. 1364'

42 4 sandy learns of 39 Lower weir. 16.14 Int. 6

43 various types. 40 Upper weir. 25,72 Int, 1364 67 53 11,68 1.9 8.4 1044 1.9 - - .4908 .052 '42 Lower weir. 24.66 Int. 1364 26.18 .54 .046 .179 .072

44 41 Upper weir. 26.13 Int. 6 67 53 11.68 1.9 8.4 10.4 1.9 - - .490 .032 43 Loser weir. 24,77 Int. 6 25.29 .84 .072 .276 .113

45 44 Upper weir. 26.61 .2 4.8 1364 67 53 46 Below tunnel. 26.70 .2 4.8 1364

46 45 Upper weir. 26.64 .2 4.8 6 67 53 47 Selow tunnel. 27.16 .2 4.8 6

47 48 Upper weir. 26.21 .2 4.8 1304 67 53 11.68 60

48 49 Upper weir. 24.72 .24.8 6 67 53 11.68 61

49 52 Upper weir. 23.64 .24.8 1364 67 53 11.68 1.9 8.4 10.4 1.7 8490 .032 54 Loser weir. 22.91 .24.8 1364 23.43 .21 .018 .076 .026 1

50 53 Upper weir. 23.24 .2 4.8 6 67 53 11.66 1.9 8.4 10,4 1.7 .490 .032 55 Lower weir. 22.45 .2 4.8 6 22.97 .27 .023 .099 .036 1

61 56 Upper weir. 84.72 .2 4.8 1364 67 53 11.68 2,0 8,5 10.5 1.7 .490 .033 68 Leger weir. 23.00 .2 4.8 1364 24.42 .30 .026 .106 .041 1

52 • ,67 Upper weir. 23.77 .2 4.8 6 67 53 11.68 2.0 8.6 10.5 1.7 .490 .033 59 Lower Intii 23.74 .2 4.8 6 24.26 -.49 -.042 -.177 -.065 1

53 11.66 .490 60 Lower wan 26.27 .2 8.8 1364

54 11.68 61 Lpeer, weir 23.97 .2 4.8 1364

)4eanl 24.54 Mean .097 .037

204.9

18

hr. Interval 2 F.M. Dec. 21, 1922 to 7 4.24 Dee. 29 1922. .030 .120 .047

55 imperial West Side 62 West drain. 260.27 .2 4.8 1604 66 52 14,69 5.5 32.8 37.1 1.8 2.49 .05 .368 64 Thillepsees'OrditeSng 269.24 .2 4.8 1604 272.13 8.14 .554 .:411 .244

56 Main, earth seotion 65 West drain. 276.05 .2 4.8 6 65 52 14.69 5.5 32.8 37.1 3.12 048 .388 67

57 Sand, fine sand, 68 at drain. 274.82 .2 4.8 3.604 66 52 14.69 5.6 32.8 37.1 1.8 5.68 .368 70 Thompson's Crossing 269.26 .2 4.8 6 275.31 -0.49 -.033 -.012 -.016 1

58 very fine sand & 68 Weet drain. 274.82 .24.8 1604 65 52 14.69 5.5 32.8 37.1 1.8 5.68 .368 71 2hoepeon's Crossing 265.56 .24.8 1604 271.60 3.22 .219 .080 .097 1

59 slay& silty *lay 72 West drain. 271.05 M.P. 1604 65 52 14.69 5.5 32.8 37.1 1.6 4.61 .64 .366 74 Thompeees °raveling 268.28 M.P. 1604 273.90 4,85 -.194 -.072 -.086 ' 1

60 of several types. 75 test dibain. 260.68 .2 4.8 1604 66 52 14.69 5.5 32.8 37.1 1.8 7.50 .10 .366 77 Thompson's Orossiag 269.18 .2 468 1604 277.15. 3.73 .264 .090 .112 1

61 78 lest drain. 273.87 M.P. 1604_ 65 52 14.69 5.5 32,8 37.1 1.8 7.64 .368 SO Thoipson's Crossing 263.26 _LP. 1604 271.27 2.60 .177 .065 .078 1

Mean 1 275.96 an .069 .bYt

277.5 Period from midnight Jan. 22 to midnight Jan. 251 1923 . _ .309 .111 .136

i•ii

e;2 Imperial Fi1tree, 01 Head. 6.15 Int. 1E04 65 52 3.17 .9 6.6 7.0 1.4 .016 82 Second bridge. 8.38 Int. 1604 5.40 0.75 .237 3.85 .654 1

63 earth section, fine 83 Head. 5.94 Int. 1604 66 52 1.37 .9 7.3 7.8 1.1 .008 84 First bridge. 5.46 Int. 1604 5.47 0.47 .343 5.77 .719 2

64 sand of several 83 Head. 5.94 Int. 1604 65 52 3.17 .9 6,6 7.0 1.4 .016 85 3eoomi bridge.. 5.58 Int. 1604 5.60 0.34 .107 1.80 .250 1

65 types & silty clay. 84 First bridge. 6,46 int. 1604 65 52 1.60 .6 6.6 6.2 1., .006 85 second bridge. 5,58 Int. 1604 5.59 -0,13 -.072 -1.32 -.190 3

66 85' Mead. 6,02 Int. 1604 66 52 1.37 .9 7.3 7.8 1.1 .008 86 First bridge. 5.34 Int. 1604 5.35 0,67 .489 8.12 1.03 _{2 ,}

67 85' Head, 6.02 Int. 1604 65 62 3.17

.9

6.6 7.0 1.4 .016 87 Second bridge. 549 Int. 1604 5.41 0.61, .192 3.19 .449 1

68 86 First bridge. 6,34 Int. 1604 65 53 1.80 .8 5.9 6.2 1.7 .004 87 %mood bridge. 6.39 Int. 1604 5.40 -.06 -.033 -0.62 -.087 3

Mean 1 6.04 Mean 126 All

Mean 2 5.98 Mean 2 6.96 .873

Wan 3 5.40 Moan 3 -,97 -.138

(a) From reeord of De*. 28, 1922. Test anthers 43, 44, aid 49 to 52. inel.

-T,4 1 LA ILI_ 4.4 AP.Aiii IAA Ift.S.

thaar Oen-04

versa;

emPera-LOU MAIO; %MAW

10411-.

•

./ ril

•

1

I-wi ei 0 NS ri 0 4 ..1 0 0 i ft , Si . a ff ...• i I a

3

4

'g4 •

ill

11

4 4

3

g

g • 4; c; 0 o 6 t .!.1 i I.4

P4

$.4

S. g o P.4 !ae a s 0 f:31 0 4 S . 2 .2 '.4 v. t is I , I

/ft if

mi S ir 4a

0 g r

.323i

io

r

I

1

i

v

.

....

_v.

₁

_{• '8}

•

₄

d 6 4. S *

ill

i :ii

-‘ 6

mil ...

k 0 E

A i 0 ..f4

4•1$

2

.

_4.

a;•

4?

ril

•

4

k

•

d

4

s .

,

1

•

4

I

4

0 "4 40

el

..1

.2 4

El 1

o.fol. •dei.deg. mi. ft ft. ft. ft. oa••• sal... o.f.s o. f.s • e.t.a. ' o,,f.s.-0.f.e. oa.ft.

5 6 789 10 11 12 13 14 15 16 1?8 19 ao 21 22 23 98 aB t 27

69 Maned Yosemite 70 LeOrand4 earth 71 seetiona loams, 72 gravelly loans, 73 clay loess & clay 74 adobe. 75 , 76 77 ta , 79 80 81 82 83 84 ' 85 86 67 ea 89 90 91 92 93 94 95 96 88 89 88 89 90 91 94 95 94 95 96 97 100 1.01 100 101 102 103 106 3.07 109 110 113 114 151 151 154 155 Films No. 1 Flume No. 1 Flume No. I Flume No. 1 flume No. 2 Flume No. 2 nuns so.l. Flume No. 1 Flume No. 1 Flume No. 1 Plum No. 2 Flume No. 2 Flume No. 1 Flume No. I Flume No. 1 Flume No. 1 Flume No, 2 Flume No. 2 flume No. I Flume No. 1 Flues No. 1 Flume No. 1 Ammo No. 2 Flume No. 2 Twin Bridge Twin Bridge Twin Bridge Twin Bridge 25.69 26.57 25.69 26.57 20.47 21.56 44.63 45.45 44.63 45..45 43.18 44.22 67.57 68.61 67.57 68,61 58.82 60.36 56.42 57.68 48.68 50.08 41.57 41.90 101.57 101.57 93.45 94.76 Int. 1364 Int. 6 Int. 1364. Int. 6v Int. 136ki Int. 6uf• Int. 1364 Int. 60 Int. 1364 Int. 611 Int. 1364 Int. 611 .2 4.8 1364 .2 4.8 61 .2 4.8 1364 .24.8 61) .2 &A 1,36k .2 4.8 6u Int. 13641 Int,

6

Int. xast Int. 6' Int, 1364 Int. 6 Int. 1728 Int.. 1728 .2 &.8°1728 Int.°1728 82 68 82 68 82 68 432 68 6.801 1.4 20.3 21.2 .88 .026 .145a 6.801 1.5 20.3 21.4 .90 .026 .145 9.977 1.4 19.7 21.2 .84 .045 .211 9.977 1.5 20.0 21.4 .89 .045 .214 3.176 1.3 19,1 20.6 .80 .019 .068 3.176 1.4 19.4 21.1 .84 .019 .069 6.801 2.1 22.1 23.5 1.1 439 .158 6.801 2,1 22.21,23.6 1.1 .039 .159 9.327 2.1 21.9 23.6 1.1 .070 .219 9.527 2.1 22.0 23.7 1.1 .070 .220 2,525 2.1 21.8 23 4 1.1 ' .031 .063 2.525 2.1 22.0 23.6 1.1 .031 .063 6.801 2,5 23.4 25.1 1.3 454 .167 6,801 2.6 23.5 25.3 1.3 .054 .168 9•327 2.6 834 25.4 1.2 .085 .233 9.327 2.6 23.1 25.3 1.3 .085 .251 2.525 2.4 22.2 24.8 1.2 .031 .064 2.525 2.5 22.2 24.8 1.2 .031 .064 9.327 2.3 22.5 24.5 1.2 .083. .225 9.327 2.3 22.15 24.5 1.2 .081 .225 9.327 2.2 22.1 23.9 1.1 .075 .223. 9,527 2.2 22.1 24.0 1.1 .075 .221 9.512 3.2 24.6 27.4 1.5 ' .283 .257 9.512 3,2 24.6 27.4 1.5 .283 .257 9.512 3.1 24.5 27,0 1.4 .197 .254 9.512 3.1 94.4 27.0 1.4 ,197 .255 90 93. 92 93 92 93 96 97 98 99 98 99 102 103 104 105 104 105 108 108 111 112 152 153 156 166 Flues Flume Bear °reek Bear Oreek Bear °reek Bear Creek Flume Flume TRII1101 Tunnel Tunnel Tunnel Flume Flume Tunnel Tunnel tunnel ttallnel Tunnel Tunnel 11111121. 1 Tunnel „ No. 2 20.47 Int. 1364 No. 2 23..56 Int. 6w 16.25 Int. 1364 21.30 Int, 6b 16.25 Int, 1364 21.30 Int, 6t No. 2 43,18 Int. 1364

No

•

2 44.22 Int. 613 44.52 Int, 1364, 45.56 Ink. 6w 44.52 Int. 1364 4,5.56 Int, 6b No. 2 58.82 .2 4.8 1564, No. 2 60436 .2 4.8 eu 59,64 .2 4.8 1364, 68.56 .24.8 6u 59.64 .2 4.8 1364 58156 .2 &A 6b 50.11 Int. 1364 50.67 Int. 1384 44.84 Int. 1364 45.04 Int. 6 89.47 Int. 1728 90,88 .2 &A 1728 86.87 Int, 1728 ' 86.87 Int. 1728 20.64 21.716 16.51 21.56 16,34' 21.39 4348 44.42 44.81 45.85 44.61 45.65 59.04 60.58 59.96 58,88 6*.74 58.66 50.98 50.98 45.14 45.54 90.01 91.42 87,32 87.32 5.05 •743 4.84 .712 9.18 .920 5.01 .502 4.13 1.300 0.17 .054 1.25 .184 1.03 .151 -.18 -.019 -AO -.043 1-1.43 -.566 i-1.43 -.566 8.53 1.254 8.05 1.181 7.61 .816 9.73 1,043 4.92 -.364 1.70 .673 5.44 .583 6.70 .718 3.54 .380 4.74 .508 11.36 1.194 9.95 1.046 6.13 .644 7.44 .782 2.89 2,68 3.58 1.89 6.35 .250 .412 .352 -.043 -.095 -1.31 -1.28 1.86 1.72 1.21 1.52 -.619 1.12 1.03 1.94 .781 1.01 1.18 1,03 .689 .825 -2.75 .573 .544 .710 .584 1.032 .042 .128 .105 -.013 -.030 -.394 -.394 .817 .764 .526 .674 -• 240 .444 .389 •479 .260 .346 .713 An .390 .474 1 1 3 ' 3 2 2 4 4 a 3 2 2 4 4 2 2 2 2 5 6 5 5 Tunnel Tunnel 111223211111 Muni •i-_{., Win 1} Wan 2 Mean 3 Moan 4 mean 5 26,13 54.89 56.56 51.64 97•74

95.25 Period from 11 P.M. 6/8/25 to 6 A.M.. 6/12/23

S leen 1 Mean 2 !ban 3 *SA 4 Mem 5 .91 1.22 -.398 .938 667 .561i .336 .465 -.159 .551 39 97 Merced,Burohell 157 Burohell 13.39 ,

Int, 1728 82d 68d 1.822 1.9 12.0 13,0 .75 .0241158 Santa Fe A.R. 13,26 Int. 1728 13.28 0.11 .060 .450 ,076

Lateral; earth section; loam & clay adobe. Mean 1 13.39 Memel , .450 .076 , (a) From (b) Hoff (a) Measurements (f) Yoseatite 1

June reoorl. Tests 69 to 90, inol. weedlose propeller meter.

made on different dirs. Tests 95 & 96. LeGrand records.

Ljt) L

_A.

PAGE )1.. it 5 t7 /I it N T 8,0

Upper statical.

terage

mpera-tare. _ stati On • 3e4magp lass,

?est number. Name , lining and soil class.

.

4 o •

4,,

'

.

0

§

1 0

0 t V :I g3 .

4

2

_Lower Lower discharge, evaporsti on, divers ions & leaks • i

•

41 • r•

S

4.1 4

a

0

0

' g

p

.1

k

i

i

.4 m

t

j

a

A

4

4 $

:

- -1 4

S4 ia, 54

° i A t

g I

1.4 r4

A k

"g

Te

.

)

t

1 I k

r

I I I

re 1

I n

f

.

.

'

3 A

1

1

if

0

.1

.

i

i

6

g

a

. v

eg

4

k4

•

-4

_V

i4

a

,

x

:

"

3

g

Ri.fit

t

4

i i

641

.

..f..•

deg.deg. mi. ft. ft ft. ft. c.f.i. c.f.. • o...e . o.f.s. a .s. a.f.s. o.f.s % mat

1 2 3 4 5 6 7 8 9 10 11 12 13 14 lb 16 17 18 19 20 21 22 23 Pit 25 • 26 27 28

98 ;Aderson-Cottomwood 115 Station No. 1 128.82 int. 1364 72 64 1.932 3,7 33.7 35.0 1.3 1.43 .68 .083 117 Station No. 2 124.34 Int. 1364 126.53 2.29 1,185 .920 .564 1

99 Maingearth sectional& Station No. 1 124.41 Int. 6 72 64 1.932 3.7 33.7 35.0 1.2 1.43 .68 .083 118 Station No. 2 122.19 int. 6 124.38 .03 .016 .013- 407 1

100 gravelly loam of 119 Station No. 1 141.28 .2 &.8 1728 72 64 1.932 4.0 24.3 35.8 1.3 2.83 .51 .084 121 Station No. 2 134.75 .2 3.8 1728 138.17 3.11 1.810 1.14 .736 1

101 different types. 120 Station NO. 1 143.35 .2 3.8 6 72 64 1.932 4.0 34.3 35.8 1.3 2.83 .51 .084122 Station No. 2 136.57 .2 3.8 6 139.99 3.36 1.739 1.21 .795 1

102 123 Station Nol 1 146.24 M.P. 1728 72 84 t.932 4.1 34.7 36.3 1.3 5.19 .77 .085 124 Stqtion No 2 138.53 M.P. 1728 14447 1.67 .864 .591 .309

Mean (Ti 155.82 lean (11 $791 .408

103 inderson-Oottonwood 125 Station No. 5 68.74 Int. 1728 72 64 4.914 3.1 22.9 34.8 1.1 17.40 1.55 .143 127 Station MO. 4 48.57 Int. 1/28 67.66 1.08 .220 .320 .145 1

104 Itainlearth section 126 Station NO. 3 64.77 Int, 6 72 64 4.914 3.1 22.9 24.3 1.0 17.40 1.55 .143 103 Station No, 4 50.49 Int. 6 69.56 -4.81 -.979 -1.51 -.646 1

105 loam 3 gravelly 129 Station No. 3 67.16 .2 &.8 1728 72 64 4.914 3.0 22.7 24.5 1.1 19.18 1.86 .142 131 Station No. 4 46,32 .2 3.8 1728 67.30 ... .14 -.028 ..042 -.019 1

106 loam - different 130 Station No. 8 68.89 Int, 1728 72 64 4.914 3.0 22.7 24.5 1.1 19.18 1.66 .142 132 Station No. 4 , 46.93 Int. 1728 67.91 0.98 .199 .289 .133 1

107 types, 133 Station NO. 3 75.50 .2 3.8 1728 72 84 4.914 3.2 23.2 25.1 1.1 15.86 1.79 .145 135 Station No. 4 64.61 .2 31.8 1728 72.21 3.19 .649 .860 .423

1

108 134 Station74o. 3 76.76 Int. 1728 72 64 4$,914 3.2 23.2 25.1 1.1 16.86 1.70 .145156 Station le. 4 54.69 Int 1728 72.39 4.37 .939 1.16 .579 1

Nean (11 70.30 . *an RI .225 .104 ,

109 Anderson-Cottonwood 137 Green's Bridge 8.10 Int. 1728 72 64 .606 .9 8.5 9.0 1.2 .06 .007 139 lbeeloes Bridge. 6.28 Int. 1728 644 1.78 2.904 35.9 5.28

1

110 Lat. 90arth mso- 138 Green's Bridge 8.54 Int. 1728 72 64 .606 .9 8.5 9.0 1.3 .05 .00? 140 Wheeler's Bridge. 6.70 Int. 1728 6.76 1.78 2.937 34.4 5.34

tion; gravelly lawn.

lean III

8

. 3 2 *an (I) 15.1 5.31

111 Orland Lateral No. 141 Lined section. 12.75 Int. 1728 88 77 .696 1.0 10.4 11.4 0.89 .013 142 Bri.dge. 9.84 Int. 1728 9.85 3.90 5.60 40.7 8.04

112 81 earth sectiont gravelly,sandy loam.

143 Lined section, 14.06 .2 3.8 1728 88 77 .696 1.8 10.4 11.4 0.90 .015144 Bridge. 9.94 .2 3.8 1728 9.95 4.10 8.89 41.9 8.45

Mean (1) 13.00 Mean (1) 41.3 8.24

113 Orland Lateral No. 145 Moak 7.63 Int, 1728 88 77 .831 1.2 7.3 8.2 1.0 .011 147 Lower Oheck. 5.60 Int. 1728 5.51 2.12 2.545 33.4 5.09 1

114 110;earth notion; 146 Check 7.91 int. 6 88 77 .831 1.2 7.3 8.2 1.1 .011 148 Lower (heek.

5.89

int.

6 5.90 2.09 2.52 31.5 5.03

1

grave 1 4 , 8 a nty

loam.

loan (1) 7.g1 WAD. (1) 32.5 5.06

115 Orland Lateral No. Upper weir. 1.71 Oip.Weir 88 7? 1.629 .5 5.6 5.8 .63 .008*-.016 Lower Weir. 1.62 Cip.Weir 1.64 .07 .043 2.51 .121 1

116 811;concrete; Upper weir. 1.71 elp.Weir 88 77 1.202 .4 5.2 6.3 .94 .011 Middle *Ir. 1.67 Cipabir 1.60 .03

.025 1.46 .077 2

117 gravelly,sanky Middle weir. 1.67 04.1%ir 88 77 .427 .7 6.4 6.8 .38 .008 .005 Lower Weir. 1.62 Oip.lbir 1.63 .04 .04 5.63 .216 3

118 loam. Upper weir. 1.68 Olp.Weir 88 77 1.629 .5 5.6 5.8 .62 .008 .016 Lower Weir. . 1.58 Oipsikeir 1.60 .08 .049 2.92 .138

i

119 Upper weir. 1.68 Olpabir 88 77 1.202 .4 5.2 5.3 .92 .011 Middle Weir. 1.62 Olp•Weir

1.63 .05 .042 2.50 .130 2

120 Middle weir. 1.62 Olp.Weir 88 77 .427 .7 6.4 6.8 .37 .008 .005 Lower Weir. 1.58 01p.lbir

1.59 .05 .070 442 .168 3

. 121 Upper weir. 1.68 CipAtir 88 77 1.629 .5 5.6 5.8 .62 .008 .014 Lower Weir. 1.58 Oipaleir 1.60 .08

.049 2.92 .138 1

122 Upper weir. 1.68 Cip.ftir 88 77 1.202 .4 5.2 5.3 .92 .01L Middle Weir. 1.60 Oipabir 1.61

.07 .068 3.45 .179 2

123 . Middle weir. 1.60 01Pelloir 88 77 .427 .7 6.4 6.8 .37 .008 .006 Lower leir. 1.58 011uleir

1.09 .01 .023 1.44 .065 • 3 Mbau (1) 1.69 ben (-11 2.78 .133 Moan (2) 1.69 , . Mbaft (2) 2.47 .129 Moan(S) 1.63 Mean (5) 3.82 .160 , ,

124 Orland Highline; 49 End lining. 131.24 .2 2.8 1728 88 77 2.650 2.8 24.9 26.8 2,2 .53 .37160 Mute. 128.26 .2 6.8 1728

128.71 2.53 .956 .728 .683

concrete; loam. Moan (1) 131.24 , leas

CU

.728

.583 Note: The negative signs indicate gains.

,‘v Upper station.

1...1iLlfri too

Zfi r 1411 4.101-0 " T

(opera tire. g r4 1 2 125 Fresno Houghton; 126 earth section;

127 sand & sandy loom

128 129 130 131 132 1.33 134 135

Fresno Briggs Dito. earth section; loam & sandy loam of different type

136 Turlook Highline;

137 earth seotion;

Loam, sandy loam & clay loans of different t 138 139 140 141 142 143 144 145 Turlock Lateral No. 17-B; earth sebtion.; eard & sandy loans of different types. 146 147 148 149 150 Sutter-Butte Main; earth section; . loam. 151 152 155 154 155 166 Sutter-Butte Green lateral; earth section; clay adobe.

0

3

c.f.s. 3 4 5 6 1815 Grant Ave 189 Grant Ave. 194 Grant Ave. 83.34 56.04 76.28 .2 6.8 1728 .2 6.8 1728 .2 6.8 1728 -an • 640 196 197 201 .202 201 202 205 206 Head Head Head Head Head Golden Dawn Golden Dawn 34.27 34.34 34.17 34.17 34.17 34.17 30.15 30.67 .2 6.8 1728 Int. 1728 .2 6.8 1728 Int. 1728 .2 &A 1728 Int. 1726 .2 6,8 1728 Int. 1728 an 1 Mean (2) *an (3) .24 34.17 30.41 34.24

8

Head Bead 137.94 135.27 .2 6.8 1728 Intl. 1728 an 12 13 216 17 216 17 221 222 Head Head Mead Head Head Head Section 22 Section 22 17.03 17.62 17.26 17,82 17.26 17.82 14.85 15.86 .2 6.8 1728 Int. 1728 .2 6.8 1728 Int. 1728 .2 6.8 1728 Int. 1728 .2 6.8 1728 Int. 1728 an *an (2) Mean (3) 1 .1. 17.54 15.36 17.14 223 226 227 231 232 Cox Spillway Oox Spiliway Oox Spillway Oox Spillway Oox 210.58 206.91 209.39 178.48 176.42 .2 6.8 1728 .2 6,8 1729 Int. 1728 .2 6.8 1728 Int. 1728 235 236 239 240 243 244 Flume Flume Flume Flume Flume Flume 5.94 .2 6.8 1728 6.14 Int. 1728 5.15 .2 6.8 1728 5.77 Int. 1728 5.63 .2 6.8 1728 5,76 Int, 1728 9 89 78 89 78

89 78

89 78 89 78 89 78 89 78 89 78 89 78 89 78 89 78 ,90 78 90 78 90 78 90 78 90 78 90 18 90 78 90 78 90 78 90 78 68 62 68 62 6862 68 62 68 62

g:,ggggs

62 62 62 62 62 62

4-44 0 114 0 F3)

TA'

ta Lower station.

mi. ft. ft. ft. ft. e.t.a. o•f•s•al•f•a.

10 11 12 1.6 1.4 15 16 17 18 19 21 22 1.742 2.4 31.8 32.9 2.24 1205 1.742 1.9 30.6 32.0 2.67 7,89 1.742 2.3 31.5 32.7 2.16 14.48 .04 .099 .02 .095 --.05 .096

186 bat Lim Ala,

190 lest Lawn Ave.

195 ibst LaWn Ave.

72.87

.2 6.0 1728 50.I2 .2 4.9 1728 61.83 .2 6.8 17E8 Period midnight to 10 P.M. 8/14/23. 4.351 1.8 4.361 1.8 4.361 1.8 4.351 1.8 1.389 1.8 1.389 1.8 2.962 1.9 2.962 1.9 13.2 14.3 1.54 13.2 14.3 1.56 13.2 14.3 1.56 13.2 14.3 1.55 12.0 13.1 1.70 12.0 13.1 1.71 14.0 15.0 1.35 14.0 15.0 1.35 .12 .102 .12 .102 .16 .102 .15 .102 02 .030 .02 .050 .13 ,074 .15 .074 198 199 203 204 205 206 203 204 Jensen Aye. Jensen Ave. Jerson /M. *TOMO n &n. Golden Dawn Golden Dawn Je nee n Ave. Jensen Ave. 28.94 29,68 29,88 29.46 30.16 , 30.67 29.815 29,46 .2 6.8 1728 Int. 1728 .2 6.5 1720 Int. 1728 .26.6 1728 Int. 1728 .2 6.8 1728 Int. 17-:

Period from 8 A.M.

8/18/21

to 10 A.M. 8/19/23

0 '.23 4.0 29.1 31.9 1.38 12.23 4.0 29.1 31.9 1.37 .402 .403 4.22 4.22 4.22 4.22 1,79 1479 2.43 2.43 1.7 1.7 1.7 1.7 1.3 1.3 2.1 2.1 12.3 12.3 12.3 12.3 11.8

11.8

12.7 12.7 13.1 13.1 13.1 13.1 12.4 12.4 13.8 13.8 .72 1.48 .74 1.48 .76 .78 1.30 1.36 .55 .57 .05 .059 .05 .059 .18 .059 .18 .059 .02 .024 .02 .024 .16 .035 .16 .035

209 Bast Ain. Bridge 130.31 .2 6.8 1728

210 Mast Ave. Bri.. 150.64 Int. 1728

c.f.e.

Seers loss.

r4 1-4

o.f.s. ca.s. =oft.

23 85.16 MOO 76.36 4,82 -1.045 -1.25 -.520 -2.19 -1.257 -2.24 -,643 -.046 -.460 an 41. • ." 1 .462 .150 214 215 219 220 221 222 219 220 Section 17-20. Section 17-20. Section 17-20. Section 17-20. Sect ion 22. Section 22, Section 17-20. Section 17-20. 7.06 7.27 9.21 8.21 14.85 15.06 8.21 8 21 .2 6.8 1728 Int. 1728 .26.8 1728 Int. 1728 .2 6.8 1728 Mt, 1728

.8 6.8

1728 Int. 1728

Period from 2 P.M. 9 23 to 6 A.M. 9 4 23

6.553 5.1 6.553 5.2 6.553 5.2 6.653 2.7 6.553 2,7 40.8 41.0 41.0 33.1 33.1 43.6 43.8 43.8 34.5 34.5 1.1 24M 127.26429 1 65a 2.2 10.48 10.48 0.71- .090 225 0.89 .090 229 0.89 .090 230 .073 234 Pumping Station. Pumping Station. Pumping Station. Pumping Station. 162.80 .2 6.8 1728 166.70 .2 6.8 172e 168.33 Int. 1728 152.21 .2 6.8 1728

Period fros 4 All. 9/21/23 to Midnight 9/22/23. 3.036 1.41 16.3 16.8 3.036 1.41 16.3 16.8 3.036 1.42 16.4 16.9 3.036 1.42 16.4 16.9 3.036 1.55 17.5 18.0 3.036

1.55

17.5 18.0 .21 .68 .22 .68 .27 .28 .25 .26 .12 .12 .29 .29 .42 .42 .017 .017 .017 .017 .018 .018 237 Sionturi Flume.

238 ii)nt Uri Flume.

241 itonturi Flume. 242 Venturi Flume. 245 Vezituz Flume. 246 Venturi Flume. 1.54 1.51 4.12 4.08 4.27 4.31 .2 6.0 1728 Int. 1728 .2 6.8 1728 Int. 1728' .2 6.8 1728 Int. 1728 29.18 29.80 30.10 29.71 30.20 30.72 30.05 29 66 130.71 131.04 8.65 8.86 0.45 8.45 14.89 15.90 8.41 8 41 191.25 191.94 193.60 162.76 2.36 2.33 4.43 4.39 4.71 4.75 8..09 4.54 4,07 4.46 3.45 0.10 , 1.01 1.170 3.41 1.34 1,043 3.04 1.19 .935 2.74 1.07 1,025 3.00

1.17

2.86 8.37 3.57 2.48 7.26 8.10 .034 .113 .037 .341 1.11 .372 *an 1 Mean (2) Wan (5) 3,0 1.194 7.91 3.33 .617 .204 3.07 1.19 28 1 1 1 1 2 2 3 3 7.23 .591 .428 .303 4.23 .346 .256 .177 Wan 1 is .239 1 1 8.38 1.986 11.66 8.76 2.076 11.78 8.81 2.088 12.10 9.37 2.220 12.46 2.37 1.316 7.67 1.92 1,073 6.02 6.44 2.65 17.84 7.45 3.06 19 29 Mean (1) 12.00 Man (2) 6.83 Mean (5) 18.59 11.96 2.48 2.69 2.61 2.77 1.75 1.44 3.14 3.63 2.61 1.58 3.38 2.56 1 1 1 1 2 2 3 3 19.33 14,97 15,79 15,72 2.95 2.28 2.41 2.40 1.40 1.11 1.10 .85 1.15 .90 1.34 1,14 Man 1 1.22 5 1.11 0.86 3.58 3,81 0.72 1.38 0.92 1.01 1.179 19,8 1,15 1.255 20.4 1.22 .237 4.60 .23 .455 7.89 .44 .303 5.38 .27 .333 6.78 .30.

1

1

1

1

1

1

1

(11)0ae small diversion not measured, omitted. Note: The negative sigas indicate gains.

411,t 4 t.r of 8 . 4 1 Continuous record. 2 2 2 3 3 2 2 6 6 Continuous record. *or 6 Continuous zecord, 3 2 2 8 4 Oontinnous record. 4 4 1

5

6 2 2 2 3 3 3 3 Continus reoord. 4 Continuous record. 2 2 2 4 Continuous record. 2 2 3 Continuous record. 1 6 t §11:44 UWASLA Cs -$.S1 4 EiLiii_g_a • 2 Lindsay -Strathmore '

Alta Irrigation District Alta Irrigation District Alta Irrigation District Alta Irrigation District Alta Irrigation District Alta Irrigation District Alta Irrigation District Alta Irrigation District Alta Irrigatioa District Alta Irrigation District Alta Irrigation District

"10

Gage

Imperial Irrigation District Imperial Irrigation District bniAriel Irrigation District Imperial Irrigation District Imperial Irrigation District Flerced Irrigation,Distriot marled Irrigation District Merced Irrigation District

Mined Irrigat ion District

Merced irrigation District Named Irrigation District lisroed Irrigation District Anderson-Cottonwood Irrig. Dist. Anderson-Cottonwood Irrig. Dist. Anderson-Cottonwood Irrig. Dist,

Orland Project. Orland Project. Orland Project. Orland Project. Orland Project. Orland Project.

Fresno Irrigation Dist. Fresno Irrigation Dist. Fresno Irrigation Dist. Fresno Irrigation Diet, Fresno Irrigation Dist. Fresno Irrigation Dist. Turlock Irrigation Dist.

Turlock Irrigation Dist. Turlock Irrigation Dist. tadook Irrigation Dist. Turlock Irrigatica Dist. Sutter-Butte (knal Co. Sutter-Butte Canal Co. Sutter-Butte °vial Co. Sutter-Butte Canal 0o.

4 II 3 4 Lowli Zbe Main Main Main Main Main Main Main Main 14a in Main Bast Branoh Main Main at side .in

Vest side main Pillars. lateral. Fillaree lateral. Pillar.. lateral. Yosemite LeGrand. Yosemite LeGra,nd. Yosemite LeGrand. Yosemite Le Grand. Yosemite LeGratd. Yosemite La Grand. Bnrobell Lateral. Main n Lateral No. 9 Lateral No. 8 Lateral No. 101 Lateral No. 211 Lateral N. 211 Lateral No. 211 Hougb.ton Boughton Briggs Ditch. Briggs Ditch. Briggs Ditch. Briggs Ditch, Lateral 17 B. Lateral 17 B. Lateral 17 B. Lateral 17 B. Main Main Main Green Lateral.

Upper to lower station. Head to second

Head to socond

Head to second lining. Head to first lining.

First lining to second lining. First lining to above Campbell Ditch. Head to below Campbell Ditch.

First lining to below Campbell Ditch. Below Oampbell Ditch to second lining.

Above to below Campbell Ditch. °rola Lateral to Sand creek. UPPer weir to lower weir. Upper weir to lower weir. alit drain to Thompson Crossing.

Wee t _{drain to Thompson Crossing.}

H.ad to second bridge. Head to tint bridge. First to second bridge.

Yams No. 1 to tunnel. Pe.Z11 Bridge to tunnel. Farm Bridge to tunnel. Firma No. 1 to Flume No. 2 Plume No. 1 to Flume No. 2 Plume No. 2 to tunnel.

Burahell to Santa Fe Railroad. Station 1 to Station 2. Station 3 to Station 4.

Ghat, a Bridge to Wheeler's Bridge. End of lining to chute.

Lined section to bride*. Check to lower cheek. UPPOr to lover weir. UPPer to middle weir. Middle to lower weir.

Grant Ave. to WOStliMML) Ave.

Grant Ave. to ftetlawn Ave. ?bad to Jensen Avenne

Seal to Jenne n 1-,ve nae

Howl to Golden Dawn

Golden Dawn to J.nsen Avenue Howl to Swat Avenue Bridge Theod to Section 17-20. Head to Section 17.20. Heal to Section 28.

sipotion 22 to Section 17-20. ozt gpillway to ?toping Station.

cox Spillway to Pumping Station.

Spiilina to Pumping Station. Flume to rating flume.

5

_Average

•

o.f.a,

Clay loam adobe. (unite

Fine sandy loam & adobe. Fine sandy loam & adobe. Fine sandy loam & adobe. Pine sandy loam.

Adobe. Adobe. Loam & adobe. Loam & adobe.

Adobe. Adobe. Sandy loam.

(a)Two tests omitted.

Note: The negative signs indicate gains.

Loses & sandy loam. Loam & sanly loam.

Sand & al ow.

Sand & clay. Sand & silty clay.

Silt, clay. Sand

Loam & adobe.

Loam 6 adobe.

Loam & adobe. Loam & adobe. Loam & adobe. Loam & adobe. Loam & adobe. Gravelly loam.

Loam & gravelly loan. Gravelly loam. Loam Sandy loam. Sant, loam. Sandy loam. Sandy loam. Bandy loan. Sand & sandy loos. Sand tis sandy loam.

Loam & gangly los..

:aoart & sandy loam.

Loam & sandy loam. Loam & sandy loam. Loam,sandy loam,olay 1

Sand & sandy loam. Saul & sandy loam. Sami & sanity loam. Sand & Sand,* loam.

Loom Loam Loam Cl Of adobe. Oonorete. Concrete. Concrete. Oonoretis. Concrete. Concrete. peroant. 41.24 115.32 620,78 a 706.4 111.2,4 105.31 105.5b 107.60 101.15 99.01 96.37 53.34 24.54 24.9 275.95 277.5 6.04 5.98 5.40 5‘.69 97.74 98.gg 26.13 56.56 51.64 13.39 136,82 7000 8.32 131,2% 13.90 7.81 1.69 1.69 1.63 .71.89 64.7 34.31 34.84 34.17 30.41 136.60 17.43 17.14 17.54 15.36 208.96 207.4 178.48 5.75 IP" Per sq. ft. of wetted area cue ft. 9 -.0299 7.08 3.38a 10.93 7.24 5.28 6.56 .43 13.36 10.11 -2.517 .097 .120 .059 .111 2.96 6.96 -.97 .91 .938 .687 2.78 1.22 -.398 .430 .791 .225 35.1 .728 41.3 3245 2.78 2.4? 3.82 -LAS. .462 3.05 3.07 7.81 .617 .343 12,00 11.96 6.85 18.59 1.22 1.11 1.34 10.94 -.0153 1.65 3.81a -0.77 2.07 . 1.63 1.08 1.38 .09 3.04 2.23 -.782 .037 .047 .072 .156 .418 .873 -.138 435 .551 .39 .559 .465 -.139 .076 .498 ' .104 5.31 .683 8.24 5.06 .135 .129 .150 -.394 .150 1.194 1•1.9 3.33 .204 .259 2.61, 2.56 1.58 3,38 .95 .86 1.14 .595

Lit3rature Cited

1.- Darcy, Uenri. Les fontaine pubiiques de la ville de Dijon. Paris, 1856.

•

-Daugherty,

a.

_{L. keireulice, 46e p2. illus., New York and London. 1937.}

Gilboy,Glennon. Soil Mechanics Research, Transactions American '.;'ociety of Civil Ii.ngineers, Vol. 98, pp. 218-308, illus. 1933.

4.- Israelsen, O. W. and :organ, Elmo R. Specific Water Conductivity of an Artesian Aquifer, Transactions American Geophysical Union, 19370 ep. 568-574, illus.

5.- Israelsen, O. W., and Reeve,

R.C.

Canal Lining Lxperiments in the

Delta Area, Utah. Utah Agricultural Paperiment Station Bulletin 313 (Technical), 52 pp. illus. June 1944.

6.- Laverty, Finley B. Correlating Flood Control and Water Supply, Los Angeles Coastal Plain. Proceedings, ,emerican Society of Civil 4;ngineers. Vol. 71. No. 6, June 1945, p?. 831-848, illus. 7.- Mainzer, O. E. Outline of Ground Water Hydrology. Water Supply

Paper 494, U. S. Geological Survey, 71 pp., illus. 1923.

8.- Meyer, Adolph F. evaporation from lakes and reservoirs. Minnesota

Resources Corn . ission, 111 pp. and ap2endix. Illus. 1942.

9.- ,iitchelson, I. and mucieel, Lean C. Spreeding Water for Storage

Underground. U. S. Department of Atexiculture. Tech. Bul. No. 578, 80 pp., illus. 1937.

10.- Poisevilla, J. Recaerches experimentales sur la eiovement des liquides

duns las tubes de tres petit diametre. Mem. Sav-nts trange. Vol. 9,1846. 11.- Stearns, N. D. Laboratory rests on Physical Properties of Water-Bearing

Materials, U. S. Geological Survey Water-Supply Paper 596, pp. 121-176, illus. 1928.

12.- Tolman, C. F. Ground Water. 593 pp. illus. McGraw Hill, 1937.

13.- United States Bureau of the Census, Sixteenth Census of the United States. Irrigation of Agricultural Lands. U. S. Bureau of the Census,

Washington, D. C.

14.- Wenzel, L. K. Methods for Determining Permeability of Water-Bearing Materials, with Special Reference to Discharging-Well Methods.

U. S. Geological Survey Water-Supply\Paper 387, 192 pp. illus. 1942. 15.- Wenzel, L. K. The Thiem Method of Determintng the P3rmeability of

Water-Bearing Materials and its Application to the Determination of Specific Yield. U. S. Geelogical Survey, Water-Supply taper 679A, 57 pp. illus. 1936A

t

5.

\

Likexo4urc.

, c

1

PDArcy, Henri. Les fontaines publiques de ..03. vi/le de Dijon. Paris, 1856. „

ipt

igbrty, R.L. Hydraulics, 460 pp. illus., New York and London. i937.

Oempe-1.,

•

60-10.7,,feaw—V10.0,°4"q" Wet-re-10n , .S.D;, cr-',1a L. --e.,e,•;e_cir-e.:h

- f. tme-e•rs , roft.ct l Tp --.18"- '.o T,, .‘ o1ts.

--7 ‘sroelse,n;qw. ond m ar.ci on, 11.,,o.R..) cF,ec,,+,e, ,,,,on;e y l'_,m‘-• oc;- k lo 1.--1-t a '[.- a ''' "Tror,soc+ to N 64 n,e,r k c.,,,,, Ge.oph,,i,smo

k OnvOn , ici 37, F1' erus- 6-'74 )

\E. ..-2-1,2 c), .,,,,...1 -Qs, f`--C--',,-TLc2. _{. /} t'',1 r..;:-:,,i ir-rclir, q

-r-,

f ,,1"111)C-klit-

_{4 tl}

rt•-•, T)( CX`F'r t , 1 r”-^•,. rs — ti I . ' •

J

-r ,

Laverty, Finlay B., correlating Flood Control and Water Su,)ply, Los Angeles A

4-tz- _0)1-040 pc,laNdin,g,s, Ara3rioi.,4 3ociety of Civil inginears. Vol. 71. No. 6,

illus. Seempose-84‘.

er2

rneinzer# 70.E. Outline of GrouLd

Water ily131o6y. Water Suly Puper ₄₉₄

-U. S. Gao1o6ickl _{Survey, 71}

pp., MAW. -551,-S,_{4e—prtge-43. 1923}

••••

(war, Adolph F. Evadoration from iakes and reservoirs. 14innas,)ta Resources Co ,mi6sion, 111 dp. and a,) andix. IIIns. 1942.

lop* Mitchelson, A. T. and LAickell Dian C. Spreading Water for Storage Underground. U.S. Department of Agriculture. Tech. Bul. No. 578, 80 pp., illus. 1937.

Sae-page-SO.

(1))001-,ievi.Lle, J. Recherches experimentales,w sur le movement des liquiaes uans

133 _{tubes de tres petit diametre. M6.m.S-Lvants Etrange. Vol. 9, 1846/}

(aampintle

imatied=0114=imairnme

/—

/

naman s C. 17u.un1 .tar.

_{11Wititr 593 pp.}

_{Illus. McGraw Hill,}

_.,937.

• N

',United States Bureau of the Census, Sixteanth Ce;Ibus _I' the United States Irrii;Jtion of Agricultural 14,nds 4.1:--4i446-3r4=1/444&-g4tt+yee. U. S. Bureau of the Cetisls, ''As'aington D.C.

411:ftinzal,

L. K.,

_{Methods for Deterwining P:rmeability of Water-Bearing Materials,}

with Spacial Reference to Discharging-Wall *.ethods.

U. S. Geological Survey hater-Supply Pa,er 687, 192 pp. illus. 1942

(4100-141440-42114-14- 1_,

_{-The. 11-tiern Yle,4-hool}

ke_ -Terme

olo1114

tetv•inet d,

-“)42. al:,_{414erViettn 641bn 4+}

.,-A›e.rfc-- Y;e,Ics.

t 2

0,,c..,..lect,e•

Ct5 rre...q , _oper

_{(-,14r4 67}

NNW

6eepage LOOSeS from Irrigqtion Channels

fable of Contents _Page

Introduction ₁

Discussion

Factors affecting seepage ₄

Methods of measuring seepage

₉

Inflow and outflow ₁₀

Pits and pools ₁₄

Permelmeters ₁₆

1Lxparimenta1 data ₄₇

Seepage-cup permaameter experiments _a

french and pit experiments

Imperial Valley trenches and pits 62

D-vis trenches ₆₅

Pool experiments

Description of method 71

Eiesults of tests

Last Contra Costa District Main Canal 72

tlast Contra Cost istrict laterals 73

furlock District lateral ₇₇

Fresno District canal 78

Gage canal ₇₉

Colorado farm laterals ₈₀

Inflow-outflow measurements

Description of method ₈₂

Results of tests

Lindsay-Strathmore District Canal 85

41ta istrict canals 86

Gage canal ₉₀

Imperial District canals ₉₂

Merced District canals

₉₅

Anderson-Cottonwood District canals 98

Orland Project canals 100

Fresno District canals ₁₀₃

Airlock District canals ₁₀₄

Suttir-Butte canals ₁₀₇

oummtry of results of seepage measurements 108

Conclusions ₁₁₀

ci

Ta6Ae,_ 0+ (2,

c .t,k1417:› PocA,

1

F

ack- rs

tz

11-YT.C.:‘-‘11tcts 0+ PIC eSpri-ncr z

42,e1D

₉

k 144i oui anA eic

f,not)

t

Tub

n

IP co

t-,5

\

fz-

7---y.

ertrne,v14-6

t

cr6

,

aeek)einc,

-6oF

ermedmektr

or

deyferkmeirrhS

4reoctivaz

ris

exx,Ine

4-

rne-Vi.

Yet,

oVi

!>

4

7'f

ard

'7 1

Easf

C..orrl-ra

caocLi

Eo

Cell i-rd QtAtrciT

:

kir

otr:

rots

₃

1,st

rick

To

rto

,

17

2:As-kriGt-moo

.G ct e_cs n Ci

'I et

C

oi r

-

ct

do

4

_atm_ iO4-tectti;

11410,,o-coWbui rt-11244,twe-roavi-L5

_ Te6c4-*

n

1?

1.--ttAtisfa_-_L. 4_044611 i'5411

,,,tec:vt

k

is

cn 11

01

so

94ivttvz)vIiratti -Zin)d-a

- asIQ

Q

slovoolo

11(11

ClolAscrov

)

(24

snAvrtri

ousaifcl

‘4

Q tb)

S

VcAAtcrOv

Azq't

\--% 0

4 0-amta

c..oia5t .0

--poop\ uowo

tpos,vaptAy

• ?a

—a .1 n+to-ra

11

u

Ora ucg

.

.;,,etrettA LA.\

n-Gage Canal

Gage Canal, Rivirside, California, '„ s built in the period from 1885 to 1888. 2he liningvicee st:trteu aluost immediately thereafter

_nd completed in 1393. - eet-tion of the canal is shown in figure 26. Ihe lining used consisted of a 3/4 inch plaster coat of cement mortar which plied to the can 1 section without reinforcement or expansion

oint and. eltheuen the lining over 3d years old at the tieae of these tests, exeel,:t, for Lome buckling and minor failures it as still in Ilir conditic4. Ihe linin„ is now over 53 -years old :ma is still in service, the edze of the cenei varied .ecording to the quantity to be carried. c/t;.rtin6 1ft bucLoal:I2i of 10 feat ,t the head it decreased to a vadth of feut Lt the lo-.er .11d. ih thu siope,

3/4 to

1, were

\A)6et)We.`re-fic-t- 4-c. eresure_ais•t,v,e_nci iie•eir I 1,.1

9=4

- koe--

ciSL!Orn

-+ het+ +be. cre.. re4erre4

tri e c3c4,111.

4' 00%

i c

o e:4

3 4 7;

A)

'4 ‘

0C, 0

g'

7 4

*42 d

r)

'0-0

P t, Th6

b fri

Sr 0/

4 4)

Cji PO

rt) C/aL

0-4.

A ai

-1 1

- t-yylr

- 0

+(vol../

ly)

-411 4

Vt1x4 OW'. ire.

Him

--Ada 11

01

'

/# 01./

9 /

1 2Za

7 4V

a /

C 4

ryouPc1

.47,01, 1.40

4 0

/

V

,

.e 2C

t o

a. sw

,

945-

44/074,o

p

%N. -17

.c7i-f

ta- 744

.. 7c/epst,

LIQ (2

7 4,

t ,

/ 5/d,

wa./ 74

1 -7

4, 2tea

$2.-

7LP

I Thnevrotc, ±÷ -t,

4'fi4oi 74006„

Natty.

%;" --a /o (1

or7--4o/

c)

. /7

4 t8

eQ/

Q/ 7

$

Q4 cf/

4lity$W)

eiVod/t)

; 107

/ /71e,

swe/pece

/ 4,V e ll P)44 / 1 47

7 to4e./

/,0>ir:/.0/6 Ced

icid°9,L

CCAJA,

t

•

1,4Aa1.4

v

6d,a-4-4(

ctAAA) J7jr-N

4144-a

kpL,

a' ;)

•CLJ3

_teZ

A`AA"Qatr-

4_)U

4

-a

614)* e\.4----A—

(1;

•

F

(

2

A I

P),

(2_

K

K

r_ekt

r,

-e`

4(trd(4. 4471 a

"

&gt-e(24--0

t-AL,

I/ 9

1

0110-t,t,m.,

c-hAf

--zfyL*-.

4

--,--,--Ai

,..t.

I

--'Ar-,,,,---

/744.-„A.e.. , Ro-,14,74

242242i_.,----ei.---.

1_,4,,,, t, _{..,t e.4 j4f-44:14} , , .

.,..

-4 F

CH

-(I,'

... it

)

-7

7.--I(

Oivt"-)4.

A

•

•

.11111.0 IMMO. • hip

-4

11

....

2.3

AAtv-k

<

,

.7;ast4

2 :9? UP(44

444 -tts3

/-tri/:44AAI-A c

(

,

)

-

44 1/'-!_%14444

4444

C67)

•

1

-ti-v*vwc•e-44

maim

h

/4) il.(14

e.-eLivz

(

/

•

/sq

/#9 70771*

=

„a-d

t

et

irs

Tf

.A-7

/1C,5

sr

7

?

r-

1-..•••••••••••••••••••410M1.0...

F

(z—et)

.es

/47

19.

21 3

RE

4

Fir

--7

,

24r14-1 L

7C70

z

4-)

=

VA.

-A) 1(

•

1

•

):2‘

6it -

?6 L4OD •

ZleiA44x fr(44w. = 1/ -&AAA-/

77,-44,L4.

4-y/k

•

(-)-

aA-444/744

);16014-,e0.-gr>

(

1.(2

o

dwe

i

rv't

•

911 ir&L-fid2A_Al

frov,A.

,kar-ct,

•

ed(4,0 4,c.

A

Pr

•

aL,

/1444

71,‘„

•

:

4

-4‘4,4A4,

4 eP ()%11 A/ alt 4

ttf

I,

lotz a

7

1A4

_444,

avi4

z

if

Tv-ei/te-e

—7k

-62e,Lx,

Z7.) tot,

CS

I' „ frt ps

1111111. Am.

o 75)

a

S

w

44L.

/

%

7

ieD )(10 Z1//t

-r)

at At

4

/

3

r6-0

0.4144ttp

/

>tr.

AP,

am.e

6

4

3

-)--S

444/ilittx_

041

/WoCA_

/

1

/

4

-fc,

fi/.46Vierei-33-e,

9. 2_

•

L.

•

kv,

_

4

,4 .,./4

#64,

4

I)

fe.2. /?2o,7'

c.

1-

_et"r3

42).o.Vadept'c, 1,/-e&sur Zero ec'p • • • • • I • • • • • • • • • • 111... • • 11."

•

4#

e

cy

C e fi _CY 41 1 dY d7e" Wcy7le,/s 71/2 peii• #7‘

5eptember 19,

1945

Ur. A. T. litcnelson, Acting Chief Division of Irriation, -C

P. 0. box 180

Berkeley, California Dear Aix. kitchelson:

In compliance with your request of august 24, in letter transmitted to Dean George D. Clyde, I have examined the manuscript entitled, "3eepage Loses from Irrigation Canals and ivethods of Prevention," by Carl qohwer and 'ajor O. V. P. stout. The manuscript is returned herewith. 'hen published, it will constitute a valuable contribution to the literature on canal lining. I am enclosing detailed comments which are largely editorial--35 in all. I have written the item number on the margin of the manuscript page for convenience of any who care to check my coaments.

aupplementiw detailed editorial comments, I am submitting below some general comments which I made to Dean Clyde at Logan recently. "e seem to be in agreement on these f,'eneral items. However, Dean Clyde has not yet seen these comments in writing. He nay want to change and amplify them.

1. General Material and Research Data.

The general introductory material, which includes the first

47

pages of the manuscript, is undoubtedly valuable end should be published, but I question the advisability of publishing this material along with the detailed mathematical analyses and the

experimental data which follow* In other words, I would be inclined to start the bulletin with page 48, following a very brief

introduction to the research. One reason for this suggestion is the fact that the bulletin is very long. Another is that many

readers interested in the first

47

pages will not reed the technical analyses and details which follow. I believe two publications would be better.

2. Clarification of I,arcy's Law.

In several plOpes throughout the manuscript it is implied that seepage from canals should vary with the head. I believe it Important to clarify by frequent example the basic Darcy law that velocity of ground water flow is permeability x hydraulic slope. The manuscript should show, especially in connection with seepage tests from pits and from still-water canal sections, the effect of chances in the hylraulic slope. In general there seems to be

inadequate recognition of changes in hydraulic slope due probably to pressure chances within the soil which were not measured.

Page 2 -- A. T. YAtchelson ,Aptember 19, 1945

3.

Units Used.

4

es need very much to standardize units with respect to seepage losses. This comment applies particularly to the use of "cubic feet per square foot per 24 hours." This unit is so much used in the manuscript that to delete it now would require a major operation and of course this may not be advisable. However, it Tould be a simple matter to show that it is a velocity unit and to clarify the relation of this unit to other velocity units used in recent literature, namely:

inches per hour, inches per day, feet per year.

In this connection refer to my detail comment concerning table 9,

which indicates that the minimum seepape in table

9,

_{namely 0.024}

cubic feet per square foot per 24 hours, is also 0.024 feet per day, which equals 8.64 feet per year. This is 72 times the value of "k" for the Delta Area clay lining, i.e., 0.12 foot per year. This comparison, of course, assumes unit hydraulic permeability. The point I want to stress is that "cubic feet per square foot per 24 hours" should be clearly related to other velocity units which are now much more frequently used in the literature on soil water flow.

Accuracy of Current Yeter.

The current meter data presented in table 10 are interesting and valuable. Frequent reference is made to the accuracy limitations of the current meter, but I think th -se references could be

strengthened if they were illustrated by percentage and numerical examples. In other words, I fail to find sufficient reference as to the percenta .e accuracy that may be expected from current meters. Should fe reasonably expect 1 percent, 2 percent, or

3

_{percent error? If we cannot expect an accuracy greater than}

97 to

_{103 percent of actual flow, this generalization would help}

the reader interpret table 10.

5.

Dimensional Hosegeniety of iquations.

As indicated in my detailed enalyses,I am doubtful concerning

physical dimensions of symbols used on page

55.

4re my interpretations

correct? '.especially, does the symbol "c" represent velocity?

And does the symbol "g" represent a length? If these interpretations are correct, then I fail to check the dimensional homoFeniety of equation 13.

An attempt has been made to show this difficulty in my detailed notes, and in these analyses Yr. L. W. Payne has devoted considerable

Page

3

--

A. T. .1.itchelson _{Jepteber 19,}

₁₉₄₅

time. Another item on dimen,_{ions: the symbol "k" ordinarily}

is used as a velocity, but is here used as length sluared divided by time. Is this change of use necessary?

Finally, because I regard this a very important manuscript, I hope that you, Lis. Rohwer, Dean Clyde, and others will be free to question me on

criticisms and recommendations that are not entirely clear. are greatly

amplifying our cooperative canal lining research. It may be mutually helpful for ;,x. Rohwer to confer fully with me and Dean Clyde in Logan concerning ttis manuscript and concerning procedure in canal lining research.

cc: George D. Clyde Carl Rohwer

•

Yours very truly,

0. W. Israelsen

Research Professor of Irrigation & Drainage

NOT

BY O. I3WiELSE1 ON a.,iNUSORIPT

alTru.„m

LO35S.3 FROM C 2sTALL;" by Ci i101-114111 AND IsLJOR O. V. P. MOUT

,3eptember, 1945 Item Page 1 2 3 3 4 4 4 5 6 6 6 7 7 8 9 10 Comment say "undoubtedly greatly" say 'representative"

1113 rt the words "in a giv,n time" or "in 24 hours." If "LA hours" is inserted, th=m delete last sentence in paragraph.

This state:a' nt is nioleading. The force of gravity always influences the flaw except only in the

horizontal Axection in which Tavity component is zero. ,)ay "impermeable"

Say "cubic feet per square foot" to be consistent with the general usage.

It is bad to use the symbol "C," as representing a volume, because it is so much used as "volume par unit time." Either select s new symbol or write the e%uation on pafe 7 as:

Q. = PIA 3

in which _T

8 The best usage of today is "hydraulic permeability" instead of "coefficient of permeability." Also, A mg the area of canal bed and banks.

8-9 The difficulties in measurini-7, hydraulic head are over-auphasized. Permeability is by "all odds" the

dominant variable.

17 Say "proposed" instead of "perfected."

18 The vuriable-hoad perneameter,aot mentioned here, is of

considerable value and promise. I recommend a para,lraph about it.

19 Soil compaction by tLie of heavy mLchinery dio,ould be mentioned I think.

Item Page 13 19 14 21 15 21 16 21 17 22 18 24 19 26 20 31 21 40 22 43 23 45 24 46 25 50 Symbols 55 Comment ,.3ay "pore able"

Why not clarify the basis for the 1 percent? Is it based on 1-inch depth of soil, or 2-inch, or what depth? Say "permeable"

This 10 to 30 times seems high. Can we defend the estimate?

If th expression "these means" refers to the permeameter tests, (as it seems to) then the statanent is misleading.

This page is interesting but heavy reading: (a) Is the 5 to 95 by volume or weight?

(b) Do the "dams" constitute the lower canal banks? (c) , reference arid an illustration here would be

helpful.

Better to say "The 200-second-foot capacity North .xtension CEelal near Grace, Idaho."

I would delete the paragraph. It has only historical interest.

Better to suy"Justifiable cost of canal lining." The time unit is lacking. Is it 24 hours?

Say "ju7tifiably."

Why not refer to the vneral analysis of this problem in Utah bulletin 313?

This equation seems to maize K L2 1

L3 L3 L3 . - _

If --- in then ci a Ir , .r. _ 32 , (il - a) :L

T _T

(ee followinc, dimensions of your symbols)

Dimensional properties of symbols: If T se time L a length Ma mass Than: II = L Ho = L a is L ao = L = L Zo = L t = T to = T n= T tm = T not --T

Item Palle .••••••••=1.11M

Comment

Symbols 55 Dimensional properties of symbols (continued)

Equation 55 13 L2 A L2 F • L2 L3 Kd

q

T 2 's

Are these interpretations correct?

Extra yellow sheet (not typed) shows development.

As is, equation 13 apes not seem to balance from the dimensional standpoint.

Equation 55 Is a result of equation 13. They seem to have a

15 common error.

Symbols 55 Suggest author specify the physical dimenc;ions of

each symbol. Also arrange them in alphabetical order.

26 Table 3 Are 4 decimal places justified? Can we measure so

last accurately? See 3 decimals in ficure 13.

column

27 58 Should table 4 be placed after table 3? It seems out

of place.

28 61 This is notaworthy and should be emphasized.

29 65 Say "parallel."

30 65 Say "shows." The reader can see that figure 15 is a photoiwaph.

31 66 This concept needs both clarification and emphasis.

The equation If k i is basis for such clarification. In this equation:

v velocity is

IF

k s permeability •

hf

= hydraulic slope 2

37- .

abstract number

hf E(h).+ 4.1v1:ij - .112

1 so flow length

Item Page Comment

32 67-68 This generalization is not supported by the Darcy Law.

It implies that the hydraulic slope, is changed only by a change in the "head due to position." It seems to ignore the dhanges in pressure in the soils that form bed and banks of canal.

33 69 This seems to be repitition. 3ee also my note 32.

34 70 There need be neither "theory" nor "assumption" in the explanation of these deservations. Leasurement of hydraulic slope changes would explain fully.

Table 9 Concrete-lined Contra Costa flasin 4, minimum seepage =

0.021feet per day, maximum seepage st 27.20 feet per day Ratio of maximum to minimum se 1100

'MIAs. Area, Utah, minimum k • 0.12 foot per year. Your 0.024 foot per day = 8.64 feet per year, which is 72 times our "lc' for Delta canal. Comparison assumes "i" is equal to unity.

UNITED STATES

DEPARTMENT OF

AGRICULTURE

SOIL CONSERVATION SERVICE Division of Irrigation Fort Collins, Colorado

November 7,

1945

Dr. 0. W. Israelsen

Utah State Agricultural College Logan, Utah

Dear Dr. Israelsen:

FirMICE tHAIE C2NSERV: PL'SQuAct

I have studied your comments in response to the •questions raised by Mr. Tenzel regarding the coefficient of permeability. Since similar questions have been raised concerning my seepage reoort I have given some thought to the matter. As I understand the problem the question is whether to have one coefficient which depends on the combined properties of the water-bearing medium and the water or whether separate coefficients should be used.

From the standpoint of research I can see tl,e advantage of

using two different coefficients but from the standpoint of the engineer I cannot see where 7lich would be gained. It seems to me that for him it would further complicate an already complicated subject. Most engineers dealing with ground-water problems are familiar with the

meaning of the coefficient of permeability. To restrict this coefficient to the characteristics of the structure of the water-bearing medium will cause confusion.

I feel that permeability is an appropriate term to express the water transmitting characteristics of the material. Conductivity is so intimately associated in my mind with electrical characteristics that I

have a hard time adjusting myself to the idea of water conductivity. There is one change I should like to suggest for your memorandum. In the definition of the terms of equation (1) you have "d . diameter of pipe." .-ince the formula is for porous media I do not think that pipe is the proper term for the small passageways.

These are tentative conclusions. ';;e can discuss the subject further when we get together next week.

Very truly your

Carl Kohwer

a

Division of Irrigation Yort Collins, Colorado

Lovember 7, 1945

Dr. 0. W. Israelsen

Utah litate Agricultural College bogan, Utah

1,,er Dr. Israelsens

I have studied your comments in response to the questions rai:e3d by Mr. -enzel reg.rding the coefficient of permeability. oince similar

,uastions have been raised concerning my seepage report I a.ve given some thought to the matter. Aø I umeerstand the problem the 4ue8tion

is _{whetler to have one coefficient which depends on the combined}

properties of the water-bearing medium and the water or ih t.ier separeta coeffic1ents should be used.

From the stand.point of research I can sae the advantage of

using two different coefficients but from the standpoint of the engineer I cannot sae where ruch would be gained. It seens to me that for him it would further complicate an already complicated subject. Most engineers dealing with ground-water problems are familiar yitki the

meaning of the coefficient of permeability. To restrict this coefficient to the characteristics of toe structure of the water-bearing medium will cause confusion.

I feel that permeabilit: is an appropriate term to express the water tr.nsmitting cnaracteristics of the matIrial. Conductivity is so intimatel;,_{, associated in ev mind with electrical calrqctoristics that I} have a hard time adjusting myself t_ the idea of water conductivity.

There is _{one change I snoale 1ke to suggest for your memorandum.}

In the. definition of the terms of equation (1) you have "d = diameter of pipe." ...4nce the formula is for porous media 1 do not think that pipe is the proper term for the small assugeways.

Tne.?e are tentative conclusions. ",ie can discuss the subject farther wnen we get together next week.

Ver: trul, yours,

Carl kohwar

UTAH STATE AGRICULTURAL COLLEGE

SCHOOL OF AGRICULTURE AGRICULTURAL EXPERIMENT STATION

LOGAN,UTAH

October

3, 19145

Mr. Carl Hohwer, Irrigation Engineer

Soil Conservation Service, Irrigation Div. Fort Collins, Colorado

Dear Mr. Aohmer:

Because of your genuine interest in canal lining and

permeability studies, I am enclosing copy of a recent statement to the American Geophysical Union Subcommittee on Permeability. This report is restricted to an attempt to answer three questions presented by Mr. -:enzel, chairman of the committee.

Many thanks for your letter of SepterILJer 26 transmitting your comments concerning our paper on "Variable-Head Permeameters for Field Leasurehents of Soil Permeability." For convenieme of reference, I suggest numbering your comments on page 2 concerning specific points 1, 2, 3, 4, and

5.

Re your comment 1, note that the quantity k is defined as "the volume of flow per unit time through unit soil area." This makes it a velocity because volume divided by area is a length. Your comments 2,

3, 4,

and

5

all will be helpful.

If after you examine carefully my comments concerning your manuscript it seems desirable for you to come to Logan for two or tilvee days' conference, please give ne several dqys notice in order that I can arrange to spend most of my time with you when you are here. Possibly I 1111 be away from Logan during the entire week beginning October 15. Definitely I will be away from NovedDer 1 to about November 10. My best time, therefore, to confer with you would be after 7ovember 12.

A special trip to Logan may not be justified, but if you could arrange to come in connection with other work in Utah, or en route to work in California or elsewhere, then it could easily be justified. I feel that your manuscript on canal lining is very valuable and I am sure that it will be well received.

Yours very truly,

4

4114J4i-t-‘_

O. W. Israelsen

Research Professor of Irrigation & Drainage UII:mrd