230. Effect of obstructions in converging section 2-foot Parshall flume, Bellvue Laboratory September 1927 and Fillets in 1-foot Parshall measuring flume, campus Hydraulic Laboratory, February and March, 1935, shingle obstructions

from

STEVENS

&

KOON

CONSULT\NG ENGINEERS

SPALDING BUILDING POR,TLAND, OREGON

R. L. parshall

Senior Irrigation Engineer

U.

s.

Bureau of Agriculture

Fort Collins, Colotado _II

(~-j .

u17I'f'ED JT~'r Bu"'F.:!li.

l" :'-·

..

'

.

oe tho

<!Ol.ve:s.'tg·ing

eaotion

<:J.:, .-:t l'ar.slla~l maasuri.ng

flume

~s

a mean~ of c ;1trelizin the flou an<"' conoerrtra.ting the

at 1~C: Hy<l:ttt"'\Uli.c J~bt:n""att)l"':Y• rfbis l.imltad ~~it"'d/ was rn .til on

G. 1-foo"' t•lumo ·of' t.roo · ont3t.ru.ction .)fhic'h tKCtc oa:t ~tfully

Th~ .1

. I

a.ve:r·agfJR o:... tha~ao ... ~ee~d ~ 11<;1"' ~tt~er.o U;:le in "" . )Ut:_n~

tho

rtl r:n.tl t •

I' .,... c nd it ion.~ un(~er ·~1 i ch th . t1e :t .. r1ng fl112 e hu<.:l to " a

l l::O •

midwny b$ t"'• Stln. th·. o t;:, ~ ... d..nrd t.:i _"'~a 'J,'t

0 ge ·p li:rtts ·;~nlls.

... 1\.t

the

C· ncl1mio o~· t ~st 2A ,bo ll · ·11 o 2~orn.o te)"' iS -~0 ed

lJhothe-r ' iC Ha hoed vVS.<P

al;en

at t e \!S 11 or fH.Jt 1Tl tho

a enter ~tf tl <:: oonv'ergin'"~ lJtjO'tion,. !i; i-a douhtf~ 11 i.E' th1t~ state""lent i:YOUl' ··'Pl./ o:'to:; ~-;h; r,, o e1~ "'le . th~ ·or ·here tl a

praot1 Jrtl

.

at

~dpol,nt it i r1

no,..

t.,vo .. ..

m

•ndG.~. that th.<~ lfa ho<t'd bo :t;; !~~l 'l in the flc}o·l" .;f the a

·yr1vere;in

·~ &~ot jon., bu.;

of esta,

th<~ H~.; piezo'"·t"' vor in th .~ f ~ o .;." of tll;. <~c·nvergi:nr~ t.\t)C t 1 )J\,

.S.ll\1 teat;,. 25 to 30 wel~e Cor t11 ... co .d i tio11 'Vfi t ;,u. ; i'ill t ~0

,·· / / / ' 'l:) I ;·,

t.'

-3

-ection a.re eli ~.tl.y oonver "'in r. in ,.l·:tn; t'1is s.Jop~· .:1ein~ abou1~ 2 !,:S/4 ncbes 1,. · fe~t 4 7 /B · ~ •. a les.

~. ci; Lon.

rg:Lng ~eotion o~ thu flum.e

d<.'> no·'t lnat<Jrially atfee t;lla i.nfij t~a tod ,.ai;e ot · 1flhhar{!e.

Th, dovii\tiona .Jh:iW, ·a\.ever, ·that ·the f.llt1ta ~:-a:uead the

0 iginal Fr :~ :E,lO;\ Data. on 1-Foo Per.s ·all l:!eesurir.tr~

4lume · i th ~ioJifie Conv rgir..i, Sec .-io •

I t IJ l 2 iJ 4 5 8 7 8 9

lO

l l

l?

13 J.ik

15

lG

17 l8 9 20

21

22 23 24 25 2~

27

28 j;,\19 30

o.

~~,r.\

o

.i

54

o

.

sa·r

0

.

840

1-009 1.152 !.504 1.~~89 ~2? .l. 0.44~ 0.660 0.852 l ,.,Ol·•

1.158

1.297 l • .t2l

o

,

aao

0.43·9

o

.

'6 0 .a4r~

l

.

OlG

1.1 a-.~l() 1.36~;,; .. 0 260 o.,~55 o.?o~s o.~se

.

1

_.,

.

205

.400 ~8() 37 .• 451 .524.

...

s:

.

a.z

O

.

ll

tl.S8

.

:a9l

.358 • .56 .-.125 ,o90

.e4a

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ag

.095 .382 .461 51'J!<!.:) • ~r~ ... ~ .,c~GQ ·

.e3a

o~J.l3 .19'2 .308 ;38:~ .541 .o5~""

\tith 30

Degree Fil"et

.0.51

o

.

sif.

+0 .; ...,3 l.l lf>l'l

_+-

ti07 ~~ .09 2.18

₊

.09 2,.97

z

.

oz

.,..

.

oo

4.09 4 .08

-

.01 5.01t 5.00

-

.04 js, •. Ol· 5.~4:

-

.

07

\J I 9~wt •

a.

.09

··lith ... 5-Degl"S

Fillet

o

.

se

1..11 £.14 :.1~1 4.15

5

.l

o

6.15 6·.! c.! ·.anda:r··d 0 .5 # 1 ..

14

2.28 3.~4 5.2B 6. 'll

o.5a

~(l.02 1.14

.,.

.03 2.15

₊

.02

...

l~' ,., • ,w.;, .,02

4.lo

-

.. 05 5.05

-

.10 6.03

-

•

lt'J

tc.s 6 ~tHJ. _""'

.

12

Co.d. tiona {2)

0 58

0

.

6

1.21 ( • i 2.~5

r-

o

.

e

3.22 +-0.8 ~ .roo

+

0

2

a

.

oa

-.o.:s

(1)

r

(U!A _,e conne · tion n floor on axis o flu.:

s OJ'3.;:ie.rd ·iistance. n a

-l£L,O

~, -·~ 2.3 0.7 0.2 (} 7. 0.9. 3.6 2.7 0.9

o

•

..

:S-1 9 2 0

1.8

·ut

t

Memorandum Concerning Special ~)ettings of 2-Foot Parshall Measuring Flume to Test the Effect of Obstructions Placed

in Converging Section of Flume under Free-Flow Conditions.

by

R. L. Parshall, Senior Irrigation Engineer,

u

.

s.

Denartment of Agriculture,

Bureau of Agricultural Engineerin~,

Colorado Agricultural Exueriment Station, · Bellvue Hydraulic Iaboratory,

Fort Collins, Colorado, Se-ptember, 1927.

These tests were conducted at the Bellvue Hydraulic Laboratory on a standard 2-foot Parshall measuring flume where the floor of the ap-proach channel was level and

agree-ing in elevation with the floor of the converging section ~

the flume. For these tests the Ha head readings were taken on opposite sides of the ~onverging sections for the purpose

of checking any variations of the head that might result from the undisturbed flow through this portion of the structure.

Generally, it ·may be said that in no case was the variation

between these two heads of a noticeable amount. .fl'or the

purpose of computing the discharge as given in the tabulation the mean H

8 head was used.

For setting t'A", tests 7830 - ?833, a common 2 by 4-inch piece of lumber was used for the obstruction. This was

nailed flat to the floor of the convergin~ section as indicated

in the sketch drawin~. It will be noted that for this series no serious deviations occurred especially for the greater depths of wate~. J:!.,or setting "C", for the minimum beads, this deviation was very marked.

Setting nE" was for an obstruction consisting of three layers of cor:unon shingles nailed to the floor of the

converging section rith the b1tt ends upstream with one-inch

-2-H₈ gage points. For this setting a deviation of about

19 percent occurred for a minimum H head of 0.216 foot, a

whereas, for higher heads the agreement is uithin practical limit.:;.

For setting "Fn, tests 7848 - 7852, this obstruction was

extended upstream until the vertic~··l height was about 2

incene~s·. rrhis condition seriously affected the accuracy, gi v -ing a deviation as much as 35 percent for the minimum H

a head of 0.213 foot.

Sett ing "G" , tests 7853 - 7857 , introduced an obstruction

intended to approximate a condition of sehd deposit at the

upper end of the flume . This obstruction was built up of

lr

stingles wi tb. the butt ends upstream; the dimensions are shown in the sketch. Here again, it is evident that the minimum head ·gave a wide deviation, however, fo~· the other observations made , the error is small for moderate

discharges.

Setting "H" , tests 7858 - 7861, is identical to that of sett ing "Gn except the filling in with coarse sa'!ld u-pstream

from the end of the flume . This was to anproximate sand

·deposit in the approach section to the str1cture. The minimum heads for this setting again appear to give large difference::..

Setting"I" is intended to approximate a condition

of sand and silt deposit in the upper end of the converging section, feathering out a a point 24 inches downst ream from the

upper end of the flume. A~ain, it is to be noted that for

moderate discharges, the accuracy of the device is not greatly

Memorandum Concerning Special B ttings of 2-Foot JS.lshall [easurin · :~luma to Test the Effect of Obstructions f laced in Convergi.ng Sectj.on

or

Flume unde! Jiree-Flo. C.-:>'1 it. ona.

by

R. L~ '·rshall, Senior

Irri

a

tion ng·neer

,

U. ;:) • De·1artme of Agrl cult re,

Bureau of

A.c;ricuJtural

ngineeri g,

Co orado A~ricultural ~xperi·ent, tation,

Be.tlvue Hydraulic

labor

tory,

Fort Coll ns, Colors.d.o,

·~eptember, 927.

These test~ 1ere conducted at t1e Bellvue ~draulic

Laboratory on a st ndari 2-foot Parslall mas r1n. 1ume

where t e floor of the ap )ro ~ ch c.nennol \1 as level a a ~,ree-1ng 1 lev tion · 1 th the floor o t:he convergin:~ s ction of t e flu e. l?,or these tosts the l he d re dings rer taken on opposite sides

.or

the vonverging sec io s for the purpose

of checkin ny variatio s o th he d that mig . .~-t result rom

the und:tstur

ed

flo

his portion of

the tructu

e.

r nerally, 1 t y be said th

t

i.. no case was ·the variat1on

bet· een the e t ·o head~ of o notice ble amount. !f'Or

'-urpos of co "ltin t e d. scha ge as ~ i v ~n it tho t bulatio

th

1ean

H

₈

head

·~used.

~

r ....

tt

·n

..

"A', teots 7830 - 7833,

oommon

2 by

4-inch

piece of lu.1ber was used for th obstr let ion. A his ras

n 11ed f \ to t~l ... loor o. the oonverg1n Qection n& ndic t~Jd

in e . ketct dr · in )• I; ~~j 11 be oted thr.tt :for this serif}S

no ser1o1 deviations occurred especially for

de tl s of \ cr. ._or set ng ucn •

or

the . ~.n um h. 9. s'

this devia on 't r v ry mar ·:ed.

tting ' '' ~.a.;, for an obstruction co sis in of t ree

layer o co1 . on J11nglas nailed ·to ·he floor of the

oo1vergin! ~ .ction it tlc butt c1ns ups re m . ith cne-iiC

I'

-2-Ha

gage points. For t11is setting a deviA:tion of abou.t

19 percent occurred t~or a minimum H

8 head of 0.216 foot,

whereEiS, for higher heads tl e agreement is v;j ·hin practical

limits.

~ror setting "l~n • tests 7848 - ?852, this obstruction was

extend.ed upstream until the vertical height was about 2 inches. ~rhis oondi tion .s*-:;:riously affected the accuracy, gi

v-ing a devia~1on as much as !35 peroent for the minimum H

a

head of 0.213 foot.

Setting "'G", tests 7853- 7857, introduced an obstruction intended to approximate a condttion of sand deposit at the upper end of the flmne. This obstruction was built up

or

sr 1ngles with tnc~ butt ends upstream; the dimensions are

shown in the sketch. Here Eigatn, it is evident that the

m.in1mu 4 head gave a wide deviation, however • for the

other observations made, tbe

error

is smal for moderate

disohr.trges.

Setting "H", tests 7858- 7861, is identical to that of

settin~ "G" excect the filling in with coarse send upstreao

from the end of tlle flume. This t'itas to

a.

..

rproximate sann

deposit in the approach section to the str ,cture. The

minimum heads for this setting again appear to give large difference •

detting"I" is intended to approximate a condition

of .sand ~)nd s 11 t depoe it in the upper end of the converging

section, feathering out a. a point 24 inches downsi ream from the

UJYper end of the flume. Again, i t is to be noted that for

moderate dj soharges, th(=; accuracy of the device is not greatly

Memorandmn Concernin.J op0oial Settings of 2-Foot Parshnll

Hea .. ')u.rtn~ ]1_{1ume to T'est t;ho Effect of~ Obstruo tion(J ~Placed}

i1 Convergi g section of Flume

unaer

wree

-Flo

w

~onditions.

by

R. L. Parshall, 2:ien1or Irrig'". tion Engineer,

U.

s

.

Depart en t of Agri cul tt~ra •

Bureau

of

Agri.oultural

Engineerin~, Colora:1o Agricultural Ex.eriment Stat1on1

Bellvue

Hydraulic

1

boratory1

Fort

Collins,

Colorado,

Seuteniber, 1927.

Those tests were oonduc.ted at the Bel.J..vue IJydreulio

Laboratory on a at~. ndard 2-foot I)nrsr.al1 ee.sur1ng fl1.une

where t~e floor o~ ·he approach channel as 1 vel and n~ree­

il1g i.n elevation ·w1 th the floor of the converging section

of the flu e. l'or ·hese testa ~he

na

head l'*eadil1gs wore

ta:-ten on opposi t . si e.s of tne corrverging seotions for the

purpose of ctee '"in roo any 1tft.riettions of the head tha:~ 1nic:;ht

result from tho unuisturbed . ..,lo · through this :1ortio of

the struoture. 0c;norally, it m.a/ be safe tJ1u t i.n no case

was the variation between these two heads of n noticeable

amoun • ~_.or tit: purpose o computln_;;J the discharge as given

in the tabulation ·the tiC6.n lie. h ad vas used.

For s.etting f7}r.." , tosta 7830 - 7Br13, a eormnott 2 by 4-inch

pi "~Ce oi' lumber .-.. s lsed for t,h - o1)str·1ct ion. '!this WtlS nuiled

f!tat t the

loor

o the

converging

section s indicated in the sketch dra ing. It will be noted thrt for this series no serious deviations occurred especiallJ for the ·~re t r depths

of water. "l!'or settjng

ncn.

for th~- minimum he ds, this

devta tion v·s s ve

.r

m rrkerl.

3ettin "E" ~as for an obstruction consisting ~ three J ayers o"' cor"J.tnon shin 1 .s nailed to tho floor o the conv

:i.ng sectioll v·tj tb th . butt e~1ds upstrec.m with one-inoh

j

-2·

-vert1cal projection ooinoidin~

Titt

~he line between the

two

r

g~.~. d~ points. 1for this se·ttin~ a de'\Tiat.:.on o'f about 19 TJeJ.. cent occurred for

a.

minimu .. 1Jl Ha l1ead of 0.216 ..~. oot,

~vhereas, ror h1r"?h"'r he ·ds the S.f.~':".!emet

t

is \· i tr in pru.etioul

linits~

Jor setting "Fff, tests 7848 7852, this obstruction

was extccded upstream until thf;; vertical he.1 ht c.:, a bout

2 inches. This conditi n seriously affected the accuracy,

·:~:tvin · a deviation as much as 35 eroent :for the mtnimttm

Ha. head of 0.213 foot

Settine; nG'', tests ?853 - 7857 • 1n--roduoed an ol>struct

-ion intenacd to appro~rirne.te a ct.na.i tion of sana da,1os1t at

tl1e u. per end of t)he lur:J.e.. This obstruction was bu:ilt UJJ of ahin.gl· s ·1 th the b tt '~nds

·upstream;

the dime.~sions

are

shown in the sketch. Here again, it is evident that the

minimum bead g · ve a ide /levia ;ior , hO\ ever, for t!1 c otht~I'

observations made) tl e et•ror is sv..all ·ror n1o .erato d±a c:1argaa.

Sett1n.: 17_{U'', t sta 7858 -.7851, 1s identical to that of}

setting nct•t exoe1)t tht. filling in with conrse sand upstree.n1

·r:rom. t;h£· end of t J j flume... This w~1s to a nroximate send

deposit ·n the a1proach eeotion to the structure. The

mini1n.um head.:» for thts setting again appear -to o;'lve large

dj:ffer-enoes.

Setting "!" is in _;endEd to ap roxtrrv:~te a. condition of

S~" nd and s 11 t de-posit in the upper end of t'!"JJ'J converging •

sectiO.l.l, feat~ crin ; out at a po1.nt 24 inches do~~mstrenm from

the upper en.d of tile f'lume . Again 1 1 t is to be no '1.0ed that

for mod era t£:. disclu1:rges 1 the accuracy of' the device is not

, peoi .... l r~tJttirtt;•·»

or

P-Foot l'a.roha.ll. ~et.u;;• :ring F'lume to ITlept tho

Eff ot o ... Ob r ction, P ce' in Conver1in . c

eot1on

o.~ ''lmne

under

'Fl-oe-.trlo ·1 non eli. t ons.

Test

7830 7831 '7832 7833 7834 78w5 7836 7837 7858 183\1 7840 7841 7042 7843 78_4 7845 7f:i46 t94f7 7848 ?84< '7850 78 1 7852 785· ?8

Bureau of~ la.~:;;,ri c .1 t\rral :r.,nr~~inaeritJt.; ₁ Coloro.do A~r1<rul1nlral -Dxperinu.:rnt Stk tion,

Ba

lvue

Hydrau"'ic

l·bore.tory

··:a

• L d de<d

"';eet--o

•

.,.

0 .590 .771 1.575 .503 1.006 l t39L' .626

·

1

.

070

1

.

440

.573

l

.

05J

1.42il .657 .,A7J .3~~2 .216 1.02 ,610 ,.508 .215 .01 1.2€)7 .. 5?4 .572

?ort

oll:tns • Golorsci.o •

Qe-ptor:.1ber, 1927.

6 _{g ~}

.

Jlh

cont,.). 'Act

tie!

-Jiil"''~

l'Iea

D

1sohe:r.ge

D1scha:rg(~

Setting

J ...

--

3,.26 3.47

--

:;.53 ::,.al -.- 5.,35 5.59

·

--

l"'' ·-1 13.70 "~atting B

-

-

-

3.65 3.62

--

8.07 8.17 l

';

.

::9

13,61 S· ttint; ..

c

--

;3.8V 5.£4

·

--

a .fJO ~' .32

--

14.08 1~. 9 g,. tting D

·-

3.38 2.67

--

8.67 9.20

-

1.3.84

lZ

.

5l

ting E ~-

4

.

17

4.Sf'

--

~.49 2.54

---

.45 1.4"

--

0.?5 .63 -~ 8.37 .r-:9 at 1,1n. ]' 3.?2 -.l.v

2

.

eo

5.~·2

-

·

-

.?3 1.13

-

-

8.19

a

.

oo

--

ll.83 12.74 ~attin

..

0 ~.59 rc• .49 \

--

• r~7 _{5 .:.7}

-

-

.

!) -*• ,[Ill" :;i Diff. uevlu·tion

o

.

f,;;l

6.0 .28 7.4 .24 .3 .o9 4 •. 3 .03

o

.

e

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1

.

2

.,22

1

.

6

.03 l9.4 .56 G.7 .4J 3.6 .51. 1?.8 'I 9 4 .¥1

•

-~~3

2

.

4

•. 18L.

4

.

1

.05 2.0 .Ol 0.7 .12

19

.

1

.32

r;

.

7 .41 10.0 .o2 lb.7 .;::0 ~i5. 4 .61 6.0

.

u1

?.1

.

lf

2.9 .10 2 •. '

-2

-l - • d

Hi,

Co

Ac.tua!

... ad p •

T

at

uea

e

d 01sc1r:11rge

ischa.rt'e

iff. Davia tion

eli)l

.

. . . ifl ...

•

'eat

U II

.

H'4 _,ee

:u

_{sec •. ~-.2erc n} "'?ett1~1!; G

{ oo:nt in.uad )

7855 0.355 ... 1.68 1.S5

0

.1

7

9

.

2

78~6 _.216

--

_0.75

₁

_.1

₂

_{.37 33.} 7657 1,.051

--

s .o4 8.89 .• J$5

2

.

B

.~Jetting

u

7858 ,.~.98

--

l

.

as

1.52 .29 19.1 7859 .689 .4

-

·

8 .09

2

.

0

?6,.)0 1.056

--

8.71 ~.og .36 4.,2 7851. .225·

--

Q.eo

l .l .... 6 31.0

Setting

I 7S;,2 .306

--

1.38

1

.

4

.

21

l4

.l

7863 .296

--

1.21

1

.

49

.28 19.8 7564: .228 I

-

.

81

1.32 .51 38.6 '7865 .Sr"'O

--

G

.

oo

e.~o .~o 3.~,

7a·e

1.040

--

8.50

a

.

ao

.30

3

.

4

»7857 1 .408

--

13.60

14

.

10

.

Go

3

.

5

~- IIIII ~...__ ... .,_.,....~-.,.-·f:l~lij

7~z, ~1~

Special 0ettings of 2-.H'oot Parshall Measuring .t'lume to rl'est the Effect of Obstructions ~laced in Converging Sect ion of .. F'lume under Free-.B'low Condit ions.

These tests were conducted at the Bellvue Hydraulic Laboratory on a standard 2-foot Parshall measuring flume where the floor of the approach channel was level and agreeing in elevation with the floor of the converging

section of the flume. ¥or these tests the H head readings a

were taken on opposite sides of the converging sections for the purpose of checking any variations of the head that might result from the undistrubed flow through this portion of the structure, Generally, it may be said that in no

case was the variation between these two heads of a noticeable amount. .lf'or the purpose of computing the discharge as given

in the tabulation the mean Ha head was used.

For setting "An, tests 7830 ;:..~;7833, a common 2 by 4-inch piece of lumber was used for the obstruction. rrhis was nailed flat to the floor of the converging section as indicated in the sketch drawing. It will be noted that for this series no serious deviations occurred especially f or the greater depths of water. For setting ''C" for the minimu_{:::> J} m heads, _, this deviation was very marked.

Setting

"E"

was for an obstruction consisting of three layers of corru.non shingles nailed to the floor of tte converg -ing section with the butt -en~s upstream with the one-inc~

vertical projection coinciding with the line betwee the two

v~ / f J ' ,,. A

-Ha gage :points.· E'or this setting ~ deviation/\o6curred

f or a m1n1mum . .

H~

~lead of

~,2;~

foo~.whereas for higher heads I\,

the agreement is within practical limits.

For setting nF", tests l?848 - 7852, this obstruction

was extended up.stream until the ver. ti~al height was ~out 2

(!'.-{rvJ.fY .d.i.<.~-

/ ..../

V 1:1 1 t ' I ) • -.(?c)

inches. This a..war-eB-tl~.,. ;resul-te4 :i:n a ~~lred effect ~

~

the accuracy giving deviations._ as much as 35··jpercent for

:.J

the minimum Ha head

6

O, 2.13

P

Setting "G", tests 7853- 7857, introduced an

obstruct-ion intended to approximate a condition of sand deposit at the

upper end of the flume. 'l'his obstruction was built up of

shingles with the butt ends upstream i,B:::::li:B:e

J d

. . d

1mens1ons as

shown in the sketch. Here again it is evident that the

minimum head gave a v;ide devlation, however, for the other

~~?al{

observations made the error in.__m:e~stu:~:nrrent-₁;is well: within

pr~ical 1~ for moderate discharges.

v etting "H", tests 7858 - 786~ is identical

to that of setting "G" except the filling in with eoanse

sand upstream from the end of the flume. 1l'his was

to

..J...-::

approximate sand deposit in the approach sect ion -. the

structure. The mini~~ heads for this setting again appear

\..~)...

_{' JY:•/'.}

t. ~ -::1'1 ~1 ...._.._..t ' ':' .1..,; I

to -~su.lt.. in..~mar.k.e.d~d ffE7r-ences.

Setting "I" is intended to approximate a condition of sand and silt deposit in the upper end of the converging section, feathering out at a point 24 inches downstream

from the upper end of the flum~. Again it is to be noted

that for minimum heads the deviations are large, hcwever,

moderate

for EMM~ixX. discharges, the accuracy of the device is not

r.-- - -

.-~-Seiifng"D"

Tests

7540-7842

_

··--F'

l

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HQ. _

~eli/nij"G"

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7853-7857 _

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Test.s

7858-78~1

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7834-7836

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Setft'n!j

11

C"

Tests

7837-

783~

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Tes:t

Original Free Flow Data on 1-Foot Parshall Measuring Flume

with }~dified Converging Section.

Flume

Head Head on Discharge

Ha \feir Obs. Comp.

---

-

Diff-erence DevT·iation ··

---'F;,:-oe-e_.t---.o;:;F;:::-e·et Sec

.Ft.

Sec

.

-:rrt-Standard Conditions ~1} Sec.Ft.

Perc em-1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Test 31 32 33 34 35 36 Oo275 0.110 0.50 0.56 t0.06 .... .08 + .10

+

.07

+

.03 - .01 0.434 .181 1.05 1.13 0.661 .286 2o04 2.14 0.840 .371 3.00 3.07 1.009 .451 4o02 4.05 1.162 .524 5.03 5.02 1.304 o591 6.0~ 5.99. - .04 1.389 •o631 6.65 6o59 - .06 0.271 0.445 0.669 0.832 1.014 1.158 1.297 1.421 0.280 0.438 0.665 0.849 1.016 1.166 1.310 1.388 0.280 .455 .706 .866 1.203 1.400 Flume Heads Ha Hb 0.457 0.460 0.242 .493 .389 o'756 .782 .545 .875 .'760 With 0.111 .188 .291 .368 .456 .525 .590 .648 ~0-Degree 0.51 1.10 2.09 2.97 4.09 5.04 6.01 6.92 With 45-Degree 0.119 0.56 .189 1.11 .295 2.14 .382 3.14 .461 4.15 .532 5.15 .599 6.15 .605 6.71 Fillet Oo54 lol? 2.18 3.03 4.08 5.00 5.94 6.83 Fillet 0.58 1.14 2.16 3.12 4 .10 5.05 6.03 6.59 Standard 0.113 Conditions (2) .192 ;'·_ .308 .382 .541 .635 0.52 0.58 1.14 1.21 2.28 2 .. 36 3.14 3.22 5.28 5.30 6.71 6.68 +0.03

+

.07

+

.09

+

.06 .01 .04 o0'7 .09 +0.02 +- .03

+

.02 .02 .05 .10 .12 .12

o.s

tO.? +0.8 +0.8 +0.2 -0.3 Head on v:eir

q

Discharge

QC

Ratio Hb/Ha Without .526 • '789 '~697 o868 Diverging 0.191 0.191 o.l91 0.330 0.030 0.330 Section 1.13 1.22 1.13 1.23 1.13 1.23 2.52 2.61 2.52 2.65. 2.52 2.67 . Diff. +-0.09 +0.10 0.10 •0.09 +0.13 0.15 12.0 7.6 4·.9 2o3 0,7 0.2 0.7 0.9 5o9 6.4 4.3 2.0 0.2 0.8 1.2 1.3 3.6 2.7 0.9 0.6 1.2 1.9 2.0 1.8 11.5 6.1 3.5 2.5 0.4 0.4 Dev. 8.0 8.9 8.9 3.6 5.2 6.0

Test 37 38 39 40 41 42

Flume Heads Ratio Head on Dischargess Diff.

Ha Hb Hb/Ha Weir Q Qc

Feet Feet Feet Sec. Sec. Sec.

Ft. Ft. Ft. ~g49 0.420 3.61 3.69 ~0.08 .991 o74Q .747 0.421 3.62 3.75 +0.13 1.251 0.565 5.64 5.63 -0.01 lo275 .701 .550 0.565 5.64 5.79 +0.15 1.393 0.630 6.63 6.62 -OoOl e524 .446 .851 0.191 1.13 1.27 +o.l4

(l)Ha gage connection in floor on axis of flume but at

s~andard distance.

(2)Ha gage connection at standard point on side of flum.eo

Dev. Per-cent 2.2 3~6 0.2 2.7 0.2 12.4

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