I A.· E. 526 - Iowapublications.iowa.gov/22545/1/IADOT_Evolution..." :j .l -; 1 ILLUSTRATIONS...
164
'\ '! ., :_J J \ ··:I 'J .. . \ I I• ., .. , I I - ' of Design Practice at the Iowa State Highway Commission for the Determination of Peak Discharges at Bridges and Cu Ive rts A.· E. 526 Ron Rossmiller q Winter, 1971 .J
Transcript of I A.· E. 526 - Iowapublications.iowa.gov/22545/1/IADOT_Evolution..." :j .l -; 1 ILLUSTRATIONS...
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~volution of Design Practice
at the
Iowa State Highway Commission
for the
Determination of Peak Discharges
at
Bridges and Cu Ive rts
A.· E. 526
Ron Rossmiller
q
Winter, 1971
.J
I
Evolution of Design Practice
at th~
Iowa State Highway Commission
for the
Determination of Peak Discharges
at
Bridges and culverts
A.E •. 526
Ron Rossmiller
...,_ Winter 1971
CONTENTS
Page
. I Int~oduction • • • • • • ~ • • • • • .1
/ The/ Talbot Formula • • • • • • • 1
J Iowa Chart No. 1 I
4
. !
Bulletin No. 1 • • • 0 • ~• • . . . . .. ~ 10 . -~·
:Sul le tin No. 7 _.,. ,, • • 0 ~ • & $ e 0 G e • • • • • • • & • 14
U.S.G.S. Interim Report 0 • • • • • • • • • c • • • 18
BuL.Letin No. 28 • • o o ~ • • • • o o e • ~ •" 30
Bulletin No. 13 31
Bulletin No. 15 42
Example 1 - Normal . .. .49
Example 2 - Outlier . . . . . . . . . . . . . . . 50
Example 3 - Short Period of Record . . . . . . . . . . 52
Example 4 - Long Record but no Major Floods . . . . . 53
Example 5 - Length of Record . . " . . . . . . 0 . . . 54
Example 6 - Ungaged Basin . . . . . . 56
Example 7 variability of Skew Coefficient 58
Conclusion • • • • • • • • • e • • • • 60
' Appendix A - Paper by Prof. A~ N. Talbot 65
Appendix B - Cedar River • 0 • • • • • 0 • • • • • 75
Appendix C - Pine Creek • • • • 0 • 0 0 • • • • • • • 85
Appendix n· Skunk River ' ' "'"• ·--• • • 0 95
Appendix E Skunk River . . . . ' . . . . . . . 100
Appendix F Big Sioux River . •. 108
Appendix G - Brewer Creek 126
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ILLUSTRATIONS
iigu~e 1. Culvert size ~etermination for the Talbot Formula .
2. Peak rates or runoff
3.
4.
5.
6.
7 .
Rainfall factors
Iowa Chart No. 1
Frequency of annual floods, Skunk River near Ames, Iowa
Regional boun°daries in Iowa
Composite curve
8. Relation of mean annual flood to drainage area .
.• • • 0
Page
5
7
8
9
13
15
15
16
9. Drainage area index map of story county 19
10. Discharge correlation
11. Preliminary frequency curve
12. Homogeneity test . . . 13. Regional long term frequency curves
14. Map of Iowa showing regions for use of 11 MAF 11 vs 11 DA 11 curves ••
15. Map showing ~ones for use of tabulated
24
24
24
27
28
11 ratio to MAF 11 vs 11 recurrance interval 11 29
16. Map of Iowa showing index flood areas A and B, and flood-frequency regions I & II 32
17. Regional flood frequency curves for Iowa. 33
18. Isohyetal map of Iowa -normal. annual precipitation- . . . 34
19. Graph of solution of A.856 for area A 36
20. Graph of solution of s .806 for A 37 area
21. Graph of Solution of • 707
for 38 A . area B
Figure 22.
/ 23.
) 24.
f
Table 1.
2.
3 .
4.
5.
6.
7.
8.
.g.
10.
·:: .11.
12.
·.;.
Grap}) of solution o:I; .367
for s area B . . Slope and normal precipitation data for Winnebago, North Skunk, and Skunk Rivers.
Regional Curve for Q5o . . . . . . . . .
TABLES
values of c in the Talbot Formula . . . Areas drained by culve.rts of various diameters . . . . . . . . . . . . . .
!
Skunk River near Ames, Iowa . . . Skunk River near Ames, Iowa continued
Drainage areas of Iowa streams, Story Courity . • . • • • • • • • • . . • • • •
Data for homogeneity test
Tabulation of flood data
Plotting positions for median flood ratios
values of 0.000009856P3
•926
Symbols used in log-Pearson Type III Method . . . . . . . . . . . . . . . . . K values for positive skew coefficients
K values for negative skew coefficients
Page
39
40
63
Page
4
5
11
12
20
23
24
25
35
45
46
47
INTRODUCTION
The game is called "Pick a Number." Any number of
people can pl~y it. The game ~egins by one player saying,
"Interstate 35 will cross the Skunk River. What discharge
should we use for the design of the bridge?" The rest of
.the players come up with a variety of answers. Who is
right and who is wrong? Or is anyone right? Or is anyone
wrong? Hydrolog~ is.still an art rather th~n a science.
This paper carries the rather weighty title of
"Evolution of Design Practice at the Iowa State Highway
Commission for the Determination· of Peak Discharges at
.Bridges and Culverts." Hopefully, this evolving process
will iead to a more precise definition of a peak rate of
runoff for a selected recurrance interval at a part.icular
site.
In this paper the author will relate where the
Highway Commission has been, is now, and will be goi:µg in
this art of hydrology. ..
He will then offer some examples
at a few sites in Iowa to illustrate the use of the various
· methods. Finally, he will look ahead to some of the pit-
falls still lying in wait for us.
THE TALBOT FORMULA
When the author first became aware of the Talbot
rL.
2
Formula, he thought it crude and at best, a bad approxima-
tion. He looked upon those who still used this formula as
the basis for sizing structures as old-fashioned and out
of date.. Today we have modern and sophisticated methods
of determining structure size and shape using hydrologic
and hydraulic principle~ and techniques.
Yet,- when the author read and reread Professor
Talbot's original paper, he was struck by the thought that
yes, the method is old-fashioned and out of date. When
the paper was written in 1887, almost a century ago, the
art of hydrolo~y was barely into its infancy. But more.
importantly, the principles he enumerated then are those we
still live with today. The v~riables he listed then ~re
the ones that still plague us today. The data and records
he asked for then are the data and records we are still
asking for today.
lj.
l Most important of all, though, was his recognition of
the basic problem facing the design engineer - the need to
make a decision, now. How large a structure shall be buil·t
at this particular location. No time to study th~ problem
at length; no time for research. Now. Not too large - it
will be too expensive. Not too small - it may wash out,
For this, the design engineer needs_a tool which is quick,
easy to use, and yields good resuits. And what a tool
Professor Talbot gave us. a=C(A)0.75
r_ ...... .,~·~· ·-----l
3
Crude - yes, but consider this. On the primary and
. I secondary road system in Iowa, more than a quarter million
. . I culverts and small bridges existing today were designed
J ' usiiri.g the Talbot Formula. Most are still ·serving us faith-
/
fully today.
This formula was the basis ·for de~gn of all the small
bridges and culverts at the Highway Commission until the
early 1950s. To this day, some of the County Engineers ih
Iowa use the Talbot Formula exclusively as the basis for
design. Because of this, his paper is a part of our history
and has been respectfully included in this paper as
Appendix A.
a=C(A)0.75
a = area of waterway in square feet
A drainage area in acres
C =A coefficient based upon land use, ·type of terrain,
and shape of watershed1
Professor Talbot's comments on the value of C are to be
found on page 4 of his paper.· Subsequent useage has expanded
his comments to the values 6~ C shown in Table 1. various
graphs and tables have also been developed to simplify the
use of the formula. Figure 1 and Table. 2 are examples of
these.
lA.N. Talbot, "The Determination of Water-way for Bridges and Culverts, 1887, p-17.
.-.·.::
I '
c = 1,
c = 2/3 t
c = 1/2,
c = 1/3,
c = 1/5,
Table 1.
4
for steep and rocky ground with abrupt slopes for rough hill country of moderate slopes for uneven valleys, very wide as compared to length for rolling agricultural country where the length of valley is three or four times the width for level district not affected by SnOW·Or severe floods. For still milder conditions or for s ubdr a in e.d lands, decrease c as much ~s 50%; ~ut incre~se C for steep side slopes or where the upper part of the valley has a much greater fall than the channel of the cul ve.rt.
values of c in . 2
the Talbot Formula
Talbot's coefficients are based on a velocity of ten
feet p~r second and roughtly fit a 10-yr. flood in the
~iddle West. 3
.. IOWA CHART NO • 1
.In August, 1951, the. Bureau of Public Roads published
Hydrauiic Information Circular No. 1. 4 Figure 1 in this
circular was entitled "Peak.Rates of Runoff from Small
·Watersheds" and was based on statistical anaiyses of actual
records of runoff on small agriculturai watersheds described
2Handbook.of Steel Dr~~ & Highway_ construction Products (New York: American Iron & Steel Institute, 1967), p-91.
3Ray K; Linsley, Max A. Kohler and ~ied Hydrology (New York: 1949) / p-574 .
Joseph L. ·Paulhus, McGraw-Hill Book Co., Inc.,
. 4Basic Principles of Highway Drainage: Hydraulic Information Circular No. 1, Bureau of Public Roads, 1951.
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' 5 by Potter. This figure was subsequently published as
. . . .
figures 1021.10 and 1.021. 11 (See Figures 2 and 3) •
This work by Potter was published in 1950 ·and outlined
the procedures used in deriving these peak runoff rates.
· The data was analyzed using the theory of extreme values
developed by Gumbel and discharges were obtained for a
10-yr. recurrance interval .
. Since· these Qs were obtained from short-term records,
Potter applied three normalcy tests to the rainfall data to
¢1.etermine if they were representative of a long term period.
T.he three tests of rainfall selected were:
(l} comparisons of monthly and annual amounts of rainfall~
.(2) comparisons of maximum average rainfall intensities for
various time intervals; and (3) comparisons of monthly and
'annual number of excessive storms.
If these tests proved the rainfall to be abnormal, a
correction was applied to the peak rate for a 10-yr. recur-
·ranee interval. These corrected peak rates were then plotted
.· against drainage area on log-log-paper. Using this curve in
conjunction with the probability curves developed at each
station yielded the peak rate for any size watershed for any
de~ired recurrance interval.
5 . W. D .. Potter, . "Surface Runoff from Small Agricultural
Watersheds, "Research Report No~ 11-B, Highway Research Board, 1950.
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10
Since the Highway Conunission normally designs on a
50-yro recurrance interval, the c:urve was changed to re-
fleet this and the curve was also extended to 10,000 acres.
This revised curve is referred to as Iowa Chart No. 1 (See
Figure 4)o
BULLETIN No. 1
6 Bulletin No. 1 was published in April, 1953. This was
the first attempt to present this type of information for
.. -·~ large drainage areas in an easy to· use form which was based· ..
on a statistical analysis of streamflow records~
· .. 58 gaging stations with drainage areas of over 100 square
·miles were utilized in this study using a base period .of 1918-
1950. Using Gumbel's Theory of Extreme Values, a frequency-
discharge curve was drawn on a special graph paper developed by
.Powell. Th.is curve, along with the basic data, was developed
for each station. A typical example is shown as Tables 3 and
4 and Figure 5 for the Skunk River near ~mes.
The data was. then used to formulate a series of regional
curves based on a method developed by ·Dalrymple. This method
will be described in detail later in this paper but it con-
sists of four general steps.
1. Select a base period applicable to the records of a region.
·6 . R.H. Schw'ob, Iowa Floods, Magnitude and F~equency; Iowa
Highway Research Board Bulletin No. 1, 1953 •.
IC::f ~-"'"""'-~-·ec-~."~'·""-•~··'""~"~""'"'~-"'-· ... , ~,,,,. ······-· · .• , ~ .•.. ·~· I . · ,-, -11 · ·· ·
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t.l !.· . ·' - : .. 21·. Skunk River near· Ames) Io1rn· .
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'1 -.J • • .. L Ll2~0"''0c" l ~ 9,; 0 3-'0'';,·:· S\\' 1/. ,· 2n ··r 81N .R 2;. \·\;. jocat10,1.- at. r ·r o , on0 . .) I '- , 1n /'~ _cc . . :J, • ., • r .,
. / on left bank 2,0 miles north of Ames, 3Yi miles· do_wnstrcam from Keigley
. /: . Branch, and? n_1ilcs upstream from Squaw Creek. . . ·: ~ c··- ..
~):ainagc area.-320 sq. mi. ·· · · - ' · ·
· .... _ Gnge,:._-'\'ater~stagc. recorder and conc.rcte coritrol at Pi~~c~t site ~incc July 21, · : /. · 1934. Datum of gage is 893.6 ft. abo\'C mean sea level, datum of 1929 (IO\;'a
•. 1
. Highway Commi~sion b-::nch mark). Ji.ily 28, 1920, to Aug. 24, 1921, inclined : staff gage at S<1;me site and datum. · A1ig. 25, 1921, to Aug. 5, 1927, :l\fareh 31,
. ,
..
. • - I
1933, to"Jul)' 20, 1934, water-stage recorder at sa1,1~c site and datum. .
Stage-discharge rebtion.-Defined by current-meter measurements below 6,000 ._ .. cfs; cxlcndccl abo\'.C by logari_thmic plotting.
Rcmarl~s'.-Base for partial-duration series, 1,500 cfs.
F1oocf rnagnitudc and frequ~ncy·d?.ta_
. . · 1~,,: ,;,,,,,, .. . Annun1 floods Partiul-durntion series
Discharge Date . (feet) (cfs) I Reeu rrence ! Recurn;nce
Order interY:i! Order interval . . :· . . . (l\I) · (ye~r;) (l\l) (years)
-1921 Sept. 17
-9.2 3,540 6 4.50 6 4.17
•. -1922 Feb. 23 9.0 3,370 9· ·3.00 10 2.50
-. Apr. 12. 6.0 1,640. .42 .60 ·July .16 6.1 l,690 40 .62
:
1923 Mar. 28 6.2 . 1,670 24 1.12 41 .61 Sept. 28 6.0 1,640 .. 43 .58
.. 1924 Mar. 30 6.3 1,800 ·33 .66
- ····June 28 8.2 3,010 12 2.25 14 l.79 .. Aug. 9 6.0 l,640 44 .57. . ·. ,
1925 Aug. 7 5.0 .: ·l,130 26 l.Q.1 . 1926 Sc1it, 8
: 6.5 . -l,900 35 .7i
~.Sept. 19 - 8.3 3,120 10 2.70 11 2.27 . - .. - - . -1927 -Feb, 5 7.4 .· .2.460 18 1.50 24 1.04· ...
.. .. -· .. - -
· · 1930 Nov. 24 I ; 5,230 -1 3 I -9.00
.. ··· 1933 Apr. l . ~ ..
1934 Jan. 22
1935 Feb. 15 - Mar. 5
June 19 ··June 25
July 2-1
..
1936 Mar. 10 ·
"'.
• ".I ...•
. . . ; . -···· ·- ....... - ----. ---.: ..
._,.-
6.5
5.4
9.0 6.5 8.4 . 7.0
7.7
1,990
. 1,300
2,490 3,490 l,9oo· 2,950 2,190
2,seo
. . .
23
25
7
16
1.17
l.03
3.86
l.69.
.· Tah/e. 3.
.. ":
-·--- -· - ... ---·-·· -·-···-···------------
23 7
36 15 29
21
1.09 3.57
.69 l.67 .86
1.19
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.
.. . ·· •.· Date ..
:. . . .t.
1937 Mar. 6
1938 llln): 4 May 17-Ji1ne 29·
1939 Illar. 13
19~0 Aug. 13
1941 Sept .. 8 :
1941 Nov. l 19,12 Scft· 14
19-13 June 16 · July 31
.- -1941 May 20
June 12
1945 !IIar . 16 . . ·May 22
.. . . Jui:!? 2 . .
1946 Feb. 5 '.Mar. 6
:. _..Mar. 13 -19-17 June 1
,-~June 4
.·- >: .. ' June 13 ·._June 23
. ·. June ~O
19-18 Feb .. .28 . 1'Iar". 19 ~.?lfor.. 27
1949 !lr"n~. 4 .. --·--· . . 1950 Mar. 7
'May 5 ?llny 9 June· 9 June 18
. . ..
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. - ··-·-:-- -_:~. - .
. ~ . : : .. --:- -
. ...
~ ~-~ -· .· ----------·--"·-- ----:----
I :.::
r ·r
.• ..
/ . . .-·12 : .·
. flood rnagr1itudc and frcqucncf datu-cociti~rned
Go go hol~h•I 'Di;oh0<g; (feet) (ds)
Annua1 flo9cls ·1· Partinl-cl~tration scri~s
! Recurrence · ! Recurrence Order in ten al Order interrnl (ill) (yum) {;\[) · (years)
8.3 6.5 5.8
. . 1:3
8:6
. 5.9 8.1
.·6.5 10.3
13.9 8.0;
6.3 7.7 9.7
7.1 5.9 5.9
8.2 8.2
12.0 10.8
6.4
5.8 7.4 7.3
8.9 6.0 7.0 5.B 6.6
·.:
2,000
2,890 1,880 l,5c1Q
2,800
2,320 . .
3,050 --
1,630 2,530
1,910 4,500
. 8,060 .-2",840
4-;..· ~
. 1,800" 2,620 4,010
.
2,270 1,600 1,610_
3,480 3,110 5,90:) 4,920 l,950
1,590 2,400 2,380,
2,700
3,420 1,6~0 2,190 1,510 1,960
22
13
14
20
11
17
4
1
·.S
21
2
19
15
8
. ..
.
1.23
2.08
1.93
1.35
2.46
l".59 . 6.75
27.00
5.40
1.29
13.50
1.42
1.80
3.38
. .·.· '. _~Ta6/e~- Li.
31
16 37 50
18
27 . 13.
46 22
. 3-1 4
.-1 17
39 20
5
28 "rn 47
8 12
2 3
33
49 25 26
-19
9 45 30 51 32
. ·- . --·----------------- ___ , ___________ --
------------ -----·
0.81
1.56 .63 .so
1.39 .
.93
1.92
.54 - 1.14
.74 6.25,.
·25.00 . 1.47 ·:::
.61 l.25 5.00 . .
.89
.52
.53 .. .. 3.12 2.03
12.50 8.33
.76
.SJ . 1.00
.9.6 . 1.32
2.78 .56 . .83 A9 .78
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-·· ·;_ . ·_ ._ .. _ .. · 5 Recurrence _in!ervat; in ycus
-· ... '.·F.ICURE o. Frcquc~cy. or annual floocl's, Skunk T:.i\"Cf near ]:mes: Iowa. --_-:.:. ___ :_-.·. . .
~ ,
: .
I~
·.· . ,- ....
-1. .•
...........
.•..
. .
.... ·-~- .. ~ . . . . ~- ;_
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·.
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: : . . ___________ __;_ ___________ _
. . . -- ··--------- --··.--
•: ... ·.
' -
14
2. Test the homogeneity of the records to be usedo
. .
3. combine the homogeneous records to produce a composit~ l . . . /frequency curveo
4. I Correlate the mean annual flood with a characteristic of ·
· 1
the region o
The results of the regionalization· are shown in Figures
6, 7, and 8.
The bulletin then outlines five steps necessary to obtain
a discharge for a particular recurrance interval and drainage
.area.
1. Determine the drainage area for the selected site from the
best map available.·
2. Determine from the map of Figure 6 the lettered region
(A-H) within which the site lies.
3. From Figure 8, using the curve lettered the same as the
region determined in 2, obtain the mean annual flood for
the drainage area that has been measured.
4. From the composite curve of Figure 7, select the ratio
corresponding to t~e desired recurrance interval$
5. Multiply the values obtained:in 3 and 4 - this is the flood
sought.
BULLETIN No. 7
In December of 1957, Bulletin No. 7 was published. The
need for this information is expressed quite well in the intro-
duction to this bulletin.
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l-~ - --'-•5- I 1= - ---- ~-- ---- - -- _._
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- 1.1 1.5 2 s 10 20 so . 100
Recurr~ncc in~~rYJf1 in ye~rs
- " . •. . . 7 _ . :· ---_---,,_:: .. ___ }:~~~1n: fl. Corn.ro;;itc 'cur\'c. · ·
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'---- l __:_ I . ~ -T 1 · T ~-I I ---, ,v ,.l'.·7 1-1 ---'"
', 0
. / .. ~--===4 0 :(-r--11 ·-·. / ·~ · · ~((~o
- ;z:~-~r-"-TT ~L " ~--- __ L'.'JlLLI -- - ___ ____:_--1 -
- --o- -~- +- -1-· -----'-
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/ . -~'--- - -I . . j-,
.. ' : . . 20
. '
() 1918-50 rw;ird. - >--'- - -~~
.0 ·Estim2t.ed fronl • .,......
..
'-'- c~ .short.·ter;;necord
- -- - f- -t-- -
_1J l·I .. -
...
... ~
!'.
· .. - . Drain8;;<) area, squ?.re miles -· -- .. --- -· .. ll. ---· D·H ··- ------ ------ -··- -·----.J'ic;un~ n. Ji.cbtion of nlC:\t! annt1aJ flood to draina~C area . . . ·, .. ·.
. . ·· ... :. .
·-- -~---·-~-~:..-• .... :. ·-'-· .• .. -------··--·--.
....
-.
.. 1.7
One of the most important factors in the hydrologic
computation for the design of structures on or over water-
.courses is the dra{nage area upstream from the point under
consideration. other hydrologic studies such as low-flow,
flood-frequency analisis, rainfall-runoff correlations,
stream density, and area-distance make use. of this factor as
a basic premise for computation. In order that the drainage
area information of the interior streams of Iowa be of uni-
form accuracy and available to all users of these data, this
report has been compiled, and the drainage areas of all
stieams in excess of 5 square miles are listed. For the
larger streams, drainage areas have been determined at num
erous intermediate points.7
These individual drainage area~ were calculated in the
following manner. First the area of the entire state was
v~ry carefully determined to be 56,239 squaie miles. This
figure was independently checked by a summation of the areas
:of the 99 counties. Drainage areas were outlined on county
soil maps using aerial photos, quadrangle sheets, and county
·drainage maps. These maps were then checked by the county
engineers and all changes made by them were incorporated into
the final outlines on the soil maps.
Drainage areas were computed on a county basis. The
. 7 . · o. J. Larimer, Drainage Areas of State Streams: Iowa Highway
Research Board Bulletin No. 7, 1957. ·
18
large drainage basins were planimetered and adjusted to the
area of the county. . . j . . .
drainage basins were
. sum /of all the small
. / These individual i ' .
The smaller areas within the larger
then measured and adjusted so that the
areas equalled the larger area •
drainage areas i~ each county were then
·indexed and tabulated as shown for Story County in Figure 9
and Table 9.
USGS IN1~RIM REPORT-
The Interim Report is based upon a method outlined in a
paper written by Tate Dalrymple in 1949. In this paper he
presents a method whereby gaging station records are analyzed
and the results presented in such a way that the point data
at the gaging station is adapted to apply over a basin or a
region. This determination of regional flood frequencies is
based upon a 15 step procedure which is ~s follows.
Step 1. Tabulate flood data for all gaging stations in the
region having a record of about five years or more,
List the maximum annual flood.
This tabulation is contained in Part II of Bulletin No.
28.8
It contains the records of 147 gaging stations in
Iowa, listing them as a partial duration series. From
this listing the maximum annual floods can be obtained. The
8Harlan H. Schwob, Magnitude and Frequency of Iowa Floods:
Iowa Highway Research Board Bulletin- No. 28, Part II, 1966.
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· .. · .. ·.. .... 9 . . . ·,-:.. ·.:: :::7· .-_---~.Figure fJ. 'Drainage orco index map or Story (OL'••l)', Iowa .
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?l11~e ''>f• 1l t't'eam
!
Y.inervu Cree.~ . •••• .". s
e • e .C.o, e • 1 1,1 • e e e 11 I a e•1
?.are L"l-S"';o::.""J Dro.imi.g'e Ditch 1. .... ~o ....•.••..•.•.• Jlidd.lc ll..!.ncr•ro. Cree/.. ••• • do •••••••.••••••• .... eo .............. . ••• . do .••••••••••• · ••• Little Mincrvu Creek. Sku..~ River •••••••••• I.one Dick Crcc.1< •••••• •••• do •••••••• · ••••••• Ski.Ll"lk Ili '"/er.·. ; •••• -••• Dear Creek ••••••••••• ·. ••.• do ••• ••••• .-•••••• .... do . ., ...••.••.••••. : ••. do ••.•••••• · •••••• Sku..."lk flivcr •. ~ ..•.... Keiclcy Drruieh ••••••• ... . do ..•.•.•.•••.••. .. • ·~co ...... ~ •..••••.. P.~~ilton-Story Dro.innc;c Ditch 1.
.••D•do •••••••••••••• o
~ciglcy Brunch •• : •••• S~"1A. River ..... o •••••• · •••• C.o ••• : •••••••• · ••• Sq_uo.w Creek ••• .'. ; ••••. Drnino.ee Ditch 70 •••• Sq\.!.UVf· ...,:. ·~e...'<. •.• ....... . OP.ion ~.r..·dek ... .... ~ .•••••
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n~~~-L-.__:...;....:~~~~~~~~~~~~~,.-~-..,.~~-,.-,..---:--~ Drn:!.nnge
l\l:'Cl'.
(fiq mi)
'~ .. ' !own P.i ver e • · •• ·,. • e ••••
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.• ,.do,, •... ,,. 1 ae•••• •••• <lo ••• ~ •••• , ••••• ~
· •••• do • ••••••• ~ .•••• .". •... do • . ~ .•..••• ·.• •.• Middle Wd.nervu Cree..1<, V~ssissiuui River •••• skunk Ri~er •••••••••• • • •.do ••••• · •••••••••• !/.is~~S:Jippf niVC!' ••• • Sku...."1.k River •••••••••• • •••do.• • • • •• • e ••• •a~ I
•••• do~ ••••• · ••••••••• •••• do •••••••••••••• ~ !l:i::isi::i::iippi River •••• Slru.'lk Ri vcr ......... : • • ; •• do ••••••• o••••••• •. ~.do .........•• ~ .•• Keigley Bra..~ch •••••••
•o••do•o•~••••••••••• Sktu°'..k River • ••••••• ." •. V~ssiosippi River •••• ••• • <lo •• • •• Q •• • •• •.• •.
Sl.'1.1..'1.k Sq_ua.vi Slru.'1?. Sq_uaw
lli vc:r. a a a a a 0
a ID a a
Creek •••••••••• P.i vcr .......... . Crccko••o••••••
.•
R R R
R R R R
'·R R. R L.
.L R ·L.
L L .L R R R R L
L .?. R R P. L'. R R
Roo.d :Ee.st Roo.d
Dc!!cd.pt:~.on
crossing, north (co'J."lty) lirie ( COU."lty) lL"le ....... • • ~ •• ~ ••• • cros!Ji..."'..g; ·west li;i.c .••••••..•
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drainage areas range in size from 0.3 to 14,000 square
miles.
I Step 2 ~eview the station history and make a careful study
) of
0
the stage-discharge relationship.
! The goal here is to make .each record consistent within
itself and as accurate as all available data permit. A
common cause of inconsistency which requires earlier dis-
charges to be recomputed is due to more recent high water
discharge measurements which indicate that the originally
. 9 used rating curve was in error •
. Step 3. Select the base period for the study. Usually .this
will be the period of the longest record.
For this Interim Report, the period used.was 1916-1965.
Step 4. Compute the discharge figures for the missing years
for each station.
This can be done by means of a correlation curve based on
flood peaks. The peak discharge for a floodpeak at a
short-term station is plotted against the peak discharge
for the corresponding flood at the long-term station.
This curve can then be used to ·compute a discharge for
each of the missing years of record (See Figure 101.
Step 5. Number the floods for each station in order of magni
tude, numbering the greatest flood 1.
Step 6. compute the recurrence intervals using the formula:
9 Tate Dalrymple, "Regional Flood Frequency," Research Report . No. 11-B, Highway Research Board, 1950.
.I
I I
22
R. L = .· (N+l) /M where N is the number of years of record
and M·is the order number.
Step 7. Plot the discharge versus the recurrence interval and
draw the frequency curve to get the 2.33 and 10-yr. floods.
The points are plotted on a form developed by Powell for
analysis of flood frequencies by the Gumbel Method. A
best fit by eye line is drawn spanning the .. frequencies
from 2 thru 10 years (see figure 11).
Step 8. Test for homogeneity.
10
This requires a study of the 10-yr. Flood for each station.
The recurrenceinterval for an averaged flood (the calcula-. .
tions for this area shown on Table 6) are plotted against
the length of record at each·station as shown on Figure 12.
Dalrymple describes the reason for this test as follows:
Tentatively assume that each station represents a different sample from a single homogeneous record. If this is so,. then the recurrence intervals will not differ.among themselves by an amount greater than can be attributed to change. A figure has been set up to test·this supposition. It shows within what range.of recurrence intervals we can expect an estimate of a 10-yr. flood to be. The range, of course, is rather great with short records and as one would expect, the range narrows down with long records. If all points as listed above plot within ,the limits, we may reasonably conclude that the records are acceptably homogeneous.lo
Ibid., p-13.
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26
Step 9. · "List the annual f'loods in a block table for homoge-
neous stations, and record the mean annual, or 2.33
year flood (See Table 7) .
Step la. compute the.ratio of the annual flood to the
mean annual flood for.each year of actual record .
. This ratio is shown on the fourth line of data for each
station in Table 7.
Step 11. Tabulate the flood ratios, listing the ratios for
. . each order number on one line or in one column.
These ratios are shown in Table 8.
Step 12. Determine the median flood ratio for each order
number· and record the corresponding recurrence intervals.
(See Table 8).
Step 13. Plot the median flood ratios recurrence intervals
and draw the composite frequency curve. In general,
do not extrapolate above the 50~yr. freq~ency curve.
Step 14. Plot the mean ·annual floods versus drainage area.
Draw a curve, or curves, to show the relation applicable
for the region.
Step 15. Determine the flood frequency for any place in the
region from the curves of steps 13 and 14.
In the Interim Report, Step 13 has been shown as a table
in Figure 13. Step 14 has been drawn as a family of
I
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30
straight.lines in Figure 13, Figure 14 gives the type of
terrain at the site to be used in determining the MAF.
Figure 15 gives the region to be used for the desired
recurrance interval.
BULLETIN NO. 28
Bulletin No. 28, which was published in July of 1965,
is the Interim Report carried one step further.11 Instead
·of correlating the MAF to one wat~rshed ch?racteristic,
drainage area, a regre~sion equation using multiple dorre-
lations was developed using a computer.
Three independent variables were finally selected:
area, slope, and precipitation.
A - Drainage area in squa~e miles
s - The main channel slope in feet per mile between
points 10 and 85 percent above the point of
interest. L is the length in miles measured along
·the main channel, and the upstream tributary with
the largest drainage area, to the divide.
P - The normal annual precipitation in inches over
the basin for the 1931 - 1960 period.
The regression equation using all 147 stations was
MAF = 0.000377A· 819s· 711P2 · 982 • The multiple correlation
llHarlan H. Schwob, Magnitude and Frequenct of Iowa Floods: Iowa Highway Research Board Bulletin No. 28, Part I, 1966.
I
/
31
coefficient was 0.92 and the standard error of e~timate for
I the d~pendent variable was 41.4 percent. The above equation
( . did n'.ot predict the MAF equally well for the entire state.
Two )egions seemed to have different relations . . ( . . '
These two regions yielded.the following equations.
(A) MAF = 0.00000.9856A"856s.806p3.926
(B) MAF = 50.22A 0707s· 367 ·
For area A, the multiple correlation coefficient was 0.94
and the standard error of esfimate was 37.9 percent. For
·area B, these statistics were 0.94 and 30.4 percent.
Several tables and graphs have been developed to aid in
the 'solution of these equations. Figure 16 shows in which
regions of the state that equations A and B should be used.
Thi~ figure also shows which region (I or II) ds applicable
in determining the ratio to the MAF (see Figure 17). Figure
18 is used to determine the annual precipitation at the site.
~able 9 gives the solution to 0.000009856P 3 · 926 . Figures 19
thru 22 give the solution. to the other variables in the
equations. For drainage areas ·aver 700 square miles, graphs
similar to Figure 23 have been developed to determine P and
S. For areas under 700 square miles, S has to be determined
f~om a quadrangle map.
BULLETIN NO. 13
The purpose of Bulletin No. 13 was to describe the
various flow frequency methods most ·commonly used by federal
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- '--' c Freq.uency planing d a fa· 0 9urve ·-CJI Cl> Rec. interval- yrs 2 5 10 25 50 0:::
I Ratio 1o MAF 0.88 1.58 2.05 2.65 3.10
n. Ratio to M AF 0.83 1.85 2.55 3.55 4.50
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Recurrence inf ervo I 1 in yea rs
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. Figure [}. Hcgional floocl-frcqucncy curves for Iowa. . · .. : ·.
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F/q. 18. . . c:'.'7.1,,; Isohyetal map of Iowa normal annual. precipitation.
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... . ·. .:... . ~~. . . ... ·.·<·TABLE [19. Values of o'.000009S5°G p 3 .o=-'G.in the reg~:es.sion cc~~~fion for area A . . .
. .· !2 ·.3 .4 ~5 _.6 . .8 ..9
3.13_3 ~.183 3.235 3.285 3.335 3.386 3.437 :3.'188 / .. · .... . -
3.539 .3.595 3.G52 3.708 3.7G4 3.820 3.877 3.934 3.991 4.o~rn
4.105 4.16_8. 4.231 4.2·9,1. 4.357 4.420 <1AS3 . 4.5-16. 4.610 .4.673 ._I. .
4.736 4.805 !1.874 4.943 5.013 5.083 5.1,53 . 5.223 5.293 . I . ·. r 5.363
I .... 29··'
.. 5.433 5.510 5.58G 5.663 5.740 $.817 . 5.89-1 5.971 I 6.126
~--.. g.. . 30 ·.-.·.· .. -~ ·.·
6.204 6.290 .
6.37G 6.4G2 6.517 G.633 6!719 6.804 6.890 6.976
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· 11.37 . 11.50 · 11.63 11.7G 11.89 . 12.02
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.... ,, ·-=o;....~""""~"""""~""""'--=~=.;'""""°-'°"'-""'""""'~"'"""°"""'""""'"':-=--"'"'-"-=""'"'"""""''-"""•-""""""'~'"'"-""~' ..... -"''%""'"'"·'"'-""""' ''-""";;;:;";;..J .... ·==i0==""-'-~=.-.,""'"';'t ~""""-":"-~~"-""·~~~'-=,=-:=., '°",. ,""'.,.·""'T""" ~~ .. ,.• .\ - . t:i':--:;§3 • . LJ•51Ej f:'C,;7f'.2{'
.··~~:<G"J.' ,.,;t'.'<fV:]' .. ~'¥ '.· .. l4£2ii:' ·;';;?;]
.... 0
" .....
"
3
·' . '
.... . ;
. .
•,
·V.S.G.S. Go90
\1.S.G.S. Go91• Coppoc~· (O,;conl1nued)
\1.S.G.S. Goqe
Moutft Indio• Cr .. ~
....... . ' '.
. , ...
.,
"' "'
· .. ~!ope
"' 0
"'' •, I :•
·, i "· ,, . ,. .•... ..
.... ·. _I' ·.~ .. ~ ..... ...... ' ,•
for. 10%-:85% of ·Leni;ilh, !n fe.e! per mlle {Symb~I S)_
onnuol (Symbol P)
Coun!y' rood "o". br1~90 ·'·' · Rockford
• .. · U.S.G.S Gooo
. ·•. · Mooon Ci1y . ~. " . ', ......... .. ....
. .• 1·, . .-: . ·:_.;: .. : • . " . . '-':. : . ·~·. " : .... \,
. "
. f',.
.;· .. ·· •·• •• ,,.1
·:· ..... ., '
• '1, ,' f I',' '••,. · .. ·: . ·! :·.·.·
Hi9hwoy G:5 brld9•
County rood brld90. ~ •Lynnville
County 1ood brldqo 0019-INW'
... . :.
Cerro Gordo Counly
Honco,ci\ Counly
County rood °C0 ~ridge Forest Ci!y H1q•,woJ'. G9 brldrre Loke Mill5
precli>!!o,llon. ·1n lnehe~
"··
N ro
-t;:~ '• ''t:"~
·.
•':
:·:,:~~/.-··.~ l ·.: I
':. ... . .. . . .. ; ...... :_.- :' .. . . .. ~·. , I
. ... ·:/·":. . . ·,, . . · .... >. r,: .... ·:.
·.·.'
·,'
. •. ,' ""'1. ... . '•. ·.-:·', -,.:
','
. .. .. ~ '.·.·
.. ·. ! '
..... ·. ,::
•• :,.! •
.;·· .. ,·/·'·.·· ~ . . : : .. '·'.: .
.· ..... ···· . ,'•
; .··
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: ... •, .
.... •I '''
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-'
41
agencies at the present time.
This was accomplished by first reviewing basic statis
ticjl principles. The application of these principles to . I
floyr frequency analysis was shovr.n by" tracing the historical
dejelopment of the various methods in. use todayQ Procedures I . ' ·and.items common to the several methods were discussed and
included types of data, time elements, probability paper,
transformation of data, plotting-position formulas, fitting
of frequency lines, outliers, historical events, discontinu-
ous records and estimation of missing record, compensation for
changed physical conditions, zero items of data, statis-
·tical test of significance, confidence limits and applica-
tions of frequency analysis.
Five methods currently in use were then descr"ibed in the
following manner. In the .following desc.ript:Lons each method
is presented in the words of its originator if he is known or a
typical proponent if the originator is not known. This is
done to give an idea of the reasoning used to justify the approach
taken in developing the·method. Each description is followed
12 by a suni.mary of current usage. The five ·'methods described
were the Hazen, Pearson Type III, Gumbel, gamma, and graphical
distribution-free methods.
12 Methods of Flow Frequency Analysis: Bulletin No. 13 1
Suhcommittee on Hydrology, Inter-Agency Comm{ttee on Water Resources, 1966. ·
l ,;1
•· •. 1 ..
• 1
-1·
;.
' ~ '
i 1
42
BULLETIN NOG 15
The· purpose of this bulletin was stated in the forward
by Stewart L. Udall,. Chairman of the Water Resources Council
as follows:
With the growing· need for improved flood plain management, des·ireability of a basic, uniform method of establishing flood frequencies for general use throughout the Nation is manifest. A consistent approach to the est~mation of the average annual flood loss~s - a major analytical co~ponent in det.ermination of the best measure, or best combination of measures, in flood plain management - is dependent upon equable analysis of flood frequencies whether determined by federal, state, local govern-ment or private engineers.13 · ·
With this in mind, the Hydrology Committee studied six
methods. Three fitted the data well and showed no bias~ The
recommended method is one of the thr'ee~ Based on their
studies~ the Committee made the following recommendations:
1. 'rbey agreed that the state of the art was such that complete standardization was not feasible or appropriate. A base method should be adopted with the provision that other methods can be used where justification is presented.
2. Based upon several items, the log-Pearson Type III distribution (with the log-normal as a special case) is recommended for adoption as a base method for flood frequencies.
3. Because of the importance of flood flow frequency estimates in the field of water resources development and programs for managing flood losses, member agencies are encouraged to improve techniques and procedures in this field.
13A uniform Technique for Determining Flood Flow Frequencies: Bulletin No. 15, Hydrology Committee, Water Resources Council,· 196 7.
I l I
43
The bulletin concluded by di.scussing several additional
c~ns~&erations in flow-frequent analysis. These were short
. / record of flood flows, determining discharges for ungaged
· baslns, outliers, zero items of data, and the variability of I i .
the skew coefficient.
On the following p~ges is a description of the base method.
~ . ' .
m ~·
9. ' I
01 . i-'
ml -~~
oo· - j
Vil·. --l
f.j ~
·\·~l . ~
•.
/
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... -·
.:•
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.. ···•· ..... •. ··:!"·
. ; -_.;,.
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.. :.· .. ·:--'.: ... : _._.; __ ._.;
-~ -. • . •. . :~-
-.·f" . ····---~~-- ·--
-·-..-. ··-. •\.•.
... ·. _.,
...... ., ·.=- ... :- .
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. ·.:.
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. •.· .. : ··: .... :NL:x~
0:...:--'------
( N _ .:.._ l.) (N 2)S3
. -.. ·:
····- ·-.·-. ... ~:. : .· ... -. :·
. -~ .. ~. . '
.·.• :_ ~ ..
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~~~ ~~(N ~ l)(N 2)83 :.
·.··_ .. ~ ·-
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. -_.,. ·: :~-.
. -.~
,·., .. .. .....
·,
·· ...
. . : · ...
.- -·-: ~-_: ~. : .
. ;_\:·;:\::·:x . .-........ - ···r . .-:
. ·:::. ·.: : .o:· : • .••
_:• :~ ·. . . .. • : . ~-~ . .".:,.:•: . . .... -.. . ~: .. _·;.:··· <~:_; >:-··
. . . . . . :~. . '. ·· ..
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·=·· .. · :~:· .· :··· "·.-':·~·-.·· .. ~
•.
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·.
.. _:.·· .. -··
. -~ . . . . ..... ~- ... ··-... ··: ..
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. : .
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·:r· •• : .. . -~ ·. -.. : .. •.
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currencc intervals or pcrccn~ chance:- ...
·. Q = M +KS
... :. ~· .. .... -·-·· .· ·.,• ·:,. ~ ... : ..
.... - ... :·.···"
'· .. ---···------·----~-----~::.. --·- --- ---·-· -------~· ------···· . .: .. _. ____ .·.• ..
....... ---·-··---··-----------------------~-----~--------- .. ----·--·------------------------------~-----------------·-·--
... -.;
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"45
Take K from Table 11 or Table 12 for the computed value of g and the sele·cted recurrence interval or percent chance.
•.Log Q is. the iogar i thm of a flood discharge ha:ving the same recurrence interval or percent chance.
. \ /
6. Find the antilog of log Q to get the flood discharge Q.l/ J
Tables of K Values
·Tables 11 and 12 were made from larger and more complete fables prepared by H. Leon Harter (Math~matical .Statistician, Wright-Patterson.Air Force Base) and th~_U.S. Soil Conservation Service. Copies of those tables are available, fre~ of charge, from the Central Technical Unit, .Soil Con~ervation Service, 269 Federal Center Building, Hyattsville, Md. 20782~
Y = arithmetic magnitude of an annual flood event .. x = logarithmic magnitude of y.
N = number of events in the record being used M =mean of the X's x =· X - M
S =standard deviation of the X's g = skew coefficient K = Pearson Type III coordinates expressed in number
of standard deviations from the mean for various recurrence intervals or percent chance
Q computed flood flow for a selected recurrence interval or precent.chance
Table lb, Symbols used in log-Pearson Type III Method
~·
t:"<·:' .. ~~ !J}'.3 .. • [;";';:c'~ >'·'~n H ~'-~-~ • ~--~Rw ~ . ,~.Ei •r·-~ \I . . : . . . ·:: , . ~I
. ~. /~ ·, ·. •' ..
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I I
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... . . . . ... , :·.. ·~. . . ._r : ... .' · .. ···.~ . : .... ·:· . ·::~:.· .. · .... · .... ~· .·· : . . ·. . . ._. ... · .. ~!_ .. ::.
. . . ,. . . . .. ' . . ..
· :· .. · ·.:. : .·· . · , .. · ·.· ·'.· ·. ··;:. Teb1~i1.'2&.-K~'va!{i-e:s·r-_f:;r'"po~:tt"i~e"sk~w··•eoelfi6i~nts~':·:.·, .·'. .. ··· .·."··:: .... :,, ·•.-.;::: ...... ,I ' ·, • ' ' • ·-~ .:· I:'• • o • ; .. 0 I ' •,' ', ·< :·:', .~·:'~o '
. ; :. · , '.... . . . . . ·. :. . .·,. .. · ·.. · · " ·.. !Z;ic;.ii:'!:'ei:ce rii~!erve:11 in .. y·~·ar's". · ·. ·. :- · "· ... · · .. :. · · .. I . .... . • ' . • •• • .. I • • • • '
[ • • ' 1
0
I ' 'I f 0
I , " .. ',., ,.. • " : I ' ' f f ' 01 .. f\ I\ 't rl 1~ t\
·1 Si<ew ·l.0101 .·:.l.0526' '.::1·.1111··· 1.2500' 2· 5 .10 .·25 . I . • . . ,.
· \.Coe_~~~)ient . "· ... ' . .. : .. _... .-·.· . . . . . .. !
99· •, 95 . '· 90·.. w sq~~·teerif~;h":nCe'. . lo . • ;,. . • .• • 2 . : , • . 1 ·. .·• 0. 5 ; {-?\:.;:_ .: · · 3.o ·-o.667 · . ·.-0.665. ·· .'. -6.660'. '. .. o.636 . ".-0.396 o.420. . L180··· .. :: · ·.:.2.21s _;.' ::··,3.1s2_·:::·:·/,4.·o:s1J>·· .. ::·4:910 .. :~_}\(.·;:··:~·~:·.· .: ·
2.9 -0.690 ·· .. · .. o.688 "-0.681 ··. ·-o.651· · .. -0.390 ·.o.44o .. · 1.195.<· ;'.2.277;_::0::·"3.134.·.;-._ 4.0_13 · .... · ... 4.909 ·<·-::;!:::·: ... ·· ~·. 2.s· ... -0.714 ·i -0.711. · . .;.0,702 .. _.: ... p.666 · .. · -o·,334·· ·. O.l160 .. :i.210 .".'.·'.2.275 .... '·.·~·114._:.:-.···3.~73/,·-·:::4._847 .. ~\\:.' .. ;:···'. .• ···: : . ·2,7. "-0,7L10 .. --0,736 ,.·. ·-0.721+ .· -0.681 ~.: ... 0.376 .. ·o.479. · .. 1.224 ·· .. 2.272 .: . .),093 .. ·.·.'·> 3 • .,32 ··.::. 4.733 .. , .'·.•::," ·. i ·.· 2.6 -0.769. · -0.762" -'-0.74i.· -0.696 -0.368 ·:·.·0.49·9 .. -..-··i.233. :.·: . .z".267 ··~ .. ·3,p71 :·:..:··.:3,339 ·.:-.:: .. 1f.il3 :. ;·_..,: ... · ... ··:;·
·! .. 2.5 -0.799 .-0.790: .-0.·771.·· ·;-0.711 ·.·-0.360°·.··0.518 ·._.::· "l.·250. ·.:~··:2.262 ·.··. 3.04s··:'::3.8Lf5 .~·· .·4:652" ''.</."."·._·. _: .. ·: .. 2.4 -0.832 -0.819 •. -0. 795 ·· .. :.o. 725 ·. -0.351 ··:.,.·. 0.537.· ~/ L262 ... --: .. : 2.256 ··:, .. ~3.023.:_'. _.·::. 3.800 · .. : '. {f,58Lf>· .. /.,·.\.><:: :
... :. 2~·3 -0.867 .. · .-0;'350 .... -0.819 -0.739 -0.341 .. 0.555·.· ..... 'l.274.: ·,' .. 2.248 ..... 2.997 .. '-'·3~753 . ·. ·."4,515" ··~·)·:·.:. :···· . . . :: · .. · 2.2 -0.905 ·. · -0.882 ·.··-0.84lf . -0.752· .. ·.·-0,330 :• ·. 0,574···~·,.;·l.284·:.·· ... 2,2l10 : .:. 2.970 .,_:. 3.705 <.·'4,11l1L1 · ··.~·._'· .·.::·: 2.1 ·-0.94_6· ···.-0.9ll1·· . -0.869 ·=' -0.765 ;. -0.319- 0.59i, .:; 1.294 .. · .. 2.2:30 '. · .. 2.9L12·.-:> ·J.656. : 4.372 ·. ·~~.: . . '. .... 2.0 -0.990:. -0.%9 ··-0.895 -0.777. •··-0,307:
0
0.609··· .. :·L302.'-.· 2.219 ·, ·.'2,912· · ... 3.605·-:".'.:-· 11.298·.·.:.· '.·: · ... 1.9 ·-1.037 ·-.... 0.98l1 .-': -0.920 -0.788 ·. -o'.294 ·.··: 0.627 i.310 ':· · 2.207 . >2.·881 ·:. : "3,553 .. L1,22_3 ::,·.·_,.: ..
·. i.8 --1.087. '.-t.020 · · .. -0.9115 . ··-0.199 -o.2s·i.: ··.0.6l13 1.318··. ·· · 2,193 ·· i.8'18 .·-.·:-3,499·· .~ :·11.11,7. ·.:_·::o-..; .· l. 7 "-1.1110 -1.056 -0.970 -0.808 . -0.268· .. 0.660 ·l.3211. · .. '2.17~ 2.815 ·· ... 3,l1l14 ·: .. Li.069' :.:". ;:
·~ 1.6 -1.197 . -1.093 ·-0.99/f' :· .. ·-.0.817 .-0.25l1 •• ·0.675 1.329 ." .. '2.163 2.780 ..... 3.388 ;_. 3.990 · ..... 1.5 -L256··· .-1.131 .... i.013· -0.825- -:~o.21fo·~ .. 0.690 ~.333,.:· .·2.llfG··.:· 2.1tf3·:·:,· 3.330 · -:3~910 .:··: ::.:
·· t.l~ ... -LJ1s .. ·. -1..168 ':'l.041 ·· · -0.832 -0.2.25 ·. o.705 1.337 .' 2."12s. ". 2.706 ·: 3~271· ·. : 3.828 . · .. . l.3 .. i.~83 ·' ··-l.206 . •l.06!~ . -0.838. ···.-0.210 ··~0.719 · .. ··~·.·1.339 ~ '2·.103 ·.· 2.666 3·.211. : ... 3.71+5 .... ·: . l,2': ·-1.Mf9 .. · -1.2113 -1.086 · -0.8Lflf -0,195 0.732 · l.3lf0.· · 2,037 .'.. 2~626 ."· :.-3.1Lf9.,. ."· .·"3.661. · /:_~·:.·· .·· .. . 1.1. ·-1.51:8. '. -1.280 .. -1.107 -0.8l18 .. -0.180 0,7lf5" ... l.3L1l . 2.066 "· 2.585 . 3.087 .· .. _~3.S)S ·'·"· · .. : .... .
. ~ 1.0 -l',588 .;l.317 --L128 -0.852 ·. ·-0.16/f 0.758: l.Jl10, ··2.0l13. 2,5lf2. 3.022 .. · ... :.J.L1S9 ····:.'.·: .·. ·. · ,9 -1.660 ·. ·-1.353 -l.llf7 -0.85/f -0.1Lf3 0.769 ... 'l.339 .: 2.018. 2.lf98... 2,957 · .... ·3,L~Ol. i. _,,.; .
. 3 ·-1.733.:. -1.388 .. -1.16'6 .·-0.856. :' -0.132.' ·0.780 .. 1.336 •. •· .. 1.993 .. 2.453. · .. 2.891·:=·:··· ·3.312 ,,.,.' .. _::: · . • 7 -1.806 · -l.'f23 '·-l.°t83'. ··-0,8S7· ·. -0,116' •. 0.790 ".:' ·l.33J, ~·. :·t.967-·' · ·. 2.lf07 ._'_' .. 2.82Lf <' 3.223 . . >':.:·; '.: ·. ·:G -1.880· ::·l.458..:· .. ·-i.200··.· .. ·-0.857 ._.·: ... -0.099 :.:·· ... :0.800 ··:··.i.J2_s·.· .. ,··i.939·_.,· 2.359 -:·.-~: .. 2.155.:'.).).132.'.-.;.::_:_:·:·· .5 ~l .. 955 -1.491 . -1.216 .. -0.85~ ·.·-0.083_·: ... 0,808": :· ·l.32~ ·. :-"l.910·. :··2.311' ·."< 2.686 :·:3_.041.-'o'::.:.t· ...
· ·· ,'t. -2.029 ·-1·,524 .:.1.231 .. ·-0.855 · .. -0.066".·· ·· .. 0.816 _.:·. 1.317 ···:.:· i.s30··: ·:-:- 2.261·· .. :: 2.615 · .\::2.%9 : · .. 1.:. ·.J .:.2.101. ·-1.555 .·.: :.i.·2,15 · .. -o.853.;". ~:-0~050··.·· .. 0.82'1. :-:.-:·i.309 .· .... ··i.349>.···:>-: .. 2.211 '. ·2.s1ft··· .: .. · 2.85·6 ... :. ·:·'./" .. _;.
•• . . 2 -2.178 ;-1.586. -1.258 ·· .. 0.850:.--: -0.033··.-.:···::··a·.830 .. · .. :::··10·301 ···/·:.·.~.1.818 ;· ·:·~:::·2~159 .:··.· :·z.L~72 "::· ·2.763. :·=:·::·:./":: .·. · ·· . ".1 · -2.252 ;-1,616· · --i~27o" · ·-o;M6··.:::·.-o.01i.· ::··o.836·.-:··~.'.:;.1.·.292 .. · .. ·,,-1.785,:·_:-'"~:;2.107.·:. >. 2.1100 · .'·'.: 2.670 .......... ·.;· /·.: ·
0 -2.326 •!-l.6Lf5 .··-1.282 "·:-0~_8l12.-. ', 0 ':·:··:0.842 .. ._. ::··1.282 .·. 0
1.751 :·.··:2.054 .... ·2.326 ·: 2.576 .:··: :.·· ' •, • :.. . . ' . . • ' '. I' ·' . •, '. ::• \ ':· ' : •
' '• ·' ·'·· • • • .. '.'I." ':· .. . I :.·. • • ·.•·• ' ... . . . .... ·. .. ...
.. ·
. ..
!
·w-;,.:~
-- ! . ~"::<:;) . r..: ·:·TI· !
I , .. ·. ~ ...:., . ., \.
'. ··· . .' . · ..... '·· . '• .
. ·;.. . . .·.· .. · ~· ' ..... .: : ":~ .•. ." .· >.: · .... : .. . . . . ·:. : " . " . ··. . . : . . -~··· . :·:.· .. ' ·. .. .... . < .' ; '.. .. ': : . . .·; < ·. . .... . ..... :.:_'·.· .. ·':". ·, ~" .. :·'.,_.: .. ·. ·< ... _:._. .. : :'.'. ..... • .. · ...... :.-~:-.! .: .
. . ·: . .. · ::: : _.· ·. · .. ';.· · . ...- · '; .'.·"~ .. _. .''. Tebfe . .12~ .. ~K values. for -~eg~t·~e sk~w: coefficients'.· :··~ ·" .. ~· .: ,',. ·>; :.;· .:.· ·;.'·.::·:· ;. :· .... '.": .. :" · ........ : .. \ ._' .. :· ~ . . ·. · / ·: · · ·. · .... ,/ ·,: <": . .' '.. '.' .... >' · Recurrence Interv•l ii, Y.eers . . .· . ,;::· \:: ;~:/>:::.· .. :.,\:': .·/~,::; ;: .. -.n; ·.:;:~Sk~w .. l.Olo~·:: .. ·:·i.o.52'6·.:· lillll 1.2soo.: 2· 5 10 25 ... · .. ·····.so···.·~'.·ioo· .. '.:,;·200 .. ·"' .. ,_ .. :.:: · Coefficient · ·· · : .. .. ··· '. · ·· .... ·.:·' ·. : :: .... ; · ' .·,·· .. <:_·.··::·_ .. < .. ·.·:·'.·:,:.'. ~\ ..
' , • • ' ' I , . ,•. ' . ". ;• .·, ' : ·.~• ·".; ~, ,'.•
(g) · ,. · . Percent Che:nce '. . · · . . · : : .. > ::·" . . .· , . · ,. 99 :;·:··95 ·- .. ~ ... 96 eo ·· so .20 ... ·.·'. io 4 ··· ~. ·.2 ·.· .. · 1<·:.·=: ... o . .s·· .. ·:·:"··(.,':{.
• , . . . . . . . . :· .'' ·.: . . ' ;> .<· .. :.<'.··: : . .:_::.: .... ··.: . ·i· o . .:..2,3·25· .. ·.;.l.645 · ·L282 :._'.o.842 o :.0.842 1.282 ·1.751. ·2.054 · ..... 2.326 ::-·· 2.576··"::._. .. ,:
.·: .1 . : ·-2.400 ..... -1.673. ':. -1.292•.·: -0.836 ;,, .. 0.017 0.846 .. 'l.270 .::-·. 'l.716 ·': ·" 2.000. ·"· ·2.252 ...... ;· 2.482 ·;:,:<::·.;·, '. .· ····~.- .2.·· .· -2.472· .. · -1.700.·~.:-i.301 ·-:_:"o.830 ·· .. 0.033 ... 0~350 .·" l.258 ... ··:.··l.680·~:· .. ·.-.l.945·::.:,, 2..l7a:-. ... ::::·2~388·:.·.:"'.·: <. l·: - .3 . -2.5114 ·; "-L726 •;· -1.309 ····. -0.824 : .· 0.050 0,853 ·" ·l.2lf5 " l.643 .; "l.890 '·· .. 2.lOA . ·· 2,294· .. ·.·:'..i
: ·- .L~· ·-2.615. · .. · .. -1.750 ·: -L317 '~0.816' :.•, 0,066 :. 0-.855 .... 1.231 . ·:·J..606° l.S3Lf· · · :2.-029 ".::· ... ' ... 2.201·").'..::;!. - .5 .· -2.686. ·' ..,l.77l~ . ··-1.323. -0.808 . 0,033 . · 0.856 ... " .1.21.6'. " 1.567 '1.-777 1.955 "· ·.,'. 2.108 ·. ;".' i ·
:· _ .6 -2.755. :-1.797 ·· .. -1.328 .. ,..·.;.0,800 .. ::. 0,099 •.. · .0.857 · .: i.200 ··.· l·.'523 ·i.720 , i.sso·.·. · ·2.016 \·.< :t.· !.·- ,7" -2.82l1 -1.819 "<-1.333· ... -0.790 .. : 0.116''
0
: ••• ·o.857.····.l·.183 .~ ... l.488° ."1.663 .·l.806··: J...926·:.·:·.\ .. ; ! .°8 ·." -2.891 -l.8J9 ·· ·-1.336 .. -0.780 ... 0,132° . · 0.856. :". ·l.166 ·: l.4Lf8. '1.606 >":: l.733' ... 1.837 . .-lh .: ·
. I ,9' .. ·-2.957 -1.858 ·-1 •. 339 ·.· -0 • .769 •.. O.lL18'. : 0.8SL~· .. ·• ·l.147 1',L107° 'l.5Lf9 . 1.660.' 1.7L19 ·,.:-;..i,;··: -l.O . ·. -3.022 -1.877 . · -l,3lf0 .· -0. 758 ·· . ;D.16/f .· 0.852 .. · 'l.128 · l.366 1.1192 : _'.:. l.588 . : ·,. l. 6611 ... · .. "" !
. :-l.1·: -3.087 ·.-l.89l1 ··-l.3L1l .. ·-0,71+5 . . 0.180 ., 0.848 . ·l.107. 1.324· .l.l135 :l.518 .· :l\581,,'·: '· · 1 -1,'2 . ·-3.149 -1.910 -1,3110 -0,.732· 0.195 ,·0.8L~4· ··: ·· 1;086 l.282· .... l.:379 . · .. l.M19 ··". l.5.01 ." .. '. ·i
-1.3::·-3.211 .. ··-1.925 :-1,339 :-0.719 .. o.2io .. 0.838".:: L064· .. i.2t10 ·l.324.·.·,.·l.383· ...... ·i.,124 ::'.<:·,·; •.: ·-1.t~ · -3.271 -1.938 .:.i.337 ····".'o-0.705 0.225 ,o.;·0.832··· l.OL1l. -,.1.198 ·· l.270·.·'.= 1.318 .,· l.351 .: .. :.j . ;_ -1 5 -3,330 ·-1.951., ;.1.333. -0,690 0.2L10. ;...0,825 . . : 1.018 . 1.15i "·. 1.217. 1.256. ;. l.282 ·< ... ! : ! . -i .: 6 . - 3 • 3 8 8 " < .. :. i. 9 '6 2 . . -1. 3 2 9 - 0 •. 6 7 5 " : " 0 . -2 s L1 . / . 0 • 81 7 " ~· . . 0 .• 9 9 L~ . . l. ll G . ~ 1. 16 6 1. 19 7 . : > . 1. 216 ''; '.:. ,: ' . . l·-1.7 ... -3.'fli/f. ·-1.972 .. -1.324 .. -0.660 · .... · 0.268: "0.808·., ,. 0."970. '1.075 . 1.116 :, :l.140 l.155 .. :. · 1
·1· -1.3 ·:·. ·-3.1199'. -1.981 :· -1.318.- ·-0.61+3', 0.282·".. 0.799 ; "0.945'.: 'l-.035 .. l.069" ""l.087 .... 1.097 .... :.".,·.! .. : . -1. 9 . . . - 3 • 5 5 3 . ; .. -1. 9 8 9 . -1. 3 l 0 - 0 . 6 2 7 . :· 0 • 2 9 lf . " " 0 . 7 8 3 . > . 0 • 92 0 . . 0 • 9 96 " ·, l. 0 2 3 l. 0 3 7 . . . l .. 0 ltlf . . . ,_·:.' . t
... 2.0 .. .:3.605 ·. -1.996 -1.302. -0.609" ·o.3o7 ... . :·o.n1 ·. ·. o .. 895 . . ·o.9s9. · .o.9so 0,990 o.995 ........ /' ···.-2.1.·-.. ·-3.656: ..... 2.001· .~1.·2.91~ -o.;92:··:.,·o.Jl9·: o.765,.·.· ... o.869 . .,·o.9~3· o.939· "0.91,6 o.%9 .. ··:., .. ".'_ ... :
1:.:
-2.2 .··-3.705. ·.· -2.006 ... -l.28lf ... "· -0.:>7!!- .·.I .0.330 ·:." 0.752 .. 0.84ll-.,: .. 0.808 · .... 0.900 ·' 0 .. 905. ·· ..... 0.907 ,:::. ':o I .·;~2.3'···-3.753 .. ·-.2.009 : .. -1.27L' ... ·-0,555 .'.:_0.3L+l._.-.·.0,73~: 0.8~9::.·.0.855'.,.:; 0,86l;·;· .... 0.867 .·. 0.869 :·:· ... j
-2,Li' .. ··-3.800 . -2.011 . -1.2~2 ... -0.537 ... 0,351.,:.·:, 0.72:> · .. ·· 0.7_,5 ·:··.: 0.823 .. : 0.830 ., 0,832 .·.·: 0.~33 .'::·<i -2.5 . · -3.SL,5 . -2.012 · -1.2:>0 " -0,518 ·: ·. 0.360 ·.•.. 0. 711 .·.'. 0. 771 ... 0. 793 . · · O. 798 · 0. 799 · · 0.800 . ,·
• '· • • • •.,· , •, • • • .• t. • .... ' ' , • ''··'· • I
-2.5. -3.889 ... · -2,013·.: -1.238'' · -0.ll-99 ··· '. 0.368 "' .>0.696·:'· ; .. .. 0,71,7 ·:,· .. 0.76L; .· ... 0,768 · .: 0.769 0.769 · .. i ~ , • • •. , ••• : • • • ' • • • ·' • • • • • • r
. -2. 7. .-3·.932.. -2.012 -1.224 · -OJ,79 ·. '•. 0.376 .:..;··: ... o·.681':·~;· ... O. 724. >- .. · 0, 738 .. :: 0, 7L,O · · .. 0. 740 0. 71+1 ·.: · -3 .. 973 · -2.010 -i.210-' . -O.lf60 ·~.> ·o.384.:.:.: .. :---o.666 :,::> ..... 0.702·· .. ·: .. ·:·; o.712 :; ..... ·o.'714· .·:. o.714 ·· · o.11L1. :·'.·:·: -4.013 -2.007 -1.19,5 .· ... -o . .440 ;::::: ... 0.390·'_.):_. ·o.651.':·,~·.'~ o.681·.··.: .. >.o.683".:··::.:. o.689 :·"·. · o.690 .... ·· o.690 '. :: ... ;·:. · _1,.os1 -2·.003 · · -i.rno :"-0.1.20.·· :··· o.396"'.·:..;:~.: o.636 -:.:~·:·: 0,660·.-·""·,· o.666 :·;. · o.666 ··· ·· o.667 .......... · o.66t .·: · .. ·
o 11 , '
0
• ,••• o'
0 I I •o", •, JI ,':'1
1 :'',•, ',,I;
. :. . :·. : •' . . : .· :·: ., .• . . .
: .. i
~ .. : . '. . ' •:.
-3.0
........... . ,t ...
j.:;
-.'
... t
·-;1· .. " ·,~
48
EXAMPLES
/The following examples will demonstrate the use of each
of the methods discussed to this point. These particular I I examples
I have been chosen becau~e they illustrate the
!
.problems listed in Bulletin No. 15: outliers, short record
of flood flow, determination o~ di~charges for ungaged
basins, and the variability of the skew coefficient. The US
Geolbgical Survey in Iowa is currently conducting a study
which hopefully will produce some guidelines to handle these
problems.
The Talbot Formula and Iowa Cha.rt No. 1 Methods have
been omitted in those problems which have a drainage area
larger than 30 square miles since these two methods are
intended for use on smaller drainage areas only. In other
examples the Bulletin No. 1 Method has been omitted because
the lower limit on its use is 100 square mile~.
MAF is used as the abbreviation for the mean annual
flood" N is the number of years of record at the gaging
station.
The computer output for determining QSO in each of the
examples using the log-Pearson Type III Method are presented
in Appendices B thru G.
. 49
Example 1
·Normal
·Name: Cedar River
.Location-: Cedar Rapids __ .,
.'.' Drainage Area: 6,510 sq. mi.
Char act.er: . Rolling
Bulletin No. 1 : Region C
MAF - 27,000 cfs
Ratio· to MAF = 2.8
050
= (27,000) (2.8) ·= .75,600 cfs
Interi~ Report : Region X-III
MAF = 24,000 cfs
Ratio to MAF = .3.34
Osei= (24,000) (3.34) = 80,200 cfs
Bulletin No. 28: Region A-I
S = 2. 34 ft. /rhi. P = 31. 3 in~- .
MAF = (7.343) (1,840) (l.Sl8)
= 26,700 cfs
Ratio to MAF = 3.10
Q50 = 82,800 cfs
log-Pearson N = 67
050 = 77,600 cfs (See Appehdix B)
; .;
,'.f,
-:
.· ,,
50
Example 2
Outlier
Name: . Pine Creek
Location: Buchanan Co., near Winthrop
Drainage Area: 28. 6 sq. mi.
character: Steeply Rolling
Talbot Formula
a= (0.5) (18,300)o._ 75 = 800 sq. ft.
· Q = 800 x 10 = 8000 cfs
. Iowa Chart. No.· 1
Q50 = (0.7) (l.O) (8,_200) = 5,700 cfs
Interim Report : Region Z-IV
MAF = 1,600 cfs
Ratio to MAF = 2.61
Q50
= (1,600) (2.61) = 4,180 cfs
Bulletin No. 28 : Region A-I
S = l4.0 ft./mi. P = 32.5 in.
MAF = (8.510) (17. 7) (8.40)
= 1,270 cfs
Ratio to MAF = 3.10
Q50
= (1,270) (3.10) = 3,940 cfs
,, L~
:_· .. ~ :1
.. . -.
Outlier
log-Pearson (see Appendix C)
N Max. Q 050
20. 24,200 32,000
19 14,500 18,200
. 18 10,600 10,800
17 5,030 5,600
·Question?
Can we have 3 outliers in 20 years
of record?
52
Example 3
Short Period of Record
Name: Skunk River·
Location: Story Co., near Ames
Drainage Area: 556 sq. mi.
Charabter: Rolling
.Bulletin No. 1 Region c
MAF = 4,400 cfs
Ratio to MAF = 2.8
050
= (4,400) (2.8) = 12,300 cfs
Interim Report : Region W-III
MAF = 5,300 cfs
Ratio to MAF = 2.97
050
= (5,300) (2.97) = 15,800 cfs
Bulletin No. 28 : Region A-I
S = 6.63 ft./mi. P = 30.6 in.
MAF = (6.719) (223) (4.6) = 6,900 cfs
Ratio to MAF = 3.10
050
= (6,900_(3.10) = 21,400 cfs
I: log-Pearson : N = 17
.,.
1 l
0 50 = 9,600 cfs (see Appendix D)
I)
I
: . . . . .
~ . .
·. ~.,........-~.'f'!~.·-~~~"."""':''-7'"'''0:<::-::~__.,.,,..,_~_'"'7,..---""""'...,;~:-::.~_...,,.~~~~·P:"<"":~">-;:~.·-v;·,~~-.• ~ .. ~ .•.. - ... W-'7 .. -·~ "' >.··~·· •• ,. -·
,----1
53
Example .4
Long Record but no Major Floods
Skunk River
Story Co., near Ames
Drainage A ea: 315 sq. mi.
Character: Rolling
~ulletin No. 1 Region C
MAF = 2,500 cfs
Ratio to MAF = 2.8
Q50
= (2,500) (2.8) = 7,000 cfs
Interim Report: Region W-III
MAF = 3,900 cfs
Ratio to MAF = 2.97
Q50
= (3,900) (2.97) = 11,600 cfs
Bulletin No. 28
S = 7.34 ft./mi. P = 30.0 in.
MAF = (6.204) (137) (5.0)
= 4,250 cfs
Ratio to MAF = 3.10
Q 50 = (4, 250) (3.10). = 13, 2_00 cfs
log-Pearson : N = 45
Q50 = 7,100 cfs (see Appendix E)
I ij
11· I '
;I
l I
. 54
Example 5
Length of Record
Name: Big Sioux River
.Location: Woodbury Coo, at Akron
Drainage Area: 9,030 sq. mi.
Character: . Gently Rolling
· Bulletin No. 1 Region E
MAF = 1,0, 500 cfs
Ratio to MAF = 2.8
Q 50 = (10,500) (2.8) = 30,200 cfs
.Interim· Report': Region: Q-II
MAF = 18,000 cfs
Ratio to MAF = 3. 81
Q 50 = (18,000) (3.81) = 68,500 cfs
~ulletin No. 28 : Region B-II
MAF = 12,500 cfs
Ratio to MAF = 4.50
Q50 = (12,500) (4.50) = 56,300 cfs
,r~~~""·--. -----1 ·1 j
l i
55.
Example 5 - cont.
Length of Record
log,..-Pearson (see Appendix F)
N Thru Max. Q 50 yr. 100 yr. 200 yr.
24 1952 33,000 31,700 34,:100 36,800
32 1960 49,500 41,900 47,200 52,000
34 1962 54,300 49,000 56,500 63,800
40 1968 54,300 49,400 57,200 64,600
41 1969 80,800 62,000 74,600 8?°,400
The dual bridges on Interstate 29 over the Big Sioux
River were 6ohstructed in 1959. The 1962 flood
destroyed the northbound bridge. Tot.al cost of the
original brjdge, the replacement bridge, and other
remedial work now approaches one mill~on dollars.
The 1969 flood rose _to an elevation· four feet lower
than the 1952 flood.
56
Example 6
Ungaged Basin
Name: Brewer Creek
Location: Hamil ton Co., in Webster City.
Drainage Area: 22.5 sq. mi.
Character:. Flat
Talbot Formula
a = (0.167) (14,400). = 216 sq. ft.
·Q = (216) (10) = 2,160 cfs
Iowa Chart No. 1
Q50 = (0.4) (1.0) (7,100) = 2,850 cfs
Interim Report Region 'I'-II
MAF = 500 cfs
Ratio to MAF = 3.01
Q 50 = (500) (3.01) = 1,500 cfs
Bulletin No. 28 : Region A-I
S = 9.8 ft./mi. P = 29.0 in.
MAF = (5.433) (14.4) (6.3)
= 490 cfs
Ratio to MAF = 3.10
Q50
= (490Y(3.l'O).= 1,520 cfs
. 57
·Example 6 - cont.
Ungaged Basin
log - Pearson
~ I
Since this is an ungaged site, several gaged sites
of various drainage areas in the same region with
similar basin characteristics were u~ed to define
a regional curve for Q~o· These result~ are shown
in Appendix G and Figure 24.
Q50 = 170A0.7
.. = (170(22.5) 0 · 7
=.l,500 cfs
. I
58
Example 7
variability of Skew coefficient
Site D.A. N cs
Pine Creek 28.3 20 0.697
Pine Creek '28.3 19 0.578
Pine Creek 28.3 18 0.408
East Branch Iowa River 133 23 0.216
Pine Creek 28.3 17 -0.063
Hardin Creek 43.7 18 -0.065
Hardin Creek 101 19 -0.177
East Branch Iowa River 7.9 18 -0.220
·East Branch Iowa River 2.2 17 -0.490
Lizard Creek .257 30 -0.492
Big Sioux River 9030 41 -0.533
Cedar River 6510 67 -0.552
Boone River 844 30 -0.575
B,ig Sioux River 9030 34 -0.622
Big Sioux River 9030 40 -0.701
Big Sioux River 9030 32 -0.764
East Fork Hardin Creek 24.0 18 -0.817
Big Sioux River 9030 24 -0.886
Skunk River 315 45 -0.985
Big Cedar Creek 80.0 10 -1.251
Skunk River 556 i7 -1. 908
59
Example 7 - cont.
variability qf Skew Coefficient
the
I From the list on the previous page, it can be seen that
/kew coefficient displays great variability and is very
sensitive to the sample size and the variability in the
items of data themselves. Pine ·creek is a good example of
this. Eliminating each outlier in turn ~hanges the skew
coefficient from 0.697 to -0.063.
Several writers have commented on the use of the skew
·coefficient as a regional factor and on its use at all when
the· sample size is small. In Foster's original work he
stated that "as the coefficient of skew, computed from a
short record, has a tendency to be too small, a value of
coefficient of skew= 0.60 was adopted as typical of streams
of New York State~ 1114
In 1936, J. J. Slade, Jr. tested the. significance of
these skew cbefficients and showed conclusively that skewness
is never a truly significant characteristic when the sample
from which it is computed has less than about 140 items .
and that it is quite meaningless to use this measure when
there are 50 or fewer items.15
14H.A. Foster, "Theoretical Frequency Curves," Amer. Soc. Civil Engr., Trans., v. 87, 1924, p-16A.
15 w. D. Potter I "Surface Runoff from Small Agricultural water-· sheds," Research Report No. 11-B, Highway R(search Board, 1950, p-27.
]
l I · i
'l ., 1 j
1
:] ( l'
60
Current usage of the Pearson Type III Method discourages
computation of the skew coefficient when the sample si.ze is·
less than 100 events. However, a predetermined value of skew
based on national or regional statistics may be selected when
the use of a skew coefficient appears' justified.16
Prasad acknowledges Slade's work and then states that
this implies that the log-Pearson model may not be used for
most frequency analysis at present because fo~ most stations
less than 60 years of data are available. It is true that
the coefficient 6£ skewness is a more sensitive parameter
than the mean or the standard deviation. The present study,
however, shows that the use of the coefficient of skewness
improves the fit of the frequency line in the case of maximum
annual flood peaks regardless of the number·of years of
record.17
CONCLUSION
We appear to have come a long way from the Talbot
Formula to the log-Pearson Method. Today we have a wealth
of records (but never enough and never at the right place),
16Methods of Flow Frequency Analysis: Bulletin No. 13, Subcommittee on Hydrology, Inter-Agency Committee on Water Resources, 1966, p-22.
17Ramanand Prasad, "Frequency Analysis of Hydrologic Information," a paper presented at Annual Conference of the Hydraul~cs Division, Amer. Soc. Civil E~gr., 1970, p-10.
61
electronic computers, and a better understanding_ of the
proce~~es involved in the hydrologic cycle. . (
But - the basic premise of statistical hydrology is that
the .Jecords of past events are the results of natural (
processes which are unchanging. clouds form; rain falls;
interception, retention~ infiltiatiori, and runoff occur;
evapotranspiration takes place; and then. the cycle begins all
over again. A never _ending ~ycle - or is it?
Clouds are seeded to bring rain. Other experiments are
·performed to dissipate clouds. Forests are cut down to be re-
placed by farms and cities. Potholes.are filled to reduce
ponding and increase crop yield. Hillsides are terraced and
contour farmed to reduce soil erosion and increase crop
yield. A corn field gives way to a shopping center and a
parking lot. Channels are straightened and obstructions
removed in the name of flood control. We have Coralville,
Red Rock, Saylorville, Rathbun, Hickory Grov~, Don Williams;
and hundreds, if mt thousands, of farm ponds.
From the standpoint of hydrology~ however, there has
been a widespreatl destruction of the hydrologic character of
the observed water data. The U.S. Geological Survey has
advertised this fact widely by requesting the establishment
of _hydrologic benchmarks throughout the country. A hydro-
logic benchmark is an area, untouched by man, in which the
water data collected can be expected to depict reliably the
j l '
I l I I !
I '·I·
j
. 62
effects of natural conditions on the flow of streams and the
fluctuations :Ln ground-water levels. In short, as water
/ dat1 have been changed in character due to water-development
pro/ects, The Survey has found it increasingly difficult to
act as an observer and interp~eter of hydrologic fact and
. has been forced to devise and advod:1. te heroic measures in
order to maintain its identity as a scientific agency and
perform the services required of it by law. 18
The name of the game is still "Pick a Number.".
18 Raphael G. Kazman, Modern Hydrology (New Yor, Harper & Row, Publishers, 1965), pp. 257-258.
f ..
''· ·. \., ,~\'. ~I . :
~ . fill ..
~ . .
.. ,:.. ·- - . ·-··· -·· ··-'· ...... ·----·--·.:.; ..... ~~ ..... -.. _,..;.._ .... ~.--·-·-::.. .. -~---.. ..: ........ ~~--... -...... -.. ,.:..-~--- ... -;--·-------~·----
·':
oh -/2 --C2.)G.'-:C:/-/./d. .. · 7~.J,? .. 9.Jc,y,>/i:--:.../f?
'-'"----'-~'-'--!-'--'--'---'...C'--+-4-;.-J.--...J~+--!-"'-'--'+-'--'--'--+--'--r-;-+::c::±:~s
..., ____ :.. ____ , ___ .., __ _
3-:.::'=J.:=::::J===:::~::t-g
:::..::="-'=-=~~.=:CL.::::.::.:::=.:=:==~~c~==~L·
=::~=::;~~~~='"===t-a
..
--------..------------
' . .
~ ~
~
L . .
'
· .. · i ., .~· ..
~ .b}l
~ . --· .
r~ , ---------
64
BIBLIOGRAPHY
A Uniform Technique for Determining Flood Flow Frequencies: Bulletin No. 15, Hydrology Committee, Water Resources· council, 1967. 15 pp.
Basic Principles of Highway Drainage: .Hydraulic Circular No. 1, Bureau of Public Roads, 1951. 24 pp.
Dalrymple, Tate. "Regionai Flood Frequency," Research Repor·t No. 11-B, Highway Research Board, 1950. pp. 4-20.
Foster, H. A. "Theoretical Frequency Curves," Amer. Soc. Civil Engr., Trans., v. 87, 1924. pp. 142-203.
Handbook of Steel Drainage & Hi~hway Construction Products. New York: American Iron &.Steel Institute, 1967. 368 pp.
Kazmann, Raphael G. Modern Hydrology, New York: Harper & Row, Publishers, 1965. 301 pp.
Larimer, O. J. Drainage Areas of Iowa Streams: Iowa Highway Research Board Bulletin No. 1, 1957. 437 pp.
Methods of Flow Frequency Analysis: Bulletin No. 13 ,Subcommittee on Hydrology, Inter-Agency Committee on Water Resources,· 1966. _42 pp.
Potter, W. D. "Surface Runoff from Small Agricultural watersheds," Research Report No. 11-B, Highway Research Board, 1950. pp. 21-35.
Prasad, Ramanand. "Frequency Analysis of Hydrologic Information," a paper presented at Annual Conference of the Hydraulics Division, Amer. Soc. Civil Engr., 1970. 32 pp.-
Schwob, H.H. Iowa Floods, Magnitude and Frequency: Iowa Highway Research Board Bulletin No. 1, 1953. 171 pp.
Schwob, Harlan H. Magnitude and Frequency of Iowa Floods: Iowa Highway Research Board Bulletin No. 28, Parts I &
, I I I 19 6 6 • 4 7 & 3 7 6 pp .
Talbot, A. N. "The Determination of water-way for Bridges and Culverts" Reprint from Selected-Papersof the Civil. Engineers· Club, University of Illinois, 1887-88, No. 2. pp. 14-22.
65
Appendix A
Paper by.Prof. A. N. Talbot
. - -~
. ~11 .1
1 ~f ~
;1
'fl fffl1 __ _ il "1( f ~
'.ij~ ~.: i- ID 1: .
:1 l<j ~-:1, I~
~.
' .
~
I ~ I r01_._~
tf~l ·~ ..
.. ' (·" -· .: .:' ..... :·
. - .. ·_> .. _ .. : ·--·: .· . .. , .•
- . ··_
.. :·· · .. \. - -
·- ....
... ::· ... ..)
. - .. : - •· ...
· 'ERE DETBRHINA'rION OF Wf..':CElt-WAY FOR BRIDGES AND CULVERTS
....
. .BY Aq N. TALBOT "·. -.- . Ass 0 t -l?:i:or<'!soo:i: of Engineering and Ha thematics . ·'
.. In general, little consideration has been given to.·the
~roportioning of· tha span of culverts an<l.bridgcs6 ·noxeaj pipes, an4 ·small bridges a~e guessed o~f by the sub6rdinate·anginccr. To~ often a
mistnkcn,J.iiza cause~ a washout of groat mn(;nitud.0, cntaU:t'ng· coot of rep{lii:'s and J..oos of tui.fHc. Neady l\D frequently cxtrsvagnnt idc:is''()f
'·:. - -
.... _·
. - .:•
requirements causa greatly inc;:cnscd coGt of constr.uction 9 :Cndctcrmin:i.t:o though tho pi:'oblem be,. it demands an ineol1iecn:: :tre'1t;:ncnt:c. Any one can make a c~lvorc o= bridge large cnough;.i~ is ~hc~rovinca of the driginocr to deeigri cno of sufficient but not cxceaoive s[zc~- Pcrhapn in tho ro~jor~ ity of. br.-:i.dga locntione, 'blufis ot a ~·nill' .. 1nilrked chnnncl <lot~rmines tho \lidth og ltho b~:tclgo opening, so· that the nmount of \·nitor is n subordino.to fac.t:m:a, ot. the (3ize of the openin3 can .bG clodded upon by inspection of! tho pt>o.Hlac Vary often, howevc1• 1 there io no such guide &nd no good
· cvidcric.e ol: thG height of tho stream q,t the opening.· Thi.a p'apet' will con .. eido~ euch caeca o What t havo to of for is not 'l.m:!.vers~lly upplicnblo ... ~ c.nd no rule 0£ thumb wiU fit the caso~ ·
,,,·~. . . .. : .. -.- . ..
lI~re let me wo.rn you that the question :ts noi:···one which ·c~n'"'bo. 'dc.toi'rn:!.nctt with tn.o.thcmo.tica.l e~~llctncs:J. Th~ problem. is rnoro ·or lc_vn . indotcrirJ.nate ~,,.· ded.m.al places :do not give .nccurute resulto wit:h un~cru · tniri dotd~ Do not then.~o troublcd_bccauoe oimilur-~onditionD g~~b vary• in& ·rcoul!:s. _ · · · .- ·
·:-. i\' .· ,, '!! .. ·'
I Inl the construction of a new· railroad, conoidorar:ions of fil"f:i'.
COOt ~ tinic ~ and e. lock Of knowledge Of the . sruount: Of . future traftic ~ llS
\tell: D.S igno;:crnce of the .physical features Of the 'country1 ui;uully: i.·cr1uire. that· tcmp·orary structures ba first· put in, to be replaced _by masoriry c:nd. iron later& An excessive size for thcoc terep6rnry structures may ~ot be very objcctionciblc -- often n t:rcs tlc will for the tima be cheupcl.' th.Jn ' an ombv.nkrncnt~ Wi~h increased.resoul:"cen, permanent improvemcoto will be
·mo.do q In: the meantime an incidental but vc1-y irnpoi:tont duty of the cn~i ... ncerr.:ts to &1nlw a tarc£ul a tudy of the requirements of the rec, d. Upon the audgmcnt e.nd abil:l.t:y dis.played in this depends mo:it of. "the cconomiclll. Vnluo Of culveti:fJ, :?.butmcnt:a and pi_crs, 1Jnd .the supen-ision Of the con~ struct.ion }.a not difficult. Hig~-water tr~L"k of strew.ms .nnd tho offoct of floods ov~n in w.iten.: .. courses ?rdina-.cily dry should b.e rcco-;:ded D.nd no tor.; • of t"oqui~cd wntor ... w.:i.y taken. With these data cha pl:opo!; · pl;·opot.t;ioning of tliG t'omnncut. ott>uctm.:c~ beccm2s an easy tfisko · · · ,. · ·
~--·.~-_-'"_--;~_ ... ,,.~_~ ....... ~ '-'-"'-'·.----"-~'-=~=--=·~ ...... =~·=-·-=·-=· =·-=============..,_,,......,=-~=~=---.--,-~------........ -~- -~~---·----~-----------.,---------
..
. , .. ·
- ·: .· .··:··. -_:.
.·. :.
_~':!.~.-·::~;z.r_•;.·- .. =·-:;-·.-;.·.:_ .. ;".· :-:-:· ~. -::·:-.·. __ .',·
........ .: :·~:- -· ... _--_;--·-.--,···.· ; ~ . .. . . . . . ' ,::·.
'. : ~·. . ' . · .
. . . . -~ ·- -:· ~--... <_ ·._:_.:. ~1:11 vert~
.- - 'The _-difficulty of deducing o. ro:tion~l formula to determine the l'lCCt'.lG.Se.t•y spi;H1 Ot' Wntct<wt;faJ' of Cl cul va;:t; dio.in:tna O. givon Cl"..'00. w:Ll.l ho appracintad on e~Gmining tho following conditions which enter into tho problemr
(l) loca.liti.eso
Tbs va~intion of the rate of rainfall in different
(2) Paucity of d;t.a, s:!.ncc. records nre gcnerc;lly gi\ren ll.S so · much par de.y and t:arely pen.· hom: ~ while tha ~urat::f.on of the covoi.:o D corm
· io not reco~dcdo. ··: ·· ·. '(3) Tha malting 0£ rmow with a heavy i:."ain.
(l}) The pu1l:ucabi1.ity of tha surfll.co of the· gi·ound) d~pcnding · upon tha ki.nd 0£ soil 5 condit1.on of vogot8.tion and cultivat:i..on 1 et:c.
,.(5) Tho dagt;·oe of .aature.ticn of. the grol!nd and the £!.Ii10unt of cvaporationo ' . . , ;
{6) ~ha chnrncte~ ~nd inclination o~ the surface. to the point ·:where the Weter eccumulut:cD in the \·mte,r~col.n:Dc proper.· . . ···
(7) 'rho inclil1~t:ion or slope of the· \·1atm: .. courso ·to the· point ·· ·.·· cons:i.doi:edo · "
_. 11 .;(8) The oho.po of t:ho area drnincid ·o.nd the position of tho feedsra:o ··.·.I ·:
, '£he importnnce of the l.n.et: itom will be seen in compnring a . epoon .. shnpecl m:ca t oho1-m et (b) S.n the accoopnnying cut, where· the main - \li~lct"cbui:sc· ia .fed by branches fl'o1ri boi:h tdclco, so arranged thnf w.:iter ·
from the uhole &rea reacheo the cul~ert ae the sama time) with .a ~ong, · nn'n,"o\t 'ba&inp shown ilt: (a), in· which bc·fora _the water from tho _-uppc·:i: ·:
· p<:l'i-t rcllch::s c:ha ·opening the rainf (111 from ths lowm: portion has b8en corr:.t.ut..1 :J.\·i:i!.:J t:d.!{~ th;.J GC-\1~..;ro p~~::~ er tha ctCt--rr! ·:!.:; pe;St~. !!1 :la:cg,e· ar.cna this in_ ail important consideration~ •' . . .·: . - i· !l
. i' ll .
·' · · · . ln constructing such a fo1·rm1la > then, we should hnve to . · de~1do between l and 3 inches of rainfall per hour; upon tho pro~ortion .
. of the rninfcll reaching the stream~ which in given in reliable data as , varying'· £rorn 15 to 50 percent, and in case of sµow to a quantity evi::.n 1 g1:cater than the rainfall; to cs timate th~ time re quired to find its ,way thibugh grass ·and brush, over flat and steep, until the water• course is roached, nnd then with tho imperfect:. formula for flow :ln . chbnnol~ to correct for retardation by bends and brush and gras~; rind finally to decido ·upon ~~hat. Pt'oportion of tho water· carr.ied down the .
, stream \<~ould roach t:ha opening nt the snmc timco As· any of these oGti ... m.ntca milr;ht b'e in en·Q4' 200 or 300 percent, tho final result would mH: .
. ba·ll:oliriblo,, ••
1 Baforo f ac;t thnt ll.ny vnluco of tho
.. : almont wholly
deciding upon a ro~thodp I dcoiro to emphno~ze the .; for.mula w!.11 be nppro:cimntc. thni:. the estimation of tha difforent conditions entering in~o the subjc6t will ba. ,· n mstt;O'Z." O~ judgment:b SO that t:ha fo11nula muot be
·,
·•
' . --·.' -
· .. · ~ .. -.. :-:.:'. .... -·· ·'.: . .·
0 - -. . ·:_. .··,;-- .. --: • • • I • ·· .. ·. -. -~ .• .. :,· ..
· .. · · ·. con.sidared mo'fo ns a guide to the· judoncnt tho.n ·ns ·a \.1orkinr; l.·ulc. . · M.lthcmo.ticD.1 e~:c..ctnci:;o io neither W.1l:rv.ntcd by nor required by the prob ..
. ,·. lem. tho qucotion io not one of 10 o~ 20 percent of incrcaoc, If ~ :
-2°foot pip~ ie ipaufficient, a 3~foot pipe ~ill probably ba thc·hcxc _ · size. an incrceao of 225 percent. If a G•foot arch culvert proves too.·.
smnll ~ nn 8-foot · w:l'.11 be used. The rc.9.1 qucr: cion- :Lo whether we want an 8-foot culvert Of a 2~foot pipe. App~o?dmntion iD all we can hope for»
. and fol;'tunntely i.s all we require. . . ·
· ,At fh:st thought: it would appeal· that the runount 0£ water to pass through l'.n open fog,· other thfogs being equal: will be directly prci.,
· portional to the ai:ea drained. .For srr.nll aree.s thi.s is neu~J.y trua~ but: llB wa h!lve seen :tn thC! case of the long, nr::i:row di:Elinr.g e at'E!l'. thcro· wilJ .
. be a variation from tl10 direct proportion a.s the Ed.zo pf t:h~ bs.sin · · increaacoo ...
I • . .. ,,-..' ,..
,;ne slope of the culvert is not cono:tdere<l nol" is the increD.Sed diachar.go Of large open:l.ngs per squat"°C foot ·of arC.lp C.S llGG-rly the .8.!lmO
proportion '::TJ.ll be found n~ in tho channel nbova. · ·
'l-faj o E. D. Te Myers' formula is the only one in general uoe. ·.It is · · :-,;
. -{~ "';,. .. •. 'I
c· ~Jo-::ainage Area in Ac~es, ... . ·where c ia a va~iuble coefficient for which 1 is used in ordinary, . ·. slightly rolling prairie or agricultural land, 1.5 in hilly gro~9d, the · value rising .to 4 in mounta:f.nous and rocky g1:ound. · This g:Lvas y<ilu~s which are nmple for smnll drainage arous, in fa~!: too large. l"or iarge
•·.arena tha results are too small.·. The defect for sr:t.all areas ia'::appar.:.;. ent from the fact th~t ~ha discharge will be then nearly pr.opot~ional:
·>;to the!<icreage. whilo the ·formula ma1c~s 40 acres require ·only twice as ···. : much. nr, 10 ?ct:'.::!3. · WHh jud:i.dous use, this f:cr:c1'1ula h<:\s done goo cf serv~ ~:'.ice. but it has many .defects. . . · ·
·. f!.
. it has been suggest~d tha~~bservations be made at the c~lvart· to find the' depth of water there for a known rainfall. A maximum rate
. of ra:tnfe.ll could then .. be assumedl .. and the maximum watar;.way calculated . . by simple proportion. The objecb'.on to this method is. the fact•. that n dbuble -amount of rainfall will give more than double the d:tacharge~ since the ground has become saturated nnd since obstructions wi_p have
· less effect on the flow. ..- · ;: · . .
·:The only formula for finding the discharge for a given rain· .. · fall over a given area approaching to reliabiltty is that ~f the Swiss
·._,-·
. hydruulicinn, Hl". Burkli~Ziegler. which ·wD.s del:-ivcd from oboervations ·on heo.vy storma in Zurich. together with 'information from other European -local:t'cieo. For. "feet mensurc it :!.s .· . : ,_. - ·: · •
• '.
.-,-;· ·4 · qt1m\t;ity of!., dieche:rga· pot' ac~:e ·in cub:f.c feet per sec.ond ra ·c a ~
v;:· '.-
·. _ .. ·· . ·. .-; .· ...
_,. - -· '.: ·.
' ~·-·
.·~ .
. '·
.. ·.··_.-;·
Since by thin fonnuls the quant:i.ty dischc;rged par aero v01r~cs · iriveroaly e.s the foui·th povei: of t:he area drain(')d; the volumG of dis-·
.charge ~t'Otn tho whole ni-oa -w~ll va"!.:y :as A , or A3/4; and~ assuming
·~[ ' --··-··-· ··.·.-
- -
the crn:nc velocity through the culvert ll.S in the stream above, the opcnd ing wUJ. vnr)7 likewico. Thio assumption. will be truo when the g·radc of. tho culvert: ia the srune as that of the. stream above and when tha smaller· cocffi61ent of .friQticn in the culvert over that of the chnnnol-ito~lf is
-.. cou.utorrictcid tiy tho ~ar.d.otnnc:o to1 ente~ing the culvert.. He 1"1l£Y ·.thei: \fd.te
.... - . ;~.
" . ·~-
. . .;~: . .
. : .: ...
; ~ ..
-· for which tha coefficient Q muet be determined. . .-, -<:):'f:~-c"_._ ... I .. ;:;>'<.
· ·By compar:l.son with tho formula of' Burkli·Ziegler and with the· '· ·flood flow of streams up to several of 77 squsre·miles area, I c'6nclude that for rolling agricultural country sbbjcct to floods ~t time of melt- ..
. · .. ing' of snow J and v1ith the length of val~ey three or four times -the ~1idth,. 1/3 ~" '•'·,,; 1·"'-.-,.~ ~ .. ,i.,.., ·of. r. 1.1! ,.t..,.. rt--"n~"" ;,, ·10"'<'.?""1" in nropOl'"t:l.'on t·o
J .
l~
. ~~ ~u- l-'c...V~..:.:i .. "<..:.·~""'\.:. - .;;:.a J... ... !.~~ r.;-....~~t.,.<C,, . ..: ... ...... ;-.... ~ 1-;~\;" •• .,, .. ,.. - • ~ ..
· the areri., decrease: c. -In districts not affected by accumulated snow,·· end ·where the length of .the valley is several times 'the width) 1/5 or 1/6 or dvon less may be ~aed. £ should be in6r~ascd for steep side :slopes 1 ~espcclally if the upper part of the valley ha~ a much greater fall than the channei at the culvert. · - -
i
· .. In any case, the judgment.nmst.be the main· depe"ndence, the formula being D. guide to it:. On a road.already COriGt"J:"UCtCd tho .9_ may
· ba determined fo"t the charc::.cter of surface along that lino by co1i1pnring the formula with ·high~watet' mark of a known druiriilge area. Experience
, -and observation on aimilar ~ater-courses. is the most valuable guido. A · .. knowlodge of the nction of streams· of similar situations· in flooda c.nd 'of the effects of peculiar formations and slopea is of· flir more value •. than any e~ttended £ormull1o· ;, :• . . 1 .·
.•• f. . . 'l'he drc.inaga e;rea m~y be obtained with sufficient <1.;curacy
. . f~om a cou.1ty m!lJ?p or b)' walking up and .a.cross the basin.
.··.·.·, .
.. :.:. ·.
..
:· . ." .- --..~--
. . ..
' .. •
· ... _ ..
. :·: ._. . .. ' .... · ..
·-··-· .. · . ..,.· , ..
.. .:.
.. . trh<i foUo-.;tng t.nblc3 ohom~ t:1"\~ val~c.'.J CJ.5. r;5.yc,n_-.by_ t~c Hyo~s.'
-
formula •·· .--~- . · : ; .·. . .. ·. . . .· -~·. . . . .: 3/4·-·" ,. . . . ; A m .1Y.A and Q .~ l./'J A • .~ ·A :tc in a qua re ·fegt:,' in. both cusea: . . . . . . . . ~ -;
~7c,a.z~ ... Hy~r.<L,: ... ,..,..2.ill_E.E. · ·
10. 3~2
20 4o5 .. 40 6 • .3 DO 8.9
:100 10.0 . ·-160 12.6
1.9 3,2 5~3 8.9
· 10~ 5 15.0
· .. 200. . :_· 400
. . · .. · 640 ···. 1000'
2000 6400
. 14.l :w.o 25.:3 3lo6 lf4o 7 ao.o ·
l7o7 29.G ~2J4 59o3 99.7
2380.5
· .. ·
According t:o tha Hyerr1 formula n 12 .. :tnch rd.pc will· not. drai.r~ e.n 8ctop which is abom·d on ito foce. · /, . • f. .. 5: ;:.:.-
. . . . . · Ihcid~t\~~lly, I rnay ee.y that 1. hnve found that £01: tlverag~ . ·. ·
·. elo_pe in·· €-m.r:ill -:!vere tho Hood cli.scharga p(n: ciqu~ro cl1c. is about; II
~ . : .
'.• ..... _ ...
. :·.
; ·-····
.. '·
. ~ -
-.··, .. I .
. - ... ,.; .· ·-·:··
. I
: ~ .. : :
]!L<;lgcs.· · I ..
Ordfoarily th9 distanc.e betuci:in· banks nnd· the prevailing t;ra-de lino on either o::l.de 'determines the-. length of sp<rn and the· amount: ··
. of water-,.,oy. Lnrge ntt'e<lms. hovfnL; WGll~established channels will not .. - present an~ difficulties -- an inspection of the profile is the o~iy ·
thil1g needed, With small rivers and creeks; especinlly in regions sub .. . ject to .floodn and having no wcll~dcfincd banks and high~w.ater channel,
a. more ex.l:cncletl in'Vl~udgc.tic·~-. lt; ti\~cczf.;.;:ry. '£1;.c. ~cquid.te w,:;,ter .. w;.1y . should ba cfoterru:i..ned beforo the pcn;mnnent iron bridgco are constructed. ··
r: i In brief.· the process is to find.the flood discharge of t~o
atrerun and the avcrngo flood velocity nt the bridge opening •. Theil: :quotient will give t:h~ necossa;:y area of tho opening, fa:om which the
·'Width· may be dct~i"mined. 1 _,. . \ .
~~e flood•discharge,can not be. taken by the .more cccurntc :method 6£ finding the average velocity of.the s~ction by the ~urren~ meter
0 for even.if the ~ng:lneel:' were present at: the time of the highest.
... water. known, tima and ·other circumstances would not peri:nit tha gauging. . . .. . ' .
• ' • 11
·.·The best method is to find the sectional area of water sense, and in connection with the slope calculate diechorgco . · ... , , .. ·' - ._,_· ·,:
j
the high~ the floop
... T9 this end select: sevcrnl sectiorio above or below the bridge
e.t points irhsro thfl high 0 wat:or m!l.'Ck may bo certainly and accurately . · det:ormine<l end t!t diat:anc00 cpart: depending upon· tho· size of tho stream •
. . .. ·.·· •• : •.•• t;;i S. ca
._, .. · "{ ~.... . ~ : .
~·· . . - ~ '. ' -
. ·"' .. ;·~··· .
..• ;·--···
.. . - •<.
. . ~ ·. -. / ·' ·.
-··:·' ..
.... ·. ',- ..
.. lf o. tr.ibuta!.'J'._~en~_Orc between the section nnd the. brid[;<:, Hs <lisch.::iq;c must ba determined .a:i.mi.lady and applied. ·.Select. a3' st:i..~aicht nn<l uni~··
· fotr:J. a reach ~a:. poaoiblcj for b(~t\dfJ~· crooks, obstru.ct:!.ons and other irregular1tien !~ill incraaae the c~ror of the r~sult. The stream it&clf
· may bQ; eounclccl ·in a bo.:i.t x-owc<l in r.'..\nga or. oocux-Gd to n "rope o t:.rot:chacl .a~roso. tho otrearn. The rcmaincle·:-: of ·the cro.r;s .. scction rnny be· ta!ccn in. tho us,1.;1111 we.y of leveling to secure a profi.le.. Care muct: be to.ken that the npction is at right angles to tho current. The heicht of hich water
l :ta· the .moat· difficult '"-nd unnatisfoctory dctaJ.l to be found. The posi~ t~on oZ drift Rood. nn~ tho ovidcndo. of ros{dcnte'will bo tho princip~l .~eanoc Divargonca of opinion and irreconcilnblo c~idoncc must be sorted Ol;lt by .e.n e)~erd .. £io 0£ ccirl.mon ocnEJCo In any ·caso high watch on one b<J.nk o:r. in tha rn:!.cdle of tho stream m<'.1.y vury conside:cably from that on the other ~lcleo From tho accepted notes tho arc~ of tho flood discharge is ·calculnted~
.. ;~-. --, .. , . . .. ~ ... The slope is. best determine~ by t.aking the elevation of two
vcll-defined hieh-water mhrks, one ab6ve and one below the sccti~n and at least lpOOO feet· apaitt provided the reach is ~traight and.of nearly 'unifon:1 eccti.on for that dis.t-:mcc; or it may be found that the .slope of ~the stream at its usunl stage will give.fair results. In case 1of low
····water cl7: none~ the fnJ.l of tho bottom :of the channel ·wil.l g:tvc 1the . slope ll;pprm~iriln.tely. If the cr0$s-vcction of the channel vnric:\S much, ..• neithel: the olope of the bottom uo:i: of high-water w:u1· givo the proper'
..
.f
·. incl i~ns;cicri o • .· •. . · ·. . · .. ·;; I• . I ••
. i: . . ,, . Various: formulas. have been proposed for cs timating the d,is ..... , · chnrge~of a st:X'enm or open chc.nnel. Most. of them are of the fo.rm ... ; V ·"" c RS~ known as the Chezy formula ... In this Y. "" velocity in feet . per second~ S ~ rate of fall or sine of slope. R ~ hydraulic mia~
.. ra.dius '.I'll! e< -2J.'.'$8., __ •· £ = a' coefficient, formerly t:hotight to .be , ~ \rntted perimstcr . . . · .·.
, constan:t, but now kno;.;n to be vari[lble and to depend ·upon roughness of Cb ~n,..,, .-.-. .-! c!·n~.,.,.-- -t! !'r.ro"'-ir-..-.. o-!'! th ... ·,,1-.,..,.,~m ''D""' O"'n"h . "'lGp" "r~d e ... ,,.,,., .. ~ .. ,v .... {..~~-:."_. ;.""··•'·o~J vL. _.,._,~,,.lo ..•. -:. •. ,.,. • .;;..Ci ~···"·'····~·:; \.• ... -.. "'~ ... • ... ~,..L .. ::Ii c- J ..... <A·•- .~,a
· .. Up!Jn tho velocityo In fact tho velocity does not vaty as. the n quara ·· root of! R and Se 'rho t'om.ula. io based upon thci assumption that the reaist~nce to flow vc~ies as tho squa&e of the velocity and as tho
. ,p2:opo~t1.on ot tho wat:el"· that is in contact with the wetted surface, neithe:i.r of \-thich ie exactly true •. · Ftcley' s formula for conduits, V ·cs c RP2 sl/2 g:tvea close rcsul ta" for the kind 0£ chnnn0ls it: was drir:t vcdi from o • . : · ,· ,. .·
1' · >Howcwet', •the form of the Chczy formula is flow generally accepted~ •rid a modification io mado in£ according to the othci conditions •
. Kutt:er'a fotmula for this coefficient is . , 4lo6 + 1•81.l + .00281
C 1!11 n S · · 1 + (41.6 + .002Gl)
s VA-~ . ,. . n
! .... .. ..
\;hara n 1.o a cooff:td.ont of resiot:anca of. the channel with values val.-y-. ~ng from G030 co 0035 fol: tivorn. lfo.milton Smithu Jr. P A late ~uthority
. -···· .. . ' .· .:·:..: ·. ff,.1 .. . t~ ..... ~·- .·;. .· . ·,.· ... ~ ... ·-. ___ :._ ___ _. ___ ., __ c .:,,_, __ .......... ,_,,.,. "" ~ .. - . ·-
. .., 6 . ·.: :~- ... .
. . ·:-:· .. :.-
... ; ... :~·- · __ ··---- , ___ :_ ______ : .,~- ---··- ---~
; '. , .. ;:..;;_···· i
·~
. . . ~ :. :
i
~ -----·-·--·- . ;
.·•
• ;
l
I
~: .
i
···--........ __ ..., __ _
..:".
;·.'
··.:.·· . -, .'-
'>-.: .-...... · .. _ .. ; ··· .... . :;·_ · .... -..
.. - :.-· .. - :
. I . . . . ·. . ... · . . . . . . .
in hydr~~1lics~ rejects_ Kut:tcr's formula a.s untrustworthyo He fu1
rt:her ·says: ':'For conduits or canale with rough channel, we re·g.:.rd it as almost .uocleas to propose llny other. formula than v·~.c ."R" ·s·; ic is impossi~le to qssie;n with any ~caconablc degree of ncc.uracy .nny nuruer.;.
·. iclll va.luo to tho rcois tan cc of the channel for s tr€!runs ~ .and as it ia . ·such e ccntro 11:!.ng quantity in any equation of which it· form ... <> a pm:t~ · · euc:h unccrto.5.nt:y muot c.luuys mD.lrn ·tho· equation. simply app1:o:dmnt:cQ 11
For our purpose then it will be best to· use .the Chezy :ule.11 using the judgment: and cornpa.i-ing \.tlth kno~-m v~luea of£ ett'?nnle that hiwe bean gnuged.
form 0
for
Irrigating d:ttchG& with.. r.ough ·a1.dos ~ charp c1.n:vesR fnU '6£ ~"--., 15 to 20· feet to tho mile .and d~pth 0£ 2 to 4 fooC 8 £."" 30 to· 50 •. ,
1 • ·Cree kn and sno.11. B treD.rM v with uneven chonnels und many
- · · · , obott:Uct:ionsii c t3 .50 to· 700 • • l • • ga , f :~:
...... _,,._
· , · ... · .. Rtvars with omooth banks and channel a.nd strn:tght: couroo, . ; £ 1:1 1100., • For larua riv.:ire this must be· increaso<l. · ·· ·
·,.· ... · . . . .
~ . . Fortunately, for our purpose the absolute volume of discharge_ is not necoasary, since we nhall finally divide ·cha discharge bf the
'velocity 'nt the b1.":i.dge to eet the required nrea of water-way, ·and n .. i difference in coefficients will not:. show a great discrepancy •. ··. ~-.·. ,,,
. . : .. llaving calculated the v·Glocity, roti~.tiply it by -the area- of · · · ; cross .. .oec1tion to determine the voiuma of. discharge;· average the qur.i.n
, tities fou~d from the different sect~ons and $et the average velocity. : If tho situntion adrnita i.t, one of the sections should be nt the· b:Lidge '·opening. · By dividing the total disch.n.rgo (uoin~. the nvorago -of the ; differcn6 calculations) by the calculated or on assumed volocity at the bridgo~ the necessary e-rea of wa.ter~\1ay i::i obtained;· ::hen, from the
I de"p"th end· crosa 0 11c"ct:lon of the channel I the nocossary length and : : beight of· the opening. is foimd. Large discrE.ipa.ndea may be expected : in the reoultli} fot. tho cliifan:cmt: sectiono. · ..
_·1.
·•: ·. · .
I • J .= ·· ..
. _·~·~. :! "\ :·· .·•, _:
>"" · .. · .. : .J •• -;· : .•• •.
. ·J . ;'. .· ... :.
:\··
.. .. _ ... __
·:·.· .... ; .... :·· . ! ·.-: -:' ... .·.·_ ..... -· _:. .· .:- - ...
...: .: :::.,, . ... . ~.
- .··:
'I.
.. . . : ··~ . :;~ ·'. . . .
. . -·~. . ' ·' • .. ·. ~ .
.... ~. . .. : ...... : : I :· .•. ~· ~ . : .: .
·. ,. . ' .. . .. ·_·_ ·.~~. - 'r ,·
. . . . . ·-·. :. : .. • .•. '~
:. ·~:. '·;·~ . .-·-~·-: ~- ... }~ •.. ;· ... :.· .. ·- :.· · 1. · . .' .· ·., .. .... ·.·-..: . ..
~ . . .. . . ~ . ; . ·.. ..
·' .. : .
.. -·,.
. :·. - .. · .. ~ .. :,_. ;; . . .
. :, :. . .... .
·.· - · .. ·. :~ . . ··:-··· • ...
. -· · . ._. . ·.~ _: ...... ··~-~ .. , . : ·~·
.. ;- .- .
: .. : ..
;·
. . ... : · ..
- ..... · ·.~·- _:-::...,_: -: ...
. : '.· ..
... ·. . · .. :. :: ~'< :.:· ... -
. ---- ___ ,, ·- -.--: .... __ ·, __ --·-~--------: .... ~-- . · .. -~·:: . . . -.· ..
..
·.~< .: ~;··.;· s - -·····./--- --· ...... :.: . . _ - ... - . r.,---·-.
~, ... "
'. . . . -·:. ··. ..
:.··.: .
. ·. ·.· .. .... ; ~ -
. :· ..
'·.
'·
. -. ~
·. . . (b) . I\ -.,,(t. _. ·_; (J'JS) \1:_;~~~ \ ·-.:·\A
. . . .
.. -·.· · ..
.:: .... ~ . .
.... : .. ·· -. . . : ·. ~o .... ·.-- . - ·.. ·._ •. - .
~o ~-;;;~ f-·-~~ O a._ bova bridge . . ~· 3600 1J q. ft. in 300 ft. width
r . . . . . . \., 36.461 8 .• q. fta in 15~? _.£t. width
Lo L-1-.~i_1..-L ,_,,, - . . , r !.,._1_}~1-l.-s.~. J 0 .1000 . ·2000
.•· ; .
·" 1 · AS. an illustr.ation of what I mean, I give the record of ·· cn.il'.V .. eys 6.f Apfohapa River :f.n Color<J.do, Two cros8~sect:i.ono of the stream, one 4,000 £eat: and th~ other 18,000. feet·'above the bridge, are given. 'rho ,bnnke wore;; overftowed end tho shallowne:crn 0£ tha out:(:ir sections · r~qt\ircd 1h smnllor e, so in the calculations tho crosspsect:i.ons «1rc
. . divided :f.ntO tWO CO;p.3.l"tmCTitf.l t 8 shn_llOW ond a deep One I the latter-<>·· ·'·
' .
"
· · . i~~lbding the portion or the nection within the piincipnl banks of the .. strcilm. 'then separate computations are made fo:r: each compartment·;· The
···· ..
~ h~di!ulic mnnn depth: A, is found by dividing the oreu o~ either portion· of tho eoction by ita wiclth. The coefficient ,£·is af.is\.tm;:;d to be 90 in · ·
· tha cleop potc1.on end 'lO in the shallow. The resulto are shown as follows: .:· . •: . ·. . . ..
·.Deep Comp. 90 Shallow Comp & · 70
I.
Area in. Gq. fto
4,376 . 2,619
T6tal . 60995
.. Section CH ....,.., --"\
R
9.72 1.64
s
.0018
.0018 ·-: .. ·:
Avete.ga veloc:tt:y, 8 .85 feet per second
. · ...• Section :rj -Deep Comp. 90 3,~00 12.00 .0018 Shallow Comp., ·70 3. 6!}6 2.43 00018
Total .. 70 246 I
· Avobage v~1ocity, 8. 90 feet per second · AvorA.gG v-oh1r.uo of. 9-:!.s.chcn:ga 9 63~179 ·-"
,;: ~ .. . ·.
~. - - ~. '. ~ . . . .,, 8 · ....
... , .. v Volume
11.88 51,986 3o78 9,900
. 6lp806
: . "
. ·-.~
.·;. -:
.,
..-------- - ~
' \ . ~
~"
'.
t. I f , f I
t i i t I • : ! , i l i !.
/· ' ; l
t f j I l ~-1 ~
r <
r· . ~
I j I
i l l !
. .
- ,-;
-.· · .
. . ,. . ~Bing the L:ffiC slcpc for th0 section ae the bridge opening~ the.,vclcd.ty there would be nearly: 16. Since at this point there ccr0
tainly would bo b,.n.Gk-w<'1tcr f1.·om th·e rivet, ·this value wns .thrown .out:, And.the average of the velocities in ·the deep compa~tm~nt of ~he other sectionsJ· 12.5 f6ct per second, was taken ns the average velocity at
- t~a.bridgo cpenirlg. Dividing 63,179 1 the averaza volume of discharge. by thin vcl.oc:I.ty, ?ivcs e necessary wate:>·wuy of 5055 square feet.
•.
. · ;. ·. Ai~ examinntio~ of the profile nt the bridge will· dete:cmine tho len~th of span necessary to scc~ra that w~ter~lray. However, in the ~ase
· rcfo'rred to 1 it:. was dscidecl to e~ccci.viltt:i the chnnncl from abutment to D.butm~nt totha depth of the bottom of the strecim.· The result:tne. uni~ fOrm t!.cpt:h .was 25 feet. The ar.ca of wo.tc·1:··wa1·, 5055, divided by thia depth~ g:i.vca 202 c.n the neces.s2.ry width& Tl~e. span rouce ba · inc;:cD.s§~ to al.low £01: thG cmomi.t to.ken up by the piers,· etc. . ,·
Not enough. importance is at:tuchcd to tho shape of the channel ~at and below the bridge opcn~ng. Even when the channel is cxcavat6d to tha.full:~idth of the op~nins un~er the bridge, the fuil capacity.of tha bridsa o~ening will nvt b~ utilized unlass the cnlat~ed channel is~ . ext<!nd~d ".do•..rn strcnm unt:!.l the flood water has a chance to CSCC\PC over the flnt~el6w without n reduction in vciocity and a·c6nsequent obstruc- .. tiotf to the water thnt: is at that t:tme com~ng through tho opening. In ·· ·· factp thi abnpe of the chnnriel just bolo~ the bridge has as much to do-~ -
... witll tho 'cupncity na tho opcnlng itself. 'Above the bi-idgc 1 ._.,hatcvei0
may be tho ohe.pc of tho opening, th8 pressure of th0 water on e.11. stdos and .~ho tendency to dam up tc.nds to, force· the water through 'the opcninG.
. (' . . . 'With; increased veloc:U:yo Bolow it, any decrel\Sed. section or turn.:in the courso obs l~:CUCt.D the current: and greatly impedes the velocity Of \fat:cr
. at that time flowing th;:ough the opening& · The principle is similar t<;i
t •n.,. '(,'·u•-.·::?'~ •. !,.'- .·. "., ... "' .. ~ r._ .• ,. ·u··--' ~-t·· ...... " r.··~-···.f~··,,~•·r -:.., n ..... ,,.-r~.. ~-~."n" . ...J ~.::.J• k~o.bt.1 \'lJ..c..U. 'b-\J"- \1 """~ J..V!~iH C~C.\ ""-1. ~·:...:; v .. ·.1...rv._~,H-......,.;.~~ ~·" "- 4. .. J u- •• ..._,~" · ""-il·.:.\. .,/
· ·. ·. :·· bridges' have come· t1ndcr [ny observation ~~hose efficiency could bo d'oubled · 'with U.ttlo e~cpenae by modif;y:tng thEi ch.Ol.nnol in. thio wayo ·
It was my inter~t1.on to treat the amount of buckRwater caused · by the: contrncit.ton oi tho clrn.nnel at tht<i b;::idge an.d by the obctl.·uct:!.on · of th0 pio?:'Dn but tho length c£ thi.o art:iclo l:equib'es t:ha.t that subject be given il\ a s@pc~?-to p~pot'6 .. ·; ·
7 :- .••
·.,
-,_: . .-··.: ; ... ....
_- --~ :. ·=; ..
. -.·: - .
• ... . .
: .. ~-. ·- -..
: . ~ ~·.: .·.
, ..... ~ .: ":'~ .-< .-. :: . · .. "· .... -.... · -··-
~. ·.:·-·. !·.; __ ~-:·: ·~·- .•. :: ... -~·
USCOHV,-?R-DC
:.
~ .. .· .. -- . .. , . . ·- -
. I
"'~ .... ...;
..
I~~~===: • ~· ..• ·" .·,_. •', · :,,. · ~ .~:,. :•;' . '· · :_,,,.,'. · · .~ .9;:. ·' .... · '·'+)~'!!'· so• • • ·:r •~• "" ·•·· • • "' -.,;c : 1 l ...,...,..,.._...,.~~~-'--~-· ~~~::<""-~'"="-,,.··~~--..,...,..~· .. :~~-~ ..... -,~-~"""""'-:--;:-.-·-..,:-:-.. ~----~.......-:""",-.-~.,,,--~_.,....~---·'··
75
Appendix B
Cedar River
. -~
5-4645. Cedar River at Cedar Rapids, Iowa
i,(;ca·:~.i~n:--Lal..41 cleg.58 min .. 20 sec·., long 91 deg.40 rnin,.05 sec., ··-irl SE14NW~ s~c.28, T.83 N. ,R. 7 ·w., on right bun}>: 500 ft upstrea:;-n
·f:nxn Eighth Av-enue Bridge in· Cedar Rapids, 2. 7 miles lipstre_ari1 -f{cirn. Prairie Creek, and a._i::. mile 112. 7 above mouth of
Ga.ge ~ :...-NonrecorcJing prior to Aug. 20, 1920; _ recording thereafter. · Da-t:u..rn of gage is 700·. 47 ft above mean sea leve 1, da twn of 1929.
- . . . . . . . . r
~s~agQ-dischar~~ relation.~~Defined by cur~en~~meter measurem~nts . ..
~ •• ·1 -. -- ~
Re.ma:r;Jrn.----Base for pa:rt_ia_l-duration series, 1?,000_cfs. ". .· .. .- , .. _ I . : ...
. Wq.ter .. y~ar Date
disc}-iarqes . Gage·
heioht . - ;;J
(feet)'
..:. .....
-----· Discharge
.. (~f s).
· _. -~~l_s_• ~-1 __________ -Ju.!1~. e_c_ ___ :, · ' -cr20 _ ---.----------a~--65, o OQ_ __ _ . J
_May_ 31,
-1904 Mar. 2?, i· ~ .
Mar • 23, _Ma_y 26,
Y9_o_s . 'I".
reb. 28, -
·.1· ci'(i r. ,. '_1 _, ·.:.:I, .
Mar. 30,
July 20, f,..ug ~ 17,
.May 30, June 26,
,;, •I . . . -1909 Mar. 30, •.·· ,. • . Apr. 22,
. -=~J_:-~~ -) . (~- Nov. 19, ~ 1 ·: Dec. 2,
Dec· •. 11,
. I
l~lO Mar. 14,
l~Jll Feb. 16 . I
.Apr .. 1,
1903
1904
.1905 1905
1906 1906
1907 1907
1908 1908
1909 1909 1909 1909 l.909
1910
1911
1912
24 • ••·-• ~-••-·r• •
16 ._85.
. -9.05 8.1
8.4 17.6
8.5 8.2
8~8 . 8. 0
9.1 7.4 8.0 7.4
·8.4
9.6
7.1
17.2
.1
53,600
11,800
23,000-< -19_, 000 .
;L.9 ·, 400 55, 700 <:.-
19 I 8 0 o,..-;:---18, 600
21, oooc:--17, 800
22, 100<~ 1'5,400 17,800 15,400 19,400
. 24 ,-100
14,300
:i4, 000
5-4645.
.: .. Wat.er .year
ceaar River at ceaar Rapicls I • Iowa-~ (Continuea )'__
- : · ... ·~ -
. Pea.1~~,!:~Te~ an¢J discharqe_::;_· __
· · .· ~ ·. · Date Gag.e··
.~· heigl-1 t
-----'-------~-
Discl1arge (c·f s)
-'--------- (feet:) __ _ ---l9f-3-:--~-.--..-r- ·Mar. 18, 1913 9. 2 22,500
,. 1914
:. · 19i5 \ ..
. , \.: ..
·,
19:16 ! ~ • . · .. -.
. : '1 -
: ·• · .. J.9i7 .. . I.
19~8
.. '
: 19~0 . ) -~- :: . ~
. _'.J.921
. .. 19e2
1924 1
'19Q5 1
i .·.
l9i26 .·•
:- : . 1927 • I .
- .- ~ I .•
19Q8 . i
i I
19;~9 I
~
' 19!30 . ·-.I ..
..
., "·
..
·-· -·
-; ..
. ..
.•
June 19 · 1914 I
Feb. 25, 1915 .Mar. 28, 1915
·June 2, 1915 Sept.28< 1915
Mar. .Apr. · J·une-
3o, 25,
6,
1916 1916 1916
" .•:
.. Mar . 26, 1917 Ju,ne 13, 1917
June _ 7 I 1918
Mar. 20, 1919 Apr; 15, 1919
Mar • 30, 1920
.. June 1, 1921
Feb. 1922 .· .. 27~
. . ~ . -. Apr . 4, 1923
.. ·.·Aug. 22, 1924
':.::· J\me 18, 1925
: .Sept. 21, 1926 '•
May ·2s, 1927
Feb. 12, 1928 J'i,ug. 29, 1928
Mar". 18, 1929 Apr, 20, 1929
Feb. 24, "1930
~-25
7.8 17,000 .,
10.3 26,800 12.0 33 600~7-
I .
11.5 31,600 9~4 23,300
10 .. 0. 25 I 700'(:--7.4 15,400 8.1 18,200
1.7. 4 54 I 900<-:::- . 8.3 19,000
lL·O 28, 200 _
11.4 29, 700~ 9.4 21,800
7.6 .14;800
8.40 17 I "900
9.1 21,000
7.80 16,000
10.54 '26,300
7.00 12,800
, 6_. 70 11,500
6.77 11,800
9.5 22,200 11. 05 29 I 200<E--
20:00 64,000~
9.3 21;400
6~90' 12,200
~-
~.
. . '
I 51 I .;:~
l [q l ~l
.
~ '"i
~ . .
~ . . ' ml ·~~
~ . .
~.
' '
.
~ . .
I ~··.'.~. ·~,~
._·; •. i
KR l .. a
~ . .
1932
·1933
i934 .,
1935 I
>
1936 •'
i· . . ....
1937 '
1938
.~939
1940
. -1941 '
'1942 ' . ' . ·' .
1943 I
1944
·1945
1946
' ' .
19, lOOc-~ .17,900
58,400
8,620
".26, 900
22, 700 <:--20, 600
22,300 40, 700~~ 23,500
. .. 12, 900.
19,700
. 5,.540
'17,100
19,100 33,9002-
15,800
17,900 29: 100~~ 20,300
52, 3002-~ 19,700 21,200
: .
27, lOO·~ 21, 200. 23,700 16,200
1:--.,,, ~....::.~~:
C·~-.··
2·,
I.-,_,.,,.
. .. .. .. -: ;,•/-=.......::.
["::-·~
...=......:..:
[ '" ~-.. ~
r ........ . ..
.. ,.:..,
r-,-: l ,:.
...
-~: . ..
5-46~5. Cedar River at Cedar R~pids, lowa--(Continued)
. water· I ye~r . / . . . I
~947 : . /· ,. . I·,
·! !
'1948
19SO
1951 I~ •
). I
1952
1953
19$4
1955 I
1956
l957
1958
I 1959
I
i . I
I • .
J?eak stages and
Date
Apr. June ·June July
16, 6,
16, 6,
Mar. 3, Mar.· 20,
Mar. Mar.
Mar. Apr. June
Mar. Apr. May June June July Aug.
"Apr.
Aug.
June
Mar~
Apr.
June
June
Mar. Mar.
7, 31,
11, 1,
26,
27, 31, 11,
2, 3,
30, 10, 30,
5,
10,
26,
5,
6,
20,
13,
21, 30,
1947 1947 l947 1947
1948 1948
1949 1949
1950 1950 1950
1951 1951 1951 1951 1951 1951 . 1951 1951
1952
1953
1954
1955
1956
1957
19~)8
1959 1959
' 27
. Gage height (feet)
8.3 13.5 18.23 8. 6
1"2. 82 12.6
11. 75 8.3
12.45 9.8 7.9
_b12.51 13. 54 . 17.22 13,45 8.42
).2.00 8.35 7.56·
10.40
·.:1·. 29
14.02
bs.67
4.69
6.00
4.58
. 8. 75 9.77
----· ':..-.----·-··
Discharge (cfs)
18·, 000 37,000 56, 200~~ 19,100
_34, sooc:-33,900
30,800~-
18,000
33, 000""~ 23,400 16,600
a30,.000 39·, 300 54 I 100<-2:-38,900 19,400 33,300· 19,400
.· 16, 300
27,000
15,200
41,400
a 8,100
5,400
9,900
5,240
21,000 25,800\2-
~ . ---
' -
-
I
·__ _·_
- ~--- '~{ [1 i,,
·~ ,,, , ~ '0 ~.1 ' ~·-
fj~ -~~~ (t,
1 ,.,.-.
-
:-JI- ,~ : . . ,
~ -' '
1963
1964
~~~-~~~~~~~-
b About Af f ectea by ice
~-?
/'7£? ,.4/7-
/ /-15-P
May· a, 1964
Mar. 6 ~ 1965 Apr. 10, 1965 Sept.26, 1965
. ·. · .. _.._··
. . · ...
·' .. ,
·. : . .
4.43
11.19 18.51 10~04
- -
__ ·)Or~/:::_. __ - -
. #_/:?.~- ~ /9'1~-- ·. - .... 8-', 7? _-
::_Jo(://~. <_f.6.9. . ··, .·.·. . . - -.. • ... ·.: . : ...
... ·
. . . .. . -· .·. .. · ".;
...... . . .. .
"28
... ·
4 I 270 -
.32 I 100 _66,800<~
27 I 200 .
. : ---?42,Qrl ~/) - ~-
·_:·/C::ooo· - I - . .. ../ .
--22200 ""' -- - _,/
~ . . .
I , I
. i~tlor;in(br.idr,e,brjdgeOJ.) ~ nno MORNING; U~ER·05; TIME 11:20:59 9/18/70; bloac! (lpear3~ 1
ie~ 1 / .
~nter n~me, .dr~inagc area and r;age nunJ•er of \HitersJ·cci. -Cf_ e cl a r R 1 v e r . 1 6, 5 1 0 sq • mi , Gar; e t•! o • 5 - !1 6 Ii 5
Any chanr:es 1in ir1 e:~tific2t!n:. i:·:'t:~:? ~:-·tr;· ;,:r~' ('.t· r.r·,
~rtr.r nliri1hcr c:f yr:ars of reco.rd.
t 6_ ~ y c ha n g e s ;l n v a l u e of N ? En t e r ye s o r no • l • _no.· l t~n: va)ues' of maximum annual clischarec.
Y(2)
, 11800 I Y{3) 1 1300.0
Y(4) &119000 ~y ( S')
19800 mY< 6) ~11000
y ( 7)
E112.2100 ~Y(8)
11110 0 Y(9)
1~ii~~ 21~ 0 0 0
mY(ll) ~ 12 5 0 0
y (l 2)
~1700 0 ~ Y(13)
}3600 y ( l lf)
l?l 15 7 0 0 ~YC15)
2_!1900
'
Y{1G) 28200
11 Y(17) j 29700
! 'l~m J Y(l9). ;1 !'@ 17900 ~ ttlYC20) .~. 110 0 0 1 YC21) l. 1 r n r
'. '
. '
·.
Y \. L L ) n 2_ci3oo ~ Y(23)
_12800 FJ Y(24)
~ _11500 YC2S) 11800.
~ Y-c2G) H 1.9200
Y(27) mt _§_lf000 --~ Y(22)
. _12 2 0 0 (§ Y(29) 3 3270
YC3o> 19100 , r~~~~ YC3n ·
~ ].620 ~ Y(33)
1.6900 y ( 3 11)
, f~~~~ .!£0700
t2i Y(36) a _i2900 ·
y ( 3 7 ), ~ _197 00 ~ Y(3·8) ': 2_5 4 0
Y(39)
, ~~t~~ }.3900
~ y (41) .
~
15800 • YC42) ~ 29100 ~ YC43)
52300 y (4 lf) , ~~~~~ .2_G200
, l~i~b Y (Ii 7)
f01 }0800 a v c '1 s >
}3000 Y (If 9)
~ 2_1r 10 O ~ Y(50)
17000
iv Y~su t11=>200 ... y ( 5 2'}
11l110 0 ~ f;':l_ -ycr:7). ·1 r.11 - .} ;1 & 8100 ~ -1 y ( 5 11 )
it_ r, 110 0
(£' 1~t(&
.. f Jl.9 0 0 . ~
.:, Y(56) ..2.240
,. Y(57) 1 25800 ~ YC58)
.--··55100 ! . YC59)
13000 Y(GO) ..2.0000
·Y(Gl) 15600 Y(G2). -'1270.
·Y(63) .§.6800
I Y(64) 19200 _Y(65)
\ . 1600 0. YCGG) 22280
, "Ye 67) i. _2.Lf500 ·
Any changes, yes.
r··\'Hiich.Q?,
in discharge in~ut? · Enter yes or no.
fix· li
r~· v c 11 ) _2.5700
.··: r •
; Any cha nge.s, yes ·
in discharge input? E~ter yes or no.
J- Which Q? fix E:.4 y ( 11 i1).
17100 r .. ,
Any changes: in discharge inrut? Enter yes or no.
f: j I,}
.J
·-
!J.O
M== lt.353 s:: 0.307 g::
Enter K val1ue corresponding to recurrance
interval ~nd value of e~ ayk 1. 7117
>
.;.. o. 552
.... ·Any chanr;es: i·n value of K? Enter yes or no. '.'no -. 1
··Enter recur 1rance interval in years. RI
1·1 ..2.0 r A l . I '1 n"
-~. ny c11anies, value ~f ·recurrance interval?. Enter yes or no. no
, .1 Ceclar· River·· 6,510 sq. _mi;
• r -
I·-. ' . '
Q= 77588 cfs
f~ r• r 1 1 r I' ;:i n r " 1
! n 1· P r v ;:1 1 == Cj (). \/Pri !~<:;
-r --1 .Do you want Q for a different
Enter yes or no. r· _y_e s
r·- EntE!r K val'ue corresponding to l interval -anc:l. value of g.
ayk •, 1.916
recur 1·c:incc in te 1·va 1?
recur ranee
!, - t~ny changes in value of K? En t e r ye:: :-; o r no • :no Enter recurrance interval in years.
, - RI ' l - l_,00
· /\ny changes,_- in va 1 ue of. recur ranee interval? Enter yes or no. r·-- no I .
I
Ceda·r River 6,51o·s_q. rni. Garr,e !fo. 5.-1rG1~5
Q= 8744~ cf~ __
Rec LJ r ran c e : I nt e- r v a. l = 100 yea_r s
j~ D~ ~o0 want Q fo~ a differe~t recurrance 'interval?· Enter yes 0 1r ·no. yes
r-· - Enter K val~e corre~ponding to re~bfrance
, _ inte·rval an:d val,ue of g-. l · ayk .
1_.060 An y · c ha n r; es. i n v a 1 u e o f K ? Enter no En t e r rec u r ;r a n c e i n t e r v a 1 i.n ye a rs , RI 1.0 0
or no.
Any changes: in value of recurrance i11terval? I
Ente·r yes or no. -- no
I f'i _I
. ) l ,;J Cedar River,- G,510 sq. mi. r_<:i ge No. 5- ~- 6 115
,---, IJ Q= 9G828 cfs
1_1
• Recurrance !Interval·= 200 years I . . -· I. '
. I .
I
Do you want• Q for a differ.ent recur i-::1nce interval? Enter yes or no. r--.1
l : i .no _ .. __
Do you \·1a.nt'.to determine()_ for anotl~cr v1atcrsr·ec!? I·· Enter yes or no. 1 ·no
i 'l :MD OF JOIL
· 1 lC)[';OU t , · ' T UU ~ 0 0 : 1 5 : rJ. G ; Pf'.. GE 0 0: 2 ~: Ii 9;
·.
·tTIME. 11:3G:R5; JIME USEh: CPU OG ---~:-- r--.--.- .. _,_-:-_ ·----.-~"'- ~--7" - ---.•···~:--·.·----·-·-Jo··---·~:_·~·-··,.:-.··.· . .
~-~-.r:--;--::~1·-:--;-~-~- .•-.. __,_ ....••..•. -~.·-·-:--·:--- .-.. - ~ ......... - .. - ....... :·~~ -·· -·-··":"""···~·.···~-· --.... -.. - .... -· ... ·-- •.. ,.
/
'
..
85
Appendix c ·
pine Creek ·
'T, ·"'
:J I
) r-.
t j i -
. / '
I : .. i ~
I ! . 1·--··
I
. / ~
••
i i
I
: · 5.,..4212. Pine Creek near Winthrop, Iowa
Location.--SW~ se6.J4, T.89 N., R.8 W., at Illinois Central RR brldge, 500 ft upstream from u.s~ Highway 20 and 2.5 m:lles sout11west of Winthrop, Buc11anan County.
. . I .
. . I . Drainage frea.--28.3 sq mi. .· . . I . . .
Gage.~-c~est-stage _gage. Datum is arbitrary.
/ ,Stage-d~scharge relation.--Defined by current-meter and indirect
Rernarks.--O~ly annual peaks.are shown.
Peak staqes and discharges Water ' .
year ·.Date
1950 Sept. 21, 1950
1951 ·.·.··.June 2, 1951 ... . .
1952. Mar. 10, "1952 .. . . • .
1953 ... :Feb. 20 I 1953
·1954 : :·Apr. ;30 I 1954 .
' . 1955 Feb. 20, 1955
J.°95.6 ·\
. 1957 • ;·. I
June 1.7 •. 1957 .
1958 -· ..
1959 ..
1959 '-June 25,
1960 I
Mar. 30, 196.0
196.l . Mar • 5; 1961
19621 May r· ->I ·1962
. 1963: . ·Mar. 18, 1963
1964: Apr. "') --'I 1964
2, 1965 ----· /9c::;;' ~-5-;12 J . . .
'·
Gage height (feet) 21.70
18.74
13.47
13.43
12.35
12.19 ..
c ..
13.27
c
13.94
15.17
1'2.82
16.68
13.17
12.78
Discharge (cfs)
14,500
10,600
1,070
.. 650
. . .., L
/0
J;
..
. I?
590 J?
300.
990
200 Z,0
1,360 q
2,450 7
800 /5
962
14 ~§..~_ -'·- ·- - . ·--·---~:.J.1 940
. I
, . , . .
~ . ' . , .
'
' 1~;;1 l ·1; J , , .
. . , . .
~ ~
J m. 1 '& l
. ,
. ~ ·~
.
xeq Enter name, drainage_~rea Bnd gage numher of watershed. Pine Creek 28.3 sq. r1i. Gage_ No. 5-11212 ~ny. c~~nges in identification input?· Enter y~s or no. no Enter number of years of record. N 1.0. Any cl~anges in value of N? Enter yes or no. HC? En.te r values YO) I
1115 0 0 I
y( 2) :
10600: Y(3) '
1090 Y( It) 1070 Y(5) , _g_so Y(G) .2_90 '·
Y.C7) 300 v·< 2) ~90 Y( 9) 2.00 Y(lO): ]_360 ;
,.
Y(11) 2115D : Y < 12 r: ].00 . I
Y(l :; ) I
_2.030 '
y ( lll): 962 Y(15)~ 803 Y( 1G ) 1
J_qr1 o I I
Y(l/)i 30SO I -- I Y(18)
1
-~.3 2 •' Y09)'
. 1112001 y (20)
I 2.U 0 0 /\ny chanrres , b
yes ; Wh ichl Q? fix ?. 0 . : -y-· ( ') 'l ). I
1.~ l 1 !
.?-.~~ (: :,.
of maxi mum annual discharge.
...
:
in discharge i'nrut? Enter yes or no.
f\r· ,l,cinges in discharr~e input? Enter yes or no.
·E] 9
~ . .
P~·. y.
l i~ t.:
1 . .
191 ~
~ ~
1 . . ,
eyj ~
~ ~
.
.
t!1l . ~
~j .
i 1:. }~ "
' ,
. -·{
.
M== 3.195 S= 0.545 g::
Enter K value corresponding to recurrance ·interval and value· of g •
. ayk , 2. 406 . An~ 2hant~s in value of K? Entef yes or no. no Ente1: r2cui·rcince interval in years .
. RI 50
0.6~7
Any qhangbs in value of recurrance interval? Enter yes or no. no
Pine Creek 28.3.sq. mi.
Q== 32032 cfs I . . . .
Recurrancc:: Interval= I . . . . . . . 50 years
I ..
·Do you \"/ant Q for a differ.ent recurrance interval? Ent~~ yes or n6 . no
·Do you \van·t ·to determine O. for .another \Vatersh.ed?. ~nte~ yes or no. y_es
,. ' .
I
I. I .
: I .1
..
EJ. il
ra a
, ' '
~ u .
rc1··· '· '
Bi . ~-
~.
' .
IT-1 ~ , . .
m· -~
~ ~ .
.... ,: .
Enter name, drainaie are~ and ~age number of watershed. fine: Creek 28. 3 sq. mi.. 5·"4.212
·Any thange~ in ide~tifica~ion input? Enter yes or no . .!J.O I
Ent~r number of years of record. N :
19 Any ~hanges in ~alue of N? Enter yes or no.
I •
no , · In~e~ valLles of maximum annual disch~~ge. Y(l), 14500 vc 2): lOGOQ
. y ( 3) : 1090:. y (Li) ;
1070: vc s) : . 650 . ; .
YC G); . .2_9'0.:
'¥( 7) ' 200 -: y ( 8) : ·~90 I
Y( 9) I
2 00 ' Y(lOY l3GO i Y(ll) 2_1l 5 0 I
Y(l2) 800 I
- I
YC13) 5030 I ·- I y ( 1 ll ), ~G2 ·. Y(15)' ].03 : ·y ( 1 G )j 19110 ; y ( 17 )1
1050 I
y ( 18 ): . .2_32 I
y ( 19 )! 2.500 I' Any chang~s .in discharge input?· Enter yes or no.
I .no .
M,;,, 31. 133. s = 0. 118 0 0.573 . . I
. . I
Er)ter1
K .value corresponding i n t e r~va l and v <1 l Lie of g .
to l". ·:rrance
·. ayk
,_
2~. 3 If~ Any changes in value of K? Enter yes or no. no Enter recurrance ir1terval in years. RI 20 Any thanges in valu¢ of recurrance interval? Enter yes or no. no
' Pine.Creek 28.3sq.·r11i.
Q= l8193 cfs
Recurrance Interval= _50 years
Do you \.,rant Q for a di.fferent recu1·rance interval?. Enter yes or no.
·' .. no :Do you want to determine Q for another watershed? Enter yes or no. yes
1
. . ~
. I
.. '
'. _.
login(brldge,br~dge01) GODO MORNING; USER 03; TIME 9/18/70; load (1pear3) xeq' Entr~r name,. E.ine Creek Any:changes
drainaie area anrl gage number of watershed, 23.3 sq. mi. Gage Mo. 5··11212
i n i cl en t i f i ca t i on i n p u t ? En te r . ye s o r · no . .no Erit~r number.of years of record. N , 18 Any ,chariges in v~l~e of N? Enter yes or no. ' . . no Ent~r values of m~ximum an~ual discharie •
. . YO), 106QO Y(2) 1090 · vc 3) ..
. 1070, y (Ii-):
. 650 : _y ( s >: ·290 ' ·Y(G):
··· 1off I
. y ( 7)! .~90 :· y ( 8 ); 2_00 : Y.( 9 )I i3GOi vc 1 o:> 111501
· Y(J.11) 800 : Ye 12;> 50301 Y( 13p
. 962 I
y (1 l}i) 8 03 .i
· vos!) l
191+ O' Y(lG:) 1050! y ( 17[)
·232 .I
y 0 8i) 2 soo; Any ~hanges in discharge input? Enter yes or no. no
··. ! M= i3. 0 76 0. 110 8
-~------------
j• .,;;_·
. ~F ·1 ;·:. , .
.
. ····.;"
~ ' . . , . .
'
r;~_-_1 ..
l
L- 1 IL t...:: I .I'\. VUl1...~(....; ~\._ll.~C.:JJ-;J\..JllUJll[_>
interval and value of g, - · .ayk £. 2G5 Any changes in value of K?
l,.\.J. I C• ...... u1 I CllrL..C
Entci·. yes. or no. no Enter· RI
recur ranee interval in yec-1 rs.
20 Any changes in v~lue of recurr<'oiiC2 'j nterva l? no
. ·'Pine Cre.ek 28. :5 sq. mi •
Q=. 107 G 5 cf s
R~currance ln~erval= 50 years
Enter yes or no.
Do. you want Q for a different recurrance interval? .Enter• yes or no. no Do you want to deterniine Q for <:rnother watershed? Enteryes or no •
·no
·END OF JOB •
. -
-... . '
logout .. Tlf.1E 10:1~7:38; TlllE USE_D: CPU 00:00:07; TERM 00:05:05; pAf;E 00:.09:24;
' ~
' (~" . ·r~:: ·~< ··,;
~ ' ' '
~ . .
I ~
. ...
····..:
' .
l of:: in (hr i c~~;e::; hr i r:;_:r: iJl }_ GOOD 1\FTEf·:i!OOi!; USER.[)!;; -r11;r:: ~:;:1~/:·31 <J/1E/7C; J_o~H·l ( 1 pcci r:>) xcq En tc r nc:H:e, r_ i rw C r c e i~ /\ny chan;;es !lO
H ,, .
d r a i i 1 21 :; e u 1- r:~ a Cl ; : :: ~ 2 f;" s q e . r: i .
in identificC1tini:
:~:c.1 .~:c n·ur .. :hc;r CJf \·;·c1tc1-shec!. c~ n ~.-·: (! u () . -5 - n n 1 :2 in:;ut? Enter yes or no.
/\ny chrnz:cs in V<-11uc of!'.? E1·;tr:r ;:cs ot· no. !lO ..
·Enter V.Jluc;s of 1:1CJ;.:inLw1 c:1111H:C11 <i:=;char;:;e. Y< :L). _l() ~3 () y (2) J.070 y (3)'
y ( 5) 3 00
·y(C) ·990 YCI) ') o· ,, ..
.!::... ; l.J
Y(3) 1..3 co Y(9) 2 hr>· i1
. --=. I .. V·.
YOO) 80G YOl) 5 0 :>· o .. YCJ.2)
Y( 13) 1~03 YCJ..Ir) l 91~ 0 YCJ.S) 3 o:; o Y ( 1 C)_ 2_3 2 YCl 7) 2 :.> 0 0 !,,· 1·1 y c,, -..:1~1 ;. (, ;. '1 ll r . J It:&' l_.;,. • _)
!J.O
' r·~="; :>. 0·2 o
[ n L: r · I~, v <l 1 tie .· cc; r i- <:~;pcm c~ i ; '· · · i11tcrv~,1 <:ind vtilt!C of,,.
c:iyk
Entc:r yes or. n c.
- 0. () c;;
I ·--·---- ----:-- ':!_~·.:,.:..?._c~- ..... •··-L--- -· --~---·:-- ~·-:---~.-···-··· · ---. - --.-:--· .. ---·-·'<-• ~ . . .
~._,;o-n-.. ··-,..,,~··-::_..,.....~-.·~~\"";·-.::-:--n.-~~-=:-·~,•~., -. '":'°:·.,...........~~-::-"°~.-.-.~. >;-~~-. , -~.-~.--?-~-·=-----.~~:;:"~'":'.:"-:~-.. ~. •~:';':"'}7-:!,"~-"":"",'~"":-;--7';:-,'""':f'";'~E'~:""",,._~,-~~ . .. ~. •••-r-...,...---·....--.~"f'''·'•"I"_..~-..-·•":"--...,.-,-,,.,..,.-,..---..~".'-·•·-~
EJ
~ . .
~ ' ' .
RI
f\n~1 chan;·~cs in Vill ue of rccur1-c:incc inten'ul? Enter yes or no. !J..O
Pine Crc~ck 2 ,, "'· r1 i .
[;.ecurrc:rnce lntc~rval=~
Do you .1:ant Q for ci c~iffcrc;1t rccur1·ancr. intcirv2:l? Enter ye.:; or no. no . Do you 1.12nt. to c:ct2nlii11:: Ct fo1· onr;tl~cr \·!uters!wr 1? Enter yes or nc. JlO
, ~. Er.JD 0 F d O ;} •
~ ' . .
~
~ .
' .
Fill r;:~
~ ' . '
~ . .
~ •
ill. ~ ~
I k~ I
1 o,:::out Tl!-:r::·J.3:~i2:2G; TllH:: US[D: CPU OC:OO:OS; TEfH1 eo:Ci;:SI;; Pt.GEOO:C~':S~};
···.-..-~.·.~~-~~'"''~,. .. ~;~.....,,,-.,....i:'-r.-:'-~""':-'"--.;-,._,~.~:-:~"[.'•__,..,..,.r_,,,.;;-,~..----':''--~-,..-.-~·~.,...-~''"''"'~.--,-"'-•7'"":"~...,...---;7'"'[',,_,:r-T::·-::;-·~··~--;--:----:"'"""'':"~--~....,..---::·-;-:"'r-;-~ .... ~-~.-:--0-~-~~,,_--~7"::-'r'--·0~--~-.;-·····--,,.~··-·r-·
95
Appendix D
Skunk River
5-4710. Skunk River below Squaw Creek near ~mes, Iowa
Location. --Lat 42 deg·. 00 ·min·. 30 sec.-', long 93 deg. 35 rniri. 40 sec. , · .·· ·iri·NE!,rNW~ sec.13, '11 .83 N .. , R.24 l\T., ~n right bank 15 ft downstrea~ from highway bric1ge, a quarter of a mile downstream
·, from Squaw ·creek, l ·mile downs tr earn from bridge on U.S. Highway 30, 2 miles southeast of Aroes, and at mile 222.6.
Di~iriage area.--556 sq mi.
Gage.--:-Rec?rding. Datum of gage is 867.10 ft above mean sea. level,· datum of 1929. .· .
. ', ·,··
Stag~~discharg~ relation.--Defined by current-meter measurements.
. water year
. . . .
.. ( 1953-,..:- _,. .. ·. ..
1 (. , :
1955
1956
1957
••• 1
1959
Peak stages ·and dischara~s;· - :·Gage
Date heig11t (feet)
.. Ma/ 19, .1944 - 13
... ·- -·
._:._May , 1, 1953 5.47 -
• 1.
Jun·e f/ .. 1954 ~ 10.92 -·
•. ·June. ·11 .J 1954 11. 92
; .
·-~·June· 16, 1954 ·7. 63 · ..... June· 22_,· 1954 8.36 ·> :Aug; ·22 / 1954 . -8:53 ~· ·_ A-ug. :26, 1954 9.26 :_·_Aug. 28, 1954 i2.36
Oct. 14, 1954 6.81
July 10, 1955 6.73
May 13, 1956 3.05
June 16:, 1957 11.58 July 4, 1957 8.54
June 8, 1958 6.95 June 13, 1958 6.93 July 2, 1958 11.13 July '4, 1958 12.82
Mar. 20, 1959 8;69 -. . May 31, 1959 10.57
287
Discharge . . - (cfs) .. ·
l,620 .. :-- ' ·~ ... ~ ·.
.·,·.; ·6, 500
7 I 9_80 . ·3, 200 :_ . :3, 82_0 ·,; }, 950 :- , A,700
·8, 700<:-2 I 680-2'.:;-
638
6, 360~ 3,950
2,610 2,610
. 6,.120 8, 550~
3 I 860 .. '5, 520<~ ..
11 ~ P]· f-\.' .
'i''
I . !
~~.
~ .
5-4710~ Skunk River below Squaw Creek near Ames, Xowa--(Continued)
--'~~--'-~~-~~~~-P_e_ak stag~e_·s~a_n_d~d_i_·s_c __ h_a_-_,_rg_e_s~~~~~~~~~~~ .Gage height
Water ·year
· Discharge· (cfs)
·Date .
(feet) ~~--~~---,-~~,--~--~~~~~~~~~--,------''---~-"-~-'-~~~~~~~
l96Q Mar. 30, 1960 -13.20
l96t'.
. -I
·. 1962'
-.·. -· : ,-.::.
. ·: . ·:t.963
. ,.
1964.
1965 :
I ---1
· ... I·
a About
./96& '·
• '.I
/~6?·
. I .. '.
I
I I·
I· . I
. .I
. '
•.
May ?; 1960 9.47
Feb. 23, 1961 Mar . 15 / 1961 June 7, 1961 Aug; l·, 1961 Sept.30, 1961
Mar. 26, 1962 May 8, 1962 May_ 29, 1962
·· · Jvne . 9 I 1962 · Jul-, . } 15~ 1962 ·July 20, 1962
'Apr. 29, 1963 . May . 12, 1963
May ·8, 1964. June 23, 1964
Mar. 1, 1965 · Apr. . 1, .1965 - Apr .. 6, 1965
-
. June 5, or · 61 1965
s~.20, 1965
288
7.98· 8;05 7.11 7.97 8.27
10._70 '10.47
9.32 7.32
11.87 7.96
. 8. 56 10.20
8.84' 9.so·
11'. 87 l'l. 82 12~59
8.36
.//,1/5
fi"90
/2,0?
/c,J5
9, 260'~:.. 4, 600
3,450 3,380 2,680 3,310 3, 520·~
.. 5, 900«-;-& 5,140 4,280 .2 I 820 6, 330--:~ 3, 310 .
3 I 520. 4, 780<-
3,600 4,440~
6,410 6,350 .
. 7,340.Ca3,800
3,720
c; 3f!O.' I ...
~ 9c:;_o
..
r r L L
I
r~ k.' i:;J
] t;' ,.
IB '~~:· f,
!~a ~
~ ' . .
~
I rrJ "rll
' ~
~ ' '
~ ' .
i ~'.;;; . ·1, l ·;i
l ~,:f, ;~ l ': ,, ~\:f 'l J'•.
~.~i
~ "~
.
Enter name, drainage. area and gage numher of .0atershed. Skunk R'iver 556 sq. mi. Gage fJo. 5-·11710 Any changes in identlfic.:Hlon input? Enter yes_ or no. . I no · 1 Enter humber of yea~s of record. N I l.7 I Any c~anges in vaf~e of N? Enter yes or no. no Enter values of maxi r:1um annual dlschare;e. y (1)
1620 Y-c 2) 8700 vc 3) .£680 y (I~) 638 vc s) \. .
. 6360 Y(G) Jl550 Y(7) 2520 y ( 8) 9260 YC9 > 3520 Y(lO) .§.330 Y(ll) !!_780' Y(12)
. l!_l1110
. Y(13) 73110 y ( 111) .§.380 YC15) l!_9GO Y(lG) 7310 YC17) .§.629
chanr,es i n discharge input? Any Enter yes or no. no
M= 3.G79 S= 0.298 . g= -1.908
Enter K value corresponding to recurrance interval and value of g. ayk 1. 02 0
'Any changes in valuP. of f~? Enter yes. or no. no . E n t e r n: c·u r r zi n c: cc i n t e r v <1 1 i n \' e n r· s •
Q J
~ . .
~ . '
~.
' .
~·
RI 2.0 Any changes in value of recurrance intei-val?· Enter yes or no. no
Skunk River 5 5 G. sq. mi • Gage No. 5-l1710
Q== · .9G25 cfs
.Recurrance Interval~ 50 years
Do you want Q for a different recurrance· in.terval? . E~ter yes or no. no Do you \11ant to determine Q for another \·.Jatershed? Enter yes or no. no
·.END OF JOB~
·.
.. ~.·.
i . .; I
j j
1
I i l j
~ j.
I ,l
1 1 l
10"0
Appendix E
Skunk River
r~-~,--. '"--~---~~----,:~~·---==~-"==·--~------------
1 N= ~ 5-4700. Skunk'-River near Ames,
~ Locati;11.~-Lat /42 deg.04 -~i[!,05 sec'., long 93 deg.37_ inin.05 sec., ' inm\l"!:iS~W!i.~ sd:.c.23, T.84 N., R.~4-lV., 011 left bank ·2.5 rniles
! ·north ~f Arn,~s, 3~5 ·miles dm·m~tream· from Keigley Branch, 5.2
li1._. miles upsti;.'earn from Squaw Creek, and at mile 228.1.
~ ·r;i - ~
- / Drainage areaJ--315 sq mi. · ·
Gage.--Nonrecording prior to Aug: 25, l921.; recordi~g thereafter~ · Datum of gage is 893.61 ft above mean sea .level, datum of 19.29." ··(Iowa Highway Commission bench mark).
I , Stage-aischarge. re~ation. --Definep by current-meter measurements.
Remarks.--Base for partial-duration .series, ·1,500 cfs .. , Peak stages and discharges
~~~~~~~~~~
Watei; _year Date
·1921. Sept.17, 1921
1922 Feb. 23, 1922
1923 Mar. 28, 1923 Sept.28, ·1923
1924 Mar. 30, 1924 .. -· J'"une 28, 1924
Aug·~ 9, 1924
1925 Aus:!· 7, 1925
1926 . Sept. ·s, 1926 Sept.19, 1926
Feb. 5, 1927
. -1931 Nov. 24, 1930.
1933 Apr .. 1, 1933
1934 Jan. 22, 1934
.. 1935 Feb. 15, 1935
Mar. 5, ·-1935 June 19,. 1935
June 25, 1935 J\1ly 24, 1935
272
. Gage height (feet)
9.0
6.22 6.0
6.3 8.21 6.0
-s. 0
6.5 8.26
7.4
11. 2
6.47
b 5. 39
b 7.8 9.0
"6. 5 ·s.4 ·7. 0
·-----···-·---~--,.···----····--·-···-~ ----·----- --------. ···-· -----··- ····- -··-~.-·---··-···--·· ····-,···----~----······-·· -------.·
·.
.. - n·~~schaz-_ge . '(cfs')
3,540
·3, 370
1, 670 <l, 530
1,680 _3, 010 <"~ _l, 500
905
1,900 3, 120 .....-.,,-
2,460
5,230
1,990
2,490 3 I 490..:·,_-
l, 900 2,960 2,190
l~;·
. -. ~ .· ~.,:;l
[~7';C; ... ,.
;...-£...~...'..
- . · 1
[_,_)_
. -~ll· ..
·c·.,., .. :;_;: . _;·}.
[
:-r,::;
.:1 L~~"
L·.·· . . . ..
[ .-,_:: _:~-
r-c:~~L-·~-·
[ ·:· ._. ___ __
[: ........ -- .
-'· -····
: 5-4700. Skunk River near Ames, Iowa--(Continued) ; ~, :
. · __ ._· ·_/_. ______ P_e_a_k stages ana aischa.£g:es _______ ~----- .Water . Gage
I Discharge._
(cfs)_ ·year/ ., '· ·: · · Date · heig11t
~---'-1-----~------------____,_(feet)_· _____ -'---~-1936 Mar. 10; 1936. 7·.7
-;· ~9317
.1938
1939
1940 ..
1941 -1~-4~::,,
1942
.194_3 '· -. : • i..'.;
·- ...... •.
. ·:., . ~· . :~ .
1945
1946 . . . . · ..... -·
,.-··:.. ;·
1947
1948
. ·1949
Mar. 6, 1937
·· -'May_ .. 4, 1938 17, 1938 May
.~, .. ··June .29, 1938
- :·~:Mar •. 14,_. 1939
~-,.Aug.· 13, 1940
. . .
S~p-t. 8, 1941 .·~Nov. ·l,· 1941-
·sept.14, ·1942
···June 16, 1943 ·. ·July. 3i, 1943 ..
·. ·.
.·.·'.<.•May 20, 1944 ...
June 12, 1944
Mar. 16, 1945 May 22, 1945
,::, __ ·June 2, 1945
'
··Feb. 5, 1946 :Mar. 6, 1946 Mar. 13, 1946
...
June 1, 1947 June 4, 1947 June 13, 1947
.June 23, 1947 . ··June 30, 1947
Feb. 2.8, 1948 Mar. 19, 1948 Mar .. 27, 1948
Mar.· 4, 1949
273.
8.3 6.5
.. 5. 8.
. 7. 3
8.6 . 5 :9 8 .1· .
6.5 10.3
13. 9 . .. .-s. 0
6°."3 7.7
.. 9 .7
7~1 5.9 5.9
8.63 8.18 11~95 10.80 6.4
5.8 7.35 7.3
b10.52
..
2,580
3,000'_
2,890~ 1,880 1,540
3,230
2,320
3,050 -l-;-6-3-0.
2 t 530 ·
. l-;910 4_,500~
.81060 <..-2, 840
1,800 2,620 4, 010~-
2,270~
1,600 . 1, 610
3,74.o 3,400
. 6, 550~ 5,400 2,200
1,630 2, 620~~ 2,600
ti] .. '. '·
T?l . ~-g
~i·.· '· ....
. m .. · : .f I ~:~:.
' '
~
·~ llc'i~
~ . .
rra L~i
.
.
; .. ,, ·.
E~: ~ .
~ . .
5-4700. Skunk River near Arnes, Iowa-- (Ccmtinuecl) ·
__________ Peak staqe~. and discharges Water
. year / Gage
Date . height
/ ·.· .. _.
Discharge _(cfs) ·
..
l t r
/ 1950
(feet) --'----------1950 8.86 Mar . ·.7.,_.
' . i
. I.
1951
,.•,. · ..
1952
1953
.... 1954 ..
.. .. .· . ..; .... .
1955
'1956
1957
1958 .·. ": .
1959
1960 .
.·1961
-May -s I 1950 6.0 Ma_y .. 9 I 1950 7.b· June 9, 1950 s·.s. June 18, 1950
.· .. ,·
Peb. _·26, 1951 Mar:_-_29, 1951 · May :· ._2, 1951
. .. June • 2, 1951. June · 2 O, 19 5 J. July 4, 1951
· .. July . 91 1952
May 1, 1953
June 1, 1954 June 10, 1954 June 16, 1954 June 22, 1954 Aug. 27, 1954
Oct. 15, 1954
Sept . 4~ 1956
June .16, 1957 . _July £1 ..
"'·' 1957 ......
·. ·.·. July 2 I . 1958· July. . 4, . 1958 Jul.y 11, 1958
. .
Mar. 20, 1959 May 31, 1959
Mar. · 30, 1960 May : 7, 1960
~-Peb. 23, 1961 .Mar. 15 I 1961 Aug. 2· I 1961
274 ..
.. . •.
6.6
5.75 )-0.90 . 6. 75 10:35 6.25 7.07
.. ...
5.73
4.71
7.84 13.66 6.37 5.88
. 8.27
.s.22
·.· 3.49
8.28 . 6. 52
6.55 7.85 5·_ 78
5.60 5.83
10.33 •5.59
5. 71 . 5.51 5.51
3, 820 ..q-
l, 810 2,410 1,690 2,170
1,690. 5, 320 <;--
2, 290 4,920 1,930 2, 4 70 .
. •
1,630
.. 980
3,180 8, 630<;'-2, 110 1,770 3,520
·1,340
376
3, 540<-. 2,200
2,270 3, 150<l, 720
1,590 1, 720·'°'-
6, 210~ l_~ 590
l ,· 9_90<'.'l, 770 1,770
.\
L
f
( .. . '
T, .. t~~·.
r~ .• -:o·
r .n u c [,,
)'·
. [---~
[~ .
.L.:
r·,:·( .. -~
. . . . . r~ --~----~~-- ----~----·' .. _...::::~J
J~ ,ll,'.. ~'.Tu.
_;1;
; __ ;mt ill
: ,'
5-:-4 700. Skunk River near Ames, Iowa--(Continued)
Water year
1962
·· 1953
1964
1965
: ~.
. ·· ... -
a About b Affected by
. -/'76C.
- /f'? ::;: ..
/'f,,l, g
;·i?'J.
ice
Peak stages and discharges -
. -
....
Date
Mar, May May July July
Apr .
May June
Mar. Apr. •~pr-. May June
26, 1962 7, 1962
30, 1962 14, _ 1962 _22, 1962
30, 1963 . ·. -
8, 1964 22· . I 1964
. 1, 1965 2, 1965 6, 1965
27, 1965 6, 1965
Sept.20, 1965. -Sept. 2s', 1965
275·
:- -- .
.- Gage -_height
(feet) 6.91 7.53 5.72. 9.02
-.5."72
5. 65:
5.31 5.91
9.43 6.55 5.75 6.92 5.34
.: . 81?'7
.g,7/
-· .: ~ ..
· Discharge. (cfs)
. . .
3,010 3,510 1,970 4 t 300 <;-:-1, 970 -
·. 1, 820
J,570 2, 170~.
a1,soo _a3, 300 .
5, 260~ 2,730 2,020· 3-, 030
. 1,.610
... - ...... ,,, .. ·.· .... ·.
- 62·-~ao _// .
. . ·: .. .-·: :. . .
2.79C) ]_ ·.
""-/.890 . ')· -
- -.(1380 . ,) . -
~ ' .
Enter· nar.1e, dra inagc area and gage nurnber of watershed. ~kun·k River 3lS sq •. r.ii. Gage No. ·!)--1~700
. Any changes in identification input? Ent2i· yes or no. no Enter number of .ye<:!J!; of record. N H_5 Any changes in value of N? Enter yes or no. no Enter Y(l) 35110 -Ye 2) 2370 Y(3) 1670 y ( 11) 1010 y ( 5)
905 Y(G)
.1120 Y(7) 2_11G0 y ( 8 )" 52 30 .
. y ( 9) 1990 Y(lO) 600 Y(ll) 3h90 y ( 12) 1580 Y(13) }.000 y ( 111 )
.£890 Y(J.5) }.230 Y(J.G) 1320 Y(J.7) }.050 Y(18) 2530 y ( 19) 4500 Y(20) .[OGO y ( 21) B:_OlO Y(22) 1270 y ( 23) Ji550 y ( 211 )
J_G2 0
va 1 ues ot" maxi mu·rn annual ·discharge.
.•
- . -~
..
~ ' ' <;! •
~ ' ' '
r 1. .c) J
1000 Y(26) 3820 y ( 2 7) 5320 "Ye 22) 1630 Y(29_)" 980 y ( 30) ~630 Y(31) 13110 Y( 32)
.176 y ( 33) 15110 YC34) 2.150 Y(35) 1720 Y(3G) ].210 YC3 7) 1990 Y(38) !!_300 Y(39) 1820 Y ( L1 0) 2170 Y(l1l) .2.260" y (l12) 2900 Y(L13) ·1790 Y ( If, 11 ) .!!_890 y (115) .!!_3 8 0
..
An_y chanr;es no
in discharge input? Enter yes or no.
M= ·3. 4 4 5 S= 0.271 g=
Enter K value corresponding to recurrance interval and value of g, ayk · , ·
l· 513
-0.985
Any changes in value of K? Ente~ yes or no. no Enter recurrance interval in years. RI 20 Any changes in value of recurrance interval? Enter yes or no.
·no
Skunk River 315 SC]~ mi, Gage No. 5-li 700
Q== 71116 cfs
. '
~ .
R~:. Li; t
~ f:.I
i [§ -~u
ffij l:il
LJ L'l '
.
.
Recurrance Interval=" 50 years
Do you want Q for a dlfferent recurrance interval? Enter yes or no • no ~o you want.to determine Q for another watershed?. Ente:r yes or no. yes
. ·
. -----------------
..
108
Appendix F
Big Sioux River·
6-4855. Big Sioux River at. A"kron, Iowa~
Location. --Lat· 42 deg. 49 min. 40 sec., long 96_ d"eg. 33 min. 50 -se'd., in w1:2 sec. 31, T.93 N., R.48 W., on left bank 300 ft . downstream from· county- highway bridge in Akron, an.d 2-3/4 · -miles upstream from Un ion Creek.
I . . Drainage a~ea.--9,030 sq mi.
Gage. --Recbrding .. Prior to December 3, 1934, non recording. Datum of gag~ i~ 1,118.90 ft above mean sea level, ~atum of 1929.
I . . Stat~-disbharga relation:--Define~ by curr~~t-meter measurements~
Remarks. --oniy annual pea)c.s shown.
Peak stages and discharqes ______________ _
~-
Water Date year
1926 Sept. 181 1926
1929 Mar. 15, 1929
·1930 ·June 6, 1930
1931 Aug. 9, 1931
1932 Mar. 1, 1932
·1933 Sept. 5, 1933 . .
·1934 June 8, 1934
1935 Mar. ·10, 1935
. 1936 Mar . 12, 1936 . . .
1937 May 26, 1937
l.938 July 4, 1938 ..
1939 Mar • 17, 1939
. ·. ·1940 Apr. 2 I 1940
1941 Mar. 25, 1941
·1942 June 4, 1942
1943 June 18, 1943
12
..
..
Gage .height (feet)
19.4
18.6
9.9
5.6
18.0.
17.8
16.l
18.6
13.1
17.5
17.3
13.5
19.2
17.4
Discharge (cfs)
......__
·20, 800 '
3,740
1,390
16,900
14,200
10,600 . ·- . a
3 ;"000
18,000
5,760
12,700 a
6 ·' 300
11,700
5,820
21,400
12,000
I L r: L
r L
r L
. . [
l \ • t
. _.f
-· : . ..: .... _-_.:_:__~-------~--- ___ ~ ... :.--.~ ~------ ·n··~~-..:,,. """'~~---~:···-:'.7"'-:~,.,.,,.:._.:--~,-:--,- .... '"""-=-·~, .. 7 .... - ......... --~-;,..-.,..,--7°~--.--:-----... I
---------.---------------------~
.. 6-4855. · Big Sioux River at Akron, Iowa--continued
Water ear,
I 1944
. (" ·194'5
I . l 9fi.6
I 1947
1948
1949
. 1950.
·-1953
.. 1954 ...
... -..:
1955 .
1956
1957
. . . 1958
. 1959
1963.
1964
'• -·-
Peak staaes and dischar es
· Date.
Feb." 2 9 I 1944 ·-·
Mar. 14, 1945
Mar. 5, 1946
June 15, 1947
· Mar. 21, 1948
Mar. 8, 1949 . ..!'·
June 18, 1950
.·Apr.· 6,-1951
Apr. 1, 1952
June . 8, 1953
June 22, 1954
Mar. ·11, ·1955
June 17,-1956
June 21, 1957 .. ...
Apr. 8, 1958
June 3, 1959 ..
~ - - - . Apr~ 1, 1960
.. Ma_r. 5, 1961
-· .
Mar.· 31, 1962
Aug. 7, i963
A:er. 4, 1964
·'
Gage height (feet)
18.2
17.4
16.8
18.5
17 .1 . ·- ,: .. ·
13.4
19.66
19.75
19.33
. .19. 95
12.25
8.13
19.57
5.98
16.93
21.56
I 16.18 ':::. -·'.
22.08
9.30
·_. '. _ --~,r//'-) 1.i?65 ·. ·~ .· ._._¢9J:55
';. ft-f~ 1<0 /9hr;?: : · .. 1 f, es . -./9', 79
22.99
Discharge (cfs)
15,900
12,300.
8,970 .. -· ... -
10,500
10,800
11,400 ..
. - ...
5,450
2s;soo
·33,000
21,800
. 21~ 700
4; 940
1,840
19;400
1,120
8;430
49,500
91050
54,300
1,650
2,540
e/ cr--.~/::i .J , __ ~-
/~' .c;o,.~· . -:; ~ v
- _J
EY1 J ,. . .
1 --. .
',~1 ,.
'
.
, . . , ' ' .
, .
.
~ ~·
~ .
.
-·.-·.:
log[n(bridge~bridgeOl} GOOD AFT E RM 0 0 I l ; lJ S E R 0 3 ; T 111 E 17. : S G : 3 11 9 I 2 3 I 7 0 ; _load· ( l peci r3 ). xeq . . Enter ncir1e, drainage areci and gar;c: nuv1Lc:·1· of watersherl. Little Sioux Rivur 9,030 sq.·1ni. Gar:e No, 6-11955 Any chan~es in identification input? Enter yes ot· no, yes E n t e r n a !'I e I d r a i n a f, e a r e a a n d g n i'J~ n LI P1 b e l~ 0 f \'!a t e r s h e d • little Sioux Ri·ver · ~,030 sq. mi. Gar,e No. 6-4855 Any changes in identification input? Enter _ye~ or no. yes . .
· fnt~r. name~ drairiage area ahd gcige number of watershed, !Jig Sioux River at Akron 9,030 sq, mi.· Gage Mo. 6-11855 Any changes in identificC1tion inp11t? Enter yes or no • no· Enter number of years of retorrl. N 2..11 Any chanr::es in value of· N? Enter YP.S or no. hq.
Enter values of rnaxirYJUfTl annu,il dischar?,t:< Y Cl )
. 10800 Y(2) 37110 Y(3) 1390' y ( 11) 16900 . Y(5) 11~2 0 0 Y. ( G ) 106~0 Y(7) 3000 Y(8) 18000 y ( 9)
57GO Y(lO) 12700 Y( ll) 6300 -Ye 12) 11700 y ( 13) 58 2 0 .. y ( 111) 2_1110 0 Y(l~>)
12000 ·y(j_5). 15900' Y(l 7)
12:-JOO
J
'
.
. ,
,
rn '~~1
lJ
~ ' . ~
~ . . Kill ~
~ . I
~ . .
~.
.
~ . '
l'BJ_t· Jo~
~ . .
.
.
I ~ .L r; J . - ----------------------------------8970 Y(FJ) 10500 \ 1(20) 10800. Yc21) lllrOO
."Yc22) 5 It 5 0 Ye 2 3 ) 28800 Y ( 2 Li )
33000 Any chant::es no
in rlischar~e input? Enter yes cir no.
r.1::: Lr • 0 0 G S= 0, 318. g= . -0. 8 8_G
Enter K value corr~sbonding to recurrance interval and value of g. ayk 1. 55 7 Any chang.es in value of K? ·Enter yes or no I Enter recurrance. interval in years. RI ,
no .
29 Any chanees inv"alue of recurrnnce interval? "Enter yes or no. no
Big Sio~~ River at Akron 9, 030 sq. mi.
Q= 31G71! cfs
·Retu~rance lnterv~l= 50 years
Do you Wnnt Q for a different recurrance Enter yes or no,
interval?
yes
Enter K value corresponrlinp; to recurrc=ince interval and value of ~· ayk l. 670" Any changes in value of K? Enter yes or 11::_,,
no Enter recu1·i-c:1nce interval in yenrs. RI 100 An y ch a n p,; e s i n ·Va l. u e 0 f rec ll rt• a n c e i n t e r v a l ?
'· no
Big Sioux River at Akron 9,030 sq. mi ..
Recurranco Interval= 100 ye~rs
Enter yes or no .
!:·· ·""·' f"·'.1·. no you want Q for a diffc~n~nt recurrance inte1;val?
Enter yes or no. yes
Enter K V<Jluc cor1·esponcllnr: interval ancl valur~ of g. ay!( I l· 7Gl I Any changes i_n value of K? no / Enter recurrc:ir1cc~ interval in
I RI ( 100
to recur-ranee
Enter yes 01· no,
years.
Any changes i n 11 a l u e · of recur ranee interval? no
pig Sioux River at Akron 9,030 sq. rni.
Enter yes or no.
Gap.;e Ho. 6-l185S
~i ~ · Q= 3G770 cfs·
Recurrance Interval= 200 years
Do you \·1ant Q for a difff:n;rit recurrance interval? E1_iter yes or no~
no · Oo ·you \·vant to rletennine Q for another watershed?
Enter yes or no. yes Enter naMe, drainage area and gage number of watershed.
9 . .
9 ) .
~ . ' '
~ . . .
, . .
Big.Sioux River at Akron 9,030 sq •. rni. Gage No 604855 Any chanv~s in identification input~ Enter yes or no. -~es
1 _
EMter name, drainage area and gage numher of watershed. ~lg Siou~ River at Akron 9,030·sq. mi. Gage No. G-4855 Any chankes in identification input? Enter yes or no. no I · · Enter number of years of record~ N · /; 32 . J
Any ch cine e s i n v a l u e. of N ? E n t e r '. ye s o r · no . no· Enter values of mccixirnum annual discharg.e. YCl) . 20300
."Ye 2) 3 71~ 0 y ( 3) 1390 y (11)
16900 vc s) J.11200 Y(G)
'1.0600 . Y(7) 2000 Y(8) 1.8000 Y(9) 5760 ·Y(J.0)
.12 700 Y(ll) .§.300 y ( 12.) 11700 Y( T3} _2_820 y ( 11+) 2.) li 0 0 Y(15) ·1:rnoo Y(lG)
15900 Y(17) 1_2300 Y(18) ~970 y (19)
10500 "Ye 2 o) 1.0300 Y(21) 111100 Y(22) _2_1150 Y(23) 28800
• 1 ,.·.
'\ \ ~
1.
' . , .
[J\l -··~·
' ' ,,
, .r:.~ , .
' , .
.
I i , '
'
.
··--.::·
])000 y ( 2 5) 21800 Y(2G) 21700 ·yc27) l19 Ir 0
·y(28) .18 Ir O v(2g) 19/iOO 'Yoo·) 1120 Y(31) 81130 Y-02)
. l!.9500 Any changes in discharge input? Enter yes or no. no·
·M=· 3.992 S::: 0. 388 g=
Enter K value corresponding to recurrance interval and valu(:: of g. ayk l· 627
-0. 7G11
.P,riy changes in value.of K? Enter yes Of'.' no .. no . Entei· r_ecurrance interval in yeors • RI 20 . Any changes in value of recurrance interval? Enter yes or no. no
B ig S i o u x R i v c; i- <: t A k r on 9, 030 S(j. Mi, Gap;e No. 6-l1855
Q= !11916.cfs
·Rec(irrance lnterv.:11== 50 years
no yciu want Q for a different recurrance interval? Ente~ yes or no.
·yes
Enter K value coi-rr~sponrling to recurrance i n t e r ''a 1 a n d v a l u c: of g • ayk ·· l· 759 Any changes in value of K? Enter yes or no
·.Enter recurrancr; interval in yerit·s. RI 100
no . .
Any changes in V<lllle of rec11rrance interval? no
/1.kron 9, 03() SC]. Mi.
Enter yes or no.
Ga p;e r· ! o . 6 - ld1 5 '.>
I-;~~"~--~~~=L-~~,l ;; 5 -6~-f s '-~~~,~~--.~:..~:-"----~-·'-""-~-~--'-~~'-'-'-~~--- ----~~~--'----'--'~"""'"'"'--'·--'".C·-=·"-"""...._;_.-'--"-~·'-'·-"-""'-"-~'·. ·-·-"'-·---'---.-·-·----'
• I
'
~
1 '
.
1 . -, .
'
, .
'
1'*1_1·_:
~
I ,
Recurrance Interval= 1 0 () yea rs
Do you \'1ant Q for· a different recur ranee E.n t e r: ye s o 1- no .
intervc=il?
yes.
Enter K value corn~~>ponding to rccu1-rance interval and value of g. ayk 1. 869 Any chan.[;es in value of K? Enter yes or no. no· Enter: recurrancc~ interval in ye<Hs. _RI 100
·Any changes in v0lt1P. of recurrance interva·l? En.ter yes or no. no
Big Sloux River at Akron 9,030 sq. mi. Gage No. 6-11855
Q= s2019 cfs
- .Recu rr.ance I ri ten1<:i l:.: 200 years
Do you \'tant Q for a-different'rec-urrance interval? Enter yei nr no~ no Do you .\·:ant to r:leterriine Q for another \'lotershed? Enter yes or no. yes
-.
-.
.. j ~'.':.• j : l ,, 'l ' l
~ .
.
~ Li ·
.· .. l ,:~: i ,,, .. ,~ I ~~
't. , . ' . . , .
. '
~ . .
Enter naMe, dralnage area and ga~e numher of water~hed. Big Si.6ux River at Akron 9,030 ·sq. Ml. Gage No. Any c·hanges in _identificatlon input? Ente'. yes or no. ·no Inter number of years of record. N 3lf
\
Any changes ln valiie of· N? ·Enter yes or no. no Enter vcilues of maximum annual discharge. Y(l) 2_0800 Y(2) 3 7110 y ( 3)
1=~90 y (It ) 169"0 0
. y ( 5)
1112 0 0 Y(G) 10600 Y(7) }.000. y ( 8)
18000 Y(9) _2_7 G 0 y (10) 12700 Y(ll) &_30Q
·y(12) 11700 Y(13) .2.820 y (1!}) 2_llt00 Y(15) 12000 Y(lG) 15900 Y(17) 12300 Y(l8) Jl970 YC19) 10500 y (2 0)
10800 y ( 21 ) 11110 0 YC22) .2_!150 . Y(23) 2_8800 y ( 211)
}3000
G-lt855
..
, . .
~ .
~ ' '
~ . .
~ . . .
~ ! ~' lt~;: . ,. ' ~' . l
~l f~t 1 ru
'.j ~"· ~ \' .! "' j l
• .. ' in.;_:· j llil l Ci
! ~ ·1_ ,,;,
1 ~l I ,. i_j· r~ : tM
.l ~ . . ' .
.
Y(25) 21800 Y ( 2G) 2.1700 y ( 2 7) If 9li 0
·Y-c2s) 13 1-t () .. Y09 ) . 191100 Ve 3o) 1120
.-yc31) B_lf 3 o Y(32) ~9500 Y(33) _9_050 Y ( :) If )
2lf :rn o Any changes in discharge inrut? Enter yes or no. no
M= 11. 013 S= O. 3C'J7
Enter K ~alue correspondl~g to recurrance interval and value of g, ayk 1. 70 7 Any chang~s in value 6f K? Enter yes or no. JlO En t e r rec u·r ran c e i n t e r v a 1 i n ye a r s • RI 50 Any changes in .value of rectrrrance interval? Enter yes or no. no . '
Bl t~ Sioux River at Akron 9,030 sq. mi. Gage
Q= li 8 9 G 7 cf s
Recur ranee Interval= 50 years
Do you want Q for a different recurrance Enter· yes or no.
interval?
y_es
Enter K value correspon~lng to recurrance interval and value of g. ayk J_. 8Glt Any changes in value of K? Entc:i- yes or noo no Enter 1·ecurrance interval in ycc<Hs. RI 100
Mo. 6-118 5 s
Any cha_nr,;es in value of recurrunce interval? Enter ·yes or no, no
'
, '
I
cl '
'
' , .
9 ' . t;
' , .
ts 1 g ::i 1 o u x I< 1 v er 0 t I\ r<.1·cir1 9,U51J sq. rn1.
·o= 56519 cfs
Recurrance lnterv<11= 100 ye<1rs
Do yqu \'/ant f1 for a different recurrance interval? Enter yes or no.
·yes
Enter K value correspondln~·to recurrance i n t er val and v a 1 u r:: of g·,
. 9yk 1. 99G Xny chan~es .in value of K? Enter yes or no. no E n t e r re c.u r 1· an c e i n t e r v a 1 i n . ye a r s • RI 2.00 . . .
u - if <i :> :1
A r:i y ch a n g e s i n v a l tie of rec u r r a n c e i n t e r v a l ? E n t e r ye s o 1· no . no
Big Sioux River Clt Akron 9,030 sq. rrii. Gage No , G - Ii 8 5 5
Q= 63762 cfs
Recurrance Interval= 200 yea rs
Oo you want Q for a different recurrancp interval? En t e 1· · yes o r no . no Do you want to determine Q for anoth~r watershed? Ent~r.yes or no. · yes
, .
' .
, . ' . . , .
' , . . , . ' .
I ,t t i: l '
rn i
. Enter nape, drainar;e area and gar:e nurriher of \'Jatershed. frig Siovx River at Akron 9,030 sq. mi. · Gage No. Any chahges in _identification input? Ente~ yes or no . no · / Enter humber of years of recorrl. · N j -.!!_O I Any.cHanges in value of H? Enter yes o.r ·no. no. Enter values of maxir-riurn annuol discharp;e. Y(l) 2..0800 y ( 2) }71!0 Y(3)
'1390 Y(4) l.6900
·Y(5) 14200 ·y ( 6)
lOGOO Y( 7) 2000 Y(8)
'18000 "Ye ~n 5760 YOO) 12700 Y(ll) .§.3 0 0 y ( 12) 11700 .Y(13) .2.820 y ( 14) _2_11} 0 0 Y(15) 12000
. Y(lG) 15900
. Y(17) 12300 Y(18) 119 7 0 Y(l9) 10500 y (2 0)
108 00. Y(21) 11400 Y(22) 2_1150 y ( 2 3) 2 8 3·0 ()
. y ( 211)
\ .·
t .
6-1~855
~ .
. ,
.
.
~ . '
, . '
~ , ' '
, '
'
~g•· I i}
~ ' ' . "'
. .
) )\Ju I)
"Ye 2 5.) . 218 0 0 ·Y(2G) 11700 YC27) 4 91} 0 -Yc2s) .18 40 Y(?.9) _l91t00 YC30) 1120 y ( 31) 81130 -Ye 32 > !19 5 0 0 Y(33) _9_050 Y(34) 2_1t :rn o Y(35) .1650 Y(36) £51+0 Y(37)
. 11000 Y(38) .16500 Y(39) 2_300 y (Ii 0)
. Ji~ 5 Any ch~nges in discharge innut? ·Enter yes or no. _yes Hhich.Q? fix .!!_O Y(40) 635 Any changes in discharge innut? Enter yes or no. no
M::: 3.953 g= .-0.701
E~ter K value corresponding to recurrance i n t er val and ·val u e of g. ayk · _l. 662 A~y ch~n~es in value of K? Enter yes or no: no Enter recurrance intervol in yec:irs. RI 20 · Any ch a n g e s · i n v a l u e of r e c ll r r a n c e i n t e.r v a l ? E n t e r ye s o r no . [l_O .
Big Sioux River at Akron 9,030 sq. mi.
. . . R.ecurrunce I ntervi1 l ~- 50 years
TI .
.
rn . .
·-~
l ~ . .
~ .
.
~ . .
Do you want Q for a different recurrance interval? Enter yes or no. yes
Enter· K value correspondin.e; to recurrance interval and value of. g, ayk 1. 8 05 Any chanRes in value ·of K? Enter yes or no. no Enter recur.ranee, interv.al in years. RI 100 Any changes in value of recut·rance interv0l? Enter yes or no. no
Rig Sioux Riv~r at Akron 9,030 sq. mi. Gage ~!o. 6-11855
Q=- 57150 cfs
Recurrance tnterval= 100 years
Do you want Q for a different recurrance interval? Enter yes_or: no. yes
Enter K ·va.lue correspondinr, to recurr0nce interval and value of g. ayk. . l· 92 5 Any changes in value of ~? Enter yes or no. no Enter recurrance interval in years. RI 200 Any changes in value of rectirrance interval? no
Big Sioux River at Akron 9 I Q 3 0 Sq , r•l i •
Q = 611 6 3 6 cf s
Recurrance Interval= 200 years
Enter yes or no.
Do you want Q for a different recurrance interval? Enter yes or no. no Do you v1ant to deterr1ine O. for another \';atershed? Enter yes or _no. yes Enter name, drainaee area and ga~e number of .watershed.
ffi~l I',_·, .. · '·
~~ . , .. 1,
~ '.:;. .
-----···--------------~-----------------..
Big Siovx River at Akron 9,030 s~. ml. Ga~e No. 6-4855 Any chant;es In identificc=itiori input? .[nter yes or no • .!J.O Enter number of years of record. N !Ll Any changes in· value of r·J? Enter- yes or no • .!J.O Enter values of maxi"murn.annual discharp;e, y (1)
£0800 Y(2) _2_7110 Y(3) 1.390 y ( 11)
1.6900 Y(5) lli200 Y(G) J_OGOO YC7) 3000 "Yes) 18000 Y(9) 2_7GO Y(lO)
-1_2 700 Y(ll) 6300 Y(12). 11700 Y(13) _2_8 2 0 y (]_If ) '
111100 Y(15)
·12 000 y (16)
15900 '((17) 12300 vos) ~970 Y(19)
. 1050 0 Y(20) 10800 Y(21) 1.11100 y ( 2 2) 2_1150 YC/.3) 2_8800 y ( 211) ]_3000 y ( 2 5) 2.1300 Y(2G) 21700
r----·~--- --Y c 2 1 ) r] _1i91f o· l Y(28)
~ ' '
18110 Y"< 2 g) 191100 y (30) 1120 vo1) Jll13 0 Y(32) 1195 00 Y(33) 9050 YC 34) 5lt300 y ( 35) 1650 Y(3G) 2 5 [t 0 YC37) 210 0 0
·-vc 38 r 16500 YC39) 5300 y( 116)
. 635 y ( 11 l)
]_O 8 0 O .Any changes· in.di sche3 r ge i nru t? Enter yes or no. no
M:;; · 3. 9 7 6 g=
~nt~r K value corresponding to r~currance interval and ·value of g. ayk l_. 7 5 8
-o·. 53 3
,Any changes in value of K? Enter yes or no~ .·.no
Enter recurrance interva~ in years. RI _2.0
··.
Any chanr;es in value of recurrance interval? Enter yes or no. no
Big Sioux River at Akron 9,030 sq. mi. r; a r, e !··l o • 6 - 4 8 5 5
Q= 6 2 0 115 cf s
Recurr~n~e Interval= 50 yea r·s
fl o yo u \· m n t Q f o r a cl i f f e r e n t re c u r: r a n c C" i n t e r v a 1 ? Enter yes or no. y_es
Enter·!~ value corresponrlinp.; to recurrance i n t e r v a 1 and v a 1 u e · o_f g .
i I t·1"1
I ('1
~
I l
I F~J • ~1
i~
' l 1 ' 1 ·1
_..., ... l· 930 /\ny changes in value of. K.? Entel' yes or no. no En t e r re.cu r r a n c e i n t e r v a 1 i n ye a r s . RI 100 Any changes in value of recurrance interval? Enter yes or no. no
·Bjg Sioux River at Akron 9,030 sq~ mi. Gar,e t!o. C· !}855
O.= 71i57.3 cfs
R~currance Interval= 100 years
no you \•Jant Q for a differer1.t recurrance interval? E~ter yes or no;
. yes·
Enter K value corresponding to recurr~nce interval and value of g. ayk
.2. 078 Xny changes in value of k? Enter y~s or no, JlO Enter recur ranee in te rva 1 i ri years. RI 100 Any changes in value of recurrance in.te.rval? no
Enter yes or no.
Big Sioux River at Akro~ 9,030 sq. Mi. Gage !·lo . G -- !~ 8 5 5
Q= 87361 cfs
Recurrance Interval= 200 ye<l rs
Do you \vant Q for a different recurrance interval? Enter: yes or no. no .· Do you \'.'ant to determine Q for another v1atershed? Enter yes or no. no
..
END OF JOB. J_ogout TIME 13:1i8:10; TlME" USED: CPU 00:00:25i TERM 00:51::Hi; P/J1E Ol:lf/.:21;·
126
Appendix G
Brewer Creek
.. {
. ·,:_·:
,· . . .
5-4486 . East Branch Irnva Ei ver above Hayfield I. Iowa
. . J:.rocation. --Near south quarter corner sec. 4 I 'r .. 96 N. I _R. 24 ·w_. ,, .at br .:la~e, 1. 5 rrii les southea.st of IIayfield, Hancock County,
. I . I . . . Drainage arear--2.23 sq mi.
I Gage· l-Crest-stage gage. Datum· is arbitrary; ··
Stage-.. disc11arge ~el0tion. ---Defined by current-meter measurements below and extended above 150 cfs b~ log~rithmic plotti0g.
Remarks.--O~ly annual peaks are shown.
Peak stag~~nd disc1wrges · Water
ye ax
1953
1954
1955
1956
1957
. 1958
.1959
. 1960
1961.
1962
1963
1964
1965
Date
. June 4, 1953
June 19, 1954.
July 61 1955
July 2, 1956 .. ··
June . 4 , 19 5 8 ·
May : 21, 1959
Mar. 29, 1960
Mar. 26, 1961
. Aug~ 31, 1962
May . 13, 1963
Sept. 7, 1964
Gage height (feet) 3.02.
7 .15·
2~25
.2.05
c
"2 .65
6.77
4.67
70.3
3~34
4.25
4.25
7.31
Disc11arge· (cfs)
24.2
·209
10.6
8.0
·2,6
. 17. 0
186
75
196
31.1
59
58
250
)/
----------- -----------~--·'°"" . c Peak stage aid not reach bottom of gage
J960 22
t;O
2c;; · . . . 89 200
:-_,,,:............:...:_.:.::.. ...... .::_~-'-'-:....;.:;.~~~..:..~......:..::2.:.~...:....:.~.._:.;;,;..:.,_._.!...~~ .... ~_:..._.:.,_~ ....... ~,.,__.;.,..~\ . .:....~.~·· ~··· ·,~,._,_~~~--.t.L~·-·· ~·-~·-._;;.. ___ _,......__. ______________________ _,__.,_~---------....... ~cl___,_,_..._
. .
"'1 l logiri(bridgc,bridecOl)
1 . .
'"--': <;1·
~l
GOODAl-TERJ!OOH; USEI~ 0:5; Tl!1E: 12:50:50 2/02/71; :1 oa d ( l pea r· 3 ) xcq/ · -: I [:ntcr naf!1e, drairF1'~P. area ai1d gap;e rwr:1ber of \"Jatersf'ccl. Ea~t Branch loua River 2.23 sq. mi. Ga.e;e_ !Jo. 5-!+l~SC -1 /\ n y c ha n g c s i n · i d ro n t i f i c a t i o n i n r u t ? E n t c r y c s o r· no • no.I
. E~tcr number of years bf record • . NI
1.7 Any changes· in value of N? Enter.yes or no. !J..O Enter values of n:1xinur:i annucil dischC1rgc. Y(l) 1_!1
.. y ( 2) 1_0 9 y (3)
11 . y ( 11) n
_<-2...
Y(5) 1-Y ( 6) 1-7 Y(7) J_.8 G. Y(8) 15 . Y( 9) ·
1.9 G Y(lO)
··2_1 y (11)
. 59 y (12)
·.~Y(J.3) 1_5 0 y(l11) 2_2 y (15)
If.O Y ( lG) 2G YC17) 200 /\ny chanr;cs no
1. G 2 g·
in disch(lrg~ • , ? 1 n pu c. ·
S== 0.585
Enter I~ vuluc co1·1·P.spo:vJ!nf.r,· to
Enter yes
rc~currance
or no.
fJ · i n t c r v a l c:i n cf v c-1 l u r: of · i'. J a yk
---··· ·-· ~-- -- ·- ·-- ---·- -~ .) .... ~.?. §}'.·-~--;--- ~·- -· ·--·- .. --··-- - .
.. :.- -
j,-~~-~-~:-'-""'''"'-'~:::::-:.:'.::·".=:=::'.'.:.":::~:~:::=::-.'.·=:::-::::::-::::.:::::::::-::-·:.:-::::-:::"::~:::,.':::.:::_"::"'::_CC.:'::::-::::-:;::_--::;':O=::::-=-o=-cco= .. ~~~---'~"-'"-··~----· ··--·-----··-·--···-- ---·-·-·· ···--------··
--- rl ... , -· ----- f, n y c h a n g e s i n v a 1 u e o f !< ? E ri t e r ye ~> o t" n o .
d no .. .. .. Enter recurrance inte1·val in ye21:s.
ll 1 ·-t~n6y - , changes in value of recurrancc interval? Enter yes or no.
I \.;~ l i.J
j ~ J
lj r01 £j
ff_··~--,, ~);
~ ·. .
no I
_. I Eas;t
Q) . I
I
Branch lowa River
470 cfs
Rcicurrance Interval=
2. 2 3 sq. mi. r·!o.
5 0 years
Do you ~ant Q for a different recurrance intcrv~l? Enter yes or no. yes
Enter K·value corresponding to recurrancc interval and va1ue of r;. ayk 1.952 Any chanees in value of !~? Entei- yes or no. no E n t e r r e c u r r a n c e i n t e t" v a 1 i n ye u 1· s . RI
. 100 Any changes in val~e of recurrance interval? no
East Branch lo1:a River 2.23 sq. rni.
5~ 8 cf s
.·Ft'ecurrance Interval:::~ 100 years
Enter yes or no.
o·o you ·Hant Q for a different recur ranee interval? Enter yes or no. no ·no you \·wnt to deterr~·ine Q for anotl'er 1!21tershed? Enter ·yes or no. yes
-5---4487. . East Branch Iowa River near_ I1ayf ield, Iowa
JJocation.-·--mvl,r sec.35, '11 .97 N., R.24 W., at bridge on County Road ·
11 B", 2 mile;:; east of ·Hayfield, Hancock County. . ,
. .
Draipa.ge a.rea. ---- 7 ~ 94 sq mi~
Gage. --Cr.est-stu~Je g:age. Datum is arbitrary.
State~·oischiirg~ re latiori .. ~--Def in.ea. by current-meter measurements.
Water year
·1952
1953
1954.
. ·1955
-1956.
1957
1958
. 1959··
1960
1961
1962
1963
1964
. A.ug. 4, 1953
~~June-18, 1954
July 6, · 1955
.- . Jqly 31, 1956
· .·.Ji.me 23, 1957
.. ·June 4, 1958
May. 21, 1959
.Mar • 2 9, 19 6 0
· Mar • 2 6 r 1 9 61
July 5, 1962
July 19, 1963
·sept. 7, 19.64
__ J. 9?·_ 5---·-~--· -·~-· -~pr • · 6 I 19 6 5
b" Affected by ice·
90
7.26
13. 01.
6.80
7.11
9.52
11. 89
6. 3.3
12.16
9.17
8.90
Discharge (cfs)
122
172
457
51
60
69
187
357
34
260
166
173
220
370
·:::> _c; 0 . . CJ L/
//) D·
. t·~ /_
I·:· ..
-L
. rL
r [-: ·-
[~-
. --
[
·r .. 1-
. - --.
L
-r[
. - r.· . I
L
. f.
r· . I
. .. .... ---·- ........ - . ·- • •.• • --• • •• • . -· -·· ·- •. •• •.•. ·••· - • .-- • .••• -- ··-· ··- -- • •• -r· •••••• • ..
~~~..;..;....---__;_...:.......~~~~~~~--'--~~~~~~~~=·=···~-- ~--
" '
Enter nar;1c, dr0incip;e <Hea and gage number of \"JiJtcrsr(:d. [ast Branch fbi.'k1 Hiver. 7: 911 so,. mi. Gage llo. 5-1;1187
·,Any chaniIT,es in irlcntification· input? Ente.r yes or no. no Enter number of yc~ars of record. N .18 Any (:h<rnr,es in ve:1lue of 1P Ente1· yes or no. no Enter values of r·10~<.i.nur:i annual discrorgc. y ( 1) .
1.2 2 YC2~
.. 172 ... y ( 3 y .
.!1_5 7 y (I} ) J!). y ( 5)
.. ·.§_ 0
/
... , ,'·". Y(G) .§_9 Y(7) 18 7 . :_:.; .. :
y (3) 357 YUJ) .. 31t Y(lb)
·--~GO y ( l:i.)
J_GG .. YCJ.?)
1)3 Y(J.~))
. Z.2 0
. y (J. lf)
I70 y (15)
20 y (1 G)
2_G . y (L'). 1.21} Y(li.'.) _}50
. . - . . .. .· ', -
Any changes in di sch<1rge in!)ut? Enter yes or no • . . no
/'i::: .·. 2 .1111. S= . 0. )!JO g:::
. E n t e 1 · I~ v a l u c co r r 0 s pond i n .r; to · r c c u r r a n cc inte:·val and VZllL1e: of g,
. -, v': ( .l t ...
_J,_, ~) :~.
-0.220
· 1'.r;· . ;:1ngcs in val uc :·, · Enter yes or no. ·f.
··nr~_t1_r·.r-~~.nr··' :·~-~- i!·1 v0_0J·.'-. -·-_-··..:--.···.:..:··-,,.....:..-··.:::~"''''::;-':..::·,.,-=:::; .. -::;;:-:-:;;;:~,,..~ .. -~=""··' =·=-·====···=·~=-=-~..,..=--=· =-=· ·=-~=-=--·==-=~==-=~=··,=·--~--=·!·~-~~...,...._-.......... ~ ........... ~-..-..;:-.~~.~.;:.-.~·.,,.,.-:.: .:,,..:::.-.:,..: ___ _..::,...:::......;;;.,. ___ ...,,..,. .. ~---... ---~·--.,...., ---~ ........ ..,. ... ~-.- -
/
no
East Branch lo\Ju River 7. '.JI; sq.
Q== GSG cfs
Recurrcincc I n t c ,: v c:i 1 =
Do you want Q for Enter yes or no.
a different rccurrc:ince
yes
Gu~e t!o.
interval?
E n t e r I~ v a l Lie c o r r e s po n d i n r.; to interval and v2luc of.·r,.:
recur ranee
ayk £. 153 Any chunges in ,/aluc of !~? no
t:nt~r yes·. 01· no.
Enter rccurrance intcr'.121 • . R.1
in ye01rs.
l_O 0 /\.ny chanr,es in value of r e r: u 1· r a n c e
·.no
East .~ranch Iowa niver sq. mi. Gage
789 cfs
Recur ranee Interval= lCO yea rs
Enter yes or no.
t·!o.
Do you via n t Q for a d i ff c r on t recur ran c e i n t e r v a l ? Enter.yes or no. no Do you vwnt to deterninc Q for anotber \·1citcrshed? Enter yes or no. yes.
,·-.·
5-4830. · E<io;t Fork Hardin Creek ne2r· Churdan, Iowa · /e . . . . . . ., . . . .
Loc~t{on.--Lat 42 deg.06 ~in.25 sec., long 94 d~g.22 ~in.10 sec., :in SE~~~~ sec.5_, T.n4 ~., R.30 W., on l~ft bank 35 ft upst~eam . from higl)\·1ay bric1~Jc,. 4.4. miles upstream .frorn mouth,· and 6.5 miles sout11eu.st or (:!rnrdan.. .
Drainage_ area. ---24-. O <::~ mi.~ ·
Gage.--Recording. level, cla t.Frn o £
Dc-1,r:um 1~)2 9.
of gage is ,1, ·050. 90 ft above mean sea
Stage-discharge reJ.-o.t.ion·~ --Defined by current-r<:leter measurements below i80 cfs ahc1 above by logarithmic pl9tting.
R~ma~ks.--Base for p~~~ial~~uration se~ies, 200
. . · . . . ·Pee•.!:: stages ana· c1ischa}:-ges --------~-------....--.--·-········--···--=--·-----
Wat er · year . . : · Date
Gage height
cfs.
Discharge '.(cfs)
195.2 ---·-. , __________ --------· ___ ._(fee-t-:.J ________ ~---
1953·
1954 1955
1955
.. 1956
.. 1957
1958
1959
1960.
1961
1962
1963
·'-T]1)4 .- . -~.u -} - '· .
1952
. __ ·9·une 10, 1953
·_Au.g. 26; 1954 . ·.Oct. 13,. 1954
lfuly 10 I 1955 . . . ,, .. "1 .. 3
J":· .:.t y . I 1956
;iu.ne 14,· 1957 ~!lin_e. 16~ 1957
.. • .:iuly .19, 1958 ·
. ) : :1 y . 31, 19 5 9
J .'ff • . 2 9 I 19 6 0 ,_pr._24, 1960 ;· J.y 5, 1960 .L '.Y 25, 1960
J.:.·n: • 2 5 I 1 9 6 2 .. :r-u.1.y 1-1, 1962
: < • . ·2 9 I . l 9 6 3
·99
.4. 33
5.17
7.73 6.15
6·. 60
4.42
6. 5 ·j 8.82
6.10
7.36
b7.63 8.04 8.92 6.30
b 5.41
6.0G 7.46
7·. 78
.. · ..
79 : • .
.· 105.
, . :_ :_ . .\)I~::~·:J .. ~- 2?4 .
. 252 .· .·. ·· .
186
350 · · \:4_EfJ
231
5-4830. East Fork Hardin. Creek near Churdari, Iowa ,·
--------- Peak _s:ta.qe _ _s and di_scharge._s _______ _ ·Water Gage Discharge year Dat.e . heig11t (cfs)
(feet) 1964 Apr. 13, 1964 S. 36 . 172
1965 . b Mar. 31, 1965 8.28 __________________ A-.i· pr . _ 5_,~l_.9_6_5 ____ ~6_. _1_3 ___ _
\;~~)_"g"~) ~; 214
a .About b Affected by ice
&?. '-./ / /~(.."'.
77
. · l
r
[ ./
r [
-r
. r r
100
": r
. _:
Enter nar.ie, drainage area and gage number of \·JCJtershecl . . _f;_ o s t r o r k H a r d i n c re e k 2 It • O · s q . r:i i . G a g e r· I o . 5 - 4 8 3 O Any changes in identification input? Enter ~cs or no. lJ.O Enter number of years of record. t J . .
13 An y c h CJ n g e s i n v a 1 u c of r l ? E n t c 1· y c s o r no . no Enter y (1)
_7_9 y (2)
105 YO) l2 ~j y (I~ ) 2:) 2 y ( ~) ) 111. Y(G) ~)71
Y(7) 1_8 G Y(8) ') C' 0
.£.:_L' u. y ( '.)) ~13 Y(lO) J_5 0 YClJ.) 315 ·y ( 12) 300 '{ (13)
.17 2 y ( 11~ ) 300 '{ (J. 5) 3G7 y (1 G)
2_6 5 y (17)
77 Y(13) 30G
Vo 1 u e·s of maxir1ur1 annual discrar.r;e.
...
/u1y changes in di sch2Hgc input? Enter yes or no. no
fl:..: /..335 S::: 0. 23C g ==
tnter ~ value correspondini to rccurrancc . intc1-v<Jl and vc:iluc of~. ayk l· ~i<;G
-0.817
f 1 n y c '' a n g c s i n vu l u c of I~ ? E n t c 1· y c s o 1- no .
..
50 /\ny changes in value of recurrvnce intervc:Jl? Enter yes or no.
no
East Fork llurdin Creek sq. rn i . Gag;e
Q= 51S cf s
Recur ranee lntervC11= 5 0 yea 1· s
Do you \·mnt Q foi- a different recL1rn1ncc. interval? Enter yes or no .. y_es
-Ent~r K value corresponding to recur·runce interval and value of g, ayl~ l_. 7 21 Any changes.in value of I~? E n t e r · ye s o 1· no . no Enter recurrance inte1·val in years. RI l_O O Any changis in VC!lue of recurrance i n t c 1· v a 1- ? no
East Fork Har cl i n Cr c e I~ 21;. 0 s (j. r:l i .
Q= !)51 cf s
Recur ranee Interval= 100 yea rs
Do you want Q for a different Enter yes 01· no.
recu1·i-c1nce
no Do you want to determine
. Enter yes or no. y_cs
intc:1·val?
yes or n9.
Drainige aiea.--43~7 sq mi. ·.'
Gage, ---Crest_-stage ga·ge. Datll.'m is arbi t~ary.
Stage-aischarge relation. ~-Definea by 'current=:.:rneter measurements.
Rema.rk s. ---Only annual peaks are s11own.
Peak st.ages and discharges . Water ·year
1952
·1953
1954
·1955
1956
1958
1959
1.9.60
"1961·.
. ·1962
1963
1964
1965
I. 0/ ~,
/_{::.' /
;9t:be
I C;>/?' /L? /·
Date.
M,ar. 29, 1952
July 14, 1953
Aug. 26, 1954
Mar. 11, 1955
}1ar. 21, 1956
June 16, 1957
June . 7; 1958
June l, 1959
.M~r ... 29, 1960
Sept.30, 1961
July 14, 1962
May. 13, 1963
J\pr. 13, 1964
May_ 26, 1965
123
Gage l:ieig11t (feet)
8.09
8.44
.10.48
8.76
6.78
7.90
7.69
9.06
9.75
7.91
9.20
.9. 55
8.54
Discharge (cfs)
~18.
429
2, ooo·
·557
118
.. 270
225
700 ..
840
. .:.-, ·272
- 812
995.
466
9.78 •~~--~~~~~-1,ll_O'--~
c-7??-·-···.
g5tl
)c;;?//J /C:>V
I
. r1 ,· ~ - . "
'l'. - . J
rq -, ., ' q . . I.
rn ~-·1
. t
rq r I
·1 DJ -!
CT] ' l .,
M ··-!
I M c.·cl
. I
Ente1· r10r.1e,. drc:iinc:r;e arcCJ and gage number of 1·1C1tcrshcd. Hardin Creek 43.7 sq. mi. Gage No. 5-482G Any changes in identification.input? Enter yes or no. _o_o Enter number of years of record. t ! . . .
1_8 Any change~ in value of N? Enter yes or no. no En t e 1- v a l u cs of rn0· x i rn u n <:i 11rw a l d i sch CJ r g e • Y(l) 318 Y(2) I~ 2 9 y ( 3) 2_000 y ( l~ ) r: 1- "1
.2_.J I
YC5) .118. Y(G)
·270 Y(7) 225
· Y( 8)
100 Y(9) 81} 0 y (10) 272 y (11)
212 ·· YC12)
2_9 5 YC13) .!!_ 6 G y (11~)
.. ·1110 YC15) 277
·Y ( 16) 8 5 Ii YC17) 570 Y(l8) 19GO
. /\ n y ch ci n g e s i n d i s c ha 1· g e i n p u t ? E n t e r y c s or no .
.. - -· .. 11 = 2:733 g~ -· -o: OG5 .. (' - -.J ·- 0.329
Enter K value cbrrcspondin~ to rccurr~ncc interval and v<:iluc of g.
Cl yk 2.019 /\ n y c h a n g c s i n v Cl l u c o f !·: ? (: n t c r ye s o r n o . f)_O
.. ··'
1 .... --~-----·---··-·'···'··-··----- -- -- -- -L nt·L' !'. ·- i-l~- cc.ii"· 1--c:; ; f c· (; · ; ; : L , : ,-
i fj ·RI . . • c.! r - I fl yc;c: i -... •
l • J, ... , .• • 50_ .·.
Ct. j
l . '
'
9·-
. .
""~-h'. ' ;::.
" l . ~'--··-
< ·~: . :;
I ~ j r~ l 9.' I.;:~
,,
·Any changes in value~ of rccurrance inter-val? t:ntcr yes or no . . no
l!ard in C re: ck I; 3 . 7 sq . m i .
Q= 2522 cfs
Recurrance lnte~v~l=
Do you want Q for a different rccurrancc interval? Enter yes or no . yes
E n t .e r l~ v a l lJ e co r r e s po ; ·1 c! i n g to re cu r 1· a n ·c; e interval and value; of ·_r;. ayk 2.278 Any changes in 0alue of K? Enter yes· or· no. no En_tcr recurrc:1nce intc~rvzil in years. RI l_OO Any changes in value of rccurrance interval? no
Hardin Creek 11 3 • 7 s c; • rn i . G b g e t I o . . 5 - I; 2 2 G
Enter yes 01· no.
.: Q= -3063 cfs
.... ;• ·~ '.'
Recurrante Interval= 100 yeu rs
Do you want Q for a different recurrance intrirval? Enter yes or no .. no Do you \·.fant to dcterni nc Q for anotrer \Vatcr:,hcd? Enter yes or no. no
END or- dOB.
l 080U t. Tll'iE 13:13:'.i:-s; TlrlE US'.::n: CPU 00:00:10; T~f\i': 00:2:'.:53; Pi\GE 00:111}:51
. . : s~4821.7 Bi~ Cedaf Creek near vari~a, Iow~
.Location~--L-at. 42 deg. 4l"min .. 21 sec.,. long 94 deg .. 47 min. 55 JO . sec., in. NE14NE~~ sec. 24, T. 91- N., . R. ·34\·7 .. ,· on left ban};. S ft.·
Clown_stcearn from .county l1ig~1i,.;ay brisJ.ge., 3 .1 miles u.pstrearn from Drainage ditch 74, and 5.5 miles northeast of v~rina.
·Drainage area.~-80.0 sq: mi.'
. G~gi.~-~ecording. · Datum of gage is _l,225.12 ft a~ove mean sea
· i.eve1, datum of 1929. . '.
stage-discharge r~lation:--Defined by current-meter measurement~ .
. Remarks.--Base_for part:i,al~du-rctcion series, 400 cfs.
water .. Year
1960
1961.
}962
)_963
: ... ·. 1964
. 1965
____ Peak st.§_ge~ and discharaes __ _ Gage
---·---
·.Date· · height Discharge _J_f ~ B t} _ __:·=-·-=-· -=--= .... =-·· . _ -"_t~ f ~-1--~~-
Mar.· 27, 1960 .. June 16, 1960
.Mar. 25,.1961
·Mar. 31, 1962 ·July . 2' 1962 ·July 4 I 1962
July 28, 1962
Aug. 31, 1962
J·une 2, 1963
May 6, 1964
Apr . 8, 1965 . :June 6, 1965
~----·
11.42 8. 27-
11.88
c 8.91
. 10. 15 7.89
·13.08
"6.57
6.23
10.17 7.00
(:L~'93:c2~/· 466
al,000 665 960
. 452
~~:~:-~:§]_sD:~1
.333
291
-a About c Maximum gage height. 14. 49 ft. Mar. 29 · (ice jam)
25? /966 .
/9~~?.
/</b9
. 11
~'5·
_.9.92
·-. ~- -·· . - .... - ·-· ... ~
·. 1o~i11 ( h 1· i dge, hr i (kc C'l) GOOD AFTEfHlOQ!.J; USEf< Oli; Tl1',·r:: 13:25:27 2/0S/71; loCJd (1pear3) . · . -6._C C]
Enter nar1c, rfraincigc~ an~.:i and g;:i;;e.nw1hcr of \V<ltr::rshcrl. ·Jliz Cedar Creek 80.0 sq. rni. f:ap;e flo. 5-h321.7
11 I · ' ' 1 • f' ' ' ? E . 1°.ny c ;anz;es 1n ir.cnt.1 ·1c<1t1on. input. :.ntPr yes or no. I!_()
Ente1· rnir=1her of years of record. rI l_O
.fl.ny· cbanges in veil tie· of H? [ntct· yes or no. -. I!_O
Enter vol ucs of rr1ax inur01 2n11ual di scl:CJrfJ~-. \'(1) l_O 2 0 YC2) l_li 6 0 Y( 3) 2080 y (I~)
YC5) . 291
.· , y ( G)
l_OGO Y(7) 1.5 7 Y(3) 352
· Y(9) Ii 5 Y-c10). -8_9 2 ·~' n y c hem r: c s i n d i s c h a n:: c i n p u t ? En t c r y c s o 1· n o • I!_O
M== 2. 7 I~~
Enter I: value corresponding to recur1·<rncr. intervill. 211d val uc~ of g.
1. 3h1
-1. 251
/\ny chrnr:;cs in v~luc of I(? Entet· yes or no. D_O
En t ~ r re~ cur r <111 c e in u~ r v o 1 i n ye a rs . RI 50 /\ 11 y c ! 'Cl 1 i.r; e s i n v c=i 1 u e of r c c u r 1· <rn cc i n tr: r v Cl 1 ? E n t e r D_O
Dig Ce(!cir Crc:ek 80. n sq. mi.
0= 25G8 cfs
yes o 1· ·no.
. . ~
ne~urronC(~ Interval== 5 0 years
!Jo you wunt r_ for 2 diffc1·cnt rccurrccrncc En tt:"! r yes o 1- no. :f..CS
Enter K vulue corrcsponrlinr, to recurrance i11·tervul and .value of r; •. a'/ k. 1.1:13 /\ n y c h 0 n [: e s i n v ci 1 LW of K? E n t c r ye s o r n_o Enter recurrancc intc.rv~l in ycors. Rt
interval?
no.
10 0 /\ n y c I: a n g c s i n v o 1 u c~ o f r c c u r r <:Hi c c i n t c r v i1 1 ? E n t c r ye s o r ri o , . n_o
Bi~ Ced<1r Creek 80.0 sci. rni. ragi:: l!o. 5-1;821.7
O.== 2787 cfs
.Hccurr<rncc Interval=" 100 years
Oo you \'Jant 0. for a di ffcrcnt rccurroncc intcrv;:il? Enter yes 01- no • . no Do you \ .. tont to rletcrr-~ine Q for ano:th~r \·1crtcrshcd? Enter yes or no. yes Enter na1:71c:, ('rainuf;e urea anr! r,agc ntmher of \·t<1tcrs!·ed.
• • ..1"" ,--
. . . . ------·-·~- .... .__,. __ "_ - ~-k-----·- ---·-··----- -~--:0.....:....-----------~~-:. --------~-.. ~---- ________ ,, __ _
~ . .
.
~ . ' .
~ . '
·~ - -5-4829. Hardin Creek pear Farlin, Iowa
Location.--Near ~orth quarter corner s_ec.14, T.84 N., R.31 W., at brids;re, 1.5 miles nm:theast of Farlin, Greene County_ ..
Drairiage area.~~101 sq mi .
. . Gage. --Crest-st.ag·e gage. Datum is arbitrary.
Sta,ge--discharge relation. --D2fined by current-meter and indirect measurements.
· .. RernarJ~s. ---Only annual _peaks are shown.·
Peak- staqes ana dischar.qes --------~------·---- . Water·
Gage Discharge year Dat~ height (cfs) ."(feet)
1951 Mar . 29,."1951 1.2.97 2,270
:1952 Mar. 29, 1952 9. 11' 472 . '. 19$3 .July 141 1953 7.96 300
-1954 Aug. 27, 1954 12.57 1,810
1955 July.lQ, 1955 10.03 631 -.
1956 c 200.
..
·i7. 1957 .. 1957 June 10.59 .. 743 . I .. . .
.. -.... 1958 c ..·/50
1959 J11ne 1, •. 1959 11.40 980 ..
1960 Mar. ?9, 1960 13.32 _l,960 ~ . :1961 .Mar. 27, 1961 8.86 324
1962 Mar. 26, 1962 12.48 2,000 196.3 May 13, 1963 10.-87 930
1964 Apr. . 13, 1964 9.39 615
1965 Se.E_t.27, 1965. 9.79 703
·C PeaJ~ stage c1id not rcuch botto;-n of /9b0
124
gage 97~/
/'Yb 7 ;'.)? 2-0 ,q· .,;-:; .
. //~(ct z5C.)
/'f'(',9. Io r-:; t,I/ / v i../ ) ....
. -~----- ···- ,-. -- - .. ---- ···-····-··· .. ·---· . ··- ....... . --·-· .. . - ·-······- ·-· -····-·····- -- ----······ •J ······------ ····--·
: .. ·.
,. .
l
r.
r
· Ha r(n n C rce k 101 sq. rn i. Gar;c fro. /\
I • • 1 . t • .r. • t • • . t ? . ny c,'<:Jnges rn 1cc!n-1,·1ca·1on rnru. Ent e r ye s o 1- no .
JlO Enter nur~~hc;· of years of. rccorr!. t l . . . .
19 -Any chrnz,cs in vciluo. of fl? Enter yc~s o;- no . .o_o E n t c r v a 1 u e. s o f '"t:l ;~ 1 1:1 u n a n n u 2 1 d ls c h:i rt~ c. • Y(l) 1270 Y(2) !17 2 YC 3)
_300 . y (ll-)
1210 Y(5) C31 y ( ti)
: 2 0 0 YO) lli3 Y(2)
150 Y(9) 98 0 . YO 0) l9GO
. Y(ll) . .2_2 Ir Y(12)
·. 2 000 YC13) 2_3 0 y ( 1 l: )
615 Y(15) 7 0·3 Y(lG) lJ._71: YC17)
.1020 . Y(18)
25 0 · YCl:J) 1950
.--,: __ .
Any cLrn1Y,0s in rlischarr;e inrut? Entc:t· yo.s or no.
S= 0. ~~ G 2 f; =
E.nt(~r !~value c.o'rrcspor~r!inrr, t0 rccu1-r<lncc ·intC'rVol ~ind voluc off.. (I yk l_.'.J~~7
_r ,,,. r) ,- •• J. ' ,_, •• -, ,.. ,- '. • ~ ,. ....
-fl.17"/
"<,, .............. ,,.., -·
!lO E n t P. r r c c u r r 2rn c c i n t c r v a l i n Ye ,J r s· ; RI
/1ny chc:rnges in vol uc -of· recurr<1ncc iritcrv<1l? Entr=;r !lO
.. Ilardi n Creek 1 01 s <l • · r:i i . Gar; r~ fl o . 5 ~ L~ 8 2 '.:l
Rccurrcincc Interval~ 5 O. yc0 rs
Do you \v<lnt .n for a differc~nt rP.currancc intc:!'v;:1l? Enter yes or no.· y_es
·Enter !< val uc cor-rcspondi ng to rc~curr-<1ncc:
i n t e r v ;:1 l <i rir! v a l u c: o f r; . a yk 2 .19/f
.·. An y c ! ~a 11 g cs i n · v a l u c of !~? .En t c r ye ;, or no • .. n.o
Enter rccurr<Jncci interv~l in yc0rs • . RI.
l_OO Any chanp:cs in value of rr~cur1-0nc0 intcr-.v<'ll? Enter
. n.o .. ..,.· .· . . ' .. ·~·... . .
.·Hardin Creek 101 sq. mi.
o>= . "\
Recurr2nce lnterv<1l:= 100 yeC1rs
Do you \vant ()_ for a rli ffcrc:nt recur ranee intcrvol? ·.·Enter yes or- no.
n.o . ·Do. you \·Junt. to dctcn;:ine Q
EntRr yes or no. y_e s ·
for anotl·e r
yes o 1- no.
yes or no •
--
·- .
·:._.
..
5-4490. Ea st Branch Iov1a River near Klemme, , Iowa · (P.ublishecl ·as "Ea.st Fork Iowa River near Klemrne". 1948-58)
23
·L~cationj--Lat_43 deg.00 min~3b sec~~ long 93 deg.37 mi~.35 sec., ·.in NE~NV1!~{ sec. 36, T. 95 N. I R. 24 w. I on left ban}~ 15 feet cJowr1-·
I . .
stream from 'highway bridge, 1.0 mile w·est of Klemme, ancl 18.2 mile~ ui::is.trearn from confluence with West Branc11 Iowa River I and at ·m:ile 345. 3 above n~out11 of Iowa River.· j .
_Dr~iri~ge area.--133 sq mi.·
. G_age .. _--Recording. Datum of gage is 1, 17 9. 02 ft above mean sea --··-.. --·level, datum ·of 1929 .. ·Prior to Oct. 1, :19:i_5, nonrecor.ding gage
. :-·at site 0.6 mile ,upstream af datum 1.11 ft-higher.
Stag~-discharge relation.~-Defi~ed by current-meter measuiements.
R~~arks.--B~se for ~a~t~al~dur~tion in series, 700 cfs. ..., .·
- . - . . ·- -
··.-----Peak stages and discharaes
· Discharae ;.J
(cfs) · : water Gage . , year . Date · ))e_igh t 1 ~: .: - .. ~----~------~-~---·_-_-__ ·~--·-·----'----·~(_feet_).~·---~-~---
-":..z-·1944 _________ -_-_-_ -. --------~~ :-~_-::~---~---.~-~---· _19_4_4_· ---'-~--'·~9--.. •:..:9._6~. ·----<..L..~~?97 ..
. . 1948. -·~ ..(~ .. .
·1950
1951 _! :. -.... •
195.2.
1953
.. .1954 . ..
'1955
1956
1957
1958
1959
Mar. "i-5~- 1948·--·· (_<4.68"-------~ ......... .: _rc-2.38
· .Mar • ·7, 1949 . . . . :·· ·- - -- ~ - · .. . ·:. ~-- ~-- ~ - ' - (. - .
... - i. .. •
Mar. 26, 1950 ..
Mar. 29, 1951 !-':·
1951 - . ·Apr. 7 I
June 26, 1951 l
Mar. 30 . . I 1952
·June 8, 1953
June 19; 1954
J\me 21~ 1954
July 5 I 1955
1'1ar .. 26, 1956
June 2 3 I 1957
June 4, 1958
May 21, 1959
91
b7.3
b7.o2
bs.59
a
8.61 10.80
7.60
5. 70·
11.2 10.74
5.47
b '4.91
4 ~7 5
6.08
.8. 25
.1, 000. ·1, 940
··v(~::a:~:cL)
900
385
t:$.·.·;:~3·9~~}F 4, 820 ...
348
·176
3~55
1,100
.::;,
-.
·l•
-l' y !. r: Ll ~.
'
J
~ j l
.
l }~
-·· ~:
;
~ " I t I f'
i ' l
r~
fJ . ~J
East Branch Tu;·.'a River near Klerm~e, Iov1a--· (Continu_ed)
·-----Water
·: . year I I
____ Peak sta_~l.~S and cJ?._scha·r_g __ e_s_· _ -------,.... ------------·Gage. Disch,C1rge
Date height (cfs)
------~-~(_f~~-t~)-~---~-~ -----------1959 I
.:/ 1960.'
//
1961
: 1962
1963
·May '31, 1959 8.12
·Mar. 28,
Mar·. 26,
Mar •. 30, J_uly 5, July 20, Aug. 3_1 t
July 6, . au1y 20,
.. Sept_. 9;
1960
1961
1962 1962 1962 1962
.1963 1963
1964
8.2-5
9.40
'b9. 05 8.53 8.20 8.84
8 .. 48 8.44
8.09
1965 .·Apr. 8, 1965 9.'94 June 6, 1965 7.6j Sept.19,·1965_ 9.39
__ · ~---.·--· _.-_ .. _· __ : ::.._:_.:.__. _Sept'. 2 9, 196 __ 5 ____ 8. 48
a About b Affected by ice
c Maxirnurn for period April. to September 1948· <;) Maximum stc:tge knovm
·• 92
1,020
1,100
3,250
al,600 . 1; 420
1,090 \"'·r;:8-3o}J
..,..~·.;....·~:...:..·;.:., .. .,~
972
ti~£9-:.q] 728 .
-· 2,080 1,090
35)
2770
..
' i
·J
E ri t c: r I n <w~r: ,, ~ E a· s t / r r a n c h Any c !'anr~Ps no j En t c: r n u r, h c r
. ti . /' 1_3 !
drciir1<lf.E: 0n~<1-and g;:igP. n11r~h0r o-'.- \"JaU:rsh:;c!~ I . n• 1"'~ .. r- fl ~11°c 01·n1-.1vcr :J:Jsq.rni, 1"agc o. ::>-~;.:i·
in ic~cntific<1tiori inrwt? Entr'.r yes or no.
o_f yc~ars of record .
_Any chcinges in value oft!? Entc:1- yes or no.
110 .Enter val uc~s 'of r~axh·1t1n an11u<11 ·. cli sc,l~cirp:c:. '{ ( 1 ) 1_38 Y(2) G 8 5 '{(3)
500 y ( I~) 3 l~ I~ 0 . Y(5) 900 Y(G)
YC7) 59GO vC's).
·. Y( 9)
lSO ·vc10) l7G
·yc11) 355
. Y(l2) 1100 '((13) 1020 y ( 1 r;) l_J. 0 0
'. '{(15) 3250 Y(l G)
1_830 y (17)
. 95 0 YC13) 972 YCl 9) _!}_090 y ( 2 0) _G_J. 2 YC n)
YC22) 2.~i J. .
)
·'
. Y(2~1} 2:) 7 0 Im y c 11 n il .r: c: s i n d i s c I~ ;:i r ;r f~ i n p u t ? En t r: 1· ye s o 1· n o .
.•
. "'·
H= 2. ~J 3 O g=
Entr;r I~ vcilue corrosponrling to n~curr'1nce int~i-vul c:ind value of g. ayk 2.167
. O. 21 G
Any c!:anr,cs in value of K? Enter yes or no .
.!J..O En t r-o 1· rec u 1· 1- an cc i n t c r v o l i n y c <l rs •
·RI 50 /l.ny chnnges in val Lre of n~currancc interval? Enter yes or no •
.!J..O
East 11rcinch 101-;0 River . 1:n sq. r,-;i.
O= 7703 cfs
Recurrance Interval= 50 years
Do you want Q for a cliffcrcnt rccurrnncc interval? Ent e 1- yes or no. y_es
Enter K value corrcsponrllng to recurr'1ncc interval an~ value of g. <iyk 2. If 8 If f\..ny changes in value of K? Enter yes or no .
.!J..O Enter recurrance interval in years. RI 1_00 Any ch<111p;es in Vl:ll uc: of recur ranee intr.rvc:il? Enter yes or no •
.!J..O
East GrClnch lo\·1a Hiver 133 so,. ni.
O.= C i- c-' _,
Rcc11rrcincc Interval= 100 yo<Jrs
Do you \110nt O. for <1 ciifferc~nt rectirr·ancr: intr:rval? Enter yes r)r no. no Do you \'!unt to cetcrrcinc Q for <1noU-er.v:<Jtrrsl·cc~? Enter yes or no. Y.._C S
E
. ~.
ml Li
j ITT 1 Tu J
'.l., ~\.' ·Y . I. , ··J
l ~ l ~ 1 :l
l j 1 ] . ,
i ii h :1 ,, :1
i . : .. ' l1 l\ li 1' 11 '' .,,
~ ·:: '
CJ [: ..
~~ . f; l~
.
5-4800. Liiard Creek nea~ Clare, I~~~ (Publisheq ·as "North. Li-zard Creek nr. Clare, 1940-54)
·. • ...
30
I . . Loca.tion ·.---;Lat. 42 deg. 3 2 rnin. 40 s
0
ec. , long 94 d&g. 20 min. 45 sec. , · -in NE!;;;NE~ sec. ll, 'r ~ 89 N., R. ~O W., on r ightc·ban}( 20 ft down,....
stream from high\·w.y bridge, 3 miles south of 2clare, 8 miles . I . . . ' . northw~st of Fort· podge, and 8.9 miles upstream from South Lizard/ Creek. ·
. . / j ~ . . .
D~ainage area.-~257 sq mi. . . l •
Gage. --Nonre_cordin,g prior t.o May 6, i.953; · recording there a ft.er. D~atum of gage ~~- 1, 079. 30. ft above mean sea l_~vel, datum of
. '1929.
Stage-discharge relation.--Defined by current-meter ~easurements .be lo\~ 4, ?OO cfs and by logarithmic plott.ing above 4, 500 cfs .. -, .
-'·
Remaiks.--Base for partial-dura~io~ series, l,Orl?.c£s .
Peak st.ages and. discha1~ges
.. ·.·'
--~~~~-~~~~-~~'--~~~~~~~~~~~~~
Water .·Gage year. Date . height
Dischar.ge .-{cfs)
(feet) ._,__~--~~~~~~~~
1940
1941
1942
1943
19~4
1945
1946.
1947 ..
:.
...
.. 1948
1949
Aug. 26,_.1940 4.8
.June
June.
Feb.
·._May -· June
Ma.r ~ ..
Apr. . May
· _: June· ..
.··May
June ... .June
June
·Feb. Mar.
Ma)_ ..
14, 1941 ·-·
5, 1942
22; 1943" ' :
'20 I 1944 13, 1944
11,· 1945 24, 1945 22, 1945 l, 1945
25, 1946
1~, 1947 23, 1947 30, 1947
2 8 t 1948 18, 1948
5, 1919
.176
- -
:.'> 5.1
. 6.65 I ·.
7.4 . 1: .
. 11. 11 9.2
7.42 6.7 6.7 6. 8 } .
9.18
6.1 16.0
8'. 5 .. - .7. 2 .7. 5
374
tl-42
1,060
1,440
\I~~~~?.-Q:.J 1,270. 1,310 1,310
2,750
1,700
r ...
t r -.
L r . .
L .
E ·r·
_:-j
r r L
L L
. r.
r ..
[
r . r
""' r I
.
,. 'l I
.. ·-'
5:--4800.
I water
. i. .. year
I .·/
195,0
I 1951
1952
1953
.1954
--1955 '
1956
1957
1958
1959
1960
1961
1962
1963
'
1964
1965
:/96'8
' ' -:-:.
'. ; ~- . ·. :- ... . .. '
- ..... . ,'. -'·
;Lizard Cr.~ek near. Clare I To~~.;_.,., (Qontinu~ay . :: '.'
-... _. . , ._ : ~- -
Peak stages ana a is charg$__s_~-------'--..'----'---· Gage .. Discharge
· (cfs)
.
: ..
.. .. . : .. ..
... .. ' . .. •.·
. ~ .
. ~--
Date height (feet) ---- -----'"· __,_ _____ _
870 June 25, 1950
Mar. 28, 1951 May. 2·, 1951 June ·· 18 ,, .f9s·l . ·
. . '. ..
· Ma·r. 3·0·, __ l.952 ..
'July, sr .t.952 : ... -- . ·'
-.-.·.
Apr.· 25_, l95S . ·. '.
: May 31,, -i.~56
May 21, 1957
June 3, 1958
June 1, 1959
Mar. '29, 1~60
·-Mar. 2°6, 1961
Mar~ 28, 1962 July 3, 1962 July 5 I. 1962 Se1=:it .. lr 1962
June 6, 1963
May 24, 1964
Apr. 7 I 1965 SeEt.29, 1965
177
5.7
. i o . 4 2 .. \(cI~~~I?:·) . 8 .• 7 9 . ; . 2 ,. 3 9.0
.'~: ·. "i~J;:~ ; ,· ''i··43-o· .. . •'.y 'ji'·j~:~;:.'tff;E~~f E!~1~·~¥o~' ...
.. ··.
'··,.,·.,· .
. '. ··.; ~--. .·_-, 4.75
7.71
7.67
10.01
9.08
9.55 6.27 7.22
11. 90
. 6 .15
5.29
11.10 6.19
.. ·
.: .. ·399
1 1 740
~i740
3,650
2,900
3, 360' 1,080 1,630
· \:.~[~~~-1§0·::~~'.:J 995
560
t~-~~~?~?~J? l,O:W
3350.
/2(5'
/d-OO··
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Enter rnli';:!icr of years of. n~co1-(1, tl 20 ~,il'y c!~anp;es in val uc: of l·l? Enter ye~:; or- no • .o_o Ent t: 1-y ( J_ )
3 71, YC2) 1+1+2 YO) _lOG 0 y ( 11) i1111 o _ Y(5) . .!l_lrl o Y(C) 15 7 [) YC7) 2750 Y(S) 10000
.. Y( 9) _1550 y ( 1 0) .· 1-7 0 0 Y(ll)-..$_7 0 Y-( 1 2 ) .1G2 0 Y( 13) 11170 YC l Ir)
.. l_l<JO Y(15) G210 Y(lG) GGO Y0 7) 147 Y(12) 2_9 CJ Y(l9) _171~ 0 Y(20) 171} 0 YC21) ;J_G5 0 Y(22) 2.900 YC 23) 2_1r00 Y (/If)
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Y(29) 120 y (3 0) 1500 /\ n y c ha n r; c: s i n r! i s c h <Hf, c i n D u t ? r. n t c 1· y P. s o 1- n o • D._O
f.j == 3 • 1 5 I}
Entr:r· f( val uc corn~spondin,": to rP.ctir1·zrncc intct'val rin.d val l!C of g. . ayk .
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71_.722 . . ,. , · \ n y c ha n .rr, c s 1 n v <1 l u c o T k? En tr-~ r YP. s 01· no.
t1-R t c 1· r c c u 1- 1- <rn c c: · . i n t c r v 0 l RI _2.00
in ye tl 1· s.
/\ny chan~cs in Val uc of rc~currancP. intcrvC1l? Entc1- yes or no. y_c s E n t r. r r c c u 1· r zi n c e i n t (~ r v o l i n y e a r s • RI 50 /\ny chc:inr:es. in val uc of recurrc.rnce intcrva.1? Enter yes or no. D._O
.Lizard Cr:c;cok 2S7 sq. mi. Gat,e Jlo. 5-1:200
O.==· 9339 cfs
fZecu1-rancP. Interval== 5 b yea 1· s
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· /\ny ch;rngcs in value of I\? Enter yes or no. no Eri"fci- 1;ecur1~ancc: intervol in yc;:ir-~. RI 10.0 f\r1y ch<::rnr:c·s in val uc of recur ranee intcrvC11? Enter yes or no.
no_
L i z c:i ,- d C r c e l~ 257 sri •. rc1i.
Q== 11280 cfs
1fl0 ye-; a r ~;
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.5-4810. Boone River near Webster City, Iowa :::> ,7) vu Location.--Lat 42 deg.26 rnin.00 sec., long 93 deg.48 min.15 sec.,
·in l'>"'Y·!~SE~ sec.18, T:88 N., R.25 .\'f., on right bank 10 ft up.stream from bridge on Stat~ Highway 60, 2 miles south of Web-· ster City, ahd 4.5 rniles dovmst.:r;earn from vThit.e Fox Creek.
braihage area.--844 sq mi.
Gage. --·Nonrecording prior t.o June 26, 1940; recording thereafter. Datum of gage is 989. 57 ft above mean sea level, c1aturn of 1929.
Stage-discharge relation.--befined by current-meter measurements.·
. -Remarks.--Base for,partial-duration series, 2,500 cfs.
•.water year
Peak staaes ancJ ------~!
Date
~· h a isc .. 9-LY_es_ ·Gage height (feet)
-------Discharge
(cfs)
1918 J·une 1~_1_91_8 ci9 . 1 ------ 2~1~?r\)O-" -____ :_L~d_, __ . -
1932
1940 Aug. 15, 1940 4.40. a 740 ..
1941 June 3, 1941 5.4 1,500
June 7, 1942 6.7 2 t 620 . ·. \:J:: o~§:O"~·-~:.J J·une 30, 1942 7 ;52
1942
'. ..
1943 Mar . 16, 1943 6.71 2,410
May 20, 1944 11.4 7 l 090. June 14, 1944 13.70 \:J.~~~LLI9~q::=:~
. 1944
1945 ·Mar·. 13, 1945 9.26 4,820 Apr. 17, 1945 7.42 3,13_0 Ap)~. 24, 1945 9.18 4,730 May 24, 1.945 7.44 ·3,220 June 2, 1945 9.21 4,810 J·une 10, 1945 7.0 2,810 Aug. 1.6, 1945 11.51 \:J~:~J2~2~::?
. 1.946 . Feb. 1.946 al0.1 5,340 .Mar. 13, 1946 . 7.47 · 3,150· _t.foy. 26, 1946 .10. 67 ~~:_({;)] lt1.
1947 June 13, 1947 8.02 3,780 June 18, 1947 8.05 ·3, 800
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5-4810. Boone River near Webster Cit~, Iowa--(Con~inuea)
--'---·-------· Pea}~_, s t<~ge·-~-- a 12~_9 i scl1~r g es ______________ _ Gage . Discharge · Water
yea~ /
1947.' ' J
J 194~/
I
1949
:: 1950"
19_51
'1952
• 1953
1954
1955
'1956"
1957
1958
. - Date . . height (cfs) . (feet)
J-~~n e 25~94 7-----------\ 2 . 7 5-------- \:~J~~j~~g- .~f -J-uly 1 1 1947 · 9:52 · 5,250
.. Feb. 28 1948 bs.·4 a2 GOO
, I . I.
Mar. 19, 1948 8.40 \~~-~~~::II~.~:
Mar. 7, 194.9 8.24· \:~r~~-~:§_·~-=s Mar.• 28, 1949 6.90 2,820
Mar. • 7 t 1950 9.25 ~~:~·~;~~-9~·-] June 18, 1950 8.10 3,890
.June 24,. 1950 .7. 10 2,990
Feb. 27, 1951 b9_. 2 a4,~50
Mar. 6, 1951 6.60' 2, 580
Mar .. 29, 1951 13.00 9,800
Apr. 7, 1951 .lLOO 7_/ 070
Apr. 25, 1951 6. 70. 2 ,_s\o _May 2, 1951 9.85 5,630 -·
June ·3, 1951 7.30 3,030
June 15, 1951 8.08 . ·. 3 830
June 28, 1951 13.37 '. -~ \j~g_;:.~·9 __ 9:·-,:;,1 .•
_Apr. l, 19.52 7. 65 . 3, 330 .
.J.uly 9, 1952 8.10 _tJ:~~~~~:-~~--) July 15, 1952 7.10 2, 840 _·
--,
May 1, 1953 5.72 1,760
June 10, 1954 7.72 3,450
June 22, 1954 18.55 \~~3D: .. ~-~rg~;_) Aug. 27, 1954 7.04 2~790
., I
J·uly 6, 1955 11.14 7,190
May 30, 1956 4.32 890
June 16, 1957 - 7.52 3 230 I
July 15, 1958 9.47 5,300
24, 1959 ~.·~~·· ..... -.··~ ... q ..... ,•;:_7~~':"!?~
May 7.50 . \ 3-, 30u .. ,~ '.:.~.: .. -... ...... ~---~ '-'····
o·une 11 1959 7 .40 3/ 210
17 -:
' ' __ · -- - -- ... --·---·--------·--..---- --····· --- -.--- -: -·-· ·- - ; -_,, ___ ,_ - . --- -- - ; - - -- --------- - ---- ----:- ·-··---- .., .. .,.._ ,.. --·- :::----·,- ------·--·--- -----:-·--.. --·-...------ ----·-··
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. 5--4810. Boone .River· near Webster City, Im·1a--- (Cqntinued)
Water year· I
/ I .---
1960
1961
. 1962
. l963
1964
1965
..
a About.
.,, ' 1 o~sc1arqes
Date ·
Mar. 29, 1960
Mar.· 28, 1961
Mar. 31, 1962 Sept. ;3 J 1962
Apr. 29, 1963
Aug. l, 1964
Mar. 1, 1965 . Apr. 6, 1965 . May ~7, 1965
J·une 3, 1965 J"une · 6, 1965 Sept.22, 1965 SeE._1:__. 29 ,_1 .. 965
Gage height (feet) 12010
9o80
7.52
·7. 77
e 15.91
7.91 8.02 8.12
. 11. 48· 10.ll
·-~-
b Affected by ice ,; ·
Discharge (cfs)
5,860
3,520
·3,820
..
a6,600 Ki"~'.,~2.b'.Q:~) .
4,010 . 4 I 100
· .. 4 I 060 8,060. 6 ;240 ___ .
c ~aximum stage known since 1896, from floodmarks, from informa. tion by local resident
·a Maxi~um for period Mar. to Sept. 1940 ~: · Unkno'dn
/966?
./969
-i.8
56/0
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· xeq Enti::or ntir':c;, rfr<lilli),<~r: ;:1rr;a und g<.lr(; nur+cr of \Fltr~rshed. P,oone, Rivc1· 8111: sq. n1i. Gage !lo. 5·-11210. Any c'h;,:rnr:es it1 .ic10ntific,-:;.tion input? Enter yes or no. no / . En t c · ,. n Lu:: h c r of ye o r s of re c o r d .
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30 f\n/ chrnges in value of f·l? Enter yes 01- no. y_e s Enter rllmher.,of yc01·s of rr:cord. f J I
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. 3 0 f\ny ch<:irl~CS in Val UC of fl? _Entr:1· yes 01· 110, no Entc1· vo·l tie.s of n1<1x iP1wn_c:rnnual r!i sc!~cH,SC. YCl) 2110 '{(2) 1_~) 0 0 Y(3) 30GO y ( 11)
21: l 0 YC5) 1_0200 Y(G) 2200
. y ( 7).
6730 Y(8) J131r 0
.Y(9) J1l G 0 Y(lO) ]_9 8 0 y (11)
5 00 0 y (12) 1_01100 '{(13) 3830 y ( 1 l:) 1_760 YC15) 20300 Y(lG) 21C)0 '( ( 1 7 ) Jl9 0 y (18) 2_230 y (19) 5300 '((20) 3300 'YC2l) ·3 9G 0 Y(22) 2_8GO
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Y C13 o) _3170 !lny cliun&cs D_O
ii1 discl_ia1·r,c • ' ,_ ? ltlf;_lJL. En' t P. 1· ye s o t· no.
M== 3.GBO S== 0.337 <T == b
Ent(~r I~, .val uc co1·1·esponr!i !It to rccun·c:rncc; inu~rval and vc:·iluc of r;. ayk
- 0. :; 7 5
An;1 chanp;es in v21luP. of K? Entc1· yes or no. D_O E n t c r r c c lff r a n c c i 11 t c r v a l i n y c a r s • RI 50 Any.~han:~cs in value of recu1·rancc intct·vcil? Enter yes or no. lJ.O
Boone River 8 I:. I: s CJ • rn i . Gar;e l·J"o •. 5-1~ 810
Q== 13395 cfs
Recu1·ra11co. lntcrvc:il == ·so YCcHS
Do you \·,iant Q for ci di ffcn~nt rccu1·1·oncc interval? E n -t e r ye s o 1· n o • :t_es i
Entr.r I\ value corresponrlinr; to rccurr<rncc; interv0l anrl value of r;. ayk l_.899. Any ch<rn;;es in Villue of I\? Enter yes or no. D_O
Enter n:curr<:ir1cc: intcr·vC'Jl in years. RI l_O 0 Any chtrnges in ViJl uc of rc~cur1·<111cc: intr-:rv<'ll? Enter yes or no. D_O
Coone River·
0:= 2 O'.J 09 cf s
I. I
J. D 0 ye cir s
Do you \-.:CJnt ()_for- a diffcnint rr:currcrncc: intcrv0l?' Enter yes or no. no _ Do you 11011.t to r1ctcn:1inc~ Q for- anotf".cr \·futcrsh~cl? Enter yes or no. no
HW OF dOfi.
·. lor;out Tll.':E 13:::>2:08; TIHF: USED: cru OO:'OO:lP; T[R!" 00:32:lir; P/\rE 01:01~:32;
