e. Frequency of treatment--as needed during the irrigation
Season, usually every 6 to 8 weeks.

f. Precautions--acrolein is extremely irritating to eyes and
nasal passages. Avoid contact with skin or breathing fumes.
Water containing not more than 15 ppmv (parts per million by
volume) is not harmful to irrigated crops and water treated
according to recommendations is not dangerous to humans,
farm animals, or wildlife. Treated water kills fish and other
aquatic fauna. Prevent treated water from entering fishing
waters.

Il. Control of Algae
1, Filamentous algae, other than chara.

a. Chemical--copper sulfate.

b. Rate--1/73 to 2 lb/c.f.s.

Method of application--place in coarse mesh bags and hang

in stream or shovel crystals into water over concrete apron.

d. Frequency of treatment--as needed during the irrigation
Season, usually every 10 to 14 days.

e. Distance of control--depends on density of algal growth and
hardness of water--2 to 10 miles or more.

°

2, Chara.

a. Chemical--copper sulfate.

b. Rate--2 to 4 lb/c.f.s.

c. Method of application--same as for filamentous algae.

d. Frequency of treatment--as necessary for adequate control.

3. Precautions--wash hands thoroughly after handling crystals.
Water treated as recommended not toxic to humans, farm animals,
or wildlife, but may kill fish.
Copies of the publication probably may be obtained from local offices
of the reporting agencies or are available from agency offices in
Washington, D.C.
sek OK ok

STORAGE SHED FOR $1.12 PER SQUARE FOOT

(Reprinted with the Permission of the Editor of Wood Preserving News
from the September 1964 issue).

Past economical construction of the first 60- by 120-foot pole-type

equipment storage shed erected by Wasco County, Oregon, and gen-
eral satisfaction with the job led Clifford Light, County Engineer, to

16


before the ASCE Annual Convention of 1931. These data are also
contained in expanded form in publications of the Power Crane and
Shovel Association. The theoretical hourly yardages must be mod-
ified for different angles of swing, higher digging faces, and types
of use, whether for casting or loading trucks.

Some idea of the kinds of delay involved and the possible extent of
these delays is given by Figure 9, shown below and also on the cover
page. This chart is based on data presented in a bulletin of the High-
way Research Board, which is a record of the average actual perform-
ance of 16 power shovels of various makes, ages, and sizes, working
10 different highway jobs. The average actual digging time in these
studies was only 37 per cent of the total time. Some jobs must have
been much worse than this, and others better.

37%

‘Actual productive time

Insufficient trucks at shovel:

‘Spotting trucks:

Trimming and clean-up

work at site Weather delays

(ain and wet grade)

‘Short moves.
Shovel repairs and maintenance

Grade load area and road.
Handing rock and stumps
Operator and other delays
‘Shovel repairs and maintenance

Opening up cut, improving work site,
‘blasting rocks and trees, moving to new site

Figure 9

It can be seen that weather was the greatest single cause of delay,
averaging 28 per cent of the total time. This factor may not apply

in a stone-quarry operation or on a drainage canal being dug by
dragline. Shovel repair and maintenance shows a time loss of 10 per
cent of the total due to delays of 15 minutes or longer, plus 2.3 per
cent for minor delays of less than 15 minutes, or a total of 12.3 per
cent. This factor depends on the age of the machine, and a good
deal on the operator. The next largest cause of delay seems to be
waiting for trucks, and this factor also would not apply in certain
types of operations.

Operating efficiency is further affected by the skill and integrity
of the operator. He could limit his output in a number of ways so

that he would not set too high a performance standard for himself.
Also the operator will have a great deal to do with the amount of

10


Mr. Kruse reports that the studies made show the constant-head-
orifice provides reasonably accurate measurements of discharge
under most operating conditions, except when obstructed with debris,
or when the tail water level was raised. Under the latter conditions,
discharge measurements were much less than indicated by the cali-
bration curve.

Effect of Tail Water Variations

The reduction in discharge from the measurement and control device
upon becoming plugged with weeds and debris can be readily under-
stood, but the amount of decrease in discharge by an increase in tail
water depth is probably not fully appreciated. In each test run, after
the water depth and velocity in the canal had become stable, the orifice
gate was opened to the desired height and the turnout gate was adjusted
to produce a 0.20-foot differential head on the orifice gate. Discharge
through the structure at this setting was measured. Then another gate
immediately downstream of the turnout gate was lowered to increase
tail water depth on the CHO. After the flow had stabilized, the dis-
charge was again read without the position of either the orifice or the
turnout gate being changed. This procedure was repeated to give data
for two or three increments of change in tail water depth.

Discharge was reduced up to 40 per cent from the initial flow condi-
tions by increased tail water levels, Figure 2, on the following page.
The discharge reduction was a result of the decreased differential

head on the orifice gate caused by the increased tail water level. As
the depth of tail water was increased, the canal depth upstream from
the CHO was also increased to a small extent, thus producing a smaller
change in the ''A h" across the orifice gate than would occur in the field.
Changes in the discharge due to tail water variations would therefore be
expected to reach even greater magnitude under field conditions, where
canal depths would remain more nearly constant.

In a field installation, if the CHO is set at approximately the same
grade as the lateral ditch being filled, the CHO may not be submerged
when the gates are first opened. However, when the lateral becomes
full, submergence of the CHO will result and the tail water depth will
increase. Therefore, the person establishing the discharge in the
CHO may need to make adjustments in the setting until flow conditions
in the lateral ditch become stable.

20


POWER CRANE AND SHOVEL SELECTION1/
by E. O. Martinson

The information on excavator performance here presented in chart
form is intended as an aid in the selection of the proper size and type
of excavators, which in the commercial range are usually available
in 3/8, 1/2, 3/4, 1, 1-1/4, 1-1/2, 2 and 2-1/2 cu. yd. capacities.
The capacity rating is the size of the shovel dipper normally handled
by the machine. Intermediate sizes such as 5/8, 1-3/4 and 3 cu. yd.
are occasionally used, and there are a number of sizes above the
commercial range. For the most part the data will apply to excavat-
ing operations but they can also be used on other classes of work.

Excavators can be mounted either on crawlers, self-propelled rubber-
tired mountings, or rubber-tired trucks having separate engines for
traction. Crawler-mounted machines are better suited to excavating
applications, whereas rubber-tired machines are used principally for
lift-crane work, except possibly in the 3/8 cu. yd. size, where most
of the machines are rubber-tire mounted and are used for excavating.
Since most of the machines used for excavating in the commercial
range are crawler mounted, the data here presented are for that type
of machine.

Three principal types of attachments are available for excavators --
shovel, backhoe, and crane boom. The crane boom in turn is used
for excavating by means of dragline buckets or clamshell buckets and
for other miscellaneous lifting purposes such as for steel erection

and for the handling of concrete buckets, pile-drivers, lifting magnets,
breaker balls, and the like.

The first consideration in selecting an excavator is possibly the price.
Both price and weight seem to follow a fairly straight-line relation-
ship for the various sizes of machines in the commercial range.
Freight is part of the capital cost. It varies of course according to
the distance from the factory.

The second factor in the selection of an excavator is its work capac-
ity. There are three items of work capacity to be considered--range,

1/Reproduced from an article, ''Power Cranes and Shovels," Civil
Engineering, December 1954 and from ''Handbook of Heavy Construc-
tion,'' Chapter 2; both by E. O. Martinson, President, Koehring-
Waterous Ltd., Brantford, Ontario, Canada; the first used by per-
mission of the Editor and the second by permission of McGraw-Hill
Book Company; Copyright 1959 by the McGraw-Hill Book Company,

Inc. The article ''Power Cranes and Shovels," Civil Engineering in
turn is based on the paper presented by Mr. Martinson at the ASCE
Annual Convention, before the Construction Division session devoted

to ''The Use of Construction Equipment--Choice, Capacities, Economy."



PX-D-48964 NA oom
va é

dae:

17


Acrolein at 60 and 150 p.p.m.v. severely injured the soybeans and
significantly reduced the stands and yields. At 150 p.p.m.v. corn
was injured severely and 3 percent of the plants were killed, but
yields per acre were not reduced.

"In Montana, acrolein at 180 p.p.m.v. or fewer did not reduce the
yield of sugar beets or silage corn. At 60, 120, and 180 p.p.m.v.,
field beans were injured in 1958, and the yields were reduced. At
60 p.p.m.v. or fewer, bean yields were not reduced in 1959, how-
ever. No acrolein residues were found in vegetative samples of
beets, corn, or beans collected at harvest time in 1958.

"In Arizona, acrolein at 100 p.p.m.v. or fewer did not injure cotton
appreciably nor reduce yields significantly when applied at the first
or at the first and third flood irrigations. Concentrations of 160
p.p.m.v. or higher, however, severely injured the plants and sig-
nificantly reduced the yields. In comparison with tests in Washington
and Montana, flood-irrigated cotton was less tolerant to acrolein than
furrow-irrigated corn or sugar beets but was considerably more tol-
erant than furrow-irrigated soybeans or field beans.

"Quaternary ammonium compounds No. 1 and No. 3, particularly at
350 p.p.m.v., somewhat reduced the vigor but not the yield of corn

in Washington. Compound No. 1 at 150 and 350 p.p.m.v. killed a

few soybeans and suppressed somewhat the growth of the others, but

it did not reduce per-acre yields. Compound No. 3 appeared less in-
jurious than compound No. 1. Diquat at 125, or less, p.p.m.w. (parts
per million by weight) did not visibly affect the foliage of corn. The
growth of field beans, however, was noticeably suppressed by Diquat
even at 5 p.p.m.w. The incidence of root rot and mites interfered with
the evaluation of yield differences. Additional research is needed to
determine whether crops may be irrigated safely with water that con-
tains quaternary ammonium compounds.

"Disodium salt of endothal at 25 p.p.m.w. or fewer did not visibly
injure corn. Field beans, however, were severely injured and yields
were reduced by even 1 p.p.m.w."

Copies of Technical Bulletin No. 1299, ''Tolerance of Certain Crops
to Several Aquatic Herbicides in Irrigation Water," can probably be
obtained from local Agricultural Research Service offices of the
United States Department of Agriculture. If not, it can be ordered
from the Department of Agriculture or the Superintendent of Docu-
ments, Washington, D.C.

a

23



pe 7-9"

CANAL_BANK
STAFF
GAGE
CANAL *-
BED 2
SIMULATED “
CONCRETE
PEZOMETER HEADWALL 4
STILLING WELL
PLAN VIEW
4-7" |
a T
1 H 47 |
UPSTREAM t.27| STREAM
- hLoSTAFF GAGE
MINIMUM WATER LEVEL ) “THe TH Le | TURNOUT Hl _
an iit ____ GATE ¢
| 3
— <> PIEZOMETERS. od
~ ORIFICE GATE:
T 3"

; oy a {

PROFILE VIEW

129630 ' 2

a

INCHES FEET
SCALE

Figure 1

19



should be used in handling it. However, because of the odor, one

is continually aware of its presence, should careless handling occur.
Caution should, of course, be exercised in entering large pipe lines
after they have been treated and dewatered.

During treatment it is necessary to have some movement of water in
the lines to uniformly distribute the NH3. Caution was used in our
experiments when draining lines that had been treated or in permit-
ting the farmers to use the treated water, because of the high amount
of nitrogen present. Large amounts of nitrogen can damage some
crops. However, most of the water from Millerton Lake was actu-
ally used on crops that needed nitrogen, and no difficulty was experi-
enced in disposing of other water drained from the treated lines.

The question of whether the use of the anhydrous ammonia will dam-
age the pipe lines has been asked, but chemists have given assurance
that this treatment will not deteriorate the concrete in the lines to any
degree. Possibly there may be some strengthening of the pipe, how-
ever, it is assumed that even though some cracks may be sealed,
others may occur in new places if conditions are such that the pipe
would normally be expected to crack.

Landowners within the Chowchilla Water District have been pleased
with the phenomenal results achieved with the anhydrous ammonia

and there is no uncertainty as to what will be done if leaks occur in

the future. There are reports that others who have used NH3 as
fertilizer in their irrigation water.had noted that their leaky pipe lines
also had stopped leaking. They could not account for the reduced leak-
age until hearing about the Chowchilla experience. It is also understood
that a large pipe company has recently adopted this method of stopping
pipe leakage with anhydrous ammonia. Apparently any one with a min-
imum of care can use the treatment process successfully and farmers
as well as irrigation districts should profit greatly.

The tremendous relief in getting away from the costly practice of
hand patching or the undependable use of sawdust as a temporary cure,
and having found a simple and inexpensive treatment which appears to
be reliable from experience to date, must be described as a miracle.

SUBMERSED WATERWEED CONTROL

The Crops Research Report ARS-34-57, October 1963, ''Chemical Con-
trol of Submersed Waterweeds in Western Irrigation and Drainage
Canals," is a joint report by the Agricultural Research Service, U.S.
Department of Agriculture and the Bureau of Reclamation, Department
of the Interior. The publication was prepared to provide canal opera-~
tors and farmers with current information on the use of chemicals for
control of submersed waterweeds in irrigation and drainage canals.

14


5-ton crane
150000
'55-ton crane 110000

100000
Se ee ce 72000
73000
70000
4,
Ne,

°
1012 20 30 40 50 60 70 80 90
Distance from & rotation to hoist line, in feet

Figure 4

Some manufacturers recommend that for clamshell and dragline dig-
ging, 67 percent, or two-thirds of the tipping load, be used for deter-
mining the weight of the loaded bucket, and the dashed line plots this
capacity in the clamshell and dragline range.

The safe lifting capacity of the machine at a 12-ft. radius might be
generally considered to be the rated lifting capacity of the machine

in tons when equipped as a crane. Thus, the 3/4-cu. yd. excavator
of this chart might be classed as a 13-1/2-ton crane, and the 1-1/2-
cu. yd. excavator could be classed as a 36-ton crane. These tonnage
ratings will again depend on the length of the crawlers, the size of
the counterweights, and the weight of the machine.

The lifting-capacity chart also shows the maximum hoist-line pull
available at full engine horsepower for each of the seven sizes shown.
The recommended line pull used in hoisting or lifting work is less
than the maximum available line pull in order to provide spare power


/ DETAIL A -s,

lr

T

tle ele/ ele \ele, el

LONGITUDINAL SECTION
THRU YORK STREET BRIDGE

rThis jomt not free to expand

Asphalt sur facing ?
¥.

Rega LS eae Flange

4

y.--Welding of bearing plate cast
wee? Math vart to bearing pipte cast
_ with bent cop , prevented rotation,

;
Y
Cracks -’

Bent cap”

a
t
| ‘~ Prestressed unit

DETAIL A

The ends of units must

bbe free to rotate -— a]
+
7 Prestrese
+ farce
w
q ¥
aS 3S SSS

“ss Longtime deflection 19 approx,
2}, times the original deflection.

EFFECT OF CREEP IN
PRESTRESSED UNITS

Figure 1

29



Figure 2

26


40

36

32

iS
o

np
&

n
3

Height, in feet

a

Reach

i-cu yd

4 rotation

S

a

Depth, in feet

Ly

boom 55° below horizontal

x
=)

iN
a

-cu yd

y

-cuyd

28

Lf Rated digging depth with

32

16 20 24 28

Reach, in feet

Figure 2

32

36 40

44 48

52



lifting capacity, and hourly digging capacity. Range includes reach,
lifting height, or digging depth. For lift cranes the lifting height is
an important factor and may of itself determine which size of crane
must be used regardless of cost. In shovel operation, the reach
and lifting range are not so important as perhaps the dipper size,
hourly capacity, and digging power. In backhoe work the digging
depth and reach may be important factors, especially in pipeline
trenching.

Digging Ranges

Shovel digging ranges and the digging force at toothpoint are shown
in Figure 1 below. The same information for hoes is shown visually
in Figure 2 on the following page. Digging depth would be the most
important information needed about the hoe. The relative boom and
arm lengths, the lowest practical digging depth and height at dis-
charge, may be visually compared.

=
34 Is S SS
%

Height in feet

g
I$

£ Wwe yd
Ls, é, high lift — |
24 v2 yd
22 ZS l2yd\ i) \ rx i”
20 Vey my * high lift
18 13/4 yd Maximum digging force]
available at tipping point
of shovel at maximum+—
of dipper

wi

4
cS
6 Uq y Gy
La RNY: } ; a AS
C 2 FRotttion 4

10 20 30 40 50 60
Radius in feet

°

Figure 1


Recommendations are based on field and laboratory research and on
observations of many field applications of aromatic solvents for more
than 10 years and of acrolein for 4 years.

The report includes a discussion of chemical versus mechanical con-
trol methods as well as chemical control with aromatic solvents, acro-
lein, copper sulfate, and other chemicals. Included also in the report
is the following summary of recommendations:

I. Control of rooted submersed weeds

1. Grade B xylene or other aromatic solvents (meeting Bureau of
Reclamation specifications).

a.

b.

Emulsifiers--certain anionic-nonionic blends at 1 to 1-1/2%
of aromatic solvent by volume.

Rate--10 gal./c.f.s. or 10 gal. /ft of canal width, whichever
is greater.

Period of application--30 to 60 minutes.

Time of application-- when waterweeds begin impeding water-
flow and before weeds reach the water surface at normal
operating level.

Application equipment--any sprayer that delivers a sufficient
volume of chemical below the water surface at a pressure of
50 to 400 p.s.i. High pressures are best, although treatment
at low pressures may be satisfactory.

Distance of control--depends on density of weed growth and
other factors--up to 6 miles.

Application intervals--make "booster" treatments every 2.5
to 3 miles below point of initial treatment. Use 5 gal./c.f.s.,
if applied directly on top of treated "blanket" from initial
treatment.

Frequency of treatment--as needed during irrigation season,
usually every 6,to 8 weeks.

Precautions--use same care as in handling gasoline. Treated
water not toxic to humans, farm animals, or wildlife, or irri-
gated crops when chemical used as recommended. Treated
water highly toxic to fish and other aquatic fauna. Prevent
treated water from entering fishing waters.

2. Acrolein (available from and applied only by licensed dealers).

a.

aoe

Rate--depends on density of weeds, water temperature, length
of canal, and other factors--1 to 3 gal./c.f.s.

Period of application--1-1/4 to 4 hours.

Time of applicatio --same as for aromatic solvents.

Distance of control--depends on size of canal, density of weed

growth, and other factors--5 to 20 miles.

15



120 r
120} TTT T
tt Adjustable jibs for
ho J RS light lifts only.
of SR Max. lengths shown >|
IN 5
100 a 7 ia oS ra
Stondard crane boom. YN 8 Z|
Lengins available S77 Clamshell
30 for each size crane Tonge.
SOF
6
Zao a5 re RY
g Evins { 3 iS Dragline| _|
© ange
2 7olt« foe oS = IX rang
3
2 [ts “ESA LAL Pe K
= s| {fs
3 60} * sop the ONE
= Pes SEAS
z 50} £4,4]s. Px CN va
z Lé 50 N Dy ¥ gS
(eo)
40} —ha0 75 U/ ¥ A fo)
vy 9. fe]
ro)
30 F736 SEN, FS — ech
ay iN Xo}.
WL 4 v0e
20 SON ot
NO | Seat" ‘ ty
T I Vi uM Y x j Clamshelt bucket
~ IN ~, \ 1 stockpile widths, —4
10 Recommended boon [SKI / Allow 10° to 15" clom
length for draglines 3 height above pile
of sizes indicated. PX] NSo/N e pie |
: 0-80. INe- ix » Po: AO FX Q5" Stockpile dia.
Co) 0 | 50 | 60 | 70 | 80 | 90 | 100] 10 | 20
istance from € rotation in feet
-10 py tp | yy 4
PPTT Try
. practical dragline depth
-20 h_ 30" boom at low angle
: an
£ -30 ofp lag’ poom
$ Pe, |
a] "6, % yh _w/50" bo
40 he: amid
7 w/60" boom
“0 sii
mS w/ 70" boom
-60 Erencrzae I
Figure 3



06

0.5

+£00-)_

04

0.3

0.2
INCRE ASE

40

35
30

0 [oy o
Oa a =

4N30u3d ‘0 NI NOILONGSY

10

Ol
0.2 ft.

IN TAIL WATER DEPTH FROM

Qat Ah

INITIAL RUN, FT.

Figure 2

21



Department of the Interior, Bureau of Reclamation

~ IRRIGATION OPERATION AND MAINTENANCE

BULLETIN NO. 52

; April, May, June 1965
—=
=
Nantel
——
e—
[——]
Se eatin ra sort
[——]
ee
1 Taniog oy cred if teat sear = ae
a pees ae and maintenance 2% / < 3
r—) Grade load area and road
Handling rock and stumps
See operator and other delays
wo ‘Shovel repairs and maintenance

Opening up cut, improving work site,
‘blasting rocks and trees, moving to new site
How Much Digging Does Your Excavator Do?

In This Issue: Py

f
f
Power Crane and Shovel Selection ““~

Miracles Do Happen
Submersed Waterweed Control

Storage Shed for $1.12 per Square Foot
The Constant-Head-Orifice Turnout
Crop Tolerance to Herbicides

f Lyne
Lg
Bonding VR-3, VR-6, and Coal-Tar Epoxy to Steel Surfaces fa
Formerly Coated with CA-50 Coal-Tar Paint

Filling Animal Burrows in Canal Banks
Prestressed Concrete Bridges



Digging Capacity

The third item included under the subject of work capacity is the
digging capacity in cubic yards per hour. The hoist and digging line
speeds and the swing speeds for each size of excavator are quite uni-
form among the various manufacturers, with hoist speeds in the vicin-
ity of 160 to 180 fpm, shovel-dipper hoisting speeds of 75 to 85 fpm,
and dragline digging speeds of 125 to 150 fpm. Swing speeds range
from around 5 rpm on the small machines to 2-1/4 rpm on the large
machines of the commercial range.

The excavator-cycle elements are based on the excavator speeds and
the distances required for filling the bucket or dipper. The minimum
cycle times are shown in Figure 7 below. It is assumed that hoisting
is continued during the swing cycle, and the swing cycle is started
slightly before the bucket is filled. The approximate hoisting dis-
tances during the loaded swing cycle are shown on the curve for the
total cycle times. The time to accelerate and decelerate the swing

is greater for draglines and clamshells because of the much greater
inertia caused by their long booms and heavy counterweights. The
cycle elements are based on shovels dumping into vehicles, draglines
to embankments and clamshells from stock piles to bins or other piles.

40,
35 St
30 pee sees =
a iE
Fao oe eet
- cycle
5° FT otot_ 109 4
20 Se Tt
= Foral S
Lt —

Seconds

ie

one
Oe "|
eee

gime

\

Ye % 1 me 2 26 3
Excavator size —cu. yds.

+

Figure 7
8


for accelerating the load or for swinging the machine. Also, the
safety factor of the cable at full engine power is not adequate for
steady lifting. The chart shows the safe lifting range for a single
hoist line and the range where a two-part, three-part, or four-part
hoist line would be recommended. More than four parts of line
should be provided for the heavier lifts on the larger machines.

By using Figures 3 and 4 in combination, it is a simple matter to
determine the weight of the loaded clamshell bucket or the weight of
the loaded dragline bucket that can be used for any size of machine
and any desired working radius or boom length. It is only necessary
to know the weight of the loaded bucket in order to determine the

size of bucket that might be used. Dragline bucket weights are shown
in Figure 5 and clamshell bucket weights in Figure 6.

In Figure 5 at left, op-
erating weights of drag-
line buckets are shown,
assuming that buckets are
loaded to rated capacity
with earth or gravel weigh-
ing 100 lb per cu. ft. or
2,700 lb per cu. yd.

25000

20000

15000

Weight, Ib

10000

Figure 6 at the lower left
shows operating weights of
clamshell buckets, assum-
ing that buckets are loaded
Rated bucket size, cu yo to rated capacity with earth
or gravel weighing 100 lb
per cu. ft. or 2,700 lb per
cu. yd.

5000

Approx. 1951 price, dollars

¥.

25000

iP These charts make it evi-
20000 eo dent that the shortest pos-
e * sible boom should always be
2 15000 eh 3 used to obtain the greatest

ant a” | 40008 lifting and digging capacity.
10000 1 SE ut t= 3400 Another reason for using
p 285 short booms is that the en-
ZEA i = ene ergy absorbed and ihe re-

3 ting heating of the swing-
aa | e
ar

Weight,
%
Ne

5000

ANN

ing clutches varies as the
2 square of the radius of the
load. The operator may have
Figure 6 to reduce his swinging speed
when handling a loaded bucket
out at the maximum radius to prevent the swing clutches from becoming
overheated.

bab 2 2
Rated bucket sze, cu yd



Photograph 2

28


PRESTRESSED CONCRETE BRIDGES

Release No. 48 of the Operation and Maintenance Equipment and Pro-
cedures bulletin for April, May and June 1964 included, beginning on
page 25, an article concerning the use of prestressed concrete bridges
on the Rio Grande Project in Texas and New Mexico. A note on the
drawing accompanying the article, and also included herein on page 30
states with reference to the longitudinal section, ''Steel sill plates to be
anchored to abutments. Weld bearing plates of channel girders to sill
plates.

Our attention has been called to field observations made of several pre-
stressed concrete highway bridges constructed in the Denver, Colorado,
area, and specifically to a problem that has developed in prefabricated
units at the fixed ends of spans. As shown in Photographs No. 1 and 2
on the following page, cracks have developed in the fixed ends of the
beams and extend from just inside the beam bearing toward the top and
near the end of the beam. It appears that failure has been caused by
the ends of the units being fixed against rotation about the bearings.
Concrete creep could not take place without tension cracking the con-
crete as illustrated in Figure 1.

A report from the Rio Grande Project indicates that similar cracking
has appeared on one of a large number of bridges examined in that
vicinity. The solution to the problem appears to be to use some type
of fastening which will not restrain the beams at the bearing points.

*

27



The crane-boom range diagram, Figure 3, on the following page,
gives considerably more information than the usual range diagram
found in the manufacturer's bulletin. It plots the standard crane-
boom lengths for each of seven different sizes of machines normally
available and recommended by the manufacturer. The shortest
length of boom indicated is the basic boom length, which is fairly
well standardized among tiie various manufacturers. For example,
the base boom for a 1 cu. yd. machine is shown to be 40 ft. long,
while the base boom for a 2-1/2 cu. yd. is 60 ft. Crane-boom ex-
tensions are available in 5-, 10-, 15- and 20-ft. lengths to make up oe
boom lengths in the steps shown up to the maximum usually recom-

mended for crawler-mounted machines. Jib extensions are available

for use on lift-crane booms. The jibs are adjustable in angular po-

sition for reaching over parapets or for extending the lifting height

of the boom. However, they are suitable for light lifts only. The

maximum jib length recommended in most manufacturers’ bulletins

is plotted as the top point on the boom diagram for each size.

This range diagram also shows the usual range of boom working
angles for draglines and clamshells. Within the dragline portion of
the chart, another set of recommended boom lengths is given which
is more limited in range. For draglines it is not practicable to use
the longer boom lengths available for lift-crane work because the
bucket capacity would be reduced too much. Thus ona 2-1 /2-cu. yd.
dragline, boom lengths of 60, 70, 80, 90 and rarely 100 ft. might be
used whereas for lift-crane work a 120-ft. boom with a 30-ft. jib
extension could be permitted.

Then, in addition to the various recommended and available boom
lengths, the reach and height above the ground for any boom can be
determined as well as the approximate angle of the boom for that
position. This part of the chart is useful for determining clearance
height or lifting height.

Lifting Capacity

The second item in the work capacity of a machine is its lifting ca-
pacity. Another combination chart, Figure 4, on page 6, consists
of curves of approximate lifting capacity for seven sizes of ma-
chines. These curves are only approximate because the lifting
capacity varies considerably among the various makes of machines
depending upon the length of crawler and the counterweights, and the
manufacturer's literature should be consulted for more accurate
data. This chart is most useful as a comparison of the relative
lifting capacities between sizes. The chart gives the lifting capac-
ity for various distances from the center line of rotation of the ma-
chine. The safe lifting capacity is three-quarters of the actual
tipping load. Therefore a crawler machine on a hard, firm surface
will actually lift up to one-third more than this chart indicates.


declare ''whenever another utility building is needed by Wasco County,
it will be of the pole-type; no other kind will be considered for this
purpose."

The contractor and a crew of six men completed the erection of the
building in 21-1/2 days. Fifty-five 8-inch top Douglas fir poles
pressure-treated with a 5 per cent pentachlorophenol solution to a
minimum retention of 8 pounds per cubic foot were used. Forty-four
poles were 25 feet long.and 11 were 30 feet long. They were set toa
depth of 6 feet and because of heavy winter snow loads in the Wasco
area 12-inch concrete pads were placed under them. The roof con-
sists of galvanized sheet metal over plywood.

Because the design was economical with < total cost of only $1.12 per
square foot and because the building may be expanded with ease at any
time the need may arise, the design shown in the photograph on the
preceding page, was chosen. The pressure-treated materials for the
building and engineering assistance was provided by a West Coast
company.

The American Plywood Association recently published plans for four
pole-type utility buildings with clear spans of 28, 32, and 40 feet. Ply-
wood is used for gussets, trusses and for siding and roofing.

THE CONSTANT-HEAD-ORIFICE TURNOUT

The constant-head-orifice turnout, Figure 1 on the following page, is
a structure used for the control and measurement of irrigation water,
and is normally used to divert water from a canal to a smaller farm
lateral. The device was developed by the Bureau of Reclamation, and
variations of the device are in use on many Bureau Projects.

E. Gordon Kruse, Agricultural Research Service, United States Depart-
ment of Agriculture, was recently requested to study the operating char-
acteristics of the turnouts constructed on one of the Bureau's projects. |
His laboratory and field studies included the effects that sediment, high
canal velocities, varying downstream water levels and the plugging of
the orifice gate by debris would have upon discharge. His findings were
reported in the paper ''The Constant-Head-Orifice Farm Turnout, " pub-
lished January 1965 as paper ARS-41-93, by the Agricultural Research
Service, U.S. Department of Agriculture. 1/

I/Copies of the paper can be obtained upon request to the Agricultural

Research Service, U.S. Department of Agriculture, Beltsville,
Maryland 20705.

18



BONDING VR-3, VR-6, AND COAL-TAR EPOXY
TO STEEL SURFACES FORMERLY COATED WITH
CA-50 COAL-TAR PAINT

Recent Bureau practice has been to replace failing CA-50 coal-tar
paint with either VR-3 or VR-6 vinyl resin systems, or coal-tar epoxy
paint, the choice of coating depending on the service, condition, and
structure to be painted. However, difficulty reportedly was encountered
on a field project in accomplishing effective sandblast removal of a
CA-50 coating, and led to speculation as to the serviceability of various
coatings subsequently applied to a surface having residual coal-tar con-
stituents. Therefore, in a preliminary test, an attempt was made to
bond VR-3 and coal-tar epoxy paints to sandblasted surfaces formerly
coated with CA-50. The VR-3 adhered poorly to such a surface. The
problem seemed to lie in the inability to remove, by reasonable blast
cleaning, all the coal-tar residual from the steel surface.

The results led to a more intensive testing of paints which may at some
time be applied to a surface formerly coated with CA-50, and to a search
for means of surface preparation and/or treatment which would insure
adequate adhesion and serviceability. The results of the testing and
search are contained in Laboratory Report No. ChE-30, prepared by

H. K. Uyeda, of the Chemical Engineering Branch, Division of Research,
Office of the Chief Engineer, Bureau of Reclamation, Denver Federal
Center, Denver, Colorado.

Conclusions

Sandblasting in accordance with Bureau requirements does not remove

all remnants of a CA-50 coating from a metal surface. An appreciable
coal-tar residue can be detected by means of a "'spot"' test consisting of
placing a drop of xylol on the surface. On drying, this produces a marked
ring when a residue of coal tar is present.

The coal-tar residue adversely affected the adhesion of VR-3 vinyl resin
paint to a sandblasted surface formerly painted with CA-50. VR-6 and
coal-tar epoxy paints apparantly were not so affected.

Xylol washing of the sandblasted surface failed to improve VR-3 adhe-
sion, and even a reblast of the xylol washed surface failed to produce
acceptable VR-3 bond. Metal conditioner, MIL-M-10578B, applied to
a blasted surface likewise failed to insure good bond of the VR-3, ex-
cept when the surface had also been blasted intensely to white metal.

If VR-3 is to be applied to a surface previously coated with CA-50, sand-
blast cleaning of the surface should be thorough, and a coat of VR-6
primer should precede application of the VR-3. VR-6 and coal-tar epoxy
paints present no special problems.

24




maintenance required to keep a machine running according to the
smoothness with which he handles it. A skilled operator can prevent
shocks and overloads on the machine, and can reduce cable wear and
breakage.

MIRACLES DO HAPPEN

(H. V. Eastman, Secretary-Manager, Chowchilla Water District,
Chowchilla, Californial /)

Introduction

The Chowchilla Water District is an irrigation district of 65,000
acres, located near Fresno, California, that receives irrigation
water from Millerton Lake, a reservoir created by the construction
of Friant Dam on the San Joaquin River, as a part of the Central Val-
ley Project. The District has constructed many miles of concrete
pipe lines as well as canals and other facilities with funds from a
Public Law 130 loan. Some of the pipe lines were used for the first
time in March 1964, and immediately several hundred leaks appeared
in the new lines. This was a most embarrassing, amazing and shock-
ing occurrence. There had been very few leak problems with pipe
that had been laid in earlier years, so efforts were made to get some
answers.

Engineers in the Fresno office of the Bureau of Reclamation advised
that the District's experience is common if the water put into the con-
crete lines has a temperature colder than 55 degrees F, The cold
water results in line cracking and, of course, leaks. Numerous ir-
rigation district engineers and managers provided about the same
information. Several said that patching the leaks by hand or putting
sawdust in the water would stop most of the leaks.

Then, what might be ascribed as a miracle, happened. Someone said
there was a rumor that a large landowner had found a simple means of
stopping leaks in concrete pipe lines. This owner was contacted, and
he verified the report. He stated that NH3, known as anhydrous am-
monia, was being used to fertilize certain crops by applying it with the
irrigation water through some 30-inch diameter monolithic concrete
pipe lines. He had noted that his pipe lines, which had leaked very
badly, stopped leaking after use of the NH3. Two years later the pipe
lines were still tight.

I/Adapted from a paper presented at the Irrigation Operators’ Work-
shop, Denver, Colorado, November 11-16, 1964.

11



Monolithic pipe is cast in the location where it is to be used. Con-
struction consists of excavating a trench, usually with a rounded
bottom to conform to the shape of pipe, and by the use of a special
pipe forming machine that travels in the trench, a pipe is extruded
into a continuous line a few feet or miles in length. The pipe form-
ing equipment moves forward constantly, so that the pipe is generally
made with a minimum of joints. The monolithic pipe is less expen-
sive than other pipe and is used only in the larger sizes, generally
from 30 to 48 inches in diameter. Thousands of miles of this pipe
are in use in the San Joaquin Valley of California, and its greatest
advantage is its large capacity at low construction cost.

Essentially, the addition of the anhydrous ammonia to water in a pipe
line precipitates the calcium in the water as calcium carbonate.

This precipitated material flows into cracks sealing them. Nothing
further is done in applying the material. Some of the precipitated
material will cover the entire inside of the pipe line and has filled
very large as well as small cracks. The amount and type of chem-
icals in the water apparently has a considerable effect upon the suc-
cess of the treatment. In the District's initial experiments water
stored in Millerton Lake (surface water), was used at first. However,
it became necessary to use water from wells because of a temporary
shortage of water in the supply canal. The amount of calcium in the
well water varied from well to well. Treatment with water from one
well cured all leaks in 12 hours. From other wells it took as long as
3 or 4 days to stop the leaks, and no results were obtained at all using
water from 2 wells.

Undoubtedly, good results can be obtained from the use of much smaller
quantities of the NH3 than were used in the early Chowchilla experi-
ments. In some cases as little as 20 to 40 units of the chemical per
hour will provide good results. Use of water with a higher calcium
content will probably reduce the quantities of NH3 necessary for ob-
taining a successful treatment, but further studies of the chemical
reactions indicate that other chemicals in the water may have an

effect upon the sealing.

It is also believed that quicker action will result if the pipe line is
treated in shorter sections. Sections no more than one-half mile
in length are recommended. The chemical supply tank should be
moved and she NH3 introduced into the pipe line at the higher ends
of each new reach to be treated, rather than allow the treated water
to flow from the beginning point through long reaches of pipe before
getting to the reach requiring treatment.

Delivery of the chemical from the supply tanks into the pipe lines

need not be a problem. It cam be accomplished through short pressure
hoses into standpipes or other elevated pipe connections. The pipe line
being treated should be completely filled with water, and since the
chemical is delivered as a liquid and is an ammonia product, care

13



IRRIGATION OPERATION AND MAINTENANCE
Bulletin No. 52

April, May, June 1965
INTRODUCTION

At the Irrigation Operators' Workshops held in the Denver Office
of the Chief Engineer of the Bureau of Reclamation, there has been
an interest shown in the need for information concerning the selec-
tion of power excavating equipment for operation and maintenance
on our irrigation projects. Mr. E. O. Martinson, President of
the Koehring-Waterous Ltd. prepared such an article some years
ago and more recently has brought his data up to date in a McGraw-
Hill publication. Although aimed primarily at the construction in-
dustry and published initially in 1954, we believe the article will be
of interest. It is presented in this issue of the Bulletin, beginning
on page 1.

The use of liquid anhydrous ammonia (NH93) fertilizer to success-
fully seal cracks in concrete pipelines on the Chowchilla Water Dis-
trict irrigation system in California is described in an article by

H. V. Eastman, Secretary-Manager of the District beginning on
page 11, under the title, ''Miracles Do Happen."

The construction of an inexpensive storage shed using wood-pole
construction will be found beginning on page 16.

The operating characteristics of constant-head-orifice turnouts are
discussed in an article by E. Gordon Kruse, Agricultural Research
Service, United States Department of Agriculture, who was asked to
study the operating characteristics of such devices on one of the
Bureau's projects. The article begins on page 18.

A request for information on the subject has led to our republishing
an article on a suggested method of filling animal burrows in canal

banks, page 25. This article originally appeared in Bulletin No. 1

published in 1952, but that Bulletin is now out of print and is not

to be reprinted.

A supplemental report concerning the field experience with pre-
stressed concrete bridges, which is a followup on an article pub-
lished in Bulletin No. 48, is presented on page 27.

Several short reviews of laboratory reports also are being included
in this issue of the Bulletin. One is concerned with the control of
submersed water weeds, a second with crop tolerances to herbicides,
and a third with the bonding of VR-3, VR-6, and coal-tar epoxy paint
to steel surfaces previously coated with CA-50 paint.



CROP TOLERANCE TO HERBICIDES

Technical Bulletin No. 1299, issued February 1964 and prepared by
the Agricultural Research Service, USDA, in cooperation with the
Washington, Montana, and Arizona Agricultural Experiment Stations,
reviews greenhouse and field studies directed toward the ''Tolerance
of Certain Crops to Several Aquatic Herbicides in Irrigation Water."
Research Agronomists V. F. Bruns, and R. R. Yeo, and Plant Physi-
ologist H. F. Arle, Crops Research Division of the ARS point out in
their introduction to the Bulletin that herbicides for controlling aquatic
weeds have been developed and used at an increasing rate. Herbicides
used for this purpose in irrigation channels, drains, ponds, or lakes
may contaminate irrigation waters for croplands. Therefore, the tol-
erance of crops to such herbicides in irrigation water have been
investigated.

It is reported in the summary and conclusions that:

"A preliminary greenhouse study on the tolerance of beans and corn to
aromatic solvent No. 1 was conducted at Prosser, Washington, in 1958.

"In field experiments the tolerance of one or more crops to one or more
aquatic herbicides in irrigation water was studied at Prosser, Washing-
ton (1958, 1959, 1961), Huntley, Montana (1958-59), and Phoenix,
Arizona (1958-60).

"At Prosser, crops in field experiments were furrow-irrigated with
certain concentrations of the chemical in the equivalent of 2 acre-inches
of water during early growth.

"At Huntley, crops were furrow-irrigated with several concentrations
of the chemical in the equivalent of 3 acre-inches of water after mid-
season.

"At Phoenix, various concentrations of the chemical were applied in
the equivalent of 4 acre-inches of water at the first or at the first and
third flood irrigations of cotton.

"In Washington, young corn and beans in the greenhouse were injured
slightly when the soil was wetted to field capacity with 270 to 3, 000
p.p.m.v. (parts per million by volume) of aromatic solvent No. 1 in
irrigation water. In the field experiments, solvent applications at 740
to 2,960 p.p.m.v. (one to four times the concentration necessary for
control of submersed aquatic weeds in irrigation canals) did not re-
duce per-acre yields of corn or field beans.

"In Washington, acrolein at 20 p.p.m.v. killed 3 percent of the soy-

bean plants and slightly or moderately injured the others. Corn, how-
ever, was injured only slightly. Yields of neither crop were reduced.

22


The Irrigation Operation and Maintenance bulletin is published
quarterly, for the benefit of irrigation project people. Its prin-
cipal purpose is to serve as a medium of exchanging operation
and maintenance information. It is hoped that the reports herein
concerning labor-saving devices and less costly equipment and
procedures, developed by resourceful project people, will result
in improved efficiency and reduced costs on the systems of those
operators adapting these ideas to their needs.

To assure proper recognition of those individuals whose sugges-
tions are published in the bulletins, the suggestion number as well
as the person's name is given. All Bureau offices are reminded
to notify their Suggestions Award Committee when a suggestion is
adopted.

oe OK Ok Ok Ok

Division of Irrigation Operations
Office of Chief Engineer
Denver, Colorado

Excavator production and the extent
of delays, based on the Highway Re-
search Board data, is shown; see
article starting on page 1.



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The conclusions reached, based upon adhesion test results, are con-
sidered reliable in that paints of demonstrated quality were used and
because adhesion is the vital characteristic in question. However,
the tests may not reflect long-term effects of the coal-tar residuals,
and the program was therefore extended by placing the test coatings
in fresh water immersion for later evaluation.

For additional details of the laboratory study, copies of the labora-
tory report can be obtained by writing the Chief Engineer, Bureau of
Reclamation, Code 841, Denver Federal Center, Denver, Colorado.

FILLING ANIMAL BURROWS IN CANAL BANKS

(Release No. 1 of our Bulletin, published in 1952, carried an article

on a method used on the Belle Fourche Project in South Dakota for
filling crayfish burrows in canal banks with a mixture of top soil, port-
land cement and water. Release No. 1 of the Bulletin is now out of
print and will not be reprinted; however, we have had several requests
for information on treating animal burrows in canal banks and as the
information included in the former article is basic to the animal burrow
problems, it is being repeated.)

While possibly only a few of our projects are troubled with crayfish to
the extent found on the Belle Fourche Project, burrowing gophers and
other small animals can create problems. These animals have not
only damaged the banks and structures on a canal or lateral system,
but property and crop damage also have resulted from flooding that
has occurred as a result of weakened or damaged banks.

To fill the burrows on the Belle Fourche Project, a lean portland
cement-soil grout or slurry, consisting of four parts of top soil to one
part of portland cement is pumped into the burrow under 20 to 40 pounds
p.s.i. pressure by the mud jack shown in Figure 1 on the following page.
Water is added to the mixture until it becomes just fluid enough to flow
well through the small diameter hose as shown in Figure 2, also on the
following page. During filling, of course, the hose is inserted into the
burrow as far as possible.

Aromatic solvent is added to the slurry as it is being mixed to kill cray-
fish that might be trapped in the burrow. It has been suggested that in
the treatment of gopher burrows that it might be advisable to use Rosin-
Amine-D Acetate as the chemical added to the slurry to kill trapped ani-
mals, since the chemical is known to repel gophers.

25



The estimated hourly output in cubic yards per hour for shovels,
draglines, and clamshells is shown in Figure 8 below. In actual prac-
tice the maximum theoretical output must be modified by various ef-
ficiency factors to determine the average output. The primary scale
of Figure 8 is for 100 per cent efficiency, and modified scales are
shown for other operating efficiencies.

The time for a 90° swing may approach three times the dipper load-
ing time, as shown in the elements of Figure 8; therefore the angle

of swing is important in the total operating cycle. Output shown in
Figure 8 at 100 per cent efficiency is for a 90° swing with a full bucket
at each pass and no lost time; hoisting time is the same as for 90°
swing, with bucket loaded in traveling two or three lengths and with
the easiest digging. Figures are derived from data of Figure 7. The
equivalent output at other over-all operating efficiencies also is shown.
The output is based on the size of the bucket. The figures are con-
densed from data presented by the late A. E. Holcomb, ina paper

EXCAVATORS
— 30
a [ Bucket’ loads per hour os 2
~~ 200 85
5
2° od ling 180 52
Ck " 3
LMShey, 0 se
| 120 5
100
3 1 3 1 U Oper efhicenay |
aL 2 1 'z 2 23.3 4 Open efficiency
Excavator size- cu. yds. !00%80%I60% 40%
J 1 800+640}480f320
ot 7004560}420}280
jovel- draq-clam
hourly capacity 600} 480)360)240
500}400}300}200
1400432042401 160
FH
13004240}180+120 | =
RO 4 a
SS ¢
Sy g
S 20041604120} 80] >
é
1004804604 40
pa t - , 80464 +48F 32
3204 31 Iz 2 23 4

Dipper or bucket size ~cu yds.

Figure 8



Initial Experiment

So far as could be determined at the time, no others had used the
anhydrous ammonia for leaks; however on April 1, 1964, the Chow-
chilla Water District started an experiment in 3 miles of 30-inch and
36-inch monolithic concrete pipe line. This line had been placed the
previous year and usual practices in laying such lines had been fol-
lowed. There were 171 leaks in the 3 miles of line when it was filled
with water. . There was no basis for determining how much NHg to
use so a start was made with 80 units an hour2/ and this was cut to
40 units after about 3 days. The chemical was delivered to the Dis-
trict as a liquid in pressure tanks and the amount used could be de-
termined at all times by gauges on the tanks.

After treatment for 4 days, all but 12 of the 171 leaks had stopped
completely. It was assumed that the remaining 12 leaks might require
hand patching and this was done after draining the lines. Later ex-
perience indicated that these leaks also could have been cured with

the NH3.

The chemical used in the experiment in the first 3 miles of line cost
about $300. It would have cost more than $1, 000 to patch the line by
hand.

Subsequent Treatments and Field Experience

The men who were doing the initial work became confident that any
normal leak could be cured with the chemical treatment, and treat-
ment was extended to pre-cast concrete lines running from 14- to
24-inches in diameter and in monolithic lines 24- to 48-inches in
size. The results were uniformly good and there were no failures.
Certain pipe lines, which had persisted in leaking after continuous
hand patching, were made tight with NH3. Some concern was felt that
the leaks might reappear due to water flow or at a time when the lines
were dewatered, but no such difficulty has been experienced.

The use of NH3, at Chowchilla has been in concrete pipe lines having
head pressures not exceeding 14 feet, but it appears that this treat-
ment will work equally well in pipe lines carrying higher pressures.
As stated previously, the treatment was successful in monolithic type
concrete pipe lines, and in pre-cast concrete pipe lines. For the
benefit of those who may not be familiar with these terms, pre-cast
concrete pipe is that made in lengths of 3 or 4 feet or more in a plant
and hauled to the construction site where the lengths are joined with
mortar or other means to make a continuous line. Millions of miles
of this type of pipe are in use in California.

27NH3 is sold by the ton. A unit of the chemical, as used in this
report, weighs 1 pound.

12