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AN ANALYSIS OF THE DESIGN, AND A
STUDY OF THE POWER DI'VELOPMENT
OF TEE MOGRE'S PARK POT:ik DAN.

A THESIS SUB! ITTED TO THE ! ACULTY
OF THE
MICHIGAN AGRICULTURAL COLLEGE,

,

~BY- ,
C.L. "DIETRICH ND 9:32 HENSHAW
CANDIDATES FOR THE DEGREE OF
BACHELOR OF SCIENCE.
JUNE 1, 1917.

1.
THESIS
 

 

 

 

 

 

 

 

THE RESERVOIR

934380

 
Ze

INTROTUCTION.

 

The object. of this introdiction is to
oriefly outline the course Yrollowed, in cuthering
and computing data and drewing such plans or maps,
as have been included in the Cubject matter.

In t. is work, on the loore's Park Dam end
Reservoir, ( owned by the "ich. Power Co." of Lanse
ing) no attemt has been made to analyze the power
possibilities of the water after it pesses the sluice
gates. The efforts put forth have bean entirely cone
fined to s stuecy of the prime factors which must be
Getermined and provided for before the actual rork
of construction can begin. As the Cam bas been cone
g@tructed some yeers, the actual construction ofthe
dam has been omitted from ti:e consideration. The
concrete and mesonry is assumed to Lave been proper-~
ly leid, the finished dam imoonding suiticient water
to produce a 14 foot heade «f« larre rert of the bale
ance of the study, has been taken up in a survey of
this reservoir, including drainage and rainfall cone
ditions over the supply basin.

In accordance with the above, it has been
found convenient to deal with the couiplete sub ject
ynder the followinz heads;

Ie Location of Dam.

IIe analysis of DLesigne
IIIePresent Power Conditions,

IVe Power Possibilities. (If any)

In concluding the authors wiah to thank Mr.
Benedict, Chief Engineer of the Michigan Power Com-
pany, for assistance which he has given them regard-
ing blueprints and plans of the ‘fich. Power Vo's.
dam at Moore's Park, Lansing.

C.L. Dietrich.
Sede Hoenshawe

Fast Lansing, Mich., May 25, 1917.
 

De

ANALYSIS OF ihe LESIGN, asi STUY Gl TIF POTER
DEVELOPMENT OF THE MOORE'S Teh K POTIP LAM.

LOGATION.

This tiesis is intsnded to cover the
points of a hydroelectric plant which are of inier-
eat to one of the Civil Eneineering rroicsstone
Obviously this does not inelude the charting of the
water head into electrical emegy, nor tre latter's
transmission to tie consumer.e Bub whet is of importe
ance is the investi. ction of the cam, (es:ecially
4t's design), the resorvolr, and its cratn:ise area
or busine

The Nichi:an Power Co's [Tam of wich we
have written, in this thesis, is lccrted within the
city of Lansing, i‘iche It is on Crard Eiver in the
Seu. part of tho city, in Moore's Part, 4 biocks
west of S. iushington ave. at the besinninz of the
Moore's River Drive.

The General direction of the river, coing
up stream, at this point is westerly. The river
bed kecps a westerly direction to a distance of
abovt 1 mile west of Yaverly Puvk, (33 mt. from
Lansing).- Here it assumes a south westerly direction
and keeps this direction as far as the back water of
the dam extends.

The dam is a masonry dam, with height of
19° from crest to river bed, and 14° from tail water
to creste It is 179° long and has a retaining wall
to south bank 215' emvanked on the down stream face
to within 24° of the top. The dam itself has 3 typi-
cal sections, viz, (1) Thru Spill way 105° long, (2)
Section thru flood gate, and(3) Section between flood
gates (conbined are 65"). These three sections are
shown on Plate 1. The up stream face of cam, on
flood gate sections has an embankment, up 5/4, 80
as to conform to the shape of the cam. This emtanke
ment is gravel fill.

The Power Station is loczted on the north
bank of the river, taking water thru gates 50*® long,
two turbines being used. Beyond the Power house a
retaining wall extends up the bank, saking a °45/—
 

with the dam and is so placed as to pervent damage
to the earth embanks, in case of over flow at high
water. Its length is 110°.
De

ANALYSIS OF THE DAM.

Te Analysis of the dam structure consists
in determination of the factors used in its construct-e
fom Beardsley in his text "Hydro-electric Plants", on
ppe 236-265 (Chap. VY) gives the things which are te
be found in order to determine the safety of the dam.

We have found the dam can ve suffisiently
examined by considering under these heads:-

1. Safety against over-training, -2 condi-
tion - reservoir full and res. empty.

2. Safety against sliding -2 cases - slide
ing on itself or shear, and against its rock or earth
foundations.

3S. Crushing strength, especially at heel
and toee

Other factors than can be considered, are
(4) see page underneath dam, with ifs bouyant and
undermining effect, (5) effect of iee expansion (6)
weakness of green concrete, etc. (7) and effect of
vacuums

We have checked these factors

ne corrections or alterations eof: the design of the
dam itself, as the dam is now in service but to find
the factors as used by the Fargo people. The orig-
nal dam only give a 15° head, but was latter added te
(original design make provision for this) to produce
the present 14° head. All salculations ere based on
the dam as it now stands.

On examination of the section on Plate 1
it can be seen that the section thru the rollway Is
the cne to be considered as here stresses ere greatest.

Following Fig. 1 Plate 1 the calculations
ere es follows. |

I. To find Overturing moment.
Determination of Center of Gravity.

Tis eectiem has been figured as composed of
2 sections. Set abed (Fig. 1 -Plate 1)= section I
and defg = section II. Ft will be seen that this has
excluded a small amount of masonry at e, and also the
 

6e

twe lugs beneath line ge. These do not increase
the base however and hence do not effect the analy-
sis, except they tend to increase the faster of safe-

tye
Area of seotion A = = (19 x 94) 9 2 =175.72 or
87 .86sq.fte
e re B7(19 x 9/e)si72 or
85 .503sq.ft.

° Total Area of Sec. I & 175 ot be

65.50 x 2+ = 192. Note: For finding C.G. See.

87.86 x 7.58= 665.98) I is subdivided into a rectangle
B and a triangle Ae

G58. & 17S. SS = 4.96* which is
ing the the distance horizontally from the yy axis to
the center of cravity of Sec. I.

For this section (I) be = the yy* axis and
geo the xx® axis.

Total area = 173.356 sq. ft. (i: B)
87.86 x 6.352=556.88
85.50 x 9.80 =811.28

LESLIE

Then 1368.16 = 1973.36 2 7.88 ft. which is
F for Ie

Then C.G. of Sece I is at 4.96*, 7.88°

Sec. II has also been subdivided into a
triangle and rectangle for ease in finding C.G. The
right &riangle whose long side is de is B and the
rest is the rectangle Ae

Area of 4 => 6x 3.25 = 19.25 8q- ft.
(3 x 6) $2 9.9 .
Total area of ITI

58.5 e

19.5 x 1.625 = 31.69
9x 4.25 = 38.25

aot
69.94 $ 26.5 © 2.45 ft. =

9xis SE
19.5 x 3 = 88.5

04.5 225.52 ft. 22

Then C.G. of Sec. II is at 2.46° al
where the xx° axis es dg and the yy* axis £,P3

Then next step is to combine the centers
of gravity of the two parbs I and II and thus get
©:

Te

the C.C. of the whole section showm in Fig. I.

Area tft <= 173.36
* II = 28.50
BOI.eo

173.2 x 4.96 5 859.0
268.5 x (17 .0=-2.45) = 414.9

1273.9 % 201.86 = 6.53 Fte go Deing xx° axis

86.60 x 7.88* = 1366.0
28.5 2x3.-S1 @ 94.38

1460.5 2 2017 = 7.26 ft. 2 Z where be
is the yy® exis. Thus the C.G. of the total section
is mt 7.26, 6.556

OVERTURWING MOMENT OF DAM.

Assuming the dam is unable to slide (as it
mist be), the pressure of the water against the up-
stream face tends to rotate the cam about the point
&, in a counter-clockwise direction. The weight of
the dam, acts downward thru its center of gravity
andtends to hold the dam in place, that is, it exerts

@ clockwise direction, moment

Let ¥ = total water pressure on upstream

face. P = wsf
where Bg the wt. of water per cue. ft.

* 72 = distance to the C.G. of the area.

* F = the area which water is azainst.
In this case 1* along the dem is teken.
Thus:

wf

Ps
= 64.5 x 9.8 zx 19
=~ ll, 642.25 lbs

To take the most extreme case, no counter-
acting tall water pressure has been used.

Let W = the weight of a portion of the cam
1* al its length. Assuming masonry as wei
150¢s / cuefte3 7 = 201.86 x 1x 150 = 350,255/8.

W.=- the effective wt. of the dam. If the
footings unfer the line gc do not cut off all see
page the dam will be beuyed up by the amount of the
water displaced, which will extend up to the height
of the tell water. ‘This amount must be subtracted
 

8.

from the wt. of the dam, to give the force effective
to prevent or counteract overturning.

Then W,> 30,255 -(5 x 17 ¢ 3.25 © 5.75)150
- 3 30, 255-5 ,485 B ett2 #8

Then taking moments about g3 Resisting
W. x 17-7.26
24,772 x 9.74

240,500 ft. peunds.

Overturning mom. g P x 6.333

211,642 x 6.338
@75,700 foot pounds.

Thus in the most extreme csse, as taken, the moment
to prevent overturning, is more than 3 times the
moment which would tend to cause 23.28 (38)

Then Factor of Safety @ 240,500: or 5.26

Gdoviously the dam is amply safe against overturning
fArr TY AGAINST SLIDING.

moment

Case XY. At somes horisontal plane between
the base and the crest. It can be seen from Fig.l
that below elevation 85* the tail water would tend
to keep the dam trom shearing off, so cvidently
somewhere above here lies the most dangerous sectien.
1 above here at elevation 86" the dam has a much
emaller horizontal cross section, while the pressure
4s nearly as great as at 85°.

Let S @ the shesring stress, caused by water
pressure down to elev. 86°.
P e WZF |
s §452.2#8 = Se

Let R = the foree which will tend to prevent
horizontal shear. R = U(F.)d Where Us the coefficient

of friction. With masonry on masonry U- .65
With masonry on rock 0 ge -50

Then KR s 065(10.85 9 4.5 x 15)150 x 1

9,816
To prevent failure by shear k gust be greater than S.
9,810 is greater than 5452.2
Hence the dam is safe at this most precarious
secticne
SAFELY AGAINST SLIDING

Case II. At the base.

fhe extreme case has been used, that the
footings below go heve already been sheer, or at
least not in the same integral mass as the rest of
the dam. Also no tail pressure has been fizured,
which makes it the rare case, where no water has
been allowed to escepe by the dem for some tine.
(Never has occured).
. . . ““e E42

= 28.7 772 x 5

” 42° "386 #8
R is greater than s, hence dam will not slide.
However in this extreme case the dem has a factor
of safety of only a little over 1, which is not suf-
ficient. However the footings should never become
injured in so small a dem.

CRUSHING STRENGTH.
To get the resistance ti crushing at the
downstream toe of the dam.

Base of dam gc g 17°

a 24,772 #s. Taking moments about the upstream
else ec, we have; (11 642 x 6.55) (24, ext 7.26)al6ure.
Where F, «a whe erushing force exerted
equare Ft. of conerete to the left.
255,1899.5 =z 16.6 F, or Fee 15 545
According to Ketchum, in his “structural Engineer’ s
Handbook," the allowable crushing strength of gravel
agzregate concrete is 2000 #s/sq." or 288,000 /‘3/sq.°
(on a 1:2:4:mix} Thus this dem is way sare as re-
gards danger of concrete being crushed.

Thig completes the investication of the
section noel for the 3 main factors. There are sev-
eralminor ones however, as mentioned before, which
ere worthy of irvesticaticn.

Seepage e

The dam is safe as regards seepage under
the dam. We have already allowed for scepage in
computing for overturning moment hence tie only
thing yet to investigate, is danger of seepage become
ing excessive underneath the dam and undermining it,
This hes beem guarded against in 5 ways3

(1) The dem is brot down to the rock which
is but, about 2* below river bed. This will prevent
10.

wearing away, by water action, underneath the dam.

(2) A gravel f111, or embankment, has been
made on the upstream face. It is 7.75 ft. high next
to the dam and has a 2 on 1 slope downward, upstream.
This alse prevents washing neer the toe, as it eze
cludes the water from that vicinity.

(3) At the heel a 1* eut-off arm or sill
has been built intecral with the dam proper- which
is 5° thick at the base. At the toe there is one,
having a depth of 2° and 2.25° thick at the base.
These two “curtains” prevent any percolation of
water toru the roek at the vase. These projections
beneath the base of the dem alse make the dam safer
against sliding off, its base,

The factor of safety against overturning
is large enuf to take care of the effect of ice
expansion.

The dem being only 19° from crest to base,
the consideration of the green concrete being crushed,
at the bottom, by the addition of the top layers,
while if was 3 in process of construction, need not be
MAAS

This dam is proviced with flocdegates (Fig.
B.- Plate 1) and herce in flood time, the flow over
the crest is not much greater than ordinary times.
The slight vacuum effect that the sucking of the wate
er as it leaves the rollways, produces, need not be
considered.

GRAPHICAL SOLUTIO¥
YOR
OVERTURHING MOMENT.

This solution is given on Fig. l, Plate 1.

To find the Center of Gravity of See. I
(abed) lay off db*® to the left of d » ab
be® * © right "b= de
Connect e* with b*
HWext connect the middle of the de with the middle
point of ab. Where this line intersects b*e’, there
is the ©.G. of section I.

Section Ig is worked in the same manner
ef? being laid off horisontally to the left of gss
 

12.

ef and ed* » gde These tro centers of gravity are
then combined as in the previous solution. It is
foune that this center: of gravity occurs 1/3 of the
distance from the bottom, that is 19 & 5 or 6.55.
Also, the center of pressure, of any submerzed area,
is 1/3 the distance from the bottom. Hence P (the
water pressure) acts thru the C.G. of the dem as does
also the weicghte ‘This is the best possible place

for P to act as it thus produces no secondary stress-
OS

Then using the scale: 5000 ## = 1°P was laid
off to the left thru the 6.C.ard Ww vertically downward
thru the ©.C. ‘Then the resultant of P and W was
drawn. This cuts the base @eCe, 7-9 from ge

If this resultant falls within the middle
third of the base, no cverturning monent will be pro-
@uced by the conditions, relating to the resultant.

In other words, no tension has been placed in the cone
erete, in the right hand 1/3 of the base Daugherty
Hydrau (pp.cf cnd 335) 17 23 g— 5.66 Thus this dem

4s very safe and is realiy not the most economical dam
that could have been built, for the Resultant falls
2.2 inside the uwiddle third.

Thug have found the folloring things cone
cerning the dam; That the ©C.G. has been made on the
lime of application of the total water pressure, P};
that the rasultant of P and W, falls well within the
middle thiré ( shown by -rephical solution); and
thet the factor of safety azainst over-turning is
ample, teing 5.25 for section which is tne most peri-g
louse ‘The dam is also sufe against sliding in the
most extreme casese also the alloweble crughing
etrength of concrete is many times, what the outside
sections of this com cre called upon to stand. The
downstream iace of the dam however should nave been
given a greater horizontal pitch as in flood season
the water leaves the face of the dam at the crest and
encounters it again abour ¢' lower,

As this unalysis does not attempt to go inte
the economical side of construction, or shape, of this
dam, it has not heen concidered necessary to further
analyze the other two sections. Their bases are the
same and of the same ccmensione Certainly the flood
gete section shown in fige ®@ will not over-turn as the
12 e

height is much less, and hence P is applied much
lower comm, relative to che Cou.

The section between the fleod gates is
ehown in Fig. 4, plate 1. This section will be more
safe than the spillway section, as to overturning,

ae we will be much greatere Also will be safer
aguinst shear’. |
 

3.

FRESENT POWER CONTITIONS.

The condition of tke dam, as it is at pree
gent has been ;iven in the forex<oing matter. The
dam furnishes water enuf to satisfy the capacity of
the turbines for 9 months tin the year. syirecte
connected to the B&B, impluse turbines are 2 A.C. cur-
Fent 500 K.N. ,enerators which deliner current to
consumers, in the city of Lansing. Thus when the
dam is furnishing a nomial amownt of water, 800
horsepower is producede

She 26th. of April (1817) the authors
of this tiresis, took current rendings, and obtained
@ cross section of the river at the Lozan Street
bridge. This is 4 biecks upstream from the dam.

The cross section was made in the follor-
ing manner; The river vas 195* wide at this point.
(narrowed about 110° by bride ap;roach). From the
south bank 5° intervals were laid off to the north
on the bridge. At these points the depth of the
river was obtained by icac line measurements.

This data was used in plotting the cross-section of
Plate 2.

Then starting 10° from the south bank
current readings were ade every 10° with a
Electrical conteet current metere The current moter
Was piaced on river bottam and drawn wp as evenly
@s possible co thut 10 "tielso"” of the Instrument
would bring it to the surface. (The rapidity of the
tieks depending on tlhe velocity of the water). The
time teken for these 10 ticks was recorded in seconds.
Then from the table coupiled for this instrument the
welocity of the water nas found. The table on Plate
2 gives all resulis as obtained.

 

After rcsdings were teken every 10° across
the first time, tue alternate 10° were taken the se-
cond time. Table on Plate 2 gives the twe combined.

On the csy mentioned approexgimately 800 H.
P. was veing cenerated by the turbines and the amount
of water passing the dem was 695.5 cu. ft. per second.
As this was swell post the spring Freshet the flow was
not more than 10% above normal.

693.5 #.13(693.5) g 624.1 cueft. of water for
the normal flew. According to reports of power house
employees at this time, prebably 5¢ of the flow was
14.

wasted over the dam, the water being 4 inches
above the creste

624.1-.05( 624.1) #- 592.9 cu.ft. of water,
which is the amount (approx) flowing thru the sluice

~ re tT Ss eo

Tneoretically this should produce the H.P.
computed §

592e¢9 x 14 x 64.5 = 535,588.7 foot pounds
per second. : |

535,389 # 550 = 955.5 theoretical H.P.
= 2(SOO0 x .746 x V3)

= 746 x V3

° . " @ 1290258 or 13500 g.P.

Probably maxe production Is 2/3 of capacity.
66 x 1300 g 858 Actual J.P.

Real apPe HP.

F2ficiency gs 658 = 955 g 69.8%

This efficiency oeing figured fron the
water conditions eat present and is really only the
efficiency of the Power house machinery. ‘To get
efficiency of the whole power project it would be;
858 < (694 x 14 gw 64.5) = 550 = 7625 &

How assuming that 695.5 cu.ft. per sed.
was the nom.«al flow we cen figure, run off, percoe-
lation and evaporation for tiie drainage basin.

The area of the drasina:e basin between the Koore’s
Park dam and the iimondale Dam is 11.699 Sq. miles.
This erea is the mean obtained from 9 planimeters
readings of the ai’ea ag given on the Topographical
May of the Lansing Guidrangle, as mace by the U.S.
Ceological Surveye (Board of Geological Survey,
ReCe Allen= State coologist). —

From fissures taken from the Anaual Met-
eorological Summery and Compecrative Data of Lans-
ing Wich, for the yvar oncing Dee. 31, 1916, the
mean rainfall for April, covering a period of 53
years, is 2.41 inches. This year (1917) no snows
wae on the ground at April 1. Hence all drainage
water, whether underground or surface, was caused
by the months precipitatiane

From table 14, p. 68, of Turneaure’s and
15,

Russel's, "Public Vater Sup. lies" we find that a depth
of rainfall of 1" produces a volume of 2,232,200 cu.ft.
per square mile. Then 2,252,200 x 2.41 x 11.7 gs the
otal volume of precipitation over the basin mentioned
above - 62,948,040 cu.ft. As most of this land is
under cultivation, or in wood lots ( at least 75 £)

the evaporation is not large, especially in April. Al-
so the crops are not in the growinr season and hence
take but very little water. Accordin;s te table No.ll,
pp.58 and 59 of Turneaure and Russel, give in the

Lower Leake Kegion, at Detroit, the evaporation of April
as 3 2 36 that of the whole year, or 1/12. As the

soil {n this basin is also not heavy, the yearly eva-
poration probably does not exceed 25" 25 = 12 » 2e*
2X 2,252,200 x 11-2 = cuefte of evaporation g 52,
335,480. 62,948,040852,335,480 g 10,614,560.

Allowing 10% as taken up by the plant life;
10,614,560-1, 061,456 = 9,555,104.

9,553,104 cu.ft. of water is what perco-
lates into the ground, and run over the surface, inte
the river. 9,555,104 = (30 x 24) = the flow in the
river per hr.

= 13268 oust [are
or 221.1 * e
This shows that only a very small amount of
the flowage comes from this area, practically the

same ammount of water flows over the Dimondale Dem as
does the one at Moores Park.
16.

POTER POSSIBILITIES.

In order to ascertain whether it would be
feasible, if possible, to produce more power at the
Moore's Park Dam, a line of levels wag run from this
dam, upstream. The object of this was two-fold; first,
to determine the fall of the river, and seconc, to find
the extent of the back-water,.

There were two in the level party, (the
authors of this thesis) and a direct reading instrument
was used (A Deitzzen, from the M.A.C. Civil Engineer
ing Dep't.) which was of c<ood power, the average leng-
th of shots being 150 yards. An ordinary "hizh,low"
level rod, with a target was employed. The leveling
was started April 4. There being no bench marks in
the vicinity, the Beight of the south wing wall of the
dam was assumed as 22.00 feet. The water on this day
then had an elevation of 18.28". The levels were then
run upstream, B.M.s being set at convenient intervals.

On account of the raising and lowering of
the water level, caused by the opening and partial
closing of the sluice cates, on different days, the
exact extent of the back water could not be determined.
But 2 miles north of Dimondale at the bridge on the
fownship line the elevation of the water was 19.51'
(From B.M. Noe 14). Back down the river 1¢ miles on
the same day the water elevation was 19.50" (B.M. Noll)
On this day (4/5/17) the water was about 1.1 hicher at
the dem, than the day when first levels were taken.

From Dam to BM. 14 is a distance of 6.8
miles. 14° = 6.8 = 2.05 fall per miles.

The elevation of the Dimondale Dam taile
water is 21.77". ‘The elev. above Dimondale Dam is
28.57".

From B.M. 14 to taile-water at Dimondale
ia 1-5 miles. 21.77 = 19.51 4 2.26° fall.
2026 21.5 = 1.5 ¢ . which shows assuming river has
uniform fall, that the back water extends somewhat
beyond B.M. #14.

21.77 (T.W.elev. at Dimondale}-18.22el.1l-
14 (elev. of T.W. at Moore's Park) = 16.45
16.45 = (6.8 ¢1.5) = 1.98" which is the actual fall
per mile.
LT ¢

14 = 1.96 2 7.07 miles. This shows that the
back-water extents 7.07 - 6.8 or 0.27 of a mile beyond
the Township line bridge (B.M. No 14). After levele
ing was completed a transit line was run as shown on
plate 5. <A Keuffel & Esser Transit from the .A.C.,
C.E. Dep*t. was used. The object of this line was
also two fold. First, it was meant to serne as a
"backbone" line for the map of river basin (Plate 3)
and second, to plet contours from. Three contours
were located, the 22°, 24° and 26°,

After studying the map as drawn it can
plainiy be seen that the land west of Lansing on the
na th dank of the river is quite generally, low. ‘This
is along the Grand Trunk failroad and will eventually,
under present conditions, be valuable factory sites.

Therefore in covelusion of this study, the
following facts, we think, should be emphasized:

The Grand River is by no means an ideal
power stream, it having slichtly less than 2 feet
per mile fall thru this region, and its banks being
being very sloping and any increase in heicht of pre-e
sent dam, would necessitate a much longer span, in
order to reach the bounding banks at a sufficient ele-
vation. This would incur and enormous expense.

The present dam could not be made higher
as its foundation is not sufficient (from part I)
and also its crest has now only a width of 4#*.

It also could only be made a fort higher
because of the Dimondale Dam. The mill rights at
Dimondale would have to be purchased to go above this,
and upon inguiry it appears the owners are not in
favor of selling.

Also as conditions are at present there are
S months of the year when the dam cannot run at capec-
ity because of the swiftness of runoff on the draine
age vasine This would, te a larze extend, be the
same with a higher head and a proportionately larger
reservoir.

But most important of all, if the head was
increased 8, which would be about the maximum increa-
se, the new reservoib would have the shape of the 26'
contour (Plate 3) which would cover much valuable
land between Lansing and Waverly Park and even be-
18,

yond. This land would command a high price. The
Grand Trunk Railway would also undoubtedly enter
a protest.

In wiew of these fects we think it ine
advisable to attempt to increase the power product-
ion of the Moore’s Fark Lam, as the capital in-
vested would not. produce a sufficient amount of ree
turn, because of the possible additional 480 Me?-

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