Raabe J. Hydro power - the design, use, and function of hydromechanical, hydraulic, and electrical еquipment
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~hc earnings made by the sales of energy or other benefits derived from the plant,
rncntioned in Cap. 2.2.2 are expected at such a level that, by good economy, the
proprietor will obtain revenues from his capital investment [2.18;
2.191.
The interest rate
p
depends on the conditions of the loan, such as securities, inflation rate,
pried
of amortization, etc.
In
this context it may be mentioned that a hydro power plant
offers great economic safety for the following reasons.
1)
It cannot be removed. 2) Energy
is in an ever rising demand.
The planning
(P)
and erection
(e)
of the plant usually require various investments,
1,
over
the
P
+
e
years of planning and erection. At the end of this period, i.e., when the energy
production begins (instant
t
=
O), the present value of the investment grows up to
0
I
=
C
IpqY, (2.2
-
1)
t=
-(P+e)
where q
=
1
+
p.
Similarly all benefits and costs occurring during the financial iife time
of the project are discounted to this instant. Let us denote by
Bj
the benefit obtained by
sales of
energy in any arbitrary year
j.
In the same year let the annual expenses amount
to
Cj.
They consist of the so-called
OMR
costs, operation, maintenance and replacement.
At the end of the
'2'
years of its useful life, the plant may still have a remaining cash value:
R.
This corresponds at least to the ground value of the site. Discounting to the instant
t
=
0, i.e., to the beginning of the year in which energy production starts, the present value
of the entire cash flow of the project is
In this formula the interest rate
p
and consequently q
=
1
+
p
may change during the
z
years of useful life.
A project is defined as profitable if
P
Vz
0. It is considered as non profitable if
P
V<
0.
Sometimes a project characterized by
P
V<
0,
is accepted as profitable,
if
it yields further
benefits besides power generation, such as equalization of flow-off, improvement of
irrigation, or navigability of the river etc. (Naturally the economic appraisal of such
multi-purpose projects is much more complicated: an accurate analysis requires the
allocation of the investment costs too.)
2.2.4.2.
Internal rate of return method
In this case a constant interest rate
p,
=
q,
-
1
results from (2.2-2), under the condition
that the present value of the project cash flow
P
V
equals zero. The value ofp, can be split
into an economically acceptable minimum
p,
,
and an additional value
p,
(profit and/or
risk). The profitableness results from
p,.
According to
hfosonyi
[2.19],
the mos!
economical variant of
a
project usually is not that one which is indicated by the highest
value of
p,.
2.2.4.3.
The annuity method
This procedure assumes the terms in (2.2-2) to
be:
Bj
=
B
=
const, Cj
=
C
=
const,
R
=
0,
p
r-
const,
q
=
cons?, and
P
V=
0.
Introducing the annual balance
A
=
B
-
C,
z
Eq.
(2.2-2) yields the investment
I
=
A
C
qz-j or
j=
1
Tllis results in an annual balance
11
-
B
-
C
=
nx
I
or
A
=
llXl,
where
ax
=
(lZk
-
1)/(qZ
-
1)l
is the so-called capital recovery factor of the investment. It indicatcs the portion of the
present value
I
of the investment which corresponds to the annual balance
A.
That ineans
in
other words (according to the well-known calculatiori mcthod for repayment of loans
in
baiiking mathematics) those annual net benefits (a~nual revenues minus annual costs)
of
constant value
A
will balance the value of investment accumulated at the end of the
project's life time.
2.2.4.4.
The
benefit-cost ratio
In this procedure, the ratio
of
all the benefits to the total expenditures is calculated. It can
be
derived from the present value method or when the case can
be
simplified, expressed
as an average annual ratio by using the terms of annuity computation.
In the first case, by separating the benefit and expenditure terms from
Eq.
(2.2-2), the
benefit-cost ratio of the
projcct is
Sometimes this
formull is simplified by assuming
R
=
0.
Under the simplified conditions, assumed earlier in
2.2.4.3 the benefit-cost ratio reads
r
=
B!(nx
I
+
C)
=
B/(A
+
C).
(2.2
-
9)
Not in every case, is the cost-benefit factor an economic parameter of the project.
Occasionally the annual costs (OMR costs) are split acc~rding to
C
=
C,
+
C', where
C,
is the direct cost of operation, maintenance and replacement and C' an expenditure which
is not closely linked to power generation
(e.g. central administration, marketing and
advertising, costs of power distribution, taxes, or
even civil engineering expenditures, ss
dredging of sediments, etc.).
Sometimes this splitting icduces planner or owner to consider the annual expenditure
C'
as a loss in the benefit and not a real cost. Consequently the correct magnitude of
cost-benefit ratio is assumed to be
r,
=
(B
-
C')/(ax
I
+
C,).
(2.2
-
10)
However this is not true and may be misleading. Obviously
r,
>
r,
when
r
>
1. Con-
sequently, this distortion of
r
icvolves the temptation for manipulation. The following
example illustrates this situation.
Given:
B
=
3000
US
$
per annum, ax
I
=
A
=
1000
US
$/a,
C,
=
250
US
$/a
and
C'
=
250
US
$/a. Hence the proper relation yields
r
=
3000/(1000
+
500)
=
2,0, whereas
t-,
results in an unrealistic high value
r,
=
(3000
-
250)/(1000
+
250)
=
2,2, which is 10%
higher
than the true value
r.
Howcver, the benefit cost ratio should not be completely abandoned in the planning,
since
it
tnay be
a
useful figure for "screening" alternative solutions of
a
certain project.
2.2.4.5.
Production cost of
energy
unit, electricity rate
The specific investment cost of a plant is defined as
I,
=
IIP, where
P
is the installed
capacity. Using the above terms, the total annual cost related
to
1 kW capacity is
ax
I,
+
C/P.
On the other hand, with a load factor
cp,
the annual utilization time under
rated load
P
equals 8760
cp
hours. Accordingly the unit power produces 8760
cp
kwh per
annum. Thus the production cost per
kwh equals
ke
=
(a
"
I,
+
CjP)/8760
cp
US $/kwh.
(2.2-
1
1)
If the annually produced and saleable energy is known as
E
kwh, the unit production
cost results
kex
=
(ax
I
+
C)/E
US$/kWh. (2.2- 12)
kex
is mainly used in the first phases of planning, when
a
decision on installed capacity
is still open. In this case,
it
is also common to relate
C/P,
i.e., the
OMR
costs, to the
specific investment cost
1,
by a rough estimate on the basis of experience and statistical
data. Hence from (2.2- 11) the electricity rate
k,
=
(a
"
+
a,) 1,/8760
cp
=
a 1,18760
cp.
For a preliminary calculation of the energy unit cost, thc annual utilization hours have
to be assessed. In many cases, this can be done to a fairly good approximation by
evaluating the hydrological conditions and by estimating the power
demand.
Numerical example:
I,
=
1000
US
$/kW,
ax
=
0,082 (presuming
p
=
0,08 and
z
=
50 years),
a,
FZ
0,018 (estimate),
cp
=
0,6 (run-off-river, base load plant). Accordingly, the
utilization time is 0,6
-
8760
=
5256 hours, and the unit energy production cost, or the
electricity rate is
2.3.
The
hydro power development
of
some large rivers
2.3.1.
The ~ennessee'f~~~)
Cotillon
[1.1] says that the valley of the Tennessee is rather small compared to the other
great arteries of hydro electricity. But this is the first complete exploitation of
a
river for
power production, flood regulation, improvement of navigability, enlarged water supply
for irrigation and industrialization. The development of its
inain course was accomp-
lished between 1936 and 1945 by nine power plants with a head range from 12 to 27 in.
Its productivity is 9,6
TWh.
(1
TWh
=
1O9kWh). Its discharge of 1900 m3/s is the fifth
largest for a river in the USA. The Tennessee is really formed in Knoxville near the
confluence points of Holston, French River and Petit-Tennessee. From there to its
meeting with the Ohio, it has a length
of
1050 km with a drop in elevation
of
145
m.
2.3.2.
The
Columbia
(USA,
Canada)
Thr:
Columbia flows from the Canadian Rockies to the Pacific with
a
length of 2000 km.
Its course within the USA is 1100 km length with a drop in altitude of 386 m and consists
of two disti~lct parts. Tho upstrc;in~ rcach wllcrc tlic gradient is large (0,0544,)
and
thc
cnclosed vailey has scvcn b;irr-n~e power plants with hc;lds gcncrnlly but1,vccn 22 and
5.1
In
with a highest v;lluc of 105
m
(crcst hcight) at Gra~ld Coulce and thc lolvest of 12
m
at
Rock Islands,
the power station with the most powerful existing bulb turbines, sce
Cap. 10.2 and
(1.11.
The
downstream reach with a mean slope of 0,025 YO contains four schemes with heads
between
18
and 32 m, and a fifth site of 13
rn
head which is not
as
yet completed. The
regalation of
the water is effected by two Canadian Reservoirs (19,2 k1n3 capacily). The
production
attained is 75
TbVh
with an installed output of
11
700 h1W in 1975. After
putting into service
the two Canadian reservoirs, the installed output will attain
26
009
M
W
and the productivity 92 TWh. In 1975, the catchment area of thc Columbia
with 24 plants of an installed capacity of
20000 MW was producing 112
TWh
(42Y0 of
the USA's hydroelectricity).
The most
polverful hydroelectric groups in operation in the world namely Grand Coulee
111
with 3
-
600 and 3 700 MW rated output together with Grand Coulee
I
and
11
each
of
1125
MW
and a pump station with 350
MW
comprise an installed rated capaci!y to
date at Grand Coulee of 6450 MW.
Sirman describes
the
turbirics of Grand Coulee
I11
from the point of view of the planner [2.20],
PJ~~fjlir~
[2,21]
from that
uf
the maker, and
E~lgsrron~
[2.22]
from that
of
the owner.
Fig.
2.3.1 shows the 700
MW
runner (weight 450 tons) on weld positioner. The whole was
welded from cast
pieces of shroud, hub and vanes on site, then stress-relieved in
n
furnace
placed over the welded runner by
a
smaller crane and statically balanced and refined by
erindins the labyrinth and shaft flange faces. Thc runner has an outside diameter of nearly
...
10
nl and
an
overlond outpiit of 837
M
W
(=
1,135 million hp!). The shaft of this turbine
(see
Fig.
2.3.2 and 10.3.1) is welded together from rolled liners of 190
rnln
thickness, 3,2 m
diaineter (see
Chnco~rr
[2.23] and
Cap.
10.3.1).
A
ductile electrode
-.\.;is
uqed
for
the
butt welds joining the runner vanes to the hub and shroud. This
was
then strrss-relie-:ed
~.t
650'C
for 30 hours. The welded material had a yield point of 3600 bar,
a
tensile strcnrih of
5160
bzr and
n
perccntagc elongation :rftcr fracture
(Hritisli
=
U.T.S.
strain)
of
The spiral casing (see
Fig.
7.3.3
and Cap.
10.3.1)
mas
welded
on
site from
42
mm thick plates
rolled earlier
at
the man~~ftlcturcr's works
(Allis
Clralntur.~,
Milwaukee, Wisconsin,
USA,
sce
[2.24]).
The outer diameter of this parallel plate spiral casing was reduced to transmit its
meridionally directed pull townrcis the innermost diameter of the water passage wall of
the head and bottom cover of
thc stay vanes. Any flow disturbance caused by the
extension of the stay ring's parallel plates into the spiral casing was eliminated by toroidal
metal sheet guides. They also deflect the secondary flow of the spiral casing from the inlet
of the
_gate channel (see Fig. 2.3.2). The stay vane and their rings were constructed so as
to equalize the
hishest combiried tensile
sad
bending stress (caused by the meridional pull
of
the spiral casing) on the midspan of all the stay vanes. Thus the highest stressed point
was
inoved
from the outside edge of the largest vane at the spiral tongue to the inside cdge
of
the smallest vane
E2.231.
The
head cover uplift was entirely balanced
by
the download of the Ilydraulic thrust
introduced from the thrust
bewing via
a
spider into the concrete surrounding the stay
vane crown.
The wicket gate
of
cast carbon steel has two bearings (see Fig.
10.3.1).
According to
Chacour
[2.23],
this presents several advantages over the usual three bearing arrangement, namely:
Fig.
2.3.1.
800
MW
rLnner of Grand Coulee
111,
Colun~bia river, Washington,
USA
(owner Bureau
of Reclamation).
3
sets:
H
=
87 m,
n
=
85,7 rpm; originally rated as 700
MW,
but actually uprated
as
Pm,
=
837 MW
(=
1,123
million hp!), built by Allis Chalmers. Runner on a weld positioner on
site, weight 450
t.
(Photograph courtesy Allis Chalmers Corp., Milwaukee, Wisconsin,
USA.)
1)
In a three bearing system a high bending moment is induced at the junction of the gate stem and
blade by the differential pressure across the gate. This moment combined with
a
large torque
produced by the
servon~otor during the squeezing of the gate acts at a point with very high changes
in area and sectional modulus, thus creating a fatigue problem. In a two bearing system the
maximum
bcnding moment acts at the midspan of the blade, which provides a large sectional
modulus and is insulated from the above torsional moment.
2)
Bearing loads on two bearings are substantially lower than on three bearings resulting in a
reduction of servoniotor capacity.
3)
The shorter stem of the gate increases its torsional rigidity.
4) The axial depth and hence the rigidity of the head cover can be increased independent of the gate
stem length.
5) The machining of the head cover is greatly reduced to a single setting on
a
boring mill.
6)
The stresses in the blade of the gate do not depend on the deformation of the head cover (see
Fig.
2.3.2).
To
avoid
any clamping of the gate mechanism by
deformation
of the head cover, the joints on both
ends
of
the
link
were made spherical. The four double acting gate servomotors are accomodated in
Fig.
2.3.2.
Head co.;er. gate servomotor, shaft of a Grand Coulee
III
FT. Note drive of gates is
housed in the hcad cover.
Thus
its
uppcr plate can be uscd as an i~spcction platform, and also gives
high
r~gitiity, only
2
gate bearing, a saving of height on the machine pit. (Pilotograph courtesy Allis
Chalmers Corp., hlilwaukee, Wisconsin,
USA).
the head cover which is axially deep and thus rigid. This arrangement facilitates preassembly and
keeps the concrete free of servomotor load. Moreover tl~c cover plate of the hcad covcr can
5e
uscd
as
an
inspection platform (Fig.
2.3.2).
Thz high head cover also enables the radial p~lll from the stay vane crown to turn the cover about
a
tangential axis against a sense in which the uplift on the inner head covcr would turn the cover.
This
inner liead cover also supports (see Figs.
2.3.2
and
10.1)
the shoe type lower journal bearing,
the gate shifting ring and the flosting shaft seal.
In
smaller machines, the head cover's uplift is tlsually balanced by leading rhe axial thrvst onto the
hcad cover instead of leading via
a
spider on the concrete of the pit of the sct. This also counteracts
the pressure in the spiral casing.
The bell
foriv of the shaft at this bearing also provides lubrication at start-up. The machining
of
this
bell shaped part of shaft located very close to the lower shaft flange was made possible by the inward
orientation of the
shaft flange. This also brings the bearing centre very close to that of the runner.
,
The rolled plate tubular shaft design provided excellcnt torsional and lateral rigidity versus weight
j
ratio. The torsional buckling resistance greatly exceeds the maximum stalling torque imposed by a
;
locked rotor. The larzt shaft diameter (Fig.
2.3.3)
provides sufficient peripheral speed
fcr
the pads.
;
It
also allows the torque to bc transmitted through friction, although radial dowcl pins provided
i
addcd safety. c.g. in case of short-circuit-induced torque. In this contcxi also general experiences of
,
field welding are of intercst, as reported
by
Akhtar
[2.25].
i
Fig.
2.3.3.
Spiral casing, parallcl plate type stay ring with smooth toroidal intake nozzlc, stay and
guide vanes of Grand Coulee
I:!
FT
(Courtesy
Allis
Chalmers Corp., Milwaukee, \Visconsin.
USA).
2.3.3.
The
Parana
(Brazil,
Paraguay,
Argentine)
The Parana is formed by the confluence of the Rio Grande (1000 km) and the Paranaiba
(900 km).
Its total length inclusive of Rio Grande is 3300 km. Its average discharge of
16000 m3/s is double
that of the Volga. Its drop in elevation is 350
m
as compared to the
Volga's 140 m. The precipitation rate of 7 l/s/km2 in its catchment area is 17
%
above that
of the Volga
[1.1].
The Parana crosses first the southern part of Brazil then it forms the frontier between
Paraguay and Brazil
and then between Argentina and Paraguay. At the point where
it
starts crossing Argentina, the Paraguay flows in. Both rivers have the same length
(2500 km) from source to confluence point and catchment areas of nearly the same
size
(1 100000
km2
the Paraguay and 840000 km2 the Parana). But as it drains a dryer basin
the Paraguay reaches only 40% of the average discharge of the Parana.
The Parana then enters Argentina at an elevation of
50
rn in
a
vaste alluvial plain. There
it
is
complete
and
receives only insignificant tributaries; moreover the
banks
oi the river are very low
(Cnp.
1.2.1.3).
Three
divisions may be distinguished along the course of the Parana. (2100
km
with
330
in
level drop.) After the first 500 km with an average slope of 0,025
%
the slope
cll:lnges
quickly to 016% along thc 60 km of the Scte Quedas falls when it enters the
rrtllllicr
section between Brazil and Paraguay. Here the ParanP leaves the Brazilian
l'lJl~.il\l.
it
retains
a
slope of 0,015
%
over the follou~ing 130 km. Here is Itaipu, the site
of
the
I;irscl;! po\vcr pl:int in tl~c worlrl r~ndcr urcction. Downstrcnm its slopc
is
rcd11ic.d
to only
0.005
'5,)
;1Io112
;I
(list:i~icu
of
I4
10
h111.
Thc hi!rncssablc drop
of
r.ivcr lcvcl is
300
111
it~~d the ~>c>tcrii.ial due
to
it
172 TWh. This
potet1ti;il
of
thc propcr I';~rani'i h;is
to
bc
ilrlrlccl
to
lhu
85
*SWh
of
its mnthcr rivers,
yi~ldiilg in
1985
ill1
inst:~llcd pov;cr
of
14
000
M
W.
Morcovcr
ill
Brazil tlle Tietc and the
Pnrnnlipiincmil,
tributaries
on
the left rivcr barlk.of tllc Parn~lli arc nearly entirely
dcvcl-
oped with powcr plants ol'
lj
000
MW
czpacity. I'hus thc b;isin
of
~hc
Paranil will have
in
1985
an
nnnual production
of
200 TLVh realized by
65
000
k1LV
instnllccl capacity,
of
which
14
200
arc due
LO
Argentina.
Table
2.3.1
~ivcs infor~;iiition about
its
9
power
stations
[I.]].
Table.
2.3.1.
Data
of
power
stations along thc Paranil river.
Plant
tler~d Out pu! Work Nu~nbcr Type State
m
h1
W
1'W
h
Ilhn
Solteira
Jupia
Poi-to Primi~vcra
Ilha (irande
Itaipu
Corpus
Yacyreta
tlpipc
Argentine
plant
I
rlrgcntinc plant
2
Francis
T
operating
Kaplun
T
opcrating
Kaplun
T
Kaplan
T
Francis
T
undcr erection
Kaplan
T
unc!cr
erection
Bulb
T
unrlcr erection
Bc11b
T
i!ncler ercction
Oi
these
Illla
Soltcirr:
is
?he
Iiirgcs~ operating
plant
iIS
to
pon-el- capacity
\vithin
the soutl~ern
llemispherc.
It
has
Francis
liirhir?cs
(f-1.1
with
LI
r:~tr>d
hexi of
40
ni.
rather
low
for
u
F.T.
-The reader
may
he surprised
to
read
tliitt
sincc
1962
K:!plnn turbines
(KT)
of
50
ni
rated head and
70
IMW
ot~tput have bcen %-orking
ili
tile
I3rr1t.ilian p!:~ri; Trcs hlarias
IF;?.
102.8).
Gnc argumcut
in
favour
of 1-T in
rhc.
abokc c;:sc
is
the
iiirgc
number of scts
(20).
This cna\~lc.s thcn to \vnt-k near the bcp even
nith
the rather niirroiv \vurk,ng
r;tngc
around ttlc
bcp
of
si~ch
a hi211 s!>cc:itic speed
F'T
by switching
or?
;lnd off
thc
apprqriat? n11i11bir
of
scts to rncct the changing
demand.
A
KT
here \*dould have
requir~d
a
Iilrgsr
runner diumctcr n:id hence
a
more espensi\t.
sct.
Furiher
the
rclati\t: small head
fluctuations
of
llha Solteirn
\vcultl
not
have
justified
a
KT.
iL1oreovcr filtiguc cracks
in
runner vanes
of
KTs
havc \yarned
the
pl~innirrg
staff
about possible troubles with a
KT
of 160
h.lW
which up
to
the present has no: bccn
built
for
49
m
head.
Itaipu (see Figs.
2.3.4
and
2.3.5)
which has been under erection since
1975,
and should
probably
bc
completed
in 19SS with
a
capacity of 12842
hlW
and provision for addi-
tional
SO00
iiIW
[2.26]
\sill for
a
long time thereafter bc
the
largest powcr plant in the
lvorld. For its corliplerion thc ncigt~bouring states Brazil i111cI Paraguay, signed
a
treaty
in
1966
bj. which. according
to
tli~
internarional law they asreed that the energy delivered
by
Itaipu
should
be
di~ridecl
into
equal portions between the countries.
The
plant
\!.ill
operiite lvith
18
FTs. 715 h.IW-enc.h built by a consortium consisting of the
French firm
Ncyr-pic. Gre~ioble in col!sboriltion
with
the affiliated Brazilian firm
Mecanica Pesada. Taubrltc and the West German
firm
J.
1CI.
kith, Heidenhei~n
and
her
subsidiary company in
S5o Pilulo. Brazil.
-
Since
the
Pari~g~l;~yan
50
cycle
grid has only
3
cap:icity ofabeut 300
MW
to
date, thc first
FT
coming
into service
fix
Par;\guny ha5
to
bc
cqu~ppcd
wit11
a
sophisticated aeration device,
[2.27]
to
facilitate
as
smooth its possible operati011 even under an abnormal low part load of about
10%.
Moreover
Fig. 2.3.4. Sectional view of
a
hollow dam and power house, Itaipi~, Rio Parana, Brazil, Paraguay
(owner Itaipu Binacional). Under erection: 18 sets with FTs
P,
=
715
MW.
P,,,
=
740
MW.
Largcst
hydropower plant:
n
=
92,3 rpm (60 Hz) of
9
Brazilian sets;
r~
=
90 rpm (50 Hz) of
9
Paraguayan
sets. Turbines designed in close collaboration by Neyrpic, Grenoble, France and
J.
M.
Voith, Hei-
denheim, West Germany,
and manufxturcd partly by Brazilian subsidiary conlpanies. Runner
weight 350 tons, throat diameter (see next figure)
=
8,l
m. Generator rated at 900
MVA,
rotor
diameter 16 m, weight 2000 tons, gap clearance
29
mm. Desigrled by Siemens, Erlangen, West
Germany in close collaboration with Brown Bovcrie
&
Cie. Baden, Switzerland and n~anxfacturcd
partly by the Brazilian subsidiary companies. The semi water-cooled generator has the sane weight
and size as the similar generator of the 507 MW
Krasnojarsk set
(H
=
101 m) built 20 years earlicr
in the USSR, having only 66% of the iron utilization factor of Itaipu. 1) maximum head water level
2)
minimum head water level
3)
stop log maill crane 4) penstock (10,5 m
diameter)
5)
main transfor-
mer
400
kV
6)
maximum tail water level 7) normal tail water level 8) minimum tail water level l),
2),
6), 7),
8)
yield a head range
H
=
82,9 to 126,7 m. Hence the output range
P
=
400 to 740
MW.
9)
stop log 10) grout curtain, 11) control tunnel. (Drawing courtesy Neyrpic, Grenoble, France)
provision is made that the Paraguayan sets supply preliminarily the Argentine and Brazilian grid
with
60
cycles by means of converters and in the case of Brazil also via a high voltage
DC
transmission line of
1200
kV to the next consumer centre Siio Paulo 600 km distant [2.26].
For design data of ItaipG see Table
2.3.2.
The turbines with
8647
mm
outermost diameter and 350
Mp
runner weight were finished
in the shops and then transported complete to the site
12-29].
The reported initial cost of
1000
US$/kW
of the power station with an estimated annual production
of
70 TWh
enables a rather low electricity rate estimated at
0,014
US
$/kW
(estimate 1979).
Fig
2.3.5. Fievation of Francis turbine Itaipu, Rio Parani, Brazil, Paraghay (owner Itaipb Binacio-
na!! built
by
Neyrpic, Grzi~oble, France in close coliaboration
with
J.
M.
Voith, Iieidenheim, West
Germany. Data:
n
=
90(92,3)
rpm (see Fig. 2.3.4.),
H
=
126,7
-
1
13,4
-
112,9
-
98,7 m;
P
=
740
-
740
-
715
-
560
XIW.
18
sets. (Drawing courtesy
J.
M.
Voith, Heidenheim, West Germany)
A
transfer of techniczl know how and drawings to the I3razilian subsidiary companies Voith Siio
Paulo and Mecanica Pesada engaged in the construction was urged by the World Bank. Ndturally
it Ins been urged also with respect to fabrication. Thils the runners have to be mLde from Brazilian
steel, to be fabricated ir, thc workshcps of European subsidiary firms in Brazil.
In this context it may
be
mentioned, that, at the moment, Brazil, Argentina. and Mexico are the only
Latin American countries in which heavy hydro electric equipment can be fabricated with foreign
assistance. In
this respect, Venezuela, where Guri, the worid's second most powcrfi~l plant is being
erected, relies
on foreign imports 12.30 to 2.361.
2.3.4.
The
Yenissei
(USSR,
Siberia)
1)
Generally: The Yenissei has the third hishest discharge in Asia after the Yangtse and
Brahmaputm (Yarlung Zangbu) and has the highest catchment area, discharge and