JPRS ID: 8935 EAST EUROPE REPORT SCIENTIFIC AFFAIRS

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• Collection: JPRS
• Document Number (FOIA) /ESDN (CREST): CIA-RDP82-00850R000200020037-7
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• Content Type: REPORTS

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~

2i HOVEM6ER i979 CFOUO 26l79) i OF i
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FOR OFH'!('IAi. IJSE ONLY
JPRS L/8775 ~
_ 21 November 1979
- USSR Re or~ ~
p
~ _
RESOURCES
CFOUO 26/79)
Fg~g FOREIGN BROADCAST INFORIUTATION S~Ri/ICE
_ FOR OFFICIAL USE OhLY
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NOTICE
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- REPORT: MATERIALS SCIENCE AND ]!4ETALLURGY.
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JPRS L/8775
21 November 1979
- uSSR REPORT -
RESOURCES
(FOUO 26/79)
CONTENTS PAGE
ELECTRIC POWER AND POWER EQUIPMENT
_ Conjugation of High Dams With Canyon Walls
_ (A.A. Borovoy; GIDROTEKHNICHESKOYE STRGITEl.'STVO,
Aug 79) 1
Passage of Ice During the Construction of Say�no-
Shushenskaya GES
- (V.A. Koren'kov; GIDROTEKHNICHESKOY?~ STROITEL';~TVO, _
_ Aug 79) 10
News in Construction and Operation _
(GIrROTEKHNICHESKOYE STROITEL'STVO, Aug ?9) 19
Advanced Solutions in Construction of the Vozeyskaya 220 KV _
' Substation
(A.I. Brenner, et al.; ENERGETICHESKOYE STROITEL'- -
STVO, No 3, 1978) 24
Fast Erection of 35 - 220 KV Substations
- (G. L. Korobov, I. Sh. Piven'; ENERGETICHESKOYE _
STROItEL'STVO, Apr 78) 33
Building 110 Kv Substations According to Comprehensive ~
Design -
(G.P. Grosman; ENERGETICHESKOYE STROITEL'STVO,
~ Apr 78) 37
- a
- a - [III - USSR 37 FOUO]
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ELFCTRIC POW~R AND P~WER EQUIPMENT
J
COt?JUGATION OF HIGH DAMS WITH CANYON WALLS
Moscow GIDROTEKHNICHESKOYE STROITEL'STVO in Russian No 8, Aug 79 pp 3-6 _
[Article by A. A. Borovoy, chairman of Soviet National Committee on ~.arge =
Dams, Mikhaylov. L. P., First Vice-Chairman of SNC, and Moissyevy I. S.,
Vice Chairman of SNC] _
[Text] The construction of hydroengineering compl.exes in the USSR is carried
out or. plains, mountain and foothill rivers, and in various natu~al conditions. _
Rivers of the plains ,3re usually navigable and are characterized by uneven -
runoff with respect to time, considerable flood discharges, and long flood-
_ plain and superf loodplain terraces composed to a considerable c~egree of non-
rocky soils (hydroengineering complexes on the Volga, Kama, Don, Ob', and
other rivers). .
These hydroengineering complexe~ include earth dams occupy~ng the largest
part of the head front and usually constructed by the hy3raulic fill method,
multispan concrete dams combined, as a rule, w ith the GFS [hydroelectric
- power station] building, and navigation structu~es. In some GES (Kamskaya,
. Plyavin'skaya and others), the p~esence of. a spillway GES made it possible _
to get rid of a separate concrete dam. Usually the confi~urations of the -
main concrete structures are selected in one foundation pit covering the span
of a narrow rivPr channel by a rock banket. -
In hydroengineering complexes on rivers of the plains, the conjugation with
~ nonrocky banks is usually accomplished by earth dams whose antifiltration
- devices, as cores, diaphragms or injection screens,are introduced a~ep into
the banks and create single antifiltration contour over the entire head
� front.
- The depression surfaces in the body of the dam lower in time, but some dama
have filtration in the bank borders of earth dama above the design assump- _
tions (Tsimlyanskaya,Rakhovskaya and other dams). By constructing discharge
wells and washing the ground to the area of the lower pool, the bogging up
- of the lower pool area and discharge of filtration water into the lcwer poo3
were eliminated.
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. Un mount~iin and foothill rivers, hydroengineering complexes are huilt with -
lurge water reservoirs created by high (up to 325 m) concrete ~nd eurt}l dams.
Table 1 gives the characteristics of a number of his~h-head hydroengineering �
complexes. 'lheir layout solutions are characterized by a maximal utilization
of high-head cc+ncrete structures for discharging the water used in construc- ~
= tion and operation, as well as for feeding water to the GES power units. -
- Ii~ narrow rocky gorges, fixed and spillway arch dams are usually built.
_ On wide rivers abounding in water, when the ratio of the valley along the ~
= crown of the dam to its height is more than 6-85 when there are considerable
flood discharges exceeding 10,000-12,000 m3/sy and ~ahen there are roce:y bases,
- spillway dams are built of concrete as gravity and multiple buttress dams. -
The head front sections conju~ated with the banks are constructed either in
_ the form of fixed concret2 dams oi short lengths (Ust'-Kamenogorskaya, Kra-
snoyarskaya dams) or dams of local m~terials (Bratskaya, Ust'-Ilimskaya, and
_ others). Deep river-bed injection screens and drainag~s situated within the
- limits of a valley or a river bed continue as a bank screen.
~ The construction of rock-and-edrth dams in areas of various :~.engths and heights =
has expanded considerably (Charvakskaya, Nurekskaya, Rogunskaya, and others).
Flood spillways at these complexes are tunnel-shaped (including shaft-s~i~aped)
- and are used for passing the watzr used in operation and construction and for
- channeling water to the GES building. Most hydroengineering complexes with _
- dams of any types have continuous antifiltration and drainage devices along
the entire width of the dam and in the bank abutments.
The struct~res of the Nurekskaya hydroengineering complex include a rock-and-
earth dam 300 m high, three construction tunnels at various levels, cata- _
strophic spillways, and pressure-station unit. The head front of the Rogun-
- skaya hydroengineering complex on the Vakhsh River is created by a rock-and-
~ earth dam 325 m high which for.ms a water reservoir of a useful capacity of -
8.6 billion m3. The complex includes deep water intakes of first and second
= sections, tunnel-type spillway with deep and surface water intakas, two leveZs
j of construction tunn~ls, and an underground GES building,
Conjugation of High Dams with Canyon Walls. In the presence of local widen-
- ings of the ~pan, when weakened geological zones are located at higher levels
- of bank abutments, and in order to reduce the loads on the base, axch dams
are often conjugated with the bank abutments. Cemerited and drainage screens ~
- are necessarily extended in the direction of the banks,
In order to improve *_he structural behavior of the abutment receiving the
loads from the dam, as well as in order to reduce the hydrostatic and filtra- -
tion head of water on the base, the abutment is often isolated from the upper
pool with a gravity stub-wing, as it was done in t?~e Ingurskaya arch dam.
- Cemented and drainage screens are continued on the slopes along the f.oot of _
the stub-wing, ~
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'lhe Chirkeyskaya arch dam is conjugated with the ~anks by means of abutments
40 m high 50 m long. In the Sayano-Shushenskaya arch gravity dam, the dam
is conjugated with the banks by means of blind concrete sections 246.6 m lor.g -
- at the lef~ bank and ~98.5 m long at the right bank. In their lower parts,
tf~ese sections are concreted tightly to the slopes of the rocky pit, whic}i
_ produces addir_ional thrust intQ the ro~k and protQcts the contact zone of the =
; base against erosion and distruction under the effect of the environment. _
- In the base of the Ingurskaya dam, 24 large cracks and tectonic disturbances
(fractures) were detected at the right bank. The fracture zone in the most
stressed zone is filled with co:~crete, and lower with concrete walls with =
an overall depth of the order of 70 m. Large cracks in the most stressed
= zone are fixed with concrete by the mining method, and are cemented lower. _
- The remaining cracks in the base of the dam are cemented. ~
The base of the Sayano-Shushenskaya dam is composed of strong Proterozoic _
. crystalline shist which are not subjected to suffusion. The base has zones
of tectonic disturbances whi~h are more permeable to water than the solid
= mass containing them. The base of the dam has a double antifiltration screen -
100 m deep and a vertical-hole drainage 5Q m deep.
~ The canyon in which the Chirkeyskaya arch dam is loc:ated is chiefly com- -
~ posed of slanting thin laminated limestone with thin intermediate layers of -
- marl on the left bank broken up by tectonic cracks and edge-repulsion cracks. -
As a result of cem~nting, the deformation modulus of the limeston~ base of '
tt~e Chirkeyskaya dam was increased 1.59-2.04 times.
Ttie left-bank slo~e is reinforced on the downstream side of the l~ollow under -
tl~e dam with prestressed anchors situated in six levels., A reinforced-con-
~ crete retaining wall 43.7 m high was built along the height of the three lower
levels on the surface of the slope, and reinforced-concrete beams were placed
~ along the vertical extent of the three upper levels on the surface. -
The reinforcement of the left-bank slope by anchoring rather than breaking
' t}ie slope in order to reduce its steepness produced a saving: in concrete -
44,000 m3 and rock excavation 180,000 m3. Moreover, the area above the
" GES building was reinforced with rod ties installed without prelimina.ry stres- _
_ sing into steeply inclined holes up to 35 m deep. The ties are covered with ~
cement mortar and are sealed in a reinforced concrete plate.
Structures of the Abutments of High Dams. In order to bring the pressure
curve closer to the axis of the dam and to resiuce t~e stress in t'he rock, _
some arch dams are designed with thicker index contour (Ingurskaya dam~. _
The mast widespread contour is a b~oken contour of the abutments fre~e from
rEentrant angles with a polygvnal ~r curvilinear shape in the plane without ~
~ a sharp point of inflection of the index contour. ~
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- Thc desi~;n sulutLon uf tlie conjug~tion of the Ingurakuya dnm with the hase
~ was accompli.shed in the form of a widened arch separated from rhe dam by a -
parametr?cal a~ct-~ layer intended for: lowering compression stresses transmit- -
ted to the *-ocky mass; reduction of tensile stresses at the contact of the -
- dam with the rock; acceleration of the closing of the rock surface and pro-
tection of the rock from loosenin~; smonthening of local unevenness of the
supparting surface. -
The parametric seam is an arc of a circumference se],ecte~l Fro~n the ccndition
of the passage of an equivalent force through it. -
At the downstream boundary of the Ingurskaya dam ar low~r marks in the apots -
- where the dam was insu~ficiently cut into ~oth banks, the base saas reinforced
_ with a concrete plate.
= In order to prevent and compensate for the shifting along the break if it _
- occurs, a special design was developed for the part of the Ingurskaya dam
- ~bove the break in which the height of the dam saddle cut by two systems of
smooth seams was in,:reased. This ensured a certain freedom of deformations. -
- The conjugation of concrete spillway dams with earth dams is usually accom- -
- plished in the form of a fixed concrete dam, or by means or a retaining wall,
: and in some instances, by means of a flexible reinforced concrete core wall _
~ within the earth dam. The conjugating concrete and reinforced-conctete honey- -
- ~ombed structures are used in some instances for production needs.
The conjugation of a spillway and a nonoverflow concrete dam is often accom-
- plis~ed in the form of a separate concrete wall which changes into a separate -
pier in the lower pool. .
~ TI1P spillway dam is separated from the GES building adjoining the dam by a
nonoverf_low section of the dam.or b~ a separate abucment which continues in
= the lower pool within t'_~e limits of the devices damping the energy of the
~ stream and serving at the same time as a longitudinal cofferdam during con-
struction (Sayano-Shushenskaya GES). -
- Erection of Structures in Sections. In laying out the structures, the pos-
sibility of enlarging them in the future is taken into consideration in many
~ instances. The basic dimensions of the structures are set with consideration
for the loads of the first section with checking for the case of enlargement, -
and only for individual elements of the structures whose enlargement is impos-
sible or is very complicated, the project considers the loads of the second _
- section (screens and cores of dams, head channeZs, grooved insertion struc-
_ tures, etc). Special attention is given to ensuring interaction between old =
and new parts of the structures.
Most of the high-head hydroengineering complexe~ in the USSR are put into -
operati~n in consecutive sections, as well as in stages, ensuring the startup
head at dams which have not yet been buiit high enough (Bratskaya, -
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Krasnoyarskaya, Chirkeyskaya, Ingurskaya, and other GES) and making the con-
struction an:i defor+nation seams necessarily monolithic. .
- The gravity 3am of the Bratskaya GES was first constructe~ with a toothed
profile wliich was not sufficiently thick, which made it possible to reduce -
ti~e startup volume of the concr~ete cage by 300,000 m3 for the introduction _
of the f irst units of the GF.S with further cementation of the longitudinal
seam, The stressed state of the dam is satisfactory. ~
Calculations of Strength and Stability. Foundations of structures are cal- -
culated acccrding to two groups of limiting states: calculations of the over- _
al'. structure-foundation stability and the filtration strength of the founda-
tion; calculations of t'he shifting of structures and 1oca1 strength of the _
foundations, as well as the stability of the slopes. '
The limiting strength of a rocky foundation is established as a result of
" studying rock samples in the water-saturated state with and without consider-
ation for cementation.
Calculations of the stability of bank abutments ofarch dams are based on the
analysis of the shi.fti.ng stability of calculated rock blocks which could form =
within the rocky mass in the limiting stressed state characterized by the fact
that there takes piace the Coulomb criterion over all shift surfaces lirniting =
physically possible calculated blocks. The reserve stability factors, with
- consideration for a possible degree of error, are taken to be equal to 1.6-
1.8 fer the main combination of loads and 1.35 for special combinations of -
influences. -
In dams spanning wide areas, the role of the channel part in ensuring the _
stability of the dam increases, because the value of the shifting load trans-
mitted from the dam to the channel part of the foundation exceeds 30-40%, and
- in the Sayano-Shushenskaya dam reaches 50%. Calculations of the stability of -
the foundation of a dam allow for ,joint work of the channel and the bank parts,
proceeding from the functional diagram of the onset of the limiting state
- wt~ich allows for the movement of the dam partly along the concrete-rock con-
= tact area and partly with the entrapment of the rocky foundation.
Cutting into Rock, The cubi_c volumes of rock excavations and the concrete
replacing the removed rock reach considerable amounts (Table 2).
Decisions about the removal of weakened rock in local sections of the founda- -
- tion are made at the present time aa the basis of the analysis of the stressed _
state in the body of the dam and in bank abutments and the stability of the
- dam with examination o~ measures increasing the reliability of the strucCure,
- such as the lowering of counterpressure, anchoring of sections, cementatio*�
= of ruptures, construction of underground supporting structures, fixing cracks
= with concrete, etc. Intensively weathered rock (separable layer) is neces-
sarity removed without blasting.
7
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Table 2 ~
_ (1) I (10) _ ~5j~-~~e (16> ~
0
- n.NilHli:f TNn ~ ~
a -
~ m :
6parcKaA ~2~ Cpae?+rau?+oriHas (11) 126 17,8
- YcTb-Nati~+chaa (3 . 105 14,1
K~~iCHOApCK3A 4 . 124 28.3
_ Ma~~axai~crca~ ~S~ , 58 34,9
TohTOry.l6cnae (b . 215 R,0
3ci+cKaa (7} 1~1acciiet+o-KOHrp~pp~ 110 32,6
}{aR C 1'LJ -
_ NnrypcKa~~B~ Apo~inaA (13~ 272 ~R,7 -
- CaA~io-LII}'wcac~t~. Apovi+o-r 2[1HT~2l1NOH- 24O 23,8 -
ea~; ~14)
- Key: 1. Dam 10. Type -
2. Bratskaya 11. Gravity ~ �
3, Ust'-Ilimskaya 12. Massive buttress
4. Krasnoyarskaya 13. Arch ~
- 5. Mamakanskaya 14. Arch-gravity
_ 6. Toktagul'skaya 1~. Height, m =
7. Zeyskaya 16. Rock-concrete volume
8. Ingurskaya ratio, %
9. Sayano-Shushenskaya
The deformability of the foundation must not affect the depth of the embed-
ment of gravity and buttress dams with rhe exception of the removal of gr~atlv
loosened rock zones, as was the case in the construction of the Krasnoyarskaya
0 dam. ~
Studies have shown that in many instances the strengt~h of the foundation ex-
- pressed by the shift resistance coefficient varies from 1.0 to 2.8 and, there-
fore, the requirement about the removal of the entire eroded rock sometimes
- causes excessive volumes of work. Increased penetrability of the solid rock
~ is not always the reason for the removal of the rock in the foundation of ~ ~
dams, because such foundations are well injected and drain the filtration -
flow below the screen, reducing the counterpressure. Local sections of rock
weakened by caverns or cavern cavities adjoining the foundation pit are cleared
down to the healthy rock, as it was done during the construction of the Ingur- -
skaya arch dam.
When dams are built on permafrost ground, the main measures for preserving the
filtrational properties of the rock a~e measures for thawing and enjection of
the rock mass or, on the contrary, for ma.intainin~ the foundation in the -
- frozen state.
The cutting into canyon walls is done in the majority of cases layer by layer -
by the preliminary splitting-off inethod with subsequent dumping of the blasted -
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ro~lc dc,wn. 13ut ~~t tl~e construction of the rock-eartli Nurekskaya dam, in or- _
drr ~o save LLn~e in individual sections, the cutting-in for the core of the
? d;~m w;is dc~ne i~y t~he mn~s cavi.n}; metliod, ~lso~�is"Cprcavl.nqBSV nwedi~tenffif t
- of r.l~~~ rc~clc hefnt; dumped down. The results
c~ently good pre~ervation of the rock in the zone ad~oining the core.
= COPYRIGHT: Izdatel'stvo "Energiya", "Gidrotekhnicheskoye stroitel'stvo", 1979
- 1U,233
- C50: 1822 ~
. -
1 ~
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_ I%LrCTRIC POWER AND POWCR GQUIPMENT -
- UDC 627.83:627.516
PASSAGE UF ICE DURING THE CONSTRUCTION OF SAYANO-SHUSHENSKAYA GES ~
- Moscow GIDROTEKHNICHESKOYE STROITEL'STVO in Russian No Aug 79, pp 25-28
[Article by V. A. Koren'kov, Candidate of Technica]. Sciences] -
[Text] In 1969~1975, during the construction of the Sayano-Shushenskaya GES, _
- the ice was passed through the narrowed channel of the Yenisey River. When _
- the trench of the second section was formed, the passing of the ice in the
course of 1976-1978 was accomplished through bottom holes of the first level.
During that period, the Siberian branch of 'VNIIG [All-Union Scientific Re-
search Institute of Hydraulic Engineering imeni V. Ye. Vedeneyev] conducted
~ field observations ~f the passage of ice. The results of these observations _
in combination with the materials on the passage of ice at other hydroengi-
_ neering complexes of Siberia [1-4] can be used in designing and construction �
_ in the future.
By the spring of 1969, an Lpper earth dam and a crib cap were erected (Figure -
1), The height of the darn reac~~?ed 20 m with a crown mark of 130 m, and the -
width along the crown was 8-12 m.
- In the section adjoining the crib $5 m lono, ~he head slope was reinforced `
with a riprap layer of up to 2 m.
By the spring of 1969, the crib cap had a height of up to 15 m and was com- .
_ posed of five cribs covered from the head side with metal sheaths 8 mm thick
7 m higher than the mark ~f 123 m.
- On the river side, the foundation of the crib up to the mark of 125 m was
reinforced with a riprap 4.5 m wide on the top and with fastened concrete
blocks 2 x 1 x 1 m3 laid along r.he riprap.
= By the spring of 1970, a trench of the first section was formed at the con-
struction site (Figure 2). The dams of the trench wer~ constructed of a gravel
- and pebble mass with a core of sandy loam [6]. The upper dam and the crib cap
were brought to a 1~'`, m mark.
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. _ . R , -
~ ' ' ~ ~ ~ ~ :t ~f w~; k^ ~.E
a+''.
r' e
_ i -
- ~ u I~ ~ ol,l '~~I ~ I -
-
i -
. . 4 A�~�~~VS~ ' � { f +t. _
t, . a -
_ ti -r ~ ~ .
--'r r'e?' ~~~..�'~r~;~; t " _ "
� rX I
y,~,'
C"f. rt~ ~~M l-Y ~
kr
, . , - sw K~_~
Figure 1. Passage of Ice Through the Narrow Section of the Transit
Channei of the Sayano-Shushenskaya GF,S on May 3, 1970.
~
- ~ i -
- . i
_ ~
~ ~ t;,~,_
"r`~.. - , _ ~
~~1 - - ~~_�~,,,~w:
e'.~~ _ . - ~ :.,,1
I
- � " " , -
~
~
.-�a---r.-~~.". - - . . , ~ ~ ~ -
- ~ ~ , c~�'. y. .
1
- ~ ' -
' . . _ _
Figure 2. fireaking of Ice Fields Druing the Passage of Ice
- Through the Narrow Section on April 26, 1972.
- The longitudinal dam 620 m long with a head slope of 1:2.5 had a riprap along
its entire length.
The upper crib cap extending in the direction of the narrowing section for
� protecting the longitudinal dam against er4sion by the stream and the de-
- structive effect of ice. The considerable length of the longitudinal dam
made it necessary to build a crib spur 40 x 16 m in plane 20 m high consist- ~
ing of two cribs covered with rock.
During 1970-1975, the outer contour of the trench of the first section prac-
tically did not suffer any substantial changes. The width of narrowing was
130 m or 0.4 of the river's width. Table 1 shows the main characteristics
_ of the conditions of the passage of the ice through the narrowed cl~annel. _
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~ Table 1
Main Characteristics of the Conditions of the Passage of the Ice Through the
Narrowed Channel at the Construction Site of the Sayano-Shusher?skaya G~S
- in 1969-1975
W ~L/ ~B~ugj~nKI71RA hLJjO ~~IIQ~'lI~T114[CKlll� x:qtiinie~nn:uinN n Iid40AC _ - -
(~�.MMd� 7!Y� f11+d1,CN8 lll.d~ ~I.II'OTd
uc;~or)'p 11ere u:~va- - - - _ Il~x~:ton;x~+� -
~ $ ~~c.~i,11fX'Tb ~rt~ unic~non
- ('u:u~ ~+~~uyxa na npniycxe II~r~4NpC1L" ~9~ ite~~enaA I l't.C~OCiL ~~c:~oxoAa. ~m.qa, ~~e ne;~auu:ro =
uu,~6~s- .~mna Tunuuu~a~ crHODUUII y~r~~~exb pacron y~nnHe rbAa xa w ix. q~ uc ~i Ni~vic
W.~~rr, 'C ~y M:uri.~ ncp~Hero eoAro. we*Ay I e~oAe e ~ ~ y~ -
- - - ~5~ 6~TC~"' I ~.�~,a. Y Y~~C le~~laMw kl~~i~�'~~ ie~ (12~ (13~ ~14~ _
_ ~
1'JG9 --74,5 �.V t~0-90 20-30 128,4 2700 i4,2 ?,5-3,pI ' 4 --;O,p --2_3-
_ 1'~70 ---5G,6 8.~' 50-70 15--20 122,3 750 1,7 0,8-I,0 3 10,p ?,0
14~71 --G3,2 27.iV C~(~.--100 25--35 126,0 1,6 2.5--3,0 8 G0,0 G-7
1!~72 -47,4 2G.1V f,0-80 20-30 I'14,2 2240 - 2,0 2 G 5 1-2
_ 1~~73 --49,4 23.IV (i0--90 15-25 123,6 420 - 1,0-1,2 4 8,5 1,0
- 1~i74 -51,8 �2.IV f,0--100 10-15 124,6 1500 2,1 :,3-1,6 7 ~-2
1475 -5f1,3 8.V 50-90 10-15 124,3 13U0 - 1,1-1,3 6 ~,p
_ ~Norm 6Z.5 degrees C.
, ~Strength corresponds to the cross-b~eaking strength (Rx ) in application
- to console specimens of ice with a cross section of hxhx3h for a destruc-
tive force "downward" (h thickness of ice cover)].
Key: 1. Years -
2. Sum* of air temperatures for November-March, degrees C
3. ~ate of the beginning of the passage of ice
4. Tce characteristics -
S. Thickness, cm -
6. Strength'F* of the main mass of ice, ton-force/m2
7. Hydraulic characteristics at the beginning of the passage of ice
8. Level of the upper pool, m
9. Water flow rate, m3/s
10. Level difference between pools, m .
11. Speed of ice at the entrance tr~ the narrowed channel, m/s
12. Length of the ice floating period, days
13, Ice runoff, million m3
14. Height of ice piles on the upper dam, m
~
. During all those years, field measurements revealed a substantial (up to 50%
and more) lowering of the cross-breaking strength of the bulk af ice during
spring periods. Three-layered ice was prodominant (snow-type on top, needle-
- type in the middle, and water-type below). However, during the periods of
the passage of the ice, the range of changes in its strength was sufficiently
~ great. The coefficient of the nonuniformity of ice strength (ratio of the "
- strength of the strongest ice to the strength of the bulk of the ice) reached
- 5. This reflected the difference in the thickness and structure of the ice, _
the height of snow on the ice, conditions of the location of the sections of
ice along the river (characteristics of the banks, peculiarities of the micro-
climate), etc. During the passage of ice through the narrowed chann~l at the
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construction site of the Sayano-Shusher,skaya GES, large ice fields came to _
the si4e From a sect~,~n of the river noC o~Jer 5-6 km long. In upstream sec-
- tions, the breaking up of ice was accompanied by the formation of ice gorges
in which Clie ice was crustted and melted su~stantially in some years. Or? May =
- 8-9, 1970, it was noted that an ice field B~160 m wide, hm0.7 m thick, R r
0.15 MPa [megapascal], approached the entrance to the narrowed channel -
at a rate of v~ =1.0 m/s and stopped there for a long period of time.
Thus, according to the conditions of the passage of the ice, the width of the
- n,~rrowing of 130 m was the minimum permissible width for the spring of 1970.
Difficulties with the passage of large ice fi.elds were also observed in the
spring of 1971. In the remaining years, the narrowing had a certain width
margin. Ubservations showed that the outer and height contours of the dams
and cribs of the trench of the first section and their structures accepted
_ in the project and carried out performed their functions successfully in suf-
fiently complicated (parti.cularly in the spring periods of 1969-1971) ice
conditions.
- During all of those years, the formation of motionless accumulations of ice
were observed in front of the upper dam. These accumulations protected it
against the i-~tensive dynamic influences during the floating of ice.
- However, ice piles 7 m high and movement of ice onto the slope of the upper
dam were observed. The height of the banks of soil forming during the move-
_ ment of the ice onto the slope reached 2 m. _
By moving the crib cap in the direction of the narrowed channel it was pos-
sible to divert the stream with ice in the direction of the left bank and to
protect the longitudinal dam against damage by ice. _
Large ice fields could not enter the narrowed channel because they were broken =
- under the influence of higher water surface gradients at the inlet section -
into strips 10-30 m long along the stream.
The passage of crushed ice from the ice gorges through the narrowed channel
progressed without difficulties. The force effect of such ice on the struc-
- ture was smaller than during the passage of ice fields. The depths within .
the limits of the narrow channel after the erosion of the alluvium in the
_ second year of the passing of ice were greater than 6-8 m. This ensured
� free passage of multilayered masses of ice from ice gorges within the limits
- of the structures. -
By the spring of 1976, after the formation of the trench of the second section
for passing water needed for construction purposes and ice, botton holes of
the first level and the spans of the crown 3ituated above the holes were pre-
pared. However, in the spring of 1976, just as in the two subs~quent years,
the flow of water during the passing of ice was insufficient fai complete
flooding of the bottom holes 13 m high with a threshold mark of 114 m, and
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. tl~ey worked as open spans 5.3 m wide at the inlet separ~lted by 10.8 m thick -
piers with a flat front side. The passage of relatively large maeaes o: ice -
- witii such size of ice-~ischarge spans was accomplished for the first time
i.~l t}ie practice of large-scale hydraengineering construction. Table 2 gives ~
I~usic informntion oii the conditions of the passing of ice through unfl~oded ~
l,ottom holes of the first level at the construction aire of the Sayano-Shu-
shenskaya GES during the spring periods of 1976 and 1977. There are a number -
oF cummon characteristics in the conditions of the passi�,~g of ice during the _
spring periods of 1976-1978 because the lower pool during all these years
(just as in the spring periods of 1969-1975) broke up earlier than the upper
pool. By the beginning of the passing of ice, ice fields were situated in -
Front of the structures in an area 2-5 km long, and 2-5 km higher were the ,
accumulations of crushed ice from gorges. The passing of the ice was progres-
sing in the conditions of sharp rise in the water discharge and, accordingly,
in the levels caused by the passage of waves from the breaking up of ice
gorges at the upper sections of the river. -
`
Table 2
- Conditions of the Passage of Ice Through the Bottom Holes of the
First Level of the Sa ano-Shushenska a GES -
Indexes Years
197 1977
Ntimber of open holes during the passage of ice. 9 9
Number of openings participating in the passage of ice. 8 6
_ Total width of the ice-passage front, m. 42.4 31.8 -
_ Ratio of the total width of the ice-passage front to the -
- river width in f_ront of the structures. 0.1 0.09
Depth of stream in iront of holes, m. 11 9
- Date of the beginning of ice passage. 4.V 2.V =
~ Speed of ice approach to the structures 3,3 3.1
_ Highest specific water discharge in the hol~s during the 40 30
- passage of ice, m3/s�
Difference of levels at the structures, m, 4.0 3.7
Thickness of ice, m, 0,9 0.9
Cross-breaking strength ofthe bulk of the ice, MPa [mega- 0.35 0.25
pascal].
Lengths of ice fields approaching the structures, m. 50-100 50-130 _
Greatest lengths of blocks of ice floating into holes, m. 10-15 8-10
~ Greatest specific discharge of ice through the holes, m2/s. 10 11
Ratio of the specific discharge of ice to the sp~ecific
discharge of water, 25 29
_ Volume of ice runoff, million m3. 8.0 7.0
An important problem which the builder encountered in preparing for the pas-
sage of ice through the bottom holes was the problem of their icing.~
_ Thus, by the end of February 1976, most of the bottom holes on the side of the
upper pool were filled by 30-70% with ice and slush along their vertical ex- _
. tent. On the side of the lower pool, the middle bottom holes were plugged up _
with ice and slush by 60-80%. This raised the levels in front of the structurea
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during the winter periods and incr~ased the thickne~s of ice in the vicinity �
of the structures.
Ti~e icing of the holes caused some concern with regard to their operation _
dtiring the passage of ice. By the ice-tloating period of 197fi, ice of up to
15 m wide was sCill frozen solidly in front of th? inlet section. During the ~
. passage of the ice, the ice was broken in two of theae holes. The extreme ~
ri_ght-bank hole did not let the ice through, because ice was preserved in the ~
course of the entire ice-floating period within the limits of the hole. For _
the same reason, holes No 7-9 did not let the ice through during the ice- -
floating period of 1977.
I� the three years of the passing of ice thr~ugh the bottom holes of the first _
- level under comparable hydraulic conditions, the conditions in the spring of
1976 were most complex. That spring, large ice fields whose bulk was solid
ice arrived the narrowed channel in front of the structures.
- At h=0.8~=1.0 m, R H~.3-MPa and a length of ice fields of over 50 m, they
were breaking under the influence of the hydraulic drop at the inlet into the
narrowed channel into strips of 15-25 m long along the stream.
IcP fields with lengths of up to 60 m, h~.8=1.a m and RN ~.3 ;-0.4 MPa ap-
proached the piers without breaking up.
- Large blocks of ice coming ta the structures could not be thrown down without -
- heing crushed. At approach speeds of 3.0-3.5 m/s, blocks of ice collapsed
partially at the impact in the zone of contact and in the majority of cases
cracked in the longitudinal direction. -
Tlle decisive factor facilitating the passage of ice was the submerging of -
tl~e lower part of blocks of ice after the impact by the oncoming stream
(Figure 3). At that time, the ice broke up and entered the spans chiefly in
tt~e vertical position. The water levels during the ice floating period _
reached the marks of 125.5-126.0 m.
- The above-mentioned nature of ice movement through the holes is the fundamer~~�
tal difference of the scheme of passing the ice through narrow deep spans .
- with wide separate piers from the schemes of passing the ice through spans _
of crowns with a low threshold, which ensures different requirements for ice-
discharge structures, For the schemes of passing the ice through narrow spans
- with wide separate piers (ratio of the pier thickness to the width of the
span within the limits of 1.5-2.5), the problem of prescribing the width of
the spans loses its original value. The problem of ensuring the depths of -
the stream the spans of over 10 m for approach speeds of the stream of over _
2.5 m/s acquires particular significance.
The high intensity of the arrival of ice to the bottom holes during all those
years resulted in the plugging of the upper part of their inlet cross sections
by horizontally floaCing pieces of ice. Under these conditions, there formed
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_ - . r > t ' . ~
' , ~t:
-
_ - ~
-
_
" ~..~5.~~..'~ ~ 4 ! _~~�yr =
_ ~.~-r_:~ s'y+iR~
,
.iMl~ .
' Figure 3. Breaking of Ice Fields During Their Passage Through
' the Bottom Holes of the First Level on 4 May 1976
i'
~
-
- i.,~ .
~~1~',~
I~~ ~~r ~~~~`~i.~~. ..e,,~_~. ~
~ . . , . ~ ' ~ 1~ `'Ni~t"' r ?
y~~`r~~~ ~ r
~ j~~' `~~iM~ ~wi' ' t Y=.x _
- t~" ~ ~'3~t'~~,~s~6 ~?i -
;
_
[ . '~''-`~..!t. i~ ~ ~�.:;~'.a:..~.___~...~-'r"i..._~- :i +
Figure 4, Passage of Ice from Ice Gorges Through the Bottom Holes of
the First Level at the Sayano-Shushenskaya GES on 2 May 1977
an ice barrier of up to 30 m in length along the stream in front of the struc-
t�res. When the approach speeds were up to 3-4 m/s, blocks of ice submerged
= under one another while approaching the ice barriers, and the accumulation of
ice ~id not spread on higher sections of the river.
- During the passage of ice through the bottom holes at the construction site
of the Sayano-Shushenskaya GES, it was observed that the inlet cross section "
_ was plugged up only partially by pieces of ice which were in a vertical posi-
- tion. However, even when the arrival of ice to the structures was relatively
_ high (specific discharge of ice in the holes up to 25-30% of the specific _
- discharge of water), the inlet cross section of the bottom holes were never
completely plugged up by ice up to 1 m thick at a cross-breaking strength of
up to 0.4 MPa.
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This is confirmed by earli_er theoratical studies on thi.s problem [5]. ~
- The passing of 10-point ice from ice gorges through the bottom holes at the "
construction site of the Sayano-Shushenskaya GES continued for 1.5-2.0 hours. -
T~o and three-layer acct~mulations of ice were up to 10 m in size, wt~ere 0.6-
1.2 m thick with R H=0.4 I~a. Individual strong blocks of ice (h~1,0 m,
R.H =0.4 N~'a) which assumed a horizontal position stopped frequently at the
_ inlet to the holes (F igure 4). Under the eftect of the coming masses of ice
and the stream, the accumulations of ice at the inlet to the holes were dis- -
nersed and moved into the holes chiefly in a vertical position.
- The conditions of the passing of the ice through the bottom holes ~aere con-
_ siderably easier due to the absence of lumber in the accumulations of ice.
Conclusion. During the construction of the Sayano-Shusheriskaya GES, the pas-
sing of the ice was accomplished in the course of seven years through a nar- _
_ rowed channe2 130 m wide, and through the bottom holes of the first level -
5.3 m wide in the course of three years. The bottom holes were not flooded
during the ice floating period and worked according to the scheme of narrow -
deep spans with wide separate piers.
It was established by observations that the outer contour and the height of
the earth ~ams and cribs of the trench of the first section and their designs
acceptrd in the project and carried out fulfilled successfully their functions -
in suL~ficiently complicated (particularly in the apring periods of 1969-1971) -
ice ;:onditions. -
For the first time ~n the practice of hydroengineering construction, the pas-
- sing of comparatively lsrge ice drifts was performed through ice-discharge
_ spans 5.3 m wide. The decisive factor ensuring suceessful passing of ice
under these conditions were the appropriate hydraulic conditions (stream
depths of over 9-10 m and approach speeds of over 3 m/s)..
Consideration of the experience Qf the hydroengineering complexes of Siberia
- built on rivers with heavy floating of ice made it possible to make simple
and economical decisions on individua~. problems (giving up high covering of
cribs, use of earth dams, and use of narrow bottom holes of the first sec-
_ tion). In the future, when using schemes of passing the ice through narrow -
bottom holes in more severe climatic conditions, it is necessary to consider
the possibility of their substantial icing and intensive ice formation in
them in the course of winter periods.
The solution of complex probiems of the passing of ice during the construc-
tion of liydroengineering complexes in medium and low section of large rivers
of Siberia requires further field observations at the hydroengineering com- _
plexes under construction and improvement of the calculation and modeling
methods of studies. .
17 -
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; Bibliography
1. Gotlib, Ya. L.; Koren'kov, V. A.; Korzhavin, K. N.; Sokolov, I. N.; and -
- Sokol'nikov, N. I. "Propusk 1'da pri stroitel'stve i ekspluatatsii ~
gidrouzlov" [Passing of Ice During the Construction and Operation of
Hydroengineering Complexes], Moscow, Energiya, 1~73. -
_ 2. Koren'kov, V. A. "Results of Field Observations of the Passing of Ice
- Through the Structures ~f the Krasnoyarskaya GES," GIPROTEKHNICHESROYE
STROITEL'STVO, Nc 7, 1970. -
3. Gotlib, Ya. L., and Gorina, I, V. "Ice Processes in the Area of the Con-
struction of the Ust'-Ilimskaya GES," GIDROTEKHNICHESKOYE STROITEL'STVO,
No 11, 1974.
- 4. Kozhevnikova, T. Ye. "Passing o: Ice Through Structures of the Zeyskaya
_ GES During the Construction Per~od," GIDROTEKHNICHESKOYE STROITEL'STVO, -
No 8, 1977.
5. Koren'kov, V, A. "On the Possibility of the Bottom Holes Being Plugged _
up by Ice," in the book "Nauchnyye soobshcheniya Krasnoyarskogo prom-
stroyniiproyekta" [Scientific Reports of Krasnoyarsk Promstroyniipro~ekt],
Krasnoyarsk, 1970. _
h. Korol', S. I., and Kazakevich, N. G. "Cofferdams of the First Section
at the Construction Site of the Sayano-Shushenskaya GES," GIDROTEKHNI-
CHESKOYE STROITEL'STVO, No 5, 1973.
Ct~PY[tIGHT: Izdatel'stvo "Energiya", "Gidrorekhnicheskoye stroitel'stvo", 1979 _
10.233 =
CSO: 1822
18 ~
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ELECTRIC POWER AND POWER EQUIPMENT
NEWS IN CONSTRUCTION AND OPERATION
I~loscow GIDROTEKHIVICHESKOYE STROITEL'STVO in Russian No 8, Aug 79, pp 55-56
i `
_ [News items] -
[Text] The flood at the Yenisey River started rapidly and unexpectedly. On
17 May, the water f low rate of the Yenisey was 1950 m3/s, and on 19 May it _
was 2775 m3/s.
Two spillway openings of the second level and an open spillway started work-
ing. On 21 May, the inflow of water was 5200 m3/s, on the 22nd 6300, and
on the 23rd of May 7000 m3/s. The builders mobilized all available resources,
and in an unusually short period of time (before 23 May, instead of 1 June
- according to plan) erected the first poles along the entire head front up to _
the design mark. Dam beams were installed in open spillways and gates in the -
spillway openings according to the design, a large complex of cementation jobs
_ was done, and the bottom openings of the first level were closed.
When the passing of the Yenisey water during the flood period was studied,
the aeration of the stream (saturation by air) was not sufficiently taken
into consideration. On 22 June, the diversion of aerated streams of water
was started through a water-dividing wall, 29th and 28th sections, at a dis-
tance of up to 30 m in the direction of the GES building. The available t..~~ps
could gump about 8000 m3 of water in one hour, but it was coming at a rate
of about 40,000 m3. The trench started getting flooded. There was a dangcr
- that the first unit put into operation last December might get flooded. _
At 10 hours 44 minutes, 23 May, the first unit was atopped, and mass ~vacu-
ation of the equipment was started. Oil tanks were sealed tightly and all -
systems were shut. Passages to the turbine and generator well were tightly
sealed by electric welding. The hydraulic unit was flooded. The gantry for
transporting concrete to the main concrete-laying cranes was put out of com-
mission earlier. Some dam beams in open spillways were raised and blown up,
and gates in spillway openings were raised (wherever possible).
The builders of the dam were not at a loss what Co do in this very complex
situation. They showed self-control, were well organized and persistent.
They struggled with the raging elements around the clack. The system of
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concrete delivery was reexamined, A 150-metEr belt conveyor was built from
the construction site of the GES to the third poles. The new system was com-
pleted in the beginning of June and made it possihle to speed up t.he laying -
of concrete in the structures of the hydroengineering complex. ~
The construction of a transportation tunnel for trucks with concrete from the
right bank to the dam o~ the complex is nearing completion.
The water flow rate ~n the Yenisey is decreasing. Powerful floating pumping
stations capable of pumping up to 17,000 m3 of wat~r from the GES trench in '
one hour have been assembled. A temporary deviding wall between the trench
_ of the GES building and spillway dam was built. On 12 June, the pumping sta-
tions started pumping the water out of the GES trench. Full dam walls were
installed at the spillway of the 39th section.
On 19 June, the unit was dried and the installers started restoration jobs.
On 21 June, the builders removed mud, oil, and slime from the crater of the -
- second hydraulic unit, and on 22 June, it was delivered for the installation
of the generator stator.
- From 14 to 21 June, a committee of the USSR Minenergo [Ministry of Power and
~lectrification] worked at the construction site in order to develop measures
ensuring the introduction of two more hydraulic units this year. The imple- -
_ mentation of the developed measures makes it possible to ensure the introduc-
tion of the second and third units in 1979.
On 22 June, the construction headquarters of the Sayano-Shushenskaya GES con-
firmed the possibility of the introduction of two additional hydraulic units
in 1979.
~ ~
~
On 6 June 1979, a second hydraulic unit started idling at the Kegumskaya GES.
After the necessary measurements, the unit will undergo a complex testing.
The concreting of the covering of the volute chamber of the third turbine
has been completed.
- ~ ~
~
- At the construction site of the Ingurskaya hydroelectric power station in the
Georgian SSR, the installation of the fourth turbine with a cagacity of 260,000
_ kW was started one month ahead of schedule. The laying of concrete into the
arch dam is progressing on schedule.
* *
*
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Tl~e first hydraulic turbine of 78,000 kW was put into industrial operation
- in,July at the Nizhnekamskaya GES which has a design capacity of 1,248,000 _
- kW.
The concreting of the volute chamber o� the seco~d hydraulic unit has been _
started. Its turbine is being produced at the LMZ [Leningrad Metal Plant]
and will be.complered in June. The assembly of large sections of the tur.bine
stator fo~ the hydraulic unit No 3 was done at the erection site. It is plan-
_ ned to complete the assembly in the crater in July 1979. _
* *
, ~
All construction jobs for the plant unit at the Yushkoozerskaya GES on the
Kem' River have been completed. It is planned to complete the rotor at the -
IMZ in the third quarter of this year.
~ ~
*
The construction of the Cheboksarskaya GES has Antered a new stage. They _
started receiving hydraulic equipmen~. It is being manufactured to order of
- the All-Union Key Construction Project at the enterprises of i~eningrad, Novo-
sibirsk, Kakhovka, and many other cities. Stators of the first two turbines
have been delivered and their installation was startedin the first half~of
June. The Cheboksarskaya hydroengineering complex is the final stage of the _
Volga power cascade. When it starts operating, the reconstruction of the
great waterway alvng the entire length of the Volga will be completed.
* ~
~
The most difficult section at the construction of the Arpa-Sevan tunnel was _
excavated ah~ad of schedule at the end of May of this year by thp brigade -
headed by S. Boryan. This made it possible to start its facing with conciete "
at an accelerated pace. The tunnelers struggled with the element~ at a depth
of 1.5 kilometers under the alpine Vyrdenisskiy Range. Thermal water, gases,
and high temperature made their work diificult. Hawever, their extensive
experience and excellent cooperation of all services and subdivisions helped
them. Aighly productive equipment ensured a rapid pace of tunneling. Less
than 300 m are left to complete the construction of ~he tunnel.
The 48-kilometer Arpa-Sevan underground route will be completed this year. _
It will change the channel of the Arpa River, directfng its water into the '
Sevan.
* *
. *
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- Tliree hillion :n3 of water discharged into the reservoir of the Ust'-Ilimskaya
GES during the days of the spring flood, This ensures a stable operating ,
condition of the hydroelectric power station during the summer navigation =
period and will ensure the possibility of maintain;ng a high water level for _
navigation on the Angara River.
* * `
*
_ Having covered more than 1000 kilimeters along the Zeya, Amur, and Bureya
rivers, river transportation worke.rs delivered cargoes to Talakan for the _
builders of the Bureyskaya GES f or the first time since the '~~ginning of =
the navigation season, The needs of the new Far Eastern construction si.te
. in structures and equipment are growing every month. During the summer and
F311, it is necessary to deliver to Talakan twice as many parts of res;den- -
'.~.al homes as last year. The Amur River transportation workers undertook ~
a consi~3erable part of deliveries. Dredging work was done on the 80-kilometer -
- section of tY:e Bureya River, and sandbanks were cleared. During the summer
shallow-water period, the water level in the Amur and Z.eya rivers will be -
maintained with the water from the reservoir of the Zeyskaya GES. -
~ ~
_ ~
In Dagestan, pre~aratory work is being done for the construction of the
Irganayskaya GES. The cutting of a transportation tunnel through a 4 km-long
mountain range has been started.
~ ~
, ~ .
~ Specialists of the Far Eastern branch of the institute "Energoset'proyekt" r
[All-Union State Planning, Surveying, and Scientific Research Institute of -
Power Systems and Electric Power Networks]have completed work on the creation
of a scheme of exrernal electric power supply of the eastern sector of the _
Baikal-Amur Railroad whose builders are now completing the construction of
= the Urgal K~ymsomol'sk-on-the-Amur section this aummer, one and a half yeara ~
ahead of schedule. This scheme is uaed now for designing 220 kV electric
power transmission lines and substations. The members of the branch have de-
livered blueprints for the electric power transmission linea from the Zeyskaya.
_ GES in the direction of Khabarovsk.
* ~
~ ~
On 3 June, our country celebrated Land Meliorator's Day. Land reclamation
has become one of the main trends of the technological progreas in our coun-
try's agriculture. The scale of the land reclamation construction in our
" country is larger than anywhere in the world. During the three years of the
Tenth Five-Year Plan, 4.6 million hectares of irrigaCed and drained land was
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delivered for use, and 23 million hectares of pastures were irrigated. Tfie "
construction of the Karakum canal in Turkmenistan and of the Kuybyshev irri-
gation and watering canal in the Volga Region is continuing and the construc- ~
tion of the Kakhovskiy irrigation system is nearing comple+tion. Water manage-
~ ment jobs are progressing extensively in all zones uf our country.
~ Land reclamation has been put on an industa~ial basfs. Land reclamation is
- done not only with the aid of reliable and effective machines, but also the
- most modern technical equipment. The results of the reclamation work are
becomLng more and more tangible. Constituting only about 9% of the arable
Iand, the reclaimed land yields almost 29% of agx~icultural products. The =
land reclamation workers marked their Y:oliday with new labor successes.
* *
*
At the lower reaches of the Amu Darya River, the construction of the Central -
Asia's largest Tuyamuyunskaya hydroengineering comglex is in full swing. This -
is one of the most crucial periods for the builders: they are preparing to
dam this rapid river. The wox~kers of "Tuyamuyungidrostroy" are working at an -
- accelerated pace. Each one of them understands that the completion of the -
_ water reservoir will make it possible to reclaim and irrigate 500,000 hectares _
oE new land. -
~ ~
. *
Tl~e salt lake Sasyk in the Black Sea Region will turn into a freshw~ter lake.
The ~onstruction of a 14-kilometer canal has been completed. It will connect _
the banks of the Danube and Sasyk Lake. By the end of this year, the Danube ~
water will start flowing through th~_s canal into the lake. Preparations for -
- this experiment are now under way. Powerful pumps are pumping salt watet
- from the lake at a rate of 25 m3/s and dump it into the Black Sea.
COPYRIGHT: Izdatel'stvo "Energiya", "Gidrotekhnicheskoye stroitel'stvo", 1979
10,233
CSO: 1822
. _
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.i.
ELECTRIC POWER AND POWER EQUIPMENT
UDC 621.311.4.002,2
ADVANCED SOLUTIONS IN CONSTRUCTION OF THE VOZEYSKAYA 220 KV SUBSTATION
Moscow ENER~ETICHESKOYE STROITEL'STVO in Russian No 3, 1978 pp 28-32 -
[Article by engineers A. I. Brenner, T. S. Burukhina, Ya. I. Kogan, L. P. -
Sidorenko and A. I. Khokhlov] ~
_ [Text] Construction of the Vozeyskaya 220 KV substation has been commi.s- `
_ sioned to the Elektrostroypodstantsii trust to supply eiectricity to
facilities located in the northern part of the Komi ASSR. The area or
thz subs~ation, which is situated on untillable land to rhe north of the
i Pechora railroad station, is free of development and is covered with -
- mixed forests of.average densit3~.
= The relief of the site is level, with small grades. The southern part
has a grade with a difference in absolute elevations of up to 4 m and in
~ the northern part it is to 1.5 m.
The soil conditions of the site are as follows: from the surface and down
to a depth of,3 m are a dark-brown peat with average degradation with wood-
- pulp remains and dusty loams with peat formations in spots, interlayered -
with sand. The soils show much frost heaving, and they have the followi~ag -
~ characteristics: jr= 1.9-1.85 ton/m3; C= 2.8-1.0 kN/m2; 18-17�;
E= 1400-800 kN/m2. The ground wuter level ie 0.3 m below ground.
The region for construction of the facility is character~zed by harsh
climatic conditions: the average yearly duration of the frost-free period _
is 132 days; the average depth of the snow cover is 55-80.cm; the dep~th ~ _
to which soil freEZes is 208 em; the normal dynamic wind preaeure is
490 N/m2 and the average annual absolute minimum temperature is -44�; the
site is in ice cover Region II. . _
The design for the substation uYider examination, which was completed by -
the North West Department of the Energoset'proyekt Institute, included
the following technical decisions: installation of two 220/35/10 KV trans~ -
formers with a capacity of 40mV�A each with voltage regulators were apeci-
fied; a circuit for two units with isolating ewit~hes and suto~iatic ~umper ~
connections from the transformer side was adapted at 220 KV; at 35 KV, a
. tapped syatem of~buabars (Fig l, a) was selected. -
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A aecision for tY?e portals to the busbars to be made from precast rein-
forczd concrete components (those for the 220 KV open switchgear unit to
be made from centrifuged concrete and those for the 35 KV open switchgear _
unit to be made from vibrocompacted concrete) was adopted. The supports
under the equipment were to be made from precast reinforced concrete -
. USO-5A supports with iJS0-5A-1 extensions. Their installation in drilled -
foundation pits with subsequent concreting was specified.
Frame-panel buildings are specified for the substation control point (SCP)
and the covered switchgear unit (CSU). There are casing type precast re-
inforced concxete foundations under the columns. It was proposed that
TPSKh panels 3Q0 mm thick and made from claydite concrete be used for the
_ enclosing stru~tures. The buildings have a gable ruof made from roll mate-
= rials with a_heater made crom foamed concrete with a density of 500 kg/m3�
The proposed dimensions for the buildings are as follows.: SCP - 12 x 24 m;
CSU - 6 x 24 m.
The erection of production facilities was also specified by the design:
an underground oil catch tank with a volume ef 85 m3 made from precast re-
' .inforced r,oncrete, a fire tank with a volume of 150 m3 made from precast
reinforced concret~, intrasite roads, oil discharge networks, waterpipe
networks and fencing for the substations.
The construction orga:lization was to have erected the substation within _
6 months, whereas the normal construction period is 15 months. Having to `
carry out operations in the harsh natural climatic condi.tions of the Far
_ North, the isolation of the site from plants and outfitting basea, the
lack of roads, as well as the technical decisions which were adopted did ~
- not permit the carrying out of the set task.
In connection with this, it was necessary for the trust to develop a com-
prehensive program for optimizing design decisions based on the adoption
of more advanced designs in order to reduce labor costs and construction
- periods to a minimum. Particular attention was devoted to decreasing the
weight and volumes of loads which must be transported over the winter road
_ from the Pechora station in short periods of time, Co reducing the typal
dimensions of the structures and to insuring maximum completeness of the
- sets of equipment and structures delivered to the site.
New decisions were developed by the trust as a result of an analysis of _
the most advanced designs, substation layouts and industrial construction
_ methods. ~
J The 220 KV OSU was made from a portalless design with rigid busbars and
anchor fasteners for the .?_20 KV high-voltage line outlets* The rigid
*The work "Investigation and development of structural decisions for com-
- plete 220 KV transformer substations" from the Gor'kiy Department of the
Energoset'proyekt Institute was used in the designing stage. -
25 ~
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i
f
- run urrt~t~, u~~; u~vLZ _
a~~, z
- ~ - - . - - - - -
J
1 a~ ~~--a~
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1 i
- - ~ I cut h ) � `
N - - !1 ~�ru b )
~ . -
. i L - ~ ~
- ,
en a~ '
79, B ~
- - ~
~ ~ r
~f . 3 ~ 6
.
~o, i
i -
~ -
A
aJ 5
~ l71, B ~
an a - .
Ilcut b) C)'
- ~ an z20~re
_ ~ ~
~ _ ~ b~ 4 3 6 .
. c~ o C~.;
,
- d/! 220NB
b
. SI~ s � 1 � ~ ' . � . �
SD
yl ~ . . a) .
R=A 6~6
_ f'~~ /1 cuc 1 cuc Il cu~ o .
~ N
. ~
~ _
1/000 40004000 /3000 5000 7350 6050 400 //000 9Q0 SD00~ 8000 6000 4000
~
_v_ S~~f00 3900 736f~0 ~ ZsUO 2500 50000 300~J 2300 J000
--~i
Figure 1. PYan of the Substation
Key:
a. According to the original plan a) Hy lines `
b. As proposed by the trust: b) Collecting baza _
1. 35 KV OSU c) 220 KV HV lines ~
_ 2. Flexible connectors d) B-B
_ 3. Transformer group e) b ~
4. CSU
5. SCP
6. 220 KV O~U 26
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busbars were designed to be double-decked, made from tubing 64 mm in
diameter and S m long. The material for the tubing was AV-T-1 alluminum
_ alloy. The busbars on the lower deck have bolt connections, with a span
of 16 m, and they rest on insulators (at the 6-meter mark). The rigid
busbars were connected with the columns of circuit breakers and isolating
switches by a flexible connector. The upper deck of busbars was supported ~
- by props (at the 8.2-meter mark) which were resting on the busbars in the
- lower deck (Fig 1, b). The site for the busbar to cross the road to the
transformers is rigid (at the 10-meter mark). This satisfies the over-all
dimensions being set by PUE [specifications for setting up electrical in- -
stallations]. The outlet to the 220 KV HV lines was specified without
portals, with the cables being fastened using anchored guy wires (Fig 2).
~
' ~ ~
~O C o g g A ,
~ M
- o
0
6 -
n ~
N ~ / ~ '
_ 1 Z Z 4 5~7
- Z -
3
3 3. ~
_ z23oo 9500 suno ~ � ~ ^
15500 500D 180D0
2000 _
Figure 2. Plan of the 220 KV HV Line Outlets _
_ Key: _
1. Insulator chain 5. High frequency suppressor .
2. Turnbuckle 6. Bus support
3. Anchor 7. Goupling capacitor �
_ 4. Isolating switch
A U-shaped layout for one of the sections was developed for the 35 KV OSU.
_ This arrangement permitted us to use rigid busbar sets and unitized equip-
- ment produced by the Kuybyshev plant "Elektroshchit." The rigid busbars
_ of the lower deck (at the 3.2-meter mark) rest on the columns for the
- units' isolating switches. In those places where insulation of the units
- was not specified by the layout, the busbars rest on special supports. ~
As is the case in the 220 KV OSU, the upper busbar deck is supported by
braces (at the 3.8-meter mark). The outlet to the 35 Ky lines was speci-
fied without portals, with the cables being fastened to the units.
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The rigid busbars used in the 220 KV and 35 KV OSU have a number of ad-
_ vantages: in light of the insignificant sagging of rigid busbars, it be-
- came possible to use switchgear designs of minimum height, which, in turn,
permitted us to avoid using portals; it was possible to use the simplest
support designs because of the absence of constant stresses; the low pro- .
file insured good visibility of the busbars and equipment; the support
insulators became more accessible for cleaning. '
Short, flexible 35 KV couplings fastened to tubular supports were used
- for zhe transformer group. The transformer was approached on the 220 KV -
side on the rigid busbar.
USV-5A supports 6.4 m long were used as supports under the equipment, on =
- the basis of the specific soil conditions, and this permitted us to reduce
- vertical planning operations significantly. H~re, tubular steel supports
developed by the trust were used in place of reinforced concrete components
necessary for increasing the length of the piles to the rated height. The
lower, bearing part of the support consists of a metal plate with rigidity �
fins (proposed dimensions 200 x 200 ~un). The plate was welded to the metal
insert of the pile head. The upper part of the column was made to be de-
tachable (proposed dimensions 300 x 300 mm), and it was made from plate
steel and had rigidity fins welded to it. The tubular pile may be cut off
at the proper place in the upper section to insure the necessary support
height when the piles are not driven particularly precisely, After the
= reference mark had been trued, the upper support section was seated on the
pile and welded to its body with rigidity fins.
- The decision was used for the first time in construction of the Usinskaya
220 KV substation, thereby reducing the weight and volume of the structures
which had to be transported significantly.
The fencing designs for the SCP and CSU buildings, produced by the Energo- -
tekhprom enterprise, were executed using folding metal fencing (SZR) with =
complex panels made from profiled sheet metal and the effective PSB-1
heater. The buildings were mounted on USB-5A piles (the 1D KV CSU). A
four-row mounting for the KRU [expansion unknown] distribution heads with
. two service corridors was developed instead of the customary two-row lay- �
out with the aim of making maximum use of the volume of th~ building. The -
total area of the building is 12 x 12 m. The cabinets were connected
using rigid connectors. The ICRU distribution heads were set on metal
ceiling beams attached to the USV-5A piles and raised one meter above the
- level-grading mark. Power and pilot cables were laid along metal shelves
� attached to the piles in the sub-floor area which was f.orrned. Power cable
lead~ from the CSU were made in two reinforced concrete troughs one meter j _
wide which were on the ground. The ceiling between the KRU distribution
heads was made from reinforced concrete slabs (Fig 3, b, b).
The SCP building design was decided upon in much the same way as the 10
_ KV CSU building, but with an elevated, heated floor. Cable was laid in ' ,
. 28 ;
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the control panel area without conduits in this case. A space 325 ~n
wide was left between the building walls and the reinforced concrete floor _
slabs. Boxes with three cable racks were hut2g from the metal parts of the
walls over the spaces. The cables were led into the building in reinforced
concrete conduits placed under the walls. The cables were drawn from the
- conduits into the box and laid out along the racke. The cable channel is -
formed beneath the panels by installing relay and power panels on No 16
channel irons. As a result, the cables were laid in bunches in the space
beneath the panels in between the channel bars. The power cables for the
panels supplying power for our own needs were brought in from the end of
- the building to insure the necessary bending radius.
- The outer fence for the substation, designed to be made from reinforced
_ concrete columns and foundation slabs with chain-link fillers, was replaced -
- by a column-less chain-link fence 1.8 m high, developed the Long Range
Transmissions Department of Energoset'proyekt Institute together with the
Elektrostroypodstantsii trust.
The cable was laid in metal conduits attached to the equipment in the open
switchgear units. _
Specific organizational-technological preparations were carried out taking -
the design decisions which had been adopted into consideration in order to
insure that the equipment for the facility was assembled accurately into
sets. After r~~eiving the technical specifications, a group of special- ~
ist~ departed for the construction site to evaluate local conditions. -
Blueprints, which were coordinated with the planning organization, were
drawn up according to the technical decisions which were adopted. A con- -
- struction organization plan and a plan for complete outfftting of the sub-
. station facilities with structural designs and building materials, with
their quantities and optimum deli.very having been determined, were also
drawn up. The peculiarities characteristic of northern conditions were =
taken into consideration: rehandling of loads, mainly in the wintertime, _
the impossibility of on-site assembly of structures, etc. A list of the
basic oner~t'c~s fpr ~~e preparar.ok-y and the TMAin ~onstruction periods,
their volumes, total labor costs, requirements for working cadre and equip-
ment were included in the work schedule. Deadlines for finishing construc-
tion operations on the facilities and their scheduling for equipment in- _
stallation w~ere determined using the schedule along with a time schedule. _
Power supply for construction was specified by the construction organiza-
tion plan to be obtained from a portable APEDS-200 power plant. Water
supply was also provided for. Organizationally, the complete cycle for -
erecting the substation was divided into two periods: the preparatory
period and the main period. The following types of operations were car-
ried out during the preparatory period: optimization Qf the design deci-
. sions; development of blueprints for the construction and the electrical .
parts of the substation; complete outfitting of the facilities w3th sets -
of designs and materials; organization of the construction base for the
- substation; moving the construction district; transporting the construction
29
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rux urrt~t~. uar. utvLr
equipment and machinery, housing trailers, materials, structures, etc. to
_ the Pechora station by rail and from there by winter road.
I~nc�. 3. 31'Y 10 :cli. y~~, I ~ ~ ~ ~ ~
- n nAuUitl uiut: ti nnau pucuunu�cwnrn wh~~~~~uu r '
- 1(I~Y: iuunuupnnou IU n[3: Y- tui~;i~~i N.I~Y. 1~~ ~ ~'I)
_ ~ ,;+j,~ ) ~ r~;;;; ~ ,
,~I~ ~~~,r ~ : i ~ ,
~ fi ~~~ti' , ' I ! i~~ �
a~ ~ ~~U{ed>! KON/I7 P 3Q3CMACNUA ~ I~;G;, p~f,i1'~ ~1 t~~, I~; 1
.
~ y y ~ C,~, ; ~ ~r : ~ . ~ -
i , i ~
J2000 . ~ ~i ; ~jlj ~ ~ ~ i;; : ~ .i~
- { 4 y
,I ~I t~ ~ ,.~IM,y ii
7~~~ ' . . _ ~ . ~ ~ ~ I ~ ~ ~ 1 ~ ~i ~ ~�~q! ~~P
_ Q I i ~ i ~ .
- 1{I~
C~
~
y0 900 /J50 2x900 � A-A
N ~ '
900 ~ I -
_ 1600 ~
954 , ~ Z ~ _
1600 N r~
~
1300 7x 900 = 6,~U0 4 0o p~ ti
900 1350 2x900 650 N ~20 ~ ~
�20J ' .
' 750
~f000 ~ 297 ~ 203 13 2250 3000 _ 3000 2250 1
fr~
a) /f o6u~eMy aoHmypy 3Q3CMACNlLA 6) b) ;
Figure 3. The 10 KV CSU
Key:
a. General view
- b. Plan for KRU distribution head layout:
= 1. 10 KV busbar conductor
2. KRU distribution head
a) To common ground circuit
� b) b.
Because of the accurate organizati,on o~ operations by Mechanized Column
No 52 and the trust's Production and Industrial Outfitting Administration,
all operations inciuded in the preparatory period were carried out by the
set deadlines. ~
30
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In the primary construction period (February-June), the construction and
- installation operations were carried out. This period began with prepara-
tion of the site and driving of the piles. A multi-unit bri~ade consist-
ing of 20 men did the work. According to the cost-accounting brigade con-
tract which was signed, the brigade took on the obligation to do all the
- work in 4 months and to have the 220 KV and 35 KV OSGs, the buildings for
- the SCP and the CSU, the oil flow and waterpipe networks ready for installa-
tion, i.e. to perform work for a total of R 387,000. In fact the work was
done for R 420,000, the average output per worker in the brigade being -
R 15,700 (converted to an annual basis). The trust's Production and Indus-
trial Outfitting Administration delivered the necessary materials and
structures according to plan, in accordance with the outfitting plan. The
metal structure workshop of the Production and Industrial Outfitting Admin-
istration's outfitting base produced the tubular columns and supports under -
the equipment and the metal structures for the floars of the SCP and CSU
units. They then dispatched them in complete sets to the construction
site.
The folluwing equipment and machinery were used during construction of the
facilities: a WPS-20/11 pile driver, an MRK-750 drilling unit, two K-156
truck cranes, a TK-53 tractor crane, a T-180 bulldozer, an 5-100 bulldozer,
a GTT Tread-type prime mover, an APEDS-200 portable electrical power plant
= and GAZ-66, Ural-375, MAZ-543 and MAZ-537 trucks.
The machinery dispatched from mechanized columa~ No 52's base was carefully
- checked and equipped with spare parts; experienced operators were chosen
to work with them.
As a result of efficient organization of the preparatory and main building -
- and installation operations and the practical solution of all questions
concerning outfitting of the facilities with materials and designs, and
- due to the constant assistance on the part of the client (Komienergo) and
local party and soviet organizations as well, erection of the substation _
was completed within the planned deadlines.
~ Gptimization of design decisions permitted u~ to reduce the consumption of
basic materials and, correspondingly, the weight of loads to be transported
(by 2.5 times) (Cf. table).
It is necessary to note in particular that the total consumption of precast
reinforced concrete was reduced by 65 percent. The insignificant 8 percent
increase in metal consumption was caused by the use of collapsible build-
ings. When constructing similar facilities in the future, metal consump-
tion may be reduced significantly hy using rapidly erected buildings made _
- from precast reinforced concrete with a high level of availability from _
the factory.
The total labor expenditures for construction of the sutistation were re-
duced to 1J5 of their former level, significant reduction being achieved
- 31 -
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Obi.eK'r noArraluU~a ~~~n+R Mcane- C~eTannrnipo� M ccu ne~kuo�
JU6CT(1H~ Kar~ 'r :fNNW% ~~pyyun, t
e) OfiY 119,G5~59 12,36/37,04 281,8/187
3PY I(i3,?/ 7 13,fi/:6,54 243,8/A9,9
OPY 220 xf3 ~ 207/7!l,8 ';O,~J~/32,H9 640~1/IbG,9
OPY 35 xB ~ 12(),;iG/b9,616,3/'?7,72 382,8/163,9
i) T~~aticcpopstarop- 122,16!53,7G 28,17/1'J,16 311,1 /138~6
Hafl rpyuna
j) O~pananoAcratt- 62,3/- 30,82/9,64 880,9/9,6
uN?+
k) NTOro 789,T/279,2 I142,3/162,9 ~ 1941/746 -
_ 1~ II p e M e~~ a x u c. R Rucm~rene aausf noKa3erenu po nepeaeannm
tqwy npoeKty, e siwMriaTene - no ne{xpaQo~raiurow+y.
Key:
a. Substation iacility
b. Precast reinforced concrete, m3
- c. Rolled metal, ton
d. Weight of transported loads, ton
e. SCP
f . CSU -
g. 220 KV OSU
h. 35 KV OSU -
i. Transformer group �
j. Substation fence -
k. Totals ~
1. Note: Values based on the initial design are given in the _
numerator and those for the re-worked design are in the '
- denominator i
due to fabrication of structures at plants and the trust's outfitting -
bases (buildings with a high degree of factory availabilit~, the 35 KV OSU -
units, the rigid busbars, cable support conduits under the equipment, etc).
The area occupied by the substation was reduced by 27 percent. The eco- _
nomic effect from the use of advanced structural designs at the substation
was R 134,000. ,
The State commission which accepted these facilities recommended that the
developments proposed by the trust for erecting similar substations under -
conditions in the Far North be utilized.
COPYRT.GHT: Izdatel'stvo "Energiya," "Energeticheskoye
stroitel'stvo," 1978 -
9194 ~
CSO: 8344/0115
j -
32 =
FOR OFFICIAL USE ONLY -
~ ~
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II,ECTRIC POWER AND POWER DQUIp1~iT
unc 621.311.4.ooi.2 -
, FAST ERECrION OF 35 - 220 KV SUBSTATIONS
- Moscow IIdERGETI(.'I~SKOYE STROITEL'STVO in Russian No 4, Apr 78 pp 3-4
[Article by G. L. Korobov and I. Sh. Piven', engineers]
[Text] The plan for the further development of power in the lOth Five-Yeax
Plan period calls for building about 90~0 35 to 220 kv substations. This
mass erection of substations focuses the attention of designers on a con-
, stant seaxch for new efficient solutions tha,t would make it possible ~to
re3uce sharply construction time, material intensiveness and the cost of
the buildings as a whole with maximum industrialization of the construction- -
installation work.
' Che of the results of the work of the Northwestern Department of the
Energoset'proyekt Institute in this direc~ion was the creation of a series �
of fast-erection substationa (BMP).
_ The ba.sic difference between the BMP and traditional substationa is a new
- in principle approach to the design solution of individual elements and their
mutual layout. This makes it possible to eliminate the use of portals for
- bueing and to reduce to�a minimwa (and for substations made according . _
to simplified arrangements, practically eliminate) xork on erecting founda.-
tions for the installation of unit equipment.
_ The first atudies were ma,de on a 110~10 kv single-tranaformer substation in
_ an arrangement of a unit-l~.ne-transformer with an isolating switch, and on
- a 110~10 kv two-transformer substation in a bridge ar'rang'ement~with a switch _
in the cross connection and isolating switches in the tranaformer circuits. ,
The high voltage unit equipment ia mounted on a cote~on structure supported
at one end on the end line pole~ installed at the center of the substation
and at the other end on the 6 to 10 kv RU [Distribution system' (types
KRUN or ZRU), or on a mobile UTB ~expansion unknown].unit. Thus, the high ~
_ voltage equipment of ea,ch txo-transformer substation is located on.different
sides of the pole perpendicular to the side of the approach of the 110 kv
high voltage line; the poWer transformers are installed on the low voltage
RU (RUnn) on the continuation of the unit axes not~far from the exterior
fence.
33 -
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1 Z
~
.
. ~
_ ~ ~ ~
- _ ~
- ~
~ 49 ,
71
2i �
~6� 2. Sites of vaxious substations (example of a 110 kv substation site
at Koltushi). '
i' ~ 3. Typical substation
2. KTPB
,
i
34 ~ ' -
~
FOR OFFZCIAL USE ONLY � !
i
~
i
. . ~
.
- . .
; . . .
s... . . , .
. . . . . ,
; . , i_.,.
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Table
Indicator BMP According to typical Savings~
design 96 .
Area of substation, 1360 3600 62
m2
Total consumption:
concrote, m3 87 20~�5 57�5 _
structural steel, tons 12.2 14.7 17
control and power
cables~ km 2~6 4.4 41
_ Total cost of
construction,
looo rubies 2~. 5 331 � i z6 � 2
Including work~
- construction 42.98 9~�38 55
installation 40.15 4~2.12 5
La.bor, men-shift 1573 2~~ 3w�5
The Table ahowe a compaxison betWeen BMP and traditional technical-economic
indicators (as applied to the 110 kv Koltushi subetation).
35 ~
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~ Wher_ necessary, the crocs connection equipment between the tnits is located
on the two other sides of the line pole and is installed on individual
f otuzdat ions . -
_ The arrangement of all substation elements adopted provides ea~y access to
- and safe servicing of the equipment, including each unit individually (while
- other units remain in operating condition) using series produced ma,chines.
Detachable links axe provided in the enclosure should it be necessary to
~ bring in machines or take out equipment. -
Busing of all the ORU [Open distribution ~ys~i;em] (with the exception of the -
sections between unit elements and switches in the cross connections which -
are made of aluminum pipes) axe ma.de ma,inly with flexible conductors.
Taking into account the arrangement features of aLgiven substation, the RUnn
is divided into two paztis with the electrical connection between being either
flexible c~'~le or bus cross bars.
- To locate relay protection appaxatus, there is an OPU ~ex~.~,,nsion unknown]
building at the substation made of "sandwich" panels~ UTB units and other
well-known structures using a great deal of prefabricated ma,terial. Cables
are laid either in the open or in metal pipes in prefabricated trays.
Since the end pole is located in the centEr of the substation site and~
therefore, all aubstation elements are located within the protection zone
of this pole, special means for lightning protection of the ecjuipment are
not required. -
The 110~6 kv Koltushi substation is an experimental industrial proto~~ype of
the first substation of the BMP ~eries, being built by the Sevzapelektroset'-
stroy Trust.
T~Jhen BMP series production is o~ganized under plant conditions, this effect
. will be even greater. _
It should be noted that the axea allotted for the BMP ia even smaller than
- the axea occupied by the KTPB (Fig. 2). . -
In the future, it remaina to develop a 35 to 220 kv BMP series using unit
and bridge arrangements on the high voltage side with two- and three-winding �
transformers .
After accumula.ting sufficient exp~rience on building and operating the BMP
prototypes,i~ is advieable to change over to the ma,nufacture and complete ~
delivery of such substations by corresponding plants. ~
COPYRIGHT s IZDATFG'STVO "ENERGIYA" ~"II~iERGErICHE5IC4YE STRQITEG"STVOs , 197$ -
. 2291 ~
eso~ 8344/oiib -
_ 36 i
- FOR OFFICIAL USE ONLY ~ ~
i ~
_ � . i
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FOR OFFICIAL USE ONLY -
II,EGTRIC POWER AND POWER DQUIPMENT
UDC 621.311,4. 002 "4" -
_ BUILDING i10 KV SUBSTATIONS ACCORDING TO COMPREf~1SIVE DESIGN R
Moscow ~iERGErICHE5K0YE STROITII,'~STVO in Russian No 44, Apr 78 gp 4-7 ~
~ [Article by G. P. Grosmaxi, engineer]
- [Text] Until recently the Energoset'proyekt Institu~e de~+reloped typical
comprehensive substation designs for a limited number of arrangementa. The
basic efforts of the institute were directed to the development of individ-
ual structures, units and distribution systems (RU) that ma.ke up substations
according to typical arrangements. By 1977. unit development spanned the
entire range of elements.
At present simplified arrangements of subatations are designed basically -
for 110 kv with ORU (Open distribution systems~ of the higheat voltage and
up to 63 mega,volt-ampere transformers. In 1977-1978~ about 500 complete
substatione (single-transformer) will be built for an annual requirement of -
1300 unita. It will be necessary to build 800 substations on individual
projects on the basis of equipment being supplied in bulk. Obviously, the -
time has come to create comprehensive designs of substations with the most
frequently used. ORU arrangements. _
According to the IIiergoset'proyekt Institute data for 1974-1975r of the -
14 typical QRU 110 kv arrangements, only 5 were used in 6 to 3896 of the =
cases covering 8696 of the requirements. The remaining arrangementa were
used in 1.3 to 2.996 of the casea. Although 2 years of.statistiCal data
_ cannot serve as a basis for introd.ucing radiGal changes in design technology~
~ l~oxever, ~udging by. prellmixiary aual3~sis, .the experience of a tgpical com- -
prehensive substation design for the most used arrangemonts should 3~stify =
= itself.
Building substations according to typical comprehensive designs provid~s a -
- uniformity of technical solutions, simplifies them and makesit less expen-
sive to design and build, and eases the supplying of facilities under con- ~
struction with structures, equipment and materials.
_ ~ Calcula,tions made show tha,t after the development of a typical comprehen-
sive design, taking into account the most f`requently used arrangements~ t~e -
typicaliza,tion peraentage will be about 90. ~ � -
37 -
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In a typical comprehensive design, previously developed typical designs of
units and structuras axe being used which axe being applied at present in -
concrete designs. _
_ On the basis of design and construction experience in racent yeaxs, certain
changes were introduced in these units which ma,de it possible to reduce
_ the distances between the circu~.t breakers in the transformer circuits and
eliminate circuit breakers ahead of the isolation switches in the 110 kv
transformer circuits etc. (see Fig.~ _
'i'he design is intended for use in all clima,tic belts with the exception of
- northern regions where special equipment is required, as well as high moun-
tain regions. In air-polluzed regions, design corrections and the use o~'
stronger insulation axe p~rmitted.
A typical comprehensive design was developed for two substation modifica- -
tions s
= with two and three-winding tra,nsformers (110~10 and 110/35/10 kv) with a
capacity of up to ~6 megavolt-amperes with the possibility of replacing -
them by two 25 megavolt-ampere transformers;
with two trans~ormers with a capacity of up to 46 megavolt-ampez�es which,
if necessary, could be replaced by two 63 megavolt-ampe~e transformers.
Single-tranformer substations can easily be desigxied on the basis of the
two-transformer design. -
Designs axe being developed for three versions of the electrical circuits
= for the 110 kv ORU: two units with isolation switches and a nonautomatic
cross connection from the line side; the same with an automatic cross con--
nection f~om the transformer side; a bridge with a switch in the crosa
_ connection and an isolation switch in the transformer circuits.
An arrangement is being adopted for the medium voltage (35 kv) with a one
bus system sectionalized by a switch; at a 10(6) kv voltagei a one bus
system sectionalized b~ a switch, two bus systems ~ectionalized by switches
with double reactors at the inputs to the low voltage transformers and two '
= bus systems sectionalized by switches.
In applying a typical design of an RU arrangement to vaxious voltagesr. the `
- selection made depends upon the type of connection of the substation to the
networko the power of the transformers being installed.~ the magnitude of
_ the short circuit currents, the number of 10 kv bus sections~ the number of
_ lines being connected and a number of other factors.
� The ba,sic element of a substation is the transformer on which the switching
, arrangement, the grouping,the structural execution and the operation depend.
In this connection, it is especial3.y important to provide a uniform solution
for the transformer installation units and their connections to the distribu- -
_ tion systems of all voltages which wi3.1 facilitate raising the ~
38
FOR OFFICIAL USE ONLY
~
. ~ -
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industri.alization of construction when changing over to fully prefabricated
substations.
The typical design which was adopted is an arrangement in which the trans-
formers axe installed neax the common motor vehicle highway with a flexible
110 kv~ bus passing :hrough it (it is planned to repair transfprmers in their
~ places ~f installation by means of truck cranes).
It is recommended to use truck trailers to deliver the transformers to where
_ they will be installed and to have a siding on which a tractor with a trailer
could be accommodated.
All typical arrangements have the same transformer installation units~
transportation axrangements and RU for all voltages, lead-outs of cable
channels and trays, and design of 10 ana. 35 x,~ bus bridges. The axrange-
ments of 110 kv and 35 kv ORU were adopted. acco~sd.ing to existing typical '
designs flattened.. type on standardized structures.
The design of the 35 kv bus connectionsbetween the outlets of the transform-
ers and the 35 kv ORU is of considerable importance for locating the 35 and
110 kv ORU as close~ as possible to the outlet of the 110 and 35 kv lines
on the same side. The typical design adopted is an arrangement of conduc-
tors in the vertical plane. This makes it possible to reduce the width of
the corridor for the 35 kv aonnections by 8 meters. For a site length of
about 90 meters, the axea occupied by the substation decreases considerably
by 700 m2)~ the length of the 10 kv bus b.ridges (by 8 meters), the fence
~by 16 meters) and the cables between the 11fJ kv QRU and the 10 kv KRUN
[Complete distribution system for outdoor installation] become shorter with
a corresponding reduction in the length of the cable trays. -
The design uses 10 kv KRUN~systems ma,de by the "Elektroshchit" Plant with
the cells located in one or txo rows, depending upon the number of sections
(two or fot;r) and enclosed installation when the building is 9 meters wide.
The 10 kv RU arrangements provide for the possibility of building the substation
by stages, i.e.~ put in o~eration ame row af 10 kv RU with~the first trans-
former.
_ It is desirable to bring 35 and 110 kv lines out into a common corridor from
substations located on the outskirts of populated points or wi.thin built-up
axeas. Sometimes lines are brought out in opposite directiona (this ver~ion -
of the axrangement was adopted for the 110 kv KTPB made by the Kuybyshgv
"IIektroshchit" Plant).
F`requently there arises the necessity for bringing 35 and 110 kv lines out -
into corridors located at a 90� an61e to each other. The des3gn permits -
the use of any of the indicated solutions, as xell as any mutua,l disposition _
- of 35 and 110 kv ORU.
. 41
FOR OFFICIAL USE ONLY -
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000200020037-7

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000200024437-7
FOR OFFTCIAL USC ONLY
At substations with three-winding transformers the control~ relay protection
and automa.tion syatem apparatus axe installed in the OPU building 6 x 13
meters; with a two-winding transformer-in a 6 x 12 meter building.
The disconnection of the 10 kv line awitches, equipped with spring drives -
is done by direct action relays; when electromagnetic drives are used, the
solenoid circuits for connec~ing the switches axe fed by BPRU rectifiers.
Transformer protection is actuated by the automatic connection of a short-
circuit device or by the transmission of a disconnect pulse to the circuit
= breaker at the feed end. ~
bcperience in operating i10 kv substations with up to 63 megavolt-ampere
transformers indicates that it is inadvisable to build stationaxy fire-
fighting systems and emergency oil drains with oil collectors.
A questionnaire conducted by the IIlergoset'proyekt Institute when collecting
proposals for reducing constru~'.:ion costs substantiates the advisability of -
such a simplification. -
_ One possible version for reduaing costs is the construction of a sma11 3
water drainage network connected to a well with a capacity of about 2 m~
equipped with a pump that keeps oil collecting pits ready to receive oil.
The pump must be blocked automa,tically when the transformer is damaged.
The design described is the first experiment in developing and introducing
a comprehensive design for substations that reduces the costs of design and ~
construction, as well as accelerating the putting of the facilities in
- operation.
COPYRIGI~a IZDATEL'STVO "II~IERGIYA", "IIdERGETICI~KOYE STROITEL'STVO, 1978
?291
~~so~ 834~ E~ -
42
~ FOR OFFICIAL USE ONLY
- ~
,
` , ~
i
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000200020037-7