JPRS ID: 9279 USSR REPORT ENERGY

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• Content Type: REPORTS

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JPRS L/9279
, 29 August 1980 .
U SS R Re ort
p
ENERGY
CFOUO 17/80)
F~~$ FOREIGN BROADCAST INFORMATION S~RVICE
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- JPRS L/9279
29 August 1980
USSR REPORT
EJVERGY
(FOUO 17/80)
CONTENTS
ELECTRIC POWER
Structural Elements of Fifth Pawer Unit o~ Nov~ovoronezh AES
(G. P. F`il'kova, V. S. Strel'niko~a; ENERGETI~iESROYE
STRUITEL'STVO, Jun 80) 1
Basic Structural, Process Designs of Main Pawer Unit of
WER-lUOQ Reactor
(S. v. Belolehin, et al.; ENERGETIQiESKC1YE
STROITEL'STVO, Jun 80) 9
F'[TEI.S -
Forecasting Development of k'uel-Energy Complex in USSR
(A. A. Makarov; IZVESTIYA AKADEMII NAUK SSSR.
ENERGETIKA I TRANSPORT, May-Jun 80) 37
~ - a - [III - USSR - 37 FOUO]
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ELECTRIC POWER
UDC 621.311.25:621.039.693
. 1 _ . . - . ~ ~ ~
' STRUCTURAL ELEMENTS OF FIFTH P(7FIER UNIT OF NOVOVORONEgi AES
Moscow ENERGETICHESKOYE STROITELtSTVO in Russian No 6, ~un ~0 pp 2-5
jArticle by Engineers G. P. Fil`kova and V. S. Strel'nikova] _
[Text] One of the basic structures involved in the main facility is the re-
actor division. It is a cylindrical building with an outside diame-
ter of 47.4 meters, a height of 76.4 meters consisting of unsealed (to the
11.00 meter mark) and sealed (above the 11.00 meter mark) parts.
The sealed part a closed shell of cylindrical sliape with gently sloping
dome is designed to take forces which arise under the eff ect of the
loads in the construction, operating and emergency periods and also local i-
zation of the consequences of a possiole emergency and protection of the
environment from radioactive conta~nination. The shell is designed for a
maximum excese pressure of 0.415 MPa and a temperature of 150� C, and it is
made of pre-stresse~? reinforced concrete with diagonal reinforcing of the
cylinder. It consists of spatial reinforcing blocks 6 X 9 meters and weigh-
ing up to 10 tons with inside facing. Special mechanisms for putting ten-
sion on the reinforcing are instal.led at the top and bottom of the ahell.
Strands of high-strength smooth wire 5 mm in dia.meter passed through poly-
ethylene chanr_~=1 formers 225 ~n in diameter have been uaed as the pre-
stressed reinforcing. The channel fcrmera are laid in three rows in the
center of the concrete cross section of the cylinder.
The inside facing of the protective shell and the horizontal covering at the
' top of the floor at the 11.80 meter mark performs the function of a sealed -
loop containing the radioactive materials which could fill the shell in
~ case of an emexgency. The high quality of the welded joints of the sealed
loop ha.s been achieved as a result of str~ct observation of the requirements
of the eff ective nerms when performing the ~telding operations and during
quality control of the welds.
In order to check the tightness of the welds used when installing the sealed
loop by the helium probe method, special battens are placed along their
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rux urrl~lEU, uaG utvLz
lenbth into wnich helium is pumped. Keeping the battens during the opera-
ting period permits periodi,c mon;Ctoxing of the seal of the ~telded ~oints if
necessary and timely detection and elimi.nation pf possihle leaks. When
testing the protective shell for tightness and seal, an excess pressure of
up to 0.415. MPa has been created in it.
In order to check the condition of the facing of the domed section there is
a special bridge used during installation, welding, quality control of the
dome welds and painting it..
The inside structures of the sealed part of tfie shell are saturated with
process conduits and foundation parts. When erecting the shell
broad use is made of steel cells. A steel cell (see Figure 1) is a three-
dimensional module of two f acing sheets (the distance between them is equal
ro the wall thickness) joined by reinforcing elements for rigidity. The
steelsheets 6-8 mm thick perfo~m the functions of the working reinforcing,
decxing and facing. For coupling the steel sheets to the concrete,stays made
- in the form of angles and pins are provided. When necessary, in case of
high loads, additional reinforcing 25-32 mm i.n diameter is installed with a
. spacing of 150 to 200 mm.
The length of the steel cell is 3-6 meters, its height is equal to the "floor"
height (6-9 meters), and it weighs up to 15 tons.
The metal covering structure is the same module, but with one metal sheet at
i.:~~ bottom.
The inside structures of the sealed part of the reactor division are made
basically also from steel cells with previously installed process conduits
and special applied coatings. A total of lO,lOG tons of steel cells have
been installed in the fif th power unit of the Novovoronezh Nuclear Power
Plant.
The application of industrial structural designs in the reactor division has -
led to significant reduction of labor expenditures at the canstruction site
as a result of transf er of a number of operationa to the plant (see thE
table).
In the reactor division, in addition to the steel cells th.ere are also struc-
tures capable of withstanding high emergency loads. In particular, the
wall of the overload pool is made i.n the form of a reinforced concrete struc-
turP tvith concealed steel beams. The floors and ceilings and the hatches
- above the steam generator facility have the aame structural design. The
execution of the f loor& and ceili'an~ from x'einf orced cancrete with ordinary
_ reinforcing would be connected with.great dif ~iculties in vieur of the com-
plexities of its conf igurati.on and the nature of operation. Accordingly,
the floors and ceilings have been des~~gned f~om metal box beams~ the insiue
cavities of which are filled ~tith concrete. The secti,ons of the floors and
ceilings between the metal beams are reiz1forced witfi.rods welded to their
edges. Thus, the metal beams serve a~ the bear~ng elements of the floors
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~
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Structuzal designa made of Steel ahella
monolithic re3.nfqrced concrete
At the plant ~ the con~ At the plant On the con-
struction site struction site
Manufacture of Installation of Manuf acture of Installation of
- reinforcing and reinforcing ~nd steel cells steel cells
forming modules forming modules
with welded
joints
Manufacture of Installation of Manufacture of Welding of joints
mounting parts mounting parts mounting parts between cells
and con:iuits and conduits and conduits
Installation of Installation Pouring concrete
, forming slabs of mounting
and scaffold~ parts and -
ing' conduits
Pouring con- Application of Final surface
crete the first finishing
f inished layers
Dismantling of
the forms
Preparation of
the surf ace
Priming ttie
surface
Final f inishing
of the aurface
Dismantling the
_ sca.f f olding
and ceilings, and the concrete performs the functions of biolog;i.sal shield-
ing. The box bearing beams are arranged in such a way that they also simul-
taneously frame the hatch openings over the steam generators.
The covers of the large hatchea over the steam generators ~rere previously
made all-+metal~ wh~ch compli,cated tfi,~:~.r transportation and operati.on and
maintenance. The exces~s preasure under th,e hatchea rec~ui.zed the application
of seala and cut~ff~. ~h~,ch. ~zere complicated to tnanufacture and maiz~tain.
Therefoxe tfie dec~sion was made tv n~ake the hatch covers ~n the form of
metal box structuree (they serve a~ tize bearing elements~ filled with con-
- crete which perfoxins the functions of hiological shielding. Under loads
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~
8
1
~ Z.
9 '
7 ~ ~
2 ~
3
6 �
Figure 1. Steel cell with two-sided sh,eet and rod reinf~r~ing.
1-- steel sheet; 2-- angle stay; 3-- vertical diaphragm rods;
4-- reinforcing rod; 5-- reinforcing pro~ections into the
floors and ceilings; 6-- cross reinforcing; 7-- horizontal
diaphragm; 8 stays.
directed downward, the hatch covers rest on the floor in ordinary grooves.
Under loads cr eated under excess pressure and directed upward, the hatch
covers are held in .place by metal piates welded to the frames of the
hatch covers and the framing in the opening. The seal of the space betweeh
the hatch cover and the f loor, is insured by installing battens above and
below the floor welded along the outline of the hatch by water-gas imper-
meable welds.
Among the basi c structures making up the main facility i~ al;so a special
facility. The inside stx~icture of the special facility was designed from
_ three-dimensional modules-- the so~called reinforced concrete cells.
These structur al elements are made in the test area as foll~ws. Making a
thr~e dimensional reinfozcing module 6 x 3 meters in size and c,~eighing about
_ 20 tons, it is equipped w~,th the necessaxy process conduits. After double
submersion of the structuzal elemernt (on botb. sides) in the form wi.th the
_ concrete and further treatment of it in a eteam chamber,_ zhe hollow three-
dimensional ~tod ule r~ reinforced concrete cells i.s r~ady for transporta-
= tion and installation where it is going to be used. The thickn;~ss of the
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concrete layer of the module is 7 cm. After installing several &uch wall
type reinforced concrete cells and ~:nstalling the joining reinforcing, the
hollow space inside the ce21s i,s fi,lled ~t~,th concrete us~ng v~brators (Fig-
ure 2). Thus, structural integralness of the biological shielding (w;ithout
welds and cracks) is insured along with its industrial nature and, the main
thing, a reduction in the expenditures of labor. The latter is achieved as
a result of exclusion of the operations ~rith respect to installation and
dismantling the special forms inasmuch as the reinforced concrete cel.ls
themselves serve as the form and also in connection with the f act that the
laid process conduits are installed in the test area.
Further improvement of the structural design of the reinforced concrete cells
will be promoted by the application of specisl coatings in the test area.
The volume of the reinforced concrete cells manufactured in the construction
of the special facility for the fifth power unit for the wall and floor
structures was 17,000 and 6000 m3 respectively or 81~6 of the total volume
of tlie structural elements of the special facility.
The list of operations performed at the plant and at the construction site
when using the steel cells and structural elements of monolithic reinforced
concrete is presented in the table.
l.� ~
L
1
~~f. ~ J~ ~ .
~ - `~ti
~1~:~~ ~Y J~~~
. -~~i~'~-~:\ jti~,.~.f. , ~ .
~
J_
~5~1 11~` .
.
1 �
1,
~
1
0
~ oO
O~~ ~
4 '1f'
o~
~ ~
Figure 2~ ~'ragment of the wall and ~ei~~g ~ade o~ xe~forced
~ concrete cells~
The tank$ ~or s,toring xadioactive li:qui,d~ a~e conlpletel~* ox partially lined
with carhon or corrosion~resistant steel (depend~zig on the purppse of the
facility). Th,e lining is, a welded steel sfieet 3--4 wa thick faatened in the
concrete by~various stays welded to it. Increased xequirements are imposed
on the tightness of the lining welds.
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1 .
o
.
. PLE- /p~ ~
r
2 ' ' ~ A
~ ~/1~
p � .
_ 1
--t- ' 2 .
,
' - . .
~
7C
Figure 3. Diagram of the beam cage. 1-- brace and tension
member, 2 deaerator.
The individual facilities have double li.ning, the structural design of which
permits discovery of leaks and determination of the location of the leak.
For example, between the layers of the double steel lining of the floor of
the holding and overload basins there is drain ing concrete which permits
organized removal of the leaked material. The two layers of the lining are
connected to each other so that there is a space between them into which
inert gases are pumped for quality control of the welds after installatton ~
of the linings and during operation of the electric pawer plant. This offers
the possibility of operative detectior.i of the location of a leak in the
lining and reduction of the repair tY.me. In addition, when creating pressure
between the lining layers that exceeds th~e pressure of the liquid it is
possible to stop such leaks.
In contrast to the ordinary grooved decking, the decking of the "dirty"
facilities outside the protective shell is made of smooth sheet material
with spot welding of the channels onto the smooth sheet.
By the strict operating conditions of the facilities of t'~e reactor division,
increased requirements are proposed on the finishing of their surfaces. The
surfaces of the sealed metal shell are protected by an epoxy coat;ing with
preliminary aluminum plating. The sur�aces of the facilities subjected ta
the cunstant e~fect of rad~oact~ve and chemi.cally active l~quids and also
the surf aces inaccessible for inspect~on and repair during operation and
_ maintenance of the nuclear power plant have a lining of corrosion resistant
steel.
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The machine rooin and deaerator module are also bas:Lc structu~es pf the main
facility. They are in the form of a building that iS xectangular in plan
view 156 x 63 meters i,n s~ze~
The metal supporting frame is fortaed by the multistory frames of the module
stack and the frames of the machine room adjacent to them. The columns and
bars of the stack are designed to be solid~-wall with rigid support. The
upper units f or supporting the machine room fraruCS aLC hinged. The stability
of the frame in the transverse direction is insured by the rigid frame of
the stack; in the longitudinal direction,'by ti~e installation of vertical
couplings and braces between the columns.
For the columns of the frame and the bars of the stack, 16G2AF steel with
increased strength was used instead of low-alloy steel. This made it �
possible to save about 20% of the metal when building the frame (by compari-
son with making the frame from low-alloy steel). When erecting the frame,adjust-
ment-free installation of the columns and preliminary consolidation of them
into installation modules at the constrvction site were realized.
The girders of the machine room are trapezoidal in outline with triangular
web. The booms and struts of the girders are made of lOG2S1 steel. Twelve-
meter insulated plates made of shaped steel sheet were used f or the floor
covering. The crane beams under two 125 ton cranes were split, made of
lOG2S1 steel.
In the supporting structures under the deaerators a system of beams and ten-
sion braces was used to exclude the horizontal loads on the bearing beams
and posts. This extinguishes the horizontal forces from the thermal displdce-
ments of the support of the deaerator tank (see Figure 3).
Standard foundations made of pref abricated reinforced concrete of the light
type for the supporting walls prefabricated panels were used as the
foundations of the A and B column frames.
In all of the structures of the main facility, underground hydraulic insula-
tion made of shaped polyethylene was used, which made it possible to reduce
the expenditures of labor on the construction and to improve the reliab ility
of the structures of the main facility.
The auxiliary structures (such as the sanitary and administrative facilities,
passageways, and so on) were, as a rule, completely made of standardized
pref abricated elements.
The structure of the fifth power uni.t of the Novovoronezh Nuclear Power Plant
is a new phase in the construct~on o~ nuclear power plants with wa~er-cooled,
water-~aoderated r. eactors ~
The increa$e im unit poc~er and the application of i~nproved component and
technical designs in the fi.,fth poFrer unit witii the WER-1~00 water-�cooled,
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water-moderated power reactor by compar3,son w~th the ppwer un;Ct with the
WER-440 reactox made it possible to j.ns,ure the following (on xeduction to
the corresponding power)s
A decrease in size of the production huildings hy 3U~;
A reduction in the labor expenditures on erecting the basic structures by
10-13~;
Reduction of the stainless steel used when t,uilding the structural elements -
by 30% and also the concrete and reinforced concrete by 8%.
COPYRIGHT: Izdatel'stvo "Energiya," ~'Energeticheskoye stroitel`stvo," 1980.
10845
- CSO: 1822 _
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r~LECTRIC POWER
UDC 621.311,25:621~31.~02~2;624,074.4.627,07
BASIC 5TRUCTURAL, PROCESS DESIGNS OF MAIN PaWER UNIT OF WER-1000 REACTOR
Moscow ENERGETTCHESKOYE STROITEL'STVO in Russian No 6, Jun 80 pp 5-18
[Article by Engine~rs S. L. Belokhin~ A. K. Belyanichev, Architects 3. I.
Kartashev, B. B. Kim, Engineer Ye. V. Minayev, Architect V. G. Sheynkman, `
= Engineers R. K. Kozochkin, A. Z. Krichevskiy, Candidate of Technical Sciences -
Yu. G. Khayutin, and Engineers I. S~ Vinogradov, and D. V. Prozorovskiy] _
Architectural Planning of the Power Unitl
The placement of the buildings and structures of the main power unit
of the WER-1000 water-cooled, water-~oderated power reactor (the f ifth unit
of the Novovoronezh Yuclear Power Plant) on the master plan was determined
by their process and transport interconnection, the relief of the terrain,
and the territorial arrangement of the industrial site (see Figure 1). -
Tha adopted design provided for the arrangement of the buildings and struc-
tures of the nuclear power plant on two mutually perpendicular axes. The
main axis was located parallel to the longitudinal axis of the machine room
and passes through the main facility, the crosswalk and the sanitary- house-
keeping facility, separating the structures into the zones of the primary
and secondary circuit~( stric~ and free regimes, respectively). The axis -
perpendicular to the primary axis passes through the area in front of the -
plant, the administrative building, the second crosswalk and the sanitary-
hc~usekeeping facility.
As a result of the complexity of the relief of the site, the area in front
of the plant and the industrial site are on different levels. The area in
front of the plant, which is at the level of the road, is used for a;.cess
of puhlic and pxivate transportation to the administrat~on building. The
railroad and the truck route ~or reaching the industrial site are on the
1This secti,on of the azt~,cle ~as ~~tten ~.}r a~cfi~.tects I, Karta~ev,
B, B.. K~ut and y, G~ SFie~nIauan. ~
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r~ih ~~pCl.l,IfU, UJG ~/IVLI
lower 1eve1. The pedestxian walkways and service paths are clearly
marked and do Zot intersect. ~
The three-di.mens.ional plann;ialg of the complex includes tiie terraced levels,
the retaining walls, stairs, f ixed ramps and small archit ectural forms.
The central group of structures of the power unit is made up of three basic
f acilities joined by crosswalkst the main facility, sanitary-housekeeping
and administrative facilities.
- The most significant with respect to size is the main f acility (see Figure
2) joining the machine room and the deaerator stack (the free regime zone),
the reactor division and the special facility (the strict regime zone) .
The reactor division is located inside the right angle formed by the machine
room and the special facility. In order to localize the consequences of -
possible emergencies, this structure is made in a protect ive prestressed
monolithic reinforced concrete shell with inside sealed metal lining. The
shell is a vertical cylinder 47.4 meter; in diameter, 76.4 meters high with
a gently sloping dome.
The machine room is made in the f orm of a rectangiilar building 51 x 156 me-
ters in plan (13 spans of 12 meters each) and 32.4 meters high. The com-
positian of the machine room provides fo:r the possibility of placement of
heavy equiprnent in the range of the bridge crane and railroad siding, The
railroad spur is located on the permanent end.
Two turbounits with side condensers installed in this building have trans-
verse arrangement with a main service elevation of 5.60 meters. The suppor-
ting frame of the machine room is metal; it i3 formed of transverse frames
installed witl: a spacing of 12 meters in the longitudinal direction. It is
adjacent t~ the metal frame of the multistory deaerator stack. The roofing
is made of insulated 12-meter panels manufactured with the application of
shaped steel sheeting. The floors and ceilings of the machine r~~om were
made of prefabricated corrugated reinforced concrete slabs 3 x 3 meters in
size at the zero datum; the wall enclosure is made of pref abricated claydite
concrete pane:.s and VAZ lighting panels.
The deaerator stack is a rectangular building 12 x 156 meters in plan view
and 46.8 meters high. It is adjacent to row B of the machine room. The
electrical engineering devices are placed at the elevations from -4.10 to
+9.80 meters. The frame of the stack is metal, it is formed of transverse
frames installed with spacing of 12 meters, The f loors and ceilings are
formed of standardized pre=stressed reinforced concrete slabs with 12-meter
span.
The special fac~,lity is adjacent to the reactor division and the deaerator
stack. It is a pzefabricated monolithic reinf~rced conerete building '75
meters wide and 85 meters long consisting of 5 spans of 15 meters each.
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On th.~ ~ongitudinal side there is a xa~.lroad spur cqIIUnon with the reactor
di~;ision. In the special ~acil~t~r are the proceSS systews sezv~,cing the
reactor division~ the ~'d~xty''' ~orlcs,heps for repa~r~ng the equ~pment from the
primary circuit, the fresh and spen~ fuel ~to~agest tY~e soli,d and liquid
waste ~torages, and the exhaust ventilation center.
The composition of the set of structures of the fifth power unit of the Novo-
voronezh Nuclear Power Plant has the following advantages;
Compact planning;
Clear separation of the main facility into "clean" and "dirty" zones;
Reduction of the extent of the "dirty" process couplings of the primary cir-
cuit as a result of blocking of the reactor divisi~n and the specialized
facility;
Limitation of the paths of transportation of the "dirty" equipment to the _
workshop to the boundaries of the "dirty" zone;
Clear separ.ation of the pedestrian ways of the "clean" and "dirty" zones but
also inclusion of intersection of these paths with the service and transport
paths.
In the opinion of the authors, f urther improvement of the layout of the nu- -
_ clear power plants with WER jwater-cooled, water-moderated power reactors]
reactors must proceed along the path of developing a standardized monclithic
unit, improvement of the eff iciency of the composition by maximum blocking
of the process system (above all, the safety systems) considering the opti-
mal process relations and also a decrease in the overall dimensions of the
equipment and broad application of consolidated industrial plant manufactured
structural products.
Development of the Structural Design for the Protective Shelll
One of the most complex problems wnich ho~,d to be solved when designing the
main WER-1000 power unit was the development of the structural design for
the protective shell of the reactor division intended for localization of a
possible emergency in the primary coolant circuit (see Figure 3). In case
of a rupture of the primary circuit when the pressure of the vapor-gas mix-
ture in the reactor division can reach 0.5 MPa, the protective shell must
maintain the seal (the admissible leakage of the vapor-gas mixture of no
more than 0.1% for 24 hours after th.e emergency). The load from the pres-
sure of the vapor~gas mixture on the utalls and tlze floors and ceilings of
the shell will be about SQQQ MN. Tb.e tensile stzesses can reach 1~ MN per
1This section o~ the arti.cle was prepared by Engineers Ye~ V~ Minayevx S~ L. -
Belokhin, A, K~ Belyanichav, A, Z. Krichevskiy, and Candidate of Technical
Sciences Yu. Gt Khayutin,
11
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~
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rva urcl~ieu, u~n viv~..i
,
~ \ ~ /~'~i r
. \ ~
\ I I ~I 11 /
12
_ _ . ~
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~
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oao �
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1 1
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. ~ , .
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~
Figure 1. Master plan of the fifth unit of the Novovoronezh Nuclear Power
Plant. 1---- machine room; 2- deaerator stack; 3-- reactor division; 4--
special facility; 5-- ventilation pipe; 6-- compressor; 7-- administrative
facility with mess;, 8--- sanitary-housekeeping facility; 9-- desalinated
water tanks; 10 diesel generator; 11 r- outdoor transformer installation;
= 12 pumping station; 13 nitzogen and hydrpgen receivers; 14 -y- diesel
fuel area; 15, 16 --r crosstaalks; 17 passageway; 18 --r s,ewage pumping sta-
tion; 19 parking area; 20 access to the plant territory; 21 cooling
pond~
meter of wall with an iz~side d;Cameter o~ 45 mete~s and a height o~ the shell
up to 76 meters.
12 . ' -
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There are several basic structural des~n~ for the sT~e11s coz~reapondi,ng to
the indicated requizements~
~ On the basis of the results of analyz~ng the designs of shells existing in
world practice by- specialists o� the TeploektroproyekL Institute, a version
of a prestressed reinforced concrete sfi,ell was adopted. With respect to the
level of prestressing (5000 to 10,000 kN per meter of wall), tenaile force
of the reinforcing elements (to 10,000 kN each), the total volume of pre-
stressed reinforcing (about 1600 tons for one structure), the prestressed
protective shell of the reactor division of the f if th power unit of the
ivovovoronezh iluclear Power Plant has no analogs in Soviet construction.
When developing the structural design of the main protective shell, consider-
ing the necessity f or conversion in the near future to series erection of
such shells, it was necessary to provide for the possibility of constructing
them by industrial methods in the shortest possible time and with minimum
expenditures.
- By assignment of the master planning agency the Teploelktroproyekt Insti-
. tute the model and the theoretically calculated studies of the stressed
state of the structure was performed by the NIIZhB [Scientif ic Research In-
stitute of Reinforced Concrete], the LPI [Leningrad Polytechnic .Institute],
and Gidroproyekt. The construction technology and the nonstandard equipment
for erecting the shell were developed by the Orgenergostroy Institutel. The
problems connected with building the nonstandard equipment were also studied
by the PKB [Design and Construction Off ice]of Glavenergostrcymekhanizatsii
and the Gidrospetsproyekt Institute. -
On the basis of the results of scientif ic studies, technological develop-
ments and preliminary analysis of the basic structural designs it was neces-
sary to select a configuration of the protective shell which was optimal from
the point of view of the stressed state and construction technology, to
define the parameters of the basic assemblies, select the optimal arrangement
of the reinforcing elements and their structural design and also determine
the bearing capacity and the method of anchoring the reinforcing elements.
During the process of the investigation the study was made of several
sche.~nes for arranging the reinforcing elements orthogonal, helicoidal
(see Figure 4), helicoidal-loop, orthogonal-loop, and so on. It was estab-
lished here that each of the investigated designs has both structural- ,
process advantages and def i,cienci.es jl, 2] . The results of the structural
calculations and the technical-econotuic analysis permi.tted establishment of
1The Tqost coznpl~cated s.et Q~ prphletq~ cqnnected ~t~,th cxeat~ng the prestress--
ing systeu~ ~tas xe~Qlved in seyeral vearg~:cans fiy~ tb.e ~xgenexgostxoy~ and the
Gidroproyekt Insti;tutes (tha prestxess~ng syste~ created by~ tiie Orgenergos--
trom was adopted ~or production~~
13
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rvtt urrl~ltw UJ~ utV1,Y
the fact that the baSic ~actors determi,ning the compet~,t~,~enes,s qf the
compared vexsio:ls of the stzuctuXe ai'e lpsse~, of stress as a result o~
friction of the curvilinear rej.,~~orcing elements aga~nst the channel for-
mers and also the ratio of the cost of the anchozing structures in 1 meter
of stressed reinforcing elements. I~ere~ if the indicated ratio for the -
anchor attachments of various types and reinforcing elements of different
designs varies within relatively small limits, the stress losses as a result
of friction and the overc~nsumption of basic materials connected with them
can vary significantly dependino on the angles of bending of the reinforcing
elements and the friction coeff icient. By the technical-economic calcula-
tions, the eff icient areas of application of the various reinforcing systems
- presented below were established (as a function of the friction coefficient
u):
u> 0.2 Orthogonal layout with 4-6 pilasters
u= 0.08 to 0.2 Orthogonal-loop layout with 3 pilast~rs;
helicoidal
u ~ Helicoidal-loop
For determination of the friction coefficient of the stressed reinforcing
elements of various types under conditions spproaching natural conditions
to the ma.ximum, dugout test stands in the form of fu11-scale fragments of the
shell were built j3]. More than 7Q tests of the reinforcing elements were
run on the spans with calculated tension of 2400 to 10,000 kN, Reinforcing
elements were tested in tlie form of bundles of parallel, smooth high-strength
wires (f ree-lying and with periodically installed couplers and polyethylene
channel forming tubes both without lubricant and with high-consistency
lubricant greases (graphite and gun lubricant). The minimum losses of
stress from friction (u z 0.08) were obtained when testing bundles of parallel
free-lying wires using PVh gun lubricant as the antifriction and anticorrosion
compounds. During the tests it was established that the complexity and vapor
consumption of the anchoring of the wires and strands increased with an in-
crease in the unit power of the reinforcing element. The structural design
of the continuous coiling reinforcing element with thimble anchoring was
proposed as an alternative solution, The tests run on these reinforcing
elements with calculated tension of 10,000 kN demonstrated their high aggre-
gate strength (a coefficient of unit str.ength 0.94 to 0.96) j4].
As a result of the performed scientif ic research and planning and design -
developments in the working design of the protective shell of the main power
unit with the WER-1000 reactor# a helicoidal (with optimal angle of A=
35�15') layout of the stressed reinforcing elements in the form of two-loop
continuous coiling bundles of 450 parallel free--lying high strength wires
5 mm in diameter was adopted, The calculated force of the prestressing of
each bundle was 10,00~ kIJ. The zeinfarcing bix:?ches are ~,nstalled in poly-
ethylene channel ~ozzuing tul~.es t~plded in the walls and the dome of the
shell (with. shifting to the outside suxface of the walls), In the vextical
walls of tfie shell the channel for~ers are arranged in three rows; in out--
side and inside layers, with lef t-hand thread of the helical line, and in
the mi.idle layer, w~th rigti.t--fiand tfiread. Por the dome provisi,on was made
for a two-layer arrangement of the channel foruiers crossing at a right angle.
The anchoring of all of the reinforcing bunches was on the rigid upper
14
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cornice and in tYie tunnel under the supportfng fiottom of the shell. Each of
the Uundles was put under tens~,on ~rom one dizection. The anchoring was
staggered; each o~ the two installed zo~rs of buncfies was equipped with ten-
sion anchors from opposite ends, as a result of which ~snif orm tension of the
structure was insured consider~ng th,e friction of the bunches against the
- channel formers. The joints of the vertical walls of the shell with the
floors and ceilings were made rigid, with developed transverse crosa section
of the upper cornice of the lower bracket. The reinforcing of the shell was
. made of large three-dimensional reinforcing modules including the outside and
inside reinforcing grids, the sealing lining, the stiffening girders made
of shaped rolled products and the channel former sections. M400 concrete
was used for all of the structural elements of the protective shell.
As a result of the successful solution of the broad set of scientific research
and planning and design problems, the developed structural design of the pro-
tective shell of the power unit with the WER-1000 reactor corresponds fully
to the effective international norms, and with respect to the primary parame-
ters it is not inferior to the foreign structures built in recent years.
When developing the structural design for the shell, Soviet experience in
the industrial erection of structures from large installation modules with
- a high degree of factory prefabrication was taken into account (Figures 5,
6). All of the structural elements of the shell were made of Soviet material.
The construction and installation operations (including the set of operations
with respect to manufacture, installation and prestressing of the reinforcing
cables) were realized using Soviet process equipment, a significant part of
which was created in the process of constructing the shell.
The construction and prestressing of the protective shell in the fifth power '
unit of the Novovoronezh iluclear Power Plant were completed in August 1979.
The experience in erecting it completely confirmed the expediency of the
_ adopted structural-process solution, and the results of the testing under
emergency pressure conf irmed the reliability of the structure itself. At
the present time analogous shells are being erected at the sites of the
first phase of the Southern Ukrainian and Kalinin Nuclear Power Plants (two
power modules each).
The experience obtained as a result of developing the f irst prospective
shell permits operations at the present time with respect to the creation of
prospective structural elements for the shells.
Prestress System with Calculated Tens~le ~orce on the Reinforcing Cables of
10, 000 k2J1
When buildi,ng a pilot power unit with a pyER~lOQO zeactor~ the necessity
arose for cxeati.ng a pXestressixlg s.y'stem witfi. a tension on the
1This sect~on was written by Engineer A, Z. KricheVSkiy,
1.5
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1�VI\ VPI' 1.\.l!\L. UJ1S 11lVl~I
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~4 13 J2 11 10 9Q 8O 7~ Q6 S 4Q 3 2~ ~
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Figure 2~ Plan view (a~ and sect~on (h) o� the ~,ain fac~,lity of the f if th
module. 1--- xeactor division; 2-~ ~pec~al fac~lity; 3~-,- machine room; 4
deaexator stack; 5--~ stxuctuze for e.~uergency storage of boron; 6--
ventilation tuhe; 7.--- steam generators; 8-- tanks for storing boron; 9--
turbines; 1Q generator; 11 condenser; 12 activator; 13 separator
and steam superheater; 14, 15 low`-pressure water Iieaters Nos 3 and 4; 16
KM125U2/p125/20/5 electri.c br~dge crane; 17 deaerator; 18 ~ trans-
former; 19 volume compensator; 20 Tiydraulic tank; (continued next page).
16 �
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. FOR OFFICIAL USE ONLY
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APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300024451-4
rvi~ VPC1l~1t1L uJ~ vivL1
G'~;; a~
~ y .
~ y
i~~~`~ ~
~ ~ . ~ ~li~~~~Y~
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Figure 3~ Reactor div~sion of the power unit with. WER-1000
reactor, 1--- reactor; 2--�. stea.m lines; 3--- PGV-1000 steam
generator; 4-^ main circulating pump; S--~ cutoff plate; 6
volume compensator; 7-~- escape lock; 8---~ over-
load unit; 9--- 40Q ton bridge crane; 10 protective shell,
18
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reinforcing cablPS of 10,000 kN. Accvrd~,ngly, at the Orgenergostroy Insti-
tute a system was developed including twQ--loop reinforcing cables [3, 4J
blind and tension anchors~ the mounting parts of the anchor assemblies (the
anchor blocks), the channel formers, hydraulic jacks, the p~ping stations
with monitoring and control systems (see Figure 7). In addition, the pro-
cess of prestressing the reinforced concrete structures using this system
and broad nomenclature of specialized equipment were created which permitted
mechanization of the processes of the ma.nufacture and installation of the
reinforcing cables, the channel former sections and anchors and also the
processes of putting them under tension and preserving them.
The technical specif ications of the two-loop reinforcing cables made for the
protective shell of the pilot power unit with VVER-1000 reactor are presented
below:
Calculated prestressing 10,000 kN
Rupture force 14,000 kN
Weight of 1 meter of cable 70 kg
Cable diameter (with respect to the leading
f ittings) 130 (185) mm
Number of wires in the central crossection 450
Number of layers of wire on the loop sections 10-12
Wire diameter 5 mm
Ultimate strength of the wire 1.7 mPa
As the channel formers, tubes are used with a diameter of 225 mm and a wall
thickness of 5.5 mm made of high-strength polyethylene (PVP type L). The
ultimate tensile strength of the PVP is 20-40 MPa, the density is 0.94 to
0.96 g/cm3, the weight of 1 meter of tubing is 3.94 kg j5].
Before installation, the tubes are assembled into sections 6 and 12 meters
long which are heated and bent so that the radius of their curvature will
be 34 meters. By using hot upsetting, one end:of each section is shaped ~
like a cylindrical bellmouth. During the installation mounting of the
tubes the bellmouth is heated and pressed on ~the free end of the adjacent
section. The bellmouth technique is used also to join the channel formers
with the mounting parts of the anchor assemblies (the anchor blocks) made of
two coaxial seamless tubes with supporting plates normal to their longitu-
dinal axis.
Tension and blind anchors are installed on the anchor blocks.
The tension anchor consists of an oval thimble with through transverse open-
ing for joining to the hydraulic jack, a threaded sleeve and shaped nut for
fixing the reinforcing element in the stressed state. Before the beginning
of tension, the threaded sleeve is installed inside the anchor block, and
the shaped nut, outside in such a way that its end surface is f itted against
the supporting plate. The loop of the reinforcing cable laid on the upper
surf ace of the thimble enters the channel former through the opening in the
hollow threaded sleeve where the wires are grouped into a tight bunch.
19
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� ~'Vl\ Vt'1'1\iJ.t11.i UJL' \/l\L1
The blind stationary anchors are made of two parts the teardrop insert
and di$trib.uting bushing c~ith s,haped open~ng for the loop section of the
reinforcing cable encompassing the i,nsert.
The basic parameters of the tension (in the numerator) and the blind (in the
denominator) anchors are presented below;
Calculated load 11,000 to 10,000 kN
Maximum fixed drawing (travel) 750/-- mm
Length 1250/500 mm
Diameter 480/380 mm
Mass 820/225 kg
The tension of the reinforcing cables is realized by the DG-1000/800 four-
cylinder hydraulic jacks which develop a force of 10,000 kN under a pressure
of the working f luid in the hydraulic system of 34 MPa (see Figure 8). The
cylinders are made three-chamber, which permits summation of the tensile
forces when feeding the operating fluid simultaneously to the pressure
chambers of the hydraulic jack housing and the plunger. The liquid
exerts a pressure simiiltaneously on the front and rear covers of the plunger,
causing advancement of it. The plungers are retracted ~ when the
middle return chambers are filled with the working rluid, and the pressure
chambers are connected to the drain line. The like chambers of all four
hydraulic cylinders are combined by the parallel scheme using annular mani-
folds connected to the pumping station by high pressure flexible hoses.
T~e hydraulic cylinders are arranged in a row joined in pairs by rigid
diaphragms with through transverse openings for installing the pin. After
sliding the hydraulic jack over the thimble of the tension anchor the pin
is inserted by the pressing mechanism into the openings of the hydraulic
jack housing and the thimble and they are joined together.
During the tension process when feeding the working fluid under pressure to
the pressure chambers of the hydraulic jack the plungers rest on the support-
ing plate of the anchor block, and the housing of the hydraulic jack con-
nected by the p~;n to the thimble;~of the tension anchor is shifted backward,
pulling the threaded bushing out of the anchor block. Here the locking nut
withdraws from the mounting part, and it must be fitted tightly against the
bearing plate as the reinforcing element is drawn.
The basic parameters of the hydraulic jack ar.e presented below:
Calculated tractive force (under a working "
fluid pressure of 34 MPa) 10,000 kN
Travel:
Maximum (without binding) 800 mm
With binding 1500 mm
Pressure in the hydraulic system (maximum) 40 MPa
Weight of the j ack (dry) 3 tons
Overall dimensions (with plungers retracted):
Len~th (including the manifold) 1460 mm
:'20
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,r. c~ti
/~y~>,
~ ~ . ,
t ~ . _ ~.a
~ _ ~f ~
_
% ' ~ s~
, ~ ~ ~ , ~ 4
, ~ ,
. a ~ ,
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N
~ . \ , ~ '
\ti
, � \
~ ~ ~
~
- , ~
- 5
~I
'~I1 ~
f ,
Figure 4. Schematic of the arrangment of the prestressed
reinforcing in the protective shell of the pilot power unit.
1-- helicoidal reinforcing cables installed in the vertical
walls of the shell; 2-- reinforcing cables installed by the
orthogonal system in the dome of the shell; 3-- tension and
blind anchors; 4-- upper cornice; 5-- lower bracket.
Width (without mechanism for press-
ing the connecting ptn) 645 mm
Height 970 mm
Diameter of the connecting pin 160 mm
As a result of the presence of several replaceable devices for ~oining to
various types of tension anchors, the DG-1000/800 hydraulic ~acks can be
used for prestressing not only two-loop reinforcing cables with continuous
coiling, but also bunches of individual sections of wires or strands. The
application of the long-stroke cylinders and the possibility of binding the
anchors of all systems permit putting tension on reinforcing cables 50~ to
600 meters long,
21.
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i vi~ v~ L~. L~a, u.~u Vl'ILL
The faed of the working fluid to the hydxaulic jacks is accomplished using
submersible pun-~ps (I~IS-400/lOQ) . The basic units of th:ts pump are mounted on
the horizontal panel i,nstalled on the upper flange of the rectangular oil
tank as a cover. The flanged electric motors are mounted on the panels for
driving the high and low pressure pumps, the pressure gages, the control
valves of the high pressure systetn, the arms of the hydraulic distributor
of the low pressure hydraulic system, the f ill tube with cover and breather,
the input lines and the adjustment nuts of the saf ety valves. The high and
low pressure hydraulic pumps are attached to the bottom of the panel by
supporting brackets (in the operating position these pumps are submerged in
the oil). The pumps are connected to the electric motors by vertical shafts.
The oil lines, safety valves, low-pressure hydraulic distributor and oil
filters are also attached to the bottom of the panel.
The basic parameters of the NS-400/100 pumps are presented below: -
Maximum pressure in the delivery lines:
High pressure 40 MPa
Low pressure 10 MPa
Hydraulic pump f eed (at 1400 rpm):
High pressure 1.6 liters/min
Low pressure 14.0 liters/min
Capacity of the oil tank 220 liters
Installed capacity of the electric motorsl 4.4 kilowatts
Overall dimensions of the pump:
Length 800 mm
Ldidth 600 mm
Height 975 mm
- Weight:
Dry 250 kg
Operating 420 kg
For the protective shell the Construction Administration of the iQovovoronezh
Nuclear Power Plant has built 260 two-loop reinforcing cables 45 to 108
meters long weighing a total of 1620 tons. The Glavenergostroymekhanizatsii
plants have delivered 520 tension and blind anchors with a calculated load
of 10,000 kN. The Solnechnogorskiy experimental complex has manufactured
six sets of hydraulic jacks and high-pressure pumps. All of the prestress-
ing system elements have been tested under production conditions and recom-
mended for broad utilization (Figures 9, 10).
At the present time centralized production of the two-loop reinforcing cables
has been oroanized,
The investigated prestressing system can be used both in power engineering
construction (when erecting reinforced concrete reactor vessels, arch dams,
1Two electric motors of 2,2 kilowatts each~ 145Q rpma three-phase, 380
volts, 50 hertz are installed on the pumpt
22 -
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~ FOR OFFICIAL USE QNLY
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23
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cvc~ vr c i.~. i.rv~ u~u ~~irw
smoke stacks) and other areas of thenati,onal economy (for prestressing
bridge structuresa television towerS, oil and ga~ tankS,~ ~ As experience
shows, the basic elements of the powerful presCressing systems (reinforcing _
- cables, anchors, and so on) , can be used widely when erecting the long-
span guying structures.
- DZanufacturing Process for Powerful Stressed Elements Using the Continuous
Coiling Methodl
- The aaopted structural design of the shell has required the use of stressed
reinforcing elements (bunches) of signif icant length (up to 108 meters) with
very high tensile f orce (10, 000 1cN) .
The tension of the stressed reinf orcing elements to 10, 000 kN has permitted
not only simplification of their geometric distribution in the body of the
s~ressed structure, but also a decrease in the number of reinforcing bunches,
the anchors and also the volumes of operations with respect to their instal- "
lation and stressing.
The tests of the powerful reinforcing bunches of different structure have
demonstrated that the least losses to friction in the curvilinear channel
formers are observed when using bunches made up of parallel smooth wires. -
It has also been established that the basic process deficiency of the powerful
bunches made up of individual sections of the wires or strards is complex-
ity of anchoring them.For bunches made up of parallel wires with upset heads,
the labor consumption of assembling the plate type anchors required for
locking the bunches is extraordinarily high. Taking this into account, the
decision was made to use two-loop reinforcing bunches made of smooth high-
strength wire 5 mm in diameter according to All Union State Standard 7348-
63 by the continuous coiling method. The basic advantage of the two-loop
reinforcing bunches consists in the possibility of inechanizing the process -
of anchorir.g them.
It was necessary to solve the technical problems connected with the manufac-
ture of elements of different length (from 40 to 108 meters), the release of
the bunches from the tension (700-800 kN) occurring during the coiling pro-
- cess, for removal of them from the stops on the process line and coiling _
into portable coils, and so on.
For the manufacture of reinforcing elements by the method of continuous
coiling, the Orgenergostroy Institute has developed a special process line.
This line is installed in the industrial zone of the Novovoronezh Nurlear
Power Plant. It consists of storehouses of higl~!-strength wire, auxiliary
materials (gun lubricant, tie wire, and so on) and finished products; the
stations for rewinding the high-strength ~wire from the coils delivered by
the plant onto drums with a capacity of un to 2 tons, winding it on the
stops, winding i*_ into coils. and hot lubrication of the finished
1This section of the article was wri,tten by Candidate of Technical Sciences
Yu. G. I:hayutin~ engi,neers R, K. Kozocfikin, A~ Z. Krichevski,y. _
24
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FOR OFFICIAL USE G*ILY
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t~~Jt~ UPPlt.teU. Util''. UNL1
reinforcing elements and also placement ~or equ~,pment repair. The high-
strength wire storage is an open axea with a 4Q0 m2 concrete foundation.
On the site there is a 2,5 m3 tank for spent oil used for anticorrosion
lubricant of the ~ire coils. The lubricated wire is stored on wooden pallets
laid on the concrete base. The transportation of the wire from the storage
to the rewinding station is by monorail equipped with a 1000 kg electric
hoist.
For rewinding the wire from the coils onto the drums, a device has been de-
signed and manufactured which is equipped witii a drive coil holder with a
brake and laying mechanism.
In connection with the fact that the weight of the delivered coils is 400 to
500 kg (which is 10 to 15 times less than the weight of the bunch), the wire
is spliced with lapping and winding of the joint with tie wire. For these
_ purposes, a manual mechanism was used which was designed by the VNIIST In-
stitute and was used earlier for splicing wire when winding on the pre-
stressed reinforced concrete tanks.
The reinforcing elements were made by winding the wire on end stops installed
on the reinforced concrete foundation 142 meters long and 4.5 meters wide.
A rail track was mounted on the same foundation for moving the basic process
equipment the reinforcing-winding and unwinding machines. One of the
end stops is designed for rough adjustment of the length of the manufactured
bunches within the limits of the entire range of the required lengths of the
stressed elements. Another, moving stop is used for exact adjustment of the
length of the manuf actured bunches (within the limits of +5 cm) and also for
taking stress off the stops on completion of coiling of the wire. For this -
purpose the moving stop can be shifted by power hydraulic cylinders along
the longitudinal axis of the foundation. Two brackets are installed on
each of the stops to which the thimble of the tension anchors or the inserts
- of the leading f ittings are attached.
The two-spindle AA1M-1 reinforcing winding machine developed and manufactured
by the Solnechnogorskiy experimental complex is moved on rails using a cable
drive, On the running platform of the machine two supporting and rotating
devices are installed, each of which is equipped by one single-arm spindle
and bracket for tnstalling two drums with high-strength wire. The drums are
equipped with brakes. The position of the spindles can be adjusted with
respect to height, thus insuring the given order of laying the wire on the
stops. In one pass between the stops in 'both directions the machine lays
_ eight wires with a tension of 1500 to 2000 N each. Two reinforcing elements
are wound simultaneously.
The bending of the s~ops by the spindles is insured as a result of unwind-
ing the supporting and rotating devices by 180�. Simultaneously, the drums
with the wire are unwound by the same angle. This prevents twisting of the
wire along the spindle axis and insures the unstressed state of the recti- -
linear bundle after release of it from the stops.
26
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I~UIt l)I~1~Il;lAl, IItiN; c~N1.Y
~ ~ k~ . . ;e+~ ~ ' "c ' .
a >
~ki~~~,J t 1.
. ~ " ~ ' ~ { ~ ,ry{~. r t
~ ~t~yy"3`7 ~ {frr ~R'~~
c+7 . . ~ ~ YiL~Yf P~ :4 ~t
~ . . i fi f,f ~i {1
{ d ~ g`~ LJ" ky p'j ~~:v I I
C Tp. , ~ ~sfiY'{1d~
fi ~t; ~ w I1
~s ,-:tiY2 'y" a, ,!1 G'f~ , r I1~
! .l'~tiy 1 . ~R` J~'
F ~y { ~r~
,~n. t t~;
~a~r*y .
K. R
vu~l., .,4~ il
~~A , t j 'L I ' _
~ y~..;1 ~q~-.' ~L
~ . ~ ~~~,,r r�~c ~{~.rr ~ ~~r
f , e 3'."S f~S~ ~ ~.E
i ~.~i~~uf~t~t~ ~~�~y~~' `:'~'Y~~~~.
i,~ -~i "i
i -~"'1~~� ~Ia. t>c
1. Yu. G. Khayutin, A. Z. Krichevskiy? A. I~~ Belyanichev, "Structural-Pro-
cess Problems of Erecting the Protective Shells of Nuclear Power Plants,"
ENERGETICHESKOYE STROITEL~STVO (Power Engineering Construction), No 10,
1974, PP 22~27.
2. A. P. Kirillov, Yu. G. ~:hayutin, A. Z. Krichevskiy, et al., "Prerequi-
sites for Selecting the Diagonal Method of Reinforcing the Protective
Shell of the Fifth Unit of the Novovoronezh Nuclear Power Plant," TRUDY
GIDROPROYEKTA (Works of the Hydraulic Design Institute), I1o 41, 1975,
pp 128-139.
3. A. Z. ICrichevskiy, "Study of the System for Prestressing the Protective
Shells of Nuclear Power Plants," ENERGETICHESKOYE STROITEL'STVO, No 4,
1976, pp 18-23.
4. Yu. V. Ponomarev, R. K. Kozochkin, Yu. G. Kayutin, et al., "Manufacture
anci Testing of Powerful Reinforcing Bunches for Stressing the Reinforced
Concrete Shells of Nuclear Power Plants," ENERGETICHESKOYE STROITEL'STVO,
No 5, 1976, pp 24-28.
5. Yu. G. Khayutin, V. A. Dorokhin, R. K. Kozochkin, et al., "Polyethylene
Channel Formers in Protective Shells of Nuclear Power Plants," ENERGE-
TICIiESKOYE STROITEL'STVO, No 7, 1977, pp 27-31.
6. A. Z. Kricheskiy, Yu. G. Khayutin, METODY VOZVEDENIYA ZASHCHITNYKH OBOLO-
CHEK AES S VODO-VODYANYMI REAKTORAMI (Methods of Erecting the Protective
Shells of Nuclear Power Plants with Water-Cooled, Water-Moderated Re-
actors), Moscow, Informenergo, 1973, 36 pages.
7. Yu. G. Khayutin, V. A. Dorokhin, R. K. Kozochlcin, et al., "Sliding Form
for Pouring the Concrete of Protective Shells for Nuclear Power Plants,"
ENERGETICHESKOYE STROITEL'STVO, No 5, 1977, pp 19-24.
COPYRIGHT: Izdatel'stvo "Energiya," "Energeticheskoye stroitel'stvo," 1980.
10845
CSO: 1822
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FUELS ~
UDC 620.9:338.9
FORECASTING DEVELOPMENT OF FUEIrENERGY~ COMPLEX IN USSR
Moscow IZVESTIYA AKADEMII NAUK SSSR. ENERGETIKA I TRANSPORT in Russian
No 3, May-Jun 80 pp 21-30
[Article by A. A. Makarov]
(Text] The systems approach to long-term forecasting of
development of the fuel-energy complex is characterized.*
A system of mathea?atical models realizing it, which in-
cludes models of the development of the economics, energy
demand, exploration and exploitation of the organic fuel
basins and the model of strateqies for 8evelopanent of
power engineering, is described. The n?ost significant
results achieved in practical use of the system of models
are considered.
Study of the future structure of the fuel-energy complex (TEK) is one of
the important trends of system investiqations of power engineering havinq
their own special methodological and content problems. Three steps in
stuc]y of the proepects for development of power engineering can be distin-
guished by the content of the problems beinq solved, organization and _
methods of investigations: future planning for a period up to 10 years,
mediwn-term (from 10 to 15-20 years) and long-term (up to 30-40 years)
forecastinq. The systema appraach to future planninq of power engineering
has been widely developed for a?any years and is being practically imple-
mented in development of the subsystem "Fuel-energy complex" of the auto- -
awted control system for planning calculatione under Gosplan of the USSR
[1] and the sector automated power engineering systems. The methods and
results of applying the systems apprdach to medium-term forecasting of the
development oi oower engineering have been outlined rather broadly in the
*
With respect to terminoloqy, the concept "fuel-energy complex" coincides
with the concept "power enga.neering" in its wide meaning which encompasses
the entire aggregate from processes of production and refining energy re-
sources to energy receivers, inclusively. Therefore, the terms "power
engineering" and "fuel-energy complex" are regarded as synonyms in the
article.
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F(1R nFTTCTAi, IISF f1NT,Y �
literature [2, 3J. The main results achieved in the field of systems `
investigations of long-term prospects for development of power engineering
are characterized in the article.
Systems investiqations of the future are a complic4.ted creative process
which requires the maximum use of the experience of intuition of special-
ists, supplemented by development of a speci.fic combination of content
methods, including formalized methods. According to this, one of the pos-
sible schemes of systems investigations of long-term development of power
- enginEering is consi.dered below and the main steps with illustration of the
results of using the proposed models, methods and calculating procedures
are considered in rnore detail. -
Systems investigations of forecasting the development of power engineering
a~e essentially systems-analytical investigations and include the study of
the external relationships of power engineering to the national economy
(economics) and the biosphere (we have in mind the mutual effect, includ-
ing the ecological effect, of development of power engineering and the en-
compassing geophysical processes). The complex and in~imate interdzpendence
of many external and internal relationships of power engineering leads to
the fact that the quality of forecasting can be improved significantly by
using special mathematical models. The ma~`n purpos~ is gualitative descrip-
tion of the studied relationships, making multiversion calculations and sim-
ulating the possible consequences of one or another variation of initial
conditions.
Teaching about the effect of the interrelated combination of objective pro-
gressive trends in development of power engineering occup3es an important
place in the considered investigations (see [2] for more detail). Study of
the intensity of manifestation of these trends in the past, for example,
during the past 30 years, and dur3ng the planned period, i.e., during the
next 10 years, permits one to use them to estimate and check the possible
conditions for development of power engineering for the predicted 15-20-
year period and, which is important, assist one to select on a sound basis
the best ~olutions on the development of power engineering from a large
number of possible solutions.
The outlined scheme of long-term forecssting of TEK is directed toward
solution of the following main problems:
1) selection of the most effective trends of scientific and techni-
cal progress in the TEK for aorresponding distribution of the means for
invest~igation and development;
2) determinatidn of the required deadlines for development of fields
- anS the scope of fuel production under extreme conditions (remote regions
with unfavorable geological o:r severe climatic conditions, off-shore
shelves and so on) for prepara�tion of the required technologies and devel-
opment of the infrastructure in regions of new development;
38
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3) estimation of the required intensity of energy-conservation policy
for preparation of the appropriate technologies, restructuring of state
standards and norms and if necessary of the sector and territorial structure
ef the economy.
A thoroughly developed system of inethods and models of forecastinq various
aspects of TEK development ensures solution of the enumerated problems.
It has now been determined that at least consolidated modelling of the de-
velopment of TEK economy is required for well-founded forecasting of TEK
development, in addition to the developments of several initial hypotheses ~
for development of the national economy. First, this will permit determia-
_ ation of the corollation, important for forecaeting TEK development, between
the needs of the national economy for available ene~gy anci its real capabili-
ties of allocating the necessary funds for developcnent of power engineerinq *
Second, one can take into account the inverse effect of the strategies of
TEK development on the economy under modern conditions of the significant
growth of expenditures for fuel only by multivariant modelling of develop-
_ ment of the economy.
An inseparable part of systems investigations of TEK development is fore- -
casting energy consumption and methods of producing available energy. But
the problem is according to which cross section of the energy conversion
chain future astimates of energy consumption will be most reliable. Our
forecasts were practically made until recently at the level af the converted
foxms of energy: electric power, steam and hot water and also liquid, gas-
eous and solid fuels. An important sphere of the interchangeability of con-
verted forms of energy and fuel, dependent on methods of producing t:~em and
the expenditures corresponding to them, was thereby excluded from systems
analysis. At the same time this analyais contributes under modern condi- _
tions to acceleration of the readjustment of the production structure of
power engineering, specifically, by replacing liquid fuel by other energy
resources. Therefore, in the methodical sense it is more correct to make a
long-term forecast of energy consumption, orienting oneself to consumption
of so-called available energy used directly in production, transport and
domestic processes, in th~ national economy.
Production of resources is also a traditional component of energy forecast- -
ing. A comparatively new element which has become widespread with conver-
sion to methods of systems analysis is foreaasting not only the size of
fuel resources but also their cost distribution. It was this that made it
possible to formulate the probletn of optimization, of the TEK production
structure. In the general case forecasting the resources should include an
estimate of the expenditures for exploration of the predicted fuel resources
(especially oil and gas) with determination of the geological characteris-
tics of the reserves and expenditures for fuel production with determinati~n
* -
See L. A. Melent'yev's article in this issue on the conce~:::