APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

BUR UEP AULAL USB ULL

. ELECTRIC POWER ~

Upc 621.185.5
EFFICIENT LINING COMPONENTS ON BOILERS WITH GAS-TIGHT SHIELDS

Moscow ENERGETICHESKOYE STROITEL'STVO in Russian No 10, Oct 80 pp 28-32

[article by Engineer Yu. S. Tsarikov: "Efficient Lining Components on Boil-
ers with Gas-Tight Shields"/

[text] The lining of boilers with gas-tight, all-welded shields made of
finned tubes possesses essential advantages over the lining of boilers
with smooth-tube shields. In such boilers the lining fulfills the function
of merely a thermal isolation of the radiating surfaces whose temperature |
does not exceed 600°C. At the present time boilers of both the single-pass
type as well as the drum-type boilers with gas-tight shields are being turned
out by the Red Boilermaker Production Association (TkZ) [Taganrog Boiler
Plant and the Barnaul Boiler Plant (BKZ). The plant designs provide the
following for the lining components of these boilers: the base layer

uses insulation made of inlaid products--perlite, vulcanite, and calcareous-
siliceous panels (IKP) and sprayed with asbestos-perlite and asbestos
compounds; for the coating layers plaster is used with fiberglass glued

on an epoxy base or thin-sheet steel.

The USSR Ministry of Power and Electrification has accumulated considerable
experience in manufacturing the above-mentioned linings at assembly areas
and at installation sites. In a mumber of instances, when there is a lack
of the materials provided for by the plan, their quality is poor, or there
is insufficient time for installation, upon agreement with representatives |
of the electric power stations and boiler plants, lining components have
been made which are not in the plan. At the present, therefore, electric
power stations now have about 12 types of linings in operation.

In connection with the above, the need has arisen to determine the quali-
tative and technical characteristics of these components, to compare them,
and to develop the necessary recommendations on the basis of this. Thermal i
tests of the linings are being systematically conducted by the quality~ ir
control service of the special administrations of the Soyuzenergozashchit

VO (All-Union Association) and the Soyuztekhenergo PO (Production Associ-

ation) (in conjunction with representatives of the electric power stations)

16
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

7 FOR OFFICIAL USE ONLY
77 |

Figure 2. New Boiler Grouping
- (with positions the same as in Figure 1)

suction section of the air conduit by means of installing a pocket chamber
in the boiler unit and eliminating two bends in the section of the air con-
duit before it reaches the fan,

Removing the heating units from under the air heaters permitted a reduction
in the height of the RVP footings by 5.8 m and, because of this, a reduction

. of the outlays required to build them. It also allowed us to substantially
Amprove the gas-air-conduit circuits outside of the boiler section and to
simplify the design of the supporting structural components. The gas-con-
duit loop passes from the bunkers from the boiler's convective shaft to the
RVP in the common chamber (box) on a horizontal plane, and it branches out
only alongside of the entrance nozzles of the RVP. In comparison with the
initial grouping, this solution has the following advantages: a better in-
termixing of the gases in the common chamber is assured; design of the gas-
conduit supporting structural components is simplified; there is an improve-
ment in the conditions for installation and repairs; there is a possibility
for lowering the height of the semi-gantry crane for servicing the RVP and
the draft fans; there is also an improvement in the external appearance of
the electric power station's main building.

In the new grouping the cross-section of the gas conduit is reduced, and
this decreases the expenditure of metal and thermal insulation materials.
It also assures the gas velocities necessary to avoid falling ash when the
boiler is operating under low operating loads. Moreover, the circuit's
aerodynamic resistance is not increased.

The hot-air conduits from both RVP are joined (as a result of which there
is no further need to install a baffle between the RVP) and are led into
the boiler unit in the form of a common inclined chamber (Fig. 3). This
chamber is divided by internal partitions into eight channels in accordance
with the dust-gas-air conduit scheme.

1 J

2 . 1 2

z
1400 '
L2eao

ee xomea

J200_ 3200 __\s00|

5000. >|

Figure 3. Common Hot-Air Chamber

37
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

to eliminate the differences between the levels of the condensation floor
of the powerhouse and the ash floor of the boiler section, the boilers were
installed on reinforced-concrete subcolumns at a height of 3 meters. The
profile of the site also caused a difference of 1.2 m between the grade
levels of the boiler ash floor and the open area of the regenerative air
heaters (RVP) and the electrostatic precipitators.

‘These changes in the toiler grouping vere reflected only in the vertical
dimensions of the individual circuits of the dust-gas-air conduits; but the
arrangenent of the auxiliary equipment and the layout of the dust-gas-air
conduits at the Zuyevskaya and Zaporozhskaya GRES's are the same.

The boiler section of the main building of the Zuyevskaya GRES-2 has floor-
plan dinensions of 45X48 m, and its height to the lower girder zone amounts
to 61.07 m.

Hot air is fed to the burners (the front and back walls of the furnace have
four burners each) through a double tier of air conduits, two of which are
situated below the operational grade level, while the other two are located
above it. Also extended under this level are the primary air conduits, gas
conduits for admixing inert gasses to the dust system and a suction circuit
from the slag shafts, The smoke suction tubes for recirculating the smoke
gasses of the GD-20-500U are located along both sides of the convection shaft,
while the TsN-15 cyclones (separators) are placed behind it at the 35.0-m
grade level.

The RVP-98 regenerative air heaters were installed on reinforced-concrete
footings (the upper footing grade level is 13.75 m), the VDN-32B draft fans
were installed perpendicular to the wall on the G row of the main building,
and the CO-110 heating elements were placed under the RVP.

The hot air conduits from the RVP are introduced into the boiler section at
grade levels 8.6; 22.1 (air conduits for the secondary air) and 8.0 m (for
the primary air); a baffle was placed between the RVP. The gas conduits
from the bunkers of the convective shaft (in the form of two inclined boxes)
upon coming out of the boiler unit are joined at first in order to insure
the intermixing of gasses, and. then they are branched into the air heaters.
In the area where the RVP are located the gas-air conduits are fastened to
metallic structural components.

In order to repair the RVP, the draft fans, and the gas-air conduits, a
semi-gantry crane has been provided, which travels along tracks extended
on the columns of the main building and the supporting structural elements
of the RVP.

The grouping solutions for the TPP-312A boilers of the Zuyevskaya GRES-2, as
developed by the Kharkov Division of the Teploelektroproyekt Institute and the
Red Boilermaker PO (Fig. 1), were thoroughly analyzed by the Kharkov Branch
of the Energomontazhproyekt Institute prior to executing the working drawings

33
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

Appendix

Appendix

Appendix

Appendix

Appendix
Appendix

Appendix

Appendix
Appendix

Appendix

Appendix

Appendix

Appendix

Appendix

Appendix

- Appendix

Ayo sindix
Appendix

Appendix

Appendix

4.

ll.
12.

13.

15.

16.

17.

18.

Content

Content

of Dry SSB in Muds of Different Density

of Solid Sodium Aluminate in Muds of Different Density

with Caustic Modulus Equal to 2

Content

Content
Density

Content
Content

Content
Density

Content
Content

Content

of Dry Calcined Soda in Muds of Different. Density

of Solid Lime in Muds of Milk of Lime of Different

of Solid Calcium Chloride in Muds of Different Density
of Crystalline MIN-1 in Muds of Different Density

of Solid Caustic Soda in Aqueous Muds of Different

of Solid Sodium Chloride in Muds of Different Density
of Solid Sodium Chloride in Drilling Mud Filtrate

of Solid Sodium Silicate in Muds of Different Density

with Silicate Modulus Equal to 3

Content

Content

of Solid Caustic Soda in Muds of Different Density

of Solid Phase and Water in Fresh Unweighted Clay Muds

as a Function of Density

Content
Density

Content

of Chalk in Fresh Chalk Suspension as a Function of

of Chalk in Chalk Suspension of Medium Mineralization

as a Function of Density

Content

Content
Density

of Solid Hydrochloric Acid in Muds of Different Density

of Solid Sulfuric Acid in Aqueous Muds of Different

Solubility of Substances as a Function of Temperature

Freezing Temperature of MgCl2, NaCl and CaCl2 Solutions

Decrease of the Density of Drilling Mud With Chemical Treatment
and Consumption of Weighting Agent in kg/m? Required to Restore

Density

(Approximately)

Continuation of a Single Circulation cycle of Drilling Mud
(in hours-minutes) in a Well as a Function of Depth, Diameter
and Pump Capacity

88
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

185

185

186

186
187

7

188
189

189

189

190
190
191
192
192

193
194
206

207

208


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

ELECTRIC POWER

UDC 621.315.17:621.315.1.001.2
CUTTING LABOR COSTS IN OVERHEAD ELECTRIC-POWER TRANSMISSION LINE CONSTRUCTION

Moscow ENERGETICHESKOYE STROITEL'STVO in Russian No 10, Oct 80 pp 41-48

{Article by Engineers Yu. V. Bushuyev, V. A. Druzhkov, G, N. Elenbogen:
“Several Ways to Cut Labor ixpenditures in Constructing Overhead 1150-kV
Electric-Fower Transmission Lines"/

[text] The need to transmit the large capacities of the Ekibastuz and
Kansk-Achinsk energy complexes and the Surgutskaya GRES to the country's
industrial regions has required the creation of electcic-power transmission
lines with new voltage classes, in particular, 1150-kV overhead lines,

During the 11th Five-Year-Plan the volume of construction and installation
operations in building the 1150-kV overhead lines should comprise 15%,
earthmoving operations 10%, installation of precast reinforced concrete
15%, steel structural components 20%, conductors (wires) and cables 20%
of the yearly amounts of the respective types of operations in building
35-kV overhead lines and higher.

In order to carry out this program within the established time periods, an
approach is necessary which is new in principle, based on a progressive
organization of production, rationalization of planning and technical solu-
tions, as well as a widespread use of the achievements of Soviet and

foreign science and technology. Such a complex problem must be solved by
the joint efforts of organizations and enterprises taking part in building
the 1150-kV overhead lines. Moreover, it is necessary to insure coordination
and the centralized administration of the entire complex of operations with
regard to creating such unique facilities of Soviet electric-power engineer-
ing.

In connection with this, the Orgenergostroy Institute has developed a com-
prehensive technological targetted program entitled "Organizing the Con-
struction of 1150-kV Electric-Power Transmission Lines," in the implenenta-
tion of which the following are taking part? the Kuybyshev (the leading
developer), Leningrad and Novosibirsk branches of the institute,
Glavvostokelektroset''stroy, enterprises of Glavenergostroymekhanizatsiya,

42
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

the production of commercial concrete and aggregates for it, structural

components made of precast reinforced concrete, the necessary output of
wooden items etc. Moreover, there existed a well-developed transfer base
and warehouse system of the UPIK (Production~Technol ogical Administration
for Equipment Outfitting); all construction and installation organi-
zations also maintained their own systems. But directly in the region where

- the hydraulic develupment is being built there is only a minimum number of
enterprises which, as regards their technical purposes, cannot be separated
from the construction site (Fig. 4).

3. The presence in the city of Kara-Kul' of a well-laid-out residential set-
tlement with all the necessary social and cultural facilities has made it
possible to completely avoid residential and civil construction at the site
of the Kurpsayskaya GES; it has adopted and carried out a scheme for sup-
plying the workers, the ITR and the office employees at the construction
site.

4, In developing structural components for the hydraulic development's prin-
cipal structures attempts have been made at insuring a high degree of tech-
nology in their erection as well as a decrease in the labor consumption of
the operations. Furthermore, thanks to the close interrelationship between
the builders and planners, already during the construction process addition-
al corrective measures were adopted, directed at reducing the physical vo-
lumes of work necessary for the most rapid possible start-up of the first
few units.

In order to curtail the duration of the preparatory period, Naryngidrostroy,
together with the planners, carefully and thoroughly analyzed the following
questions:

the possibilities of curtailing maximum amounts of work needed

to be carried out prior to the start of concrete laying in the principal
structures and the maximum combination of separate types of operations dur-
ing this period;

determining the minimum necessary list of temporary buildings and structures
which had to be built at the construction site of the Kurpsayskaya GES (in-
cluding those prior to the beginning of concrete laying);

the acceptability of the existing plan solutions for the hydraulic develop-
nent's individual elenents from the viewpoint of their fastest possible re-
alization, as well as the presence of the necessary material and technical
resources.

With this same goal in mind a number of effective measures have been imple-
mented on this construction project:

the replacenent of the open segment of the Frunze--Osh road running along
the left bank above the hydraulic development by’a tunnel made it possible

10
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

of rigid fins. As a result of the general resonance of the roof slabs of
the auxiliary structures and the shell, the structure as a vhole is affected
by the vibration of the complex, three-dimensional fom.

In order to evaluate the earthquake-resistance of the turbine-unit footing,
to determine its ¢-mamic characteristics (frequencies and forms of its in-
herent vibrations) and the nature of the distribution of the accelerated ve-
locities between the individual points, depending on the frequency of the
forced vibrations, our research included an extremely detailed study of
the footing's vibration in the section of the spectrum (range) which is che-
racteristic of seismic activities, The equipment installed in the upper fran-
of the footing simulated the special loads placed on the model in accordance
vith the mass of the individual units, Herein the sizes of the loads wer.
selected so as to insure a position of the equipment's centers of gravi.y
hich would be similar to those in nature.

All tests on the footing were conducted for dynamic effects directed along
(longitudinal) and across (lateral) the turbine unit's axis.*

host dangerous for the operation of the turbine unit are the footing's la~
teral vibrations, since they may lead to a destruction of the coaxiality

of the machine's individual parts (Fig. 3, c). As may be seen from the ACh
Kh graph presented here, the determining influence on the formation of seis-
mic loads will be had by the first two tones of the inherent vibrations (f,
= 1.1 and £ = 2.8 hz.); moreover, the second tone provides the most dynamic
coefficients (up to % = 10). In the remaining section of the aChKh (to the
right of f =4 hz.} the dynamic coefficients are basically less than the
unit and do not exceed & = 2 for the individual points.

The nature of the distribution of accelerations (in the form of dynamic co-
efficients) along the axis of the footing's upper frame for the first two
resonance frequencies and for # = 12.7 hz. indicates (Fig. 5) that the non-
symmetricality of the footing design itself (in a lateral direction) and the
placement on it of amass of equipment along the longitudinal axis causes

- the appearance of torsional vibrations.

The first two graphs reflect the nature of the torsional vibrations in the
upper frame relative to certain centers of gravity located on the longitu-
dinal axis, For the first form of vibrations (f = 1,1 hz.) this center of
torsion is situated to the left, while the maximum amplitudes take place to
the right in the section with greater masses (turbines and condensors),

The second forn of vibrations ( f = 2.3 h2.).characterizes the maximum amp-
litudes of the section :ith less masses (see Fig. 5), whereas the center of
torsion has shifted to the right. Obviously this testifies to the subse-
quent entry into resonance of individual parts of the structural component:
at first, the sections with lateral frames bearing the turbines (more fle-
xible), and then the sections with lateral frames bearing the generator and

* In the lateral direction measurements were conducted at 7 points of the
upper frame along the axes of the lateral frames; in the longitudinal--also
at the upper-frame level along the footing's axis and the axes of the longi-
tudinal frames.

70

FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

early stages of planning a 1150-kY overhead line (for example, .c the stage
of technical and economic groundwork).

It should be particularly emphasized that such a joint operation must cer-
tainly be carried out for planning overhead lines whose routes pass through
difficult conditions.

Kechanization of operations./in boldface? The Orgenergostroy Institute is
devoting particular attention to the problems of raising the level of mecha~
nization of construction and installation operations on 1150-kV overhead
lines, The motor pool and supply of machinery now existing in electric-
network organizations does not guarantee an increase in the efficiency or
carrying out operations to install planned structural cctponents whose wet gn
and dimensions are considerable. Thus, in order to install footings, we
must use K-162 and MKP-25 cranes instead of the most widespread TK-53 an
7-75 cranes. The task of setting up intermediate poles cannot be efficient-
ly solved without utilizing special cranes with a large hoisting capacity.

Up-to-date methods of installing conductors also require renovation of the
machinery products list. This will allow us to introduce the following
more progressive methods: laminating conductors under tension and a conti-
nuous technical cable, stringing conductors and lightning-protective cables
without letting them sag to the ground, combining conductors by using break
energy, etc.

The transportation of structural components is a complex task. It should
be noted that a specialization of transport means is necessary for hauling
reinforced-concrete sub-footings, consolidated sections of intermediate
steel poles and drums with conductor and cable. Hauling the remaining
4tems (reinforced-concrete flat structural elements, metal in cases, strands
of insulators, and circuit armatures) is furnished by the existing trans-
port means listed in the electric-network trusts (panel trucks with high

- roadability, logging trucks and other trucks used in building 500--750-kV
overhead lines), The solutions adopted by the institute with regard to
mechanizing operations for the construction of 1150-kV overhead lines pro-
vide both for the widespread utilization of vehicles and machines in regular
production by Soviet industry and which are being used in other ministries
and departments, and the creation of new special means of mechanization
and transportation (for example, the KVL-12A installation crane with a
hoisting capacity of 12 t, the TKB-3 crane for assembling bolt-type poles,

a set of vehicles for erecting conductors under tension, etc).

The use of these reconmended means of mechanization instead of the tradi-
tional ones, in conjunction with improved techniques in conducting opera-
tions, will allow us to reduce the total labor outlays in building 1150-kV
overhead lines by 30%.

Assembly of poles. /in boldface/ In the assembly of steel bolt-type inter-
mediate poles on braces (stays), supplied to the route in individual

52
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

capital investments are distributed in the following manner: during the
first year of construction, 11.4 million rubles; during the second year,
31.9 million rubles, and for the third year (first to quarters), 12.7
million rubles. The length encompassed by an overhead section with the
volume of work appropriate for the year's program of a specialized me-
chanized column is accepted as equal to 125 km.

Calculations have shown that in using specialized mechanized columns to
build overhead lines productivity in the individual types of operations
increases by 16--20 percent. Moreover, the necessary reduction is
achieved in the number of workers as well as the number of machines

(Table 4).
Table 4
Indicator [Traditional Organi-|Assembly-Line Savings
zational Structure |Method of Opera-
tional Organi-
zation
Labor outlays, in
thou. man-days 663.7 557-9 105.8
Average number of
workers 1171 950 221
itumber of construction
machines 2 211 33

Proposals for raising the technical level of structural components_and for
improving the technology of 1150-kV overhead-line construction. {in bold-
face/ The use of technical structural components which meet the require-
nents of the optimal processes for their manufacture, transportation
schenes and installation methods comprises one of the ways to reduce labor
outlays, As was noted, the utilization of the accepted components for the
1150-kV overhead lines does not solve the problem of reducing labor outlays,
and especially those of manual labor. It should also be noted that these
structural components do not satisfy the requirements for saving outlays on
building materials nor for those on transportation expenditures. The de-
ficiencies noted pertain primarily to precast reinforced concrete footings.

In the authors’ opinion, subsequent plans for the footings of 1150-kV over-
head-line poles to be installed in rocky soils should make use of the spe-
cial embedments in the form a cluster of thin cement anchor-piles which
have been developed by the Energoset'proyekt Institute. Such footings can
ve made by a mechanical method, utilizing mortar-mixing units with forced
feeding of the mortar(grouting) into the holes. When an overhead line pas-
ses over relatively veak and water-saturated soils, we should examine the
possibility of installing footings made of reinforced-concrete piles.

50
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Setting up poles, /in boldface/ In examining a number of schemes for set-
ting up intermediate poles, including those previously utilized by the elec-
tric-network trusts for the 750-kV Konakovskaya GRES--Leningrad Overhead
Line and the developnent of new schemes using a falling installation boom,
the conclusion was drawn that the schenes to lift poles by the slewing me-
thod is not ratioral for the POG and FOT type poles, even if certain im-
provements were to be made in them, Utilization of these schemes does not
allow a reduction in the labor outlays, and especially aot in the outlays
of manual labor, since it requires a considerable amount of supplementary
operations to be carried out. Furthermore, in this case the process of
controlling the pole lifting becomes more complicated, and hence its reli-
ability is decreased,

In order to set up intermediate poles of 1150--kV overhead lines, it is .2a-
- sible to utilize the method of lifting the poles "in suspension" with the
aid of two trailer-type hoists having a hoisting capacity of 12 tons each
and a hoisting height of 32 meters, being developed by the Kuybyshev branch
of the institute. Such hoists may also be used to set up anchor-corner and
free-standing intermediate poles in conjunction with tractor traction.

The Orgenergostroy Institute has also proposed a scheme for hoisting inter-
mediate poles of 1150-kY overhead lines, using two pneumatic-tired cranes
with load-hoisting capacities of 40 tons each, and now in serial production
by Soviet industry (Fig. 5).

_32000

(6000 76000

a) 4g

Figure 5, Scheme for Hoisting Intermediate Poles of 1150-kV Overhead Lines
TOT Type (a) and POT Type (b) with the Aid of Two Pneumatic-
Tired Cranes with Hoisting Capacities of 40 Tons Each

56
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

2, Vishnyakov, V. i.j Frenk, V. A.; and Elenbogen, G. N., "Stroitel'stvo
linii elektroperedachi 750 kV Konakovskaya GRES" /Building the 750-kV
Konakovskaya GRES Electric-Power Transmission Line/, Moscow, Energiya,
1969, 88 pages.

3. Elenbogen, G. N., "On Increasing the Efficiency of Building Very High
Voltage Overhead Lines,” ENERGETICHESKOYE STROITEL'STVO, 1977, No 2,
pp 11--16.

4, Bolotov, A. S, et al., “Schematic and Technology of Combining Overhead-
Line Conductors by the Break Hethod,” ENERGETICHESKOYE STROITEL'STVU,
NovG, 1980, pp 21-23.

- COPYRIGHT: Izdatel'stvo Energiya, “Energeticheskoye stroitel'stvo", 194)
- 2304
C80: 1€22
60

FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Key:

1. Construction-and-instal- 8. Base warehouses
lation trust 9. Section for

2, Administration for fill- shifting base
ing out sets and trans- 10, Section for preparing
portation route (right-of-way)

3. Mechanized column for pre- 11. Section for reconstruction
paratory operations and rearrangenent

4, Mechanized column for spe- 12. Section for filling out sets
cial operations 13. Construction areas for

5. Mechanized column for consolidated assembly of
zero-cycle operations poles

6, Mechanized column for 14, Section for loading and
installing poles unloading and transport

7. Mechanized column for operations
installing conductors
and cables

Introduction of the scheme presented here will allow the following: to
free up the basic production units from carrying out auxiliary, transpor-
tation, and other subordinate operations;

to carry out consolidated assembly of poles, waterproofing of footings, con-
solidated assembly of insulator strands, cutting U-shaped and anchor bolts,
repairing structural components, etc. not on the route but under the sta-
tionary conditions of a specialized construction yard, section, or area;
insuring centralized repair and technical servicing of the machinery; to
put an efficient dispatching communications system into good order; to
guarantee an increase in labor productivity and rapid rates of construc-
tion; to raise the coefficient of utilizing machinery and to insure the
comprehensive mechanization of the principal types of construction and
installation operations.

Cyclograms have been worked out for the construction of 1150-kV overhead
lines, as well as traffic schedules for the specialized mechanized columns
within the construction-and-installation trust (Fig. 3).

In working out the cyclogram, the following factors were taken into consi-
deration: the optimum composition of the brigades, selected on the basis
of the technical schemes of operations; the monthly output of the brigades,
determined on the basis of the physical labor productivity with regard to
the individual types of operations; the number of brigades insuring an even
and precise rhythm of assembly-line construction; technical placements by
types of operations; distribution of capital investments by years, proceed-
ing from the conditions of the maximum (even) load of the specialized me~
chanized columns for the construction period.

Cyclograms and schedules have been made for an amount of operations in
building 1150-kV overhead lines for a length of 500 km. Moreover, the

48
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Table 1 (Contanued)

Themal Conductivity of Component, Length of Time
in Watts/(m» «) in Operation,
in hours
Design Test Neasurement
0.097 0.112 --
0.097 0.166 8986
-- -- 1000
0.097 0.16 9260
- 0,142 1064
-- 0,163, 5252
- 0.167 --
Ov 144 0.2 40975
0.144 0.23 29628
0.144 0.213 --
0.144 0.187 1 1 1800
,o7 { 0,287 | | 6562
lo- | 0,184 | | 20,000

Testifying to this is the operating experience of the BKZ 420-140 NGM No.
5 boiler of the Bobruyskaya TETs-2, which had a lining thickness of 140 mm,
After its start-up the need arose to spray on an additional layer of insu-
lation with a thickness of 20-30 mm.

It should be noted thai the indicators of the insulation being sprayed, in
particular density and thermal conductivity, depend, to a great extent, on
a number of objective factors such as the type of installation and the de-
gree of asbestos swelling furnished by it, the air pressure and outflow ve-
locity of the air mixture, the amount and density of the binder, the dis-
tance of the nozzle from the surface being sprayed (it should amount to be-
tween 400 and 700 mn). The operator's experience is also quite important.
The ratio between the density of the layer and the velocity of the air mix-
ture's outflow as well as its saturation has been confirmed by the results
of an experiment which was conducted at the Dzhambulskaya GRES. The scheme
of the unit for spraying insulation (Fig. 1) included a cyclone centrifuge
(separator) (Fig. 2), which permitted the excess dust-removed air to be dis-
charged through a pistol-type atomizer. The density of the test samples was
lowered, according to the data of the construction laboratory of the Dzham-
pulskaya GRES Special Administration by an average of 20 kg per cu. m. The
use of such a method of spraying with a discharge of excess air also per-
mitted dustiness to be averted.

20
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

1, Channel of secondary air to the burners (with Venturi tubes)

2. Channel of primary air to the dust system (with Venturi tubes)

3. Channel for recirculating hot air into the suction shaft and
admixtures into compacting the smoke-gas recirculation circuit

In the area of the boiler the air conduits are at first fed to the burners
along the axis of the power unit in two branches (each of which is divided
by internal partitions into four channels with a cross-section of 1.4X1.6 m
with Venturi tubes), and then, after the air has been fed back to the rear
burners, ~-by two chambers with dividing partitions to the front burners,

Under the boiler air conduits are placed in a horizontal plane; they arc
suspended from the metal structural components of the convective shaft
frame and the furnace door, and they do not interfere with the hatlage of
the slag-shaft transporters, nor with access to the hatches for removing
slag from the tap holes, Air is fed to all the turmers from below, and
for this reason the chamber's four burners, which were previously aimed
upwards, have been turned around.

The use of a single-eared circuit of chambers for feeding hot air to the
burners, along with reducing the expenditure of metal and thermal insu-
lation materials, insures a reduction of the circuit's aerodynamic resist-
ance, improvement in the conditions of carrying out repair operations
thanks to a freeing up of the zones around the boiler, a reduction of heat
releases above the operating level, and a simplification of the supporting
structural components. The positioning of the shut-off and regulating
valves on the same level as the burners allows their servicing to be faci-
litated. The length of the primary air conduits has also.-been reduced,
and their configuration has been improved.

In addition to improving the gas-air conduit circuit, the new grouping pro-
vides for a reduction in the number and type size of their valves alongside
the RVP, Only valves with a cross-section of 2.8X4 m are used in the feed
and exhaust gas-air conduits.

The boiler's dust system was not subjected to any substantial changes, In
optimizing the grouping a provision was made only to increase the cross-.
section of the air conduit feeding hot air to the mill fan and laying
through a new loop of dust conduits to the rear burners. The first of
these changes (it was introduced at the request of the Donbassenergo PEO
/Planning and Economic Section/, based on experience in operating boilers
at the Uglegorskaya GRES) was brought about by the fact that because of
the air conduit's insufficient cross-section, a portion of the air nece-
ssary for transporting the dust when the mill was not in operation had to
be forced through it, and this increases the danger of igniting the dust
in the drum and excludes the possibility of carrying out repair operations.

38
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Key to Figure 3:

1. Top of footing section 5, 6, Lateral vibrations
2. ‘Top of protective shell 7. Longitudinal vibrations
3. Reactor shaft at the level of the

4, Auxiliary structures upper frame's axis

(17.0-m mark)

190 sore a wr
35
we a2

st Fa Va

rane >

a
ert a6

we 1
- wl, » od

Figure 4, Graphs of Velocity Distribution along the
Structure's Height (Its Axis)

hz. The high level of AChKh at frequencies above 10 hz. is caused by the
general resonance background, arising from the vibrations simultaneously
from several elements of the structure, with a predominance of vibrations
from any one of them.

The graphs of the distribution of vibration velocities along the height of
the structure for several resonance peaks are represented in Fig. 4, The
first two graphs have already been characterized above. The graphs con~
structed for f, = 3 ané 4 = 10 hz. correspond to the third fom of flexu-
ral vibrations (two units in height). They differ only in the nature of
the distribution of velocities by height. Thus, the maximum velocities ap-
pear at the 17,0-m mark. The results of studying the structure's vibration
have shown that the maximum accelerations at this mark are linked with the
coincidence between the inherent flexural frequencies of the shell and the
inherent frequencies of the auxiliary structures, Noreover, in the auxi-
liary structures they are determined by the presence of the roof. In the
floor plan each such roof consists of a square slab measuring 72% 72 m with
a large opening in the center (47.5 m in diameter), reinforced by columns
on the floor, icstalled at intervals of 6m, and by walls (shells) around
the edges. uring the vibrations of such a plate (slab) in its flat plane
the columns play the role of hinge-joint: fastenings (their rigidity ina
horizontal direction is insignificant), while the side walls play the role

69
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

ELECTRIC POWER

UDC (622. 3234622. 324) :621.313(075)
DESIGNING ELECTRICAL EQUIPMENT FOR THE OIL, GAS INDUSTRY

Moscow ELEKTROOBORUDOVANIYE NEFTYANOY I GAZOVOY PROMYSHLENNOSTI. UCHEBNIK DLYA
VUZOV. IZD. 2-e, PERERAB. I DOP. (Electrical Equipment for the Oil and Gas
Industry. Textbook for VUZ. 2nd revised and expanded edition) in Russian 1980,
p 2, 475-478

{Annotation and table of contents from book by S.G. Blanter and I.I. Sud, Nedra,
478 pages)

[Excerpts] The book is a textbook for "Electrical Equipment" courses for students
of petroleum VUZ and departments offering instruction in the fields of "Technology
and Full Mechanization for Working Oil and Gas Deposits," "Drilling Oil and Gas
Wells," "Design and Operation of Oil and Gas Pipelines, Gas Storage Tanks and
BulkOil Plants," and "Construction of Oil and Gas Pipelines, Gas Storage Tanks
and Bulk Oi1 Plants," as well as in the course "Compressor and Pump Installation
Drive" for the field of "Machinery and Equipment for the Oil and Gas Fields."

Its contents is in accordance with programs for these courses confirmed by the
USSR Ministry of Higher and Secondary Specialized Education.

The book may also be used as a guide by engineers and technical workers engaged in
the design and operation of electrical equipment for the oil and gas industry.
In it power supply and electrical power equipment for drilling rigs, recovery and
industrial oil preparation facilities, oil field compressor and pumping stations,
mainline oil and gas pipelines and machinery for laying mainline pipelines are

- examined. Questions of electric lighting for oil and gas fields, operation of elec~
trical equipment, accident prevention and electric power conservation are set forth.

In the present second edition of the book (the lst edition was in 1971), the mater-
- ial is updated in accordance with new technical decisions for facilities and elec-

trical equipment and advanced engineering achievements which have appeared since

the publication of the first edition of the book.

27 tables, 200 illustrations, 17 titles in the bibliograpay.

REVIEWER. Department of General and Specialized Electrical Engineering, Groznyy
Petroleum Institute.

1
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

structure as a unified whole, .\t frequencies of more than 6 hz. the dynamic
operation of the structure will be determined by the inherent vibrations

- of the elements comprising it (shells, roof slabs, walls). Herein the forms
of vibrations of the entire structure have a comple», three-dimensional
nature.

2. The design of the turbine-unit footing studied here is safficiently
flexible (with a vibration period of 1,441 c), possessing approximately
the same dynamic rigidity in its longitudinal and lateral directions. The
dynamic operation of the footing in its lateral direction is conditioned
by the torsional vibrations of the upper frame; herein the determining role
in the formation of the seismic load will be played by the second tone of
the vibrations (f, = 2.8 hz; = 10).

BIBLIOGRAPHY

1. fedovikov, A. I.; Shablinskiy, G. 2.; and Gordeyev, A. V.. “Research
on the Dynamic Characteristics of Structural Components of an AES,"
ENERCETICHESKOYE STROITEL'STVO, No 9, 1975, pp 36-39.

2, ledovikov, A. I. et al. "The Fragment Method of Calculating (Design-
ing Thin-Halled Pressure Vessels," ENERGETICHESKOYS STROITEL'STVO,
No 2, 1979, pp 33-38.

COPYRIGHT: Izdatel'stvo Energiya, "Energeticheskoye stroitel'stvo", 1960

2384
cSO: 1822

72
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Figure 5, Graphs of Lateral Vibrations of a Footing's
Upper Frame

auxiliary equipment (more rigid).

The third graph (Fig. 5) for & = 12.7 hz. characterizes the distribution

of accelerations for one of the highest flexural forms of the inherent
vibrations of the footing's upper frame.

Thus, as follows from the graphs (Fig. 3, c and 4), the greatest values

of the dynamic coefficients correspond to the second tone of the vibrations
(4 =2.8hz.). Moreover, if we consider that the maximun accelerations
within seismic vibrations are characteristic of the frequency range 3--5 hz,
then the second tone of the vibrations will obviously be the determining
factor in forming the seismic loads on the footing in a lateral direction.
Study of the footing's vibrations in a longitudinal direction has shown
that in this case the footing component behaves as a single-mass elastic
system; the frequency of its inherent vibrations amounts to 1.4 hz.

(Pig. 3, ¢). Thus, it may be assumed that the dynamic rigidity of the
footing in both longitudinal and lateral directions is approximately the
same. Furthemore, as a result of the slower damping of the longitudinal
vibrations, there occurs an increase by approximately 20/6 in the dynamic
coefficient (as compared to the maximum for lateral vibrations).

Conclusions
1, Study of the vibrations of the reactor section of an AES building have

shown that the two lowest tones of the inherent vibrations (f= 1.958 2,365
hz.) are determined by the flexural-shift deformations of the entire

71
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Figure 1. Cross-Section and Reinforcement Schematics of Structural
Components of Underground, Fuel-Delivery Tunnels

- In order to determine the strength characteristics of the vault structure,
a test model was made and tests were run on it. In contrast to the plan
- solution for the vault, the test model had a width of 1000 mm (instead of
190 mm) and an outline in the fom of a broken circle, consisting of
412 straight-line sections (instead of a circular form).

In order to concrete the semi-vaults, metallic and wooden forms were made
with removable sides, The semi-vaults were concreted, and the forms were
set aside, The reinforcement and the concreting of the support slab were
carried out in the operational position.’

The test model was assembled in the following manner; first, the support

slab was placed on a sand base, a special apparatus was installed on it
in order to support the semi-vault in the plan position, and then the

4
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

BIBLIOGRAPHY

1, "Vremennaya instruktsiya po vypolneniyu elementov obmurovochnykh kon-
struktsiy parageneratorov napyleniyem" /Provisional Instructions on
Making Elements of Lining Components for Steam Generators by means of
Spraying/, Moscow, Informenergo, 1975, 34 pages.

n

"Vypolneniye obmurovochnykh konstruktsiy parovykh kotlov metodom napy-
leniya" /Making Lining Components for Steam Boilers by the Spraying
Method/ (Shkola peredovogo opyta. Teziey dokladov, Baku, 1975), Moscow,
Informenergo, 1975, 95 pages.

3. Kozlov, Yu. V.; Ol'shanskaya; Voronkov, S. T.; Vlasov, G. B. “Testing
Rapid-Hardening Sprayed Insulation with a Gas-Tight Exterior Coating"
in Series III --"Teploizolayatsionnyye 1 izolyatsionnyye raboty" feat
Insulation and Insulation Operations/, 1976, Issue 6 (114), pp 5-8
(TsBNTI Minmontazhspetstroya SSSR),

4, Semenov, S. I.;Semenov, V. A.; and Tarkhov, A, A, “Issledovaniye teplo-
provodnosti materialov pri polozhitel'nykh temperaturakh" /Research on
Thermal Conductivity of Materials at Temperatures above Freezing/ in
“Sb. trudov VNIPI Teploproyekt. Konstruktsii i stroitel'stvo spetsial'-
nykh sooruzheniy" {Collected Works of VNIPI Teploproyekt. Components and
Construction of Special Structureg} Issue 47, 1978, pp 112-124.

COPYRIGHT: Izdatel'stvo Energiya, "Snergeticheskoye stroitel'stvo", 1980

2384
C80: 1822

31
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

in accordance with the requirements of the "Instructions on Testing Thermal
Insulation in Electric Power Stations." For this purpose use is made of
the ITP-6 themal-flow measuring instruments of the Institute of Technical
Thermal Physics of the Ukrainian SSR Academy of Sciences. When necessary,
the measurements are double-checked by the flat thermometers designed by
the Teploproyekt VNIPI (All-Union Scientific Research and Design Institute).
The temperature on the surface is measured by semi-conductor heat sensors
of the TP-3 type and surface thermocouples, while the distribution of tem-
peratures throughout the thickness of the layer is determined with the aid
of chromel-cupriliferous and chromel-aluminiferous thermocouples.

The methodology for processing the data received is based upon the indicator
of the component's thermal conductivity at an average operating temperature.
It characterizes not only the material and the manufacturing quality of
the lining, but it also takes into consideration to a certain degree the
influence on it of thermal-conductive metallic and other inclusions. The
reliability of this indicator of thermal conductivity is guaranteed by the
large number of test measurements carried out. These tests have enabled
us to make a comparison between the design values of the thermal conductivity
of the lining components and the measurements obtained in the process. At
the present time, in calculating the thickness of a lining we proceed from
the reference values for the thermal conductivity of the materials which
are included in its design. The thickness of a lining layer which is
manifested as the result of calculation is being increased somewhat, and
it is being accepted (in the case of all kinds of materials) as equal to 160
and 210 mm for the TKZ and BKZ boilers respectively. In connection with
the absence in the literature of the design values for thermal conductivity
of combined components (those made of various materials and products),. an

- attempt has been made to determine them on the basis of data obtained as
the result of tests; for this purpose the data were grouped by types of
materials and methods of carrying out the operations.

Examined below are the most efficient lining components.

Sprayed lining (insulation). /in boldface/ Spraying asbestos and asbestos-
perlite masses is a reliable method for obtaining seamless lining components.
In recent years such components have been widely adopted on BKZ and TKZ
boilers. The spraying is carried out on mounted equipment (BKZ) and partial-
ly at assembly areas (TKZ). As the spraying material use is made of Grades-
III, V, and VI asbestos, puffed-up perlite, vulcanite, and other binders--
acrylic resin (Plexiglass), an aluminum chromophosphate solution, and
cement. Spraying a lining, in accordance with the requirements of the
instruction now in effect /1/, must be carried out using Grade-III asbestos.
However, this instruction /1/ contains a stipulation concerning the possi-
bility (as an exception) of utilizing a mixture consisting of 50% Grade-III
asbestos and 50% Grade-V asbestos. In practice, because of a shortage of
Grade-III asbestos, this ratio has recently been altered in favor of increa-
sing the proportion of Grade-V asbestos, and even Grade-VI asbestos is being
used,

7
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Other TES's have selected materials with suitable thicknesses, For lin-
ing these same types of boilers at the Uglegorskaya GRES as a first layer
they used perlite and perlite-phosphogel ‘ panels whose thickness has
not always corresponded to the needs. Hence, the layer thickness of such
a lining amounted to 160--195 mm. At the TGME-206 No. 1 boiler of the Pe-
chorskaya GRES, for the same reason and because of a lack of suitable pro-
ducts, perlite-phosphogel panels 90 mn thick had to be cut in such a way -
that their thickness amounted to 50 mm, and this led to considerable waste.

The results of tests run on lining components made of panel-type products
are cited in Table 2.

It is obvious from Table 2 that thelinings of the IGMP-204 boilers at the :
Uglegorskaya GRES have the highest indicators. This may be explained by the

fortuitous selection of materials for the component (the first, "hot" layer

was made of products with a lower linear shrinkage coefficient than that

possessed by IKP--perlite and perlite-phosphogel panels, which guaranteed

less openings of the seams /joints/, and the second layer was made of IKP),

as well as by exceptionally careful execution of work in the assembly area.

The TKZ boiler laboratory followed up on the lining of this same No. 5 boi-~
ler at the Zaporozhskaya GRES. In the report on the tests it was noted that
in certain spots the temperature of the facing sheets reached 71° C. Unsa-
tisfactory work on the lining component of this boiler is the explanation
for the shrinkages in the IKP layer, which reached 2 percent (according to
the engineering specifications) or 20 mm per meter, When the covering la-
yer was removed, gaps (breaks) were revealed between the panels (of as much
as 15--20 mm). Inasmuch as the first layer was made of sovelite /?/ panels,
their increased hemetic quality (6 times greater than perlite panels and

12 times greater than IKP panels) caused a high temperature to occur in the
zone where the IKP had been installed and, consequently, an increased shrin-
kage in the latter.

laboratory tests run by Sibtekhenergo have established that IKP shrinkage
amounts to 1.47--4,2 percent at a temperature of 600°C, Also included
among the shortcomings of IKI are their high hygroscopicity and density
under moist conditions. In the design calculations of the installed loads
the density of the products is usually taken as equal to 225 kg (kilograms)
per cu. m (in accordance with the engineering specifications). However, at
times pressed IKP are delivered to the installation areas with a density of
350 and 450 kg per cu. m, inasmuch as the hygroscopicity of the calcareous-
siliceous products is very high, their moisture upon delivery according to
the engineering specifications may comprise 70 percent, and the actual den-
sity of the IKP may exceed the design calculated amount by a factor of 4

or §, At the Cheboksarskaya TETs-2, when the lining IKP of the boiler

unit were being hoisted up, they fell, since this unit's lining components
had been kept in the construction yard for three months without being co-
vered up. Tests which were conducted on samples of the lining panels in
connection with this accident showed that their density amounted to 396--
672 kg per cu. m, and their water absorption, when immersed in water for

23
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

(uoTzyeToossy UoTZONPOIT) Od CBTeueyyezznfog wors eyeT »

ogz { cn o6t | T ‘ON ‘WON Ont-Ozy Za | SImL exeysaouskqny

uysey

oyTAtoy ‘(¥S) Tepmog attTted *(¥GT) soyseqsy A-epeIN ‘(%0g) SeTNUeIN [TooK-TeLeuTW JO xTW
0S { | o6t | 2 ‘ON ‘WD OOT-OztT za | = T-SIaL eXeYS}eYoURy
TepIOW quewep ‘(T ' T FO oTFeT we YZTM) SOSeqsy IA pue A-SepeIN Jo xTW
OSE ze €It T ‘on ‘on/o€ via SIGL ekeysTnqueyzq
oe TS ogt @t “ON ‘OOT-OZE 2a sau eheysuty Tuo
Ose 0S 06T ZT TON SOHT-OZE ZH €-SLGL PLeYSTTATSOAON
662 0s o6T 6 *ON ‘OnT-OZE Zxe SIGL PACYSTTATSOAON
uysey OFTALOy ‘soyseqsy j-epery
22 SE o0z T °ON ‘OnT-Oey ZiE €-S1GL efeysuTzerey
ez 66 Sér T ‘ON ‘WON OhT-Ozy Z1E SIgL ePkeyspNIyOAON
sz 6h €91 4 TON ‘902-SWOL smu eAeystTnqueyzg
upsey oTTAroy ‘(Tf # | JO OTVeT e YITH) SO}SeQSy A DUE TTI-Sepery Fo xTH
082 On odt
0d Ont S °ON ‘WON ONT-O%y ZG Z-S1AL eAeysAniqog
nez én 2t@ | Z °ON ‘WON Ot-OZy ZHE
yA St O6T let °ON “WON ONT-O%ty ZINE SIgL eXeysaoyshqfny
uysey oTTAroy ‘pues eq{TIeq ‘soyseqsy ITI-epery

gu/sttem Ut De UT uw uy

“Hold YEOH ‘goegzang go | ‘SuTupT Jo ETFO JO ON

go kyysueq aanyzeraduey, | ssouyotu, uotze1g pue adky, | uotzeig renog oTTIO0TE

T eTaeL

19
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

ELECTRIC POWER

upc 621, 181.002.72
NEW GROUPING SOLUTIONS FOR THE TPP-312A BOILER

Moscow ENERGETICHESKOYE STROITEL'STVO in Russian No 10, Oct 80 pp 33-37

[Article by Engineer A. G. Isarev and Candidate of Technical Sciences A. G.
Kravets: "New Grouping Solutions for the TPP-312A Boiler"7

[text] At the Zuyevskaya GRES-2, which is under construction in the Donbass
according to a plan of the Kharkov Division of Teploelektroproyekt, provi-
sions have been made to install eight power units having a capacity of 300
MW (megaxatts) each with TPP-312A boilers produced by the Krasnyy kotel’
shchik (Red Boilermaker) PO (Production Association). These boilers have
been designed to operate on GSSh coal dust; their stean capacity (boiler
rating) is 1,000 tons per hour each.

Such boilers were also installed at the Ladyzhinskaya, Zaporozhskaya, and
Uglegorskaya GRES's, Their auxiliary equipment is the same, but their
grouping solutions vary slightly. This is connected with the fact that the
boiler groupings at the Zaporozhskaya and Uglegorskaya GRES's were optimized
on the basis of an analysis of the plan solutions for the main power unit of
the LadyzhinskayaGRES and a study of the experience gained in constructing it,

Proposals for optimizing the boiler groupings were implemented to the maxi-

mun degree on the first stage of the Zaporozhskaya GRES; this permitted us

to curtail metal outlays for manufacturing dust-gas-air conduits (flues) and

= their supporting structures, to simplify the scheme of dust-gas-air conduits
and, at the same time, to increase their reliability, to introduce a highly
efficient mechanization schene, and, thanks to this, to reduce installation
time periods and labor outlays.

The experience gained in building and operating the TP-312A boilers at the
Zaporozhskaya GRES confirmed the advantages of the improved grouping, and the
latter was utilized by the general planner and the plant manufacturer for the
boilers of the Zuyevskaya GRES-2 with minor changes. Thus, because of the
soil characteristics at the GRES site, the general planner adopted a base-
ment-less grouping for the equipment of the powerhouse (machine room), and
this led to a raising of the operational grade level of the turbine unit (to
12.6 m, instead of the 9.6m used at the other three electric power stations
mentioned above), In order to create a common operational level, as well as

32
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

* FOR OFFICIAL USE ONLY

2. On the left bank the dam's foundation pit was inaccessible to machines
at height of more than 100 m, The upper part of the foundation pit to a
heighth of about 40 m was excavated from modest-sized areas (created by the
small borehole method), using NKR-100 machines. Processing the blasted
earth was carried out by GMN-250 hydraulic monitors (excavators). In ac-
cordance with a specially developed plan regarding the bulk load which was
being formed from tie blasted and excavated earth, two D-271 bulldozers and
an SBU-2M drilling rig were hoisted by traction to a height of 60m, Fur-
ther excavation of the earth to existing transport levels was carried out
with the aid of these machines and hydraulic monitors at a step height. of
: 2.5--3 me

- 3. The excavation of the foundation pit’s lower tier was completed with-
out maintaining a protective layer or the small borehole drilling of the
final'1.5--2 m, as provided for in the plan. such a decision was precedud
by tests and full-scale research carried out directly in the foundation pit.
Under the specific conditions of building the Kurpsayskaya GES the possibi-
lity of avoiding the installation of a protective layer was guaranteed by
drilling the main boreholes 0.5 m higher than the plan outline, by reduc-
ing the diameter of the boreholes, and by increasing the density of bore-
holes to 2x2.5m. In order to clean up the foundation after the excava-
tion of the earth, bulldozers were used, equipped with special ripper-
blades, as well as hydraulic monitors and mounted shafts.

In December 1978 the earth and rock excavations in the dam foundation pit
- were completely finished; on 26 December the first cubic meter of concrete
was laid into its foundation.

The avoidance of building a complex for grading gravel and a concrete sys-
tem in the region of the Kurpsayskaya GES, despite the considerable dis-
tance needed to transport the concrete mix (40 km), insured from the first
few months on that the concrete would be laid at a smooth rate and that it
would be of the required good quality. In 1979 some 250,000 cu. m of con-
crete was laid into the foundation sections moreover, beginning in March,
the average monthly pace amounted to 23,800 cu. m (with a low of 17,200 and
a high of 29,700 cu. m), Here again we should mention the high technology
in the design of this hydraulic development's principal structure--the dam,
thanks to which as early as the first year of its construction the labor
productivity was greater than during the years of mass concrete laying in
building the dam of the Toktogul'skaya GES. In separate months of 1979
output per man-day exceeded seven cu. m (these calculations made use of
 method_. analogous to those employed in the construction of the Toktogul’
skaya and Chirkeyskaya GES's).

In accordance with the start-up scheme, by the time the first unit is
started up the dam should be built up to a heighth of 75 m and 680,000 cu.

m of concrete should be laid into the basic structures, As of 1 July 1980,
approximately 450,000 cu. m of this amount had been laid.

4
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FUELS

HANDBOOK ON DRILLING MUDS
Moscow SPRAVOCHNIK PO BUROVYM RASTVORAM in Russian 1979 pp 2, 213-215

[Annotation and Table of Contents from the book "Spravochnik po burovym xastvoram,"
Izdatel'stvo Nedra]

[ext] the required data on the chemical reagents, cements, clays, muds and other
materials are outlined briefly in the handbook. Convenient methods of quality con~
trol and presented. ‘The most widely used and most promising flushing and cementing

- muds are described. Classification of most chemical reagents and cements and dif~
ferent additives with indication of the composition and behavior under different
geological and technical conditions is outlined.

The handbook is intended for specialists of the oil and gas industry.

Contents Page
Foreword 3
Part 1.
Chapter 1. Quality Control of Drilling Muds and Methods of Measuring Param-
eters. Analysis of Drilling Mud Filtrates 5
7 1, Preparation of Titered and Buffered Solutions, Indicators and
Installation of Titers 5
2, Determination of Ca2+ and Mg?* Concentration in Filtrates 3y the
Complexometric Method 10
3. Determination of Cl’ Concentration in Filtrates by the Argento-
metric Method 12
4. Determination of the Alkalinity of Filtrates 13
5, Determination of the Hardness of water 13
6. Producing a Mud of the Required Concentration by Mixing Two Muds 15
7. Methods of Taking an Average Sample of Free-Flowing Substances and
Samples of Drilling Mud 15
8. ‘The Rheological Properties of Drilling Muds 16
9. Density 20
10, Yield of Water (Filtration) 22

ll. Measuring the Lubricating and Antiwear Properties of Drilling Muds 25
12, Determination of the Content of Different Substances in Drilling
Muds 25

86
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

ELECTRIC POWER

UDC 621,311.22 :621.867. 662. 63/67
FLANNISG AND STUDYING UNDERGROUND FUSL-DELIVERY TUNNELS

Moscow #NdRGETICHESKOYZ STROITEL'STVO in Russian No 10, Oct 80 pp 57-60
article by Candidate of Technical Sciences V. I. Stepanov and lngineer
V. G, Novikov and V. L, Pavlov: “Planning Underground Fuel-Delivery Tun-
nels and Studying Their Cperation"7

[text] The Ural Division of the VGPI (All-Union State Planning Institute)
Teploelektroproyekt (UralTEP) has developed fuel-delivery, arch-type tres-
tles (scaffold bridges), made of structural steel with mineral-wool heat
insulation. The design of these trestles contain practically no protrud-
ing elements on which dust may be deposited and this significantly in-
proves the conditions for utilizing them. At the same time underground
fuel-delivery tunnels, whose operating conditions are considerably worse
than those in above-ground galleries (in connection with the difficulty of
arranging transfers by conveyors and the presence of props (posts) within
the central passage}, are being made, as before, of VKT 3.5-3 rectangular
elements. The constructional deficiencies of such tunnels, it

should be noted, alsc include a large amount of work on integrating the
hinge-type joints, the monolithic sections, and placing concrete in the
floors, difficulties in manufacturing structural components at plants, as
well as the complexity of making the transition junction from the rectan-
gular, underground structural components to the arch-type, above-ground
ones.

Taking this into consideration, in planning the fuel-delivery structures
for the Heftinskaya, Troitskaya and other GRES's, the UralTP specialists
developed and introduced a design for precast, arch-type, underground tun-
nels, made of reinforced concrete. The arch-type tunnel (Fig, 1) consists
of a support slab and to semi-vaults, connected in a "keystone," as well
as a hinge-joint with the support slab. Lengthwise the elements are con-
nected with the aid of welding the embedded parts. With regard to its in-
terior outline the tunnel consists of a vault with a radius of 4100 mm, In
choosing the sections of its elements and the type of reinforcement, con-
sideration was given to the possibility of using them for the building of
the rotary gravity dumps with disk-toothed crushers at the grade level
where the underground tunnel comes out--13.8 m.

73
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

ee


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

SZOKO? 9Z-LA ony *szUTOL

yeeaq Sutzederd pue Zutzz0d

Suyssead ‘470
-2yO yeerq FO UoTPETTeYS
uy ‘squyof yeerq Jo wot?

ABqeue yearq Buys

SS/SEL  FSuexy Zoz eTOTYeA TeTOeds | -eTTeIsUT ‘uoTyeredezg | —‘szo}oNpUOD BuTUTAuOD
euexo (6-H !sr9K0} HE-1UA punor? 94}

ButdooseTs} om} fyouTM UZTHI 0} BupTeMoT yNouyTA sqtun [Tor

frozoert O€T-L fsxoyonpuos | sxoyonpuco SuyPupzzsex -omy JO PTE ou} UTTA

22/0066 ZO} SYONIZ UOTPEUTUET On], *BuyqUSTs ‘uoTPeUTWeT sZozonpuos Buy{Tezsuy
setod
dn Suyzqes pue Zupystoy

(qoef) youta 4zTM (s}sToy) souezo 03 setod | uotsuedsns ut, (s}sToy

1070814 OfT-L #(838T0u) Suqueqses ‘(sqstoy) | souezo omy Butsn ‘set

29/00€€ seuero SH-9-LYW OAL * seuero dn Suqq30q ezeTpemrezut dn Sut30g
quetd zenod STITZP yu Jo pre

ettqow feuero €S-yL eu, UITH SZopONpUOD | pIex uoTJONTysSUCO e UT

fquewltnbe reydtey pue pue spuejs-19e}TT} UO seTod ayeTpeurezuT jo

0€/o0got peztprepueys-uou fo 4eg suoyjzoes jo ATquessy ATQuesse payepylosuop

(setod

eyeTpemtezUy IOS) Be
Joost *{setod zeur09
~zoyoue 20s) 26 /8dz

ewero €$-yL !yTun
Suyxtu-TezIow TeT Ter}
feTetyea ButI0q Z-Sid

sottd
quoweo UTUI eu} BUT
-Treqsut ‘eToy e BuTz0g

sdueto zoyoue
yyta sattd queue.
uyyy JO epeu s#upzoog

g% Seq-uey uy *euTy

*HTO JO wy OOT zed sket]
-3o ToqeT Jo uoTzoNpey|

syuswyoeszy pue

Areutyory pertnbey

sesseoorg TeoTUYyoay,

uotynTos pesodory

9 eTaeL

58
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

ELECTRIC POWER

upc 626/627
HIGH-SPEED CONSTRUCTION OF THE KURPSAYSKAYA. GES

Moscow ENERGETICHESKOYE STROITEL'STVO in Russian No 10, Oct 80 pp 2-8

article by Engineer V. 8. Shangin: “High-Speed Construction of the Kurp-
sayskaya GES"7

[ext] /FROM THE EDITORS, The brief time periods for the
erection of the Kurpsayskaya Hydroelectric Power Station
with its high concrete dam and excellent quality of con-
struction work have evoked considerable interest. The set
of articles published below illuminates the most important
construction, organizational, and engineering solutions
which have been adopted in the process of designing and
building this station in the Naryn Cascade.*/ /in italics/

The Kurpsayskaya GES (Fig. 1), now under construction in Kirghizia is the
= fourth hydroelectric pover station on the Naryn River and the third (of
the proposed five) in the Lower Naryn Cascade.

The principal technical and economic indicators of this hydraulic develop-
- ment are cited below:

Rated capacity of the CES, in MW (megawatts) sesseeeerereerees 800
Number of UNitS ceccessecceeneeccrencwererecesseeeeeres 4
Capacity of the reservoir, in millions Of CU. M seseeerecevees 370
Including the following regulated amount .. oe 35

Design (calculated) pressure head, in meters .s+seesserererees 91.5

Design (calculated) discharge of the GES, in cu. m per sec. «+ 972

—_—__—_
¥ This set of articles about experience gained in building the Kurpsay-
skaya GES utilizes photographs by Ye. Kuluzayev.

6
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

*AeaTpoedsex um OS pue OL JO SSOUYOTYIEUITM S}eU ToOM-TeLeUTM JO
ape sen zefeq puoces 043 !yusuoduos edfy-uoyyeuTquoo e yo TexeT YSITF OUI SE POZTTTIN
@XOM TOOM UTTOeY OCT-HOA PUe cu/I¥ Tg Jo AyTSUEP w WITH TeqTE UTYI—zedns yTeseE x

620°0 9S0°0| gS0°0 | 220°0} 490°0]} 290°0| nd0"O | 1e0°0 iekoxdotde
go eyep our fq
2$0°0} 490°0 zg0°0
T20°O --250°0|--z50"0} 1Z0°0} 290°0| gSo'o! 690°0 |--2o'0| squeuemseen fq
(4° u)/s372H UT
*kyTATONPUON TeUTEUL,
one St2| [<4 ene Dg UT ‘eanqeredues,
ote 2ez] one zee or i eT tema nsedwe
a Set] o6t}| Set wu UT
OnT--SET oét| Set o2T] 06T 8 soso supert
0/24 46 06 «18 Gd S9 1S Th Z0ZOTPUL
otz 30 &yfsuep
2 UTTM O€T-YDA eat uy Aqysueq YIM ‘ZeqTY UTUL-Tedng yLesed
JOoM UpToORy —

29
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Figure 2, a Design of Reactor Section of an AES Building
with Schematic of Measurement Points

65
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

determined, as well as the amplitude-frequency characteristics (AChKh) of
its individual points, Inasmuch as the structure under study is a complex
three-dimensional structural component, consisting of inter-related plates
(partitions and roofs, and stands (columns), its AChKh has a multiplicity
of resonance peaks, caused by these elements' becoming resonant in turn.

In the tests AChkh of the structure were studied ranging from 0.4 to 18 hz.
(hertz) (here and further on all data are cited as converted to natural-
size structures), which is completely sufficient for evaluating its reaction

7 to seismic influences, Most characteristic are the AChKh (Fig. 3, a) de-
termining the vibrations of the top of the footing section (at the zero mark
{grade level/)and the top of the protective shell (shield) (at the 55.0-m
mar) in relation to the footing sole (bottom). The first two resonance
feaks correspond to the cantilever vibrations of the entire structure as a
unified whole. The basis of this cantilever design consists of the protec-
tive shell (the highest and relatively least rigid element) on an elastic
foundation (the footing section) with the adjacent rigidities and masses
(the ancillary structures, reactor, and steam generators). The first reso-
nance peak (f, = 1.9 hz.) corresponds to the first cantilever form of vi-
brations, and the following one (f = 3.5 hz.)--to the second one (Fig. 4).
It should be noted that if the first tone of the vibrations are characterized
primarily by shift deformations of the entire structure as a whole (the
graph of the distribution of accelerations along the high points is almost
a straight line), the second tone is characterized by flexural-shift defor-
mations with a relatively bending at the place of a substantial change in
the structure's rigidity along its height (see the graph for £ = 3.5 hav,
Fig. 4), Thus, the footing section in this case moves practically like a

: rigid body. Then there is a weak deformation in the lover third of the
shell (fron the zero mark to the 17.0-m mark), the rigidity of which has
been increased by means of installing internal partitions (baffles). But
the greatest deformations arise in the middle third of the protective shell
(between the 17.0-m and 33.8-m mark)--its most flexible part, since above

a it the rigidity is again increased by means of widening the structural com-

~ ponent for the installation of the sub-crane beam and the juncture of the
vertical cylinder with the vaulted roof.

The amplitude-frequency characteristics of 3 and 4 (see Fig. 3, b), which
are situated almost on one mark (grade level), reflect the nature of the vi-
rations of the auxiliary structures and the reactor shaft, In the section
of the resonance curve with a frequency of 0.4--5.7 hz. the vibrations of
these points are practically the same, At frequencies of more than 6 hz.
the structural components of the reactor shaft vibrate, so to speak, inde-
pendently. Moreover, the resonance curve of the shaft passes considerably
below the resonance curve of the auxiliary structures. The rigidity of the
reactor shaft, with its reinforcing partitions carrying out the function
of rigid fins is higher than that of the auxiliary structures. The shaft’s
- own vibration frequencies are higher than 13 hz., whereas in the auxiliary
structures the first resonance peak arises at the frequency of 8 hz., and
the next three high resonance peaks in succession are 12, 13.5, and 14.5

- 67
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

bUK OFFLGJAL USE ONLY

T
3 Ts zs
ig 8
ine
& .
Ty og 8
a xs jf §
pot ot S rk 8 2
| a rr re an
H | b= &
i s
rt e | @
i r &
gt i
. | Wa 8
t Sy H
oF T g
| 3 :
+ so | i
\ . .
| © &
t ®
il bog
|

Figure 3, Amplitude~frequency Characteristics of Various
Foints in the Reactor Section (a, b) and the
Footing (Base) of the Turbine Unit (c)

68
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

syeu pue ‘gyr ‘syeu :qyueuodwoo pezekeT-eTETAL xe
(uoTzETOOSSY woTzONpord ) Qd oBteuaznfog fq pettddns eyed x

9 “ON ‘02-dWOL

Ost on ogt gmp ekeysz03eT 3),
ozt 0s ogt T *ON ‘4QH-SWOL | G-SIGy BkeYsAoy, TEU
TOoM UTTOey
09 9€ ooz =| T ‘on ‘wus | SUL NESE ATYSTOBOVeAS
4 TOOM YOO, USTUUTT
ost ge o9T T ‘ON ‘Oh-GHOL Sg] ekeyshekyfoyzey
Ont o€ dt xxl ‘ON '902-dWOL
o9T o€ oot T “ON ‘902-dWOL sap eXkeyszoyoed
SyeW TOOM-TexeuTH Pue dyxT :
STE Sh 00z T ‘ON ‘WON ONT-O2t ZE SIaL Pheyspoaezorzed
Ont st O6T xT ‘ON SHON OnT-O% ZG
WG Sh S6t T ‘ON “WON OnT-O%h ZH G-SLEL eAEYSUTIN
Buyferdg pue sey TOOM-TexeuTH
otz se oo =! T ‘ON ‘WON OnT-Ozn Zua | SEAL eXeYSpoaezozzed
_ gupfeadg pue 07 ;ueoTMA
oz ah zoz Z °ON ‘WON ObT-Oz ZHE
stz 6€ 002 T ‘ON ‘WON OnT-O%y Zid tSLAL PXeYSSUTH
the on giz 2 ‘ON ‘WON OnT-OZH ZAC
06z an ate T ‘ON ‘WON ObT-Ozt 2d sig, e&eysseuney
Suykeids pue dyT
gu/sttem UF Deut uu Uy
“moTa peeH | feoezaing Jo ‘guyuyT jo zeTpog JO ‘ON
go kaysuag | emzezeduey, SSOUxOTUL uopzeig pue adh], wuoTTeIg eMog OTTIOSTT

€ eTqey

26
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

- 0 G2 04 06 om oot ¢
a)

Figure 3. Vertical Shifts in the Keystone Joint when the
Vault is Loaded with the First (a) and Second
- (b) Combination of Loads

Key:
1. Test curves (loading--unloading~-loading)
2.3 Design curves for hingeless and two-hinged
vaults respectively

destruction of the vault occurred along an inclined section at a distance
of approximately 1/3 of the semi-vault from the keystone joint (Fig. 4, a).

The support slab was tested in an inverted position (with the bottom up)
for a combination of loads creating a maximum span moment. A load in the
fom of concentrated forces was created with the aid of DG-50 pushing hy-
draulic jacks.

Under a load comprising 57 percent of the normative load cracks were re-
vealed in the central part of the span with a width of as much as 0.1 mn.
Under the normative load (SJ F = 936 kH) the flexure of the slab in the mid-
dle of the span amounted to 24.6 mm, the maximum stress in the longitudinal
reinforcement did not exceed 190 KPa, and the width of the crack opening
attained 0.3 mn, Under the normative load the slab held up for 16 hours;
in this case, the increase in flexure amounted to 0.73 mm; the residual de-
- fomations of the slab after unloading did not exceed 5 percent of the full
deformations. The results of repeated loading of the slab to the normative
load were practically no different from the results of the first loading.

At a load of & P = 1290 kH (a design load of X P = 1120 kH) there appeared
in the support zone of the slab an oblique crack with an opening width of
0.2mm, while at a load exceeding the design load by a factor of 1.49 de~
struction of this zone occurred along an oblique section (Fig. 4, bd).

Since the slab's support zone was destroyed under leading which was less
than the contolled-destruction loading, it was decided to conduct a test

78
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

+ Chapter 6.

Chapter 7.

Chapter 8.

Chapter 9,

FOR OFFICIAL USE ONLY

26. ‘Typical Electric Motor Control Assemblies and Circuits
Explosion Resistance of Electrical Equipment

27. Classification of Dangerously Explosive Mixtures and Places
in the Oil and Gas Industry

28. Electrical Equipment With Explosion-proof Housing

29. Electrical Equipment With Improved Explosion Safety

30. Electrical Equipment Exhausted at Gage Pressure
[Russian—produvayemoye pod izbytochnym davleniyem]

31. Oil-filled electrical Equipment

32. Specially designed Spark-safe Electrical Equipment With
Quartz Filling

33. Features of Facilities for Electric Power Supply to Dan-
gerously Explosive Installations

Electrical Equipment for Drilling Rigs

34. General Assumptions

35. Electric Power Distribution on Drilling Rigs

36. Electric Bit Drive

37. Automatic Bit Feed Regulators

38. Electric Drive of Drilling Hoist

39. Electric Drive of Drilling Pumps

40. Diesel Electric Drive

41. Blectrical Equipment for Off-shore Drilling Rigs
42, Electrical Equipment for Auxiliary Machinery

Electrical Equipment for Oil Well Pumping Operations

43, Deep-well Pump Rod Installations

44, Efficiency and Power Factor of the Electric Motor for a
Pumping Unit

45, Determining the Power of Electric Motors for Pumping Units

46. Electric Motors for Pumping Units :

47. Power Supply Circuits, Automatic Start-up of Pumping Unit
Electric Motors and Control Equipment

48. Installations With Rodless Deep-well Pumps

49. Deep-well Electric Motors and Their Waterproofing

50. Devices and Power Supply Circuits for Installations With
PED Motors

51. Deep-well Electric Motor Control Stations

52. Selection of Electrical Equipment for a Rodless Pumping
Installation

Electrical Equipment for Oil Field Compressor and Pumping Stations
and for Oil Preparation Installations
a

53. Compressor Houses, Pump Houses and Installations for Com-
plete Preparation of O11 in Oil and Gas Collection Systems
54, Electrical Equipment for Oil Field Compressor Installations

3
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

210

219

219
222
225

226
229

232
234

234
238
241
256
262
275
284
288
289

293
293
297
299
302
306
311
313

319
322

327

330

330
331


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

CONTENTS

Introduction

Chapter 1.

Chapter 2.

Chapter 3.

Chapter 4.

- Chapter 5.

Sources of Electric Power and its Distribution at Enterprises
of the Oil and Gas Industry

1. Power Sources and Requirements for Power Supply Facilities
2. Load on Electric Power Receivers, Load Calculation

3. Basic Types of Electric Network Circuits

4. Calculation of Wire Cross-sections for Electric Lines

5. Basic Design Elements for Electric Lines

6. Short Circuit Currents and Their Effect on the Equipment

Electrical Equipment for Transformer Substations and Dis-
tribution Devices Rated at More Than 1000 V

7. Power Transformers and Their Selection

8. Switches for Voltages Above 1000 V

9. Circuit Breakers, Load Switches and Other Switching
Equipment for Voltages Above 1000 V

10. Actuators for Controlling Power Switches for Voltages Above
1000 V and Circuit Breakers

11. Measuring Current and Voltage Transformers and Their Selection

12. Distributor Design Bus Conductors [Russian--Shinnyye konstruk-
tsii raspredelitel'nykh ustroystv tokoprovody]

13. Relay Pretection

14. Automatic Line Reconnection and Automatic Connection of
Reserve Capacities

15. Designs for Distributor and Substation Components

Electric Motors and Their Service Properties

16. General Information on Electric Drive
17. Mechanical Characteristics of Industrial Equipment
and Electric Motors
18. Start-up and Regulation of Electric Motor Rotation Speed
19. Design Versions and Operating Properties of Electric
Motors

Selection of Electric Motors

20. General Assumptions

21. Heating and Cooling of Electric Motors

22. Electric Motor Load Diagrams and Operating Conditions
23. Selection of Motor Duty Rating

Electric Motor Control Apparatus and Circuits
24. Control and Protection Equipment

25. Control System Classification and Means for Their
Responsibilities

2
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

46

48
55

64

74
79

88
90

111
115

122
122

128
146

168
177
177
179
183
185
190
190

208


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

At the beginning of 1980 the work front was prepared for installing the in-
sertion parts of the turbine stator and the spiral chamber of Unit No. 1; in
June the basic operations were completed on the deep interior spillway, and
work had begun on installing the columns and sub-crane beams of the power-
house (machine room),

In conclusion, it should be mentioned that the experience we have gained in
building the KurpsayskayaGES has already convincingly demonstrated the genu-
ine possibility of putting high-capacity hydro units into operation within
the course of a single five-year period from the time operations are started.
The principal prerequisites for this are as follows:

a sharp reduction in the length of time required for the preparatory period;

maximum utilization of the existing experience gained in erecting analogous
structures;

high technology of the structural components of the hydraulic development's
principal and auxiliary structures, guaranteeing the required labor produc-
tivity and high-quality workmanship.

COPYRIGHT: Izdatel'stvo Energiya, "Energeticheskoye stroitel'stvo", 1980

2384
80: 1822

15
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

80. Electric Drive for Auxiliary Machinery
81. Electric Pipeline Welding Equipment

Chapter 13. Power Rating and Conservation of Electricity

82. General Assumptions
83. Improving the Power Rating
- 84. Arrangement and Hook-up Diagrams for Compensating
Devices
85. Conservation of Electricity

Chapter 14. Electrical Equipment Operation and Accident Prevention When
Operating Electrical Equipment

86. Basic Rules for the Operation and Safe Servicing of
Electrical Installations
87. Protective Grounding and Protective Disconnection
88. Rendering First Aid to Electric Shock Victims
Bibliography
COPYRIGHT: Izdatel'stvo "Nedra", 1980

9194
cso: 1822

5
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

437
438

448

448
452

455
458
461

461
465
472

474


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

Chapter 2.
13.
14,
15.

Chapter 3.
16.
iy
18.
19.
20.
ai.
22.
23.
24.
25.
26.
27.
28.
29.

- 30.
31.

Part 2.

Chapter 4,
32.
33.

34.
35.
36.
37.
38.
39.
40.
41.
42.
43.
44,

45.
46.

FOR OFFICIAL USE ONLY

oo : mo

Designation, Classification and Main Types of Drilling Muds
Designation of Drilling Muds

Classification of Drilling Muds

Drilling Muds

Materials and Chemical Reagents Used in Drilling Wells
Clays

Clay Powders

Weighting Compounds

Chemical Reagents and Their Classifications
Water Loss Reducers

Viscosity Reducers

Reagents-Foam Inhibitors

Reagents Which Bind Calcium Ions

Reagents Which Supply Calcium Ions

Reagents Which Supply Calcium and Magnesium Ions
An Alkalinity Regulator-Caustic Soda (NaOH)
Reagents Which Impart Thermal stability
Reagents-Structure Formers

Lubricating Additives

Emulsifiers

Surfactants (PAV)

Cementation Cements, Muds and Additives
Classification of Cementation Cements

Cementation Conditions and Requirements on the Quality of
Cementation Muds and Stone

Brief Data on Cements

Cements for High-Temperature Wells

Cement Solutions and Their Classification

Hardened Clay Muds (OGR)

Visco-Elastic Separators (VUR)

Physicochemical Methods of Controlling Complications

Main Data on Cement Mud Hardening Accelerators

Main Data on Cement Mud Hardening Retardants

Main Data on Cement Mud Water Loss Reducers

Main Data on Cement Mud Plasticizers (Viscosity Regulators)
Brief Characteristics of Some Materials Used in Cementation
of Wells

Synthetic Resins for Elimination of Absorption

Plugging Fillers for Cementation of Absorption Zones

Bibliography

Appendix 1.

- Appendix 2.

Appendix 3.

~/

Ay

Consumption of Weighting Agents

Summary Data on Chemical Reagents and Materials Used to
Regulate the Parameters of Drilling Muds

Brief Data on PAV

87
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

30
30
31
32

62
62
67
69
73
73
86
94
loo
101
103
105
105
107
109
lll
112

115
115

115
120
124
129
133
133
134
138
142
152
158

164
166
168
169

170

174

182


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

cost of the structural components. In this connection, the following
provisions ier. made:

To reduce the thickness of the vault from 35C to 300 mm ;

To make holes with a diameter up to 400 mm in the support slab in order
to reduce its weight and lower the consunption of concrete;

To utilize elements of the vault and support slabs with tuo or three type
sizes of reinforcement, depending on the operative load (depth at which
the tunnel is located),

However, the implementation of these proposals depends primarily on the
construction industry's enterprises which are presently carrying out the
regular delivery of tunnel structural components to many facilities (the
Ukibastuzskaya and Gusinoozerskaya GRES's etc.), and the transition to
the use of improved structural components is linked with a certain adjust-
ment in the sizes of metal forms and a change in the technology of manu-
facturing of structural components,

Sev economic solutions are being taken into consideration in developing
a standardized plan for the structural components of underground, fuel-
delivery tunnels.

Table 3 cites the technical and economic indicators of several variants
of underground, fucl-delivery tunnels, determined in accordance with the
requirements of Instruction Sh 423-71,

The decisive indicators for introducing arch-type, underground tunnels at
the Xcftinskaya Gil3 were the assurances with their use of a reduction

in labor outlays at the construction site (by almost 22%) and a consider-
able improvenent in operating conditions (a reduction in operating outlays
by 3775}, although with regard to the cost of construction and outlay of
materials the arch-type tunnels yield to the tunnels made of VKT 3.5-3
elements.

The standardized arch-type, fuel-delivery tunnel which is being developed
is superior with regard to all indicators to the standardized tunnel made
of VKT 3,5-3 el-nents, Therefore, industry must make the fastest possible
transition to the production of the tunnel structural components which
have been improved in accordance with the proposals of UralTEP,

Based on the positive results from introducing at the Reftinskaya GRES,
the fucl-delivery structural components developed by UralTEF have been
used since 1978 at many electric-power engineering construction sites, and
in 1979 they vere included in the catalog of precast reinforeed-concrete
structural components for themoelectric-power stations.

80
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

FUELS

DRILLING OIL AND GAS WELLS
Moscow BURENIYE NEPTYANYKH I GAZOVYKH SKVAZHIN in Russian 1980 pp 2, 333-334

{Annotation and Table of Contents from the book "Bureniye neftyanykh i gazovykh
- skvazhin," Izdatel'stvo Nedra]

[Text] ‘The physicomehcanical properties of rock are considered briefly in the
textbook. Drilling rigs are described. Drilling of oil and gas wells is considered
in detail. A great deal of attention is devoted to flushing out wells: to flush~
ing agents and preparation and cleaning of drilling muds. Data are presented on

- prevention and control of absorption and collapse of rock. Techniques of strength~
ening beds and the corresponding equipment and tools are described.

Intended for students of petroleum technical schools.

Contents Page
Foreword 3
Chapter 1. Main Data on Drilling of Wells 5

1. Brief History of the Development of Drilling Operations 5
2. ‘The Borehole and Its Components 7
3. Main Operations Contained in Drilling. The Cycle of Construction
of Wells 10
4. Methods of Breaking Down Rock During Drilling 14
Chapter 2. Physicomechanical Properties of Rock and Theix Effect on the
Process of Well Construction 21
: 1. Rock and Its Properties 21
2. Mechanical Properties of Rock and Its Drillability 27
3. Mechanical Breakdown of Rock During Drilling 34
Chapter 3. Drilling Rigs and Installations 41
1. Designation, Types and Characteristics of Drilling Rigs 41
2. Hoisting Attachments Used on Drilling Rigs 51
3. Drilling Buildings and Customary Structures 63
4. Foundations and Footings of Drilling Rigs Located on Land 67
5. Foundations of Offshore Drilling Rigs 1

6. Assembly of Derricks, Installation of Equipment and Transport of It 78
7. Safety Techniques in Installation, Disassembly and Transport of
Drilling Rigs 89

83
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Figure 1, Schenatic of Test Installation
for Spraying Insulation

Key:
1. Ejection machine 9. Material hose for enriched
2. Air collector for air mixture
. feeding air 10. Cyclone centrifuge
3. Receiving bunker (hopper) (separator)
4, Air hose

I Air mixture feeding

II Discharge of atomized
air mixture

III Discharge of excess air

5. Compressor receiver
6. Tank for binding mortar
7. Hose for feeding mortar
to pistol-type atomizer
- 8. Pistol-type atomizer

In view of the shortage of Grade-III asbestos, a study was made of the pos-
sibility of using Grade-V asbestos for spraying insulation. Grade-V asbes-
tos has shorter fibers than Grade-III asbestos. In spraying, therefore, it
requires an increased discharge of binder and creates a denser mass of fi-
bers, possessing less elasticity. As a result of such a subjective factor
as the operator's attempt to reduce dustiness in the work zone, there is an
excess moisture in the mixture, In the case where acrylic resin is used as
the binder the excess moisture in the mixture does not cause any signifi-
cant reduction in the lining's thermal conductivity. When the lining layer
is heated up, the moisture contained within the acrylic resin evaporates,
and the material becomes porous, Design calculation and experience have de-
monstrated the possibility of using Grade-V asbestos for spraying with a
layer thickness of 210--220 mm, This thickness is sufficient to insure a
normative level of heat losses and temperature at the insulation surface
(See Table 1).

21
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

JPRS L/9464

31 December 1980

FBIS

USSR Report

ENERGY

(FOUO 27/80)

FOREIGN BROADCAST INFORMATION SERVICE

FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

Chapter 4. Drilling Equipment, Main and Auxiliary Tools for Drilling Oil
and Gas Wells

+ Drilling Rigs and Aggregate Blocks

+ Bottom Motors

. Rock~Breaking Tools

+ The Drill strinz, Its Components and Operating Conditions

+ Equipment and Tools for Conducting Lowering and Lifting Operations

. Auxiliary Mechanisms and Devices Used on Drilling Rigs

OUAWNE

Chapter 5, Drilling Muds
1. Designation and Conditions for Use
2. Properties of Drilling Muds and Determination of Them
3. Regulation of the Parameters of Drilling Muds
4, Classification of Drilling Muds
5. Types of Drilling Muds. Use of Gas or Air
6. Preparation of Drilling Muds
7. Safety Regulations in Preparation, Treatment and Cleaning of
Drilling Muds

Chapter 6. Technology of Drilling
1. Methods of Drilling and Their Characteristics
2. Effect of Parameters of Drilling Conditions on Drilling Indicators
3. Checking the Parameters of Drilling Concitions
4, Planning the Parameters of Drilling Coniditions
5. safety Regulations in Drilling Wells

Chapter 7. Drilling Sloping Wells
1. Natural Bends of Wells, Causes and Prevention
2. brilling sloping Wells
3. Characteristics of Drilling Techniques
4, Specialized Types of Drilling Oil and Gas Wells

Chapter 8. Separation of Beds
1. Designation and Types of Separation of Beds
2. Design of Wells
3. Casing Pipe, Their Connection Into Strings and Calculation of
casing Strings
4. lowering of Casing Strings Into the Well
5. Cementation of Casing Strings
6. Cementation Materials, Muds and Their Properties
7, Equipment for Cementation of Wells
8. Calculation of Cementation of Strings and Organization of
Operations
Final Operations in Cementation of Wells
. Safety Regulations in Separation of Beds

oo

1
Chapter 9. Opening, Sampling and Testing of Productive Beds

1. Methods of Completing Wells and Tapping of Productive Beds
2, Sampling and Testing of Productive Beds

84
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

92

92
136
146
159
172
180

183
183
184

97
199
202

208

210
210
212
220
227
229

231
231
236
247
248

253
253
253

256
269
273
279
282

292
295,
297

299
299
302


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Comparative indicators for the 1150-kV overhead-line poles and analogous
structural elenents of the 500-kV and 750-kV overhead lines are cited in

Table 2.

Figure 1, Intermediate 1150-kV Overhead-Line Poles

(a) POT type (b) POG type
Table 1
Dimensions of Pole (Fig. 1), Weight of | Position of
Type of in mm Pole, in + Genttty A a
pole h y hy ly 144 ’
POT-- 140,000 | 20,200 } 13,000 12,250 21,000 | 18.3 30.8
- POT 1-1 {40,000 | 20,200 | 13,000 12,250 27,200 | 11.9 31
POT-15 {40,000 | 24,200 6,000 17,500 19,500 | 19.9 30.2
FOG-20 |37,000 | 23,000 6,000 17,500 17,500 | 17.8 28.1
FOG 1150
-1 [40,000 | 24,200 | 6,000 | 17,500 | 19,500 | 21.2 | 30.8
Table 2
Voltage, Type of Pole Weight of No. of Bolts | Estimated
in kV Pole, in t per pole labor con-
sumption per
installed kn
of line, in %
500 PB-1 6.6 1480 100
U2+5 21.4 3070
44

FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

respect to thickness, the sandstones are subdivided into thin-layered (with
a stratum thickness of less than 0.1m), medium-layered (0.1--0.6 m) and
thick-layered (more than 0.6m). The argillites have a thin-layered struc-
ture. Quaternary deposits have an insignificant distribution here. Within
the riverbed the thickness of alluvial deposits does not exceed 1--2 m. The
following shift characteristics of the foundation rocks have been adopted
- in the design: tgep-v.9 and S=0.3 MPa (megapascals).

The climate of the Naryn River Basin is continental. With an average annual
air temperature of +13.8°C, the minimun observed in January is -30°C, and

a maximum in July of *#4°C. Moreover, the winter period is characterized

by frequent strong winds, the velocity of which reaches 35 meters per second.
Frosts may be observed in October (-10°C) and April (-4°C). The average
annual amount of precipitation comes to 378 mm, The fluctuation of water
levels in the river amounts to 12--16m.

The Toktogul'skaya GES, which is located higher on the course of the river,
has completely regulated the flow of the Naryn River; in designing the
Kurpsayskaya GES this has allowed a substantial reduction to be made in

the design construction discharge, and it has been adopted as equal to

1,100 cu. m per sec. (in 1966 it amounted to 2,880, and in 1969 it was

2,640 cu. m per second). After the construction of the Toktogul'skaya GES
there was also a principal change in the river's temperature cycle; practic-
ally no ice and slush phenomena are now observed.

The basic structures of the Kurpsayskaya GES (Fig. 2) include the following:
a concrete gravity dam, a GES building attached to the dam, an interior
water spillway in the body of the dam, a surface water spillway, an ORU
(open distributive apparatus) of 220 kV (kilovolts) and 6né of 110 kV.

The concrete gravity dam has a triangular cross-section; the upper pressure-
head edge is vertical, while the lower edge has a foundation of 0.7 for the
riverbed sections and 0.75--0.8 for the side sections. Within the dam a
sectional cut has been provided; herein the design of the intersectional
seam provides for the possibility of the joint operation of the sections
under load. With its length along the crest of 364 m the dam is divided
inte 13 sections as follows: four riverbed sections with turbine water
conduits and nine bank sections. The width of the sections varies from
19.5 to 30 m. In the sections with a width of 30 m along the upper and
lower edges further joint incisions are made to a depth of 5m. Within the
body of the dam provisions have been made to install a system of rooms,
stairwells, freight openings, as well as elevators, service areas and so
forth (Fig. 3).

The construction of the body of the dam has been planned with a zonal distri-
bution of concrete: the interior zone is made of non-frost-resistant M 150
concrete, the exterior underwater zone--of M 250 concrete, and the exterior
surface zone~-of M 300 concrete. Provisions have been made to carry out
anti-filtration (well drainage) and reinforcement (cementation) measures,

8
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Height of the dam, in meters ..s.cccsseecscecseseesereceers 415
Total volume of concrete, in millions of CU. M secceceseree 1

Average annual production of electric power, in billions
of kW-hrs. (kilowatt-hours) ..ecesesseescsscesecererene 2063

Estimated construction cost, in millions of rubles .

see 193

Including the following for SMR (Construction
and Installation Work)...seceeseeseussseeesensesene 151

Production cost of electric power, in kopecks per kW-hr. .. 0.13

Time required for return of investment on this
hydraulic development ..cseeseecseeeesscessseees Less than
one year

The introduction of the first two units of the Kurpsayskaya GES are sche-
duled to take place in 1981, and that of the remaining two units--in 1982,
while the planned deadline for completing construction occurs in 1983.

The site of the Kurpsayskaya GES, situated at a distance of
40 km (lower along the river's course) from the Toktogul'skaya GES, is

+ typically mountainous, The width of the gorge cut by the water amounts

- to 40--50 meters, while at the point of the dam's crest it is approximately
360 meters, The average incline (declivity) of the riverbed is about 0.003.
Passing alongside of the gorge is the Frunze--0sh Highway, which falls with-
in the zone of reservoir flooding.

The region where this hydraulic development is located, including the
reservoir, is characterized by heterogeneous, extremely complex tectonic
structures and engineering-geological conditions. This explains the
presence of large discontinuous dislocations in the immediate vicinity

of the hydraulic development, as well as a regional thalasso-Fergana*
depth fracture, occurring at a distance of 60-65 km north of the hydraulic
development; this has undergone rejuvenation at all stages of tectogenesis,
including those of the present day.

The basic structures of this hydraulic development are situated in a single
structural tectonic block; in accordance with the data of the Institute of
Earth Physics (IFZ) of the USSR Academy of Sciences, a maximum possible
earthquake intensity of nine points has been adopted into the design of
these structures.

The basic rocks are interstratified sandstones and argillites, whose layers
intersect the valley almost perpendicularly with respect to the upper head
at an angle of 50--65°. The proportion of sandstones herein comprises
70--75 percent, while that of argillites amounts to 25--30 percent. With

7
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Key:
1. Pneumatic-tired crane; 2. Installation crosspiece;
3. Position of center of gravity

Installation of conductors, in boldface/ In building 1150-kV overhead
lines the labor outlays for installing 24 conductors, using the tradition-
al technology, are estimated to comprise 25.5 percent of the total labor
outlays, Moreover, in comparison with 500-kV overhead lines, the labor out-
lays for carrying out this type of operation increases by a factor of 2.8,
Therefore, the Orgenergostroy Institute has developed new technical solu-
tions for installing conductors,

In order to suspend the conductors, it is Proposed to use installation
double-roll units, fastened on terminal boats /?/, The clamp assembly
which has been developed allows the unit to be easily mounted and dis-
mounted, The advantage of the method under examination is the possibility
of carrying out at the same time as the suspension the lamination of the
conductors within the terminal clamps of the supporting strand, Moreover,
in this case, in order to restring the conductors, they do not have to be
lowered to the ground. With the introduction of such a method of installa-
tion labor outlays are reduced by 15 percent.

In order to combine conductors, the Kuybyshev branch of the institute, in
conjunction with the SibNIIE, has proposed the use of break (explosion)
energy + At the present time positive experience has been gained in
using this method for the simultaneous combination of eight conductors.
Combining conductors by the use of the break-energy method, in comparison
with the pressing method allows a considerable reduction in labor outlays
and an increase in labor productivity /4/,

The Kuybyshev branch has also proposed a method of laminating conductors
with the aid of a continuous technical cable. It insures the simultaneous

- lamination of two-phase conductors, which is particularly efficient for in-
stallation under difficult, complex conditions of a route's passage and in
transient situations.

The method of installing conductors with a preliminary marking (measuring)
off has good future prospects. In order to introduce this method it is ne-
cessary to create a number of special attachments and instruments,

In installing conductors by the proposed method the following technical
operations are carried out: measuring out conductors in accordance with
tables of installation lengths included in the overhead-line plan; measure-
ments of the actual distances in the spans; office processing of the mea-
surenents with adjustments made.in the planned installation lengths of the
conductors in the spans; lamination, combination, and reinforcement of the
conductors in the supporting terminal-clamps of the strands or attachment
to the tension strands, setting up distance tie beams and hoisting then
onto the poles,

57
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Table (Continued )

Totals . . . 1015/755 --- —

Note: The numerator shows the indicators of the initial grouping,
while the derominator shows the indicators of the new grouping,

According to the data of organizations which have conducted thermal-instal~
lation and thermal-insulation operations during the construction of these
same kinds of electric-power units at the Uglegorskaya and Zaporozhskaya
GRES's and who will carry them out at the Zuyevskaya GRES-2, the reduction
in the work volumes and the increase in the grouping's technology will al.
low them to lower labor outlays for the installation oF each boiler by a -
most 2,500 man-days, to curtail the installation time periods and raise
the safety level of operations,

We should also anticipate a substantial reduction in labor outlays and in
the time periods needed to carry out repair work with regard to both the
dust-gas-air conduits and the boiler unit as a whole, improvement in ac-
cess to the places where the operations are carried out, and a reduction
in the clogging of the boiler section and the RVP zone with dust~gas-air
conduits.

Optimization of the boiler grouping will allow us to improve the conditions
of its use. Thanks to the change in the dust-gas-air conduit circuit and
the dimensions of the safety-enclosure surfaces, heat releases will be re-
duced in the boiler section, especially at the operational level, and work-
ing conditions for the operating personnel will be improved. Furthermore,
as a result of the reduction of the insulated surfaces of the boiler's dust-
gas-air conduits the amount of thermal insulation operations will be cur-
tailed by 410 cu. m. For each operating power unit the yearly savings in
electric power for the station's own needs will comprise about two million
kil-hrs.

It should be noted that in developing the new grouping for the boilers of
the Zuyevskaya GRES-2 it was impossible to fully utilize all the possibili-
ties for its optimization, inasmuch as the general planner had already com-
pleted the basic amount of the plan documents, and the individual structu-
ral components were still in the manufacturing stage. However, even under
these conditions successful technical solutions were found which conditioned
the efficiency of introducing the new boiler grouping.

Improving the grouping of the TPP-312A boiler once again confirms the fea-
sibility and efficiency of the joint work of the planning, operational, and
specialized organizations, along with the plants manufacturing the equip-
ment, taking part in the planning and the building of an electric power
station. Such a method of operation ought to become mandatory at the pre-
sent time, when questions of reducing the time periods required for con-
struction, insuring savings in capital and labor expenditures, deficit .

40
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Table 3
Indicator Tunnel made of Arch-type Tunnel
VET 3.5-3
elements Introduced Standardized
at Reftinskaya
GRES
Outlay of reinforced-concrete, 5
and concrete, in cu. m 10.8 12.5 9.9
Including:
precast reinforced concrete 6.5 10.6
. monolithic reinforced concrete 2.2 0.5 0.5
monolithic concrete 2.1 14 1.4
Outlay, in kg:
reinforcenent 1747.6 1815.9 1393.3
embedded parts 2767 175.2 175.2
Labor expenditures for manu-
facture of precast reinforced
- concrete structural components, 141.4 131.2 120
in man-days
. Including:
in the plant 58.1 66.2 56.8
at the construction site 83.3 65 63.2
Cost of structural component
"on the job", in rubles 1485 1723 1359
Operating expenditures,
in rubles 374 231 231
Cited specific capital invest-
ments, in rubles 127 168 129
Coventionally-constant applied
outlays, in rubles 32 27 27
Greater expense for operations 92 75 75
in wintertime, in rubies

Cited outlays, in rubles (and #%) 2100 (100) 2224 (105) 1821 (86)

81
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

components allow us to make preliminary conclusions about their rather high
efficiency and reliability. The TGME-464 boiler of the Mazheykyayskaya TETs
was given a lining with a thickness of 160 mm on all the shield heating sur-
faces, made of IKP (hot layer) and mineral-wool sewn mats, In carrying out
the second type of boiler lining at the Pechorskaya GRES and the Nazheykyay-
skaya TETs a levelling mastic layer was not applied between the tubes,

Also checked out was the possibility of lining boilers with gas-tight shields
made of mineral-wool products, which would allow us to obtain seamless indust-
rial components and ensure their reliable use over the course of a prolonged
Period of time, With this goal in mind, the No. 3 boiler of the Minskaya
TETs was furnished with a lining component on one section of the shield, made
of mineral-wool mats. Tests which were run on this section demonstrated vu. -t
at a layer thickness of 200 mm the density of the heat flow amounted to 145
Watts per sq. m, while the temperature of the lining surface was 42°C; the
themal conductivity of the lining was 0.099 Watts/ (mk), A followup study
was also made on the condition of a similar ‘lining in the Finnish soda-rege-
nerating boiler with a steam productivity of 90 tons per hour (P=3.9 MPa/mega-
pascals/) at the TETs of the Svetogorskiy TsBK, which went into operation

in 1976 and which by the time of the tests had been operating for 16,390 hours.
The lining components of this boiler are made of a carpet-like matting of
“rock wool" (basalt diabase), threaded on pin-hooks 6 mm in diameter, With

a thickness of 200 mm this lining had a thermal conductivity’ of 0.057 Watts
/(m+K), the density of the heat flow amounted to 60 Watts/n@, and the tem-
Perature of the lining surface was 36°C.

Recently, increasingly wider acceptance has been gained by lining components
made of high-temperature fibrous materials-~basalt fiber and kaolin wool.
VNIPI (All-Union Scientific Research and Design Institute) Teploproyekt, on
the basis of results of researching the properties of various fibrous mate-
rials/L/, recommended for use in the designs of themal insulation the
following optimum densities: mineral-wool 150--160 kg per cu. m, wool made
of super-thin fiberglass 90, wool made of basalt super-thin fiber (BSTV)100,
and highly aluminous wool 200 kg per cu. m.

In order to make an experimental industrial verification of the possibility
of utilizing basalt super-thin fiber and kaolin wool in lining components,
the TGMP-204 Nos. 6 and 7 boilers of the Uglegorskaya GRES were furnished
with test sections of a lining made of rolled VGR-130 kaolin wool and BSTV
of varying density. Tests which were conducted for 3,500 hours after these
sections were installed and subsequent observations of then over the course
of 6,000 hours demonstrated the high reliability and economical nature of
these lining components (Table 4), Moreover, it was established that the
best indicators were achieved by utilizing BSTV with a density of 90--97
kg per cu. m. At the present time the TGM-1202 boiler of the Kostromskaya
GRES has been furnished with lining components made of a layer of basalt
fiber with a thickness of 160 mm, as provided for in the plan for IKP.

28
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Table 2 (Continued)

750 Nabla 12 2100 140
US750-1+5 42,1 4100
1150 POC~15 19.9 3200
U115045 51 4900 260

The design of the Ekibastuz--Kokchetav phase of the 1150-kV overhead line
has been accepted as a bundle of eight AS (Automatic Synchronization) 330/
43 conductors; two AS 70/72 conductors each are used as lightning-protective
cables. Thus, each pole has 28 conductors and cables suspended from it.

The tension strands are quadruple-circuit, supporting--single-circuit and
V-shaped--fron PS-300 and PS-400 insulators. The length of an intermediate-
pole strand is 11m.

With the existing technology for building 35--750-kV overhead lines, 48.5
percent of all types of operations /1/ are carried out manually, while 51.5
percent are accomplished by mechanical means, With regard to each type of
operation, the proportion of outlays for manual labor is characterized by
the following indicators: assembly of steel poles 73.1 percent, installation
of conductors and cables 67.3 percent, construction of footings under steel
poles 42,1 percent, and setting up steel poles 24.3 percent. Herein only
at the two most labor-consuming types of operations (the assembly of steel
poles and the installation of conductors and cables) does the amount of ma-
nual operations comprise 60 percent of the total outlays of manual labor.

Analysis of the design solutions adopted at the present time for 1150-kV
overhead lines, taking the traditional technology into consideration, indi-
cates that the level of manual labor in building these electric-power trans-
mission lines will be higher than the indicators cited for the 35--750-kV
overhead lines by an average of 15 percent. The distribution of labor out-
lays by types of operations for 500-, 750- and 1150-kV overhead lines are
cited in Table 3 (actual labor outlays are given for the 500- and 750-kV
overhead lines, while estimated labor outlays are given for the 1150-kV
overhead lines).

In comparison with the 500-kV overhead lines, the estimated labor outlays
per km of the 1150-kV overhead lines show an increase in earthmoving opera-
tions by a factor of 1.6; installing footings--1.6, assembling poles--2.6;
setting up poles--1.9; installing conductors and cables--2.8; loading and
unloading and other operations--1.8, Total labor outlays show an increase
by a factor of 2.2.

The solution to the problem of reducing labor outlays, and particularly
those of manual labor, in building 1150-kV overhead lines lies in ratio-
nalizing traditional technology as well as in working out designs which are
new in principle, along with mechanized means and technical processes.

* 45
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Table 3 (Continued)

Thermal Conductivity of Component, Length of Time
(Test Measurement), in Operation,
in Watts/ (m . K) in hours -
0.210 6,960
0,174 1,440
0.146 --
- 0.152 --
0.14 2,056 :
0,162 54838
0,112 12,009
0.157 2,056
0.084 150
0.078 150
0.096 200 .
0.057 16,390
0.0675 1,000
0.073 3,000

Linings made of mineral-wool mats and sprayed materials. /in boldface/
At the Ufimskaya TETs-5 a boiler lining was made of a layer of mineral-wool
* sewn mats with a thickness of 70 nm within a lining made of steel mesh,
installed at a distance of 100--300 mm from each other, and a layer of
sprayed asbestos material 100 mm thick, which also filled in the spaces
between the mats. This component worked reliably for more than two years,
Thermal tests which were run by the Soyuzenergozashchita VO (All-Union
Association) and the Soyuatekhenergo PO (Production Association) at
various times and after the boiler had been operating for various numbers.
of hours, confirmed the high operational indicators of such a lining. :
Analogous components were placed on the boiler of the Petrozavodskaya TETs.

Linings made of block-inlaid products and mineral-wool mats. /in boldface]
In order to verify the possibilities for eliminating wet processes on the
TGME-206 No. 1 boiler of the Pechorskaya GRES lining components of two types
were installed, retaining the planned layer thickness as follows: one of
the IKP and the mineral-wool mats were given layer thicknesses of 105 and
80 mm respectively; the other was made of a layer of mineral-wool mats, IKP,
and a second layer of mats (the thickness of the mat layers was 40 mm each,

ad that of the IKP was 105mm), Observations on the data derived from these

27
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

5
eA
MAL”
I~ tn be Caeb pobone-

yeaa r,

OG

~. Weemesat don
Todave pabe-
o 1 Saryynnacocy vero mesa on macaca fg)

Figure 1, Schematics of a Hydrostatic Support (a) and a
Three-Component Vibration Stand (b)

Its is a well-known fact that the similarity theory of solid deformable bo-
dies is based on the equality of the respective natural-sized and model de-
formations (é, =» ). In order to fulfill this condition in carrying out
studies on the earthquake-resistance of structures with small-scale models,
using iow-capacity, high-frequency vibration stands, the models should be
made of special materials with a lowered modulus of elasticity (Ey t Ba =

- 10+-500) and an increased average density (Yu : %jA¢1-3). In a number of
instances, particularly when the basic purpose of the research is to study
a structure's dynamic characteristics, the following may be used as model
materials: acrylic resin (plexiglass), epoxy resin, and gypsum (plaster of
Paris). In those cases where we need to study the seismic stress and the
behavior of a structural component #t a limiting point, model materials are
used waich are more complex in their composition, including lead dust, shot,
rubber dust and ground limestone /1/.

A vibration stand with the design described above was used to conduct tests
on a model of the reactor section of an AES building with a VVER (water-
moderated water-cooled reactor)-1000 in a scale of 1 : 200, made of acrylic
resin (Ew = 5200 iPa, w= 1.2 g per sq. m), as well as a model of the base
(footing) of a K-220-44--TVV-220-2 turbine unit, made of gypsum (4 = 2850
MPa, YJ, = 0.86 @ per cu. cm),

The design of the reactor section of the AES building (Fig. 2a) comprises a
three-dimensional structure, including a protective shell (shield), a vault
roof, and the following components situated within it: the reactor shaft,
footings, and a systen of auxiliary structures (walls, columns, and roofs),
placed on the base foundation around the shell and around the reactor shaft
within it.

- The foundation of the turbine unit (Fig. 2,b) represents the structural de-
sign of a three-dimensional frane system.

In the tests which were conducted on the design of the reactor section of
an AES building the frequencies and forms of its own vibrations were

64
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

55.
56.

57.
58.

59.
60.

61.

Automatic Start-up of Oil Field Compressor Station Motors
Electrical Equipment for Oil Field Pumping Stations, Re—
quirements for Electric Pump Drive

Electrical Equipment for Intra-field Oil Transfer
Electrical Equipment for Water Pumping Systems To
Maintain Formation Pressure

Dehydration and Desalinization of Oil Using an Electric
Field

Electric Dehydration and Desalinization Oil Field
Installations

Electrical Installations for Heat Treatment of the
Critical Zone and Well Deparafinization

Chapter 10. Electric Lighting for Oil and Gas Fields

62.
63.
64.
65.

Electric Light Sources, Fixtures and Lamps
Systems and Types of Lighting

Methods for Rating Lighting Equipment
Lighting for Main Oil Field Objects

Chapter 11. Electrical Equipment for Compressor and Pumping Stations of
Mainline Pipelines

66.
67.
68.
- 69.
70.
71.
72.
73.
74.

75.

General Characteristics of Mainline Gas Pipeline Com-
pressor Stations .

Electric Drive for Centrifugal Force Pumps

Auxiliary Electrical Equipment for Compressor Stations
Electric Power Supply for Compressor Stations With
Electric Drive for Centrifugal Force Pumps

Electric Power Supply for Compressor Stations With Gas
Turbine and Gas Engine Compressor Drive

General Characteristics of Mainline Pipeline (Oil Pipeline)
Pumping Stations

Electric Drive for Main and Priming [Russian-~podpornyye]
Pumps

Auxiliary Electrical Equipment for Oil-transfer Pumping
Stations

Electric Power Supply Installations for 0il-Transfer
Pumping Stations, Block Substations

Controlled Electric Drive of KS [compressor station] Cen-
trifugal Force Pumps and the Main Pumps of Transfer
Pumping Stations

Chapter 12, Electrical Equipment of Machinery for Constructing Mainline
Pipelines

76.
77.
78.

79.

General Assumptions
Electrical Equipment for Portable Electrical Power Plants
Start-up of an Asynchronous Squirrel-cage Motor From a
Synchronous Generator of Comparable Power

Electric Drive for Trenching Machinery

4
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

339

342
345

349
353
357
62
365
365
368

369
373

376

376
379
389
391
399
399
402
409

410

414

419

419
420

427
429


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Everywhere attenpts are being made with regard to the possibility of using

- non-asbestos compounds. At the Kuybyshevskaya TETs (Heat and Electric Po-
wer Station) and the VAZ (Volga Automotive Plant) TETs the lining and the
insulation of the corners of the furnace (fire pox), the drums, and the gas-
conduit ducts have been made as an experiment with a compound based on gra-
nules of mineral wool with an additive of Grade-V asbestos and a binder of
acrylic resin. At une Maryyskaya GRES (State Regional Electric Power Sta~
tion) the spraying of a lining of a cold hopper (funnel) of one of the boi-
ers has been done using IKI (calcareous-siliceous) granules, Widespread
use is now being made of ready-made dried asbestos-perlite mixes produced
by the Dnitrovskiy Thermal Insulation Products Plant and consisting of
Grade-V (or VI) asbestos and puffed-up perlite in a ratio. of 2+ 1.

Test data on sprayed Mnings are cited in Table 1.

The material is usually sprayed on cold heating surfaces, though in some ca-

ses it has been done on heated ones (Minskaya TETs-4). There is some expe-

Tience in spraying at below-freezing temperatures; nephelinic antipyrine,

hich is recommended by the technical specifications as a coagulant of acry-

lic resin when spraying on a cold surface, is not always used. Furthermore,

the lack of ready-made mixes with antipyrine and the existing technology of

spraying do not permit us to make a confident judgement atout the effect of

nephelinic antipyrine on the quality of a finished component. There is an |
opinionthat in the spraying process a considerable portion of the dust-type |
coagulant is blown away by the air stream. This opinion needs to be checked ‘
out. In processing the test results run on existing operational boilers,

indicators of component thermal conductivity have been obtained which differ
substantially from the design indicators adopted in accordance with data in
instructions and literature from the sources~~ the 2i0 [possibly the Podol'sk

Machinery Plant imeni Ordzhonikidze], the TsETI [Central Electrical and Heat
Engineering Institute for Structural Components imeni Kucherenko]: for a

lining made of Grade III asbestos A = 0.071 + 0.000134, and made of Grade

V asbestos A= 0.125 + 0.000083, p, P

The discrepancy between the actual and the design values of thermal conduc-
tivity /3/ can be demonstrated by making a calculation of the thickness of
the lining layer of a BKZ 420-140 boiler, proceeding from a normative level
of heat losses of 349 Watts per sq. m and a lining surface temperature of
55°C and a shield surface tenperature of 345°C. The design value of the
{ining component's thermal conductivity, 1. e., of a component made of
Grades-III and V asbestos, under these conditions is equal to 0.097 and 0.

141 Watts/(m . K) respectively. The thicknesses of the lining layer are
as follows:

SIT = 0.097 (345-55)/349 = 80 mms
S¥ = 0.141 (345-55)/349 = 114 mm.

It is obvious that with such a thickness of the lining components it is im-
possible to insure a nomative level of heat losses and temperature.

18
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Conclusions

1. The tests which were run on the structural elements of underground,
fuel-delivery tunnels nave shov'n their adequate strength, rigidity, and
resistance to cracking.

2, The introduction of standardized, arch-type, fuel-delivery tunnels
will allow us to reduce the outlay of materials by 9 percent, labor out~
lays in the construction site by 25 percent, and to lover the cost of 1m
of tunnel by 289 rubies.

CCFYRIGHT: Izdatel'stvo Energiya, “Znergeticheskoye stroitel'stvo", 1980

23%,

1922

82
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

The results of computing the savings in labor outlays per km of 500--1150-
kV overhead line under normal construction conditions, when the assembly
of intermediate pole sections with the braces occurs at a construction yard
and when they are manufactured at a plant, are cited in Table 5. When the
overhead line passes through a forested or swampy locale, the savings in

- labor outlays increase to 10 percent and 15 percent respectively.

Table 5
Estimated Savings in Labor Outlays per km of Overhead
Line, in Man-Days
Voltage of Using hechanized Manufactured at a Plant
Overhead Line, | Construction Yard | Large Sections Flat Sections
in kV for Assenbling
Sections from In-
dividual Zlenents
500 20 6 30
- 750 30 85 45
1150 50 120 60

Depending on the conditions through which the overhead-line route passes,
the assembly of the anchor-corners of free-standing poles is carried out
in accordance with one of three technical schenes,

In mountainous and swampy regions the pole base stands, support props and
supplementary stands are assembled at a consolidated-assembly site (first
scheme). Herein the stand sections the geometrical dimensions of whose
bases are greater than their height are mounted in a vertical position fron
the standard ork areas, In order to strengthen the zones of the interme-
diate sections and the support props in the vertical position, standard
stamped conductors (jigs) are employed. The area is serviced by TK-53 and
T-75 cranes, a lever-type derrick, a compressor with a set of pneumatic nut
drills, and a mobile light tower. MI-6 or NI-10K helicopters may be uti-
lized to deliver the pole sections to the picket-stakes and to install then.

Under plain-type conditions, where cranes may be used having greater hoist-
ing capacity (IiKP-25, K-255 and MKT-6-45), poles are mounted by the method
of augmenting the consolidated sections (second scheme).

The technology of carrying out operations in accordance with the third
scheme is traditional. In this case the pole stands are assembled entirely
on the ground and are lifted into a vertical position by means of a hinge-
joint with the aid of an installation boom or crane with traction from a
tractor or a truck.

55
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Figure 4, Destruction of Reinforced-Concrete Elements :

a--Vault along an oblique section
b--Support zone of slab

of the targeted support zone for lateral strength. For this purpose, a
load was selected in accordance with the flexural moment in the support
zone. The second support section was destroyed under a loadof B P =
1500 KH (with a support reaction of 112.5 ki), which exceeded the design
load by approximately a factcr of 2, Inasmuch as the destruction of one
of the support sectious of the slah, as was noted already, occurred under
a load which vas less than the controlled—destruction load, the reinforce-

- ment in the working draft for the support. sections of the slab was streng-
thenes,

Serial manufacture of precast reinforced-concrete elements for underground,
fuel-delivery, arch-type tunnels has been mastered by the Berezovsk Struc-
tural Jomponents Plant.

Eased on the results of the tests which were conducted, as Kell as the
industrial introduction of structural components at the Reftinskaya GRES,
proposals were vorked out in the UralTEF, directed at reducing material
consumption of the vault elements and the support slab, as well as the

79
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Chapter 10. Complications and Emergencies During Drilling
1. Types of Complications and Reasons for Their Occurrence
2. Prevention and Elimination of Complications
3. Emergencies, Their Causes and Elimination

Chapter 11. Technical and Economic Indicators and Documentation in Drilling
of Wells

Bibliography
COPYRIGHT: Izdatel'stvo "Nedra", 1980

6521
cso: 1822

85
- FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

311
311
313
318

328

332


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

In order to select the design schematics correctly, to verify the results
obtained by using them, and, in a nunber of instances, to make an experi-
mental study of the structural component whose theoretical designs are
linked with great cifficulties, experimental research is necessary.

In the process of developing research methods for studying the pressurized
state of ASS structural components, the authors have created new equipment
which permits an increase in the precision of the studies being carried out,
Examined below are the results of model dynamic tests run on AZS structural
components, the characteristics of the experimental methodology and of the
equipment which was developed.

As is known, at model structure scales of 1 : 50--1 : 200 the operational-
frequency range of a vibration stand (platform) necessary to simulate the
spectrum of seismic vibrations must consist of approximately 40--500 hertz
(cyeles per second). The existing electrodynamic-type vibrators meet this
requirement. However, in dynamic studies the model being tested must be
subjected to the effect of vibrations within assigned amplitudes, frequen-
cles, and directions. Because of the rise of resonance vibrations within
the ordinary support systems of vibration stands, it is particularly diffi-
cult to fulfill this condition. In order to create a vibration-stand sup-
port which would guarantee the required direction of vibrations with the
least possible losses for friction and an elastic resistance with the mini-
mun (no more than 10--12 percent) of lateral shifting, the authors conducted
special studies and proposed the design of a hydrostatic support for the
vibration stand.

‘The principal difference between the indicated structural component (Fig.
1,a) and the known ones is the presence of a scheme for automatically sta-
bilizing the platform along the coordinate axes. The adopted schematic
allows us to execute independent, assigned shifts (displacements) of the
platform along each of its axes under minimum resistance with the aid of
a system of hydrodynamic suspension, which comprises an operating chamber
1, an inlet valve or jet (nozzle) 3, and an outlet valve or aperture 4 be-
tween the support and the platform 2,

The liquid entering into the operating chamber through the jet and flowing
out through the aperture is under a set pressure P, which depends on the
size of the aperture (the largerthe aperture, the less is the pressure and
vice versa). Altering the model in the direction of opening the aperture
wider leads to a decrease in its width and an increase in pressure, A sta-
bilizing influence is exerted on the system by the throughput section of

the jet being greater and the width of the aperture X being wider. The pre-
surre being transmitted to the model by the liquid which is in the operating
chamber is equalized by the external pressure of the air F as a result of a
vacuun being created under the model in a special chamber. The combination
of pressures P and F prevents the emergence of conditions which would cause

62
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Figure 1, Initial Boiler Grouping

Key:
1. TPP-312A boiler 5. Flue-gas pump for recirculating
2. Cyélone (separator) ash- smoke gases
collector of recirculating 6, Electrical engineering
smoke-gas circuit heating element
3. Regenerative air heater ?. VDN-32B draft fan

4, Coal-pulverizing mili

of the dust-gas-air conduits. As a result of this analysis additional possi-
bilities were sought to perfect boiler grouping, insuring a reduction of
capital and labor expenditures in building a GRES, improving the conditions
of boiler operations, increasing their installation technology and ease of

- repairs, as well as reducing the expenditure of electric power for the

. station's own requirements. Technical solutions for optimizing boiler group-
ings were worked out by a group of specialists at the Kharkov Branch of
the Energomontazhproyekt Institute and the Zuyevskaya GRES-2. After review
‘by the Donbassenergo PEO (Planning and Economic Section), Soyuztekhenergo FO,

- the Red Boilermaker PO, Glavteploenergomontazh, the Teploelektroproyekt In-
stitute, the Glavenergorenont TsKB (Central Design Bureau), and the Soyuz-
energozashchita VO (All-Union Association), they were approved by the USSR
Ministry of Power and Electrification. Based on these solutions, the Kharkov
Branch of Energomontazhproyekt, in conjunction with the Red Boilermaker PO,
developed a new boiler grouping (Fig. 2) and adjusted the engineering speci-
fications for the auxiliary equipment, while the Kharkov Division of the
Teploelektroproyekt Institute introduced the necessary changes in the plan
for the GRES.

One of the unsatisfactory, solutions in the initial grouping was the placement
of the electrical engineering heating elements directly under the RVP
nozzles, which did not allow mechanized equipment to be used in repairing
and replacing the heating elements and shut-off valves, which were located
in the flow zone of aggressive washing waters.

In the new grouping these heating elements have been brought out from under
the RVP footings and placed to the side of the boiler section, which elimin-
ates the possibility of the washing waters falling on the heating units and
the shut-off valves. Thanks to the placement of the heating elements in the
operating zone of the semi-gantry crane, installation and repair work has
been simplified, and supplementary hoisting apparatus is not required. The
baffle between the groups of heating elements insures the possibility that
both air heaters may operate when one of the fans is shut off. The draft
fans are installed not parallel to the axis of the boiler, as they were in
the initial grouping, but at an angle to its this is caused by the structure
and the reciprocal placement of the boiler footings, the RVP_and fans, as
well as by the need to insure an even supply of air and an increase in the
relative length of the defuser behind the fan for lowering the circuit's
resistance. Also reduced is the aerodynamic resistance of the cold-air

35
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

semi-vaults were erected, their position was adjusted and checked, and the
Joints in the "keystone" and “heels" were integrated. The data on the con-
pression strength of the concrete in these elements of the vault, as well
as the integrated concrete are cited in Table 1.

Table 1
Elenent Temporary Resistance Aetual Modulus of Blas-
eme! to Compression, in MPa | ticity of Concrete, in MPa
Semi-vault I ad 23,500
Semi-vault II 56.8 19,860
Key joint 43 23,800
Support slab 45.3 30,100

Notes: 1. Flan concrete mark M400
2. Concrete mix (composition) (outlay per cu. m): M400 cement--
560 kg, granite crushed stone, ranging in size (coarseness)
up to 40 ma--1250 kg, granite sand--340 kg.

The test model of the vault was tested with three combinations of stress

- (loads); moreover, in all cases the distributed load was replaced by a con-
centrated one, The first combination of loads included within itself loads
from the soil, ground water and rolling stock (Fig. 2). In the second

LEP EP LE Pf

7 — T
f i ,
50g! | yso0irs00 1800 Ing 1300 |1300 \saelt |500

7
ni ar)

cal
Figure 2, Schematics of Loading in Testing Vault (a)
and Support Slab (b)

75
FOR OFFICKAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

wu a sro | a7s0
LR eso | srw 980 nog ’
6
700
+ ral
Tg
rts
coh TH) 1 SI
Ge AN i Ai
SiN EI
ee ee
| = S
| 5
152547 .
i “ANE RIL |S
Sia
NE: g iS | {
i lovee || at Ht
2 s!
_ 8 AS | 1
< QE I
ES Si
.

36
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

In soils with improved mechanical characteristics it is feasible to install
V-shaped footings. The use of V-shaped footings and mechanical methods of
operation in installing them allows us to avoid excavating the soil and
compacting the backfill on individual sections of the overhead line.

In building 1150-kV overhead lines there are also prospects for utilizing
screi-pile footings, particularly in water-saturated soils. Experience in
utilizing screw-piles with reinforced-concrete shafts on the individual
picket-points of the 750-kV Konakovskaya GRES--Moscow overhead line has
shown that their construction requires 80% less reinforced concrete and
4% less steel than in building precast reinforced-concrete sub-footings,
Herein the labor outlays are reduced by 75%, while the cost of operations
is reduced by 40%. Moreover, the utilization of these footings alloxs

us to practically avoid earthmoving operations, as well as operations with
regard to installing pole groundings /2/. In order to introduce screw
piles on a widespread basis, it is necessary to develop a special vehicle
for sinking them (based on a self-powered machine), Such a vehicle must
have a high roadability, a rather low proportionate load on the soil (the
presently existing machines, based on the KrAz-type trailer-truck, do not
meet the above-mentioned requirements), and at the same time sufficient
speed to avoid the necessity of using trailers to haul it.

Abandoning the embedded precast reinforced-concrete footings, which have
been accepted for all soil conditions, and the adoption of a differentiated
approach to using new structural components will make it possible, in com-
bination with a mechanized technology, to reduce total labor outlays on

a zero cycle by an average of 25--30%.

Technical practice has shown that in creating new structural components
for the 1150-kV overhead line, it is necessary to take the following con—
ditions into consideration: the technical and economic basis of the struc-
tural components for which new mechanized means need to be developed;

the possibility for a consolidated assembly of bolt-type structural con-
ponents of poles at construction yards or plants;

the maximum and comprehensive utilization of helicopter equipment, prinarily
where the route passes through difficult conditions (high mountains or
swamps );

the use of new and progressive materials, designs and complexes;

the use in the structural components of technical assemblies (permanent
hinge joints, rigging-reinforcement assemblies, suspension lines for lani-
nated units, etc’.

Carrying out the conditions enunerated above is only possible with joint
operations by the planners and engineers, and this should be begun in the

51
: FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

BUTPEOT

xoyqoq TeTyed UTM SySUSInseeu TENPTATPUT WOTF peATZep eyed x*
(aoyyeztuesi9 uopponporg ) Od oBxeueyyezznios fq pettddns eyed «

1 smup exeyszoyoed

o9t oc | ost | axl “ON ‘90Z-SHOL
steueg Tesoudsoyg-s7TTxed pue AMT
Ose to | ot |. § ‘on *oz-awoL | gaup exeysuzorodez
sToued aur bue (,,7ef2T-20H,,) OOH ATEN OFTTOAOCS
otz St o2T T °ON ‘HOt-SHOL
ore 0S ogt xT SON S94 SWOL sig, ekeysuTaporeaes
otz 172 Set 2 *ON ‘70%-dWOL
€zz 09 dt G *ON H0%-dWOL squp ekeyszozeTIn
sjeued qyI pue '(,,tefeT-70H,, ) qeBsoudsoug-e7TT29d ‘OSE-ATEW SFTITEd
So en otz G ON 'HZe-dWOL
ze et otz 4 (ON ‘HZ€-dWOL | sayy eAeYSUSTITY
062 on otz T ‘On ‘ont-oey zua | €-SLEL ekeysuppuexerey
sToweg SnOsdTTTS-SnoeTeOTeD
Suz se | S€z% T °ON ‘OHT-OZE ZH SUEL PAEYSUTTRUTESOUdZNA
sToued OOF-ATEH OFTUCOTMA
7 St 0zz T tox f0%h Ze sig, efeysuTpueserey
6. Ze 00z OnT-OTZ ZxE SIS] CABHSYOPSOATDETA
05S ee) o€z 9 °ON ‘HO OOT-O2T ZAE
SSH SS oe 1 ‘on ‘HD OOT-O2T ZNE SEL ekeyspeyouey
steed OO-YTEN OPTTEACS
a/s37eK UT De UT wm Ut
‘mOTd 72° taoesing Jo} ‘PaTUTI 5° ZeTTO" FO *ON
go Az ysueq eanyzereduey, ssouyotuL uoyreyg pue adf], uoTzeIS TeKOg OTIIOSTE

Z STABLE

24
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Figure 4, Construction Yard for Consolidated Assembly of
Poles for 1150-kV Overhead Lines

Key:
1, Telpher with a hoisting 4, Tilter
capacity of one ton 5. Rack (stand)
2, Conductor (jig)

- 3. Roller conveyor (table)

construction yards and final assembly on the route, allows labor producti-
vity to be increased in the process of pole assembly by 270 percent, and
with regard to overhead lines as a whole (taking other types of operations
into consideration) by at least 23 percent.

A less efficient measure is to organize the manufacture of the individual
flat sections (bolted or welded) at the plants, In this case, according
to a preliminary estimate, labor productivity for overhead lines as a
whole increases by 15 percent.

54
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

a change in the dimensions of the aperture, and this causes a stabiliza-
tion of the platfom's vibrations, Change the section D of the jet allows
us to create forced vibrations of the model in the direction of the aper-
ture in accordance Kith the booster scheme.

Such a design for a hydrostatic support is also used to create vertical vi-
brations, This is achieved by setting up controllable jets, which regulate
the pressure in the chamber and, therefore, the aperture opening N as well.
Fig. 1,b shows the schematic of a three-component vibration stand. The ver-
tically occurring vibrations of the vibraticn-table-plate 2 are created by
changing the pressure in chambers 1 with the aid of a controllable jet 3,
the size of whose opening is changed by a needle gate (valve) 4, connected
with a snall-capacity electrodynamic vibrator 5. In this schematic the in-
ertia-less force F is created with the aid of a vacuum chamber located be-
tween the vibration table and the base of the stand. The vibration table's
horizontal vibrations are provided by an electrodynamic-type heavy-duty vi-
brator; instead of this, however, use may be made of analogous supports to
those described, with controllable jets tumed to a 90° angle. The schema~
tic of the vibration stand presented in Fig. 1,b allows us, thanks to the
independence of the pressure controls in each chamber, to obtain torsional
(relative to the vertical axis) vibrations of the vibration table simulta-
neously with horizontal and vertical vibrations.

The laboratory of the resistance of materials department of the MISI imeni
V. V. Kuybyshev has made a vibration stand with hydrostatic supports in ac-
cordance with the working principle described above. This vibration stand
has three pressure chambers, situated around the periphery, and one vacuum
chamber in the center of the vibration table. The vibration table consists
of a circular steel plate 600 mm in diameter and 12 mm thick. The pressure
and vacuum chambers are fastened onto a steel disc which is mounted on six,
steel, T-section supports, embedded in a massive, reinforced-concrete base.
The height of the supports guarantees the possibility of leading pipelines
(tubing) to the pressure chambers from the oil pump and to the exhaust cham-
ber (vacuum space) from the vacuum pump. The oil which flows out through
the circular apertures of the pressure chanber when the stand is in opera-
tion at first flows into the oil collector, and then through a hose into
the oil pump's tank, The vibrations of the vibration table are created by
the VEDS-200 vibrator by means of a special linking clutch.

The vibration-stand tests indicated a good stabilization of vibrations with-
in the frequency range of 10--400 hertz. Ancillary (lateral, vertical) vi-
brations in this range (in amplitude) did not exceed 10 percentof the basic
horizontal variations. At a frequency of approximately 400 hertz resonance
vibrations arose in the steel vibration-table-plate, caused by the first
current of its flexural (bending) vibrations. It is obvious that, in case
of necessity, this upper limit could be raised substantially further by
increasing the plate's rigidity by means of installing rigid fins (edges).

63
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

Handbook on Drilling Muds
(SPRAVOCHNIK PO BUROVYM RASTVORAM, 1979).esecsccccceceseceee

Table of Content From 'TECTONICS OF SIBERIA'
(TEKTONIKA SIBIRI, 1980) .sesceccveccccurcvcccccecsesesvcvcoes

FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

86

90


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

The Soyuzelektroset'izolyatsiya VPO (All-Union Production Association), the
Energostroytrud Center, the VNIIPANKh GA [expansion unknown], the SibNIIE (Si-
berian Scientific Research Institute for Electrical Engineering) and others.

Positive experience has also been accumulated in cooperation with the general
planner of the first 1150-kV electric-power transmission lines--the Long-
Distance Transmission Division of the Energoset'proyekt Institute. In parti-
- cular, taking into consideration the technical schemes which have been worked
out for the footings and poles, a check-up has been carried out on the latter
for the additional stresses which arise during the installation of poles,
conductor and cable; an engineering plan has been worked out for the Eki-
bastuz--Kokchetav 1150-kV electric-power transmission line and others,

Analysis of the technology of the plan solutions. fin boldface/ The prin-
cipal difference between the projected structural components for the first
1150-kV overhead lines and the analogous structural components of 500-kV

and 750-kV overhead lines is the considerable increase in weight and size.

As footings for the poles of the 1150-kV overhead lines the following pre-
cast reinforced-concrete elements have been proposed: sub-footings and anchor
slabs, analogous to the mass-produced, standardized structural components

of overhead-line footings. However, the dimensions which have been adopted
for the sub-footings have led to a sttuation whereby the amount of earth
handled by the excavators has sharply increased. Thus, the volume of the
pit under the footing of an anchor-corner hole in certain soil categories
amounts to 7000 cu. m, The weight of individual footing elements exceeds

the hoisting capacity of the cranes now existing in the electric-network
organizations.

The anchor-corner poles of the 1150-kV overhead lines are analogous to the
triple-support free-standing poles of the 500-kV and 750-kV overhead lines.
However, increasing the base of the pole supports, particularly in conjunc-
tion with block-supports 5 and 7 meters in height, has complicated their
assembly. There has been a considerable increase in the volumes of opera-
tions with regard to assembling pole units at heights of more than 10 m.

Intermediate poles of 1150-kV overhead lines on braces resting on a single
joint. /in boldface/ Two types of such poles have been developed: POT
Ctrianeilar Intermediate Pole) and POG (Horizontal Intermediate Pole)(Fig. 1),
which differ in the arrangement of the conductors (for the POT--triangular,
and for the P0G--horizontal),

Increasing the sizes and weight of the intermediate poles, taking into con-
sideration their geometrical shape, has brought about a Yaising in the center
of gravity to a height of as much as 31m (Table 1).

The designs of all the 1150-kV overhead-line poles are of the bolt type, made
of low-alloy steel and St3-type steel, zinc-plated.

43
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY
materials, and electric power, as well as improving the conditions of uti-
lizing electrical engineering facilities, are particularly urgent.

COPYRIGHT: Izdatel'stvo Energiya, “Energeticheskoye stroitel'stvo", 1980

2384
CSO: 1822

41
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

¥UK OFFLCLAL USE ONLY

~ 0586 > - = asa (Gi me 777
5S a EG Z EET oa Eos 6
wih = oe ZA ELE ry os 6 ®
: ae Toate ‘O00: 00F [2001 oor ‘200 au2-*
tt - a see cae SOOO LY
ws Tell |h ] |
00k i 0008 I 4 l ] 4009 = 700 008
HfL d ue?
{7} 2 i ;
ape asSsst =" T = vy
$26 ZT $26 Wegee
a Wee
y es
as re 772) v4
Ing ——d
is 08 4-
Yr Fe wire aue2-*
[ee iy ast tt sao
s h + | t
8 2009 Nt +009
i Lp
a | H H H H
aa 2 aia 5 so®
Ly = . —
TOE Rad PES oe
a4 body
\ deca A asee f| 488 Led coas
Leyes Hp —s
yt y
a ga

Figure 2, b Design of a Turbine-Unit Foundation Base within

the Reactor Section of an AES Building

66
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

to combine in time work on building the read and the dam;

the replacement of the right-bank transport tunnel by an open section of.
the road solved the problem of allowing transit transport through, and it
insured the necessary rapid pace of excavating the foundation pit of the
principal structures;

organizing the area of the pioneer period in direct proximity to the place
where the main operations were being carried out permitted a considerable
curtailment of the time periods required for putting into operation such ex-
tremely important facilities as the compressor, the water-collecting basin,
dining-room etc., as well as to reduce expenditures for erecting communica-
tions and insuring the necessary increase in the pace of operations;

a change in the construction of the upper cofferdam insured the erection
of its principal part prior to switching over discharges into the tunnel
and the required allowances during the growing season, and it also consi-
derably simplified the transport scheme at the lower levels of the pit dur-
ing the period when its excavation was being completed and concrete-laying
operations were beginning;

a change in the scheme of the water supply of the construction sites made
At possible to avoid building a complicated cluster of water-collecting
structures, laying main water lines of as much as 10 km in length, includ-
Ang one along the rocky cliff over which the above-mentioned Frunze-Osh
Highway passes;

a reduction of the design construction discharge from 1800 to 1100 cu, m
per sec.;

the complete avoidance of building housing facilities in the region of the
Kurpsayskaya GES made it possible not to divert labor and material resour-
ces, equipment, etc. from the main operations.

Directly on.the construction site of the Kurpsayskaya hydraulic network
work began on putting up the section of the 110-kV (kilovolt) VL (overhead
line) which passes through the gorge along the operational Frunze-Osh High-
way and is situated above the future structures and construction sites. For
this purpose it was necessary to install 15 metal poles (supports) on the
rocky “crests" of cliffs which were accessible only to mountain-climbers;
materials and structural components from the assimilated levels were de-
livered to a height of as much as 300 m sometimes by hand, sometimes by
utilizing helicopters. The total length of the raised section amounted to
approximately five km, At the same time a 110/6-kV substation was built in
order to insure electric-power operations and to solve the problem of high-
frequency communications between the Kurpsayskaya GES site, the city of
Kara-Kul' and the settlement of Shamaldy-Say.

From the very beginning of production operations there arose the extremely
acute problem of insuring the reliability of the transport ties with the

11
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

elements, the principal thrust in reducing labor outlays and the level of
manual labor is the widespread utilization of mechanized construction yards
along the route for preparatory consolidation of the pole sections.

The Kuybyshev branch of the institute has developed a standard mechanized
construction yard for the consolidated assembly of bolt-type steel-pole
sections, using electro-telphers with a hoisting capacity of one ton (Fig. 4)
or gantry cranes with a hoisting capacity of five tons.

A distinguishing characteristic of this construction yard with an electro-
telpher is the possibility of increasing its productivity, since it is
composed of single-type technical sections,

When climatic conditions are unfavorable on an overhead-line route, such a
construction yard can be enclosed, utilizing steel or reinforced-concrete
sections of buildings which can be rapidly erected. In its enclosed variant
this construction yard comprises a two-span building made of folding-type
sections created by the Energotekhprom enterprise.

The introduction of such an enclosed standard construction yard for the
preparatory assembly of poles will allow us to make more rational use of
hoisting apparatus, as well as to bring the organization of work sites as
close as possible to plant conditions tto reduce the influence of weather
conditions, to improve lighting, tool storage, an. to utilize additional
means of mechanization, as well as to organize work i:. two or three shifts).

The preparatory consolidation of sections at the construction yard and
completing the pole assembly at the stake-point, as compared to assembling
the poles from the individual elements at the stake-point, allows us to
guarantee a growth of labor productivity in the assembly process by 30%.
In overhead-line construction as a whole, taking into consideration the
other types of operations, labor productivity increases by 10% while the
level of manual labor is reduced fron 73% to 40%.

A more significant reduction in labor outlays and the level of manual labor
may be attained by organizing the plant manufacture of intermediate steel
poles on braces and supplying them in sections. Carrying out such a measure
will also allow us to find an easier solution to the problem of the overall
supply of structural components to the route and, furthermore, to cut down
on the metal losses in building 1150-kV overhead lines.

There are several progressive variants of plant manufacture and supply of
steel intermediate poles: welded large sections; large sections, assembled
at the plant from welded or bolted flat sections; and flat sections (welded
or bolted).

As the results of studies have shown /3/, the consolidated assembly of poles

on the overhead-line route, made of large sections manufactured at the plant,
in comparison with the preparatory consolidation of sections at mechanized

53
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

In comparison with the traditional methods, the proposed technology al-
lows us to eliminate such operations as suspending the conductors in la-
minated apparatus, sighting and restringing conductors with lowering to
the ground, as a result of which labor outlays and manual-labor outlays
are reduced by more than 50 percent, while there is also a considerable
increase in operational safety.

It should be noted that the introduction of the latter method will facili-
tate the solution of the problem of installing conductors not only on the
1150-kV overhead linesbut also on 500-kV, 750-kV, and 1500-kV overhead
lines,

Utilization of helicopters. /in boldface/ The Orgenergostroy Institute
has carried out preliminary work on the technology of building 1150-kVv

overhead lines with the aid of helicopters. Results of cooperation with
the VNITPANKh GA [expansion unknown] have already made it possible to put
into operational plans the conduct of transport and a complex of instal-
lation operations with the aid of helicopters

An analysis of indicators of the estimated reduction of labor outlays for
the basic types of operations involved in building the 1150-kV overhead
lines, to be carried out using the new technical and design solutions
which have been developed and proposed for introduction, as compared with
the indicators achieved by using the traditional technology and designs,
are cited in Table 6,

4s the results of calculations have show’, the introduction of the design
and technical solutions proposed by the Orgenergostroy Institute will per-
mit us to cut down labor outlays in building 1150-kV overhead lines by an
average of 25 percent.

However, it should be emphasized once more that in order to successfully
implement what has been outlined here, it is necessary that all operations
connected with the creation of electric transmissions with the new voltage
classes be carried out in accordance with a unified and comprehensive tar-
geted program, where the central place must be assigned to the problems of
developing new designs and technology. Moreover, the joint development of
the designs and technology for building very high voltage transmission
lines must begin with the initial stages of planning these lines. And, of
course, particular attention must be paid to the development and serial
Production of special means of mechanization, organization of assenbly-
line type of construction and precise specialization according to kinds of
operations by the subdivisions engaged in building electric-network
facilities.

BIBLIOGRAPHY

1, Zil'berman, 2. I., "On the Problem of Reducing Manual Labor in Build-
ing Electric-Power Transmission Lines," ENERGETICHESKOYS: STROITEL'STVO,
No 9, 1979, pp 36-37.
59

FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Despite considerable pressure head, the filtration discharge through the
upper cofferdam after the first stage of the cementation curtain was com-
pleted did not exceed 100 1/s (liters per second),

At the same time that the tunnel was being built work was begun on excavat-
ing the foundation pit of the principal structures, the site of the ORU
(open distributive apparatus), and other facilities. The complex topogra-
phical conditions and the virtual impracticability of arranging transport
routes to a whole number of intermediate points brought about the need for
a differentiated approach to the solution of this problem.

In the first place, as we have already noted, there was a careful and tho-
rough analysis of the possibility of reducing the volume of work, especially
at the upper levels, which are difficult of access. The decision not to use
cable cranes enabled us to cut out the excavation of 350,000 cu. m of rocky
cliffs above the dam's foundation pit, the heighth of whose slopes reached
60 m, and to reduce the total length of time taken by these operations by
at least six months, There was an extremely substantial reduction in the
amounts of rock excavation in the dam's foundation pit by means of reducing
the depth of the cut and removing only the eroded surface zones with cracks
which had filled in with suspended loamy material which did not lend itself
to cementation. Moreover, the thickness of the layer being removed at times
did not exceed 3--5m, Also reviewed and adopted were a number of other
proposals, likewise aimed at reducing the work volumes and curtailing the
construction time periods, As a result, the total amount of earthmoving
and rock excavation work carried out with regard to the principal structures
came to approximately 1,2 million cu. m, while the heighth of the founda-
- tion pit's slopes is about 130 m.

The earthmoving work was carried out by EKG-4.6 excavators along with the
use of BelAZ-540 and KrAZ-256 dump trucks. The principal amount of these
operations was completed over a 1.5-year period ending in December 1978.
Among the schemes utilized for excavating the foundation pit, the following
deserve special mention:

1. On the right bank between points 105.0 and 50.0 m it was practically im-
possible to complete the transport levels. In order to arrange the founda-
tion pit within these points, it was decided to carry out an excavation by
means of a single explosion, and for this purpose they provided a set-up at
the 76.0-m point of a contour tunnel with a cross-section of 6--8 sq. m and
a length of 80 m. Drilling out the massive rock was carried out from above
as well as from the tunnel itself. Special attention was paid here to
drilling holes for contour blasting, spaced at intervals of 0.8--1m. Inas-
much as the slopes of the foundation pit amounted to 1 : 1 on an average,
for the purpose of carrying out bulk loading after blasting at the lowest
possible points, the two lower tiers of excavation between points 30.0--
50.0 m were removed first. This made it possible to utilize the two most
convenient lower transport levels for excavating earth after mass blasting.
The blasting of this section of the foundation pit was completed within two
months after the Naryn River was cut off.

lL:
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

JPRS 1/9464
31 December 1980

USSR REPORT
ENERGY
(Fouo 27/80)

ConTENTS

ELECTRIC POWER

Designing Electrical Equipment for the Oil, Gas Industry
(ELEKTROOBORUDOVANIYE NEFIYANOY I GAZOVOY PROMYSHLENNOSTI.
UGHEBNIK DLYA VOZOV. IZD. 2-e, PERERAB. I DOP, 1980)...ecseeee 1

High-Speed Construction of the Kurpsayskaya GES
(V. S. Shangin; ENERGETICHESKOYE STROITEL'STVO, Oct 80)...0... 6

Efficient Lining Components on Boilers With Gas-Tight Shields .
(Yu. S. Tsarikov; ENERGETICHESKOYE STROITEL'STVO, Oct 80)....... 16

New Grouping Solutions for the TPP-312A Boiler .
(A. G. Isarev, A. G. Kravets; ENERGETICHESKOYE STROLTEL'STVO,

Oct 80) sevssevsccscvcecvccvescccccessnsecnccecorssscccvssstisens 32

Cutting Labor Gosts in Overhead Electric~Power Transmission Line
Construction

(Yu, V. Bushuyev, et al.; ENERGETICHESKOYE STROITEL' STVO,

OCt 80) se ereeveceecccccceccnccccccscccccnsccssccccccccssssieses 42.

Research on Structural Components of an AES Reactor Section
(G. E. Shablinskiy, A. V. Gordeyev; ENERGETICHESKOYE
STROLTEL'STVO, Oct 80)ssccccceccccrcccecsccscccecccccccossrreees 61

Planning and Studying Underground Fuel-Delivery Tunnels
(V. I. Stepanov, et al.; ENERGETICHESKOYE STROITEL'STVO,

Oct 80). esseeseeceveccccccccevererccencccsessssessececesersecee 13

FUELS

Drilling Oil and Gas Wells
- . (BURENIYE NEFTYANYKH I GAZOVYKH SKVAZHIN, 1980)...ceccessssseee 83

-a- {III - USSR - 37 FOUO]

TAD AETICTAT Ter ANTY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

35960
v

25000

®t
0330
v
; q
= a fi X
q /
: BA Is —
Sia is arnt ;
L Sines
=
14 i}
: cil |
5
. L sao i yeso tara? | go 000 .
5500 1750 i
2. 7 g
i . 3.
ES = Ni a
J 4
7 ' | LTT
o i zoo} | | S rl
ae +4
\ 49660 S| 6 1
LS | 8 Vasa
Tres -
Rall) 28 EI
SEipysies SEF =>
Ry St \ 3
it
pb
i]

3700,

34
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3



APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

combination the vault was loaded only with vertical elements from the
first loading, while in the third loading a one-sided loading of the
vault was conducted with a vertical load (Table 2). The vertical load P
on the vault was created with the aid of 16 DG-50 pushing hydraulic jacks,
while the horizontal load NX utilized three DG3-63 pulling hydraulic jacks.

Deformations and shifts of the vault during the test process were measured
by indicators (1+ 10% mm) and by deflectometers (1+ 10 , 1° 10°* mm),
while stresses in its operational reinforcement were measured by resistance
strain gages (tensometers).

Table 2
Combination
Toad Designation z 7 a0
Vertical Pp, 300/360 300/360 150/180
Pp 326/390 326/390 ad
aP 2500/3000 2500/300 600/720
Horizontal N 236/280 -- --
EN 1410/1680 “- ~

Note: The numerator gives the normative load (in kH), while the
denominator gives the design (estimated) load.

During the first loading of the vault the test load was gradually brought
up to the normative value. Herein vertical shifts in the keystone joint
comprised 3.79 mm, and horizontal shifts 0.22 mm. The maximum stress in
the operational reinforcement was equal to 78 MPa. Under normative load
the vault held out for 17 hours; in this case the increase in deformations
in not a single one of the vault's cross-sections exceeded 0.3 mm, i, e.,
the structure operated in an elastic stage. The vault's remaining deforma-
tions after unloading did not exceed 10 percent of the full deformations
- under normative loading.

The results of repeated loading of the vault up to the nomative load were
practically indistinguishable from the results of the first loading.

In the design (estimated) loading the vertical shifts in the keystone joint
amounted to 4.74, while the horizontal shifts amounted to 1.7 mm, The
stress (tension) in the vault's operational reinforcement reached 100 MPa.

The first cracks in the vault in the zone where the maximum moment was act-
ing under the conditions of ZP = 4130 kH, ZN = 1320 KH.

76
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Figure 2, Cyclone Centrifuge (Separator)

Key:
1, Housing (Casing) 5. Supporting structure
2. Nozzle (Outlet) for dis- 6, Nozzle for discharging
charging excess air enriched air mixture

3. Discharge regulator
4, Nozzle for feeding air
mixture

Linings made of panel-formed products. [in boldface/ The traditional
plock-inlaid material for BKZ boilers consists of vulcanite panels(plates).
Recently calcareous-siliceous panels (IKP) have been used for lining BKZ
boilers installed at electric power stations in the Suropean part of the
USSR and TKZ boilers installed at TES's in other regions. According to the
plant designs, the following thicknesses have been provided for the linings
made of IKP: in the TKZ boilers 160 mm (105*5+50, where 105 and 50 are the
thicknesses of the IKP, and 5 is the thickness of the mastic layer), in the
BKZ boilers 210 mm (105x2). Despite the lack of. IKP with a thickness of
50 mm in production, corrective adjustments in the working drawings of the
TKz's have not been made up to now, and this has led to various difficul-
ties, In installing these panels, it is necessary to replace the existing
ones with materials having equal values. For example, at the TGMP-204 boil-
ers No. 5, 6, and 7 of the Zaporozhskaya GRES it was agreed upon with the
manufacturing plant to replace IKP panels 50 mm thick with perlite ones.

22
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

NOTE

JPRS publications contain information primarily from foreign
newspapers, periodicals and books, but also from news agency
transmissions and broadcasts. Materials from foreign-language
sources are translated; those from English-language sources
are transcribed or reprinted, with the original phrasing and
other characteristics retained.

Headlines, editorial reports, and material enclosed in brackets
[] are supplied by JPRS. Processing indicators such as [Text]
or [Excerpt] in the first line of each item, or following the
last line of a brief, indicate how the original information was
processed. Where no processing indicator is given, the infor-
mation was summarized or extracted.

Unfamiliar names rendered phonetically or transliterated are
enclosed in parentheses. Words or names preceded by a ques-
tion mark and enclosed in parentheses were not clear in the
original but have been supplied as appropriate in context.

- Other unattributed parenthetical notes within the body of an
item originate with the source. Times within items are as

- given by source.

The contents of this publication in no way represent the poli-
cies, views or attitudes of the U.S. Government.

COPYRIGHT LAWS AND REGULATIONS GOVERNING OWNERSHIP OF
MATERIALS REPRODUCED HEREIN REQUIRE THAT DISSEM{NATION
OF THIS PUBLICATION BE RESTRICTED FOR OFFICIAL USE ONLY.

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Bazhenova, T. K., Yu. I. Ipatov, K. K. Makarov and Yu. M. Shumenkova,
Analysis of Paleotectonic Movements of the Siberian Platform With
Regard to Estimating the Generation and Accumulation of Hydrocarbons
and Conservation of Their Pools in Premesozoic Deposits

Bakin, V. Ye., V. A. Bogdashev, A. A. Guékov, K. I. Mikulenko and V. S.
sitnikov, Tectonic Regionalization of the Vilyuysk Hemisynclise
with Regard to Its Oil and Gas Content

Sokolov, B. A., V. A. Yegorov, Yu. R. Mazor and Yu. V. Piskarev, The
Block Structure of the Oil and Gas Content of the Tunguss Basin

Kim, B. I., The History of Formation and the Prospects of the Oil and Gas
Content of the Momo-Zyryansk Depression

Yaskevich, V. I., Yu. K. Yakovlev, A. P. Chetvergov, V. P. Klyuchko and
Vv. I. Stepanov, The Results and Problems of Studying the Tectonics
of the Western Part of the Siberian Platform and the Yenisey-
Khatanga Trough by Geological and Geophysical pata

Maksimov, Ye. M., Tectonic Analysis of Platform Structures By the Method
of Constructing Amplitude Graphs

Kharakhinov, V. V., V. E. Kononov, Yu. S. Mavrinskiy, A. A. Tereshchenkov
and Yu. A. Tronov, The Tectonics of Sakhalin Island and the Adjacent
Shelf

Kharakhinov, V. V., S. D. Gal'tsev-Bezyuk, Yu. S. Mavrinskiy, A. A.
Tereshchenko and I. M. Al'perovich, Faults of Sakhalin Island and
the Adjacent Shelf

Golovinskiy, V. I. and I. I. Tyutrin, The Main Structural Elements of the
Hokkaido-Sakhalin Folded Reqion

Kulikov, N. V. and A. A. Tereshchenkov, Troughs of the Joint Zone of the
Sikhote-Alinsk and Hokkido-Sakhalin Folded Systems

Semenov, D. F., L. S. Margulis, A. A. Andreyev and V. F. Yevseyev, The
Endogenous Regime of Sakhalin

Mavrirskiy, Yu. S., V. A. Baboshina, N. V. Kulikov and V. V. Kharakhinov,
The Tectonics of the Sea of Okhotsk

\unov, A. Yu., The Structure, Development and Prospects of the Oil and Gas
Content of the Underwater Regions of Western Africa and Eastern Asia

Burlin, Yu. K. and 0. K. Bazhenova, Formational Analysis of the Sedimentary
Basins of the Northwestern Part of the Pacific Ocean Belt

Ufimtsev, G. F., Method of Neotectonic Analysis of the Transition Zone From
Continent to Ocean

COPYRIGHT: Izdatel'stvo "Nauka", 1980

6521 ~ END -

CSO: 1822 91

FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

55

63

68

72

79

84

90

95

99

105

112

119

127

139

144


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Table 3
Distribution of Labor Outlays by Types of Operations,
in %
Voltage of Warthnoving [Installing [issenbl- [Setting [Installing|Loading,
O.H, Line, Footings [ing Poles|Up PolesConductors| Unloading,
in kV hnd Cables} etc.
500 11.8 7.6 23.6 12.2 | 2i.4 23.7
750 8.8 6 30.1 10.8 | 21.8 22.5
1150 8.5 5.5 32 10.2 | 25.5 18.3

Based on the results of an analysis of the projected structural componen.s
of the 1150-kV overhead lines, as well as of the construction technology
now existing in the electric network along with the status of the means
of mechanization and transportation, the Orgenergostroy Institute has out-
lined the following basic principles for planning the organization of con-
struction production:

increasing the technology of the structural components;

building facilities by means of technical flow lines, based on the spegiali-
zation of the production units of trusts (sections, mechanized columns), for
the basic types of construction and installation operations;

comprehensive mechanization of operations, pased on the use of efficient
means of mechanization and transportation;

transferring labor-consuming processes and those which depend on weather and
climatic conditions to stationary, highly mechanized areas, assembly and pre~
paratory sections;

mastering technological processes which are new in principle.

Organization of construction. /in Doldface/ Building 1150-kV overhead <
lines is characterized by the following traits: considerable volumes of
operations, great length of the lines (routes), a minimum amount of type

‘ sizes of the structural components to be used, and a limited number of
plant-suppliers. - These characteristics predetermine the necessity and fea-
sibility of organizing construction by the flow (assembly-line) method.

In the authors‘ opinion, in working out an organizational structure for
assenbly-line-type construction, it is necessary to guarantee a functional
division of the production units. Moreover, top priority must be given to
solving the problem of filling out complete production-technology sets for
the construction of 1150-kV overhead lines, With this goal in mind, the
construction and installation trust must include the creation of an Adminis-
tration for Equipment Outfitting (UPIK), which

46
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

For the purpose of economizing, the coefficient of installation compaction
of plant-manufactured mats made of BSTV has been accepted as equal to 3.5,
and this insures their density at 81 kg/m’, or 13 kg per sq. m of surface.
For this purpose, mats were laid down in a layer 560 mm high and then con-
pacted from above by a metallic frame to a thickness of 160 mm. At the
planned heighth the frame is affixed by a wire "moustache," welded to the
pins. The possibility of making a lining out of VGR-130 kaolin wool for the
GME No. 1 boiler of the Khar'kovskaya TETs-5 was agreed upon with the TKZ,
but because of organizational reasons it replaced the planned lining made of
IKP only on the bottom shields and the lower shield of the transfer gas con-
duit. Rolls made of kaolin wool were also placed on the pins and tightered

. by the frame. Thereby a compaction coefficient of 1.5 was insured, and
this allowed a layer compaction of 210 kg/m to be achieved.

However, taking into consideration the high cost of basalt and kaolin fiber,
we should probably use combination-type components with the second layer
made of cheap mineral-wool products.

Conclusions

1. For lining the gas-tight shields of boilers being produced by the TKZ
and the BKZ, a layer thickness of a lining made of block-inlaid form of
thermal insulation products (except for those made of sovelite) equal to
160 mm is sufficient to guarantee a nomative level of heat losses.

The principal factor determining the level of heat losses under stable,
equal conditions is the hermetic quality of the lining layers.

2. A combination-type lining made of block-inlaid products, mineral-wool
mats, and sprayed materials in various combinations successfully combines
the stable thermo-physical properties of rigid-form products with the pro-
perties of mineral-wool items and a sprayed layer. This makes it possible
to form a seamless, elastic component.

The efficiency of using this type of component on BKZ boilers can be in-
creased if the BKZ, like the TKZ, permits lining operations to be carried
out in assembly (prefabrication) areas.

3. The thermo-physical properties of sprayed insulation made of Grade-V
asbestos fully meet the requirements for heat insulation materials for the
high-temperature surfaces of electric-power engineering equipment.

4, Linings made of fibrous materials (mineral-wool, basalt, kaolin, and
others) are the most effective of all those being made at the present time.
The use of basalt and kaolin fibers for linings permits us to reduce the
thickness of the lining components, the outlay of materials, and the weight
of a boiler unit.

30
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Changing the air-conduit circuit feeding hot air to the burners allowed
us to position the dust conduits near the main back burners and the jet
burners ranged directly along the side walls of the furnace. In compari-
son with the initial grouping, this solution has the following advantages:

the length of the dust conduits is reduced (by 13--15 m), and, inasmuch as
this section determines the fan pressure necessary to transport the dust,
there is a reduction in the expenditure of electric power for the station's
own needs;

repair operations are simplified both for the dust conduits and for the
boiler unit as a whole;

there is a decrease in the outlay of metal for manufacturing the dust con-
duits and their supporting structural components.

The smoke-gas recirculation loop has undergone substantial changes, The new
air-conduit circuit for hot air has allowed the shifting of the cyclones
down below and a considerable lessening of the recirculation loop's aerody-
namic resistance thanks to a reduction in the number of bends and in the
extent of the gas conduits. The sorting of the gases is accomplished di-
rectly from the bunkers (previously they had been sorted from the gas con-
duit outside of the boiler unit), which, in addition to improving the re-
circulation loop's aerodynamics, also guarantees that the boiler unit's
wall guard structures will have a simplified design. However, in connection
with the fact that the general planner in the adjusted working drawings has
not fully realized the advantages of the new grouping, the cyclones have
been installed not at the service grade level, but at a point 6m higher.
- Besides the basic dust-gas-air conduits listed above, auxiliary loops have
also been improved.

The basic data testifying to the advantages of the new boiler grouping of
the Zuyevskaya GRES-2, as compared to the initial grouping, are cited in
the table shown below.

- Equipment Weight, | Aerodynamic Reduction
in tons Resistance of Design
of Loop, in MPa Drive Capa-
- city, in kW
Air conduits 305/228 | 0.0038/0.0036 71
Gas conduits from the boiler |262/218 | 0.0018/0.0017 32
to the electrostatic precipi-
tators
Recirculating smoke-gas 104/78 0.0035/0.0029 112
conduits
Dust conduits to burners 115/90 0.0038/0.0029
Exhaust loop from the tap holes} 14/8 ---
Metal structures in the RVP 215/133 ---
area

39
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

Appendix 24.

Appendix 25.
Appendix 26.

Appendix 27.

Appendix 28.
Appendix 29.
COPYRIGHT:

6521
cso; 1822

FOR OFFICIAL USE ONLY
y

Volume of Liquid (m3) Required For Pouring Into Well when
Raising the Drill String (Without a Check Valve, Approximately)

Volume of Well (m3)
Volume of 1 Meter of Well

Volume of 1 Meter of Space Around the Casing as a Function of
Well Diameter and Casing Pipe

Volume of 1 Meter of Drilling Pipe

Volume of 1 Meter of Casing Pipe

Izdatel'stvo "Nedra", 1979

89
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

209

210

210

211

212

212


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Table 2 (Continued)

Thermal Conductivity of Component, Length of Time
in Watts/ (m . K) in Operation,
in hours
Design Test Measurement
‘ 0.094 0.395 i 59,217
- 0.091 0.486 12, 7h
0.091 0.226 20,130
0.09 0,368 --
0.094 0,186 600
0,098 0.207 --
0.12 0.160
0.12 0,184
-- 0.112
- 0.114
- -- 0,174
-- 0.123 --
- -- | 0.164 --
- | 0.085 150

30 minutes reached as high as 144 percent. For the exact same reason at the
Reftinskaya GRES the shield unit of a P-57 boiler, lined with panels from
TeKBenergo (Central Power Design Bureau), and fell, while it was being
hoisted up.

Combination-type linings made of block-inJaid products, IKP, and

sprayed materials (Table 3)./in boldface/ In order to reduce the influence
of IKP's shrinkage phenomena and lack of compaction between panels to the
level of heat losses, a combination-type of lining has been utilized in a
number of boilers upon agreement with the plants concerned. On the BGZ 420~
140 NGM Nos, 1 and 2 boilers of the Kaunasskaya and Minskaya TETs's, in ac-
cordance with the plan, the first layer has been applied consisting of IKP
with a thickness of 105 mm, and the second layer--consisting of an asbes-
tos-sprayed layer of material 100 mm thick. A lining of analogous compo-
nents has been used on these same types of boilers at the Petrozavodskaya
TETs, except that instead of IKP, vulcanite panels were utilized in the
first layer. Thermal testing confirmed the high efficiency of the compo-
nent which had been selected,

25
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FUELS

TABLE OF CONTENT FROM "TECTONICS OF SIBERIA’

Novosibirsk TEKTONIKA SIBIRI in Russian Vol 9, 19P0 pp 152-153

(Table of Contents from TEKTONIKA SIBIRI, Izdatel'stvo Nauka]
Contents

Foreword

Dikenshteyn, G. Kh., Yu. N. Shvemberger and I. M. Aliyev, Principles and
Method of Constructing Tectonic Maps of Oil and Gas-Bearing Terri~
tories of the USSR

Starosel'tsev, V. s., Requirements on the Content and Principles of Con-
struction of Tectonic Maps of Oil and Gas-Bearing Territories

Karogodin, Yu. N. and A. I, Prokopenko, Quantitative Approaches to Tec-
tonic Regionalization of Oil and Gas-Bearing Regions (Using the
Example of the Yenisey-Lena Regional Megatrough)

Zapivalov, N. P., V. I. Moskovskaya and I, I. Pluman (deceased), Tectonics
of the Paleozoic Oil and Gas-Bearing~Complex of the Southern Western
Siberian Platform

Rudkevich, M. Ya., The Tectonics and Genesis of the Western Siberian Plat-
form in Light of New Geological and Geophysical Data

Mikulenko, K. I., Ye. D. Glukhmanchuk, L. A. Sechkina and G. G. Shemin,
Relationship of Fracturing of Rock with First-Order Plicative
Structures (Using the Example of the Western Siberian Platform and
the Vilyuysk Hemisynclise)

Dumnov, Ye. D., Epicaledonian Deposited Depressions and Their Gas Content:

Shatov, Ya. V., P. Ss. Dolgushin and Z. v. Razilova, Structural Features of
the Basement of the Minusinsk Intermontane Trough

Nakaryakov, V. D., K. N. Vasil'yeva, A. M. Ivanov, V. Ye. Kucherov, Vv. G.
Sibgatullin and yu. aA. Sharygin, Structural Features of the Platform
Mantle of the Western Part of the Siberian Platform with Regard to
Estimating the Prospects for Exploration of Gil and Gas Fields

90
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

Page

12

17

21

23

31

34

39

49


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

The dar includes a water intake 43 meters high, situated in its four river-
bed sections; the lower edges of these sections have turbine water conduits
seven meters in diameter, which extend beyond the limits of the dam's cross-
section.

The open-type GES building with its single-series units is directly attached
to the dam in its riverbed section. The turbine equipment is being supplied
by the Turbine Plant PO (Production Association) (from the city of Kharkov),
and the generators from the Sibelektrotyazhmash Plant (from the city of
Novosibirsk ).

The structures for absorbing construction outlays are traditional for an
analogous grouping of a hydraulic development under mountain conditions:
a by-pass tunnel, an upper cofferdam up to 40 m in height, and a lower
cofferdan approximately 18 m in height.

The deep interior water spillway, consisting of a single-aperture rectangular
- pipe with a cross-section of 5X7 m and equipped with working segmental

and repair flat gates, located in one of the right-bank sections of the dan.
During the period of reservoir flooding it will be used to pass water through
into the tailrace. Within the GES building a spillway is made in the form
of an elbow, and beyond the station the elbow makes a transition to a ter-
minal section with a lateral overflow,

In building the Kurpsayskaya GES a complex of progressive engineering tech-
nical and organizational economic solutions was adopted; their realization
created the prerequisites for carrying out under complex mountain conditions
this high-speed construction in order to put into operation hydraulic units
with capacities of 200 MW (negawatts) \ithin a single five-year period
after the start of construction, Let's enumerate just the principal solu-
tions here.

1. The beginning of the basic operations on the Kurpsayskaya hydraulic
development was coordinated (albeit with a certain delay) with the final
phase of these operations at the Toktogul 'skaya GES, Thus, they managed
to create favorable conditions for the effective use in the construction of
the Kurpsayskaya GES of the existing groups of highly skilled workers and
ITR (engineering and technical personnel).

2. In order to erect the Kurpsayskaya GES, use has been made of the chief
production bases (the concrete plant, the gravel-grading system, the
xeinforced-concrete product construction yard, the transfer center, and so
forth) which were built in their time for the construction of the Toktogul'-
skaya GES,

By the time construction began on the Kurpsayskaya GES in 1976 the facilities
of the production base of Naryngidroenergostroy had been mainly shifted

to two areas (to the city of Kara-kul' and the village of Shamaldy-Say) and
guaranteed the repair of the construction equipment and motor transport,

9
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

ELECTRIC POWER

UDC 621,311.26 :621.039.001.57
RESEARCH ON STRUCTURAL COMPONENTS CF AN AES REACTOR SECTION

Moscow ENERGETICHESKOYE STROITEL'STVO in Russian No 10, Oct 80
PP 53-57

Larticle by Candidate of Technical Sciences G. E. Shablinskiy and
Engineer A. V. Gordeyev: "Dynamic Studies of Structural Components
of an AES Reactor Section",

{text]/ The structural components of an AES (nuclear power station:) con-
stitute complex spatial structures which are affected by various types of
static and dynamic loads, conditioned by the operation of turbine units,
gas blowers, pumps, etc, Another urgent problem is the dynamic interaction
between the heat carrier and the heat-protection element, the facing and
the individual structural assemblies of the reactor housing Coasing’.

A substantial influence on the reinforced-concrete housing of a nuclear re-
actor is exerted by the dynamic loads which come into being during the pro-
cess of its preliminary pressurization (tensioning). These loads may de-
termine the preliminary tensioning of cable strength and, as a result, the
metal consumption and economy of the design.

A necessay condition for evaluating the safety of an AES is also the protec-
tion against random (accidental) dynamic loads, for example, those arising
as a result of a crash by an airplane or other objects.

The development of theoretical and experimental methods for researching the
dynamic problems which must be solved in planning an AES is a necessary con-
dition for successfully carrying out the tasks set by the Party in the field
of nuclear power engineering.

Cver the course of a number of years work has been done at the KISI (Moscow
Structural Engineering Institute imeni V. V. Kuybyshev) on developing ex-
perimental and theoretical methods for researching the pressurized (stressed )
state of an A&S's structural components’ /1, 2/. The fragment method of cal-
culation is utilized in the theoretical studies. In the equations of the
static and geometrical conjugation of the individual fragments the influence
of local effects is taken into consideration. The design schematic must

- correctly reflect the operation of the actual structural component and its
: behavior characteristics under the assigned loads.

61
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

Fig. 3, a depicts a graph of the dependency of the vault's vertical shifts
in the keystone joint on the load (in comparison with the design curves
for two-hinged and hingeless vaults). It may be seen from the graph that
the curve. of the vault shifts, constructed in accordance with the test
data, practically coincide with the curve constructed in accordance with
the design data, obtained for a hingeless vault. This is probably
explained by the fact that under the given combination of loads the junc-
tion connecting the vault with the support slab operates rigidly.

In testing the vault the test load brought to £ P = 4820 KH, SN = 2720 kH,
exceeded the design load by a factor of 1.61, At this stage signs of the
vault's destruction were not revealed. In analyzing the dependence of

the vertical shifts on the load (Fig. 3, a), exceeding the design load, we
observe the maintenance of the proportions between the shifts and the loads,
i.e., even beyond the limits of the design load the structure operates in
an elastic manner, The maximum stresses in the reinforcement under con-
trolled-destruction loading did not exceed 150 MPa. After unloading the
residual deformations were insignificant, and this confirms the conclusion
regarding the elastic operation of the vault even under controlled-destruct-
ion loading.

In tests made using the second combination without adding horizontal loads
the loading of the vault was also conducted in stages. Under a load of

& P = 2000 kH in the zone of the keystone joint cracks began to appear,
and under Z P = 2500 kH the width of their opening reached 0.4 mn.

Fig. 3, b presents graphs of the changes in vertical shifts in the keystone
joint depending on the vertical load obtained by the test method and deter-
mined by the design for hingeless and two-hinged vaults. From a comparison
of the design of the test data it may be seen that under this loading
the. vault operates as a two-hinged unit,

Thus, depending on the type of loading the assembly which joins the vault
with the lover slab may operate both as a rigid and as a hinged joint. So,
when the vault is loaded only by a vertica? load (AP = 3000 kH) the shifts
- in the keystone joint amount to 18.7 mm, while the tension stresses in the
operational reinforcement reach 222 MPa, whereas when the vault is loaded
with loads corresponding to operational ones (% P = 3000 KH, &N = 1680 ki),
these same indicators do not exceed 4.7 mm and 100 MPa respectively.

Under a vertical load of BP = 3900 ki we observed the appearance of new

cracks and the widening of existing ones, as well as an increase in thé

deformations and spifts. However, we did not note any clear signs of the
vault's destruction...

The last loading of the vault was carried out in order to detemine the

moment and character of destruction under a one-sided loading (the third
combination). The loading was carried out in stages, and at a load of
XP = 1200 ki, which exceeded the design load by a factor of 1.66,

77
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

will insure that orders are received on time to obtain the material and
technical resources for technically complete sets; the organization of a
base warehouse system; the preliminary preparation of structural compo-
nents (enlarged assembly of steel intermediate pole sections, making stays,
braces, and rigging, enlarged assembly of insulator strands, sorting druna
with condustovs ard Ughtningsprotective cables, carrying out the cutting
of U-shaped bolts, waterproofing footings); as well as conducting loading
and unloading and transport operations,

The efficiency of assembly-line-type construction is determined by the le-
vel of technical specialization, consolidation and functional duration of
the assembly lines, Three variants are possible in organizing assembly
lines (flow lines): I--specialized brigades (within a construction super-
visor's section); II--specialized sections (within a mechanized column);
III--specialized mechanized columns (within a construction-and-installation
trust), A comparison of these variants shows that the efficiency of as-
sembly lines increases as they become consolidated. Thus, the reduction in
the number of workers when utilizing variant III amounts to 7 percent in
comparison with variant II and 11 percent in comparison with variant I.

The Institute has worked out a structural scheme for organizing assenbly-
line construction of 1150-kV overhead lines for a construction-and-instal-
lation trust with an annual volume of SMR (construction and installation
operations) of about 40 million rubles (Fig. 2).

Cmpoumenono- '
(WO) Honma acne
mpecm .
J ye
0 f= ei BT te
\MexnononHa ftexxozonnal \Mexxoronna no |Méxnononna no}
pabnenut| Ina nodcomobe)|  freveveuu \padomar ny ae imonmaney | Pargnmaaed
jbantnipmal |padomar | [padomar Bozo yunaa onop ‘mpocob
7 @ ‘) T 7 t
6a 308oe K J {té =
cnn ede xa3lsse
a — ees [EER
sSsiise
yvae70K Sea |S Ez
lnonns ew mauuu
(4)

juacmon NOepy=
[nowo- pazepysow-
norx u mpanc~

woz pasom

Figure 2, Structural Scheme for Organizing Assembly-Line Construction
of 1150-kV Overhead Lines

47
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

500
aM

375)

250

Ce ~ Gi [Honmae npotode  mpocalaipazads na ven,

7 —
Q):coopra u yemanobra“onop(26pueadoi no¥21e.)

24 sa. 20sE4) '
Mm | 1 Wi xbapr,
1982. 200

tea.

r
1980 1981 gy 1962 200

Figure 3. Cyclogram of the Construction (a) and Traffic
Schedule of Specialized Mechanized Columns (b)
and Manpower (c) Used on 1150-kV Overhead Lines

Key:
1. Installation of conductor and cables (2 brigades of 42 men each)
2. Assembly and set-up of poles (2 brigades of 42 men each)
3. Zero-cycle operations (2 brigades of 20 men each)
4, Preparatory operations (52 men)
5, Average number of workers (950 men)

~ eee Preparatory operations; __ . _ _Zero-cycle operations
__..__ Assembly and set-up of __ _ Installation of conductors
poles; and cables;
t Time for developing specialized
assembly lines; tgTime for curtailing specialized

assembly lines;

Time of maxinun operational 4
stress; 4p Time of producing finished work
feap Length of time required for construction
49
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3


APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3

FOR OFFICIAL USE ONLY

left-bank site, necessary for transferring the

earth-moving equipment and working the soil under the hydraulic develop-
ment's principal structures. Before the completion of ihe permanent bridge
across the Naryn River, which was put into operation in 1980 and became part
of tne section of the Frunze-Osh Highway taken out of the flood zone, use
was made for these purposes of a temporary bridge, erected by the bridge-
builders of the USSH Ministry of Transport Construction.

In May 1977 the rock drillers of the Kirghiz Special Administration of the
Gidrospetsstroy All-Union Association completed work on the approach pas-
sage and began cutting through the construction tunnel. In accordance with
- the plan, this tunnel has a length of 634m, designed to pass through dis-
charges of as much as 1100 cu. m per sec., and it was supposed to have a
reinforced-concrete facing along its entire length. However, upon the irt-
tiative of the builders, the facing was revised and was replaced along mst
= of the tunnel's length by a jacketing of sprayed concrete. This made it
possible to reduce the amount of concrete work by 8,000 cu. m, outlays of
reinforcenent by 350 tons and forms by more than 7,000 sq. m.

But the main effect derived from introducing this progressive jacketing con-
sisted in curtailing the length of time required to erect the facility.
Thus, work on building the tunnel was completed in one year, and on 10 May
1978 the riverbed of the Naryn River in the line of direction of the Kurp-
sayskaya GES was shut off,

In accordance with irrigation requirements, within 20 days after the shut-
off a discharge was needed through the hydraulic development's line of di-
rection amounting to 800 cu. m per sec, For this purpose it was necessary
to erect an upper cofferdam more than 40 m high. In accordance with the
initial plan, the cofferdam (with a total fill of 220,000 cu. m) was sup-
posed to be made of rock-fill with a core of clay-loam, The material for

- erecting this cofferdam was supposed to be delivered from three independent
quarries at hauling distances of 10--50 km. To implement this solution,
even in case of suspending the pit excavation (because of a transport short-
age) would have required 3--4 months.

The workers' planning section of Gidroproyekt's SAO (Central Asien Division),
upon a proposal by the construction division developed within a very brief
period of time a new design for a cofferdam which could be built within the
required deadline at a considerable reduction in cost. Moreover, maximun
and successful use vas made of local conditions: the cofferdam's line of
direction was arranged along the axis of the previously built, temporary
bridge with concrete abutments and joining walls; the main part of the anti-
filtration facing took the form of a concrete wall between abutments on a
cleaned rock foundation; directly in the riverbed section provision was made
for a fill made with a natural gravel-sand mixture, to be injected subse-
quently with a clay-cement grouting solution, By the growing season of
1979 the cofferdam being erected was built up further, and this insured the
= passage of the required amounts from the reservoir of the Toktogul'skaya
GES,

12
FOR OFFICIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300060045-3