THERMAL ELECTRIC POWER PLANTS OF THE U.S.S.R.

• Document Type: CREST
• Collection: General CIA Records
• Document Number (FOIA) /ESDN (CREST): CIA-RDP81-01043R001600080008-4
• Release Decision: RIPPUB
• Original Classification: K
• Document Page Count: 349
• Document Creation Date: December 27, 2016
• Document Release Date: February 25, 2013
• Sequence Number: 8
• Publication Date: September 1, 1957
• Content Type: REPORT

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STAT
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
VOW. RIXMIC mina nuns or U.S.S.R.
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r7-1-
TABLE OF CONTENTS
Volume I
List of Plates
Bibliography
Preface
Introduction
Chapter I. General Layout of the Main Plant Building 9
Four Types of Design 11
Chapter II. Construction of the Main Power Plant Building 36
1. Building; Materials 36
2. A. Construction Treatient of the Power Plant Building 3j6
B. Construction of the Main Power Plant Building of the
First Type Design 38
Structural Types 38"
Wall Coverings 0
38
Roof Construction 38
Roof Coverings 38
Floor Construction 38
Crane Girders , 38
Overhead Bridge Cranes 38
Columns 39
Foundations 39
Bay Lengths 39
Frames Supporting the Smoke-elindnating Installations .11.o
Construction of Some Main Power Plant Buildings of
the First Type Design 40
Ivanovo ORES 140
Stalingrad,GRES - la ? ?
Zuyevka ORES 41
Kuznetsk TETs
Stelinogorak GREd 41
First Type Design p0oured-in-place Reinforced
Concrete with Weldedf,Rigid Steel Skeletons 42
C. Stacks
Brick Masonry Stacks
Monolithia Reinforced ConcreteStacks
ii

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D. Construction of the Main Power Plant Building of the
W, Second Type Design 44
Structural Types 45
Reinforced Concrete Frames with Rigid Welded
Steel Skeletons 45
Steel Frames 45
Wall Coverings 46
Roof Construction 46
Roof Coverings 46
Roofing 46
Floor Construction 46
Overhead Bridge Cranes 46
Reinforced Concrete Columns 47
Foundations 47
Stacks 47
Examples of the Second. Type Design 47
Nesvetay GRES 47
Stalinsk TETs 48
E. Construction of the Man Power Plant Building of
the Third. Type Design 48
F. Construction of the Man Power Plant Building of the
Fourth Type Design
Steel Frame Construction
Monolithic Reinforced Concrete Construction with
Rigid Welded Steel Skeleton Reinforcement
Precast Reinforced Concrete Construction
Mixed Type Construction
Examples of the Fourth Type Construction
Appendix. "Principal Regulations Governing The Design of
Electric Power Mantle
Volume II
Chapter //I. Some of the Principal Soviet Power Plants.
Data and Photographs
ii
48
49
50
51
57
59
60
90
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k
LIST OF KATES
? Plate No:
1
/MOW
.04?1101.1...?111111.0
PaSe
Iftp of Di.strict Electric Power Plants 5
2 Map of principal power plants at the end. of the
lit Piatiletka 6
; 3 Hap of Regional Power Plants in 3936 1 8
34, Capacity of Pagloi,u.1 Electric Power Plants in 1936 i 7
4, Fig. 3. Plan of Gorekly peat4iring GUS
14. i
4, Fig: 2 Plan of Mature. pe .firing CMS 1 14 1
I i
5 1k4brotyka peat-firing GRES: Sec:bion through thc
rialii 'Wilding I 15
i
6 Shterovka MS. Plan of power plan' -t min building 17 t
f
I Shterovka ORES. Site plan I 16
6A
x 1
i 1 I ivanoyO peat-firing GRESi; Plea and section .1 18
i
1 8 1 Model of a 5 x 50p30 kvi. pulveriitcd coal-firing 1
I
ORES. SeC:tiOn ?.' .q. 39
i;
at i Mcid.cl of a 200,006 kw: peat-firing power plant 1 20
Zuyevica ORES: Se4tion through the boilei house i
! and buidter station t 21 ;
9A 1 Zuyeyka ORES. SeCtion through the boiler house and, ,i ?
,
1 ' fee*ater rizap ekaticin 22 ,
.t..
? )
I+ ''-
# 10
Stalingrad CMS: _Section through the main building 23
1 ,
,
3.1 ithsnetek TETo: Section through the main plant
building
3.3A Kuznetsk TETs: Plan, of power plant
Stalinogorsk CBES 4 Section th* 'tough the meta
builditi8 . -1
Stalinogowsk MS: Drawing of the plant
Neirietiky t3RES: Section through the itid.n balding
lieisvetay GRES: Plan of payer Plant smain struCture
Stalinak (240SEIDiRGO No U) =Ts in Moskva:
86640.4 throu8A t'll.! 3iiin, b141.444
/ 9
1
iii
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Plate No.
15
15A
16
17A
17B (Fig.1-3)
18A (Fig.1-2)
1 22C (1'1g.1-4
23A
Title
Orsk TETs. Section through the main building
Orsk TETs. Plan of the main building
Page
Cherenet, GEES. Section through the main
building
Cherepet' GRES. Plan of power plant main structure
First Type power plant design. Section through
the main building
33
I 32
35
65
Structural details of reinforced concrete frames
shown on Plate 171k 1 66
Turbogenerator foundations of monolithic
reinforced concrete
Individual foundations. Turbogenerator and its
auxiliary equipment foundations underneath the
turbine hall
Type of construction with abasement floor built
on a monolithic reinforced concrete mat. Turbo-
generator foundations underneath the turbine hall
Stacks - brick and reinforced concrete
Second Type power plant design. The load bearing
monolithic reinforced concrete transverse frames
Structural details of reinforced concrete frames
shown on Plate 2QA
Construction of the main power plant building of
the Second Type. Design in steel
Conversion tables for steel sections shown on
plate 21A, Fig. 1
Construction of the main power plant building of
the Fourth Type design in steel
Conversion tables for steel sections shown on
plate 22A, Fig, 1
Structural details of the steel frame principal
joints in the main power plant 'building
Construction of the main power plant building of
the Fourth Type design in steel
S.
67
68
69
70
71
72-75
77-
76
79
i 78
80 t5
82
iv
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Az+
,
- ?
Fourth Type Of poen' plant desifin two *methods
of frame oconecti5a
Construotiaa a i:4e. main payer -plant building of
the Fourth Type design in monolithic reinforced
'Conarete vithlded rigid steel skeleton reinforce-
ment qz1.4 straclural details
Construction of,the mixt pOwer ?plent building a
the Fourth TYPe':disign in precast -reinforced
concrete and-it4tural detain., ?
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Itt
'az
- _
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? r
Plate No. 1 . Title
2a4. Gorekiy GRES. One of the GRES buildings under
construction
288 Go:01'1y GRES. Partial interior view of the turbine
280
- 29
ZOB
29c
30
300
30D
305'
'4....mmar;u4roorier
GorikLy GEES. Partial interior view of the
turbine hall
&shire, GM& Geral view of the boll= house
and the open air ,substaticm,
Kashira GRES. 7aur first section ,of the Kashira GRES
?
&shire. GUS. Thi secOnd section of the Kashira
MS under construction
Nagbire, GRES. A 59)000 kw. turbpgenerator built
by the "E3ektrosi1e." pleat
iNshira ORES. Partial interior view of the
turbine hen
Itexhira GRES. Co*1 pulverizing. equipment
Kaabira GRIM., Partial view of an outdoor substa...
tion
gezhiya GM. Partial view of'':thei 115 kw. out.,
door substation
Kashlra GEMS.
Shteravka
Etterovka GRES.
froia the south
Shterovka GRES.
Shterovks,
Step...up transtrase.' r bank
General view of the plant
View of the main strtacture
General view of the GPM
17'doi1isr room under ocestructica
81-ite.wv1-..a, GRES. The third eeetion of the plant
under ecostruction
Shteravka ORM Partial
turbogenerator ,bail
ate:orbs GRES. PartItal
the generator hal
? ,2.1
interior liiev of the
interior side view of
"OWN.
107
108
109
111
112
113
Uk
325
116
119
421
11,271
No????01.
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30GI Shterovka ORES. Partial interior view of the
turbine balls second section
31 Zwevka ORES. View of the ORES and wen-air
substation
3111 Zuyevka ORES. General view
333 Zuyevica ORES. 130,000 km. turbogenerator at the
partially' reoonstructed Wye**, GEMS
32 Ivanove (formerly Ivanovo-Vosnesensk) ORES. Side
view of the Ilea :building, under colurtruction
324 Ivan,ovo (formerly Ivanovo.Vosnesenek) ORES.
Construction vork at the ORES
303 ivauovo (formerly; Ivanovo-Vommisensk) ORES. Main
structure in the advanced stage of construction
320 Ivanovo (ftammerlY Ivanovo-Voznesensk) ORES. ORES
under construction
32D Ivenovo- (formerly Ivanovo-Vomnesenak) GEES. Side
view .
32E Ivanovo (formerly Ivanovo-Vosnemenak) ORES. View
of the main 'building and steel fuel delivery
trestle
33 Stalinosorsk ORES. The (ES undex? construction
33k Stalinosorsk ORES. "Stalin" ORES under
1 3B
construction
3 on
Stalinogorsk GRES. Exterior view
330 I Stalinogorsk GEES. Exterior view
33D 1 Stelinogorsk Auxiliary Power Plant. General view
1 33E i
1 Stalinogorsk A4134417 Power Plont. Partial view
of atudllary power plant
34 ' 1 Stalingrad ORES. Main building under constructi
34A Stalingrad ORES. Partial exterior view
1-----r-"-----943 Stalingrad. ORES. Exterior vim
VU
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1
Stalingrad Tractor Plant Power Station. View
of the boiler =OM 152
White Russian GRES. General view 154
White Russian ORES. The first section of the
plant 155
35B Mite Russian GEES. Exterior view 56
35C White Russian ?kis. The ORES under construction 157
35D White Russian GRES, Partial View of the roof 158
35 Berezniki Ms., Boretniki TETs under construe:14u 160
,
36A Berezniki MT.. Partial exterior view of the
t Ms serving the Berezniki Chemical. Works 181
,
/,
t36B Berezniki Ms. Exterior view of the the =a
serving the Beressaiki Chemical Works 262
360 Bersniki Ms. Tuzilogenerator hcai. 163
37 ,,.?. -, SoMelnik GIS. Partial view from the eindotr of
another building , 16$
Kuznetsk Mee Central power station at the
bietallurgical Plant in the process of
Construction 187
168
38D
39
39A
140 Magnitogorsk %!S. Aerial view) 'GES =der
construction 1
176,
Magi3itogorsk GES. GU under construction 3.77 ?
Kuznetsk, Ma. Central power station at the
bietallurgiOal Works
Diznetsk Ms. Central power station at the
Metallurgical Works
&met& TRW. Partial View or the. TETs
Kuznetsk TRW. - Partial view of the =Us
shOwing the spray pond
Chelyabinsk G. GRES usatler construction
Chelyabinsk GlIES. General ?view of the first
section nearing ocupletion
169
no
3,13
174
viii
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Plate No.
100B
43.
4IA
42
43
43A
45
45A
45B
450
46
,464,
1
45D
45E
4
477A
47B
48
50
Title
Page
Mmoitogorsk Partial (=tailor view 178
leramatorsk GE& Aerial view leo
.Kratlatorsk GEE, Water cooling, towers 181
Kateravo Ma. Partial exterior view 183
Strerdlovsk TET. ':'.:Partiel exterior view of the
TVs serving "Urelassbartroi" (t!re3. Machine
Biiildlaag'WOrks) '
SV?rdlovsk TETs.- supply trestle 3esen
to the bucker gallery Of the TETs
Votoshilovsk GEO.. General vise' of the GES
serving the VorosbilOV Metallurgical Plant 188
SeratOv ORES. The ORES under Construction 190
Saratov ORES. Ti* ORES under construction 191
Saratciv ORES. Partial Visa of GRES under
construction 392
Seratov ORES. GUS =Wet conetruction 193
.?
Saratov S. General view 194
Saratov GRES. Partial view Of the steam piping
system 195
Yaroslavl' ORES. Bids view of the boiler house 397
Yaroslavl' Ws at the Rubber sad Asbestos
Plant. Partial 'eXteriat *low ShOwing re1324.
forced concrete .pee delivery trestle
Baku "Knave *ads" GRE. qttle1131 view
Baku "ItteAnckya Zvezda" GRES* Side view
Baku "mare (104 Partial view of the plant
and IDO" kw. copanair substance
?
NavorOsolisk GRIM Front view,
Voronezh ORES. Partial 'view of .the GRES and
?p.n.-air ? ficubstation
Eaten' MO, Partial 'extoriar view
ix
199
231
202
204
.2q8
210
Messamittsialasa,
t
t
41????????t.
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? i?
Plate No.
5CA
51
51e.
51A
-533
51a
51D
53s
533
52
524
53
Title
Kunio Te. Partial exterior view
Maim:a TETs "Stelin". Genexvil view
Moskva 2STs "Stalin". Partial view during
eonotruetzion.
14aalma GE13 "axidavieh". General view
libeksza.
GE O "Seddavieh". Side View
Mciakia GES nalaidoXieh". Exterior 'view a the
bollsx? house 7
4rva GEO Nitaidevieh". ConatruatioN detail
kbakva Ugh Preuinre TETs? General view
? -0
Elektivigorsk GEO "Mame. Side view
Artee GR ES "KIROV4. Side view
,
?.
Artere. GEEp, ?WM". Side view-. ,
'
i.?, ? - ....
Mironevskaya MES. Interior view of the
turbine hall -
54 Slavyanak GRES. Paz?tial interfoi view of the
turbine baLl
r,
54A -Slavyanak GM& Partial interior view of the
turbine hall
55 Cherepety GMS. 9enewal view
55A Chirezeti
tatbine ho,11
14* Co4x,
.55D
'partial interiur view of the
z .
Cherepets GEES. 'Turbine ban hoiusing a
150,000 kvt. 'turbine
211
22.3
224
216
217
218
219
221
223
225
226
228
2.33
231
233
234
235
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luxthor
BIBLIOGRAPHY
Title:
DLC Call No,
Akademiya Arkititektury
SSSR
Antipov, I. P.
Carr, T. R.
Collective Study
Collective Study
toachenko, V. I.
Ermakov, D. A.
Flakserman, Yu.
Flakserman, YU. N.
Getf,f_ert, G. A.
Glavelektro
ClavnoYe Inektricheskoye
Upravlenlye
G3.azunov, A. A.
Monographs,
Arkhitektura pluoyablennykh sooxuz-
heniN (Architecture of indnstrial
Plants) 1956.
Arkbitektura-elektrostansiy (Power
Station Architecture), 1939,
Power Station Civil Engtneering and.
Building Works, Rugeley, Stafford-
shire, 1944.
Electric Power Development in the
USSR, 1935.
15 Eiserne Schritte (Fifteen Iron
Steps) Pe.rlin, 1932.
Piatnadtsat' let leninskogo plena
elektrifikatsii (Fifteen Years of
the Lenin Electrification nen)
1936.
Ojat eksploatatsii kashirskoy GRES
Vashira GRES Operation Practice),
1956,
Elektrifikatsiya SSSR (Electrifi-
cation of USSR) 1931.
glektrokhoziaystvo SSSR k nao.halu
1927-28 g. (Electrification of the
USSR Toward the Beginning of
1927-28), 1928?
Sta Power Stations 4-th ed.
New York, 1952.
Szbigani.ye antratsitr:ogo shtyba no.
shterovskoy ORES (Calm Firing at
the Shterovka GEES) 1929i
Statistika elektricheskilth stantsiy
SSSR 1922..1926. (USSR Per Station
Statistics), 1927.
Energeticheskiye systeray. (P. over
Z3gineering Systeme..), 1952
xi
1m074634)
934581.A5
TH1151X34
71095Z6
ECK,6.163
TiOBS.D6
m286 .i?
et85.F58
c85 .F6
T.3400430 1952
193 .R965
!1a193 ?A5
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Author
(14sco3repha =it'd
ta.0 Call X.
Gosudarstvennaya
Kanissiya
Elektrifikatsii Rossii
Kanenetakiy, N. 0.
lftrkin, A. B.
Flea Elektrifikataii 1SFSE6
2-n3. ed. 1955.
Fervyyn russklye elektrostaatsil
(First Rassiaa Electric Stations)
1951.
Mmausbeheye elektrifikataii SSSR
(The Future or Elektrification in
the USSR) 1956.
/4:1-nisterstvo Stroitel tits& Pavil 'you "Eaergeticheakoye
liaektriostentaiy SSSR sfroitel'atve SEER" (Exhibition
Pavilion "Power auxtneering
Building in the USSR."), 1956.
Paler Plant' Thal neering and 'belga,
2-rid ed. New Ycat, 1942.
Pefos OsvoYen, (Pathos or
Norse, F. T.
NOSkovokoye Blum
inzbenemv
Oftoletko, K.
Rabinovich, 14.
Sherehov, S. V.
Sisin, P. R.
Streletskly, Ni So
7elezhnikov, V. E.
Veytkov, F.
liastering) 193l.
Boyevoy marshrut elektrifikatsii
(Tile Fightine Path a EtLectrifi-
catica) 1933.
Plan GOELRO i ego osuahebestvleniye
(MIRO PI= and Its lalizations)
1952.
1ewinsko-stallnsks4a elektrifikatsi-
Ya SSSR. (Leninist-Stalinst Filectri-
ficatico a the U.S.S.R.), 195.1.
evyt eksploatatsii zuyevskoy GPM
(Zwievka GIES Operational
Practice), 1954.
Stalznye kaistruktaii (Steel
Structures) 1952.
FuzadaTenty-pod oborudovaniye
elektrostentsly Mayk:12. iSZVer4k11.
motthchnestey (Foundatiais for the
Equipment a a2213. ona
Capacity Power Stations.) 1936.
Kok sozdavalas) elektrifikatalya
strany sovetov (Bow the Electrifi-
=taw of the Country of the
Soviets Was Developed) 1947.
xii
2095.1173, 3.955
m193 ?R9K3
M35.1-13
Tin, 93 ,B9t6
Ta3.91./494 3.942
Ta5.B9t6
=93.1003
u:85 .12
7.4c85 .$47
Ten93.B9S5
m6.11.575
uni4581.T4
Tic85 4/11rhs'.
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Author
(MbnograPhs cot')
Walter,
Writer, A. V.
Wefts, V. I.
Welts, V. I.
Welts, V. I.
Wats, V. I.
Title:
DLC Call NO.
lto61 5. perapaktivy razvitiya
sovetakay energetiki (Results of
and. the Outlook for Development
of the Soviet Power Engineering)
1950.
Elektrltataiyanasheystrany
2-nd ed. (Electrification of Our
Country), 1956.
Elektroenergetike. SSSR Tan 1;
(Electric Power Engineering in
the USSR), Vbl. IA 19344
Electric Power Development in
the USSR, 1936.
Mektrifikatsiyanarodnogo
Rhoziayatva SSSR (Phe Electrifi-
cation of National Establishment
in the USSR) 194.9.
Ot plena MEMO k velikim
stroyk= kcismunizma (Fran the
GOESLO Plan to Great Construe-
tions of Cam=ism) 1952.
SW35.V5
TE85.v49, 1956.
SM1193-E9E4
THI185.E6,1936
565 .14
Td35 4442
Periodicals
inthitektara SSSR 24 1936,
Etenanic Review of the Soviet
Union 1930-33.
NA6 . A74
E0331.E3
M.ektricheskiye stantsii,
(Electric Power Stations),
1929-1954.- 22K4.E725
Elektrotechnische 2eitschrift
(Electrotechnical Nagazine),
Berlin, 1930. TIC3.E8
Prozhektor, 1930-1934 Unclassified .
Soviet tbion, 1950-1955
Stroitel tner? PITIV,Nrg,5-64?
Teploenergetikal (Beat-power
Engineering) 1957.
USSR in Contruction 19304937
_xiii
266.2S574
2a4.$85
11C26743,U3 '
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_
Author
- T.1.t3.4e DLC: Cal. No.
,
tvsers
izvestiya, #168, 3.953
Trud, #1784 1956
Zerya,Voetoka (Dom of the
East) Tbilisi, 1955.
xiv
AP30.Z3
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PREFAcE
This report is designed to provide the analyst with a brief but
comprehensive account of the layout, structural design, and structural
details of steam-powered electric power plants in the Soviet Union.
Included/tare some plants producing both electric power and steam for heating.
Ii
, The subject is extensive, and the time (3 months, including extensions)
for preparing the work is limited. Seventy-five per cent of the electric
power produced in the USSR comes from thermal plants. Reports on 45
Soviet hydroelectric installations made up nearly half of a two-year
program completed by the Air Information Division in 1955. It was Obvious
from the outset that a strict limit must be placed on the coverage of the
present work. The Structural Engineering Section therefore decided
to eXclude the following phases of the subject:
?f ? ?
Small plants, especially those serving single industrial installations:
Design of the mechanical and electrical equipment of the plants,
even of the boilers, turbines, and generators;
Water and fuel supply installations;
Layouts of electric systems;
Transformer and switch yards;
Transmission lines and substations;
Structure of cooling towers (views of several examples of these,
however)appear in the plates).
Only large steam turbine power plants are included in the report.
The scanning of possibly useful periodicals, too, had to be cut off
where the probable take was too thin to justify the expenditure of
man-hours. The coverage exploited was still extensive, as maybe seen
from the Bibliography. A general list of titles explored (whether fruitfully
or not) is on file with the SES copy of the report.
In the .introduction, the general course of the Soviet electrification
development is briefly outlined.
The/first chapter deals with the layouts of different sections
of the *int power plant building. The four basic types of widely used
plant q4sign'are described, and examples of some existing power plants
typifyi#gl these different layouts of sections are shown.
/ 'I\
Th7ecg. ,
ond chapter analyzes the structural details of the main plant
buildin
t (
,
/ 1
/
XV
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;;E?
4k.gi
The third chapter deals with separate large Soviet thermal power
plants giving for each all available and some estimated data and photo-
tiaphic illustrations.
A word of caution is in order concerning data on plants in those
parts of the Soviet Union that were overrun by the Germans in World War II.
Al]. existing power stations in those regions were presumably demolished
by the invaders. It is understood that most of the early reconstruction
work was based on the original designs. This Section, however, has no
informatiom-a-6.to the total amount of new and updated design work that
went into the reconstruction effort. :It is therefore anybody's guess
whether the data in this report on any plant in regions which were under
German occupation represents what is there now, or whether it has been
replaced by a more modern installation.
xvi
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INTRODUCTION
.7_
The electrification of Soviet Ruessia went through several stages in
the course of its development. The original electrification plan "Goelro"
(State Commission for the Electrification of Russia) was approved in 1921
and the construction of electric power plants received first priority.
Tho guiding principles of the "Goelro" plan were: the restoration and
reconstruction of old power plants% (part A of the Plan); the construction
of 30 large regional power stations, mostly thermal (GRES), built in
places where local low-gide fuel resources were available (peat, brown coal,
anthracite culm, etc.); and connected with high-tension lines to form
several main regional electric power grids (part B of the Plan).
Part A of "Goolro" plan was fulfilled by 1923, and part B around 1930.
In the tlrat Piatiletka (1928.- 1932) the original "Goelro" plan was
extended, first by the increase of installed capacities in the already
existing plants and secondly, by building 20 more power plants, almost
all thermal. (See maps on Plates 1 and 2)
The main building of these power plants built up to the end of the
first Piatiletka was usually a poured-in-place reinforced concrete
frame structure with masonry curtain walls or brick panel walls and
;.
steel or wooden roof trusses. Columns were rigidly connected to poured-
in-place pile-supported foundations and were entirely separate from the
special pile-supported poured-in-place reinforced concrete foundations
for the machinery.
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Up to the end of the First Piatiletka very few hydroelectric
stations wore built. The main reason for this slow-down was that
previously made geological surveys proved to be inadequate for the
construction of dams and that more accurate surveys and plans were
necessary.
Beginning with the Second PiatilOca (1933 - 1937) the construction
of hydroelectric stations was started on a much larger scale.
The thermal power capacity was further expanded, mostly by additional
installations in existing plants, and by building not only some new
large power plants but also smaller local electrical stations which wore
switched into the steadily expanding regional grids. Larger new power
plants were built, mostly in cities and around industrial centers.
(See map on Plate 3).
The poured-in-place reinforced concrete type of construction was being
gradually replaced by construction with precast reinforced concrete
elements, such as columns, beams, and girders; the plant foundations and
substructures, however, were still built of monolythic reinforced concrete.
This trend continued during the aITW_EkltLlzgkLDJIVL=AaAll.
During this time larger power and heat-and-power stations were built in
the East, in the Ural Mountains, in Siberia, and in Central Asia; this
building program in the East was especially intensified during the War.
During the War, preeast reinforced concrete elements were not used
in the construction of power stations because the precast fabricating
plants were not operating.
-2?
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After the War, during the. Fourth PipAgetka (1946 - 1950) the first
task was to rebuild the destroyed power plants. Next, rural electrifi-
cation was greatly increased and extended whenever possible by the con-
struction of small local hydroelectric plants. During the Fifth (1951 - 1955)
and the present Sixth (1956 - ) Piatiletkas large hydroelectric projects
were carried out. The share of electrical energy produced by hydroeleorric
plants rose to 25% of the total.
In the design and construction of new thermal power plants more
standardization was attempted.
The power plants are under the Ministry of Electric Power Stations
and plans for new stations are designed by the Institut Teploelektro-proyekt.
The Institute prepares suggested master schemes for thermal plant con-
struction. Precast reinforced concrete elements were prevailingly used
in construction of plants; also rigid welded steel reinforcing skeletons
which form the' main reinforcement for the concrete frames of the building.
Certain elements, usually roof beams, are of prestressed reinforced concrete.
In the design of power plant foundations, instead of providing a separate
foundation for each piece of auxiliary equipment, the design called for
a basement with a heavy reinforced-concrete slab foundation. Only (1)
the columns have separate footings, and (2) the boilers and turbogenerators
rest on separate monolithic poured-in-place concrete blocks.
-3-
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With boiler efficiencie'S increased so that a single boiler is
sufficient to serve one turbogenerator, the design of thermal power
plants has become simpler. The turbine hall is parallel to the boiler
house, the turbogenerators are placed lengthwise to the turbine hall,
and since one turbogenerator set longitudinally occupies the same space
as its boilers, the condensing equipment being placed underneath in
the basement, a block system boiler?turbine can be introduced. Instead
of a central fuel preparation system (pulverizing for coal and milling
for peat) at present each boiler has its own separate fuel preparation
unit. Because boilers and turbogenerator sets are now (1956) larger and
heavier, power plant construction has become stronger, foundations heavier,
travelling bridge cranes of greater load?lifting capacities (100 ? 200
m. tons), and consequently columns and girders stronger. The cross?section
widths, however, of the boiler and turbine rooms can remain unchanged.
One of the building's end walls is made as a temporary structure to be
moved in case the plant is extended for the installation of new boiler?
turbine block units. The unit capacities of these new boiler?turbogenerator
sets have been increased. The boilers presently (1956) installed, work
at higher pressures (up to 300 atm.) and higher temperatures (up to
650?C = 1200?F), and turbogenerators can be installed at higher capacity
ratings (up to 150,000 kw.)
-4-
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MAP OF DISTRICT
ELECTRIC POWER PLANTS
AT THE END OF THE PIATYLETKA (OCTOBER ley, 1933) INDICATING POWER PLANTS
WORKING IN 1930, THOSE BEING ENLARGED AND OTHERS UNDER ERECTION
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MAP SHOWING =MAIN SOVIET POWER STATIONS AT THE END
OF THE FIRST PIATILETKA IN PRINCIPAL INDUSTRIAL CENTERSI,
Source: Prozhektor, 1933, No. 1, AP50.116
PLATE 2.
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?
LIST OF REGPNAL ELECTRIC POWER
POWER STATION
I. NIVA HYDRO-ELECTRIC STATION
2. KONDOPOGA HYDRO-ELECTRIC STATION
3. LENINGRAD POWER STATIONS ? ? ? ?
4. VOLKHOV HYDRO-ELECTRIC STATION
5. LOWER SVIR HYDRO-ELECTRIC STATION
6. MOSCOW POWER STATIONS ?
7. SHATURA REGIONAL POWER STATION
8. KASHIRA REGIOgIAL POWER STATION
9. STALINOGORSK REGIONAL POWER STATION
10. KALININ POWER STATIONS - ? ?
11. WHITE RUSSIAN REGIONAL POWER STATION
12. VORONEZH REGIONAL POWER STATION
13. BRIANSK REGIONAL POWER STATION
14. KIEV POWER STATION
15. KHARKOV POWER STATIONS (TOGETHER WITH
KRASNOZAVODSK HEAT-AND-POWER STATION)
16. KRIVOI ROG REGIONAL POWER STATION ?
17. RYKOV POWER STATION ? ? ? ?
18. KAMENSKOYE POWER STATION ?
?
STATIONS IN THE USSR IN 1936
CAPACITY
30,000 KW.
4,500
378 000
66,000
100.000
314.000
180,000
POWER STATION
30. OTHER CENTRAL. POWER STATIONS OF THE DONBAS
31. NOVOROSSISK REGIONAL POWER STATION
32. GIZELDON HYDRO-ELECTRIC STATION ? . ?
33. RION HYDRO-ELECTRIC STATION ? ? ? ? ? ? ?
34. ZEMO?AVCHAU HYDRO-ELECTRIC STATION \
35. DZORAGET HYDRO-ELECTRIC STATION ? ?
36. BAKU REGIONAL POWER STATION ? ? ? ? ?
CAPACITY
45,000 KW.
20,000 ?
23,000 a
48,000 ?
25,000 a
22.500
176,000
186,000
37. KADYRYA HYDRO-ELECTRIC STATION
13,000
100,000
38. EIURJAR HYDRO-ELECTRIC STATION ? ?
3.300
19,000
p.
39. BOZ-SU HYDRO-ELECTRIC STATION
3,000
20,000
40. TASHKENT POWER STATION -
3500
24.000
p.
41. FERGANA REGIONAL POWER STATION
8.200
22,000
a
42. NOVOSIBIRSK HEAT-AND-POWER STATION
35.500
64.000
43. KEMEROVO REGIONAL POWER STATION
.
48,000
44. CHEUABINSK REGIONAL POWER STATION ? ?
?
? ?
150.000
98,000
45. KIZEL REGIONAL POWER STATION ?
?
?
98.000
44,000
46. YEGORSHINO REGIONAL POWER STATION ? ?
?
24,500
6,000
47. SVERDLOV REGIONAL POWER STATION ?
11,000
48,000
98. PERM REGIONAL POWER STATION ? ? ?
?
8,000
19. DNIEPER HYDRO-ELECTRIC STATION 558,000
20. ODESSA POWER STATION ? 37,000
21. NIKOLAYEVSK POWER STATION 13.500
22. SEVASTOPOL REGIONAL POWER STATIONS 8.000
23. SIMFEROPOL CITY POWER STATION ? 1,700
24. YALTA CITY POWER STATION 1,300
25. ROSTOV POWER STATIONS. . 128,000
26. KRASNODAR REGIONAL:POWER STATION ? ? 10.000
27. SHTEROVKA REGIONAL POWER STATION ? ? ? 152.000
28. ZUYEVKA REGIONAL POWER STATION ? ? ? ? ? 200,000
19. NORTHERN DONETS REGIONAL POWER STATION ? 65.000
49. MIDDLE URALS REGIONAL POWER STATION ?
50. BEREZNIKI HEAT-AND-POWER STATION
51. KUIBYSHEV REGIONAL POWER STATION
52. STALINGRAD REGIONAL POWER STATION
53. SARATOV POWER STATIONS
54. KAZAN POWER STATION
55. GORKI REGIONAL POWER STATION
56. IVANOVO POWER STATIONS
57. VLADIMIR HEAT-AND-POWER STATION
58. YAROSLAVL REGIONAL POWER STATION
59. ARCHANGEL REGIONAL POWER STATION
(THE NUMBERS AGAINST THE STATIONS IN THIS UST CORRESPOND TO THE NUMBERS SHOWN IN THE CHART).
50,000
93,000
27.000
75.000
22,000
24,000
204,000
? 113,000
3500
? 36,000
16.000
CAPACITIES IN KW OF REGIONAL POWER STATIONS IN THE USSR IN 1936 SHOWN ON MAP, PLATS 2.
PLA_MX..
ta-ervY
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,HE GOELRO PLAN FULFILLED
ROUGH CHART OF THE REGIONAL ELECTRIC
II;(kOWER STATIONS OF THE USSR IN 1936)
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CHAPTER I
GENERAL LAYOUT OF THE MAIN PLANT BUILDING
The larger thermal electric power plants in the USSR have iiteam
turbines as primery movers. Steam piston engines have been completely
discarded, gas turbines are still only in an experimental stage and
Diesel motors are used in power plants of smaller capacity serving local
needs. The layout of plants has been influenced principft33y by the
kind, efficiency and size of equipment installed, by the kind of fuel
fired, and also, to certain extent, by the type of the station, i.e.
whether it Fis'Acondensing or a heat-and-power producing plant.
The general scheme of a plant layout is mainly centered on the
proper placing of the boiler house as the most complex section of the
plant and on the grouping of the turbine hall and other sections in
relation to it.
When the steam turbine was introduced as the prime mover, the
total capacity of several boilers was necempary to produce a sufficient
amount of steam for one turbine. In the first peat-firing plants built
in the twenties therefore, we find that either: 1/ the boiler rooms
are placed at right angles to the turbine hall; or 2/ the turbine hall
is placed parallel between two boiler rooms.
Examples of the first type of arrangement are:. 1/ the first
priority of the 204,000 kw. Gorikly GRES (see Plate 4, Fig. 1) which
has three. double-row boiler rooms, 6 boilers to a turbine; 2/ the first
and second priorities of the 180,000 kw. Shatura ORES (see Plate 4. Fig. 2)
which has threw single-row boiler rooms, 4boilers to a turbine.
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t ;
An example of the second type of arrangement is the 100,000 kw.
. 11 i i.
i I
Dubrovka GRES where the turb/ s 1 is placed between two boiler rooms
2/
and parallel to them (see1" 'ate 0.
I
/
With the rapid advaW/' of baler engineering, the improved boiler-
turbilie ratio madd it/'s3ibe to lay out electric power stations with
!
the turbine hall aneene boiler house parallel. At first, when 2 boilers
were still needP9'fo1 one turbine, the boilers were arranged either in
a double row-, aa in,it e 152,000 kw. Shterovkla pulverized-coal ORES
.' i
(Plate 6) di in eh.? le row but with somewhat spread-out turbo-generator
sets as in the peat-bunAtng 120,000 kw. Ivanevo ORES (see Plato 7).
Further increase in boiler capacities made it possible to design stations
with one boiler installed per turbine.
The turbogenerator sets are arranged lengthwise to the axis of the
turbine hall in all stations, with the exception of the first priority
of the Shatura and the Dubrovka plants, where the turbogenerators are
installed crosswise.
The main building of a thermal electric power (or heat-and-power)
station is composed of the following sections:
1. The fuel bunker gallery section, in most cases with the peat.
milling or coal-pulverizing installation (central or individual for each
boiler);
2. The boiler house;
3. The smoke discharge section (smoke exhaust flues, induced-draft fans;)
4. The section of feedwater tanks, feedwater pumps, deaerators etc;
5. The turbogenerator hall and auxiliary equipment.
?
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4
?:(
Those sections can be clearly identified on the model of a ?
5 x 50,000 kw. pulverized-coal station (see Plate 8) or on the model
of a 200,000 kw. peat-firing power plant tsee Plate 8e).
Different arrangements of these sections in relation to each other
characterize the specific types of the main building design of thermal-
electric power plants. The central point to be considered in a power
plant design is the location of the boiler house as the most complex section
of the plant.
The boiler house can have one or two free side walls - that is,
walls that do not adjoin the turbine room or its auxiliary section.
Outside a free side wall the designer can place the auxiliary sections
of the boiler house, namely: 1. the bunker section (bringing and storing
of fuel, and its preparation for burning, i.e. the milling or pulverizing
equipment) and; 2. the smoke discharge section (smoke exhaust flues,
%
induced-draft fans, smoke stacks).
According to the location of the boiler house, the main buildings
of thermal-power and heat-and-power plants can be -classified in four
general groups.
First Group .
In the first group, the boiler house has one free wall, outside of
which is the fuel bunker section. In this group, the stacks are in or
next to the boiler house; they and the induced-draft fans are set on a
high specially-constructed frame, or on top of the frame that supports
the feedwater tank, pump, and deaerator section.
-11?
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Second Group
?.
The Second Group includes power plants where the boiler house also
has one free side wall, with the fuel bunker section adjoining; however,
the smoke discharge installations are separated from the boiler house.
Smoke flues are brought underneath the fuel bunker section, the induced?
draft fans are placed low, on the ground floor, and.the stacks are separated
front the main building.
Third Group
????
In the Third Group, the boiler house has two free side walls, the
fuel bunker section on one side and the smoke discharge section on the other.
Fourth Group
The fourth Group is like the Third Inptiddipre, lAtt?a-rrarged more
compactly, with the fuel bunker section set in a frame common to that
of the turbine room.
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The design of each of the groups is based on the general scheme of
arrangement of the sections; however, within the framework of one group:
some individual solutions ilk the design of the plant are feasible. The
first group is the most common, especially in power plants built in the
twenties and thirties.
Ekamples of the First Group arrangement are:
a. Zuyevka 96,000 kw. pulverized,-coal GRES (see Plates9 & 9a).
b. Ktuznetsk 108,000 kw. pulverized-coal heat-and-power TETs.
(see Plate 11)
c. Stalihogorsk pulverized coal GRES (see Plates 12 & 12a)
d. Ivanovo peat.;.burhing GRES (see Plate 7)
e. Stalingrad pulverized-coal GRES (see Plate 10)
e.
The layout of the First Group has the drawback that'smoke eliminating
arrangement is located either totally or partially in the boiler house,
and the induced-draft fans are placed at a high level, so that their
draft capacity is reduced. In the Second Group design, this problem is
solved by bringing the smoke exhaust flues to the lower level and placing
the induced-draft fans and smoke stacks outside the boiler house. Examples
of the Second Group are:
a. Nesvetay GRES 4see Plate 13)
b. Stalinak (Mosenergo #11) TETs in Moscow (see Plate 14)
The First and Second Groups form the "compact" groupings of the
station sections. The Third Group is called the "disjointed design", the
boiler house and the turbine hall being in different buildings. An example
of this arrangement is the Orsk TETs (see Plate 15).
The Fourth Group arrangement is the latest design of the power plant
;
building. Some power plants have already been built according to this
arrangement, probably the, Cherepethlic GRES; also Mirouovsk GRES and Slavyansk
GRES.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
-
ti I =
t.%
. A
"Irs'
Ftc. 37.?Gorki regional station (plan view).
Fig. 1 - Gor'kiy Peat-Wiring GEES
F16. 38.?Shatura regional station (plan view).
Fig. 2 - Shatura Peat-Firing GRES
THERMAL POWER PLANTS WITH BOILER, ROOKS AT RIGHT ANGLE TO TURBINE HALL.
Source: Weitz, 1. ed. Electric Power Development in the USSR, 1936.
TIC85.E6.
??-
_
PLATE 4.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
? _ Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
ott_Piao,
66o'
1/1445'
am
?
ommusu:nmum: llll mt...
.,___,Igemounni.. llll niumuniiii
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1
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i
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volan _
111111Eli ,TtlAttil;
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ct o
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74
fnm
116.5'
90.0'
1 - Peat car; 2 - Steel peat bunker; 3 - Peat Chute to th'e furnace well; 4 - Furnace well;
5 - Mechanical Chain grate; 6 - Furnace; 7 - 3-drum water-Ube boiler, capacity - 135/160 t./h.;
8 - Water economizer; 9 - Air preheater; 10 - Smoke-exhaust fan (induced draft); 11 - Forced draft
fan; 12 - Stack; 13-- Ash and cinewr bunkers; 14 - Feedwater pipeline; 15 - Steam pipeline;
16 - Steam turbine, capacity 50,000 kw.; 17 - Condenser; 18 - Three-phase generator; 19 - Crane
bridge;. 20 - Mechanical filter meth; 21 - Circulation pumps; 22 - Water main; 23 - Drainage Channel;
24 - Feedwater tanks.
LUBROVKA AT - FIRED GRES.
Source: Weitz, b. Electric Power Development 1936. TK85.E6,1936.
Antipov, I. P: Arkhitektura elekrostantsiy? 1939. TE458140.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
egargrorshro~sa I
01$44reorati
glagamefta.a
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,
Site plan and sections of main buildings.
SHTEROVKA PULVERIZED COAL FIRING GRES (Capacity: 1520000 kw.)
Source: StroitelinaTa Promyshlennost' 1924, #42 p. 242.
PLATE 6A
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
1.?
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
4 .,,---t---1
-,e.:ii - . '_, . it .n.
? ? : '11iLrf ? IrL4 ? 14=t? . a
.
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11:I III 1111111.1' .. 1 I. 11'11 H.
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.11 11:1, 11 1.I.? 1 1,.1 II, . 1.11II
ki art, lit..
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,1111,11. 1,..?11?111. 11 11 11
.1 1.I.t ?III 1..1.11.. II, %I. IllilIlls
11;11 II pi' 11%1 11 1..11.11.
11.1111.11 II
11111.1..X1. $11111'
:1011 II II
1 liallo'.1.11,11,1 1..1.11,..? 1P.M...111011 II.'
0..111% 1111 Ilt?
?
I "I I"' u11 \
iII 1.1 nor...11.M 1.11-
???
Plan of power plant.
1. Boiler house.
2. Pump section
3. Turbine hall
4. Control soction
5. Reserve transformers
6. Oil.section
7. Work shop
Source:
8. Service quarters
9. Accumulator section
10. 6,600 Volt distributing installation.
11. Locker room for workers
12. Circuit breakers
13. Transformer section
14. Cooling section
SHTEROVKA PULVERIZED COAL?FIRING GRES
(Capacity: 152,000 kw.)
Stroitel'naya Promyshlennostl, 1924, #4, p 243.
PLATE :61)
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25 : CIA-RDP81-01043R001600080008-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
.98 . 0 I
II to
-
4.9. 2 ?
r-
4.9.2'
.1 4 ? 4 ? ? ? ? 1 4
ria ??1 ? ?--1 ? ? -4 ??? r 1: i . ri:;?er.t.1,4
ri .. 4
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? ? ?-? ? ? ? a 4-?-?-? 6 re-+ ?-4-?-?
4 44-4- ?-? ??1-4 ?-?-? ? ?-?-?-1.1
ibi 111:11F3- E--=.}
ser-t1.2,&*t.ruit-A.*A4
? ?-?-?-?-?- ?-?-?
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/64
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, ?
\ /
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744N001;a2W--
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11200
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7
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.`-:.----i..- - - -_-_-_-. ?_ . /5
49.7, 6 3. 0 ' ..),
r4600 ?1-- 800o ?197?41
6"7"[----
: 0 1 ,0 'SO ?? ...-7000 ?I
Nan building, section and. plan:
1 - Electric locomotive in the over-bunker gallery; 2 - Peat bunker;
3 - Peat Chute to the furnace; 4 - Mechanical Chain grate; 5 - Furnace;
6 - Boller; 7 - Water economizer; 8 -Air preheater; 9 - Smoke-ekhaust
fan (induced draft); 10 - Stack; 11 - Forced-draft fan; 12 - Ash and
cinder bunker; 13 - Turbogenerator, capacity - 24,000 kw.; 14 - Water
Channel and sump; circulation pumps; 15 - Drainage Channel; 16 - Crane
bridge; 17 - Feedwater tank; 18 - Feedwater preheaters; 19 - Boiler
feedwater pumps.
IVANOVO PEAT -F/RIN3 GRES
Source: Antipov, I. P. and S. S. Bakita. Arkhitektura elektrostantsiy,
1939, TH4581.A5.
Weitz, B. ed. Electric power d e1oprnet, 005.E6 1936.
MATE 17.
-18-
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
-??????
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
(11
1. Bunker gallery
2. Boiler house
3. Induced draft fan gallery
4. Pump gallery
5. Turbine hall
6. Catwalk
MO= OF A 5 x 50,00011twe PULVER/ZED-COAL-FIRING MIES.
(Section through the Main Power Pltuit Building.)
Source: Antipcm, I. P. and S. S. Rakital ArkbitekturaL
Elektrostantaiy, 1939 TH.4581,A5.
PLATE 8.4
.19..
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
+0,
?_Bunker,section with the peat,pulverizirg_installation; 2 ?.Boiler house; 3 - Forced draft fans
and smoke exhaust installation; 4 - ftedwater tanks .feedwater pumps, deaerators etc. bay;
5 - Turbine hall.
MODEL OF A 200,000 kw. PEAT?FIRING ELECTRIC POWER PLANT.
Sources Elektricheshiye Stantsii, 1932, No. 7, front cover TK4.E725.
PLATE 8.A.
- ,
- ? " Declassified in Part- Sanitized CopyApproved forRelease2013/02/25 : CIA-RDP81-01043R001600680608-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Cross section through the boiler house and the bunker gallery. The feed pump and
tank section and the turbine hall are not shown - they adjoin the boiler house to
the right.
ZUYEVKA 200,000 kw PULVERIZED-COAL GRES
Elektroenergetika SSSR 1934 p. 68 TK 1193 R9 E4
PLATE 9,.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Cross section through 'he boiler house and the feedwater pump and tank section.
The bunker section is to the left of the boiler house and the turbine hall to
the right of the feedvater pump and tank section.
Source: Elektroenergetika SSR 1934 p. 68, Tk 1193 R9E4-
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Declassified in Part-Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
,
LEGEND: PLATE 10
1. Belt conveyers
2. Raw coal bunker
3: Automatic scales
- 44 Ball mills'
5. Pulverized-coal injector
Pulverized-coal ducts
7. Pulverized-coal burners
8. Furnace chamber
9. Boiler
10. Air preheater
U. Smoke exhaust fan (induced draft fan)
12. Stack
13: -Forced-draft fan
14. Cinder bunker
15. Ash bunker
16. Steam turbine, capacity 24,000 kw.
-17. -Boiler-feed-pump
18. Feedwater tit:*
STALINGRAD PULVERIZED-COAL GRES
Source: Antipov, I. P. and S. S. Rakita,A,rkhitektursLSIPktroatantsiy; 1939i TH:4581.45
Weitz, B. Elektroenergetika ss.R. T. 1, 1934 TE1193.R9E4.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
f
?
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
0:0
???
?
0
fria
Ar
\D 1
L
!?1,1' '
v_ r,
_ - - -
-
0
t411'.
0
! -
cc:0
Section through the main power plant building. Smoke?discharge section is part of
boiler house with exhaust arrangement in upper part of structure.
STALINGRAD PULVERIZED?COAL GRES
PLATE 10.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
41'
? 416 171
611
i
-0-0_ T-0-7 4-r-e-
0- - 6. 6 -
- -1- $
t
3-
mum aemsmommosem
gIV-- *If
? ? .
LEGEND PLATE 11A.
`T
1. Bunker section.
2. Bola er house.
, 3. Feadwater pump and tank section.;
4. Turbine hall.
5. Switch boards.
6. Service accommodations.
LEGEND: PLATE n.
1 - Belt conveyers; 2 - Raw coal bunker; 3 - Automatic scales; 4 - Ball mills; 5 - Dust remover
conveyers; 6 Worm dust conveyers; 7 - Pulverized-coal burners; 8 - Worm conveyer feeder4
9 - Pulverized-coal burners; 10 - Airmace; 11 -7 Boilers; 12 - Air preheater; 11 - Ash intereepting
cyclone; 14 - Induced.draft fan; 15- Stack; 16 - Pierced-draft fan; 17 - Cinder bunker; 18 -.Ash .
bunker; 19 - Steam line to the engine room; 20 . Steam turbine; capacity - 24,000 kw: 21,=.Condenserj
22 Water outlet lines; 23 - Crane bridge; 24 - Station distributor; 25 - Feedwater tanks;
26 . Feedwater preheaters; 27 ii7,-Artler.4eedwateir pumps; 28 -; Fisedwater line; 29 - High pressure
heaters.
EITZBETSIC PULVERIZED-COM, TETs Pr THE METALLURGICAL PLANT.
Sources Ant1p2v, X. P. Arkhitekura Elektrostantsiy, 1939: p. 177. TE 4581.45.
PLATE 11A.
?
A A
N?r.s
Cl
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
?
?1"
?
69 .
_,173
;6-4; 4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
?.-
19
?
4
rjjjfir
:
.1431
fr
/36.
4110
t? I
%.?
' I
?44 -,-
.? ?
3? 2 ? ???
- ?
?
25 I
:2 cel
'5 00 149. 3 '
..SCO $500
23.0'
Lidso_
27.2'
J?
COO
22
?
1000
8 8 ? .5"
? 7000
$V
11.?? -
1;0
s. ?
17000
020
?
Section through the main plant building.
KUZNETSK PULVERIZED-COAL HEAT-AND-POWER STATION TETe
PLATE U.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Declassified in Part- Sanitized Copy Approved forRelease2013/02/25 : CIA-RDP81-01043R001600080008-4
?
PLATE 12a: STALINOGORSK PULVERIZED-COAL GRES
General layout of the power plant building on the bunker side
and coal conveying and crushing installations.
I-Coal-crushing installation; 2 -Cpal-43unker section;
3 - Boller house; 4 -Water tank and pump section, with smoke
exhausts and stacks are installed above; 5 - Turbine hall.
Source: Weitz, B., Electric rower Development in the USSR, 1936 TE85.E6,
and Antipov, I. P. Arkhitektura elekrostantsiy, 1939. T84581.A5
LEEGEND: PLATE 12
6 -Ball mills; 7 - Pulverized-coal bunker; 10 - Boiler room;
11 - Boiler-feedwater pump; 12 - Switchboard; 13 -Water tanks;
15 - Induced-draft fan gallery; 18 - Steam turbine; 19 -.Circulat-
ing pump; 21 - Control room; 22 - Switching and distributing
installation.
ar.rrsr. ,Aas
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
rTh
1
rt.)
o
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
ezTi
1/3.0
.---..,-?---
. -
.7------zz=a---- ---
st
7-= :1 4'E:1 _zr..., f " i_
"ri 10
Pi.
ft!
c
?.
9 17.
C;
A I
r )?:;
6 4T171L'llr-r-
8 :
'
/32 .0 '
13
875'
1177.
-17
X 83.oi
21
11 112
- re)
18
? f-2:4711-i
?-;* 11*.%
6 '.0'
-21000
.:.;
/3. 3
40001-.7 000 ?
96 . 0
27500 - -
'15
1?11
22
iTax47J''
1
1
6.11
8500 H
6
202501
p
.-r
37.7'
.!500
-r?-- 15840
Cl; 9
ti+4
2141/
?.I 7450 ?
Cross section through .the in power plant building.
STALINOGOBSK PULVERIZRD?COAL GRES
PLATE 12.
-
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Legend To Plate 13a
1. Turbine hall
2. Peedwater-pump and tank section
3. Boiler house
4. Bunker section
5. Switchboard for lights
6. Transformers
7. Switchboard for 500 volts
134. Personnel accommodations
9. Electric filters.
10. Smoke eliminating section
11. Stacks.
12. Chemical water-cleaning installation
17,7
CD
=00
? ? ? ?
:
sarzia.ok?Lr--.
000 ? ?
?P?orglatli? ?? J cr1 a6
CI
Plan of the first floor of the main building.
NESVETAX PULVERIZED COAL GS.
PLATE 13A.
1011?'
emmi
man
tougnuomo
"Trit71=?=17.10.M.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
(Th
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
flE
10 0
Os. 49111.'1'
Sectica through the man building!
NESVETAY PULVER.T.23D-COAL GRES
Source: Antipov, /. P. Arkhitekture. ElektrostAuxteiy, 1939, TH.4581.45, sad
Elektricheskiye Stantsii, 1947, No. 5, TK4a725.
PLATE 13.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
'14
1
-
I
I -
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
MEND: PLATE 14
1. Belt conveyers
2. Raw coal bunker
3. Duct
4. Automatic scales
5. Drying duct
6. Drying cyclone
7. Mills
8. Pulverized-coal separator
9. Pulverized-coal cyclone
10. Mill fan
11. Primary air fan
12. Primary air collector
13.. Pulverized-coal worm conveyers
14. Pulverized-coal bunker 6
15. Pulverized-coal ducts
16. Pulverised-coal burners
17. Furnace chamber
18. Three-drum boiler; capacity 150-180 t./1,.
19. Air heater
20. Electric filters
21. Induction fans
22. Forced-draft fans
23. Steam poloer azxl heat turbines; capacity - 25,000 kv.
24. tarter heating apparatus for district heating lines
25. Deaerators
26. Feedwater tanks
27. Stations own - need switchboard
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
- Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
(
E?52-
/O6-5'
*;1
27
?
- Kvn
2 6.
2!
L.
-41
r !I1111
aL7-7qT1411777.1.4.;;
-"NJ. 1????
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-Laza.=
Y-411::: ..---"' 1-F: -- ....: ..-4--; - ? .. -I': . ' - - ?
1.2.1. ? ' .? - - - - . ? --, e iir
.41ifgaltrsrumnr? A .171%.1:93.:;. C ;;;....,:tri: '"'Aa . : : :wf
1
21e04??-- 8500 ??-:???? E.7.747 ;
74' 279' /9.7'
Z0450
S 9-9 s
Section through the main building - Stacks located 40 in. apart from the building
the bunker section are not showit'on the drawing.
STALINSK (MOSENERGO #11) PULVERIZED-COAL TETs IN MOSCCW
Source:
on side of
Elektricheakiya Stantsii, 1947, #5 and #8, TIC4Z725
Antipov, I. P. Arkhitektura Elektrostantsiy, 1939, TH4581.A5.
PLATE 14.
???
Declassified in Part- Sanitized Copy Approved forRelease2013/02/25 : CIA-RDP81-01043R001600080008-4
?
1 ?:?? ? .4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
?
?2?
M
? 4:- *ti
- k?-
.;
-4,f--431
8 R..,
r
t4.4.t N.) .
10-
-
TT'
.10 4i?
? f "
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ti
'r
:1 1.
;!.
7, 11.
t
tit
1
-
I !NJ,
?
t
F; S.;
-I 7
.t.I .
? 7, ?
It. o.,?:.1 '9-9 --:-.1.: - - - ?-'.." ?? -
?X'S.. .1'..* .............! r? .--I ' L -...? - -- ? -
..._ _ -;-?-??,-:7??? -.--1. - - - --" ?? ?
I
Plan of the-mein building of the station.
OESK PULVERIZED-COAL TtTs
Source: Weitz, b., Electric Power Development in the USSR, 1936, T1. E6,
Antipov, I. P. Arkhitektura elekrostantsiy, 1939, 4581.A5.
PLATE 15A.
-)s
`t?-.??=?-v
' ? ?
V V
???,,
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
- Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
-
-
1i 0I tiri:__7r,u 14 i .II1_'1_,c., !,-)?_-1r_... 4.r17i.i Iir,. :' 1?ft.i..-' %:.,'ii3 ... t f - -4,.; "
i . 7i4;:iti,,
f-
,?
a
0 _, coo 11 r 0 'HO
,,....- -
. .. A ? .t ???? ? a . .., : I
? ? : : : .. r .-.. -, L .1.
: - 1 .. ? .?
...el ???? ..'le4.1'llili_.,t-V. a
i.
I
1-- -? r:oo ---;-- cm - --1--scsa ..:-. - - - --- --
i
24.31_ . ? - ? ? . r A 1 e ? t -0/1.M?i, 4
gr6 '?,_ _ ... _,?7 r 3 2.)--'1:1r.;.4. r 52.!-
_________1.-. ___........-.....?_?
0
3D. i'' ' ?6.3' .23 -I) 's
..,
Type of "disjointed" desikpa of station with low-set induced-draft fans and
with the front of boilereiSh turbine ha.U.
ORSK PULVERIZED 03AL TETs CROSS SECTION THROUGH TBE MAIN PLANT BUILDING
Source: Weitz, B. Electric power Development in the USSR, 3936$ TK.85. E6$
Antipov$ I. P. Arkhitektura elekrostantsiy, 1939, Ta14583..A5.
Fume 15.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
?
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
pun of the main b-trilding.
CHEREPETa PIILVERIMm-coa HIGH PREF.:SUM GRES
Source: Elektricheysiklye Stantsii, 1947, No. 5, p. 11 TEV.E725.
PLATE 16A.
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
'411G
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
1
briffornitirai50.4j?
11.0
/06,0
.4
117
22,0
;
u ,1?,, ,
lb,- u "?, . A
of- In 1. WE-
E - fi-ii. d ZoNa,,0251
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- nritsili
-
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LIL441
Al
.7..b?
dt-%
--0.0-15,10
750d- WOO
"--.21XO
70X
SOX
27000
68..9'
23.0'
8 8 '
"MO
Cross section of the main building.
am.
52.5'
740
-.1 ?J
3. - Boiler; 2 - Induce&draft fan; 3 - Shaft mill; 14. - Cyclones; 5 - Belt feeder;
6 - Turbogenerator; 7 - Electric feed pump; 8 - Turboine-driven centrifUgal feed
pump; 9 - Deeerator; 10 - Forced-draft fan; 11 - Staff accommodation.
CHEREPETi EUIVEBIZED-CUL BIGH-PRESSURE GEES
Source: Elektricheskiye Stantsii, 19471 No. 51 p. 111 TK4.E725.
PLATE 16.
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CHAPTER II
CONSTRUCTION OF THE MAIN POWER PLANT BUILDING
1. DUPING MATERIALS
- The principal building materials used in the construction of the main
power plant building and the switch Ileum are the following:
a. Reinforced Concrete - monolithic poured-in-place (with either bar
l
an4 rigid welded steel skeleton reinforcement) and precast (with bar ek
oz
pre-stressed wire reinforcement). Reinforced concrete is used for frames,
columns, beams, girders, floors, foundation blocks, slabs and mats, roof
supporting beams, well panels, roof cowring slabs, and stacks;
b. Steel - used for framesscolumns, beams, girders, oof trusses, open
steel grid floorings, window sash, steel plate stacks (when the stacks are
built on top of the building);
c. Brick - used for curtain wells braced to structural steel or rein-
forced concrete frames, also for stacks.*
d. Wood - now used very seldom in any part of the power plant building.
In earlier plant construction wood was used for roof trusses (later replaced
by steel trusses) and roof sheathing (later replaced by reinforced concrete
slabs). At present wood is till used for roof trusses, roof sheathing,
window sash, etc. in office and staff accommodation buildings.
2. A.XLMIRaM:g_QZI_TIIMIAMBILPILTirPREA4EM"P'41.
The construction of the main power plant building has received different
kinds of treatment, depending mainly upon the time when the plant was built
and the type of the plant layout.
* In older stations brick was used for wall-bearing construction, but now is
very seldom used for the main power plant building.
?36?
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Structural practice in the building of power plants has varied widely
with time mainly in that the prevailing use at the outset of Soviet rule
of poured-in-place reinforced concrete with bar reinforcing for the
main supporting frames andtalebehtslof the bilildihg has been gradually
shifting to the use of poured-in-place reinforced concrete with rigid
welded stool skeleton reinforcement and precast reinforced concrete parts
with reinforcement of bars and prestressed wire.
The type of the plant layout influenced its construction mainly
because in the main power plant building the two-story wide-span and
high-roof transverse frames of the boiler house and the turbine hall
can be differently arranged with the multistory short-span frames of
the bunker, smoke-eliminating and feed-water pump and tank sections,
and with those different arrangements different parts of the building
can serve as the principal structural supporting frames.
The first Soviet power plants (Shatura, Dubrovka, first part of
the Gor'kly plant) have special layout designs and are built in a different
way from any others. The Shatura peat-firing plant (Plate 41 Fig. 2)
had two and later three separate boiler houses with separate bunker
sections built transversely to the turbine hall which connects them.
Separate steel trestles for peat delivery are built for each boiler house.
The main power plant building is therefore not one compact structure,
but consists of four separate buildings (3 boiler houses and one connecting
turbine hall). The buildings are constructed as separate reinforced
concrete frames with brick curtain walls and steel roof trusses. The
Dubrovka peat-firing power plant (Plate 5) has the turbine hall located
between two boiler houses and its steel roof trusses are placed on brackets
supported by the columns of the two adjoining boiler houses frames.
?
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Art>
-4_
These early power plant designs did not form any patterns to he
followed in later built plants. The subsequent power plant layouts
were of the four principal types described in Chapter One. Power plants
built in the twenties and early thirties belong mostly to the First Type.
In the second part of the thirties the design of the Second Type was
introduced and became the prevailing pattern up to and after the war, when
Type Four was designed. Type Three design did not become popular and there
are few examples of this type of layout.
B. CONSTRUCTION OF THE MAIN POWER PLANT BUILDING OF THE FIRST TYPE DESIGN
The main structural features are:
Structural taas: poured-in-place reinforced concrete frames or steel
frames (in cases when the load-hearing capacity of the soil was low and
there was danger of foundation settlement, or when the construction job had
to be completed in a short period of time).
Wall covering2A brick curtain wells.
Roof construction: Steel trusses, and reinforced concrete roof beams.
Roof coverings; wood sheathing hoards, later changed to reinforced
conerete slabs.
Floor, construction: reinforced concrete slab, beam and girder con-
struction and steel grids on steel stanchions.
Crane girders in the machine wall: -steel, solid web.
Overhead bridge in inihe generator room.
18 am., WM
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Reinforced concrete columns of the outside well of:the generator room
are built in four different ways;
1. Column of a rigid bent.
2. Stepped column.
3. Double column.
4. A-typo column.
Fig. 5 ? Reinforced concrete crane
columns for generator room.
depending on the typo of roof-supporting structures (steel trusses or
reinforced concrete beams) and the load-lifting capacities of the over-
head bridge cranes.
Foundations: poured-in-place reinforced concrete slab and mat footings
(often on wood or concrete piling in lines or clusters) and separate
monolithic reinforced concrete blocks for each boiler and each turbogenerator
sot. The reinforced concrete blocks for the turbogenerator sots have a
specialfbrm in order to permit the instsUation of pipes and cables also the
condenser. Typical reinforced concrete foundation block for a turbogenerator
set of 50,)00 kw. and 1,500 rpm. is shown on Plate 18a, Fig. 1. These
foundations are set 4 in. (13 ft.) underground, and as a rule, are placed on
clusters or wood or concrete piles.
Stacks: steel plate with an inside protective coating. They are placed
on the roof of the main building extending 7-8 m. (23 - 26 ft.) above the
roof top, 2.5 - 3.0 (8 -10 ft.) in diameter.
hel_lmlvs.....Titha 5-6 in. (16-20 ft.) with the exception of the inner
wall of the bunker section and the boiler room where the columns placed
between boilers are spaced 15-18 in. (49-59 ft.)
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Framer supportim the smoke-eliminatina installation
In some buildings of the first Group design the smoke-exhaust flues,
induced-draft fans and stqcks are placed on a special reinforced concrete
frame built in the boiler house. This special frame. is supported on one
side by the columns of the feed pump and tank section frame and on the
other side by reinforced concrete columns erected between boilers.
In other stations of this first Group the smoke discharge install-
ations are placed directly on top of the upper floor multi-story frame
of the feed pump and tank section.
Constructiorkof4some main mwor 'plant buildimizs of the_ First Grow.
Thc Ivanovo, 100,000 kw. peat-firing GRES is shown in
Plate 74 The trusses of the boiler house rest on the reinforced concrete
frames of the bunker section on one side and of the turbine hall on the
other side. Inside the boiler house space the 3-story poured-in-place
reinforced concrete frame of the feed pump 'Ind tank section is built, and
on the top floor of this frame are placed the induced-draft fans and the
steel stacks. In the frame for the turbine hall and feed pump and tank
sections the columns are on-116.4 ft. centers; in the bunker section. frame
on 49.2 ft. centers. The roof of the boiler house is supported by
Warren-type cambered steel trusses of 86 ft. span. In the bunker section
and the turbine hall the roof is on reinforced concrete beams. The roof
covering, originally of wood sheathing, was later replaced by reinforced
concrete slabs covered with ruberad. The outside walls are brick, of
the curtain type.
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In the St4inara4 pulverized-coal ORES (Plate 10) the smoke-eliminating
installations are placed on a special monolithic reinforced concrete frame
in the boiler house space; it rests on reinforced concrete columns placed
between the boilers at one end and on reinforced concrete columns of the
feed pump and tank section frame at the other. On top of this special
frame short columns are placed, which support one end of the Warren-type
parallel-chord steel roof trusses. The other ends of those rest on the
reinforced concrete three-story bunker frame. The special frame for the
smoke-eliminating section adjoins a 5-story reinforced concrete frame
of the feed pump and tank section, which forms a part of the reinforced
concrete frame of the turbine hall. The roofs of the bunker, feed pump
and tank sections And the turbine hall are supported by reinforced
concrete beams. The roofing is of ruberoid laid on reinforced concrete
slabs.
The Zuyevka 200,000 kw. pulverized-coal GRES (Plate 9 and 9a) has
a construction very similar to the Stalingrad ORES.
In the ftznetsk pulverized-Coal TETs (Plate 11 and 11a) and in the
Stelinworsk pulverized-coal ORES (Plato 12 And 12a) the smoke-eliminating
section is placed directly on the monolithic reinforced multi-story frame
of the feed water pump and tank section. In each plant the steel roof
'trusses of the boiler house are supported by the reinforced concrete
frame of the bunker se6tion at one end-ad-by that of the feed water
pump and tank section at the other. In bah stations the frames of the
building are of poured-in-place reinforced concrete with reinforced
concrete roof beams, except in the boiler house and in the turbine hall,
whero the roof is supported by steel trusses. 'The roofing is of rubeAld
laid on reinforced concrete slabs.
-41-
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_
The construction of other power plants belonging to the First Type
built in the twenties and thirties is similar to the one described above,
but with some minor differences.
A postwar deiTnof thF1st Tv-le, also has main supporting frames of
poured-in-niece reinforced concrete, not with ordinary bar reinforcing but
wi?th welded ri? sgetons (see Plates 17a). This method has the
advantage of eliminating the necessity of scaffoldings for the entire
building to support the forms for the poured-in-place concrete; used instead
are small portable forms suspended from the rigid welded steel skeleton. This
rigid steel skeleton is strong enough to carry its own might and also the
weight of the suspended forms filled with fresh wet concrete. When the
concrete hardens in one section, the portable forms are transferred to the
next. The rigid welded steel skeleton, embedded in the poured concrete,
acts as its reinforcing. On Plate 17a the two frames of the bunker and
the feed-water pump and tank sections are shown. The roof trusses of the
boiler house are supported by those two frames. The turbine hall, located
to the left of the feed-water pump and tank section, is not shown on this
diagram. Induced-draft smoke fans are placed directly on top of the
feed-water pump and tank reinforced' concrete frame which also supports the
steel plate stack 14 in. (46 ft.) high, 4 m. (13 ft.) in diameter and
weighing 26 in. tons:
The details of the load-bearing skeleton reinforcement are shown on
Plate 17b. The welded steel skeleton of a column is composed of four
laced angles. Supplementary reinforcing bars are placed at the outer edges
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of the section. Special supporting angles are provided for the assembly .
of rigid frames which consist of girders, beams and braces. The connection
of column sections is made with the principal four angles and with the
supplementary bar reinforcements.
C. STAMM
Main power plant buildings of the First Type design can easily be
recognized as they are the only ones ams having stacks placed on the roof.
The other three types have freestendinp stacks outnide the main building.
4
Those stacks areAbrick or reinforced concrete construction (Plate 19).
They are located approximately 50 m. (164 ft.) from the main power house
building, and are connected with it by 2-3 underground smoke flues. At
the base of the stack the flues are brought to the surface and are
connected with the stack shaft. The connection of the flue to the stack
is reinforced with a cast iron ring 5 cm. (2 in.) thick.
At the bottom beside the flue connectiontwo soot doors are provided.
The stacks stand on reinforced concrete foundation mats supported by rein?
forced concrete piles. The height of stacks is determined by the fuel
combustion draft requirements and also by the amount of sulphur in the
smoke discharge. Sone Soviet coals have a high sulphur content, and
bee
special smoke smoke cleaning installations havetdeVised to eliminate injurious
sulphuric gases fin. the smoke. Previously, without these cleaning
installations, much higher stacks were needed than those built under
current practice.
The brick masonry stack shown on Plate 19 Fig.1 is 120 m. (394 ft.)
high . Its foundation is a reinforced concrete mat supported by 252 reinforced
43?
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concrete piles. Up to the 20 m. (66 ft.) level the stack is octagonal with
an inside diameter of 9.95 m. (32 ft.) and an outside diameter of 13.20 m.
(43 ft.). The shaft is straight vertical up to the 66 ft. level. Above
66 ft. the stack is round and conical with an outside diameter of 12 m.
(39 ft.) at the bottom and 5.76 in. (18 ft.) at the top. The brick walls are
103 cm. (40 in) thick at the bottom and gradually are reduced to a thickness
of 0.38 m. (15 in.) at the top. Up to the 20 in. (66 ft.) level the shaft is
lined with a fire brick lining 25 cm. (9.8 in.) thick, which is insulated
from the structural brick masonry by a 10 cm. (64 in.) layer of tripoli. In
the upper conical part of the shaft the fire brick lining is 12 cm. (440 ins)
thick and the insulation tripoli layer is 5 cm. (442 in.) thick.
The monolithic reinforced concrete stack shown on Plate 19 Fig. 2 is
115 in. (377 ft.) high. It is divided into 7 sections, each section being of
constant wall thickness decreasing from 1.05 in. (41.3 in.) in the bottom
section to 0.8 in. (31.5 in.) in the top section. In order to protect the
reinforced concrete from the corrosive effect of the sulphuric gases the
stack has a fire brick lining 25 cm. (9.8 in.) thick in the first three lower
sections and 12.5 cm. (4.9 in.) thick in the four upper sections. The out-
side diameter of the .2-tack is 10 m.
at the top.
D. CONSTRUCTION OF 11ib. ItAII
(32.8 ft.) at the base and 5 m. (16 ft.)
POWER PLANT BUILDING OF THE SECOND 'ME DESIGN
-
Structurally the most important difference between the First and the
Second Type design is the removal from the boiler house of the smoke-
eliminating installations. The boiler house is located between the bunker
section on one side and the feedwater pap and tank section on
r
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the other. The se two multistory short-span frames and the outside wall of
the turbine hall constitute the main load-bearing elements of the building,.
The columns of the bunker and of the feedwater pump sections adjacent to the
boiler house have stepped extensions which support the roof trusses of the
boiler house. The smoke flues at the back of boilers 'are laid on the ground
floor of the bunker section, where the smoke-cleaning cyclones and induced-
draft fans are also installed; sometimes they are placed outside the main
building in a special small annex building which stands between the mai n
building end the freestanding stacks.
Main structural features of the main building of the second Type design
are similar to those of the First Type design with SOW changes:
Structural type: reinforced concrete frames, are built mostly of pre-
cast structural members of complete structural parts of the frame. After the
War, in 1946, a new method for reinforced concrete framed was d ?signed by the
Teploelektroproyekt? namely monolithic reinforced concrete frames with rig
lodd-bearing welded steel Skeletons as reinforcement. This method was also
applied to some power plant buildings of the First Type design built after the
War.
Plates 20A - 211E show the details of this kind of construction. The
steel welded skeletons are prefabricated in sections of one or a group of
structural member!, forming a Dart of the frame. These prefabricated parts
weighing 3 to 5 m. tons (depending on the lifting capacity of the assembly ,
crane), with wood or steel forms attached to them are then lifted and
welded to each other in the process of building erection, and the concrete
is poured into these forms. Sometimes the monolithic parts are combined with
some precast structural members as Shown on Plate 20E fig. 8. Besides
reinforced concrete frames steel frames are also used. (See .12-tWe- -4?,7
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-
(See Plate 21). The main steel frames are shown in Fig. 1 with the
section of principal structural members. Figs. 2 and 3 give two different
treatments of principal frame connections, the rigid-frame type (Fig. 2)
and the later type with hinged frame connections (Fig. 3).
At present (1957) the construction design of steel frames is based
on the following principles:
1. The transverse combined frame is composed of main supporting
rigid frames and adjoining hinged structural members.
2. The number of rigid joints is kept at a minimum and they are
executed in the form of connections between columns and trussed cross girdere.
3. The transfer of transverse stresses in joint connections is
accomplished through supporting plates and the connection between con-
tinuous girders and columns is made by flange joints.
4. The solid web column and continuous girder sections are made
in 1-form composed of three built-up plates.
Wall coverings: brick curtain walls for the turbine hall outside
wall ere 51 cm. (20 in.) thick; for the blinker section outside mall,
38 am. (15 in.) thick.
Roof eonstruption: steel trusses and reinforced concrete beams.
Roof covering: reinforced concrete slabs.
Roofinm: ruboroid or corrugated steel sheets (hen roof sUppor:iing
construction is of steel trusses with steel purlins.).
agaz.ssnUabacjant-: reinforced concrete slab, beam and girder
construction and steel grids on steel stanchions.
Overh9ad bridge .cranes: in the turbine hall and often in the
boiler house.
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crane girders: steel.
atillomIsoaczete_..jci4uma: for the outside wail of the turbine
hall - as in First Type design (see p.3.9.).
Foundations: the separate poured-in-place reinforced concrete
foundation footings for each piece of auxiliary machinery has been replaced
by a monolithic reinforced concrete basement floor mat on which all
auxiliary machinery equipment and cables are laid. (See Plates 1,?B and iso.)
Separate poured-in-place reinforced concrete footings were still used
for each column and for each boiler, and special reinforced concrete blocks,
placed 4 in. (13 ft.) underground for each turbogenerator unit (see Plate 18A).
In monolithic construction with rigid steel welded skeleton reinforcement
the embedment of the column in its foundation footings is shown on Plate 20D,
Fig. 5.
Stacks: are built outside the building as described above under C.
Examples of the Second Type design construction are: the power plants
in Nesvetay (Plates 13 and 13A) with separate building for the smoke-
-eliminating section; and in Moscow, the Stalinsk TETs (Plate 14), where
the smoke-eliminating installations (electric cyclone filters and induced-
-draft fans) are placed on the ground floor of the boiler house. The
Nesvetay main power plant building, built in 1936-38, has steel frames,
one for the bunker section, the other a combined transverse two-aisle frame
for the feed-water pump section and the turbine hall with continoous
two-span transverse girders. The steel roof trusses of the boiler house
are supported by the stepped columns of the bunker section and of the
feed-water pump section. The transverse frames of the machine hall and
feed-water pump section are on 6 m. (20 ft.) centers and of the bunker section
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on 9 in. (30 ft.) centers. The smoko-eliminating section annex hae transverne
steel bents. The boiler house and the machine hall are equipped with over-
head bridge cranes. mamzurnisbsi..) kfk gRFA (470 591 NI 37? 19' E) is similar to
the power plant in No svetay.
The Ste] insk TETs in Moscow has reinforced concrete frames partly of pre-
cast structural members. The roof trusses in the turbine hall ard the boiler
house are of steel; the bunker and the feed-water pump section have rein-
forced concrete roof beams. The boiler house has no overhead bridge crane.
Of interest are the foundations of the boiler house, built an one monolithic
reinforced concrete mat.
E. CONSTRUCTION OF THE MAIN POWER PLANT BUILDING OF THE THIRD TYPE DESIGN
Structurally the main difference between the Second and the Third Type
design is the "disj ointing" of the main power plant building into two separate
buildings. One contains the boiler house, placed between the bunker section
on one side and the Essoke-eliminating section on the other. The other building
contains the feedwater pump and tank nection and the turbine hall; it is
connected with the first building by an 80-100 ft. long gallery housing the
switching instilations. The main structural features do not differ from those
described for the Second Type design. This typo of construction has not been
widely used, as it proved more expensive and required a wider area than other
types. An example of this type if the Orsk TET s (plates 15 and 15A), built as
reinforced concrete frames with reinforced concrete roof beams.
F. CONSTRUCT/ON OF THE MAID POWER PLANT BUILDING OF THE FOURTH TYPE DESIGN
This type is the latest in Soviet power plant construction. It was
designed by the Institut Teploeloktroproyekt in 1947. At that time
4
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;
also new regulations were issued under the title "Principle Regulations
Governing the Design of Electric Power Plants, Substations, and Heat
and Power Distributing Syetems." Main articles of those regulations
relating specifically to the structural part of the main power plant
building construction are annexed at the end of this Chapter.
The Fourth Type design has been prevalent since 1950$ in the Fifth
and Sixth Piatiletkaq some power plants of the Second Type design,'
however, ire still being built. The layout of the Fourth Type design is
shown on p. /2. The main structural features are similar to those of
the Second Type design (see p. 46. ).
The Fourth Type layout has been designed in steel, in monolithic
reinforced concrete with rigid welded steel skeleton reinforcement and
in precast reinforced concrete with some prestressed-wire-reinforced
structural members.
The steel frame construction is ehown on Plates 22A and 223. stok
transverse frames of the building are on Fig. 1 with the main -
structural members given. (Allowable steel stresses 1400 kg/Cm
19,900 lb/in). Figure 2 shows the boiler house and the turbine bail-
ee rigid steel frames. The steel columns between the bunker and the
food water pump section are connected with those two frames by hinged
structural members. All steel columns are rigidly connected withiheir
foundation footings.. The weight of steel required by this design is
given in the table on Plate 220. Plate 220 dhows the details of the
4
principal joints.
another desp of the Fourth tv-pe in stoolie:Shown.on Plate
23A and 233. Here two alternatives are considerad,' :In the first scheme '
? ?
the combined frame or the bunker andj:rdwat'7,p_um.pisc.toi,-,Mde:th.?:
a
?
?
-?
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principal rigid supporting element of the whole building, with the two
outside walls of the turbine hall and the boiler room attached to this
central frame by hinged structural members.
In the second scheme the two other frames of the building, namely
of the boiler house and of the turbine hall are made rigid; they are
connected by hinged structural members to form the middle frame of the
bunker and the feed-water pump section. The second scheme is considered
more advantageous and easier in assembly, having a smaller number of
rigid joints.
The construction of the Fourth Type in monolithic reinforced concrete
with rigid welded steel skeleton reinforcement is shown on Plates 24A and
248. The transverse frames of the building are shown on Fig. 1.
For this medium-size power plant the weight of equipment on one
square meter of floor space is calculated to be 1 m. ton (20.48 lb./ft2).
The floor heights are 12-18 m. (39-59 rt.). The load on a column in the
lower floor sections is calculated to be 400-600 m. tons.
The combined two-aisle multistory frame of the bunker and feed-water
pump sections is built as a monolithic reinforced concrete frame with
rigid welded steel skeleton reinforcement. It consists of a lattice of
steel angles and round bars melded together. The frame of the outside wall
of the turbine hall is of reinforced concrete. The frame of the boiler
house (except the inside wall up to the 25 m. (82 ft.) level) with the
upper floor of the bunker section, and the structural members supporting
the roofs of the turbine hall and boiler house are of steel..
The inter-story floors in the bunker and the feed-water pump sections
are of beam-and-slab monolithic reinforced concrete construction.
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41.
Details of the steel skeleton reinforcement of the monolithic
reinforced concrete frame of the bunker and the feed-water pump socpions
are shown on Plates 24A and 240. In the process of construction the rigid
welded steel skeleton supports only its own weight and the weight of forms
which are attached to it and filled with poured-in-place wet concrete
for the height of one story.
When the building is finished the frame members must carry the complete
dead load of the building and also of the equipment. This combined load
is much greater than that during construction: for girders and beams
2-3 times greater, for columns in lower story sections 8-10 times greater.
Thus the original rigid welded steel skeleton is not sufficient, as the
final reinforcement and additional reinforcing steel round bars must be
added. The steel skeleton is mounted in prefabricated sections of steel
members for one floor together with attached wood or steel forms as shown
on Fig. 7.
Al]. columns are rigidly embedded in their reinforced concrete stepped
footings. The erection of the rigid steel skeleton for the bunker section
is shown on Plate 24B, Fig. 8.
In 1956 the Institut Teploelektroproyekt designed am/form construclon
scheme of the main power plant building 2i2.1hjIP,.,2.c_n_willips.,/ez5Lui,jazz_casli
sagmalLsammsda. (Plates 25A - 25D)
On Plate 25A, Fig. 1 the cross-section through the building is shown
with the transverse precast reinforced concrete frames, and sections of
their principal structural members. The suggested dimensions of the plant
make it possible to install turbogenerators of various capacities
(250000, 50,000 and 100,000 kw.) and boilers of 160 to 220 t./hr. steam
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Vroducing capacities without. changing the aisle span or the bay length of the
structural frames. In ease some additional units should be installed the
building need only be extended lengthwise.
According to this design a TETs of 150,000 kw, capacity will have
26 bays each 6 m. (19.7 ft.) long making the total length of the building
156 M4 (512 ft.). The two-aisle multistory rigid frame - Plate 25a, fig. 1
(07WS B, 0, D) of the bunker and feed water pump sections ensure the trans-
verse stability of the building. The outside columns of the turbine hall
(mi A) and of the boiler house (now 1') are connected to the central rigid
frame by hinged roof beams. The longitudinal stability of the building is
ensured by longitudinal girders connecting the transverse frames and columns
in the outside rows. All the elements of the building sUperstructure
(columns, girders, beams, floor and roof pare1.4 are of precast reinforced
concrete. Wall coverings are of reinforced foam concrete panels.
For columns, concrete "300K is used (with a compressive strength of
300 kg./cm2 = 426 lb./in2); for all other members concrete n2001, is used,
(with a compressive strength of 200 kg./cm2 0 284 lbs/1n2.)
The cross sections of the columns have a uniform width of 0.6 in. (24 in.)
and depths of 2, 1, 0.8 and 0.6m. (78, 39, 31 and 24 in.).
For the inter-story floor covering a untform type of panel is selected
(Fig. 2). These panels have two longitudinal and five transverse ribs. The
panels are 5.351 5.55, 5.65, 5.97 M. (17.6, 18.2, 18.6, 19.6 ft.) long and
1.49 in. (4.9 ft.) wide. Rebates 60 x 70 mm. (2.36 x 2.76 in.) are provided
along the longitudinal ribs of the panels for setting flat cover plates for
floor openings. The openings between panels are obtained by moving apart the
panels for the necessary distance.
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The bunkers are designed in the form of two longitudinal partitions made
up of precast reinforced concrete ribbed panels which are supported by beams
resting on the cross girders of the frame. The transverse partition walls of
the bunker also serve as cross-girders of the bunker section frame, on them
rest the floor panels at floor level 23.00 m. (76 ft.). The bunker feed
hopers are of steel.
The roof beams of the turbine hall (span 27 m. 88,6 ft.) of the boiler
house (span 24 m. Z.! 78.7 ft.) are of precast reinforced concrete with pre-
stressed wire reinforcement. They support large reinforced concrete roof
panels.
The precast structural elements are fabricated in sections weighing not
more than 15 m. tons. At the building site the prefabricated seCtions of the
columns are joined together to form sections weighing up to 40 m. tons, if
they are to be assembled in places where the crane beam can lift such a. load.
Thus most columns are erected completely assembled, with the exception of the
outside wall of the boiler house, where the assembly jib crane been is most
extended and can lift only shorter sections, which must be connected in the
process of erection.
The column sections are connected on the ground by welding the pro-
truding bars of their reinforcement and then pouring concrete over the joint
to make it monolithic (Fig. 3). The connection of column sections in the
process of erection (field joints) along row D is accomplished by welding
the reinforcing bare of these sections, but without pouring concrete over the
joint, because of the considerable height at which the work must be dons
(Fig. 4). These joints are provided with central steel plates for better
transfer of vertical forces, and with steel side plates welded to steel
hoops, to fasten the two connecting column elements so as to withstand any
bending moment which night tgeur in the column Joint (Fig. 4). The ends. of
'
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column elements to be connected are reinforced with steel mash Which increases
the strength of the concrete in the area of local compression. To align.the
two connecting column elements assembly bolts are provided. After adjustment,
the side plates are welded and the assembly bolts and supporting angles are
cut off. Than the joint is cemented. Such a column joint can withstand a
vertical force of 250 m. tone and a moment of 200 ton-meters (1400 ft. kips).
When the building has a basement and a floor above it at gound level 0.0 the
Iris
joint of the column with the foundation is formed by embedding the column/a
recess in the foundation footing (Fig. 5); the floor cover then rests on the
top edge of the foundation footing.
To ensure the transfer of vertical loads to the foundation footing, the
end of the column is provided with a pin, thus providing for filling the space
under the base of the column with concrete.
The column is adjusted and fixed by means of wedges. The foundation
recess is provided with an opening for cleaning and flushing. The vertical
force transferred by such a column joint can reach 600 m. tons and the bending
moment 50 in. ton meters (360 ft. kips).
When the building has no basement and no floor at gound level 0.0, the
joint of the column with the foundation is formed by welding the projecting
reinforcing bars of the foundation and the column (Fig. 6). While, the column
is being set up the vertical load is transferred through a steel pipe. The
bendingmaneits can be transferred by the reinforcing bars only after welding.
The melding of the four corner reinforcing tars ensures the necessary stability
to the column in the process of erection. After all reinforcing bars are
welded and the joint poured with concrete, all the live load is transferred
from the column to the foundation.
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The joint of a cross girder with a column shown on fig. 7 is formed by
welding,the projecting upper and lower reinforcing bars of the two members
,with the aid of steel insertion rods. Welding is done by the submerged-arc
-,method. Concrete is then poured into the joint to mike it monolithic, in
order to'provide compressive strength. Well coverings are of reinforced
foam concrete panels (see fig. 8). On the outside the panels are covered
with a 35 n10316 (1.4 in.) rough-finished lxyer of heavy concrete 11200*. The
foam concrete is of the nark 75 (with a compressive strength of 75 kg./cm?
= 1066 lb./in2.) and a volume weight of 900 kg./63 = 55 lb./ft3.
The fastening of panels to the columns is flexible, with bolts, so that
the panel load is not transmitted to the columns. The substructure of the
main power plant building is usually built in the form of a great number of
separate foundation slabs for various units of ewipment, tunnels, channels,
etc. placed at different levels. In this project, one basement floor is
designed, under the turbine hall, bunker, and feed water pump sections (see
plates 18B & 18C). Foundations for auxiliary equipment are placed in the
basement at level 0.0. The basement floor is of flat precast reinforced
concrete slabs with prestressed vire reinforcement 3 m. x 3 m. (10 ft. x 10 ft.)
and 0.25 m. (10 in.) thick. The slabs rest at their corners on precast rein-
forced concrete columns with caps. This construction has the necessary
height to accomodate all the auxiliary equipment.
Column foundation footings, supporting walls, and other structural
elements in the substructure are of prestressed reinforced concrete. The
foundation slab under the banding, and the foundations blocks under the
turbogenerator and boiler are of monolithic reinforced concrete. In special
cases when ground water is high, the basoment floor is placed on a continuous
monolithic ribbed reinforced concrete it. The amount of reinforced, concrete
necessary for the new-design of basement floor is 1.2, m3/m2 (0.146 yd3/ft2) of
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TOLE /
Ira DE MAT UM MEM =UM BEEISS.
MS SUE Ma mart ramia aansa zona =I AIM
QOM .QF & =2 Mal lit Main.
as of .the structural mem
timber ot
sizes
of each
type
Weight
of sash
structural
member
atone
Number
of
units
Volume of re-
110.913111Lagandd
*3
7d3
1ii..21marstrantacit
Collates
Cross girders'
,of supporting beams
Floor beams
Floor and roof panels
Bunker members
Various members (flat panels
monitors etc.)
44====lvija=1:0416=2===50==?=140
24
13
2
6
2
5
3.5 - 15.6
6:5 10.3
17.5 - 21.0
0.5 - 3.4
114 - 2.6
1.1 6.2
549
228
60
721
1943
360
2,400 3,110
778 1,010
462 600
540 700
1,579 2,020
-5566 740
375 490
6.70k
.8400
p. Substructur,
Colrain foundation footings
and shoes
Columns
Concrete blocks
Supporting im-Uti
Flat slabs and panels for floors
ard ceilingi
Beams, ducts, passage tunnels
cable support blocks
Various elements
Total
r. aggitattarandartmaa
9
3
4
1
6
a
2.0 - 14.5
1.0 3.0
0.4- 1.2
1.7
0.07 - 5.6
0.07 - 1.8
0.31 - 2.3
270
480
922
86
1,046
1,414
1,9)0
1,174
428
434
146
1,138
213
87
1,520
560
565
190
1,480
277
117
2,480 3,230
Source: Stroitellnaya Promyshlennost I, 1956, 163. 6, Me 24
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( floor space as compared to the required volume of 1.35 OM (0464 yd3/ft2) of
reinforced concrete for the previous method of separate foundations for
auxiliary equipment.
The list of precast reinforced concrete structural members for the con-
struction of the main pOwer plant building is given on table 1.
The total volume of reinforced concrete for the superstructure of the
main building amounts to 7100 m3 (250;000 ft3)of which 95% or 6700 m3
(256,000 ft3) consists of precast members..
In the substructure (together with the foundations for the turbo-gene-
rators) the total volume of reinforced concrete amounts to 15,020 m,
(530,000 ft3), of which 24% or 3620 m3 (128,000 ft3) consists of predast
members. The monolithic reinforced concrete in the substructure is used for
the continuous foundation mat and for foundation blocks for the turbo-
/operators and boilers-.
photo showing a main power plant building in erection according to the
1
above design is shown on Plate 25, Te 9.
The latest regulations, issued in 1947; concerning the design of thermal
power plants recommend instead of a building frame entirely in reinforced
concrete (Plate 25e *fig: 2) a mixed type construction for the main building,
1
(Plate 25e fig. 1); The recommended scheme consists of precast reinforced
concrete for the main structural frame and for its heavily loaded members and
steel for lightly loaded meMbersgofmembers placed at high levels, such as the
_ r
upper part of the turbine ball waltiabove-the crane girder, the Upper floOr
framip of the bunker aid feed water Dump sections,the upper parts of the boiler
house inside wall abionr,", the roof of the bunker section; and for crane
girders.
-5q-
c
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014
? ?
7 - ?
TABLE g
=7 STAMM) MIMD-PirtPE CONSTRUCTION
0
4_. a
EEL
L DP:
8
? IL
111 ; 11_,11 _
Diver structural members
Mixed-type construction
All-reinforced-concrete
of the bUilding frame
design (Table 25e, fig. 1).
conitruction design
built either in steel or
Weight at required steel.
(table 25e, figr2).
in reinforced concrete.
Volume of required
reinforced concrete.
Modbers of the upper
part of the turbine hall
outside mall (above
creme girders).
m tons
0
..3
5.94
6.3
8.2
NeMbers of the upper
floor frame of the
bunker and feed-water
pump section.
I 17.2
.
57.0
74.2
Members of the upper
1;:...0
Iplitz.'bf the boiler
house inside wall
(Above the roof of
the bunker section).
8.7
8.4
11.0
Source: Elektrichi4kiye'Stantsiii-1947) VO:77, page 10,
=58-
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?
The amount of material (steel or reinforced concrete) required for the
construction of the upper structural members for 181a. (59 ft.) length of
building (width of one boiler unit) - see Plate 18a - according to the two
alternative treatments (Plate 25e, fig. 1 and 2) is shown on table 2.
The total amount of material (steel and reinforced concrete) required
for the construction of the entire frame for 18 m. (59 ft.) according Ur
those two alternatives is:
Alternative 1 Alternative 2
(fig. 1) (fig. 2)
Reinforced concrete 451 s3 (590 id3) 553 u3 (720 7413)
Steel construction 107 mwtons 6? ..ton.
ftwoles of the iburthlhis dodo
The 3 large newly built thermal power plants, the Mironovskaya
400,000 kw.. coal-fired GUS near Artemovsk in Stalinskaya oblast', the
Slavyansisla ORIS, and the Cherepeto GR ES (projected capacity 600,000 kw.)
are probably built according to the Fourth-Type layout design (see also
plate 16 aad 16a). There may be only small differences in their transverse
dimensions; the In4eiih of the building* will change with the nuiber of
installed boiler and turbo-generator unite*
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APPENDIL
"PRINCIPAL REGULATIONS GOVERNING THE DESIGN OF ELECTRIC
POWER PLANTS, SUBSTATIONS, HEAT AND POWER DISTRIBUTING SYSTEMS"
ISSUED BY THE MINISTRY OF ELECTRIC PCWER STATIONS USSR IN 1947.
PARAGRAPHS RELATING TO THE CONSTRUCTION OF THE MAIN POWER
PLANT BUILDING AND THE DISTRIBUTING INSTALLATIONS,
Construction alb/ Baill blar lsat =Liu
Z. The bay length in the main buildings should be uniform and a multiple
of the width of the boiler unit.
Ja. Deformation Joints are provided in the main building at the end of a
boiler *lit.
Settlement joints are provided in places where any structure adjoins
the main building.
Deformation joints in the principal frame of the main building are
built in the form of double Aolumns.
...1122.. Stiffness and stability of the building are achieved by means of rigid
frames, both traisverse and longitudinal.
al, In the ease where the skeleton of the main building is of steely the
Constructien is as follows:
rigid:bents with columns rigidly connected with the foundations;
hinged members between the bents;
continuous welded members;
field joints on erection 1iolt6z.
sa. in cases where the skeletonof the main building is of reinforced
concrete, the structural members carrying heavy loads are of reinforced
concrete. Steel. is used for the lightly loadedelementi, which forthe most
part-carry their own load and that of the facing; steel is also used for long?
span members subject to bending.
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322. The crane girders in the turbine hall are of steel as a rule.
laho Bunkers, as a rule, are wholly of steel.
321. The boiler and engine roam end walls (permanent and temporary) should
be built on a steel frame.
3116.. A temporary end wall must be built so that the work in the part of the
building which is to be expanded may proceed without dismantling of the wall;
construction of an end wall should also be such that the wall can be moved to
form a new end wall.
322. Concrete n140" (2,000 lb./in2) should be used in the main reinforced
concrete construction of the main building.
3211. Steel "3" (23,000 lb./in2) is to be used for the steel Construction of
the Main building skeleton.
3224 The following construction is adopted fbrrthensogdi-tearing ro,9fraembAr_sestf
the engine and boiler room in both reinforced concrete and steel structures
with-6-7 m. (19.7 - 23:0 ft.) bays: '
a) with span up to 24.m. (78.7 ft.): steel frames with solid web beams;
b) with span over 24 m (78.7 ft.): frames with latticed teams or roof
trusses.
33.1. The inside walls separating the boiler room from other c9mpartments
(engine room, service quarters, bunker gallery) are made of fireproof material;
the thickness of the walls is:
a) not less than 25 cm. (9.8 in.) for brick wells;
b) not less than 20 cm. (1.9 in.) for walls of block material
(ceramic blocks, slag-concrete blocks, etc.).
2320 The wall covering for the main building frame is to be of fireproof and
frost--and humidity-resisting construction.
mg. The outside uslls.(brick construction) of the boiler room above the
boiler servicinglevel are to be half a brick (one brick* American notation) in
thickness for any climatic conditions. -61-
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213,. Walls thicker than one and a half brick .(threiez-13rhiCII:AM6ridiirlir::4
A
.(i11 steel.frdthe?constiuotions) should be self?supporting.
.The use of reinforced concrete walls and partitions is not allowed as
a rule. .
MI. Compartment partitians of plant-service distributing installations with
%
small-.size oil or air circuit breakers consist of steel skeleton and gypsum or
asbestos-cement panels.
algt, Roof covering load-bearing members are of fire-resistant ot semi-fire
resistant materials.
327. The roofing of the main building consists of three layers: a layer of
rUberoid over two layers of artificial parchment paper with mastic adhesive.
ax. A special basement is provided under the engine room and the deaeratar
compartment to acommdate the underground communications.
Auxiliary equipment and platform supports are installed directly' on the
reinforced canorete floor above the basement,
332, The underground communication lines of the engine room are laid in duets
and tunnels in cases where the ground water level is high.
314. The boiler room underground communication lines are laid as a rule in
duets and channels.
342, The foundations of the turbogenerator units are of reinforced-concrete
(for any unit capacity), or steel (for unit capacity up to 25,060 kw.).
3112. The boiler .foundations are of 'reinforced concrete in the substructure and
of steel in the superstructure; this is achieved by extending t6 Steel skeleton
to the ash compartment floor or by building Individual steel foundations:
?62 ?
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_
342. Ball mill foundations are built, as a rule, as separate reinforced
concrete bases - (under the bearings, the electric motor and the reduction gear)
which are located on the solid foundation slab of the bunker section.
3Aho Induced-draft fan foundations and the foundations for similar large size
auxiliary equipment are built of lightly reinforced concrete on undisturbed
ground.
3A1. Floors of service quarters and ceilings are of reinforced concrete or
mood; floors and ceilings in toilets, showers and washrooms, laboratories,
workshops, and archives are made of reinforced concrete exclusively. The
partitions in the above.-mentioned rooms are of brick, half a brick (one brick
American notation) in thickness.
!bin RidEllailing InsUillationp Ind Switch &ma
3Agi, Whenever the control panel and main distribution installation are
located in a structure outside the main building, a heated passage should be
provided to connect these two buildings.
31h2. The building housing the main distribution installation with small size
or non-oil circuit breakers is designed to have load-bearing walls, and floors
and ceilings; the partitions are not included in the number of load-bearing
structural elementS of the building. Partitions of compartments are assembled
from precast gypsum or similar panels, which are set in steel frames. Light
steel frames joined to the main skeleton of the building are provided for the
panel erection.
ug, Low walls and racks in bus.-bar construction are also made of gypsum or
similar panels which are fastened to a frame.
3. The thickness of outside brick walls of the main distribution
installation 'are not to exceed 38 cm. (15 in.) irrespective of the climatic
conditions.
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Q. Floors, ceilings and roofs are to be of reinforced concrete laid on
steel beams.
321. The roofing of the main distribution installation and that of the
control panel should consist of three layers: a layer of ruberoid over two
layers of artificial parchment paper with mastic adhesive.
12. No windows are provided in the building of the main distribution
installation. Natural lighting is to be provided in the control panel
building. 'Window casings aid sash are to be of wood.
(Source: Elektricheskiye Stantsii, 1947).
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74'5'
' 227
' 7/9'
219,25
?
690.
207,6
641o,
19475
? ?
ettes
207,0
UU t;
9500
:grow hi
r
: ?
-??? - I
4:72.4 .
L:N
28200
''I '"I
114
. I
4_A
litri
4800?r? 85(K)
16:21' *74'
Monolithic reinforced concrete frame construction with rigid welded.
steel skeleton reinforcement. The turbine hail is to the right of'
the feed-water pAmp and tank section (not shown on 'this diagram)
SECTION THRODGH THE MAIN POWER PLANT BUILDING OF THE FIRST-TYPE DESIGN
Source: Elektripheskiye Stanton, 1949, #1, p. 28, TIC44725
PkATE 17A.
-\
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'Ow
40.4.4
Fig. 1 - lagicnielded Steel
Skeleton Reinforcement of a
Column.
Fig. 3 - Legend
1. Bar reinforcement of
the beam.
2. Bar reinforcement of
the beam-column
joint.
3. Rigid welded steel
skeleton reinforce-
ment or the beam.
4. Plates for adjusting
connecting lattices.
5. Erection suppo rte.
6. Erection angles.
-
0
Fig. 1 - Legend
1. Stiffening Cross
bars.
2. Joint connecting
angles of the
load-bearing
reinforcement.
3. Reduction of the
column to a smaller
cross section.
4. Plates for adjusting
connecting lattices.
5. Erection supports.
6. Bar reinforcement.
7. Rigid welded steel
skeleton reinforce-
ment.
.Sec/ion A-A
OwmmkA
JL I.
Fig. 2 - Details of a Joint of the Column Sections
1. Upper column section.
2. Lower column section.
3. Reinforcement of the skeleton lattice of the column.
4. Bar reinforcement of the column.
5. Joint angle.
6. Stiffening cross bars of the column.
4(
la!! 1,111"
+.?
r?-A
1257
/o/6 k/&,-
Bud afexy
4
_
5010nEMIPIONETAPPP11111014WIMINIEPWAMA
?Mlib
,26.4/
8050
9.500
3/. '
SW/10,44A1
etyma/PA-A
Fig. 3 7 Rigid Welded Steel Reinforcement of a Cross Girder.
DETAILS OF THE RIGID WELDED sTaL SKELETON REINFORCENENT FOR
REINFCRCED CONCRETE FRAMES SHOWN ON PLATE 17A.
Source: Elektricheikiye Stanton, 1948, #6, P. 14, TK4.E725
PLATE 17B,
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Monolithic reinforced concrete foundations of turbozenfrator units.
Antipov, I. P. Arkhitektura elektrostantsiy, 1939, (TH110145)
Elektricheskiye stantsii, 1954, No. 9, p. 22 (T14 .E(25).
PIATE 18A.
'
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S1fc77oN2T-I
Paopeo no I-I
I
is
A; st iiW 111111 ''',111
P7??
I
dis /4 ?
II
II II
II
0 '
0
ao
Pcope3 no ff-ff
JEC17oiV7T 7T.
Legend
1. Fbundation under the turbogenerator;
2. Foundations under the electric feed pumps;
3. Foundation under the turbine feed pump;
4. Foundation under the overflow pump and plantforms;
5. Foundation under the platforms;
6. Foundation under the separator;
7. Foundations under the platforms;
8. Foundation under the electric polAenset.4mmp;
9. Foundation under the condenser turbo-pump;
10: Foundation under the lubricating turbo-pump;
il. Foundation under the lubricating turbo-pump;
12. Foundation under the lubrication-oil cooler;
13. Foundation under the overflow tank;
14. Cable tunnel.
Foundation of a turbogenerator unit and of its 1U:ciliary equipment
underneath the machine hall.
TYPE OF CCNSTRUCTION WITH IND/VIDUAL FOUNDATIONS.
\'72,
Source: Elektricheakiye stataii, 1947, #1, p. 11
TAIL21.4.-
-68-
1
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,"St. " -
, ; - ?
? ;Z.., ?
?c frz.,77 -
Pape 3 no 11-11
Foundation under the turbogenerator;
Electric feed pumps;
Turbine feed pump;
Overflow pump and platforms;
Separator;
Posts under platforms;
Electric condensing pump;
Condensing turbo-Imp;
Lubricating oil turbo-pump;
Electric lubricating oil pump;
Lubricating oil cooler;
Overflow tank*
TYPE OF CONSTRUCTION WITH A BASEMENT FLOOR PLACED ON A MONOLITHIC
REINFORCED CONCRETE MAT*
Source: Elektricheskiye stantsii, 1947, No. 7, p* 12*
PLATE 18C*
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, d '
340 I/1.6
36,0 /18./
88.9izr
"6.2eiv
240 613.9/
15/5 saes'
.1
rj.,
:L
? :el i.47:4 ;:E.Fi A
-? 74
:!
,1
'
21. .41
..I..1 :?\41 440 r4 VA r. I .4
:,' ? :4
. Xer43Pa- 74
.4
MORHOe
de/retitle
*eae/14.4
.1. c
.Jectio."
8,0
14,0 .9?5:,9
570;1;3
8,0 R6,25,
4-oase...)
Kome.nktfait
-
The separate frames of the bunker, the deaerator sections and the outside
wall of the turbine hall have rigid steel welded skeleton reinforcement.
THE LOAD BEARING MONOLITHIC REINFORCED CONCRETE TRANSVERSE
FRAMES OF THE MAIN POWER PLANT BUILDING OF THE .SECOND?TYPE .DESIGN
Source: Elektrichealciye Stantsii, 1952, #2, p. 25. (T1c4.E725)
,PLATE 204
?71-
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?
-
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^ I
-110112
c,
0l2.
21:(
Pa3pe3 170 .1-1
P 9
00
O 0
0
6 I a
/280-
decliem 77 -27
Pave, "off-fl
-
L75:5
?
41.
1
125-
eteht.r.Aozn conehiumeft:two
Acteintaa
4onaanumrfihmele omeado(n
..tj 11 /1 cIcl,Viok ae4At ?tr adt s
Xonontfuffrenkmas
apmamypa
nele-477oncLe
tceincrit .
Fig. 3. ? Reinforcing skeleton of the -column.
\027
Aaeg,71-1-
.aonamtumenbtfaR cpAeamypa
I 42/c47i6 itaikiZzceiri ekt
Fig. 2 ? Reinforcing akeleton of the cross girder
DETAILS OF THE RIGID STPRT, WELDED SKELETON REINFORCEMENT
OF THE MONOLITHIC REINFORCED CONCRETE FRAMES SHOWN ON PLATE 20A.
Source: Elektricheekiye Stantsii, 1952, #2 p. 23-26.
PLATE 208.
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i -
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
ibe
IT .4-1
4ono.nri1me.obitan
apeampa
17c/c/iliomet ein)4teehfets'e
2?8 -754 Noll
'OS
zr 018 2018
/94447;?onez-e, //IA zc eine / ?
.4ononnameflot1a,
apAiamypa
A?job.,
'Z
Zi68
Pa3peJ no I-I
Sec4'vi, 7-1
nal
Pa3pes no If-47
Sec/A.4 .77- r
Fig : 3 ? Reinforcing skeleton of the beam
zysids
? ..-recho4 7- 2"
Pospes no I-I
Ir
II
IN
1 41
,
r
kid!
,
, . .
akoOttnammlloommasoloilL.
Arl
s I fro .
*dem. am, .
t-to
,nna.vca.
eeuee...
1I.
? 111111611111
Fig. 4 - Connection of the skeletons of
the column and. the foundation
footing-at the level of the
floor of the first story.
DETAILS OF TEEE RIGID STEEL WELEED REINFORCENENT
OF TEE HONOLITIIIC,REINFORCED CONGAREE FRAMS SHOWN ON PLATE 20A:
Source: ElektrichesklyetStantsii, 1952 No. 2, p.
PIA 20C.
20C.
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(2'1
Pave) no 1-/ Sec-4%0h 7---7
Aft
MEL
..A.,..
? Giek ca...h.s 77-7 ?
Bud no 17-11
Faapes /10 is?-i sec f,???-r
Ll
Paape3/7017-11
1
-
IETAILS
6?---Coloasetio.zpotAliskeleton3_of: the
and the cross girierw -
a. When the girder crosses the column -
be When the girder ends at the column.
OF THE RIGID STEEL WELDED REINFORCEMENT OF THE MONOLITHICS REINFORCED CONCRETE FRAMES SHOWN ON PLATE 26A4
Source: Niektricheskiye Stanton, 1952, 02, p. 25
PLATE 20D.'
611
474
5emomisoyeinco
ochforfpe,wet?mo
monotemod
te 7e. is
ihmtatahaolt...se,
e 0 H4-
Momma.vcimui ova?
Ezeclion Coet
.?-
--Embedment.af the?-..column-
skeleton in the foundai.;
tion footing.
eq.:Attachment of the Okeleton to
the foundOion plate
to:Eabedpant 0 the skeleton in
the fOundation villa
,
;
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
/- ?
Declassified in Part.- Sanitized Copy Approved for Release 2013/02/25 : CIA-RDP81-01043R001600080008-4 ?
exec/ion.Ivecii,g.
Morana.xwas
clayma
Eoca-,1
? tcfn
o oAai aphaimgpa
tramai
Ciitin6oLi ,
yrcatm. ?
nnecti'on
Qngee.
._
.1------;;
, , , ,
, , ,
,?
, , )1
,, ? .
?....,
, , , 1,,,.
1 i .?,,
t
i.?!
-...6..-_-.4
Sece(on. 7 -7
Paspei /70 1-1
------- -- ?
Fig. 8-- Connection of the precast re-
inforced concrete beam to the
skeleton of the transverse
girder.
/9c7c47;*c4,;..Ceo.r.24/- gecer,;',7, ,tev,i6z..cefrn CV
Fig.-7 -Connection-of-tne-stelezonsc,aqs-z.
of the girder to the beam.
Fig. 9 - Legend
Fastenings of the form to the Skeleton
a. Construction of the fastening of
plank forms for the beams.
b. Construction of the fastening of
plank forms for the girders.
c. Construction of the fastening of plank:
forms for the column.
pr)1.1_d
IL
Lat.1070/ 0/74.1Y?971 /
Aa" e t.c6 ?
..50g.745p4'c
r
dileact113 m
4? x25. Feat-a
.80a.
pa h 2/S?41.5.8
11111/77113 &lam 8=40
Act,;ee 1/)
. ? ?
21euah:;
tinamta
139Aatdra
WUM J
decor g a 5
flodleac VO-12
*ange,e_. 525/0-he
Ozpahavumesh
..540 pie
70415
life
0-0;11
coep.mbi
S/016 Nece,
azgarmlvamew
1141/77 u.
gawk th-f0
Pane.e s'o
6)
77e /6 ea..cle_.
caul/am anammt
dam U.1 docom =
..a....t.d4onee
Fig. 9
DETAILS OF TE RIGID STEEL WELDED REINFORCEMENT OF THE MONOLITH REINFORCED CONCRETE FRAMES SHOWN ON PLATE 20A
Source: Elektricheekiye Stantsii, 1952, #2, 0. 26
MATE 20E.
- ? 4,74; ' - ,
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Wel .t of Steel: for 18
in. 59 -ft : f building lep th
as ? ?os
boiler unit).
? ?le Steel stresses
--
. .- NO. 1
? ?-, NO. 2
Total
Weight
Weight of steel
' Total '
Weight
1 i? ':,
Weight Of steel
.f-eupporting members
.1um128
Crane girders.
Inter-story door-supporting
members'of the feed water
pump 'section
Inter-story floor supporting
Members of the bunker
section
..ers41:3
Longitudinal frame meabers
m toni
m
?
M t?118
,.,
-87.1
137.6
.: 9.8
33.7
..
. .
,
38,16
:.29.3
20,.:44
? o.am
3t87
6,04,
10,43
1,70
.
1469
3430
. 1.27
game=
'-0.240
0.374
0.0266
0.1055
0.1049
0.0805
0.0 88
, .
60.5
172.2
16;8
40.5
58.5
40:0
1.81
5.20
0.1.i.
,
,
1,20
1.76
1.24
1.20
0.112
-0.323
'10.0249
,.0.0745
?
;:0.109
0.077
10,0 4
`
'
Toi4
429.3
12.9
!,$0.800
36).0
?.
16.3
11,o1
.
.
i.
ram.
100/12 Z 3.94/0.472
120/16 = 4.72/0.630
120/18 = 4.72/0.709
150/10 = 5.91/0.394
300/14 = 11.8/0.551
400/16 = 15410630
480/14 = 18.9/0:551
500/12 = 19.7/0.472
500/16 *19.7/0.630
500/18 = 19.7/0.709
900/12 = 35.4/0.1472
1100/10 = 43.3/0.394
1100/12 = 43.3/0,472
Conversioectionts on Plate 21A, Fig. 3.
PLATE 21B.
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A
20,08
23,930
ASO
-1100.12
-.590i18
275. U2441
ri ?
33.00
IV
&OM:.
)?I -500.12
20,11 -3004141
22,2S
Atz V
Lar"4-2-11
4
/la 01
ED-90042
-418044
-.100,11
-150'10
000.12
no
E-34100.12
-5.90,16
-3,00.10
1.12046 r
1.1
fpikepZ
KIR
e3
HomenomaR
82S
4300
/la Y-Y
-1100.t0
-400!$
Mauiumnd
aft
ff
igoo Yp v natra
RI II
a
22,500 /0000 23500
A
8000-0,
r A
Fig. 1. Transverse steel frames of the in power plant building with
steel sections for a iigid4resse connection design (as per
scheme 1 - fig. 2).
Fig. 2. Scheme 1 - The multi-
. /story four-aisle combined
transverse -steel frame is
rigidly connected.
Fig.). Scheme 2. The steel rigi,d
frames of the boiler housei of
the turbine hall and the out-
side wall of the bunker Option
are interCeinnicted" by hinglid
steel memberii.
CONSTRUCTION OF THE MAIN MIR PLANT BUILDING OF TEE
SECOND-TIPS DESIGN IN STEW..
Source: 110kritheeki1e SUntsii, 1948, #9.
RATE 21A
?77?
f.
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Weight of Steel: for 1: in 591 b dg. length bol er unit
(Alla:elle steel.stresses 1400 kg/cm2 - 19,900 lb/in - )
Total
Weight
Weight of steql
in tons
kgjmi
luirci
Boof-sugporbing members
81.3
3.10
0.1920
Columns
121.6
4.61
0.2860
Crane Girders
later-story floor-supporbing
members of the feed. water
8.5
0,32
0.01984
Dumm section
17.4
0.66
0.0410
Inter-story floor supporting
numbers of the bunker
section
65.6 1
2.49
0.1545
Bunkers
35.0
1.32
0.0820
Longitudinal frame members
29.5 i
1.10
0.0682
Total
, i
359.4 i
.
13.0
0.8450
1
JL 75/8 ag 2.95/0.315
150/12 = 5.91/0.472
-IL. 150/16 = 5.91/0.630
100/10 = 3.94/0.394
300/20 = 11.8/0.787
350/12 = 13.8/0.472
350/16 = 13.8/0.630
350/30 = 13.8/1.18
400/20 = 15.8/0.787
500/10 = 19.7/0.394
500/18 = 19.7/0.709
500/20 = 19.7/0.787
500/30 = 19.7/1.18
750/8 = 29.5/0.315
750/10 = 29.5/0.394
750/12 = 29.5/0.472
750/14 = 29.5/0.551
1000/10 = 39.4/0.394
1000/14 = 39.4/0.551
1000/20 = 39.4/0.787
1200/12 = 47.2/0.472
1800/14 = 70.9/0.551
Conversion figures on steel section S on Plate 22A, Fig. 1
PLATE 22B.
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,407",
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in
? ?
no 11-11 lb I - r
2-35001 -2-311.20
mg,
AIM
lwriterer
112 ? N
apinajjta!'
730
nog
:a)
1.f!m
MVO
Jr?
Os IN-Of
1--0
2-350.12
-750!,
II
I'
riII
Os F3-111
* 1
2-J00?20
-750.10
ser'
IS. MS
22.100 w-15012
HMV
140V
,,, VON _
?
11
VIAOIS
Mir ?M?110
????? ?
z
fhwAspies
Korn:limas
Zr
11
1111
fir
11
II
11
JO kJ 1411.12
II /7. It-JZ 111
2-500.1.5 J 3Q0020
-1900 ? 10j2-Su2'JO
-143X ? PO
Ir.
11500
11
ib E-VI
2-500.00 I-500.30
-WOO .141 1000 20
*Mr
2-4900a
-1200012
aa 117-1a1r
2-350.12 .
?500.111
10 550
"is
7
-1.100
ft? rifir
2-477..10
-:x0111
Fig. 1 - Transverse steel framesof the main power plant building.
Fig. 2 Construction scheme of the
-main building steel frame
connections.
42,47,
CONSTRUCTION OF THE MAIN POWER PLANT BUILDING OF THE FOURTH-TYPE DESIGN IN STEEL
Source: Elektricheakiye stantsii, 1948, Ni). 9 (T1[4.E725).
EZZalai.
?
-
-
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25 : CIA-RDP81-01043R001600080008-4
Fig. 1 - Base of a column
Fig. 2 -.Connection of a crane
girder and a frame girder
to a column.
Do,-,
2L0008
270 Fs!
145L S
4.
.4;4.
1?4?:14.1
ISO
ISO
37049370
1111141M1
aik
a LSO'S
12
a SPUN We:maws
ISS?
?1,2
MMMMLE
e)
12
21120x12
111116'
It...30 ?
203 Sf 203
eces.theifttzme
Fig. 3 -Connection_between truss-,
members and a column.
2)
Fig.- 4. Connection between -a column;
a girder and a beam
DETAILS OF THE PRINCIPAL JOINTS OF THE 8TEtL FRAME IN THE MAIN POWER PLANT BUILDING
Source: Elektricheskiye Stanton, 1948, #9- (TK4.E725)
PLATE 220.
-80-
t,
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
ct94emilaP crema
\-
"22,0
:era wan,
111
111
lAtMlUtimpla
XIA
Scheme I
The coMbined rigid steel frame
of the bunker and feed-water pump
section is connected with the outside
walls of the turbine hall and the
boiler house by hinged ,structural
members
The rigid frames of the boiler
house and the turbine hall are con-
nected by hinged structural members
formin the middle hinged combined
frame of the bunker ald feed-water
pump stations.
15,0'
Nome/Delta: ;
Fig. 1 - Design scheme 1
Fig. ? - Erectiola scheme 1
Pacqemmap cram
4.c9iI SeAeM ei
33 0
20,20 mweftmw
kfaususobiu
,
PLATE 23B-.-
Fig..3.- Design scheme 2
MOHINOVICUI czema
Fig.
Erection scheme 2
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
-
Fig. 1 ? Main transverse steel frames of the building.
CONSTRUCTION OF THE MAIN PMER PLANT BUILDING OF THE FOURTH?TYPE DESIGN IN STEEL
Source: Elektricheskiye Stantsii, 1947, P.
PLATE 2.
mat.,
-82-
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
1
llada,loyNow aporw
NO
- :??
SOO -
Pig. Connection between the steel welded
skeletons of a cross girder and a
. column.
ION
,aodottowecto opromypa
R at datou e ik)4 tceme t.
Fig: 6 - Connection between: the steel
welded skeleton of a girder
and.a-beam.
11...",11g11,^410.1,
Fig. 7 --Fastening of the concrete
forids-t&the vildbd,:dteel
skeletokof a girder and of
a column.
Pip 8 Aileibly'df--velded-Asteel
reinforcing Skeleton parts for
the bunker section frame by .
means of a swing jib crane.
pun 21134
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1c7".1
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
Ballet 8oure
nave:eta*
Pig. 1 ? Principal transverse frames
and partial plmAt,showing the
bay lengths of the main power
plant building:
ee,pe.t. sit e ?
40.5 gepxHu0 non.
. ?,e; j29' now
. 0-
,
Zeivit, gi2t ?
kt.
01176-0010:1/40:16
4 OS Oa
- 4.50
Fig. 3 - Rigid steel welded
skeleton of the
floor supporting
beam.
0/2
40.7
:Pi
: ..? ?76 1
A I 4.
..... 700
4
. ? 141 .11Z% Cill rin Ci 1;
V
...
0
0
0
0
0
0
l'?
1.1
L
____I
,0
1) L 754
0
0
0
goo
0
0
*
j ij
0
0
1)
0
0
.1!
C_J
I07.4l
_
e..
..:.
4..
11-7
I
I. p. ON - -+- ? El 00 -----4
Fig. 2 ? Welded rigid steel
skeleton of the
monolithic frame of
the bunker and feed?
water tank sections.
.170cralkoemos
Po 1-1
12,1X:f7
oi7
Atehleemeni.
1100
Onearo04.0
Z011ar
onneetAm
any<
!ig. 4 - Joint ofIiieladded
. steel skeleton of a
column.
CONSTRUCTION OF THE MAIN POWER PLANT BUILDING IN MONOLITHIC
REINFORCED CONCRETE WITH WELDED RIGID STEEL SKELETON REINFORCEMENT
Source: Stroitellnaya promyshlennostl, 1950, 143.. 4.
YLATE 211
-84
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25 : CIA-RDP81-01043R001600080008-4
?
tveiga of ct Itecast eeernen?
Dec 3aromeeumenomozo menemma in 1,, tons
loeig4i of cti e-e. ec ten e
-lee mommaatvozo .menevoto ,.? Ans Am
400
30.8'
8.9.3"
27,30
9.4O 1?50.oe
?
CO ? 9
*Jr
?
a
3goo
qrsts.4,
0
,
.1000'4
0 0
ztai 6.9.5.
18,5r
VW
0.00
23,00
Rwhicenct
N.mgAgftw
6/1.0,11
Ezecti'on. joint
AMMO efiThIR
Ye
?Boeee^c Mouse
Itomentowe omileiretetre
ci8,00
\-7e ecA`on eine .
..vvynmoinenoRba; eawo
war-
cr_4
2000
/4J'
? 27000
88.6'
11), 7500
9000 ?
9 .54
14 000
78.7'
/
t!!
Fig. 1 - Transverse precast reinforced concrete frames or the main power plant-building.
The sedtions of the principal structural members are shown. In small circles
are given the weights of the prefabricate membersvand in small squares are the
weights of members pre-assembled at the building site.
CONSTRUCTION OF THE MAIN POWER PLANT BUILDING OF THE FOURTH TYPE LAYOUT DESIGNED IN PRWAST REINFORCED CONCRETE
Source: Stroitellnaya Prowahlennosti 1956, #6.
ZUTE,251
"
'
npriacsifieri in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
55
(55
205
36S
Declassified in Part- Sanitized Copy Approved forRelease2013/02/25 : CIA-RDP81-01043R001600080008:4
f
11)
40
60
v__i 148V
S-.-1225 1225122f
60 60.
no 2-2 5350;5550.5650, 5570
6040 60 6 ?1 1004
801103-3
110 3-3
Fig. 2 - Inter-story floor panels
1704-4
Legend Fig. 3
1. Welding of reinforcing bars 1#
submerged method.
2. Stirrups
3. Concrete joint filling
Legend Fig. 2
a. Geometric dimensions
b. Panels resting on brackets
of the cross girder.
c. Panels resting on top of
the cross girders.-
2
2
agrat-aillsous03:11
=
I \I
no 1-1
*Fig. 3 - Preassembly joint of a column
CONSTRUCTION OF THE MAIN POWER PLANT BUILDING OF THE FOURTH...TYPE MOUT, DESIGNED IN PRECAST REINFORCED COIERETE
Source: Stroitellnaya Promyshlennostt 1956, #6.
BATE=
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rn
Legend Fig. 4.
or.t
Legend Fig. Fig. 5.
Erection 'joint of a column
Joint of a column with
1.
Erection adjustment belt.
its foundation fboting
2.
Erection angles L120x10 mm.
in case a basement is
3.
Steel plates 300 x 200 x16 mm.
built.
4..
Steel hoops placed around the column
joint, 140 mm. x10 mm.
1.
Pin in the column ofthe
butt.
5.
Side steel plates 100 x 280 x 16 mm.
2.
Concrete filling.
6.
Cement plaster applied around the
3.
Wedges.
column joint.
4.
Floor covering.
7.
Horizontal steel mesh set in the
column (indirect reinforcing.)
5.
Scupper 50 mm (2 in.)
-015
-1000 ?
II 11
'
II I
? 1100 --
170 1-1
1
?
-11
00 -
II
II
L_ 700
Legend Fig. 6. ,
JAht of a column withits Bmxid4tion
1. Pipe 160/10 ma (10.2/0.4 in.)
filled with concrete for
adjustment of the column,.
2. Insertion of reinforcing bar
pieces.
3. Welding of ends of the rein-
forcing bars by the submerged
arc vethod.
4.. Filling with concrete.
5. Column stirrups.
CONSTRUCTION OF THE MAIN POWER PLANT BUILDING OF THE FOURTH TYPE LAYOUT DESIGNED IN PRECAST REINFORCED CONCRETE
Source: Stroitellnaya Promyshlennostt 1956, #6.
PLATE 25C
- ?
-87-
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1
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???
Fig. 7 ? Legend
"Joint of a transverse girder with
a column
1. Insertion of pieces of reinforcing bars
2. Welding of ends of the reinforcing bars
by the submerged arc method.
3. COnciete filling.
OCb Cffibilta
f ? a) +14 2naf
/70.11
Z?
-12
mmls ?rz
flop/
flo 6-6
-Om
/7044
17#2.2
024
rL?1
i
..1110d. _
wi
laIla
1111111111111111
wpm. ,
gilat 4 .
LUIti
L75 'O
Fig. 9 --Legend
Construction of the frames of a TETs in precast concrete
Fig. 8 ? Legend e-
a. Geometrical dimensions.
b. Details of the attaching of panels to a column.
Fig. 8
CONSTRUCTION OF THE MAIN POWER PLANT BUILDING OF flit, FOURTH TYPE LAYOUT, DESIGNED IN PRECAST REINFORCED CONCRETE
Source: Stroitelinaya Promyshlennosti 1956, #6
PLATE 25D.
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
"
,?...e.?.--+.1.????ff ? --.?????-
_
zo. ro:
15,00
8,00
0.00
Fig. 1 ? name construction in precast reiziforc-id concrete ard steel.
4(1
33,00
ijir
r 11 loogrell.1111
?".
11.
100200012OSIBP
>
0
ICA
IF
WIMP
v10,00
0
Fig. 2 ? Frame construction entirely in precast reinforced concrete.
Two Alternatives in Construction.
MAIN POWER PLANT BUILDING
Source: Elektricheskiye Stantsii 1947, #7.
KATE 25E
'
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'
<
-
VERNAL ELECTRIC POWER PLANTS
IN THE U.S.S.
Report No. 92
001414CG
VOLUME II
,
I
Inclosure #33 to AFCIN-1A1
IR - 1804 - 57 31 October 1957
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pap..'.,
Fig. 17 - Meaning of Symbols Used in Referring to Required
Transverse Reinforcement Under Single Concentrated Load.
Inclosure #34 to AFC1N-1A1
IR - 1804 - 57 31 October 1957
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. a
......
0
S-
alL1,
Si
6,10
0.40 a
47-----
0.15 pil
( IV a
b
m
o .3 0
0.28P
0.35 a
0.20f
/
2
0.3
0.23
0.35
0.15
0.40
0.10
1.5
0.3
0.21
0.35
0.13
0.40
0.05
1
0.3
0.16
0.35
0.07
0.40
0.05
5. The tables for two points of load.
application are valid if P in Fig. 22 denotes reaction at support A and h the,
total beam depth. The value 44/ with the loading at the third point corresponds
here to the value
Example. Determine the required shear reinforcement for the beam given in
Fig. 23.
rtep
shear permissible according to concrete specifications =
6 kg/cm2 (85.3 lb/in2)
-7.00
weightespecimar--L1530.57=0.5kg/cm2 (7.1 1b/in2)
3a -3.0.-4
h
*See The influence lines of local reaction indicated by Fe Seewald: "Abhandlungen
.Aerodyn. Instit. Technishce Hachschule," Aachen4 Vol. 7, p. 11, 1927.
Inclosure #50 to AFCIN -1A1
IR - 1804 - 57 31 October 1957
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From Table 7 is obtained IA = 2
(dim s 30?6010.5 kg/cm? (149.1 ib/in?)
6 2
Z61=40.5+0.5 >1:76" for which shear reinforcement is to be provided.
From Table 8i established area of shear reinforcement for //h al 2'
Als ?=1- 15800
2200
-&6 Cm2 (1.4 in?).
3. Continuous Beams
As the situation remains largely the same in continuous heams as in
simply
supported ones, the rules drawn. from the (preceding) Section 2 regarding permissible
reactions at supports and the shear reinforcement ought to be applicable here.
The situation between supports differs considerably from that in the simply
supported beam.. Besides the fact that the oblique principal tensile stresses'
change imperceptibly to horizontal bending-tensile stress above the there
are portione of the beam separated by cracks (Which could be termed extended bending
cracks due to shearing cracks) in a state of equilibrium, with the special rein-
forcement.not necessarily producing an effect. This is under the assumption that
the span and the loadings are equal in different areas. Whin-feilre occurs, the
system can be characterized as-a-continUous arch where the conditioWdf equilibrium
of all the portions separated by the cracks is fulfilled without the introduction
of ad-adational force. This pdht is.amplified by the results presented in
Figs. 24 and 25, which had been: obtained from the photoelastic investigations
of a continuous beam resting on three supports. Furthermore, Fig. 25 clarifies
the point that the crack first to occur brings about a relief of the area
close to the support, with the result that the center of tension in bending above
the supports is transferred: The shear reinforcement at the support'ought
Inclosure #51 to AFCIN-1A1
IR - 1804 - 57 31 October 1957
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Ar
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iNkr
iSt
t ?
Limo,
?11717argro'
Fig. 24-a - Trajectories of Princi-
pal Stress in Stage I
of Photoelastic Test.
Beam resting on three
supports.
Vh.a.
ri42
DSP
aop !
4WP
?
a
IN II I III
Fig. 24-b - Trajectories of Prin-
cipal Stress in Stage
II of Photoelastic
Test. Beam resting on
three supports.
rin
P
0
Pig. 25 - Contours of Principal Tensile Stress Distribution in a
Beam on Three Supports, Obtained From the Photoelastic
Test; ZA = 1.
Fig. 24-a shows Stage I; Fig. 24-b - Stage II.
Intensity of principal tensile stresses is expressed
in terms of P. Thickness of specimen - 1 am. (0.39 in.)
Inclosure #52 to AFCITRIAI IR ? 1804 ? 57
31 October 3.957
si?
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? ,r1-1-r? 72
to be used simultaneously as bending reinforcement, as shown in the photoelastic
reproduction. As the bending reinforcement, according to the existing calculation
methods, is indispensable, it follows that a certain shear reinforcement also will
always be necessary.
TO establish the requisite amount of shear reinforcement it is first necessary
to elucidate its function. Thus it can be deduced on the basis of the foregoing
statement that it [the reinforcement] serves to distribute cracks. As the first
cracks bring about a radical shift in stress distribution, the solution of the
problem can be achieved by studying direct tests on concrete. The test described
in Chapter 4 presents the needed data. On the basis of this test, no extra shear
reinforcement is required above the supports, if the entire reinforcement of the
beam is designed in accordance with the recommendations given in Fig. 36. This
assumption holds, however, with the prerequisite mentioned earlier that the different
span areas and loadings are equal.
4. BENDING REINFORCEMENT
A. Introduction
The design of bending reinforcement has hitherto generally been based on
stress distribution in a homogeneous beam and on a tensile force inthe reinforce-
ment equal to the total tensile force in the homogeneous beam.*
This method of approach obviously deviates from the method used in
proportioning shallow beams, where the tensile force in the reinforcement is
determined by the stress distribution prevailing at the cracking of concrete.
*With the exception of the test shown in item 13 [of the Bibliography], where tbs.:
analysis of the effect of crack formation refers to simply supported beams ax
for the test in item 15, where a direct attempt was made to establish the tenDile
forces in steel in certain loading cases of simply supported beams.
Inclosure #53 to AFCIN-1A1
IR - 1804 -.57 31 October 1957
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"???
a C5,1 Va,LAT-f-v-elmtstmliatag,..?
The reason for not taking into consideration the cracking of concrete in deep
beams is to be found in the imperfect knowledge of the effect of cracking. As far
as is known to the author, no direct tests reaching the yield point have ever been
made.
With a view to elucidating the behavior of members which are loaded so heavily
that crack formation exerts an influence on the stress distribution, the author has
made a series of tests. In order to throw light on the interaction of the moments
at the supports and between supports, so important to the problem of proportioning,
the tests were made on continuous beams resting on three supports.
B. The Test
The shape and reinforcement of the test beams are shown in Fig. 26-a and
26-b. The reinforcement area in beam #2 was designed on the basis of stress
distribution prevailing in the homogeneous =cracked beam in the photoelastic test
(team II: 1-a); for instance, the reinforcement above the support was concentrated
in the area where tension prevailed. The reinforcement in beam #1 was designed on
the basis of a probable stress distribution after the cracks have occurred. It was
assumed that the reinforcement at the center support placed at the upper edge of
the beam, on account of the progressive crack formation, should be effective
against the moment at the supports. To eliminate possibilities of local compresiion
failure, local reinforcement was placed in the areas subjected to load and at the
supports, as shown in Fig. 27. Then shear reinforcement was introduced consisting
of 4 0 8 mm. (0.32 in.). The form of reinforcement mounted for casting is shown
in Fig. 28. The proportioning of concrete aggreagates in dry weight was as follows:
standard cement: sand: gravel(1: 3.7 : 4.7. Water-cement ratio 0.75
(8 1/2 gal./sack).
Inclosure #54 to AFCIN-1A1
IR - 1804 - 57 31 October 1957
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_
7.".
Six compression cubes (each side 15 em,= 6 in) were made for each beam.
for each series of two beams a control specimen was prepared consisting of:
6 compression cubes,
4 tension prisms (with a cross-section 15 x 15 en? =
tensile length 64 am (25 in),
3 beams subject to bending (with cross-section 15 x
Also
6 x 6 in; free
15 cm? = 6 x 6 in)
The summary of results obtained from the control specimens is tabulated in
Tables 9 and 10.
Tested
Specimen
for
stroWth
of Cube
Tested
Specimen
for
Strength of Cube
kg/cm?
lb/in2
kg/cm2
lb/in2
Beam 1 a
295
4200
Beam 2 a
305
4.350
289
4.100
300
4260
278
3960
294
4.190
275
3920
254
362o
267
3800
276
3930
266
-ig-
252
358o
-
Av.
-

-.
Beam 1 b
,
280
...
3980
Beam 2 b
273
3880
260
3700
271
3860
282
4000
262
3730
282
4.000
262
3730
270
3840
248
3530
276
3930
267
_18_22_
,
Av. 275
3920
Ay. 264
3750
_
Table 9. Strength of Cube of Concrete Used in Test Beams
Inclosure #55 to AMIN IR - 1804 - 57
-
3]. October1957
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Control
Specimen
for
Strength of Cube
Tensile Strength
Tensile Strength (in Bending)
kg/cm?
1b/in
kg/cm2
lb/in2
kg/cm'
,
lb/in2
Beam it 1
291
292
304
270
_ZIL
Av. 285
11.150
11.160
4340
3840
3930
J222_
4050 _
18.4
17.2
16.3
_17.&_
Av. 17.2
1
260
244
230
248
-Egg-
26.0
26.5
_11.'2_
Av. 2-7-.-8-
370
378
442
396
Beam # 2
. 257
265
276
281
267
_21i.
Av. 270
3660 ?
3780
3930
11.000
3800
..3.222_
3850
18.0
16.6
16.4
257
236
231
26.8
31.3
28.2
382
445
402
-us- .
Av. 17.0
242
,
Av. 28.8
Table 10. Strength of Wipe, Tensile Strength, and Tensile Strength in
Bending. Bending tensile strength is calculated on the basis
of rectilinear stress distribution.
Inclosure #56 to AFCIN-1A1
,
IR - 1804 - 57 31 October 1957
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'1
JA - 11021 - a
? Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
decb'on 4-4,
Soil A -A
112
Fig. 26-a - Dimensions, Reinforcement, and Points of Measurement of Test Beams of Series I
0
0
Er
?
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Fig. 26-1) - Dimensions, Reinforcement, and Points of Measurement of Test Beams of Series II.,
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0 0 0
70
2.7
Fig. 27-a - Local Reinforcement at Rid Support
sly 20J-
joop 71. 8"
Fig. 27-1) - Local Reinforcement at Center Support
470 1,5..5"
1
^
op.*,
4w41.
Weld Z,3
?
$1, Sara
pia. 27-0 - Local Reinforcement Below Loading Forces
Inclosure #59 to AFO/N-1A1
2.7S"
IR - 1804 - 57 31 October 1957
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\ 1' . f: , ; , .....
. .." ..'..,-.< ?
-
1 - ' -? ' ..--:-.----.. ., _
..":- ?
I . .,
--?
, ..;44V#744.0
6 ?
P.
. . 1
0 ? 4 7 1--
Y - ? 4. 7 :.," a .,=ae...====.
r .?!`"'N'4?' ..... .
aai.lasIdsw.:- -. LleMa a .". Sae ' - ?
">??.4., ? ??
- -
13111ilibtr
"
Fig. 28 - Form with Mounted Reinforcement Before Pouring
Inclosure #6o to AKIN-1A1
IR - 1804 - 57 31 October 1957
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A control specimen vas also taken from each reinforcing bar. Data on the
strength7the reinforcement used are given in Table 11.
"Ref.
to
Steel Maui.
Yield Point (laver)
Ultimate Strength
Ult.
Z
Beam
Pig. 26
mn
in
kg/cm2
lb/in2
kg/cm2
31/in2
Along.
kg/Cm2
3.o6 x
ib/in2
3.06 X
1-a
11
7.9
0.33.
2740
39000
3530
50300
Average 28 percent
2.15
30.6
"
12
7.9
0.33.
2940
43.900
3950
56200
2.21
31.5
"
13
7.9
0.33.
293.0
43.500
403.0
58400
2.19
31.2
"
3.4
7.9
0.33.
3080
43900
3800
543.00
2.24
31.9
1-b
11
7.8
0.30
2970
42200
4o6o
58000
2.15
30.6
"
3.2
7.8
0.30
2920
43.500
3990
56600
2.17
30.9
"
13
8.0
0.31
3020
43000
3780
53700
2.3.4
30.4
it
3.4
7.9
0.31
3080
43900
3800
543.00
2.24
31.9
2-a
21
7.8
0.30
3040
43200
44014o
571400
2.25
32.0
"
22
7.9
0.33.
33.40
14600
3920
55700
2.28
32.4
?
23
8.0
0.31
2700
381400
3740
53200
2.11
30.0
"
24.
7.9
0.33.
2750
39200
3860
55000
2.19
31.1
"
25
7.9
0.33.
3080
43900
3800
514.3.00
2.211.
31.9
2-1)
21
7.8
0.30
3040
43200
4040
574400
2.25
32.0
22
7.9
0.33.
3020
43000
.4020
57200
2.25
32.0
"
23
8.0
0.31
2700
38400
3740
53200
2.11
30.0
"
24
7.9
0.33.
2750
39200
3860
55000
2.19
33..1
"
25
7.9
0.33.
3080
43900
3800
543.00
2.24
31.9
Table 11, Data on the Strength of Reinforcement.
Inc.losure #63. to APCIN-1A1
"."--
IR - 1804- - 57 33. October 1957
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The steel strain in each test beam was measured, by means of tensometers
located as shown in Fig. 26. The center deflection in relation to the end supports
was measured by means of a "Zeiss Clock" (dial gage]. Since the jack was located
below the center support, it was possible to calibrate the height of the support
and to determine the center reaction. The photo in Fig. 29 gives a view of the
test set-up. The jacks were calibrated for the same loading method as in the
experiment. In calibrating, internal friction was taken into consideration when
evaluating the results of the experiment.
Data on the load at the first crack to appear, the ultimate load, and failure
are tabulated in Table 12.
Beam No.
Load at the First
Visible Crack
-
Load at Failure
Failure Phenomena
m.t.
m.t?
1-a
75
,
135.0
Scaling at the center
support. Widening cracks
1-b
75
123.5
Ditto
2-a /
75
121.5
Widening Cracks
2-b
50
106.5
Scaling at the center
support. Widening cracks
Table 12. The Load-at the First Visible Crack and at Failure.
The results obtained from deformation measurements are shown in Fig. 30. The
relationship between the total load and the center reactions, and between the total
load and the deflection at center support relative to the end supports are given
in Fig. 30-a; the measurements of steel stress for different beams in Fig. 30-b
(points of measurement as in Fig. 26). Photos illustrating the crack formation in
test beams 'are,to be-found,in.Fig4331.
lnclosure i62 to MIN-1A1
IR - 1804 - 57 31 October 1957
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From the results presented in Figs. 30 and 31 the following conclusions can
be drawn regarding the behavior of the beams tested.
1. The center reaction in beams #1-a and #1-b due to the load at the first
crack formation amounted to between 54. and 62 percent of the total load when the
center support was not shifted vertically in relation to the end. supports (the load
of 25 m.t. was disregarded because the reading of the load, value was uncertain).
No appreciable change in the relationship between the center reaction and the total
load was noticed when the load was increased.
In beams #2-a and #2-b, the reading was uncertain at small load values. At
loads exceeding 75 m.t. the center reaction constituted 50 to 52 percent of the
total load when the upward shifting of the center support was zero.
From the comparison of beams #1 and. #2 it is evident that beam #1 has a
greater rigidity in bending in its center portion. This probably 'could be explained
by the fact, that beam #1 is provided with reinforcement in its upper edge.
2. The steel stress diagram shows that, after the cracks began to .appear in
the concrete beam, the reinforcement at the supports and between supports was on
the whole subjected to equal stresses, irrespective of whether the reinforcement
was designed on the basis of the stress distribution prevailing in?a homogeneous
and. fully elastic beam, as in beams #2, or on the basis of the probable stress
distribution in a cracked beam, as in beans #1.
Deviations observed in both types of beams could, be explained by the different
reactions in the tenter portion which, by causing cracks to appear, resulted also
in a different stress distribution. This, for instance, could explain the high
reinforcement stresses observed in beam fi-a even at a load of 75 m.t., when the
center reactions had first increased, then considerably decreased. As a result
wide cracks appeared above the center support, causing a lowered rigidity above the
Inclosure #64. to AFCIN-1A1
IR - 1804 - 57 31 October 1957
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Lg - tost - a
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Total locreloa CenterreactionaserooFtotalload
IMO MINIIIII11111111111101111111111
IgZiatOMIIIIIIMIIIIMM11111111111111111111Z
111111111111.111=111111?111111111111111111111.%1
11111111N1111111111111111111111111111111111111112111111=1
11111111111111MONEEMEEEENIINCOM
111M11111110111PW/11111111111111111MIKIIIIIII
111FINIIIIIIIIIIII/11111111E11111111111111113111111111
illaWinimiiinliM111111111111111111M1111111
IMEM1111111111111M11111111111111111111111111111111
17411111?1111111111111M111111111111111111111?11111
F/111?1111111111111111M1111111111111111111111111111111011111
Total
load, rm.t.
10
sts,==l7at
x.4? ..roc?/ rbc.v.L.% or, toi.a/ icaff
Am/ Ai* kids arom . ? - ?
Art
railure 'Total
load Ai,
410
bem
st,. balk 2 a
?
webs
?its
0
T4r
JO
?
Total
load
177.4 Center reaction as % of total load
Center reaction as% of total load
/21.21frartarn4.,
4..
?????
11.. -4-
$4
?
n
f
ri
fo
as = balk lb
beam
Ss*
min
-Cs
?
nake=::
?
411111111."'"'"1
?
11,^
\_
a? berm,
= balk 2 b
7
Pailure
rA
.00
.9
air
?
8) Fig. 30-a - Total Load, Center Reaction as Percentage of the Total Load, and the Vertical Displacement at the Center
Support Observed During the Test. The abscissa indicates time elapsed from the start of the test.
4 Notation: A sa Total load; B Center Reaction as % of Total Load;
C Vertical Ed. spiacement of the Center Support (+ when the displacement is downward).
\ID
The connection between the reaction at the center support or the vertical displacement of that support and the
total load is to be found from the diagram by drawing a vertical line from the load, curve A to [intersect] the
reaction and. displacement curves B end C.
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- Wet - )11
/.56T aacippo t?
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?0'
Total'
load m.t-
maw- tri
, Alto
LIIMNEMMEMININMEM
NUMMENNUMMENO
4'1-t
? PENEWAMMEN
MMFAMMMESNIIMMMN
1MNAMMONNNMEMON
Immm?
II
II

011111111111111
logNIIIIIIIII I
IS" I I
Total
load,
b.!
-1-1
-F -L-
olP
= Palk 1 a
bearn
Time,rnin.
I.
AP"
N 4602
Failure
Time, rpm.
Total
load) tmt
0, ? =" -
A
_ -
-.e
Total
load
'11,74
_.,_....
t F-
JO
ate
= balk 1 b
beam
T7m4mm
/
" baltn7
b4 = balk 2 b
Time,m1r7
Eaffure.
Fig. 30-b - Total Load and Steel Stresses Observed During the Test. Abscissa indicates time elapsed fran start of the Test.
Notation in Fig. b1 and b2:
A = Total Load.; B = Steel Stresses in Midspan (Tensometers 1, 21 6, & 7); C = Steel Stresses in the f see
Upper-edge Bar Above Support (Tens. 3 & 4); D = Steel Stresses in Bent-up Bars Above Support (Tens. 5) Fig. 26-af
Notation in Fig. b3 and bo
A = Total Load.; B = Steel Stresses in Midspen (Tens. 1, 2, 6, & 7); C M Steel Stresses in Upper Barssee
, Above Support (Tens. 3); D = Steel Stresses in Center Bars Above Support (Tens. 4); E = Steel Stresses
{Mg. 26-bj.
in the Bottom Bar Above Support (Tens. 5).
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'
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-rrczr.'?
t
rf-N,
support, which in turn, when subjected again to an increased load, caused the span
to absorb the greater part of the bending moment.
As the lever arm of the tensile force acting on the steel (above the support)
in beam" was more than twice that in beam #2, it is evident that the reinforcement
used in the beam #1 is preferable from the point of view of load-bearing capacity.
3. In beams #1, where the reinforcement was provided for observation of the
moment probably present at failure, the widths of cracks were measured throughout
the test. When subjected to load equal to 60% of the ultimate load, the widths of
cracks, as found in Fig. 31-a, did not exceed 0.1 =6 (0.004 in) at any point. In
beams #2 no such measurementswere taken. The cracks were visible at the same or at
slightly lower loads than in beams #4. It can thus be concluded that from point of
view of crack formation it is permissible to provide the beam with reinforcement
mainly at the upper edge if, as in the case of the test, the crack-distributing
reinforcement is provided in the portions of the beam where the greatest tensile
stresses are present in the uncradked homogeneous beam. The reinforcement used
during the test consisted of half of the reinforcement in the upper edge of the
beam above the support.
4. In connection with the matter discussed in the preceding paragraph (3)
concerning crack formations, the question remains open as to the design importance
of the diagonal tensile stresses above the center support. The photographs in
Fig. 31 show that the cracks formed as a result Of these principal tensile stresses
run from center support toward the nearest acting force. It is obvious that such
cracks have no effect on the bearing capacity of the beam. As the cracks had no
alarming width, as already mentioned earlier (in paragraph 3), there is evidently
no need, in a beam ratio such as this !Pan ,st 1, to consider the diagonal tensile
depth
Incliture #67 to AFCIN-1A1
-r
IR - 1804 - 57, 31 October 1957
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(21
NIk
? 1,
Fig. 31-a - Crack Formation in Beams #1
Load values indicated. for transverse lines represent the extent
of cracks at loads as in the reading, while the actual load, was
equal to the reading load reduced by 3.05 m.t., which is the
weight of the loading device. In places where the widths of '
cracks are given, the values for loads are given in parentheses.
Inclo sure #68. to .AIN-1A1
1804 - 57 31 October 1957
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0
Load values indicated for transverse lines represent the extent
of cracks at loads as in the reading, while the actual load was
equal to the reading load reduced by 3.05 m.t., which is the
_weight of the loading device. the values in parentheses represent
the center reaction.
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stresses above the center support, if some crack distributing reinforcement is
provided.
C. Lever Arm of Internal Moments Under Various m?
__...rt and Loadi.: Conditions
As no systematic test has been made on beams for various methods of
support, loading condition, and span ratio, one had to fall back on the rather
rough evaluation based on the available results drawn from tests. Klingrothls
test (15*) gives data on the lever arm [of internal moments] in a simply supported
beam with a depth = span and, loading conditions shown in Fig. 3, namely: 1) load
at center, 2) load at third points, and 3) uniformly distributed load. The lever
arms for these cases as obtained by Klingroth are:
3.) /1/3..oli? 2) h/1.37 3) hA.63..
These values, however, presutpose that the bending reinforcement is distributed
over an area equal to 1/4 of the beam depth, which seems to be unnecessary. If
it is assumed instead that the center of tension is located at 0.05h from the
lower edge, then the lever arm values, according to Klingroth, are as follows:
h./0.97 2) h A.25 3) 12/1.45.
Thus it could be deduced on the basis of the high values at the load4loints that
the concrete absorbs tension. As this capacity depends on the concrete mix, it
seems a warranted precaution to establish the lever arm at li/1.05. '
These values for the lever arm q [of internal moments] .deduced from the
photoelastic test for homogeneous =reinforced beams are tabulated .in Table 13.
41[Se. Bibliogx,phy],
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'
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07 ,
1
4.
h A.50
2
h 11.54
413
h 11.53
1
h /1.51
Table 13. Values for Lever Arm of Internal
Moments q Obtained from the
Photoelastic,Investigations.
Simply supported homogeneous beam;
loads applied at third points.
It is clear from the table that the lever arm in a homogeneous beam varies
slightly with variation of the span-to-depth ratio. For loading cases other than
the one examined the ratio ought to be similar. Therefore it can be concluded
that the variation in stress distribution in varying span ratio should have no
important bearing on the et-value. On the other hand, the cracking of the concrete
in the tension zone has a different effect at various span ratios. In regard to the
fact that the lever arm increases with a progressive crack formation, there cannot
be a serious error in assuming the lever arm at the span ratio 1:3 equal to the
value indicated for an ordinary beam, and for ratios between 1:1 and 1:3, that the
value is to be found by straight-line interpolation. The values thus obtained are
to be found in Fig. 32.
The above-described test on concrete beams resting on three?supports shows
that the internal lever arm is largely dependent on- crack formation. In all the
beams cracks appeared at midspan higher than in the case of Klingroth's test on
simply supported beams subjected to loads at the third points. Consequently, in
continuous beams the lever arm in the span can be assumed equal to that in a simply
supported beam and use made of the values shown in Fig. 32.'
Inclosure #71 to AFOIN-1A1
IR - 1861. - 57 31 October 1957
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A
'-;
;-*
?
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- ? s-----"z"`-?"."-, ? ?T???=,,V1-,:rtt---'7
1. Uniformly Distributed. Load
2. Load Applied at Third Points
3. Load Applied in the Center
1 limn/
ArdeAold
Wits1
2 kimdksier
Oneofrid0-
pumderno
3 fbmyllosi
1.0
7.
2 3
Span-depth ratio .Sciolo":?hdlonde
Fig. 32. Lever Arm of Internal Moments for Various
Conditions of loading, Span-Depth Ratios /A
[and Percentage of Reinforcementp].
z/irq= h/H
Inclosure 412 to APCIN-1A1
-
. .
IR - 1804 - 57 31 October 1957
-
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7.t:,.,-.7%;r.-71.Nr...,V5=VUMItrt-VORXWOliattepes.sesuial
Mettaiaithresgremr.r.....15
The proportioning of the reinforcement above the support (as in the
foregoing test) with 02 as I was designed under the assumption that- the center of
compression is located at approximately 17/20 to b/25 from the lower edge of the
beam and that the reinforcement at supports consists of two parts, 2/3 A1 and
1/3 Ai with 2/3 AJ located at the upper edge of the beam and 1/34 at a
distance of 2.5C *from:.the'lower edge. The value of the lever arm thus obtained
corresponds to Klingroth's value for a simply supported beam with load, applied at
midspan. As to the other value of Vh the value found in Fig. 32 can be used
in accordance with rules given in Fig. 36.
D. Moment Values at Various Support and. Loading Conditions
The above-described test on reinforced concrete beams supported on three
points shows that the relation between the moments at supports and, at midspan is
largely dependent on the manner in which the reinforcement is placed. If the
reinforcement at the supports is mainly near the upper edge (as was recommended in
the preceding section), then the moment at supports in a beam supported at three
points is considerably greater than if the reinforcement were provided on the basis
of strain distribution in a homogeneous uncracked beam. Consequently all too rigid
formulas for moments are out of place, especially in regard to the design of deep
beams. As the moment is highly susceptible to any displacement of points of supports,
this behavior should be reflected in the design.
On account of the extraordinary difficulties involved in calculating the
moments acting in continuous beams with unequal spans - even in beams of ordinary
depth - the following moment values are presented for general and frequently
-encountered cases fundamental in the analysis of support conditions.
mob sure #73 to AFCIN-1A1
IR - 1804 - 57 31 October 1957
_
?
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doir
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Y.
-
a. Continuous Beams on Multiple Supports with Equal Repeated Spans
In cases where the loading points are applied at midspan2 the moments at
supports and at midspan are equal to IV/52 as clearly seen from Fig. 33. These
moments are independent of the span-depth ratio 02.
In cases of uniformly distributed loads2 shown in Fig. 342 Lischinger's
calculations of the moment above the supports and at midspan (9*) were based on the
assumption derived from the theory of, elasticity. The summary of results drawn
from Dischinger's calculations is presented in Table 14.
At/
/1
Moment at
Support
Moment at
Nidspan
1
0.071
7/2
0.041
7/2
3/4
0.072
0.041
1/2
0.073
0.014.3.
Table 14. Moment at Support and Midnen Moment in
Continuous Beams on Multiple Supports and
Subjected. to Uniformly Distributed Load
Ecpkg/m or lb/ft] (Cii = 1/10)2 According
to Dischinger.
The deviation of the sum of moment values at
supports and in midspan from clIA/8 depends
on the spread of the support. '
Consequently v even in this loading case the moment is practically independent
of the ratio . Therefore there is reason to assume that the distribution of the.
moment under other loading conditions for continuous beams resting on multiple
supports with a uniform load and with equal repeated spans will also be independent
of the ratio At./// .
b. Beam Resting on Three Supports with ?pans of Equal Value
The loading case examined in the test is shown in Fig. 35: the load was
applied at the 'third points; the moment at support is approximately 80 to 90 percent
*(See Bibliography]
Idelosure i74 to AFCIN-1A1 IR - 1804 - 57 31 October 1957
-
,
I a
? ? - ,-14 ? ?
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
-
.Ddit_tmakara....artrerric....1,74.--20
Fig. 33 - Continuous Beam Resting
on Multiple Supports.
Point of Load in
Midapan
Fig. 34 - Continuous Beam Resting
on Multiple Supports.
Uniformly Distributed
Load
Fig. 35 - Continuous Beam
on Three Supports
as in the Concrete
Test
Inclosure #75 to AFCIN-1A1
IR - 1804 - 57
31 October 1957
41f4',
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of the center moment in the span. (The moment at support = -0.20/D/ ; the midspan
moment = +0.23P1 ). In beams of ordinary depth, the moment at supports
-0.33 P1 and the midspanimament = +0.17F1 In the photoelastic test, the value
for the moment at supports was very low for the homogeneous uncradked beams, while
the cracked and reinforced beams gave almost the same distribution of moments as
in the concrete test. The spread of the support is an important factor in local
compression above the support, and consequently in the moment distribution. This is
spread of support
evident from the fact that when the ratio
span
1/10 and 12// = 1, the
compressive stress above the center support is of the same magnitude as the midspan
deflection in a simply supported beam.
It is also obvious that the bending resistance of a supporting column is an
important factor in distributing the moment. There is no Justification for analyz-
ing the effect of the spread of supports and the elastic deflection for every case
that comes up in practice.* Instead, the design should. be made on the basis of
safe values for span and support moments and on estimates of the effects of support
displacements which can be both of an elastic and of a constant nature.
The midspan moment in a beam on three supports with a ratio 12/Z = 1 is taken
as equal to the midspan moment in a simply supported beam, and the moment at supports
equal to the support moment in a fixed beam of ordinary depth. The midspan moment .
? fA4
varies in a straight line from a value at k/7 = 1 to that at /3,/i= 1/3, which is
valid for a beam of ordinary depth,
*One should, however, take into account the effect of the spread of the support in
.levelling off the peak 'support moments.
Inclosure #16 to AFCIN-1A1
IR,- 1804 - 57 ? 31 October 1957 -
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????????????????
The recommendations previously referred to for the design and area of rein-
forcement required under typical conditions of loading are to be found in Fig. 36.
It gives the reinforcement in a continuous beam (Fig. 36-a and b), including shear
reinforcement. At the supports where the beam is simply supported (for end supports
'see Fig.- 36-c and d) the shear reinforcement is not shown. In these portions the
reinforcement should be provided in accordance with recommendations given in
Section 2B. The formulas have a validity for the ordinary values of the ratio
1 where CA '?-? 0.2.
Inclosure #77 to APVIN
_
IR =- 1804 57 31 October 1957
dc
4
npriacsified in Part- Sanitized Copy Approved forRelease2013/02/25 : CIA-RDP81-01043R001600080008-4
Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
-4'
b-Ase
b?cesh
\4sha
1 1-
011
2?C
10.45c ?
414 &baulk'
Ap Ahe
e0-i9
,(42b)
#(- en1f432
prepungllod
"%len
Fig. 36-a - Point of Load Applied in Midspan
of a Continuous Beam on Multiple
Supports
11111111111111111111111111111111111111
0,5h bb 0.25 b
uJ
%A
? 754_
45
411.1.
Air
12
A
/117 6;?117/ h
A ? -
13 6-744 (;)2b)
K - en/ fig 32 fir
loiffs1 fircielod km/
- ent /432 fir
pun'/los/ /*
Fig. 36-h -Uniformly Distributed Load in a
Continuous Beam on Multiple
Supports
Inclo sure #78 to AFCIN-1A1
e
IR - 1804 - 57
di tin
. All e
in steel
K- as in Fig. 32
for center load
Allowed, unit stress
in steel
K- as in Fig. 32 .for
uniformly distributed
load
- as in Fig. 32 for
center load
31 October 1957
11
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?46..
?
.41
Apts4
54_92MW
)4A,
45)
-
14
1.1.41101
A . P(if 44
^/1 6A1(f.# # az 4) K - Cod fif 32
firpwrdier.il
A . .truwen
4:04,4 # 42 bj) -
Fig. 36-c - Point of load Applied in Midspen
of a Beam on Three Supports
A ? = t24)
61 (f.4 0. 0,2z)
A gqiyo,ms- 4 or7529
If
M- enkq/ itiq 32
fJrpunH//Gs/
g -col* lig 32
firfirmt/ firers/ad
/as/
Fig. 36-d. - Uniformly Distributed Load, in a
Beam on Three Supports
?,,Agesre...1.41\RARSzaw.
I;?nag Allowed unit
stress in steel
as in Fig. 32 for
center load
dine Allowed, unit
strees in steel
K - as in Fig. 32 for
center load
tc!. as in Fig. 32 for
uniformly distributed
load.
FIG. 36 - REQUIRED REEENFORCEMENT AND AREA UNDER SEVERAL TYPICAL CONDITIONS
OF LOADING. RANGE OF VALIDITY: 3 >1/h )1
Inclo sure #79 to AFOIN-1A1
IR - 1804 - 57
31 October 1957
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25: CIA-RDP81-01043R001600080008-4
BIBLIOGRAPHY
The most outstanding works on the theory of elasticity:
1. H. Craemer: "Spannungen in hohen, wandarti en Ti,-ern under besonderer
BeraCksichtigss des Eisenbeton - Bunkerbauer. - Stresses
in wall-like (deep narrow) supporting beam with special
emphasis on RC bunker construction). Bericht fter die II.
Internationale Tagung fur Br(Ickenbau und Hochbau, S. 706.
Julius Springers Verlag, Wien, 1929.
2. H. Craemer: "SpannungtEla_wandartigen Tr ern bei feldweise wechselnder
Belastuu." --(Stresses in wall-like deep narrowl?ETIFFR-Eg
beams with varying loading in different spans). Zeitschrift
gdr angewandte Mathematik und Mechnnik? 1930, Bd. 10, H. 3.
3. H. Craemer: " ?annun en in durchlaufenden Scheiben bei Vollbelastung
sAmtlicher Felder." Stresses in continuous slabs wit all
spans fully loaded). Beton und Eisen, 1933, S. 233.
4. F. Bleich: "Der gerade Stab mit Rechteckquerschnitt als etenes Problem."
Straight bar with rectangular cross section considered as a
two-dimensional problem). Der Bauingenieur, 1923, S. 255.
5. L.N.G. .lon: "On the Approximate Solution of the BendiN of a rje.alf
ectarross-sectio_nz_z_UnderanSstemofLoad.'
Phil. Transactions of the Royal Society, London, 1903.
Vol. 201, Series AL, p. 63.
6. Th. v. Karman: "&er die Grundlagen der Balken-Theorie." (The principles
of the theory of beams . Abh..ans dem Aerodynamischen
Inst. der Techn. Hochschule, Aachen: H. 7, 1927.
7. F. R. Seewald: "Die Spannungen und FormAnderungen von Balken mit rechteckigems
Querschnitt." (Stresses and deformations in beams with
rectangular cross-section). Ahh. aus d. Aerodyn. Inst. der
Technischen.Hochschule, Aachen, 1927.
Works concerning rules for proportioning RC deep beams:
8. H. Bay: "Veber den iannun szustand in hohen ern und die Bewehrung von
EisenbetontragwAnden." On stress conditions in deep supporting
teams and the reinforcement of RC load-bearing walls). Konrad'
Wittwers Verlag, Stuttgart, 1931.
9. F. rischingern: "Die Ermittlung der Eisenanl en in- wandarti en TrAgern"
1Calcu1ation of reinforcement in wall-like(deep narrow)
supporting beams). Beton and. Eisen, h. 15, 1933, S. 267
Inclosure 480 to AFCIN-1A1
IR - 1804 - 57 31 October 1957
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Declassified in Part - Sanitized Copy Approved for Release 2013/02/25 : CIA-RDP81-01043R001600080008-4
44:71"
,
Valuable abstracts:
10. W. Petry:
U. P. Nemenyi:
12. H. Creemer:
"Scheiben und Schalen im Eisenbetonbau." (Slabs and shells in
RC construction). Int. Ver. f. Bruckenbau und Hochbau,
Vorbericht 1932, S. 267.
"Schalenaund Scheibenkonstrdktionen." (Shell and slab
construction). Byggningstatiske Meddelelser, Nov. 1934.
"Der beutige Stand der Theorie der Scheiben-Trand
Faltwerke. in Eisenbeton.a- (Present state of the theory-
of RC slab-beams and folded slab construction). Beton
und Eisen, 1937, h. 16.
13. H. Bay: "nDerfgjlufK_j=121g2Et/adaKgmge_TF_4ger_iqStadium II." (Simply
SUPPOrtii?ilid'aillik6-a64,-iiii6i)-Eii-ITETTO-I1). Der
Bauingenieur, 1939, S. 375.
14. O. Graf, E. Brenner, and H. Bay: "Versuche mit einem wandarti en Tr r
aus Stahlbeton." (pests on a wall-like deep narrow beam of
RC). Deutsdher Augschuss f?r Stahibeton H. 99, Wilhelm Ernst &
Sohns Verlag, Berlin 1943.
15.. H. Klingroth: "Versuche an StsMbetontraganden und deren Auswertung."
(pests on RC load-bearing walls and their calculation).
-Beton und Eisen, 1942, S. 91.
,\
Inclosure i81 to AFCIN-1A1
IR - 1804 - 57 31 October 1957
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