JPRS ID: 9660 TRANSLATION HANDKBOOK FOR DESIGNING BUILDING COMPONENTS FOR CIVIL DEFENSE SHELTERS BY V.F. BARANOV, ET AL

• Document Type: CREST
• Collection: JPRS
• Document Number (FOIA) /ESDN (CREST): CIA-RDP82-00850R000300100023-2
• Release Decision: RIF
• Original Classification: U
• Document Page Count: 250
• Document Creation Date: November 1, 2016
• Sequence Number: 23
• Content Type: REPORTS

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE UNLY
JPRS L/9660
- 14 April 1981
Translation
_ HANDBOOK FOR DESIGNlNG BUILDING
~
COMPONENTS FOR C-IVIL DEFENSE SHELTERS
By
V.F. Baranov, et at.
IFBIS_l FOREICN BROADCAST INFORMATION SERVICE
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
NOTE
JPRS publications contain information pricnarily from foreign
newspapers, periodicals and books, but also from news agency
transmissions and broadcasts. Materials from foreign-language
sources are translated; those from E:zglish-language suurces
are transcribed or reprinted, with the origirwl phrasing and
other characteristics retained.
Headlines, editorial reports, and material enclosed in bracke6's
are supplied by JPRS. Processing indicators such as [TextJ
or [Excerpt] in the first line of each item, or following the
last line of a brief, indicate how the original information was
processed. Where no processing indicator is given, the infor-
mation was summarized or extracted.
Unfamiliar names rendered phonetically or transliteratad are
enclosed in parentheses. Words or names preceded by a ques-
tion mark and enclosed in parentheses were not clear in the
original but have been supplied as appropxiate in context.
Other unattributed parenthetical notes with in the body of an
item originate with the source. Ti.mes within items are as
given by source.
The contents of this publication in no way represent the poli-
cies, views or attitudes of the U.S. Government.
- COPYRIGHT LA4:S AND REGULATIONS GOVERNING OWNERSHIP OF
MATERIALS REPRODUCED HEREIN REQUIRE THAT DISSEMINATION
- OF THIS PJBLICATION BE RESTRICTED FOR OFFICIAL USy ONLY.
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
JPRS L/9660
14 April 1981
HANDBOOK FOR DESIGNING BUILDING
COMPONENTS FOR CIVIL DEfFENSE SHELTERS
' Moscow RUKOVODSTVO PO PROYEKTIROVANIYU STROITEL'NYKH KONSTFtUKTSIY
UBEZHISHCH GRAZHDANSKOY OBORONY in Russian 1974 (signed to press
~ 14 Oct 74) pp 1-300
i (Translation of "Handbook for Designing Building Components for Civil
Defense Shelters" by V.F. Baranov, et al, of the Central Scientific
Research and Experimental Design Institute of Industrial Buildings
and Structures of USSR Gosstroy, Stroyizdat, Moscow, 1974, 20,500
copies, 300 pages, UDC 699.852.001.21
I
,
I CONTENTS

~
~
~ Annotation. I
I
. . . . . . . . . . . . . . . . ~ o . o . . . . . . . . . o .
I - ~ Foreword . . . . . . . . . . . . ~ . . . . . . . o o . o . . . . . . . . . 2
~
1. Basic Provisions .............a..,........o.o....oooooooo....o........ 3
~i Placemen*_ of Shelters .......oo............oa,oooo,o 19
! 2. Space-Planning and Design Decisions ........oo,o,o,oo........ooa..ooo0 25
~ Primary Spaces ....o.......o.o.o............oooooavoooo.....ooooooo.o0 26
' Auxiliary Spaces . . . . . . . e .vooooo............o.oo...o..........ooo..oo. 31
' Protected Entrances and Exits ..............o,,,,..,o........a.o....,. 36
' Design Decisions ..........o.oo..o........o..oooo..o.o4..o..o....... 49
Waterproofing and Sealing .,,,.............o 6$
3. Calculation of Components oooo ..............ooo � o,.......o.......ooo. 81
Loads and Their Combina.tions ..o,,,,o,,...e........... o,. 81
Dyna.mic Loads from Shock Wave o .............o,.,,,,oo..... 82
Equivalent St3t1C LO$dS 101
- Materials and Their Estimated Performance .......,,,o ...............o, 112
Basic Design Provisions .....................o....,,a,.o.....o.ooooo,. 118
- a -
FOR OFFICIAL USE ONLY
[I - USSR - G FOUO]
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
4. Methods of Determining Dynamic-Response Factors and Calculation
~ of Flements of Overriead Cover ..........oo.oooooooo.....oooo.ooooo0000000
136
Calculation of Hinged-Bearing Beam for First Limiting State (Case lb)
136
Calculation of Hinged-Bearing Beam for First Limiting State (Case la) ,a.
140
Calculation for Case lb of a Beam with Both Ends Fixed and Frame
Elements with Ends Fastened in Rigid Joints .........oooooooooo.....o.o
145
Calculation for Case la of Beam x,tith Botn Ends Fixed and Frame
Elements with Ends Fastened i-n Rigid Joints .........o.ooooo0000.00o0o0
151
Calculation for Case Ib of Beam raith Fixed End and Iiinged-Bearing End a�
155
Calculation for Ca.se 1a of Beam wit.h Fixed End and Hinged-Bearing End ,o0
155
Calculation of Continuous Beams with End Swing Supports ...oooooo.ooa-oo
156
Calculation of Rectangular Slabs ..........ooo.........ooooo000000.000000
'_58
Appendix 1. Basic Characteristics of Airtight and Airtight-Blast
Doors, Gates and Shutters for Protective Civil Defense
- Structures ......ooao..........oaooooo.ooaoooooo..........o0
165
Appendix 2. Methodology for Determining Cost Indicators of Basic
- Structural Elements of CD Shelters .,o� a� oo,o,o,.o,,,oooooooo, 167
Appendix 3. Determination of Vertical Displacements of Structure with
Respect to the Ground ................oo,...............,....,.. 184
Appendix 4. Determ:ination of Overpressure in Shock Front and the
Effective Time of Action in Explosion of Gas-Air Mixtures ..,,a4 186
Annendix 5. Equivalent Static Loads from Effect of Inertial Forces on
Internal Components and Devices for Fastening Internal
Shelter Equipment 190
Appendix 6. Determina.tion of Optimum Percentage of Reinforcement 195
Appendix 7. Charts for Determining Dyna.mic-Response Factors 197
Appendix Sample Calculation of Basic Elements of Freestanding
- Buried Protective Structure .....................o:.o......,.o.o0 230
- - b -
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
ANNOTATION
[Text]. Comoiled to develop the "Instructions for Designing Civil Befense Shelters"
(SN [Construction Standard] 405-70). Contains basic provisions and materials for
location, planning, design and calculation of supporting and protective structures
of built-in and freestandingl shelters combined with areas used in peacetime for
_ needs of the national economy.
_ Intended for designers drawing up standard and individual shelter designs, -
workers of civil defense staffs,and specialists engaged in appraisal and accept- '
ance of these designs.
1. [Here and elsewhere, used in translating Russian expression "shelter standin.o
apart"]
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
FORE[dORD
The Handbook was drawn up by TsNllpromzdaniy [Central Scientific Research and
Experimental Design Institute of Indiistrial Buildings and Structures] of USSR
Gosstroy and the USSR Ministry of Defense with the participation of Workshup No
18 of MosproyCkt-1 and certain other design organizations.
- The Handbook inclLdes three chapters of SN 405-70, the text of which is denoted
by a vertical line in theleft-hand margin. Critical remarks and suggestions
- which arose in the proc ess of designing shelters, and USSR Gosstroy decrees on
amending individual pa ragraphs of SN 405-70, were considered in compiling the
Handbook.
Explanations are given for each paragraph of the Instructions which give a justi-
fication and recommendations on the procedure for using these instructions, as are
additional data on space planning and design decisions and on calculating struc-
tures for a dynamic lo ad from a shock wave. Handbook materials are illustrated
- with examples of solut ions and calculations with corresponding drawings, dia-
grams and charts. In some inst3nces the numbering of f igures, tables and formu-
las is dual--numbers corresponding to the SN 405-70 Instructions are given in
parentheses.
Participating in compilation of the Handbook were: architect V. F. Baranov, engi-
neers S. A. Lokhov and L. M. Korshakt, Doctor of Technical Sciences M. P.
Tsivilev, candidates of technical sciences V. I. Morozov, S. B. Rastorguyev,
P. I. Yartsev, V. I. Ganushkiti, M. D. Bodanskiy, A. I. Kostin and V. P. Krysin.
and Engineer D. V. Myl'nikova.
You are requested to setid critical remarks and suggestions on tYie tiandbook to
l-lie address: 127238, Moscow, Ilmitrovskoye shosse 60b, TsNllpromzdaniy.
2
- ..C,� n?,nV
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
1. BASIC FROVISIONS
1.1. These Instructions extend to the designing of spaces located in basement
levels of production and auxiliary buil3ings of industrial enterprises, resi-
dences and public buildings as well as in buried, freestanding structures
intended in peacetime for needs of the national economy and adaptable in wartime
for the protection of workers and employees (or working shif ts) against the
injurious effects of nuclear weapons, toxic chemical agents and biological war-
- fare agents.
Notes: 1. For the sake of brevity, the text of the Instruct ions subsequently
will designate as "snelters" spaces located in basement levels of buildings and
_ buried, freestanding structures intended in peacetime for needs of the national
_ economy and adaptable in wartime for protection of people sheltered therein
against the injurious effects of nuclear weapons, toxic chemical agents and bio-
logical warfare agents.
2. In addition to the recommendations and requirements set f orth in these
Instructions, requirements of appropriate chapters of the SNiP [Construction
- Standards and Specifications] and other standardizing documen ts approved and
,coordinated by USSR Gosstroy should be followed in designing spaces adaptable as
ishelters.
For Paragraph I.I. In those instances where buildings us e d for needs of the
national economy lack basement levels, a portion of the spaces should be designed
to be buried and adapted as shelters with observance of all r equirements of SNiP
chapters and other standardizing documents, and in conformity witl- requirements
of the SN 405-70 Instructions.
1.2. In designing spaces adaptable as shelters, provisions should be made for
- the most progressive space-planning and design decisions allowing a reduction in
structural weight, expenditure of materials and construction costs and an improve-
ment in the technical and economic indicators of the projects as a whole. The
dimensions of the spaces should be set at the minimum ensuring fulfillment of
'requirements for use of those spaces in peacetime for the needs of the national
economy and as shelters in wartime. In choosing components and finishing
materials, a cost effectiveness analysis of their use should be performed for each construction project, with consideration of the avaa.lability of appropriate
_ production racilities and material resources. -
3
FOR OFFICIAL USE ONLY
~

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
For Paragraph 1.2. Particular attention must be given to reducing the area of
spaces for sheltered persons and for internal engineering and technical equip-
ment to the limit of permissi.ble standards with the use of the simplest arrange-
~ ments and small-size units, and to the need for using this equipment for produc-
tion needs in peacetime without disassembly.
In drawing up plans for adapting spaces as civil defense shelters, an attempt
also should be made to simplify engineering decisions in order to create condi-
tions for a reduction in time periods and in construction costs.
1.3. As a rule, spaces adaptable as shelters should be designed to be built
into basement levels of buildings and structures with a degree of fire resistance
of I or H. The design of such spaces as freestanding buried structures is per-
~ mitted when there is no opportunity to install built-in shelters.
iDesigning of freestanding buried or semiburied shelters also is permitted under
diff icult hydrogeological conditions when their estimated cost will be less than
the cost of built--in shelters, and when the construction of these shelters will
not entail a complication in the accommodation of other projects of the enter-
prise master plan.
Shelters are divided into classes according to SN 405-70 based on their degree of
pro tection.
For Paragraph 1.3. A built-in shelter is a structure intended for protection of
people and accommodated in the basement or semibasement level of an administra-
tive services, production or auxiliary buildiag, as well as of a residence or
public building located next to the enterprise grounds.
Built-in shelters can be designed under the entire building or under a certain
part (Fig. 1). Entrances, emergency exits, air intakes, and exhaust ducts may
project beyond the limits of the building.
A f reestanding shelter is a structure intended for protection of people, erected
on a sectoi of an industxial enterprise which has no buildings, buried fully or
partially in the ground and covered on top and on the sides with sail (Fig. 2).
~ The sCatement o n the preferability of using built-in shelters is explained as
follows:
As a rule, the cost of a built-in shelter is lesa than that of a f reestanding
- shelter;
Connection of the shelter with production spaces is most convenient, providing
conditions and the opportunity for the workers to fill it rapidly;
Built-in shelters do not take up industrial grounds, which ensures their most
rational use in peacetime and does not detract from the technical and economic
indicators of the master plan.
1.4. The basis for a design of spaces adaptable as shelters must be the elabora-
_ tion of space-planning decisions of spaces intended for the needs of the
inational economy, in conformity with requirements of chapters of SNiP, Part II,
4-5
.......r�T eT T1cLI fIATT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
1
1-.I
~ Fig. 1. Built-in shelter ir, an administrative
j services building:
~ 1. Entrance No 1
2. Entrance No 2
3. Air intakes
, 4. Exhaust blower cap
"Construction Design Standards," supplemented by necessary design, space-planning
and other decisions, for the purpose of adapting spaces as shelters in conformity
with the requiremen ts of SN 405-70.
Shelter design should begin by determining the make-up of spaces which must be
accommodated in the protected part of a building basement or in a buried or semi-
buried freestanding shelter and intended for normal operation in peacetime. The
area of these spaces must not exceed the area needed for a shelter under standards
envisaged by these Instructions.
~
6
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
T z I

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-00850R000300144423-2
FOR OFFICIAL USE ONLY
At le st 1CQCM
~
~
b) o At leas t,+OOcM '
r
Fig. 2. Freestanding Shelter:
a. Fully buried
b. Semiburied
Space-planning decisions f or these spaces subsequently must be supplemented with
decisions of bearing components and engineering-technical equipment made in
accordance with requirements pl.aced on shelters.
For Paragraph 1.4. The supplementary decisions not covered by the SNiP require-
ments or by other valid normative documents determining the make-up and design
decisions of spaces to be used in peacetime include the following:
Installation and reinforcement of supporting and protective components providing
protection against injurious effects of a nuclear burst and firesfor sheltered
persons;
Installation of protected entrances, fore airlocks, airlocks, airlock-sluices,
and emer.gency exits;
- Installation of bunks or benches for accommodatin_a, sheltered persons;
Pressurization of shelters and the supply of clean air to persons therein under
all air-supply conditions;
Installation of supplementary toilets, containers for storing emergency supplies
of potable and recycled water, conr_airiers for emergency collection of drainage
water, and protected stand-by sources of electrical power;
Installation of protected caps;
Structural arrangements at entrances to engineering lines.
Standard, industrially manufactured components as well as small standardized
equipment must be used to the maximum possiblE extent in designing these installa-
tions.
The design of spaces and equipment not to be used in peacetime must be in conform-
ity with SN 405-70 or other valid normat--ve documents which take account of the
features of periodic and short-term use of shelter spaces and equipment.
7
r,nn nVL+Tl-TAT TiqF nNj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
; 1.5. The following spaces, accommodated in basement levels and buried structures,
should be used as shelters:
Petsonal services rooms (cloakrooms for personal and working clothing with showers
and washrooms, smoking rooms, storerooms);
Cultural atid personal services rooms (reading rooms, lounges, technical training
rooms);
Production spaces in which manufacturing processes are carried out which are not
accompanied by the release of harmful liquids, vapors and gases dangerous to
people, which require no natural illumination, and which accommodate production
fall into to categories P and,R in fire danger;
Pedestrian and ;.ransportation tunnels, rooms for on-duty f itters, electricians
and repair teams;
~ Passenger vehicle garages (only in the form of f reestanding structures);
Warehouse spaces for storage of noncombustible materials;
Trade and public nourishment spaces (stores, dining rooms, canteens, coffeehouses,
~ milk distribution points);
Sports facilities (shooting galleries and rooms f or athletic activities not
i requiring natural illumination);
~ Combines for everyday services to the populace, ZhEK [housing and housing-
maintenance] offices and workshops, receiving stations for renting housewares,
; shoe and clothing repair shops and so on.
otes: 1. In addition to the list provided in Paragraph 1.5, USSR ministries
nd departments can establish sector lists of spaces adaptable as shelters in
oordination with the USSR Ministry of Health, the USSR MVD [Ministry of Internal _
ffairs] GUPO [Main Administration for Fire Protectio:.], the USSR Civil Defense
taff and the USSR Gosgortekhnadzor [exact expansion unknown].
i2. It is permissible to use warehouse spaces for storage of noncombustible
materials as shelters in those in~tances where th ere is no opportunity to use
~other spaces for these purposes.
For Paragraph 1.5. Design practice indicates that cultural and F2rsonal services
spaces, personal services rooms, and pedestrian tunnels intended for the passage
of a small number of people are most suitable for outfitting shelters therein.
The advantages of these spaces is that they lack means of transportation, they
are accessible at any time and can be designed to be of low height with use of a
small bay size without detriment to their use in peacetime.
� When using warehouse spaces as shelters, consideration must be given to the fact
that these spaces are permitted to store only noncombustible (nonflammable and
nonexplosive) materials, there must be physical liability for the safekeeping of
stored material, entrances as a rule must be from the enterprise grounds, and
their size h,as to permit the use of appropriate means of inechanization for load-
ing and unloading the warehouse.
8
FOR OFFICIAL USE ON1,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Dining rooms,warehouse spaces and technical spaces in public nourishmentfacilities
(dining rooms,canteens, coffeehouses) can be used for accommodating people to be
sheltered.
Trade and personal serviees spaces, offices, workshops, ZhEK and so on, located in
a city building in the immediate vicinity of an enterprise, should be adapted as
shelters in those instances where it is impossible *_o accommodate protective
structures on the enterprise grounds.
The need may arise to preserve production activities in some of the enumerated
spaces in enterprises functioning in wartime. Such spaces may include personal
- services rooms, certain production and warehouse spaces, rooms for on-duty fitters,
_ electricians, repair teams and so on. Space-planning decisions for shelters in
these spaces should be worked out with consideration of the accommodation of
sheltered persons without dismantling of equipment and without removal of the
rninimum materials necessary for production activities.
The preduction work of such spaces as trade and sports facilities, housewares
_ rental points, shoe and clothing repair shops and others ceases in wartime and
- the equipment not being used when these spaces function as shelters can be removtd
_ when necessary.
� The space-planning decisions for a cloakroom with shower, a tool warehouse and a
store adaptable as shelters are given as an example in figures 3-8.
A c.loakroom with shower room (Fig. 3 and 4) is designed in the basement of a four-
story administrative services building to be serviced by a working shift of 180
- persons.
The cloakroom is equipped with double lockers for street and house clothing,
shower units, and single lockers for work clothing. With the facility's simul-
taneous use for services and as a shelter, the lockers for storage of street,
house and work clothing are replaced with benches. This decision permits the use
of the cloakroom with shower as a shelter without halting the production process.
A similar decision was made for the tool storeroom (Fig. 5 and 6), also located
in the basement of an administrative services building. The design and placement
of shelves in the storer o om and outfitting of the storage area is calculated for
the accommodation of sheltered persons without dismantling the equipment. This
permits combining the purpose of the facility for the needs of the national
economy and for sheltering the work shifts.
" A store with eight work. stations (Fig. 7 and 8) is designed in the buried portion
of a freestanding building of a trade and public dining enterprise. A combination
coffeehouse and d ining room islocated in the above-ground portion.
The design envisages cessation of the store's production activi.ties in a special
period and dismantling of a portion of the equipment. Compressors in the machine
room, evaporator batteries in the refrigeration room, and the refrigerated and
- low-temperature counters are not dismantled.
9
r.11.. .-rnT AT TTCL' ()MT V
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
0
e
~
0
0
~o
3600
Legend : .
-r-,-l
Lockers for street, house and work
clothing
Mmm - Footbaths
Fig.
3. A design decisioii for cloakroom with shower room in
building basement:
1.
-loakroom for street and house clothing with
180 double
lockers
2.
Cloakroom for work clothing with 180 single
lockers
3.
Shower room
4.
Dressing room in front of shower room
5.
Women's toilet
5a.
Men's toilet
6.
F'VK [filter-ventilation chamber]
7.
Diesel generator raom
8.
Hair drying and small repairs room
9.
Clean clothing closets
10.
Dirty clothing closets
11.
Container roam
12.
Staff room
13.
Stock room
14.
Entrance No 1
15.
Entrance No 2
16.
Entrance No 3(emergency exit)
17.
Panel room
18.
GSM [fuels and lubricants] storeroom
10
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
0
0
0
~
b ~
~
I -
b 1
b ~
Legend:
3600
Fig. 4. A design decisiou for 850-person shelter combined
with cloakroom and shower room
1-4; 8. Spaces for accommodation of sheltered persons
5. Women's toilet
5a. Men's toilet
6. FVK
7. Diesel generator room
9. Clean clothing closet
10. Dirty clothing closet
11, 12. Control post
13. Sluice ctiambers [stilyuzovyye kamery]
14. Entrance No 1
15. Entrance No 2
16. Entrance No 3(emergency exit)
17. Panel room
18. GSM storeroom
11
..r++'+TnT AT TTCL` r1ATT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
~ - Places for sitting
~ - Places for lying down

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
1?
- l0 /4 9a 6 2 7
~
- I 3
g 8
_ 4
a a..c aa r sa : 0
SQ �
O
~ Legend:
i C~- Shelves
j CEM- Storage places
Fig. 5. A design deci.sion for central tool storage in building
' basement
i
i 1. Storage space
~ 2. Tool storage
~ 3. FVK
~ 4. Diesel generator room
, S. Women's toilet
' Sa. Men's toilet
' 6. Closet
7. Storage office
8. Inclined ramp
9. Airloct:-sluice [tambur-shlyuz]
_ 9a. Airlock itambur]
10. Panel room
11. GSM storeruom
12. Entrance No 1
13. Entrance No 2(emergency exit)
14. Rag storage _
12
FOR OFFICIAL USE ONTY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY ~
3600 -
I � jDO I
f? `
. ~ .
? 7 .
00 ~ L
~o
9-- g -
0 5
~o ~
4- - -
vQ
,M
o
_
,o
9a
Legend: f3
o- Place fo: sitting
- Mg;- Place for lying down
Fig. 6. A design decision for 900-person shelter combined with tool storage
1, 2, 6. Spaces for accommodating sheltered persons
3. FVK
4. Diesel generator room
5. Women's toilet
5a. Men's toilet
7. Control post
8. Inclined ramp
9. Inclined ramp sluice
9a. Airlock
10. Panel room
11. GSM storeroom
12. Entrance No 1
13. Entrance No 2(emergency exit) -
14. Sluice chambers
13
- - ^ - - *+TnT AT TTCF ()NT,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
re ~i
r9
~ ~4
.0
~ 22 23

17
9 10 11 12
o
I
i
~577
~
.
~
'
. . . . .
Aq Aa '6 B Z '
~
6 4
� ot
IS
1
~
~
16 '
bl
~
1 6000 1 ~ ~ 6uou
~ d0000
Fig. 7. A design decision for store in buried portion
of building
1. Sales room
2. Preparation of goods for sale
3. Meat refrigerator
4. Vegetable room
5. Fish refrigerator
6. Cold chamber airlock
7. Ventilation plant
8. Women`s cloakroom
9. Cloakroom for outer clothing
10. Administrative storeroom .
11. I'ish storeroam -
12. Electric panel room
13. Airlock
14. Stairs
15. Cloakroom for special sanitary work clothing
16. Linen room
17. Men's cloakroom
18. Pump room
19. Heating station
20. Engine room
21. Reception room
22. Washroom
23. Vestibule
24. Vegetable storage
25. Packaging room
26. Heat curtain room -
27. Engine room for refrigeration chambers
14
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
c
�c
~
I
I
rd
� ?5
7f
10 ~ 24
~ ?d
~
ro
!3 12 ~ ~ .
n
.17~' 9
J
J ~6
uIJ~
2 j
J
6

15
5
76
~
y
7
76
~
-
.
~ /J�
0 0
_ _.._a.~.
i.
E00o 6000 ~
Legend:
Place for sitting 5==Z_ Refrigerated and low-
temperature counters
mm-Place for lying down o- Evaporation battery
= - Compressor
Fig. 8. A design decision for 600-person shelter
combined with store
1-6, 8-11, 16, 27. Spaces for accommodating
sheltered persons
7. FVK
12. Panel room
- 13. Airlock-sluice
14. Shelter entrance
15. Women's toilet
17. Men's toilet
26. Heat curtain room
28. Emergency exit
18-25. See Fig. 7.
15
- - *+TnT AT r.cc nur.v
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
The activity of the coffehouse-dining room does not have to be halted.
1.6. In designing spaces adaptable as shelters, it is author:ized, based on condi-
tions of their peacetime use, to install in protective structures the necessary
_ ind ustrial openings f itted with appropriate protective devices.
- The conversion of spaces used in peacetime to a shelter regime should be planned
for a short period of time (in conformity with SN 405-70).
For Paragraph 1.6. The size of.Cizdtistrial openings depends on the purpose of the
facility. Fixed ramps and openings can be made in walls of garages and storage
facilities for the entrance and exit of vehicles, forklifts, power trucks and
battery-operated trucks. Openings for loading stored materials using conveyors
and worm feeders also can be planned in storage facilities.
Openings for the loading and unloading of freight using elevators or cranes can be
; planned in stores, din ing roomsand warehouses.
; Industrial openings can be protected by using standard airti.ght-blast or airtight
doors, shutters, gates or seals, and by installing a prop wall on the outer side
~ out of previously prepared reinforced concrete or metal elements. It is prefer-
able to employ doors, shutters, gates or seals in choosing protective devices for
; i nd u strialopenings, inasmuch as this provides an opportunity to make the shelter
~ combat-ready faster. The product list and design of protective devices for indus-
~ trial openings are given in Appendix 1(3) and in Fig. 49.
1.7. In designing facilities which will be occupied by fixed equipment, disman-
tling of the latter is not envisaged in converting to the shelter regime. As a
rule, the area occupied by this equipment should not exceed 40 percent of the
facility's total area. In case the fixed equipment occupies more than 40 percent
of the facility area, its use as a shelter is authorized only with the appropriate
f.c:asibility study. .
For Paragraph 1.7. In each specific instance, for the purpose of rational use of
the total protected area of spaces adaptable as shelters, it is necessary to
decide the question of the possibility of using or adapting certain kinds of non-
dismantled equipment for accommodating the sheltered persons. Only equipment
which cannot be used for accommodating sheltered persons should bC included with
the fixed ciondismcintledequipment which should not occupy over 40percentof the
total protected area of a facility.
1.$. The capacity of f acilities adaptable as shelters is determined by the sum
of places for sitting (in the lst tier) and lying down (in the 2d and 3d tiers)
and as a rule is accepted at no less than 150 persons. The designing of shelters -
holdinF; 50-100 persons is permitted with the appropriate Feasibility study
[tekhnik_o-ekonomicheskoye obosnovaniye]. ~
Note. 'lhe designing of ShelCers holding 20-40 persons is permitted in exceptional
cases by authority of USSR ministries and departments and is accomplished in con-
formity with specifications approved under established procedures. -
16
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
For Paragraph 1.8. In designing facilities adaptable as shelters, it should be
- borne in mind that the proportionate cost of large-capacity structures is con-
siderably less than for small-capacity structures, and that they can be used more
effectively for national economic needs.
The power supply can be provided more reliably in large shelters inasmuch as it r
becomes economically permissible to install protected diesel-electric power plants
- (DES) in them.
Shelters holding fewer than 100 persons are especially unprofitable economically,
inasmuch as the cost of such structural elements as entrances, emergency exits and
airlocks provides for a substantial cost increase of the shelter as a whole. In
addition, in a majority of instances the spaces of small-capacity shelters cannot
be used effectively for national economic needs.
1.9. The task of designing spaces adaptable as shelters is a component part of
the task of designing new enterprises, buildings and structures and reconstructing
existing ones.
The class of shelter should be indicated in the design task in conformity with
SN 405-70. The stages in designing built-in facilities adaptable as shelters should be estab-
lished in conformity with the "Provisional Instruction on Drawing up Plans and
Estimates for Industrial Construction (SN 202-69) and the "Provisional Instruc-
tion on Drawing up Plans and Estimates for Civilian Housing Construction"
- (SN 401-69).
The drafting of standard plans for freestanding facilities adaptable as shelters
as well as standard design decisions must be done in two stages. The designing
of structures using standard plans must be done in one stage.
Materials of the engineering plans are part of the plans of the aforementioned
enterprises, buildings and structures and are made up in the form of an independent
section.
Blueprints are published according to established procedures.
- For Paragraph 1.9. The portion of the design task concerning shelters indicates:
The instructions and directions serving as the basis of the requirements for con- -
struction of shelters;
The maximum possible working shift of the enterprise and its allocation to shops,
buildings and structures;
The description of the buildings and structures having basement 'Levels which are
expedient to use for adaptation as shelters based on the nature of the production
process;
The peacetime purpose of facilities adaptable as shelters, their equipment, the
industrial process planned for them, and requirements for adaptation of equipment
in.the primary spaces for accommodation of sheltered persons;
17
'Vnv nr, L Tr+T AT TTCF. nNj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Class of shelters;
- Rc:tio of inen and aomen to bc sheltered;
Primary requirements on space-planning and design decisions of shelters;
Sources of water, heat and electrical power for the shelters;
Location for leading off drainage water;
_ Hydrogeological conditions of the construction site;
Primary technical and economic indicators which must be attained in designing _
shelters in basement levels or freestanding buildings (structures).
The designing oi built-in or freestanding structures adaptable as shelters can be
accomplished:
In two stages--the engineering plan and blueprints;
In one stage--engineering-detail plan (engineering plan comt,ined with blueprints).
An independent section of the engineering plan should include: accommodation of
places for sheltered persons and an explanatory note with a substantiation of the
decision adopted in the plan as well as an extract from the enterprise master
- plan indicating the accommodated shelters, assembly radii and movement routes
of sheltered persons from work areas to shelter entrances.
1.10. The estimated cost of built-in facilities adaptable as shelters should be
determined from ttle estimate according to Apnendix 5 to the Provisional Instruc-
tion for Drafting Plans and Estimates for Industrial Construction (SN 202-69) and
the expenses for construction of these facilities should be included in the project
_ estimates of buildings and structures.
An e:cplanatory note to the engineerinb (engineering-detail) plan for built-in and
freestanding facilities adaptable as shelters should provide the technical and
economic data on supplementary expenses for adapting facilities as shelters.
For Paragraph 1.10. Supplementary expenditures for stages of the engineering
(engineering-detail) plan should be determined as the difference between the
estimated cost of facilities adaptable as shelters and the average cost of facil-
ities used in peacetime.
The estimated cost of facilities adaptable as shelters can be determined based on
consolidated indicators or as the difference of the estimated cost of the project
with or without a basement (shelter).
_ The estimated cost of freestanding shelters should include expenses for hooking
uF) to utility mains to the extent established by normative documents for buildings
and structures if ttie consolidated estimate provided for their development;
otherwise the estimated cost includes the utility maiiis to the full extent, but
supplementary expenses include only the hook-up thereto. The estimated cost does
not include cost of grading and other area work for the construction and out-
fitCing of control posts and protected DES and artesian wells with their use as an
emergency (reserve) source of water and electrical power supply to the enterprise.
18
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR 0FFICIAL USE ONLY
T.he cost of facilities used in peacetime is taken based on the estimated cost in
the enterprise of one square meter of area or one cubic meter of volume of similar
facilities under ordinary above-ground conditions. _
Suppiementary shelter costs should be determined based on one sheltered person
from the formula CY = Cb - KCn, (1)
- where Cy represents supplementary costs per person sheltered;
Cm is the estimated cost of facilities adaptable as shelters per person
sheltered; ,
Cn is the average cost of facilities used in peacetime; _
FC is the area per sheltered person used in peacetime for enterprise needs,
in square meters.
Example. The estima.ted cost of a built-in shelter in personal services facilities
per person sheltered is 140 rubles. The average cost of one square meter of per-
sonal services facilities in the enterprise is 120 rubles. The area of facilities
used in peacetime per person sheltered is 0.52 square meters. Supplementary costs
- per person sheltered are
Cy=140-O,b2�l20= 77rubles 60 kopecks.
'
Supplementary costs also can be determined from the formula C' C
Cti, = " M � ~ 2)
where C M is the estimated cost of facilities adaptable as shelters;
C nis the estimated cost of similar facilities being used in peacetime;
M is the number of persons sheltered.
Example. A buried freestanding auxiliary production building is adapted as a -
- shelter for 1,000 persons. The estimated cost of this adapted facility is 270,000
rubles. The cost of one cubic meter of a similar project is 80 rubles, with 2,000
cubic meters being used in peacetime. The supplementary costs per person sheltered
a r e: 270 000 - 80 � 2000
~ - 110 rubles.
1 ~
The cost indicators per person sheltered must be shown as a fraction, with the
numerator being the estimatud cost and the denominator being supplementary costs `
per person sheltered. In the examples given they are 140/78 and 270/110.
Placement of Shelters
1.11. Spaces adaptable as shelters should be located in places with the greatest
concentration of people to be sheltered. The assembly radius of sheltered persons
should be taken in accordance with SN 405-70. In instances where there are groups
of at least 100 persons outside the limits of the assembly radius, cover should be
iprovided for them in the nearest shelter having an airlock.
For Paragraph 1.11. The 3ssembly radius for sheltered persons is understora to be
their maximum permissible distance from shelter entrances. The distance of a
shelter entrance from the farthest exit from a production building in which people
19
--T-T AT ircV r1rTT y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFF?CIAL USF ONLY
to be sheltered are located can be determined from the chart in -Fig. 9 depending
on the building width B, density of workers P and shelter capacity.
-
-
t~--
-
l._..
-
-

=5011
-
er
~
n

~
e
_
B�1
44 M
rL
-
48
24
-
-
40
-

-
-
-

_
-
-
p

-
-
'

-
-
_
_
'
_

-

-
~ -
-
-
-
-
-
-i i
- 1

-
~
~
-
- -
ZzUO 1400 60Q U ZIIU 111/9 nr
Capacity, persons P~>rmissibZe distance
Fig. 9. Chart for determining distance of
fr.eestanding shelters �rom production
buildings
B--Building width, meters; P--worker
density, persons/hectares
Calculatioti example. 1. There are 1,000 persons in a shop to
be sheltered. The one-story buiiding has a width B= 72 meters
and worker density P= 300 persons per hectare. Determine per-
missible shelter distance on the condition that building exits
are according to SNiP. The answer is no more than 220 meters.
2. A shelter is being built 300 m frcm the shop. How many
people can be given refuge in this shelter (B = 72 meters, P=
300 persons per hectare)? The answer is 850 persons.
The time needed for people to descend from upper floors should be taken into
account in determining assembly radii at enterprises with a multistory building.
The values of the permissible distance taken from SN 405-70 or the chart in
Fig. 9 must be reduced for this purpose by three times the height of the corre-�
sponding floors. For example, persons to be sheltered descend by stairways from
the sixth floor of a production building located at a height of 27 meters. In
this instance the assembly radius f or a built-in and freestanding shelter should
be decreased by 81 meters.
Emergency exits of freestanding shelters must be at a distance from neighboring
buildings and structures of at least half their height plus three me,.ers.
As a ru1e, freestanding shelters and facilities adaptable as built-in shelters
should be located in sectors of fire safety or sectors with a III category of
fire daiiger.
Provisions should be made for the possibility of a convenient access to shelters
and evacuation of sheltered persons from them to grounds safest from obstructions
~ (areas without buildings, wide passages, road sites for access routes and so on).
In choosing a sector for erecting a shelter, avoid waterlogged and structurally
unstable soils, heavily pitched beds of sedimentary rock, areas inundated by storm
20
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
and flood waters, and areas subject to flooding with the possible destruction of _
hydraulic works. Bear in mind that the area of the site for constructing a shelter
_ must be at least 10 square meters per person sheltered with consideration of the
accommodation there of soil removed from the pit, stockpiling of materials and pre-
- fab ricated structures, work areas for installation machinery and so on. A con-
venient accesc, must be provided to the building sites.
1.12. Spaces adaptable as shelters must be designed as buried faciliti_es. The
bottom of the overhead rover as a rule should be located no higher than the
le v el of tlie grade. With a high water table it is permissible to locate the over-
head cover above the level of the gr ade with observance of requirements of para-
graphs2.20, 2.21 arid 3.8 of SN 405-70.
The floor level of shelters located above the water table should be at least 0.5
meters above che water table. With ground water occurring at a high level, it is
_ permitted to have the shelter floor level below the water table.
- The minimum b uried depth of shelters (floor level) should be at least 1.5 meters
from the surf ace of the ground in all instances, including freestanding shelters
being built where there is a high water table.
For freestand ing buried facilities adaptable as shelters, there should be soil
filled above the overhead cover with slopes no steeper than 1:2, with the shoulder
- of the slopes at least 1 meter wide around the perimeter of the structure's outer
wall, and with a layer of soil above the overhead cover of no more than 1 meter
� and no less than 0.5 meters.
For Paragraph 1.12. Shelters buried in the ground provide the most reliable pro- _
tection against all injurious effects.
- When the shelter's overhead cover is located above the earth's surface, there is
an increase in the load from tre effect of the shock wave on wallsprotruding above '
the grou.nd and a reduction in their protective features against penetrating radia-
tion and the thermal effect. Steps must be taken to increase their protectivP
features by providing a cushioning layer of soil or arranging a thermal insulation
layer.
When industrial grounds are terraced, it is recommended that shelters be located
at sites where the ground level drops.
1.13. In designing facilities adaptable as shelters under conditions of water-
lo gged soil, provisions should be made for adding a sealer or other waterproof ing
as well as a catchment basin (sump) within the structure with a sump pump. The
emergency exit is usually located above the water table.
Note. With terrain relief permitting ground water to be drained by gravity, it is
permitted to plan drainage when an appropriate feasibility study has been accom-
pl i shed .
Fo r Paragraph 1.13. For technical and economic considerations, it may prove more .
expedien t in some instances to plan shelters with partial burial instead of buried
21
...,,T..T AT 1rcF nTJT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
shelters with costly and complicated waterproofing, especially in the presence of
- ground water under great pressure (see Fig. 2b).
1.14. It is prohibited to lay "through" utility lines--heating, water supply,
sewer, compressed air, gas and steam lines, power cables, communications lines and
= others--through shelters.
It is permitted to lay water supply and sewer lines connected with the building's
overall system in built-in facilities adaptable as shelters if cut-off devices are
installed which eliminate the possiblity of the shelter's protective features
being violated. Drainage standpipes must be placed in steel pipes securely fixed
in the overhead cover and flour of the shelter.
For Paragraph 1.14. Drainage standpipes also may be placed in reinforced concrete
ducts to prevent their destruction under the effects of the shock wave of a nuclear
burst, since otherwise the shelter seal may be broken.
Steel check valves, flanged valves and gate valves can be used as cut-off devices
installed at the inlets of plumbing within the shelter.
_ Shelters can be located near water supply lines up to 150 mm in diameter and near
; the installation's sewage and power supply systems, but no nearer than 25 meters
I from large water and sewage mains, destruction of which might lead to shelter
~ flooding. A closer location is permitted if these mains are f itted wi.th cut-off
I devices.
~ 1.15. A f ill of a layer of soil of at least 0.5 meters and the possibility of
laying power supply cables and water lines where necessary (see Fig. 10) should be
! provided above the overhead cover of built-in facilities adapatable as shelters,
~ with observance of the requirements of Paragraph 1.14.
Fig. 10. Overhead cover of built-in shelter
1. Gas line
2. Overhead cover (floor of first story, earth fill of
50-100 cm, waterproofing, reinforced concrete
slabs)
3. Ducts for laying communications, signalling and
power supply cables
4. Water line
22
FOR OFFZCIAL USE ONLY

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FQR OFFICIAL USE ONLY
It is permitted to ignore the filling oF a layer o� soil over the overhead cover
~ of built-in shelters in residences and public buildings in providing for requisite
_ protection against the blast wave and penetrating radiation of a nuclear burst as
well as against high temperatures in fires.
For Paragraph 1.15. When it is impossible to lay the lines indicated in para 1.15
above the overhead cover, it is recommended that they be led beyond the limits of
the shelter in special ducts or tunnels laid along the outside of the shelter walls.
It is also best to lead standpipes not connected with the shelter's water supply
and sPwage system outside the limits of the shelter.
1.16. Spaces adaptable as shelt?rG should be located, with respect to tanks
and industrial units with dangerously explosive products at distances determined
based on the amount of products being stored and the degree of shelter protection,
but no less than the fire safety separation standardized in the SNiP and other
normative documents approved under established procedures.
For Paragraph 1.16. When shelters are located at enterprises which have stored
petroleum products, the following requirements must be observed: .
Locations of the shelters must be chosen, as a rule, beyond the zone of possible
overflow of the petroleum products and their flooding of structures. In individual
instances it is permitted to locate shelters in sectors where the overflow of
- petroleum products is possible. Such shelters and entrances therein must be banked
with the bank at least 0.7 meters above the ground level;
Shelters should be located on the windward side of stored petroleum and gas
products.
Shelters must be located at a safe distance from containers of liquefied hydrocar-
bon gases (acetylene, methane, ethane, propane, butane, ethylene, propylene,
butylene). This safe distance may be determined by the methodology given in
Appendix 4 depending on the amount of the product and degree of shelter protection.
In determining shelter locations in the master plan, consideration also has to be
given to their mutual positioning with respect to warehouses and industrial build-
ings representing a fire danger (lumber yards, lumber dryers and so on). Distances
between the shelters and these yards (enterprises) have to be determined according
to SNiP Chapter II-M. 1-71 "Master Plans of Industrial Enterprises: llesign
Standards."
11.17. Spaces adaptable as shelters must be protected against possible inundation
!by storm or ground waters or by other liquids with the destruction of tanks
~situated on the surface of the ground or higher stories of buildings and struc-
~turas.
For Paragraph 1.17. The flooding of shelters by storm waters and other liquids
may occur primarily through entrances, exits and air ducts. For this reason, to
protect facilities adaptable as shelters against flooding, it is recommended:
Locare them on higher sectors of the terrain;
23
nn� ,..T..r A r TTCL� l1TTf V
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/48: CIA-RDP82-00850R000300144423-2
FOR OFFICIAL USE ONLY
Tnstall ducts and drainage leading liquid away from shelter entrances;
Provide for an elevated area in front of the entrance preventing liquid from
leaking into the shelter;
Accommodate exhausts and air intakes at an elevation safe against liquid leaking
in.
24
FOR OFFICIAL i?SE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICTAL USE ONLY
2. SPACE-PLANNING AND DESIGN L?ECI5IOiJS
2.1. Spaces adaptable as shelters are subdivided into primary and auxiliary
spaces. The former includes filter-ventilation chambers (FVK), toilets and pro-
- tected diesel-electric power plants (DES). Protected entrances and exits are
envisaged in addition. -
For Paragraph 2.1. Space-planning decisions for shelters should ensure: -
Simple and precise planning with a minimum diversity of spans and elevations.
and with the least perimeter of outer walls;
Most economic use of internal volume and areas;
Normal conditions for use of facilities for national economic needs and as shelters;
Convenience of filling it and accommodating sheltered persons;
Creation of conditions needed for a lengthy stay of sheltered persons;
Rational accommodation of internal engineering-technical equipment and convenience
of its installation and operation;
Possibility of independent exit of sheltered persons from structures after the
effects of estimated weapons.
The design layout of spaces adaptable as shelters must be drawn up so as to provide
for the most effective.performance of supporting and protective structures under
the effects of a load created by the blast wave of a nuclear burst.
The most rational design configuration of a shelter must be chosen on the basis of
a technical and economic comparison of decision variants. Design practice indi-
cates that it is best to use a bay size of 6 x 6 meters and 4.5 x 6 meters for
most rational use of a structure's area for its national economic purpose and as
shelter. A smaller bay size hinders use of the premises in peacetime and forces
an increase in the area used as shelter, which leads to overall higher cost of the
structure. Use of a 3 x 6 meter base size must be justified by a feasibility `
study.
In designing shelters there should be
accommodation of sheltered persons,of
spaces having a subsidiary purpose in
staff rooms, storerooms, ontainer ri
presence of people is not recommended
an attempt at a maximurr, possible use, for ~
the protected area both of primary and other _
peacetime use of the structure (closets,
3oms and so on). Only spaces where the
for safety reasons can be an exception.
25
r...-. - r+++rnT AT rrcF nNT,y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONiY
- Primary Spaces
2.2. The facility floor area standard for one person should be taken as 0.5 square
meters with double-tier bunks and 0.4 square meters with a triple-tier arrangement
of bunks for shel tered persons, and the internal volume of the facility should be
no less than 1.5 c ubic metors per person. The triple-tier arrangement of bunks for
sheltered persons should be provided in shelters accommodated in buildings built in
areas with outsid e air parameters as indicated in paragraphs 1, 2 and 3 of Table 15
- of these Instruct ions.
Note. In determin ing volume per person, consider the volume of all spaces both for
primary and auxil iary purposes, with the exception of DES.
For Paragraph 2.2. The area standard of 0.4 and 0.5 square meters and a volume of
1.5 cubic meters p er person is the minimum. With an estimated outside air tempera-
ture of more than 25�C, an increase in'the floor area standard of primary facil-
- itie:: of up to 0.75 square meters per person is authorized to combat excesses of
heat. Any increase in the area standard above 0.4 and 0.5 square meters, however,
_ can be authurized only with a feasibility study. 2.3. The height of a facility should be made to conform with requirements of its
peacetime use, with at least 2.2 meters from the floor level to the bottom of pro-
truding components of the overhead cover.
For Paragraph 2.3. Thefloor level at the toilets can be raised above the floor
- level of the shel ter's primary spaces when installing emergency containers for
collecting fecal matter in toilets, providing a height of at least 1.7 meters to
, the ceiling.
2.4. The seating for persons sheltered in a facility should be 0.45 x 0.45 Ia per
person, and the p lace for lying down in the upper tiers should be 0.55 x 1.8
meters. The height oF benches for seating should be 0.45 meters, the height of
places for lying down in the second tier should be 1.45 meters, and in the third
tier it should be 2.15 meters from the floor. The distance from the top of the
tier to the overh ead cover or protruding components should be at least 0.75 meters.
The number of pla ces for lying do-,an should be equal to 20 percent and 30 percent
of the shelter capacity with a double-tier and triple-tier arrang(--,nent respec-
tively.
The width of passa ges at the level of the benches for seating (first tier) should
~ be:
0.7 meters between transverse rows;
0.75 cneters between a lengthwise row and the ends of transverse rows;
0.85 meters between lengthwise rows;
0.9-1 meter for through passages in the shelter (the larger dimension is for
passages between lengthwise rows).
26
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
For Paragraph 2.4. Fig. llprovides possible variants for accommodating places for
sheltered persons in shelters with various bay sizes, as well as dimensions for
, lengthwise and transverse passages ensuring normal condit ions for filling the
structures and the movement of people during a prolonged stay.
b)
n)
1 ~
.
~
1+ f
1�1
Fig. 11. Variants for accommodating p laces
for sheltered persons with the distanc e
between lengthwise walls (column rows) : a.
4.5 meters; b. 3 meters; c. 6 meters
In planning spaces adaptable as shelters special attention must be given to the
_ placement of equipment in primary spaces and its use for accommodating sheltered
persons. When the purpose of spaces is combined for national economic needs and
- for sheltering the working shift, the plan must provide f o r adapting certain
kinds of equipment for accommodating sheltered persons, and the distance between
individual types of equipment should be based on the spec ification of the place-
ment of benches and bunks between the equipment.
Places for sheltered persons to sit and lie down may be p e rmanently installed when
the shelter is constructed. If their installation hinders use of the facilities
for national economic needs, they should be installed when the facility is con-
verted for use as a shelter based on prepared planning do c umentation.
27
Fnn nVL-Tr'TAT. TiSR ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
In some instances it is best to design benches and bunks to be collapsible.
When production activities in the facilities cease during a special period and the
plan envisages the dismantling of certain kinds of equipment from the primary
spaces, it is recommended that furniture and equipment (store counters, tables and
so on) be designed as sectional so it can be used to accommodate sheltered persons.
.5. The control post should be accommodated in one of the shelters having, as a
rule, a protected source of electrical power.
he control post spaces--a work room and communications room--should be located
ear one of the entrances and separated from the space for sheltered persons by
partitions.
ThE total number of persons working in the control post should be up to 10, with an
area standard per worker of 2 square meters.
NoteS: 1. The control post is not set up at enterprises with the number of workers
in the largest shift being up to 600 persons. In this instance a telephone and
radio broadcast point should be set up in one of the shelters for communications
with the local Civil Defense headquarters.
T 2. The total number of persons working at control posts of certain enterprises can
be increased to 25 persons by authorization of USSR ministries and departments.
For Paragraph 2.5. The control post (PU) is intended for accommodating the
installation CD staff.
The control post is outfitted with communications facilities providing:
Control of installation CD warning equipment;
Teleptione communications of the management and operational personnel with installa-
tion CD subunits and with heads of the higher CD staff and with public and produc-
= tion establishments of a city, rayon or oblast;
- Telephone communications with enterprise shelters, with shops which do not cease
production at the alarm signal, and with the enterprise dispersion area;
Radio communications with the local CD staff and with the dispersion area.
If the control post is designed for five persons or fewer, it is possible to
accommodate it in one room of up to 10 square meters in area.
Two work rooms and a communications room are assigned when up to 25 persons are
_ working in the PU. The entrance to the communications room must be through the
work room.
It is best to use offices, service rooms, staff rooms and other spaces as control
_ posts.
Fig. 12 shows an example of the layout and location of a PU.
28
F()R (1FFT!'TdT iTCF (1NT V
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
1. Space for sheltered persons
2. Control post work room
3. Communications room
4. Toilet
5. Entrance
6. Airlock
7. FVK
2.6. An a i r 1 o c k- s 1 u i c e should be p rovided at one of the exits of shelters
holding 300 persons or more. A single-chamber slu ice is provided for shelters
holding from 300 to 600 persons, and a double-chamber sluic efor shelters of
greater capacity.
With an entrance 0.8 meters wide, the area of each airlock-sluice should be 8
square meters, or 10 square meters with an entrance width of 1.2 meters.
There must be provisions for installing swinging or sliding airtight-
bl ast doors in the outer and inner walls of the airlock-sluice according to the
shelter protection class. Swinging doors must open outward in the direction of
the people's evacuation.
For Paragraph 2.6. The airlock-sluic e is for preventing the danger of injury to
persons in the shelter when people who did not arrive at the designated time enter
it.
The airlock-sluice gives a cyclic passage of sheltered persons. The design decision
of entrances with sluices and a diagram of the passage of sheltered persons tlirough
- the airlock -sluice are shown in Fig. 13.
The outer and inner doors of sluice chambers can be sliding or swinging with an
- interlock precluding an instance of their si.multaneous opening.
29
L-nn nVVTrTAT TTqF. ()T]T,Z'
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Fig. 12. Example of layout and
location of control post:

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
a J b/ 1 ~
4 J 1 J `
1 I ~ i 
'r;mptyiug
s
Filling
c)
Filling
E l
ETaptying
-.:.1
f
Fig. 13. Design decision of
entrances with sluices
a. Single chamber sluice
D. Double chamber sluice
c. Diagram of entrance operation
with sluice in operation
1. Fore airlock
2. Sluice chamber
3. Airtight blast door
4. Down stairway
2.7. Finishing of the spaces should be envisaged in conformiry with SNiP require-
ments depending on the peacetime purpose of the spaces, but no higher than improved
finishing.
Plastering of the ceil.ings is not authorized. The joints in ceilings of precast
reinforced concrete slabs and gaps between them must be thoroughly covered with
mortar or concrete.
Note. It is prohib ited to use combustib].e materials in finishing the interior of
-paccc, or malce bunks and other equipment (lockers) out of combustible synthetic
lmaterials.
For Paragraph 2.7. Finishing of the face surface of Precast elements of pro-
tective components under plant conditions is recommended in erecting shelters
made o� preca st or precast-monolithic components. Only float work or pointing
of joints between elements with cement mortar is required in asseuLoling structures
out of such elements.
Float work of face surfaces of protective and bearing components is permitted in
monolithic reinforced concrete structures.
The walls and ceilings in filter-ventilation chambers are coated with polyvinyl-
acetate paint.
It is recommended that the interior finish of walls and partitions in spaces with
high humidity be of covering plates (vinyl plastic) or finishing films.
Metal doors and shutters should be coated with synthetic paint (glyptal, alkyd-
styrene and so on).
30
FOR OFFICIAL i7SE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE QNLY
In all cases, the interior surface of shelter spaces (walls, ceilings, partitions)
should be painted or faced primarily in light tones.
Auxiliary Spaces
2.8. As a rule, the filter-ventilation chamber (FVK) should adjoin the outer
wall of the shelter and be near an entrance or emergency exit.
The size of the FVK space is determined by the dimensions of equipment and the area
needed for its survicing, in conformity with Table 14 of SN 405-70.
Note. The filter-ventilation equipment can be accommodated directly in the spaces
for sheltered persons in shelters holding 150 persons or less.
Table 1(14) - Distances (Clearance) between Elements of
Engineering-Technical Equipment and Components
Standardized Values
Dimensions, m
Distance between machines and
guards or control panels
2
I
Distance between two manual-
electric ventilators
(between handle axes)
1.7
Service passages between
foundations or housings of
machines and between
housings and cor,ponents
1
Service passages between
cabinets and walls and
between power switchboards
0.8
Service passages between
elements of sanitary
engineering equipment
0.7
Distance between machine and
walls or between housings
of machines installed in
parallel when there is a
passage on the other side
0.3
Distance between units of
ventilation equipment and
wall with passage on other
I
I side of units
0.2
31
n- - rnTAT .roc nraTy
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
Table 2- Approximate Area Norms of Auxiliary Spaces
Area (m2) per Person with Shelter Capacity
Descrip[.ion of Shelter's Internal
150
300
450
600
900 1
1200 or
Engineering Equipment
more
Without self-contained (protected)
power and water supply systems and
without air regeneration
0.15
0.14
0.14
0.14
0.14
0.14
With a DES, but without self-
contained source of water

0.13
0.12
0.10
With self-contained power and water
supply systems and with air condi-
tioning:
Source of cold--well water
(tanks, wells)

0.14
0.13
0.11
Source of cold--freon units

0.18
0.17
0.15
For Paragraph 2.8. In designing auxiliary spaces there must be no excess and at
the same time always bear in mind that under special conditions auxiliary spaces
will be very loaded down and slight deviations from requirements toward a reduc-
tion may cause serious hindrances in their operation.
For most rational use of spaces outfitted as CD shelters, it is necessary for the
cumulative area of all auxiliary spaces to be minimum.
The area of auxiliary spaces can be determined according to the data given in
Table 2 depending on the nature of the internal engineering equipment and shelter
capacity.
As a rule, the FVK should be separated from other shelter spaces by partitions
with ordinary doors. The FVK equipment can be separated by a metal grid partition
in small-capacity shelters (up to 150 persons).
Air intake, exhaust air, and exhaust gas ducts are component parts of the filter-
ventilation equipment.
Separati air intake ducts--for pure ventilation and for filter-ventilation--are
provided for ventilation.
It is advisable to supply clean air through the emergency exit. In this case the
accommodation of the emergency exit and air intake aperture in the FVK wall should
be designed with a displacement of 1.5-2 meters for the axes.
Air intake for filter-ventilation should be accomplished from the fore airlock.
It is permissible to accommodate it on grounds that may be obstructed and it can
be made or metal pipes with a diameter based on calculations. The pipes' egress
at the surface of the ground must be protected from mechanical damage in peacetime.
The distance between air intakes must bQ at least 10 meters.
32
F(lR f1FFT('TAT, iTSR ONT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Exhaust ports and ducts are provided for air removal. The distance between the
exhaust and air intake should be at least 15 meters.
Exhaust ducts are installed in shelters with DES and they must be a distance of at
least 20 meters from shelter air intakes and can be on grounds that may be
obstructed.
To protect elements of the air supply system from the shock wave, air intake and
exhaust ducts are fitted with UZS [exact expansion unknown] orMZS [exacr expansion
unknown] antiblast devices and with expansion chambers or duct areas of equivalent
volume.
Expansion chambers are made behind the antiblast devices in front of the filter-
ventilation eqaipment. Minimum volumes of expansion chambers and dimensions of
ducts are given in Table 17 of SN 405-70.
2.9. To ilets should be designed separately for men and women. The number of
floor bowls (or toilet bowls) and urinals is determined based on the number of
persons using this lavatory, figuring 75 women per floor bowl (or toilet bowl) and
150 men per floor buwl (or toilet bowl) and per urinal (or 0.6 meters of a urinal
trough). Wash basins in lavatories are planned based on one basin per 200 persons,
but at leasr one per lavatory. The width of the passage between two rows of toilet
- ~stalls or between a row of stalls and urinals located opposite them should be
1.5 meters, and the distance between the end of a row of toilet stalls and the wall
`or partition should be 1.1 meters.
- For Paragraph 2.9. Toilet spaces should adjoin the outer walls of shelters and be
located as closely as possible to spaces for sheltered persons and at the greatest
distance possible from self-contained water supply sources and buried containers
with a supply of potable water.
_ Entrances to toilets should be arranged through vestibules (washrooms) with self-
closing doors.
- Floor bowls and toilet bowls should be located in separate stalls with doors.
In designing toilets the stall dimensions in axes are taken to be 1.2 x 0.9 meters
if doors open outward and 1.5 x 0.9 meters if doors open inward.
In Paragraph 2.9 the width of passages in toilets is taken for stall doors opening
outward. If doors open inward the passage width can be reduced and taken as 1.2
meters b etween stall rows or between a row of stalls and opposite urinals, and 0.8
meters between the end row of toilet stalls and a wall or partition.
The distance between axes of a group of wash basins should be taken as 0.6 meters. -
A schematic diagram of a toilet design is given in Fig. 14.
If toilets are required for a small number of workers in peacetime (when the -
spaces of warehouses, stores, repair shops and so on are to be used as shelters),
it is advisable for designs to envisage their use as storage rooms, warehouses and -
other auxiliary spaces.
33
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
1. Men
2. Women
It is permitted to disconnect the installed equipment
(toilet bowls, drainage tanks) from the sewer system
and mothball it. In such cases there can be provi-
sions for installing stalls and partitions separating
the toilet from the vestibule when the spaces are con-
verted to a shelter regime, using prefabricated sec-
tional elements.
In a number of instances it will be expedient to
reject the in$tallation on the first floor of toilets
needed for requirements of peacetime operation of spaces
adaptable as shelters and use shelter toilets instead.
These toilets should be located near the staircase
(Fig. 15).
2.10. Spaces for a protected power supply source (DES)
should be accommodated near the external wall of a
building, separated from other spaces by a fireproof
wall with a refractory limit of one hour.
Fig. 15. Schematic decision of toilets in base-
ment off of main floar
1. Staircase 6.
2. Vestibule
3. Women's toilet
4. Men's toilet 7.
5. Entrance to toilets
8.
Entrance to
space for
sheltered persons
Airtight blast
door
Airtight door
The entrance to the DES from the shelter should have an airlock with two airtight
doors opening toward the shelter. The exit door in r_he DES must be fire resistant
with a refractory limit of 0.75 hours.
For Paragraph 2.10. A diesel-electric power plant should be planned in the
shelter only if, because of ventilation conditions, there will be a requirement
for more than ten blowers with manual-electric drive (ERV [manual-electric ven-
tilator]) or air cooling units and conditioners. In all other instances shelters
should receive electrical power prior to the employment of estimated means of
34
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Fig. 14. Ex3mple of
toilet design in 900-
person shelter:

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
destruction from unprotected external sources of power, with the manual-electric
ventilator (ERV) used for ventilation after means of destruction have been employed.
As a rule, protected sources of electrical power should be planned for a group of
shelters located within a radius of up to 500 meters from each other, with the
possibility of using the DES as a reserve source of electrical power in peacetime.
The entrance to the DES can be designed from the airlock of the shelter entrance
(Fig. 16) or from the space for sheltered persons. An airlock with two airtight
doors opening toward the space for sheltered persons is arranged at the entrance to
the DES from the space for sheltered persons.
1. Staircase
2. Airlock
3. DES
4. Fuel storage
5. Panel room
Dimensions of passages between equipment
elements in the power plant space and
between the equipment and structural com-
ponents (clearance) should be taken in
accordance with data given in Table 1
(14).
In shelters with a DES the design should
provide for a storage room for a fuel
and oil reserve. As a rule, the storage
room is located next to the DES and must
have fire resistant, airtight doors
opening into the DES space and containers
for fuel and oil storage. The storage
room is separated from the remaining
sheltered spaces by blank, airtight and
fireproof walls with a refractory limit
of at least one hour. With a volume of
up to 1.5 cubic meters of fuels and lubri-
cants, they can be accommocated in the DES
machine room.
An emergency water supply is provided for shelters in case the external water line
is disabled.
Special containers (tanks) with an emergency store of water, open pools, artesian
wells and dug wells can be used as an emergency water supply source.
tn stielters which do not have industrial units, a water reserve is provided only
Eor drinking needs and extinguishing fires (in shelters with a capac:ity of more
than 600 persons). It is not recommended that the floor area of protected spaces
be used to accommodate containers for a water reserve.
It is best to make these containers in the form of cylindrical tanks and install
them on b.rackets under the ceiling of sheltered spaces. The elements fastening
the tanks to the overhead cover must be desigiied for the inertial forces arising
from the efPect of a shock wave fron a nuclear burst (see Appendix 5).
35
r+-r --TAT TTCF ()MT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Pig. 16. Example of decision for
entrance to DES from shelter air-
lock

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Open poo].s are set up in the immediate vicinity of a shelter and used for supplying
water to industrial units and for putting out fires.
It is authorized to set up artesian wells iii the presence of an appropriate feasi-
billty sLucly. It is advisable to design wells for a group of shelters, using
them as a peacetime source of water for the enterprise.
Protected Entrances and Exits
2.11. The width of n penings and passages into spaces adaptable as shelters must
satisfy requirements of SNiP and other regulatory documents applicable to spaces
based on their peacetime purpose.
In multistory builclings the entrances to spaces adaptable as shelters with a DES
usually should be designed to be isolated from stairwells. It is authorized to
use an entrance to such shelters from a comnon stairwell by installing separate
exits for these spaces to the outside, separated from the remaining pcrtion of the
stairwel] by blank fireproof components with a refractory limit of at least one
hour.
It is also permissible to install entrances with a fireproof door into the shelter
from the first floor of production and other buildings through an indepen.dent
_ stairwe.il when personal service rooms and other spaces are used as shelters.
Storage spaces must have a separate entrance.
_ For Yaragraph 2.11. Entrances must satis�y the following basic requirements:
Have the necessary throughout capacity;
Provide protection for sheltered persons against injury by the shock wave, pene-
trating radiation, thermal radiation, toxic chemical agents, bacterial agents and
- combustion products from conflagration, through entrances.
Entrances consist of a down stairway or Fixed ramp, fore airlock, airlock or
airlock-sluice, and entrance op e nings with doors. Entrance elements are shown
in Fig. 17.
Depending on conditions for accommodation of built-in and freestanuing shelters
and their peacetime use, shelter entrances may be of the following types:
Blind;
Through with a covered sector.
Fig. 18 shows space-planning decisions and basic elements of these types of
entrances. Bear in mind in choosing the type of entrance that in a blind entrance
the loads on walls and blast doors will be approximately twice thuse in a through
- passage. For this reason blind entrances should be installed only where no other
entrance decision is possible based on conditions of the structure's peacetime use
or use under other conditions.
36
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Fi,g. 17. Entrance Elements
1. Down stairway or fixed ramp
2. Fore airlock
3. Airlock or airlock-sluice
4. Entrance opeiiings with doors
5. Shelter
6. Airtight blast door
7. Airtight door in airlock or airtight blast
door in airlock-sluice
I 1-1
. a)
. 2 . a . . Q - I~ � 1
6)
d-D
Z
II ' II ,
Fig. 18. Space planning decisions for entrances
without sluices:a. Blind passages; b. Through
passages with cover over fore airlock
~ 1. Fore airlock
2. Airlock
37
nr%n ---'"T/-rnT rrcF nNT,v
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL i1SF ONLY
Entrances in built-in shelters can be designed:
From staircases of multistory buildings;
Along independent stairwells from the building's first floor;
_ From a basement unprotected from the blast wave.
The load on walls and doors of these entrances will be considerably less than in
blind or through entrances, while protective components of the aboveground part of
the building and stairwell reduce the effect of radiation on entrances.
.1.~ 1
;
Iff , . . ~ .
Section I-I
1
?
--w
~f:
~
J.�
~
t ~
i
~ I
a ~
i

ol
Fig. 19. Entrance to shelter with DES from
stairwell of multistory building
1. Vestibule
2. Wall separating flights of stairs leading
to second and following floors and to
basement
3. Shelter
Isolation of a shelter with DES from the general stairwell in multistory buildings
can be achieved by separating the flights of stairs leading to the second floor
and basement with a fireproof partition (Fig. 19 and 20).
38
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Sectiortl-f . '
p
1-I1
~
1
Fig. 20. Entrance to snelter with DES from
stairwell of multistory building
1. Entrance to first and higher floors of
building
2. Entrance to basement (shelter)
3. Wall separating flights of stairs leading
to first and following floors and to
basement
4. First floor spaces
5. Shelter
39
Fnu nFPTrTAT. TiSE ONLY
~ s m
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
1
FOR OFFICIAI. USE ONLY
Basement Layout
]:ntrance N:r
r
o ~ a a o

.
Iof~oute~r ~row
ol sliop col~mns . Notr~nce
Sectianal view of Entrance IJo 1
I
Fig. 21. Entrance to shelter from
first floor of production space
1-I
r
r.
1
2
J
,

.
T)
40
FOR OFFICIAL.USE ONLY
!I
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Fig. 22. Schematic of entrance to
warehouse space
1. Airlock
2. Fore airlock

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Schematics of entrances from the first floor of a production space and to a ware-
house space are given in Fig. 21 and 22.
2.12. The number of entrances should be made to depend on the shelter capacity
and number of persons arriving at one entrance, but it should be at least two
entrances. It is authorized to install one entrance for a shelter holding up to
300 persons, with the emergency exit envisaged as an evacuation exit with a door
height of 1.8 meters and gallery cross section of 1.2 x 2 meters.
The number uf exits from production buildings for filling shelters located beyond
the limits of these buildings is determined in a manner similar to determination
of entrances to shelters. The overall width of exits from the building should be
no less than the cumulative width of entrances to shelters. It is permissible to
consider overhead-swivelled gates for transportation equipped for automatic or
manual openings as exits from buildings in addition to ordinary exits.
' For Paragraph 2.12. Depending on the width of the door opening, assembly
radius, or distance of the shelter from the exit of the building in whicti the main
mass of persons to be sheltered is located, the number of sheltered persons per
entrance should be in accordance with data given in SN 405-70.
To reduce the total number of entrances for shelters with large capa:.ity, it is
recommended that the throughput of each entrance be increased by installing wide
down stairways and door openings or by combining several door openings in a single
entrance.
In a number of cases the nature of the people's location within an assembly area
may differ substantially from the averaged conditions for which the data of
SN 405-70 are taken. In such cases it is advisable to perform supplementary cal-
culations to determine the necessary number of entrances.
The required number of entrances to a shelter depends on the entrance throughput
per unit of time and the rate at which people arrive at the shelter. Fig. 23a is
a ctiart showing the rate of arrival of persons at a shelter It and their passage
into structure Qt. It is apparent from the chart that the throughput capacity of -
entrances is not used fully when the shelter begins to be filleci at a moment in
time from ta to t~, and that after ts the entrances function at full throughput
capacity. The throughput capacity of an entrance depends on the density of the _
�low of people. Fig. 23b shows the relationship of a change in throughput capacity
of 1 meter of entrance width Q B- horizontal sectors and stairways with downward
movement to the density of the flow of people.
The throughput capacity of a specific entrance may be obtained by multiplying
Q B X, determined from the chart, by the width of the door opening.
An excessive consolidation of the flow in the entrance leads to formation of
"bottlenecks." Studies of the shelter filling nrocess have shown that bottlenecks
do not form if the entrance throughput capacity is more than or equal to 80 percent
of the maximum rate of people's arrival
- Qex , 0,81(t)mea � (3)
41
._..._,.r.V .,..n nAnv
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
Jl);Q(t)
o)
.
per -

~
o ~
t~ fa tp ~
6~ n
(t )
---I t
tn tt
. v Z ' 4 6 D
Fig. 23. Charts for determining entrance
throughput capacity
a. Rate of arrival and entrance of persons into
the shelter
b. Relationship of entrance throughput capacity
to flow density
T.L Rate of people's approach to shelter
Qt Rate of people's passage into shelter
QBX Throughpiit capaciaty of 1 meter of
entrance width, persons per minute
D Density of flow of people, gersons per
square meter
T1 - Tn Moments of arrival at shelter of first
and last person respectively
tct and tE Moments of entrance into shelter of
first and last person respectively
ts Intermediate moment of entrance into
shelter
vcr Average speed of people's movement, km/hr:
1. In a horizontal sector
2. In a door opening
3. On a stairway with downward movement
42
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
On this condition the number of entrances n E, can be determined from the formula
0,81ppmnx (4)
The maximum radius of people's arrival atx the shelter depends on the assembly
radius, the people's movement speed and their density in the a ssenbly area or
within the limits of a certain part of this area.
With an even distribution of persons to be sheltered throughout the assembly area,
the maximum rate of people's arrival at a shelter, located conditionally in the
center of the area, can be calculated from the formula 2nRpvcp (5)
1(t)mex - k �
With an uneven distribution of persons to be sheltered the ass embly area is
divided into a number of rings 20-25 meters wide and the rate of people's arrival
from each ring is calculated from the formula
. Nr v,v (6)
~Ur - Ork '
- where Ni is the number of people within the i-th ring;
v is the average movement speed of people within the assemhly area;
Orpis the width of a ring;
R is the asser.:bly area radius;
p is the density of persons in the assembly area,
k is the coefficient of nonstraight-line movement of people from building
- exits to the shelter.
The maximum from among the values obtained for individual rings is taken as the
computed value I(ti)'
_ Depending on flow density, the speed of people's movement can be determined from
the chart in Fig. 23b. Let us examine the calculation procedures in examples.
1. There are 800 persons to be sheltered, distributed evenly in an installation
witli a density of p= 10 persons per hectare. The mean assembly radius is 500
meters. The average movement speed along horizontal sectors is 90 meters per
minute.
2�3,14�500�10�10-4 - 90
~(r~mar - 3 = 2~ persons/minute.
1,
The number of shelter entrances with a width of 0.8 meters and QBX = 80 persons
per minute will equal: 0,81(t)max 200
n~x - _ = 3.�
Q0z 0,8�80
2. The total number of sheltered persons is 800. Their distribution in the
assembly area is uneven. The shelter is located on open grounds and persons to
be sheltered are in different buildings. There are no persons to be sheltered at
a distance of 300 meters from the shelter, there are 200 at a distance from 300 to
400 meters, and there are 600 persons at a distance of 400-500 meters from the
shelter. Let us break down the a s s emb 1 y area into 20 rings 25 meters across
(Ar = 25 meters). The maximum rate of arrival is f 150�9000 Persons/minute.
trr~ - 25,~~3 _ ~
43
FOR (1FFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
The required number of entrances 0.8 meters wide with QBX = 80 persons per minute
with free passage of people (without bottlenecks) will be 0,8�400 ~
nns 0,8.80 - -
ln this case we should settle on five entrances despite the fact that this variant
is less economical than that provided in SN 405-70 (four entrances). Measures can
be taken to reduce the rate of arrival by bringing shelters nearer to the main
body of persons to be sheltered or by redistributing people to shelters for the
purpose of reducing the number of entrances.
2.13. Entrances must be located on opposite sides of shelters with consideration
of the direction of movement of the main flows of 1,eople with provision for
entrances from enterprise grounds in the form of a through-type down stairway or
from unprotected basement spaces and stairwells.
All entrances to shelters except for one entrance with an airlock-sluice must be
equipped with airlocks.
Doors in the airlocks should be as follows: airtight blast door corresponding to
the shelter protection class in the outer wall; airtight door in the inner wall;
and doors must open in the direction of people's evacuation.
It is recommended that sliding airtight blast doors be provided on the external
side of the airlock and sliding airtight doors within the airlock iri the "open"
position when entrances are ussd in peacetime in entrances of spaces adaptable as
shelters and visited regularly in peacetime by a large number of people (300 or
more).
In addition to airtight blast doors and airtight doors, the entrance openings
being used in peacetime must be covered with ordinary doors in accordance with
requirements of SNiP chapters on designing buildings and structures and require-
ments of fire safety standards.
For Paragraph 2.13. In addition to doors, the airlock should have a removable
wooden panel flush with the threshold and fixed ramp panels on the outer and inner
sides of the airlock. The wooden panels and standard hinged doors musr_ be removed
when spaces are converted to a shelter regime.
2.14. The width of the stairways down to the entrance should be 1.5 times greater
than the width of the door opening, and that of fixed ramps should be 1.1 times
greater than the width of the door opening. The slope of stairway flights should
be no more than 1:1.5, and that of fixed ramps should be no more than 1:6. A fore
iairlock in the form of a recess or reinforced head cover (platform) above the
entrance is built at the entrance door into the airlock (airlock-sluice).
The width and length of the airlock and fore airlock must be 0.6 meters greater
than the width of the door panel, and the width of the airlock-sluice must ba at
_ Ileast 2.2 meters.
Entrances must be protected from atmospheric precipitation. Pavilions (caps) for
protecting entrances (exits) against atmospheric precipitation must be made of
noncombustible materials.
44
FOR OFFICIAL USF ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-00850R040340100023-2
FOR OFFICIAL USE ONLY
For Paragraph 2.14. The throughput capacity of stairway descents and fixed ramps
is less than that of the door openings, and so a varying width of descents and
door openings is taken in order to equalize the rate of arrival of persons to be
sheltered. ;
The number of steps in a flight (ascent) must be at least three and no more than
18 on routes for evacuation and for filling.
The height of a riser in stairway descents must be no more than 16 cm and the width
of a tread must be at least 25 cm.
For safety in descending, the surface of fixed ramps must be f inished to prevent
slipping.
The vertical distance from the surface of a tread and from horizontal surfaces of
entrance landings to the lower part of the overhead cover must be at least 1.90
meters. -
- Handrails must be installed on the sides of stairways and fixed ramps.
It is recommended that intermediate handrails be installed in wide stairway descents
so that the distance between these rails and the handrail on the wall is 1-1.5
meters.
To protect entrances from atmospheric precipitation, it is permitted to install
light enclosures of noncombustible materials,and which can be demolished by the -
- blast wave,over their openings.
The dimensions of airlocks and fore airlocks in a plan depend on requirements for
operation of the spaces in peacetime and on the width of doors and must provide for
the free passage of people through door openings with doors being opened and closed -
at different times.
It is recommended that the width and length of the airlock and fore airlock be
made 0.6 meters greater than the width of the door panel. The distance from the
axis of the door opening to the wall to which a door opens must be 0.4 meters
greater than half the width of the door panel.
The mutual accommodation of doors in entrances is determined by their convenience
of operation in peacetime and by the capability of transporting equipment through .
the entrances. PosiLioning of doors in a layout at a right angle to each other -
is the most expedient based on degree of protection against radiation. _
Doors may be swinging and sliding. A description of standard airtight blast doors
and airtight donrG snd shutters used in different classes of shelters is given in
Appendix 1.
Industrial door openings in shelters should be used, as.a rule, for filling the
shelters with persons. The openings must be covered with airtight blast doors,
gates or shutters having a closing time of no more than 1.5 minutes.
45
r^r ,.,-T AT TiCF nNr.v
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
2.15. Spaces adaptable as shelters must have an emergency exit beyond the limits
of zones of possible debris from the collapse of buildings and structures.
One of the exits in shelters holding 600 persons or more (up to 3,000 persons)
must be fitted as an emergency and evacuation exit in the form of a tunnel with
inside dimensions of 1.2 x 2 meters. The exit from the shelter into the tunnel
must be fitted�with airtight blast and airtight doors 0.8 x 1.8 meters in size,
linstalled in the airlock.
I In freestanding shelters one of the entrances, located outside the zone of possi-
ble debris, can b e designed as an emergency exit.
For Paragraph 2.15. An airlock must be designed when an emergency exit is used as
an entrance to a shelCer and in those instances where persons from outside the
limits of the a s sembly radius will enter through the emergency exit, an airlock-
sluice should be designed. A schema.tic of an entrance combined with an emergency
exit is given in Fig. 24.
L-- Distance from building to entrance
pavilion
12.16. An emergency exit in the form of a vertical shaft with a protected cap is
�authorized in shelters holding up to 600 persons.
iThe emergency ex it must connect with the shelter by a tunnel. Inside dimensions
,of the tunnel and shaft must be 0.9 x 1.3 meters.
lThe shelter exit into the tunnel must be closed with airtight-blast and airtight
;shutters installed on the outer and inner side of the wall respectively.
ilnstallation of an airlock is permitted for this exit with appropriate substan-
ltiation.
46
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Fig. 24. Emergency exit comhined with entrance

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OF'ItCIAL USE ONLY
For Yaragraph 2.16. A schematic of an emergency exit from a built-in shelter is
given in l:igures 25 and 26.
. ~
L a
� . , n.~ . _
'Z-
J 4 0 1 ~ =
,I. . i .a J . . . . ,
) fp ~
Sectional view
s

T_ ~I4
 ~
Fig. 25. Emergency exit from built-in
shelter
1. Gallery
2. Shaft with protected cap
3. Airtight shutter
- 4. Airtight blast shutter
5. UZS
= 6. 60 x 80 cm aperture with louvered
grid
H Cap height
L Distance from cap to building
(H = 1.2 meters with L e.qual to ;
half the building height plus 3
meters and H= 0.5 meters with -
L equal to the building height)
tn freestanding shelters emergency exits in the form of a shaft with cap can be
designed adjoining the outer walls of a shelter. A schematic of such an entrance
is given in Fig. 27.
2.17. Emergency exit shafts must be fiCted with protected caps, with their height
above the surface of the ground to be:
1.2 meters with the distance between the cap and building equal to half the
~building height plus 3 meters; -
~0.5 meters with the distance between the cap and building equal to the building =
iheight. -
47
'Pnn nrVTrTAT. TTSF ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Fig. 26. Schematic decision for emer-
gency exit with down stairway
1. Gallery
2. Down stairway
3. Aperture with louvered
grid
Openings 0.6 x 0.8 meters in size fitted with louvered
grids opening inward must be provided in each wall of a
cap 1.2 meters high. A hatch 0.6 x 0.6 meters in size
must be provided in the overhead cover with a cap height
less than 1.2 meters.
Note: 1. With the emergency exit at a distance equal
to- the building height, it is permissible to install a
down stairway at ground level in place of a protected
cap.
2. With the emergency exit at a distance less than half
the building height (H), the cap height should be
interpolated between the values of 1.2 meters and debris
height at the building h3 = 0.1H + 0.7 meters.
1. Cap For Paragraph 2.17. Cap height should be taken to mean
' 2. Airtight shutter the distance from ground level to the underside of the
~ 3. i\irtight blast cap cover.
sliutter
4. 1.ouv~recigrid With shelters located in waterlogged soil, all elements
of emergency exits should be lccated above the level of
ground water (Fig. 28).
With a very high ground water level (0.5 meters from the earth's surface) and the
impossibility of building cushioned galleries, emergency exits can be made in the
form of protected shafts rigidly connected with the overhead cover (Fig. 29). In
this case the distance from the earth's surface to the bottom of the aperture with
� airtight blast shutter must be 0.2-0.3 meters greater than the debris height at
the building.
48
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Fig. 27. Schematic
decision for emergency
shaft exit adjoining
freestanding shelter:

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
~
z 7
Fig. 28. Schematic layout of
entrance combined with emer-
gency exit in waterlogged soil
FOR OFFICIAL USE ONLY
*Groutid Water Level.
Design Decisions
2.18. The structures of spaces adaptable as
shelters must provide protection for persons
against effects of the blast wave of a nuclear
burst, radioactive emissions, thermal radia-
tion and heat effects from conflagrations.
Spaces adaptable as shelters must be airtight.
For Paragraph 2.18. The design elements of a
shelter are as follows:
Bearing and protective corrrponents of the main
struGture: Overhead covers, external walls,
internal walls and columns, continuous base
plate or individual pillar (strip) foundations.
Design eZements of entrances: Walls of air-
locks, airlock-sluices, fore airlocks, stair-
way descents and fixed ramps, covers for them,
entrance openings with protective devices
(doors, shutters, gates), protected or unpro-
tected caps over shelter entrances;
1. Airlock with stairway Design eZements of emergency exits: Walls,
descent overhead covers and foundations of galleries
2. Gallery and protected caps, openings with protective
3. Airtight blast door devices (doors, shutters, standardized protec-
4. Airtight door
tive sections).
2.19. Bearing components must be calculated for the effect of the blast wave of
a nuclear burst and possess requisite strength in canformity with the shelter class.
It is recommended that girderless overhead cover be used for shelters, or over-
tiead covers with a girder arrangement and resting on columns according to the
column-girder (collar beam)-slab system. In some instances with appropriate
substantiation it is permissible to use inner lengthwise and cross bearing walls.
2.20. The weight of protective components for protection against radioactive
' radiation should conform to SN 405-70.
Note: 1. The weight of overhead cover includes fixed equipment (no more than
200 kg-force per 1 square meter of area occupied), conditionally taken as evenly
distributed over the overhead cover area, as well as the layer of soil on the
overhead cover.
'L. To the weight of walls separating spaces adaptable as shelters from adjoining
basements should be added the weight of the portion of overhead cover of these
basements equal =n width to the height of the wall.
For paragraphs 2.19 and 2.20. The weight of industrial equipment (machine tools,
conveyors, racks and so on) and the weight of light partitions installed on the
overhead cover which are not dismantled or removed in converting the spaces to a
shelter operating regime must be considered in determining fixpd equipment weight.
- 49
FnR nFFTf'TAT, i7SE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Sectioiial view
I-I

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
I�1 . a1
Sectional view

.t~
*Ground _
C
d.Q Ievel
d)
,
~II . .
Fig. 29. Schematic layout of emergency exit
with ground water level 0.5-1 meter below
overhead cover
a. Exit shaft without access gallery
b. Exit shaft with semiburied access
gallery
h3 Disstance from ground level to opening
(h3 = 0.1H + 0.9 meters, where H is
the building height)
50
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE UNLY
2.21. Reinforced concrete walls and overhead cover not Povered with soil and with
a thickness under 0.6 meters as determined by the structural design must have a
thermal insulation layer according to Table 3(2).
Table 3(2) - Thickness of Thermal Insulation Layer, cm
Theruial insulation Layer
Size of Thermal Insulation Layer with
Thickness of Reinforced Concrete Walls
and Overhead Cover, cm
40
30
20
10
Boiler or blast-furnace slag
LO
15
20
30
Slag cencrete
12
20
25
35
Heavy concrete
20
30
40
50
Vegetable soil
25
35
45
55
For Paragr.aph 2.21. The thickness of walls and overhead cover for hollow elements ~
is taken as equal to the total thickness of the component and for ribbed elements
it is taken as equal to the thickness of the flange.
The data given in Paragraph 2.21 are valid for calculating the overhead cover of
shelters located in a zone subject to obstruction and under thermal effect of con-
flagration in the rubble.
Protective components of built-in shelters which will not be obstructed as well as
- components of freestanding shelters located in a zone of conflagration in rubble,
but in sectors which will not be obstructed, do not have to be designed for heating
in view of the slight thermal effect.
Screens which can be installed on the inner side of the shelter can be used to pro-
tect persons from radiant heat coming from the heated surfaces of protective compo-
nents. In this instance a design temperature of 40�C is permissible on the inner
surface of protective components. Asbestos cement and fibert,oard slabs, thermal
insulation mats and so on may be used as material for the screens. The greatest
effect is achieved with double screens installed 10-15 mm from the inner surface of
the protection and 10-15 mm from each other.
An approximate computation of the requisite thickness of the overhead cover compo-
nent for heating with an allowable temperature of 30�C on the inner surface can be
performed from the formulas:
In the absence of screens h113=(2,4Q--'1!+)a,,,.10'; (7)
In the presei:.ce of screens hN;=(1,d5-4b)a,,�102, (8)
wher2 h is the thickness of the reinforced concrete bearing component in meters;
and aH3 is the coefficient of temperature conductivity of the thermal insulating
material in square meters per hou.:. -
51
vnn nr.V-rrTAT TTGF. nrjj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02108: CIA-RDP82-00850R000300100023-2
FOR OF'FICIAL USE ONLY
' 2.22. The structural schematic of built-in spaces adaptable as shelters should be
chosen with consideration of the design of the building (structure) in which the
shelter is being built and on the basis of the technical-economic estimate of
space-planning decisions for adapting spaces for needs of the national economy in
peacetime.
~ The structural decision for connecting frame elements of the above-ground portion -
of buildings with components of built-in shelters must provide, as a rule, for the
building's above-ground components resting freely on the overhead cover of the
built-in shelter. To ensure spatial rigidity of the frame of an above-ground
building under the effects of operating loads, it is permissible to install "rigid
joints" calculated for destruction of above-ground components under a special com-
~ bination of loads and for assurance of the strength and airtightness of the shel-
ter's overhead cover.
For Paragraph 2.22. The structural schematic of the building's underground portion
must correspond to the optimum extent to requirements for assuring strength and
stability under the effects of operational loads and a special combination of loads,
as well as to economic expediency.
As a rule, the center lines of external and internal bearing walls and individual
tiers (columns) of the building's above-ground frame and its basement portion should -
coincide. The distance between longitudinal and cross center lines of freestanding
shelters should be taken as a multiple of 15M (M is the basic modulus taken as equal
to 100 mm).
It is permissible to introduce additional tiers in basement spaces reducing the
effective span of components of shelter overhead cover, within the accepted distance
between bearing component-.s of the building's above-ground portion.
- The following structural schematics can be used in erecting shelters:
Frame-panel with f ull frame (Fig. 30a);
Frame-panel with partial frame (Fig. 30b);
Frameless (Fig. 30c).
Ttie frame-panel schematic with full frame is a system consisting of posts (columns)
and collar beams filled in with slabs (panels) solidly connected with f-ame ele-
ments.
- In the frame-panel schematic with partial frame, continuous walls are installed in -
place of the end columns and the fillings.
- The iongitudinal and cross positioning of collar beams is permitted in frame-panel
structures with full frames. The longitudinal positioning of collar beams is
recommended in structures with partial frame, inasmuch as this provides an oppor-
tunity to reduce the number of complex joints in connections between collar beams
and walls and improve ttie work of longitudinal walls against the joint effects of
vertical and horizontal loads.
52
FOF OFFICIAL USE ONLY
p
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2047102108: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Fig. 30. Structural schematics of shelters
a. Frame-panel with full frame
b. Frame-panel with parrial frame
c. Frameless
l. Pz-ecast reinforced concrete collar beam
2. Precast monolithic overhead cover
3. Reinforced concrete column
4. Wall slabs
5. Monolithic reinforced concrete slab of
overhead cover
6. Monolithic reinforced concrete walls
53
F(1R nT'FTt'.TAT. iTSE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
a) 3 / 2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
~

1. Precast reinforced con-
crete column of above-
ground frame
2. Precast reinforced con-
crete sleeve foundation
3. Monolithic girderless
overhead cover
4 Fill
FOR OFFICIAL USE ONLY
In designing built-in shelters it is not recommended
that frame components (columns) of the above-ground
portion of the building be rigidly connected with
shelter components. Foundations under the columns
rest freely on the shelter's overhead cover. An
example of a structural decision for connection of
these elements is given in Fig. 31.
The most rational space-planning decisions for
spaces adaptable as shelters must be chosen on the
basis of a comparative technical-economic analysis
of different variants. Appendix 2 provides a
methodology for de*_ermining cost indicators for
various structural-design decisions for shelters
which allows selection of the most ontimum variants
depending on a change of particular parameters
affecting the cost of individual structural elements
and the structure as a whole. These parameters
include the span and height of spaces, type and
strength of material used, features of the struc-
tural (design) schematic, cost of materials aiid
articles and so on. A determination of cost expen-
ditures for individual shelter elements is performed
according to corresponding nomograms in Appendix 2.
The results obtained also can serve as a standard
for determining the degree of rationality of the
structural-design decisions being worked out.
2.23. Standard reinforced concrete shelter components must be used in drawing up
plans for spaces adaptable as shelters. With a ground water level more than 2
meters higher than the level of the shelter floor, the walls and foundation plate
of these spaces should be designed as monolithic reinforced concrete, envisaging
industrial methods for their construction.
It is permissible to use standard reinforced concrete components of industrial and
civilian housing construction for class IV-V shelters, strengthening their elements
in necessary cases.
For Paragraph 2.23. The use of unified components of basement spaces under series
U-01-02 and U-01-01 and precast reinforced cuncrete elements with increased
supporting power is recommended above.all in constructing shelters. For example,
this includes elements of pedestrian and production tunnels, collectors, slabs of
overhead cover of industrial buildings for heavy loads and so on.
The reinforcement can be increased by using steel with increased strength character-
istics and by increasing the sectional area of the effectilie longitudinal and
lateral reinforcement.
2.24. Requirements of SNiP Chapter I-A.3-62 "Application of Single Modular System
in Designating Sizes of Precast Components and Articles" should be followed in
designing special precast reinforced concrete components.
54
FOR OFFICIAL USE ON'LY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Fig. 31. Schematic of above-
grounc' frame resting on shel-
ter's overhead cover through
a sleeve foundation

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
- For Paragrapti 2.24. It is preferable to designate the nominal width of base plates
of overhead cover, wall slabs and foundation plates from the sizes 1,000, 1,500 and
~ 3,000 mm.
2.25. Overhead covers should be designed from precast and precast-monolithic rein-
forced concrete components with a refractory limit of one hour. Motiolithic rein-
forced components can be used with consideration of the need for their construction
in short time periods.
Fur Paragraph 2.25. As a rule, elements of overhead cover made of precast rein-
forced concrete components should be designed as sectional, covering joints with
mortar (concrete) and installing a beam of monolithic concrete around the circum-
ference of the structure, connecting the beam to the outer walls with anchors
(Fig. 32). It is advisable to design the precast-monolithic components as continu-
ous, with installation of above-pier reinforcement in the layer of monolithic con-
crete (Fig. 33). A portion of the effective reinforcement (longitudinal and
lateral) can be installed between precast elements (Fig. 34).
- In designing shelters of monolithic reinforced concrete, it is recommended that the
most rational structural decisions be made in which optimum use is made of the
- strength characteristics of concrete (protective components of curvilinear shape,
_ girderless types of overhead cover and so on). Proressive types of formwork as
well as the formless method of work should be used in building shelters.
2.26. Overhead covers should be securely connected with walls made of precast
reinforced concrete elements by welding inserts or reinforcement protrusions, and
with walls made of masonry (concrete) materials by installing anchors of at least
~ 2 square centimpters cross-section per one meter of wall. Anchor connections should
` be to a depth of at least 30 diameters of the reinforcement.
For Paragraph 2.26. At the bearing points of precast elements of the overhead
cover on internal walls, in addition to the anchors embedded in the wall based on
a figure of 2 square centimeters per one meter of wall, reinforcing rods are
installed additionally in joints between elements for providing a connection. The
total area of reinforcement placed on one side of the overhead cover with consider-
- ation of anchors protruding from the wall must be at least 2 square centimeters per
_ one meter af overhead cover.
Placement of anchors at the junctions of precast, precast-monolithic and monolithic
- overhead cover with walls of masonry materials is necessary for ensuring the inter-
connection of the structure's elements. This is considered a hinged joint and the
installed reinf.orcement is not considered in the design estimate.
In installing walls and overhead cover of monolithic reinforced concrete, it is
recommended that junction points be designed as rigid (frame) joints, with installa-
tion of requisite reinforcement in them based on calculation.
Structural decisions for junction points of overhead cover with walls are shown in
figures 35-37.
55
r.nn -T.MTrTAT iT-,F. nNLV
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
Fig. 32. Arrangement of monolithic collar
beam in precast overhead cover
1. Monolithic collar beam
2. Slab
3. Precast collar beam
4. Column
a)
0 0
Fig. 33. Installation of above-pier
reinforcement in shelter's precast-
Monolithic overhead cover:
a. In continuous slabs
b. In continuous collar beams
1. Layer of monolithic concrete
2. Above-pier mesh reinforcement
in slabs
3. Slab
4. Collar beam
5. Column
6. Above-pier reinforcement of
collar beam
7. Protrusions of la'-eral rein-
forcement from collar beam
8. Collar beam (slabs condi,-
tionally not shown)
Fig. 34. Schematic of positioning
of reinforcing cages between precast
elements of precast-monolithic over-
head cover of shelter
a. Using channel slabs
b. Using multicavity slabs
l. Precast elements
2. Monolithic concrete
3. Supplementary reinforcing cages
56
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
a)
r
c
a
~
2
FOR OFFICIAL USE ONLY
0
m
t
Fig. 35. Anchoring of overhead cover elements with outer
walls
a. With a precast reinforced concrete overhead cover
b. With a precast-monolithic reinforced concrete overhead
cover
c. With wall construction out of long components.
1. Layer of monolithic concrete
2. Overhead cover element
3. Anchor ~ 16 mm embedded every 1 meter in layer of
monolithic concrete
4. Rod 0 20 mm, welded to anchors
5 .
2
c)
f
Fig. 36. Installation of anchors
between overhead cover an3 inner
walls
1. Precast elements of overhead
cover
2. Inner wall of masonry
materials
3. Anchors protruding from
masonry into joints between
overhead cover elements
4. Reinforcing rods laid in
joints between precast
elements
5. Monolithic concrete

Fig. 37. Welded connection of
precast reinforced concrete
elements of walls and overhead
cover
l. Reinforced concrete element of overhead
cover
2. Reinforced concrete element of outer
wall
3. Embedded parts in precast elements
4. Weld figuring at least 5 cm per 1 m of
wall (height of joint weld is equal to
0.6d, with d being the thickness of ar.
8 mm embedded part)
5. Monolithic concrete
57
Frlv n-VTr+TAT TTCF. nj1T,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
Y' ~

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
2.27. Walls should be designed of precast reinforced concrete slabs, concrete
blocks, monolithic reinforced concrete and other construction materials satisfying
strettgth requirements as well as other requirements placed on underground portions
of buildings and structures.
The joints of walls (corners, abutting and intersecting walls) made of masonry
materials and concrete blocks should be strengthened with Class A-I reinforcement
in the form of individual rods or mesh with an overall cross section of at least
4 square centimeters per 1 meter of wall with a 50 centimeter projection of the
reinforcement from the side of the wall.
It is permissible to design the walls of shelters located in waterlogged soil
where the ground water level i_s up to 2 meters higher than the floor level out of
precast components, providing for the f illing of vertical joints between wall
slabs with impervious concrete (mortar) using nonshrinking or expanding cement or
portland cement with sealing additives, and embedding the slabs in a channel of the
foundation plate.
~ For Paragraph 2.27. Reinforced concrete slabs for the outer walls of shelters can
be nonbearing or bearing. Nonbearing slabs receive only a lateral (horizontal)
; load (Fig. 38a and b), while bearing slabs in addition receive an added load from
~ elements of the shelter's overhead cover (Fig. 38c).
' The design of horizontal and -iertical joints at places where slabs come together
, must provide a simple and r�eliable filling of the joints with mortar (concrete).
Slabs are fastened to columns by welding of inserted parts (Fig. 33).
As a rule, outer and inner walls of concrete blocks are placed with a bonding of
vertical joints. In soine cases, when necessary to increase the bearing power of
outer walls against the effect of a horizcntal load, continuous vertical channels
are made in them and filled with concrete and reinforcing cages (Fig. 40).
; At places where outer shelter walls come together with components of entrances and
emergency exits, floating joints are made in the absence of ground water. When
the ground water level is higher than the shelter floor level, components of outer
- walls and entrances are rigidly interconnected, i.e., they are designed to be con-
tinuous. In this instance it is recommended that Lhe grade of the emergency exit
floor be located above the ground water level.
Structural decisions for reinforcing joints of masonry shelter walls are given in
figures 41-44.
2.28. Columns and foundations should be designed of precast or monolithic concxete.
Use of a solid foundation plate is permitted under difficult hydrogeologica]_ condi-
tions. Joints of walls and columns with overhead cover and foundations must provide
a spatial rigidity to components under installation and design loads.
For Paragraph 2.28. To reduce the cross-section of columns with considerable loads
it is recommended thatdiagoiial reinforcement of columns with horizontal mesh be
_ used. If the ground water level is below shelter floor components, the wall foot-
ings should be designed as continuous, with pier foo*.ings under columns. The grade
58
F(1R nFFT('.TAT. TTRF f1NT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
3 6
a 2 B
6 ~
1
6
FOR OFFICIAL USE ONLY
3
7
5
4
Fig. 38. Variants of decision for outer walls
a. Nonbearing slabs positioned horizontally
b. Nonbearing slabs positioned vertically
c. Bearing slabs
1. Wall slabs
2. Precast portion of overhead cover
3. Monolithic portion of overhead cover
4. Foundation
5. Marginal beam
6. Collar beam
7. Column
2
of the top of continuous footings for walls should be set at the level of the bottom
of the subfloor (see Fig. 40).
- With the ground water level near or higher than the shelter floor level, a solid
foundation plaze is laid under the structure. Variants of structural decisions for
the foundation plate are given in Fig. 45.
The joining of columns with pier foundations and the solid foundation plate should
be rigid.
It is recommended that the joints of precast reinforced concrete columns and collar
beams be hinged, with welding, using special inserts (Fig. 46).
2.29. Partitions should be designed of precaat reinforced concrete and other fire-
proof materials and fastened to walls and columns. When longer than 3 meters they
also should be fastened to overhead cover by anchors with a cross section of 1
square centimeter per 1 meter of the perimeter, with provisions for freedom of
deformation of the overhead cover.
For Paragraph 2.29. It is best to use sufficiently strong materials having a small
volume weight for building partitions. The use of reinforced brick partitions is
permitted. Partition thickness should be determined in accordanc2 with require-
ments placed on its strength and with consideration of the horizontal acceleration
received, sound insulating power and airtightness (in necessary instances). The
59
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
jt,T
( 7
~
i
TI
5ectional v}ew
Fig. 39. Attachment point of outer wall
slab to column
1. Reinforced concrete slabs
2. Reinforced concrete column
3. Inserts of slabs and columns
4. Connecting elements
- 5. Weld
6. Filling with cement mortar
7. Packing seal
computation for equivalent static loads from the effect of inertial forces is given -
in Appendix 5. Schematic decisions for junction points of inner walls with
surrounding components are shown in Fig. 47. _
_ 2.30. Fntrances, exits and alsoir.dustrial openings should be closed with standard
airtight blast and airtight doors and shutters, basic characteristics of which are
given in Appendix 3.
- I'or Paragraph 2.30. It is recommended that industrial installation openings of _
considerable size be protected with gates moving on special rails parallel to the
surface of the wall in which the opening is located. The openings also can be
covered with specially made precast elements ensuring requi.site airtightnoss around
60
FOR OFFICIAL USE ONLY -
I
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Sectional
view I'!
~ s
,
~o:. :;o:::: o:
�o.
.
p .
. : ; �~o
, ,e
: p ~ e~�.

J Fig. 40. Structural decision for outer
concrete-block walls
1. Concrete blocks
2. Precast overhead cover slabs
3. Continuous footing
4. Reinforcing cages
5. Monolithic concrete
6. Concrete subfloor
7. Earth fill
a)
~
S
~
~
C/l ff1A
Fig. 41. Structural reinforcement of
masonr; walls with 6-8 mm reinforcing
mesh
,
a. Intersection
b. Adjoining
c. Corners
bl
Fnn nFVT('.TAT. TTSF. ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
r
I--_
~I
1
ti
C
I
~ I
E I
. ( ~
-J- 4 - ~ - ~
~
L
a~
a~
4-+ u
o
m
O
U
r-i
~
~
~ ~
~ v
i
~ 3
3
~
44
3
3~
a
i
0
~
~
x
c
~
o
.
.
,
T1
1~.~ ~I 4-1
.1
1
U
0
RS
N
rl bD
'--I r-I
~
41
0 1-4
4
0
a
U)
N
r-I
0
q
~
h ~
U
$
E3 i
2 +J
0 U)
Q)
0
P 44 P b4
u
~
~~i
o
Ga~0 r-I
0 o
~
Hp40p
OU
� 1.~
C1
.I ~
~
~
F~--
t... 'r
i
~
~
.rj _ 6Pr~ i'- - p ) 1 (16)
where 6 is the eff ec tive time of action of the shock wave, which is calculated
in the formula (0,72- 0,08Apo) T+ npx 1< Apl,S3I
7~
e (0,85- 0,26p4) T.~_ npx Ap_ G l. ~1
In case data on the yield of a nuclear burst are absent in the assignment for
designing a shelter, the effective time of action of a shock wave should be taken
from reference data.
The maximum value of dynamic load on a structural element of the structure and
the law on its change in time depend on the medium (soil, air) through which
the load from the shock wave is transferred, on the conditions for interaction
= of the shock wave with the component, and on its dimensions. The simultaneous
_ loading of all comp onents of a structure is assumed. The dynamic load is con-
- sidered to be applied perpendicular to the surface of the calculated component
on all spans simult aneously, evenly distributed in area, and changing in time
according to linear laws (Fig. 61).
3.5. The dynamic vertical load pl on slielter overhead cover (Fig. 59(2)a-f) and
overhead cover of t he galleries of emergency exits, and the horizontal load pl
on walls separating the shelter from adjoining basement spaces unprotected from
a shock wave (Fig. 59(2)b) should be assumed equal to thP pressure in the front
of a shock wave Ap.
3.6. The dynamic horizontal loa.d p2 transmitted through the soil to elements of
outer walls (Fig. 5 9(2)a, c, d, e, f) should be taken from the formula
p.=kaea, [18(1)]
where ku is the coefficient of lateral pressure taken from Table 3; and
Ap is the pressure in the shock wave front in kilograms per square
icentimeter.
For paragraphs 3.5 and 3.6. For overhead cover of freestanding shelters and of
galleries of emergency exits with ground fills no higher than 1 m(or without
fill), and for overhead cover of shelters built into structures, the first floor
of which has a glass area greater than 50 percent or an easily demolished wall
- space both with or w ithout openings (for example, nonbearing attached panels of
industrial buildings), the law of cha.nge in vertical dynamic load in time is
shown in the chart in Fig. 61a and maximum pressure is taken equal to the
- pressure in the sho ck front.
- 85
.,OT n?,n v
Is
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
. 19000
6)
- Fig. 61. Laws on the change of dynamic load in time
a. On overhead cover of freestanding shelters and galleries of
- emergency exits without earth fill and with a fill no higher than
one meter
b. On overhead cover of built-in shelters and walls separating the
shelter from adjoining basement spaces
c. On frontal element of component rising above ground level
d. On rear element of component rising above ground level
e. On outer wall banked with soil; on overhead cover with a fill
greater than one meter; and on foundations on soft, nonrocky
soil
For overhead cover if shelters built into buildings, the firstfloor of which has
a glass area of no more than 50 percent, and for walls separating a shelter from
_ adjoining basement spaces unprotected from z shock wave, the law for change of
vertical (horizontaZ) dynamic load is shown in the chart in Fig. 61b, in which:
AplTp is the overpressure in the front of a shock wave which has passed through
openings; for overhead cover the value Ap17p is determined from the chart in
Fig. 62 depending on the coefficient ao (ratio of the area of openings in
first-floor walls to total wall are:) and pressure in the shock f r ont in
the vicinity of the shelter; for wall's separating the shelter from adjoining
basement spaces, the value Apl-II-) = 0;
APmax is the maximum pressure equal to pressure in the shock wave front in the
vicinity of the shelter;
- 81 is the time of load build-up to maximum value, which tentatively is taken
- equal to 0.15 seconds for Class V shelters, 0.09 5econds for Class IV, 0.06
- seconds for Class III and 0.04 seconds for Class II.
86
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Table 8(3) - Coefficient of Lateral Pressure kg
Soii Description in Accordance witli SNiP Chapter II-B.1-62*I Coefficient k6 I

Satidy with a moisture content G< 0.8*; sandy loams with a
consistency B1 1
*In the presence of surveys, it is permissible to take: l%- = 0.4 for sands wi
a moisture content G40.5 and lcn = 0.6 for clay with a consistency 0.75 Qa
x` 1- (ai/oo)2 \1 AP~ 1,, � (20)
The dynamic limit of elasticity (crs) of soft soils comprises 1-1.5 kg/cm2 and is
determined from results of tests of soil samples.
The distribution of maxin:un stresses om(x) in the compression wave in soil depth
is determined by the dtpendence
88
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
2 .
am (x) = Ap40 1- (1- aZ ~ale . 0 5 z< x,; (21)
0
Qm (x) = Qt, z-> xs , ,
In calculations it is convenient to use the attenuation factor, representing the
ratio of the maximum pressure in a compression wave at depth x to pressure at the
earth's surface.
The attenuation factor k3aT is determined from the formula
1 .
kan = 1 - 1 - ~ 2ale ~
(22)
OGz z, '
As a result of an obstruction to the vertical movement of soil particles offered
by a structure's overhead cover, there occurs a process of reflection of the com-
pression wave leading to an increase in pressure on the overhEad cover. Reflec-
tion of the compression wave is taken itito account by the reflection factor ictTp,
determined from the chart in Fig. 63 depending on the relationship Qm(x)/QS and
ao/al.
w'
Fig. 63. Chart for determining factor
for reflection of compression wave from fixed
obstacle
The curves and values aofal are: 1-- 1.1;
2-- 1.3; 3-- 1.5; 4-- 2; 5-- 3
The maximum dyr.amic load (see Fig. 61e) on the overhead cover of a structure with
dirt t i 11 x= H (H> 1 m) will equal : k~ npH Op R.;
Pmox - , 33t oTp ~ " (23)
. 1 P111,x -APnh horP npe c1 p,, < aS,
where k3aT is determined from formula (22) with x= H;
k*oTp are determined from the chart in Fig. 63, and when Apd) h~o~ft' ^
n
Pressure in compression wave Qm is determi.ned for a cross section at the level of
the middle height of a wall witk con.sideration of attenuation in depth. It is
permitted to take 6m equal to pressure at the front of an air shock wave in view
of the slight attenuation of the compression wave from a nuclear burst at prac-
tically applicable depths for placement of shelters. A.change in the load in
time on a frontal wall considering the effect of a slope is taken �rom t.he chart
(see Fig. 61e), i.e., analogous to a change in load on walls of fully buried
shelters. The maximum load (see Fig. 61e) on a wall below point A(see Fig.
64a) equals : Pmex'= am (x) (ko~ cos2 q) k6 sina T) ; (27) ,
Above point A we taken the load proax=an, (x) k6� From the drawing (see Fig. 64a)
it follows that the compression wave's angle of incidence on tlie wail equals
90� - a, where a is thE dip angle of the slope to the horizon*_al (tg a=
1/n).
Formula (27) can be reduced to the form (with Qm(x) = Opo)
Pmex � k6 ( kk n sinz a-I- cos~ a~ Ap~.
6
93
r.nn nr.t+7rTAT TTGF. nNj,1'
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
x

APPROVED FOR RELEASE: 2007/02108: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
From a comparison with formula [25(2)] of SN 405-70 it is apparent that ~
korp = kk p_ sii~9 a-{- coss a. (28)
6
Table 4 of SN 405-70 provides averaged values of lcmp. To reduce the load on the
' front wall, it is recommended tha*_ extension b of the slope shoulder be arranged
so that the projection of the slope does not fall on the wall (see Fig. 64b).
- The amount of extension is determined from the geometrical relation
b>_(h06o .-F ha) tg a=' h�s� n h� : (29)
With such values of b the maximum load on the wall is determined by formula
[18(1)] of SN 405-70. Since the shelter's orientation with respect to the center
of a nuclear burst is practically never known, then all walls of a partially
buriad shelter are calculated for the loads examined above.
3.8. The dynamic horizontal load py for outer walls rising above ground level
and directly receiving the load from the shock wave (Fig. 59(2)e) is determined
from the formula
Pd - OP -F- 2'5AP2 ep l- 7.
For Paragraph 3.8. In the process of the shock wave's interaction with shelter
components rising above ground level (outer walls, caps of emergency exits), two
phases are distinguished: diffraction and flow-past. The diffraction phase is
- the initial one acting on the front component is the reflected pressure
GpOTI), determined from the chart in FiQ. 65 o t from the formula
p~
APo.ra = 2AP~ (31)
.
eP,b -F- 7,2
A rarefaction wave arises at the edges of the projecting portion of a structure
= flowed around by the shock wave because of a difference in pressures in the
incident and reflected waves. Propagation of the rarefaction wave leads to a
, drop in pressure on the component from the value Apmp to the value of the flow-
past pressure Ag~T (see Fig. 61c) . The ti.me from the beginning of reflection to
the beginning of establishment of the flow-past regime 6* is tentatively taken
as equal to the least of two values calculated from the lormula
. . 3h/D~; (32)
A~.= ,3fi12~m. ~
- where h and b are characteristic dimensions determined in conforiaity with
Fig. 66; and D~ is the velocity of propagation of the shock wave Lront.
In case an easily c o 11 a p s ed superstructure is built above a shelter, dimension h
should be raken equal to the height of the portion of the shelter wall rising
above ground level.
_ ~ he p r o p a g a t i o n veloc i ty of the snock front is determxtzed from the formula
- vy = 340 Y i+ o, asnp,y. (33)
Table 11 gives values of D T depending on Ap~.
_ In tlie flow-past phase loads on shelter components rising above ground level
form from static pressure (overpressure) in t;:e wave and dynamic pressure
94
FOR OFFICTAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02108: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
dp,
9
8
7
6
S
4
d
z
r
0
v i. , r
mF_Ff_~
Kgw
Fig. 65. Chart for determining pressure of
reflection of air shock wave
a1
~
~
Fig. 66. Schematics for determining
dimensions affecting flow-past time
a Built-in shelter
b Shock wave flow-past of cap
h Distance from earth`s surface to
window opening (height of cap)
b Length of building side turned to
blast
1-- Length of building side (cap)
situated in direction of shock wave
movement
(from the velocity head) arising as a result of retardation of the flow. The
maximum amount of flow-past pressure is approximately half the reflective
pressure: DP06T = 0,5Apo,.p. (34)
95
Fnu n~'PrrTAT. TTSE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
Table 11 - Propagation Velocities of Air
Shock Wave Front
A' K o cM 0,05 0,1 0,3 0,5 1 1,5 2 2,5 I 3
P~. ~I ' I i I I I I I I
N. Mlse~ 347 ~ 354 I 380 I 404 I 460 I 610 I 555 I 596 Ga5
With a flow-past time '0i < 0W2a it is permissible (for the purpose of simpli-
fying calculations) to ignore the momentary reflected pressure impulse in the
diffraction phase and take the maximum load on the component as equal to flow-
past pressure from the formula 30(3) of SN 405-70, in which the second term on
the right side determines the load from the velocity head.
ExampZe. The outer walls of a built-in shelter with dimensions in a plan view
of 12 x 36 m rise 1 m above ground level. The distance from ground level to the
bottom of window openings in building walls is h= 2 m. The shelter is in the
action zone of an air shock wave from the exp lo sion of GDS (see Appendix 4).
Pressure in the front and the effective action time of the passing shock wave
equal : 44, _ 1,35 Kg ; cM3;
0=0,258 sec.
The requirement is to determine parameters of the dynamic load on the outer walls
- of a shelter rising above ground level.
According to formula (31), the ma::imum load from reflected pressure equals:
6�1,355
Oparp = 2� 1,35 -1- 1,35-}-7,2 = 3,98 Kg /cM3 .
with the velocity of the shock wave fr.ont determined by the formula
D,b = 340 v 1-{- 0,83� 1,35 = 495 M/sec
The least value of flow-past time from formula (32) will be (with the charac-
teristic dimension h= 2 m)
3�2
g~-495=0,012 sec.
A change in the load in time is represented in the chart in Fig. 61c.
3.9. The dynamic load p5 on the continuous foundation plate (Fig. 59(2)f)
arising as a result of soil resistance should be taken equal to the pressure at
the front of the shock wave Ap.
For Paragraph 3.9. As a result of the load's effect on the structure's cover,
it begins to shift in the soil and stresses arise in the foundation hindering a
shift of the structure. The maximum dynamic load on the base of the foundation
arising from soil resistance can be determined from the formulas derived from an
examinatio*: of a unidimensional soil movement with the structure located therein
~ as a rigid body:
For freestanding shelters pmex = Ab koTp Qm(Di %
An -l- Ao 4 ~ (35)
96
FOR OFFICIaI, USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
- For built-in shelters Pmax � DPmax (36)
4
where An and Aq) are tre acoustic resistar.ces of the cushioning layer of soil
above the cover (index "n") and beneath the foundation (index "4)"), expressed
by the formula A = alp (in which al is the propagation velocity of the elastico-
plastic compression wave in the soil and p is soil density);
k,np is the coefficient of compression wave reflection from the
_ cove:r, determined from the chart in Fig. 63;
_ am is the maximum pressure in the compression wave at the level
of the top of the cover;
Apmax is the maximum pressure of the air shock wave on the cover of
~ a built-in shelter;
ko- Fo/F- is the ratio of area F~ of the base of foundation to the area
- Fcp of the structure cover;
- (D1 and 4)2 are functions with values determined from the formula
tm - 8i mc
(D1= i - e - et + (An + 4~r) Ot
~
An mkkbA4,1 Oi e r An-}-k a (tm- el) -F.
x � ~ � , 0-Ai .
.e1 ' ' (37)
e --,et '
The value of function 4)2 is calculated from this same formula with An = 0.
Formula (37) has the following notations:
- 61 is the time of load build-up on the cover to a maximum value (see paragraphs
3.5 and 3.6), in seconds;
8 is the load action time (effective time) in seccnds;
mc is the structure mass per square meter of foundation area (dimension [mcJ -
kg�sec2/m3 with [A] - kg�sec/m3);
tm is the time of load build-up on the base of foundation, determined from the
f o rmu 1 a . ~~+k~a~
e o--- e( - m e1
- m` Aln e c . (38)
~ et+ An f k4, A4, et el .
which has the very same notations as in fornulas (35)-(37). The computation of
tm for a built-in shelter is performed according to formula (38) with substitu-
tion therein of An = 0.
Calculation of shelter components usually must be performed in several attempts.
For calculations inthe first approximatioci, the values of functions ~D1 and ~D2 can
be determined from the simplified formula
mf z m~ ~ 1-~("t - 61 (39)
0--8f ~
The chart of a change in the load on the foundation b a se in time is depicted in
Fig. 61e, where the value 61 is numerically equal to tm in formula (38). The
load fall-off time 62 is taken as equal to the effective action time of the
shock wave.
97
r.nn n-+nTnTAT TTCF nNT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Example 1. An air shock wave from the explosion of a gas-air mixture with
parameters Ap* = 1.35 kg/cm2 and 6= 0.258 seconds acts on a built-in Class III
shelter. The shelter mass per square meter of foundation area is mc _
350 kg�sec2/m3 The soil under the aolid foundation plate is loam with an undis-
turbed structure. It is necessary to determine the load on the foundation plate.
We take the coefficient k4,=F,t1FII=1. In accordance with Table 9, al = 350 m/sec,
p= 170 kg�sec2/m``. The load build-up time on the cover is 61 = 0.06 sec (see
paragraphs 3.5 and 3.6). The acoustic resistance of soil under the foundation
plate is A~ = 170�35U6~104 kg�sec/m3. Let us calculate mc 350 .
1�6-104
4A4a 17052C-1 ~ m1
According to formula (38), the time for maximum build-up of the load on the
plate equals : 0,2b8--0,06 _17o�o,osl _
- 0,~ e, ~ e~ 0.082,� ,c,c .
0,08 O,OOb91n (0268
Function 4)2 with An= 0 from formula (37) equals
0,82 - 0,06 + 0,0059 17 o�o,os _ 0,258 X
0,258 - 0,06 0,06 Re- 0,258 - O,OG)
x e t7o(o.os2-O.a) 0.~ ]
1- 0, I l 1-~-
o, a58 o,os
0,1 [(0 - 1, 3) 0,024 + 0,31 ~ 0,92.
From formula (39), 02Z0.$9; i.e., the difference from the preceding value is
less than 4 percent. The maximum load on the foundation plate from furmula (36)
equals: ! 35
pmex = Ps 0,P2 = 1,24 kg/cn+a.
ExampZe 2. The load from a shock wave with Ap(D = 1.35 kg/cm2 and an effective
action time 6= 0.258 sec acts on a freestanding shelter with a layer of loam
1 m high above the overhead cover. The shelter mass from Example 1 is mc _
350 kg�sec2/m4. There is undisturbed loam beneath the shelter foundation. It is
necessary to determine the laad an the solid foundation plate.
From Table 9, for filled loam: ao = 250 m/sec, al = 150 m/sec, p= 160 kg�sec2/
m 4 ; for undisturbed loam: al = 350 mJsec, p= 170 kg�sec2/m4. Maximum pressure
in the compression wave at the level of the cover is Qm = Op(p = 1.35 kg/cm2.
The time of load build-up on the cover to the maximum from formula (19) equals:
81 150(I -250).- 0,003 sec.
We compute the acoustic resistances: A. = 160�150=2,4�104 kg�sec/m3;
A4~= I70�350=6�IM kg�sec/m3
and the values '
m` 350 = 0,0042sec; A" + A~ = 240 1
An -I- A~ (2,4 G) ~0' mc - sec"'
98
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
F'OR OFFICIAL USE ONLY
From formula (38, time t e uals:0,258-0,_240�0,003 '
~ m q lm=0,003 0,0042 ln (~~258
e, 0,019 sec .
0,0(13 0,003
Function 01 from for.wul.a (37) and (39) equals 0.94 and 0.937 respectively, i.e.,
it has practically identical values.
The zeflection fact:or from the chazt_ in.Fig..6_3.with values
vm/ai = 1,35/1,5 = 0,9
no/ai = 250/160 = 1,7
will be k*OT,r = 1.65. Then the maximum load on the foundation plate from formula
(35) equals : Pmaa = Ps = s~ ~a (2,4 -F 6)106 1,65� 1,35�Q,94 = 1,6 kg /c.m'.
'
_ The time for build-up of this load is tm = 0.019 sec.
3.10. The dynamic horizontal load on walls at the location of entrances should
be determined depending on the entrancc type and be taken as equal to pressure
at the shock front multiplied by the coefficient kB in accordance with Table 5.
Table 12(5) - Coefficient kB, Considering Effect of Entrance Type
Entrance Type
Coefficient kB
From basements unprotected against shock wave 1
Through entrance with covered sector 1.2
}
Blind and other types
2.3
The amount of dynamic load on inner walls of airlock-sluices should be taken as
20 percent less than the dynamic load on entrance walls.
Far Paragraph 3.10. Loads on entrance elements (walls, ;:irtight blast cioors and
so on) basicaliy depend on parameters ;Ap(D and A)of the passing shock wave,
entrance type and its orientation with respect to the blast center.
VaZues of coeffieient kg equa.l to the ratio of maximem dynamic load at the
entrance (determined with consideration of previous remarks) to pressure at the
front of the passing shock wave are given in Table 13. This coefficient deter-
mines the maximum horizontal dynamic load on sectors of external shelter walls at
entrances and on the first (outer) blast or airtight blast doors installed below,
in the fore airlocks.
The chart on the change in the load on outer walls and doors at entrances from
= first floor spaces, basements and stairwells based on time is taken from
Fig. 61b with Apnp = 0 and a build-up time of 61, determine3 based on shelter
class in conformity with recommendations for paragraphs 3.5 and 3.6. The load
chart is taken from Fig. 61a for the remainin; eutrance types indicated in
Table 13.
99
..ww- AT nnn I1rTT V
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Table 13 - Coefficient kg Values based on Entrance Type
Entrance Type ,
kB with Shelter Class
V IV III II
From first floor spaces and basements
unprotected against shock wave
1
1
1
1
From building stairwells (from the
street)
1.75
2
2.2
2.5
Through entrance with covered sector
opposite entrance openi.ng
1.4
1.25
1.12
1
Through entrance without covered sector
1.7
2
2
1.5
' Inclined blind entrance without cap or
with light (destructible) cap
1.9
2.2
2.5
2.66
Dynamie Zoad pt on inner waZZs of airZocks and airtight doors arises as a result
of the shock wave flowing through possible leaks in outer parts of an entrance
and around the perimeter where the outer door cantacts the door frame. Such
leaks are the results of concealed defects of construction and installation work
during the installation of inserts and outer door elements. The load on inner
airlock walls rises smoothly over a relatively long time until its maximum value
pt and so is taken to be acting statically. The maximum value of pt is deter-
mined from the curves in Fig. 67, each of which correspond to a specific ratio
V/1. Values of the product of coefficient kB (see Table 13) and the amount of
pressure at the shock front are laid off along the abscissa axis.
OWArdP"1
Fig. 67. Chart for determining load
pt on inner walls of airlocks and
airtight doors (shutters):
V Airlock volume
1-- Perimeter of airtight blast
door opening
1 Airtight door
2 Airtight b1asC door
100
/
10
!S
49 ZO
, Ta
Q~ .
_ S, !D re d p~,kg/cMt
Fig. 68. Chart for determining load
p., on inner walls of airlock-sluice
and on second airtight blast door
V Airlock-sluice volume, m3
f Opeaing area for first
airtight blast door, m2
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Dynamic Zoad plm on inner waZZs of an airZock-sZuice and on the second airtight
, blast door of the sluice is determined from the condition of a possible flow of
the shock wave through the open first airtight blast door at the moment the
- airlock-sluice is being filled. The maximum amount of this load p., is found
'from the curves in Fig. 68, each of which correspond to a specific ratio V,nn/flin,
where V= is the volume of the airlock-sluice in m3 and frip is the area of the
opening in m2 for the first airtight blast door. The load chart is assumed to
have a linear increase until the maximum value of pLm in the time
91 = U 1- Pwn 1 (40)
~ ke AP41~
with a subsequent drop to zero in time e2 = e- el (see Fig. 61e).
Dyncunic Zoad on components covering entire cross seetion of a shaft or gallery
of an emergency ea�it is determined by multiplying the pressure at the shock
front by the coefficient given in Table 14.
Table 14 - Coefficient for Determining Loads on Components Located within
Emergency Exits
Coefficient with Shelter Class:
Component Location V IV III II
_ In the shaft 1.8 1.8 1.65 1.63
Within a gallery 1.6 1.6 1.55 1.5
Note. Coefficient values were determined with the amount of clear opening area
~ of louvered grids no less than the area of the shaft cross section.
Equivalent Static Loads
- 3.11. In determining the equivalent static load on shelter component elements,
consideration is given to the magnitude and character of the dynamic load,
plastic or elastic properties of materials, and conditions of the components'
work. Equivalent static load is determined from the formula 93Ka=kaPn. [41(4)1
- where kg is the dynamic-response factor which takes account of a change in
dynamic load in time and its interaction with the component. kg must bE deter-
mined from a computation in drawing up standard components; pn is the maxlmum
dynamic load determined in conformity with paragraphs 3.5-3.10.
For Paragraph 3.11. The effect of a shock wave on shelter component elements is
replaced in caculations by the effect of equivalent static loads which generate
in elements the very same deformations as the dynamic loads from a shock wave.
_ Equivalent static load is assumed to be evenly distributed and applied perpen-
dicular to the component surface. It, magnitude per unit surface area equals:
a. In determining bending moments q~0 = pmaxkM; (42)
102
r.-v- r- TAT TTeLI r1AiT.y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
b. In determining cross forces
(43)
- 4yQe - Pmax kQ;
c. In determining displacement (angles of rotation, deflections)
QsKe = Pmex kn; (44)
d. In determining longitudinal forces
99" = pmex kN ~ (45)
where pmax is the maximum dy,namic load; lcm, kQ, kN, kn are dynamic-respanse fac-
tors for corresponding stresses and displacements which take account of the
_ dynamic response of the load in conformity with the calculated limiting state.
The basic effect of the rate of deformation on strength properties of steels is
taken into account by the reinforcement factor, determined in conformity with
paragraphs 3.22-3.24.
The dynamic-response factor for longitudinal force KN is taken to be equal to
unity for both cases of the limiting state (la and lb) in calculating bending
components.
� 3.12. The magnitude of equivalent static load on bending elements and
eccentrically compressed elements with great eccentricity in reinforced concrete
components of overhead cover in computing them for bend and cross force should
be taken as equal to the dynamic load determined from Paragraph 3.5, multiplied
; by the dynamic-response factor lU,, which should be taken from Table 6 in the
~ calculation of supporting powerfor the bending moment for overhead cover ele-
i ments depending on the component type and from that same Table 6 with a 10 per-
I cent increaae for freestanding shelters, but no more than kg = 2, in calculating
for cross force.
FOR OFFICIAL USE ONLY
ble 15(6) - Dynamic-Response Factor kA for Overhead Cover Elements
Calculation State
For supporting power
(Case la)
Class of Reinforced Steel
A-I, A-II, A-III:
A-IIv, A-IIv, A-IV
A-I, A-II, A-III
A-IIv, A-IIIv, A-IV
kg Factor for Spaces
Adaptable as Shelters
Free-
standing
1.2
1.4
1.8
2
i For supporing power
; (Case lb)
Built-in
1
1.7
1.2
1.4
: In determining the magnitude of longitudinal force for eccentrically compressed
_ elements of overhead cover, the equivalent static load should be takeii as equal
to the dynamic load determined from paragraphs 3.6, 3.7 and 3.8 of this section
with a dynamic-response factor kg = 1. . .
For Paragraph 3.12. For calculating a component it is necessary to establish
the limiting state, the design schematic of the component, maximum dynsmic load,
law for its change in time, and preliminary dimensions of element cross sections.
102
FOR OFFZCIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Preliminary dimensions of element cross sections are assigned based on design
practice or are established by an approximate computation for equivalent static
load equal to the maximum dynamic load multiplied by the dynamic-response factor
- taken from corresponding paragraphs of SN 405-70.
The methods for determining dynamic-response factors and performing the calcula-
tion for bend (strength check) of overhead cover elements for various arrange-
ments are set forth in Chapter 4.
A check of the resistance pf overhead cover elements to a cross force in calcu-
lating for cases la and lb is performed in conformity with Paragraph 3.37. The
cross force at the face of a support from a special load combination is deter-
mined from the formula
Qi = Q3K + kt ko QCT 9 (46)
where QDK$ and QCT are the cross forces from the equivalent static load and
static load respectively;
kt is the factor which takes account of aa increase in the con-
crete's strength in time; and
; ky is the hardening factor of concrete.
The calculated value of the cross force is found according to Paragraph 3.38.
3.13. In calculating the centrally and eccentrically compressed supports of
frames, columns and inner walls, the evenly distributed vertical equivalent
static load should be taken as equal to the dynamic load on the overhead covers
I,(according to Paragraph 3.5), multipiied by the dynamic-response factor kg which,
in conformity with Table 6, is equal to:
1-1.2 for built-in shelters;
1.2-1.4 for freestanding shelters.
IThe lc., factor should be taken equal to 1.8 when freestanding shelters have a
lfloor grade below the ground water level or when they are on a rock foundation.
For Paragraph 3.13. In determining the longitudinal force acting on centrally
and eccentrically compressed supports of frames, columns and inner walls, it is
recommended that the ratio of dynamLc response kN to the vertical dynamic load
on the area from which the longitudinal force is accumulated be made equal to:
For built-in shelters kN ~z 1;
(47)
For freestanding shelters with foundations located on several types of so�il
and with the base grade above the ground water level, accor:king to the chart
in Fig. 69 depending on parameters ql and r, computed from the formulas
a1pF~ .
9ikm ~ (48)
r _ �-1 -i. (49)
61D
where al is the propagation velocity of the elasticoplastic compression wave in
foundation soil, taken from Table 9;
103
FnR nVFTr.TAT. USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
where p is the foundation soil density;
F~ is the area of the foundation base under a column (wall); for a wall F~ _
bD, where b is the distance between axes of beams (plates) r.esting on
walls;
- D is the long side of the column foundation base or the width of the base
of a wall's continuous footing;
k is a factor equal to k= 2 for columns and k= 1 for walls;
M= m4,-I- mK -I- mn.
~ u9z is the mass of that part of the overhead cover from which the load on the
column (wall) is accumulated;
~ mk, m~ is the mass of the column (wall) and foundation beneath the column (wall)
; respectively.
l(N
f,E
gB
44
0
eq,> so
m
3
Z
000 S4
70-
1
qB
as
gs _
Bq~ =Q3
1 Z J 4 r
Fig. 69. Chart for determining dynamic
response factors for longitudinal force in a
column (wall) and beneath the foundation base
The strength calculation is performed by static methods according to appropriate
chapters of SNiP from the formula
N9ice + 1,2NcT < Ne. (50)
where N~WB and NCT are the longitudinal forces from the equivalent static load
and static load;
1.2 is the hardening factor; and
N B is the limiting value of longitudinal force determined with
consideration of buckling. 3.14. The ver*.ical equivalent static load on outer walls from the eff ects of a
shock wave on the overhead cover should be determined as pressure on supports
from the overhead cover with the action thereon of an equivalent static load
equal to 0.8p1 and applied within span limits in the clear. In addition, con-
sideration is made for a load directly on the wall section equal to pl, deter-
mined according to Paragraph 3.5, with kg = 1.
104
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE QNLY
In determining longitudinal f orce in masonry walls from the effects of a shock
wave on the overhead cover with a span of 2.5 m or less, a corrected span is
introduced in conformity with Table 7.
Table 16(7) - Corrected Spans of Overhead Cover
Actual, m
1
1.5
2
2.5
Corrected, m
1.5
1.8
2.2
2.5
The calculation for outer masonry walls (for Case la) which adjoin and do not
support overhead cover is perf ormed for the longitudinal force from the load
directly on the wall's horizontal cross section and from the load from the
adjoining cover 1 m wide applied at a distance of 4 cm from the wall's inner
surface.
Note. In calculating outer walls consideration should be given to the fact that
longitudinal forces act simultaneously with the horizontal equivalent static load.
For Paragraph 3.14. The longitudinal force in outer walls reduces the tensile
forces arising from the wall's bending under a horizontal load. The magnitude of
the longitudinal force depends on inertial and compressive forces transmitted to
the wall from the overhead cover and foundation. The maximums of the bending
moment and compressive forces do not coincide in time and precise determination
of longitudinal force is rather difficult, since charts of the change i.n stress
in time must be constructed. The dynamic-response factor kN for longitudinal
force in outer walls loaded by the overhead cover is taken to be approximately
equal to 0.8 on the basis of calculations. The vertical force arising from friction of the wall's upper end agai.nst
supporting components (overhead cover) is considered in the calculation of
longitudinal force in outer walls which adjoin but do not support overhead
covers.
3.15. The horizontal equivalent static load in calculating reinforced concrete
bending elements of outer walls and eccentrically compressed elements of outer
walls with great eccentricity should be taken as equal to the dynamic load
determined in conformity with the schematic in Fig. 2 and in conformity with
paragraphs 3.5-3.8, multiplied by the dynamic-response factor kR in the calcula-
tion for the bending moment in conformity with Table 8, and with an increase of
10 percent but no more than k~ = 2, in the calculation for cross force in con-
formity with the same Table 8.
Foz Paragraph 3.15. A maximum dynamic load changing in time (see Fig. 61e) and
determined from formulas (24) and (27) acts on buried and embanked walls (see
Fig. 59(2)a, c, d). There is also a change in the load on walls adjoining base-
ment spaces unprotected against the shock wave [see Fig. 59(2)]. The build-up
time 61 of the load on buried and embanked walls is calculated from formula (19),
in which the value of x is taken equal to the distance from the earth's surface
105
rnn nr.t+Tt+TAT TTCF, nNj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
I Table 17(8) - Dynamic-Response Factor kA for Elements of Outer Reinforced Con-
, crete Walls
kR Factor for Walls
1'suried and
Embanked [see Not Embanked
Fig. 59 (2), [see Fig. 52
Calculation State ReinfQrced Steel Class a, b, c, d] (2) d]
For bearing power I A-I, A-II, A-III - I 1 1 1.3
(Case la) A-IIv, A-IIIv, A-IV 1.2 1.5
For bearing power I A-I, A-II, A-III
(Case lb) A-IIv, A-IIiv, A-IV
1.2* 1.8
1.4* 2
*For walls in waterlagged soils (with h uf ground water higher than 1 m from
the shelter floor)
to the middle of the wall, and for walls adjoining basement spaces it is deter-
mined in explaiiations to paragraphs 3.5 and 3.6. Such walls are calculated from
formulas applicable for calculating overhead cover components for a load analo-
gous in its character of changes in time, using the charts in Chapter 4 for
determining kM.
A load changing in time according to t17e chart of Fig. 61c acts on unembanked
walls rising above the ground level [see Fig. 59(2)e]. Its maximum value is
equal to the reflected pressure determined from formula (31) or from the chart
in Fig. 65. The flow-past time is calculated from formula (32).
Table 8 of SN 405-70 provides averaged values of the ratio of dynamic response
to the maximum load equal to&~~~ flow-past pressure (eno6r) for the case where
flow-past time is small 0;~ , the ref lected pressure impulse is not con-
sidered, and a change of the load in time can be taken as analogous to the
chart of Fig. 61a, but with maximum pressure Apo6T�
.
If the flow-past time is ~1\ ~ ' then the reflected pressure '_.npulse in the
diffraction phase cannot be ignored and dynamic-response factors have to be
determined from the maximum dynamic load equal to the reflected pressure. In
the calculation for Case lb the dynamic-resQonse factor is determined from the
chart in Fig. 70 depending on the ratio Wi The calculation for Case la is
performed with the help of the chart in 2n � figures 71-74 and the formulas
used for calculating overhead cover components (see Chapter 4).
n. ~!0,2 n
When J.'__ ` w the calculation can be performed for a linearly reducing load
from a shock with maximum pressure equal to flow-past pressure to zero. The
chart and formulas of Chapter 4, applic.able for calculating beams with appro-
priate end fastenings, are used here.
106
FOR OFFICIAL USE ONLY
F
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
t~
9
8
7
6
S
4
3
1
1
Fig. 70. Chart for determining dynamic-
response factors in calculating unembanked
walls rising above ground level for Case lb
for a load with diffraction
Fig. 71. Chart of the ratio of kn to kM
in calculating unembanked walls for Case la
with consideration of the effect of the rate
of deformation on strength properties of -
reinforced steels
3.16. The horizontal equivalent static load on eccentrically compressed rein-
forced concrete walls with load eccentricity and on masonry walls should be
taken: ~
107
%'nn n+�nrnTAT TTCF njJj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
kd - _ '

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
-W
k�
r0~
444"111111__~ wB 40G
~ wB
7 ~~5? 2
p~ 0 �
a6 �
5 B
?0
16
16
14
1?
10
8 ~~14
.6 9
4
2
0014 015 06 017 O,B ,9 1 11 1,2 1,J . 1,4 1,5 16 1,1
5 0,6 0,7 0,8 49 1 41 1,2 1,3 44 15 1~ 17 48k,y
Fig. 72. Chart of the ratio of kn to
kM in calculating unembanked walls for
Case la without consideration of the effect
of the rate of deformation on strength
properties of reinforced steels �
Z wB >700kM
Fig. 73. Chart of dynamic-response factor
- values for bending moment (without consider-
ation of the hardening of reinforced steel)
, for the limiting value of dynamic load
on unembanked walls
(For emtanked walls and walls with adjoining basement spaces unprotected against
Ithe shock wave--equal to the dynamic load in conformity with the schematic of
IFig. 59(2)a, b, c, d, determined from paragraphs 3.5-3.7 with kg = 1;
108
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Z .�wB> 200
�
re
~s
14 .
J? 4 - .
f0 �
g cJBi_ 2 e' B
O,l G,d 0,7 1 ? 2~~
6
4
2
0,4 OS 0,6 0,1 0,8 0,9 1 1.1 1,? 1,3 14 15 1,6 1,7
d
km
Fig. 74. Chart of dynamic-response factor
values for bending moment (with considera-
tion of hardening of reinforced steel) for
- the limiting value of dynamic loads
on unembanked walls
For unembanked walls and walls located below ground water level--equal to the -
dynamic load (Fig. 59(2)f), determined from paragraphs 3.6 and 3.8 of this
section, multiplied by the dynamic-response factor kg = 1.8, and k,, = 2 for
masonry walls without longitudinal reinforcement.
For Paragraph 3.16. The dynamic-response factors kM and kg for embanked walls
[see Fig. 59(2)a, c, d.] and walls adjoining basement spaces unprotected against
a shock wave [see Fig. 59(2)b] can be determined from Paragraph 4.3 depending on
w01 and the ratio 82/61i for walls in waterlogged soil use Paragraph 4.2; for
unembanked walls use the chart in Fig. 70 with
~ 0'2'% (pmnx = ePorp) and f rom ParagraPh 4. 2�
t> � W ~
~ with 9,< 0'2n (Pmax m aPo(Sr)�
~
3.17. I.n calculating continuous footings and freestanding foundations, the ver-
tical equivalent static load should be taken to be the same as in determining
longitudinal forces in corresponding walls, columns and frame pillars.
In calculating solid foundation plates, the vertical equivalent static load
- should be taken equal to the dynamic load according to Paragraph 3.9, multi-
plied by the dynamic-response factor k,,, equal to:
1, in the calculation for Case la;
1.2, in the calculation for Case lb.
109
rnn nr.G+TrTAT TTGF nrjj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02148: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
_ In calculating pile foundations the vertical equivalent static load from a shock
wave should be taken equal to the dynamic load Ap acting on the overhead cover of
built-in shelters, with a dynamic-response factor kg = 1, and kg = 1.2 for free-
standing shelters.
For Paragraph 3.17. In calculating conti.nuous footings and freestanding founda-
_ tions for vertical load for freestanding shelters, the dynamic-response factor is
determined from the chart of Fig. 69 depending on the parameters q1 and r, com-
puted from formulas (48) and (49).
_ 3.18. Emergency exit caps rising above ground level should be calculated for
the horizontal equivalent static load equal to the pressure at the shock front
multiplied by the dynamic-response factor ku = 2.
3.19. The horizontal equivalent static load on outer walls at entrance locations
should be taken: as equal to the dynamic load determined in conformity with Para-
graph 3.10 multiplied by the dynamic-response factor kg = 1.2, at entrances from
= spaces unprotected against a shock wave; and equal to the dynamic load determined
in conformity with Paragraph 3.10 multiplied by the dynamic-response factor kA =
1.8 for remaining entrances.
The horizontal equivalent static load on walls within a sluice should be taken
_ as equal to the dynamic load determined in conformity with Paragraph 3.10 of this
section, multiplied by the dynamic-response factor kA = 1.2.
For paragraphs 3.18 and 3.19. In determining horizontal equivalent static load
on outer walls and doors, dynamic-response factors can be determined;
, At entrances from spaces unprotected against a shock wave and from stairwells--
according to Paragraph 4.3, in ttie charts of which 81 is defined in the
= recommendations for paragraphs 3.5 and 3.6;
For remaining entrance types according to Paragraph 4.2.
The ratio of dynamic response to the load on inner walls of airlocks and air-
tight doors determined according to Fig. 67 is taken as equal to unity.
The ratio of dynamic response to a load on inner walls of a sluice and on the
second airtight blast door of a sluice determined from Fig. 68 is found from
the charts of Pharagraph 4.3 with 61 calculated from formula (40). The
fastenings, hinges and anchors of airtight blast doors and shutters are calcu-
lated for the equivalent static load from the rarefaction phase, taken as equal
to 0.25 kg/c.m2 for class II and III shelters, and 0.15 kg/cm2 for class IV
and V shelters.
3.20. Walls of stairway descents and horizontal exposed sectors of shelter
entrances located above the highest ground water level are not calculated for
tlie effect of loads from a shock wave, but with shelters located in waterlogged
soil they are subject to calculation for bearing power for strength (Case la) for
loads in conformity with paragraphs 3.15 and :;.16 of these Instructions.
110
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Protective visors built above a through-type entrance in front of the first air-
tight blast door should be calculated for an equivalent force from a load applied
from below equal 1:o the pressure at the shock front multiplied by a factor of 042.
In addition, protective covers should be checked by a calculation for the load
from collapse of components above them, equal to 3 tons-force/m2.
Covered sectors of entrances and entrance ramps as weil as emergency exit
'Igalleries should-be calculated both for the effect of the equivalent static load
'from a shock wave in conformity with requirements of paragraphs 3.11-3.16 of
tiiese Instructions, and for the joint effects of an equivalent static load from
the shock wave flowing past, equal to 1.6 Apq), with a dynamic-response factor
o f kg = 1.3.
For Paragraph 3.20. In all instances, the walls of stairway descents and hori-
zontal exposed sectors of shelter entrances are checked by a calculation for the
_ joint effects of the load from the rarefaction phase, the value of which is taken
in conformity with i�ecommendations for Paragraph 3.4, and the load from the
soil's own weight.
The equivalent static load on components (doors, shutters, antiblast devices)
located within emergency exit galleries is taken as equal to the dynamic load
(see exp:lanation to Paragraph 3.10) with a dynamic-response factor determined
from the chart of Paragraph 4.2.
Sectors of emergency exit galleries extending from the shelter to airtight blast
doors, shutters or antiblast devices which prevent masses of air from the shock
wave from flowing within the galleries, are calculated only for external loads.
Sectors of emergency exit galleries extending from the caps to the airtight
, blast doors, shutters or antiblast devices are designed based on a calculation
for two types of loading:
a. OnZy from tuithout. The magnitude of loads on structural elements of a
gallery and the dynamic-response factors are determined by the methods
examined above in corresponding paragraphs;
b. ResuZtant Zoads from without and within. The load from the passing air
shock wave acts on ga~lery elements from within. It is determined by
multiplying the amount of pressure at the shock front by the factor in
conformity with Table 14. The dynamic-response factor for the resultant
load is taken as equal to unity. The load examined above acts from
without.
The external equivalent static load on galleries in the form of cylindrical and
air intake pipes of large cross sections is determined by multiplying the
exrernal pressure transmitted through the soil by the dynamic-response factor,
which is equal to unity. The direction of pressure at any point on the pipe is
taken along a radius (Fig. 75). The law of the change in pressure on the cir-
cumference is talcen as symmetrical with respect to the vertical and horizontal
diameters of the p ipes n(a) = Qmax (koTp cosa a-- k6 sin' a), (6I )
111
A. rTnti+ /1rTT V
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2047102108: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
ap
J
Fig. 75. Schematic of
external loading of
cylindrical pipe
where a is the central angle read from the vertical
diameter;
Qmax is the maximum pressure in the compression wave
at the level of the top of the pipe, determined
from formula (21);
k*OTP is the reflection factor determined from the
chart of Fig. 63 in conformity with recommenda-
tions for paragraphs 3.5 and 3.6; and
kE; is the coefficient of lateral pressure.
ax
Materials and Their Estimated Performance
3.21. Concrete for precast and monolithic reinforced
concrete components must conform to a design grade for
compressive strength of at least 200, and concrete for
columtis and collar beams--at least 300.
Concrete blocks for walls should be specified with a
grade for compressive strength of at least 200, and
mortar for filling in joints of precast reinforced con-
crete components and for concrete block mascnry--a
.grade of at leasC 100.
Materials with design grades for compressive strength no lower than 100 for bricks,
150 for quarrystone and 50 for masonry mortar should be used in masonry and rein-
forced masonry components.
For Paragraph 3.21. Grade 100 concrete can be used for secondary components (sub-
floors, sublayer for external flights of stairs, fixed ramps and so on). The use
of light concretes with a grade no lower than 100 is authorized for internal shel-
ter components (inner walls or walls bearing a small vertical load).
3.22. The calculated dynamic resistances of concrete and masonry work in com-
ponents should be taken as equal to the calculated resistances in accordance with
SNiP chapters II-B.1-62* and I1-B.2-71, multiplied by the dynamic hardening
factor k,3, = 1.2.
In calculating the cross sections of reinforced concrete and concrete shelter com-
ponents, consideration must be given to an increase in the strength of concrete
depending on hardening periods. The factor kt should be taken as equal to 1.25
for ordinary cements.
The calculated dynamic shear strength of concretes R~ should be taken as equal to
the prism strength of concrete Rnpmultiplied by a fa:tor of 0.25.
ICalculated resistances for heavy concrete and values of its initial modulus of
elasticity and of calculated dynamic shear strength are given in Table 18(9).
For Paragraph 3.22. The coefficient of dynamic hardening of concrete and masonry
materials (ky = 1.2), which takes account of an increase in strength characteris-
tics of materials with high strain rates, is introduced in calculating compozents
IIL
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Table 18(9) - Calculated Resistances of Concrete in Reinforced Concrete Components
in Structural Design
~ ~M Calculated Resistance of Concrete, kg/cm2,
in Design Grade pf Concr.ete for Compres-
I sive Strength Stressed State Symbo 200 300 400 500 600
Axial compression (prism
strength)
Rnp
80
130
170
200
230
Bending compression
RH
100
160
210
250
280
Axial tension
Rp
7.2
10.5
12.5
14
15
Shear (with consideration
of dynamic hardening) 0.25Rr,
R~
20
30
40
50
60
Initial modulus of
elasticity of compression EF, 2.65�105 3.1�105 3.5?105 3.8�105 4�105
for a special load combination and for the effect of inertial forces. Increased
.J, strength characteristics of materials are provided for in all types of stressed
states of components. The calculated dynamic shear strength of concrete (R~P),
determined from Table 18(9), is used in calculating foundations for puncturing, in
determining the dimensions of capitals of girderless overhead cover, and in check-
ing for shear stresses at places where monolithic reinforced concrete is connected
with precast concrete in the precast-monolithic components of overhead cover.
An increase in strength characteristics of concrete by time through the introduc-
tion of the coefficient kt = 1.25 must be considered in calculating shelter com-
ponents made of heavy concrete and reinforced concrete for the special combination
of loads. An increase in the strength of concrete by time is not considered in
the protective components of shelters (walls, foundation plates) located below
ground water level.
3.23. The "Instructions for Use of Reinforcing Rods in Reinforced Concrete Com-
ponents" (SN 390-69) should be used as a guide in designing reinforced concrete
components.
Reinforcing steels having higher plastic properties, of classes A-II and A-III,
should be used as working reinforcements of unstressed reinforced concrete com-
ponents.
The work condition factor ma = 1.1 should be used in the bending calculation for
the steels indicated. Other classes of steel may be used with observance of
requirements of Paragraph 3.45.
Reinforced steels of classes A-IV and A-V, steels strengthened by elongation in
classes A-IIv and A-IIIv, and heat strengthened steels of classes At-IV and At-V
should be used in prestressed components with appropriate substantiation and
oUservarice of reqtiirements of. Paragraph 3.45.
113
�,--��+..T AT rTC-M lIUT V
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Class A-I reinforced steel should be used as structural and installation rein-
forcement.
For Paragraph 3.23. It is permissiblf, to use reinforced steels of classes A-IV,
A-V, A-IIv, A-IIIv, At-IV and At-V as working reinforcement for unstressed rein-
forced concrete shelter components calctiilated for Case lb. The work condition
factor ma for these steels is taken to be equal to unity.
' In designing components for limiting states, the conditions precluding their
onset are considered by introducing three types of design factors: degree of uni-
formity of material, work conditions and the load f actor.
To guarantee fulfillment of the condition R>o in a certain requisite number of
- cases, where R is the ultimate strength of the material and Q is the actual stress,
the calculations use the lesser values of material resistances and greater values
of loads. With a load factor equal to unity (see Paragraph 3.3), simultaneous use
of the degree of uniformity and work conditions factor (the values of which are
less than unity) in determining design resistance leads to a situation where the
probability of the onset of the limiting state becomes extremely low. A limiting
state does not mean failure of a component, but merely the assumption of certain
amounts of strain. Shelter protective components are designed for a one-time or
two-time effect of the load from a shock wave having a clear-cut random character,
and so the design of these components based on design resistances, the values of
which are determined in SNiP by the method presented above, will lead to an
excessive safety factor. It is advisable to design shelter protective components
� based on resistances of materials approaching standard resistances, the values of
- which are defined in SNiP with a lesser safety characteristic (number of
standards) than design resistances. Therefore as a first step in calculating
steels of classes A-II and A-III for bending, a supplementary work conditions
factor ma = 1.1 is introduced, by which the design resistance of steel is multi-
plied.
3.24. In the calculation for a special combination of loads, the calculated
dynamic resistances of reinforcement (R3,) of the components should be designated
with consideration of the hardening of steel at high strain rates and be taken as
equal to: for elongated longitudinal reinforcement, lateral reinforcement and
recurved reinforcement, in the bending calculation for diagonal cross sections,
equal to design resistances of reinforcement (Ra) in conformity witn Table 11,
multiplied by the dynamic hardening factor (ky), depending on the class of steel
and frequency of the components' natural oscillation in conformity with Table 10;
SlongatedlateralaYd recurved reinforcemant,in calculating for lateral force--equal
to design resistances of reinforcement (RaX) in accordancP with Table 11, multi-
plied by the hardening factor in conformity with Table 10;
Far compressed reinforcement--equal to design resistances of reinforcement (Rac)
in -onformity with Table 11 with ky = 1.
he design resistances of reinforcement in the structural design, the modulus of
lasticity and relative elongation atfracture are given in Table 11.
114
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Table 19(10) - Dynamic Haz'dening Factor of Reinforced Steel lcy
k,}, Factor for Shelters
Built-In
Regardless of
Frequency of
Type and Class of Natural Oscil-
Reinforced Steel lation
Freestanding with Frequency of Natural
Oscillation of Components w, 1/second
25 I 50 I 100 I 300 I 1000
Hot-rolled steel rod,
classes A-I, A-II,
A-III 1.35 1.2 1.25 1.3 1.4 1.5
Notes: 1. For intermediate values of w, the value k.y is determined by linear
interpolation.
2. For other types and classes of reinforced steel: k}, = 1 for hot-rolled
steel of class A-IV and A-V, and for stretch-strengthened and heat-
strengthened steels
For Paragraph 3.24. The calculated dynamic resistances of reinforcement R1, of
shelter components are determined from the formula
Ry = mokya, (52)
where ma is the work conditions factor;
k,y is the hardening factor considering increased reinforcement resistance
with dynamic loading (high-speed deformation);
R represents design resistances of reinforcement with static loading taken
in conformity with SNiP Chapter II-B.1-62* and Table 20(11).
The dynamic hardening factor for stretched reinforcement from class A-I, A-II and
A-III steeZs in bending elements is determined based on the lowest frequency
w, rad/sec, of natural oscillation of the component according to the formula
kY = wi/t7, (53)
The ky factor also may be determined according to the chart in Fig. 76.
~
For compressed reinforcement of all classes of steels, lc.y = 1.
High-carbon steels, high-tensile alloyed steels and heat-hardened steel have low
_ sensitivity to strai.n rate and so ky = 1 for reinforced steels of classes A-IIv,
A-IIIv, A-IV, A-V, At-IV and At-V.
In designing centrally and eccentrically compressed reinforced concrete shelter
components, Class A-II steel is recommended for use as reinforcement installed in
the compression zone.
f 3.25. Welded connections of reinforcement should be made in accordance with
requirements of "Instructions for Welding Reinforcement Connections and Inserts
of Reinforced Concrete Components" (SN 393-69).
115
Fnv nr,FTrTAT. TTSF. nNj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Table 20(11) - Design Resistances of Reinforcement in the Structural Design
Design Resistance of Reinforcement, kg/cm2
Stretched I Compresse
Designation and
Class of Rein-
forced Steels
Longitudinal, Lateral and
Lateral and Recurved wit
Recurved with Calculation Rac
Bending Calcu- for Lateral
lation for Force Rax
Inclined Cross
Section Ra
Hot-Rolled Reinforced Steel
~Class A-I Smooth ( 2100 I 1700 I 2100
Periodic Section Class:l
A-II
A-III
A-IV
A-V
Periodic Section Class:
A-IIv
I A-IIIv I
2700
3400
5100
6400
2150
2700
4100
5100
2700
3400
3500
3600
Stretch-Hardened Reinforced Steel
3250 2600 2700
4000 3200 3400
Heat-Strengthened Reinforced Steel
Modulus Rela-
of Elas- tive
ticity Elonga-
Ea, tion at
kg/cm2 Rupture
I ds, %
2.1x
106
25
2. lx
106
2� 106
2� 106
1.9x
106
2. lx
106
2�106
25-19
14
6
7
8
6
rerioaic 6ecLion u1a55:
At-IV
5100
4100
3600
1.9x
8
106
At-V
6400
5100
3600
1.9x
7
106
In the elongated zone of elements it is recommended that welded joints be staggered,
but no nearer than 50 cm from each other and not in places of greatest stresses.
The following types of welding should be used for butt joints of working rein-
forcing rods up to 32 mm in diameter of classes A-I, A-II and A-III: pressure
116
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Ky
~
~
f,
- i,
1.
~
4
3
3
1
-
,
1
1
I
OS
m
mfl
7nn aon q00 Sa0 6
00 700 8
00 9
.
4
00 tUO~
ioj
Fig. 76. Chart for determining dynamic harden-
ing factor of reinforced steels, classes A-I,
A-II and A-III
contact butt welding, multilayer arc welding on steel liners, multi-electrode vat
arc welding on compound steel linings, and vat welding in stock copper form.
When welding working reinforcing rods by other methods or under other conditions
of placement, the following work conditions factors should be introduced:
m= 0.95 when using butt joints by arc welding with round straps made of class
A-I, A-II and A-III reinforcement;
m= 0.9 with the placement of reinforcement joints in cross sections where the
bending moment exceeds 90 percent of the maximum design value.
In case arc welding is used for connecting the intersecting rods of reinforcement
cages, the design value of relative strain of working reinforcements made of class
A-I, A-II and A-III steels must be taken as E8= 0,2Enp in conformity with Paragraph
3.45.
3.26. The calculated dynamic resistance for rolled sheet and sectional skeel in
components should be taken as equal to the design resistances in conformity with
SNiP Chapter II-B.3-72 entitled "Steel Componeiits: Design Standards," multiplied
by the following factors: dynamic hardening ky = 1.4 and work conditions m= 1.1.
For paragraphs 3.25 and 3.26. Material to be used for steel components should be
carbon open-hearth steels of ordinary quality, grades VMSt3sp and VMSt3ps, supplied
according to mechanical properties and with supplementary requirements for chemical
composition for group V GOST 380-60.
In calculating bending metal components for a special combination of loads, the
limiting moment of internal forces in sectional beams of constant cross section
can be determined from the formula
MnPeA = Reky mwn, (54)
where Ra is the design resistance of.steel established on the condition of the
metal having reached tne flow limit (in conformiCy with SNiP II-B.3-72);
117
..,,..T.,T eT tteF nNT,y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
lc}, is the dynamic hardening factor equal to 1.4;
m is the work conditions factor equal to 1.1; and
p7n is the plastic moment of resistance equal to twice the static moment of
half the sectior:jl area of the relative axis passing through the section's cenCer
of gravity. For rolled H-beams and channel steel,W"= 1,12 W, with bending in the
wall plane and W�= 1,2 W with bznding parallel to flanges.
3.27. In the calculation for a special load combination, standard pressures on
nonrocky soils of a base should be taken as equal to the standard pressures on
soils in conformity with SNiP Chapter II-B.1-62*, multiplied by the dynamic hard-
ening coefficient ky = 5, but no greater than 15 kg/cm2.
3.28. Design resistances of bases of rocky soils should be taken as equal to the
ultimate resistances of samples of rocky soil for axial compression in a water-
logged state, multiplied by the dynamic hardening factor k}, = 1,3.
Basic Design Provisions
3.29. Calculation of components for a special load comb ination should be performed
in conformity with SNiP Chapter II-A.10-71 "Construction Components and Founda-
tions: Basic Design Provisions, for the first limiting state and for bearing
power for strength with consideration of the additional requirements set forth in
these Instructions.
3.30. Calculation of components made of ordinary reinforced concrete for the first
limiting state for strength slriauld be performed with consideration of the plastic
properties of materials and the appearance of cracks in the concrete's elongated
zone.
The calculation of the strength of elements of reinforced concrete components for
sections perpendicular to the element's axis should be performed for the first
case, where failure may begin at the most stressed elongated side of the section;
the calculation is performed based on the following:
Resistance of elongated concrete is not considered and all tensile forces are
transmitted to the reinforcement with stresses therein equal to the design
resistance of the reinforcement to stretching, multiplied by the reinforcement's
dynamic hardening factor, considering an increase in mechanical characteristics
of reinforced steel at high rates of strain;
The diagram of normal stresses in the compression zone of concrete is taken to
be right-angled, and the magnitude of stresses is taken for the corresponding
standards for designing concrete and reinforced concrete components with a
dynamic hardening factor of concrete at high rates of strain.
For paragraphs 3.29 and 3.30. At the present time the design of components of
civilian and industrial structures for the effects of static and dynamic loads is
performed for limiting states. Momentary loads generated by the effects of a
blast wave are one of the varieties of dynamic loads and so all provisions of the
method of limiting states are applicable to the calculation for shelters.
118
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Special operating requirements may be placed on protective structures. One of them
is that a structure's components must withstand the one-time effect of a load with-
out failure. Gr eat residual strains and displacements may arise which, in rein-
forced concrete and masonry components aie accompanied by strongly developed
cracks. Stresses in component material at the most dangerous sections reach
limiting values near fracture values. Full use of the strength properties of
materials permits obtaining the most economic design decisions.
M
�1
Mo ' 1
.
B ~ . . m IlPI
1 t , ~ I
. � 90 ; yn SQa-I y
Fig. 77. Bending moment diagram for reinforced
concrete beam
Mrip Limiting bending moment
Mo Nioment of internal stresses
y Sag values
Fig. 77 depicts a typical moment diagram--the sag of bending reinforced concrete
components reinforced by low-carbon steel with a yield area. The boundary between
stages I and II of the stressed state of the section corresponds to the appearance
of cracks in the concrete's elongated zone. The boundary between stages II and
- III (sag yo) corresponds to the begi.nning of yield in the stretched reinf.orcement,
and the boundary between stages III and IV (sag yn) corresponds to the beginning
of fracture of the concrete in the compression zone. The strain diagram character-
izes in stage IV the process of the component's fracture (a decrease in bearing
power) .
Theoretical stud ies indicate that under the effects of a momentary dynamic load, a
structure may function without collapsing even in the fracture stage (stage IV).
- At the present t ime, however, there are no reliable component strain diagrams in
this stage of its performance. In connection with this, in calculating components
for the effects of momentary dynamic loads, the attainment of a limiting state
before full bearing power is characterized as the beginning of fracture of the
material's comp ression zone, i.e., for a reinforced concrete beam, by the attain-
ment of sag y n, corresponding to the end of stage III. Under this condition,
this limiting state coincides with the first limiting state for bearing power
(Case la), estab lished in SNiP Chapter II-A.10-71.
The methods used for designing structures for the first limiting state for the
effect of momentary loads take account of the performance of materials in the
plastic range. The fact that strength properties of a majority of materials
119
r~- -TnTAT rTCV nrrr.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
depend on strain rate is an important feature having a substan tial effect on a
component's performance. The development of plastic deformations ard the increase
in strength of materials as a result of the effect of strain rate leads to a situa-
tion where, in a number of cases, a component withstands a dynamic load which
exceeds the critical static load.
The essence of the second operational requirement on components of protective
structures consists of increased strength requirements: A component must take the
repeated effects of momentary loads; no substantial residual strains should appear
in a component with the one-time effect of a load and a11 cracks should close after
the load's effect ends. Under a load's effect, cracks may devel.op in a component
(such as in the stretched zone of concrete of a reinforced concrete beam), with the
possible formation, after the cracks close, of insignificant residual strains which
need not be taken into account.
In accordance with these requirements, the attainment of a limiting state is
characterized by the appearance of residual strains in the component material.
Inasmuch as slight residual strains nevertheless are permissible, this may be
termed the limiting state for the absence of large residual strains.
The attainment of this limiting state signifies that the comp onent material is
reaching a stage of development of large plastic deformations (sag yo). Therefore
this limiting state also can be attributed to the first limit ing state in accord-
ance with SNiP II-A.10-71. SN 405-70 ca11s it the first limiting state for bearing
power (Case lb).
Necessary guarantee (reliability) of the appearance of limiting states is achieved
by introducing design resistances of materials.
3.31. The first limiting state of reinforced concrete bending elements and of
eccentrically compressed elements of components with great eccentricities is
characterized by the following calculated cases:
Case la Plsstic deformation of stretched reinforcement is allowed;
ag=R;.r; v6 < R;;
Cast lb Performance of reinforcement in elastic stage considered;
Qn CRa'y; U6 C Ry.
3.32. The limiting states f or bearing power of rectilinear h inged-bearing bending
and eccentrically-compressed elements (first case) are characterized by the
quantity k--the ratio of full deflection of components in the accepted limiting
state (yrrp) to the quantity of elastic deflection of the component (yo):
i k_ ~JnP . [55 (5) ]
' Bo
(Full deflection of components should be taken as 1/751 in the Case la calculation;
i1/200L in the Case lb calculation (Z. is the effective span of the element deter-
mined in accordance with Paragraph 3.34).
In the calculation (Case la) assume k= 3. Elements of main bearing and protec-
tive components and emergency exit galleries are calculated f or this state.
120
FOR OFk'ICIAL USE ONI,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
The soil's passive resistance must be considered in calculating the walls of
galleries located in the soil for the joint eff ect of the equivalent static load
and the load from the passing shock wave.
In the calculation (Case lb) assume k= 1. Elements of components in which the
appearance of residual straius (sags) after load removal is not admissible should
b e calculated for this state. Components erected in waterlogged soils or sub-
jected to the effects of repeated dynamic loads from secondary factors should be
included among them.
IIn addition, prestressed components with reinf orcement of classes A-Iiv, A-IIIv,
A-IV, A-V, At-IV and At-V should be calculated for this state.
Note: The limiting states of nonsectional, arched and other components also can
be standardized by the values of relative defo rmation and angle opening in a hinge
of plasticity.
For paragraphs 3.31 and 3.32. The limiting state la of bending and eccentrically-
compressed reinforced concrete components with great eccentricity is attained as a
result of their performance in the plastic state, i.e., when the stretched rein-
f orcement at the most stressed sections perpendicular to the longitudinal axis is
in a state of plastic flow. Cracks, which break the entire component up into
separate little deformed sectors, open up strongly in these sections and develop
along the elevation of a beam. The component appears in the form of a mechanism
of rigid elements connected by f ixed hinges of plasticity in which concentrated
bending moments are applied. Attainment of the first limiting state is character-
ized by the beginning of fracture of the cuncrete in the compression zone in sec-
tions performing in the plastic stage at the moment the component achieves the
greatest displacements. It is assumed that the reinforcement possesses a suffi-
cient margin of plastic deformation and does not break until complete fracture of
the compressed concrete, and that the section is not over-reinforced, i.e., the
compressed concrete does not fracture until the beginning of the reinforcement's
yield.
Fracture along diagonal cracks f rom lateral force is very dangerous f or reinforced
concrete components. For this reason, to prevent a large expansion of diagonal
cracks, it is advisable for the reinforcement receiving the lateral force to per-
f orm only in the elastic stage. This is ensured by a reduction in values of design
resistances and an increase in dynamic-response factors for lateral force.
Fracture of the compressed zone sets in at the moment when stresses of the concrete
reach ultimate compressive strength in bending. At this moment the deflection of
the component should be maximum and its rate of movement equal to zero.
The limiting state for strength (Case la) is standardized by the values of deforma-
tions which are so chosen that they can be found by a dynamic calculation of the
component and at the same time be convenient for exgerimental determination. The
crack opening angle in the hinge of plasticity introduced by A. A. Gvozdev is the
most convenient standardizing value for bending reinfcrced concrete elements. The
strength condition of a component in which n hinges of plasticity form has the
appearance $16%1. t=1, 2, 3, n, (56)
J
121
r^^ rT^T AT TTCF ()MT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
where ~i is the opening angle in the i-th hinge of plasticity obtained from the
dynamic calculation;
*IIi is the limiting opening angle in the i-th hinge of plasticity.
The value of the li.miting opening angle ~n depends on the relative heighC ap of the
concrete's compression zone in the section with a crack during fracture equal to,
for a rectangular cr.oss section,
R.
av (57)
R�
where Ra and Ry are design resistances of reinforcement and concrete given in
SNiP II-B.1-62*;
u is the reinforcement factor of relativelq stretched reinforcement.
S' alp
o , qo o,
q0e ir ~ 4 f'a
Fig. 78. Chart for determining limiting open-
ing angle in hinge of plasticity ~
x
Sl'_ So . ae = R�
where x is height of concrete's co,npression
zone;
ho is the effective height of section;
u is Che percent of reinforcement
122
FOR OFFICIA.L USE ONLY
p~6L
tlE,
~
t
as~
-
o~ss~
qsr
a~
Q4S?
OJ9
0,4
Q~28
9~60
.
p,l
al
Q ~6
0.04
�
!
!
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
sa
Fig. 78 shows a chart of ~n depending on aP and the section characteristic 80 ~
constructed from empirical data. The values aP and s,5 shoul3 be determined from
degign resistances of reinforcement and concrete given in SNiP II-B.1-62*, and
without consideration of compressed reinforcement F'a, since its effect on the
value *n has not been studied. The chart in Fig. 78 is approximated by the rela-
tionship
$n =0,035-- 0;003 npe aP> 0,02; (58)
aP
ipn = 0.2 npN ap < 0,02.
For rectilinear hinged-bearing beams with standardization of the limiting state
la by the value k-- the ratio of sag from formula [55(5)] of SN 405-70, the
strength condition (56) is written in the form
* [T], then provisions must be made for projections of reinforcement out of
the precast element into the monolithic concrete layer perpendicular to the surface
and in an amount determined by the calculation for lateral force. The surface of
precast elements must be clean and not contaminated by various kinds of oils.
In precast-monolithic bending slabs (panels), lateral reinforcement in the cross
section may be installed in the precast element and in intervals especially left
between them. The calculation takes account only of those lateral reinforcing rods
of precast elements which are intersected by a d iagonalcrack and have sufficient
anchoring in the concrete. In this regard it is advisable to provide for a layer
of monolithic concrete of minimum thickness based on the possibility of locating
effective reinforcement above the support in it and the convenience of accomplishing
the work. The minimum thickness of a layer of monolithic concrete pl3ced on slabs
(panels) can be taken as equal to 10 cm. ,
In all cases, projections of lateral reinforcement into the layer of monolithic
concrete are arranged in precast-monolithic bending collar beams. Reinforcement
area is determined by the calculation for lateral force.
Components of precast elements in precast-monolithic overhead cover must be checked
by the calculation for the effect of the weight of freshly placed concrete and
other loads arising in the protess of erecting a protective structure.
In precast-monolithic components performing with axial or eccentric compression,
provisions must be made for measures to increase the cohesion of precast elements
with the monolithic concrete. To this end it is recommended that precast elements
with a T-section be used with flanges oriented in the direction of the monolithic
concrete. With flat precast elements, projections of lateral reinforcement into
the monolithic concrete should be provided based on a figure of at least 5 cm2/
1 m2 of surfa.ce.
3.41. The minimum cross sectional area of longitudinal reinforcement is taken in
_ accordance with requirements of Paragrapti 12.13 of SNiP Cliapter II-B.1-62*.
The optimum percentage of reinforcement for bending and eccentrically compressed
reinforced concrete elements is determined by calculation. For reinforced con-
crete bending elements and eccentrically compressed elements of beam and frame
components, it is recommended that the reinforcement percentage be taken with
127.
' �.ArT ARTT V
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Y
Ra
consideration of the value a= � , set at a= 0.25-0.35 for monolithic components
land a= 0.3-0.4 for ttie RN precast components.
For Paragraph 3.41. A nomogram (see Appendix 6) may be used to determine the
opti.mum percentage of reinforcement for bending precast and precast-monolithic
_ reinforced concrete components.
13.42. In bending reinforced concrete elements with effective longitudinal rein-
iforcement only in the tensile zone, longitudinal reinforcement is placed in the
icompression zone in an amount no less than F;=O,OOl5bho.
I
3.43. The natural oscillation frequencies w of components are determined from
reference data. A frequency is taken corresponding to the form of oscillations
which most closely coincide with the elastic line from a static load numerically
equal to the dynamic load.
The rigidity of reinforced concrete elements is taken with consideration of crack
expansion in theconcrete's tensile zone, and the weight of soil fill is considered
for overhead cover.
For paragraphs 3.42 and 3.43. The total (own and associated) masses and flexural
rigidities of component elements must be calculated and appropriate design
arrangements chosen for a determination of natural oscillation frequencies.
The total mass of an element is determined by dividing all static loads
(distributed and concentrated) having weight and actually acting on it by the
acce].eration of gravity. Static loads without weight (reactions of springs,
pressure of gases, frictional forces and so on) are not considered in determining
masses. Dynamic loads have no effect on natural oscillation frequencies and are
not taken into account in determining them. Of the static service weight loads,
only the most probable and long-acting are considered (weight of equipment, raw
materials, finished products, embankment by a layer up to 1 m and so on). When
the cover is banked by a layer of soil of more than 1 m, the mass of soil is not
considered. Random and momentary static loads (episodic crowds of people in a
production space, repair loads and so on) are not considered.
The distribution of masses over an element of the overhead cover is taken in con-
formity with the actual diagram of the transfer of static loads to the element.
Cyclic natural oscillation frequencies w for the most frequently encountered
shelter components may be determined from the following formulas:
For singZe-span o.rad muZtispan conttinuous beams with equal spans
~ ~
c~ ~ V m ' (71)
where B is the rigidity at the center of the beam's span;
m is the linear mass of the beam determined from the formula
qCT
- m= g ; (72)
qct is the sum of linear permanent and temporary long-acting Zoads;
g is the acceleration of gravity;
128
FOR OFFZCIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
i
~ a2 is the square of the frequency factor equal to:
a. For single-span beams:
With two hinged-bearing ends 9.87;
With one hinged and a second f ixed end 15.42;
With two fixed ends 22.37;
b. Eor continuous equal-span beams with end swing supports;
- With two spans 15.4;
� With three spans 18.5;
With four spans 19.9;
With five or more spans 20.7;
I For singZe-span slabs hinged-bearing around the perimeter: cu ~ 9,87 (ll m~~73)
,
` where 11 and 12 are the sides of a rectangular slab;
. D is the cylindrical rigidity of the slab determined from the formula
D= E6 h$ = E6 h9 (74)
12(1-vs) 11~6 '
E$ is the initial modu"Lus of elasticity of the concrete;
h is the slab height;
~ v is the Poisson's ratio;
. m is the mass per unit area of the slab.
For singZe-span rectanguZar sZabs fixed aZong the perimeter:
, ~
tz
v1 0,605 l4 V M (75)
u~ = 22~z 7
,
I 2 2
11 and 12 are the sides of a rectangular slab, and 11>12.
The natural oscillation frequencies of components not included in the above list
may be determined according to available reference data (see "Instructions for
_ Calculating Overhead Cover for Transient Loads," Moscow, Stroyizdat, 1966;
"Theoretical Design Reference for the Designer," Moscow, Stroyizdat, 1960).
3.44. The rigidity of bending reinforced concrete elements with consideration of
crack expansion in the concrete's tensile zone may be determined from Paragraph 9.7
of SNiP Chapter II-B.1-62* from the formula
x
B= 0,8Ee Fa (ho - x) [76(12)]
(he - 2 ,
where Ea is the reinforcement's modulus of elasticity;
' x is the height of the concrete's compression zone determined from formula
64(8).
For Paragraph 3.44. In substituting in the f ormulas of Paragraph 9.7 of SNiP
II-B.1-62* the values corresponding to the momentary effect of a load, the
following expression is obtained for determining rigidity of rectangular and T
- sections with a flange in the compression zone and with x< hq;
1 - 0,6g
B~ Ee Fo ho (77)
. ~where Ea is the reinforcement's modulus of elasticity;
Fa is the area of the stretched reinforcement;
129
-nn n.+-T-TAT TTOT. ()WTT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007102/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
. ho is the effective height of the cross section;
u is the coefficient of reinforcement;
_ n_En is the ratio of the initial moduli of elasticity of the reinforcement and
Es concrete;
and
~ is the relative height of the compression zone of concrete in the secCion
with the crack; 1
.
1,8-t- (78)
�
The value of the reinforcement factor entering into the formulas for T-sections is
equal to: F,
bnho~ (79)
- where b., is the effective width of the T-beam flange.
Table 22 provides the values of coefficients for calculating rigidity from formula
(77) with different classes of reinforced steel and grades of concrete depending
on reinforcement percentage. The table uses the notation
i .
i ~
t . '
~ 3.45. Figuring bend iug and eccentrically compressed elements with consideration of
plastic deformation of the�reinforcement (Case la), it is necessary to ensure
observance of the condition which precludes the possibility of the reinforcement
fracturing in the calculation sections at the moment the component attains the
calculated limiting state: e, 200)
9i
Fig. 81. Chart of dynamic-response factor
hn,1 values for increasing load when calcu-
lating components for Case lb with consider-
ation of the effect of deformation rate on
strength properties of reinforced steels
(the curves and values e2/e1 respectively:
1--1; 2--2; 3--5; 4--10; 5--20; 6--40;
7--100; 8-->,200)
138
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
r, g
?
1.5
n
Fig. 83. Chart for determining dynamic-
response faotor (k, = k~l = kA 2) in calcu-
lating overhead cover with ground embankment
greater than 1 m for Case lb
4.4. For a dynamic load increasing linearly from a shock (AplV) to maximum value
over time 61 (see Fig. 61b), the dynamic-response factor l~A-'h~,j=kA,2 is determined
from the curves of Fig. 82 plotted for 9which ensures a marg in in deter-
mining k..
4.5. The dynamic-response factor kA=kA,i=kA,2 for overhead covers with ground fill
greater than 1 m thick is determined from the chart of Fig. 83 depending on the
dimensionless parameters
139
FnA nVVTrTAT. T1SF ONLY
' ~ -
1
Fig. 82. Chart of dynamic-response factor
values (k~ = kg'1= kg ~2) for a load increasing
linearly from a shock Ap~ to maximum value,
in calculating components for Case lb
Re � ' .
, � Qpnp
dpma~r .
~ .
8

0
-
d
=
.
MON
0
�
0
F
H
-
J4
~ 1
=0,1
3
?g
01
?,6
a3
2,4
1~
1
U
04
.
S
0
- 1
1
'J
' 4
S b

7 8
9
1
0 !
1 s
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
S" = a~.' .
(95)
A ~ 2n1 m ' ~96~
where H is the thickness of the soil layer above the overhead cover;
al is the rate of propagation of elasticoplastic deformations in soil (see
Table 9);
j p is the density of embankment soil;
ml is the component mass per unit area of loaded surface;
w is the component's oscillation frequency determined without consideration
of soil mass above the cover.
In this case the dynamic-response factor considers the effect of reflection of the
compression wave from the overhead cover and the free surface of the ground in
addition to the effect of the load's dynamic action. In constructing the chart of
i Fig. 83, the reflection factor is assumed equal to two. The equivalent static
load on the overhead cover in this case is determined from the formula
49Ke = Aft kaai ka, (97)
- where Ap(D is the pressure on the surface of soil embankment;
k3aT is the attenuation factor from formula (22).
With SR>0,25 the change in the reflection factor depending on the magnitude of
~ pressure (see Fig. 63) can be considered approximately by multiplying the magnitude
of pressure Ap(D in formula (97) by the ratio k*oTp/2, where k*oTp is determined
- from ttie chart of Fig. 63.
The attenuation factor k3aT from formula (22) is best determined for a short tisae
of the shock wave's effect on the soil's surface (for example, from the explosion
of GVS).
4.6. The limiting value of the dynamic load for a beam with known characteristics
- of cross section is determined from the formula
I 8(M0 -kyM.) (98)
Pmex = bli k M
where b is the width of the loaded zone;
I Mo is the limiting moment of internal stresses;
~i Mc is the bending moment from static load;
ky is the hardening factor of reinforced steel;
~ 1 is the effective span; and
I k,m is the dynamic-response factor for the bending moment.
Calculation of Hinged-Bearing Beam for First Limiting State (Case la)
4.7. Calculation of a. reinforced concrete hinged-bearing beam for bend is per-
formed from the condition -
P1,
.
- . ~ 19,2Bkn< tinaa0
(99)
where ~ is the opening angle in the hinge of plasticity in the middle of the beam's
span;
~max is the maximum per:aissible opening angle in the hinge of plasticity, estab-
lished in conformicy with Paragraph 3.32;
140
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
1 is the effective span of the beam;
B is the beam's rigidity at mid-span (see Paragraph 3.44);
p- bpm,x is the width of the loaded zone;
is the maximuin value of dynamic load; and
Pm~Cn is the dynamic-response factor for displacements determined from the charts
of figures 84-87 depending on the cyclic natural oscillation frequency of
the component w, values characterizing the law of a load's change over time
(shown in the charts), and the dynamic-response factor for bending moment,
the value of which is computed from the formula
1No - ky Mo , pl' (100)
kM= M ,Mp= 8.
P
X17
km
Fig. 84. Chart of the relationship of the dynamic -re spons e fac-
tor for displacements kn to the dynamic-response factor for bend-
ing moment k.m in calculating hinged-bearing beams for Case la
with consideration of the effect of deformation rate on strength
properties of reinforced steels (the curves and values w6 respec-
tively: 1--5; 2--10; 3-- 15; 4--25; 5--50; 6--100; 7--200; 8-->000)
141
r.nn nr+rTnTAT TTCF. njQj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
kM
Fig. 85. Chart of the relationship of the dynamic-respon5e fac-
tor for displacements kn to the dynamic-response factor for bend-
ing moment lcm in calculating hinged-bearing beams for Case la
without consideration of the effect of deformation rate on
strength properties of reinforced stee]s (the curves and values
of wA respectively: 1--5; 2--10; 3--25; 4--50; 5--100; 6--200;
7--3300)
' In figures 86 and 87 that part of the curve
i to the beam's performance in the plastic st,
~ ance in the elastic stage.
With 0, >2n and u002> 100-200 it is best to
build-up only in the elastic stage (Case lb
sideration of plastic deformations produces
drawn as a continuous line corresponds
age, and the brokeri line is its perform-
calculate components for a load with a
of the limiting state), since a con-
no economic effect.
The dynamic-response factor for transverse force kQ is assumed equal:
For a load with a jump (see Fig. 61a and c) kQ::z 0,04-}-1,1 kM;
142
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
kn -

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
a
~
Zcm-
Cb
. ~ r
A
~
~
11
~
f~
N
F
1
0N
w
0
3
~
~
3
~
i
k-
Qlk
w

w
^
,
r!
w
C4

N
w�
~
�
~
e
m v a c.. . o o ao . so .1. Cv +,,4&
143
Tnn nnnTnTAT TTCF njQj.y
i cd
u
.0 �d
~ 41 u
~
44
.C r0-I �Gl
41
Cd ~
O W
41 t-i O
O
,SG w dl
cC �rl
41 .-1 41
Ggl Gl N
N (~d O
t~ U F+
co a
r-I 14
a o .0
ri) u~ 4J
-H o0
b ~
$4
o a) +1
w .c m
p ao 0
o q o
4.+
u al
cd Rt 41
W N cO
~ ,0 H
m 'd 0
O b ~ 0
W ~i cd
I 00 0
�ci ~ awi
41
Cd (d -0
r-I 44
0 0
~ 1'-I 4-J
.C U G~7
41 4-4
44
4-I Cl
0
~ ~
41
rb qw
o ~ �
~ 9 �
r-I (30 i.+
f-1 '0
b a,
n i
0
O O U
44
ri) 41
41 S.1 0
14 O O
300
x=qs~
�
b
I .
e
10
wB=S
'
163
Fnu nFFTCTAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2047102108: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Kn
10
8
6
4
2
5U fADZQ7a~A? ~

ZS
~S �
,f0
wB=5
~
Q6 L!B 1. 1LY xM
qs- 018 t ,a - kM
Fig. 95. Charts showing rel.ationship of
dynamic-response factors for displacements kn
to dynamic-response Iact:or for bending moment
km in calculating hinged-bearing slabs for
Case la wi.thout considering the effect of
strain rate on strength properties of rein-
forced steels (X = 1 and 0.5)
n
10
B'
6
4
2
0
K , .
SO ~00
&o0a
'
zs
s
x=
s
~
10
l~B=S
o
164
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
Appendix 1- Basic Characteristics of Airtight and Airtight-Blast Doors,
Gates and Shutters for Protective Civil Defense Structures
Recommen-dations-for Use o Airtight B~ast
- Doors, Gates and Shutters Based on Shelter
Door, Class and Entrance Factor
Gate, Old Open- Shelter Class
Shut- Code ing III 'I rv ~ v ~
ter Size, Entrance Factor ~ Detail Plan Album
Code cm
Designation
.r Ci N ~ .
Airtight Blast Doors
i~tF�1-7 3 - 80X 180 - -F -I- . - ~ - - - - - - TDK-N-I-71
DU-III-6 - 80X 180 -f- - I - ~ -f- + -f- + + "
A-I-I ZGI3o-100 120X200 - -F - - + - - - - - WDKt -J-I-~~, 1~r6~II,
ec on ,
DU-I-2 D_GN � 120X200 - -f- - - - - - - - TDK-N-I-68, Part II,
` Section IV 1971
DU�III-5 - 120X200 + - i- - T 4' TDK-N-I-71'
AL1-I-5 - 180x240 � T y ' -f- - - ' - - - TDI:-N-I-70,. Part II,
Sec IV, Album No 5& 6
DU�1V4 - 180X240 - - - - - - + + - + + 'I- TDK-N-I-71
nU.I-6 - 300x240 ' -I- + -f- - - ` - - - TDK-N-I-70, Part II
Sec IV, AlbumNo 5 & ~
nU-N-S - 300X240 - - - - - - -I- -I- - + -I- -I- TDK-N-I-71
Airtight Doors
-f-'
,TJ'U�IV-3 DGM~ 8OX180 ~ -f- I 1971Part II
-I- 1-I- I~- I-I- 15DK-YV-1-
D.U-IVI llGM I 120X 200 -F- I-- I=F- II-- I-f- 1.+
"
Gate s
220X240 - - -f- - - - - � f - - - - T K-N-I-69 /9 und
I p0%gs A-II/III-1~~0-
, ~
VUII-i ~ - 220X240 -I- + - + -f- - -F -f- . -I- - - "
VZ]-III-1 220X240 - - - - - - _ - + + +
V TDK-N-I-71/10 under
t'I-2 - 300X240 - - - - -F - - -
pi~~s A-II/III-2500-
7
VU�II-2 - 300X240 -1- - -I- - -f- -f- ~-I- - - - "
- VUIII-2 - 300X240 - - - - - - - - 'f' 'f' -I' "
I.1 Airtight Blast Shutters
g ITDK-N-I-67, Part I,
U. 80X80 -l--
S1J-II-2 f Z5-70 I 8OX80 I-- I I- I -I-_ I'f- I- I+ I+ I+ I+ I+ I+~ ! Sec IV, 1969
Airtight Shutters
S U-IV- i ~ G S I 80X 8.^ 1+ I+ I+ I-f- I-I- I+ I-!- I'-F I+ I-F- I-f- i-I- I"
Notes: 1. Before articles of new series are put into production it is permitted
to use doors DU-I-3 or DZG-80x180-1.35 of the USSR MO [Ministry of Defense] list
- in place of doors DU-I-7, and doors DU-II-1 or DZG-80x180-0.5 of the USSR MO list
instead of doors DU-III-6.
165
,.-�-T er rTeL' f1NT.Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
2. Doors DU-IV-4, DU-IV-S and gates VU-III-1 and VU-III-2 also can be used as
- airtight units in all types of shelters.
3. Use of the D-1V-1(GD) door is permitted in place of the airtight DU-IV-3 dooi. _
4. Airtight doors are used as entrance doors in DES and as inner doors of shelter
airlocks.
5. The DU-III-1(ZGD-15) doors and SU-III-1(ZGS-15) shutters presently being pro-
duced can be used as external doors and shutters in Class IV structures with an
entrance factor of 1-1.25, and DU-III-2 and DU-III-3 doors can be used as outer
doors in Class V structures with entrance factors of 1-1.2.
6. For the purpose of standardization, it is recommended that the inner a.irtight -
blast door in the airlock-sluice be made identical with the outzr door.
~ Conventional symbols:
Components recommended for use;
Components permissible to use until development of new ones;
Components not recommended for use.
~
166
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
Appendix 2- Methodology for Determining Cost Indicators of Basic Structural
Elements of CD Shelters
1. The optimum cost of various structural elements of spaces adaptable as sheltet's
can be determined on the basis of factual data of rational design decisions for
structures depending on the type of materials used and their strength characteris-
tics, design loads, capacity, technological features of production located in the
space in peacetime, and other features.
The degree of optimity �or cost indicators of a design decision can be assessed by
comparing the planned cost of individual structural elements or of the structure
as a whole with proportionate costs computed theoreti.cally for the most rational
components and space planning decisions for structures.
Proportionate costs U represent the cost (in rubles) of individual structural
elements of a structure per 1 m2 of protected area. The basic structural elements
which determine the project cost for adapting spaces as shelters are: overhead
- cover, walls, columns, foundations, entrances and emergency exits. Proportionate
costs for installing these components, calculated for bearing power, can be deter-
mined from the nomograms depicted in f igures 96-109. The nomogram calculation
sequence is shown in the figures by conditional lines.
- 9
7
S
3

w
I
1
~
/ A T
71
-44
,

30
,~80r~,y,b+r !
~ r ,
~
.
Z1
.
~
70
,
r
/
0 f
0!7 1
000
~
-
6400
q2
a3
q
sro
7
0
Fig. 96. Nomogram for determining the factor w
SayrtpZe caZcuZation. Determine the factor W for
an overhead slab with the following data: cost
of concrete C60=45 ruble::/m3; reinforcement
cost Ca = 1,080 rubles/m3; grade 300 concrete
(RK = 160 kg/cm2); class A-III reinforcement
(Ra = 3,400 kg/cm2); tcs= O.S;(Da = 1.8. We will
obtain for these data in the order indicated by
the arrows: w= 3.7 for overhead slabs; w= 2.5
for outer walls of precast reinforced concrete
elements (tc6= 0.
167
n ~-1nTAT T,C!-P nrrr.v
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
2. From the nomogram shown in Fig. 96 we determine the intermediate factor w for
_ the overhead slab and collar beam, which is dependent on the cost of 1 m3 of pre-
cast concrete with consideration of cost for the transportation and installation
of the precast elements C66; on the cost of 1 m3 of reinforcement with considera-
tion of cost for placing cages (meshes) in forms Ca; the reinforcement use factor,
e;cpressed as a ratio of the entire reinforcement weight per 1 m of the element to
the weight of the effective working reinforcement (Da; to given grades of concrete
and reinforcement and the section coeff icient tc6.
The value of the reinforcement use factor Oa is taken, dependent on element com-
ponents, as equal to:
1.4-1.6 for continuous and hollow slabs;
1.6-1.8 for flanged slabs; and
1.8-2 for collar beams.
The design resistances of concrete RH and reinforcement Ra are taken in accordance
with paragraphs 3.21-3.28 of SN 405-70.
I,
The section coefficient is equal to:
I tc6 = 1 f Fe'" , (137)
; Fceq
i where F3,n is the area of various kinds of openings, cavities, projections and so
I on within the effective width of an element's cross section b;
~ FCeq is the element's sectional area equal to the product of its width b
I
~ times its height h.
I
i 3. Inthe nomogram depicted in Fig. 97 we determine the values of intermediate
' factorsnl and n2, dependent on w, n3 and height of the precast element An.
The factor n3 equals the product of the ratio of the cost of 1 m3 of monolithic
co2crete "on the job" C6" to the cost of 1 m3 of precast cGncrete "on the job"
~a and the ratio of the monolothic element's section coefficient tNjpH to the
section coefficient of the precast element tC6. The procedure for determining the
factor tr~~H is analogous to determining tcb and is set forth in Paragraph 2.
The precast element height A. is taken from available standard s3:es in cata-
logues.
4. Praportionate costs for a precast-monolithic cover IFy.n are determined from
the nomogram in Fig. 98 dependent on previously computed factors w, r11, flz, na,
the protective strucrure class, the effective span of the structure 1, the coeffi-
cient a, which takes account of conditions of fixing at the support, and nl,
which is equal to the ratio of the structure's area on the inner face of outer
wal.ls F to the protected area F3i nl = F.
F
3
The protected area Fg is taken to mean the area of a structure being used for
- accommodation of sheltered persons and industrial equipment (without considering
� the area occupied by partitions and inner wa11s).
168
FOR QFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL U,SE ONLY
~
P
~
9
~
6
543
2
1
0
46
1Jfl
,lil
6iBZl
d
S
,
ooo
oo~
io
/S
000
L
'/t
1;
Fig. 97. Nomogram for determining the factor
i11 and n z
SampZe eaZcuZation. Determine factors nl and
n2 with w= 6.7; n3 = 1 and An = 0.4. Perform-
ing the calculations in the order indicated by
arrows, we obtain nl = 7 and n2 = 8.
The effective span 1 of the cover slab is taken in relation to the structure's
structural schematic.
The value of the coefficient a, which takes account of conditions of fixing at
the supports, can be taken as equal to 8 for sectional components and 11-16 for
continuous components.
5. In determining proportionate cost for a precast-monolithic flanged overhead
cover Uy.np, the proportj-..r.ate costs fox the collar beam must be added to the
proportionate costGobtained for the precast-monolithic slab.
The nroportionate cost for the collar beam can be determined from the nomogram in
Fig. 99 in relation to the factor w, tha cost of 1 m3 of precast concrete on the
job C66 , the design load per 1 m of collar beam corresponding to the given class
of� protective structure, the effective span of structure 1, the support fixing
conditions factor a, grade of concrete and collar beam parameter b. In calcu-
lating the cost of a collar beam for a precast-monolithic flanged overhead cover,
the value b is determined from the formula b_ bp , where bP is the collar beam
width and bn.p is the effective width of bn, the collar beam's flange con-
sidering its performance in the span as a T section. The value brt.p is taken as
equal to 1/3 Z+ bP. The value b is taken as equal to bP in calculating the cost
of the collar beam for a precast overhead cover.
169
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONL,Y
0
Ad
A~
i A-IP
! AY
;
I ~
I
I
I ~ 3'1
21
~ rU~M
e
�
~
4 s
-
e
~ ,Z
~s .

n
2U
~
'
I
Z'
t .
~
IM6=yA7.
~Z~A7
i
~
nq
I
s
~
.41
~ n
=1
I4jJ
1
I

1
,
,
q
s '
~
-
2
~
t
-
4
~
1
Fig. 98. Nomogram for deter-
mining cost of 1 m2 of a
precast-monolithic overhead
cover slab Uy,n
Freestanding
Built-in
r
0
r
a
ScvrrpZe caZeuZation. Determine the cost of 1 m2
of overhead cover slab of a freestanding class
A-III shel.ter with a span of 6 m; concrete
grade 200; a= 11; w= 6.7; 711+ nz = 15; r13 =
1; An= 0.4; ~6 = 36 rubles/m3; tcg= 0.5 and
nl = 1.1. With these data in the order indi-
cated by the arrows, we will obtain Uy.n= 27
rubles/m2.
Values of the factor w are determined from the nomogram in Fig. 96. The values of
other parameters are taken in accordance with instructions presented in paragraphs
2-4.
~ 6. The cost of 1 m2 of precast reinforced concrete cover of a frame structure is
' added up from proportionate costs of the slab and collar beam. The cost of 1 m2
of precast reinforced concrete slab can be determined from the nomogram in Fig.
100 in relation to the design load (structure class), span, concrete grade, struc-
tural decision of the slab, and the factors w and tC6. The methodology of deter-
mining the collar beam's cost is examined in Paragraph 5. The values of factor w
- are determined from the nomogram in Fig. 96, while the values of other parameters
which determine the cost of the collar beam are taken in accordance with the
recommendations set forth above.
170
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
~reestanding
:
Iiuilt-in
p
r~-t Z 39
5 7
10
A8
AY

t
I
~
gM
lv=
3w k,S 6.
9
~
/
6
1000
6�1
4q70,1
/
9
.
'
~ �
o=B l1I6BI11/816~
C~ JO . 20 , ~7 � 2P 10 f
For concrete grade 200 ~ .
300
400
Fig. 99. Nomogram for determining proportion-
ate costs for collar beam Uy.p
SampZe caZcuZation. Determine proportionate
costsfor collar beam with following data:C6a=
36 rubles/m3; w= 7; 1= lp b 6 m; Class A-III
freestanding shelter; 6= p=0,~15 ; concrete
grade 300; a= 11. By V6;,p making calcula-
tions in the sequence indicated by the arrows,
we will obtain Uy�p= 11.5 rubles/m2.
7. The proportionate costs for erecting outer walls of precast reinforced concrete
elements Uy,ct�I, with bending strain in a horizontal direction, are determined from
the nomogram giv~n in Fig. 101 in relation to the cost of 1 m3 of precast concrete
"on the job" C~ ; the structure perimeter II; lateral pressure coefficient kg,
dependent on the type of soil and taken in conformity with Paragraph 3.6; wall
span 1; concrete grade; and the factor w, the value of which is determined in con-
forn.ity with Paragraph 2 from the nomogram in Fig. 96. Proportionate costs for
outer walls are determined from the condition of their calculation for bearing
power.
8. Proportionate costs for inner and outer masonry walls which are fully buried
are determined from the nomogram in Fig. 102.
171
Vnn 1-7.7-17TrT AT TTCF. nNj,,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
F'OR OFFICIAL USE ONLY
A
10
b/m2
Fig. 100. PZomogram for determining proportion-
ate costs for slab of precast reinforced concrete
cover Uy,n.C
SarrrpZe caZeulaticm. Determine proportionate
costs for slab of precast overhead cover of free-
standing class A-III shelter with a span 1
6 m; concrete grade 200; tc6 = 0.5; w= 7; CRI_
36 rubles/m3. Performing the computation in the
order indicated by the arrows, we will obtain
the proportionate costs,with consideration of
the factor nl = 1.1, equal to: Uy.n,dz 26�1.1 =
28.6 rubles/m2.
The thickness of masonry wall d can be determined by a calculation according to
existing formulas or from quadrant I of this same nomogram in relation to the
structure class, span of overhead cover and design resistance of masonry taken
from Paragraph 3.22 of SN 405-70.
The cost of walling also has to include the cost of structural reinforcement
based an an average of 10 kg-force of reinforcement per 1 m3 of wall. Quadrant I,
II, V, and VI of the nomogram (see Fig. 102) make it possible to determine the
cost indicators of internal walls, while quadrants I-V do the same for outer
walls. Results for inner walls obtained from the nomogram are multiplied by the
factor n2, determined from the chart in Fig. 103.
9. Iroportionate costs for inner walls of precast reinforced concrete panels
are determined from the nomogram given in Fig. 104 in relation to the wall thick-
ness, span of overhead cover, height of spaces, and the factors e and w. Wall
thickness for the given class of structure, span of overhead cover and concrete
grade can be determined from the chart in Fig. 105. In all instances here the
172
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
3
N
s l
un
s1
l.i
67
-q~
a
6=9M
4s
AD'
~
-1
M6=Z00
A~
3 0
~
~
A-I
4M
60 SO 40 ~
3
I
u /
f
=IOOMZ
ZOB
_
_
y0M
i
~DO
6~
BO
~
Ilooo
400
IDO
S00
I
4
600 f000
~
j
eo
m
M
' 90 ZO 10 , U UycN ,rub /f[i~ -
Fig. 101. Nomogram for determining proportion-
ate costs for outer walls of precast reinforced
concrete Uy,c�x
SampZe caZcuZation. Determine proportionate
costs for outer walls made of precast rein-
forced concrete elements for Class A-III shel-
ters with effective span 1= 3 m; wall height
N..= 3 m; concrete grade 200; tce= 1; kC-,= 0.5;
w= 3.5; Cco= 36 vubles/m3; outer wall ~erim-
eter II= 96 m; protected area F. = 540 J. After
performing the computation, we will obtain
Uy_,C,H= 6 rubles/m2. '
- minimum thickness of a panel is taken as equal to 10 cm. The factor e is com-
puted from a well-known formula and takes account of the component's percentage
of reinforcement:
173
Vnv nFI-TrTAT. TTSR nNj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
7n 2n fb h & ..I'u4.4
.
�i
N
~
ool
m
6M BOO fJ=/NM
4 ~
0300
'o
60
10000
200
100
1
Q
I p�
10
H=4M
c= f~. ZO ZS i7 ,?S
S
3
~
ZS
= 4~r 48101.2 4 6 1,8
~
i
29
1
~9h
I
0,
15
'
I
d!
~Z
6
1,5
N
]
M
Y
41
lyu 9 6 3 60 . k0 ZO 0
� ' Uqe xu
Fig. 102. Nomogram for determining proportion-
ate costsfor inner and outer masonry walls
SctmpZe caZcuZation. Determine proportionate
costs for erecting outer and inner masonry walls
for freestanding Class A-III shelter with a
span 1= 6 m; RpK= 30 kg/cm2; wall height Ii =
3 m; walling cost C= 30 rubles/m3. The I, II,
V, and VI quadrants of the nomogram are used
for inner walls. With nl = 1.1 the proportion-
ate costs for inner walls will equal: Uy.H =
8 rubles/m2. Using quadrants I, II, V, IV and
III, for outer walls with structure perimeter
n= 100 m and F3 = 540 m2 we obtain: Uy.H=
7 rubles/m2.
174
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
n1
49
Q8
0,6
as
2 3 4 S 6 7 B y
Fig. 103. Chart for determining
factor n2:
y-- Number of spans in length
of structure
4~
4~
4r4
4s a
6 07a.
C~j
4
35
R9
I,OM
30
. Zflrtib
,ft
I
I
~
4Z
t
a3
4
_
-2
, ~;3
f .
q
~
G=9 6 4,5
3,M
- N~4 3,f 3~S
ZM
1
~
G7 6 y z u cu tu
� Ux[r , rub /ru2
Fig. 104. Nomogram for determining proportion-
ate costsfor inner walls of precast reinforced
concrete
SampZe caZcuZation. Initial data: w= 4;
0.2; 1= 6 m; Cg6= 36 rubles/m3; de = 0.3 m;
H= 3 m and nl = 1.1. Performing the computa-
tions in the order indicated by conditional
lines, we obtain UYIB.C= 8.8 rubles/mZ.
175
F(1R nFFTCIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
4
jA-F
~!Y
47
. I A -5
AB
dq�3 . 44 42 0
M6=400
300
~ 200
t
I
~
$
4~ 14J
2 01.0
(
Gp=dM %S
~
l
6 ~
3
qs
Fig. 105. Nomogram for determining cross
section of column and thickness of inner walls
of precast reinforced concrete
ScarrpZe caZcuZation. Determine thickness of
inner walls of precast reinforced concrete and
cross-section of columns for a freestanding
Class A-III shelter with 0.330; concrete
grade 300; span 1= 6 m. We obtain the answer
on the lower scale of quadrant IV (in all
cases the minimum wall thickness is taken as
equal to 10 cm). For determining the column
cross section, we take account of the span in
the other direction 1p= 6 m and obtain the
answer on the vertical scale of quadrant
IV dK = 0. 65 m.
The values of w are found from the nomogram in Fig. 96 for design dimensions and
characteristics of materials obtained and used for inner walls. Results obtained
from the nomogram are multiplied by the factor n2, determined from the chart in
Fig. 103.
10. Propo rtionate costs for inner columns of reinforced concrete in relation to
the column cross section and height, span of overhead cover (in both directions),
cost of 1 m3 of concrete "on the job," the factor w and the factor e, which takes
account of percentage of reinforcement, can be determined from the nomogram given
in Fig. 106.
The dimens ions of a column with square cross section are determined from the nomo-
gram in Fig. 104. The values of factors e and w are determined in conformity with
176
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
o 41,rubhm2
Fig. 106. Nomogram for determining proportion-
2te cost for inner columns of reinforced con-
_ ::rete Uy.K
SampZe caZcuZation. Initial data: w= 2.2;
dK = 0.65 m; E = 0.33; 1= lP = 6 m; H= 3 m;
C6 = 38 rubles/m3. With the calculation
sequence indicated by arrows, we will obtain
for these data Uy.K= 1.8 rubles/m2.
Paragraph 9. The proportion costs obtained for inner columns refer to the primary
space occupied, for which these costs must be multiplied by the factors nl, n3 or
nq. The values of factors n3 and ny are determined from the chart in Fig. 107,
and the factor nl is determined in conformity with Paragraph 4.
- 11. Proportionate costs for erecting columnar foundations are determined from -
the nomogram in Fig. 108 in relation to the dimensions of column cross sections
dK, the given class of protective structure, grade of concrete, standard pressure
on soil 6Ip multiplied by the hardening factor and the cost of reinforced
concrete "on the job" based on a reinforcement expenditure of 50 kg-force/m3 of
concrete. The costs obtained, just as for the columns, must be multiplied by the
factors nl, n3 or nq, determined from Paragraph 10.
~
Proportionate costs for cor.tinuous footings in relation to the given class of
protective structure, standard pressure on soil with consideration of hardening,
- footing height and cost of reinforced concrete "on the job" under inner walls are
determined from the nomogram in Fig. 109 (quadrants I-IV) and under outer walls
for structures with frameless arrangement and partial frame, from this same nomo-
gram (quadrantsl-III, V and VI). The height of continuous footings is taken as
50 cm for a structure of Class A-I with a span of 4.5-6 m and with a span of 6 m
177
-T+TIITAT TTCTi' nMT,v
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
W=S 4 3 Z 1. 0 d 6 4 Z

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
~
FOR OFFICIAL USE ONLY

3i
Fig. 107. Chart for determining factors n3
and ny
a For partial frame structures
b For full-frame structures
y Numr,er of spans in length of structure
x Number of spans in width of structure
f ~
d =qTM
GyKy
b.
lO
0,4
i
n,s
q6
47
Xlv'
L
I
I
~
70 if
40
J
O
l
�
i
su
M
~
i
9
P
~
~
AI
,
I
4s .
.
3
'
~
A=
l -
A 8
9 6 4,5 T 30 26' ZZ l8 14 !0 6 Z 0
UIV,
Fig. 108. Nomogram for determining proportion-
ate costs for col.umnar formations
SampZe caZcuZation. Initial data: Freestanding
Class A-III shelter; span 1= 1 = 6 m; cost of
concrete Cg = 43 rubles/m3; dK P 0.65; Qrnky =
10 kg-force/cm2; concrete grade 300. Performing
the computations, we obtain Uo,K= 6 rubles/m2.
178
~ FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
C
?ydjM3
li
8
4
~
Z
4
6
0 vf tN.t, RIMZ
Fig. 109. Nomogram for determining proportion-
ate costs for continuous footings under inner
and outer walls U4,
SampZe caZcuZation. Initial data: f reestanding
Class A-III shelter; footing height N = 0.3 m;
(irvkr = 10 kg-force/cmZ; cost of concrete C6= 30
rubles/m3; nl = 1.1; k= 5; 1= 5 m. For foot-
ings under inner walls we use quadrants I-IV of
the nomogram and obtain the answer f rom the
scale of quadrant IV: U(D.B= 1.6 rub 1 es/mz. For
footings under outer walls we use quadrants
I-III, V and VI with consideration o f wall
perimeter II= 100 m and F3 = 540 m2. We obtain
the answer from the scale of quadrant VI:
U(D.H= 2 rubles/m2.
for Class A-II. For the remaining classes of structur es, the height of continuous
footings is taken as 30 cm. . The value k(quadrant IV) considers the number of span s in a structure's length.
179
Vrn -r+Tr+TAT TTCF. nNTY
_d
nr-~/l,Zdt~4~S
E,
A-11T
A 1V
i
~
I
~
0,
5
~
-
-
6 =
f1
10
x` Z
.
h~=Q3M
�
3
S
~
~
7
40
30 - ZO-10
/
Z
40
F -
~7
4,S 6
-'~n
60
BO
f00
Zd0
1Z0
140
' J00
1B~
� 400M~10 260
400
S00 700 1000 Z
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
The cost of footing snder inner walls obtained from the nomogram must be multi-
plied by Ghe factor n2, determined from the chart in Fig. 103.
12. Proportionate costs fo r constructing shelter entrances are determined as the
ratio of cost for etitrances UB.X to the total protected area of the structure F3.
UY�P.% - F3X � (130)
Proportionate costs for entrances of various types can be determined from the
data of Table 32, which gives the relative change in percentage of total capital
costs for constructing one entrance with walls of monolithic reinforced concrete.
The capital costs equal to 1100 rubles for a blind entrance with door opening
width of 0.8 m and wall height of 2.2 m were taken as 100 percent.
Table 32 - Relative Costs for Various Entrance Types, %
Entrance Types
Opening Width, m
8 1.2
Blind, with stairway along
shelter wall 100
Blind, with stairway per-
pendicular to shelter wall 110
Through 145
Through, with two-chamber
130
140
175
sluice 270 1 360
I
i
Note. Entrance evaluation performed with respect to
walls of monolithic reinforced concrete 30 cm thick
with a cost of 1 m3 of reinforced concrete "on the
j ob" o f 25 rubl es .
_j Costs for one entrance are additional, since they do not include the cost of over-
head cover and outer walls with foundations beneath them, which must be considered
in Paragraph 3.11.
The cost of airtight blast doors and airtight doors is considered in the calcula-
tion with a door cost equal to 321 rubles for 1 ton.
Approximate costs for entrances with walls of other materials can be determined by
using the table's data and by introducing correcti.ons proportionate to the change
in cos*_ of 1 m3 of material "on the job." For example, capital costs for
entrances with walls of precast concrete blocks, the cost of 1 m3 of which is
taken as 30 rubles "on the job" are increased by 'LO percent in comparison with the
data given in Table 32.
c
180
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
With enLrance wall height of 3 and 4 m, additional capital costs obtained from
Table 32 must be increased by 20 percent and 70 percent respectively.
- 13. Proportionate costs for constructing emergency exits Uy.a B are determined a5
the ratio of the cumulative costs of exits to the total protected area of struc-
ture F3:
Uy,~
Uy... = Fil .
(139)
The tentative costs of an emergency exit from a freestanding buried shelter can be
taken as 450-500 rubles.
If an emergency exit is combined with one of the entrances, its cost is taken from
the data of Table 32 with the addition of the cost of 1 m of a full-passage
gallery with dimensions used in the plan.
14. The sgace use factor krujis an indicator of the economical nature of the
overall planning of a protective structure. It can be determined from the
following formula:
k,n = Fe - F, . (140)
Fo
where FT is the structure's protected area occupied by industrial equipment which
is not dismantled when the shelter is placed in combat readiness;
F n is the total protected area required by the norms for shelter capacity
provided by the plan.
Theoretically the shelter space use factor is knn= 1. In actual planning, how-
ever, the positioning of individual shelter spaces and its engineering equipment
in a certain interrelationship makes it necessary for a certain increase in areas
above those covered by the standards.
An analysis of the most economical shelter design decisions indicates that the
minimum value of the space use factor krvl which does not cause substantial degrada-
- tion in the shelter cost indicators may be 1.05 for structures where the entire
protected area F3 is used as primary and auxiliary.
SampZe caZcuZation. The technical-economic estimate of the protected structure
and a determination of proportionate costs for individual elements and thP struc-
ture as a whole is performed using as an example a freestanding Class III shelter
of frame-panel design located on nonrocky soil. The number of spans equalsfive in
structure length and three in s*ructure width.
The structure has outer walls of precast reiaforced concrete slabs with continuous
cross section (tc6= 1) with an effective span of 3 m and an inner frame of rein-
forced concrete columns with bay size of 6 x 6 m.
The height of spaces is 3 m. The overhead cover of flanged components made of
precast-monolithic reinforced concrete is continuous. Foundatiors under the
columns are columnar.
181
ti+nn nr.Z+Tr+TAT TTCR nN],Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Precast concrete of grade 200 (C66= 45 rubles/m3 "on the job") and monolithic con-
crete of grade 300 (Cs = 23 rubles/m3) has been used for slabs of the overhead
cover and foundation, tci6= 0.5,cDa = 1.8. The working reinforcement is Class A-III
sCeel (Ca = 1080 rubles/m3;.
Concrete of grade 300 (C6 45 rubles/ m3) has been taken for the collar beam,
Aj-i= 0.4, tco= 0.37, tM = 1, (Da= 2.2; for the columns (Da= 1.5; tc6= 1. The working
reinforcement for the collar beam is Class A-III steel, and Class A-II for the
columns.
From the nomogram in Fig. 96 we find w= 2.5.
r
- The factor r1a= C6 ~ lr = z3 ~
C6 l~s 4b�0,5
From the found values w and n3 from the nomogram in Fig. 97 we ftnd the factors
nl = 3.8 and n2 = 5.5. The sum of these factors will equal 9.3.
Using the found value of factors with nl = 1.1, we find from the nomogram in
Fig. 98 the proportionate cost of a slab of a precast-monolithic cover. Uy n= 21
- rubles/m2.
For determining the proportionate cost of the collar beam, the value w will equal
6(see Fig. 96). With this value of w and D. bP 0, 7 -0,45 M, the proportionate
costs for the collar beam will be uy.p = Ybn,p "V 2-, 4
12.7 rubles/mz.
The cost of outer walls of precast reinforced concrete elements with horizontal
_ bending strain will be determined from the nomogram in Fig. 101. With w= 3.5,
tc6= 1, the effecti-e slab span 1= 3 m, the structure perimeter II= 96 m and a
protected area F 3= 540 m2, proportionate costs will be Uy.cti!vt= 6 rubles/m2.
Proportionate costs for inner reinforced concrete columns will be found from the
nomogram in Fig. 106, iJyx = 2.6 rubles/m2, after first determining the dimensions
of the column from the nomogram in Fig. 109; d= 0.65 m; w= 2.6 from the nomo-
gram in Fig. 96 and E = 0.33 from Paragraph 9. The cost for the structure with
full frame which is obtained must be multiplied by the factor 1.6, determined
from the chart in Fig. 107.
With consideration of the fact that the effective slab span for outer walls is
taken as equal to 1= 3 m, columns are additionally installed every 3 m around
the perimeter of the structure and so the factor ny = 1.6 x 2= 3.2. Then the
proportionate column cost will equal: lly,K - 2,6� I, I�3,2 = 9,15 R;'Ma.
Costs for erecting columnar foundations, from the nomogram in Fig. 108, equal
UCP,C= 6 rubles/m2.
With a doubling of the number of columns around the perimeter for the calculated
case, factor n2 is increased 1.3 times, since the foundation of the additiunal
columns is calculated only for the lateral load. For this reason the proporrion-
ate costs for columnar foundations will equal: Ub,,=6�1,1�1,6-1,3=13,7 R.fM2.
182
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Proportionate costs for constructing entrances will be determined from Paragraph
12 : (io.x
Uy.a.x = F' �
The structure has a through entrance with double-chamber sluice and one blind
entrance. According to Table 32, the cumulative proportionate costs of these
entran!:es equals: 1100�2,7,-}- 1100 4080
Uy.n.z = - 540 7956 - 716 R/ ,�2. .
540
With this planning decision, an emergency exit is combined with a blind entrance,
and so is not considered in determining the proportionate cost.
Cumulative proportionate costs for erecting structural elements of a Class III
shelter frame with the conditional values of material and components' cost taken
in the example are 70 rubles/m2.
The actual cost must be determined in relation to the actual cost of materials and
components "on the job" with consideration of zone factors.
Thesz costs do not consider the cost of floors, supplementary internal walls and
partitions, waterproofing, earthwork or finishing work. According to available
consolidated i.ndicators of certain projects of a similar purpose, the cost for
this work, depending on the shelter capacity, may comprise 25-35 percent of the
frame cost for shelters holding 1,000 persons and up to 35-50 percent for shelters
holding 900 or fewer persons.
Takeing the costs for this work equal to 50 percent of the frame cost for our
example, we obtain cumulative proportionate costs for construction and installa-
tion work for erecting the shelter frame to be tentatively 70�1.5 = 105 rubles/
1 m2 of protected area.
Considering the overhead expenses and planned savings, the cost of the structure
frame will equal 126 rubles/m2.
183
r.nn n-n.rnTAT TTCF. ()Tjj,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
Appendix 3- Determination of Vertical Displacements of Structure with
Respect to the Ground
Vertical displacements of the entire structure or a portion (block) with respect
to the ground may be determined from the formula
F N
Z~p 'aiY1IF~L3QC aiYFfi\I-e2!, aclJ 2,a~.}' (141)
where ZoT~.s the vertical displacement of the structure (block) with respect to
the groun3, in centimeters;
pi is the dynamic load, kg/.cm2 (see Paragraph 3.5);
al is the propagation rate of plastic deformations in the soil, m/sec (see
Table 9);
y is the volumetric weight of soil, kg/m3,;
Fn is the area of the structure's (block's) overhead cover, m2;
F~ is the area of the base of foundation of the structure (block), m2;
Hc is the structure's height from top of overhead cover to underlying
layer, m;
G is the cumulative weight of structure (block) and embankment above it in
kg;
e = 2.718.
In determining the displacement of a portion of the structure (block), the value
Fn should be taken as equal to the area of overhead cover f rom which the load is
collected,which is transmitted to the foundation area of the portijn of the struc-
ture (block) in question.
In a number of cases the result of a determination of the value ZpTH ma.y turn out
to be negative. This attests to the fact that the vertical displacement of soil
particles is greater than the displacement of the structure or its block.
ExarirpZe. Let us determine the relative settling of a foundation under a column
of a freestanding Class A-III structure with bay size of 6 x 6 m. We will take
the following initial data: pl = 2 kg/cm2; al = 200 m/sec; y = 1600 kg/m3;
~ Fn= 36 m2; F~ = 4.7 m2; Hc = 4 m. Volume of concrete per 1 m2 of overhead cover
; VJ= 0.65 m3. Height of soil above overhead cover is 0.8 m. Weight of toundation
j beneath column is G~ = 12,000 kg-force.
In this case the weight of the structure block will include:
Weight of overhead cover with an area of 36 m 2 ;
Soil weight beneath overhead cover, column weight and foundation weight.
- The weight of overhead cover together with column weight will be found from the
formula
Q6=Y6VtSFn,
where Y5 is the volumetric weight of concrete.
06 = 2200 � 0, 65 � 3fi = 52 000 kg.
Weight of soil above overhead cover is r'rp = Y11rp Fn =1600�0,8�36 = 46 000 kg..
Cumulative weight of the block is '0= Gs + Q,�p + G.p = 52 000 4G 000 -i- 12 000 = I l0 OuU kg.
184
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOk OFFICIAL USE ONLY
Let us substitute all initial data into the formula for determining relative
settling: , .
101�2 36 1 I�(~ 3�1600�4,7�4
11�1(M ZOTN - 2OO. 1G00 14,? [3-4
200 200�1600�4,7 (I - e . J -
2 ?�4
. 2oo ) -G2,5{7.Gb[O,Of-0,073(I-e ' '82 )]-0,054}-5,7cM.
185
Vnn nr.ti+TrTAT. TTCF ONf,Y
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/48: CIA-RDP82-44850R000300104423-2
FOR OFFICIAL USE ONLY
Appendix 4- Determination of Overpressure in Shock Front and
Effective Time of Action in Explosion of Gas-Air Mixtures
Three action zones are distinguished in the explosion of a gas-air mixture (GVS)
(Fig. 110): Action zone of the detonation wave within the GVS cloud, action 2one
of GVS explosion products, and action zone of the air shock wave. Parameters of
the GVS explosion (pressure in the front and effective action time of the shock
wave) depend chiefly on the zone in which the shelter will be located, on the
distance from the explosion center and on the composition of the GVS. The formu-
las given below correspond to averaged physical-mechanical and energy charac=
teristics of a stoichiometric mixture with air of hydrocarbon gases of the type
CmHn (methane, ethane, propane, butane, ethylene, propylene, p e ntane, butylene)
and an idealized schematic of the explosion (detonation) of a GVS cloud in the
form of a hemisphere with an initiated burst in its center.

ro ti
r `
/2 ~
--r.
~ i
Zone of Gas-Air Mixture Cloud
Fig. 110. Schematic of explosion.
of a cloud of gas-air mixture
(GVS)
1-- Action zone of detonation
wave within GVS ::loud
2-- Action zone of products of
GVS explosion
3-- Action zone of air shock wave
ro Initial radius of GVS cloud
rl Limiting radius of explosion
products' dispersion
r2 Distance to center of GVS
explosion
a -
The i_nitial radius of the GVS cloud equals: ro =17~5 1/ Q~ (142)
where Q is the amount of stored compressed hydrocarbon gases prior to the explo-
sion, tons-force.
Acting in this zone is the detonation wave, with an overpressure in i*_s front
constantly within the CVS cloud and taken equal to Apn~= 17 kg/cm2.
The effective action time A of the detonation wave is determined from the formula
0= 0.47� 10-3 ro ( I-{- 0,4r/io), r G ro, (143)
where ro and r represent the initial radius of the GVS cloud and the distance to
the burst center, in meters.
When the detonation wave reflects from an obst3cle, with the component located
perpendicular to the direction of propagation of the detonation wave, pressure on
the obstacle exceeds pressure in the detonation wave front by approximately 2.5
186
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2

APPROVED FOR RELEASE: 2007/02/08: CIA-RDP82-00850R000300100023-2
FOR OFFICIAL USE ONLY
times and the effective action time of reflected overpressure is determined from
the formula
0=0,195�I0-3 rO.(1-{-1,28r/io). r< ro, (144)
where ro and r are in meters.
Action Zone of GVS Explosion Products
This zone is limited by the radii rn