JPRS ID: 10346 TRANSLATION AIRFIELD CONSTRUCTION BY B.I. DEMIN, V.P. YEGEZOV AND YU.A. RATVUK

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• Document Page Count: 344
• Document Creation Date: November 1, 2016
• Sequence Number: 55
• Content Type: REPORTS

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JPRS L/10346
22 February 1982
_ Translation
AIRFIELD CONS1"RUCTION
By
B.I. Demin, V.P. Yegozov an-d Yu.A. Ratyuk
FOREIGN BROADCAST INFORMATION SERVICE
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JPRS L/10346
22 February 1982
AIRFIFLD CONSTRUCTION
Moscow STROITEL'STVO AERODR.OMOV in Russian 1981 (signed to press
4 Nov 80) pp 1-248
[Handbook "Airfield Construction" by Boris Ivanovich Demin, Vladimir
Petrovich Yegozov and Yuriy Alekseyevich Ratyuk, Izdatel'stvo
_ "Transport", 4,600 copies]
CONTENTS
Anno ta tio n 1
Preface 1
Ghapter 1.
Organization of Airfield Construction Work
3
1.1.
General principles for organization of airfield construction
work
3
1.2.
r:ain normative documents for airfield constructioil
4
1.3.
Industrialization of construction and ccmplex mechanizativn
and automation
5
1.4.
Planning the organization of construction and work
'
production
7
- 1.5.
Periods and organizational and engineering preparation of
construction
10
~ 1.6.
Duration of airfield construction and sequence of work
11
" 1.7.
Continuous method of organizing work
13
1.8.
Organization of material and technical supply of
construction
15
1.9.
Organization of labor, operational planning and management
-
of construction
16
Chapte r 2. Materials 19
2.1. Soils 19
2.2. Soils strengthened with binder materials 22
2.3. Stone materials 34
2.4. Mixtures of stone materials treated with inorganic binders 43
2.5. Asphalt concrete and asphalt concrete mixtures 44
2.6. Organic binder materials 54
2.7. Concrete 58
2.8. Materials fnr sealing deformation joints of .rigid pavement 84
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- Chapter 3.
Preparatozy and Excavation Work to Construct Flying Field
88
3.1.
Preparatory work and work %:ith vegetation-laden soil
38
3.2.
Excavation of channels
88
3.3.
Construction of fills
104
= 3.4.
Grading and agrotechnical operations
105
3.5.
Conducting excavation work under special conditions
114
3.6.
Organization of excavation work
125
Chapter 4.
Construction of Drain-Runoff System
127
' 4.1.
General data
127
4.2.
Organization of work to canstruct drain-runoff system
127
Chapter 5.
Construction of Flexible Pavement
139
5.1.
Construction of pavement and beds from strengthened soils
139
5.2.
Canstruction of pavement and beds from crushed stone
materials treated with organic binders
150
5.3.
Constructicn of asphalt concrete pavement
154
5.4.
Construction of inetal sectional-removable pavement
163
Chapter 6.
Construction of Rigid Airfield Pavement
174
6.1.
General data on rigid pavement
174
6.2.
Installation of master cords and rail-forms
177
6.3.
Final gra3ing of soil bed
184
6.4.
Installation of artificial beds
188
6.5.
Shaping of pavement
199
6.6.
Maintenance of hardening concrete
208
6.7.
Installation of deformation joints
212
6.8.
Characteristic features of constructing monolithic pavement
,
at negative temperatures
226
6.9.
Characteristic features of constructinq pavement with top
layer of high-strength concrete
229
` 6.10.
Construction of precast pavement from reinforced concrete
slabs
230
_ ChaptPr 7.
Production Enterprises in Airfield Construction
238
7.1.
Organic bi.nder materials bases
238
7.2.
Asphalt concrete plants
239
7.3.
Cement-concrete plants
252
7.4.
Proving grounds and shops for manufacture of concrete and
reinforced concrete articles
255
Chapter 8.
Machines Used in Airfield Construction
266
8.1.
Machines far preparatory and excavation work
266
8.2.
Machinas for installation of beds and flexible pavemerit
276
8.3.
Machines for installation of rigid pavement
282
8.4.
Cranes
290
Chapter 9.
Quality Control and Acceptance of Airfield Construction Work
292
9.1.
General propositions
292
9.2.
Quality control and acceptance of preparatory and excavation
work
294
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9.3. Quality control and acceptance af work to install runoff-
drain systems
9.4. Quality control and acceptance of work to install beds and
construction of flexible pavement
9.5. Quality control and acceptance of work to construct rigid
pavement
Chapter 10. Safety Frocedures in Airfield Construction Work
10.1. General propositions
_ 10.2. Safety regulations during preparatozy and excavation work
10.3. Safety regulations during construction of drain-runoff system
10.4. Safety regulations during construction of beds and flexible
pavement
10.5. Safety regulations during construction of rigid pavement
10.6. Safety regulations at production enterprises
Bibliography
Subject Index
A
I
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298
302
306
313
313 �
315
318
318
320
321
324
327
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ANNOTATION
This handbook contains reference data on modern methods of organization and
production of airfield construction work, data applicable to constructi.on ma-
terials, machines and mechanisms. Rules and standards for monitrring and ac-
cepting the work, as well as safety procedures, are examined. The latest prod-
uction esperience and the latest recommendations of scientific research organi-
zations have been included. The handbook is intended for airfield engineers and
- construction technicians and for students of airfield construction.
PREFACE
[Text] The increase in the capacity and work quality of the entire transportation
_ system and also improvement of transport communications between economic regions
= of our country are the basis for more complete and modern satisfaction of the needs
of the national economy and of the populace for freight shipments and movement of
passengers.
Air transport is being developed at high rates. The continuous growth of shipments
by air transport, especially over long distances and to difficultly accessible re-
gions, requi res development of an extensive airport network for ground support of
aviation.
- The main integral part of an airport is the airfield--a specially prepared land
_ section that includes the building and equipment complex to support takeoffs,
- landing, taxiing, storage and maintenance of air liners. One of the main and ex.-
pensive engineering structures of a modern airfield is the pavement of takeoff and
landing strips, taxiways, ramps and aircraft parking areas. Modern aviation places
very high requirements on the atrength, evenness and operating stability of the
su::face layer of airfield pavement. The safety and regularity of flights is
largely determined by their quality.
The high operating qualities of airfield structures are dependent to a consider-
able degree on the methods used and the auality of performing construction and
installation work. Soviet and foreign experience shows that more than 50 percent
of the defects that appear in operation of airfield pavement are the result of in-
~ adequate construction.
In this regard improvement of the methods of organizing airfield construction work
and the technique of conducting it and also introduction of progressive structures
and materials acquire special significance.
The problem of airfield builders is, along with high operating qualities and dura-
bility of airfield structures, to continuously achieve an increase of ttie rates of
construction and labor productivity with a simultaneous reduction of its cost.
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This can be achieved on the basis of using nighly productive machines, complex
mechanization and automation of production processes, leading methods of organiz-
- ing construction and raising the level of industrialization of construction.
A considerable reduction of the deadlines for construction of airfield pavement
' and an increase of labor productivity are achieved when using highly productive
complexes of railless concrete-laying nachines and precast pavement from pre-
stressed concrete slabs. The quality of airfield structures depends to a consid-
erable degree on the quality of the materials used to construct them.
Sectional pavement from pre-stressed concrete slabs of the PAG type, serially pro-
duced by plants of the reinforced concrete industry, have gained wide introduction
~ in the practice of airfield construction. Highly productive railless complexes of
Soviet machines are used to construct rigid one-piece sections and introduction of
high-strength airfield concrete with tensile bending strength of 60 kgf/cm2 or more
has bequn. All this will contribute to a further .increase of the efficiency and
quality of airfield construction.
Support of builders with the necessary technical literature is a].so important.
A large amo wit of normative, recommendation, information, academic and scientific-
engineering literature has been developed and published on the basis of the results
of scientific research and study- of leading experience of airfield construction
organizations.
At the same time no handbook has been published until now in which the basic data
required by airfield builders for operational solution of many problems could be
concentrated. The first attempt to fulfill this task is made in the present
- handbook.
The main purpose of the handbook is to assist engineers and technicians in solving
practical problems in support of airfield construction at the modern level with
high quality.
Candidate of Technical Sciences B. I. Demin wrote the preface, Chapters 2 and 6 and
- sections 5.1 and 5.4 of Chapter 5, Engineer V. P. Yegozov wrote Chapters 3, 4, 7,
8 and 10 and sections 5.2-5.3 of Chapter 5 and Candidate of Technical Sciences Yu.
A. Ratyuk wrote Chapters .1 and 9 for i:he handbook.
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CHAPTER ONE. ORGANIZATION OF AIRFIELD CONSTRUCTION WORK
[Text] 1.1. General Principles of Orqanizing Airfield Construction Work
The general pri.nciples of organizing airfield construction work provide:
1. Performance of airfield construction work is usually the more progressive con-
tract method from a construction organization plan (POS) and work production plan
(PPR) previously worked out and confirmed.
2. Compulsory performance of organizationa.l and engineering preparation for it
prior to the beginning of construction.
3. Conformity during construction to the requirements of construction norms and
regulations (SNiP), existing construction norms (SN), specifications (TU) and
stan dards (GOST) and also rules and regulations on labor protection, production
sanitation, safety techniques and fire safety.
4. Performance of airfield construction work by industrial methods with maximum
introduction of complex mechanization and automation, application of the latest
advances of scientific and technical proRress and production processes that ensure
the required level of work quality.
a
5. Pro?uction of work by the most progressive methods of construction organiza-
tion and specifically by the continuous method of organizing the work and differ-
- ent varieties that ensure an increase of labor productivity, reduction of cost and
reduction of construction deadlines.
_ 6. Maximum possible surmounting of construction seasonality and conversion to
year-zround production of work.
7. Clear and continuous complete supply of construction with material and techni-
- cal resources within deadlines provided by calendar plans and work production
schedules.
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8. Use of progressive forms of organization of labor, operational pZanning and
management of production that ensure an increase of labor productivity and reduc-
tion of construction deadlines.
9. Implementation of ineasures during construction for environmental protection
and recultivation of agricultural lands and forest lands disturbed during
constxuction.
10. Extensive introduction of the advances of science and leading experience into
construction practice.
11. Organization of a socialist competition among builders, which is a mighty
moving force for development of productive forces of a socialist state that ensures
an increase of labor productivity and improvement of construction.
1.2. Main Normative Documents for Airfield Construction
The genera7 regulations of construction legislation related to all types of con-
struction should be observed during airfield construction. The main directive and
normative documents in which these regulations are outlined are as follows*:
1. Construction norms and regulations.
~ 2. All-Union instructions on productior, and reception of materials and articles.
3. State All-L'nion stan dards for materials and articles.
= 4. All-Union normative documents on consumption of materials in construction,
mechanization of work and operation of construction machines, problems of labor
and wages in construction.
5. R.egulations on contract agreements for capital construction.
_ 6. Regulations for financing of construction.
7. Regulations on the relationships of organizations--general contractors with
subcontracting organi.zations.
8. Finishing norms for construction of enterprises, buildings and structures.
9. Norms for the length of canstruction of enterprises, buildings and structures
(SN 440-72).
10. Instructions on the procedure for compilation and confirmation of plans for or-
- ganization of construction and work production plans (SN 47-714) .
*
See the "List of Existing All-Union Normative Documents on Construction," pub-
lished annually by Stroyizdat. .
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One should be guided by existing regulations on protection of labor of Gosgortekh-
nadzor [State Comaittee of the Council of Ministers for Supervision of Industrial
Safety and f.or Mining Inspection] of the USSR, Gosenergonadzor [State Inspection
for Industrial Power Engineering and for Power Engineering Supervision], Minenergo
SSR [USSR Ministry of Power and Electrification] and other regulations and norms
, confirmed in established procedure by budies of state inspection and the corre-
spcanding ministries and agencies of the USSR in problems of protection of labor
and safety techniques, along with nozzns of SNiP III-a.IT-70.
The basic normative documents related directly to airfield construction are the
following.
Construction norms and regulacions:
Part 2. Design norms, Chapter 2-47, Airfields;
Part 3. Work production and acceptance regulations, Chapter 46, Airfields;
Part 4. F,stimation norms, Volume 5, Chapter 4-47, Airfields.
Instructions on the use of s4ils reinforced by binding materials to construct
fnundations and highway and airfield pavement (SN 25-74).
~
Common regional unit estimates (YeRER), 1968, collection No 33, Airfields.
The construction organization plan (POS) and work production plan (PPR) nn air-
~ field construction are wor.ked out on the basis of the enumerated normative docu-
ments and also orders, directives &?id regulations of superior organizations.
1.3. Industrialization of Construction, Complex Mechar_ization and Automation
Industrialization of the construction is the basic and most important principle of
modern construction. Methods of industrialization of airfield construction work
are as follows:
extensive use of section structures and articles (uiiit construction) in
construction;
complex mechanization and automation of production processes, conversion of
construction to a mechanized process of unit construction and installation of
structures from finished sections;
introduction of leading organization and techniques of work (the continuous
method of work organization and year-round production cycle.
The use of unit, structures is related to implementation of procurement processes
for enterprises, as a result of which cost expenditures for manufacture are reduced
and the quality of manufactured structures is incr.eased and the capabilities of
year-round cor_si:ruction increase.
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Work in airfield construction is industrialized by the following methods:
bY extensive use of airfield surfaces from sectional pre-szressed concrete
slabs;
by use of sectional reinforced concrete pipe and the foundations under
sectional components of manholes, rain-collecting wells and biock and tackle pits
in construction of drain-runoff systems;
the use of stock metal, glass-reinforced plastic and other slabs in construc-
tion of sectional-precast surfaces.
- The unit structure of construction is characterized by the uriit construction fac-
tor, which is the ratio of the cost of sectional components to the total cost of
materials, semifinished products,�structures and parts.
riechanization of construction and iri.,T_-,Z1'1ation work can be partial, complax and
brought up to automation of production.
' Individual construction and installation processes are mechanized in partial
mechanization.
Its use does not fully resolve the problem of industrialization of construction
since manual labor is retained to a significant degree in this case.
Complex mechanization of construction and installation work envisions the perform-
ance of all (or mainly all) production processes included in each work complex
using a complete set of different, but mutually supplementary machines and mechan-
isms. There is a drive machine in each complete set that determines the rate of
work production. The types and number of remaining machines and mechanisms are
- selected according to its productivity.
Thus, for example, when constructing one-piece concrete surfaces, complex mechan-
ization of concrete work is suppored by an automated concrete plant, dump trucks,
concrete distributing and concrete finishing machines and joint cutters'. The
use of complex mechanization has a great advantage over partial mechanization since
manual labor .'s excluded to a significant degree and labor productivity is
increased.
Automation of construction and installation processes is a higher form of complex
mechanA.zation and permits the elmination not only of manual labor but of the func-
tion of machine control as well.
In this case the worker performs only functions of monitoring the operation of
construction and installation machines.
Complex mechanization is usually employed in airfield construction work. The types
and dimensions of the leading and complementing machines are determined on the
basis of the characteristics of the planned facility and local conditions, the
volumes of work, progressive technology and the established construction deadlines.
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The onerating modes of the machinES should ensure complete use of the characteris-
tics of machines and the established production norms and shift factor.
Final selection of the ireans vf mechanization is m?:ie on the basis of comparing the
economic effectiveness of possible versions of inechanized performance of work with-
in given deadlines. The composition of the fleet and number of machines are detpr-
mined on the basis cf voliunes in physical measures --d the operational productivity
of the machines.
The degree of equipping the construction organizations with machines should be es-
timaied by indicators of its machinery and power available per worker, while the
aegree of mechanization of work should be estimated by indicatoxs of the level of
mechanization of work and labor mechanization.
The level of construction mechanization is the ratio of the volume of work in full-
scale and cost indicators performed by means of mechanization to the total volume
of work of a specific type expressed in percent.
The machinery available per worker in construction is the ratio of the cast of
construction machines, mechanisms and transport equipment used in construction to
the estimated cost of construetion and installation work for a given year.
The energy available per wor.ker in construction is the output of the engines (in
- kta) used in construction per million rubles' worth of construction and installation
- work.
The following indicators should be used to estimate the effectiveness of utilizing
the machine fleet: the calendar time utilization factor, the indicator of time
utilization of machines, the utilization factor of intrashift time and the indi-
cator of fulfilling the machine output norms.
1.4. Planning the Organization of Construction and Work Production
Modern airfield construction is a complex production process. Therefore, success�-
Eul performance of it is possible only if there is timely development of work or-
ganization plans that determine the deadline, sequence, methods and means of ful-
~ Pilling the tasks in airfield construction.
It was established by inatruction SN 47-74 that the construction organization and
work production plans should be worked out prior to the beginning of construction.
The construction organization plan (POS) is worked out to ensure timely introduc-
tion of capacities and basic funds with the least expenditures and with high qual-
ity by increasing the organizational level of construction. It is an inseparable
part of the contract-detail or contract design. The POS is deveioped by the plan-
ning organization.
The initial materials for working out the construction organization plan are:
engineering and economic substantiations (TEO) for airfield canstruction, survey
materials, decisions on the use of construction materials and structures, methods
of organizing construction and means of mechanization of work coordinated with the
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construction minist=y (or main administrative board or trust), data on the possi-
bility of supporting construction with local work personnel and buildings for their
disposition and maintenance and data on the capacity of the construction orqaiiiza-
. tion and the presence of a production base.
The construction organization plan includes a cslendar schedule of construction, a
general construction plan, organizational and production schemes for erecting the
main structures, instructions on the composition and accuracy of the geodetic lay-
out base, information about the volumes of work, schedules of the need for materi-
= als and articles, construction machines and work personnel and explanatory notes.
' Ffien seiecting the construction site, the planning organization is obligated to
coordinate with the contracting construction organization decisions on the use of
local materials, the use of ineans of inechanization in performing the work with re-
gard to their availability and selection of the transportation layout with provi-
- sion with local construction materials.
The construction organization plan worked out by the planning organization should
be coordinated with the construction ministry or upon his commission with thP con-
- struction org4zization.
- The work production plan (PPR) is worked out to determine the most efficient
methods of performing the construction and installation work that contribute to a
reduction of cost and labor, reduction of the length of construction, an increase
in the degree of using construction machines and equipment and improvement of work
auality. It is forbidden to perform construction without a PPR.
Work production plans are worked out by the general construction organizations.
The FPR is worked out by the organization perfoz-ming this work for individual types
' of general canstruction, installation and special work.
`I'he work production plans can be worked out by the Orgtekhstroy [expansion unknawn]
or by planning organization upon order of the construction organizations ~:~Tith pay-
ment f"rom overhead expenses in construction for construction of objects erected
under complex geological and severe clin,atic conditions.
The initial materials for working out the PPR are the summary estimate, construc-
tion organization plan, detail plans, information on the deadlines and procedure
for deliveLy of material and technical resources, about the number and types of
maci-iines and mechanisms planned for use and also about work personnel and the as-
signment for working out the PPR.
Work production plans are worked out for individual elements of the landing strip
of an airfield, individual buildings and structures or for a group of objects and
- also for work of the preparatory period.
The work production plan includes a complex network schedule or calendar plan for
production of work as a function of the complexity of the object, a general con-
struction plan, delivery schedules of matErials, semifinished materials and arti-
cles to the facility, the needs for work personnel and basic constructiQn machines,
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- process flow charts for complex work and work performed by new methods (standard
process flow charts tied into the facility and to local conditions are used for
- the remaining work), diagrams of the layout of symbols to perform geodetic ties
and geodetic control, soluticns on labor protection and safety regulations, dacu-
mentation to monitor and analyze the quality of construction and installation workt
measures or, organization of work by the brigade c ross- accounting method and explan-
aj ozy notes.
The work Production plar for the prepatory period contains a caleridar schedule of
work production, a generai construction plan for the entire construction site, di-
agrams oi' symbol layout for geodetic ties and monitoring the position of airfield
components and cammunications lines, detail plans or diagrams for installation of
air traffic control hardware and brief explanatory notes.
To monitor and analyze the quality of airfield construction work the PPR should
include:
instructions on tolerances according to the requirements of SNiP and detail
plans;
diagrams (charts) of operational qua)..Lty control of work performed;
a list of repo rts for certification and intermediate acceptance of latent
wo rk ;
instructions on the deadlines for checking work quality that require labora-
tory tests of materials an d structural components;
instructiorLs ori estimating the quality of individual types of completed
facilities.
The work production plan is confirmed by the chief engineer of the contracting
construction org~~nization while sections of the plan on instrllation and special
construction work are confirmed by the chief engineers of the correspondinq sub-
contracting organizations upon coordination with the general contracting organiza-
tion. The confirmed PPR should be transferred to the construction site two months
prior to the beginning of work.
One proceeds from normative deadlines when working out the airfield construction
organization plan. Based on "Norms for duration of construction" (SN 440-72), the
total length of construction of a facility, starting complex and individual struc-
tures (roads, pavement and three-dimensional structures) is established. The se-
quence of erecting structures is then established. The norms for distribution of
capital investments and the volumes of constructian and installation work should
then be maintained according t3 the construction periods. A calendar plan in which
the priority and deadlines for construction of the main and auxiliary buildings and
structures, starting complexes and work of the preparatory period with distribution
of capital investments and the volumes of construction and installation work in
monetary terms by time is then compiled.
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Tlie remaining documents of the PoS are then worked out using consolidated norms
to determinz he volumes of work and the need for material and techrical resources
- compiled from calculat.inn per million rubles of cost of canstrv-,tion and installa-
tion work.
The work production plan for airfield construction or indavidual structures of it
is worked out on the basis of the planning volumes calcula.ted from,.detail plans
using production norms. Compilation of the calendar plan for work production
should be preceded by wor}: organization planning by the coi7tinuous method.
1.5. Periods and Organizational and Engineering Preparation of Construction
The process of creating basic funds of the national economy by construction and
reconstruction of facilities is divided into the following pex-iods:
preplanning period in which the problem of the feasibility of planning and
construction of an object is solved, the section for construction is selected and
the assignment for planning is worked out;
the planning process in which surveys and design of a facility are made;
the period of organizational and engineering preparation of construction;
the main process when the main conscruction and installation wark is performed;
the concluding process in which the facility is turned over for operation.
A complex of ineasures in organizational and engineering preparation for production,
including organizational measures and performance of preparatory work, should be
fulfilled according to the requirements of the chapter af SNiP 3-1-76 to ensure
successful fulfillment of the main work and turnover of the facility for operation
within established deadlines.
Organizational measures include:
study oZ the planning-estimate documentation and local construction conditians
by engineering and technical personnel of the construction and installation
organization;
designation of organizations (participants of construction): the contracting
orqanization and specialized subcontracting organizations to perform specific types
of work, solution of problems of the r.eed to relocate them or to increase produc-
tion capacities;
formulation of earth removal;
resettling of persons living on the section allocated for construction;
solving problems of the capability and conditions of use of existing roads,
'engineering networks, enterprises of the construction industry, apartmnt build-
ings, waY�eno'use buildings and so on for the needs of construction;
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conclusion of contract and subcontract agreements for capital construction;
disclosure of construction financing and organization of material and techni-
cal support of construction.
Preparatory work includes:
work on assimilation and engineering preparation of the terrain for
consti-uction;
creation of a geodetic layout base for construction;
performance of preparatory work outside the site: construction of external
access routes, communications lines and electric powEr transmission lines with
_ transformer substations, water conduit networks with intake structures and sewer
networks with purification plants;
organization of water drainage and drainage of the construction territory;
relaying of existing engineering communications iines, installation of per-
- manent and temporary roads within the site and laying water and energy supply net-
works and telephone and radio communications networks;
creation of general site warehouse facilities;
installation of temporary stock buildings, mechanized installations and
structures and with corresponding substantiation--erection of permanent buildings
and structures used temporarily for construction needs;
support of the construction site with firefighting water supply and inventory,
means of communications and signalling equipment.
The volume of preparatory work subject to completion prior to the beginning of the
main work should be reflected in the calendar plans and should be refinPd during
construction by the general contractor upon coordination with the customer and the
planning organization.
The main types of preparatory work include work on development and engineering
preparation of the terrain, including clearing the territory of trees, small trees
and bushes, stunps and stones, organization of temporary drainage and drying of
the construction territory, removal and transfer of structures and engineering net-
works and so on.
1.6. Length of Airfield Construction and Sequence of Work
Airfield construction should usually be carried out year-round. In this case in-
dividual types of work should be performed as a function of natural climatic con-
ditions of the construction regions during the most favorable ti.mes of the year.
Airfield construction work, with the exception of i.ndividual types of work (for
- example, agrotechnical and layout of sites with zeYo datums) can be carried out
during the entire year. Iipwever, the scope of additional expenditures related to
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production during the winter should be taken into account when planning airfield
construction and individual types of work should be postponed to the summer season.
~ The season of the year when the average daily ambient air temperature is not below
+5�C and the minimum daily temperature is not below 0�C is most favorable in air-
field construction to perform one of the basic types of work--construction of pave-
ment from monolithic conrrete and reinforced concrete.
Under these conditions monolithic concrete and reinforced concrete surfaces can be
laid usui-iily without additional measures related to negative temperatures.
The country's territory is divided into four zcnes according to the length of the
period with average daily temperature of +5�C and above: zone 1(northern) with
length up to 100 working days per year, zone 2 with 125 workina days, zone 3 with
- 150 working days and zone 4(southern) with working days above 150.
The duration of constructing airfields, starting complexes and airfield surfaces is
established by the "Norms for the length of construction of enterprises, buildings
and structures" [SN 440-72) depending on the zone to which the construction region
is related.
The duration of construction has been established from 27 months for zones 3 and 4
to 30 months for zone 1 for airports of class 3-C with a total complex of build-
ings and structures and it has been established from 19 months for zone 4 to 30
months for zone 1 for cement surfaces on airfields of this class.
The normative length of construction has been established at 21 months for all
zones for airports of clasz 4-D and from 17 months for zone 4 to 20 months for
zone'1 ror cement s;:rfaces on airfields of this class.
'I'he preparatory period, the duration of which is three months for all zones for
the :lasses of airports indicated above, is included in the total deadline for
construction of airports and pavements.
The duration of construction of airports of classes 1-A, 2-B and 5-E has not been
established by SN 440-72 and should be determined by the construction orqanization
plan.
Many years of airfield construction practice indicates that a number of jobs whose
volume comprises up to 50 percent of the total volume of work planned for the year
can be performed during the spring-winter season at negative ternperatures. This
wark includes clearing the construction territory of timber, small trees and
bushes, uprooting and removal of stumps, creation of the production and engineer-
ing base (PTE) for construction, manufacture of sectio!zal reinfnrced concrete ar-
ticles and structures at production enterprises and other types of work. Construc-
tion of buildings and structures from precast structures and brick and production
of work of the zero cycle using pile foundations and footings are most effective
duriny this season. Universal introduction of sectional reinforced concrete pave-
ment for airfields and access roads expands the year-round nature of construction
to a significant degree. .
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Performance primarily of work of the preparatory period is provided in airfield
- construction when establishing the sequence uf work production.
Excavation work on sections for construction of VPP [Take-off-landing strips], RD
[Taxiways], MS [Parking areas] and ramps kith subsequent excavation work on the
soil part of the landing field.
Drain-runoff networks are usually laid prior to the beginning of pavement
installation.
Construction of the bed under pavement and construction of the pavement i;:self are
performed after completion of work on laying the cvmmunications lines, installation
of drain systems, rain collecting wells, bypasses and so on has bee.n completed.
Teuporary strips and final finishing of the surface of a dirt landinc� field are
completed after construction of the pavement is completed.
Agrotechnical work is carried out after completion of all excavation and grading
work with seeding of the landing field with sod-forming grasses within deadlines
dependent on the climatic conditions of the airfield construction region.
1.7. Continuous rtethod of Organizing P1ork
Under modern conditions the main method of construction organization is the con-
tinuous method. It is based on separation of the total production process into
- constituent construction processes and combinations of performing them in time,
which also predetermines its main advantages.
- The continuous method of work organization in construction of airfield pavement of
_ VPP, RD and MS provides unifonnitykand continuity of work production, reduction of
the construction deadlines due to combination of individual types of work in the
flow, minimum requirement for machines and mechanisms and efficient use of them and
stable specialization and stability of the composition of brigades and sections.
Formation of complex and specialized brigades with stable composition contributes
to an increase of the qualifications of building with the continuous method, im-
provement of their work and product quality and in the �inal analysis leads to an
increase of labor productivity.
- The main components that characterize the flow are the rhythm and rata o� the flow.
Z'he rhythm of the flow is understood as the duratian of work of brigades (sections)
during each individual job.
The flow rate is the volume of production performed by the flow per unit time (per
day or shift) in full-scale indicators--linear or square meters and so on.
Three stages are distinguished in development of the construction flow:
the organization period chara&-erized by sequential inclusion of the brigades
into the flow;
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the period of the organized course af work when all brigades work in the flow
and when all work cycles are completed;
the curtailment period characterized by sequential exclusion of brigades from
the f.low.
The development and curtailment peri-ods do not ensure efficient use of the forces
and equipment of the construction and instailation organization. Therefore, they
must be reduced if possible in work organization planni.ng so that work on jobs with
lesser volume should first be begun.
The priority of work organization planning by the continuous method depends to a
considerable degree on the calculated versions. Tao main versions of calculation
are possible.
Version 1. The cor,struction cieadline is given. Efficient organization of work
must be planned, i.e., the efficient flow parameters (intensity of work, number of
work cycles, jobs and flow rhythms) and the requirement for labor and material
and technical resources are determined.
Version 2. The capacity of the construction organization, i.e., its labor and
- material and technical resources, is given. Efficient organization of work must
be planned and the construction deadlines must be determined.
The first version is most frequently found in airfield construction practice. The
following planning procedure corresponds to it.
1. A list of specialized flows for airfield construction is established on the
basis of analysis of planning data. This list usually contains the preparatory
work, excavation work, installation of the drain system, construction of pavement
and agrotechnical work.
2. The number of working days within which each specialized flow should be com-
pleted is determined, weekends and holidays and if necessary days off due to nat-
ural climatic conditions are excluded from the normative deadline provided by ex-
isting norms of the duration of construction or by the plan of the construction
organization.
3. The list and wlumes of work and also methods of ccxnpleting it are established
for each 5pecialized flooy. Individual construction processes are combined into
work cyc:les and the leading work cycle is selected. The leading cycle in construc-
tion vf pavement from monolithic c.nncrete is usually concrete work and laying of
slabs is usual ln construction of sectional navement.
4. The production scheme of work is selected and the number and scope of jobs and
the priority of organizing them are designated. The scope of the jobs shou].d en-
sure effective use of machines and mechanisms and the work of brigades without
conversion to another job not less than during one shift.
5. The intensities of partial flaws (work cycles) within the specialized flow are
established by dividing the cor7esponding volumes of work by the duration of per-
forming them with regard to the period of development and curtailmFnt of each
partial flow.
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6. The required number of executors (workers, machines and mechanisms) is deter-
mined for each partial flow and the possibility of their dispositian on jobs is
checked.
7. The flow schedule during which the fina.l tie-in of partial flows with each
other is made is constructed.
A calertdar plan of work production is organized in linear form or in networ_k
_ schedule form on tiie basis of planned specialized flows, during which indi -vidual
specialized flows ar,d also auxiliary and miscellaneous work not containe3 in the
flows are tiE3 in.
1.8. Organization of riaterial and Technical Supply of Construction
The most important condition of planned and rhythmic work production in airfield
construction is timely and complete support of construction with materiai and tech-
nical resources, the need for which should be satisfied in complete accord with the
summary calendar plan of deliveries and the schedule for delivery of material re-
sources to the facility. The priority of sup*%')rting construction with material
resources is established by the "Regulations c.~ the priority of supporting construc-
tion with matexials, articles and equipment."
According to the "Regulations," the contract and subcontract construction and in-
stallation organizations should themselves support the work performed by them with
all types of construction materials, articles and structures and also with con-
struction machines, mechanisms and transport equipment, with the exception of ma-
terials and equipment related to deliveries of the customer. The customers deliver
the production, power engineering, electrical engineering and other equipment, in-
cluding nonstandard equipment.
- The material and technical resources are divided into the following groups depend-
ing on the nature of planning and distribution:
funded or centrally distributed from stocks of USSR Gosplan and Gossnab;
decentralized planned distributed by ministriEs, agencies and territorial sup-
ply organizations of Gossnab, Oblispolkom and so on.
self-procured, i.e., procured by the construction organizatiar.s themselves.
The material and technical supply of construction is planned durinq the preplanning
year in two phases with presentation of orders for funded and planned materials
within established deadlines. Orders for material resources are compiled and sub-
mitted during the first phase (in May-June) to the corresponding planning organi-
zations in combined nomenclature. The final composition of the plan for material
and technical supply is compiled during the second phase (in September-October of
the preplanning year) after funds have been received from the planning
organizations.
The needs for material and technical resources are calculated on the basis of the
planned volumes of work in full-scale expression and on the basis of
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engineering-substantiated norms of consumption and norms of production reserves.
The consumption of materials for jobs performed due to overhead expenses and jobs
performed under winter conditions and also the consumption of materials triat takes
into account their losses according to the norms of standard losses should be ad-
ditionally determined.
Delivery agreements are concluded after requisitions have been received from the
planning organizations and after the construction organizations have been registered
with the delivery organizations. The requisitions are implementEd by the corre--
sponding supply organizations--offices of material and technical supply or admin-
istrations of production and technological supply, which are divisions of the con-
struction and installation organizations. The most effective and promising is the
form of supplying construction directly through organizations of USSR Gossnab.
The main principle of material and technical supply of airfield construction is
that of continuous complete delivery of resources and maintenance of the level of
production reserves according to existing norms.
rlaterials are delivered by transit and warehouse methods. The most widespread form
of supply with basic materials and articles in airfield construction is the transit
method that provides for delivery of materials, articles and so on directly from
the suppliers, doing away with intermediat e warehouses.
According to the existing "Regulstions on contract aqreements for capital con-
struction," delivery agreements are concluded far the entire construction period,
for the year or for the deadline of manufacture or delivery of a block of products.
If the consumer receives products directly from the manufacturing enterprise, the
- parties conclude a direct agreement. Agreements.on delivery of products in non-
transit quantities are usually concluded by the consumers with the supply-service
organizations which in turn conclude ar,reements with the manufacturing enterprises.
One should be guided in acceptance of material and technical resources by the con-
ditions of the agreements concluded between suppliers and consumers, by the "Regu-
lations on deliveries of products of production-engineering designativn," by GOSTs,
specifications and other normative documents.
1.9. Organization of Lahor, Operational Planning and Management of Construction
- Organization of labor in construction should provide a system of ineasures for ef-
ficient use of the work force, normalization and stimulation of labor, creation of
safe work conditions and should ensure an increase of labor productivity, improve-
ment o� construction quality and a reduction of construction cost.
The main form of labor cooperation in const ruction is the brigade. Specialized
brigades should be organized in performing jobs of the same type.
Complex brigades F'iould he formed when performing several types of interrelated
~ jobs with common final product.
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~ The numerical, occupational and qualification composition of workers in brigades
and sections should be established as a function of the planned volumes of work and
the deadlines for completing it with regard to the production technology and the
achieved level of production norms.
~ Job sites should be made available on a timely basis to brigades and assignment
_ details should be made on time.
The work of brigades should be usually planned for a prolonged time period (up to a
year).
5afe working conditions must be provided and production sanitation requirements
must be adhered to in organization of job sites.
_ The piecework-bonus system of wages with issuance of piecework orders should be
used ta create material incentives of workers in increasing labor productivity,
= i-Liiproving work quality and reducing the deadlines of completing jobs.
_ Tlze most progressive form of labor organization is the brigade contract on a cost-
accounting basis. Both the brigades of the contracting and subcontracting organ-
izations performing work in construction of a given specific facility are converted
to the brigade contract.
Extensive introduction of scientific organization of labor (NOT) into construction
practice should play an important role in achieving high labor productivity.
Implementation of NOT includes:
establishment of the actual state of labor organization on job sites;
working out proposals on scientific organization of labor and compilation of
the NOT plan;
introduction of the NOT plan into construction practice, determination of the
effectiveness of implementing it and application of NOT in all work sections.
The main documents for scientific organization of labor of workers should be pro-
ductian flow charts contained in the work production plan, charts of labor proces-
ses and also charts for operational control of work quality.
Operational planning has the purpose of ensuring rhythmic work and clear interac-
tion of production subdivisions and their maintenance enterprises and facilities.
It includes quarterly and monthly plans, weekly-daily and hourly work production
schedules for sections of work superintendents, foremen and auxiliary rroduction.
_ The production program, work production plan and data on the state of work and the
capability of supporting it ~Ath labor and material and ceciinical resources are
used as the input data for working out operational plans.
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F'izlfillment of operational plans should be monitored systematically with summariz-
ing of the results of production activity of subdivisions during the corresponding
period.
Operational management of work production should usually be carried out through the
dispatcher service. Its main functions are operationa.l monitoring and regulation
of construction and installation work and tyi.ng in the work of production subdivi-
sions, material and technical support subdivisions and enterprises of the produc-
tion base.
A general work log on construction of airfiel3 pavement and other airfield compon-
ents is maintained during construction. It is filled in monthly, beginning with
the i�irst day of work on the facility, by the person responsible for its construc-
tion (the work superintendent or senior work superintendent). Special work logs
for individual types of work (concrete work log, welding work log and so on) are
maintained along with the general work log.
The network planning and management method (SPU), which provides for planning and
performance of construction and also monitoring the course of construction, opera-
tional supervision and management r~_' it by network schedules (SG) and executive
network schedules (ISG), should be universally introduced into construction prac-
tice to improve operational planning and management of airfield construction.
A special service--network planning and management department (division) (OSPU)--
should be created in construction organizations for work according to network
schedules.
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CHAPTER 2. MATERIALS
[Text] 2.1. Soils
The soils in airfield construction are used in excavation work (installation of the
earth bed under pavement, the soiY part of the landing field, the drain-runoff sys-
tem and so on) and in installation of foundations and surfaces of reinforced soils.
Soils are divided into rocky and nonrocky.
Rocky soils include igneous, metamorphic and sedamentaxy rock with rigid bonds be-
tween grains, deposited in the form of a solid or cracked mass. Rocky soils have
various forms depending on the compressive resistance, softening factor and degree
of weathering.
Nonrocky soils include large-fragment, sandy and clay soils. Nonrocky soils are
usually employed in airfield construction.
_ Large-fragment and sandy soils are divided into types by granular composition (con-
- tent of different soil fractions by mass expressed in percent) according to Table
2.1.
To establish the type of soil according to Table 2.1, the particle content is added
sequentially: larger than 200 mn initially, then 7arger than 10 mm and so on. The
type of soil is used in the order of arrangement of the names in the table accord-
ing to the first satisfactory indicator.
Gravelly coarse and medium-coarse sands are one-size and consertal depending on the
coefficient of irregularity, determined by the formula
/ffio- dG0 ~
to dio
where d60 and dlp are the particle diameters less than which 60 and 10 percent of
the particles, respectively, are contained by mass in the given soil.
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Table 2.1. Types oi Large-Fragment and Sandy Soils
PACIII -CAP.IPIIHC q.1f1Nfl lin Nil}'UIIllPTII,
Rnnw ryynTnn (2) % nr nIsccia cyxnrn rpyuTa
K P!/ /IH n u1;: t n st a i N nt tr
(4) (5) (6'~
[3anyEitm+g rpynr npN npco6nan3nHe uc- Kpyniice 200 wf f,oncc 50%
oKaranEnax 4ACT{il! C:11A60AfA
tanemniKOet-411 rpy11r upH npeoGnanamiu Kpynuce 10 nini Goncc 501y�
HQORaT3111IhIX 47CTN1( U(e6CHHCTI,I11(7)
- I'panenncrMii rpyur upN ttpeo6ninainin KPYnuce 'L nini finnce 50%
neorcaranFiWx 4:ICTNII !l(1CCBH111Jii (g)
/Ier"ruKwe (9)
flecoK rpaoenucrirll (10) Kl~yA�A- 2 n,m 6x4P 25�14
v i 12(
> IOp
1'10-40
100-30
!40
70
70__20
125
125--3 5
!35
MenKHC ManoenaXcnWe si anaxcxme (15)
> I00
IIX)-30
Rr)
85 ---20
.-20
ni+e u nnaNCtitac (16)
Note. A cone with angle at the vertex of 60� and diameter of 36 mm with static
probing and 74 mm with dynamic probing is used in probir,g soils.

Key:
1. Types of sand
2. Density of sand texture
3. Dense
4. Medium-density
5. Brittle
6. A. According to coefficient of porosity e
7. Gravelly, coarse and medium
8. Fine
9. Dusty
10. B. According to cone emersion resistance F,3, kgf/cm2, during static
probing
11. Coarse and medium-coarse
12. Dusty, low-moisture and wet
13. Dusty, water-saturated
14. C. By specific dynamic cone emersion resistance Pg, kgf/cm2 during dynamic
probing
15. Fine low-moisture and wet
16. Fine water-saturated, dusty low-moisture and wet
Clay soils are divided into -ypes depending on plasticity number (Table 2.3) and
consistency index (Ta:31e 2.4). The plasticity number expresses the difft:rence be-
tween the moisture content of soil at flowability and rolling boundaries. The con-
sistency index is determined by the formula
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w_.- W, -
li-- ,
W� ~
where W and Wr is the natural moisture content and the moisture content on the
- rolling baundary, respectively and Wp is the plasticity ntmiber.
, Table 2.3. Types of Clay Soils Depending on Plasticity Number
~1 ~
It.�,v.i rnmirrwr rpyuron I /2) "Incm" uearrm~nrw 'u
1 `
c~�n~: (3) 0.0 i < Wir~ 0,07
(:Yr.inn',K (4) 0,07 ! Wu 0,17
I:iun,i (5) I~, > 0,17
KEy :
1. Types of clay soils 4. Loam
2. Plasticity ni:mber Wp 5. Clay
_ 3. Sandy loaT
Table 2.4. Varieties of Clay Soils According to Consistency Index
H11114 rpymmu
Cyncrnr (3)
ncp:uac (4)
u.iacrnminic (5)
1 cK111 inc (fi)
l.~'I.'IIIIIHN 11 I'JIIIIILI' (7)
mrp tiac (4)
nW1yrnWpju,ic (si
i yrcmnnr�rnmni.i(~ (9)
ntai i +J �.i u
v
.c
u
p
w a+1 o
x b
.
w rtt +J v w
+J o u
c u)
u
trl
ro
�H �r, a 0 0
v, +1 0 tr+ rtf
+J
a~
o �ri ul q a)
m b+) >
~

J
+J b
.
0 z~ o a~ +1 ro
9

a
~
~C
r I �.j E�H +J
0 21 N r+ cn
tr
0

W v 3�,q �,i a
Dk 3+~ al
+
�H
3
aD 10
tr,
a~.
�rj r-I v
~
tr
~ ~ p~

3
~
'O
'L1 U
.1-1
1
0.~
~
G
i U
' �
m
~
~
a~ ro
+J 4 a rrs a)
s4
+

U . �r1 .r.. +J 0 r1
-1
J
f
x c, m
+J v +J ~
v,
+1 In
�-f tn .W oro u
zj ~q �.q ro
a)
tn a
M 4
tJ
ro~ 1
(d a) �ri v, �.4 �rA

a,
o
(n
H e�,I w
.j
b.C ro+J x
.c

1-1 u,
a 0) k x s a -1 ~4
ro~4 o
4

rt ~
rtf ,c cd v +J
a)
(a
v, o w
~ o ro s4
+J
a~
cn

i
~ ~
o~ ~
n
3
~
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0
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v.c
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FOR OFFICIAL USE ONLY
soil in a quantity in which the total easily soluble salt content does not exceed
1 percent;
salinized soils containing absorbed sodiu�n of more than 20 percent the ex-
change capacity of the soil should be strengthened with liquid asphalts only with
additives of active materials and surfactants; in this case the plasticity number
ofthe soils after introduction of granulometric additives should nat exceed 0.17.
Requirements on binder materials. The cements used to strengthen soils should meet
the requirements of GOST 10178-76. It is recommended that finely ground portland
cements with high specific surface, including plasticized and hydrophobic cements,
be used.
- The loss in mass during roasting should not exceed 2 percent. It is recommended
that the mark of cement not below 400 be used.
Lime-slag, lime-pozzualanic, lime-clay and lime-ash cements may be used in construc-
- tion in road-climatic zones IV and V.
Construction grades I and II according to GOST 9179-77, air-hardening and hydraulic
and also hydrophobic lime are used. Hydraulic lime is used in powder form and the
Mg0 content in it is not regulated.
Dry waste ashes should meet requirements of Table 2.10.
Liquid petroleum asphalts of classes SG and MG, marks 25/40/, 40/70 and 70/130
- (with viscosity of not more than 100 s at C60), corresponding to the requirements
of GOST 11955-74, are primarily used to strengthen soils.
Table 2.10. Requirements on Indicators of Composition and Properties of Waste
Ashes
(2) II17HN1'lietttu 9n,vw ypriCB n K04rCTne
(3)
11NtHOHnf~~ KIIMdn11Pt1T0--
(4) CMC111011110PU IIuNtYUlrf'o
HnjiMN{)yPMIJC II0K:1911TPAN
11111'tl 11NNfYIIlC1'.1
/Lo`
C II~~IhnM I ~ N
'tneCT1
10
.
,

Cunepwimic cno6QAHC11 o~i7
11(~t KanbitNa.
.Ile (8)
}le (9)I

'y,
Meiiee 8
Gomce 4
~ Yncntntan nonepxuorrb, cm2/r (10)
i-le
ile
1le
!
1U
Meiiee 3000
MeNee 3000
Mei+.wj 3000
Conop~cauiie copanrrf~x H cepFU~+c~i:n
6
3

coeiuiHei+FiA (e nepec,irre ua SOs),
- ne Gonee
TluTepri 9 Macce npK npoKam+aanH+, 96,
5
10
10
tis Gunee (12)
Key:
1. Normalized indicators 2. Use of waste ash as
[K.ey continued on following page]
31
FOR OFFICIAL USE ONLY
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rvn vrrtl..IIwL UNE V1VLY
[Key continued from preceding page]:
3. An independent binder
hG l.lIe st~llve 0011t~~unent. ur n mlxecl Hticlpr
5. With cement
6. With lime
7. Free calcium oxide content, percent
8. Not less than
9. Not more than
10. Specific surface, cm2/g
11. Content of sulphur and sulphuric acid compounds (calculated for S03),
percent, not more than
12. Losses in mass during roasting, percent, not more than
The class and mark of asphalts is establishe3 as a function of the climatic con-
dition for use and the properties of the strF;ngthened soils: it is recommer.ded
that asphalts of class SG and MG, marks 40/70 and 70/130 be used in road-climatic
zones Iv and V and that asphalts of class SG and MG, mark 25/40 be used in zones
II and III;
asphalts of marks 40/70 and 70/130 are used to strengthen large-fragment and
sandy soils and those of mark 25/40 are used to strengthen clay soils.
Table 2.11. Emulsifiers and Alkali Materials Used to Prepare Asphalt Emulsions
/2`I(qAN4lCT11), ~j MICC1A IhiAb1INAH GHIYM9
l 1
3wynr�rar~pN p Iqcio,w e
aell~ec71W ~ IIrN 11NlAtNfM "1HI 11 nItC11C11N11
(3) p P(lAr (Y^) ()Hiry\i
i'a3orenepaTOpnMH if Tono1inaA c�nGs)
na - MAr4Firem, ttpeeeonrrmiporcii-
HblA MaPOK A N i
L�,acFIti naTp (6)
114r511liae cy,v,(~oKncnorU (8RIA(1HN
Kilr
EAKHA qBTP ((j ~
rOCcHf10.1011iH CAf0118 (9)
EnKF+i nM (6)
_ 1iTO{x)1*I wiipnAOii rynpott (10)
I j){fIl0-qp(hHXNh3T tIAT11NN (11)
flo cnc~,am.nnMy
IM~~ICTy
2,1 --2,G
I (q CIICIU18116110MY -
():ICqCTY
8 I 0 3--5
11u cnciwanbiroMy -
paclieTy
R--- I fi
2 -
Key :
1. Emulsifiers and alkali materials
2. Quantity, percent of water or asphalt mass
, 3. Upon introduction to water
4. T1pon introduction to asphalt
5. Gas-generator and furnace tar--wood-pyrogenous softening agent of marks
A and B
6. Caustic soda
[Key continued on following page]
32
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[Key continued from preceding page] :
- 7. By special calculation
8. Petroleum sulfonic acids of mark KPg
- 9. Gossypolic resin
10. Secondary fatty oil tar
11. Sodium tripolyphosphate
Anion asphalt emulsions of the direct type that break down slowly (class MA) pre-
pared in petroleum asphalts of marks BND-200/300, BND-130/200, BND 90/130, BND 60/90
and BND 40/60, emulsifiers and alkali materials indicated in Table 2.11 should be
used to strengthen soils. An emulsion prepared on sulfite-yeast wastes (SDB) with the following content of
components in percent of mass of the emulsion: 50-60 percent asphalt, 1.75 percent
SDB and 48.25-38.25 percent water may be used.
The asphalt content in the emulsions should comprise 35-55 percent of the mass of
the emulsion. Lower values are used to strengthen sandy loazn and loam soils and
also those having moisture content not above the optimu, while higher values are
used in the remaining cases.
When selecting an emulsifier in preparation of asphalt emulsions, one proceeds
from the following:
wood gas-generator and furnace tar and petroleum sulfonic acids can be used
without restrictions by soil-climated zones and types of soils;
gossypolic resin, secondary fatty oil tar and SDB should be used primarily
for emulsions in road-climatic zones III-V: SDB can also be used in zone II if the
ambient air temperature is not below +15�C;
petroleum sulfonic acids and gossypolic resin should be used as emulsifiers
to strengthen sandy loams and loams with moisture content equal to 0.2-0:3 of the
moisture content on the flowability boundary and also barkhan sands in zones IV
and V.
Asphalt compounds prepared in solid emulsifiers are used in road-climatic zones
III-V to strengthen large-fragment soils, sands and sandy loams with plasticity
number less than 0.03; their composition is designated according to Table 2.12.
One is guided by the following when selecting the emulsifie:r in preparation of
asphalt compounds: lime can be used without restrictions on roa_d-climatic zones
and types of soils;
soil emulsifiers (clays, loesses and loams) can be used only in zones IV and
V with ambient air temperature not below +15�C.
33
FOR OFFICIAL USE ONLY
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Table 2.12. Compositions of Asphalt Compounds
C arpn;amie n G
,rryMmax uacrax ti
uawoNCUro",
(Z \
,
�In M11'CH Il~l'TN
.~MyAFi'3TOrN
(3)
(4)
(5)
FNT)'M I
.MyALi'AT(Pp I
B'~4:f
N3ACCT6 MOJIOT7A 1(N1ICIIKB (6)
50-55
$-�1`J,
42--33
N3ACCT6�flylll(lI1Na (7)
45-50
15-20
40-30
OIIAhTp -RPPCCII,18 I'PA31, (ner1fiCKiITO)
t1)....r10
25-�30
35-.20
rnllilk.l N TANtC1114C Cyl'JINIIK}i ~91
40 - l5
8-20
39--45
JICO('d N JICC(:OBHAfII,IC Cyt'JINHKN(I.O)
40--45
12)20
40--35
Jlecc COBMeCTHO C N38Q(.'T610yI1}IIi10H1(0411
40�--45
Jlcrc 14
43 -34
413isec-rb - 3
(13)
Key:
1.
Emulsifiers
2.
Content of components in asphalt compoun
ds, perce.nt of mass of compound
3.
Asphalt
4.
Emulsifier
5.
water
6.
Gro�: nd quicklime
7.
Air-slaked lime
8.
Filtered sewage sludge
9.
Clays and heavy laams
10.
Loesses and loess-type loams
11.
Loess together cvith air-slaked
lime
12.
Loess
�
13.
Lime
2.3. Stone Materials
Stone materials are divided into natural (crushed stone from natural stone, crushed
stone from gravel, gravel and crushed�stone-sand, gravel-sand and crushed stone-
gravel-sand mixtures and sand) and artificial (slag rubble, slag sand and kermzit).
Crushed stone from natural stone (GOST 8267-75). Crushed stone from natural stone
is produced by crushing rock. It is characterized by the following indicators:
grainy composition, grain content of plate-type (slab) and spiny shape, strength,
grain content of weak rock, cold resistance, dusty, clay and ooze particle content
- and petrographic composition.
Crushed stone is divided into four fractions as a function.of grain size: from 5
to 10 mm, more than 10 to 20 mm, more than 20 to 40 mm and more than 40 to 70 mn.
The use of rubble in the form of a mixture of two related fractions and upon agree-
ment of the parties in the form of a mixture of several fractions and also crushed
stone of fractions 2-10, 10-15 (or 5-15), 15-20 and larger than 70 mm is permitted.
The grain composition of each fraction of crushed stone or mixture of fractions
should correspond to the range indicated in Table 2.13.
34
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Table 2.13. Requirements on Grain Composition
P83MCQ KiM17jwMhll~~ll
CIR ( 1,
1In.7tIH{~ tr.70raK IlT
I flffA7l ~l ~;ICfP' ~o I
I P93MP(/ KoII7~wp1~hi1NZ I
l'NT
~~U1111Mn uCTaTUK IIA
CIff07I IIU MNl'CCr %
FiNBNN 'Ansi ~~a^-
0,5 lA HBNM +
uNA c aiajiWeliti-
+ A7 xnx6
WIIM 11,13Mt'(10M
DAHOR (P[)8K-
40--80
aepeni:
5(3) MM (4)
95-100
itx11
cMOCic tp 6ic-
60-70
10 HM x Gonee
90-100
Iu+n
AuaN6
0-10
-
1,25 j( Haxb
0
Key:
1. Size of control screens
2. Total residue on screens by mass, percent
3. Dnaim for fractions with smallest grain size:
4. And above
5. Of one fraction
6. Of mixture of fractions
Crushed stone is divided by grain shape into three groups (Table 2.14) as a func-
tion of the grain content of plate-type (slab) and needle shape (the thickness or
width of which is one-third or less the length).
Table 2.14. Groups of Crushed Stone by Grain Shape
12) (aUtt ~Mf0H11Q :It' ~PII IIAACIIII14:11'1~M (APIIIjA:l(1fi)
n urernwmfl nn ntncee,
fi I e nc 6mrc
KyGoonminn (3) 15
Ynyywemta.R (4) 25
- OGdtniaA (5) 35
Key:
1. Group of crushed stone by grain shape
2. Grain content of plate-type (slab) and needle sha,pe by mass, percent, not
more than
3. Cube
- 4. Improved
5. Ordinary
_ Crushed stone from natural stone is divided into marks according to strength (Table
2.15) established by the crushability of t.he crushed stone upon compression (crush-
ing) in a cylinder, by wear in a shelved drum (Table 2.16) and by cold resistance
(Table 2.17), determined by testing the crushed stone by alternate freezing and
thawing and for preliminary analysis in a sodium sulfate salution.
i,
35
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rUK urrll.lAL USE UIVLY
'I'able 2.15. Mark of Crus
h Stone According to Strength
(2) �OTCPN N M ICl't,'~~'o. upu uuprnenrNum nIX&MOCrn II1B(S11d
MnpKa ute6n
flD OCE.04NNI 11 NPi.IW)j)j)N9CfKN1C
~{N)A (3)
4 113 11911! N(!'IIHNI DO n
P S'o
no upoviwcrH
p
C~IOY
(5)
 11.11' IlI~C~U~~M No�
(7)
(8)
I
COCTM
HHII
~
l~IR COCTOAIO01
I
IIIITry31111NM1f
944)y911B11NX
1400

-
Aa
Ao
_ 1200
(9 )Zjo 1 t
ljo 11

9-11
1 I-13
I 1-,13
16-- 20
1 I-13
�
13-15
13-15
20-25
13-15
I 5-19
15-- 2U
'
25-34
15-20
19 --24
20-28
-
_
'l.t 28
28-38
- ~
_
.
`lA --35
3$--54
Key:
1. Mark of crushed stone according to strength
2. Losses in mass, percent, when determining the crushability of crushed stone
3. From sedimentary and metamorphic rock
4. From igneous rock
5. In dry state
6. In water-saturated state
7. Intrusive
8. Effusive
9. Up to
- Table 2.16. Mark of Crushed Stone According to Wear
(
~
MapKa 1ne6~+a
JIfC~~
i~TP(1X
11
IT
'
Ilp {I~II(1C~'
aNIIN R nl}
tl(1H IICnNI
a9414",Y 6aP36BNC
o
~
N-I
25
,Q
I
N-II
> 25-3b
MTllK7 110IIN I n~'rept n Nacce,
no nsnocy ~Pp Ncm.rtaxnn~ e no-
A04sOM 68PAGflN!
H-III I >35-45
N�IV >45-60
Key:
1. Mark of crushed stone according to wear
2. Losses in mass, percent, during testing in shelved drum
3. Up to
_ The grain content of weak rock with compressive strenqth in a water-saturated
state of less than 20 kgf/cm2 should not exceed 5 percent by mass iii crushed stone
of mark 1400 and 1200 in strenqth, 10 percent by mass in crushed stone of marks
1000, �300, 600 and 400 and 15 percent in crushed stone of marks 300 ~Und 200.
The crushed stone should not contain foreign contaminating impurities and the con-
tent of dusty, clay and ooze particles should not exceed 1 percent by mass for
crushed stone of igneous and metamorphic rock, 2 percent for crushed stone of sed-
imentary rock of marks 600-1200 and 3 percent for marks from 200 to 400. The clay
content in the pieces should also not exceed 0.25 percent in all cases.
36
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Table 2.17. Marks of Crushed Stone According to Cold Resistance
Cnocc 6 pcnHTnrmA MpsiS I Mp
a45 I Mp150 IMp3100 IMp3150 IMpa200 I------ -
a HII ~2)
n()11ePe>I0IIII0e 3 a MOP.1 W~~
n oTrattnau1ic:
~ Ko.vnccrfso nltKnon (3)
15
25
50
I00
CCQ f10CJIC N(~Q)
IIUfCPA +i Me
11)
1~)
5
5
0I
IIhIT~fIit1A, rp. IC CtQJICC
_ B r;ICTflOpC CO(1IIOKIICJIOPU 91IT-~~j
pIIA'
KUAtI'ICCTBO ilHK1I0A (3)
3
5
10
10
lIO1C(1R a MBCCC �ocne IfC44
10
10
10
5
fINTNIHA, HQ GOACC
ISO
2f111
300.
5
I
5
5
~il
I
15
J
3
l
Key:
1. Method of testing and indicators
2. Alternate freezing and thawing
3. Number of cycles
4. Loss in ma.ss after testing, percent, not more than
Rock waste from gravel (GOST 10260-74*). Rock waste from gravel is a product of
crushing gravel and boulders. The content of crushed grains, whose surface is more
tan half knocked off, should not be less than 80 percent by mass in rock waste from
gravel.
The division of rock waste from gravel into fractions by grain size, into marks by
cold resistance and also by grain shape is the same as for rock waste from natural
stone.
The grain composition of each fractional mixture of related fractions of rock
waste from gravel should correspond to that indicated in Table 2.18.
Table 2.18. Grain Composition of Rock Waste from Gravel
r~1d 1,25
PaZMep K14rcpoaJ,m4x cN~ ANaaF~ n~ii ~ I c4X. nn:.N6 /1IIRNfS
fiPnKIui% d-PnKf1ep
~ ClonnaR ocrarbi) na cerc, "/u I QS-100 I411--70 ( ~i(l -70 I 0-.5 ( 0
n
~ o Macce
Key :
1. Dimensions of cantrol screens
_ 2. Single fraction
3. Mixture of fraction
4. Total residue on screen, percent by mass
The strength of rock waste from gravel is characterized by its marks according to
- crushability (Table 2.19) and accarding to wearability (Table 2.20).
37
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rvn vrrik iNL u,'sC, vIVLY
Rnck waste from gravel should not c:~^}al:: rirains of weak rock more than 10 percent
by mass for markg Dr.B, Dr. 12 and Dr. 16 anri 15 percent by mass for mark Dr. 24,
while the content of dusty, clay and ooze particles in it should not be greater
than 1 percer?t by mass for marks Dr.B, Dr.12 and Dr.16 and 2 percent for mark
tind tha c:lnyrs in tliti ploceri fi}ioul(i nor he mor.e t-tinn 0.2; percant: in nll
cases.
Table 2.19. Mark of Rock Waste from Grave~ Azcording to Crushability
n1;1iwn Ill(`15:I9
I
If-1IC1'A B \I:IFROIiI1f.1C
M:I1'Ha IIIP01IN Ilr/
I
~1Ii7rI'N 11 `I:IIe1` II.I'.1P.
n~~nGtnincill ~1~
Prui~lalu:fi~ ^,o ~
I ,914rfiuM"ciu
uruu amu, nn
IIp.R
I Ilo 10 I
I Ilp. 16
I I 4 18
Jlp.2
10-14
~ IGI'.24
IR .26
Note. The approximate compressive strength of rock consisting of rock waste grains
- comprises more than 1,000 kgf/cm2 for Dr.8, more than 800 to 1,000 kgf/cm2 for
Dr.12, more than 600 to 800 kgf/cm2 for Dr.16 and from 400 to 600 kgf/cm2 for Dr.24.
~
Key:
1. Mark of rock waste according to crushability
2. Loss in mass after testing, percent
Table 2.20. Mark of Rock Waste from Gravel According to Wearability
ni.ucr m,rac
D1a lK,1 u1r611u nn Ili, rr pN nmau() invar --Mn -an mrGuti 11u.1` Ii, ir'n u
NCiI1~tilC~pti'fll ~1~ I ICUIrIAi~l~q, II l'lll~~:lpnl~K1 I N[ulal:~l'll~l, "y
!t-i I ~J[o 20 II 11.III ( 30-40
11-I I 20-30 I I-I V 40--50
Key:
- 1. Mark of rock waste according to wearability
2. Loss in mass after testing, percent
Gravel (GOST 8268-74*), Gravel is produced by screening natural gravel-sand mix-
tures. The requirements placed on gravel are mainly the same as for rock waste
from aravel. The difference is as follows:
qravel may contain crushed grains in a quantity of less than 80 percent by
Rlc1 S S ;
the mark of gravel according to crushability in a cylinder is established by
the loss in mass after testing, which is permitted as follows: up to 8 percent for
mark Dr.B, more than 8 to 12 percent for mark Dr.12, more than 12 io 16 percent for
- mark Dr.16 and more than 16 to 24 percent for mark Dr.24.
Sand (GOST 8736-77). It is divided into natural sand formed as a result o� natural
breakdown of rock, and crushed sand produced by crushing of rock.
38
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Natural sand is divided into natural sand in the natural state, natural fraction-
ated sand with separation into two or more fractions or in the form of their fin-
ished mixtures and natural enriched sand with improved granular composition.
Natural sand in its natural state is divided by grain size into four groups (Table
2.21).
Table 2.21. Groups of Sand by Coarseness
ll~~niiiall\2~r~~w ua ctirc M-)n K)Me
I'pynu~ ur~�ea ~1 ~ I NI Ofi.'i, "o u~i ktaccc f Ya~. I Yuu~,rm
1
>50 >2,5
Cpeuwiii (5) 30--Fi0 2,5-2
TlenxiIH (6) 10-30 2-1,5
Oveifb MC.7K{11~(7)
u
x
x
~
u
~
B
Y
~
_

c]
~
v
u
~
~
cq
~v
N
~
u
a
O
em
c,
~
o
c
ci
~
c
i
u
A
V
X
C.
L
T
~
io
so
I
a
~
0
X
I
~
>
^ ~a
: ,
APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3

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FOR OFFICIAI. USE ONLti'
Table 2.2R, Requirements on Grain Composition of Stone Material
% 70
v
a~
~X0.
70 n
40
m
10
5
40 I 20 I 10 I 5 I 2,5 I 1,25 I O,fii I 0,28 I 0.14 I 0,071
{
(3) 11(UI{IIJ11 OCTOTl1K HA tNT~, % 1111 4CifCP
-40 40--65 55- RO 65-88 75-91 RO-96 BT-- 9q 91 --9R 93 N. 94-100
0 20--4040-G5 .5.5--f3065-88 75-93 RO--9G H7-98 91--9R 92--99
020-40 40-6555-AO fi,S--RR 75-5)3 80--9G K7--97 90--98
0 30-405U-65 65-RO 75-8A R5-93 R7-9G 88-97
U 30-40 SU-65 65-80 75--88 82-93 85-96
. . ! .
Kev �
1. Maximum grain size, mm 3. Total residue on screen, percent
2. Dimensions of screen mesh, mm by mass
Table 2.29. Requirements on Strength of Stone Materials
(1)
MATYl,II:1 7

-=-~3)
M410 ~te rii�
`2'
M:1p1,;1 11.1 lIjM~-
'1a1`NlMfll II Ilf
M71IIhT. K.7aCt'
n'InpiCtll R IIN-
nw11111M Nh86.1-
II~MI~III~ICTN
.711111}Ip IIAII pj
IIP 11.111 ~p tlfL
uofC~~b H MICI'C,
TP~~1. N M:ICCC,
nc 64lace
nc bnncc
I
lL[0F10H6 -}{3 oC3j(U'llli,iX N MCT8MOf1tli'IC-
200
64
iT�iV
CKHX I'OpItIdX nopo,q
�
111e6ens u3 ,HFrrpysenuMx fOpIihIC n0pun(6)
690
Q ~
3
H-Iv
UjeGeub 1(3 3('l~lY3}iPII1JX ropninix nopon(7)
r~)n
n
p0
t1-IV
- I][CGCIIb H3 fPaRHA fIp09HOCTbW
400
A(1.24
N-IV
400 xrc/cn+' (8)
1'panHii (9)
~1(H)
Jjp.24
bi-1V
II(eGent, ti3 iunaKOU tiopiluii tiierannyp~+~~
4
45
65
Key :
1. Material
2. Mark, strength class
3. Mark by crushability in cylinder or percent of losses in mass, not more
than
- 4. rtark by wearability in shelved drum or percent of losses in mass, not more
- than
5. Crushed stone from sedimentary and metamorphic rock
6. Crushed stone from intrusive rock
7. Crushed stone from effusive rock
8. Crushed stone from gravel with strength of 400 kgf/cm2
9. Gravel
10. Slag rubble from ferrous metallurgy
Asphalt concretes are divided into compact having residual porosity of 2.5-5 per-
cent and which must contain mineral powder, porous having residual porosity of 5-
1 0 percent, rubbly, gravel and sand.
46
FOR OFFICIAL USE ONLY
(2' PasMep f1TRfP(tTNA l'llT, MM
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Table 2.30. Requirements on Binder Based on Slags from Ferrous Metallurgy
_r'
HOCTN
~~O MTfCC OA7ifr11(PPn
n~fnKB RKTNM9T0{KI
~
MS~ BlMIy-
mlero no
pCiPJ1
H8 CH(aTNC D R1~3-
28
yRPJf1.F1~A
"""~'1'X"a'';''
S/
~
_
6J
~

C~
T ~~4-73
~n~
cyr,
'
u1.1aNA, CM (f'
CIIT
~.Il'
'TF
H7
N~NRNf1[ CTCKJ10
'
, N! MCIICC
Krc/FM
100
10
5
-
50
50
1200
3�
2
-
3pp0
'l
t
5
la)
30
-
-
100
100 .
120)
10
10

J
_ '
10
100
50
-
200
200
1200
20
-
� ~
39f)0
lU
10
15
100

-

300
300
12QU
30
-

30W
15
-
20
Key:
1. Mark of binder according to GOST 3344-73
2. Compressive strength aged 28 days, kgf/cm2, not less than
3. Specific surface of slag, cm2/g
4. Additive of activator, percent of binder by mass
5. Cement
6. Lime
7. Water glass
Table 2.31. Requirements on Fuel Slags and Ashes
_ _
I imaaiirmi
(z)
hiulynb octiontiocru, ne Menee (3) 0,6
) BHTIIpH(kTN, s s (4) (5) 0,25
C01tCpiKAliNC CCOIINCTI.IX H CCpltOKHCAMX
coenIiuomlR (n nepocveTe }ia SOa), % 3
no Maoce, aie (onec (6)
fioTept+ npi+ npoKanunanEr", % no Macce, 1
uc rio.lcc
Key:
1. Indicators
2. Norm
3. Alkalinity modulus, not less than
4. Activity modulus, not less than
5. Content of sulphur and sulfuric acid compounds (calculated for S03), per-
cent by mass, not more than
6. Losses during roasting, percent by mass, not more than
47
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Amjwtia1L c:oncrete rnixt:ures are rllvided into hot, wnrm anci cold. flot and wurm
asphalt concrete mixtures are divided into coarse-grained with grain size up to
40 mm, medium-grained with grain size up to 20 mm and fine-grained with grain size
up to 15 (10) mm as a function of the largest dimensions of the crushed stone or
gYavel. Sand asphalt concrete mixtures may contain grains up to 5 mm. Cold as-
phalt concrete mixtures can only be fine-grained or sandy.
Viscous asphalts of marks BND 90/130, BND 60/90 and BND 40/60 are used to prepare
hot asphalt concrete mixtures; viscous asphalts of marks BND 200/300 and BND
130/200 or liquid asphalts of marks BND 70/130 and SG 130/200 are used to prepare
warm asphalt concrete mi.xtures and liquid asphalts of marks SG 70/130 and MG 70/130
are used to prepare cold asphalt concrete mixtures.
Dense asphalt concretes are used in the upper layer of the pavement and porous
concretes are used in the lower layer and in the bed.
Dense asphalt concretes are divided into types (Table 2.32) and marks (Tables 2.33
and 2.34).
- Table 2.32. Types of Dense Asphalt Concretes
AHa tIC~j:1.11.Ti0f'TI'iI1111JI
I
`2) '--TNII
K,UIH4CCTRfI LL(C6110 ( I'pARIIp) II/IN I!E.Kp N
I

C~t~`CCn /1~
l
2Cft18AhT06CT0118
(3) BtdttlJlbi�RSITOHNnR CMCCN, %
(5)
fopwmc  Minirc
A
50-65% tuPGust
a
- (4)
6
35-50'a * (np
nnm)
O
B
20 as% * a
f'
}le Meiiec 33% #aKmiu 1,25--�5,0 MM a
;1ro6nanoM necKC (7)
A
IIC' MAfICE I4qp (~P:1KIINH 1,25-5,0 MM D
1Ip11j)OAHOM f10CHC (8)
){o1IURilIjC (9)
bX
35--40% IIIE'G{IA (I`PTPNfi)(ZO)
F3x
20 75% s s 1)
fZX
fiC MCIICC 3~3~p (~1p8KItHN 1,2~ ),0 MM B
npoGneiioM II.qN 15% B fiPNPOAHOM fIC-
CKC
Key:
1. Type of asphalt cancrete mixtures
2. Type of asphalt concretes
3. Amount of crushed stone (gravel) or sand in asphalt concrete mixture,
percent
4. Flot and warm
5. Crushed stone
6. Gravel
7. DTot less than 33 percent of fraction 1.25-5.0 mm in crushecl sand
8. Not less than 14 percent fraction of 1.25-5.0 mn in natural sand
9. Cold
10. Crushed stone (gravel)
11. Not less than 33 percent fraction of 1.25-5.0 m4n in crushed or 15 percent
in natural sand
48
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se Asphalt Concretes fram Hot and Warm Mixtures
Tab1e 2.33. Ma.rks of Den
3\
\ ~
MIINtQ871MINE M8SlQrtDJIM
~ 1(2
1)
lll,e82b (rPaexp) (4)
(8)
bxHR noprnnox
Mw�e4au

~
(5) F~~
necoK
a
nN a m x
~ime
C
~
~
t
~
ai
~
u
�ar PK
N ,
~y
A, 6
*e~~e M 1200
~tasQp it10~
tlop-
6
5
a
o
xap
epFi4eCKNC (9)
(14) e~ ~(10(7('A9K110 ax'
a
06' n
R
nP
O
~e~+Dosaxtt~
-
~
1000
OcaAOqKUe He" 80Q
T~yK~ 11eaxT tOCT
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APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3

APPROVED FOR RELEASE: 2007/02/49: CIA-RDP82-00850R440500030055-3
MOR OFFICIAI. USE ONI,},
[Key continued from preceding page]:
4. Type of asphalt concrete
5. Type of asphalt concrete
6. Mark of crushed stone from igneous and metamorphic rock by strength during
crushing in a cylinder, nat less than
7. Mark for crushed stone from sedimentary carbonate rock, not less than
8. Mark for crushed stone from remaining sedimentary rock, not less than
9. Class of rubble from metallurgical slag
10. Mark of crushed stone from gravel
11. Mark of gxavel
12. Wear (loss in mass during wear in shelved drum), percent by-cmass, not more
than
13. For crushed stone from igneous and metamorphic rock
14. For crushed stone from sedimentary carbonate rock
15. For crushed stone from remaining sedimentary rock
16. For crushed stone from gravel
17. For gravel
18. Number of crushed grains in crushed stone from gravel, percent by mass, not
less than
19. Number of cycles when testing for cold resistance under climatic conditions
20. Severe and moderate
21. Mi.ld
Table 2.46. Maximiun Noxms of Dusty and Clay Particle Conter.t in Crushed Stone
(Gravel)
(1)
Ilaixa-teHiK 8c(WAIiT06C1(111NNx CMCtPII
Cnec101caaiK uMeMinHu+: u
rawmcrNx WIcnm, y. uo niaccc,
(2) HP 6�'1JIIM
3 118 Il3nrppfeH-
N3 (~C3~fi'1)114% IINX, MPT81.1f1j1-
N
Ka1~;M)ATIIHX (W7R.114114X
IIf1J1(1A IkAPPIIINI
IIIIPOA
/d
I*O(1AIIIIC ii renm+e cMCCn ;tnA Fmacnero ii nepxnero
c,qip~`niKpMrHR MapoK:
(~1 2 I
I I Im 1 V 3 2
\0101t1lb+c cMC+cI MapoK: (7)
r 2 ~
tt s 2
I'npnuu+e rennme cMecH nnA 00110eauxA (g) 4 3
Key:
1. Designation of asphalt concrete mixtures
2. Content of dusty and clay particles, percent by mass, not more than
3. From sedimentary carbonate rock
4. From igneous, metamorphic and remaining sedimentary rock
[Key continued on following page]
73
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3

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F'OR ONFIC'IAI. l1SH: ONl.1'
[Key continued from preceding page]:
5. Hot and warm mixtures for lower and upper layer of pavement of marks
6. And
7. Cold mixtures of marks
8. Hot and warm mixtures for beds
Table 2.47. Requirements on Mineral Powders from Powdery Industrial Wastes
MHopnie un enaaM n(YMwKa
(1
)
3)
(4)
(5)
'
OcnoMil+
I~ON3J8Tt7{t
MtTBAAyPi'N4CC-
3uM HQCA
nm�n~' YIIOCA
KII!' 1117AKN N
'~aU
1(PMCIITNNX
IIPKaP& 1118TNNC
3.111,)AIHI
~
r,-(NfNe lIOpOAN
3cpH090A cocrae, % no macce, xc MeHCe:
MC1164@ 1,25 MAt (7)
~ 0,315 v
~ 0,071 s r6)
flopic�rocr~,, % no o6ueMy, xe 6one~
Ila6yxaeNe o6pa3uoB H3 craecil MN}IC-
panbnioro nopowKa C 6HTyMOM, % no~ ~
o6-heMy, ne 6onee
Ko3"nltHenIr eonorroi~KOCrH 06A91tX4
d13 CMeCN IIO(lOllINB C 6HT}/MOM (12
~IOKBJaTCJI6 GNTYM(1CMKOCTH, I'j100 CM~
(aGcomaruoro o6ueMe), ie 6onee
Conep~caHHe Bonopacreops~M~x ooeAi~~3~
nHO, % no macce, iie 6onee
I3naNtnorrh, % no macce, iie 6onee (14)
CbRCPAt3fINC OKNCAOH U1C1I04HbIR MBTCPH-
anon (Mg0 - K2O), % no macce, ie
C~onee (15)
IlorepFf npFt npoKanyeaHeN, 96 no macce,
ne Gonce (16)
100
100
100
90
55
90
70
35
70
:l5
45
45
2,5
}fe IIOpMN-
2,5
~
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fle IIOPMII-
0,6
0.8
PyercA
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100
,
1
6
1,0
2.(1
2,0
IIC 710PMH-
FiC HOPMN-
G
PYercR
pyercA
To xce
20
FIQ HOpMN-
pyercH
Notes. 1. T'he use of not less than 60 percent mineral powders with particle con-
tent finer-than 0.071 mm is permissible in mixtures of mark IV
2. Porosity, water-resistance coefficient and specific asphalt content of
ash-slag mixtures from thermoelectric power plar,ts are determined for
the part which passes through the screen with size 0.315 man.
3. The specific asphalt index is determined only when the suitability af
new material (rock) is established for preparation of mineral powder.
Key:
1. Indicators
2. Norms for types of po:ader
3. Basic metallurgical slags and noncarbonate rock
4. Waste ashes of TETs
5. Waste dust of cement plants
6. Granular composition, percent by mass, not less than
7. Finer than 1.25 mm
8. Parosity, percent by voltmte, not more than
[Key continued cn follcwing page]
i
74
FOR OFFICIAL USE ONLY
APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3

APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3
FOR OFFICIAL USE ONLY
[Key continued from preceding page]:
9. Swelling of specimens of mineral powder-asphalt mixture, percent by
voltune, not more than
10. Nor normalized
11. Water resistance coefficient of specimens of pawder-asphalt mixture
12. Index of specific asphalt content, g/100 cm3 (absolute volume), not more
than
13. ODntent of water-soluble compounds, percent by mass, not more than
14. Moisture content, percent by mass, not more than
15. Content of oxides of alkali materials (Mg0-K20), percent by mass, not
more than
16. Iasses during crushing, percent by mass, not unre than
The mark of concrete nvt below 60 in tensile bending strength is used. The com-
pressive strength cf concrete aged 28 days should not be less than 400 kgf/cm2 and
the cold resistance should not be below 200.
The cement consumption is established by selection of the concrete composition.
It can initially be taken at 340-360 kg/m3 for portland cement of mark 600 and
360-380 kg/m3 for portland cement of mar.k 500 and expanding cements. It is recom-
mended that a water-cement ratio in the range of 0.33-0.38 be used.
The stiffness of the concrete mixture should not be less than 40 s according to a
commercial viscosimeter immediately after pouring from the concrete mixture and in
the range of 60-100 s at the point where it is laid for pavement. The stiffness
of the mixture can be used according to Table 2.57 for preliminary selection of
the concrete composition.
Plasticizing additives, the approximate amount of which is presented in Table
_ 2.58, must be introduced to the concrete mixture to ensure the required stiffness.
The following are used as binder for high-strength concrete:
portland cement of marks 600 and 500 that meet the requirements of GOST
10178-76;
expanding portland cement (RPTs) of marks 400 and 500 corresponding to the
requirements of SNiP I-V2-69 "Inorganic binders and additives for concretes and
mortars" and "Recomnendations on concrete work using expanding cements" (VNIIST,
Moscow, 1970);
stressed cement (NTs) with low self-stress energy that satisfies TU 21-20-18-
74 in material composition.
Expanding portland cement is preduced by joint fine pulverization of portland ce-
ment clinkers, high-alumina b].ast furnace slaqs, granulated blast furnace slag or
active hydraulic additive, gypsum and lime.
Stress cement is produced by fine joint pulverization of portland cement clinkers,
alumina slag and gypsum. 75
FOR OFFICIAL USE ONi Y
APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3

APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3
FOR OFFICIAL USE ONLY
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APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3
6'nR OFFIC'tAl. UfiF QNt.Y
[Key continued from preceding page]:
12. Adhesion to marble or sand
13. Tolerates by control specimen No 2
14. Accordinq to
15. According to GOST 11508-74, method A
16. Variation of softening temperature after heating, �C, not more than
17. According to GOST 19180-72 and GOST 11506-73 with supplementation by
section 3.2 of this standard
18. Penetration index
19. +1--1
20. +1- -1. 5
21. According to reference appendix to this standard
22. Content of water-soluble compounds, percent, not more than
Table 2.49. Requirements on Asphalts of Marks BG
_ ('Z, III~(~SIH Al1 M~~M~g (3) ---i
(~nlthl~TCaN ~1~ MtI1'11N KIIHT71NNf1
Fr 25;40 si 40n0 I Fr m/ieo
4)
~
YcnoeI+aa eA3K(kT
,
no
25-40 41--70 71-130
1'OCf I 1503-74
HItfK03HMCT(ly C OTPCp-
CTHCM 5 MM 11ptl fiO"l., C
Komivecrno HC(13PNA111C5
K 7,5 7
fOC7' I1504-73
I`OCA .p83iKH1KHTfJIA I1pN
BMACPN(HU21tH11 GNTYMB
B TEPMOCTBTQ (6(� C.
5 4) HJIN B BaKyyMTPp-
MOCTBTC (IOO'C, I 11),
~p OT M3CCW GNTYMa,
IIC Me11CC
TeMneparypa paaMAf-44)
1:1 33 37
1'OCT I lfiOG-- 7:3
nHn QCT8TK:1 nnrne
OIIpCAPJICfINA KOAl14CCT-
nA NCfIApHR11IPfoMq r;1'i-
HSNH(NTCJIA, ~ IIC II11-
Wc ~7
TcMncparypA ocnrrmK~(t~)
:17 37 37
1'0(:'I' 43.13-�48
()TNP1JT(1M TNf'liP, � C.
liC HN3KC /
HCIIIJTaIIHC HA fIt011h8)
F3lai1ePM(HBA(C'9
1' ) C()OTpCTCTDNN

rn~.T 11508
IINP C MPOHOpO1N NAH
C KOIITPUJII.IIHM
fl() MCi'hJl)' f7
fIfCKOM
O6Pi131(UM N4 2
(lo)
Key:
1. Indicators
2. Norms for marks
3. Test methods
4. Specific viscosity according to viscosimeter with apening of 5 mm at
60�C, S
5. Amount of evaporated liquefying agent during aging of asphalt in thermo-
stat (60�C, 5 hr) or in a vacuum thermostat (100�C, 1 hour), percent of
asphalt mass, not less than
[Key continued on following page]
77
FOR OFFICIAL USE ONLY
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FOR OFFICIAL USE ONLY
[hey continued from preceding paqe):
6. Softening temperature of residue after determination of amount of evapor-
ated liquefying agent, �C, not lower than
7. Flashpoint in open crucible, �C, not lower than
�3. Testing for adhesion to marble or sand
9. Aged according to control specimen No 2
10. By method B
Table 2.50. Requirements on Asphalts of Marks SG
~1\ (Z) FI(1PNN IlAll MBPNN (3\
1 ~ 1
I I0H3 91 Tr,111 MeTOAN
Cf 25/40 I CC 40/70 I CI' 70/130 I Cf I40J200 HCIIIaTai�ifi
Ycnonnan ng.IHOCrti (4) un
111ICK0~11IFICTIty C ()TOQp-
C1,11m, S MM ililU lill' C
KnnnNecrno Ftcnapmnwe-
rocA pa3NCI0cHren% nN+
(5) RLIaCPifCH118H11N 611TyM1Ia
a repHOCrarc (100�C,
3 v) HnEi e natcyyMrep-
McxCTare (10(1�G, 2 li),
% ur Macci.i bnrysi,i, nc
NWncT
T~\mepaTy'ra P 1\+511'tin�
TP.lsl UC1iIiH;l IIUI':li
oupencncn1ie honulirer.
(6) na i,cnarunwc rxst pa.~-
H~)fl, M
v
AO ItUtOU101H. M
71
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4,6
4,8
9,4
2,1
4,8
6,9
4,1
6,6
0,75--0,A(1
5,4
6,3
11,7
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79
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Key :
1. Excavator bucket capacity, m3
2. Arrangement of transport equipment
3. On same level
[Key continued on following page]
103
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[Key continued from preceding page]:
4. At different levels
5. Distance from excavator axis to bottom, meters
6. Slope
7. Face
8. Width of face along bottom, meters
9. Height from bottom of face to top of bed of transport machine, meters
10. Unloadi.ng radius with greatest loading height, meters
Table 3.18. Recormended Angles of Setting Cutting Disk of Grader Elevator

~1~
(2~ Ymn. r{ma
_
, rijrN*
~ t3) I
Q!. H
I
t4).
~A nnrH
~ ~~l ~ky.
i4e11 K4NI.M1(N
Cynecb (6)
45-35
35-53
t:i- 20
Cyr:.::HUK (7)
1'nNiia (8)
PaapbixneundA .(9)
30-25
20
35-40
45
50-40
55-50
15-20
l0-�15

Key:
1. Soil 6. Sandy loam
2. Angle, degrees 7. Loam
3. Cutting B. Clay
4. Grab 9. Broken
5. Dressin.g of cutting edge
The face should first be prepared with a powered grader or bulldozer by cutting a
furrow with vertical wall up to 0.4 meters high for a grader elevatar to operate.
The recommended angles of setting the cutting disk of the grader elevator should
be taken from Table 3.18.
3.3. Construction of Fills
Two methods of dumping--longitudinal anci transverse--are used when canstructing
fills.
Two schemes can be used with the lonyitudinal method: "from oneself." when dumping
of the soil is begun with sections of the contour of the fill located closest to
the excavation in which the soil is excavate3 and it is carried to the opposite
end of the fill, and "to oneself" when filling of the fill begins from the sectians
most remote from the excavation and it is carried out in a direction toward the
excavation.
Only the "to oneself" scheme is used with the transverse method when the soil is
dumped perpendicular to the strips since intersection of the soil hauling paths
with the direction of motion of the packing machines is inevitable in the case of
dumping "from oneself."
104
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The driving machines should be selected from Table 3.19 as a functioa of the condi-
tions for constructing the fills.
Recommendations on construction of fills by different machines, the compositions
of the sections and productivity are presented in Tables 3.20-3.27.
The maximum permissible slope when collectiny soil with a scraper bucket comprises
15-20 percent, the steepness of the ramps onto the f i 11 sho ul d no t b e mo r e
than 200 percent and the distances between access ramps shoul3 be 50-100 meters.
= A width of thE fill of 8.5 meters is adequate for the scraper to turn.
Methods of constructing a fill with scrapers are shown in Figure 5.
Packing of soils. It is most effective to pack soils with optimum moisture con-
_ tent (Table 3.18).
Soils with moisture content less than 80 percent of the optimum prior to packing
should be wezted down, but if the moisture content of the soils in the fill or
drain channel is above the optimum, the soils should be drai.ned prior to excava-
tion or movement into a fill.
e The methods of packing soils and the recommended operating modes of machines are
presented in Tables 3.29 and 3.30.
3.4. Grading and Landscaping Work
The composition of grading work is as follvws: ripping the surface layer of the
soil (when working with heavy soils), preliminary gxading and packing of the sur-
face, final grading and packing of the surface. The recommendations on performing
grading work are presented in Table 3.31 and the productivity of the machines is
presented in Table 3.32.
The following grading schemes are usually employed: with length of cut of 500
meters or more and width of nat less than 100 *_neters:
a) circular with machines moving from edge of section to its middle or vice
versa, from the middle of the section to its edges;
b) the shuL-tle scheme is used with alternation of machine passeG in mutually
perpendicular directions with length of cut from 200 to 500 meters and width un to
100 meters and the scheme with working pass in the same direction is used with
length of cut up to 200 meters.
The purpose of landscaping work is to create a firm sod cover of vegetation uniform
in thickness on the soil part of the flying field (Tablec 3.33 and 3.34).
The quality of the sod cover is characterized by the number of shoots of sod-form-
ing grasses per unit area (20 X 20 cm) (Table 3.34).
' The composition of landscaping work and recommendations on performing it,are pre-
sented in Tables 3.35 and 3.36 and the rates of fertilizer application are given in
Table 3.37.
105
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H'l)R ()N'F'1('IAI, l1tiN: l)NI.Y
Table 3.20. Recartuciended Distances of Movinq Sail With Scrapers Having Different
Bucket Capacity
BMECTHMOC'b KU111118, I I1I1p,ltAN RP~K944IITNI II BMCC7HMOC'b NONWD, I I1(MdP.1M N'JKN rpyura,
1 N %1 M
(3) (5)
Ilpuyenneie crcpenepet -CaMOxodtete cxpenepbe
(4
0 3 Ilo 250 Ao G Ro I 5QU
D 6 * 300-350 ~ 10 s`1500
~ 10 ~ 560--1000 s 15 r 3000
- s 15 a 1500-3000
Key :
1. Bucket capacity, m3 4. Up to
2. Range of hauling soil, meters 5. Motor scrapers
3. Towed scrapers
Table 3.21. Recommended Thicknesses of Cut When Collecting Soil with Scraper and
Height of Filling Bucket
'FI
�
'
ANC(1T8 1111~~IICIIN
`3, Cyr'~1111/7N 1(4) (;''IICCb
a
MCCTN40CTA NOOIIIR,
:
KOHllld~ [M
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(C, l \ TMIIlIi11H f7ryMfKN, f.M

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a 6
130-150
4-6
6--8
~ 10
180-200
8--10
10-12
- a 15
230-250
I 2- I 4
I 4-16
25
250-270
I 6-18
I 8-'l0
Key:
1. Bucket capacity, m3 4. Sandy loam
_ 2. Height of filling bucket, cm 5. Thickness of cut, cm
3. Loam , 6. Up to
Table 3.22. Length of Path When Collecting Soil With Scraper
~
P)
AnNU
II IlCf1I41KT6 WlOlllq~ Ms
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_ KeY:
1. Bucket capacity, m3
,
. 2. Length of scraper and tractor,
meters
3. Length of filling section with
regard to
initial cutti.ng path, meters
108
FOR OFFICIAL USE ONLY
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110
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- Table 3.25. Most Efficient Angles of Setting Powered Grader Blade When Construct-
ing Fills
-

(i,
-
(2) Yr~N, rpea -
OueVauNe
(4)
(5)
aa
pe3axH1
1I8KJN]FIJ
(6)
3apcaafixe rpyiita (fc3 y1(nHr HTf!JIA):
(18)
(7)
paapdxnenuoro nny

u 30
1(0 40
I,i
%
~
TO N(C, (161!(JlNTGIfM
30-35
) 40
15
e0pa3pWxnetiuoro II0C993HOf0 (9)
40-45
y 35
iS
Ilepemeutemie ura: (10)
r
'
,enakcuor
i
AO-b0
30-35
ll
cy:com `
35-45
05-40
13
flnaiwrponHa (13)
P33pae11eaa11He: (14 )
95--60
05-40
lR
c ynnorHenHeH (15)
70-90
60--60
Z
6e3 ynnnrnciit+H )
55-�0
45---50
3
ChC3K:1 OTKOCOB
60-65
40-45
50
Key:
1.
Operations
10.
Moving soil
2.
Angles, degrees
11.
Wet
3.
Grab
12.
Dry
4.
Cutting
13.
Levelling
5.
Of slupe
14.
Grading
_ 6.
Cutting of soil (without extender)
15.
With packing
7.
Of broken soil with nlow
16.
Without packing
8.
Of broken soil with ripper
17.
Cutting of slopes
9.
Of unbroken loose soil
18.
Up to
Table 3.26. Distances for Transverse Movement of Soil with Powered Graders
(2) vWr 1.1M,13, FtM.
I 1(1 I AS I fAl
(:iiocodi 1)a61)rM
PaccTrOwime W)pKVmoru ireprweutrnNw rpynrn
C. 11t111 v111NoM IIVI1I"11P, M
(4)
1,6 1,9 2,'l '~,ri
Ge.~ y~nnmiTCnN
na1wW y,lmimJrencN (5) 2,0 2,~1 2,8 3,2
C .1PYNN ynm1nnTaisin+n (6) 2,4 'l, 3,A 3,!l
Key:
1. Method of operation
2. Grab angle, degrees
3. Distance of transverse movement of soil with single pass, meters
- 4. Without extender
5. With single extender
6. With two extenders
111
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Table 3.27. Calculated Productivity of Heavy Powered Graders When Constructing
_ Fi11s Up to 1 Meter High
(1)
P1fCTUNNHe tIPCMHUPHNA
rpyHre, M
~ 10
310
20
160
30
105
235
120
AO
Key:
1. Distance of moving soil, meters
2. Group of soils
1)
Q
_ . a
_ _ .
- - -
.
A
3. Productivity, m3/shift
-
b! -
-r ~ ~
~~!~;~t;~~:~..,~-:~:,:~c:4�,h;r!~,~, j .
� -I!'~ll,l~~lll~
'~~;~~i~illt~�
) d!
c
I?J ~ 56 4 -11

.qrnr~r vu: ~1 - - -
e1
- - - . ~

r.--r=~:
Figure 5. Methods of Constructino~ Fi11s with Scrapers: a--longitudinal
method; b--transverse method; c--construction of fill "from one-
self" with longitudinal method; c�-construction of fill "to one-
self" with longitudinal method; e--construction of emban}anent "to
oneself" with transverse method; 1-6--sequence of unloading scrap-
er; I-IX--�sequence of filling strips
Key :
1. Packing
Grass mixtures and sowing seeds. Grass mixtures are selected from several spe-
cies (4-7) of grasses which have different beqinning and ending of the vegetation
_ period, which contributes to the longest extension of the operating season of the
sod co ver.
112
f'pyuna rpya mu (2)
FOR OFFICIAL USE OMLY
I If I
IlI-flN91kRNTdIb110Cf1.. M'/CMtHy \3
260
135
92
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t
Table 3.28. Values of Optinum Moisture Content and Maximiun Density of Soils
`2)
MAKI'NMe^ 6N8s IIApT�
I~
PyIIT
OI1T11N8AFHAf pDBM(-
HOCTL~ %
IIOCT6
f:Y11A8PTIpM yIUpYHP
I 11{IN, 1'/CM,
(4)
llecyauWN
8-13
1,80-1,88
Cy~ec4aHtrft (5)
9-IS
1,85-2,08
f]wneBaraA (6)
16-20
,1,61-1,80
CyrnHH'NCrUfi (7)
T
(8)
12-I8
1,85-I,95
NNCena" cyr.nmiHCrtAii
14-20
1,67-1,69
CyrnwiiNCTaR ui4neeardA (g)
15-22
1,85-1,74
I'mu11icTaH (10)
16-30 _
1,58-1,70
Key:
1. Soil
2. Optimum moisture content, percent
3. Maximum soil density with standard packing, g/cm3
4. Sandy
5. Sandy loam
6. Dusty
7. Loam
8. Heavy loam
9. Heavy dusty
10. Clay
Table 3.29. Methods of Packing Soils and Packi.ng Equipment
Method Packing Devices
1
- 2
Rolling Static machines--rollers (towed and self-propelled with smooth
wheels and sheepsfoot rollers on pneumatic tires). Their productiv-
, ity is 100-600 m3/hr
Recommended tire pressure (P, kgf/cm2) for soils:
2.0 for sandy
3-4 for sandy loam
4-5 for light and medium loams
6-8 for heavy loams and clays
Most efficient speed of rollers when rolling:
2-2.5 km/hr during first and last two passes;
8-15 km/hr during al.l intennediate passes.
It is recommended that heavy cohesive soil be packed with differ-
ent mass rollers--light, meditun and heavy, %r:tile noncohesive
soils be packed with light and medium rollers. The.previous pass
must be overlapped by 15-20 cm in all cases
Vibration Motorized and towed vibrating rollers and motorized towed and sus-
pended vibrating plates. Vibration is most effective when packing
noncohesive soils (sandy, sandy loam and gravelly with no more than
[Continued on following page]
113
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Table 3.29 (Continued).
-Method Packing Devices
1 ?
5-6 percent clay particle content and having optimum moisture con-
tent) in layers more than 0.5 meter thick. Vibrating plates are
more applicable in finishing trenches to pack soils under cramped
conditions
Tamping Tamping plates with mass of 1-3 tons suspended to the boom of a
crane or excavator, towed rollers with falling weights having mass
of 0.8, 1.2 and 1.7 tons, motorized impact-tamping machines, pneu-
matic and electric tampers for packing noncohesive, cohesive and
rocky soils. The productivity of tamping plates is approximately
75-125 m3/hr
Electric and pneumatic tampers are used to perform small volu�nes of
work in cramped places, A levelled layer of soil of 25-30 cm can
be packed with light tampers (with mass of 40-60 kg) during two-
four passes on the same track, while a layer of soil 30-50 cm thick
can be packed with heavy tampers (with mass of 150-200 kg) during
two-four passes
- Note. Smooth-wheeled, vibrating and pneumatic tire motorized rollers are used only
- during the last stage of packing soils. The use of pneumatic tire rollers with air
pressure control systems in the tires are most effective.
The sequence of work in sowing seeds is:
sowing half the rate when the seed dri11 is moving along the strip;
sowing the second half with the seed drill moving perpendicular to the stripf
working in the seeds with toothed harrows or brushwood drags from 0.5 to 4 cm
deep;
rolling in one pass with light wood rollersj
watering at the rate of 1.5-2 m3 of water per 10 m2 of area;
caring for the plantings (periodic watering during the entire vegetation per-
iod, sowing grasses, weed control, destruction of rodents, mowing the grass stand
and top dressing with mineral fertilizers).
- 3.5. Performing Excavation Work Under Special Conditions
Filling fills in swamps. Sections with swamps of only first type with smallest
thickness of the peat layer are selected for airfield construction in swampy lo-
cales. The methods and procedure of performing excavation wark in swamps are
shown in Table 3.38. �
114
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'1'able 3.30. Opdratiny Nodes of Soil-Packing Machines
.
OIIiNMA.I(e) mauwua ONio~TH(H~Mli41HR' VNC.p
yu.wr~~~eMOm cm~w npoxo~ton (NAN )1Rpq1)
n nnonwM Te.u~ eM yu~rnNIoWeR MAWNNN
~ 110 oANOwy ceeiy
fle Ha.1111+4 I Cn~' 3NNII tieca2311114R I CR9311NR
rUyNr rpYnr rPYur rpyHr
(1)
Y11.1~~tI1111011tN! M]IIINNN
kvi
KarWH npiiueflHtAe H3 I1HflBMaTN4CCKNX
I11HIIaX M10COk
10-18 r (7)
15-30 *
50 r
100 s (8)
KatoK caMOxnnnijri Eia ndonMarHVecKftx
IIIHIIfl!( M8CC0R:
10-25 r
30-35 3, (9)
Kyna1iKOniAc NPITK11 nptucnumc Maccon:
(10) n� 9 T
2Q=-25
15-20
35-40
25-30
15--i(1
15-�15
00
;1U --:ii
2 : - 30
10 fi0
) 30 �
KarKMOiO(lI1WCTAH(CANC(11)
30 -;j5
(12)
`1n--3:)
BnGpoynnoniaK)uuie tautHUa, npFiucmiWC
51)-�150
RIIOpON0TK11 MBCCQR 2,5-6 T
)
TIIINTM TpaM6Yf011lHC H2 3KCN888T0j)3X
$0
--90
MACCOH !lQ 2000 KP, (1a3ME'pOM DJIaIIC
65 70
1 y, I M It(1N I18J1011HN C BI,ICOTLI I M
To wc, np+ nanew+r+ c eWcord 2 M(14
10()-11(1
(15)
A&-90
C'MOZOnHWc Matuinia:
y,1aP110�TPBM6YI0UlCf0 ACACTBHA (16)
80-1 a
f'taTH4CCKOf0 Jl^NCTBIiA (17)
50-60
(18) 4U--50
ElHGporpaMGyauuiA KaroK MBCWR 6 r 2 0-80
'11- 45
1g-20
4-G
6-8
10-15
6-8
8-12
30-3,5
4-6
6-8
20-25
6-8
9--10
:i5-40
4-6
G _R
25-41
6-8
A-40
60-PA
4-8
Fi--lO
25-1()
4-6
6--8
15--20
fi-8
A- UI
40-45
4-6
fi--ri
I 5-'l0

6 R
8- -in
. t0-_15

4-6
q-G
G---8
2 -fi
fi- l0
T0-R0
2-4
4--G
Ij-711
4-6
6-8
80-90
2-4
(4-5
70- 80
4-6
fi-H
60-SO
2-4
6
4
ao-sn
i
1
30-40
15-20
4-5
8 -l0
5-�6
Note. Up to density not less than 0.95 in the numerator and 1.0-0.98 in the de-
nominator of the maximum density during standard packing.
Key:
1. PackinQ machines
2. Optimum thickness of packed layer in dense bod}�, cm
[Key continued on following page]
115
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[Key continued from preceding Fage]:
- 3. Approximate number of passes (or blows) of packing machine over the same track
4. Noncohesive soil
5. Cohesive soil
6. Towed rollers on pneumatic tires with mass
7. Tons
8. Motorized rollers on pnetunatic tires with mass
9. Towed sheepsfoot rollers with mass
10. Up to
11. Motorized heavy rollers
12. Vibrating packing machines and towed vibrating rollers with mass of 2.5-6 tons
13. Tamping plates on excavators with mass up to 2,000 kg measuring 1 X 1 meter
- in cross-section when dropped from a height of 1 meter
14. Tamping plates on excavators up to 2,000 kg in mass measuring 1 X 1 meter in
cross-section when dropped from a height of 2 meters
15. Nlptorized machines
16. Impact-tamping
17. Static
, 18. Vibrating tamping roller with mass of 6 tons
Table 3.31. Recommendations on Grading Operations
Location
of Work
Reconenendations on Performinq Work
Sections with
The work is performed in two phases: the f.irst phase is rough
zero datum
grading of the section and the second phase is final finishing of
marks
the surface by levelling datum marks. The machine used is a mo-
torized grader with the blade set at an angle of 45-60�, with
cutting angle of 40-60� and with angle of inclination of 18-25�
Sections of
The work is performed imneidately after completion of excavating
excavations
the mineral soil and control levelling of the entire excavation
surface. The composition of the work and the setting of the
blade angles are the same as when performing work on sections
with zero datum marks. The surface of the excavations is finally
finished only after the layer of vegetation-laden soil is re-
stored. The number of passes of the grader is from two to six on
the same track
Installation
It is completed prior to the beginning of trenches dug earlier
of trough
when laying sewer lines. The work is psrformed shortly before
installation of the pavement. Grading is carried out only along
the longitudinal axis of the trough with constant check by
levelling
On fill
The composition of work is layer by layer levelling of the soil
sections
in one-two passes with a bulldozer (when dumping soil with dump
trucks or tractor trailers) or with scrapers (when they are used
to fill in a fill), rough preliminary grading with bulldozers or
graders and final surface finishing after packing the top layer
116
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- Table 3.32. Calculated Productivity of Machines in Grading Operations, m2/shift
(3) ,'j,y1111A I il.r�liTnll
~1) {~il~l'l1~pHNP ' '
Mannn~ti nep~Mew~~- 1 I II I III
IINN, M /
I ~T~4�11'Ifi~�111TP./h111~fi{.. M~~CISPI~y' \4)
6)
AnrorpeAAep Ta~enorp, iina(5) l> > 471~ 41(~11-.----'3~if1)
{J
fpcAAep npnuemioR ` / ~ I ~i 4150 ;Ni00 31110
Key :
_ 1. Machines 5. Heavy motorized grader
- 2. Distance of moving soil, meters 6. Up to
3. Group of soils 7. Towed grader
4. Productivity, m2/shift
Table 3.33. Characteristics of Sod Depending on Thickness of Layer
(1) (2.)_.
--Ilauarwmaiuu� arpu~ '1"'nmuua n.iACia. cm II IlnuNtru(rnauite nrpua I TnauVmm HnacTn, e%t
I
(;n 3)1,1it
Cpcnllliii (4)
Key:
1. Name of sod
2. Thickness of layer, cm
3. Shallvw
4. MediLUn
o 6 ~~1ouun.~u 12--18
`5IjII (6) I
6-12 O-icni> niununaii(7) 18
5. Up to
6. Thick
7. Very thick
Table 3.34. Estimating the Quality of Sod Cover
~Z~
~~na:vimu�rnn I
H APfn{TI'IIIIAY
11C1111.�CM118N I
(:yxNC fTCllll
HB-ICCTN.1 nepm~~~m unK~~cma
~1 9~~IIM
L
3ry18
(3)
11 IiuJ1YC1ruN
Ko411'ICf'IOO ItUISeRiO IIA 400 fM. /5\
i 1
(6)
Ormimioc
> 100
> 200
> 100
\npuiucc (7)
200-400
100-200
50-100
~11011ncr10pnm!timno(8)
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*4
Table 3.37. Rates for Application of Nutrient (Active) Substance of Nitrogen,
Phosphorus and Potassium Fertilizers
Al~~urp;ine.uNe yn~~6~n�n~ix inn:rn�m.m~rn
(2) (ncilciny~nup�r.~~ nrut~~~�~na
IL.vm
4
I IIM~ I. 411� I H;1~I117111~~�
IIO{PNla B ICl'PIIIIN )'A'GrlHIIII, Kf/l'.^. (6)
(7)
-
Co:tcpx(autast Ao 2^/u rysiyca-yny1nuen�
GO
`.N)-I`lU
90-120
113A TOP4)OM {m11 ApYfHMII Opf';IIIH4CfK71�
Alll RO611UK8MN (Q )
CU.]P~1k(1Ill8A ~11CC 2~p I'YMYCB TIT1/(3ll-
3()- 10
GI)-W
!Kl-111)
1111CTaA, Cyflfl'-1811:IH fl ACfKOIYI'1{{IIIII-
cran
~9~
(loaionucra~ cyrninfucraa Ei rmiiirlcTas
30-50
30--120
40--GO
CcpaR iccnatt cyrnFnmcraA; nijutenolicFi-
30--50
0l--fK)
61 Sril
1114ii 11cp1103eM (10)
Cy1.1111uicraa (11)
211-30
GII---!Nl
:411 -fill
Dluuu1141 -icpumcM (12)
-
30 1 --40
- -
KJIIIT,1II1P1S:ie (13)
30--.,I0
61)
Note. To determine the required amount of each type of fertilizer, recalculation
is made with regard to the percentage content of nutrient (active) material in it,
which is indicated on the fertilizer bag. For example, with a rate af nutrient
material application of 80 kg/ha for phosphorus fertilizer, the required amount of
superphosphate with 20 percent nutrient matter is (100�80)/20 = 400 kg/ha.
Key :
l. Soil
2, Mineral fertilizers of nutrient (active) matter
3. Nitrogen
4. Phosphorus
5. Potassium
6. Rates of fertilizer application, kg/ha
7. Containing up to 2 percent htunus-improved with peat or other organic
additives
8. Containing more than 2 percent hiunus-podzolic, sandy loam and light loam
9. Podzolic loam and clay
10. Gray forest loam and leeched chernozem
11. Loam
12, Thick chernozem
13. Chestnut
Canals must not be constructed, drain channels must not be installed and any struc-
tilres for collection of moisture must not be constructed in the protective zone.
Excavation work during the winter season. The types of work performed in winter are:
removal of peat from frozen swamps with simultaneous pouring of fill;
laying pipelines in water-saturated frozen soils;
122
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Table 3.38. Methods of Pouring Fill in Swamps
Method Sequence of Work
Pouring fill The peat within the contour of the fill is completely removed with
with total an excavator equipped with a drag line if the peat is up to 4
removal of ineters thick with the formed trench being filled by a bulldozer
peat hauling in drain soil. If the peat layer is more than 4 meters
thick, the explosive or hydromechanical method is used with sub-
" sequent pouring of fill to the mineral bottom. Total peat removal
is also possible during operation of an excavator (to a depth up
to 4 meters) and a dredge (more than 4 meters) `
_ Pouring fill The peat is partially removed within the contour of the fill. The
with partial lower part of the peat layer is squeezed to the sides under the
removal of weight of the fill soil and the fill is poured onto the mineral
peat bottom
With instal- Sandy drains are installed to construct fill. The sequence of
lation of work is pouring an easily-draining sandy layer 25-30 cm thick over
vertical the entire area, installation of drains 30-50 cm in diameter in
sandy drains alternating order at a distance from 1.8 to 6 meters from each
and drain other and at a depth from 3 to 30 meters with special equipment,
cuts filling the drains with caarse sand and constructing the fill to
the design marks. Drainage cuts (trenches) from 0.4 to 1 meter
wide located from 1.5 to 3 meters from each other are installed on
swamps with peat layer up to 3 meters using an excavator with wide
- tracks which moves on standard planking. The cuts are filled with
sand with a bulldozer immediately after they are cut out
deep excavation work in dry sands and other nonfreezing soils;
pouring of fill from dry noncohesive soils.
Excavation work during the winter season should be preceded by careful preparation:
indication on the terrain of excavation and fill profiles, construction of earth-
hauling paths and temporary drain channels, pror.urement of panels for snow reten-
tion and heat-insulating materials (local), preparation of machines and mechanisms
to operate under winter conditions, construction of worker waxming stations, or-
ganization of lighting and so on.
To protect the soil against freezing or to reduce the depth of freezing, it is
ripped to different depths and disked and snow-retaining panels are installed and
the soil surface is covered with local heat-insulating materials (straw mats,
mass, brushwood, dry peat, sawdust, slag and so on).
In these cases excavation of the soil is begun with removal of snow and heat-in-
sulating materials. The area of the exposed soil should be excavated during a
single shift. The duration of loading the soil into transport equipment should he
minimal. Thawed soil should be completely packed before the temperature drops to
+2�C. It is recommended that tamping plates or meshed rollers be used for packing.
123
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Excavation work with frozen soil is performed by the methods indicated in Table
3.39.
Table 3.39. Excavation Work With F::ozen Soil
Method Types of Work and Means of Mechanization
Ripping ESnployed when the thickness of the frozen layer is 10-20 cm.
Bulldozers with stingers on the ripper blades are used. Exca-
vators with straiglit shovel are used if the depth of freezing is
up to 0.5 meter
Breakup It is used when the thickness of the frozen layer is more than
(Fracturing) 0.5 meter. The frozen soil is broken up (fractured) with a wedge
or spherical attachment having mass of 2.0-2.5 tons suspended to
the excavator boam or with wedges driven into the soil with a
diesel hammer or vibrator
Drilling- It is used in excavating large volumes of deeply frozen soils.
explosive If the freezing depth is 0.6-2.0 meters, the work is carried r,ut
with blast charges 45-70 mm in diameter and if it is more than
2.0 meters it is carried out with hole charges with ho le cliam-
eter vf more than 70 mm drilled by mobile rigs. The size of the
explosive charges is determined by calculation and is refined by
test explosions. To avoid freezing, the broken soil is sampled
every 3-4 hours with severe cold and during the shift with tem-
perature up to -150C
Thawing of The fire method using a set of inetal semipipes that form a chan-
soil nel through which hot gas coming from burners with nozzles is
passed. The heat formed in the channel heats the strip of soil
lying under the channel and the soil is thawed to a depth up to
1.5 meter within 12-15 hours
The thermochemical method using lime, which releases heat when
ignited. Unignited lime is poured in a layer 8-10 cm thick and
it is covered with a layer of sawdust 20-25 cm thick or other
heat-insulating material on the section subject to thawing. The
layer of lime is moistened with snow and upon moistening inten-
sive release of heat occurs which warms the soil to 1.5 meters
Using electricity--steel electrodes 12-19 mm in diameter and 1.5-
2.0 meters long driven in checkerboard fashion into the soil be-
low the freezing boundary. Electric current which, passing
through the thawed soil, is passed through the electrodes, heats
the soil and by transmitting heat from the warmed thawed soil to
the frazen soil, it thaws gradually from bottom to top
The work should be per.formed on a small front and without interruption with any
of the indicated methods of excavating thawed soil to prevent its freezing. The
124
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surface of excavated sections should be protected against freezing during forced
interruptions.
The fill should usually be poured from t'aawed soil without ice and snow in it.
The content of frozen soil clumps should not be more than 15-20 percent and not
_ mre than 15-20 cm in size. The work processes in pouring fill are as follow:
cleaning the bed for filling of snow and ice;
layer by layer pouring of soil with the calculation that packing of the mois-
tened layer is done before it freezes;
packing the soil by tamping or rollers with mass not less than 25 tans or with
vibrating or vibrating-tamping machines. The degree of packing should correspond
to established norms.
3.6. Organization of Excavation Work
The excavation work plan (PPR) should provide:
the use of complex mechanization of excavation work by supplying sections and
brigades with different earth-moving, packing and transport machines with the cal-
- culation that all components of the process fiow diagram of excavation work are
mechanized;
performing the work by the continuous method by organizing a special flow in
which all processes are performed in parallel and simultaneously. Each of these
processes is a partial flow;
a high degree of rhythm in work during the entire year, which eliminates the
SEaSGTIdl 71dtUY'^_ vi k_'vliuw.;t._J^CJ t!''e !40Yk, Yd.isco tho (ic:iJYCq ^f i,^,..C -tl�1171ti:.n
and reduces the turnover of personnel and the total period of construction wvrk.
The compositian of the work production plan is:
a diagram of the flying field layout to sections of the sequence of perform-
ing the work. In this case excavation work should primarily be completed at the
point where the pavement is installed in the following sequence: the trough for
' the takeoff-landing strip, shoulders and end safety strips, RD, MS, taxiway and
the ground part of the flying field;
- process flow charts for all types of excavation work included in the special-
ized flow;
maki.ng up the machi.nes into sections and brigades to perform individual types
- vf excavation work;
the excavation work flow schedule;
the calendar schedule of performing excavation work.
125
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The total length of the specialized flow of excavation work consists of the fol-
lowing three periods:
1--period of organizing the flow--preparation of the front for operation of the
driving machines (removal and piling of vegetation-laden soil, ripping mineral
- soil, preparation of the face for the excavators, installation of pumping stations,
drains, chutes, debris lines a.Zd so on);
2--the period of the total course of the flow. The main leading processes of ex-
cavation work (excavation of channels, pouring fill and so on) are performed;
3--period of winding down the flow. The final work of the main processes is per-
- formed (grading work, restoration of the vegetation layer, rolling the surface of
channels, packing and grading fills and so on).
The number of leading earth-moving machines for a brigade is determined by the
formula
M
N--=- ,
n
where M is the number of machine-shifts of the leading earth-moving machine re-
quired to perform excavation work, n is the number of shifts, M= Q/P, P is the
productivity of a machine per shift, m3, and Q is the volume of excavation work,
m3.
The need for machines to perform auxiliary operations is determined by the same
formula.
The best version of supplying a brigade with leading machines is that in which the
greatest volume of excavation work is performed within a given time at the lowest
cost.
126
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CHAPTER 4. CONSTRUCTION OF THE DRAINAGE-RUNOFF SYSTEM
[Text] 4.1. General Data
The drainage-runoff system of an airfield is a unified system of installations
designed to protect the airfield area from the influx of water from outside, to
collect and drain surface and ground water from the flying field within its lim-
its and to drain the bed under pavements.
The designation and characteristics of individual components of the runoff-drain-
age system of an airfield are presented in Tables 4.1-4.5.
The diagrams of runoff and drain systems of airfield pavement are presented in
Figure 6 while standard desiqns of the components are presented in Figure 7.
4.2. Organization of Work to Construct Drain-Runoff System
The basis for organization of work to construct the drain-runoff system should.>be
as follows:
sequence of its different components duri.ng construction;
tying this construction to performance of other types of work;
_ the continuous method of conducting the work.
Besides collectors, installation of the components of the runoff-drain structures
should be carried out simultaneously with the pavement.
Installation of runoff ditches, drains and drain channels on a dirt flyi.ng strip,
of deep drains, halweg pits, rain-intakes, overflows from rain-intakes and thal-
weg pits and collectors should be carried out upon completion of grading
operations. 127
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Table 4.3. Precast Bases for Concrete and Reinforced Concrete Pipes of Runoff
Collectors

M
4M
1
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1IHAMfTjI, MM

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P~. i S,
fn
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300 250 550 2 000 220 4 430
500 350 850 2 000 340 11500
Key:
1.
2.
3.
4.
5.
6.
Inner diameter, mm
Base dimensions, mm
Height H
Width A
Length of section z
Radius of perimeter R
0,21 3,38 I1,55
0,43 3,71 I.()115
7. Breaking load on press, kgf
8. Mark of concrete
9. Consumption of materials
10. Concrete, m3
11. Steel, kq
12. Mass, tons
Table 4.4. Reinforced Concrete and High-Strength Concrete Pipes for Installation
of Runoff Collectors
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9
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1i: ar>c,iared by on-site mixi.ng. Pave-
ment from ITI1Xt.llYE'.S r',,' ~:i'??1.:`lP.tj 1S llSed OI7 (1.l_Yf1.E?lCls with normative
loads of categories V au!.: [ .
Sandy, fine-grained an(i Mi_r.tU}-es aa-e used in pavement constructed
by the on-site mixincr mer'r.oci an~t c A

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Table 6.33. Time to Perform Production Operations of One Cycle When Cutting Trans-
verse Joints with DNShS-60-3M Cutter
h2n,
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TexxneuruvecwHe nvnwu-
Te xnnn0 nvl rcKNe n
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Key :
1. Ambient air temperature, �C
2. Maximum permissible time interval, min
3. During sunny weather
4. During cloudy weather
5. Tricalcium aluminate content in cement, percent
6. Up to
The concrete mixture for the upper layer is transported in dump trucks with bodies
that exclude the loss of moisture from the concrete mixture during transportatian.
To do this, the rear of the body is sealed with rubber gaskets and the mixture is
covered with a waterproof tarpaulin on top regardless of thz weather.
Thernal insulation of the bodies should be used and they should be painted an the
outside in light tones when concreting pavement in hot weather (at air temperature
ahove +25�C).
The sequence ef work to form pavement with the upper layer of high-strength con-
crete is as follows: the concrete mixture of the lower layer is spread from
229
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ordinary concrete, the concrete mixture of the lower layer of ordinary concrete is
spread, the concrete mixture of the lower layer is packed, the concrete mixture of
the upper layer of high-strength concrete is spread, the upper layer is packed, the
pavement surface is levelled and finished, the freshly laid concrete is maintained
and the joints are installed.
The concrete mixture of the lower layer can be spread and packed with a DS-109 con-
crete spreader equipped with a vibrating beam when constructing pavements using a
railless set of machines.
The concrete mixture of the lower and upper layers is spread with two DS-503 (D-375)
concrete spreaders when using a rail-travel set of machines, while the concrete
mixture of the lower layer is packed with a DS-504 (D-376) concrete placer or DS-
502 (D-345) subgrader. A DBO-7-7.5 or DS-504 (D-376) machine is used to pack the
upper layer and to finish the surface. The upper layer is laid before the concrete
of the lower layer begins to set.
The time interval between laying the upper and lower layers should be minimum and
should not exceed the values presented in Table 6.37.
The freshly laid concrete is maintained and the joints are installed by ordinary
methods.
6.10. Construction of Precast Pavement from Reinforced Concrete Slabs
The following operations are carried out (with a prepared artificial bed) when
constructing precast pavement from reinforced conerete slabs: unloading and stor-
ing of the slabs (to create the required reserves), grading the slabs and control
tests of them for crack resistance, installation of the levelling layer of sand-
cement mixture, placing the slabs in the pavement while ensuring close contact with
the bed, welding the steel cleats and finishing the joints.
Unloading and storing the slabs. The slabs are delivered to the canstruction facil-
ities from the manufacturing plants usually by rail on flatcars or in gondolas. The
slabs are unloaded from the railcars into stacks or are transloaded to trucks that
deliver them to the installation point or to the storage area next to the facility.
The stacks of slabs are arranyeci on one or both sides of the roadbed at the rail-
road warehouse, maintaining a distance of not less than 6 meters from the first
row of stacks to the nearest rails.
The railroad and facility warehouses are arranged on qraded and packed soil plat-
forms with artificial surface. Usually 10 slabs each are laid in each stack. The
bottom slab is laid on wood pallets located 1 meter from its ends, not less than
15 cm thick with dirt pads and not less than 10 cm thick with pads of artificial
surface. The last slabs in the stack are laid on two wood pallets 2.5-4.0 em
thick, which are arranged along the vertical strictly above the pallets of the
bottom slab.
It is not permitted to lay the slabs on unlevelled and urpacked dirt pads and also
on three or more pallets (spacers).
2 30
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The distance between stacks is not less than 80 cro so that the slabs can be inspec-
ted and the lateral edges can be primed.
It is recommended that loading-unloading operations at tr.e rail and facility stor-
age areas be carried out with motorized pneumatic-tire cranes having capacity of
not les-_ than 10 tons.
The work is performed using crossbars in the form af a rectangular steel frame with
vertical arrangement of the straps.
The composition of the section that services one crane is:
Crane operator, sixth rank . . . . . . . . . 1
Riggers, second rank . . . . . . . . . . . . 4
Productivity of section . . . . . . . . . . 120-130 slabs per shift
Grading and control tests of slabs. All the slabs coming to the construction
facility are inspected, the conformity of their quality to specifications (Table
6.38) is checked and they are graded into three categories according to the data
of Table 6.39.
Table 6.38. Specifications for Finished Slabs of Type PAG
Parameters of Slabs
to be Checked Requirements
Geometric dimension Deviations from planned dimensions should not exceed:
+ 6 mm in length ar.d + 5 mm in width, + 3 mm in
_ thickness of the protective layer of concrete for
the lower and upper reinforcement;
by arrangement of joining cleats: + 5 mm in cross-
section, + 3 mm in height and + 2 mm by protrusion
beyond the edge af the slab
Geometric shape The difference of the lengths of diagonals should nat
exceed 12 cran. Lack of smoothness (greatest deviation
of one of the corners from the plane passing through the
three other corners) and also the concavity and convex-
ity of the slab surfaces and lateral edges should not
exceed 5 mm
r,xternal appearanc, and The working surface of the slabs should be even and have
quality of surfdce some roughness fonned with a capron brush or burlap tape
or should have corrugation. No more than three cavities
or open air bubbles up to 5 mm in diameter and up to 3
mm deep is permitted on 1�m2 of working surface. Local
unevennesses should not exceed 3 mm in height. The to-
tal length of splitoffs of the concrete ribs more than
5 mm deep on the working surface and 8 mm deep on the
nonworking surface should not exceed 50 mm per meter of
length (width) of the slab. Peeling of the surface and
cracks of any origin (temperature, shrinkage, stress
and so on) are not permitted
231
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Table 6.39. Grading Slabs by Quality
Category
Recommendations on Use
of Slabs
Qualitative Condition of Slabs
of Slabs
I
Slabs completely correspond to
Used according to direct
specifications
designation on all pave-
ment sections
II
Slabs have the following deviations from
Used according to direct
specifications: splitoffs of concrete
designation but laid on
corners and edges not exceeding one-fourth
secondary sections: outer
the height of the slab, individual cavi-
rows of VPP, platforms and
ties, slight temperature-shrinkage cracks
MS and auxiliary RD
not more than 20 cm long, insufficient
quality of surface finishing, buildups of
concrete near the ends up to 10 cm high
and deviation of geometric dimensions and
arrangement of joining cleats above the
established tolerances
III
Slabs having significant defects: through
Not used for airfield
cracks, extensive splitoffs of concrete,
pavement
destruction of the surface layer of con-
crete with exposure of reinforcement and
so on
One of 500
slabs is sampled and tested for crack resistance according to the dia-
grams presented in Figure 20.
Slabs similar to those tested (PAG-14 or PAG-18) are used as loading ballast.
h)'
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- ~ - J
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f .
. ,
Figure 20. Diagram for Field Tests of PAG-14 and PAG-18 Slabs for Crack
Resistance: a--lower zone; b--upper zone; 1--PAG-14 or PAG-18
slab used as loading ballast; 2--slab to be tested; 3--test
load of two PAG-14 or PAG-18 slabs
The loading slab must be lowered smoothly onto the slab to be tested without per-
mitting jolts and impacts.
The slab is held under load for not less than 30 minutes and it is assumed to pass
the test if visual inspection reveals no cracks in the tension zone. The slab is
232
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initially tested `or crack resistance of the lower zane according to the diagram of
Figure 20, a and this same slab is then tested for crack resistance of the upper
zone according to the diagram of Figure 20, b. Distances a and b are taken accord-
ing to Table 6.40.
Table 6.40. Distances a and b'`n Figure 20)
(1) (2 ) PBCtTOYNNN , MM PACCibR11Nf1, FIAI
Tpn neutrremeNOp I l'Hn itcu~+riaeaeMOp I
IIAHiN Q b IIAH{N Q G
I(IA,t'�1a IUOO � Boo 11 IIAt'-IS 2100 uoo
IIAi'�14 T�1 600 900 IIAI'-IKf 20111) 1100
f1Af-I�1 T-2 800 MU
Key :
1. Type of slab to be tested
2. Distances, mm
3. PAG
Device for levelling the layer of sand-cement mixture. The levelling layer of the
sand-cement mixture is installed to improve contact of the slabs with the bed. The
sand-cement mixture is prepared in plants and is delivered to the installation point
by dump trucks. The mixture is l.evelled and shaped with a DS-502 (D-345) subgrader
in two passes: the subgrader spreads the mixture during the first pass and finely
shapes it during the second pass. A ridge of mixture 6-8 cm high should be con-
stantly in front of the blade of the subgrader during the second pass.
Placing the slabs in the pavement. The slabs are placed into pavement wich the
long side along the basic direction of motion of the aircraft. The lateral sides
of the slabs are first primed at the facility or rail storage area to ensure good
adhesion of the sealing material of the joints to them.
The slabs are delivered to the installation point by sidebed trucks, trucks with
semi-trailers, tractor-trailers and so on.
The slabs are laid in the pavement by motorized cranes on pneumatic tires. The
cranes usually operate from laid pavement, laying strips in front of them consist-
ing of three slabs in width. The placement is carried out using crossbars with
vertical arrangement of the straps.
The highest pro3uctivity is achieved by using the following placement procedure:
a slab is removed from the truck by the crane and is carried `o the placement point
by rotating the boom, the slab is lowered to a level so that its bottom is 3-5 cm
below the surface of adjacent placed slabs, the longitudinal edge is brought into
contact with the longitudinal edge of an adjacent slab already placed by rotating
the boom, the transverse edge af the slab to be laid is brought into contact with
that already placed by the crane moving backward and the slab is lowered onto the
bed.
233
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Benches in the joints of adjacent slabs should not exceed 5 ttm after placement,
the longitudinal and transverse joints should be linear and their width should be
8-10 mm.
If the bench exceeds 5 mm, the slab is raised, it is moved aside, the bed is addi-
tionally levelled with smoothers and the slab is again placed.
To ensure close contact of the bottom of the slak,s and the bed (the levelling layer),
the slabs are seated by vibration or the pavement is rolled with heavy trucks in
two-three passes.
Vibrating placement is performed using the AM-66 vibrating placement machine. The
machine is installed alternately on each slab for vibrating placement. The vibrat-
ing time is determined experimentally as a function of the type of slab (its mass)
and the thickness of the levelling layer. The vibrating time is taken as the mini-
mum time at which complete contact to the surface of the levelling layer is pro-
vided and the contact area is determined visually by the impression of the slab
after it is raised.
- No fewer than five slabs should be subjected to experimental vibrating placement to
determine the optimiun vibration time.
Welding the connecting cleats. The connecting cleats are welded after vibrating
placement (rolling) of the pavement, first having cleaned them of dirt, dust and
rust with scrapers and steel brushes with blasting by compressed air.
Welding is performed with E-42A or E-34 electrodes 4-5 mn in diameter using welding
machines of type ASB-300 and so on. The length of the weld seam is equal to the
length of the cleats, the width is one-half the diameter of the cleat and the
height is one-fourth the diameter of the cleat.
If the gap between the cleats to be welded does not exceed 4 mm, welding is per-
formed with a single continuous seam.
If the gap between cleats exceeds 4 mm, an additional bar 2-3 mm greater in diam-
eter than the width of the gap is placed on them and welding is performed in two
seams (on both sides af the bar).
Finishing the joints. The joints in precast pavement are finished after the con-
necting cleats are welded. To save sealing materials, the lower part of the
joints (except expansion joints) are filled with a sand-cement mixture to two-
thirds the thickness of the slab.
The upper part of the joints and the expansion joints are filled to the entire
depth with sealing materials, preferably with rubber-asphalt and asphalt-polymer
mastics.
- Before filling the joints with the sand-cement mixture, they are carefully cleaned
of dirt and sand and are blasted with compressed air. After they have been filled
- with the mixture, the joints are flushed with water to accelerate the hardening of
the sand-cement mixture and to clean the upper part of the lateral edges of the
slabs.
2 34
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F3efore filling the joints with mastic, they are blasted with compressed air and
the upper part :)f the lateral edges of the slabs is pri.med.
The joints are filled with mastic by a DS-67 joint filler or tapered funnels.
Operations to install precast pavement are usually organized in two shifts. It is
_ recommended that the rail-forms be installed (finally straightened and checked)
only during the daytime shift.
The work section is divided into four shift sections: installation of rail-forms,
installation of the levelling layer, placement and vibrating placement (or rolling)
of the slabs and welding the connecting cleats and finishing the joints.
The length of the shift section when laying in three rows is designated as 200-240
meters (100-120 slabs). The length of the first section is equal to double the
length of the remaining sections.
The work is performed by a complex brigade whose composition and also the labori-
ousness of performing individual types of work are presented in Table 6.41.
Work to install and remove the rail-forms and to fill the joints with mastics is
performed when constructing precast pavement by using the same machines, equipment
and implements as when constructing monolithic pavements (see Tables 6.4 and 6.36).
A list of the machines, equipment and implements used to install the levelling _
sand-cement layer, to place the slabs and to weld the connecting cleats is pre-
sented in Table 6.42.
235
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APPROVED FOR RELEASE: 2047/02/09: CIA-RDP82-00850R000504030055-3
FOR OFFICIAL USE ONLY
Table 6.42. Machines, Equipment and Implements Used to Install Levelling Layer,
to Place Slabs and to Weld Cleats
II.lNw11UP01111e M11.lnl{IM, ~~~~~j~YAUR;111NN I tM71)� II
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. (poi,M 4
fluen~ioKOnccuMii ii~t(5) (6)
Mai,cnm,i.n,n;isi cr,ul,(wii. ncpu�.tnnxI N: (~.2 )
(
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6650
9 720
unipmia (14)
3800
2360
is140orI (15)
2 480
2620
Macc,i c nu,i i:r (16)
9450
t4805
Ke y :
1. Indicators
2. Tank capacity, 14-ters
3. Speed, km/hr
4. Working
5. Transport with load
6. Greatest spreading width, mm
7. Interval of spreading width, mm
8. Pouring norm, liters/m2
9. Productivity of geari-type pump, liters/min
10. Asphalt heating rate, degrees/hr
11. Not less than 25 in the range of 76-87�C
12. Overall dimensions, mm
13. Length
14. Width
15. Height
16. Mass with full load, kg
2 79
FOR OFFICIAL USE ONLY
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APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3
FOR OFFICIAL USE ONLY
Table 8.16. D-709 Plant
--~1~ Il,ir.m I
1!.7(Ml
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Tnn "Muia:ih11(3)
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137
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.'1~~:{:1T0J):1 Ill's1Pt11;1 a
2-11
r CId1Iv4fIX Il06S180K (9)
0.5-4,0
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0,1-19
B11f1'?IIt1UCib 0)I!KCpB-IIHT:1TCiifl Pr)'IITa, tfl (11)
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7 �
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,
22,8
Key :
1. Indicators
2. Productivity, t/hr
3. Type of mixer
4. Blade, two-shart, continuous operation
5. Electric motor output, kW
6. Productivity, t/hr
7. Of soil feeders
8. Of cement proportioning device
9. Of bulk additive proportioning device
10. Of liquid binder and water pumps
11. Capacity of soil hopper-feeder, m3
12. Capacity oL finished mixture storage hopper, meters
13. Mass of plant, tons
0
2 80
FOR OFFICIAL USE ONLY
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APPROVED FOR RELEASE: 2007102/09: CIA-RDP82-00850R000500030055-3
F'OR UFFICIAL USE ON1,Y
Table 8.17. Asphalt Spreaders
Tini (2)
T/11 (5)
110100a. ai (6)
~~O:IIIUIII,1 VI:.171:UdR;iVU0l'0 f:l(ISI, ?IN1 (7) I~
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Ilniuatc:n,: (9)
(10)
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(13)
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N'OR ()F'MIC'IA1. lltiM: ON1.Y
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APPROVED FOR RELEASE: 2007/02/09: CIA-RDP82-00850R000500030055-3

APPROVED FOR RELEASE: 2007102109: CIA-RDP82-00854R004500030055-3
FOR OFFICIAL USE ONLY
CHAPTER 9. QUALITY CONTROL A.Iv'D ACCEPTANCE OF AIRFIELD CONSTRUCTION WORK
[Textj 9.1. General Propositions
Organization of the system for control and acceptance of airfield construction work
envisions that the following will be carried out:
. production control in construction and installation organizations;
inspection control on the part of the customers' engineering inspectorate and
the inventors' inspectorate;
special control of state and agency control and inspection organizations and
other organizations.
Production (engineerincy) quality control in construction and installation organiza-
tions includes input (preliminary), operational (current) and acceptance control
with an evaluation of quality at all phases of work production.
Input control includes a check of the conformity of construction materials, struc-
tures, articles and engineering equipment arriving at the construction site to ex-
isting standards, specifications, certificates, the requirements of detail plans
ancl also a check of adherence to unloading and storage requirements.
- Input control is usually entrusted to the service for production and technological.
completion of a set (UPTK) and is accomplished at make-up bases or directly at man-
ufacturing enterprises. Materials and articles are tested in required cases in the
construction laboratory. The work producers (foremen) are obligated to carry out
quality control of structures, materials and articles by external inspection and a
check of their conformity to established requirements.
Operational control is exercised during work upon completion of praduction opera-
tions and construction processes for timely determination of defects and the
292
FOR OFFIC[AL USE ONLY
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ruK urric,inL uSE UNI.Y
reasons for their occurrence and also timely imillomentation of ineci.sures to correct
and prevent them.
Control is exercised by work producers and foremen with recruitment of construction
laboratories and the geodetic service while self-control is exercised by the per-
farmers of work.
When exercising operational control, conformity of work techniques provided by the
work production plan (PPR; and standard process flow charts (TTK) and the conform-
ity of thei.r fulfillment to detail plans and SniP and GOST requirements are checked.
The basis of control should be operational quality control schemes (SOKK) developed
within the PPR. SOKK should contain drawings of structures with indication of per-
missible deviations and the required measurement accuracy, data on the required
characteristics of material quality, an indication of the composition, deadlines
and methods of control, a list of operations and processes subject to control on
the part of the work producer (foremen), including the participatian of a construc-
tion laboratory and the geodetic service, and a list of hidden jobs subject to cer-
tification and intermediate acceptance with compilation of official reports.
The results of operational quality control should be reccrded in work logs.
Acceptance cont rol is accomplished to check and evaluate the quality of airfields
on which construction has been entirely completed or individual units and compon-
ents, buildings and structures or parts of them have been completed and also with
intennedi.ate accpetance of hidden work and individual crucial structures.
The quality of hidden work is accepted and evaluated by the contractor, usually in
the presence of the customer's representative, and more crucial structures are ac-
cepted and evaluated with the participation of the representative of the planning
organization (author's supervision).
The conformity of caork performed to the p2an and to detail plans, fulfillment of
- the requirements of corresponding chapters of the SNiP, the accuracy of adhering to
the design dimensions and established tolerances and the correctness of filling out
the technical documentation (work logs and so on) are checked during acceptance.
Work quality is accepted and evaluated with respect to the finished components of
an airfield and individual buildings and structures by working committees of the
custamer accarding to the requirements of SNiP.III-3-76.
The quality of airfield construction (reconstruction) as a whole, an individual
unit or starting complex is accepted and evaluated by the State Acceptance Committee
according to the requirements of SNiP.III-3-76.
The quality of individual types of work performed, structural components, individu-
al units and starting complexes and also of the airfield as a whole is evaluated
according to existing instructions on evaluation of quality SN 378-77.
Complex evaluation of the quality of individual work performed is detezmined with
respect to the facility as a whole by the mean arithmetic indicator Ksr by tre
fo rmul a
293
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. FOR OFFICIAL USE ONLY
where P5, P4 and P3 are the number of types of work that have received marks of
"excellent," "good" and "satisfactory," respectively.
The mean values of index ICsr correspond to the following evaluations:
From 4.51 to 5.0 . . . . . . . . . . . mark of "excellent"
From 3.51 to 4.5 . . . . . . . . . . . mark of "good"
From 3.0 to 3.5 . . . . . . . . . . . mark of "satisfactory"
9.2. Quality Control and Acceptance of Preparatory and Excavation Work
Quality coiitrol and acceptance of preparatory and excavation work should be car.ried
out according to the requirements of SNiP III-8-76 and instructions SN 121-73 and
SNiP III-46-79.
Quality control of preparatory work envisions a check of the correctness of per-
forming the work with respect to development and engineering preparation of the
construction territory ar_cording to the requirements outlined in Chapter 3. In
accomplishing quality control, the following are checked:
the wlumes, sequexice and timeliness of completing preparatory work and
their conformity to the plan;
the correctness of performing survey work;
A adherence to technical regulations for pro3ucing aIl types of preparatory
wark;
the timeliness and correctness of filling out the work log and official re-
ports for concealed work.
Production of the main types of airfield construction work is authorized only after
completion and acceptance af preparatoxy work fror~i an official report. PreparatoYy
work is accepted by inspection of the sections of terrain prepared for production
of main work an checking the production-technical documentation (official reports
about formulation of earth removal, completion of geodetic survey work and so on).
Quality control of excavation work includes a systematic check of the conformity of
work performed to the plan and observation of technical regulations of producing it
according to the requirements of Chapter 3. Control is exercised in the phases of
performing work with vegetation-laden and mineral soil.
The excavation work plan is drawn to scale prior to the beginning of work and if
necessary the levelling grid of squares 40 X 40 meters is restored. When convert-
ing the plan to full-scale, layout of the staking and positive points should be
performed with an accuracy up to + 0.1 meter in cross-section and + 1 cm in height.
294
FOR OFFIC[AL USE ONLY
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. v- .i� � ~~~i~a. -Jl: VI\lJa
Data on conversion of the plan to full-sc31e and subsequent geodetic control of
excavation work are entered in a special survey, levelling and angle measurement
log. Upon completion of work to convert the plan to full-scale, an official report
is compiled on the production of geodetic-mine surveying, which together with all
the decinnentation on geodetic work and control, is presented when the airfield is
' turned over for operation.
Conformity of the following requirements should be checked in performing work with
vegetation-laden soil:
the boundaries of the work production contours and the thickness of the re-
moved and restored layers of veaetation-laden soil should correspond to the planned
boundaries;
the vegetation layer subject to removal should be crushed on the site to
total thickness and cleaned of stones, remains of roots, pieces of unbroken sod and
sr) on;
soil;
vegetation-laden soil may not be mixed with the underlying layers of mineral
during ri.pping and breakup, diaring banking and storage in embankments and
during restoration of the layer of vegetation-laden soil, it should not be permitted
to dry out.
The thickness of the layer of vegetation-laden soil to be restored is checked by
saving 5-10 pieces for each 1,000 m2 of excavation area. Deviation of thickness of
the restored layer from the planned thickness should not exceed + 10 percent.
Quality contral on channel excavation work and construction of fills from mineral
soil includes:
preliminary examination of the soil in the channeis (drainage canals and quar-
ries) of the soil intended for pouring into fills and checking its conformity to
the plan;
checking the quality and density of soils in the surface layers of channels
and in the bases of fills and the absence of low-quality soils in them;
operational cor.trol of the conformity af "~e technology of performing the
work to the provided work production plan (by standard process flow charts).
Soil samples are taken from holes equal in depth to the planned excavation depth
- at calculation of one hole for each 5,000 m3 of soil poured into fills when examin-
ing soils in channels. The total number of soil samples taken in channels and also
in poured fills is established from calculation of not less than one sample for
each 300 m3 of soil to be excavated or poured int-.o a fill. The type of soil, its
optimum moisture content and the maximum packing density are determined from the
samples.
t
295
FOR OFFICIAL USE ONLY
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FOR OFIFICIAL USE ONLY
The quality of preparation of the bed (witn compilation of ar, official report for
concealed work), the quality of poured soils and their conformity to the plan, the
conformity of the thickness of the poured layer of soil to the packing capability
of the means of inechanization used, the moisture content of the soil during pack-
ing, the modes and degree of packing, the planning marks and the evenness of the
flying field surface are controlled when constructing fills.
The quality of packing is checked by determining the actual density of the soil,
expressed by the density of the soil skeleton with its subsequent comparison to the
maximum de:isity during standard packing.
Soil density is determined by the following methods;
by the method of samplinc; soil with undisturbed structure by means of inetal
cylindrical soil probes for clay and sandy soils;
by the method of takina samples of soil with disturbed structure from a hole
with subsequent filling of it with homogeneous sand for gravel-pebbly, sandy and
clay soils with inclusions of coarse fractions.
Soil packing should be controlled during layer-by-layer pouring of fills in each
layer to be filled at five poir:ts (along the axis, edges and at intervals) for
each 2,000 m2 0f area of dirt fl.ying fields and 1,000 m2 of area of the soil bed
- under pavement. When filling in tren;;hes, holes and gulleys passing rider pave-
ment, not less than one sample is taken for,each 50 m2 of trench or ;.,le or 50 m2
of gulley.
When making the check, soil samples are taken from a depth of 8-10 cm from the soil
surface. The soil density in the sample shouldnot differ from the planned density
by more than 4 percent in the direction of a decrease. In this case the number af
- points with maximum deviation should not exceed 10 percent of the total number of
_ measurements.
_ Upon firial acceptance of work, a hole is dug to the total height of the fill on Lhe
fill r.ontour being accepted and three control samples of soil are taken to deter-
mine it`.s density in the top, middle and lower parts of the fill. After taking the
samples, the hole is filled in with soil and packed to the planned (required)
density.
The criterion of the required degree of soil packing is the packing coefficient in-
tended by the plan and expressed in fractions of the maximum soil density with
standard packing. If there are no instructions in the plan on the required degree
- of packing, the value of the least packing coefficient is taken f.rom Table 9.1.
Quality control of grading the surface af the flying tield includes establishment
of the conformity of height marks to planning data and slopes af the graded surface
and also its evenness. The neight marks of the soil part of the flying field and
of the landing strip is controlled by geodetic levelling at all points of the
planned levelling grid. Deviations of the actual marks from the planned marks--
macrounevennesses--should not exceed + 50 mm.
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Table 9.1. Lowest Values of Soil Packing Coefficient
(1)
Pa 3� irnm.l1+oM. 1' l'}'HT:1
iTecKN, cynaoH
Cqrn1111Kx (10)
Tnti+a (11)
(2) I(11WIMIIIIIUIPIITFI Yl1AUTI1P1111N
-
it
az
n
-
a
4
wN
imme, ,c-
e
1r:1.11rfn0pT0jI14Ne N GII-
tr
~~lo
,
,
77111NNP NTyMOM, IIQ-
. Ty'MnVH11BPaA1d11JC uo.
wcnrorjry11TO014! 11p-
(7)
ta,
KIIN711N
KjPNTIA
rQYNT0NAA
n,'I(N'M

~
~ cV~
vacre. aeT-
bearn~ncao-
n/`P1INN!
CJIn{I HH1KC
nPQIIHIIC
CAM1 11111K!
XOrO nOAp
CTII
CAO11 0 91M1F
90NH 11po--
CMl{I n 3DH!
3nNN iIliO-
IIP(�1CP3aI1NA
Mt(1WIN11
11P:1MPIM1111A
MCN3aIIIIN
0,98
0,95
0,9:>
O,~).i
U,90
0,8i
1,00
0,95
0,98
0,95
0,95
0,85
l,(H)
0,9R
0,9R
0,l1.5
0,95
O,R;i
Note. The packing coefficients are taken as for the layers below the freezing
point for climatic zones IV and V.
Key:
1. Variety of soil
2. Packing coefficients
3. Cement-concrete, asphalt concrete and asphalt-mineral pavement
4. Crushed stone treated with asphalt and cement-soil pavement
5. U_3per layers in freezing zone
6. Layers below freezing point
7. Soil part of flying field
8. Safety strips
9. Sands and sandy loams
10. Loams
11. Clays
The evenness of the dirt flying field surface is evaluated by the size of ineso-
unevennesses, characterized by the value of relief breaks on sections up to 40
meters long every 5, 10 and 20 meters and by the value of microunevennesses char-
acterized by the open spaces under a three-meter control rod.
Mesounevennesses are checked by levelling the transverses on defective and dvubtful
sections every meter. In this case the algebraic difference of contiguous slopes
of the mesorelief should not exceed 0.025 with levellinq spacing of 5 meters, 0.020
_ with spacing of 10 :neters and 0.015 with spacing of 20 meters.
Microunevennesses are checked with a metal control rod 3 meters long. The permis-
sible unevennesses of the microrelief should not exceed 30 mm.
When preparinq the soil bed (t rough) for pavement, the following are checked: the
position of the axis, the linear dimensions and slopes of the bed and the height
markers and microunevennesses of its surface. The width and slopes are checked
every 80 meters and deviations from the planned values by more than 1/1,000 in
width ar.d by more than 1/2,000 in length are not permit:ted. Deviations of slopes
from those adopted in the plan should not exceed + 0.001.
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- Control levelling of the bed surface is carried out at all points o� the planned
levelling grid: deviations of the actual marks from the planned marks should not
exceed + 40 mm. Microunevennesses of the soil cover under the pavement are checked
by means cf a three-meter rod and gaps of not more than 20 mm are permissible.
When constructing frost-protective and drain layers, their thickness; transverse
slope, height markers (along zhe axis), surface evenness and quality of packing are
checked every 50 meters along the axis and edges of the pavement. ThA extent of
permissible deviations are + S percent but not more than 20 mm in thickness, +0.002
for slopes and + 20 mm for height markers. The greatest gap un3er a three-meter
rod in layers under a monolithic pavement is 10 mm and under precast pavement is
5 mn.
Intermediate acceptance of excavation work with campilation of official reports for
concealed work is carried out upon completion of the fol?owing types of work: sur-
veying, preparation of the dirt bed, packing of the constructed fills, final grad-
ing of the dirt bed (cover) under the pavement and installation of cold-protective
- and drain layers.
, 9.3. Quality Control and Acceptance of Work to Install Runoff-Drain Systems
When exercising operational quality control and acc�ptance uf work to install run-
off-drain systems of airfields, one should be guided by the instructions of exist-
ing SNiP III-30-74 and SN 121-73 and also by the operational quality control schemes
(charts) (SOKK) worked out by planning and other organizations.
Operational quality control of work perfozmance envisions the checking of the qual-
ity of materials, prefabricated structures and parts used, a check of the conform-
ity of technological work production regulations (see Chapter 4), certification and
intermediate acceptance of them with reflection of the results of quality control
and evaluation in work logs, process flow control charts and official reports for
concealed work.
Intermediate certification and acceptance of work with compilation of official re-
ports for concealed wnrk are carried eut during the following acceptance phases:
_ finished sections of trenches for runoff-drain systems;
beds 4nder pipelines, manholes and thalweg pits, storm-water inlets and so on;
finished sections of pipelines,prior to filling in with conducting of pre-
liminary hydraulic tests;
work on back-filling of runoff-drain systems.
When finished sections of trenches are accepted, their linearity is checked (with
a theodolite), the conformity of the bottom and slope marks to the planned marks is
checked (with a leveller and sighting devices) and the evenness of the bottom is
checked (with a three-meter rod).
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Deviations of the bottom marks of trenches from plnnnoc3 murkr. qhouM not excuoLi
+ 2 cm and deviations of slopes should not be more than + 0.0005 while confozminy
to the general direction of the planned slope. The gaps between the control rod
and the bottom of the trench should not exceed 1.5 cm.
When accepting open drain ciitches, the correctness of making the slopes is also
checked (by means of templates) and the quality of strengthening them is checked.
W'hen accepting finished sections of beds for pipes, the value of longitudinal
slopes of the bed surface and their conformity to planned values, the thickness of
the bed and the evenness of its surface are checked.
Longitudina'_ slopes are checked at the planned poi.nts of breaks along the level,
~ at intermediate poir:ts by sighting devices not less than every 2 meters with slopes
up to 0.003 and every 3-5 meters with slopes greater than 0.005. Deviations of
- the slopes of the bed surface from the planned marks should not exceed + 0.0005.
The thickness of the bed is checked no less than every 10 meters and the permissible
deviations from the planned thickness should not exceed + 5 percent.
The evenness of the bed surface is checked by means of a three-meter rod not less
than every 10 meters and also on doubtful sections the permissible gap under the
rod is not more than 0.5 cm.
The linearity of pipelines in cross-section and their vertical position, the tight-
ness of the pipes lying on the bed, the quality of finishing and waterproofing of
the pipe joints, the walls of pits and abutments of pipes to pits, sealing of jaints
and the waterproofing of pipelines and pits are checked during acceptance of fin-
ished sections of sewage conduits.
The linearity of pipelines in cross-section is checked on sections between adjacent
pits by inspection for light using mirrors. In this case deviations from the regu-
lar shape of a circle along the horizontal are permitted by not more than one-fourth
the p:neline diameter but not more than 50 mm in each direction. Deviation from the
regular shape of a circle along the vertical is not permitted. Possible vertical
deviations of the position of pipes from the planned pasition are not more than
_ + 10 mm z:d deviations of the marks of covers in manholes from the planned marks
should not exceed + 5 mm.
The tightness of the pipes resting on the bed is checked by selective inspection.
The pipes must not rest on pads.
The water impermeability of pipelines and sewage conduit pits is checked by hy-
draulic tests which should be conducted twice:
preliminary tests before filling in the trench;
final tests after filling in the trench.
The tests are conc:ucted in sections from pit to pit and are carried out by one of
the following methods as a functicn of the conditions of laying the pipelines:
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by determination of water Teakage in dry soils and also in wet soils with
location of the grour3water level near the top of the pit at a depth equal to half
the depth of pipe placement or greater than it (counting from the cover to the
apex);
by determination of water influx in wet soils with location of the ground-
water level above iialf the depth of pipe placement (counting from the cover to the
apex).
- Wells having internal waterproofing are tested by the first method and wells having
waterproofing on the outside are tested by the second method. The tests should be
begun no earlier than 24 hours after the pipelines and wells have been filled with
water.
Pipelines of asbestos-cement pipes on cylindrical couplings with rubber packing
rings are not tested.
During leakage tests, the hydrostatic pressure in the pipeline is created by fill-
ing a temporary standpipe with water installed at the upper point of the section
to be tested or in the upper pit if it is subject to testing. Pressure is deter-
mined by the excess water level in the standpipe or in the pit above the apex of
the pipe or above the groundwater level ir it is located above the apex. The ex-
cess should not be less than the depth of pipe placement (counting up to the pipe
apex) and should be maintained at a given level during the entire test.
If the pipe diameter is more than 400 mm and the placement depth is greater than 4
meters, the test pressure sho,a"' be taken as equal to 4 meters of water column. The
permissible decrease of the level in the standpipe or in the pit should not exceed
0.2 meters during the tests.
Preliminary testing of the pipeline and pits is carried out by filling them with
water and by external inspection. The pipeline and pits are acknowledged as passing
the preliminary test if no visible water leaks are detected upon inspection.
The extent of water leakage durinq the final testing is determined in the upper pit
of the section to be tested by the volume of water added to the standpipe or pit
to the level indicated above. The extent of water influx 's determined in the laaer
pit by the volumetric method or by means of a runoff. The length of testing should
nat be less than 30 minutes.
The sPctian of sewer conduit is recognized as having passed the final test if the
specif.ic leakage or influx of water during the test does not exceed the permissible
values presented in Table 9.2.
The quality of the soils used for filling, the correctness of performing work on
filling and packing (see section 9.2) and the quality of filter materials when lay-
ing edge drains and installation of drains with filter filler are checked durinq
back-filling of the edges of runoff-drain systems.
Runoff-drain systems are accepted on the basis of operational control charts, offi-
cial reports for concealed work, test data and certification of systems in full-
scale and includes:
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Table 9.2. Permissible Leakage or Influx of Water During Testing of Sewer Conduits
11rnqchacvaa nemmnum yri-0ku nan npnrnKe nonra, Ml/cyr, im 1 KW nmmia
(2) TIrY(h1n1Rtll0Rl upn Al18NCTllr TpyG, FIM
Aun
7py6uupan�vIa (
150 I 200 I ^50 I 300 I 350 I 400 I 450 I 500 I 550 I fOQ
~3 GeTOi~3~
uwx, Wene-
aoGcronNwx
}i ac6ccro-
ueMenMINx
(Fia IlH11N1IJ(-
pnvecKNx
aty(~Taz Oei
ynnorriH-
Tenhnwx Ko-
ncu) TpyG
7 1 20 I 24 I 2fi I 30 I 32 I 34 I 36 I 38 I 40
Notes. 1. The permissible leakage or inFlux of water for pipes more than 600 mm
in diameter is determined by the formula
where q is the permissible leakage per kilometer of pipeline, m3/day and Dp is the
inner diameter of the pipeline, inches.
2. The standard leakage permissible in Table 9.2 is taken with factor of
0.5 for reinforced concrete pipelines with butt joints on rubber rings.
3. The permissible leakage is taken the same as for reinforced concrete
pipelines equal to them in cross-sectional area for sewer conduits constructed from
precast components and blocks.
4. The permissible leakage (influx) of water through the walls and bottom
of the pit per meter of depth is taken as equal to the values presented in Table
9.2, reduced to one meter of pipe length, the diameter of which is equal to the
inner diameter of the pit.
_ Key:
1. Type of pipeline
2. Permissible leakage or influx of water, m3/day, per kilometer of pipeline
- with pipe diameter, mm
3. Of concrete, reinforced concrete and asbestos-cement (on cylindrical coup-
lings without sealing rings) pipes.
- external inspection of the systems (pits, drain channels and so on);
a check of the linearity of pipelines;
an instrument check of the shoot marks in pits and a check of the absence of
standing water in them;
hydraulic tests of systems (if requit�d);
checking and acceptance of technical documentation.
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9.4. Quality Control and Acceptance of Work to Install Beds and Construction of
Flexible Pavement
When implementing operational control and acceptance of work to install artificiaY
bed9 (levelling interlayers) under pavement and flexible pavement, the following
= are checked: c.:onformity of the bed (pavement) structure and the materials used to
the plan, the quality of materials, the width and thickness of the bed (pavement),
the conformity of height markers and slopes of the bed (pavement) surface to plan-
ned marks, the evenness of the bed surface and the degxee of packing.
The sand, sand-gravel mixture and gravel and crushed stone materials used to install
beds shuuld correspond to the instructions of the plan and the requirements of ex-
isting GOST (see Chapter 2 of this handbook). The quality of the materials is
checkPd bp external inspection and from 3ata of laboratory analyses of not less
than two samples taken every 1,000 m3 of materials installed in the bed.
The width and thickness of the bed (pavement) should be checked not less than two
times for each 400 m2 of area.
Heighi- marks and slopes of the bed (pavement) surface are checked by control level-
ling at the levelling points of transverse sections every 40 meters along the
length of beds (pavement) and also at one-two points between transverse sections.
The evenness of the bed (pavement) surface is checked with a three-meter metal rod.
The permissible deviations from the parameters indicated above from the planned
values should not exceed the values presented in Table 9.3.
Table 9.3. Permissible Deviations in Construction of Flexible Pavement and
_ Ebaluation of Work Quality
(1)
KuurpWmpyo%nJc 1mp:1'ICTp14
- (6)
I.Ilnpn~ia ~cni~n;iniist (11incpir711si).
Tonuituna rnnsi or,uonaimm (nnKI~7~iN), "o
'l'n Nce. eisI (g)
'f~~nnlnu,i .i1iapaniuin;iI,~uteii I1I)OC1J1uNK{I, c~M ~
Bf,ICOTIIbIC I)TNI'1'h IIO fll'}I, CNf(iO)
170ircpevni,iii yH.m!i (11) ~
Ilaufinni,mnii nI1:x�ni~T ni~n 1pcxMeTpoi+~t~
P(`IIKOII: (13)
ocnnnaun,i non nir,Mmir111,1c noKp[r-
rnsi, ni+i (14)
- ocnou;Im1st unlt c601MnAC 110Kp6irufl,
MM i
nLAp,u1nnn.aiontne nl'ocnoiihn, ntM (15)
- UC1100811IIH 11 f10Kp1diNH Ili I'py11ToH N
hanuPnuiAx WircpFi1:101+, oG iaCx~rau- ,
i~~Ax nn~;yntiinrn, HnI (lf ~ ,
[Key on following page]
302
(2)
nmycti,eMwc "TKA�~~CMIw
(3)
(4)
y 51
,uTnmirn~�
i
I
.x~~~nnu~
m
-
~no
T~
-1.5
:{-R
~I:IU
L:3
no(l
) J: 5
lie fionoc
I- IO
+ IS
� 10
0,3
0,4
0.5
I
1,5
2
0,001
0,0015
0,002
5
8
10
3
4
5
1
2
3
3
5
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Fl)k l)h'F1CUI. 1 ttiNC ON1.1'
[Key continued from preceding page]:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
lle
12.
- 13.
14.
15.
- 16.
- 17.
Parameters checked
Permissible deviations
Excellent
Good
Satisfactory
Width of bed (pavement), cm
Thickness of bed (pavement), layer, percent
Thickness of bed (pavement), layer, nan
Thickness of levelling interlayer, cm
Height marks along axis, cm
Transverse slope
Greatest space under three-meter rod
Of bed for monolithic pavement, mm
Of bed for precast pavement, mm
Levelling interlayers, mm
Of bed and pavement of soils and stone materials treated with binders, mm
But not more than
The degree of packing the beds is checked:
when the sand bed is installed by determining the density (see section 9.2)
of the sand at not less than two points every 1,000 m2 of area. In-this case the
value of the packing coefficient should not be less than that indicated in the plan
(not less than 0.98 if this is not indicated in the plan);
when installing a sand-gravel bed with control passes of a smooth-wheeled
roller 8-10 tons in mass and a track more than 0.5 cm deep should not remain on the
bed after the roller has passed;
during installation of gravel, crushed stone, slag and sand-cement bed with
control passes of a smooth-wheeled roller 10-12 tons in mass. In this case no
track should remain on the surface of the bed during movement of the roller and
the ridge measuring 40 mm discharged under the wheels of the rollers should be
= flattened and should not be squeezed into the bed.
The quality control of beds installed during winter is accomplished during produc-
tion of work and acceptance is accomplished after complete thawing of the layer of
bed, elimination of detected defects and deformations and repeat packing.
The quality control of work to install beds and to construct pavement fram soils,
sand-gravel and crushed stone-sand mixtures and other mineral materials treated
with binders should be carried out according to the "Instructions on the Use of
Soils Strengthened with Binders to Install Aeds and Pavements of Highways and
Airfields" (SN 25-74).
When making the check, one must check no less than once per shift the granular com-
position of the soil and mixtures, the density and moisture content of the pre-
pared dirt bed, the plasticity number and degree of pulverization of clay soils by
screening medium samples on screens with mesh size of 5 and 10 mm, the accuracy of
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proportioning and the unifoz.nity of introducing binder materials, the moisture
content of soils to be treated and the finished mixture prior to packing, the de-
gree of packing and the evenness of the surface layer of strengthened soil (mixture)
- and conformity of maintenance conditions of the bed (pavement) of strengthened soil
(mixture).
The granulometric composition and the physicomechanical properties of soils are
checked by takirig three-four samples for each 200-300 m3 of treated soil.
Operational quality control of performing all the production processes and opera-
tions is accomplished during work production according to SN 25-74.
The degree of packing the soils and also of the gravel-sand and crushed stone-sand
mixtures treated with inorganic binders is checked by determining the packing coef-
ficient, expressed by the ratio of the volumetric mass of the soil skeleton (mix-
ture) of cores to the volumetric mass of specimens packed with optimun moisture
content by the standard packing method.
The degree of packinq of soils, gravel-sand and crushed stone-sand mixtures treated
with organic binders is checked by determining the packing coefficient, expressed
by the ratio of the volumetric mass of cores to the volumetric mass of specimens of
soil (mixture) packed with optimum moisture content and load of 300 kgf/cm2.
The core samples are selected at the rate of three units for each 100 running meters
of pavement (bed).
The packing coefficient of beds and pavement of sa~_ls, gravel-sand and crushed
stone-sand mixtures treated with binciers should not be less than that indicated in
the plan, but not less than 0.98.
The movement of construction transportation on the bed or pavement of soil (mixture)
treated with asphalt or tar is authorized immediately upon completion of packing
and surface treatment provided that traffic is controlled for not less than 10 days.
The movement of transport equipment on the bed or pavement of noncohesive or low-
cohesive soils treated with inorganic binders (cement, lime and so on) is author-
ized no saoner than 14 days and that treated with cohesive soils is authorized no
sooner than 7 days after completion of work to install the bed (pavement).
Work to install and pack the dirt bed and work to install the structural layers of
pavement (bed) from strengthened soils and mixtures is subject to intermediate
acceptance with compilation of official reparts for concealed work during operation-
al control.
The width and thickness, height marks, slopes and evenness of pavement (bed) and
degree of packing are checked upon acceptance of pavement (beds). The degree of
packing is checked by test passes of a smoath-wheeled roller 10-12 tons in mass.
A noticeable track should not remain on the pavement (bed) in this case. In doubt-
ful cases the density is checked by core specimens.
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The quality control of work is carried out during construction of asphalt concrete
pavement in the phases of acceptance and storage of materials, preparation, trans-
portation, placement and packing of the mixture and maintenance of the pavement.
The quality of the mineral material (cleanliness, granulometric composition and so
on), the quality of the mineral powder (volumetric mass, porosity, moisture con-
tent and hydrophobic nature), the quality of organic binder materials (viscosity,
softening point and so on) and adhesion of the binder to the surface of the mineral
material are subject to selective control.
The conformity of the composition of the mass to the plan and the accuracy of pro-
- portioning the mineral and binder materiais (not less than once per shift), the
temperature conditions of preparing the mixture in each batch and the temperature
of the finished mixture and the quality of the finished mixture (granular composi-
tion, homogeneity and so on) are checked during preparation of an asphalt concrete
mixture.
The time for transportation and the temperature of the mixture during placement and
packing, the quality of preparing the base, the thickness of the installed layers
and the quality of makir.g joints, conformity to given conditions and the quality of
packing, observation of planning dimensions and also the evenness of the pavement
- ar.d the quality of the formed layer of pavement are checked during transportation
and placement of the asphalt concrete mixture.
The temperature of the asphalt concrete mixture should be checked in each dump
truck.
The thickness of the installed layers is checked by the level of setting the sole
plate of the asphalt spreading machine.
The degree of packing is checked visually and by core samples on the basis of de-
termining the packing coefficient within 10 days after placement--the ratio of the
volumetric mass of the specimen to that of a reformed specimen packed under a
standardized load. The value of the packing coefficient should not be less than
that indicated in the plan.
- The evenness of the pavement surface is checked with a three-meter metal rod or a
movable miiltisupport rod designed by Soyuzd.ornii.
The width and thickness of the pavement and the conformity of the transverse slope
to the planned slope are checked not less than every 100 meters of pavement.
Pavement is accepted and work quality is evaluated upon completion of all work on
the basis of external inspection and checking in full-scale the width and thick-
ness of pavement, height markers and slopes of the evenness of pavement surface.
Permissible deviations should not exceed the values indicated in Table 9.4.
The quality of asphalt concrete (asphalt and tar-mineral) pavement is evaluated
by the following indicators:
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Table 9.4. Permissible Deviations in Acceptance of Pavement
(2)
KoNrpoai+pyet N, napaweryi+ I AonycKaau+e omoaemr
TIIHpHFia noKpbirH)R - 10 cM (8)
TonwHHa p(4 ) f 10%, iio Ffe 60nee 10 MM
BdCOTHbie OTNICTKIt IIO Ql'N(S) tL CM
IlonepevtidH yKnon (6) f0,002
,Heii6onbiuta npocoeT non rpcxMeTpoeoF~ pcf+xor+ (7) 3 MM
Key:
1. Parameters to be checked 6. Transverse slope
2. Permissible deviations 7. Greatest gap under three-meter
3. Width of pavement rod
_ 4. Thickness of pavement B. But not more than 10 mm
5. Height markers along axis
"excellent" if no more than 20 percent of the total number of gaps 3 mm in
size are found under a three-meter control rod, the pavement surface is uniform, has
no cavities, there are no cutouts of poor-quality spots and the edges of the pave-
ment are even and packed;
"good" if the number of gaps of 3 mm is found to be no more than 30 percent
of the total number of gaps, there are individual cavities (not more than 2 percent
of area) on the pavement surface, there are no cutouts of poor-quality spots and
the edges of the pavement are packed but have slight unevennesses;
_ "satisfactory" if gaps measuring 3 mm are found with no more than 50 percent
of the total number of gaps, there are slight cavities (not more than 5 percent of
r area) and there are other defects not corresponding to the requirements of excellent
and good marks.
9,5. Quality Control and Acceptance of Work on Construction of Rigid Pavement
The following are checked when imglementing operational quality control of the per-
formance of work ta construct monolithic concrete, armored concrete and reinforced
concrete pavement with a prepared and adopted artificial bed:
the correctness of installing the rail-forms or master strings;
the quality of installing the separating layer and priming of the walls of the
rail-forms and lateral edges of the slabs;
the quality of manufacture, installation and strengthening of reinforcement,
componants of butt joints and inserts in deformation joints;
the quality of materials and of the finished concrete mixture and conformity
to the regulations for its preparation, transportation and placement;
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the degree of packing and stratification of the concrete mixture and the qual-
ity of finishing the surface of the pavement and edges of joints;
- forms;
confoztnity to the rules of maintaining the concrete and removal of the rail-
the quality of installation and filling of deformation joints with mastic;
the strength of the concrete of control sgecimens and directly in the
pavement.
The correctness of installation and the reliability of attaching the rail-forms are
checked by visual inspection and control levelling. Individual unevennesses of the
rail-forms in the vertical plane and a difference of the marks of rail-form sections
at joints should not exceed 2 mm and deviations in the horizontal plane should nat
be more than 5 mm from a straight line. Variation of the marks of rail-forms and
mutual excesses in the joints after control passes of the subgrader or concrete
finishing machine should not be more than 3 mm.
_ The following are checked during manufacture and installation of reinforcement and
components of butt joints: the diameter and number of bars, the quality of connec-
ting the bars, the dimensions of cells and the absence of curvature of the rods,
the conformity of the position of reinforcing mesh, frames and components ta the
planned position and the reliability of attaching them and provision of the required
thickness of the protective concrete layer. Deviation of the height position of
reinfo rcement from the planned position should not exceed 1 cm. Before installing
the reinforcement, the quality of installing the separating layer is checked: the
number of layers of roll materials, the correctness of placing them and the absence
of gaps.
Installed reinforcement in components of butt jaints and also a prepared separating
layer are subject to intermediate acceptance with compilation of an official report
for concealed work.
Main quality control of materials and the finished concrete mixture are carried out
at the concretE nlant. Visual inspection of each machine with concrete mixture is
carried out at the placement site to detect visible violations (separation, water
3eparation, drying, the presence of foreign objects and so on). If these viola-
tions are discovered, the mixture is rejected and a report is made immediately to
the concrete plant.
Moreover, the suitability of the mixture to be placed is determined at the place-
ment location at the beginning of the shift and also during it (in the case of am-
bient air temperature variation by 5�C) and if necessary a correction is made to
the variation of the consistency of the mixture during transportation. The degree
of packing of the concrete mixture is controlled by determining its volumetric mass
after passage of the concrete finishing machine. The volumetric mass of samples of
the concrete mixture taken from the pavement should not differ from that of a m,ix-
ture packed in a laboratory vibrating bench by more than 2 percent.
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The degree of stratification of the concrete mixture is checked immec:iately after
the passage of the concrete finishing machine by measuring the thickness of tne
dissolved part of the mixture in the surface layer of the pavement, which should
not exceed 3 mm.
The degree of packing is determined oi samples taken during the first week of op-
eration and on one sample taken the following wePk, while the degree of stratifica-
tion every 5 meters at three points is determined on the edges and along the axis
of the concreted row.
The evenness of the pavement surface in the longitudinal, transverse and diagonal
directions is checked by a metal control rod three meters long. Unevennesses
(gaps) under the three-meter rod should not exceed 3 mm.
Control specimens of concrete should be manufactur.ed for compression (three speci.-
mens) and tensile bending (three specimens) tests for each 200 m3 of laid concrete
mixture, but not less than once per shift. The results of testing the specimens
are entered in a concreting log.
The following should be checked during installation of deformation joints (expan-
sion and compression joints) in the pavement: provision of planned expansion of
joints and the confozmity of expansion joint spacers with them, the correctness of
selecting the method and adherence to regulations for cutting the joints according
, to the requirements of section 6.7, provision of the planned width and depth o*
joint cutting, the linearity of joints and the extent of unevennesses between their
edges and the quality of filling the joints with sealing mastics.
The following are checked during the phase of maintaining the concrete: the time-
- liness and correctness of performing operations at all stages of maintaining the
concrete, installation of warning signs with indication of the concreting time and
periods of maintaining the concrete, adhering to the deadlines for rer.-)val of rail-
forms and excluding the passage of transport equipment on pavement sec�cions with
inadequate strength of the concrete. The quality of applying the film-forming ma-
teriais on freshly laid concrete is checked once per shift on a section 20 X 20 cm
in area. A 10 percent sulphuric acid solution or a 1 percent phenolphthalein solu-
tion is applied in a unifonn layer to a section carefully flushed with water and
- wiped with clean rags. The number of detected flawed points should not be more
than two per 1 square inch of surface.
The thickness of the pavement should be measured not less than every 100 meters as
the rail-forms are removed and the permissible deviations should not exceed + 5
percent, but not more than 15 mm. Cavities in the concrete, detected on the edges
of slabs, should be filled in with cement-sand mortar in the ratio of 1:3.
Work to cnnstruct pavement is accepted on the basis of full-scale certification
with taking of the required control measurements and tests and familiarizatian
with the productio:l-technical documentation. The width and thickness of the pave-
ment, the height marks and extent of slopes, the state of the pavement surface
(evenness, absence of cracks, cavities, peeling and so on), the quality of making
the seams (linearity, finishing and conformity of the edges and filling with mas-
tic) and the strength of the concrete in the pavement are checked during acceptance.
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- The thickness of the pavement is checked by holes along the lateral edges, by tak-
ing cores and if the corresponding equipment is available, by the acoustic method
using ultrasonic instrunents.
The evenness of the pavement surface is checked hy means of a multimarker rod de-
signed by Soyu.dorni:. or with a three-meter metal rod by measuriny the gaps under
= it at the rate of not less than 100 per 1 kilometer of each row. The permissible
size of the greatest gaps is 3 mm.
The strength of the concrete is evaluated from the results of testing control spec-
imens of concrete (cubes and small beams) and cores cut from the pavement at the
rate of not fewer than 3 per each 10,000 m2 of pavement area. If the appropriate
eqaipment is available, strength is tested by nondestructive methods directly in
the pavement.
The extent af possible deviations by the parameters indicated above should not be
more than indicated in Table 9.5.
Table 9.5. Permissible Deviatians from Planned Dimensions of Basic Characteristics
of Cement-Concrete and Reiiiforced Concrete Pavement and Evaluation of
Work Quality
(1)
(2) n�~,,~~~:~~ M~a~� �~h~,~~~~ w -
Ocw niuu~ uapanicrpi4 u aaWrp.
(3)
(4)
~A
n
�
I
,~rrmivnu'
~xnqn'unr
(
. }
n�
eeTnupi .
t(�nr,uM
ll11ipMnMi no(l)i,irIie, ot (6)
-

Tu:intnnci (7)
13) 1111 uc rmncc
lO iI~C. \im(a)
5
'1
_171()
;1 15
BLICf1T111dP IlfhwfKll 110 Ila M (9)
0
.
-1: ~
;1. 1,5
I:!
11ofIPPC411L111 yIf()K II:I1f1
2
2,5

npu:u~:u,ni~ir u n~~nc~ir~inr,~x cTi~rnr. at~i
Key :
1.
Main parameters and measurements
_ 2.
Permissible deviations
3.
Excellent
4.
Good
5.
Satisfactory
6.
Width of pavement, cm
7.
Thickness of pavement, percent
8.
Thickness of pavement, mm
9.
Height marks along axis, cm
- 10.
Trans,,arse slope, percent
11.
Createst gap under three-meter rod,
mm
12.
Greatest excess of slab edges in longitudinal
and transverse joints, mm
13.
But no more than
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Work quality is evaluated during acceptance of pavement by three indicators: No 1--
strength of concrete, No 2--quality of joints and No 3--evenness of pavement
surface.
_ The following marks are established by indicator No 1:
"excellent," when the entire 100 percent of tested specimens have strength
not below the planned strength;
"good," when compressive strength of 5 percent of the tested specimens is not
_ less than 10 percent of the planned strength. In this case deviations from the
planned tensile bending strength are not permitted;
"satisfactory," when the compressive strength is not less than 10 percent of
the planned strength in 10 percent of the specimens and the tensile bending strength
is not below the planned strength for all tested specimens.
The following marks are given for index No 2:
"excellent," if the joints are made in complete accord with the plan and
specifications: the joints are cut to the full depth, their edges are vertical,
- the edges are linear, the excess of edges is in the permissible range, there are no
- chipoffs, cavities, cracks and boiling and the joints are carefully filled with
mastic. Deviations from linearity by no more than 3 cm in 2 percent of joints in
length of the total length of tested joints are permitted in this case;
- "good," if the same requirements are observed, but deviations from linearity
up to 3 cm in 5 percent of the joints are permitted;
- "satisfactorl," if deviations from linearity up to 3 cm in 10 percent of the
joints are permitted.
The following marks are given tocording to index No 3:
"excellent," if gaps 3 mm in size under the three-meter rod occur no more
than in 20 percent of the total number of ineasurements;
"good," if 3 mm gaps occur in no more than 30 percent of the total number of
measurements;
"satisfactory," if 3 mm gaps occur in no more than 50 percent of the total
number af ineasurements.
Individual deviations from the normative gap up to 5 mm at the rate of not more
than 5 percent of the total number of ineasurements are permitted for the marks of
"exce112nt" and "good" and not more than 10 percent for the mark "satisfactory."
Total evaluation of the quality of concrete, armored concrete and reinforced con-
crete pavement is determined by indicators No 1, 2 and 3.
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- Pavement that meets the requirements of the plan and the instructions of SN 121-73
- receive the marks:
"excellent," when all indicators or two of them have a mark of "excellent"
and th e third indicator has a mark of "good;"
"good," when all indicators have a mark not below "good;"
_ "satisfactozy," when all indicators have a mark not below "satisfactory."
A mark no higher than "satisfactoYy" is given if 2 percent of the slabs in the pave-
ment have temperature-shrinkage cracks.
_ Acceptance of pavement for operation is formulated by a report.
Quality control of work to construct precast reinforced concrete pavement is car-
ried out in the following phases:
acceptance, transportation and storage of slabs;
acceptance, storage and checking the quality of materials used to inst;all the
artificial bed and the levelling layer under the pavement, for welding butt cleats
and finishing the joints between slabs;
installation of the artificial bed and the levelling layer under the pavement;
placement and vibration placement of slabs;
welding of butt cleats;
finishing the joints between slabs;
acceptance of finished sections af pavement.
The thickness, degree of packing and evenness of the bed and levelling layer are
checked during installation and intermediate acceptance (with compilation of re-
ports for concealed work)--the permissible gaps under a three-meter rod should not
exceed 5 mm.
_ The following are checked during placement and vibration placement: the correct-
ness of layout and placement of the marker and subsequent rows of slabs, provi-
sion of linearity, the required width of joints and evenness of pavement at joints,
observance of the established modes of vibration placement (rolling) of slabs and
provision of complete and tight contact of slabs with the bed.
The marker row of slabs should be laid alonq a guide cord with systematic selective
control using a theodolite.
The width of the joints between adjacent slabs should not be greater than 15 n-m
and the maximum mutual excess of slab edges should not be more than 5 mm in longi-
tudinal joints and not more than 3 r.im in transverse joints.
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The degree of contact of the slabs and base (the levelling layer) is checked by
selective raising of one slab of every 100 slabs, but not less than once per shift,
with the contact area being fixed by the visible imprint of the slab on the bed.
A repeat check is made on five slabs in the absence of complete contact of control
slabs. A second vibration placement (rolling) of all slabs on the section of pave-
ment being checked is made with negative results of the additional check.
The vibrating placement conditic:.s are established in the presence of a representa-
tive of the customers' technical inspection.
Table 9.6. Permissible Deviations in Construction of Precast Reinforced Concrete
- Pavement and Evaluation of Work Quality

(2) J(mycKncfi+c 01KAmenea
t1
(3)
(4)
1~5,5nn
x-
IIo
3Mcea
I
.VUNqHO'
I
.7[OlMIWO'
p
.Yn~
IYALNQ'
Z3W~�urt~iA~�(orMerKx oo q~, cb
l / 1
+1
U
(N)l
I
t1.5
0015
j0
fl
f(1,110l
(R
Ilun:�pc1ii+iJii yKJwH. %
~
,
_
:
,
3
x
1'a siuiita n ypootiAx KpoMOK noncpc�Tl
1
2
mnon, M H

3
4
6
i+ yposHnx KPO~tOK npollontii1
Key :
1.
Indicators
6.
Height marks along axis, cm
2.
Permissible deviations
7.
Transverse slope, percent
3.
Excellent
8.
Difference in levels of edges
4.
Good
of transverse joints, mm
5.
Satisfactory
9.
Difference in levels of edges
of longitudinal joints, mm
In welding butt cleats, the quality of preparing them for welding (cleaning of
dirt and so on), conformity of the type and mark of electrodes used to the plan and
specifications and observation of the established welding conditions are checked.
The quality of weld seams is checked on the basis of visual inspection, measurement
oftheir geometric dimensions, tapping with a hammer 1 kg in mass and from the re-
sults of control rolling of the pavement with a heavy truck (pneumatic-tire rollers)
during two-three passes with subsequent inspection of the seams. The results of
control are reflected in the report for concealed work.
The quality of cleaning and priming the lateral edges of the slabs, filling the
lower part of joints to two-thirds the thickness of the slabs (except expansion
joints) with a cement-sand mixture and the quality of filling the joints with seal-
ing mastic are checked when finishing the joints.
The joints should be filled with mastic without gaps and beads on the slab surface.
Precast reinforced concrete pavement is accepted by analogy with acceptance of
monolithic pavement with formulation of an acceptance report.
The extent of permissible deviations in construction of precast reinforced concrete
pavement and evaluation of work quality are presented in Table 9.6.
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CHAPTER 10. SAFETY PROCEDURES IN AIRFIELD CONSTRUCTION WORK
[Text] 10.1. General Propositions
Supervision and responsibility for observing the requirements on safety regulations
and production sar.itation according to section 32 of SNiP III-A.11-70 is entrusted
to the engineering and technical persannel of the construction organization.
The construction organization plan and the work production plan should cantain
specific engineering decisions:
on creation of conditions far safe and harmless wark at the canstruction
site, facilities and job sites under ordinary and under winter conditions;
on sanitary-hygienic servicing of workers;
on lighting the const.ruction site, passages, thoroughfares and job sites.
Sanitation-service buildings and devices--locker rooms, washrooms, showers, toilets,
drying rooms, first-aid rooms, rooms for dedusting of speci,il clothing, rooms for
personal hygiene af females, rooms for warming and resting, snackbars and so on--
must be available at the construction site. A dispensary with medicines should be
available at each facility. '
Easily visiblra, warning and inclicator inscriptions or safety signs lighted after
clark, posters and safety instructions should be hung on all construction sections
where this is required according to work conditions. Barriers should be erected
i:a necessary cases or watchmen should be appointed.
Organization of job sites should provide safe work conditions. Outside personnel
may not visit the job site.
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Workers should be supplied with special clothing, special footwear and equipment
_ for individual protection according to the nature of the work perfarmed and the
typical norms of free issue of special clothing, special footwear and protective
. accessories.
There should be drinking water according to existing sanitation norms at the con-
struction site.
- Construction machines, mechanisms, equipment, implements, tools and accessories
should correspond to the nature of the job being performed and should be in good
- working order. The movable parts of machines and mechanisms must be enclosed at
locations of possible access of people. It is prohibited to leave machines and
_ mechanisms operating while unattended. It is prohibited to permit workers and
service persannel not being authorized to service the machine to control construc-
. tion machines.
It is prohibited to conduct c:onstruction-installation work, to store materials and
to park machines in the righ-'L.-of-way of overhead power transmission lines without
coordination with the organization operating the lines.
Work in the right-of-way is not authorized without a permit.
_ It is prohibited from operating excavators, boom cranes, loaders and other construc-
- tion and road machines directly under the wires of operating overhead power trans-
mission lines of any voltage.
Work and movement of the indicated machines near an overhead power transmission
line are possible if the distance from the hoisting or extensible pari of the ma-
chine through the air and also =rom the load to be hoisted in any position, includ-
ing the greatest hoisting or overhang, to the nearest wire under voltage is not
less than:
with
line
voltage
up
to 1 kV
1.5
meters
with
line
voltage
of
1-20 kV . . . . . .
. . . . 2
meters
with
line
voltage
of
35-110 kV
4
meters
with
line
voltage
of
150-220 kV
5
meters
with
line
voltage
up
to 300 kV
6
meters
with
line
voltage
of
500 kV . . . . . .
. . . . 9
meters
with
line
voltage
of
800 kV (DC) . . . .
. . . . -9
meters
The working members of a machine should be in the transport position when passinq
under a live power transmission line.
Work in the right-oi-way of overhead power transmission lines and near an electric
power transmission line should be conducted while fulfilling the requirements of
the "5afety F.egulations in Operation of Overhead Electric Power Transmission Lines
with Valtage or 35 kV z:,d Above" of Minenergo [Ministry of Pawer and ElectriEica-
tion) of the USSR.
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10.2. Safety Regulations in Froduction of Preparatory and Excavation Work
Safety regulations in preparation and development of territory. The following
_ requirements must be fulfilled when cleaning a section of bushes and small trees:
the site should be cleaned of stones, stumps and trees when operating a brush
cutter;
when two brush cutters are operating, each of them should operate on a separ-
ate strip, the distance between which is taken as not less than 40 meters;
carefully follow the working order of the enclosure that protects the apera-
tor against blows from cut trees;
auxiliary workers removing cut trees should be no closer than 25 meters from
the brush cutter.
_ The following reqirements should be fulfilled when felling trees:
~ creation of a forbidden zone with radius not less than 50 meters around the
perimeter of tree-cutting, enclosed with portable warning signs: "Pedestrians and
vehicles prohibited--tree-cutting!";
~
- workers should weaz� hard hats;
the distance between sections of tree-cutters is not less than 50 meters;
preliminary cutting of limbs from hanging, dry, rotten, crooked or hollow
trees and those with broken or hanging crowns;
observance of other safety regulations in tree-cutting work.
The following requirements should be fulfilled when removing stumps:
the working order of the brake c?riuns of the stump-removing machine and the
winch of the tractor, the reliability of the cables being attached to the support
stump and the stump being removed, the working order and conformity of the cable
diameter to the diameters of the sttunps being removed and the reliability of at-
taching the pulley blocks to the stumps;
location of blasters no closer than 50 meters from each other, knowledge and
acl}ierence to the location and directian of movement of neighbors and blasters being
under cover after ignition of the fuse and detonator. A brigade leader should
supervise the work of blasters.
It is prohibited for people to be closer than 15 meters in front of bulldozers or
stump pullers when they are used to remove large stones. The reliability of strap-
ping the stones and preventing them from rolling are provided during hoisting,
movement and loading into transport equipment. People may not be in a radius of
10 meters of an operatinq crane.
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Safety regulations when conducting excavation work. The main safety regulations
which should be fulfilled in excavation work are as follows:
Engineering personnel must inspect all locations daily where collapses, slides and
foYmation of dirt lips are possible at the faces of quarries prior to the beginning
of soil excavation in channels. These locations should be enclosed, equipped with
warning signs and soil should be dumped without expecting spontaneous collapse uf
it.
Fulfillment of safety regulations during operation of earth-moving, earth-moving-
transport, grading and packing machines should be specially checked during excava-
tion work.
It is categorically prohibited to work on malfunctioning macnines and they should
have sound signals and light signals when working at night. The traffic paths of
machines should be maintained in good condition.
It is forbidden to be located between a towed machine and tractor, to pass under the
towing device and to be located on it.
One must be guided by the "Unified Safety R:egu?ations in Conducting Explosive Work"
of USSR Gosgortekhnadzor wlien performing rock and excavation work with explosives.
The following main safety regulations must be fulfilled during operation of individ-
ual machines:
- a) during operation of bulldozers--no one should be located between the trac-
tor and blade before the engine has completely stopped, the blades should be lowered
to the ground during stops, the soil should not be sloped more than 30�, the bull-
dozer blade should not be moved beyond the lip of a pile when soil is being dumped,
the bulldozer should not turn with loaded or submerged blade, work should not be
conducted in clay soils during rainy weather, it is prohibited for the bulldozer to
back up with lowered blade, heavy parts of the bulldozer should be raised only with
functioning jacks and tackle, crawbars and other devices must not be used for these
purposes, the speed should not be greater than second gear when a tractor is oper-
ating in broken terrain or when crossing a poor road, suspended equipment of a
bulldozer can be installed on a tractor and disassembled from it only under the
supervision of a brigade leader;
b) during operation of scrapers--do not bring the tracks of the tractor and
the wheels of the machine closer than 1 meter to the edge and closer than 0.5 meter
to the cut of a channel, do not move soil on slopes steeper than 30� and do not load
it when moving backward on the pile, do not work in wet clay soils or during rainy
weather, transport the scraper with bscket fixed in the raised position and with
the winch switched off, clean the scraper bucket of adhering soil with a scraper or
shovel only after the tractor has campletely stopped, do not sit on the scraper or
stand on its frame, the blade should not cut into the soil, the levers of the con-
trol mechanisms must be switched off until the bucket has reached its maximum posi-
tion when raising or tilting the bucket;
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c) during operation of excavators--do not begin excavation of soil prior to
stable securing of the machine with extensible supports on a level horizontal sur-
face, prohibit the location of people under the boom, bucket or between the exca-
vator and transport equipment and at the face closer than 15 meters from the ex-
cavator, prohibit excavation of soil in the presence of overhangs and lips and
collapse them with the bucket, transport equipment for loading soil is placed so
that the bucket comes up behind or to the side of the truck body and is not moved
over the cab, the truck driver should not be in the cab, the excavator should be
moved from the edge of a trench not less than 2 meters during an interruption in
work and the bucket should be lowered to the ground, the excavator bucket can be
cleaned only in the lowered position, the boom must be set strictly in the 3irec-
_ tion of movement and the bucket must be raised 0.5-0.7 meter above the ground dur-
ing movement of a single-bucket excavator. An excavator with loaded bucket must
not travel, the excavator may move only after measures have been implemented to
prevent slipping of the caterpillar tracks during icy conditions, the excavator
can ascend and descend with angle of inclination of terrain greater than the estab-
lished certificate data by using tractors and in the presence of a responsible per-
son, oversize pieces of rock, logs, boards and beams may not be raised and moved
with the bucket, it is prohibited to change the boom overhang durinc,* operation with
the bucket filled, to tow a load with the boom and to work the brakes with the buck-
- et raised, extreme cutting of the blade into the soil is not permitted when an ex-
cavator equipped with a straight blade is operating, the excavator should turn to
unload and move with an empty bucket only after the bucket has left the ground, the
lever must not be moved to the extreme position when excavating heavy soils, the
bucket block may not stop against the boom block when lifting the bucket and one
- should follow the correct winding of cables on the winch drum, significant devia-
tions of the bucket from the direction of projections of the longitudinal axis of
the boom, which may occur when the bucket is being dumped in a turn, is not permit-
ted when a dragline is operating;
_ d) during operation of motorized graders--it is prohibited to work on sec-
tions where there are trees, stumps and large stones, speed should be lowest in
- turns, the distance between the crown of a dirt bed and the outer wheels of the
motorized grader or the caterpillar track of a tractor should not be less than 1
meter when levelling soil and two workers should set the sloper and extender, move
the blade aside to cut slopes and also to reset the blade;
e) when packing soils--the distance between motorized and towed rollers
shauld not be less than 2 meters, a warning signal should be given when a roller
changes direction, a loaded single-axle roller on pneumatic tires may not be un-
coupled but it must first be unloaded to do this, workers must not be behind the
body and in the body when the roller is being towed, mc>vement of the tractor in re-
verse is prohibited when rolling with a towed roller, the distance between the brow
and the travel parts of a tractor should not be less than 1.5 meter when rolling a
high fill and towed rollers on pneiunatic tires should be transported on a truck
trailer without ballast.
There should be no people in a radius of 5 meters from the tamping plate when pack-
ing soil with tamping platFS, the excavator or tractor should move along a layer of
already packed soil, the excavator should not come closer to the edge of poured
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fill closer than 3 meters counting from the brow of the fill to the caterpillar
track and a tractor with installed tamping plate should not come closer than 0.5
meter.
10.3. Safety Regulations in Construction of Runoff-Drain Systems
The safety regulations outlined in "Safety Regulations in Construction, Repair
and Maintenance of Highways," confirmed by the USSR Ministry of Transport Construc-
tion and the RSFSR Ministry of Highways, 29 April 1977, and coordinated with the
Central Trade-Union Committee of Motor Transport and Highway Workers, when perform-
- ing work to const2uct a runoff-drain system.
Special attention should be devoted to providing vrork safety when cutting trenches,
laying pipe in trenche:;, disassembling the supporting walls of trenches and during
backfilling of trenches with soil.
To prevent tailings or slips, the soil removed from the trench or materials placed
alongside it shauld be placed at a distance of not less than 0.5 meter from *'ie lip.
To do this, no materiaZs of any kind can be put within the soil collapse triangle
of the trench not having wall support.
Systematic checking should be established of the condition of the walls of tren-
ches not having reinforcement. The walls of trenches should be reinforced relia-
bly and without any projections from established regulations or standard olans.
The reinforcement is disassembled only in the presence of a work supervisor or
foreman.
Special care should be taken when lowering pipe or precast components of structures
into the trench or ditch. It is categorically prohibited to suspend loads whose
mass exceeds the capacity of the mechanism on a crane.
When lowering pipes, the rings of precast pits or other components, workers in-
stallinq them in the trench or di:.�ch should be at a safe distance from the load
being lowered.
10.4. Safety kegulations When Constructing Beds and Flexible Pavement
The following basic regulations should be observed when constructing beds and pave-
ment from strengthened soils, crushed stone and gravel: one may not be in the
body of a dump truck or in a distributing hopper when unloading and spreading stone
materials (crushed stone, gravel, sand and so on), cement or limestone, a dump
truck loaded with stone materials can back up only if the spreading machine or
spreader operator or an auxiliary worker gives a signal, it is forbidden to ap-
proach closer than 1 meter to the lip of a fill when a spreading machine or spread-
er is operating on fills, ' it is forbidden to clean a hopper during operation of a
placer or spreader, it is categorically prohibited to regulate the thickness of the
layer being spread or placed and also to regulate the vibrating plate of a crushed
stone spreader or to correct or change the belts of vibrators during operation of
machines, the density and tightness of hoppers, tanks, hatches and throats and the
readiness of pumps, conveyers, communications lines and proportioning devices
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- should be checked on rotary hoes, soil-mixing machines and binding material
spreaders prior to the beginning of work, it is forbidden for persons unrelated to
the operation of a given machine to be on jobsites and on the frames of all ma-
chines, the operator must ascertain the absence of people or different objects in
front of machines at a distance of not less than 50 meters prior to beginnina the
operation of motorized soil-mixing machines and towed mixers, chemical products
must be mixed and dissolved in solution assemblies, mechanical and pneumatic de-
vices must be used for loading and unloading and pumps must be used to pump fluids,
machines should move so that the operators, drivers and workers are on the windward
side as little as possible when spreading loose and liquid products on a strip to
be treated and when mixing them with soil, machines travelling to the garage or to
parking areas should be completely freed of chemical products at the end of work and
their working members should be flushed with a strong stream of water on sites allo-
cated for this, it is prohibited from removing and raising the cover of working mem-
bers of mixing machines during operation and it is prohibited from replacing the
blades on the shafts of mixing machines when the mixing chamber is'raised. The
chamber sholild be installed on strong pads.
The possibility of resins falling on the skin of workers should be prevented, work-
ers involved in pouring resins should use safety masks, rubber boots, gloves and
aprons and should be upwind, there should be a reserve of solvents (acetone and
raw alcohol), clean water, neutral soap, gauze, spare glasses, Lespirators and
breathing masks on the job site, the duration of continuous work on machines when
pouring furfurol and aniline should not exceed 4 hours during cold and moderate
weather and 2 hours during hot weather and it is forbidden to treat soils with fur-
furol and aniline when there is no wind during hot weather when strengthening soils
with synthetic resin (furfurol-aniline, carbamide and so on).
Liquid materials should be stored in metal tanks with hermetically sealed spouts.
The inscriptions: "Poison" and "Flamable" should be in red on all tanks designed
to store toxic and flamable materials.
The following basic requirements should be observed when installing asphalt concrete
pavement: it is forbidden to be near the side walls of the hopper when loading the
hopper of an asphalt spreader to avoid burns by the hot mixture, one must follow
the normal operating conditions of all assemblies of the spreader when spreading
the asphalt concrete mixture, one should avoid touching the housing under it when
working with a heated screed, the brdy of the dump truck must be greased prior to
loading at the ABZ to facilitate unloading of the asphalt concrete mixture into the
hopper of the asphalt spreader, the body of the dump truck cannot be cleaned during
unloading, it is authorized to unload a mixture that has become stuck in the body
- hy using special scrapers or a shovel with handle not less than 2 meters long,
standing on the ground, workers are prohibited from sliding into the hopper of the
asphalt spreader and into a tilted dump truck body and of rocking it if a mixture
is difficult to unload, the tools used for asphalt concrete pavement from a hot
mixture should be heated in a mobile roaster (on wheels), it is prohibited from
heating tools on open fires, it is prohibited of finishing (wiping) porous spots
of pavement in frvnt of a moving roller, when several rollers are working in se-
quence, the distance between them and also between the asphalt spreader and the
rollers should not be less than 5 meters, the asphalt spreaders and rollers must be
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cleaned, inspected, parked in a specially allocated site and braked during pro-
longed interruptions in work (6 hours or more), asphalt layers should be stopped
in the same sequence in which they bein.g work, barriers with red signals should be
placed on both sides of the column of machines--flags during the day and lanterns
at night, hoses should be reliably connected to the connecting pipe of the road
oiler or asphalt hauler during loading and spreading of liquid binder materials,
the movement of the road oiler is authorized only upon a signal of the operator or
foreman, it is forbidden to be closer than 10 meters from the delivery pipes when
pouring asphalt, it is prohibited from igniting and regulating the burner of a
road oiler, truck-mounted asphalt hauler or burner of an asphalt spreader while
under way and the operator should be at the side of the nozzle during this opera-
tion, a tank can be filled only through a filter with low or medium revolutions of
the pump, it is prohibited from pouring material into a tank if there is liquid
(water or solvent) in it, it is prohibited from liquefying binder material in.a
tank and to stand under a filled tank, fuel should be initially delivered in a small
stream when igniting the burner, gradually increasing the delivery to normal, a
burner may be ignited only by means of a starter with a long handle and the burner
must be extinguished and the valves of the fuel delivery pipelines must be closed
before beginning pouring of the binder material.
10.5. Safety Regulations When Constructing Rigid Pavement
When Frctking with a set of rail-travel concrete spreading machines, one musi: ob-
serve the following requirements: the rail-forms must be hauled on stake-bed
- trucks or tractor carriages with si.rigle-axle trailers--the rail-forms are loaded,
unloaded and installed by cranes while observing safety regulations for loadinq-
unloading work (see section 10.6), regulations of the priority of engaging thE as-
semblies of a common transmission and individual units must be observed when start-
ing machines, it is prohibited from moving machines without a signal, the signal
- for operation of a concrete mixture hopper-spreader is given after the dump truck
has departed, the concrete mixture is unloaded from a dump truck into the hopper of
the srrcaw2r after the of the truck has t��^ set and an aunio -''rnal. has
been given, it is prohibited from cleaning the walls of the hopper during movement
of it or the movement of machines, one must follow the normal operating conditions
of inechanisms and not permit people in the operating zone of machines when spread-
ing the mixture and finishing cement-concrete pavement, when concrete spreading and
concrete finishing mach4.nes are working jointly, the distance between them should
not be less than 10 meters, it is forbidden from being between the machines before
they stop, it is forbidden to stand on the vibrating beam and the finishing beain
during operation of the machines and blocks must be installed on the rail-forms on
sections with longitudinal slopes to prevent spontaneous movement of the mach_nes.
The following safety requirements TMust be observed when installing joints in har-
dened concrete: the functioning of cutting disks, the presence of water in the
tank and the functioning of the delivery system must be checked, each cutting disk
is set strictly vertically and one sees that it come into contact with the wall of
the joint in the plane during rotation, the groove of the joint is cut only while
wearing safety glasszs and with the safety housing of the cutting disks in working
order, it is prohibited from regulating and moving the machine when cutting joints
(with rotating disks) and from working with the disk in an unfixed pasition.
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The following safety measures should bd observed when filling joints using a spe-
cial machine: the tank boiler should be filled with asphalt mastic to no more
than three-fourths its capacity and the temperature o� the mastic should not exceed
170�C after heating (to avoid ignition), there should be abox filled with sand on
the job site to eliminate possible ignition of the mastic and the mastic is deliv-
ered from the base to the job site in closed containers.
Film-forming materials used in maintenance of freshly laid concrete (ethanol var-
nish, latexes and so on) should be used while observing safety measures in work
with noxious and poison substances.
10.6. Safety Regulations at Production Enterprises
General requirements. The territory of the base or plant should have an even sur-
face and slope for runoff of surface waters. Ditches and holes should be covered
with strong tight flooring or barriers and two-sided guardrails one meter hiqh are
installed at points of human traffic and light signals are placed during darkness.
Walkways not less than 0.8 meter wide with guardrails one meter high should be
- built at crossings over ditches, trenches and conveyers.
Instructions, posters and warning signs on safety regulations must be hung on ma-
chines and mechanisms in all secticns of production bases and plants where it is
required according to working conditions.
Production bases and plants should be equipped with fire extinguishers.
Basic measures on safety regulations at ABZ.
The functioning of electric motors, fuel, steam or compressed air delivery system
in a burner and asphalt lines must be checked prior to starting up an asphalt con-
crete pl-ant, after which a warning sound signal must be given about starting and,
having turned on the electric motor, the operat;ion of the asphalt concrete plant
under no load must be checked.
When the asphalt concrete mixer is started up, one msst initially switch on the
macnine, then the screen, the hot elevator, the rotary dryer and the cold elevator.
If no malfunctions are detected during idling, one can ignite the burner, having
ascertained the absence of fuel in the burner, having first opened the steam or air
delive rl valve, and then the fuel delivery valve.
If there is no automatic ignition, burners must`be ignited with a lighter having a
handle not less than 2.5 meters long. One must stand aside of the burner when ig-
niting the nozzl.e and regulating the fuel combustion intensity. The flame in the
burner must be observed through a window in the enclosing screen of the burner.
Durinq operation of the mixing plant, one must see that the temperature of heating
the mineral material in the rotary drum not exceed 220-2300C, that the steam pres-
sure in the steam generator be in the range of 5-8 kgf/cm2 and that the temperature
of heating the fuel in front of the burner not exceed 70-80�C.
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Operation of the rotary dryer is nat permitted if an autburst of flame into the
atmosphere through the ignition openinq or through the slits of any part of the
burner or the annular slits between the burner sleeves and walls of the rotary
drum is observed.
Inspection and repair of the internal parts of the rotary drum and mixer should be
made after they have stopped, cooled down and completely freed of materials.
The mixer must be cleaned of asphalt concrete mixture only after the machine has
- been stopped and measures to prevent sudden starting of it have been implemented.
During operation of the mixing plant, one must follow the cleanliness of working
surfaces, stairs and passages. Places contaminated with asphalt can be sprinkled
with sand after cleaning.
The asphalt storage area must be enclosed and covered with a canopy and all hatches
of asphalt melting boilers must be tightly closed with safety catches and covers.
Passages not less than 1 meter wide should be located between the throats (hatches)
of boilers and also between the throats and enclosures.
Asphalt melting boilers should be loaded with asphalt by pumping previously heated
asphalt from storage areas. Ffien heating asphalt in boilers one must load the
boiler to three-fourths its volume, increase the fire in the burner gradually to
ensure slow melting of the asphalt and part of the asphalt must be pumped to a
spare boiler if signs of foaming appear. It is forbidden to pour hot asphalt from
boiler to boiler by hand and asphalt in boilers must be mixed with mechanical mix-
ers or by means of a circulating system.
Asphalt is ptunped through pipelines only after the functioning and tightness of the
flange joints of valves and ptanps have been checked. The pumps should be started
up with open valves of the asphalt pipelines and heating of the asphalt in them.
To avoid ignition, the valve to a road oiler or other tanks must be opened with
special care when pouring hot asphalt from an asphalt melting boiler to the hang-
ing bucket of a proportioning device.
The following requirements muet be observed when unloading asphalt from railroad
tank cars and gondola hoppers: blocks are placed under the wheels of the rail
cars, the working order and tightness of the steam sleeve of the happer gondola is
checked before admitting steam and the hose for delivery of steam to the connecting
pipes of the tank cars and the steam sleeve of the :iopper is connected with the
valve on the steam pipeline closed.
The hopper can be freed of its retainers and tipped over only upon a signal of a
responsible person. Only mechanized tipping (with a winch or other equipment) is
- permissible. There should be no people on the unloading side in the range of a
- 15-meter zone.
The following safety measures must be observed when heating asphalt in an asphalt
storage tank and in boilers with electric heaters: see that the insulation or
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enclosers of all conducting components of the heating device are in working or-
der, do not permit the coils of the electric heating elements to become exposed
(they should be completely submerged into the asphalt), switch on the electric
heater and lighting lamps only by starters and knife switches, do not connect and
disconnect an electric wire under load, do not use metal objects to measure the
asphalt level and to mix it and do not leave the storage tank and boilers with
the electric heaters switched on without inspecting them.
The posters "Danger" and "Current on" must be hung on the electric heating sections.
Basic measures on safety regulations at TsBZ. There should be a reliable system of
audio of light signalling at the TsBZ that ensures timely stopping of any machine
and individual mechanisms. Preparation of the concrete mixture should be stopped
if the signalling system is damaged and should be renewed only after eliminativn of
the damage.
The working order of all moving assemblies, units and motors must be checked prior
to starting the plant equipment. A warning signal must be given prior to starting.
A signal iiust be given immediately with sudden stopping of the cdi;crete mixer (or
another m