Table of contents
Исследование физико-механических свойств грунтов бурением
разведочной скважины без отбора керна . . . . . . . 3
А.Г. АЛЕКСЕЕВ, Д.В. БАЛАШОВ, С.В. МОДЕНОВ, Е.С. МИХАЛДЫКИН, В.Я. ШИШКИН
Применение полимерных материалов в качестве фундаментов нефтегазопроводов . . . . . 7
О.А. МАКОВЕЦКИЙ, С.С. ЗУЕВ
Опыт проведения полевых испытаний барреты большой длины
в условиях плотной городской застройки. .. . . . . . . . . . 13
И.И. ПОДШИВАЛОВ, А.А. ФИЛИППОВИЧ, Р.В. ШАЛГИНОВ
Моделирование жилого здания на свайном основании при его надстройке . . . . . . . . . . . 19
И.Я. ХАРЧЕНКО, А.И. ПАНЧЕНКО, В.А. АЛЕКСЕЕВ, А.И. ХАРЧЕНКО
Ликвидация водопроявлений при строительстве и эксплуатации
тоннельных и притоннельных сооружений . . . . . . . . . . . . . 24
А.Г. ШАШКИН, В.Н. ЗЕНЦОВ, В.М. УЛИЦКИЙ
Развитие подземного пространства мегаполиса . . . . . . . . . . 30
Исследование и разработка принципиальной схемы генератора импульсных токов . . . . 37
В.А. КОВАЛЕВ, А.С. КОВАЛЕВ
Устройство забивной сваи в пробитой скважине с уширенным основанием . . . . . . . . . . . 42
Материалы и конструкции
А.Д. ЖУКОВ, К.А. ТЕР-ЗАКАРЯН, С.Д. КОЗЛОВ, А.Ю. ЖУКОВ
Бесшовная изоляция в системах плавающего пола . . . . . . . . . . . 48
Комплексное теплотехническое обследование как инструмент повышения
теплозащиты строящихся зданий (Информация). . . . . . . . . . 52
Вертикальные температурные швы в стенах с лицевым слоем
из каменной кладки . . . . . . . . . . 54
Строительная система России не защищает жизнь и здоровье людей
в населенных пунктах при землетрясении . .. . . . . . . . 60
A.G. MALININ, Candidate of Sciences (Engineering), Director (email@example.com)
“Construction Company “InzhProektStroy” (34, off. 105, Komsomolsky Avenue, Perm, 614000, Russian Federation)
Study of Physical-Mechanical Properties of Soil with Drilling of Trial Hole without Core Sampling
A study of properties of soils that makes up the foundations of buildings and structures is the most important design stage, determining further design decisions,
and ultimately, the technical and economic indicators of the object under construction (permissible load on the base, structural concept of the building, terms
and cost of construction, etc.). Either drilling of trial holes on construction site with core sampling, or examination of the ground base with a special cone which
is pressed with a certain force into the soil are traditionally used. In the first case, due to the complexity of the core sampling, there is a significant reduction in
the strength and deformation properties of the sample, and in the second case it is impossible to apply it due to the limitation of the crushing force on the face.
A method of sounding the ground base directly in the process of drilling trial holes without core sampling is proposed. The method is based on measurement of
pressure and oil consumption in the circuits of the hydraulic system. The advantages of this method are a high speed of drilling trial holes (up to several meters
per minute); sounding of the ground base to almost any depth; the ability to perform work under confined conditions, as opposed to static sensing in this case, it
is possible to use hydraulic drilling rigs of small size; high speed of results obtained.
Keywords: physical-mechanical properties of soils, core, deformation, trial hole.
For citation: Malinin A.G. Study of physical-mechanical properties of soil with drilling of trial hole without core sampling. Zhilishchnoe Stroitel’stvo [Housing
Construction]. 2018. No. 9, pp. 3–6. (In Russian).
1. Тer-Martirosyan Z.G. Mekhanika gruntov [Mekhanik of soil].
Moscow: ASV. 2009. 550 p.
2. Ter-Martirosyan Z.G. Reologicheskie parametry gruntov i
raschet osnovanii sooruzhenii [Rheological parameters of
soil and calculation of the bases of constructions]. Moscow:
Stroyizdat. 1990. 200 р.
3. Ukhov S.B. Mekhanika gruntov, osnovaniya i fundamen-
ta [Mechanics of soil, basis and base]. Moscow: Vysshaya
shkola. 2007. 561 p.
4. Ulitsky V.M., Shashkin A.G., Shashkin K.G. Geotekhni-
cheskoe soprovozhdenie razvitiya gorodov [Geotechnical
maintenance of development of the cities]. SPb: Stroyizdat
Severo-Zapad. Georekonstruktion. 2010. 551 p.
5. Ilyichev V.A., Mangushev R.A., Nikiforova N.S. Experience
of development of underground space of policies Russian mega. Osnovaniya, fundamenty i mekhanika gruntov. 2012.
No. 2, рр. 17–20. (In Russian).
6. Chernyakov A.V. An assessment of durability of a grunto-
beton in jet technology. Stroitel’nye Materialy [Construction
Materials]. 2011. No. 10, рр. 37–39. (In Russian).
7. Malinin A.G. Struinaya tsementatsiya gruntov [Jet cemen
tation of soil]. Moscow: Stroyizdat. 2010. 226 р.
8. Mangushev R.A., Nikiforova N.S., Konyushkov V.V., Osokin A.I.
Proektirovanie i ustroistvo podzemnykh sooruzhenii v otkrytykh
kotlovanakh [Designing and the device of underground con
structions in open ditches]. Moscow: ASV. 2013. 256 p.
9. Rodionov V.N., Sizov I.A, Tsvetkov V.M. Fundamentals of
geomechanics. Moscow: Nedra, 1986. 301 p. (In Russian).
10. Mangushev R.A., Nikiforova N.S. Technological rainfall of
buildings and constructions in a zone of influence of under-
ground construction. Moscow: ASV. 2017. 168 p.
11. Karol Reuben H. Chemical grouting and soil stabilization.
American Society of Civil Engineers. 2003. 536 р.
12. Henn Raymond W. Practical guide to grouting of underground
structures. American Society of Civil Engineers. 1996. 200 р.
13. Malinin P.A., Strunin P.V. Experience of construction of a deep
ditch with use of technology of jet cementation of soil. Geotekh
nika. 2013. No. 2, рp. 4–13. (In Russian).
14. Sokolov N.S., Ryabinov V.M. Features of installation and cal
culation of bored-injection piles with multiple enlargements.
Geotechnica. 2016. No. 3, pp. 60–66. (In Russian).
15. Ter-Martirosyan Z.G., Ter-Martirosyan A.Z., Sobolev E.S.
Analysis of data of geotechnical monitoring of the slabby
bases of the big area. Geotekhnika. 2012. No. 4, рp. 28–34.
16. Zuev S.S., Makovetsky O.A. Evaluation of value of techno
logical deformations when arranging soil-concrete elements.
Zhilishchnoe Stroitel’stvo [Housing Construction]. 2017.
No. 9, pp. 9–12. (In Russian).
A.G. ALEKSEEV1, Candidate of Sciences (Engineering) (firstname.lastname@example.org); D.V. BALASHOV2, Engineer,
S.V. MODENOV2, Candidate of Sciences (Engineering) (email@example.com); E.S. MIKHALDYKIN3, Engineer,
V.Ya. SHISHKIN3, Candidate of Sciences (Engineering)
The use of Polymer Materials as Foundations of Oil and Gas Pipelines
The design of heat – insulated supports (pillows) from modified polyurethane used as the pipeline foundations is considered as relevant for the construction of oil
and gas pipelines laid on permafrost soils. A comparative analysis of the currently used pipeline supports for underground laying, such as ground (sand) bedding,
reinforced concrete blocks, damping padding of PCM (polymer composite material), is presented. The results of laboratory studies of pillows made of modified
polyurethane for resistance to mechanical stress, including cyclic, are presented. The dependences of the load on the relative deformation of the FPU sample,
the results of the test of polyurethane foam on the stabilization of mechanical characteristics, as well as the results of the study of the hysteresis of compressionrelease
of samples are given. The estimation of physical and mechanical properties of FPU composition under the condition of low temperature of the casting
mold and moisture ingress into the mold (at the time of pouring) is presented.
Keywords: foundations, supports, pipelines, polymer material, pillow of modified polyurethane.
For citation: Alekseev A.G., Balashov D.V., Modenov S.V., Mikhaldykin E.S., Shishkin V.Ya. The use of polymer materials as foundations of oil and gas pipelines.
Zhilishchnoe Stroitel’stvo [Housing Construction]. 2018. No. 9, pp. 7–12. (In Russian).
1 Research Institute of Bases and Underground Structures (NIIOSP) named after N.M. Gersevanov, Research Center of Construction
(6, 2nd Institutskaya Street, Moscow, 109428, Russian Federation)
2 OOO “Gebau” (11, bldg. 6, str.1, Promyshlenny prospect, Electrostal, Moscow Oblast, 144001, Russian Federation)
3 AO “Scientific Research Institute of Structural Materials on Graphite (AO “NIIgraphite”), SC Rosatom
(2, Electrodnaya Street, Moscow, 111524, Russian Federation)
1. Ioffe B.V., Grabovets V.A., Grigoryan L.G., Bykov D.E. In
novative technologies for repair and construction of pipeline
transport in the oil and gas industry. Neftegazovoe delo.
2012. No. 4, pp. 301–314. (In Russian).
2. Alexeyev A.G. The use of pile foundations in permafrost
soils. Collection of reports. Arktika: nastoyashchee i budush
chee [The Arctic: the present and the future]. Sain Peterburg,
2016, pp. 215–221.
3. Shishkin V.Ya., Konusevich V.I., Mikhaldykin E.S., Alek
seev A.G., Zorin D.V. Pipe-concrete piles made of polymeric
composite materials of structures on permafrost soils. Mod
ern technologies of design and construction of foundations
on permafrost soils. Collection of reports of the international
scientific and technical conference. Moscow: Mezhdunarod
naya Assotsiatsiya Fundamentostroitelei, 2016, рр. 24–26.
4. Rukovodstvo po effektivnym sposobam ustroistva svainykh
fundamentov na vechnomerzlykh gruntakh v neftegazovom
stroitel’stve [A guide to effective ways of constructing pile
foundations on permafrost soils in oil and gas construction].
Moscow: NIIOSP, 1980. 42 р.
5. Grebnev V.D., Martyushev D.A. Khizhnyak G.P. Stroitel’stvo
neftegazopromyslovykh ob»ektov [Construction of oil and
gas facilities]. Perm: PNIPU, 2012. 115 p.
6. Mikhaldykin E.S., Ovchinnikov I.G., Valiev Sh.N., Mat
veushkin S.A., Evdokimov A.A. Tests of beam and arched
pipe-concrete structures with a shell of polymer composite
materials. Modern problems of calculation of reinforced con
crete structures, buildings and structures for emergency im
pacts. Moscow. 2016, pp. 271–277. (In Russian).
7. Shirokov VS On soil and transport loads on underground
pipelines. Osnovaniya, fundamenty i mekhanika gruntov.
2018. No. 2, pp. 31–34. (In Russian).
8. Gruzin V.V., Gruzin A.V. Stability of pipelines the influence
of the geometry of the foundations of the pipeline transport
of hydrocarbons on the spatial distribution of compressive
stresses in their soil bases. Delovoi zhurnal NEFTEGAZ.RU.
2017. No. 12, pp. 18–25. (In Russian).
9. Kuznetsov A.A., Grigorieva Yu. B. Methodological approach
to the assessment of the reliability of the foundations and
foundations of the objects of main pipelines. Nauka i tekh
nologii truboprovodnogo transporta nefti i nefteproduktov.
2011. No. 2, pp. 40–43. (In Russian).
10. Khrustalev L.N., Konash V.E., Alekseev A.G., Bondarenko G.I.,
Bek-Bulatov A.I. Guide to the application of thermal insulation
from polystyrene foamed extrusion foam boards PENOPLEX
in the design and installation of foundations of buildings and
supports of pipelines on podsypkah. Moscow. 2009. 32 р.
11. Khrustalev L.N., Konash V.E., Alekseev A.G., Bondaren
ko G.I., Bek-Bulatov A.I. STO 36554501-012–2008 «Prime
nenie teploizolyatsii iz plit polistirol’nykh PENOPLEKS pri
proektirovanii i ustroistve malozaglublennykh fundamentov na
puchinistykh gruntakh» [STO 36554501-012–2008 «Applica
tion of thermal insulation from plates of polystyrene PENOPLEX
in the design and installation of shallow foundations on the soils
of soils»]. Moscow: NITs «Stroitel’stvo». 2008. 17 р.
12. Alekseev AG, Konash VE, Khrustalev L.N. Application of the
foundations of low-rise buildings on heat-insulated sandy
podsypkah in the areas of permafrost permafrost. Osnovani
ya, fundamenty i mekhanika gruntov. 2018. No. 2, pp. 36–40.
13. Patent RF 2653193. Sposob ustroistva svainogo fundamen
ta v mnogoletnemerzlom grunte [The way of the device of
the pile foundation in perennial frozen soil]. Modenov S.V.,
Shishkin V.Ya., Alekseev A.G., Tumanov A.A., Mikhaldy
kin E.S., Balashov D.V. Declared 29.06.2017. Opubl.
7.05.2018. Bul. No. 13. (In Russian).
O.A. MAKOVETSKY1, Candidate of Sciences (Engineering); S.S. ZUEV2, Deputy General Director
Experience in Conducting Field Tests of a Barrette of Long Length under Conditions of Dense Urban Development
Evaluation of the bearing capacity of the pile by analytical methods and further verification of these values by field tests is an important aspect of the design of
pile foundations. The article presents the experience in organization and conducting field tests of a reinforced concrete barrette with the use of the method of
the wave theory of impact under the conditions of the existing development. An assessment of the possibility of using this method under the conditions of the
tight construction site is made. The experimental data obtained confirm the providing of bearing capacity of the barrette on the ground with excess within the
range of 5–20% at the calculated level of vertical displacements. This shows a good convergence of the numerical methods of modeling of operation of a long
barrette in the soil when designing. Tests of barrettes were conducted without damage to their performance. The continuity and homogeneity of the barrette
design was confirmed in the course of the test conducting. Fixed speeds of fluctuations of the structures of the surrounding development are substantially below
the maximum permissible values. Vibrations of the material caused by the impact, for the most part spread in the body of the structure, and sharply damped in
the ground outside its limits.
Keywords: barrette, bearing capacity, pile foundation, field tests, method of wave theory of impact, dense urban development.
For citation: Makovetsky O.A., Zuev S.S. Experience in conducting field tests of a barrette of long length under conditions of dense urban development. Zhilishchnoe
Stroitel’stvo [Housing Construction]. 2018. No. 9, pp. 13–18. (In Russian).
1 Perm National Research Polytechnic University (29, Komsomolsky Avenue, Perm, 614019, Russian Federation)
2 JSC “New Ground” (35, Kronshtadtskaya Street, Perm, 614081, Russian Federation)
I.I. PODSHIVALOV, Candidate of Sciences (Engineering), A.A. FILIPPOVICH, Candidate of Sciences (Engineering) (firstname.lastname@example.org),
R.V. SHALGINOV, Candidate of Sciences (Engineering)
Tomsk State University of Architecture and Building (2, Solyanaya Square, Tomsk, 634003, Russian Federation)
Stress-Strain State Simulation of an Apartment House on Pile Foundation when Constructing Additional Floors
The article presents the materials of modeling a residential brick building on a pile foundation during its superstructure and analysis of the stress-strain state of
the supporting structures and foundation soils. The simulation was performed in the software – computing complex «MicroFe», which makes it possible to create
a calculation scheme in the form of a system «base – foundation – over-foundation structures». Calculations were conducted for different models of pile-ground
foundation (absolutely rigid and pliable). Thus, for a absolutely rigid pile-ground base, the forces and stresses in individual building structures exceeded the design
values, for a pliable base- the largest reinforcement deficit was less than 1% compared to the project. So taking into account the pliability of the pile-ground base
leads to smoothing and decreasing of forces and stresses in structures.
Keywords: stress-strain state, absolutely rigid pile-ground base, pliable pile-ground base, simulation.
For citation: Podshivalov I.I., Filippovich A.A., Shalginov R.V. Stress-strain state simulation of an apartment house on pile foundation when constructing additional
floors. Zhilishchnoe Stroitel’stvo [Housing Construction]. 2018. No. 9, pp. 19–23. (In Russian).
I.Ya. HARCENKO1, Doctor of Sciences (Engineering) (email@example.com), A.I.PANCHENKO1, Doctor of Sciences (Engineering),
V.A. ALEKSEEV1, Engineer; A.I. HARCENKO2, Candidate of Sciences (Engineering), Director
Elimination of Water Manifestations when Constructing and Operating Tunnel and Near the Tunnel Structures
The analysis of the causes of water manifestations of different intensity when constructing and operating tunnel and near the tunnel structures is presented. The
combined methods of implementation of injection works under the various geotechnical conditions with due regard for the intensity of water inflow in underground
structures are proposed. It is shown that special grouting injection mixtures are used to fill large voids, cavities, and cracks (the first stage), followed by injection
with the use of particularly fine disperse mineral binders to fill the capillary-porous structure of the soil, macro- and microcracks cracks, as well as other defects
in the body of reinforced concrete enclosing structures. The project of elimination of water manifestations, according to which the zones of depressurization of
the space behind lining with the absorption of injection suspension of not more than 5 l/min at a pressure less than 1 MPa were filled in with the injection mixture
was realized, at more intense absorption the grouting mix based on Portland cement was used. After the elimination of zones of soil softening, the suspensions
on the basis of a particularly fine disperse mineral binder were injected. The stages of implementation of the elimination of water manifestations, in parallel with
which the restoration of waterproofing in the expansion joints was made by injection of elastic waterproofing material through the holes specially drilled at an
angle of 32° with a step of 0.5 m are presented. It is concluded that the total volume of consumed injection mixtures on a mineral basis is 20 to 250 kg per running
meter of the tunnel.
Keywords: tunnel structures, near the tunnel structures, water manifestation, injection mixes, acrylate gels, hydroactive polyurethanes, composition binders,
micro-cements, bentonite mixtures.
For citation: Harcenko I.Ya., Panchenko A.I., Alekseev V.A., Harcenko A.I. Elimination of water manifestations when constructing and operating tunnel and
near the tunnel structures. Zhilishchnoe Stroitel’stvo [Housing Construction]. 2018. No. 9, pp. 24–29. (In Russian).
1 Moscow State University of Civil Engineering (National Research University) (26, Yaroslavskoye Shosse, Moscow, 129337, Russian Federation)
2 ZAO “Ingeostroy” (7, Kalitnikovskaya Street, Moscow, 109147, Russian Federation)
A.G. SHISHKIN1, Doctor of Sciences (Geology and Mineralogy), Coordinator of Sankt-Petersburg Commission on Bases Foundations,
and Underground Facilities, General Director (firstname.lastname@example.org);
V.N. ZENTSOV2, Candidate of Sciences (Engineering); V.M. ULITSKY3, Doctor of Sciences, Research Manager, OOO ‘PI Georeconstruction”
Keywords: underground space, underground construction, Master plan of city, 3D cadastre, straight-way collectors, weak clayey soils, preservation of
For citation: Shishkin A.G., Zentsov V.N., Ulitsky V.M. Development of underground space of megapolis. Zhilishchnoe Stroitel’stvo [Housing Construction].
2018. No. 9, pp. 30–36. (In Russian).
1 OOO “PI Georeconstruction” (4, off. 414, Izmaylovsky Prospect, Saint-petersburg, 190005, Russian Federation)
2 Peter the Great St. Petersburg Polytechnic University (29, Polytehnicheskaya Street, Saint-Petersburg, 195251, Russian Federation)
3 Emperor Alexander I St. Petersburg State Transport University (9, Moskovsky Prospect, Saint-Petersburg, 190031, Russian Federation)
Development of Underground Space of Megapolis
The development of the underground space of the modern metropolis is particular relevant for St. Petersburg, which has an extensive historical center, the
adaptation of which for modern life can be carried out only through underground construction. The development of the urban underground makes it possible to
solve transport and infrastructure problems, to saturate the city center with the necessary parking places; to supply the city cultural centers built in the past centuries
with spacious lobbies. Underground volumes under the objects of cultural heritage allow to provide their long-term preservation and to adapt for modern use. In
some cases, it is even possible to restore the original function of the obsolete building-monument. Until recently, underground construction in the Northern capital
was limited exclusively to the subway and deep collectors. In the last decade and a half underground volumes under separate facilities began to appear. There are
both positive and negative examples of underground structures (in terms of their impact on the surrounding development). The development of underground space
is currently hampered by the lack of appropriate guidelines in the Master plan of the city. It should reflect the priorities for the development of underground space,
orientation, technical parameters. In addition, there is no three-dimensional cadastre of land, problems of the placement of utilities in the straight-way collectors are
not developed in the regulatory and practical aspects. The article discusses the need for planning the development of underground space at the level of the master
plan of the city, the creation of 3D-cadastre, regulatory documents. Information on the availability of the efficient calculation apparatus and approbated design on
the construction of underground structures under the conditions of city development on weak clayey soils at the disposal of geotechnical specialists are presented.
It is noted that it is necessary to involve only highly qualified specialists in the development of underground space.
N.S. SOKOLOV1,2, Candidate of Sciences (Engineering), Associate Professor, Director (email@example.com, firstname.lastname@example.org)
Investigation and Development of the Principal Scheme of the Generator of Pulsed Currents
Electric-discharge-pulse technology of drilling and injection piles (EDT piles) in geotechnical construction has broad prospects. Due to the fact that it possesses
uniqueness and universality for solving the problem of geotechnical construction, an electrical construction that is capable of accumulating the energy with the
subsequent unloading in the form of electrohydraulic impact in the body of fine-grained concrete on the walls of the wells through the emitter is imperatively
necessary. Accumulating the electro-technical energy from 1 to 100 kJ, the pulse current generator (GPC) periodically, with an interval of 5–15 sec, discharges
through the coaxial cable KVIM (cable high-voltage pulsed low-inductance) through the radiator into fine-grained concrete. With the help of the emergent
electrohydraulic shock, the resultant effect of erecting the drilling and injection pile with an adjustable value of its bearing capacity on the ground is created. In
this article, a principle electric scheme of the pulse current generator is presented as a result of extensive research in the creation of an EDT pile making machine
with the required parameters of bearing capacity and settlement.
Keywords: generator of pulse current, capacity of cumulative battery , maximum consumed electric power, electric discharge pulse technology (EDT),
electrohydraulic shock (EHS), magnetic starter (MS), coaxial cable (KVIM), drilling and injection pile, bearing capacity of pile depending on ground.
For citation: Sokolov N.S. Investigation and development of the principal scheme of the generator of pulsed currents. Zhilishchnoe Stroitel’stvo [Housing
Construction]. 2018. No. 9, pp. 37–41. (In Russian).
1 OOO NPF «FORST» (109a, Kalinina Street, Cheboksary, 428000, Russian Federation)
2 Chuvash State University named after I.N. Ulyanov (15, Moskovsky Avenue, Cheboksary, Chuvash Republic, 428015, Russian Federation)
V.A. KOVALEV1, Candidate of Sciences (Engineering), (email@example.com); A.S. KOVALEV2, Candidate of Sciences (Engineering)
Keywords: punched (pressed) well, casing pipe with lost shoe, compound shoe-punch, shoe-widener, widened base of hard ground material, mantle pipe with
holes, driven concrete pile.
For citation: Kovalev V.A., Kovalev A.S. Installation of a driven pile in punched well with widened base. Zhilishchnoe Stroitel’stvo [Housing Construction].
2018. No. 9, pp. 42–47. (In Russian).
1 Research Institute of Bases and Underground Structures (NIOSP) named after N.M. Gersevanov, JSC Research Center of Construction
(6, 2nd Institutskaya Street, Moscow, 109428, Russian Federation)
2 NPO “Olimpproekt” (23a, Avtozavodskaya Street, Moscow, 115280, Russian Federation)
Installation of a Driven Pile in Punched Well with Widened Base
The article is devoted to the further improvement of the installation of driven piles in punched (pressed) wells with a broadened base and is aimed at increasing
the bearing capacity and reducing the energy intensity when constructing the pile foundation mainly in weak wet (overwet) and water-saturated soils. The main
technological operations of the installation of the driven pile in the specified soil conditions include: punching of a well by a casing pipe with a compound lost shoepunch
to the bearing layer of soil; the formation of the cavity (well) in the bearing layer of soil; installation of the shoe-widener in the shoe-punch and formation of
the broadened base of hard ground material above it; immersion of the mantle pipe with holes into the casing pipe and filling it with loose or hard ground material;
extraction of the casing pipe and driving (immersion) of the precast concrete pile in the mantle pipe with the formation of additional compacted soil zones (local
widenings) along the outer contour of mantle casing pipe.
A.D. ZHUKOV1, Candidate of Sciences (Engineering) (firstname.lastname@example.org); K.A. TER-ZAKARYAN2, Managing Director;
S.D. KOZLOV1, Graduate Student, A.Yu. ZHUKOV1, Graduate Student
Seamless Insulation in Floating Floor Systems
The concept of formation of a seamless joint between separate insulating products is considered. Obtaining a seamless insulating fabric, hermetic as in relation
to the passage of heat, water vapor and structural noises makes it possible to design the ceilings, providing the maximum comfort in the living rooms. In insulation
systems of floor or ceilings, foam polyethylene (rolled or mats) performs the function of heat and sound insulation, as well as vapor barrier membrane. Two types
of structures are considered: on metal screws used as supports, and the «floating floor» design. To assess the deformability of foam polyethylene under load,
an experiment was conducted, which confirmed the possibility of its use in «floating floor» systems. Than larger the area of the sample (the ratio of the sample
area to its thickness), the greater its area works under compression, and the higher its resistance to this compression under load P. This effect manifests itself to
a greater extent than greater the S/h ratio, and this in turn predetermines the application of cloths locked connected with subsequent welding by hot air, from the
NPE as the insulating base of the floating floor.
Keywords: foam polyethylene, welding by hot air un, seamless joint, sound insulation, heat insulation, “floating floor”.
For citation: Zhukov A.D., Ter-Zakaryan K.A., Kozlov S.D., Zhukov A.Yu. Seamless insulation in floating floor systems. Zhilishchnoe Stroitel’stvo [Housing
Construction]. 2018. No. 9, pp. 48–51. (In Russian).
1 Moscow State University of Civil Engineering (National Research University) (26, Yaroslavskoye Shosse, Moscow, 129337, Russian Federation)
2 OOO “TEPOFOL” (34, Profsoyuznaya Street, Egor'evsk, Moscow Region, 140301, Russian Federation)
Complex Thermotechnical Inspection as an Instrument of Improving Thermal Protection of Buildings Under Construction (Information) . . . . . . . . 52
M.K. ISHCHUK, Candidate of Science (Engineering), Head of Laboratory (email@example.com)
Central Research Institute of Building Constructions named after A.V. Kucherenko (TSNIISK named after A.V. Kucherenko)
(6, 2-nd Institutskaya Street, Moscow, 109428, Russian Federation)
Vertical Deformation Joints in Walls with a Facing Layer Made of Masonry
One of the main reasons for the formation of cracks in the masonry of the facing layer of external multi-layered walls are large distances between the vertical
deformation joints and the lack of them in the corners of the walls. On the basis of the analysis of defects when laying the facing layer, the results of domestic
and foreign studies, conducted experimental, computational and theoretical studies, methods for calculating the stress-strain state of the masonry of the facing
layer of the external walls and the forces in flexible ties have been developed. Optimization of distances between the vertical deformation joints is made on the
basis of compliance with the strength and crack resistance of the masonry of facing layer under tension along the vertical cross-section and pull-out strength of
flexible ties located at the corners of the walls. Constructive measures have been developed for the purpose of places of the arrangement of deformation joints,
reinforcement of the masonry of the facing layer, flexible ties and bonding grids installed at the corners.
Keywords: three-layered walls with flexible ties, facing layer made of masonry, vertical deformation joints, optimization of distances between temperature
joints, forces in flexible ties, temperature-humidity deformations, bonding grids, calculation methods for multi-layered walls, tensile strength of masonry, pull-out
strength of ties.
For citation: Ishchuk M.K. Vertical deformation joints in walls with a facing layer made of masonry. Zhilishchnoe Stroitel’stvo [Housing Construction]. 2018.
No. 9, pp. 54–59. (In Russian).
A.V. MASLYAEV, Candidate of Sciences (Engineering), (firstname.lastname@example.org)
Seismic Research Laboratory (27, bldg. A, rm 51, Zemlyachki Street, Volgograd, 400117, Russian Federation)
Construction System of Russia Does Not Protect the Lives and Health of People
in Settlements during the Earthquake
At present, the largest part of residential and public buildings in Russia is calculated only for the minimum normative intensity of the earthquake, as Federal laws
and regulations of the Russian Federation of construction content establish only a normal level of responsibility with a service life of «at least 50 years». Federal
laws and regulations of the Russian Federation of construction content have established an increased level of responsibility only for high-rise residential and
public buildings, which should be calculated for the maximum regulatory intensity of the earthquake. It is known that in settlements in earthquake-prone areas, the
main capital development is residential and public buildings with a height of 3–5 floors. At a possible earthquake, residential and public buildings will collapse with
the death of people. The high probability of an earthquake with a maximum intensity for a thousand years in Russia is indicated by the normative set of seismic
maps OSR-2015. The article substantiates the use of the paradigm for the protection of life and health of people in settlements during the earthquake in Federal
laws and regulations of the Russian Federation of construction content.
Keywords: earthquake, hazardous natural exposures, building, earthquake-prone territory, settlement, protection of people’s life, federal law, regulatory
For citation: Maslyaev A.V. Construction system of Russia does not protect the lives and health of people in settlements during the earthquake. Zhilishchnoe
Stroitel’stvo [Housing Construction]. 2018. No. 9, pp. 60–63. (In Russian).