Hello! Can you please tell me where, besides MDS 35, you can get acquainted in more detail with the production of work in cramped conditions? Is it written somewhere that the constraint coefficient is applied to the entire object as a whole? Thanks to all.

This factor cannot be applied to the whole object. "...to labor costs, wages of workers, time and costs for the operation of machines (including labor costs and wages for workers servicing machines), to take into account in the estimates the impact of the conditions for the production of work provided for by the projects." (MDS 81-35.2004)

The fact that the coefficient taking into account the conditions of work is applied to the OZP, ZPM, EM is understandable. The question is whether it can be applied to all types of work provided for by the project.

in the technical part for each collection and table there are links on the coefficients of constraint, it indicates in which cases when applying this it is possible to use the coefficient of constraint.

Please explain the value of the coefficient for crampedness according to Table 1 p 4 "Construction and other works on open and semi-open production sites in cramped conditions: with the presence of a valid technological equipment or the movement of technological transport. "We have a new building on the territory of the enterprise, close to the road, along which sometimes (well, about once an hour) cars drive, and, accordingly, materials are brought along the same road, and construction equipment walks. There is a boiler house about 200 meters from the site. Tell me, is it legal in this case to apply this coefficient for constraint?

And in what case can this coefficient be applied?

in the annexes of MDS 81-35.2004 it is clearly stated

Here's another question! In on repair work applied, both repair and construction. Accordingly, coefficients of 1.15 and 1.25 are applied to construction. Since repair work is being carried out in existing buildings, the constraint coefficient -1, 20 (repair work in existing buildings and structures freed from equipment and other items that interfere with the normal production of work) has also been applied to TERr, and to TERr - 1.0. It turns out that if there is a repair, then there are always cramped conditions ??? And why, if coefficients have already been applied to TERs that take into account the complexity of repair work (1.15 and 1.25), we also apply the coefficient for cramped ones to them, although they are not applied to TERr ???

What's surprising? Analyze the resource-technological models of work in new construction and renovation. Analyze the schemes for supplying materials to the case during new construction and renovation. The developers were thinking the same thing. It can be assumed that GESNr takes into account in the norms deviations in the organization of work during repairs from new construction. Needless to say, the application of K constraint to the entire object is unlawful. It is legitimate, and how - sometimes without justification, not only in the PIC, but in general in the project. When constraint follows from the nature of the work performed. In the same existing unfurnished building. We received an explanation of this expertise.

tell me, can we apply the coefficient of constraint for dismantling?? we work in the database, the object: we dismantle the road, fences

Why not, if the conditions at the facility correspond?

that is, if we dismantle the road near the power lines, then we can safely spit tightness?

there may be other coefficients. appear if there is traffic in the other lane. And if there is a power transmission line, then this is + coefficient. 1.2 according to MDS for work in the security zone of overhead lines.

you can take according to MDS 35 appendix 1, table 1, clause 7 "Construction of new facilities in cramped conditions: on the territories of operating enterprises with an extensive network of transport and engineering communications and cramped conditions for storing materials"

Only if the conditions of clause 2 of the Notes to this table are met

oh tell me please! apply, let's say special conditions according to MDS 81-35.2004 work outside buildings in cramped conditions 1.15 .. so .. can I also apply to according to the collection of GESNm No. 39 (let's say 39-02-009-10) a coefficient of 1.25 ( in trenches, on overpasses, from scaffolding, scaffolding, with difficult access to a welded joint) to the labor costs of assembly workers and the operating time of machines and mechanisms? control is really in the trench!

If all conditions are met, then you can. The coefficients from the appendices to the MDS are used in conjunction with the coefficients from the technical parts of the collections

Thank you .... is it said somewhere yes? I read .....

It's not forbidden, therefore it's allowed

And it's true!!!)

Please tell me, a new residential building is under construction, the design institute has issued, which takes into account the constraint of 15% (construction of the facility in the cramped conditions of the built-up part of the city) affects. Is it correct?

See note 2 to table 1 of MDS 35: strictly speaking, 3 of the conditions listed must be met, most likely, this is not observed during the production of finishing work, the customer is right.

But on the outside installation work no coefficient for the built-up part of the city

External installation work - what kind of work, specifically? If it means engineering networks and structures, BUT according to the assembly collections m8 and m10 - then, I think, it can be used according to Appendix No. 1, Table No. 1, Clause 8 of MDS81-35.2004.

Good afternoon, dear estimators! Please answer, we are engaged in current repairs, I check the contractor, where the constraint factor of 1.2 is applied (mds81-35-2004, appendix 1, clause 2-production of works, in the noun building exempt from equipment.). Repairs are being carried out in the headquarters building (offices, corridors, assembly halls, etc.). PPR, POS will not be provided (they simply do not exist), drawn up on the basis of a defective act. Question: Is it necessary to confirm constraint in a defective act? Or can we safely cross out this coefficient?

there was such a question once .... They made an act for additional work and did not indicate the conditions for the production of work, constraint, etc. .. then purely by chance it passed, since then in the act (defective) for additional work we prescribe the conditions and constraint and if the soil is wet and so on .... in your case (I think so) you can cross out (no matter how insulting it was for the contractor) the basis for checking for you the act signed by all (authorized) ... this is a working option if the consequences and suddenly something, then they will immediately roll a barrel at you, then they will only act in accordance with it (that is, cross it out). But as a human being, if this does not affect you, then if you know that the coefficient really meets the conditions of work, you can skip it, and plus warn the representative of the subchik (estimator) that it is desirable to indicate everything in the act so that there are no misunderstandings.

Thanks for the answer, but is there a document to which you can refer, crossing out this coefficient ?!

I have not seen documents ... so purely common sense. You don’t know what’s going on, and if you know, are you competent in production, it’s your business that the estimate documentation matches and is in order. So if those supervision and representatives responsible for the production of work confirm the volumes, then you are in these volumes. And if they need a coefficient, let them re-sign it and add the conditions in the act ... here you are, on what basis will you skip it? .. on the basis of the act ... that's the whole document))

I also have a question about the coefficients of constraint. In MDS 81-35.2004, clause 4 of the notes to table 3 (FER) "4. It is recommended to also include work in existing health care enterprises (tuberculosis dispensaries, leper colonies, etc.), where, in accordance with current legislation, employees the main production set a reduced working day. In such cases, it is recommended to be guided by paragraphs 3.2.1 - 3.5.1, and in the presence of constraint - paragraphs 3.2 - 3.5 of this table. -3230/06 dated 06/23/2004. And the coefficients are adequate in principle (from 1.15 to 2.1). 3. According to paragraph 4 of Appendix 2 of TSN 2001.6 - when performing work performed in premises with harmful working conditions, a coefficient of 1.25 is applied to the wages of workers, the cost of operating machines, including the wages of workers servicing machines. Based on hygienic criteria R 2.2.2006-05 “Guidelines for the hygienic assessment of factors in the working environment and the labor process. Criteria and classification of working conditions ”working conditions are divided into four classes: optimal, permissible, harmful and dangerous. Harmful working conditions are characterized by the presence of harmful production factors that exceed hygiene and have an adverse effect on the body of the worker and his offspring. Harmful working conditions, according to the degree of excess of hygiene and the severity of changes in the body of workers, are divided into four degrees of harmfulness. Among others, such harmful factors include contact with patients with especially dangerous (hazard class 4) and other (class 3.3) infectious diseases (paragraph 5.2.3. R 2.2.2006-05 "Guidelines for the hygienic assessment of factors of the working environment and the labor process. Criteria and classification of working conditions"). In the case when performing work in existing specialized (infectious, tuberculosis) medical institutions repair specialists construction works, have contact * with patients, in connection with which I consider it quite legitimate to use the coefficient 1.25 (TSN) and the coefficients of clauses 3.2, 3.2.2, 3.5 3.5.1 in the estimates .2004) * contact with patients during work can be not only primary (i.e. being in close proximity, the risk of inhaling air containing mycobacterium tuberculosis), but also secondary contact (i.e. contact with people who have direct primary contact with patients, after which tuberculosis mycobacteria settle on the clothes of those in contact, and, having a natural increased resistance to environmental conditions, needs a special disinfectant treatment). Thus, all employees who have both primary contact and secondary contact need not only specialized disinfection of clothing, but also have a risk of contracting Tuberculosis (or another infection). I would like to know your, Dear Colleagues, opinions on this issue. Has anyone come across this before? What coefficients have been applied? P.S. It's just a shame that employees of organizations that produce Maintenance/ building renovations are at risk of being contaminated by dangerous infectious diseases, and the position of the inspection organizations, that in paragraph 4 it is said that it is only RECOMMENDED that specific health care institutions be classified as harmful conditions

Taking into account numerous requests on the use of coefficients 1.15 and 1.25 in the estimate documentation, calculated in accordance with clause 4.7 of the "Methodology for determining the cost of construction products in the Russian Federation" - MDS 81-35.2004, for work performed during the repair and reconstruction of buildings and structures, similar to technological processes in new construction, and standardized according to collections for new construction (GESN-2001, FER-2001, TER-2001), except for collection No. 46, we recommend the following approach when calculating the above coefficients:

The coefficients compensate, as a rule, the following factors that distinguish the conditions for the production of repair work and work related to reconstruction from work in new construction:

Absence, replacement or restrictions in the use of construction equipment;

Share increase manual labor(including as part of the cost of intra-construction transport);

The use of materials in relatively small batches;

Small amounts of work performed in one place, which leads to an increase in the technological cycle (especially in finishing work with wet processes, floors, engineering networks and structures, etc.);

Losses construction organizations associated with a decrease in the level of the annual mode of operation of construction machines;

Indirect costs and losses of contractors;

Other factors.

In view of the foregoing, the coefficients can be used in the repair and reconstruction of buildings and structures for any purpose, including industrial facilities.

Therefore, when compiling estimate documentation for repair work, and work related to reconstruction, when using collections for general construction work and special construction work, the above coefficients should be applied to all collections, except:

Norms of the collection No. 46 "Work in the reconstruction of buildings and structures";

The norms of section 3 of the collection No. 27 GESN-2001 "Preparation of existing bases and coatings for black crushed stone (gravel) and asphalt concrete pavements(during reconstruction)”, tab. 03/27/01 - 03/27/04, tab. 27-03-008 - 27-03-010, as well as to the standards 27-12-005-5; 27-12-005-6; 27-12-008-2; 27-12-009-3; 27-12-010-2; 27-12-010-3;

Norms of the collection No. 31 "Airfields", tab. 31-01-058; 31-01-072-03; 31-01-072-04; 31-01-091;

Norms with coefficients for the dismantling of structures and products given in the Guidelines for the Application of Federal Unit Rates (FER) MDS 81-36.2004;

Norms for the dismantling of structures:
- collection No. 1 GESN-2001 " Excavation", norm 01-02-132-02;

Collection No. 6 GESN-2001 "Monolithic concrete and reinforced concrete structures", norm 06-01-100-01;

Collection No. 27 GESN-2001 " Car roads", norms 27-12-005-5; 27-12-005-6; 27-12-008-2; 27-12-009-3; 27-12-010-3; 27-12-010-4;

Collection No. 33 GESN-2001 "Power lines", norms 33-04-040; 33-04-041; 33-04-042;

The norms of section 3 "Dismantling" of the collection No. 34 GESN-2001 "Constructions for communication, broadcasting and television", table. 34-02-010; 34-02-011.

In disputable cases, the use of coefficients should be justified using PIC, PPR or relevant protocols (acts) between the customer and the contractor.

Particular attention is paid to the repair and reconstruction of engineering networks and structures, public utility facilities (central heating centers, boiler houses, garages, etc.), as well as roads, bridges, hydraulic structures, etc., where there is often a low volume factor, which leads to repeated movement construction equipment and, as a result, to a decrease in labor productivity and, accordingly, to an increase in the timing of work, which should be compensated by the above coefficients to the contractor.

At the same time, it should be borne in mind that with large amounts of work on the project, such as:

Complete replacement of engineering networks (internal and external);

Reconstruction and repair of roads and engineering, including hydraulic structures, bridges, overpasses, etc. in volumes that provide full-fledged work, etc.

the use of the above coefficients is not recommended.

At the same time, please note that if the subject of reconstruction is the superstructure of one or more floors, the use of the above coefficients is lawful. If it is not an add-on that is being carried out, but an extension to an existing building, these coefficients should not be applied, because
in fact, no reconstruction takes place. In clause 4.7 of the Methodology for determining the estimated cost of construction products in the territory Russian Federation MDS 81-35.2004 refers to work similar to technological processes in new construction, performed during reconstruction and repair, but not during expansion. Even if the title of the construction site contains the name "reconstruction", but in fact there will be an extension, i.e. extension, the above coefficients should not be applied, since in such cases one should be guided not formally, on the basis of the name in the title of the construction site, but on the merits of the issue.

The above coefficients for installation (GESNm-2001) and commissioning works(GESNp-2001), also to the norms of the Collections of GESNr-2001.

It should also be taken into account that the elemental estimated norms, and hence the unit prices, were developed without taking into account complicating factors, which, if present, are compensated by the coefficients of the technical parts of the collections corresponding to these factors, as well as by the coefficients that take into account the influence of the conditions for the production of work, given in Appendix No. 1 of the methodology MDS 81-35.2004. The heading of the tables in Appendix No. 1 to MDS 81-35.2004 indicates that the sizes of the recommended coefficients are given "taking into account the coefficients for the prices from the technical part of the collections."

Together with the coefficients of 1.15 to the norms of labor costs and 1.25 to the norms of the operating time of construction machines, it is allowed to apply the coefficients given in Appendix No. 1 to the Methodology of MDS 81-35.2004 and the coefficients from the technical parts of the GESN-2001 Collections for complicating factors. With the simultaneous application of different coefficients, they are multiplied.

MDS 81-35.2004 (clause 4.6, fourth paragraph) it is established that if complicating factors are taken into account by elemental estimated norms and unit prices, then the coefficients given in Appendix No. 1 do not apply.

In order to avoid conflict situations between the customer and the contractor, the use of coefficients should be discussed in the contract, based on these recommendations, taking into account the specific conditions of work.

Bibliography:

1. "Methodology for determining the estimated cost of construction products on the territory of the Russian Federation" MDS 81-35.2004.

2. Letter of the Ministry of Regional Development of the Russian Federation dated January 21, 2009 No. 1121-SM / 08

Source "Grand Stroy-Info"

MINISTRY OF COMMUNICATIONS OF THE USSR

MAIN WAY DIRECTION

TECHNICAL INSTRUCTIONS FOR THE APPLICATION OF NON-WOVEN MATERIALS TO REINFORCEMENT THE GROUND BED

CPU-4591

Moscow "Transport" 1989

The Technical Instructions set out the requirements for the design and calculation of anti-deformation structures made of non-woven material, laid to eliminate track subsidence, intense rail gauge disturbances, slope slides, as well as to prevent the formation of ballast troughs and beds on the main subgrade area and erosion. The main provisions on the organization and technology of work in the construction of these structures are given. For engineering and technical workers of the track facilities.

Responsible for the release of P.I. Dydyshko, V.V. Sokolov

Head of editorial V.G. Peshkov

Editor L.P. Topolnitskaya

INTRODUCTION

Under the conditions of increased traffic density and loads from the rolling stock on the rails and an increase in the speed of trains, the intensity of track breakdowns increases, which adversely affects the carrying capacity of railways.

The stability of the railway track largely depends on the subgrade, which is composed of clay soils for about 70% of its length. Under the combined influence of the moving load and climatic factors, the subgrade in these places is unevenly deformed. The main platform (the interface between ballast materials and clay soils) is often affected by ballast troughs and stocks. As a rule, the intensity of track disturbances in terms of level and profile in these sections is increased. In some cases (approximately 1% of the total network length), track subsidence occurs, which is accompanied by uneven subsidence and shifts of the rail gauge, liquefaction of clay soil with splashes from under the sleepers, extrusion masses of this soil on the surface of the ballast prism. They increase when the soil thaws and rains fall. Under favorable engineering and geological conditions, deformations of the under-rail foundation can manifest themselves in places of increased dynamic impact of a moving load (turnouts, equalizing spans of a seamless track, etc.), as well as in heavily clogged areas,

In modern operating conditions, the possibility of providing "windows" in the movement of trains to perform work to strengthen the subgrade and the track as a whole with high traffic density is limited. This makes it necessary to reduce the volume of dugout work to the maximum extent and to switch to the use of artificial materials with the necessary properties in anti-deformation structures.

For thermal insulation, foam is used, which prevents seasonal freezing - thawing of clay soils, for hydraulic insulation - a polymer film that prevents infiltration of precipitation. Thermal and waterproofing coatings are laid within the ballast prism. The requirements for their arrangement are set out in the Technical Instructions for Eliminating the Causes and Drawdowns of the Railway Track, TsP/4369.

Non-woven synthetic material, which is currently increasingly used in the construction and operation of structures for various purposes in our country and abroad, is able to divide and reinforce soils, drain and divert water. This material is made from synthetic fibers(waste, secondary raw materials or primary from polymer melt), which are mechanically interconnected on needle punching machines, where special needles entangle them in a layer. For the production of materials, fibers from various polymers (polyester, polyamide, polypropylene, etc.) are used, the chemical and biological resistance of which ensures their service life in the soil for several decades. The use of natural fibers is excluded, as they are short-lived when working in the ground.

The most important properties of nonwoven materials include the following:

the ability to retain small particles of soil (filter property);

high water permeability;

high mechanical tensile strength combined with elasticity and elongation;

manufacturability of application (low consumption per unit area, ease of transportation, installation and connection).

Possessing the specified set of properties, the nonwoven material performs one of its functions - the role separating layer. The stress-strain state of the soil, formed under the combined influence of loads and climatic factors, changes after laying the nonwoven material. This layer prevents the manifestation of residual deformations of the soil, since the freedom of movement of individual particles is limited, They cannot pass through the material. This prevents the interpenetration of large particles into the clay soil and small particles into the draining soil. The shift of individual layers, aggregates or soil particles in the zone of the interlayer is difficult.

Reinforcing function material lies in the fact that it is able to withstand tensile forces and increase the bearing capacity of the soil base reinforced with this material. In this case, the stresses in the soil mass are redistributed. The interlayer, working as a membrane, transfers some of the stresses, leveling them to a certain extent, from more loaded places to less loaded ones.

Cast return filter the material prevents mechanical suffusion, i.e. removal of small soil particles by water flow. At the same time, in the direction of water movement in front of the layer of non-woven material, as a result of the re-sorting of particles, an additional natural soil return filter is formed.

Work of nonwoven fabric as drainage layer(drainage function) is possible due to its high water permeability along the web. For example, when a material is located on a soil with a low filtration coefficient, the flow of infiltrating sediments, having reached a layer of this material, will begin to move along it. Part of the water will go down into the ground, but part of it will change its movement in the direction of less resistance and will be diverted away from the ground in need of protection.

These functions are manifested, depending on the type of deformations to be eliminated, separately or, which occurs most often, together.

Non-woven material is used to eliminate and prevent subsidence of the track, intense disorders of the rail gauge, slope slopes of embankments and cuts, erosion of flooded slopes, uneven settlement of embankments in swamps, siltation of drainages for various purposes, etc. In some cases, this material is used in combination with waterproofing film.

Part of the deformations practically or cannot be eliminated without the use of non-woven materials, or their elimination requires significant labor and material costs, as well as long breaks in the movement of trains. Such deformations include subsidence of the track with extrusion of liquefied soil onto the surface of the ballast prism, slope slips during surface waterlogging, soil washing out from under the slabs of the bank protection structures and flooded embankments, etc. Nonwoven material is indispensable in those structures where, when using draining soil, work with high, often difficult to achieve accuracy (installation of a return filter in drainage and other structures).

The use of non-woven material coatings instead of traditional designs reduces the cost of eliminating and preventing deformations. At the same time, labor costs for the maintenance of the subgrade and the track as a whole, its overhaul or construction are reduced, the throughput of the lines is increased, and significant cash savings are achieved.

real Technical instructions contain the main provisions for obtaining initial data for design, the conditions for the use of nonwoven materials, the necessary requirements and recommendations for the installation of anti-deformation structures from these materials, as well as the organization and technology of work.

The guidelines have been developed on the basis of the results obtained from the experimental and pilot-production use of non-woven material on railways, analysis of foreign experience, laboratory tests and calculations.

The technical guidelines were developed by VNIIZhT, KhabiIIZhT, HIIT, VNII Transport Construction together with the Main Department of Railways of the Ministry of Railways and the Northern Railway.

1. GENERAL PROVISIONS

1.1. These Technical Instructions are intended for use by employees of services and track distances, track machine stations, engineering and geological bases and track survey stations, design organizations and construction departments in the appointment, design and implementation of measures to strengthen the sub-rail base and other elements of the railway subgrade using non-woven materials .

1.3. Strengthening the subgrade with the use of non-woven materials in areas with subsidence of the track, slope slopes of embankments and cuts, water erosion and other types of deformations in difficult engineering and geological conditions is carried out according to projects developed on the basis of terms of reference track service, which indicates the list of deformable sections according to operational observations and the technical passport of the track distance.

Work to eliminate intense disorders of the rail gauge in terms of level and profile using non-woven material is envisaged in projects for major and medium track repairs. The repair estimate documentation includes the specified works. The feasibility of application and specific areas for laying non-woven material are established on the basis of operational data on the state of the track, labor costs for its maintenance, rail outlet, wear of the elements of the upper structure and other indicators.

Together with the laying of non-woven material, the projects provide for the reconstruction or construction of new drainage systems to ensure the runoff of infiltrating precipitation from the coating of non-woven material,

1.4. The laying of coatings from non-woven material is performed as an independent work or in conjunction with a major (medium) repair of the track, providing for maximum mechanization using track, general construction earthmoving and special machines designed to repair the subgrade. The work is carried out by the forces of track machine stations, including specialized ones, individual specialized columns of these stations and teams of track distances.

1.5. The purpose of coatings made of non-woven material should be justified by a technical and economic comparison with other methods for eliminating subgrade deformations and strengthening the under-rail foundation (planning of the main site, waterproofing coating, etc.).

1.6. The main characteristics and location of the laid coatings made of non-woven material, as well as the change in the nature and size of deformations after laying, are reflected in the established order in the relevant forms of technical passports for track distances.

2. INITIAL DATA FOR DESIGN

2.1. The initial data for the design of anti-deformation structures using non-woven material on operating lines is obtained during an engineering and geological survey, which is carried out on the basis of the terms of reference of the track service.

2.2. During an engineering-geological survey to develop a project to eliminate deformations of the under-rail foundation (track subsidence, intense rail gauge disturbances in level and profile on an unstable subgrade, uneven heaving of homogeneous soils), the site is inspected, fixed characteristics deformations and make instrumental shooting. By drilling, digging or pits with sampling, the composition, composition and condition of the subgrade soils are determined. In this case, at least five points of the under-rail base (along the axis of the track, under both rails from their outer side and at a distance of 20-40 cm from the ends of the sleepers) in the sleeper box and under the sleeper, the configuration of the clay soil surface on the main platform of the subgrade is established. Determine the presence and depth of location ground water, sources of local soil moisture and other hydrogeological conditions, The required volumes and procedure for conducting an engineering-geological survey are established in accordance with the requirements of the Technical Instructions for the Elimination of Heaves and Drawdowns of the Railway Track, TsP / 4369.

3.2. To reinforce the subgrade, non-woven material is used, which must meet the following requirements:

Strip width, mm	over 1700
Thickness, mm
Weight 1 m 2, g	" 500
Breaking load, kgf, for a strip 5 cm wide in the direction:
longitudinal	" 60
transverse	" 30
Elongation at break, %, in direction:
longitudinal	less than 80
transverse	" 140
Water permeability (filtration coefficient), m/day.	over 10

3.3. In the anti-deformation structures of the railway subgrade, it is possible to use a non-woven material that meets the above requirements, manufactured according to the specifications "Needle-punched fabric for road construction - dornit. Specifications" TU 21-29-81-81, type 1, which is intended for roads with increased bearing capacity. The use of type 2 and 3 material to reinforce the railway subgrade is not permitted.

In addition, it is allowed to use non-woven materials produced according to other specifications, including imported, if they meet the above requirements, as well as non-woven fabrics worked out at chemical fiber factories for filtering viscose solutions, washed and sewn into strips.

The non-woven material is placed at a depth of at least 0.2 m below the base of the sleepers ( δ n) on the surface of ballast materials cut off and planned with a slope of at least 0.04 to the field side.

If the distance from the top of the ballast prism to the main area of ​​the subgrade of sandy loam and loam with a yield boundary w L

The coating is laid across the entire width of the subgrade on top. On double-track sections, in the absence of deformations on the adjacent track, it is possible to cover only one track.

Rice. 2. Schemes for laying a coating of non-woven material when eliminating subsidence of the track and disorders of the rail gauge in terms of level and profile on unstable sections of the subgrade in the recesses:

a- on a single-track line; b, c- on a double-track line for one track and two tracks; 1 - non-woven material; 2 - ballast; 3 - clay soils; 4 - drainage; 5 - tray

The pavement to eliminate subsidence of the track and disorders of the rail gauge under the turnouts must be of variable width. The edges of the coating are located behind the ends of the transfer bars by at least 0.9 m (). It is laid 0.2 m below the sole of the bars with a slope of at least 0.02.

When arranging a coating under turnouts and on station tracks along it, shallow drainage is laid along the inter-track with a longitudinal slope of at least 0.03, the release of which is carried out by transverse drainage (see). To do this, use pipe filters or a "deaf" drain with a diameter of at least 15 cm, which is made of crushed stone wrapped in non-woven material. The bottom of the drain must be below the edge of the cover.

In a similar way, if necessary, water is drained from the inter-track on the hauls in curved sections of the track.

When crushed stone of ordinary size is used in the ballast layer, a layer of sand, asbestos ballast or fine crushed stone of a fraction of 10-25 mm with a thickness of 5-10 cm is laid on the non-woven material.

Separate strips of non-woven material in the coating, when eliminating subsidence of the track, are placed across the track, i.e., the length of these strips should be equal to the width of the cover. The strips must overlap each other by at least 0.2 m. When eliminating rail track disorders in terms of level and profile on unstable sections of the subgrade, it is allowed to place strips of non-woven material along the track with a mutual overlap of at least 0.2 m.

In difficult engineering-geological conditions, with intense manifestation of subsidence of the track with extrusion of liquefied soil through the ballast, the non-woven material in the coating can be laid in two layers. In this case, crushed stone of normal size can be directly laid on the non-woven material.

5. ELIMINATION OF RAIL TRACK DISORDERS IN THE LEVEL AND IN THE PROFILE WITH THE FORMATION OF SPLASHES IN COLLECTED AREAS

5.1. The non-woven material is placed within the ballast prism at a depth of at least 20 cm from the base of the sleepers (Fig. 5, a).

Under a layer of non-woven material, crushed stone must be cleaned of weeds to a depth of at least 10 cm in order to ensure the most complete and rapid removal of infectious moisture into this layer. Laying of non-woven material on unplanned rollers of cleaned crushed stone in under-rail sections, remaining after the operation of the ballast cleaning machine, is not allowed. This surface must be level.

In areas with a stable subgrade, in which rail track disorders in level and profile with the formation of splashes occur due to weeds, a continuous coating is arranged; at the same time, in some justified cases, it is allowed to cover only under the joints, and in sections of the continuous track - under the leveling spans. On turnouts, it is allowed to lay the material in the areas of the cross and the frame rail, which are most subject to dynamic action from a moving load. The edges of the coating must be separated from the joints by at least 2 m.

To drain water in the transverse direction, a layer of non-woven material is brought on hauls to the slope of the ballast prism, and on station tracks and turnouts - to shallow drainage. This drainage is arranged in accordance with the requirements.

5.4. The pavement within the abutments of bridges, as well as the spans of reinforced concrete bridges with a ride on ballast, is laid at the depth indicated above, bringing to the sides of the ballast troughs (back walls of the abutments). Longitudinal water drainage is carried out with the help of drains, which are placed along these sides. In this case, drains can be made of non-woven material, which is rolled up from a strip about 1 m wide.

6. APPLICATION OF NON-WOVEN COATING AND WATERPROOFING FILM

The conditions for the use of this coating are set out in. Uneven heaving with homogeneous soils manifests itself in this case as a result of ongoing (or ongoing) subsidence of the track. The ballast troughs and beds that arose during these drawdowns different depth lead to increased uneven moistening of cohesive soils that are infiltrated with moisture. Non-woven material due to its properties cannot be used independently to eliminate the causes. It is used for this purpose in conjunction with a waterproofing film that traps infiltrating precipitation.

The design of the coating of non-woven material and waterproofing film to eliminate heaves under the conditions under consideration is performed in accordance with the requirements set forth in.

7. ELIMINATION OF SLIDES AND TRACK SETTLEMENTS ON UNSTABLE EMBRACES ON A SOLID FOUNDATION

7.1. On unstable areas of embankments, a coating of non-woven material or a combined coating of non-woven material and a waterproofing film is laid, depending on the nature of the manifestation of deformations.

Finding values Qi. We determine by known methods by solving the inverse problem the parameters c i and φi, which correspond to the limit equilibrium condition of this uncovered slope. For this case, as a result of the solution, the parameters c i\u003d 0.7 tf / m 2 and φi=8°.

Let's calculate the stability of a slope with a coating. Accept Within\u003d 0.14ts / m 2, φin=36°. The thickness of the layer of drainage soil over the non-woven fabric is 0.1 m. Angle β cf=27°. Values Qin we find for the density of the draining soil equal to 2 t / m 3.

We perform the calculation according to the formula ().

Initially, we calculate the parameter included in the formula ()

ts;

ts;

ts;

ts;

ts.

Given that Withi\u003d 0.7 tf / m 2, φi=8°, we find

Thus, with these parameters Within\u003d 0.14 tf / m 2 and φin=36° the required value of the stability coefficient is reached TO " = 1,2.

Gaps and cracks on the surface of the slope are sealed with a homogeneous soil, tamping it down. Depressions in which water can stagnate are eliminated by leveling and backfilling with local soil with tamping. If necessary, perform partial cutting and cleaning of the soil in the places of uplifts, as well as in the lower part of the arrays that have floated earlier. To increase the adhesion of the non-woven material to the underlying soil, the grass on the slope is mowed, surface loosening is performed manually, or a thin layer of crushed stone is poured, ramming it.

To prevent slipping of the draining soil between two layers of non-woven material, in this case, it is possible to lay the triangular grid described above or to arrange cages from stakes and poles. The top layer of non-woven material is put on the stakes through cuts made in it.

When arranging a non-woven material cover in combination with a counter-banquet to increase the stability of the slope, in the upper part of the embankment, the structure is made in accordance with the diagram shown in . Water drainage in the lower part of the coating is carried out by longitudinal closed drainage constructed in the upper part of the counter banquet. Drainage can be made of crushed stone wrapped in non-woven material, under the bottom of which a waterproofing film is laid in the form of a gutter. Longitudinal slope is provided not less than 0.01.

The size of the counter-banquet in this case can be reduced according to the results of the calculation using the above methodology.

Strips of non-woven material in the cover are placed perpendicular to the axis of the path with an overlap, the size of which is set in accordance with the above calculation method, but not less than 0.2 m.

In the coating from top to bottom there should be a single strip without extension. The strips are welded together on a slope with a blowtorch with a continuous seam or sewn with nylon threads using a machine. Under the ballast prism, the strips may not be connected.

Before joining, the strips are pre-stretched by applying a load uniformly distributed over the width of the strip equal to 20% of the breaking load in the longitudinal direction. Methods for applying the load and changing the size of the strips are established for these conditions by testing.

7.7. In difficult local conditions, including the manifestation of settling of the track and slopes of embankments in the area of ​​culverts, in a pilot production order, anchoring of the coating from non-woven materials in the upper part is carried out in accordance with the scheme without laying the coating under the rail and sleeper grid. The material is wrapped through reinforced concrete beams laid on the side of the road, which abut against the beams placed on the slope across the axis of the track. It is pinched due to the subsequent surcharge from above. The length of the pinched part is determined by calculation.

In order to ensure their stability when working in compression under the action of shear forces, the transverse bars are made of reinforced concrete with a section of 0.2 x 0.2 m on site or assembled from old-fashioned reinforced concrete sleepers, connecting them rigidly to each other. In the latter case, the sleepers are laid on their side, facing each other with beds, and tightened with two bolts with a diameter of 22 mm through through holes. To ensure the desired total length of the transverse bars at one end, the sleepers are interconnected with clamps. Across the rows of these beams, leaning on them, prefabricated beams (old-year reinforced concrete sleepers) are laid.

The lattice of bars outside the culvert is held by stops. The design and dimensions of the stops are determined by calculation. Above the pipe head, the grate rests on a beam placed parallel to the track axis and monolithic for joint operation with transverse beams.

Strips of non-woven material are interconnected in the manner described above (see), after stretching them. To increase the holding forces, the non-woven material can be "sewn" to the ground at the joints of the strips with stakes 1-1.5 m long every 1.2 m. In this case, welding or stitching of the strips is not required.

The coating on the slope is covered from above with a layer of draining soil, the thickness of which is set in accordance with the above calculation (see).

7.8. Anchoring of the coating in the upper part of the embankment outside the culvert on a potentially unstable section of the slope can also be carried out in accordance with the scheme.

The procedure for performing work during the installation of the coating is set out in these Instructions.

8. ELIMINATION AND PREVENTION OF DEFORMATIONS OF SLOPES OF CUTTINGS

8.1. Non-woven material is used both to prevent possible mixing of soil on slopes, and to stop the further development of already manifested deformations. Laying non-woven material on a slope is allowed at a depth of development of deformations that does not exceed the maximum depth of soil freezing in a 10-year period.

Non-woven material is used for all types of clay soil, characterized by moisture along the yield line wL≤0,45.

The coating, passing water through itself and retaining soil particles, acts as a return filter on slopes, including when groundwater exits here. As a result, washouts and sinks of the soil stop. In addition, the stability of the slopes is increased due to the additional holding forces that arise.

8.2. The calculation of the stability of the slope of the excavation is performed according to the methodology set forth in these Guidelines. Calculation determine required amount layers of non-woven material of a given strength, the thickness of the layer of draining soil over the non-woven material and the parameters of pinching the coating in the post-slope part of the excavation.

8.3. Before laying the material, cracks between the floating masses are filled with local soil and depressions on the slope are eliminated. If necessary, partially remove the soil in the lower part of the floating arrays. At the same time, it should be taken into account that this part is supportive and its excessive removal will lead to a violation of the existing balance of the slope, therefore, when harvesting, it is enough to ensure the normal operation of the drainage systems in the excavation.

8.4. On the slope prepared in this way, in the area of ​​deformations and beyond it, at least 10 m in each direction, a non-woven material is laid over the entire height. The coating in the upper part is led from the edge to the field side by a value of at least 2 m (Fig. 11, a). In the lower part, if necessary, cover the cuvette shelf with material and line the cuvette. The material must be "sewn" to the slope with stakes. The length of the stakes driven into the ground through cuts in the material should be 1.2-1.5 m. They do not reach the end by 0.1-0.2 m. They are placed from each other at a distance of at least 1 m.

non-monolithic prefabricated concrete slabs with dimensions of 1x1 m or reinforced concrete slabs with dimensions of 3x2.5 m with flexible ties on a layer of crushed stone 10 cm placed over non-woven material ();

prefabricated reinforced concrete slabs measuring 3x2.5 m with drainage holes, monolithic along the contour with a TsNIIS dowel, on non-woven material ().

9.3. If the slopes are composed of clayey sands, sandy loams, loams or clays, then for all these types of coatings, a layer of sand 10 cm thick is required between the soil of the slope and the non-woven material. The fractional composition of the layer is selected in accordance with the requirements of SNiP II -53-73 "Dams from local materials ".

9.8. The consequences of erosion on operated lines are eliminated using non-woven material (). The erosion funnel is filled with local soil or stone. Non-woven material covers the entire area of ​​erosion with a margin for the depth of general erosion and is pressed by rockfill, concrete blocks and other materials.

When the slope of the mineral bottom of the swamp is up to 1:5, work on laying the soil on both sides of the embankment is carried out simultaneously both during the construction of the field parts of the berms and when filling the space between the field parts and the embankment of the sinuses. With a greater steepness of the slope, in order to avoid shifting the embankment, a berm is first constructed from the downstream side. The sinuses are filled after the sinking of the berms into the swamp slows down or stops abruptly.

The non-woven material is laid in two layers: in the transverse and longitudinal directions. At the same time, a margin of width is provided on the field side of the berm and on the slope of the existing embankment to compensate for the ongoing change in the size and shape of the coating when it is immersed in a swamp under the weight of the dumped soil. The size of the margin on each side should be taken equal to 1.5 N bol. Strips of non-woven material in both layers overlap each other by at least 0.2 m. They are welded or sewn with a continuous seam.

10.2. For embankments erected on a weak foundation, significant deformations are characteristic. The embankments not only settle into the ground, but also spread to the sides, and the deformations during operation continue without fading for a long time.

The nonwoven material does not prevent soil consolidation. However, its use in the construction of embankments on weak grounds in difficult engineering and geological conditions allows to obtain: uniform subsidence of the soil base; preservation of the design outlines of the embankment and prevention of spreading and uplift of the base; reduction of soil dumping by reducing the settlement of the embankment and base during operation and maintaining the interface between the soils without their interpenetration.

Rice. 16. Scheme of layer-by-layer backfilling of surcharge berms during stabilization of embankments in swamps:

1 - existing embankment: 2 - field part of the berm; 3 - non-woven material;

I - VII - the sequence of laying the soil in the berms

10.3. Non-woven material is used in type I swamps with a peat deposit thickness of up to 1.5 m and on a base represented by silty and peaty soils, including marshes. In addition, it is used on the basis of waterlogged clay soils ( I L>0.5) under embankments up to 1 m high in the zone of high-temperature permafrost.

10.4. When preparing the base for laying non-woven material, bushes are cut down, trees are cut down, the coating is placed on the entire width of the embankment below. The number of layers of non-woven material under the embankment should be selected from the condition that their total tensile strength is at least 1.5 tf/m for an embankment height of up to 2 m and at least 2 tf/m for an embankment height of 2 to 4 m.

Strips of non-woven material are laid on the base in the direction transverse to the axis of the path, connecting them in accordance with the requirements. Backfilling of the soil before creating a layer of 0.5 m above the non-woven material is carried out using the "from the head" method.

10.5. When using non-woven material at the base of the embankment, berms are not satisfied with mari. The work is carried out without damaging the moss-peat cover, including in the warm season, without waiting for the active layer to freeze.

11. APPLICATION OF NON-WOVEN MATERIAL IN DRAINAGES

11.1. Non-woven material as a return filter in drainages is used in accordance with the schemes of Fig. 17. Drainages are arranged in combination with anti-deformation structures for various purposes: anti-heaving cushions, heat and waterproof layers, non-woven material coatings or combined coatings on the main site, embankment slopes, etc. In addition, closed drainages with a return filter made of non-woven material are constructed to improve drainage conditions in recesses, including flooded ones, under "buried" ditches, on turnout necks to drain water from switch drives, when arranging a transverse water outlet at stations, double-track and multi-track lines.

11.2. "Deaf" drains (Fig. 17, a) is performed by wrapping crushed stone from slightly weathered rocks with a particle size of more than 40 mm with a non-woven material. The diameter of this drain is taken at least 20 cm. When using perforated pipes or pipe filters according to the schemes of Fig. 17, b, in for backfilling, medium and coarse-grained sand is provided. The material for filling the trench above the closed drainage is selected based on the conditions of its operation. To prevent mechanical suffusion of the soil behind the walls and under the bottom of flumes constructed in difficult hydrogeological conditions, it is advisable to additionally lay a layer of non-woven material (Fig. 17, G), which will act as an inverse filter.

Rice. 17 . Schemes of drainage devices with a return filter made of non-woven material:

a - "deaf" drain; b - pipe with draining backfill; in - "pipe in a shell"; g - a tray with an external filter; 1 - backfilling of the trench; 2 - non-woven material; 3 - crushed stone; 4 - draining material; 5 - perforated pipe; 6 - tray

12. PROTECTIVE LAYER FROM NON-WOVEN MATERIAL ON THE MAIN AREA OF THE GROUND PLATE

12.1. A protective layer of non-woven material on the main platform of the subgrade is laid to reinforce the path when installing mortise pads and laying out this site in accordance with the Technical Instructions CPU/4369. It increases the bearing capacity of the soil, prevents the formation of ballast troughs and beds, subsidence of the track and uneven heaving.

12.2. Non-woven material should be used in recesses, in zero places and embankments with clay soils of all types, with the exception of sandy loam containing sand particles ranging in size from 2 to 0.05 mm in an amount of more than 50% by weight. For clay soils with moisture at the yield limit wL>0.23, as well as with increased natural moisture content of clay soils characterized by wL≤ 0.23 and flow rate I L>0.25, a draining pad must be laid over the nonwoven material.

12.3. The thickness of the drainage pad h h should be assigned in accordance with the table. 3 and 4 depending on: the type of soil (moisture at the yield point wL) and freezing depth h pr to according to the table. 3; on the state of the soil (fluidity index I L) according to the table. 4. At the same time, for soils with wL≥0.23, the larger of the values ​​given in Tables 3 and 4 is taken.

12.4. A diagram of the construction of a subgrade with a drainage pad on top of a non-woven material is shown in. The surface of clay soil on single- and double-track lines is planned on both sides of the subgrade axis with a slope of 0.04.

Table 3. Draining pad thickness

Soil moisture at the yield point w L	Meaning h h along the axis of the path, cm, at the depth of freezing h pr, m
	UP TO 1.5	1,5-2	2-2,5
0,23-0,35
0,36-0,40
0,41-0,45
0,46-0, 50
0,51-0,55

Table 4 Draining pad thickness

Rice. eighteen. Scheme of subgrade construction with non-woven fabric and drainage pad:

a- in the embankment; b- in the recess; 1 - crushed stone; 2 - ballast cushion; 3 - drainage pillow; 4 - non-woven material

12.5. For the construction of the cushion, it is necessary to use sands, with the exception of silty, coarse-grained soils (with a maximum particle size of 300 mm) or coarse-grained soils with sandy aggregate.

13.2. On the basis of standard technological processes, repair departments (in some cases, design organizations) draw up a working technological process for the production of works. To determine the labor costs, the list of machines and mechanisms, to clarify the scope of work, technological processes No. overhaul tracks with the layout of the main platform of the subgrade, included in the technological processes for the overhaul of the subgrade of the railway track, as well as the technological processes for the overhaul of the track with a decrease or preservation of marks longitudinal profile.

13.3. Work on laying non-woven material is divided into preparatory main and final.

13.4. During preparatory work outline the boundaries of the under-rail base soil cutting and fix the sections of the beginning and end of laying the coating and the boundaries of the outlets. To do this, make marks on the adjacent path or hammer pegs to the side.

To ensure the normal operation of the machines, the preparation of the site provides for: removal of obstacles that can cause a stop or damage to the machines, removal of paving, soil and flooring at crossings, preparation of places for driving onto and leaving the track for earthmoving equipment.

In accordance with the project, individual strips of material are measured and cut, taking into account their overlap in the longitudinal and transverse directions. Prepared strips are wound into separate rolls, which are laid out within the front of work.

To reduce the volume of crushed stone to be cut by earth-moving machines into the main "window", a side cutting of the shoulder of the ballast prism is made with the ballast dump beyond the curb. Before cutting the ballast, a place is prepared for its placement outside the gauge: the ditch is cleared of vegetation, and stagnant places are eliminated. To drain water, drain pipe filters or "blind" drains made of crushed stone wrapped in non-woven material are laid at the bottom of the cuvette. To reduce the volume of cut crushed stone placed in the recess, part of the crushed stone is cut out by the SHOM-4 machine, followed by its removal by the SM-2 machine.

When using the old lattice during the preparatory work, new sleepers are imported and the unusable ones are replaced, the bolts are tested in the joints, and the sleepers are fixed by finishing with crutches.

Before starting the main work, with the help of levels installed for the entire period of the "window", the existing marks of the top of the sleepers are taken along the axis of the track in sections fixed at 10 m in order to control the design marks during cutting the soil and laying the foundation.

13.5. The main works include: dismantling the rail-sleeper grid, cutting the soil, laying out the base of the coating and bends, spreading the strips of non-woven material, laying the rail-sleeper grid, ballasting, raising and straightening the track.

If the laying of the non-woven material on the main subgrade area is carried out as independent work, then the rail and sleeper grating is disassembled and laid with one track-laying crane. In this case, depending on the conditions for the placement of work trains, the possibility of skipping the maximum train flow during the performance of work and other factors, either the reverse order of the formation of work trains is adopted, i.e., the straightening and tamping machine is sent to the stage first, then the ballast, the composition of the hoppers-dispensers , a track-laying train, or a rail-sleeper grid is disassembled by a track-laying machine in the opposite direction, starting from the end of the section.

When laying non-woven material in combination with a major overhaul of the track structure, the procedure for the formation of working trains and the performance of work is determined by standard technological processes.

To facilitate the operation of the laying crane, the rail and sleeper grid is torn off from the ballast prism before disassembly with an electric ballast, a gravel cleaning machine or a VPO-3000 machine. At the end of the work, the SHOM machine, as well as the track plow that has completed the preliminary side cutting, are overtaken along the adjacent track to perform operations in accordance with the technological process.

For cutting the ballast and laying out the base, sets of earthmoving machines are used. When using sets of earth-moving machines recommended for lowering the marks of the longitudinal profile of the railway track, labor costs and time for performing work are determined in accordance with the technical standards given in standard technological processes.

In the absence of standard sets, the number of machines and their operating time are selected in accordance with the amount of work on cutting and laying out the ballast and the productivity of the machines (Tables 5 and 6). Branches are planned with a slope of 0.02.

Table 5 Volumes of earthworks performed when laying a pavement with a length of 100 m

Indicators	Covering depth, cm
Branch length, m
Volumes of cutting, m 3:
on the main site
"recusal
Total
Planning area, m 2

On double-track sections, where the total load on both tracks does not exceed 55 pairs of trains per day, a track plow can be used to cut the ballast. The thickness of the ballast layer cut in one pass of the plow is approximately 5-8 cm. When using a plow, it is also necessary to use a bulldozer, which will plan the shoulder.

In areas with splashes from weeds, the layer of rubble under the non-woven material is cleaned with a BMS machine. In this case, the planer of the machine must be installed in such a way that the base under the non-woven material is leveled evenly without rollers of cleaned crushed stone under the rails and without a groove in the middle of the track.

When placing strips of material along the axis of the track, the laying is carried out starting from the shoulder to the inter-track with the corresponding overlap of the strips.

Table 6 The time of employment of machines when performing earthworks on a 100m section

Types of jobs	Time consumption, machine-hours, at the depth of laying the coating, cm
Ballast cutting:
bulldozer with a direct blade with a power of up to 59 kW
bulldozer with a direct blade with a power of up to 96 kW
bulldozer with a rotary blade with a power of up to 96 kW (in layers)	0,68	0,91	1,14	1,37		1,88
Base layout:
79 kW bulldozer						0,81	0,81
79 kW motor grader

The links of the rail-sleeper grid are placed directly on the non-woven material. It is not allowed to turn over the first links of the rail packages of the track-laying train on the surface.

The track is raised to the ballast without the use of strings in several passes of an electric ballast, a crushed stone cleaning machine or a VPO-3000 machine. The lifting height in one pass should be no more than 10 cm when using the SHOM and ELB machines and no more than 8 cm when using the VPO-3000 machine. The first lift is performed on the fine ballast (see). After each lifting of the track, the ballast is re-unloaded from the hopper-dispensers. With this technology, it is advisable to place the ballast between two groups of wagons with ballast.

The use of VPO-3000 and VPR machines is allowed after a layer of ballast with a thickness of at least 20 cm is located between the sole of the sleepers and the coating of non-woven material. If this layer is thinner, the use of these machines is prohibited, since their working bodies will damage the coating.

The first two trains pass at a speed of 25 km/h, and the next - 60 km/h.

13.6. Final works are carried out in accordance with standard technological processes for major and medium track repairs. During the final work, roadsides are planned, cut soil is removed, and drainage systems are arranged in accordance with the project.

INSTALLATION OF NON-WOVEN FABRIC AND WATERPROOFING FILM ON AN UNSTABLE EMBRACE

13.7. In the preparatory period, in accordance with the project, the strips of non-woven material and film are measured, cut and numbered in the desired sequence.

The length of a continuous strip of film should be equal to the unfolded width of the coating on the slopes and within the main area. Strips of nonwoven material are cut for two layers. At the same time, the full length of the strip can be assembled from three "(or two) separate parts: for slopes and the main platform. On the side, strips of non-woven material are welded into panels of such a size that they can be moved to the laying site. Panels for slopes and the main platforms can be welded separately.

13.8. The main work is carried out in the "window" with the removal of the rail and sleeper grid. The old ballast is cut off to the design marks by bulldozers, auto scrapers or a plow-snow plow from an adjacent track (on a double-track section). The panels of non-woven material, mounted for the main platform, are laid on the planned base. Film strips are laid across the path, overlapping them by at least 0.25 m. At the same time, the necessary part of the film strips is placed on the main platform, and the remaining parts intended for slopes are left rolled up on the sides.

A second layer of non-woven material is laid on top of the film. In parallel with these works, fencing drainages are arranged along the edges of the coating. A rail and sleeper grid is laid on the covering made within the main platform and the track is ballasted.

13.9. Pavement works within the slopes can be carried out without interruption in the movement of trains. At the same time, the necessary planning and cutting of the soil on the slopes are manually carried out. Sloping panels are welded on the side of the road with the lower panel on the main platform. Film strips with an overlap are rolled out from the reeled rolls along the slope and the upper panels of the non-woven material are mounted on top of them by welding between them. Laying of coating materials on slopes is advisable from the top of the embankment.

The film and non-woven material are launched into the dug ditches of drainage systems. Under the film strips perpendicular to the ditches, a separate longitudinal strip of the film is brought, covered with non-woven material, crushed stone is poured on top and wrapped with this material.

The coating on the slopes and roadsides is covered with a layer of draining soil, bringing the slope to the design outlines.

STRENGTHENING FLOODED SLOPES

13.10. When performing construction and installation work to protect the slopes of structures with rock fill and prefabricated concrete and reinforced concrete slabs, it is necessary to be guided by the current standards, building codes and these Technical Instructions.

13.11. Before laying the slabs, the soil is compacted at the base of the coating (on the slope) and control tests of its density are carried out, and thrust structures (tooth) are constructed at the base of the embankment. For the work performed, appropriate executive documentation is drawn up, including acts of hidden work.

13.12. The layout of slopes for laying non-woven material is carried out by mechanisms with manual finishing of the slope surface to the design marks. Deviation from the design surface of the slope is allowed no more than ± 5 cm at a length of 3.0 m.

The preparation of the base for laying the non-woven material and its laying on the slope are carried out in small sections, for the amount of work performed during the day. In winter conditions, strips of non-woven material are rolled out immediately before laying the next batch of slabs on a slope cleared of snow.

If, before laying the slabs, the planned slope is eroded by surface, rain or river water, then the slope surface is brought to the design marks by adding fine crushed stone, sand-gravel mixture or coarse sand with moisture, while removing and laying again the non-woven material in the areas of erosion that has occurred.

13.13. Strips of non-woven material are laid on the slope from top to bottom with a mutual overlap of 10 cm and connected with a continuous seam using blowtorch welding. The panels are fixed from displacement by weighting, pinning, pins, brackets or wooden stakes.

13.14. When arranging rock placement, the stone is poured with vibrating trays, a bucket transported by a crane, or an excavator bucket.

When leveling a stone on a non-woven material coating, it is necessary to monitor the integrity of the sheets and butt joints. Leveling of crushed stone preparation for laying non-monolithic slabs with flexible connections (see Fig. 13, b) are performed manually. If the non-woven material is damaged, the gaps are covered with pieces of this material, providing an overlap of at least 0.2 m. The pieces of material are welded to the main fabric.

Reinforced concrete slabs are laid on the cards from the bottom up, guided by the requirements of VSN 82-69 and the following instructions.

The slinging of the slabs must be carried out in such a way that the planes of the slabs, when they are lowered, are parallel to the slope surface.

For this purpose, traverses or slings of different (chosen locally) lengths are used.

When mounting adjacent plates, monolithic along the contour with the ZNIIS key, stop templates are used, the dimensions of which provide the required gap between the plates.

The displacement of the edges (ends) of the slabs along a line parallel to the edge of the slope should be less than 5 mm, but normal to it - less than 10 mm.

13.15. After laying on the slope, the slabs are welded into cards. Before welding, in the places of its production, the non-woven material in the seam is sprinkled with sand with a layer of 3-4 cm.

Immediately before monolithing, the seams and welded joints are thoroughly cleaned of sand and debris. The quality of welded joints and cleaning of seams is confirmed by the act.

13.16. The seams are monolithic with high-strength fine-grained concrete grades 400-500 with the largest aggregate size of 10-15 mm. Compaction of the concrete mixture should be carried out using standard mechanical vibratory compactors. Monolithic work should be carried out at stable positive temperatures.

APPENDIX.

Nonwoven Test Method

The general conditions for testing non-woven material must comply with "Textile non-woven fabrics. Rules for acceptance and sampling".

Linear dimensions and the mass of non-woven material is determined according to GOST 15902.1-80 "Non-woven fabrics. Methods for determining linear dimensions and mass."

Strength nonwoven material in uniaxial tension is set in accordance with "Nonwoven fabrics. Methods for determining strength".

The uniaxial stretch reflects the performance of a nonwoven fabric laid on a slope to improve stability. The safety factor of a nonwoven material under uniaxial tension, taking into account the joint work of this material with the soil due to friction and adhesion forces, is taken equal to n = 1,2.

The nonwoven material is tested for biaxial tension and water permeability on non-standard models.

biaxial stressed the state characterizes the work of the non-woven material in the under-rail base: in the ballast prism, on the main platform of the subgrade, under the embankment. The tests are carried out on a model of a square membrane with a side dimension of 105 mm. The sample is fixed in the frame on all sides. A uniformly distributed load is applied to the surface of the membrane, the size of which increases until the destruction of the material. Stresses in the membrane in two mutually perpendicular directions (excluding anisotropy)

,

where E- modulus of elasticity of the material, kgf/cm 2 ; R- load on the membrane surface, kgf / cm 2, b, t- geometric dimensions of the membrane, see

Meaning σ xc= σ yc, obtained empirically for a particular type of material, is taken as the limit in the calculations.

Vertical water permeability To The nonwoven material can be determined in serial devices for sandy and clayey soils (for example, the SPETSGEO tube, the Kamensky tube, the F-1M device), placing the material in them in several layers (in a stack). The method is applicable to both two-layer (non-woven material and primer) and single-layer (non-woven material) media.

Horizontal permeability(along the material layer) To G is determined in a special device consisting of a metal cup with perforated walls. The height of the perforated part corresponds to the height of the layer (foot) of the material. A piston with a hole of a certain radius in the center is placed on top of the material.

Through this hole, water under pressure enters the material, its filtration is carried out only in the horizontal direction. Filtration coefficient along the material layer

,

where l n - piston length, m; R- outer radius of the piston (sample), cm; r- inner radius of the piston, cm; Q- water consumption, m 3 / s; H- sample height, m; ∆h- pressure in the sample, m

The piston can be loaded with a load corresponding to the actual operating conditions of the non-woven material layer in the structure.

Non-woven synthetic material (NSM) is a needle-punched non-woven fabric, which is made by interlacing synthetic polymer fibers. It is not subject to wear and tear. Due to the combination of excellent performance, the material is convenient to use in most areas of human activity: construction work, road construction, pipeline laying, Agriculture, design and more.

NSM is capable of performing four functions at once:

• Filtration. Due to the unique structure, the canvas prevents the passage of sand and earth particles into the pores of the material, preventing the possibility of silting;
• Drainage. Prompt water drainage is provided, which increases the efficiency of the drainage system;
• Reinforcing. Like a geogrid, it takes on the ground load and can partly withstand tensile stress;
• Dividing. NSM serves as a separating layer, excluding mixing of the upper layer and the base. At the same time, the thickness of the top layer does not change.

Material advantages

NSM is widely popular today due to:

• Durability;
• Environmental friendliness. The canvas is not exposed to chemical elements, so that harm to people and nature can be avoided;
• Strength. The material has high level resistance to mechanical stress, puncture. Stretch threads allow the web to be extended, which eliminates the possibility of damage during installation;
• Resistant to natural factors. Does not cause debate, silting and does not rot. It is resistant to UV rays, acids, alkalis and organic substances. The material is not affected by fungi and bacteria;
• Ease of installation. HCM is supplied in easy-to-transport rolls, which can be cut into two parts with an ordinary hand saw if needed. Also, the material can be cut with scissors and a knife;
• Profitability. With all its advantages, NSM is relatively inexpensive, which is the main reason for its use in many areas of life.

Areas of use

• It is a filter in drainage systems;
• Road works. It is used for laying the railway track, highway. It is assigned a reinforcing function; can also be used for garden paths.
• Agriculture. NSM material can protect crops from weeds, and the soil from infection by microorganisms and drying out.
• In construction. It is used as a waterproofing layer and a protective layer in the roof and foundation;
• Strengthening the banks and slopes of reservoirs;

Table of NSM characteristics