COMPLEX OF PERSPECTIVE DEVELOPMENT OF THE CITY OF MOSCOW

MANAGEMENT TIMESAT ITIA OF THE GENERAL PLAN OF MOSCOW

MOSSTROYLICENSAnd I

DEPARTMENTAL
BUILDING REGULATIONS

INSTRUCTIONS
DEVICE SOFTWAREFROM TVU FOUNDATIONS
IN NATURE NNOM OS NOVA N AI
IN THE CONSTRUCTION OF RESIDENTIAL HOUSES
HIGH STORIES

VSN 37-96

MOSCOW - 1997

At testimonies by device in at foundations on a natural basis during the construction of high-rise residential buildings, a n s laboratory of bases and fu ndaments of the Research Institute of the Mosstroy (Ph.D. V.A. Trushkov) with the participation of the Mosstroyl license . Yu. I. Stolyarov and.t.s. V. D. Feldman).

Instructions and I was compiled on the basis of the results of research work carried out by NIIM sharp, and many years of experience easy established organizations involved in the construction of foundations in Moscow.

Instructions agreed with AOHK "Glavmosstroy", AOOT "Mosfundam ntstroy-2", AOZT "Mosfundamental ntstroy-6" and AOOT "Mosfundamental ntstroy-8".

Complex of perspective development of Moscow	Departmental building codes	VSN 37-96 Complex of perspective development of Moscow
	Guidelines for the construction of foundations on a natural basis in the construction of high-rise residential buildings
Development Department of the General Plan of Moscow
Mosstroylicense

1. GENERAL PROVISIONS

1.1. These instructions apply to work on the device fund aments on a natural basis for high-rise buildings built from standard residential sections.

1.2. When constructing foundations on a natural basis for high-rise buildings, it is necessary to be guided by working drawings, the requirements of the current G lava SNiP, regulatory documents, PP P and technological maps, as well as Instructions for the production of earthworks in housing and civil railway Russian construction, carried out by Glavmosstroy organizations.

1.3. Prior to the start of work on the zero cycle of general contracting s e construction organizations must:

accept documentation for objects from the customer in accordance with SN-202-81 *;

accept from the customer the construction site and the geodetic breakdown of the axes of buildings and structures;

develop, with the involvement of subcontractors, a project for the production of zero-cycle works and agree with all participating organizations on the scope and timing of work;

prepare the construction site for the zero cycle works;

before the start of mechanized earthworks, including sheet piling and excavation of a foundation pit, send an order to the relevant mechanization department to perform work with the application of technical documentation provided for by the order of the head of JSC HK« Glavmosstroy».

1.4. The design and estimate documentation submitted for the construction of foundations on a natural basis must comply with the requirements of the current SNiPs, the relevant directives of this instruction and other applicable regulatory materials.

1.5. The design and estimate documentation includes:

construction passport;

technical opinion on the engineering and geological conditions of the construction site, including a conclusion based on the results of soil testing;

general plan;

vertical planning project and cartogram of earthworks;

project vn ut ricquart flax x roads and sidewalks;

building master plan pl en);

working drawings of structures;

estimates for working drawings.

Design and estimate documentation must be approved and agreed upon in the prescribed manner.

1.6. When accepting design and estimate documentation from the customer, it is necessary to check the compliance of the locations of the wells according to the report on engineering and geological surveys with the location of the buildings according to the master plan. If less than two boreholes required by SNiP fall into the building zone, design estimates are not accepted until additional engineering and geological surveys are carried out.

1.7. The dimensions and outlines of the construction site are determined by the construction n construction organization project plan (POS).

Prior to acceptance by the general contractor of the construction site, the customer must:

Pere give a general contract chiku design estimates wow documentation and statement for replanting (cutting down) green spaces;

Relocate citizens from buildings to be dismantled;

To pay citizens evicted from demolished houses the cost of fruit trees;

To vacate non-residential buildings subject to demolition, as well as preserved, intended for use by a construction organization during the construction period;

Disable communications,brought to the demolished structures, and dismantle the equipment in accordance with the requirements of SNiP III-10-75 “Improvement of the territory. Rules for production and acceptance of works”;

Take out red lines in nature and fix them on the ground in accordance with the requirements of the "Instructions for the production of geodetic works during the construction of large-panel residential buildings", VSN-23-77;SNiP 3.01.03-84 "Geodetic work in construction";

Indicate the address of the landfill and the distance to it.

1.8. The project for the production of zero cycle works in its content must comply with the requirements of chapter SNiP 3.01.01-85 * "Organization of construction production", this instruction and other applicable regulatory documents.

The project for the production of works is drawn up by the general contractorth organization with the involvement of organizations performing subcontracting work, or is developed by the specialized trust Mosorgstroy by order of the general contractor.

The subcontractor (or, at its request, the Mosorgstroy Trust) draws up a PPR for the types of work performed by it and coordinates the PPR with the general contractor.

1.9. At the construction site accepted from the customer under the act, the general contractor, with the involvement, if necessary, of specialized subcontractors, ensures the performance of work on the preparation of the territory: demolition of buildings (except for those used during the construction period); garbage disposal; transfer of communications; felling and replanting trees; cutting, stacking and removal of the plant layer of soil; provision of surface water runoff, and in the presence of groundwater - artificial dewatering for the period of construction.

Inventory collapsible structures are being erected as temporary premises in accordance with the album of the Glavmospromstroymateria TsPBl buildings or buildings to be demolished are being adapted. Preference should be given to mobile vehicles (vans, mobile change houses, etc.) assigned to individual sections and teams and relocated by the mechanization department at the request of a contractor or subcontractor.

1 .10. Mechanized earthworks of the zero cycle are obliged to carry out mechanization departments under a subcontract agreement with organizations of trusts f un damentostroeniya or organizations of general construction trusts. At the same time, mechanization departments perform the following set of works:

arrangement of an earthen trough and a sandy base for permanent and temporary outdoor ut ricquart flax e roads and driveways;

digging pits and trenches for the foundations of buildings and structures, followed by cleaning, and, if necessary, sand preparation. Entrances and exits must be made in the pits (for the entry of vehicles and, if necessary, installation of cranes for performing work inside the pits, etc.).

the layout of the bottom of the pit is made according to the marks;

layout of sites for storage of building elements n Comrade;

backfilling of soil under the floors of the technical underground (basement),in the sinuses of the foundations and walls of the underground part of buildings with layer-by-layer soil compaction;

vertical planning of the building area with soil compaction in places of supply s pok;

earthworks for the improvement of territories (plowing lawns, digging holes for trees and shrubs, etc.).

1. 11. Necessary d To perform excavation work, the geodetic breakdown of buildings in kind with the removal of axes on a cast-off, as well as the installation of the required number of benchmarks with the placement of elevation marks on them, is carried out by the general contractor days by organizations of trusts the foundation was built and i or public building.

These organizations should assist the mechanization departments with their geodetic service in monitoring the performance of work to design marks.

Responsibility for carrying out earthworks according to design marks and dimensions at the base, as well as for observing the steepness of the slopes established by safety regulations and technical specifications for earthworks, rests with the mechanization department.

2. PREPARATION OF THE GROUND BASE

2.1. When using natural soils as foundations, construction methods should be used that do not allow deterioration of the natural properties of soils and the quality of the prepared foundation due to soaking, erosion by ground and surface waters, damage by mechanisms and vehicles, freezing and weathering.

A break between the end of the excavation and the construction of the foundation, as a rule, is not allowed. In case of forced breaks, measures must be taken to preserve the natural properties of the soil. Cleaning the bottom of the pit to the design marks (by 5-7 cm) should be carried out immediately before the foundation is laid. It is not allowed to sort out the foundation soil below the design marks. Random searches in separate places should be filled with local soil or sand and brought to the design density.

In critical cases, the busts are filled with gravel or lean concrete. The method of filling the soil overflows should be agreed with the design organization.

2.2. Before fun device d ments, work must be carried out to divert surface and groundwater from the pit and crane runways. This is achieved by organizing the flow of surface water through the vertical planning of the territory.,devices of open and closed drainage and drainage systems. FROM method of removing water from the pit (open drainage,drainage, dewatering, etc.) must be selected taking into account local conditions and agreed with the design organization. At the same time, measures should be taken to prevent the removal of soil by water from under the erected and existing structures and the violation of the natural properties of soil foundations.

2.3. Open drainage from the pit can be used in a variety of soil conditions and at different depths, but with the obligatory observance of the requirements of. .

2.4. When installing drainage, the requirements for the composition, size and properties of drainage materials, as well as for compliance with the specified drainage slopes, must be met.

2.5. The pit completed and prepared for the installation of foundations must be surveyed and accepted according to the act (form UG ASKa No. 6) by a representative of Mosgorgeotrest and architectural supervision. Benchmarks must be installed and the axis of the building fixed.

The construction site must be equipped in accordance with the requirements of paragraphs. ; ; of this manual. To the building under construction must beb the necessary structures and inventory were delivered, crane equipment was installed. Acceptance, storage and storage of materials should be carried out in accordance with VSN-28-66 "Guidelines for the acceptance, storage and storage of basic building materials" and SNiP III-4-80 * "Safety in construction".

2.6. It is allowed to start work on the arrangement of sand, concrete or other preparation only after finalizing the shortage of soil and if there is an act on the acceptance of pits with a soil base prepared in accordance with the requirements of paragraphs. of this manual.

2.7. Improvement of shortage of soilst and (6-7 cm), remaining on the basis adopted by the act in excess of the design marks, is made directly in front of the preparation device. When preparing the device, damage to the soil base is unacceptable. P Sand, gravel or crushed stone preparation must be carried out in accordance with the design and compacted.

2.8. Concreting of concrete preparation is carried out according to the grips in accordance with the project for the production of works.

2.9. At P the concrete mixture laid in the preparation should be loosened with surface vibrators of the type IV-9 1 with subsequent leveling of the preparation surface with vibrating screeds or slats-rules on lighthouse slats.

2.10. If the project provides for a device for concrete preparation of a cement-sand screed, the latter is arranged by leveling the cement-sand mortar with rails-rules along the lighthouse rails.

2. 11. Waterproofing with a pressure plate is arranged according to the project in accordance with the requirements SNiP II-26-76"Roofs".

2 .12. The surfaces of the concrete preparation and the pressure plate should be cleaned from the cement film immediately after the end of the cement setting (in hot weather, 6-8 hours after the end of concrete laying, and in cool weather, after 12-24 hours). In this case, damage to concrete should not be allowed, the strength of which should be within:

when processed with air or water jet - 2-3 kg / cm 2 ;

when processing with mechanisms equipped with metal brushes - 15-25 kg / cm 2 ;

when processing with a hydrosandblaster or cone - 50-100 kg/cm2.

To remove the film from the concrete surfacea do not use percussion instruments (jackhammers, b at chards based on perforators, etc.).

To remove the film from concrete, it is recommended to use mechanisms,equipped with metal brushes and inertial cutters (for example, mechanisms designed by TsNIIOMTP, drawing No. 83500000, and with a flexible shaft - type C-975).

2.13. When performing concrete work, care must be taken to prevent the laid concrete from drying out and cracking, as well as damage to the weak concrete by rain. It is forbidden to walk and ride on the weak concrete.

2.14. Work on the preparation of the soil base and on the production of concrete work in winter conditions must be carried out in compliance with the requirements of the relevant SNiPs and this section of this instruction.

3. FORMWORK DEVICE

3.1. When arranging formwork for monolithic foundation slabs and separate foundations, one should be guided by working drawings, a project for the production of works, SNiP 2.03.01 "Concrete and reinforced concrete structures", "Guidelines for the use of formwork for monolithic reinforced concrete structures" (TsNIIOMTP, 1972) and this instruction.

3.2. The outer formwork of the foundation is installed from inventory wooden panels (for example, the unified formwork of TsNIIOMTP) or in the form of walls made of concrete blocks made for the basement walls and used after stripping for the intended purpose.

3.3. The material, design and fastening of the formwork are established by the design organization, taking into account the stability, strength and rigidity when exposed to the expansion of the concrete mixture during the concreting process. In this case, the formwork must ensure the design position of the foundation in terms of plan and height, as well as the specified accuracy of its dimensions.

3.4. To ensure multiple turnover, the surface of the shields facing the concrete is upholstered with thin sheet steel or plastic sheets orother materials.

3.5. formwork d should be dense and not allowed during concreting n AI leakage of cement laitance h through seams and crevices that must be carefully sealed. To facilitate stripping, the surface of the formwork facing the concrete should be lubricated with an anti-adhesive lubricant (eg milk of lime, cement mortar or hydrophobic compound).

3.6. When performing work on the reinforcement of the foundation slab in the places of working joints along the boundaries of the blocks (caps) of concreting ,defined in the technological map, the internal formwork is installed,which is made in the form of a steel mesh made of wire with a diameter of 1-1.1 mm with a mesh size of not more than 5 × 5 mm (Fig. ). Before installation and concreting, the mesh must be degreased. The meshes are installed vertically and fastened with a knitting wire to the rods of the lower and upper reinforcing meshes of the slab along the line of working seams. With a plate thickness of more than 0.6 m, the grids are reinforced with vertical ones to avoid buckling.,and, if necessary, horizontal reinforcing bars, the location and diameter of which must be indicated in the PPR.

3.7. The formwork assembled and prepared for concreting must be accepted according to the act. In this case, the deviations of the formwork planes from the vertical should not exceed 5 mm per 1 m of height; displacement of the formwork axes from the design position - 10 mm; local irregularities when checking with a two-meter rail - 3 mm. During the concreting process, it is necessary to continuously monitor the condition of the formwork and fasteners.,preventing formwork deformations in a timely manner.

4. REINFORCEMENT

4.1. Reinforcement of foundations must be carried out in accordance with the working drawings; project for the production of works; chapters SNiP 2.03.01-84* “Concrete and reinforced concrete structures”, GOST 10922-75 “Reinforcement and embedded parts welded for reinforced concrete structures. Technical requirements", "Guidelines for the production of reinforcing work" (TsNIIOMTP, 1977); this manual and other applicable regulatory documents.

4.2. Installation of reinforcement of a foundation slab or a separate foundation is allowed only after acceptance according to the act of the soil base and preparation for the foundation.

4.3. The fittings should be mounted with enlarged or spatial prefabricated elements, if possible reducing the amount of use of individual rods. The project for the production of works should contain instructions on the sequence of installation of individual elements of the reinforcement, methods for joining the rods and fastening the nodes, the necessary equipment and fixtures.

The order of installation of reinforcement should be specified with the technological scheme for concreting the foundation slab. Installation of reinforcement should be ahead of concreting by at least one grip.

4.4. Debris, dirt, snow and ice must be removed from the concrete preparation at the reinforcement installation sites. The rods of the fittings installed in the slab must be degreased, cleaned of dirt,ice and snow, rust deposits.

4.5. The value of the protective layer of the lower reinforcement required by the project should be provided by installing prefabricated concrete pads under the lower rods.d ok (crackers) with a size of 100 × 100 mm and a thickness equal to the required thickness of the protective layer. The use of gaskets from rebar scraps,wooden blocks and rubble is prohibited. For the bottom reinforcement of monolithic foundation slabs and separate foundations, the thickness of the protective layer must be at least:

in the presence of concrete preparation - 35 mm;

in the absence of concreten oh preparation - 70 mm.

4.6. Deviations from the design thickness of the concrete protective layer should not exceed:

with a protective layer thickness of 15 mm or less - 3 mm;

with a protective layer thickness of more than 15 mm - 5 mm.

Displacement of reinforcing bars during their installation,as well as in reinforcing cages and meshes should not exceed 0.25 of the diameter of the installed rod, but not more than 0.2 of the largest diameter of the rod.

4.7. Reinforcement of the slab is performed in the following order:

on concrete preparation, the axes of the frames (or stands) are broken down;

ready-made concrete pads are laid to form the lower protective layer. Gaskets should be installed so that during the work the rods of the lower mesh are not deformed and the required thickness of the protective layer is observed everywhere under it;

according to the project, unified meshes or (if the mesh is made from a scattering of rods) pre-welded rods of the lower mesh are laid on the gaskets according to the project. The lashes are welded from commercial length rods according to the project specification or taking into account the conditions of transportation to the installation site.

On the lower grid, frames are installed, they are welded together, welded or tied to the lower grid. Unified meshes or upper reinforcing meshes pre-welded into lashes with welding or tying them to the frame rods are laid on the frames (Fig.. , ).If instead of frames for podd e neighing of the upper reinforcement, the installation of centrally prepared stands (mounting tables) is provided, then these stands AVC and installed without welding a reinforcement of the lower grid so that the ends of the corner posts rest on a concrete preparation or the lower transverse elements of the stand rested on the rods of the lower grid. Then, in accordance with the project, unified meshes or rods of the upper reinforcing mesh welded in a lash are laid out and welded or connected to them (Fig.,).

4.8. Butt joints of reinforcement should be made in accordance with the design and requirements of SNiP 2.03.01-84 * "Concrete and reinforced concrete structures",SN 393-78 "Instruction for welding of reinforcement joints and embedded parts of reinforced concrete structures", GOST 14098-68 "Welded reinforcement joints of reinforced concrete products and structures. Contact and bath welding” and other applicable regulatory documents.

R and With. 1. Internal formwork of the working joint of the slab

1 - in vertical rods amplification; 2 - g horizontal rods amplification

Rice. 2. A world slabs according to x eme - lower arma tour on i grid - flat or simple trans fixed frames - top i am arma tour on i mesh tka

1 - bottom grid; 2 - frame; 3 - upper grid

Rice. 3. Installed in reinforcement of a monolithic foundation slab

Rice. 4. A rmiro in slab installation according to the scheme: - lower reinforcing mesh - mounting table - in e lower reinforcement mesh:

1 - bottom grid; 2 - mounting table; 3 - upper grid

Rice. 5. Installation of mounting tables when reinforcing the slab

Cross crossings of rebars, mounted individually, at their intersections, indicated in the project, should be fastened with a knitting wire or using special wire connecting elements (staples). With a diameter of rods over 25 mm, their fastening should be done by arc welding.

4.9. The joints of the working reinforcement, as well as welded meshes and frames in the working direction with an overlap without welding, must have a bypass length of at least the value required by SNiP 2.03.01-84 *. In this case, the joints should be spaced apart so that the cross-sectional area of ​​the working rods, joined in one place or at a distance less than the bypass, is no more than 50% of the total cross-sectional area of ​​the tensile reinforcement with bars of a periodic profile and no more than 25% - with smooth bars. Lap joints of welded meshes in the direction of working reinforcement made of class A-steel I must be carried out so that in each of the meshes joined in the stretched zone, at least two transverse rods welded to all longitudinal mesh rods are located along the length of the overlap. The same joints are also used for overlapping welded frames with one-sided arrangement of working rods made of all types of steel. Joints of welded meshes in the direction of the working reinforcement from hot-rolled steel of a periodic profile of classes A- I I,BUT - I II and A t - I IIare performed without transverse rods within the joint in one or both joined meshes. The joints of welded meshes in the non-working direction are overlapped with a bypass, counting between the extreme working mesh rods:

with a diameter of distribution fittings up to 4 mm inclusive - by 50 mm;

with a diameter of distribution fittings more than 4 mm - by 100 mm;

with a working reinforcement diameter of 16 mm or more, welded meshes can be laid close to each other, overlapping the joint with special butt meshes, laid with a bypass in each direction of at least 15 diameters of distribution valves and at least 100 mm.

4.10. Quality control of welded joints of reinforcement should be carried out in accordance with GOST 10922-75 “Reinforcement and embedded parts welded for reinforced concrete structures. Technical requirements". Mounted reinforcement must be secured against displacement and protected from damage that may occur during concreting.

4. 11. Acceptance of the mounted reinforcement, as well as welded joints of joints, should be carried out before concrete is laid and carried out with the participation of a representative of architectural supervision and drawn up by an act of examination of hidden works.

5. CONCRETING

5.1. Concreting of a monolithic foundation slab and section b foundations should be carried out in accordance with the working drawings, the project for the production of works,SNiP 2.03.01-84 "Concrete and reinforced concrete structures", this instruction, "Manual for the production of concrete work" (M., Stroyizdat, 1975) , "Cards for operational control of the production of works on the installation of monolithic foundation slabs ( M osorgpromstroy, 1975) andSNiP III-4-80 * "Safety in construction".

5.2. Concreting is allowed to be performed only after examination and acceptance according to the act of concrete preparation, screed, pressure plate, slab reinforcement and formwork, subject to written permission from the author's supervision in the work log.

5.3. The position in the plan, elevations and dimensions of the foundation reinforcement and formwork prepared for concreting must comply with the project and the requirements of the relevant SNiPs.

5.4. Before concreting the foundation, the concrete preparation (or pressure plate),formwork and reinforcement should be cleaned of debris, dirt, bitumen, oils; rinse (at a positive temperature); water left on the surface,delete. In winter, remove snow and ice, which is recommended d It is possible to produce with hot air under a tarpaulin or polyethylene cover. It is not allowed to remove snow and ice with steam or water. The fittings must be free of rust deposits. The surfaces of the wooden formwork (to be dismantled) and the block pressure wall facing the concrete should be heavily painted with lime or cement laitance or coated with a hydrophobic composition, and the cracks in the formwork should be sealed.

5.5. Before the beginning a When concreting the slab, the project for the production of work, if necessary, should be adjusted in accordance with the capabilities of construction organizations and the conditions for ensuring the production of work.

5.6. Concreting of the slab should be carried out in a continuous way within individual blocks (captures), along the boundaries of which working seams are arranged (see p.. ).

5.7. The location, volume and timing of block concreting (slab concreting scheme) are established by the project and are reflected in the PP P in agreement with the construction organization, taking into account:

the accepted method and rates of concreting;

area ,plate thickness and configuration;

conditions for ensuring the front of work on concreting;

the need to complete the concreting of the block in no more than one or two shifts.

5.8. To prevent fever at rno-mustache daughters x cracks, massive slabs are concreted in separate zones, including several blocks. The number of blocks in the zones and their locationdetermined by the project. Concreting of closing blocks should be carried out only after shrinkage and cooling of the closed blocks.

5.9. To avoid education, not provided X the design of working joints in the slab (inclined and horizontal), which reduce the strength of the slab, it is necessary to choose such a method and rate of concreting so that each block (grip) is completely concreted at the required time without unacceptable interruptions in concreting. Permissible gap in time during the concreting of adjacent blocks (captures) is established by the PPR. Laying of the concrete mix after breaks in concreting is allowed after the laid concrete acquires a strength of at least 15 kg / cm 2 .

5 .10. Concreting using cranes with bunkers (buckets) should be used in the presence of a large number of reinforcement protrusions in slabs (for the next concreting of walls, stiffeners, etc.) at a rate of concreting up to 50 m 3 in exchange for one crane.

5.11. Concreting from truck mixers , concrete carriers and dump trucks directly into the slab should be used for slabs with a laying volume of up to 200-300 m 3 per shift. For such a pace of work, an appropriate front of work, entrances (ramps) are needed.

Slabs in which the reinforcing cage is designed taking into account the loads from driving vehicles loaded with concrete mixture should be concreted using the “pull-on” method with the passage of vehicles on a wooden deck laid in the upper reinforcing mesh (Fig. ).

Slabs in which the reinforcing cage is designed without taking into account the mentioned loads can be concreted using the “push” method (Fig. ) with the passage of dump trucks over the laid concrete after the concrete reaches the required strength, but not less than 50 kg/cm 2 .

5.12. The passage of vehicles on the laid concrete should be carried out along strips 0.7 m wide from boards 40 mm thick, laid alongd dump truck wheels. The design of the flooring for the passage of dump trucks along the upper mesh of the reinforcing cage is determined by the PPR.

Rice. 6. Concreting of the slab with concrete mixer trucks, concrete trucks or dump trucks using the “pull-on” method:

1 - finished section of the slab; 2- concrete mixture; 3 - a concrete carrier; 4 - rolling from logs; 5 - plank flooring; 6 - p regimen wall; 7- in upper reinforcing mesh; eight- n bottom reinforcing mesh; 9- With fractions or intermediate th reinforcement cage; 10 - working seam

Rice. 7. Beto n screeding with concrete mixer trucks, concrete trucks or dump trucks using the “push” method:

1 - a reinforcement frame; 2- in upper reinforcing mesh; 3 - concrete mix b; 4 - concrete truck; 5 - n astil from boards; 6 - finished section of the plate; 7- working seam; 8 - bottom reinforcing mesh

5 .13. D l I need to arrange temporary ramps for the entry-exit of vehicles with concrete mix on the erected slabs.

5 .14. Concreting using cranes with bunkers (buckets) together with laying the concrete mixture from vehicles directly into the slab should be used if it is necessary to lay concrete at a rate exceeding 50 m 3 per shift. Carry out work in accordance with. (rice. ).

5.15. Concreting of the slab with a concrete pump should be carried out if it is necessary to ensure high rates of concreting (up to 250 m 3 per shift) provided that a concrete mixture is delivered to the pump, corresponding to the passport data (ductility, fineness of inert components and other parameters), by truck mixers (SB-92, SB-69). The recommended time and mode of transportation in truck mixers are given in the application table.

5.16. When concreting (see p.), tower, caterpillar or pneumatic wheels should be useds e cranes with bunkers (buckets), with a capacity of 0.5-2.0 m3 3 with adjustable closures.

Concrete mix should be delivered by truck trucks, SB concrete carriers-113, concrete mixer trucks SB-92, SB-69, S-1036B, dump trucks.

Concreting pland tons with the use of concrete pumps should be carried out in accordance with the requirements of the regulatory documents listed in clause. and "Instructions for transporting and laying concrete mix in monolithic structures using truck mixers and concrete pumps Wibau, Stetter and Thomsen at the facilities of Glavmosstroy ( M osorgpromstroy, 1978) and "Guidelines for laying concrete mixes for concrete pumps s with TsNIIOMTP installations"(M ., Stroyizdat, 1978).

Rice. 8. Simultaneous placement of concrete mix by a crane with buckets, from dump trucks with rear and side unloading or concrete trucks directly into the slab:

1 - crane; 2 - from dump truck (concrete truck); 3 - bad ya; 4 - pressure wall; 5 - d wooden flooring; 6- plate

5.17. The supply of concrete mix by concrete pumps must be carried out in accordance with the following rules:

before starting work, the concrete pump and the entire set of concrete pipeline must be tested with hydraulic pressure, the value of which is indicated in the installation passport;

the assigned composition and mobility of the concrete mixture must be checked and refined on the basis of test pumping of the mixture;

the inner surface of the concrete pipeline must be moistened and lubricated with lime or cement mortar immediately before concreting;

during breaks (20-60 minutes) in pumping the mixture, it is necessary to pump the concrete mixture through the system every 10 minutes for 10-15 sec. at low operating modes of concrete pumps. At breaks exceeding the specified time, the concrete pipeline must be emptied and cleaned or washed;

concrete distributionn oh mixture should be carried out using special arrows installed in the concreting zone;

rubber-fabric sleeves used to distribute the concrete mixture must have a diameter of not more than 125 mm.

5 .18. Concreting of slabs using concrete pumps in winter conditions should be carried out in accordance with the "Guidelines for laying concrete mixes for concrete pumps". s mi installations "TsNIIO M TP (M., Stroyizdat, 1978).

5 .19. The concrete mix must be laid into the structure to be concreted in horizontal layers of the same thickness, without gaps, with consistent direction of laying in one direction in all layers.

5.20. For people to walk during concreting, boards made of boards are laid on the upper mesh of the reinforcement.

5.21. The duration of time between laying and compaction of successively laid layers of concrete mixture should not exceed two hours.

5.22. The concrete mixture is compacted with internal vibrators IV- 19, IV-19A, IV-47, IV-78, IV-80, IV-59, VP-1, VP - 3 etc. and surface vibrators IV-9 1.

5.23. Vibration of the compacted layer should be carried out with the position of the internal vibrator at an angle of 30-35° to the horizon.

5.24. The thickness of the laid layer of concrete mixture should be: 5-10 cm less than the length of the working part of the vibrator - when using heavy suspended vertical vibrators;

equal to the vertical projection of the length of the working part of the vibrator - when using vibrators located at an angle to the vertical (up to 35°).

The greatest thickness of the laid layer when using manual internal vibrators should not exceed 1.25 of the length of the working part of the vibrator.

When compacting the concrete mixture with surface vibrators, the layer thickness should not exceed 250 mm.

5.25. Compaction of the laid concrete mixture must be carried out in compliance with the following rules:

the step of permutation of deep vibrators should not exceed one and a half radius of their action;

the depth of immersion of the deep vibrator in the concrete mixture should ensure its deepening into the previously laid layer by 5-10 cm;

the step of permutation of the surface vibrators should ensure that the platform of the vibrator overlaps the border of the already vibrated area by 100 mm;

support of vibrators during their operation on reinforcement and embedded parts of concreted structures,as well as on traction and other elements of its fastening is not allowed.

5.26. The compaction of the concrete mixture depends on the duration of the vibration. Compaction can be considered sufficient if the mixture stops settling, the release of air bubbles, and cement laitance appears on its surface.

5.27. If deformation or displacement of the formwork is detected, concreting must be stopped and the formwork corrected before the concrete starts to set.

5.28. It is allowed to dismantle the formwork only upon agreement with the manufacturer of works within the time limits stipulated by SNiP.

5.29. During rain, the area to be concreted must be protected (with a polymer film, light movable canopies, canvas caps, etc.) from water ingress into the concrete mix. Concrete washed out by rain should be removed.

5.30. Upon completion of concreting of each block (capture), it is necessary:

protect hardening concrete from impacts, shocks and other mechanical influences;

carry out measures to maintain freshly laid concrete to the established strength (concrete care);

regularly moisten the surface of the concrete with water. After the concrete has acquired a strength of 3-5 kg/cm 2 cover its surface with hydrophilic materials (tarpaulin, burlap, sawdust, sand, etc.),maintained constantly in a wet state by periodic scattered watering them with water. In the initial period of concrete care, in order to avoid erosion and damage to its surface, it should be covered with polymer films, tarpaulin, burlap.

5.31. If permanent moistening with water is impractical or impossible, the concrete should be covered with polymer films (floor and vinylh lori dn oh, polyethylene). The panels of the polymer film should be as large as possible; overlap; in places of overlap - fit snugly to each other, and their edges - to concrete.

Concrete should be coated with film-forming compounds (emulsions, suspensions, solutions) only for the care of concrete, which is not intended for further monolithic contact with concrete or mortar, and carried out by applying special emulsions or suspensions to the concrete surface (for example, emulsions based on bitumen BN-I, BN - I I, BN - I IIor bitumen oil road BND-130/200, 60/90).

film-like Yu following materials d can be applied 2-3 hours after application d ki concrete using spray guns or pneumatic spray guns. To withstand concrete using inventory devices (mobile awnings, tents, canopies with fencing made of polymer films, tarpaulin, etc. steam water about s x fabrics) is advisable for large volumes of work. At the same time, through blowing between the devices and concrete should be excluded. In rainy weather, freshly laid concrete should be covered with films, burlap, tarpaulins and the above inventory devices.

5.32. In order to avoid damage to freshly laid concrete by moving groundwater, it is necessary to protect it from erosion until a strength of at least 50 kg / cm3 is reached. 2 .

5.33. The movement of people on the concreted sections of the slab, as well as the installation of scaffolding andP slabs for the construction of overlying structures is allowed when the concrete reaches a strength of at least 15 kg/cm 2 .

5.34. The movement of vehicles and other vehicles on the concreted sections of the slab is allowed only when the concrete reaches the strength provided for by the project for the production of works,or in agreement with the design organization.

5.35. Checking the mobility or rigidity of concrete should be carried out at the place of its preparation and laying: at least twice per shift - in steady weather conditions and constant humidity of aggregates; and at least every two hours - with a sharp change in the moisture content of aggregates, as well as when switching to the manufacture of a mixture of a new composition or and from a new batch of materials ov.

5.36. The quality of concrete during the laying process and after the completion of concreting should be controlled in accordance with the requirements SNiP 2.03.01-84, GOST 1810.5-72, chapter 6 "Guidelines for the production of concrete work" (TsNI And O M TP, 1975) and "Guidelines for improving the organization and conduct of quality control in the production of construction and installation works" (TsNIIO MTP, 1978).

The strength of the concrete of the slab is determined by a compression test of the control concrete cubes in accordance with the current GOST.

5.37. Concreting of the slab must be accompanied by entries in the "Journal of Concrete Works" on the following points:

date of commencement and completion of concreting (for structures, blocks, sections, etc.);

given grades of concrete, working compositions of the concrete mixture and indicators of its mobility (rigidity);

the volume of concrete work performed for individual parts of the structure;

date of manufacture of control samples of concrete, their number, marking (indicating the place of the structure from where the concrete mixture was taken), the timing and results of testing samples;

outdoor temperature inabout air during concreting;

temperature of the concrete mixture during laying (in winter conditions), as well as when concreting massive structures;

type of formwork and date of demoulding of the structure.

5.38. The results of concrete quality control should be recorded in a log in the form established by the laboratory of the construction organization.

5.39. Concreting of foundation slabs in winter conditions should be carried out in accordance witht requirements of SNiP 2.03.01-84, section 2 "Guidelines for the production of concrete work" (M., Stroyizdat, 1975), "Guidelines for winter concreting using the thermos method" (M., Stroyizdat, 1978) and "Instructions on the technology of concreting without heating s m method of monolithic reinforced concrete structures using an accelerated thermos "( VSN 115-75 Glavmosstroy).

5.40. Methods for concreting foundation slabs in winter conditions, that is, at an average daily outdoor temperature below +5° C and a minimum daily temperature below 0 °C, should ensure that concrete of design strength, frost resistance, water resistance and other properties is obtained within the specified time,specified in the project, as well as maintaining the solidity of the foundation.

5.4 1.In winter conditions, the temperature urn-humidity th mode of curing concrete of monolithic foundation slabs having,as a rule, the surface modulus ≤3, should be provided by the thermos or thermos method using concrete hardening accelerators.

If it is impossible to obtain the required concrete strength using these methods within the specified time, accelerated thermos methods can be used (concrete curing with antifreezeus with additives using the thermos method), and, as an exception, heating with steam, hot air and in greenhouses.

5.42. The condition of the base on which the concrete mixture is laid, as well as the method of laying with the subsequent curing of concrete by the thermos method, should exclude the possibility of freezing of concrete in contact with the base and deformation of the base.

5.43. In winter conditions, the exposed surfaces of the laid concrete after the completion of concreting (for large surfaces - as individual sections are concreted), as well as during breaks in concreting - must be carefully covered with a vapor barrier.s m material (polymer film, roofing felt, roofing felt, etc.) and insulated in accordance with the heat engineering calculation.

5.44. When concreting glasses under the columns, it is necessary to ensure thatYu tolerances provided in the working drawings, especially with respect to the marks of the bottoms of the glasses and their dimensions.

5.45. Prefabricated reinforced concrete shoes with cups for the columns of the underground part of the building should be installed on a layer of cement mortar of the grade provided for by the project, adjusting their position both along the axes of the building and at the mark of the bottom of the cup.

6. COMPLETE STRAP FOUNDATIONS

6.1. Upon completion of earthworks,d flax device exact pounds d ments, it is necessary to carefully check the location of the main axes of the building and take them to the builder b cast-off, installed at a distance of at least three meters from the edge of the pit.

6.2. The base for the foundations must be carefully leveled in accordance with the design marks.

6.3. To lay out the foundation, it is recommended to use an inventory tubular cast-off. The position of the axes of the building is fixed by strings of steel wire, stretched along the axes on the cast-off, and transferred to the bottom of the pit with the help of plumb lines lowered from the stretched strings.

6.4. Fu n lady ntn th blocks should be laid on a carefully leveled sand base or sand cushion at least 5 cm thick. It is not allowed to lay foundation blocks on a bulk soil layer.

Random selections of soil in some places should be filled with the same soil (developed in the excavation) or sand and brought to natural density.

In some cases, the busts are filled with lean concrete. In this case, the method of filling the soil overflows should be agreed with the design organization.

6.5. Installation of large-sized parts of the underground part of houses should be carried out from vehicles. For small items, an on-site storage facility is allowed.

6.6. Installation of foundation blocks is carried outP about grips. At each wadding installation over lying t start with laying corner and lighthouse blocks, cn laid along the extreme axes of the sections, making a thorough instrumental verification of the correctness of their position relative to the layout us x axes and marks (Fig. ). After that, intermediate blocks are sequentially laid, the installation of which is carried out along the transverse foundation strips in the direction “to the crane”. Intermediate blocks are installed along a cord stretched between du beacon blocks, according to which Oroma determines the position of the mounted blocks in the plan and vertically. Last but not least hell yut funda mental blocks of inputs.

Symbols: - pit edge; - m yachnye elements when laying foundation pl it; - installation direction

Rice. 9. Pr and measures for mounting a prefabricated belt fu n dwelling house

During the installation process, gaps between the foundation block a we fill in with according to the project (sh and rina up to 70 mm - sand with a layer seal , and more than 70 mm - concrete grade 200).

6.7. During the installation of foundation blocks, constant geodetic control must be carried out for the correct installation and compliance with the geodetic scheme of alignment of the main structures of the underground parts of the building.

The deviation of the mounted foundation blocks from the design position should not exceed the following tolerances:

displacement of foundation blocks relative to the centerth axes ±10 mm;

deviation in the marks of the upper supporting surfaces of the foundation blocks - 10 mm.

6.8. Acceptance of the foundations of the building is carried out by representatives of the customer, the design and construction organization and is drawn up accordingly.waving act.

6.9. After the foundation is completed, backfilling and compaction of the soil under the floors of the technical subfloor are carried out. b i (basement).

7. INSTALLATION OF ZERO CYCLE STRUCTURES

7.1. It is allowed to proceed with the installation of structures of the underground part of buildings after instrumental verification of compliancet to the project of elevations and the position in terms of foundations, their acceptance,as well as after the device preparation for the floors of the technical underground. Acceptance of foundations is carried out by representatives of the customer, design and construction organization and is formalized by the relevant acts. Without acceptance of the foundations and foundations, the installation of structures of the underground part of the building is prohibited.

7.2. The installation of the structures of the underground part of the building should be carried out in accordance with the project, the current SNiPs and this instruction, following the sequence provided for by the project for the production of works, ensuring the stability and spatial rigidity of the structures during the assembly process until they are finally fixed.

When assembling prefabricated elements, one should adhere to the principle of installing elements in the direction “on the crane”.

7.3. When performing installation work, geodetic control should be carried out over the correct installation and ensuring the design position of the main structures of the underground part of the building.

7.4. Installation of the main elements of the underground part of the houses should be,usually produce directly from vehicles,ensuring timely delivery of products by hourly transport and assembly charts.

Mounting from vehicles should be carried out according to flow charts and operational documentation specially developed in the projects for the production of work (according to hourly schedules for the delivery and installation of prefabricated parts, picking lists, etc.).

7.5. Installation of the structures of the underground part of the house should be carried out with the division of the building into sections in accordance with the technological maps of the project for the production of works.

7.6. Installation of concrete wall blocks should be carried out in horizontal rows within the grip. At the same time, the surfaces of the outer walls of basements and undergrounds, in order to reduce the possible impact of frost heaving, should be aligned on the outside. The surfaces of the inner walls are aligned along one of the front faces. Vertical joints, as well as separate places between blocks, should be sealed, guided by the requirements of the project.

7.7. Before starting the installation of prefabricated structures according tod the earth part of the house is necessary:

determine the mounting horizon (for which the foundation plane is leveled and you or strip foundation);

make an instrumental breakdown of the design axes of the base panels,panels inside internal longitudinal and external walls, as well as marks, according to which, during the installation process, the orientation of the end faces is carried out a her transverse wall pas Neley;

if necessary, install mounting beacons under each wall panel at a distance of 20-30 cm from the ends.

7.8. Installation of elements on each grip is recommended to be carried out in stages, starting with the installation of interior wall panels, in the following sequence:

first, the base panels of the internal transverse walls are installed (Fig.);

are mounted in the direction from the base panels, the panels of the internal transverse walls, and then the panels adjacent to themat early longitudinal walls;

plinth panels of external walls are installed (Fig.);

stair elements are mountedift nodes;

after the installation of wall panels is completed, floor panels are laid on the grips. Prior to the installation of the ceiling, permanent fastenings of the mounted elements must be installed and a thorough alignment of the position of the upper supporting edges of the panels of the load-bearing walls should be carried out, floors should be laid and pipelines and sanitary units fed into the technical underground.and packaging systems, boilers and other equipment;

last of all, the elements of the inputs are mounted on the grip.

AT in the process of improving the technology of work, individual changes are allowed in the above sequence of installation of prefabricated elements of the underground part of houses higher and number of storeys. However, all changes after d The details of the installation of elements must be necessarily linked to the approved project documentation (technological maps of the PPR).

Legend:

Δ - start of installation(R basic elements)

1 -27 - mounting numbers of elements;

I - a telescopic rod with a clamp;

II - clamp and on-fixer (initial);

III - clamp-clamp (link);

anchor blocks;

x - device permanent fixtures according to the project

R and With. 10. Example after wat e installation and in belt mount panel interior x walls of the underground part of a residential building

Conditionally in designations:

Δ - beginning of mounting on the grip;

1 -26- mounting numbers elements;

─┤-brace for temporary fasteners outside panels (drawing OP -5645);

─┘- corner clamp (drawing No. 2148);

└─┘- angle clamp (h ert. 1946);

Anchor blocks for temporary fastening of struts;

X - installation of permanent fixtures according to the project

R and With. eleven. Example of mounting sequence and temporary fixing n ion panels of the outer walls of the underground part of a residential building

7.9. Installation of wall panels of the underground part of high-rise buildings should be carried out in accordance with the technological maps (developed by the Mosorgstroy trust) and the project for the production of works, which provide for the use of a standard set of load-handling and mounting devices. The standard set includes rods with axial clamp, designed for temporary fastening and installation of panels of internal transverse load-bearing walls in the design position along their geometric axes, and mounting braces for temporary fastening of panels of internal longitudinal and external walls.

Before starting the installation, it is necessary to make a control adjustment of the rods according to the template with an accuracy of 45 mm.

On each grip, the installation of internal wall panels should begin with the installation of the base panels, making a thorough instrumental alignment of the correctness of their position using geodetic tools, since the accuracy of the installation of the base elements depends on the accuracy of the installation of subsequent panels. Base panels must be temporarily securely fastened with two telescopic struts, fixed to the inventory loops at the top of the panels, and at the bottom - to the mounting loops of anchor bolts or to special loops laid when concreting the grillage or slab.

After alignment and temporary fixing of the base panels, the installation of the remaining panels of the internal transverse walls is started, the installation of which is carried out sequentially in the direction from the base panels with fixing them at two levels in height with rods with axial clamps. Each next wall panel supplied by a mounting crane to the installation site is lowered without bringing it to the mortar bed by 3-4 cm,and then fixed with rods to the previously installed panel. Fastening is carried out with three rods, one at the bottom - in the opening for passing communications and two - along the top of the panel. After fixing with rods, the panel is lowered and it occupies the design position, since three points of fixation with the help of rods guarantee parallelism with respect to the base panel, and the design of the axial clamp of the rod ensures that the panel is installed along the geometric axes. The position of the panel of internal walls in the transverse direction during installation is controlled by their end faces and risks applied to the foundation, or by a cord.

The panels of the internal longitudinal walls are installed according to the risks and attached to the installed panels of the transverse walls with two mounting ties or by installing permanent fasteners.

Panels re nn their walls are mounted on cement mortar grade 200, p a laid on the supporting surfaces of the foundation.

Exterior wall panels are installed on a layer of cement pa alignment, orienting them according to the risks of geodetic stakeout, and temporarily close pl Each panel is fastened at two points with mounting ties, clamps or rods for attaching the end external panels to the previously installed panels of the internal transverse walls.

7.10. Immediately after the installation of wall panels and their temporary fixing, permanent connections should be made, provided for by the architectural and construction part of the project.

7. 11. Methods for temporary fastening of prefabricated elements in underground part of the house during their installation, as well as types of temporary fasteners,the quantity, installation procedure and fastening time are established by the technological maps of the project for the production of works.

7 .12. The release of installed elements from temporary fastenings can be carried out only after the installation of permanent connections,provided by the project.

7 .14. After the installation is completed and permanently fixed in accordance with the design of the panels of the internal and external walls, the installation devices are removed and the installation of the floor panels above the technical underground is started.

The installation of floor panels should be carried out on the grip section by section, sequentially laying the panels in the direction “on the crane” from the staircase to the section boundaries. The floor panels are mounted on a plastic cement mortar, spread only on the supporting surfaces of the bearing wall panels immediately before laying the panels. Floor panels should be installed With using a universal load gripping device with an automatic tilter.

The joints between the ends of the floor panels and the outer walls are insulated with floor liners.and styrene b polystyrene foam PSB-S or plates PPS-75. After installing the mounting ties, all joints between the floor panels, as well as nests at the locations of the connecting ties, should be carefully sealed with cement mortar grade 200.

7.15. Installation of panels of external and internal walls, ceilings and other prefabricated elements of the underground part of houses is carried out on plastic cement mortar grade 200 with a thickness of 20 mm mounting joints. The protruding lifting eyes are cut flush after installation, and the liftingP The loops in the wells are not cut off, and the wells are sealed with a solution.

The connection of panels of external and internal walls, ceilings and other elements is carried out by metal ties on welding in accordance with the design solutions of the relevant units of the project.

Electric welding must continuously follow the installation of the structure and until theand chivaniya joints to be surrendered under the act of hidden work to persons exercising technical and architectural supervision.

Anti-corrosion protectiond parts and connecting connections must be carried out in accordance with the project and the requirements of SNi P, VSN 106-75 and VSN 141-77 Glavmosstroy.

All places of welding of joints of prefabricated elements, including embedded and connecting parts, after accepting the joints, must be carefully sealed with cement mortar grade 200 in accordance with the project.

7.16. The sealing and sealing of the joints of the outer walls of the underground part of the high-rise buildings are carried out in accordance with the decisions of the project nodes and the requirements of SN 420-71 and VSN 15-75.

Local seals in the walls of the technical underground should be made of grade 200 concrete in a fine fraction.

7 .17. Holes in the floor decks for passing the risers of engineering networks must be drilled without breaking the edges of the decks.

Before concreting of monolithic sections of the floor, a survey of the reinforcement should be carried out with the drawing up of an act for hidden work.

7.18. After the installation of the ceiling, the installation of permanent connections and the application of waterproofing to the outer surfaces of the walls of the technical underground,in contact with the ground, as well as devices (if provided by the project) d drainage, the sinuses are backfilled with soil and the area around the building is laid out. Soil filling in the sinuses should be carried out with a bulldozer moving at an angle to the outer walls so that the pressure from the bulldozer through the moved soil is not transmitted to the building structure.

Backfilling of the sinuses should be carried out in layers with careful compaction of the soil with pneumatic or other rammers. In winter conditions, backfilling of the sinuses should be done only with thawed soil.

7.19. Upon completion of the zero cycle works, the contractor shall hand over the completed underground part of the building with all related works to the author of the project, the customer and the pred to the suppliers of the assembly department, which carries out the installation of the above-ground part, presenting at the uh volume of the executive geodetic layout of the breakdown of axes, mounted structures of the underground part of the building, as well as other documentation in accordance with the requirements of this instruction.

7.20. Upon acceptance of the underground part of the building and works of the zero cycle, the following are checked:

rulesb the breakdown of the building;

compliance with the actual and design axes of the building and the mounted structures, as well as the marks of the mounting horizon, taking into account the tolerances provided for in the SNiP and the project;

thoroughness of the installation of structures, fasteners and sealing of joints between elements in accordance with the project;

no damage to the mounted structures and parts;

availability of acts for hidden work;

readiness of engineering communications (heat and water supply, sewerage and power supply) of the vertical planning of the territory, entrances and roads.

8. WORK IN WINTER CONDITIONS

8.1. Before the onset of winter conditions on the site under construction, the following must be completed:

measures to protect the land plot to be developed from freezing (preliminary loosening, retention of snow cover);

insulation, heating of domestic premises for drying clothes and shoes.

8.2. Workers must be provided with overalls and footwear in accordance with applicable standards and the nature of the work performed.

8.3. Driveways,proho d s, loading and unloading s e platforms, workplaces should be regularly cleared of snow and ice, passages for workers with slopes of more than 20 ° should be equipped with stepladders or ladders with side rails 1 height,1m.

8.4. The sequence and sequence of the zero cycle work in winter conditions depends on the degree of work readiness at the beginning of the winter period, namely:

if by the beginning of winter at the construction site the cutting of the vegetation layer is completed and the vertical layout is completed;

if by the beginning of the winter period the work of the zero cycle has not been started, then it is necessary to transfer to the warm season the largest possible volume of such work,as cutting of vegetable soil, vertical planning of the territory, as well as the construction of permanent roads and concrete work in the technical undergrounds of buildings (flooring and blind area).

An exception is allowed if it is necessary to cut off a layer of earth with a thickness of more than 1-1.5 m at the site of the future building and the sites around it, at the locations of warehouses, roads and driveways necessary for construction.

Soa i the sequence of work can cause in some cases the need for temporary roads for construction, since the construction of permanent roads is delayed, the installation of cranes and the placement of materials and parts with the implementation of the necessary services s along melted sandy soil on an unplanned site, since the vertical layout in winter neither x labor conditions n effective, and at a low cutting height is impractical. These features should be taken into account in the projects of the organization n izatsii construction and production works.

8.5. In order to reduce the depth of soil freezing and prevent freezing of soil bases, one should:

sections of the construction site where pits should be dug or cut in winter should be protected in a timely manner from freezing by plowing to a depth of 30–35 cm. The plowed soil layer is harrowed to a depth of 10–15 cm. 1 m. The method is suitable for earthworks in the first third of winter;

shovel the soil with an excavator to the depth of possible freezing, but not more than 1.5 m;

the bottom of the pits, torn off for the underground part of buildings and structures in winter conditions or dug earlier and left for the winter, should be insulated using one of the methods indicated in the table. It provides guidance on protection againstP freezing of the bases of the foundations of residential and cultural buildings during the construction period.

Table

Warming method	Scheme
1. Warming of the soil by plowing to a depth of at least 35 cm, followed by harrowing to a depth of 10-15 cm (used in autumn to protect the soil from freezing in the case when digging a pit is planned for the winter period of time)
2. Covering the soil surface with insulating materials - sawdust, mats, straw, etc. with a layer thickness of at least 10 cm (used in the fall to protect the soil from freezing if digging pits is planned for the winter period)
3. Insulation with snow retention - installation of snow-retaining shields, shafts made of snow at least 80 cm thick (used to stop further freezing of the soil)
4. Insulation of the pit with foundations with a layer of loosened soil of minimal moisture. If the basement with such insulation is left for the whole winter, then the ceilings must be mounted and the openings closed (recommendedd can be used in cases where d and the soil is not removed from the technical underground)
5. Insulation of the pit with foundations with a layer of su X th boiler slag (if the basement with such insulation is left for the whole winter, then the ceilings must be mounted, and the openings - for to digs).
6. Insulation of the soles of the foundation blocks with a layer of boiler slag 10 cm thick, laid instead of sand preparation, and the inner surface of the foundations with slag or ash from a thermal power plant (used similarly to p.)

Note. Insulate foundations on a gra in spruce and sandy soils,freezing and thawing of which does not cause heaving and deformation of the base is not required.

8.6. The development of frozen soils, depending on the depth of freezing, should be carried out:

with a freezing depth of up to 0.25 m - with an excavator

with a freezing depth of up to 0.35 m - with an earth-moving milling machine ZFM-2300A

with a freezing depth of up to 1.3 m - with a bar machine.

8.7. The sinuses between the walls of the technical underground (basement) and the slopes of the pit should be covered with thawed soil.

8.8. Backfilling under the floors should be done with thawed soil with immediate compaction.

8.9. In winter conditions, foundations should be laid on a natural basis, including preparation for them, immediately afters plowing the soil and cleaning the soil base, preventing it from freezing.

8.10. When installing foundations and basement walls in winter conditions, the following requirements must be met:

solution for clad ki blocks should have a temperature of at least 15 ° and be stored in insulated boxes with lids. The use of the solution after the start of its setting is not allowed. Structures displaced from the mortar bed during its hardening,must be raised and after cleaning the supporting surfaces from the old solution, re-installed on a fresh solution;

it is forbidden to use mortars and concretes with additions of calcium chloride or sodium chloride. It is not allowed to use mortars and concretes without passports and invoices, in which the names and values ​​​​of antifreeze must be indicated.s x additives;

laying and leveling the mortar must be carried out before the element is placed in place;

additional measures to strengthen structures and ensure their stability during the thawing period (increasing mortar grades, laying metal bonds, etc.), provided for in connection with the work in winter, should be indicated in the projects and in the PP R and are necessarily made in kind.

8. 11. Concreting of monolithic reinforced concrete P litas must be carried out in accordance with the requirements of CH and P, GOST 7473-76. It is recommended to concrete a monolithic reinforced concrete slab using the accelerated thermos method and unheated us m method using chemical additives in concrete. With all methods of concreting, it is recommended to produce concrete on Portland cement grade 300 and higher.

By the time the temperature in it drops to 0 °, concrete must gain at least 70% of brand strength, and if the installation of all floors is completed in winter, at least 100%.

The concrete mixture prepared with the addition of sodium nitrite shouldP when laying, have a temperature not lower than ± 5 °C.

Concreting by the method of accelerated thermos must be carried out in accordance with the requirements of the "Guidelines for Concrete Technologyn unheated s m method of monolithic reinforced concrete structures using an accelerated thermos.

When concreting in a non-heated way, the followingd fails to comply with the requirements of the "Manual d stvo for the production of concrete works "(M., Stroyizdat, 1975) and VSN 162-79.

8.12. Installation of elements must be carried out in a combined or unheated way using antifreeze in mortar and concrete.s x additives of sodium nitrite, sodium nitrate and« Sigman» in accordance with the requirements of VSN 159-81.

The installation of the above-ground part can be allowed when the mortar and concrete in the horizontal and vertical joints of the underground part of the strength reach,specified in the project.

8 .13. Local seals in the walls of the technical underground and monolithic sections between the floor decks above the technical underground should be concreted with grade 200 concrete using the unheated method with the addition of crystalline sodium nitrite to the concrete. In the absence of sodium nitrite, electrical heating of concrete with rod electrodes is recommended.,at the same time, the requirements of the "Guidelines for the electrical heat treatment of concrete" of the Research Institute AND Ba (M.,Stroyizdat, 1974).

8.14. All joints between floor panels, gaps between technical underground blocks up to 150 mm wide, brickwork and wall installation should be carried out on mortar witht willow-frost additive of crystalline sodium nitrite, guided by the “Instructions for the use of complex additives in cement mortars during unheated installation of prefabricated reinforced concrete structures of residential and public buildings VSN 159-81; at the same time, it is necessary to increase the grade of the solution with antifreeze s with additives per step at an average daily temperature below - 20 °С.

8 .15. The solution with antifreeze additives when laying in joints must have a temperature of at least +5° C, for which solution boxes must be equipped with wooden lids.

Laying mortar in joints with snow and ice on concrete surfaces is unacceptable.D To protect concrete surfaces from snow and ice, the joints must be protected by portable shields or rolled materials with a weight (roofing material, glassine, etc.).

In the event of ice and snow formation at the joints, the concrete surfaces should be thoroughly cleaned with metal brushes or scrapers. Do not heat concrete surfaces with steam or water.

8.16. Work on the anti-corrosion protection of welded joints in winter conditions should be carried out in accordance with the "Instructions for the restoration after welding of the anti-corrosion protection of steel connections of panels with a combined coating" VSN 106-75, as well as in accordance with SNiP "Protection of building structures against corrosion" and VSN 141-77.

8.17. To ensure the necessary increase in the strength of concrete products and mortar at the joints, as well as for the production of plastering work on working out interfaces between prefabricated elements, temporary heating should be organized using heaters, blowers and other heat sources.

8.18. For a rapid increase in strength, electric heating of concrete is used with rod electrodes with a diameter of 6-8 mm, installed in concrete after 0.2 m. The temperature of the concrete mixture at the beginning of electric heating should not be lower than +5 ° С; at air temperature below -10° C to protect the mixture from freezing before turning on the electric heating, it is recommended to use for zamonol and concrete mixture with an antifreeze additive of sodium nitrite according to VSN 159-81 and VSN 162-79 in the amount of 6% by weight of cement - in this case, the electrodes are installed after 0.4 m.

8.19. The voltage at the beginning of electrical heating should be taken no more than 50 V (especially if sodium nitrite is added to the mixture), and it should be possible to increase the voltage to 110 V. Open surfaceb concrete immediately after its placement must be carefully b but covered with roofing felt or roofing felt and a layer of thermal insulation (sawdust, rags, slag, etc. materials).

Electrical heating of the concrete mixts I am in two stages: first time G roar of concrete with a temperature rise rate of not more than 10° C per hour and then isothermal heating with a temperature not exceeding 50 °C. To reach 4 0 %- n about th graded strength of concrete, isothermal heating at 50 ° C should continue 14hours and a total warm-up cycle of 19 hours (5 hours - temperature rise and 14h a owls - isothermal heating).

Violation of the recommended electric heating mode, especially during concrete heating (faster temperature rise and higher isothermal heating temperature),can cause cracks in concrete.

8.20. In order to ensure the strength and stability of load-bearing structures erected in the winter or under construction during the spring thawing (or thawing) period, the measures for strengthening the structures provided for in the projects (raising the grades of mortar and concrete, laying metal ties, the procedure for heating structures, the arrangement of temporary fastenings of structures and slopes of the pit, the removal of surface water from foundations).

9. SAFETY REQUIREMENTS

9.1. During the construction of the underground part of high-rise residential buildings from unified products of a single catalog, the safety regulations provided for byl new SNiP III-4-80 "Safety in construction", "Safety instructions for workers performing zero-cycle work" ( M osorgstroy, 1982),"Rules for the design and safe operation of cranes" (M., Metallurgy, 1981), this instrument t manual, as well as safety instructions for the production d immovable works, projects for the production of works, work safety cards for workers during the installation of the underground part of large-panel residential buildings from products of a single catalog ( M osorgstroy, 1980), project for the production of works.

9.2. The project for the production of works must contain specific technical solutions and basic organizational measures to ensure the safety of the production of works andn maintenance and technical services for those working in accordance with SNiP III-4-80, Appendix 8, “Composition and content of the main safety decisions in work execution projects (P P R)» .

9.3. The installation of the underground part of residential buildings must be carried out in strict accordance with the project for the production of works, containing the following decisions on safety and industrial sanitation:

individual and collective means of protection;

organization of workplaces, passages and driveways;

sequence and methods of safe conduct of technological operations;

methods and devices for safe work;

location, areas of action and dangerous zones of mechanisms;

temporary lighting of the construction site, passages, passages to workplaces;

fencing (designation) of hazardous areas;

composition, number and location of household premises;

methods of storage and slinging of building materials and prefabricated building elements.

Execution of construction and installation works without a project for the production of works is not allowed.

9.4. Responsibility for Compliancet safety and industrial sanitation when performing construction and installation work on the construction of the underground part of residential buildings is assigned to the engineering and technical workers of the installation streams.

When conditions appear that threaten the life or health of workers, the engineering and technical workers of the flow must immediately stop the construction and installation work on the building under construction, take measures to eliminate the danger that has arisen and make an appropriate entry in the work log.

Line engineering and technical workers (foremen), manufacturers ofa bot, with t older production it spruce works,district mechanic and and other engineering and technical workers according to the list of positions t her, approved by a higher organization, obligation a periodically, at least once a year,be tested on their knowledge of safety regulations and industrial sanitation, taking into account the nature of the work performed.

9.5. At each construction site, by order of organization, in each shift, persons responsible for the safe production of work on moving goods by cranes from among certified engineering and technical workers and certified riggers (slingers) are appointed,having certificates of knowledge testing in the relevant sections of the rules and instructions of the crane operator and slinger.

A sign with the names of responsible persons must be posted at the facility in a conspicuous place at the work site.

The duties of persons responsible for the safe performance of work on the movement of goods by cranes, and slingers during the installation of the underground part of the houses are regulated in the production instructions, which must be located at the facility under construction.

Workers are allowed to construction work only after they have passed the instructions.t even in terms of labor safety, taking into account the peculiarities of the construction of the underground part of high-rise buildings.

Safety training must be provided to all workers at least once every three months.

Operators of load-lifting cranes, riggers (slingers), servicing load-lifting mechanisms, must undergo training at the Glavmosstroy Training Plant according to special programs, passuh replacements and have the appropriate certificate.

Every year they must be re-certified according to the rules for the safe operation of lifting mechanisms.

9.6. The heads of construction and installation organizations are obliged to provide workers,engineering and technical workers and employees overalls d oh and footwear in accordance with applicable standards and the nature of the work performed.

9.7. All persons on the construction site are required to wear safety helmets of established standards. Workers and engineering and technical workers without protective helmets and other necessary personal protective equipment are not allowed to perform work.

9.8. Preparation and commissioning of sanitarys Comrade s x premises and devices must be completed before the start of the main construction and installation work at the facility.

9.9. At each construction site, premises or places should be allocated for placing first aid kits for victims: first-aid kits with medicines, stretchers, fixing splints, etc.

9.10. The fencing of the construction site, the arrangement of temporary roads, communications and other temporary structures must be carried out in accordance with the requirements of Chapter 4 of SNiP III-4-80 and the decisions of the work design.

9. 11. The construction site in populated areas is fenced off with a solid fence at least 2 m high to prevent access by unauthorized persons.

9 .12. Construction site, work sites, and workplaces,entrances, driveways and approaches to them in the dark t ok should be illuminated in accordance with the "Instructions for the design of electric lighting of construction sites" and the decisions of manufacturers d stva works. Illumination should be uniform,without blinding effect of lighting fixtures on working. P Work in unlit places is not allowed, and access to them must be closed to people.

9.13. At the entrance to the construction site, a scheme for the movement of vehicles should be installed, and on the sides of roads and driveways - clearly visible road signs. The speed of vehicles near the work sites should not exceed 10 km/h on straight sections and 5 km/h on turns.

9.14. Driveways,walkways and workspaces must be cleaned regularly,don't clutter d ut, and if they are located outside buildings - in winter, sprinkle with sand or slag.

Passages with a slope of more than 20° must be equipped with ladders or ladders with railings.

9.15. Skladirovan The storage and storage of materials and prefabricated products at the construction site should be carried out in accordance with the requirements of the project for the production of works, "Guidelines for the acceptance, storage and storage of basic building materials, products and structures at the on-site and basic warehouses of Glavmosstroy» (VSN 28-66) and these instructions.

leaning againstt b (support) materials and products to fences and elements of temporary and permanent structures are not allowed.

When disst ro P ovation and slinging of products for work in a warehouse, it is necessary to use a ladder 1.2 m high (Mosorgstroy, crap. No. 5 01 BUT). The use of ladders is prohibited.

9.16. Zones that are dangerous for people to find during work should be fenced off and equipped with clearly visible warning signs, and, if necessary, the possibility of giving warning sound signals should be provided.

Supervision over the correct installation of fences should be carried out by the master or foreman. Any possibility of people being in danger zones must be excluded.

It is forbidden to pass vehicles and stay of people in the zone of movement of materials and products by cranes.

9.17. Construction cranes and hoisting mechanisms should be installed in accordance with the construction plan of the project for the production of works.

Cranes, excavators and other mechanisms must be examined and tested before operation, an act must be drawn up in accordance with the requirements of the "Rules for the Design and Safe Operation of Hoisting Cranes" (Gosgortekhnad zor USSR, 1977).

Hooks of cranes and lifting devices must have safety locking devices. In warehouses, standard schemes for slinging the main parts developed by the project for the production of works should be hung out, as well as the composition of slingers and persons responsible for moving goods by cranes.

9 .18. Slinging of cargoes should be carried out with specially designed for this purpose cargo handling equipment or inventory slings, provided for by the project for the production of works and manufactured according to approved drawings.

The mass of goods moved by cranes should not exceed the carrying capacity of slings, traverses, etc. It is not allowed to use untested and faulty load-handling devices. Slings must be equipped with hooks of adequate capacity with safety locking devices. All lifting devices must be tested, have a manufacturer's passport, a quality control stamp and a metal tag (indicating the number, load capacity and date of testing).

9.19. The number, dead weight must be indicated on the container, the largest mass of cargo (for the transportation of which it is intended) and a factory mark.

During operation, removable load-handling devices and containers must be subject to technical inspection by a person responsible for their good condition.,and within the time limits established by the requirements of the "Rules for the Construction and Safe Operation of Cranes": for slings and containers - every d 10 days,for traverses - at least,than every 6 months.

The results of the inspection of removable load-handling devices and containers must be recorded in the periodic inspection log.

9.20. When unloading elements from vehicles, the driver must leave the cab and be outside the danger zone of the crane. It is forbidden to move cargo over the driver's cab.

When unloading, it is forbidden to move the panel carrier after the panels are released from the fasteners. If it is necessary to move the panel carrier, pa the wires must be securely fastened again.

When unloading the elementnt ov the rigger is obliged to get off tr of the anchor immediately after the straps are tensioned. At this is m command to the crane operator to lift the element, he gives, standing n a ground at a safe distance from the vehicle.

9.21. When floor panels are delivered to an object in a vertical position, they are transferred to a horizontal position only using a special load handling device with an automatic tilter (Mosorgstroy, drawing No. 6118BUT).It is forbidden to turn over the floor panels using conventional slings with and panels to the ground.

9.22. When lifting floor panels with the help of a hydraulic tilter, it is necessary to follow the "Instructions for the operation of a hydraulic tilter" (Mosorgstroy, 1977).

9.23. The organization of workplaces when performing installation and other types of work on the underground part of the building must ensure the safety of the work.

Workplaces must be free from foreign objects and debris, and, if necessary, have fences, protective and safety devices, as well as devices.

The supply of materials, products and equipment units to workplaces must be carried out in a technological sequence that ensures the safety of work. Materials and products should be stored at workplaces in such a way that they do not create a hazard during the performance of work and do not block passageways.

CONTENT