Reliable construction of apartment buildings

By investing in a project, the investor expects to make a profit. Today, the most demanded in the construction market of the country is housing, the design of which is a rather complicated and time-consuming process. To derive the expected benefit from it, you should carefully analyze the building construction plan. You should start with:

Choosing a suitable location. The territory should be distinguished by good infrastructure, convenient transport links, environmental friendliness, etc .;
Analysis of the building plot by survey teams;
Creation of a thoughtful and cost-effective project that meets the requirements of legislation and generally accepted norms, rules, standards;
Formation required documents, their approval and obtaining permission to carry out restoration work;
Selection and purchase of high quality materials;
Start of construction;
Timely commissioning of the facility.

In addition to the above list, the total cost of the service:

General contract;
Architectural supervision;
Foreman;
Landscape design;
Commissioning works and more.

What is the construction of multi-family residential buildings?

The main feature in the construction of public buildings is the development of liquid apartments with a correct, convenient layout. The constructed premises should be distinguished by the presence of balconies or loggias, high ceilings (at least 2.7 m), spacious, bright rooms, wide corridors and kitchens, and the absence of walk-through hallways. Despite the fact that thanks to these nuances, the cost of building an apartment building will increase, all the same, the profit from the sale of housing will remain high.

The most important thing in building a building is a solid foundation. It provides strength, structural reliability and high performance. This is followed by the construction of the frame and the laying of communications. The scheme of their implementation was formed even before the start of construction and design of apartment buildings. Organization of both internal and external engineering networks allows you to create the proper optimal comfortable conditions for the safe living of people.

Also, in the process of designing real estate objects, special attention is paid to the planning of load-bearing walls and floors, the proper, carefully thought-out design of which will ensure the strength of individual elements of the building and the building as a whole. The final stage in the construction of structures is the laying of the roof.

What should be considered when forming a project for the construction of an apartment building?

The construction of buildings for public consumption has a huge number of nuances, ranging from the choice of the territory and ending with the commissioning of the building. To determine the terrain on which the high-rise building will be constructed, a number of geological, hydrometeorological, ecological, geodetic studies should be carried out.

By offering housing to clients, the investor must create the proper conditions that are safe for the life of the population. Therefore, it is advisable to check the properties of soils, their restorative capacity, and the level of occurrence. If deviations from the norms are found, then the professional employees of construction companies take precautions (strengthening of foundations, walls, ceilings, etc.).

Multi-apartment low-rise houses and their construction also requires a special approach, which can only be provided by specialized companies. When making decisions on the construction of large-scale buildings, it is necessary to get expert advice and, if necessary, use their services.

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Construction of a multi-storey residential building

Introduction
1. Architectural and construction section

1.1 General
1.2 Solution master plan
1.3 Space-planning solution of the building
1.4 Structural solution of the building
1.5 Interior decoration
1.6 Exterior decoration

2. Computational and constructive calculation

2.1 Column calculation
2.2 Calculation and design of a column at the -1 floor level
2.3 Calculation of a girderless monolithic slab

3. Technology and organization of construction production

3.1 Conditions for construction
3.2 Comparison of options for delivering concrete mixture to the place of laying by a bucket using a crane and a concrete pump
3.3 The need for basic building materials, structures and semi-finished products

4. Labor protection and fire safety

4.1 General
4.2 Work performed
4.3 Fencing of the construction area
4.4 Industrial lighting
4.5 Calculation of the grounding of the transformer
4.6 Application of machines and mechanisms

5. Environmental protection

5.1 Characteristics of the designed object
5.2 Description of the impacts arising from the implementation of the project
5.3 Conservation measures

Conclusion
Bibliography
Introduction

The theme chosen for the graduation project was "Multi-storey residential building in the city of Krasnoyarsk". Recently, construction in a monolithic version is a very hot topic. The greatest efficiency of monolithic structures is manifested during the reconstruction of industrial buildings and structures, as well as during the construction of housing and communal construction facilities. The use of monolithic concrete can reduce the consumption of steel by 7 - 20%, concrete up to 12%. The construction of buildings in monolithic reinforced concrete allows you to optimize their design solutions, go to continuous spatial systems, take into account the joint work of elements and thereby reduce their cross-section. In monolithic structures, the problem of joints is easier to solve, their thermal and insulating properties are increased, and operating costs are reduced. In view of the above, the construction of buildings in monolithic reinforced concrete is most relevant today and has a great future.

The building is two-section with a one-level underground parking. The rational layout of the premises and convenience is provided by the staircase and elevator node in the center of the building. The transition between floors is carried out through smoke-free staircases. Connection of all engineering and technical networks is provided. Premises for offices are provided on the ground floor.

Also next to the building there is a guest parking lot for cars.

1. Architectural and construction section

1.1 a common part

Initial data

Topic graduation project: "Multi-storey residential building in the city of Krasnoyarsk".

Structural scheme of buildings - frame-tie: monolithic reinforced concrete frame with rigid joints of columns and monolithic reinforced concrete floors and monolithic reinforced concrete walls (diaphragms) of rigidity - stair-lift units and separate walls of rigidity.

The general stability and rigidity of buildings is ensured by the joint work of the vertical elements of the frame (columns, walls and stiffening diaphragms) and horizontal monolithic reinforced concrete floor disks.

The supporting structures of the underground and aboveground parts of the building are coaxial with each other. Monolithic reinforced concrete walls of the staircase-elevator block are brought to the foundation structures.

On the -1st there is an underground car park.

Offices are located on the 1st floor.

Apartments are located from the 2nd to the 14th floor.

The 15th floor is technical.

Relevance of the topic

The relevance of this topic is obvious: Recently, there has been a rapid growth of structures made of monolithic reinforced concrete. Scientists and designers are finding more and more new ways of using monolithic reinforced concrete. And it is no coincidence that all unique objects are built from monolithic reinforced concrete. To date, of the existing technologies for the construction of buildings and structures, the most promising is precisely monolithic construction... This technology not only makes it possible to implement the most daring ideas when planning the interior space of a room, to successfully fit the objects under construction into the landscape and existing buildings, but also makes it possible to increase the service life of the building up to 300 years, reduce the cost and construction time.

Construction area data

According to the project, the facility will be built in the city of Krasnoyarsk. The main entrance and entrances / exits to the site, as well as to the underground parking lot, are designed from an intra-block passage, along which an entrance and approach to the building is carried out from the side of Festivalnaya Street and Parkovaya Street. The site has parking spaces for 43 cars.

The climatic characteristics of the background of the territory under consideration, expressed in numerical averages of individual meteorological elements, is based on the materials specified in SNiP 23-01-99 "Construction climatology and geophysics".

Average annual air temperature + 4.1C. The warmest month of the year is July, the average temperature is + 18.7C, the absolute maximum is + 38C. The coldest month of the year is January, the average temperature is -17.1С, absolute

minimum -53C.

Annual precipitation is 644 mm.

Figure 1 - Wind rose

According to the table, the prevailing winds in winter are southwest; in the summer - southwest.

Outside air temperature for Krasnoyarsk is presented in table 1 according to SNiP 23-01-99.

Table 1 - Outside air temperature for Krasnoyarsk

1.2 Master plan solution

The projected building is located near a permanent road in a developed area.

The main facade of the building is oriented towards West East, which allows you to illuminate all rooms during the day.

The relief of the site is even with a general slope of the surface in the southeast direction. After the completion of construction, the courtyard of the building is improved by planting deciduous trees, ordinary and group shrubs, arranging lawns from perennial grasses, as well as installing trash bins, shady awnings, arranging recreation areas and a children's playground.

Technical and economic indicators for the general plan:

Building area S s = 3521 m 2;

Site area S uch = 43695 m 2;

Landscaping area S oz = 24507 m 2;

Pavement area Sдп = 5870 m2;

Area of footpaths Spd = 873 m2

Building factor

Kz = Sz / Such = 3521/43695 = 8%;

Landscaping factor

Goat = Soz / Such = 2450743695 = 26%;

Territory utilization rate

K it = (S z + S dp + S pd) / S uch = (3521 + 5870 + 873) / 43695 = 24%.

1.3 Space-planning solution of the building

This building is classified as a multi-storey residential building for its intended purpose. The building is intended for human habitation.

The projected object is a 14-storey monolithic residential building with a 1-level underground parking.

The height of the building is 46.72 m. The dimensions in the axes are 98.15x15.5 m.

The height of the floors is different:

Typical floor - 2.8 m

First - 3.6 m

Technical floor - 2.8 m

Underground parking -2.8 m

The building has a smoke-free escape route, a smoke-free staircase with an entrance through the entrance from the street, a ventilation box and automatically closing doors.

There are 4 lifts in the building. 2 passenger (with a carrying capacity of 630 kg) and 2 cargo and passenger (with a carrying capacity of 1000 kg). Elevator doors are automatic, sliding. Elevators operate up and down. When descending with a passing call. Travel speed 1.6 m / s.

Technical and economic indicators

Office space is 693 m2.

The area of apartments on a typical floor is 623.7 m2.

The number of parking spaces in the underground parking is 34.

1.4 Structural solution of the building

Bearing structures

The supporting structures of the building (columns and walls) are installed on a grid with a maximum step of 6 m. The supporting structures of the underground and aboveground parts of the building are coaxial with each other. Monolithic reinforced concrete walls of the staircase-elevator block are brought to the foundation slab.

Walls

The outer walls of the underground floor are monolithic reinforced concrete made of concrete of compressive strength class B25, waterproof grade W6 with a thickness of 200 mm, and reinforced with reinforcement class A500 with a pitch of 200 mm and d = 12 mm.

Internal walls (lift block): monolithic reinforced concrete 200 mm thick made of concrete of class B30 compressive strength.

Reinforcement of load-bearing walls is provided with knitted reinforcement - separate bars of class A500 (longitudinal reinforcement) and A240 (transverse reinforcement).

Columns - monolithic reinforced concrete with a section of 400x400 mm - made of heavy concrete of class B30 in compressive strength. The section and reinforcement of the columns are assigned by calculation. Columns are reinforced with individual bars of A500 class, d = 28mm and transverse bars A240, d = 8mm,

Ceilings - monolithic reinforced concrete with a drip-free girder-free joint with columns; floor thickness 200 mm. The ceilings are made of concrete of compressive strength class B25, water resistance grade W6. Reinforcement of floors is provided by knitted reinforcement - separate rods of class A500 and A240 d = 14mm.

Staircases - monolithic reinforced concrete from the heavy compressive strength class B25. Reinforcement of stairs is provided with knitted reinforcement - separate bars of class A500 (longitudinal reinforcement) and A240 (transverse reinforcement).

Walling

The above-ground part is brickwork.

On the transitional balcony, the walls of the staircase and elevator unit are finished with decorative bricks. The fence of the transitional balcony is forged. Technological floor covering: reinforced concrete slab 200 mm thick, vapor barrier - a layer of polyethylene film, insulation - hard rockwool rockwool slabs "Ruf Batts V" 40 mm thick and hard mineral wool slabs Rockwool "Ruf Batts N" 200 mm thick, slope made of expanded clay concrete 20-140 mm thick with a bulk density of 1100 kg / m3, 1 layer of EKP technoelast and 1 layer of EPP technoelast 10 mm thick.

Floorings on a typical floor with a thickness of 46 mm: cement-sand screed, fibreboard, parquet.

The floors of the offices on the ground floor are 20 mm thick: cement-sand screed, fibreboard, linoleum.

Floors in the staircase-elevator node, entrance lobby and corridors 33 mm: cement-sand screed, ceramic tiles.

Partitions: inter-apartment - 200 mm thick from Sibit aerated concrete blocks.

Lintels: prefabricated reinforced concrete.

Ventilation blocks are made of ordinary clay bricks in accordance with GOST 530-95 on cement-sand mortar of grade 50.

Waterproofing of underground structures

External walls - coated with RABBERFLEX-55 waterproofing mixture with PROFERON protective cloth.

1.5 Interior decoration

Room walls underground car park and technical premises are painted with adhesive based water-based paint.

The partitions of office premises are drywall.

Walls and partitions of rooms with a wet mode - in bathrooms, they are faced with ceramic tiles to the full height.

All ceilings of technical and utility rooms are finished with water-based whitewashing, in the s / nodes there is a suspended ceiling made of metal slats.

The floors in the premises of the underground car park and technical rooms are arranged from asphalt concrete.

All finishing materials are non-flammable and provided with appropriate certificates.

1.6 Exterior decoration

An asphalt concrete blind area is arranged along the perimeter of the building.

Facade - facing brick.

Windows - PVC double-glazed windows.

Doors - metal double-leaf.

Roof - technoelast EKP TU 5774-003-00287852-99.

Fire-fighting measures

In accordance with the requirements of the "Special technical conditions for fire safety", the building is designed for I degree of fire resistance, class of constructive fire hazard - CO.

The project provides for the following values of the fire resistance of load-bearing and enclosing structures (not less):

Calculated values of the fire resistance limits of the main structures of the building:

The walls of stairs and elevators are made of heavy concrete, the thickness of the structures is 200 mm, the distance to the axis of the reinforcement is 50 mm;

Interfloor ceilings within the fire compartment are made of heavy concrete, the thickness of the structures is 200 mm, the distance to the axis of the reinforcement is 40 mm;

Marches and landings of stairs are made of heavy concrete, the minimum thickness of structures is 200 mm, the distance to the axis of the reinforcement is 35 mm;

Columns - the section of the structure is 400x400 mm, the distance to the axis of the reinforcement is 80 mm.

Engineering and technical equipment of the building

Table 2 - Internal air parameters

Water heating system with convectors.

Heating systems for the premises of the first floor of a residential building should be separate with a heat meter installed on each of the systems.

The system is two-pipe with fittings, which allows you to turn off individual branches, drain water during repairs and carry out air removal.

Exhaust ventilation for smoke removal is provided from the corridors and halls of the residential part of the building.

Supply ventilation is provided for supplying outside air to the elevator shafts of the aboveground part in case of fire and the staircase.

Smoke exhaust shafts and smoke valves have a fire resistance limit of at least 1 hour.

For lavatories and bathrooms, natural exhaust ventilation is provided through vertical ventilation ducts that lead to the attic.

Water pipes

Water supply to the building is carried out from an individual heating point (ITP). Pipes of cold and hot water supply from the central network through passage channels are laid up to the -1 floor of the house.

Risers are laid in the bathrooms of the apartments. Shafts have access to risers on each floor.

Sewerage

Sewerage of the house is carried out using cast iron pipes. In bathrooms, pipes are laid above the floor in decorative stitching. Stands are laid in shafts with access to each floor.

The discharge of storm water from the roof is organized into funnels on the roof and into risers inside the building. Risers are laid in shafts with a tolerance on each floor.

Storm water is discharged from a flat roof through a gutter in its parapet.

Fire extinguishing system

The stairwells are equipped with two fire hydrants. Office premises are equipped with thermal sensors and have an automatic sprinkler system.

Determination of the required thermotechnical characteristics of the enclosing structures from the conditions of energy saving

Thermal calculation of the outer wall

Initial data:

1. Construction area: Krasnoyarsk

2. Average temperature, t ht = -7.1 0 С,

3. Duration, period with average daily air temperature below 8 0 С, z ht - 235 days.

4. Estimated winter temperature of the outside air, equal to the average temperature of the coldest five-day period with a security of 0.92,

5.t ext = -40 0 С,

6. Design temperature of internal air, t int = 18 0 С.

The building envelope is brickwork.

From the condition of energy saving, the degree-day of the heating period is determined by the formula:

GSOP = (tv - top) zop = (18 + 7.1) 235 = 5898.5 ° C. Day.

R2tr = 3.47 m2 * C / W.

The standard temperature difference between the temperature of the internal air and the temperature of the internal surface of the enclosing structure, we take? T n = 4 0 С.

The coefficient taken depending on the position of the outer surface of the enclosing structures in relation to the outside air: n = 1.

W / m 2 ° C.

R1tr = ((18 + 40) * 1) / (4 * 8.7) = 1.66 m 2 * C / W.

hence we accept R 2 tr= 3.47 m 2 * C / W.

Table 3 - Thermal calculation of the outer wall

Figure 2 - External wall device

R0 = (1 / 8.7) + (0.12 / 0.52) + (0.125 / 0.038) + (0.25 / 0.52) + (0.02 / 1.2) + (1/23 ) = 0.12 + 0.23 + 3.29 + 0.48 + 0.017 + 0.04 = 4.17 m2 * C / W.

Conclusion: we take the thickness of the insulation.

The thermal properties of the opaque part of the element provide the requirements for energy saving of thermal energy.

Roof above the staircase and elevator node

From the condition of energy saving:

The degree-day of the heating period is determined by the formula:

GSOP = (t in - t op) z op = (18 + 7.1) 235 = 5898.5 ° C. Day.

The intermediate value R req is determined by interpolation:

R2tr = 5.15 m 2 * C / W.

From the condition of sanitary and hygienic conditions:

The standard temperature difference between the temperature of the internal air and the temperature of the internal surface of the enclosing structure, we take? T n = 3 0 С.

The coefficient taken depending on the position of the outer surface of the enclosing structures in relation to the outside air: n = 0.9.

Heat transfer coefficient of the inner surface of the enclosing structures:

The required resistance to heat transfer of the enclosing structures from sanitary and hygienic conditions is determined by the formula:

R 1 tr = ((18 + 40) * 0.9) / (3 * 8.7) = 2 m 2 * C / W.

Therefore, we take R 2 tr= 5.15 m 2 * C / W.

Table 3 - Thermal calculation of the roof

Ut. = (R 2 tr - ((1 / b c) + (?? I / l i) + (1 / b n)) * l ut =

(4,46-0,11-(0,02/0,93)-(0,06/0,23)-(0,2/1,69)-0,04)*0,04 =

3.91 * 0.04 = 0.156 = 0.2m

Thus, the selected roofing option meets the regulatory thermal and technical requirements from the condition of energy saving.

2. Computational and constructive calculation

2.1 Column calculation

Collecting loads on roof slabs

	Load name

	1 Layer of technoelast EKP TU 5774-003-00287852-99
	1 Layer of technoelast EPP TU 5774-003-00287852-99
	Insulation - ROOCKWOOL Roof Butts V,
	Insulation - ROOCKWOOL Ruf Butts N,
	Polyethylene film - 0.1
	Slope-forming layer - expanded clay concrete,

Collecting loads on floor slabs on the technical floor

Table 5 - Load on technical floor slabs

including long-term

	Load name	Load safety factor

	Cement-sand screed
	Monolithic reinforced concrete cover plate,



	Partitions, d = 12 mm

Collecting loads on floor slabs for a typical floor

including long-term

	Load name	Load safety factor


	Fiberglass board
	Cement-sand screed
	Monolithic reinforced concrete cover plate,



	Partitions, d = 200 mm

Collecting loads on floor slabs on the first floor

including long-term

	Load name	Load safety factor

	Linoleum,
	Fiberglass board
	Cement-sand screed
	Monolithic reinforced concrete cover plate,



	Partitions, d = 12 mm

For a 14-storey residential building, a monolithic reinforced concrete column with a section of 40x40 cm was adopted.

For the columns, heavy concrete of class B35 is used. Columns are reinforced with longitudinal rods with a diameter of 28 mm made of hot-rolled steel A500C and transverse rods mainly made of hot-rolled steel of class A240 with a diameter of 10 mm.

Column material:

1. Concrete - heavy class in compressive strength B35, design compressive strength 19.5 MPa;

7. Fittings:

Longitudinal working class A500 (diameter 28 mm),

Transverse - class A240.

2.3 Calculation of a girderless monolithic slab

Determination of column forces

Column cargo area:

Constant load from the floor of one typical floor, taking into account the safety factor for the purpose of the building

Constant load from the overlap of one first floor, taking into account the reliability factor for the purpose of the building

Constant load from the technical floor covering, taking into account the reliability factor for the purpose of the building

Constant load from the coating, taking into account the reliability factor for the purpose of the building

Self-weight load of the technical floor column:

Self-weight load of a column of a typical floor:

Self-weight load of the first floor column:

Constant load on a column from one typical floor:

Constant load on the column from the technical floor:

Live load on a column from one typical floor:

Live load on a column from one first floor:

Live load on the column from the pavement:

Live load on the column from the technical floor:

The coefficient of reduction of the temporary load depending on the cargo area:

cargo area;

The coefficient of reduction of temporary loads in multi-storey buildings for a column:

the number of floors from which the load is taken into account;

The normal force in the column at the -1 floor level is:

Column strength analysis

The strength design of a column is performed as an eccentrically compressed element with a random eccentricity:

Calculation of compressed concrete members of classes B15 ... B35 (in our case, B35) for the action of a longitudinal force applied with an eccentricity

and with flexibility

it is allowed to produce from the condition:

A- sectional area of the column;

The area of all longitudinal reinforcement in the column section;

Estimated column length.

Calculated length of a column on the 1st floor with a hinge support at the level of the 1st floor and a rigid embedment at the level of the foundation:

Buckling coefficient, taken under long-term loading, depending on the flexibility of the column; at coefficient

From the condition of the bath welding of the outlets of the longitudinal reinforcement at the junction of the columns, its minimum diameter should be at least 20 mm.

We accept A500 s.

The diameter of the transverse reinforcement is taken (from the condition of welding with longitudinal reinforcement). Because the pitch of the transverse bars, which meets the design requirements: and.

Calculation of the length of the joint of the reinforcement of the column

The joints of stretched or compressed reinforcement must have a bypass (overlap) length not less than the length determined by the formula:

basic anchorage length, determined by the formula:

respectively, the cross-sectional area of the anchored reinforcement bar and the perimeter of its section, determined by the nominal diameter of the bar, for the bar

the design adhesion resistance of reinforcement to concrete, taken uniformly distributed along the length of the anchorage and determined by the formula:

coefficient taking into account the effect of the type of reinforcement surface, taken equal for hot-rolled and thermomechanically processed reinforcement with a periodic profile;

coefficient taking into account the effect of the size of the diameter of the reinforcement, taken equal to the diameter of the reinforcement

the cross-sectional area of the reinforcement, respectively, required by calculation and actually installed;

coefficient taking into account the influence of the stressed state of reinforcement, the structural solution of an element in the zone of connection of the bars, the number of reinforcement butted in one section in relation to the total amount of reinforcement in this section, the distance between the abutting bars. When anchoring rods of a periodic profile with straight ends (straight anchorage) is taken for compressed rods

In addition, according to the requirements, the actual anchorage length must be taken:

We accept the joint length equal to 600 mm.

Calculation of a girderless monolithic floor

Dimensions and loads

The thickness of the solid slab is taken equal to the cross-section of the columns of the aboveground part 4

The values of the loads on the floors are presented in table. 4, 5, 6 and 7.

Plate materials

Heavy concrete, compressive strength class B25.

Standard resistance of concrete under axial compression:

Specific axial tensile strength of concrete:

Design resistance of concrete under axial compression:

Design axial tensile strength of concrete:

Initial modulus of elasticity;

With prolonged action of the load, the value of the initial modulus of concrete deformations is determined by the formula:

creep coefficient.

A500 class fittings.

Standard value of tensile strength of reinforcement:

The calculated value of the tensile strength of the reinforcement:

Design resistance of transverse reinforcement:

Punching shear design

The value of the concentrated punching force from the external load for the column is determined by the approximate formula:

the reliability factor for the responsibility of the projected building;

column cargo area;

coefficient taking into account the increase in the force in the first column from the facade of the frame systems.

The ultimate force perceived by concrete is determined by the formula:

coefficient;

design resistance of concrete to axial tension;

area of the calculated cross-section located at a distance from the boundary of the area of application of the concentrated force

The area is determined by the formula:

the perimeter of the contour of the calculated cross-section at the cross-section of the column.

Figure 3 - Design contour for punching shear design.

When determining, it is assumed that punching occurs along the side surface of the pyramid, the smaller base of which is the area of the punching force, and the side faces are inclined at an angle of 45 to the horizontal.

the condition is met, the punching shear load-bearing capacity of the continuous slab is ensured.

Bending moment analysis

Zone 1 - the section above the column, within which the maximum negative moments in absolute value act

Zone 2 - annular section, within which relatively small negative moments act Zone 3 - annular section, within which relatively small negative moments act Zone 4 - annular section, within which the maximum

Zone 5 - the annular section, within which the maximum in absolute value positive moments act

Zone 6 - a span within which relatively small positives are in effect

We determine the values of the moments for the values of the column spacing specified in the project, approximately according to the formulas:

bending moment with a grid of columns and a load in the direction of the X-axis;

the same in the direction of the Y axis;

correction factors;

The task of further calculation is to determine the required amount of horizontal reinforcement.

Determination of the area of the upper reinforcement parallel to the X axis for zone 1 and selection of reinforcement according to the assortment

We accept in increments of 100 mm,

Determination of the area of the upper reinforcement parallel to the X-axis for zone 2 and selection of reinforcement according to the assortment.

Average value of the bending moment in the annular section:

We accept in increments of 200 mm,

Determination of the area of the lower reinforcement parallel to the X axis for zone 4 and selection of reinforcement by assortment

The average value of the bending moment in the annular section with the maximum positive bending moment:

Determine the required amount of stretched reinforcement:

We accept in increments of 200 mm,

Determination of the area of the lower reinforcement parallel to the X axis for zone 6 and selection of reinforcement by assortment

The average value of the bending moment in the span:

Determine the required amount of stretched:

We accept in increments of 200 mm,

Determination of the area of the upper reinforcement parallel to the Y axis for zone 1 and selection of reinforcement by assortment

In accordance with the results obtained, the average value of the moment for the casing zone 1 is equal to:

Determine the required amount of tensile reinforcement (excluding compressed reinforcement) at

We accept in increments of 100 mm,

Determination of the area of the upper reinforcement parallel to the Y axis for zone 3 and selection of reinforcement by assortment

Average value of the moment in the annular section:

Determine the required amount of tensile reinforcement (excluding compressed reinforcement) at

We accept in increments of 200 mm,

Determination of the area of the lower reinforcement parallel to the Y axis for zone 5 and selection of reinforcement by assortment

The average value of the moment in the annular section is equal to:

Determine the required amount of tensile reinforcement (excluding compressed reinforcement) at

We accept in increments of 200 mm,

Determination of the area of the lower reinforcement parallel to the Y axis for zone 6 and selection of reinforcement by assortment

Average torque

in the span:

Determine the required amount of tensile reinforcement (excluding compressed reinforcement) at

We accept in increments of 200 mm,

Table 8 - Calculation results

Calculation of reinforcement parallel to the X axis
Calculation zone						Reinforcement accepted
						step 100 mm,


						step 200 mm,


						step 200 mm,



						step 200 mm,


Calculation of reinforcement parallel to the Y-axis
Calculation zone						Reinforcement accepted
						step 100 mm,


						step 200 mm,


						step 200 mm,


						step 200 mm,

Overlap calculation based on the limiting states of the second group.

Cracking calculation.

Consider the design cross-section in the zone in which the maximum moment from the design loads acts.In calculating the crack resistance, the width of the design cross-section is taken to be equal to the mesh spacing of the finite elements, while the value of the moment from the full standard load was calculated by the formula:

The moment of cracking is:

moment of resistance of the design section, in the safety margin determined without taking into account reinforcement and inelastic deformations of tensile concrete;

design section width;

floor slab thickness.

Because cracks in the design section are formed, it is necessary to perform a calculation for crack opening.

Crack opening calculation.

The crack opening width is determined by the formula:

where is the coefficient taking into account the duration of the load, taken equal for a short load and for a long load;

coefficient taking into account the profile of longitudinal reinforcement for reinforcement of periodic profile and ropes;

coefficient taking into account the nature of loading for bending members

coefficient taking into account uneven distribution relative deformations of tensile reinforcement between cracks. Taking, when calculating the safety margin, the moment from the full standard load, we get:

inner pair shoulder;

modulus of elasticity of reinforcement;

basic (excluding the appearance of the outer surface of the reinforcement) distance between adjacent normal cracks:

We finally accept

Because the crack opening width does not meet the requirements of the norms from the condition of ensuring the safety of the reinforcement.

Therefore, we will increase the diameter of the longitudinal working reinforcement. We accept it on a support with a step of 100 mm and perform a recalculation of the crack opening width.

and accepted not less and not more (nominal diameter of the reinforcement);

sectional area of tensioned concrete; in the first approximation we take

sectional area of tensile reinforcement within the design section width equal to the finite element mesh step.

We finally accept

tension in tensile reinforcement;

Because the crack opening width meets the requirements of the norms from the condition of ensuring the safety of the reinforcement.

We increase the diameter of the longitudinal working reinforcement in all zones of the floor slab to

Calculation for deformations.

The vertical displacements of the central unit of the structural cell from the action of the long-term part of the standard load are determined using the floor deformations from the action of the vertical unit load and the vertical displacements of the central unit of the structural cell:

where the displacement of this node from the load

The ultimate deflection with a span equal to the distance between the columns along the diagonal is

Since the stiffness of the floor meets the requirements of the standards.

3. Technology and organization of construction production

3.1 Conditions for construction

Characteristics of the land

The projected residential building at the address: Festivalnaya street, house 6. The building is 14 storey, with an underground one. The size is 98.15 х15.5 meters. Constructive solutions adopted in the project are based on the architectural assignment, terms of reference and the results of engineering and geological surveys at the construction site.

The surveys were carried out by the department of engineering and geological surveys of the State Unitary Enterprise "Krasgorgeotrest" in 2005. The survey results are presented in report No. Г / 37-06. According to the report, the construction site has the following geological structure:

Modern technogenic sediments to a depth of 3.0 meters-IGE-1;

Sands of different density and consistency with a modulus of deformation from 20 to 43 mPa - IGE-2 - IGE-10.

The absolute elevation is taken as the predicted groundwater level. 150.000. Ground waters are non-aggressive to concretes of normal water permeability, grade W4. The emergence of groundwater of the "verkhovodka" type is possible.

The above-ground part of the building is designed according to the structural scheme with a full load-bearing frame made of monolithic reinforced concrete. The column spacing is variable - from 3.4 m to 6.0 m. Interfloor floors are flat, flat, 20 cm thick. The spatial rigidity of the structure is provided by the joint work of the frame columns and stiffening diaphragms, united by disks of monolithic floors.

The core of the building is the elevator shafts. Stiffening diaphragms are solid walls along the entire height of the building.

Foundations

The foundation of the building is designed in the form of a continuous monolithic reinforced concrete slab with a thickness of 750 mm. The slab is made of concrete Cl. B25, W6 and reinforced with knitted meshes from individual reinforcement bars Cl. A400. The slab is arranged on a concrete preparation from concrete Cl. B7.5 100mm thick. The base soils are sands of medium size, medium density - IGE-5.

Overlapping

Interfloor ceilings are monolithic reinforced concrete without girders. Floor slab thickness - 200mm. Ceilings are made of concrete Cl. B25 and are reinforced with knitted meshes of individual reinforcement bars Cl. A500.

Columns

The internal columns of the frame are monolithic reinforced concrete.

The section of the columns is 400x400mm. Columns are made of concrete Cl. B35 and are reinforced with knitted space frames from individual reinforcement bars Cl. A500.

The roof is monolithic reinforced concrete.

The stairs are made of monolithic reinforced concrete from Cl. B25.

3.2 Comparison of options for delivering concrete mixture to the place of laying by a bucket using a crane and a concrete pump

General Provisions. Purpose of comparison options

Choose the most economical concrete mix delivery option available on the market.

Formation of initial comparison data

Option number 1 - Concrete pump

Option number 2 - Tub with a crane

V century to. - the volume of concrete of vertical structures for 1 section = 49 m 3.

V year to. - the volume of concrete in horizontal structures per section = 179.24 m 3.

Total volume of concrete work for 1 section on the 1st floor = 228.24 m 3.

Full indicator of the cost of work:

The cost of building materials and structures;

Cost of machinery and inventory equipment;

the cost of non-inventory equipment and fixtures;

Z is the wages of workers, including the driver;

the cost of electricity.

Since the design solution is invariable, the cost of building materials and structures and the cost of inventory equipment can be excluded from the comparison as constant.

Then formula (1) will take the form:

Comparison of options

Table 9 - Option No. 1 Concrete pump

Concrete pump
	Technological process name		Scope of work	Time norms	Labor costs	Link composition
				workers, man-h	machines, machine-h.	workers, man-h	machines., machine-h.
	Installation of concrete pipelines	On a horizontal section							The driver of the concrete pumping unit 4 pit-1, construction locksmith 4 pit-1, construction locksmith 3 pit-1
		On a vertical site
	Receiving concrete mix from the bunker of a concrete mixer							Concrete worker 2 bit - one
	Concrete supply to the place of laying							The driver of the concrete pumping unit 4 pit-1, Concrete worker 2 pit. - one
	Cleaning of concrete pipelines by water injection							The driver of the concrete pumping unit 4 pit-1, construction locksmith 4 pit-1, Concrete worker 2 pit. - one

The composition of the unit for the operation of the concrete pump: Driver of the concrete pumping unit 4 digits. - 1, construction locksmith 4 bit. - 1, construction locksmith

3 bit - one.

Performance level of the concrete pump by grip

Vertical:

Y 2 pr = 15.16 / 80 = 0.19

Horizontal:

Monolithic structures of a typical floor are completed in 9.5 shifts.

Rent price of the concrete pump "Putzmeister P 718 " 6500 rub / shift.

The rental price of the concrete-dispensing boom "CIFAKT-28" is 8500 rubles / shift.

Therefore, the cost of operating (renting) mechanisms:

9.5 * 6500 + 9.5 * 8500 = 61750 + 80750 = 142500 rubles.

Salaries of workers who are involved in servicing the concrete pump:

1000 rubles / shift - the salary of one worker;

3 - the number of workers required to service the concrete pump according to ENiR;

9.5 * 4 * 1000 = 38000 rubles.

Fuel consumption for concrete pump operation:

9.5 shifts - the number of shifts for the construction of one floor;

3.9 l - fuel consumption per hour;

34.13 rubles - the price of diesel fuel per liter.

9.5 * 3.9 * 8 * 34.13 = 9,226.13 rubles.

Total: 142500 + 1.65 * 38000 + 9226.13 = 214426 rubles.

Table 10 - Option # 2 Tub with a crane

The level of performance of the bucket crane for grabs

Vertical:

Y 1 pr. = 16.26 / 60 = 0.28

Y 2 pr = 15.16 / 60 = 0.25

Y 3 pr = 15.37 / 60 = 0.26

Horizontal:

Y 1 pr. = 61.23 / 60 = 1.02

Y 2 pr = 60.18 / 60 = 1.00

Y 3 pr = 57.83 / 60 = 0.96

The cost of renting a "QTZ250" crane is 4500 rubles per 1 machine-hour.

BN-2.0 bucket rent 250 rubles per day.

Therefore, the cost of operating (renting) the crane and accessories:

250 * 9.5 + 9.5 * 8 * 4500 = 2375 + 342000 = 344375 rubles.

Crane driver and rigger wages:

9.5 * 1000 * 2 = 19000 rubles.

Electricity costs:

Crane power 55 kW.

Tariff 2.20 rubles. kWh.

55 * 9.5 * 8 * 2.20 = 9196 rubles.

Total: 344375 + 1.65 * 19000 + 9196 =

RUB 384,921

Conclusion: as we see from the calculations, it is more economically profitable to use a concrete pump than a bucket crane for concreting monolithic structures, but in view of the very low level of performance of the concrete pump for vertical structures and a low level of productivity for horizontal structures, it is more expedient to use a bucket crane.

Nomenclature and scope of construction and installation works

Description of work and determination of their scope is based on the analysis of architectural and structural drawings. The scope of work is grouped into sections, reflecting the division of work by type and structure.

The scope of work for the preparatory period is determined taking into account information about the construction conditions.

Table 11 - List of nomenclature and volume of construction and installation works

- 3.3 The need for basic building materials, structures and semi-finished products

The determination of these indicators is carried out on the basis of the statement of the volume of work according to the forms of the statement of the need for basic materials, structures and semi-finished products, the summary statement of labor costs and machine time.

A feature of the compilation of these statements is the use of a single reference material - GESN -2001. The selection of rates of consumption of materials, labor intensity of work and recommended mechanisms is carried out simultaneously.

Table 13 - Consolidated statement of labor costs and operating time of machines

Name of works	Unit volume measurements	Scope of work	Item GESN or ENiR	Time rate	Labor intensity

Felling softwood trees from the root, trunk diameter up to 28cm	100 trees		GESN 01-02-099-4
Grubbing of stumps in soils of natural occurrence by grubbing-gatherers on a tractor 79 (108) kW (hp) with movement of stumps up to 5 m, diameter of stumps up to 32 cm			GESN 01-02-105-2
Cutting off the vegetation layer with a B10M bulldozer with a power of 132 (180) kW (hp)	1000 m2 of cleaned surface
Layout of areas with a B10M bulldozer with a power of 132 (180) kW (hp)	1000 m2 of planned surface		GESN 01-01-036-3
Soil excavation with a Nobas UB 1236 excavator with a 1.25 m3 backhoe in a dump			GESN 01-01-002-15

The final leveling of the bottom of the pit using a B10M bulldozer with a power of 132 (180) kW (hp)			GESN 01-01-036-3
Final leveling of the bottom of the excavation by hand			GESN 01-02-027-5
Gravel bedding device for concrete preparation 150mm.			GESN 27-04-001-2
Concrete preparation device with a thickness of 100 mm made of concrete of class B7.5			GESN 06-01-001-1
Device of gluing roll waterproofing made of glass-insulated HPP for concrete preparation manually			GESN 12-02-001-02
Concreting of a flat reinforced concrete foundation slab with a thickness of 750 mm.			GESN 06-01-001-16
Concreting of a 200 mm thick flat reinforced concrete foundation slab for the entrance to the underground part.			GESN 06-01-001-16
Concreting of columns with a section of 400x400 mm.			GESN 06-01-107-1
Construction of reinforced concrete walls (stiffness diaphragms) 200mm			GESN 06-01-108-2
Installation of reinforced concrete basement walls 200 mm thick.			GESN 06-01-108-2
Arrangement of reinforced concrete walls of the entrance to the underground part.			GESN 06-01-108-2
Arrangement of reinforced concrete walls of the staircase and elevator node.			GESN 06-01-108-2
Arrangement of reinforced concrete non-girder basement slabs 200 mm thick			GESN 06-01-110-1
The device of flights of stairs.			GESN 06-01-111-1

Manual waterproofing of basement walls with bitumen mastic			GESN 12-02-002-04
Backfilling of the pit sinuses with soil displacement up to 5 m with B10M bulldozers with a power of 132 (180) kW (hp)	1000 m3 of soil		GESN 01-01-035-2
Compaction of soil with pneumatic rammers			GESN 01-02-005-01
Column arrangement			GESN 06-01-107-1
first floor
typical floor
technical floor
Arrangement of diaphragms of stiffness 200 mm.			GESN 06-01-108-2
first floor
typical floor
technical floor

Installation of reinforced concrete walls of the staircase-elevator node 200mm			GESN 06-01-108-2
first floor
typical floor
technical floor
Arrangement of reinforced concrete floors up to 200 mm thick			GESN 06-01-110-1
The device of flights of stairs.			GESN 06-01-111-1
first floor
typical floor
technical floor
Installation of metal railings for staircases with handrails made of polyvinyl chloride	100 m of fences		GESN 07-05-016-3
first floor
first floor
technical floor

Masonry of the inner part of the outer wall, 1 brick thick			GESN 08-02-002-1
first floor
typical floor
technical floor
Insulation device in the outer wall			GESN 26-01-041-1
first floor
typical floor
technical floor
basement floor
Masonry of the outer part of the outer wall, Ѕ brick thick			GESN 08-02-002-1
first floor
typical floor
technical floor
Laying of partitions from aerated concrete blocks "Sibit" 200 mm			GESN 08-02-002-5
first floor
typical floor
Laying of partitions from aerated concrete blocks "Aerobel" Premium "" 150 mm.			GESN 08-02-002-5
typical floor

Laying of unreinforced brick partitions 1/2 brick thick on the ground floor.			GESN 08-02-002-5
Laying of unreinforced brick partitions 1/2 brick thick:			GESN 08-02-002-5
typical floor
technical floor
Laying of unreinforced brick partitions 1 brick thick:			GESN 08-02-002-5
first floor
typical floor
1 layer of technoelast EKP TU 5774-003-00287852-99 10mm			GESN 12-01-002-10
1 layer of technoelast EPP TU 5774-003-00287852-99 10mm			GESN 12-01-015-1
Insulation "Rockwool" Ruf Butts B 40 mm			GESN 12-01-013-01
Insulation "Rockwool" Ruf Butts H 200mm			GESN 12-01-013-01

Polyethylene film			GESN 12-01-015-01
Expanded clay concrete slope 20 ... 140mm			GESN 12-01-002-1
Galvanized sheet steel covering of parapets			GESN 12-01-010-1
Installing window blocks on ground floor	100 m2 of openings		GESN 12-01-034-2
typical floor
Installation of PVC door blocks in external and internal balcony doorways in monolithic walls
Installation of PVC door blocks in external and internal doorways in stone walls with an opening area of up to 3 m2:			GESN 10-01-047-1
first floor
typical floor

Improved plastering with cement-lime mortar on the stone of partitions and concrete:

Individual residential building

INSTRUCTIONS FOR PERFORMANCE

COURSE WORK

VSGTU Publishing House

UDC 721.011.27 (076)

BBK 38.711 I 7

Published by the decision of the Editorial and Publishing Council of the East Siberian Technological University

Reviewers: Ph.D., Associate Professor V. G. Belgaev

Balkheeva V.D. Individual residential house: guidelines for term paper- Ulan-Ude, GOU VPO VSGTU, 2007 .-- 57 p.

Methodical instructions are drawn up in accordance with the work program for the discipline "Architecture" for all forms of education in the specialty 270102 "Industrial and civil construction".

The methodological instructions contain the goals and objectives of the project, consider the methodology and information on the development of functional, space-planning and constructive solutions for an individual residential building. Requirements for the planning and design of the personal plot are given.

Individual residential building, functional process, space-planning solution, constructive solution, master plan

Signed for printing on 23.03.2007. Format 60 × 84 1/8.

CONV. print l. 6.51. Order No. 47

VSGTU Publishing House, Ulan-Ude, st. Klyuchevskaya, 40 v

Introduction …………………………………………………. ………………… 4

1.1 The purpose and objectives of the educational stage of the course work ... ... ... ... 6

2. Assignment for term paper ………………………………………… .... 6

2.2 The composition of the course work …………………………………………… .. 6

2.2.1 Graphic part ……………………………………………… ..... 6

2.2.2 Explanatory note ………………………………………… ..... 7

3. Methodical instructions for the implementation of the course work ……… .. 8

3.1 Stages of course work ……………………………… .... 8

3.2. Functional process …………………………………………… ... 8

3.3. Space-planning solution ……………………………… ...… 16

3.4. Constructive solution …………………………………………… ... 17

3.4.1. Foundations ……………………………………………………… .. 17

3.4.2. Walls ……………………………………………………………… ..22

3.4.3. Arrangement of openings ……………………………………………… ..29

3.4.5. Slabs and floors ………………………………………………… 30

3.4.6. Coatings ……………………………………………………………… 37

3.4.7. Ladders ……………………………………………………………… 43

3.4.8. Window. Doors ………………………………………………………… .... 46

3.5. Planning and design of a personal plot ……………… 52

Literature………………….………………………………………………. 56

Introduction

A dwelling and a man, a dwelling for a man ... This topic concerns everyone. It is eternal and will not lose its relevance as long as a person lives, it is always new, although its roots go back to the deepest antiquity. What makes it new and relevant?

Man - "Homo-sapiens" - has not changed fundamentally over the past tens of thousands of years. So says modern science... But this is only true for human biology. His consciousness and psyche have changed and continue to change. A person adapts to new conditions, which are largely created by himself.

Under the influence of new social conditions and material capabilities of people, under the influence of developing technology and scientific and technological progress, a person's ideas about his home, his assessment from the point of view of comfort, the degree of satisfaction with one decision or another, change.

Affect the dwelling and its assessment and the way of life of a person, his social status, place of residence, natural and climatic conditions, national and everyday traditions.

It is not difficult to imagine a man rejoicing in his resettlement in a new, well-felled hut with a Russian stove, a firelight and household buildings. No less joy was experienced by the townspeople who received an apartment in the 50-60s, albeit a small one and even with a passage to the kitchen through a living room, with a room height of 2.5 m, because these townspeople moved from "communal apartments" even basic amenities, in a separate comfortable apartment.

One of the topical issues of the housing problem is the formation of an ecological dwelling in harmony with human needs and the environment, a high-quality dwelling, the design of which is in accordance with the interests of man, with the social structure of society, with the requirements of the natural and urban environment.

The relevance of the issue is due to the tense environmental situation in cities, the need to protect people in buildings from additional internal harmful chemical and physical effects arising from the use of low-quality building materials, insufficient ventilation and other reasons.

The concept of "environmentally friendly" is very close to the concepts of "healthy", "hygienically complete" dwelling. This closeness is based on human needs - physiological, psychological, social.

Hygiene formulates the bulk of the requirements for sustainable housing. However, it is possible to conditionally single out aspects of the ecology of the dwelling, which are in indirect, and not in direct connection with hygienic science.

These include, for example, the use of renewable energy sources in the construction of dwellings, aesthetic aspects of the connection of dwellings with the urban environment and with nature, bionic aspects of architecture, etc.

The discipline "Architecture" is studied in the 3rd year (5 semester) by students of the specialty 270102 (PGS) full-time and part-time forms of study. It includes a theoretical course (lectures), workshops and term paper on "Residential house - cottage in Ulan-Ude".

An individual residential building is always a relevant and attractive topic in design. Behind the seeming simplicity and accessibility, the topic of dwelling is quite complex. This is explained not only by the many classifications of types, types of houses, the need to take into account design and regulatory requirements and a combination of regional traditions with modern approaches, the study and collection of more information. The difficulty lies in finding the idea of an author's dwelling.

This type of home is a low-rise residential building, which is a single-family apartment house. An individual residential (cottage) house is classified as a manor house, which at the same time constitutes its advantages and disadvantages as a certain type of house. The manor house comes from a traditional rural manor house with outbuildings. Until the 90s, the manor house was unambiguously considered a rural type. Due to the irrational uneconomic use of the territory and the presence of outbuildings for raising animals, its construction was not allowed in urban areas. In recent years, in our country, the general attitude towards urban development has changed. Now the city is allowed to build any type of houses with appropriate justification and comprehensive consideration of all factors.

The natural limitation of the use of cottage manor houses for urban development, regulating their use, is the high cost of land. However, the invaluable advantage of this house is its proximity to the land and, as a result, the environmental friendliness of the lifestyle. Therefore, in the foreseeable future, the cottage house has no alternative yet.

In the artistic-figurative conceptual design of a dwelling, there are also various approaches that require their own comprehension. In low-rise construction, new construction and finishing materials and technologies are increasingly being used, which significantly affect the appearance of a modern house.

Since ancient times, the construction of low-rise buildings in Russia was taken as an axiom. The first skyscrapers appeared only in the era of communism. In the 40-50s, 7 famous Stalinist skyscrapers were built.

In the 20th century, high-rise construction received a new impetus. In the context of a shortage of areas for development, the construction of a large number of housing in a smaller area aroused developer interest. And from the very beginning, the developers planned to transfer high-rise buildings from the business-class segment to the premium one.

Skyscrapers were built in the most prestigious areas of Moscow - on Sokol, Mosfilmovskaya, Khodynka, Begovaya, Leninsky Prospekt. Also, experts remind that the residential high-rise complex "Triumph-Palace" in 2003 entered the Guinness Book of Records as the tallest building in Europe (more than 260 meters). Later it was overshadowed by the Moscow International Center "Moscow-City": the "East" tower (360 m) promises to become the new European top.

As part of the "New Ring of Moscow" program (developed in 2008), by 2015 it was planned to build about 200 skyscrapers in 60 residential complexes. However, in real life, this turned out to be more difficult. According to the Moskomarkhitektura, at the construction site of skyscrapers it is necessary to create transport infrastructure facilities first.

Currently, the percentage of housing in high-rise buildings accounts for about 5% of the total supply. However, experts note that recently the demand for this type of housing has become more lively. For example, according to the agency of exclusive real estate "Usadba", the level of demand is 15% of the total number of requests.

As for housing prices in high-rise buildings, they correspond to their position. For example, in the residential complex "Vorobyovy Gory" - a square is offered for 400 thousand rubles. Naturally, the panoramic view from the windows is also taken into account. According to the agency "Usadba", the extra charge for the view from the window is from 9 to 30 thousand rubles per square, starting from the 20th floor. According to experts, the cost of housing depends on the species characteristics, and not on the floor. So, if the floor is below 20, and a panoramic view of Moscow opens from the windows, then the price will also be appropriate.

The main contingent of this segment of housing is people who returned to Moscow due to a long absence abroad, where the construction of skyscrapers is massive and has long become the norm.

Basically, housing in skyscrapers is purchased to maintain status and prestige. The level of infrastructure in such residential complexes is at a high level.

According to some experts, an unhealthy excitement has been created around high-rise buildings, which is formed by watching American films (of which we have a huge number), which show the luxurious life in penthouses. Experts believe that there are enough free territories in Russia so as not to get hung up on skyscrapers, increasing the already high level of traffic jams in the capital. Also, they note that the level of comfort and safety in high-rise buildings is far from high standards.

In addition, for comparison, analysts say that wealthier citizens in Europe prefer low-rise buildings. Also, the elevators should be noted. In Russia, they cannot yet operate elevators in skyscrapers. This is especially noticeable in high-rise buildings erected before 2006 - in a 30-storey building, there are only 4 elevators at the entrance. Long expectations in skyscrapers are legendary. Also, according to experts, residents of high-rise buildings cannot avoid everyday problems. For example, a weak water pressure on the upper floors. In addition, as you know, all buildings sway over time, as a result of which the tightness is broken. Some even have the main highlight of skyscrapers - a panoramic bird's-eye view does not cause delight. According to experts, this is not Dubai, and in few places there are apartments with unspoiled views.

Introduction

In the past six months, the Russian Government has been paying great attention to low-rise construction, considering it as a real way to create housing for the middle class.

Dmitry Medvedev, being responsible for the implementation of the Affordable Housing national project, suggested back in spring 2006 to the President to expand the project by introducing a law on low-rise construction, since its cost in most cases is comparable, and sometimes even lower compared to the “ordinary” multi-storey one. Now we are talking not so much about a separate law as about introducing an additional chapter into Housing Code RF. According to the authorities 'plan, the construction of such settlements will be carried out by citizens' cooperatives, who will be provided with various benefits.

New dimensions capital construction require rapid development and technical improvement of the construction industry, a significant expansion of production, an improvement in the quality of building materials and the maximum acceleration of construction work.

1. Affordable comfortable housing

Providing the population with comfortable and affordable housing is a priority area of the construction complex. In the established economic conditions the profitability of the industry can be achieved by maximizing the use of funds from specific customers - both legal entities and individuals.

But the severity of the housing problem is aggravated by the lack of financial resources among the bulk of the population in need of housing.

This factor, as well as the relevance and importance of the task at hand, has intensified the activities of construction scientists at the current stage in the search for effective ways to erect low-rise buildings. Thus, a technology for the production of self-fixing wall building blocks that are fundamentally new for domestic practice has been created and patented, and on their basis - technological process construction of a residential building, providing the necessary strength, architectural, heat engineering qualities, speed and ease of assembly of structures.

The construction of low-rise buildings from self-fixing wall building blocks is primarily intended for the most massive, middle-income group of the population, which is not subject to social protection and is forced to invest its own funds.

Residential buildings of one or two floors can be built in villages, small and medium-sized cities, as well as in suburban areas of large and large cities.

The proposed technology provides for the construction of all buildings on the estate. Depending on their purpose, the design of the block for the construction of walls also varies: warm is used for a residential building; semi-warm - for buildings that contain livestock; cold - for the garage, shed.

Due to the maximum unification of self-fixing wall products, simplicity and convenience of wall erection without the use of mortar in a generally accepted way, and high labor productivity are provided. At the same time, no special training of working personnel is required.

The construction of objects can be carried out by a person of almost any profession. The fact is that the building blocks have a special design that contributes to their forced-correct laying.

... The relevance of low-rise construction

In conditions developing crisis it is low-rise construction that will help maintain the volume of activity in the construction industry. This was discussed at the round table "The relevance of the use of new energy and resource-saving technologies for low-rise construction in a crisis" held within the framework of the 3rd Moscow Forum of Real Estate Market Leaders MREF 2008. The event was organized by the National Agency for Low-Rise and Cottage Construction (NAMIKS).

“Now, with stagnation and recession in the construction industry, it is low-rise housing construction, with all the richness of choice of technologies, that will help maintain the pace and volume of construction,” noted the moderator of the Round Table, Deputy Executive Director of NAMIKS Petr Kazmin.

According to Sergei Tsygamenko, President of the Ecopan Association, in the near future the organization, based on its low-rise housing technology, will launch a pilot project to create economical, energy-intensive and environmentally friendly "autonomous houses" based on wireless heating and electricity supply systems using solar energy. In addition, the Ecopan Association plans, along with the production of SIP-panels, the construction of 3-4 plants for the production of OSB, which will halve the cost of one square meter housing.

Yuri Shershnev, President of the NESST Association, presented a new element of the technology of monolithic low-rise housing construction - a metal mesh of a special shape as a permanent formwork. “With this type of wall production, lightweight concrete takes on a specific form, as a result of which the entire structure of the house becomes several times more earthquake-resistant than with conventional structures, and, in addition, the load on the foundation is reduced by 6 times”.

“The main task now, in the conditions of financial instability of the construction market, is to show the innovation and efficiency of low-rise buildings, to prove clearly that even in economy class it is possible to make a high-quality and comfortable product,” emphasized Sergey Zhuravlev, Deputy Chairman of the Expert Council of the project “Russian House of the Future ".

3. Space-planning solution

This residential building is a two-storey two-section building with a parking in the basement. The building is rectangular in plan, with dimensions in axes 1-9 - 49.2 m, in axes A-E - 19.8 m. The height of the basement and first floors is 3.3 m, the height of the second floor is 3 meters. The number of apartments in one residential section on the ground floor is 5 in section A and 6 in section B.

Facade cladding is made of ceramic hollow bricks on cement-sand mortar 120 mm thick; the designer (me) chose expanded polystyrene as a heater in terms of technical and economic parameters. The load-bearing walls are made of ordinary clay bricks, the thickness of the masonry is 380 mm.

The layout of all premises on the second floor is similar to the layout of the premises on the first floor. The symmetry of the premises of the two sections is not complete - the sections between axes 1-2 and 8-9 are not symmetrical, since they have an individual layout in accordance with the requirements of investors and the customer.

The building has a living area of 980.50 m2, an auxiliary area of 740, 20 m2, the rooms are spacious, mostly rectangular in shape, ranging from 14 to 24 m2. The interior decoration of the rooms is done with plaster on a cement-sand base.

Kitchens have an area of 10.5 to 17 m2 and are adjacent to the load-bearing walls with ventilation shafts along the outer axes.

In the two corner rooms on the facade from the side of the courtyard there are two light openings, in the remaining living rooms and kitchens there is one window. Plastic windows with double glazing in single cover.

There are places for wardrobes, closets, utility and utility rooms in all apartments, as well as rooms for managing communications of end users in stairwells (water supply, electrical wiring, communication cables, measuring equipment, valves, etc.). Bathrooms are separate, except for two one-room apartments, symmetrical about the axis.

In the right wing, a three-room apartment has two bathrooms. The doors of all bathrooms open outward, the decoration of floors and walls with tiles or other materials is carried out by the apartment owners on their own in accordance with the requirements of the established regulatory documents.

Section A contains four one-room, one two-room and one three-room apartments. The area of these apartments is, respectively, 32, 32, 37, 37 m2 for one-room apartments, 50 m2 for a two-room apartment and 72 m2 for a three-room apartment. Section B of the building contains two one-room, one two-room and two three-room apartments with an area of 37, 37 m2 for one-room apartments, 65 m2 for a two-room apartment, 76 and 70 m2 for three-room apartments, respectively.

In all three-room apartments, with the exception of the corner apartment in Wing B, there are “living rooms” adjacent to the “common rooms”, which can be equipped for an office or other needs, without disturbing the convenience of the general functioning of the premises. The area of each staircase is 26 m2, apartment owners can, in accordance with the procedure established by law, independently install partitions on staircases to create a common vestibule.The entrance node of the building consists of an outer door, a vestibule and an inner door; the distance from the stairs to the inner door of the entrance node is 890 mm. The canopies of the two front doors rest on the load-bearing walls along the D axis and along the 2 and 8 axes. In front of the entrance to the staircase, there are decorative side fences made of brickwork with dimensions of 2100/240/750 mm (L / W / H).

The project provides for all the necessary measures to ensure the explosion and fire safety of the building, heat protection and protection of building structures from corrosion. In addition, the conditions that provide the required comfort in the premises have been fulfilled.

building construction planning

4. Constructions

The foundation is prefabricated reinforced concrete tape. The frame of the building (external walls) is made of brickwork, ordinary clay bricks on a cement-sand mortar, insulation - expanded polystyrene. Cladding made of ceramic hollow bricks, fastening of insulation and facing layer - anchor. Plaster with cement-sand mortar δ = 10 mm.

Precast concrete floor slabs 200 mm thick are positioned perpendicular to the main façade. The supporting structures along the axes 2, 3, 7, 8 are made of brickwork 240 mm thick and additionally reinforced with a steel frame