Project of a twelve-story panel residential building of a frameless system on prefabricated panel foundations for the climatic conditions of the city of Yaroslavl

Relevance of the topic thesis construction of a monolithic house

Fragment of the text of the work

10-storey monolith-brick residential building No. 7a on the street, Vodyannikova, in the city of Krasnoyarsk Fragment of the text of the work For development graduation project on the theme of a 10-storey monolith-brick residential building No. 7a on the street. Vodyannikov, the following goals and objectives were set in Krasnoyarsk: - systematization, consolidation and expansion of theoretical knowledge and practical skills in the specialty; - development of the ability to apply the acquired knowledge in general construction disciplines in solving specific problems; - solution of engineering problems related to the design and construction technology of the selected construction object, on the basis of consultations of teachers of the graduating and other departments of the institute.

The relevance of the theme of my graduation project is that the technology of monolithic construction allows using the most diverse and often very original architectural and planning solutions, successfully fitting the objects being built into the landscape and existing buildings.

The growing popularity of the monolith among builders and investors is facilitated by the desire to maximize the use of available territories, increase the liquidity of new housing and get the maximum profit from the sale (after all, buyers are increasingly showing interest in quality apartments). The monolith allows the developer to squeeze the maximum living space out of the new house by reducing the social space.

Hence the traditionally large apartments in monolithic houses. The result of such planning solutions- high absolute cost of housing. To date, of the existing technologies for the construction of buildings and structures, the most promising is monolithic construction. This technology not only makes it possible to realize the most daring ideas when planning the interior space of a room, but also makes it possible to increase the service life of a building up to 300 years, reduce the cost and construction time.

This thesis project was developed on the basis of the requirements for residential buildings. The building was designed according to master plan residential complex on the street. Vodyannikova in central area Krasnoyarsk. During my graduation project, I completed the following tasks: 1.

The situation in the town-planning market of the city of Krasnoyarsk is analyzed. 2. Space-planning solutions for a residential building have been developed. The residential building is designed in a monolithic-brick design. The building has dimensions in terms of 57.6x15 m, 10 floors, with office space located on the 1st floor. 3. Thermal engineering calculation of external enclosing structures. For three-layer external walls, a PSB-S-25 expanded polystyrene insulation with a thickness of 140 mm was adopted. As translucent structures, a two-chamber double-glazed window according to GOST 24866-99 SPD 4M 1 -16-4M 1 -16-K4 with a reduced heat transfer resistance of 0.65 m 2 about C / W was adopted.

Type 4 material was adopted as the thermal insulation of the attic floor. In the calculation and design section, loads were collected on 1 m 2 of the floor and the column in the axes 2 1 -M / N, and their calculation was performed. In graphical form on sheets A1, the layout of the reinforcing meshes of the floor slab and the reinforcement of the column are drawn up.

5. In accordance with the soil conditions, the calculation of the pile foundation for the column in the axes 2 1 -M/N was carried out. 2 options for the foundation were considered - driven and bored piles.

Comparing these options, it can be seen that the foundation of driven piles is cheaper than the foundation of bored piles. Also less labor costs. Finally, composite driven piles 15 m long with a monolithic grillage and a load capacity of 600 kN were adopted based on design experience

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Construction of a multi-storey residential building

  • Introduction
  • 1. Architectural and construction section
    • 1.1 General
    • 1.2 Decision of the master plan
    • 1.3 Space-planning decision of the building
    • 1.4 Structural design of the building
    • 1.5 Interior decoration
    • 1.6 Exterior finish
  • 2. Calculation and design calculation
    • 2.1 Calculation of the column
    • 2.2 Calculation and design of the column at the -1 floor level
    • 2.3 Calculation of beamless monolithic floor
  • 3. Technology and organization of construction production
    • 3.1 Construction conditions
    • 3.2 Comparison of options for supplying the concrete mix to the place of laying with a bucket using a crane and a concrete pump
    • 3.3 Need for basic building materials, structures and semi-finished products
  • 4. Labor protection and fire safety
    • 4.1 General
    • 4.2 Work carried out
    • 4.3 Fencing the construction area
    • 4.4 Industrial lighting
    • 4.5 Transformer earthing calculation
    • 4.6 Application of machines and mechanisms
  • 5. Environmental protection
    • 5.1 Characteristics of the designed object
    • 5.2 Characteristics of the impacts arising from the implementation of the project
    • 5.3 Environmental measures
  • Conclusion
  • Bibliography
  • Introduction

The topic chosen for the graduation project was "Multi-storey residential building in the city of Krasnoyarsk". Recently, construction in a monolithic version has been a very relevant topic. The greatest efficiency of monolithic structures is manifested in the reconstruction industrial buildings and structures, as well as in the construction of housing and communal construction. The use of monolithic concrete makes it possible to reduce the consumption of steel by 7–20%, concrete up to 12%. The construction of buildings in monolithic reinforced concrete allows optimizing their design solutions, moving to continuous spatial systems, taking into account the joint work of elements and thereby reducing their cross section. In monolithic structures, the problem of joints is easier to solve, their thermal and insulating properties increase, and operating costs are reduced. In view of the foregoing, the construction of buildings in monolithic reinforced concrete is the most relevant today and has a great future.

The building is two-section with one-level underground parking. A rational layout of the premises and convenience is provided by a staircase and elevator unit 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. On the ground floor there are premises for offices.

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

  • 1. Architectural and construction section
    • 1.1 a common part

Initial data

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

The structural scheme of the buildings is frame-and-bonded: a monolithic reinforced concrete frame with rigid joints for connecting columns and monolithic reinforced concrete floors and monolithic reinforced concrete walls (diaphragms) of stiffness - stair-lift nodes and separate stiffening walls.

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

Bearing structures underground and overground parts buildings are aligned with each other. Monolithic reinforced concrete walls of the stair-lift block are brought to the foundation structures.

On -1st there is an underground car park.

Offices are located on the 1st floor.

From the 2nd to the 14th floor there are apartments.

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 to use 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 being built into the landscape and existing buildings, but also makes it possible to increase the 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 the intra-block passage, through which the entrance and approach to the building is carried out from Festivalnaya Street and Parkovaya Street. There are parking spaces for 43 cars on the site.

The climatic characteristic 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".

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

minimum -53C.

The amount of precipitation for the year is 644 mm.

Figure 1 - Wind rose

According to the table, southwesterly winds prevail in winter; in summer - southwest.

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

The relief of the site is flat with a general slope of the surface in a southeasterly direction. After the construction is completed, the courtyard of the building is improved by planting hardwood trees, ordinary and group shrubs, arranging lawns from perennial grasses, as well as installing trash cans, shady canopies, arranging recreation areas and a children's town.

Technical and economic indicators according to the general plan:

Building area S z \u003d 3521 m 2;

Plot area S uch \u003d 43695 m 2;

Landscaping area S oz \u003d 24507 m 2;

Road surface area Sdp = 5870 m2;

The area of ​​footpaths Spd = 873 m2

Development factor

Kz \u003d Sz / Such \u003d 3521/43695 \u003d 8%;

greening factor

Goats \u003d Soz / Such \u003d 2450743695 \u003d 26%;

Territory utilization rate

K um \u003d (S s + S dp + S pd) / S uch \u003d (3521 + 5870 + 873) / 43695 \u003d 24%.

  • 1.3 Space-planning decision of the building

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

The object under design 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 is provided with a smoke-free escape route, a smoke-free staircase with an entrance through a checkpoint from the street, a ventilation duct and automatically closing doors.

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

Technical and economic indicators

The area of ​​office premises is 693 m2.

The area of ​​standard floor apartments is 623.7 m2.

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

  • 1.4 Structural design of the building

Bearing structures

The load-bearing structures of the building (columns and walls) are installed on a grid with a maximum step of 6 m. The load-bearing structures of the underground and above-ground parts of the building are coaxial with each other. Monolithic reinforced concrete walls of the stair-lift block are brought to the foundation slab.

Walls

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

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

Reinforcement of load-bearing walls is provided by knitted reinforcement - separate rods 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 terms of compressive strength. The section and reinforcement of the columns is assigned according to the calculation. Columns are reinforced with separate reinforcement bars of class A500, d=28mm and transverse bars A240, d=8mm,

Ceilings - monolithic reinforced concrete with a transomless, capitalless joint with columns; ceiling thickness 200 mm. 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.

Flights of stairs - monolithic reinforced concrete from a heavy class in terms of compressive strength B25. Reinforcement of stairs is provided with knitted reinforcement - separate rods 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. Wrought iron balcony railing. Covering of the technological floor: reinforced concrete slab 200 mm thick, vapor barrier - a layer of polyethylene film, insulation - Rockwool "Roof Butts B" rigid mineral wool slabs 40 mm thick and Rockwool "Roof Butts N" rigid mineral wool slabs 200 mm thick, expanded claydite concrete screed 20-140 mm thick with a bulk weight of 1100 kg/m3, 1 layer of EKP technoelast and 1 layer of EPP technoelast, 10 mm thick.

Floors on a typical floor 46 mm thick: cement-sand screed, fibreboard, parquet.

Office floors on the ground floor 20 mm thick: cement-sand screed, fibreboard, linoleum.

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

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

Lintels: prefabricated reinforced concrete.

Ventilation blocks - from ordinary clay brick according to GOST 530-95 on a cement-sand mortar of grade 50.

Waterproofing of underground structures

External walls - coated with a waterproofing mixture "RUBBERFLEX-55" with a protective sheet "PROFERON".

  • 1.5 Interior decoration

The walls of the underground car park and technical rooms are painted with water-based adhesive-based paint.

Partitions of office premises are plasterboard.

Walls and partitions of rooms with a wet regime - in bathrooms - are lined with ceramic tiles to the full height.

All ceilings of technical and utility rooms are finished with water-based whitewash, in bathrooms there is a suspended ceiling made of metal lath.

The floors in the underground car park and technical rooms are made of asphalt concrete.

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

    • 1.6 Exterior finish

An asphalt concrete pavement is laid around the perimeter of the building.

Facade - facing brick.

Windows - PVC double-glazed windows.

Doors - metal double doors.

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

Fire fighting measures

In accordance with the requirements of the "Special Specifications for Fire Safety", the building was designed with I degree of fire resistance, constructive fire hazard class - CO.

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

Design 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 reinforcement axis is 50 mm;

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

Marches and platforms of stairs - from heavy concrete, the minimum thickness of structures - 200 mm, the distance to the reinforcement axis - 35 mm;

Columns - construction section 400x400 mm, distance to reinforcement axis - 80 mm.

Engineering and technical equipment of the building

Table 2 - Indoor air parameters

Water heating system with convectors.

The heating systems of the premises of the first floor of a residential building must be separate with the installation of a heat meter on each of the systems.

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

Exhaust ventilation to remove smoke is provided from the corridors and halls of the residential part of the building.

Supply ventilation is provided for supplying outside air to the lift shafts of the above-ground part in case of a fire and the staircase.

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

For latrines, bathrooms with / a natural exhaust ventilation is provided through vertical ventilation ducts leading to the attic.

Water pipes

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

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

Sewerage

Sewerage of the house is carried out with the help of cast-iron pipes. In the bathrooms, pipes are laid above the floor in decorative lining. Risers 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 permit on each floor.

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

Fire extinguishing system

There are two fire hydrants in the stairwells. Office rooms equipped with temperature sensors and have automatic sprinkler system.

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

Thermal engineering calculation of the outer wall

Initial data:

1. Construction area: Krasnoyarsk

2. Average temperature, t ht \u003d -7.1 0 С,

3. Duration, the period with an average daily air temperature below 8 0 C, 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 probability of 0.92,

5. text \u003d -40 0 C,

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

The enclosing structure of the residential building is brickwork.

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

GSOP \u003d (tv - top) zop \u003d (18 + 7.1) 235 \u003d 5898.5 0C.day.

R2tr \u003d 3.47 m2 * C / W.

The normative temperature difference between the temperature of the internal air and the temperature of the inner surface of the building envelope, we accept? t n \u003d 4 0 С.

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 \u003d ((18 + 40) * 1) / (4 * 8.7) \u003d 1.66 m 2 * C / W.

therefore accept R 2 tr\u003d 3.47 m 2 * C / W.

Table 3 - Thermal calculation of the outer wall

Figure 2 - The device of the outer wall

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 accept the thickness of the insulation.

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

Roof over the stair-lift assembly

From the terms of energy saving:

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

GSOP \u003d (t in - t op) z op \u003d (18 + 7.1) 235 \u003d 5898.5 ° С.day.

The intermediate value R req is determined by interpolation:

R2tr \u003d 5.15 m 2 * C / W.

From the conditions of sanitary and hygienic conditions:

The normative temperature difference between the temperature of the internal air and the temperature of the inner surface of the enclosing structure, we accept? t n \u003d 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 enclosing structures:

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

R 1 tr \u003d ((18 + 40) * 0.9) / (3 * 8.7) \u003d 2 m 2 * C / W.

Therefore, we accept R 2 tr\u003d 5.15 m 2 * C / W.

Table 3 - Thermal calculation of the roof

Ut. \u003d (R 2 tr - ((1 / b c) + (? ? i / l i) + (1 / b n)) * l ut \u003d

(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 roof option meets the regulatory heat and technical requirements from the energy saving point of view.

  • 2. Calculation and design calculation
    • 2.1 Calculation of the column

Collection of loads on pavement slabs

Load name

1 Layer of technoelast EKP TU 5774-003-00287852-99

1 EPP technoelast layer TU 5774-003-00287852-99

Insulation - ROOCKWOOL Roof Butts V,

Insulation - ROOCKWOOL Roof Butts N,

Polyethylene film - 0.1

Sloping layer - expanded clay concrete,

Collection of loads on floor slabs on the technical floor

Table 5 - Load on the floors of the technical floor

including long-term

Load name

Load safety factor

Cement-sand screed

Monolithic reinforced concrete floor slab,

Partitions, d=12 mm

Collection of loads on floor slabs on a typical floor

including long-term

Load name

Load safety factor

Fiber board

Cement-sand screed

Monolithic reinforced concrete floor slab,

Partitions, d=200 mm

Collection of loads on floor slabs on the first floor

including long-term

Load name

Load safety factor

linoleum,

Fiber board

Cement-sand screed

Monolithic reinforced concrete floor slab,

Partitions, d=12 mm

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

Heavy concrete class B35 is used for columns. The columns are reinforced with longitudinal rods with a diameter of 28 mm from hot-rolled steel A500C and transverse rods, mainly from hot-rolled steel of class A240, with a diameter of 10 mm.

Column material:

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

7. Fittings:

Longitudinal working class A500 (diameter 28 mm),

Transverse - class A240.

  • 2.3 Calculation of beamless monolithic floor

Determining Forces in a Column

Cargo area of ​​the column:

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 safety factor for the purpose of the building

Constant load from the coating of the technical floor, taking into account the safety factor for the purpose of the building

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

Self-weight load of technical floor column:

Self-weight load of a standard floor column:

Self-weight load of the ground floor column:

Constant load on a column from one typical floor:

Constant load on the column from the technical floor:

Live load per column from one typical floor:

Live load per column from one first floor:

Live load per column with coating:

Live load falling on the column from the technical floor:

Live load reduction factor depending on the cargo area:

cargo area;

Coefficient of reduction of temporary loads in multi-storey buildings for the 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:

Calculation of the column by strength

The calculation for the strength of the column is made as an eccentrically compressed element with a random eccentricity:

Calculation of compressed elements made of concrete of classes B15 ... B35 (in our case B35) for the action of a longitudinal force applied with 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 section of the column;

The estimated length of the column.

Estimated length of the column -1 floor with hinged support at the level of -1 floor and rigid attachment at the foundation level:

The coefficient of longitudinal bending is taken for a long-term load, depending on the flexibility of the column; at coefficient

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

Accept A500 s.

We accept the diameter of transverse reinforcement (from the condition of welding with longitudinal reinforcement). Because step of transverse rods, which satisfies the design requirements: i.

Calculation of the length of the joint reinforcement of the column

Joints of tensioned or compressed reinforcement must have a bypass (overlap) length not less than the value of 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

design adhesion resistance of reinforcement to concrete, assumed to be uniformly distributed along the length of the anchoring and determined by the formula:

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

coefficient taking into account the influence 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 that takes into account the influence of the stress state of the reinforcement, the design solution of the element in the area of ​​the connection of the bars, the number of joined reinforcement in one section in relation to the total amount of reinforcement in this section, the distance between the joined bars. When anchoring rods of a periodic profile with straight ends (straight anchoring), it is accepted for compressed rods

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

We take the length of the joint equal to 600 mm.

Calculation of beamless monolithic floor

Dimensions and loads

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

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

Stove materials

Concrete heavy class for compressive strength B25.

Normative resistance of concrete in axial compression:

Normative resistance of concrete in axial tension:

Design resistance of concrete in axial compression:

Design resistance of concrete in axial tension:

Initial modulus of elasticity;

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

creep coefficient.

Armature class A500.

Normative value of tensile strength of reinforcement:

Design value of reinforcement tensile strength:

Design resistance of transverse reinforcement:

Punching design

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

reliability coefficient for the responsibility of the designed building;

cargo area of ​​the column;

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

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

coefficient;

design resistance of concrete to axial tension;

area of ​​the design 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:

perimeter of the contour of the design cross section at the cross section of the column.

Figure 3 - Calculation contour for punching analysis.

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

the condition is met, the bearing capacity of the continuous slab for punching is ensured.

Calculation for the action of bending moments

Zone 1 - above-the-string section, within which the maximum absolute value negative moments operate

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

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

Zone 6 - a span section, within which relatively small positive moments act

We determine the values ​​of the moments for the column pitch values ​​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.

The 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 according to the assortment

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

Determine the required amount of tensile 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 according to the 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 according to the assortment

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

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 according to the assortment

The 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 according to the assortment

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

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 according to the 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

Settlement zone

Accepted reinforcement

step 100 mm,

step 200 mm,

step 200 mm,

step 200 mm,

Calculation of reinforcement parallel to the Y axis

Settlement zone

Accepted reinforcement

step 100 mm,

step 200 mm,

step 200 mm,

step 200 mm,

Calculation of the overlap on the limiting states of the second group.

Calculation for the formation of cracks.

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

The moment of crack formation is equal to:

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

width of the calculated section;

floor slab thickness.

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

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 to a short-term load and a long-term load;

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

coefficient taking into account the nature of the loading, for bending elements

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

shoulder of the inner pair;

modulus of elasticity of reinforcement;

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

We finally accept

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

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

and accepted no less and no more (nominal diameter of reinforcement);

cross-sectional area of ​​stretched concrete; as a first approximation we take

sectional area of ​​tensile reinforcement within the width of the calculated section, equal to the step of the mesh of finite elements.

We finally accept

stresses in tensile reinforcement;

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

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

Deformation calculation.

The vertical displacements of the central node 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 a vertical unit load and the vertical displacements of the central node of the structural cell:

where is the displacement of this node from the load

The maximum deflection at a span equal to the diagonal distance between the columns is

Since the rigidity of the overlap meets the requirements of the standards.

  • 3. Technology and organization of construction production
    • 3.1 Construction conditions

Characteristics of the land

Projected residential building at the address: Festivalnaya street, house 6. The building is 14 storey, with underground. The size is 98.15 x15.5 meters. Structural solutions adopted in the project are based on the architectural task, the terms of reference and the results of engineering and geological surveys at the construction site.

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 deposits 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 - EGE-2 - EGE-10.

For the predicted level of groundwater, the absolute mark is taken. 150.000. Groundwater is non-aggressive to concrete of normal permeability, grade W4. Perhaps the appearance of groundwater such as "perch water".

The above-ground part of the building is designed according to the structural scheme with a full load-bearing braced frame made of monolithic reinforced concrete. The pitch of the columns is variable - from 3.4 m to 6.0 m. Interfloor ceilings are beamless, flat 20 cm thick.

The cores of the building's rigidity are elevator shafts. Rigidity diaphragms - solid walls along the entire height of the building.

Foundations

The foundation of the building is designed as a solid monolithic reinforced concrete slab 750 mm thick. The slab is made of concrete Kl. B25, W6 and reinforced with knitted meshes from individual reinforcement bars Kl. A400. The slab is arranged for concrete preparation from concrete Kl. B7.5 100mm thick. The base soils are sands of medium size, medium density - EGE-5.

Overlappings

Interfloor ceilings - monolithic reinforced concrete beamless. The thickness of the floor slabs is 200mm. Ceilings are made of concrete Kl. B25 and reinforced with knitted meshes from individual reinforcement bars Kl. A500.

columns

The internal columns of the frame are monolithic reinforced concrete.

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

The roof is monolithic reinforced concrete.

Stairs are made of monolithic reinforced concrete from concrete Kl. B25.

  • 3.2 Comparison of options for supplying the concrete mix to the place of laying with a bucket using a crane and a concrete pump

General provisions. Assigning Comparison Options

Choose the most cost-effective concrete supply option available on the market.

Formation of initial comparison data

Option number 1 - Concrete pump

Option number 2 - Bucket with a crane

5th century - the volume of concrete of vertical structures per 1 section = 49 m 3.

V g.k. - the volume of concrete in horizontal structures per 1 section = 179.24 m 3.

Total volume of concrete work per 1 section per 1 floor = 228.24 m 3.

Full cost of work:

The cost of building materials and structures;

The cost of machinery and inventory equipment;

the cost of non-inventory equipment and fixtures;

Z - wages of workers, including the driver;

the cost of electricity.

Since the design solution is unchanged, 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

Name of the technological process

Scope of work

Norms of time

labor costs

The composition of the link

workers, man-hour

machines, mach.-h.

workers, man-hour

machines., mach.-h.

Installation of concrete pipelines

On a horizontal line

Concrete pump operator 4 grade-1, construction fitter 4 grade-1, construction fitter 3 grade-1

On the vertical section

Acceptance of concrete mix from the hopper of a concrete mixer truck

Concrete worker 2nd category - one

Delivery of concrete mixture to the place of laying

Concrete pumping machine operator 4 rated-1, Concrete worker 2 rated. - one

Cleaning of concrete pipelines by water injection

Concrete pumping machine operator 4 grade-1, construction fitter 4 grade-1, Concrete worker 2 grade. - one

The composition of the link for the operation of the concrete pump: Concrete pump operator 4 rated. - 1, construction fitter, 4th grade. - 1, construction fitter

3 bits - one.

Concrete pump performance level by grips

Vertical:

Y 2 pr \u003d 15.16 / 80 \u003d 0.19

Horizontal:

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

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

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

Therefore, the cost of operating (renting) mechanisms:

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

The salary of workers who are involved in the maintenance of a concrete pump:

1000 rubles/shift - wages of one worker;

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

9.5*4*1000= 38000 rub.

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 \u003d 9226.13 rubles.

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

Table 10 - Option No. 2 Bucket with a crane

Bucket crane performance level by grips

Vertical:

1 pr. = 16.26 / 60 = 0.28

Y 2 pr \u003d 15.16 / 60 \u003d 0.25

Y 3 pr \u003d 15.37 / 60 \u003d 0.26

Horizontal:

1 pr. = 61.23 / 60 = 1.02

Y 2 pr \u003d 60.18 / 60 \u003d 1.00

Y 3 pr \u003d 57.83 / 60 \u003d 0.96

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

Rent of tub BN-2.0 250 rub/day.

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

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

Crane operator and rigger salary:

9.5*1000*2=19000 rub.

Electricity costs:

Crane power 55 kW.

Tariff 2.20 rubles. kW/h

55 * 9.5 * 8 * 2.20 \u003d 9196 rubles.

Total: 344375 +1.65*19000+9196 =

384921 rub.

Conclusion: as we see from the calculations, it is more economical to use a concrete pump than a bucket crane for concreting monolithic structures, but in view of the very low level of productivity of a 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 works and determination of their volumes is based on the analysis of architectural and structural drawings. The scope of work is grouped into sections, reflecting the subdivision of work by type and design.

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

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

    • 3.3 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 scope 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 material consumption rates, labor intensity of work and recommended mechanisms is carried out simultaneously.

Table 13 - Summary sheet of labor costs and machine hours

Name of works

Unit volume measurements

Scope of work

Item GESN or ENiR

Norm of time

Labor intensity

Felling softwood trees from the root, trunk diameter up to 28cm

100 trees

GESN 01-02-099-4

Uprooting of stumps in soils of natural occurrence by uprooters-gatherers on a tractor 79 (108) kW (hp) with moving stumps up to 5 m, stump diameter up to 32 cm

GESN 01-02-105-2

Cutting the vegetation layer of the soil with a B10M bulldozer with a power of 132 (180) kW (hp)

1000 m2 of cleared surface

Layout of the areas by bulldozer B10M with a power of 132 (180) kW (hp)

1000 m2 of planned surface

GESN 01-01-036-3

Excavation with a Nobas UB 1236 excavator with a backhoe 1.25 m3 into the dump

GESN 01-01-002-15

The final layout of the bottom of the pit with a B10M bulldozer with a power of 132 (180) kW (hp)

GESN 01-01-036-3

The final layout of the bottom of the pit by hand

GESN 01-02-027-5

The device of gravel bedding for concrete preparation 150mm.

GESN 27-04-001-2

Concrete preparation device with a thickness of 100 mm from concrete of class B7.5

GESN 06-01-001-1

The device of pasting rolled waterproofing from HPP glass isol 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 flat reinforced concrete foundation slab 200 mm thick under 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

Arrangement of reinforced concrete walls (diaphragm stiffness) 200mm

GESN 06-01-108-2

Construction of reinforced concrete basement walls 200 mm thick.

GESN 06-01-108-2

The device of reinforced concrete walls of the entrance to the underground part.

GESN 06-01-108-2

Arrangement of reinforced concrete walls of the stair-lift assembly.

GESN 06-01-108-2

Arrangement of reinforced concrete beamless floors of the basement with a thickness of 200 mm

GESN 06-01-110-1

The device of flights of stairs.

GESN 06-01-111-1

The device for painting waterproofing of basement walls with bituminous mastic manually

GESN 12-02-002-04

Backfilling of the sinuses of the pit 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

Soil compaction with pneumatic rammers

GESN 01-02-005-01

Column arrangement

GESN 06-01-107-1

ground floor

typical floor

technical floor

Arrangement of rigidity diaphragms 200 mm.

GESN 06-01-108-2

ground floor

typical floor

technical floor

Arrangement of reinforced concrete walls of the stair-elevator unit 200mm

GESN 06-01-108-2

ground 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

ground floor

typical floor

technical floor

The device of metal railings of stairs with polyvinyl chloride handrails

100 m of fences

GESN 07-05-016-3

ground floor

ground floor

technical floor

Masonry of the inner part of the outer wall, 1 brick thick

GESN 08-02-002-1

ground floor

typical floor

technical floor

Insulation device in the outer wall

GESN 26-01-041-1

ground floor

typical floor

technical floor

basement floor

Masonry of the outer part of the outer wall, ½ brick thick

GESN 08-02-002-1

ground floor

typical floor

technical floor

Masonry of partitions from aerated concrete blocks "Sibit" 200 mm

GESN 08-02-002-5

ground floor

typical floor

Masonry of partitions from aerated concrete blocks "Aerobel "Premium"" 150 mm.

GESN 08-02-002-5

typical floor

Masonry of non-reinforced partitions made of bricks 1/2 bricks thick on the ground floor.

GESN 08-02-002-5

Masonry of unreinforced partitions made of bricks 1/2 brick thick:

GESN 08-02-002-5

typical floor

technical floor

Masonry of unreinforced partitions made of bricks 1 brick thick:

GESN 08-02-002-5

ground floor

typical floor

1 layer of technoelast EKP TU 5774-003-00287852-99 10mm

GESN 12-01-002-10

1 layer of EPP technoelast TU 5774-003-00287852-99 10mm

GESN 12-01-015-1

Insulation "Rockwool" Roof Butts B 40 mm

GESN 12-01-013-01

Insulation "Rockwool" Roof Butts H 200mm

GESN 12-01-013-01

Polyethylene film

GESN 12-01-015-01

Razklonka from keramzitobeton 20…140mm

GESN 12-01-002-1

Galvanized steel sheet coating of parapets

GESN 12-01-010-1

Installation of window blocks on

ground floor

100 m2 openings

GESN 12-01-034-2

standard 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

ground floor

typical floor

Improved plastering with cement-lime mortar on partition stone and concrete:

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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 territories for development, construction a large number housing on a smaller area aroused developer interest. And from the very beginning, developers planned to transfer high-rise buildings from the business class segment to premium.

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 eclipsed by the Moscow International Center "Moscow-City": the tower "Vostok" (360 m) promises to become a 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 Moscow Committee for Architecture, it is necessary to create transport infrastructure facilities at the construction site of skyscrapers.

Currently, the percentage of housing in high-rise buildings is 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 exclusive real estate agency "Usadba", the level of demand is 15% of the total number of applications.

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 Usadba agency, the extra charge for a view from a window ranges from 9,000 to 30,000 rubles per square, starting from the 20th floor. According to experts, the cost of housing depends on the specific characteristics, and not on the floor. So, if the floor is below 20, and the panorama of Moscow opens from the windows, then the price will also be corresponding.

The main contingent of this housing segment 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 acquired to maintain status and prestige. The level of infrastructure in such residential complexes is at a high level.

According to some experts, an unhealthy hype has been created around high-rise buildings, which is formed by watching American films (of which we have a huge number), which show 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 in high-rise buildings the level of comfort and safety is far from high standards.

In addition, by comparison, analysts say that more affluent citizens in Europe prefer low-rise buildings. Also noteworthy are the elevators. In Russia, they still cannot operate elevators in skyscrapers. This is especially noticeable in high-rise buildings built before 2006 - in a 30-story building there are only 4 elevators per entrance. Long waits in skyscrapers are legendary. Also, according to experts, residents of skyscrapers cannot avoid everyday problems. For example, 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. For some, even the main highlight of skyscrapers - a panoramic view from a bird's eye view does not cause delight. As experts say, this is not Dubai, and there are few apartments with unspoiled views.

Reliable construction of apartment buildings

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

  • Choosing a suitable area. The territory should be distinguished by good infrastructure, convenient transport interchange, environmental friendliness, etc.;
  • Analysis of the building site by survey teams;
  • Creation of a thoughtful and cost-effective project that meets the requirements of the law and generally accepted norms, rules, standards;
  • Formations required documents, their coordination and obtaining permission to perform restoration work;
  • Selection and acquisition 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;
  • Author's supervision;
  • foreman;
  • landscape design;
  • Commissioning and more.

What is the construction of multi-apartment 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 (not less than 2.7 m), spacious bright rooms, wide corridors and kitchens, and the absence of walk-through hallways. Despite the fact that due to these nuances the cost of building an apartment building will increase, the profit from the sale of housing will still remain high.

The most important thing in the construction of buildings is a solid foundation. It provides durability, reliability of a design and high operational abilities. It 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 apartment buildings. Organization of both internal and external engineering networks allows you to create appropriate optimal comfortable conditions for the safe living of people.

Also, in the process of constructing real estate objects, special attention is paid to the layout of load-bearing walls and ceilings, 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 drawing up 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 territory and ending with the commissioning of the building. To determine the terrain on which a high-rise building will be constructed, a series of geological, hydrometeorological, environmental, and geodetic studies should be carried out.

Offering housing to clients, the investor must create the appropriate conditions that are safe for the life of the population. Therefore, it is advisable to check the properties of soils, their restorative abilities, and the level of occurrence. If deviations from the norms are found, then precautionary measures are taken by professional employees of construction companies (strengthening foundations, walls, ceilings, etc.).

Multi-family low-rise buildings and their construction also require a special approach that only specialized companies can provide. When making decisions on the construction of large-scale buildings, it is necessary to obtain expert advice and, if necessary, use their services.