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Construction of a multi-storey residential building
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. 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.
Initial data
The theme of the graduation project: "Multi-storey residential building in the city of Krasnoyarsk".
The constructive scheme of the buildings is frame-and-braced: 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-elevator 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.
The bearing structures of the underground and aboveground parts of the building are coaxial 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 explosive growth 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-quarter passage, through which the entrance and approach to the building is carried out from Festivalnaya Street and Parkovaya Street. Placed on the site parking places for 43 vehicles.
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
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 terrain of the site is flat with general bias surface to the southeast. 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;
Square pavement Sdp = 5870 m2;
The area of footpaths Spd = 873 m2
Development ratio
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%.
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.
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 from concrete of class B30 compressive strength.
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 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".
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.
Floors in underground car parks and technical rooms made of asphalt concrete.
All finishing materials are non-combustible and are provided with appropriate certificates.
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 "Special specifications on fire safety"The building is 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 premises are 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 enclosing structure, 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.
Collection of loads on pavement slabs
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Load name |
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1 Layer of technoelast EKP TU 5774-003-00287852-99 |
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1 EPP technoelast layer TU 5774-003-00287852-99 |
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Insulation - ROOCKWOOL Roof Butts V, |
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Insulation - ROOCKWOOL Roof Butts N, |
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Polyethylene film - 0.1 |
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Sloping layer - expanded clay concrete, |
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Collection of loads on floor slabs on the technical floor
Table 5 - Load on the floors of the technical floor
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Load name |
Load safety factor |
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Cement-sand screed |
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Monolithic reinforced concrete floor slab, |
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Partitions, d=12 mm |
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Collection of loads on floor slabs on a typical floor
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Load name |
Load safety factor |
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Fiber board |
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Cement-sand screed |
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Monolithic reinforced concrete floor slab, |
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Partitions, d=200 mm |
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Collection of loads on floor slabs on the first floor
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Load name |
Load safety factor |
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linoleum, |
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Fiber board |
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Cement-sand screed |
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Monolithic reinforced concrete floor slab, |
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Partitions, d=12 mm |
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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 class for compressive strength B35, design resistance under compression 19.5 MPa;
7. Fittings:
Longitudinal working class A500 (diameter 28 mm),
Transverse - class A240.
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 live loads in high-rise buildings for column:
the number of floors from which the load is taken into account;
The normal force in a column at -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:
BUT- 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 stressed 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 calculated 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 floor 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
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Calculation of reinforcement parallel to the X axis |
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Settlement zone |
Accepted reinforcement |
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step 100 mm, |
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step 200 mm, |
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step 200 mm, |
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step 200 mm, |
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Calculation of reinforcement parallel to the Y axis |
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Settlement zone |
Accepted reinforcement |
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step 100 mm, |
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step 200 mm, |
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step 200 mm, |
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step 200 mm, |
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Calculation of the overlap on the limiting states of the second group.
Calculation for the formation of cracks.
Let us 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 total normative load calculate according to 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 ultimate deflection for a span equal to the diagonal distance between the columns is
Since the rigidity of the overlap meets the requirements of the standards.
Characteristic land plot
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, 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 floors - 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.
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- wage workers, including the driver;
the cost of electricity.
Because constructive solution invariably, the cost of building materials and structures and the cost of inventory equipment can be excluded from the comparison as constants.
Then formula (1) will take the form:
Comparison of options
Table 9 - Option No. 1 Concrete pump
|
concrete pump |
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|
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. |
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|
Installation of concrete pipelines |
On a horizontal line |
Concrete pump operator 4 grade-1, construction fitter 4 grade-1, construction fitter 3 grade-1 |
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|
On the vertical section |
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|
Acceptance of concrete mix from the hopper of a concrete mixer truck |
Concrete worker 2nd category - one |
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|
Delivery of concrete mixture to the place of laying |
Concrete pumping machine operator 4 rated-1, Concrete worker 2 rated. - one |
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|
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 4 rated. - 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
The determination of these indicators is carried out on the basis of a statement of the scope of work according to the forms of the statement of the need for basic materials, structures and semi-finished products, a 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 measurement |
Scope of work |
Item GESN or ENiR |
Norm of time |
Labor intensity |
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|
Felling softwood trees from the root, trunk diameter up to 28cm |
100 trees |
GESN 01-02-099-4 |
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|
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 |
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|
Cutting the vegetation layer of the soil with a B10M bulldozer with a power of 132 (180) kW (hp) |
1000 m2 of cleared surface |
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|
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 |
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|
Excavation with a Nobas UB 1236 excavator with a backhoe 1.25 m3 into the dump |
GESN 01-01-002-15 |
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|
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 |
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|
The final layout of the bottom of the pit by hand |
GESN 01-02-027-5 |
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|
The device of gravel bedding for concrete preparation 150mm. |
GESN 27-04-001-2 |
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|
Concrete preparation device with a thickness of 100 mm from concrete of class B7.5 |
GESN 06-01-001-1 |
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|
The device of pasting rolled waterproofing from HPP glass isol for concrete preparation manually |
GESN 12-02-001-02 |
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|
Concreting of a flat reinforced concrete foundation slab with a thickness of 750 mm. |
GESN 06-01-001-16 |
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|
Concreting of a flat reinforced concrete foundation slab 200 mm thick under the entrance to the underground part. |
GESN 06-01-001-16 |
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|
Concreting of columns with a section of 400x400 mm. |
GESN 06-01-107-1 |
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|
Arrangement of reinforced concrete walls (diaphragm stiffness) 200mm |
GESN 06-01-108-2 |
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|
Construction of reinforced concrete basement walls 200 mm thick. |
GESN 06-01-108-2 |
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|
The device of reinforced concrete walls of the entrance to the underground part. |
GESN 06-01-108-2 |
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|
Arrangement of reinforced concrete walls of the stair-lift assembly. |
GESN 06-01-108-2 |
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|
Arrangement of reinforced concrete beamless floors of the basement with a thickness of 200 mm |
GESN 06-01-110-1 |
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|
The device of flights of stairs. |
GESN 06-01-111-1 |
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|
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 |
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|
Soil compaction with pneumatic rammers |
GESN 01-02-005-01 |
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|
Column arrangement |
GESN 06-01-107-1 |
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|
ground floor |
|||||||||
|
typical floor |
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|
technical floor |
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|
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 |
|||||||
|
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 |
||||||||
|
ground floor |
|||||||||
|
typical floor |
|||||||||
|
Improved plastering with cement-lime mortar on partition stone and concrete: |
Architectural and planning solution for a multi-storey residential building. Technical and economic indicators for the object. Building decoration. Fire prevention measures. Thermotechnical calculation of enclosing structures. Calculation of natural lighting. Construction conditions.
thesis, added 07/29/2013
Calculation of the need for building materials, parts, structures and semi-finished products. Organization of construction for a 12-storey monolith-brick residential building. Network diagram and its optimization. Measures for the production of work in the winter.
term paper, added 06/21/2009
Design of a building in an urban area. Analysis of the master plan for the construction of a nine-story residential building. Space-planning solution, heat engineering calculation. Collection of floor loads. Engineering, sanitary and inventory equipment.
test, added 12/29/2014
Space-planning solution for the construction of a residential building, exterior and interior decoration. Calculation and design of floor slabs and stairs. Technological map for the installation of flights of stairs and platforms. Measures for energy saving.
thesis, added 03/28/2013
Space-planning solution of the designed building. Architectural and constructive solution and cross-wall constructive scheme of the building. Assessment of engineering and technical equipment of a residential building. Thermal engineering calculation of the building envelope.
term paper, added 01/16/2015
Space-planning and constructive solution of a one-section 9-storey residential building. Calculation and design of pile foundations. Order of production and quality control of pile works. Design and calculation of the general construction plan.
thesis, added 11/09/2016
Technical and economic indicators of the general plan, space-planning decision of the building. Calculation of enclosing structures. Exterior and interior decoration, engineering and technical equipment of a residential building (heating, ventilation, water supply, sewerage, gas supply).
term paper, added 07/17/2011
Space-planning solution for the reconstruction of the building. Need in building structures, parts, semi-finished products, materials. Placement of construction cranes, their binding and definition of zones of influence. Methods of production of construction and installation works.
thesis, added 09/16/2016
The procedure for developing a master plan for the designed building, analysis of technical and economic indicators. Architectural and planning and constructive solution. Requirements for the interior decoration of the building and fire prevention measures. Environmental measures.
test, added 06/13/2015
The need for building materials, structures, parts, products and semi-finished products. Production of construction and installation works. Organizational and technical preparation for construction. Production activities construction works in winter.
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 Krasnoyarsk Fragment of the text of the work 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, based on 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 makes it possible to use the most diverse and often very original architectural and planning solutions, successfully fit 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 implement 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 the master plan residential complex on st. 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 was adopted 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.
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
http://nanoinv.ru
Relevance of construction
At the moment, we can safely say that construction has become one of the leading industries around the world. This is not at all surprising, because we constantly need new objects: residential and administrative buildings, communications, roads, etc.
Of course, the construction of low-rise buildings around the world is especially relevant. Now that the trend towards global anti-urbanization can be observed, small architectural forms are becoming more and more relevant. Now we are talking about townhouses and other small objects.
The construction of low-rise buildings in Novosibirsk, Moscow, St. Petersburg and other Russian cities is gaining momentum at a breakneck pace. A lot of people prefer this sort of thing. Of course, for our open spaces, this branch of the construction industry is quite new, but by analogy with the progressive West, it is rapidly developing.
The construction of low-rise buildings in Novosibirsk and other cities is now relevant for many reasons. The first is already stated above - the trend towards anti-urbanization. What does this mean? First, it is the desire of people for a more environmentally friendly life. In addition, it is worth noting that the cost of such housing is several times lower than in high-rise buildings. However, living in small houses has significant advantages. For example, you will not be bothered by the problem of a broken elevator. In addition, you will not have a huge number of very different neighbors.
Further, some landscape features should be noted. A low-rise building can be built virtually anywhere. Without regard to the rock and structure of the soil and other geological moments. This factor gives developers the opportunity to build houses quickly and fully meet housing needs relative to demand.
In the conditions of modern large cities, the relevance of the construction of multi-storey residential buildings has acquired a huge scale. With the growth of cities, the needs of residents for new, modern and comfortable housing are also growing.
The creation of a competent living environment for a comfortable life of people is inextricably linked with the urban development situation, the availability of the necessary infrastructure and social and cultural facilities in the housing estate.
The main issue with which the design of multi-storey residential buildings begins is the ability to balance economic interests the developer and the social needs of residents, while not forgetting to comply with the norms and rules of housing design.
This puts designers in front of a number of obstacles and difficulties on the way to creating a project, forcing them to take into account with particular scrupulousness not only the totality of existing conditions, norms and requirements, but also the presence of economic factors in the process of developing reliable, comfortable, and at the same time inexpensive housing.
Design apartment buildings steadily obeys the main modern trends in construction, the emergence of new materials, technologies and methods that make it possible to create the most comfortable and favorable living conditions for all groups of the population, as well as improve the aesthetic perception of the living environment.
Designing residential apartment buildings is not an easy task, the solution of which begins with determining their role and significance in the structure of the microdistrict. It involves, first of all, the competent placement of buildings in the structure of the city, taking into account the existing development, transport and engineering networks, the availability of schools, kindergartens, clinics, trade facilities and other integral parts of people's lives. As a rule, the available infrastructure facilities are not enough to meet the needs of all residents of the microdistrict.
For rate current position, existing factors and parameters of the environment, as well as the calculation of project needs, first of all, a project for planning the territory of the site on which the building will be located is developed.
It is the planning organization of the territory of the land plot that largely determines such important parameters as the number of storeys, geometric dimensions, the configuration of the building, its orientation in space and, of course, has an impact on architectural, planning, engineering, technological and design solutions.
Designing multi-storey buildings is impossible without drawing up terms of reference for design, which specifies the basic requirements for design solutions, such as: number of storeys, composition of premises, area and number of rooms in apartments, height of premises, availability of balconies and loggias, materials used, engineering and technical support, deadline and composition project documentation. All this contributes to finding mutual understanding between the customer and the contractor, eliminates controversial issues, and allows you to achieve successful project implementation within the agreed time frame.
The space-planning solution of an apartment building begins with the development and coordination with the customer of the architectural concept of the residential complex, in which key points of the project as a whole: the number and spatial arrangement of buildings, parking lots, engineering structures, a set of apartments and their areas, the main stylistic devices and color schemes are approved.
To obtain a visual representation of the designed houses and their role in the surrounding buildings and the natural environment, a three-dimensional model of the project is created, which makes it possible to see the residential complex from different viewpoints, which makes it possible to demonstrate the plans and decisions of the designers as realistically and accessible as possible.
It is not without reason that the most common type of multi-storey residential buildings in our country are sectional houses, because the possibility of using standard sections allows you to reduce the cost of design and construction, reduce the time of work, which directly affects the cost of housing for buyers, and, undoubtedly, leads to an increase in demand for him.
The design of multi-storey residential buildings is one of the services provided by FIRMA KROKI LLC. By contacting us, you will achieve the necessary results, appreciate a competent approach, high-quality performance of work, and, most importantly, save your time and money thanks to a competent dialogue and a flexible pricing system for this species design work.
You can see examples of our already completed works.
