Brick three-section residential building

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Introduction

Feasibility Study for Option Selection

Feasibility Study for Selection of Crossbar-Column Connection for Frame Building

General Data

Load collection

Calculation of single-storey frame for rigid connection of crossbar to column

Calculation of single-storey frame for hinged connection of crossbar to column

Conclusion

Architectural and construction section

Characteristics of the construction area

Space Planning Solution

Architectural and structural solution

Bases

Columns

Crossbars

Stiffening diaphragms

Slabs and slabs, roof

Stairs and elevators

External enclosing structures and partitions

Windows and doors

Floors

Interior decoration

Rubbish disposal

Building engineering equipment

Technical and economic indicators

Heat Engineering Calculation of Enclosing Structures

Calculation of heat transfer resistance of external walls

Containment of temperature and moisture condensation on the internal

exterior wall surfaces

Calculation of heat transfer resistance of the attic floor

Containment of temperature and moisture condensation on the internal

attic slab surfaces

Calculation of heat transfer resistance of the floor above the basement

Containment of temperature and moisture condensation on the internal

slab surfaces above basement

Design section

Calculation of Multipost Slab

Source Data

Calculation of slab by limit states of the first group

Defining Internal Efforts

Calculation of cross section strength normal to longitudinal axis

Calculation of strength of section inclined to longitudinal axis of plate

Calculation of slab by limit states of the second group

Geometric characteristics of the given section

Pre-stress loss of valves

Calculation of crack formation normal to longitudinal axis

Calculation of plate deflection

Calculation of pile pile

Calculation of pile pile for pressing by column

Calculation of pile pile for forcing with corner pile

Calculation of strength of inclined sections of the pile plate by transverse force

Calculation of the pile plate for bending

Check of strength of inclined sections of the pedestal plate by bending moment

Calculation of extra-centered compressed column

Section strength calculation normal to longitudinal axis

Calculation of reinforced concrete column console

Calculation of the girder

Calculation of cross section strength normal to longitudinal axis

Calculation of strength of sections inclined to longitudinal axis of crossbar

Calculation of bending moment action

Calculating Sloped Sections in Clips

Foundations and foundations

Analysis of the initial data of the above-foundation part of the building

Site Survey Geotechnical Conditions

Engineering and geological survey materials

Assessment of geotechnical conditions and selection of foundation type

Determination of pile pile depth

Pile Foundation Calculation

Calculation diagram

Determination of pile bearing capacity

Foundation Design

Settlement calculation of pile foundation

Calculation diagram

Determining Stress in the Base

Calculation of settlement

Check of building settlement admissibility

Safety of life

Analysis of hazardous and harmful factors

Explosion and fire hazard measures

Fire and Explosion Prevention System

Evacuation of people from the building premises

Measures to reduce pollution

Calculation of natural and artificial lighting

Construction production technology

Construction conditions

Define Scope of Work for Prefabricated Erection

Selection of installation methods

Define Crane Parameters

Manpower and logistics requirements

Selection of vehicles and calculation of their demand

Network operational control

Technical and economic indicators

Safety measures

Organization of construction

Construction Schedule

Schedule Development Procedure

Determination of work quantities, labor costs and quantity of machine shifts

Establishment of sequence and standard duration of works, number of work shifts and number of workers

Create a graphical part of the schedule

Technical and economic indicators of the schedule

Construction Master Plan

Procedure for development of construction plan

Calculation of requirements for acquired warehouses and temporary buildings

Accommodation of construction cranes and temporary buildings

Determination of transformer power and water pipeline diameter

Off-site and on-site works of the preparatory period

Location of permanent and temporary utility networks

Technical and economic indicators of the construction plan

Construction economy

Determination of estimated cost of construction in local, object and summary estimates

Local estimate fragment

Technical and economic indicators of the building

List of used literature

Application

Introduction

In connection with a number of characteristic accidents that occurred in some countries of the world, and in Russia also due to significant depreciation of fixed assets, scientific publications of recent years are increasingly discussing the problem of protecting buildings and structures from avalanche-like collapse during emergency impacts. According to the current norms, the calculation of buildings and structures is carried out according to limit states and sets the task of eliminating the occurrence of limit states of structures. Nevertheless, the practice of erecting and operating buildings and structures indicates that even when they are designed in accordance with regulatory documents, there are emergency situations and collapses from impacts that are not provided for by the project. The reasons for the failure can be both impacts that are not provided for by the normal operation conditions of structures related to emergency situations, and gross human errors. Such impacts will be qualified as beyond design basis. With population growth, urbanization, the introduction of new technological solutions into economic circulation and an increase in the volume of capital construction and reconstruction, an increase in beyond-design-basis impacts is inevitable. Therefore, in order to reduce the number of emergency situations or damage if they occur, it is an important task to develop such approaches to the investigation and forecasting of the state of building structures and buildings in general, including in reconstruction conditions that ensure their maximum safety or reduce material damage and loss of life in the event of accidents.

Existing studies of recent years have noted difficulties in theoretically solving such problems, ranging from clear definitions of the probability of hazards, and therefore the values ​ ​ of beyond design basis impacts, to the absence of methods for theoretical analysis of the behavior of structures when "key" elements are suddenly turned off. In this regard, it is of interest to develop methods and algorithms for analyzing the vulnerability of structural systems to emergency impacts. Such an analysis is inevitably associated with the calculation of structurally and often physically non-linear systems and taking into account dynamic effects. One of the most important tasks of such analysis is to create simple and effective methods and algorithms for predicting the probability of the nature of destruction of a structural system under beyond design basis impacts.

To solve a wide class of problems of strength and stability of nonlinear deformable frame systems with elements of continuous and composite cross-section in the work of Mileikovsky I.E., Kolchunov V.I. "An extraordinary mixed method of dependencies of systems with elements of continuous and composite cross-section" was proposed an extraordinary mixed method. It is based on the idea of ​ ​ constructing a calculation scheme by analogy with the calculation schemes of multi-connected spatial systems of the box type, which ensures the invariability of the structure of the initial levels, when modifying the initial calculation scheme.

This method for calculating the survivability of structurally non-linear systems with suddenly switching off connections was applied when calculating the survivability of a residential building on ul. 1st Posadskaya in Orel. The residential building is a spatial frame-link frame system. Frame linkage system combines frames and stiffening diaphragms. Horizontal and vertical loads are perceived by both, and the distribution of forces between them occurs depending on the stiffness ratio. This type of system is used mainly in the construction of multi-storey buildings with 9 or more floors. Therefore, the frame-rod system is taken as the design scheme.

The volume of construction of multi-storey frame buildings for various purposes in seismic areas accounts for a significant share of the total volume. In frame structures, the vast majority of public and residential buildings and some high-rise buildings in large cities are designed. The scale of construction frame buildings in seismically active areas of many foreign countries is significant.

Feasibility Study for Option Selection

1.1 Feasibility study of option selection

cross-bar connection unit with column for frame building

1.1.1 General data

For the investigation and forecasting of building structures and the building as a whole, in order to ensure their maximum safety, it is proposed to calculate statically undetectable systems with disconnected connections, which allows you to track the sequence of disconnection of connections. In this case, at the initial stage of the load, the action of which does not turn off the links (for example, own weight), is considered constant. The remaining load varies proportionally to one parameter, i.e. parametrically. Sections (or locations) where connections can be turned off are known. The choice of a mixed method to solve the problem, although it leads to an increase in the number of unknown initial systems of equations, but at the same time the labor intensity of the calculations associated with the detection of the sequence of disconnection of connections and the analysis of the geometric immutability of the system is significantly reduced.

As a variant of the building design, we choose 2 methods of connecting the crossbar to the column: hinge and rigid.

1.1.5 Output.

The results of comparing the variants showed that it is most advisable to make the structural solution of coupling the crossbar with the column - rigid. Since the successive appearance of plastic hinges in the same sections in the frames of the two variants and the load at which the destruction occurs, the forces in the frame of the first embodiment are most evenly distributed. In the frame of the second version, the forces in the crossbar reach the maximum moment in the middle of the section, because with the adopted design scheme, the crossbar is calculated as a single-span beam on two supports.

Architectural and construction section

2.1 Characteristics of the construction area

The construction site, allocated for the construction of 109 storeys of a 3-section residential building, is located on the street. 1st Posadskaya in the factory district of Orla. At the time of the survey, the central part of the site is free of buildings. In the western part of the site there are industrial buildings (boiler room), in the eastern - a 2-story residential building. The relief is flat with a slope to the north. The absolute elevation varies from 156.60 to 157.20 m. Geomorphologically, the site is located within the 1st floodplain terrace of the Oka River. The addition of alluvial sediments is represented by loam silt and sands lying on weathered Upper Devonian sediments (eD), represented by clay sediments with wood and crushed stone of limestone and limestone. On the surface there are modern deposits everywhere - bulk soil (t IV), represented by a mixture of loam and chernozem with inclusions of construction and household garbage. The site is located on subsidence soils. The maximum depth of soil freezing reaches 1.2 m.

Procedure of soils straining:

Bulk soil - red brick, rubble, loam - up to 3.2m in capacity;

Loam black, silt with plant residues - up to 1.5 m in capacity;

Light-gray sand, dense, medium, water-saturated, low-lined - with a capacity of up to 1,9 m ;

Eluvial soup with limestone wood and crushed stone, layers of tile limestone - up to 2, 0 m in capacity;

Tile limestone, fractured - with a capacity of up to 4.0 m.

Construction district of Orel;

Designed building: "109 storey 3-section residential building";

The altitude system is Baltic;

The relief of the site is calm;

Outside air temperature:

- average annual

+4,6 0C

- absolutely minimum

- 39 0C

- absolutely maximum

+38 0C

- average maximum hottest month

+24,8 0C

- coldest days with security of 0.96

- 35 0C

- coldest days with security of 0.92

- 31 0C

- coldest five-day security 0.98

- 30 0C

- coldest five-day security 0.92

- 26 0C

Period with average daily air temperature < 8 0С:

- duration of day

205

- average temperature

- 2,7 0C

Period with average daily air temperature 10 0С:

- duration of day

223

- average temperature

- 2,4 0C

The average temperature of the coldest period is 13 0С;

Design internal temperature (of residential premises) + 200C;

Wind head for the III geographical area:;

Calculated value of snow cover weight for the III geographical area;

Seismicity of the area up to 6 points;

Building class by liability II;

Fire resistance rating of the building - II;

The degree of durability is II;

The building provides:

independent heating from the roof boiler room;

water supply;

economic and fecal sewerage;

electrical equipment;

low-current devices (radio, telephone, fire alarm, TV);

modern technological equipment;

For the mark ± 0.000 take the level of clean floor.

2. 2 Volumetric - planning solution

The designed building is a 109-story 3-section residential building. In plan, the building is L-shaped with dimensions 47.05 * 55, 55m. The first floor is reserved for office space, the height of the floor is 3.3 meters. The height of the standard floor is 2.8 m. Under the building of 109 storeys of a 3-section residential building, a basement 2.4 meters high is designed.

The basis of the constructive solution for the construction of 109 storeys of a 3-section residential building is a frame system. The necessary stiffness and stability of the frames are achieved using a frame-coupling structural system. The frame linkage system combines frames and stiffening diaphragms. Horizontal and vertical loads are perceived by both, and the distribution of forces between them occurs depending on the stiffness ratio. In it, the vertical elements are columns, which serve mainly to perceive vertical loads. Girders are horizontal elements of the building framework that accept vertical loads transmitted mainly by floor slabs, spacers and transfer these loads to the columns. In addition, the girders participate in the operation of the overlap disk by perceiving the tensile and compressive forces that arise in the disk when it bends in its plane. Stiffening diaphragms are vertical and horizontal elements of the load-bearing system, which perform functions of receiving horizontal loads and transferring them to foundations. They also perceive the vertical loads directly applied to them from girders, floor slabs, stairs, engineering equipment, etc.

External walls are provided from efficient structural-insulating materials: polystyrene concrete with external brick facing. In this case, the walls are self-supporting. Basement floor elevation is 2.400m. The first floor is reserved for office space. The stairwell has natural lighting. The elevator shaft is separated from the staircases by a 190 mm reinforced concrete wall. The engine room is located in the technical floor.

On the floor of one section there are 6 apartments. Ventilation of rooms is carried out through ventilation channels in the kitchen and bathrooms. Doors and windows are used in construction according to [ 11].

2. 3 Architectural and structural solution

2.3.1 Foundations

Foundations are a structural element of the building that ensures the transfer of concentrated loads to the ground. The foundations for the construction of 109 storeys of 3-section residential building are most advisable to use piles based on the results of engineering-geological and hydrogeological surveys at the construction site, these climatic conditions of the construction area, the features of the designed building. When designing foundations on pile bases, it is recommended to use hanging piles. The base of the point of the piles will be layer No. 4 - eluvial slurry. Piling depth 7 m, which is assigned depending on the bearing capacity of the piles and the ground of the base. The bearing capacity of the pile and the depth of laying are determined by the calculation. Piling comes from the center, since the soils are incoherent. A monolithic reinforced concrete pedestal is arranged on top of the piles to better transfer forces from the building. For this purpose head of pile is divided into 30 cm, thus exposing reinforcement, which is embedded in pile pile for 25 cm and welded to frame of pile pile. Rostverk is a reinforced concrete structure consisting of reinforcement and embedded parts poured with concrete of class B15. Pedestal reinforcement is welded into frames. The diameter and number of rods are determined by calculation. A 100 mm concrete preparation is arranged under the pedestal. To prevent dripping and protection against moisture, vertical and horizontal insulation is provided, which consists in coating with bitumen in 2 times and laying waterproofing materials.

Undercarriages are arranged to distribute the vertical load from the columns along the surface of the foundation, as well as to fix the columns in the plan. In the project, underparts of the glass type are used. The underparts rest on the foundations of the building freely through mortar seams .

To ensure the stability of the external walls of the technical underground in the stage of the unfinished building, fill them with soil only after the floor, basement preparation, installation of the floor above the basement.

2.3.2 Columns

Vertical elements of the load-bearing system, but the location in the plan differs by: - row, facade, end, link, etc. In terms of storey, single-storey reinforced concrete of square section 400 * 400 mm are used in the project. Joint of columns is performed by connection of concrete ends with bath by welding of reinforcement. The column joints are placed 6080 cm above the floor level to provide access to the docking site. According to the conditions of supporting girders with columns - frame. Reinforcement of the column shaft is carried out by reinforcement rods with a diameter of 12... 40 mm made of steel AII, A-III, A-V and AVI.

2.3.3 Girders

Horizontal elements of the bearing system, which take up vertical loads transmitted to them mainly by floor slabs and spacers. Girders differ: in location in the load-bearing system - row, facade, end, stair, etc. The project uses single-span T-plates with a shelf at the bottom with a height of 450 mm, designed to support multistage plates. For balcony arrangement cantilever girders are provided with flight 1.2 m from column face at height of girder 450mm. The joint of the crossbar with the column is performed by welding it to the column console in two levels (partial pinching). The support moment at partial pinching is controlled by the yield strength of the mounting parts ("fish"), which perceive the upper horizontal component of the support moment. Partial gripping of the girder ensures stability of the frames during installation, as well as the possibility of organizing the frame in two floors without stiffening diaphragms in the direction of the girders (upper floors of the building). In order to ground the reinforcement outlets from the floor panels and to form a single rigid disk, the overlaps of the girder must have a section height below the top of the floor. Upper zone of girders is frozen after laying of floor panels.

2.3.4 Stiffening diaphragms

Vertical elements of the load-bearing system ensuring the perception of horizontal loads and their transfer to the foundations, in addition, stiffening diaphragms perceive vertical loads directly applied to them, from girders, slabs, stairs, engineering equipment, etc. Stiffening diaphragms are formed from precast reinforced concrete elements of one-story thickness 160 mm. They are installed in the spans from the column to the column and are designed to work together with them. Contact joints of wall-diaphragm panels are made by means of steel welded connections with columns with a layer of cement sand mortar. The number of welded links is assigned depending on the height of the floor, but at least two. After welding, vertical seams are ground.

2.3.5 Slabs and slabs, roof

The elements of the carrier system perform the function of perceiving vertical loads directly applied to them and transferring them to the girders; Besides, compressive and shifting forces occurring in the overlap disk during its bending operation in its plane are perceived. Floors are made of prefabricated reinforced concrete panels, which are supported by girder shelves. The main view is multi-stop floor panels 220 mm high, which save materials and reduce the mass of the structure. The roof with a technical floor is ventilated, with a roll roof and an internal drain. When the roll carpet is installed, first the bitumen solution of BN 90/10 grade GOST 661776 is cut into 2 layers. Roll carpet consists of 2 layers of rubimast.

2.3.6 Stairs and elevators

Stairs and elevators are vertical communication elements in the building. They are designed in compliance with building codes and regulations to ensure their proper strength and stability, as well as the implementation of special measures to protect communication rooms from smoke, place fire water supply, fire automation. Stairs are a means of communication between floors. They consist of inclined elements - marches of the series 1.151.1-6 v.1 and horizontal elements - platforms of the series 1.152.1-8 v.1. A gap of at least 100 mm is left between the stairs to pass the fire hose. The slope of the stairs is 1:2. The height of the riser is taken to be 150 mm, the width of the tread is 300 mm. Staircases have artificial and natural lighting through window openings. All doors along the stairwell and in the vestibule open towards the exit from the building. Staircases inside the building are limited by stiffening diaphragms on all sides. Fencing of staircases and staircases with a height of 0.9 m. Staircases rest on specially arranged tides in the walls of the staircase and are attached by welding of steel embedded parts.

In the building, in emergency situations, it is possible to safely evacuate all people in the room through evacuation exits during the regulated standard time.

The building provides 3 elevators. The exit from the elevators is designed through the elevator hall. In the lower part of the mine, a pit is arranged with a depth of at least 1.3 m. The machine room is located above the mine (upper location). Elevator shafts are made of prefabricated reinforced concrete elements.

The entrance external staircase is designed on independent foundations. Water discharge is arranged from the steps and the platform of the external staircase.

2.3.7 External enclosing structures and partitions

External enclosing structures perform the function of building protection against external environment. Residential building with load-bearing brick external walls. Walls are made with lightweight multilayer thickness of one brick with insulation in the middle of masonry with effective heat-insulating materials (polystyrene concrete):

1 layer (outer) - masonry made of ceramic hollow brick on cement sand mortar - 120 mm;

2 layer (insulation) - polystyrene concrete - 150 mm;

3 layer - masonry from ceramic hollow brick on cement sand mortar - 120 mm;

4 layer of grout plaster - 20 mm.

Given the high labor intensity of erecting brick walls, this version of external fences can be used quite widely in urban reconstruction conditions and in situations where it is necessary to provide high plastics for facades lined with natural stone or stone materials.

Partitions are used to separate the rooms and ensure that noise penetrating from the adjacent room is reduced to the permissible level. The partitions satisfy the requirements of strength to perceive horizontal mechanical effects. The limit of their fire resistance is 3-4 hours. The partitions meet the sanitary and hygienic requirements for steam and gas impermeability, do not have cracks, slots and voids that contribute to the reproduction of insects, are easy to clean and disinfect. In wet rooms, they require increased water resistance and waterproof, since in these rooms frequent cleaning with the use of hot water and detergents is required.

2.3.9 Floors

Floor structure of the floor:

Coating of B15 class concrete - 2 cm thick;

Underlying layer of concrete of class B7.5 - 8 cm thick;

Sand layer GOST 873685 - 6 cm thick.

Floor structure in the kitchen, corridor, entrance hall on the ground floor:

Polyvinyl chloride multilayer linoleum GOST 1463279;

Chip board GOST 1063277 * - 20 mm;

Grout brace - 40 mm;

Polystyrene concrete GOST R 5126399 - 220 mm;

Reinforced concrete slab - 220 mm.

Floor structure in the bedroom and common room on the ground floor:

Shield parquet;

Grout brace - 40 mm;

Polystyrene concrete GOST R 5126399 - 220 mm;

Reinforced concrete slab - 220 mm.

There is no polystyrene concrete on all subsequent floors. In the bathrooms, the floors are finished with ceramic tiles GOST 678780.

2.3.10 Interior Finishes

Inside the room it is plastered with cement sand mortar and glued with wallpaper. Wooden structures of windows are sensitive to changes in air humidity and are susceptible to rotting, therefore, it is necessary to periodically paint window bindings and door blocks with enamel.

2.3.11 Garbage removal

The waste duct consists of a shaft, the upper end of which connects to the ventilation channel, and the lower one to the bin for collection and removal of garbage. The hopper is placed on the first floor and installed on the foundation.

The trash duct is designed from asbestos cement pipes with a diameter of 402 mm, equipped with intake valves. Joints of pipes and places of adjoining of receiving valves are carefully sealed. A hole is provided in the staircases to pass the trash duct shaft.

2.3.12 Building engineering equipment

The building is equipped with water supply, sewerage, heating, ventilation, centralized hot water supply, electrical lighting, power electrical equipment, fire alarm for individual rooms.

Telephony, broadcasting, television. Telephony is carried out from the city telephone network. The project also provides for the use of an existing cable telephone line with the laying of additional cable. A television antenna is mounted on the roof of the building with orientation to the television center and installation of a television signal amplifier .

Water supply. Cold water supply is designed from the intra-quarter water supply collector. The source of water supply is the city water supply network, which provides the building with a sufficient head of water for household and drinking needs. The water supply network is provided for combined for household and drinking and fire protection purposes. In case of insufficient pressure in the network, an increasing pump is installed in the room of the heat station. The internal network of domestic and fire-fighting water supply is designed as a ring of steel galvanized water pipes. All pipelines are laid open under the ceiling of the technical floor and in underground channels. Risers and connections to sanitary devices are laid openly and painted with oil paint in two times. Fire cranes are installed in rooms at a height of 1.35 m from the floor level and are equipped in a wall wooden locker with a glazed door.

The hot water supply network inside the building is made of steel plumbing galvanized pipes. It is laid in the same channels as the cold water supply network. Hot water is supplied to process equipment through water discharge valves, to other sanitary devices - through mixers.

The building has an autonomous boiler room located at elev. 30.650 m in axes 1013 and C-U.

Drainage is carried out by the internal sewage network through the outlets and yard sewers with connection to the existing sewage network by gravity. The internal sewerage network and the outlets to the wells are made of cast iron pipes painted with oil paint in two times. The removal of stormwater and water from snow melting from the roof is provided in a closed pond, which is designed from cast iron pipes.

Sewerage. Sewage networks are made of cast iron pipes. Drainage is carried out by the internal sewage network through the outlets to the yard sewage system with connection to the existing sewage network by gravity. The internal sewerage network and the outlets to the wells are made of cast iron pipes painted with oil paint in two times .

Power supply - individual voltage 380/220 Volts is accepted. The design provides for working and emergency lighting, protective grounding. All electrical panels are located on the ground floor.

Construction production technology

6.3 Selection of installation methods

The installation method is the most characteristic, fundamental solution that determines the technical policy in the performance of work during the construction of individual buildings, structures or their complexes and is aimed at the expedient achievement of a certain technical and economic result. Installation of individual structures solves narrower tasks of a technological nature depending on specific conditions of the construction site, sizes of structures, used installation machines and equipment.

The applicable installation methods shall comply with the requirements of SNiP 3.03.0187 "Load-bearing and enclosing structures" and best practices, subject to the following conditions :

stability and compliance with geometrical dimensions of each part of the building to be installed at all stages of installation;

The flow of works, i.e. the ability to combine construction and installation processes and other works in time;

efficiency of technical and economic indicators (duration of works, labor intensity of production at quality of works corresponding to SNiP standards);

ensuring safety of construction and installation works.

We choose the in-line method as the installation method. It combines the merits of consistent and parallel methods and eliminates their disadvantages. With this method, the construction duration will be much shorter than with the sequential method, but the intensity of the use of workers will be less than with the parallel method. A feature of the method is the division of construction into its smaller components. The specialization of brigades in the in-line method of construction allows you to mechanize labor, ensure a better organization, and have higher labor productivity. Reduction of work duration is achieved due to consistent performance of homogeneous works, with parallel performance of heterogeneous ones.

The sequential method of work execution provides for the execution of each subsequent work only after the completion of the previous one as a whole at the site. The advantages of this installation method include the minimum consumption of all resources per unit time, and the disadvantages include long duration. In this method, the total duration of the construction of the complex of buildings is equal to the product of the construction time of one house per their number, but at the same time, as in the construction of a separate building, a relatively small number of workers involved for a long time in one place are required.

The parallel method involves performing the same type of work on all grips. The advantages of this installation method include the minimum duration of construction, the disadvantages include the maximum consumption of all types of resources per unit time.

The combined method combines the advantages of consistent and parallel methods, which allows reducing construction time and labor costs, maximizing the use of resources and equipment.

Organization of construction

7.1 Schedule

7.1.1 Schedule Development Procedure

The work schedule for the object in the form of a linear diagram is designed to determine the sequence and timing of civil, special and installation works carried out during the construction of the object. These deadlines are established as a result of rational linkage of the deadlines for the performance of certain types of work, accounting for the composition and number of basic resources, primarily working teams and leading mechanisms, as well as specific conditions of the construction area. According to the calendar plan, the need for labor and material technology6 resources, as well as the timing of deliveries of all types of equipment, are calculated in time.

The procedure for developing a schedule is as follows: 1) make up a list (nomenclature) of works; 2) in accordance with which, for each type of work, their volumes are determined; 3) make a choice of methods of basic works and leading machines; 4) calculate the normative machine and labor input; 5) determine the composition of brigades and links; 6) process sequence of works execution is detected; 7) establish the interchangeability of work; 8) determine the duration of individual works and their combination among themselves; at the same time, the number of performers and shift are corrected based on these data; 9) compare the estimated duration with the normative one and make the necessary adjustments; 10) on the basis of the executed plan, schedules of resource requirements and their provision are developed.

The initial data for the preparation of calendar plans developed on the basis of the PIC are: construction, estimate and other parts of the technical design, including separate sections of the PIC developed before the compilation of the calendar plan - schedules of scope of work, calculations of necessary resources, organizational and technological diagrams for the construction and installation works; normative or established terms of construction of the complex facility and its parts; survey documentation, including data characterizing the capabilities of contracting organizations and the construction material and technical base.

7.1.3 Establishment of sequence and norm of work duration, number of work shifts and number of workers per shift

Duration of works performed using main construction machines is determined on the basis of total number of machines, accepted number of machines and number of shifts of their operation per day. The duration of manual work is determined based on the total labor and the number of workers in the work. Duration of specialized works on improvement of territory is determined on the basis of their labour intensity and optimal terms of execution.

7.1.4 Construction of the graphic part of the schedule

Scheduling (right side) should begin with the leading work or process on which the overall duration of the construction of the facility depends to a decisive extent. By comparing with the standard, it is possible to reduce the duration of the leading process, if necessary, by increasing the shift and number of mechanisms during mechanized work or the number of performers in manual work. Depending on the period for which the schedule is calculated and the complexity of the object, there may be several leading processes.

The dates of the remaining processes are tied to the leader. Moreover, by the nature of planning, all non-leading processes can be divided into two groups: 1- executed in-line (as a rule, in equal or multiple rhythm with a leading stream) or 2- executed outside the stream.

In the first group of processes, the argument is time - the duration of the leading process, and the number of performers is derived (private from dividing labor intensity by duration). Thus, plumbing, electrical, carpentry, plaster and other works are designed for the construction of residential and public buildings. Here it remains to tie the start time of a specialized flow in relation to the host, that is, to establish with a lag in how many grips the next process should begin. The solution is between the minimum determined by safety considerations and the maximum allowed by the established terms of construction of the facility.

The duration of processes carried out outside the flow is assigned within the process periods of work determined for them, taking into account the general terms of construction of the facility.

7.2 Construction Plot Plan

The construction plan is a plan of the designed facility, which shows the location of the permanent building or structure being built or reconstructed, the arrangement of the main installation and lifting mechanisms, temporary buildings, structures and installations being built and used during the construction period.

The construction plan determines the composition and location of construction facilities in order to maximize the efficiency of their use and taking into account compliance with labor protection requirements. The construction plan is the most important component of the technical documentation and the main document regulating the organization of the site and the volume of temporary construction.

7.2.1 Procedure of Construction Plan Development

Design procedure: 1) on the basis of the construction schedule, the need for labor energy and other material and technical resources is determined by stages; 2) on the basis of calculation of resource requirements determine types and volumes of temporary buildings, installations and structures; 3) on the plot plan of the site, made on the geo-base and containing existing and designed buildings and structures, the boundaries of the construction site are shown. During construction in several lines, some buildings and structures used during the construction period are especially distinguished; 4) placing (linking) elements of temporary construction facilities.

When designing a construction plan, installation mechanisms, acquired warehouses and roads are first tied. The close relationship between these elements and the multivariability of a possible solution make it necessary to place them on the plan simultaneously. After that, the deployment of mechanized installations serving the construction as a whole should be considered and the pre-assembly sites should be placed. Then it is necessary to determine the location of temporary buildings and structures with the indication of their dimensions, references, gaps between them.

The construction plan identifies permanent designed buildings and structures (roads, engineering networks, etc.), erected in the preparatory period and used in the construction process, show the placement of lamps for lighting roads (through 4050 m), searchlights (through 150200 m), fire hydrants on the water supply network (through 90100 m).

The solutions of the construction plan should provide for rational placement of installation mechanisms, installations for the production of concrete and mortars, warehouses, pre-assembly sites; ensure the most complete satisfaction of the domestic needs of builders (thoughtful selection and placement of domestic premises and pedestrian paths); meet the requirements of environmental safety, effective execution of funds for temporary construction. The Site-Wide Construction Plan provides fundamental solutions for the organization of construction on the entire site and is performed by the project organization at the design stage or working documentation as part of the PIC. It is developed for the construction of a complex (industrial, civil, agricultural) or for individual complex buildings or structures. In case of single-stage design (working design), a site-wide construction plan is not developed when linking individual simple buildings and structures according to typical projects. For the treatment of the site-wide construction plan, the data of the general plan of the construction site, geological, hydrological, engineering and economic surveys, the estimate, the consolidated calendar plan, calculations of temporary construction volumes and other PIC materials are used. The construction plan shows the planning marks of existing and design buildings, structures, plantings, road networks and communications. This information in the construction plan allows you to correctly solve the issues of atmospheric water drainage, temporary roads, establish the necessary volume and places of connection of temporary networks to power sources.

The final stage of the development of the construction plan is the determination of technical and economic indicators: the length and cost of on-site inventory and temporary roads and engineering networks; the cost of auxiliary buildings and structures and its specific weight in the total estimated cost, the cost of operating auxiliary and maintenance facilities, structures and installations; Cost of construction and installation works and measures to organize the construction site.

Stroygen plan is drawn, as a rule, at a scale of 1:200; 1:500, the drawing shows the explication of buildings and structures, conventions, technical and economic indicators of the construction plan. An explanatory note is drawn up for the construction plan, which contains:

- calculation of demand for electricity, water, steam, oxygen, compressed air;

- decision on arrangement of temporary lighting of the construction site and workplaces;

- a list of temporary and inventory buildings and structures with the calculation of the demand and their binding to the areas of the construction site.

7.2.5 Off-site and on-site work of the preparatory period

The composition of preparatory work depends on the peculiarities of the facility - new construction, expansion, reconstruction, etc.

Preparatory works include:

- geotechnical surveys (engineering assessment of soils and their bearing capacity, determination of groundwater level in the territory of the construction site);

- creation of geodetic basis;

- Clearance and planning of the territory;

- removal of surface and groundwater;

- preparation of the square for construction and its arrangement.

Clearance and planning of the territory.

The following are included in the scope of work to clear the territory:

- transplantation or protection of green spaces;

- clearing the site from unnecessary trees, shrubs, stumps;

- removal of fertile soil layer;

- demolition or dismantling of unnecessary structures;

- disconnecting or moving existing utility networks from the site;

- initial site layout.

When preparing the territory of the construction site, there is often a need to transfer communication and power lines, underground communications and other structures that interfere with the work. Such a transfer is initially agreed and included in the project documentation, during the work it is carried out according to the agreement and under the supervision of the relevant organizations.

Removal of surface and groundwater.

The work of this cycle includes:

- arrangement of upland and drainage channels, collapse;

- open and closed drainage;

- surface layout of storage and installation sites.

Open drainage is used in soils with a low filtration coefficient if it is necessary to lower the level of groundwater to a small depth - about 0.3... 0, 4 m. Drainage is arranged in the form of ditches with a depth of 0.5... 0, 7 m, on the bottom of which a layer of coarse sand, gravel or crushed stone with a thickness of 10... 15 cm is laid.

Closed drainage is usually a deep trench with a structure of wells for inspection of the system and with a slope towards water discharge, filled with drained material (crushed stone, gravel, coarse sand). On the surface, the drainage ditch is closed by local soil.

When arranging more efficient drains on the bottom of such a trench, perforated pipes are laid in the side surfaces - ceramic, concrete, asbestos cement with a diameter of 125... 300 mm, sometimes just trays.

The gaps of the pipes are not closed, the pipes are filled with well draining material from above. The depth of the drainage ditches 1.5... 2, 0m and the width of the surface 0.8... 1, 0m. Below the pipe, a crushed stone base up to 0.3 m thick is often laid.

Off-site preparatory works include: construction of access roads, power lines with transformer substations, water supply networks with water intake facilities, sewage collectors with treatment facilities, production base structures and communication devices for construction management, etc.

On-site preparatory works provide for the construction of a geodetic layout for the construction and laying of engineering systems and roads, the construction of buildings and structures; release of the construction site for construction and construction (demolition of buildings, clearance of the territory, backfilling of pits, etc.), planning of the territory, artificial lowering of the UHF, shifting of existing and laying of new engineering networks, arrangement of permanent and temporary roads, inventory temporary fences of the construction site with organization of production, warehouse, auxiliary, household and public purposes; arrangement of storage areas and premises for materials, structures and equipment; organization of communication for operational-dispatching control of works; provision of construction site with fire-fighting water supply and equipment, lighting and alarm equipment.

7.2.6 Location of permanent and temporary utility networks

The design of the temporary power supply network is carried out in two stages. First of all, it is necessary to find the optimal source placement point that coincides with the load center, while the length of networks, the mass of wires and their cost will be minimal. The network trace is then scheduled. The distance from the power supply to the consumer shall not exceed 200250 m. Lighting and power current collectors are supplied from the common mains.

Temporary heat supply systems, as a rule, are designed only for the construction period and are subject to dismantling after the completion of construction. In the composition of temporary heat supply systems and end devices (heating devices, units, boilers, heaters, etc.), the optimal option for supplying heat is the use of permanent heatpasses; If they are not ready, the routing and design of the heat conductors should be designed to ensure minimum cost and labor. Temporary heating networks are made, as a rule, dead ends without channel in trenches with backfilling with insulation from frusher peat, slag, etc.

When designing a temporary water supply network, it is necessary to take into account the possibility of sequentially increasing and shifting pipelines as construction progresses. Temporary water supply networks are arranged according to ring or dead end scheme. The closed circuit ring system provides uninterrupted water supply in case of possible damage in one of the sections, and is more reliable. In this case, the provision of water to the construction site is provided from the existing water supply network.

Temporary sewerage at the construction site is arranged for the removal of faecal water from temporary buildings. Waste water is discharged to the nearest pit of the existing sewage network. Temporary sewage networks are made of plastic pipes, which increases their reliability from electrochemical corrosion.

Construction economy

8.1 Determination of estimated cost of construction in local, object and summary estimates

Pricing in construction is characterized by a number of special features - this is primarily due to the individual nature of the objects under construction, a significant dependence of cost on specific construction conditions. On the basis of analysis by regions of the Russian Federation in regulatory documents and methodological recommendations issued since 1991, the Gosstroy of the Russian Federation adopted Resolution No. 18/15 of February 11, 1992 "On the transition to a new cost-effective pricing base in construction." The implementation of the new base was formed at the price level as of 1.01.2000. It was supposed to be carried out in 2001.

To determine the total estimated cost of construction of facilities, the estimated cost of construction and installation works is increased by the value of additional costs of the customer, determined by calculation :

Winter price increase - 1.9%; calculation of estimates - 1%; insurance of contractual terms - 2%; approval of documents - 0.2%; road operation - 2%. Total: 7.1%, k1 = 1,071.

To determine capital investments, the full estimated cost of construction of each facility is increased by the amount: the content of technical and author supervision - 1.1%; design and survey work - 1.5%; elevators and equipment installation - 11%. Total: 13.6%, k2 = 1,136.

The cost determined by local estimates includes direct costs, overhead costs, estimated profit. Direct costs for civil works on the designed facility are established on the basis of the scope of work and federal unit rates of FEP 2001, territorial unit rates of TEP 2001, tied to local conditions, as well as resource indicators of prices for relevant resources.

Resource indicators include:

data on labor intensity of works (person-part) to determine the value of basic wages of workers performing the corresponding works;

data on the use time of construction machines (machine-part);

data on consumption of materials, articles (parts) and structures.

To allocate resource indicators, use:

design materials on project resources (material requirements sheets, data on labor costs and time of construction machines use);

2001 estimate and regulatory framework, collections of state elementary estimates of GESN 2001

The valuation of resources in value determination is carried out at the base price level. The basic (constant) level of prices in the system of estimated education, effective since 1.09.2003 with conversion to the current level of prices using transition factors.

The local estimate for civil works determines the amount of costs for each section (structural element or type of work) and, in general, the total of all sections.

The estimated cost of direct costs for internal plumbing, electrical installation, installation of low-current devices and equipment is determined in local estimates for the enlarged unit of measurement (1 m3 of the building, 1 m2 of area, etc.).

Overhead costs are accepted as a percentage of the wage fund of workers in accordance with the methodological guidelines for determining the value of overhead costs in construction (MDS 814.99 )/Gosstroy of Russia.

The estimated profit is accrued to the wage fund of workers in the amount of 65%.

Object estimates (estimates) are made for the objects as a whole by summing up the local estimates data with the grouping of works and costs according to the corresponding columns of the estimated cost: construction works and costs according to the corresponding columns of the estimated cost: construction works, installation works, equipment and other works.

At the end of the object estimate, the following funds are additionally included in the cost of construction and construction works determined in the current price level

to cover limited costs:

on rise in price of the works performed in the winter time and other similar expenses included in the estimated cost of SMR and provided in Chapter 9 "Other Works and Expenses" of the summary estimate, in the corresponding percent for each type of works and expenses following the results of SMR on final local estimates (13%);

contingency and cost provisions.

Provision is included only when calculations are made on the basis of the final price of construction products.

In the consolidated estimates, funds are allocated to the twelve chapters. The explanation of the calculation indicates:

territorial area;

catalogues of estimated standards adopted to determine the cost of construction;

overheads and estimated profits;

The level of estimated prices in which the calculation is made.

The estimated cost of individual objects, types of work and costs is shown in the collective cost estimate in a separate line. At the same time, the following results are given in the calculation: for each line and chapters 1... 7, 1... 8, 1... 9.1... 12, as well as after the calculation of the reserve for unforeseen work and costs "Total according to the consolidated calculation."

The costs for the individual summary settlement chapters are determined in the following order.

Chapter 1 "Preparation of the construction area" includes the costs of cleaning and drainage of the territory, vertical planning of the site, cleaning and garbage removal before the start of construction are taken into account in chapter 4. These costs are accepted as a percentage of the cost of construction works for the objects listed in chapters 2 and 3 of the indicated summary estimate in the following amounts: in the area of ​ ​ the city, the village -23%; 45 per cent in undeveloped territories; for housing, cultural and other construction, 1.52.5%.

Column 7 shows the cost of the area removal.

The sum for columns 4 and 7 is indicated in column 8.

Column 2 "Main construction objects" includes the cost of buildings. Data on the cost of the main building are transferred from the object estimate to the columns 4,5,6,8 of the summary estimate. The cost of other main objects is accepted for analogue projects.

Chapter 3 "Utility and service objects" takes into account the cost of the corresponding objects: for housing and civil construction - economic buildings, as well as the cost of buildings and structures for cultural purposes.

The cost of these objects is accepted according to the analogue project and indicated in graphs 4,5,6,8.

Chapter 5 "Transport facilities" includes the cost of railway and access roads to enterprises, highways, depots, garages, parking areas, etc., the cost of these facilities is taken according to the project-analogue and indicated in graphs 4,5,6,8, and in the absence of an analogue is determined based on the length of roads on the general plan and unit cost. Cost data is entered in columns 4 and 5.

Chapter 6 "External networks and structures of water supply, sewerage, heat supply and gasification" takes into account the cost of the corresponding facilities. Accepted for analogue project and indicated in columns 4,5,6,8. In the absence of an analogue project, the cost is determined on the basis of their length on the general plan and unit cost. Data are entered in columns 4 and 8.

Chapter 7 "Landscaping and landscaping of the territory" takes into account the costs of improving the sites and the costs of protecting the environment. Improvement costs can be taken from the amount of construction and installation works 2 and 3 chapters of the combined estimate calculation: for housing construction - 4%.

Environmental protection costs are accepted in the amount of 2.5% of the sum of CMR 2 and 3 chapters of the consolidated estimate calculation. Both cost elements are shown in columns 4,5,8.

Chapter 8 "Temporary buildings and structures" includes funds for the construction and dismantling of title temporary buildings and structures.

The cost is taken as a percentage of the estimated cost of construction and installation works based on the results of chapters 1-7 of the consolidated estimate calculation in accordance with the "Collection of estimated norms and costs for the construction of temporary buildings and structures."

Chapter 9 "Other works and costs" in accordance with the "Procedure for determining the cost of construction..." takes into account 16 types of costs, including:

additional costs in the production of CMR in winter (for housing and civil engineering 12% according to the results of Chapters 1-8);

costs of transportation of employees to the place of work by road (2.5% of the construction and construction work according to the results of Chapters 1-8);

premium for commissioning of completed construction projects (1.5% of the construction and construction works according to the results of chapters 1-8;

contributions to the R&D fund (1.5% of the cost of construction products);

transport tax costs, road fund charges, etc.

Costs under Chapter 9 are taken in the amount of 1215% of the cost of construction and construction according to the results of Chapters 1-8.

In Chapter 10 "Maintenance of the Directorate (technical supervision) of the enterprise (institution) under construction" funds for maintenance of the customer's apparatus and management of the enterprise under construction are included in columns (7 and 8). Accepted as a percentage of the total of chapters 1-9 under column 8.

Chapter 11 "Training of operational personnel" includes funds for the training of personnel for the operation of an industrial enterprise in the amount of 1% of the total of chapters 1-9 on chapter 8. Shown in columns 7 and 8.

Chapter 12 "Design and survey works, author supervision" includes the relevant costs, which are determined at agreed prices. They are enlarged: for housing and civil engineering -3% of the total of chapters 1-9 according to column 8.

At the end of the consolidated estimate, a reserve of funds is provided for unforeseen work and costs: for housing and civil engineering facilities -2% of the total of chapters 112 according to columns 4-8.

The summary estimate is followed by:

refunds for temporary buildings and structures in the amount of 15% of the estimated cost recorded in chapter 8;

Funds to cover VAT costs in the amount of 20% of the total data in the estimated calculation for columns 4-8 without the cost of materials, structures and equipment (to avoid double counting).

8.3 Technical and economic indicators of the project

The area of ​ ​ the site is 6872.08 m2;

The total area of ​ ​ the building is 12457.83m2;

Construction volume - 40522.82 m3;

Estimated cost of CIW - 85766.3 thousand rubles;

Construction duration - 242 working days;

Building density coefficient - 0.22;

Territory utilization factor - 0.85;

Labour intensity of construction - 5648.24 people-days;

The average number of workers in the construction and construction works is 23 people.