Project of beach building with elevator of wellness complex Geologist Yamala

Contents

Job for the Course Project

Introduction

General part

Calculation of construction and installation works quantities

Development of organizational and technological scheme of erection

Calculation of material resources

Network chart and its optimization

Construction Master Plan

Development of construction master plan

Calculation of requirements for temporary buildings and structures

Calculation of storage rooms and areas

Calculation of power demand

Calculation of compressed air demand

Network Work and Resource Master Data

Project Feasibility

Literature

Project Description

Explanatory note contains: 130 sheets, 6 figures, 27 tables, 38 sources. Graphic part - 11 sheets of drawings.

BEACH BUILDING, REINFORCED CONCRETE TOWER OF ELEVATOR, GALLERY, GAZEBO - PERGOLA, SEISMIC, STRUCTURAL CALCULATION, TECHNOLOGY AND INSTALLATION ORGANIZATION, ESTIMATED COST, SAFETY.

A diploma project has been developed for the construction of a beach building with an elevator of a health complex in the Tuapse district.

The purpose of the work is to show the ability to independently make correct and effective engineering decisions by the author of the diploma project, to develop a building construction project with the justification of the decisions made by the necessary calculations.

In the project: an architectural and structural solution of structures and a plot plan for the development of the site were developed; calculation and design of a pile foundation of a reinforced concrete elevator tower, a reinforced concrete span beam; Technological instructions for tower erection and installation of span beams have been developed; construction plan for the period of installation of the tower and network schedule for the construction of beach building structures and elevator lift; Estimates and other documents have been prepared.

Task

The diploma project of the beach building and elevator tower was developed for the construction of beach structures in the Tuapse district.

The design is carried out in conjunction with the planning and development project of the Tuapse district.

The construction area is characterized by the following climatic, geological and hydrogeological conditions:

snow standard load -;

wind standard load -;

outside air temperature (in the coldest five-day period) -;

dominant winds - B, Z;

estimated seismicity - 9 points;

According to engineering and geological surveys, the soils of the base of the foundations of the structures are fleece replanting of marls, argillites, sandstones, aleurolites of Upper Cretaceous age. The rocks in the roof of the bearing layer are fractured, weakly breached. The thickness of the layer is more than 100m.

- specific gravity - 2.25 t/m3;

- deformation modulus E = 50 MPa;

- soil resistance R = 0.5 MPa (5)

- category of soils by manual development - IV - 50%, V - 50%.

Groundwater was not identified during the survey. Seasonal headland can be formed in layers 1,2,4. The headwaters are non-aggressive with respect to concrete on all grades of cement.

The relief of the site, in the area of ​ ​ the construction of the elevator, is complex with a difference in absolute elevations from 7,000 to 16,000 at a distance of 15 m. In the area of ​ ​ the beach building, it is also difficult with a difference in absolute elevations from 22,000 to 2.500 for 30 m.

Introduction

In recent years, the theory and practice of construction have been further developed. New standards for the design, calculation and construction of buildings, structures and their elements have been developed, new effective construction materials, products and structures have appeared, construction machines and methods of work have been improved.

Today, the company's task to the construction industry, architects and construction companies is to create a living space for humanity. When designing buildings and structures, design solutions should be used that meet the requirements of economy and industrialization of construction to the maximum extent possible. At the same time, local construction conditions should be taken into account - climatic, engineering, seismic, environmental, etc.

The task of creating structures that fit into natural nature is very relevant. The most remarkable structures of this time are built of concrete.

In recent years, construction has been translated into better planning and economic stimulus principles, which have made it possible to incorporate many reserves, streamline design and estimates, and improve the quality of buildings and structures being built.

The diploma project on the topic: "Beach building with elevator of the health complex" contains all the necessary sections.

The first part of the project involves comparing design options for structures. Its goal is to choose the most economically feasible solution.

Then there is the development of an architectural and construction solution for the structures. Calculation for heat resistance of the beach building wall is performed. The interior decoration of the rooms is selected depending on their purpose. The exterior decoration of the building is selected so that the building harmoniously fits into the architectural solution of the area.

The following section contains the design part. The foundation of the elevator and the span beam are calculated here. Calculation of span beam is performed using "Lyra" software system.

The section describes the technological sequence of construction, methods of erection of structures, a list of requirements for main construction machines and vehicles, and process charts are developed. For construction, a block - rearranged formwork of the German company Peri is used, which is successfully used around the world.

The next section is called "Organization, Planning and Management in Construction." Here the network and schedule of workers movement, as well as the construction master plan are developed.

The economic part includes the estimated documentation6 consolidated estimated calculation, object estimates and local estimates.

Then there are sections on safety of life at work, protection of the population and territories in emergency situations, fire prevention measures, environmental protection.

This diploma project covers all the main topics that are necessary for the construction of structures.

Master Plan

The design site is located in the coastal Mediterranean strip 3 kilometers southeast of the mouth of the river (the village of Novomikhaylovka, Tuapse district). The beach area is connected to the main territory of the complex by an underground pedestrian passage and a passage descending to the embankment. The embankment is raised above the pebble strip by 1.5-2 m due to a retaining wall of separate reinforced concrete blocks.

The elevator structure connects the upper planning terrace with the buildings of the health complex (mark 46.000), the level of the highway at 29.000 and the lower, the sea platform at 8.000 with beach structures and creates comfortable conditions for the movement of vacationers along the route of the sea - health complex and vice versa, with the possibility of entering the motorway. The tower of the structure is located in the center of the beach, taking into account the relief and preserving valuable tree species.

The composition of beach structures allows you to organize a clear functional zoning of the territory and reveals a view of the sea panorama.

Along the wave-breaking wall, an embankment with small architectural forms necessary for a comfortable rest is designed: benches, pergola, drinking fountains.

All structures and small architectural forms are located at elevations from 3.700 to 4.800 above sea level. The linear facade of beach structures on the side of the sea enhances the expressiveness of the green zone of the beach. Going to the pebble strip of the beach is carried out using four stairs, and a exit for cleaning and clearing the pebble strip is designed from the northwestern part of the embankment. Passage to the beach is through the passage under the Tuapse-Dzhubga highway, and passage - from the territory of the health complex. Parking for cars is located at the boat station, at the entrance to the embankment.

The relief organization is solved in accordance with the developed master plan and ensures the removal of stormwater from the territory of the site by open drains to the previously designed storm network.

On the construction site there are green spaces - pizunda pine, scumpia, fluffy sumah, Georgian oak, etc., which are preserved. Landscaping of the site solves the following tasks: wellness, decorative, sun and noise protection. To solve these problems, the following assortment of wood-shrub vegetation is attracted: pizunda pine, various types of junipers, pyramidal cypress, Judino tree, Spanish shit, fragrant honeysuckle. All these plants get along well near the sea and reconcile with sea splashes. When planting plants, it is necessary to almost completely replace the plant soil.

Techno-economic comparison of design options and selection of main option

The purpose of this section is to select the most economically feasible design option for the building. Selection of design solutions of the building shall be performed in accordance with the space-planning solution resulting from the functional purpose of the building.

Architectural and construction part

4.1 Space Planning Solution

The space planning solution is designed taking into account the following factors:

functional requirements;

the presence of steep terrain;

proximity of the sea;

passing over the motorway;

compositional considerations;

economic requirements;

fire safety requirements.

Elevator structures consist of three parts:

1 - Elevator tower

2 - Pedestrian crossing

3 - Gazebo - pergola, indicating the entrance to the pedestrian crossing from the upper terrace.

The elevator connects the upper planning terrace with the buildings of the health complex (elev. 46.00m), motorway level at el. 29.00m and lower sea platform at el. 8.00m with beach facilities. The tower has a total height of 48.50m. Three functional stops are provided:

exit to the beach - relates. elev. 0.00 m

exit to the motorway - relative. elev. + 23.00m

upper stop at el. + 38.00m

There is also an emergency stop at el. + 8.00m. A viewport is designed at the top stop.

Pedestrian crossing at el. 38.00 with a length of 63.7 m and a width of 2.6 m (between the handrails) has glazing in the upper part, and ventilation grids in the lower part, to avoid overheating. It is designed from non-combustible materials and structures.

Two elevators with a lifting capacity of 630kg were designed in the tower.

To view the panorama during the movement of the elevator, glazing of the elevator car and shaft is provided. To avoid overheating of the shaft, natural ventilation and mirror glass in stained glass are provided. Exhaust from upper zone through grid with flow regulator. Ventilation of the elevator shaft with floor halls - supply with natural impulse through louver grilles with flow regulator.

Process platforms are provided for maintenance of the mine.

Pergola gazebo - located at one of the species points of the complex. Therefore, it is designed not only in the form of an entrance to the structure, but also as a place for rest with landscaping and benches. The central part is covered with a dome of mirror armored glass of the Triplex type.

The beach building is a three-story complex building with a size of 12.5x29.5m. The height of the floors is assumed to be 3 m.

The following rooms are located on the ground floor 6

Health centre;

beach equipment rental point;

men's toilet;

Women's toilet;

tarna;

cleaning equipment room;

terrace;

On the second floor:

summer cafe;

closed cafe;

banquet hall;

recreation room;

toilet;

pre-preparation;

washing dishes;

household room with shower;

bootable;

Product storeroom

recreation room;

On the third floor:

hall;

massage study;

showers;

a sleeping room by the sea;

linen;

terrace;

cleaning equipment room;

There are two entrances, one entrance, leads from the side of the access road from the upper elevations. The second entrance from the embankment elevation by stairs. From the banquet hall there is an independent exit through the stairs, which is an evacuation exit from the closed club. The roof of the beach building in the central part is tented, the rest is pitched. The decoration of facades and interiors uses high-quality materials. Loading in the cafe is carried out from the embankment on an independent staircase. The cafe works on semi-finished products coming from the central catering unit. Production, utility and retail premises are allocated for the cafe. A medical center with a set of specialized equipment was designed on the ground floor. All equipment is powered by electricity.

4.2 Design Solutions

The beach building and elevator are designed for the I region by weight of snow cover and for the IV region by wind speed head. Design seismicity of the structure is 9 points.

Elevator. Load-bearing structures - monolithic railway/concrete frame, consisting of 8 columns with a section of 400x800 and horizontal belts every 5 m. Horizontal belts are a system of girders with a section of 600x400 and a monolithic floor with openings for elevator shafts. On the side of pedestrian crossings, the frame is reinforced concrete monolithic diaphragms 160200 mm thick. Diaphragms perceive asymmetric load from transitions of 9horisontal and vertical 0. Overlaps are used as horizontal stiffening diaphragms to reduce flexibility of vertical elements. Thus, the number of floors is dictated not only by technological, but also by structural solutions. The elevator ends with a reinforced concrete dome of complex geometric shape. Inside the dome there is a machine room. The dome is designed with a load-bearing reinforced concrete shell reinforced with stiffening ribs, which also perform decorative functions. The dome rests on 24 columns along the perimeter and 8 main columns.

Foundations - monolithic reinforced concrete pedestal along bored piles. Piles shall be drilled into bedrock at least 5 m (and designed for pulling out.)

Beach building. The seismicity of the building is ensured by the joint work of a monolithic reinforced concrete frame and monolithic floor discs. On the upland side, a monolithic reinforced concrete wall was designed as a holding structure.

Enclosing structures: stained glass windows and brick partitions 120, 250 mm thick. Masonry is made of brick brand M100 (ceramic) on solution m75. Masonry category - II. Strengthen masonry with reinforcement. Attach the partitions to the load-bearing structures. Bearing roof structures - wooden rafters treated with antiseptic and flame retardant. For stairs, prefabricated reinforced concrete steps laid on brick walls and reinforced concrete kosoor are selected.

Foundations are designed in accordance with the conclusion on engineering and geological conditions of the construction site. Foundations - monolithic reinforced concrete pedestal along bored piles. The base of the bored piles is layer "4" - the layering of argillites, marls, aleurolites and sandstones. Reinforcement of the pedestal is carried out by separate rods forming a spatial knitted frame. Drilling of wells for bored piles in bulk and pebble soils shall be carried out in casing pipes to be extracted. Cut-off drainage with water discharge into the beach pebbles is designed on the upland side.

Technical and economic indicators:

The building area is 384.13 m2;

Total area - 614.13 m2;

The total construction volume is 5129 m3;

4.5 Plumbing part

4.5.1 Heating and ventilation

Beach building. In accordance with the design assignment, seasonal summer operation of the building is provided. Ventilation of the building - plenum with a mechanical urge and exhaust with a natural urge for storerooms. For ventilation of the rooms of the catering unit, the following are accepted: channel radial fan of the KT 5025 type, roof fan of the TFE355 type. For ventilation of bathrooms and utility rooms, standard model SVC6 channel fans and MAYFAIR2000 model 130 and 150 fans of SILAVENT are adopted. Inflow into rooms without windows is solved by installation of self-regulating inlet ventilation holes UK100. To create comfortable conditions in the premises of the medical center, banquet building and cafe hall, window air conditioners of the "cold cold" type of FUJITSU are installed. Air is removed from the rooms through air ducts, which are discharged above the roof with umbrellas. The ducts of the ventilation systems BIB5 and BEI within the attic and outside the building are insulated with mineral wool 50mm thick, covered with galvanized steel and covered with common umbrellas for each group of ducts. Air ducts shall be made of galvanized thin-sheet steel. Transit air ducts passing through the rooms are laid in fences with a fire resistance limit of 0.5 hours.

Elevator. Round-the-clock maintenance of the air environment parameters in the elevator engine room within the limits is provided by installing two KSR50 M monoblock air conditioners operating in "cold cold" mode. Cooling capacity of each air conditioner is 5.0 kW, heating capacity is 5.0 kW.

Ventilation of the elevator engine room - inflow with a natural impulse. Inflow from elevator shaft through process holes. Exhaust from upper zone through grid with flow regulator.

Ventilation of the elevator shaft with floor halls - supply with natural impulse through louver grilles with flow regulator.

4.5.2 Water supply

The main transit water pipeline D = 50mm passes in the housing. Entry is made in the foyer on the 1st floor. The main line is laid partially in the floor structure and mainly under the ceiling of the 1st floor. Connection of consumers is performed from this line with installation of disconnecting valves. Water risers and supplies to instruments are usually open and partially, in the floor structure. For wet cleaning of bathrooms and washing rooms, three watering cranes D = 20mm with hoses 10m long each are provided. Isolate steel pipes laid in the floor structure from condensation with mineral wool products. There is no centralized hot water supply system in the housing. Heating of water for process (6 washes and 2 sinks) and household (shower) needs is carried out in local electric heaters. The system is installed from steel water and gas galvanized pipes D = 15 - 50 mm as per GOST 326275.

4.5.3 Sewerage

The building provides a unified system of industrial (from washing) and household gravity sewage. Drains from the instruments along the discharge lines of the lowers and risers are discharged to the 1st floor, where they are grouped and one outlet E = 110 mm is discharged to the external sewage network. Sewage risers shall be removed 0.5m above the roof to provide ventilation of the system. Sewage systems are installed from polypropylene pipes and shaped parts D = 50 - 110 mm according to NPO Stroypolymer

Key indicators

Daily water flow rate - 3.20 m3/day;

Water flow rate per hour is 0.96 m3/h;

Design flow rate - 1.94 l/s;

Required head at input - 14.0;

The design waste water flow rate is 3.54 l/s.

4.6 Power supply

Beach building. The main energy users of the designed building are lighting devices of the electric lighting network, technological equipment of the cafe and electric drives of the building ventilation system.

Installed power of electric receivers of the building 43.95kW, including:

- electric lighting - 13.64 kW;

power equipment - 30.31 kW;

The design power at the building inlet switchgear (380/220V) is 27.8 kW, with a weighted average of 0.95. PUE load category - III.

For power supply of the food preparation equipment of the cafe, an independent distribution point is provided. For electric lighting of the beach building, a system of general electric lighting is provided with horizontal illumination of working surfaces according to SNiP standards. On escape routes (halls, cafes, corridors), the project provides for an emergency lighting system with minimum illumination at the floor level of at least 5 lx. The general lighting system is solved by installing ceiling and inserted lamps with fluorescent lamps and incandescent lamps, the type of which is determined by the requirements of the architectural design of the interiors. For evacuation lighting, it is envisaged to use part of lighting fixtures intended for general lighting and light indicators of outputs with their autonomous power supply for 1 hour of non-current pauses of the power supply network. The supply lines of the working and evacuation lighting network are provided independently, starting from the introductory distribution panel of the beach building. The power network is designed to be made with cables with copper cores in PE and PCB pipes hidden in the body of building structures and in structures behind the suspended ceiling. Minimum cross-section of working cores of electric lighting network is accepted:

a) for highways - 4 sq.mm;

b) for distribution network - 1.5 sq.m.

All rooms of the building, with the exception of storerooms, are equipped with plug sockets. The connection network of plug sockets is provided with cables with copper conductors with a section of at least 2.5 sq.m. All sockets with additional grounding contact.

Control of plenum and exhaust ventilation in the kitchen of the cafe is remote, for which purpose on the wall of the corridor of the cafe install starters with built-in control buttons.

According to the degree of protection against lightning, the beach hull belongs to category II according to the division RD34.21 11237. The calculated duration of thunderstorms for the construction area is 100 hour/year, the specific density of impacts on the ground is 8.5 sq.km.h.

As a lightning receptacle, a wire mesh of 6mm diameter is used, laid along the roof rafters with a pitch of 6x6m. Descents to grounding bars are provided by galvanized wire with diameter of 6 mm. The ground connectors of the direct lightning shock protection system are an independent circuit from the stage of strip 40x4mm and electrodes from angular stage 50x50x5mm with a length of 3m. Connection of descents with grounding loop is performed on welding with electrodes E42 with seam height of at least 4 mm and length of at least 100 mm.

Protection against high potential drift through underground metal pipelines of utility networks is carried out by connecting them at the entrance into the building to the grounding loop.

Electrical safety of people during the building operation is ensured by:

a) repeated grounding of the zero wire of the supply network to the grounding circuit;

b) connection of lighting fixture and equipment housings to the additional zero wire of the supply network;

c) installation of protective disconnection devices at the entrance to the cafe and on the lighting board of the 1st floor.

Elevator. The main consumers of the electric power of the elevator are elevator electric motors, air conditioners and lighting fixtures of the electric lighting network. Switchgear cabinets PR 8503 of hinged version and passing cabinet at rotunda are adopted as input switchgear. Accounting of electric energy it is arranged input of RU0.4 of apartment of P TP164. Management el. by engines of elevators it is carried out from complex SU1 and SU2 control stations on complete cables.

Architectural lamps with incandescent lamps of leading European companies have been adopted for electric lighting of the elevator, passages and rotunda. Types of lighting fixtures are selected in accordance with the characteristics of the environment in the rooms. The distribution network of working and emergency lighting within transitions is carried out by VVG3h2.5 cables in emptiness of aluminum hand-rail of transitions. Management of lighting of stopping platforms and transitions is carried out from pulse relays T 16A on an impulse from buttons of management. Control of rotunda lighting is automatic from the dusty 1C200 switch with photosensor.

External electric illumination of approaches to the elevator from the side of OK is solved by a complex project of charity of the complex territory. Outdoor lighting of approaches to the elevator from the beach side is provided by the installation of 6 additional torches with crowning lamps "TOV A" with a 125 W mercury lamp. Power supply of outdoor lighting fixtures is accepted from the line of the outdoor lighting network of the beach with a 4x6 VVG cable from support No. 6.

4.7 Communication

Beach building. The project provides for telephonisation and radialization of the beach building from the on-site low-current networks of the health complex.

Estimated number of subscribers of the city telephone network 2, estimated number of subscribers of the radio network -7. Telephone and radio entry into the building - underground in a/cement pipes.

The project provides a possibility of broadcasting of city wire broadcasting or own musical programs and messages via the amplifier (the amplifier is installed in bar) on loudspeakers of the banquet hall and cafe. Subscriber loudspeakers can be connected directly to the city wire line by means of a toggle switch located on the connector panel. On the same panel, terminals (clamps) are installed to connect the output signal from the amplifier, the city network and the ground terminal connected to the ground loop.

Elevator. The project provides for the installation of two GTS telephones (in the elevator room and in the elevator engine room) with their connection to the telephone network of beach facilities.

For control of operation of elevators the project provides installation in the elevator operator of the console of dispatching control of elevators (PDL20A) and its connection with scheduling elements according to the factory scheme PDL20A.00-00.00 PS.

External communication networks are provided by TPP,5 cable h2kh0.5 in the otverstny sewerage existing and designed 2nd from and/c pipes with a diameter of 100 mm from KRTP10h2 of the beach case to the room of the elevator operator of a liftopodjemnik. For the organization of the complex communication network and dispatching of the engineering equipment of OK for the future, the project provides for the laying of a pipe communication sewer from the elevator to the hoist on the structures of the pedestrian crossing at elev. + 38.000.

4.8 Fire alarm

Beach building. The designed facility is equipped with an automatic fire alarm system based on 2 PPKOPO104921 Signal-2PM acceptance and control devices. One of which is installed in the room of the medical center at el. 0.000, the second - in the staff rest room at el. + 4.000 .

The fire alarm signal is transmitted to local light and sound devices located on the facade of the building with the possibility of duplication on the PCP through the channels of the telephony network. Automatic disconnection of all mechanical plenum ventilation systems is provided. Installation of fire alarm sensors is carried out in accordance with the actually installed lighting devices, at a distance of at least 200 mm from the lamps.

Elevator. Smoke fire detectors of IP 2125M type are used as fire alarm system sensors. Installation of fire alarm sensors is carried out in accordance with actually installed lighting devices at a distance of at least 200 mm from the lamps. The fire alarm station is installed in the duty room. The general alarm is transmitted to the fire alarm station of the beach building and then through the existing communication channels to the premises of the health center checkpoint.

The local light-sound signal of the notification of the fire (portable US1M device) is established on an external wall of a liftopodjemnik at the height of 2.53 m from a planning mark of soil. The power supply of the automatic fire alarm receiver and launcher is received from the ShchO1 lighting board located in the duty room (at el. + 0.00).

Construction production technology

6.1 Technology of works execution during elevator tower erection

For construction, a block - rearranged formwork of the German company Peri is used, which is successfully used around the world. The formwork arrangement process is as follows. Formwork shields or large formwork elements assembled from them are installed by crane and fixed in design position. After concreting and concrete attaining a strength that allows for dilution (70%), the formwork and supporting devices are removed, observing a certain sequence. After cleaning and, if necessary, repairing the formwork, it is moved to a new position.

6.1.1 Reinforcement and formwork

The process of rebar preparation includes the following operations: editing, cleaning, cutting, bending and welding of reinforcement. Reinforcement steel is cleaned from rust by electric brushes or manual steel brushes, and its straightening is carried out on special machines and manually, using steel plates with stops for this. Cutting of rods with diameter up to 10 mm is carried out with scissors, and up to 40 mm - on drive machines. Length of cut rod is determined by marking of reinforcement sections taking into account its elongation in places of bends.

Reinforcement of structures with separate rods is carried out taking into account their location in the structure, however, they always begin with the installation of working rods. When reinforcing columns, vertical working rods are first arranged and fixed. With such reinforcement, two sides of the formwork are left open. When reinforcing beams, runs, girders at the height of the structure of more than 60 cm, the frame is assembled on the bottom of the box from an open one of the sides of the formwork.

Reinforcement with grids and flat frames is carried out using cranes, which supply reinforcement packages directly to the structure, and with a mass of blanks of more than 100 kg, they are laid in the design position. Flat reinforcement frames are installed, and formwork is connected to each other by means of distribution reinforcement.

Reinforcement with spatial frames and reinforcement blocks is carried out by laying them in a fully or partially installed formwork. First, reinforcement outlets of base are straightened and laying axes are applied. Then reinforcement elements are lifted by crane by means of slings or crossbeam, installed in design position and fixed with braces. Then reinforcement outlets are adjusted and connected and crane slings are released.

When reinforcing structures, a protective layer must be provided, for which various fasteners are used (tiles made of concrete, or mortar, reinforcement stops, plastic supports, etc.). Their main purpose is to maintain the design position of the reinforcement in the formwork during the laying and compaction of the concrete mixture.

Formwork. During the construction of the structure, the formwork of the rearrangement company Peri (Germany) is used. Formwork assembly or its installation is carried out from finished elements and attachment units made in formwork workshops or workshops. Formwork structures, supporting scaffolds, as well as fasteners struts shall ensure strength, rigidity and stability during concrete laying, provide easy installation and disassembly. The formwork surface facing the concrete shall be equal, dense and free of slits. The inventory formwork shall also withstand the set amount of turnover, i.e. assembly and disassembly, without damage and deterioration of its quality.

6.1.2 Preparation and transportation of concrete mixture

Concrete mixture is prepared in concrete mixers. The concrete mixture must maintain uniformity during transportation, reloading and laying in the formwork and have a convenient layout. Uniformity is ensured by connectivity (non-scattering) and its water-retaining ability, which are achieved by correct selection of the composition of the mixture, accuracy of the dosage of the constituents and the thoroughness of their mixing. The ease of layout of the mixture depends on its particle size distribution of tons of water, which are assigned depending on the nature and size of the concreted structures, the degree of reinforcement, the methods of transportation and compaction of the mixture.

The process of transportation of the mixture includes delivery of it from the place of preparation to the construction object, supply of the mixture directly to the place of laying and its distribution along the concreting unit. The mixture delivered to the object is supplied to the structures with concrete pumps.

6.1.3 Laying of concrete mixture

The quality of the structures largely depends on the correct placement and compaction of the mixture. It must be tightly adjacent to the formwork, reinforcement and embedded parts of the structure, as well as completely fill (without any voids) the volume of the concreted structure. The mixture is laid in horizontal layers with thickness of 3050 cm over the entire area of the structure (block). The layers are laid in one direction, of the same thickness and continuously for the entire height.

Each layer is thoroughly compacted before the next layer is laid. The duration of laying of the layer is limited by the time the cement set by the laboratory begins to set. It is necessary to cover the previous layer with the next one before starting cement setting in the previous layer. Regardless of the method of placing the mixture, it is necessary to ensure that the position of the formwork, reinforcement and embedded parts is unchanged. If their displacement has occurred, then the position must be corrected before setting concrete.

6.1.4 Compaction of concrete mixture

The compaction of the concrete mixture necessary to improve the quality and strength of concrete structures is carried out mainly by vibration and sometimes ramming. When compacting, do not touch the reinforcement vibrator, which can disrupt its adhesion to concrete. In order to prevent unprovoked sections, the mixture is compacted with strips along the formwork or along the reinforcement. With surface vibrators, the mixture is compacted with strips, covering the boundaries of already provoked concrete by 1020 cm. Surface vibrator is moved with wire hook to be torn from concrete. Vibrators and vibration racks are used to compress horizontal layers of concrete of small thickness along with surface vibrators.

6.1.5 Rules for placement and concreting of working joints.

During concreting of structures, technological interruptions are inevitable (end of shift, interruptions in concrete delivery, installation of reinforcement, formwork, etc.). In these cases, work seams are arranged. They are arranged in such a way that the bearing capacity of the structure is reduced to the least extent. When concreting columns, work seams can be arranged at the foundation level, at the bottom of beams resting on the columns. At arrangement of monolithic ceilings working seams are arranged in sections, where the smallest bending moment and accordingly loads on structure are minimal. Such sections are located at a distance of 1/3 from the intermediate supports (columns) in one side and the other. Note here that working seams can be arranged parallel to beams and runs. Working seams are arranged by installation of wooden shield with slots for reinforcement.

In case of a break in concreting for more than 2 hours, laying can be resumed only when concrete sets the necessary strength (at least 1.5 MPa), since otherwise further laying can lead to destruction of the structure of previously laid concrete. Before restarting concreting, the concrete surface is cleaned of dust and dirt. For better adhesion of the previously laid concrete to the fresh work seams, it is also necessary to clean the cement film with metal brushes, mechanical cutters, air or water jet. Then the side surfaces of the concrete at the place of formation of the working seam are covered with a layer of cement mortar of 1.5-3 cm (to fill all irregularities). After such preparatory work, you can concrete the structure further.

6.1.6 Concrete care, formwork removal, prevention and elimination of defects.

Concrete from direct exposure to sunlight and wind is protected by horns, wet sawdust, polymer films. In addition, concrete on Portland cement is watered for 7 days and on other cements for 14 days. At ambient temperature more than 15C, the first 3 days are watered every 3 hours, and in subsequent days - 3 times a day. It is forbidden to walk through freshly laid concrete, install scaffolding and formwork until concrete reaches a strength of at least 1.5 MPa. The flattening of the side surface is carried out after the concrete reaches the strength ensuring the safety of the surfaces. Loading of all structures with full design load is allowed only after concrete reaches design strength.

After decay of concrete, some defects of monolithic structures (shells, irregularities, strains) are possible, and sometimes large defects are found (through holes, deep shells and voids, cracks, deviations from design dimensions). Such defects in some cases require partial disassembly or reinforcement of structural elements.

To prevent the occurrence of these and other defects, it is necessary not to deviate from the correct technology and constantly monitor the quality of the performed operations, from the installation of reinforcement, formwork to the laying and compaction of concrete, care for it and decay. Fine irregularities and strands are cut down by hand or pneumatic tool, and then masked with cement mortar. Large shells are sealed with fine-grained concrete mixture of the same grade as concrete of the structure. Before placing the mixture, the defective zone is cleared to the full depth, purged with compressed air and washed with water. The stacked mixture is necessarily compacted by vibration .

Organization, planning and management in construction

7.2 Development of organizational and technological scheme for erection of structures

The construction is carried out in two periods preparatory and basic.

In the preparatory period, work is carried out on clearing the territory, separating the axes of the designed structures and structures, placing a complex of temporary buildings and structures, arranging temporary roads and entrances, laying temporary networks of water supply, sewerage, power supply and communications, laying the designed water supply, fencing the construction site for the construction period, organizing storage sites.

The preparatory period is technologically linked to the main construction and installation works.

During the main period of construction, anti-landslide measures, an elevator, a chapel, power and communication networks, a beach building, laying water supply, and landscaping are carried out. All CIW shall be performed in the strict process sequence specified below.

Process sequence of construction

Pile foundation of elevator tower.

Retaining walls ST1 and ST2.

Elevator tower from 0.00 to 23.00 (relative to elevation).

Parallel to item 3 - support 1. Pile foundation.

Installation of beam 2 (18m long) at elev. 23.00.

Elevator tower from 12.00 to 38.00.

Parallel to item 6 - supports 2,3.

Installation of beam 1 (length 15m) and beam 3 (length 27m).

Elevator tower from elev. 38.00 to 48.50.

Pergola gazebo.

Installation of ST3 retaining wall.

In parallel with item 11, the wall drainage device.

Beach building

7.2.1 Anti-landslide measures

The construction of anti-landslide structures is associated with the construction of an elevator tower. Prior to the start of works on the retaining walls, the pile foundation of the elevator is performed, since ST1 adjoins the top of the foundation slab.

Earthworks on retaining walls are performed by excavator on EO3322A pneumatic duct (tank. ladle 0.5m3) and manually. The excavated soil is exported by KamAZ-type dump trucks to a dump of 20 km. Rock soil development is carried out by bump hammers.

First of all, ST1 is executed. Simple open pits is not allowed!

Giving of reinforcing frameworks and installation of a timbering is made by the crane on KC4361A pneumocourse. Considering the constriction of the construction site and the impossibility of working two cranes at the same time (on sub- Walls and elevator), we use the crane adopted during the construction of the elevator tower.

Delivery of commercial concrete to the construction site is carried out by C1036B concrete mixers (drum volume is 6.1m3). Supply to the place of laying in the base of the wall by troughs-chutes and to the height - by the car concrete pump SB126B.

As the sub-station is erected. Fill walls ST1 with concrete to the sinus between the wall and the rock.

Upon completion of works as per ST1, proceed to ST2. As CT2 is erected, drain backfilling shall be performed behind the wall. At the end of the work on the retaining walls, begin to erect the elevator tower.

7.2.2 Lifter

Elevator tower erection is divided into stadiums 6

1 - from elev. 0.00 to elev. 23.00

2 - from elev.23.00 to elev. 38.00

3 - from elev. 38.00 till 048.50

Foundation arrangement is connected with retaining walls - see above. The development of the pit for the foundation of the elevator is carried out by an excavator on the EO3322A pneumatic duct equipped with a bucket tank. 0.5m3, with rework to design elevations manually. Excess soil is exported by KamAZ-type dump trucks to the dump for 20 km. For stable operation of the drilling machine, temporary horizontal platforms are arranged with road slabs covered with 1,5x1,5x0.2 in the layer of crushed stone. 0.1 m.

Drilling of wells is performed by rotating machine LBU50. Giving of reinforcing frameworks and casing pipes is carried out by the KC4361A crane. Delivery of commercial concrete to the construction site is carried out by C1036B (6.3m3) concrete mixers.

The main lifting mechanism during the construction of the tower from el. 0.00 till 23:00 the crane the pneumowheel KC4361A equipped with an arrow of 25.5 m with management in single file of 10.5 m with a loading capacity up to 3 t is accepted.

When erecting the tower, a prefabricated rearrangement formwork is used. The tower is erected by grips from the floor - to the floor: walls, towers, then floors with girders. Installation of fencing elements is performed by crane. After the construction of the tower to elev. 23.00 install the span beam (below).

The main lifting mechanism when erecting the elevator tower from elev. 23.00 to 38.00 tower crane KB503.2 equipped with boom 45m, lifting capacity up to 10t is adopted.

The tower crane is installed on the joke on the site of the existing bus stop, which is temporarily postponed for this period of construction. Under the rail track of the tower crane, a trestle is arranged on piles D630x7 (11svay), united by a monolithic reinforced concrete pedestal.

Tower crane is limited in angle of turn from side of road. Turning the crane boom towards the road is forbidden! The site fencing is made in accordance with the hazardous area during crane operation at the second and third stages of construction. Due to the terrain, the danger zone has a variable value: from 8.1m by the road to 10m on the beach strip. In the crane area there is a unloading and storage area. Concrete is supplied to the site of the 3lining in the towers by a tower crane. After the construction of the tower to elev. 38.00 (and at the same time supports 1 and 2.3) install span beams (refer to below).

Construction of the tower from el. 38.00 to 48.50 is carried out in a similar manner to that adopted in stage 2 of construction.

7.2.3 Support 1

Drilling of wells is carried out by installation of rotational action of LBU50. The drilling machine is supplied to the design site from the existing road by the motor crane KS5473A (Dnipro), a freight carrier. Up to 25t. Considering the extremely small size of the horizontal site, the rearrangement of the drilling machine (along the site) is also carried out by the Dnipro autocrane.

Installation of reinforcement frames and casing pipes is performed by autocrane KS4571A of the load carrier. up to 10t. Commercial concrete is supplied directly to the place of laying with concrete mixers via troughs-chutes from the existing road.

Erection of the support is carried out using KS5473A autocrane on page 24m with extension 8m (= 0) and uncontrolled goose 7m (= 30), load carrier. up to 1.1t. The supply of commercial concrete to the masonry site is carried out by the SB126B car concrete pump, based on KamAZ, manufactured. up to 65m3/hour .

7.2.4 Supports 2 and 3

Construction installation works are performed in the following process sequence:

A temporary retaining wall (4 rows of blocks) is also erected at the seam between the support 3 and the foundation of the gazebo - pergolas.

Partial design soil removal up to elevations 41.8 and 41.0 (intermediate).

Execution of temporary retaining wall (3 rows of blocks) at support 2.

Times. fill with incompressible soil.

Time. Horizontal sites for sustainable drilling (at elev. 41.00)

BNS from elev. 41.00 - additional drilling up to the level of the bottom of the pedestal and additional. Casing length is taken into account in the scope of PIC works.

Development of temporary fill and temporary retaining wall and removal of soil to design elevations.

Support 2.

Support (3) - up to elev. 41.8.

Sort out the time. to the wall.

Support 3.

Excavation is performed manually by means of small mechanization. Soil rise at elev. 45.96 is performed in buckets by autocrane. Supply of drilling machine LBU50 from elev. 45.96 at el. 41.80 is carried out by the Dnipro truck crane. 25t with arrow 10m. Crane parking is on the spot of a gazebo pipergola. The selection of blocks of the temporary retaining wall is due to the load carrier. crane at maximum departure (block B16 at the wall base is not allowed!). The supply of reinforcement frames and casing pipes is also performed by KS5473A autocrane .

Delivery of commercial concrete to the construction site is carried out by auto-concrete mixers c1036B (drum volume is 6.1m3). Concrete is supplied to the place of laying by SB126B automatic concrete pump.

7.2.5 Installation of span beams

Installation of span beams in design position is technologically connected with construction of elevator tower and supports 1,23.

Span beam (2) at elev. 23.00 18m long, weighing 18.1t is installed in the design position with a caterpillar crane KS8162 with turret-rail equipment.

The length of the tower or arrow is -3 m. The length of the controlled goose is -19 m. Lifting capacity: at maximum departure (21 m) -15 t; at minimum (914m) -25t. Lifting height at maximum departure is -34.5 m.

Span beams 1 (length 15m, weight 15.1t) and 3 (length 27m, weight 32.5t) should be installed in the design position sequentially, without any interruption during installation.

Span beams (1) (2 pcs) are installed in the design position also by KS8162 crane. Then installation of span beam 3 is carried out by caterpillar crane KS8165 with lifting capacity up to 45 t.

Installation of span beams shall be performed at short-term closing of movement along the federal road. Considering that the existing road is of federal importance, over the road make a protective grid at an altitude of 5.5m with a width of 18m (including 7m from the outline of stained glass windows). This protective structure must be developed before the start of work by the special organization performing the construction and construction work.

The supply of stained glass windows and finishing materials is offered from the side of supports 2.3 before the erection of the gazebo pipergola.

Upon completion of WBS transition to elev. 38.00, start building a gazebo.

7.2.6 Pergola arbor

Excavation of the pit under the foundation of the gazebo is carried out by the excavator on the EO2621A pneumatic duct (ladle capacity 0.25m3) and manually. Trench partially with reinforced fastening of walls.

The construction of the gazebo is carried out by the autocrane KS350.0a (lifting capacity up to 12, 5t) with a race to the building spot.

Supply of commercial concrete during concreting:

foundation is made on troughs-troughs from the vehicle kneader;

gazebo elements - an auto concrete pump.

7.2.7 Beach building

The construction of the beach building is carried out by the general contractor, subcontracting organizations are involved in the performance of specialized work.

Prior to the start of work on the construction of the foundations of the designed building, earthworks, the construction of a monolithic wall holding the slope on the side of the axis "H" with a parallel wall drainage device must be carried out.

Perform earthworks using excavator on EO3322 pneumatic duct with ladle 0,5m3; soil rework to design elevations - manually. The developed slope is strengthened by inventory breakdowns. Earthworks are carried out in the dry period. The soil is planned by a 75 hp DZ-42G bulldozer. Install the prefabricated elements of the drain pits using the automatic crane KS3571.

Installation of bored piles with a diameter of 530mm at the base of the foundations of the designed building should be carried out using the drilling rig LBU50. To ensure the stability of the drilling machine, in places of parking, horizontal platforms are planned with the laying of road slabs along the crushed stone base.

Concreting of piles and monolithic grillage is carried out from the SB159A autoconcrete mixer. The main lifting mechanism when erecting the beach building is KS5363 pneumatic crane with page 20 m (load carrier. up to 16.2). The crane is used when supplying reinforcement frames and concrete to the "spot" of the building. Car crane parking lots are arranged from the side of free entrances to the building under construction.

All work on the arrangement of formwork (and disassembly), the arrangement of frames, brick partitions are carried out manually using small mechanization means.

7.3 Winter Activities

According to the linear diagram, the following works will be performed during the winter:

partly floor arrangement;

external finishing;

elevator arrangement;

Plaster works at air temperature from + 5С to -15С can be performed only using solutions containing anti-frost additives. The temperature of the solution during application shall not be lower than + 5С. It is not allowed to paint the external surfaces of buildings in winter conditions during snowfall or rain with lime cement compositions. At air temperature up to -20C, surfaces can be painted only with frost-resistant paint compositions.

Heating is carried out with the help of heaters pumping warm air. The solution is stored in insulated boxes. It is possible to perform plaster on solutions with ground quicklime at a temperature below + 5C, which is quenched in the plaster layer, while generating a large amount of heat sufficient to quickly set the solution. This allows spraying and soil to be applied one after the other without interruption .

Quality of plaster works shall meet SNiP requirements. Plaster coats have to be equal, smooth, without cracks. No more than two irregularities of depth or height up to 3 mm are allowed when the rule is applied with a length of 2 m. Allowable deviation of wall surface from vertical 1 mm by 1 m of height and not more than 10 mm by the entire height. Painted surfaces should be monotonous, without spots, stripes, splashes, hairs from the hand .

Special events are not required for the arrangement of floors in winter.

Conclusion

Two elevators with a lifting capacity of 630kg were designed in the tower. To view the panorama during the movement of the elevator, glazing of the elevator car and shaft is provided. Gazetkapergola - located at one of the view points of the complex.

The DBE describes all structural solutions of building elements, engineering equipment, finishing and heat engineering calculation of the external wall, combined coating and floor slab of the 1st floor.

SKIGS Bearing structures - the monolithic/concrete framework consisting of the 8th section 400х800 of columns. Horizontal belts are a system of girders with a section of 600x400 and a monolithic floor with openings for elevator shafts. On the side of pedestrian crossings, the frame is reinforced concrete monolithic diaphragms 160200 mm thick.

Foundations - monolithic reinforced concrete pedestal along bored piles. Piles shall be drilled into bedrock at least 5 m (and designed for pulling out.)

The beam is designed for constant and payloads. Beam on point supports with uniformly distributed load applied from above is selected as design scheme. Calculations were made using the Lirav.9.0 software system. As a result of the calculation, a table of calculated forces combination (DCS) is obtained, as well as graphic images of internal forces. Using the LiraARM subsystem, the reinforcement of the slab was calculated according to 1 and 2 groups of limit states, and based on the results of these calculations, the upper and lower reinforcement of the slab was made, which was made with knitted grids from reinforcement class AI, A-III, diameters 1218 mm.

ANTISEISMIC MEASURES.

1) first of all, antiseismic (deformation) seams between parts of the building are provided;

2) at block filling of external and internal walls the III masonry category is adopted;

3) the gap between the top of the wall and the slab is sealed with plaster-impregnated plaster in order to reduce the effect of the slab slab on the lined wall;

4) fasteners are strengthened in places of joints of load-bearing diaphragms of stiffness and columns with laid-out walls by fasteners of steel clamps and by laying foam plastic, which prevent falling of laid-out walls.

TECHNOLOGY For construction, a block - rearranged formwork of the German company Peri is used, which is successfully used around the world. The formwork arrangement process is as follows. Formwork shields or large formwork elements assembled from them are installed by crane and fixed in design position. After concreting and the concrete attains a strength that allows decay (70%), the formwork and supporting devices are removed, observing a certain sequence. After cleaning and, if necessary, repairing the formwork, it is moved to a new position.

Reinforcement of structures with separate rods is carried out taking into account their location in the structure.

Process instructions were developed for the construction of an elevator tower to the level of 23,000 and the installation of span beams (27m long).

On sheet 8 of the graphic part are developed:

Diagram of elevator erection from elev. 0.000 to elev. 23.000;

Layout of slab formwork at elev. 13.0004

Plan. Slab formwork;

Layout of the column formwork;

Monolithic reinforced concrete frame;

Instructions for performance of works;

Organization The next section of the diploma project is devoted to organization, management and planning in construction. The graphic part is represented by 2 sheets - network diagram and construction plan.

Before the development of the construction master plan, the necessary calculations were carried out: calculation of warehouses and sites, the need for temporary buildings, structures and communications was determined, the construction needs for water, electricity and other resources were calculated.

On the 11th sheet, the construction plan itself is drawn for the period of erection of the above-ground part of the building, the location of the tower crane is shown, a hazardous area of ​ ​ work is determined, schedules of material, human resources needs, explication of buildings and structures, conventions and TEP for the project are given.

Network diagram includes network model, linear diagram, work movement graph. The critical path (i.e. the longest in terms of time) went through the works and events indicated on the network model by double lines. The length of the critical path turned out to be 276 days with a standard construction period of 286 days.

Economics The most voluminous and detailed section in the diploma project is the section of the economic part, in which local estimates for civil, sanitary, electrical and electrical works, as well as object and consolidated estimates are compiled. Local estimates were made in a basis index manner multiplied by the correction factor of the conversion to current prices for the 1 quarter of 2005 approved by Kubanstroycena.

The cost of the object turned out to be 58 million, 561 thousand, 200 rubles.

BZh. The explanatory note on the instructions of the consultant of the Department of Life Safety provides measures to protect the slope from collapse and landslides and ensure safety during the construction of the gallery. Fire and environmental protection measures are also covered.

Options Dear members of the commission, before the beginning of the design, a comparison of 3 options for filling the external walls of the monolithic frame of the building was made over our diploma. This is filling from foam concrete blocks, insulation and brick, insulation from foam polystyrene and foam concrete blocks and completely from foam concrete blocks, during which technical and economic indicators of structural solutions were determined, cost was determined, heat engineering calculation of each of the options was carried out. According to the criterion of the total economic effect for further design, we choose the second - as having the smallest wall thickness, satisfying the requirements of heat engineering and slightly differing in economic costs from the third, but having the thickest wall.