Thesis on Reconstruction of the Surgical Building

Contents

Introduction

1 Feasibility comparison of options

2 Architectural and Construction Case

2.1 Initial data

2.2 Master Plan

2.3 Space Planning Solution, Technical and Economic

2.4 Design Solution

2.5 Engineering Equipment

2.6 Heat Engineering Report

2.6.1 Heat Engineering Wall Calculation

2.6.2 Thermal engineering calculation of attic intersection

3 Design and Design Cases

3.1 Calculation of foundations

3.1.1 Initial data

3.1.2 Determination of design soil resistance under the foundation base

3.1.3 Calculation of bases and foundations by limit states

3.1.3.1 Collection of loads acting on the basis

3.1.3.2 Calculation of foundation for external stage

3.1.3.3 Calculation of the foundation for the internal stage

3.1.4 Calculation of the base by deformations

3.2 Calculation of the scaffold

3.3 Calculation of rafters

4 Organization of technical operation

4.1 Operation of foundations

4.2 Operation of the overlap

4.3 Operation of roof covering, roof

4.4 Operation of walls

4.5 Operation of the

4.6 Operation of windows and two

4.7 Technical Design Survey

5 Engineering

5.1 Water supply

5.2 Hydraulic calculation of water supply system

5.3 Selection of counter

5.4 Internal Drainage System

5.5 Determination of estimated wastewater flow rates from the most remote sites

5.6 Calculation of yard sewage

5.7 Heat supply and ventilation

6 Technology and organization of construction production

6.1 Job Instruction for Suspended Float Device

6.1.1 Scope of application

6.1.2 Determination of the volumes of the bot

6.1.3 Organization and technology of construction production... tru-da

6.1.4 Calculation of labor costs and machine time

6.1.5 Quality and acceptance requirements

6.1.6 Construction Machinery and Machinery Requirements

6.1.7 Safety equipment

6.1.8 Technical and economic indicators

6.2 Job Instruction for Metal Shelter Device

6.2.1 Scope of application

6.2.2 Calculation of the volumes of r-bot

6.2.3 Procedure and organization of works execution

6.2.4 Calculation of labor costs and machine time

6.2.5 Quality and acceptance requirements

6.2.6 List of requirements for construction machinery

6.2.7 Material, Product, Structural Requirements List

6.2.8 Safety equipment

6.2.9 Technical and economic indicators

6.3 Description of the construction site

6.3.1 Selection of crane, binding, definition of hazardous areas

6.3.2 Calculation of stock requirements

6.3.3 Calculation of the need for temporary administrative and domestic premises

6.3.4 Calculation of Electricity Requirements

6.3.5 Calculation of resource requirements

6.3.6 Technical and economic indicators

7 Economic affairs

7.1 Bill of Quantities

7.2 Technical and Economic Indicators

8 Environmental friendliness of the project

8.1 Analysis of working conditions and harmful production conditions

8.1.1 Production lighting

8.1.2 Noise and Vibration

8.1.3 Rationing of production lighting

8.1.4 Noise and Vibration Rationing

8.1.5 Measures to improve conditions

8.1.6 Calculation of shu-m

8.1.7 Possible emergencies

8.2 Fire Safety

8.2.1 Basic provisions

8.2.2 Ensuring the safety of Liu-dei

8.2.3 Prevention of fire spread

8.3 Project Environmental Friendliness

8.3.2 Determination of maximum permissible traffic intensity

Conclusion

List of sources used

Appendix A Space Explication

Appendix B Roof Element Specification

Appendix B Pre-Renovation Load Collection

Appendix D Post-reconstruction load collection

Appendix E Local cost estimate

Annex AND Summary Estimate

Appendix Zh Hydraulic calculation of an internal water supply system

Application Z Hydraulic calculation of external network of water disposal

Summary

The diploma project on the topic "Reconstruction of the surgical building in the village. Tolbazy of the Aurgazinsky district of the Republic of Belarus" was developed on 10 sheets of the graphic part and 104 sheets of the explanatory note.

The explanatory note contains 12 figures, 32 tables, 45 sources.

The explanatory note contains 8 sections: the section "Technical and economic comparison of options," the architectural and construction section, the calculation and construction section, the technical operation organization section, the technology and organization of construction production, the economic section, engineering networks, the section "Environmental friendliness of the project."

The diploma project contains:

- variants of architectural and artistic solution of the facade;

- results of inspection of the operated two-storey brick building of the surgical building;

- design justification for the use of blocks made of cellular concrete as the wall material of the superstructure and the structural solution of the units for resting railway coating elements on walls made of cellular concrete blocks;

- recommendations for restoration of performance and reinforcement of structural load-bearing elements;

- technology and organization of construction processes at arrangement of suspended ceilings and arrangement of metal roof;

- economy of accepted version of space-planning and structural solution of building reconstruction;

-safety issues during facility erection.

Introduction

The reconstruction of the building of the surgical building provides for the creation of a superstructure on one floor with the continuation of the building in height and the preservation of its internal structure, size and supporting wall frame.

The creation and implementation of new and efficient materials and structures in construction is one of the most important areas of technological progress. The main task in this area is to create and implement such materials and structures that contribute to reducing the mass of the building, improving the quality of space planning solutions, reducing costs for transport and construction and installation.

In order to meet these requirements, the reconstruction project made a decision to use an effective building material as the wall material of the built-up floor, namely blocks of cellular concrete according to GOST 21 520-89 with an average density of 600 kg/m3. The use of this material is also due to the need to increase the thermal efficiency of the building in order to approach the II level of energy saving in accordance with change 3 of SNiP SNiP II-3-79 * "Construction heat engineering." This option of the add-in design allows you to ease the overall weight of the add-in designs, which positively affects the structural elements of an existing building. In particular, there is no need to strengthen the walls of existing floors. The recommended option, in addition to the above prerequisites and justifications, makes it possible to facilitate the total weight of the superstructure structures, which positively affects the design of foundations working in this case on lower loads.

Galvanized steel with double falcon is used as roofing material.

1 Feasibility comparison of options

The task provides for the reconstruction of the surgical building, which is a two-story rectangular building with dimensions on the outer faces of the walls 57.8 x 15.5 m. A superstructure is provided for one floor with a continuation of the building in height. In the reconstruction project, it was decided to use an effective building material, namely small blocks of cellular concrete according to GOST 21 520-89 with an average density of 600 kg/m3, as a wall material.

Advantages and advantages of small blocks of cellular concrete in contrast to ceramic bricks:

1) Material weight: - average density of cellular concrete blocks 600 kg/m3

- average density of ceramic brick 1400 kg/m3. Cellular concrete blocks make it possible to facilitate the total weight of the superstructure structures, which positively affects the structural elements of the existing building, that is, the construction of foundations working in this case on smaller loads, in particular, there is no need to strengthen the walls of existing floors. When using ceramic bricks, the load on the foundations increases by about two times compared to cellular concrete blocks, which entails strengthening the foundations in a larger volume than when using cellular concrete blocks (see "Design Design Section").

2) Dimensions of material: - cellular concrete blocks 600x300x200mm, ceramic brick 250x125x65. The recommended material (cellular concrete blocks) have large sizes, therefore, the number of work operations is reduced, labor costs are reduced, and therefore the period of reconstruction of the facility is reduced.

Comparison and selection of variants is carried out according to the criterion min "reduced costs."

P1; 2 = C1; 2 + En (K1;2+K′1;2) + 6.25xM1; 2 (1.1)

To determine the estimated cost of construction and installation works according to the selected options (C1; 2) and other indicators necessary for calculating the reduced costs (P1; 2), we determine the need for materials and structures. Results of calculations are given in Table 1.1. The cost, labor costs and operating costs of machines and mechanisms are determined based on the scope of work according to the options. The data are presented in table 1.2, where the rate of overhead expenses is accepted 85%.

2.2 Master Plan

Reconstructed building of surgical building with. Tolbazy, located on the site with a slope to the northeast side. The building is located with an indentation from the "Red Line" of development .

On the site, in addition to the reconstructed building of the surgical building, the following objects are located: the polyclinic building, the infection department, the garage building, the home unit, the boiler room, the transformer substation, and the storage .

There are one-way roads for the movement of cars. Parking and parking spaces are provided for employees and vacationers. For the movement of pedestrians, sidewalks, up-horns without cover and a platform are provided. Road pavement - asphalt concrete, sidewalks - paving tiles.

The territory of the building is landscaped. There are flower beds, lawns, deciduous and coniferous trees.

2.3 Space Planning Solution, Feasibility Indicators

The reconstructed building of the surgical building of the village of Tolbazy has a rectangular shape in the plan with sizes for coordination axes A-Zh - 28.80 m, on axes 1 - 15 - 72.60 m.

Building with rigid structural scheme has rigid (fixed) horizontal supports in the form of floors resting on transverse and longitudinal walls. The number of existing floors is 2, the built-in floors are 1. The height of the floors is 3.3 m. The building has a basement 3.0 m high. The number of staircases is 1. The existing roof is flat and aligned. Internal drainage. The designed roof is multi-pitched along the rafters. External drainage is organized. Exit the attic from the stairwell through a metal staircase.

Technical and economic indicators:

- road surface area Sd = 2395 m2;

- total area S0 = 7123.3 m2;

- building area S3 = 1860 m2;

- landscaping area Soz = 2868.3.

2.5 Engineering Equipment

Water supply - domestic, design head at the base of risers 33.2m.

Sewerage - household in the city network.

Heating - water section. Double-tube system with radiator-mi.

Ventilation is natural.

Hot water supply - from the external network, design head at the base of risers 30.2 m.

Power supply - 380/220 V voltage from the external network.

It is possible to connect household air conditioners.

Communication devices - radio broadcasting, collective television antennas ,

telephone inputs.

3.1 Foundation calculation

3.1.1 Initial data

The base is clay shale.

Structural strength of clay shale samples:

- tensile strength for uniaxial compression of broken structure - 0.51 MPa;

- also undisturbed - 2.93 MPa.

Average design value of specific gravity of soils lying below

foundation soles - αII = 20 kN/m3;

Average design value of specific gravity of soils lying

above the foundation bottom - αII '= 19 kN/m3;

Design value of specific adhesion of soil lying under

foundation base - c n = 25 kPa;

Standard value of internal friction angle of soil lying below

foundation soles - ¼ n = 19 °;

Porosity coefficient of soils lying below the foundation base

- e = 0.7;

Standard value of soil deformation module lying below

base soles - E = 14 MPas;

Width of foundation foot for external walls - b = 1.2 m;

Width of foundation foot for internal walls - b = 0.6 m;

Depth of foundation laying from layout level - d = 3.4 m;

Basement depth - distance from layout level to basement floor (for structures with basement width B ≤ 20 m) - dv = 2 m;

Soil layer thickness above foundation bottom from basement side - h s = 0.80 m;

Basement floor structure thickness - h cf = 0.1 m;

The design value of the specific gravity of the basement floor structure is γ cf = 22 kN/m2.

Specific weight of brickwork - γ = 18 kN/m3;

Thickness of brick walls - δ = 640 mm;

Specific weight of masonry from cellular concrete blocks - γ = 7 kN/m3;

5 Utilities

5.1 Water supply

The main elements of the internal water supply system are: inlet, water metering units, water supply network with the necessary valves, as well as water supply plants, regulating and spare tanks.

An inlet is a pipeline connecting an external water supply network to a water metering unit installed in a building or a special room (central heat station, boiler room, pump room, etc.).

The water metering unit is used to measure the amount of water supplied to the building and consists of a water meter and valves necessary for its disconnection. In this design, the inlet and water metering unit are located in the basement of the building.

Steel galvanized water pipes with a diameter of 50 mm are used for the input device. A well is arranged at the point of connection of the inlet to the external water supply network, in which shutoff valves are located to turn off the inlet during repair .

This project uses a water metering assembly with a bypass line because one input is used. Shut-off valves are installed before and after the measuring device to replace and check the correct readings, as well as to disconnect the internal water supply network from the inlet and its emptying .

The control and drain valve is used to lower water from the internal water supply network, monitor pressure, check the correctness of the water meter readings and detect water leakage from the system. The main pipe is attached on brackets. To take into account the amount of water, a 50 mm turbine water meter of the BSX type was used.

5.4 Internal water disposal system

Depending on the discharge of contaminated sewage, the internal sewage system is domestic. The internal sewage system consists of:

1. Sewage receivers (sanitary equipment).

2. Discharge pipelines.

3. Risers and issues.

For normal operation, the internal sewage system is equipped with ventilation devices (ventilation pipelines) to eliminate clogs, plugs and cleaning devices (inspection, pro-cleaning). Cast iron bell pipes (GOST 22689077) are used for the internal sewerage system. Sanitary and technical devices for receiving waste water (baths, washbasins, shells, toilets) are equipped with hydraulic gates (siphons) located at the outlets under the instruments. Outlet pipes from waste water receivers are laid 0.3 m above the floor and connected to risers. Diameters of branch pipes from baths, washbasins, washes have diameter of 50 mm. and slopes to the riser 0.035. The diameters of the branch pipes from the toilets are applied ø100 mm, and the slopes to the riser are 0.02. The diameters of the risers receiving waste water from the branch pipes are taken along the large diameter of the connected branch pipe, that is, 100 mm. Number of risers in this system at sewer 4. They are located in sanitary hubs. Revisions are installed on the risers: in the basement, on the 1st, 3rd and on the 5th floors of the building. The following cleaners are installed on the turns of the internal fecal network:

- at the beginning of branch pipe sections;

-at the exit of the outlet from the building;

-after the last riser is attached (counting from wall to outlet).

Ventilation of sewage risers through the exhaust part of sewage risers, which is withdrawn to the attic room, is reduced into a single network and withdrawn above the roof of the building to a height of 0.5 m (since the roof is not operated). The diameter of the exhaust part of the sewers is equal to the diameter of its waste part, that is, ø110 mm. Number of issues in building 3. The diameter of the outlet is ø110 mm., Slopes: 0.02; 0,05. The flow rate of liquid in the internal sewage system shall be not less than self-cleaning, i.e. not less than 0.7 m/s, and the filling of pipelines h/d shall be not less than 0.3.

The yard sewerage network is laid parallel to the external walls of the building, along the shortest distance to the city sewerage well.

The yard sewer is mounted from ceramic pipes with a diameter of 160 mm. (according to GOST 28674). On the courtyard network there are wells made of prefabricated reinforced concrete elements with a diameter of 1 m. And outlets located on the access connections to the courtyard network, on turns. Connection of pipes of different diameters in sewage wells is carried out according to the principle of coincidence of upper generatrices.