Diploma project 9-storey residential building at different levels

Contents

Contents

Introduction

Summary

1. Feasibility Study for Design Option Selection

1.1 General provisions

1.2 Calculation of estimated cost of construction and installation works

1.3 Calculation of capital investments for the purchase of construction equipment

1.4 Characteristics of the main design solutions

2. Architectural and construction section

2.1 General part

2.2 General characteristics of the building

2.3 Space planning solutions

2.3.1 Foundations

2.3.2 Exterior walls

2.3.3 Exterior Finishes

2.3.4. Partitions

2.3.5 Floors and coverings

2.3.6 Interior Finishes

2.3.7 Floors

2.3.8 Windows and doors

2.3.9 Kitchens

2.3.10 Bathrooms and sanitary units

2.3.11 Stairwell

2.3.12 Elevators

2.3.13 Heating

2.3.14 Water supply

2.3.15 Sewerage

2.3.16 Power supply

2.3.17 Garbage duct

2.4 Technical and economic indicators

2.5 Climatic characteristics of Orel

2.6 Heat Engineering Calculation

2.6.1 General provisions

2.6.2 Outer Wall Calculation

2.6.3 Calculation of thickness of attic insulation

2.6.4 Determination of heat absorption index of floor surface

2.7 Development Master Plan Decision

3. Design Section

3.1 Calculation of reinforced concrete strip pedestals of pile foundations

3.1.1 Calculation of reinforced concrete strip pedestals of pile foundations for external walls

Calculation of transverse rods

Calculation for push-through

3.2.1 Calculation of reinforced concrete strip pedestals of pile foundations for internal walls

3.2.2 Calculation of transverse rods

3.2.3 Calculation for push-through

3.3.1 Calculation of precast reinforced concrete march

3.3.2 Determination of loads and forces

3.3.3 Preliminary assignment of dimensions of the cross section of the march

3.3.4 Calculation of inclined section for transverse force

3.4.1. Calculation of reinforced concrete slab

3.4.2. Define Loads

3.4.3 Calculation of the plate shelf

3.4.4 Calculation of frontal edge

3.4.5 Calculation of inclined cross section of frontal rib for transverse force

3.5 Calculation of multi-stop slab

3.5.1 Calculation by limit states of the first group

3.5.2 Calculation of multi-stop plate by limit states of the second group

3.5.3 Pre-stress loss of valves

3.5.4 Calculation by crack formation,

normal to longitudinal axis

3.5.5 Calculation of plate deflection

4. Foundations and foundations

4.1 General provisions

4.2 Engineering and geological conditions of the construction site

4.3 Measures to reduce deformations due to frost straining forces

4.4 Measures for the period of operation of buildings and structures for soil protection based on excess water saturation

4.5 Technical Instructions for Construction of Pile Foundations

4.6 The solution and geo-ecological approach to the problem of the adjacent foundations are applied

5. Construction production technology

5.1 General provisions

5.2 Earthworks

5.3 Piling Procedure

5.4 Technology of erection of cast-in-situ reinforced concrete pile

5.5 Safety precautions during works

5.6 Reinforcement of cast-in-situ reinforced concrete pile

5.7 Concreting

5.8 Concrete mix supply and distribution equipment

5.9 Laying of concrete mixture

5.10 Quality control and acceptance of works

5.11 Compaction of concrete mixture

5.12 Features of concrete works at negative temperatures

5.13 Installation of wall foundation blocks

5.14 Layered masonry

5.15 Floor slabs

5.16 Installation works

5.17 Stone works

5.18 Roof

5.19 Requirements for roofing

5.20 Insulation Layer Requirements

5.21 Operational quality control of construction works

5.22 Determination of crane parameters

6. Economy and organization of construction

6.1 Determination of estimated construction cost

6.2 Determination of estimated cost in local and object estimates

7. Occupational and environmental protection

7.1 Analysis of hazardous and harmful factors

7.2 Safety features during construction

7.3 Occupational safety of excavator drivers

7.3.1 Safety requirements before starting operation

7.3.2 Safety requirements during operation

7.3.3 Safety requirements in emergency situations

7.3.4 Safety requirements upon completion of operation

7.4 Occupational safety of masons

7.4.1 Safety requirements before starting operation

7.4.2 Safety requirements during operation

7.4.3 Safety requirements in emergency situations

7.4.4 Safety requirements upon completion of operation

7.5 Ensuring fire safety

7.6 Environmental protection measures

7.7. Lighting Calculation

7.7.1. Temporary lighting

7.7.2 Calculation of searchlight of the construction site

7.7.3 Calculation of searchlight of construction area by method of light flux

7.7.4 Calculation of site searchlight by specific power method

Summary

The diploma project on the topic: "The project of a residential 9-storey building at different levels in Orel" is presented in the form of a graphic part and an explanatory note. The graphic part consists of 14 sheets, including: feasibility study, master plan, facades, standard floor plans, section, fragments of the 1st floor plan, pile plan, foundation sections, work flow diagrams, construction plan.

The calculation and explanatory note reflects issues on architecture, structures, foundations and foundations, technology of construction production, economics and organization of construction, as well as issues of labor and environmental protection.

Introduction

The housing problem was and remains one of the most important problems for the Russian Federation and the Oryol region in particular. The only correct way to overcome the real problem is the intensive construction of multi-storey residential buildings .

Construction, being a material-intensive, labour-intensive, capital-intensive, energy-intensive and knowledge-intensive production, contains a solution to many local and global problems, from social to environmental.

Construction organizations have an urgent need for large volumes of construction and installation work involving free labor resources, especially from among unemployed citizens.

In connection with the aggravated environmental problems, it is extremely important to use the natural conditions of the construction site as rationally as possible.

A diploma project on the topic: "The project of a residential 9-storey building at different levels in Orel" reveals the possibilities of designing buildings that are most rationally inscribed in natural conditions .

Geoecological construction proposes and justifies the incorporation of building foundations into the natural geological environment, without disturbing the general ecosystem and thereby aims to preserve natural landscapes and differs from the traditional incorporation of engineering structural systems into the geomorphological environment of the construction site. This predetermines the mass transfer system of the erected structure to the geoecological environment.

In addition, this favors and ensures the geoecological protection of the base and contributes to the rational development of underground space.

The problems raised in this diploma project were covered by the author in scientific papers in 1999 and 2000 .

General provisions

When comparing space-planning and design solutions, it is necessary to observe comparability of costs and effects in the compared versions according to the following indicators :

scope of application;

social level;

impact on the environment.

The technical and economic indicators used to compare the options are calculated for the same construction and operation area, in a single price level for similar structures and materials, on the basis of a single estimate base, taking into account the life of the comparison objects.

Two design options are briefly described and the following indicators are calculated:

cost of construction and installation works ;

capital investments for the purchase of construction machines necessary for the performance of construction and installation works according to the compared versions ;

the number of machines required to perform the specified works;

labor intensity of works, human days;

consumption of basic materials and structures (concrete and reinforced concrete , reinforcement);

expenditure of basic wages;

For each variant, the above costs are calculated according to the formula:

P1=S1+Yen∙K1 (1.1)

P2 = C2 + Yen∙K2, (1.2)

where C1 and C2 - the cost of construction and installation works according to the specified versions;

K1 and K2 - capital investments for the purchase of construction equipment based on the number of machines required to perform work on the considered options;

En = 0.16 - capital investment efficiency standard (accepted equal to 0.12... 0.16 ).

The option with the minimum reduced costs, all other things being equal, is considered the most effective .

1.2 Calculation of estimated cost of construction and installation works

Estimated cost costs are monetary standard costs determined by estimated norms and prices for construction and installation works. It consists of direct costs and overhead costs:

With = Zp + Rn, (1.3)

where Zp - direct expenses ;

Rn - overhead.

Direct costs are determined by the formula :

Zp = Ro.z. + Rm + Re. m, (1.4)

where Ro.Z. - Expenditure on the basic wages of workers;

Rn - expenses on materials, details, designs;

Re. m. - costs of construction machinery and machinery operation.

The standard costs for materials, parts and structures include the cost of their sale prices of suppliers, the costs of packaging and packaging, transportation to the acquired warehouse (taking into account the costs of loading and unloading), markups of supply and household organizations, procurement and storage costs.

The standard costs for basic wages include the costs of paying workers employed directly in construction and installation work (excluding the salaries of drivers and motorists).

The standard costs for the exploitation of machines and mechanisms consist of the costs associated with the maintenance and operation of these machines. These include one-time and ongoing costs. One-time costs include transportation, installation, dismantling and rearrangement of construction machines, installation and disassembly of temporary accessories, etc.

Current expenses for the maintenance and operation of machines include the salary of working personnel serving machines, expenses for fuel, electricity, depreciation and ongoing repair of construction machines.

The direct costs for the compared variants are determined by the main and related activity types.

To determine direct costs, basic wages, labor costs and machine time, we make a local estimate. Local estimates, collections of average district unit rates (ERER), collections of average district estimated prices for materials, products and structures, price lists were used for calculation.

Direct costs, basic wages, labor costs are determined according to the relevant ERER collections (SNiP IV582); machine time costs are determined by collections of elementary estimated norms (SNiP IV282). At the same time, it is understood that many unit rates do not take into account the main material resources (concrete, reinforced concrete, metal structures, etc.), the list of which is given in the annexes to the ERER collections, and the prices for them are contained in the estimates and price lists. So, in the compendium of estimated regional estimated prices for materials, products and structures (part I), prices are given for most materials used in construction; in part II - prices for steel structures, wooden structures and parts, aluminum structures, commodity reinforcement for monolithic reinforced concrete structures; in part IV - prices for solutions, concrete, brick, crushed stone, sand. Price list No. 0608 contains wholesale prices for reinforced concrete products .

Overhead costs of construction organizations are accepted as a percentage of direct costs for:

construction work 1822%;

installation of 68% steel structures.

The amount of overhead costs can also be taken as a percentage of the labor costs of workers:

102% industrial construction;

Housing and civil 106 per cent;

large-panel and volume-block housing construction 107%;

agricultural 105%.

If, according to one of the compared options, the duration of the construction of the facility is reduced, then the savings from reducing the conditionally fixed costs of the construction organization are calculated :

Eu.p.=0,5∙Rn∙ (1Tm/TB), (1.5)

where 0.5 is the conditionally constant share of overhead costs, which is 50% of the total amount in civil organizations and 30% in specialized ones;

Tm and Tb - construction time with shorter and longer duration, respectively;

Rn - the sum of overhead costs by option with a smaller duration of construction.

The duration of the works is determined by the ratio of labor costs (human days) to the number of workers employed in the performance of these works .

1.3 Calculation of capital investments for the purchase of construction equipment

Since different number of machines and different types of equipment used are required to perform the work on the compared versions, one-time costs for the purchase of this equipment (construction machines, vehicles, devices, production equipment) are determined.

To calculate capital investments:

a list of used equipment is compiled;

determination of calculation and inventory value of each type of equipment used;

the scope of work and the need for machine hours for each type of equipment used;

standard number of machine hours of machine operation per year for each type of machine is established and the need for capital investments is determined in terms of the required number of machine hours required to perform the corresponding work according to the following options :

(1.6)

where n-number of types of equipment;

Sbi - inventory value of the i-type equipment, RUB;

Moi - the need for machine watches of the i-th type of machines to perform the corresponding construction and installation work for each variant;

Mri is the standard number of working machine hours per year according to the type of machine.

Since the costs of acquiring construction equipment differ in options up to 10%, they can be used as direct costs rather than defined as an effective indicator. In this case, the overhead is 20% of the direct cost.

1.4 Characteristics of the main design solutions

The building is designed arceless, the walls of a residential 9-storey building made of silicate brick with insulation. The floor and covering are made of reinforced concrete multi-pillar slabs.

The foundations of a residential building are provided for the following types:

I variant - monolithic;

The II version is made of prefabricated reinforced concrete driven piles with a monolithic reinforced concrete pedestal .

General part

The main purpose of architecture is to create a favorable and safe living environment for a person, the nature and comfort of which was determined by the level of development of society, its culture, and the achievements of science and technology. This life environment is embodied in buildings that have internal space, complexes of buildings and structures that organize external space: streets, squares and cities.

In the modern sense, architecture is the art of designing and building buildings, structures and their complexes. It organizes all life processes. At the same time, the creation of a production architecture requires a significant amount of public labor and time. Therefore, the requirements for architecture, along with functional expediency, convenience and beauty, include requirements for technical expediency and economy. In addition to the rational layout of the premises, corresponding to certain functional processes, the convenience of all buildings is ensured by the correct distribution of stairs, elevators, equipment and engineering devices (sanitary appliances, heating, ventilation). Thus, the shape of the building is largely determined by the functional pattern, but at the same time it is built according to the laws of beauty .

Cost reduction in construction is carried out by rational space-planning solutions of buildings, correct selection of construction and finishing materials, design facilitation, improvement of construction methods. The main economic reserve in urban planning is to increase the efficiency of land use.

General characteristics of the building

3-section 9-storey residential building has height differences of vertical elevations within each section .

This is caused by the geological situation of the construction site .

The building has 4 approaches, each of which is equipped with a passenger elevator, as well as a garbage truck .

Quantitative and qualitative composition of designed apartments:

1-room: 20 apartments;

2-room: 44 apartments;

3-room: 63 apartments;

4-room: 8 apartments.

A total of 135 apartments .

Total apartment areas: from 49.16 m2 to 110.43 m2 .

Space planning solutions

2.3.1 Foundations

Pile foundations are designed for the residential building. A monolithic reinforced pedestal is designed according to the pile base. The foundation is made of prefabricated concrete blocks.

2.3.2 Exterior walls

External walls are designed in the form of multilayer masonry made of silicate brick according to GOST 37995. Insulation - mineral wool slabs.

2.3.3 Exterior Finishes

External finishing is carried out without plastering the surfaces. Masonry of the outer layer of the multi-layer wall structure is performed with stitching.

2.3.4 Partitions

Partitions in the rooms are designed from silicate brick according to GOST 37995 with a thickness of 88 mm, and in bathrooms and bathrooms made of ceramic brick according to GOST 53095 with a thickness of 65 mm.

2.3.5 Floors and coverings

Floors and coatings are designed from typical prefabricated hollow reinforced concrete slabs with preliminary reinforcement stress. The use of prefabricated slabs and coatings increases the construction speed of buildings.

2.3.6 Interior Finishes

Interior decoration: in apartments, walls are glued with wallpaper after plastering brick walls. Kitchens are glued with washable wallpaper, and sections of walls above sanitary appliances are lined with glazed tiles. In sankabins floors made of ceramic tiles. Walls and ceilings are painted with adhesive paint in 2 times to a height of 2.1 m and the panel is made by painting with enamels in 2 times.

2.3.7 Floors

Floors in residential rooms meet the requirements of strength, resistance to wear, sufficient elasticity, noiselessness, convenience of cleaning. Flooring in apartments is made of linoleum on heat-insulating base. Floors in bathrooms and sanitary units are made of ceramic tiles. Bracing is made of cement sand mortar.

2.3.8 Windows and doors

Windows and doors are accepted according to GOST 2316678 * in accordance with the room area. All living rooms have natural lighting. Rooms in apartments have separate entrances. To ensure quick evacuation, all doors open outside in the direction of traffic on the street based on the conditions for evacuating people from the building in case of fire. Door boxes are fixed in openings to unsepted wooden plugs laid in masonry during masonry of walls. Doors are equipped with handles, latches and tie-in locks .

2.3.9 Kitchens

Kitchens are equipped with natural exhaust ventilation.

Kitchens are equipped with a gas stove and a sanitary and technical device - a wash.

2.3.10 Bathrooms and sanitary units

Bathrooms and sanitary units are equipped with natural exhaust ventilation.

Bathrooms and sanitary units are finished with ceramic tiles to a height of 2.1 m from the floor level.

2.3.11 Stairwell

The stairwell is planned as an internal day-to-day operation, made of prefabricated reinforced concrete elements. Two-march staircase resting on staircases. Slope of stairs 1:2. From the stairwell there is access to the roof through a metal staircase equipped with a fire-resistant door. The stairwell has artificial and natural lighting through window openings. All doors along the stairwell and in the vestibule open towards the exit from the building according to fire safety conditions. The stairs fencing is made of metal links, and the handrail is lined with plastic.

2.3.12 Elevators

Mixed collective elevator control system for orders and calls when the cab moves down

The elevator engine room is located on the roof.

2.3.13 Heating

Heating and hot water supply is designed from main heating networks, with lower wiring on the basement. Heating devices are convectors. For each section, a separate heat unit is performed to regulate and account for the coolant. Main pipelines and riser pipes located in the basement of the building are insulated and covered with aluminum foil.

2.3.14 Water supply

Cold water supply is designed from the intra-quarter water supply header with two inlets. Water for each section is supplied via an in-house main line located in the basement of the building, which is insulated and covered with aluminum foil. An input frame is installed on each section and built-in unit. Around the house there is a main fire and drinking water supply with wells in which fire hydrants are installed.

2.3.15 Sewerage

Sewerage is performed in-house with tie-in to the wells of the in-quarter sewerage system. From each section, independent releases of household and rain sewers are carried out.

2.3.16 Power supply

Power supply is provided from the yard substation with power supply of each section by two cables: main and spare. All electric panels are located on the first floors.

2.3.17 Garbage duct

The garbage line at the bottom ends in the garbage chamber with a storage bin. Accumulated garbage in the bunker is poured into garbage carts and immersed in garbage collection machines and taken to the city waste dump. The walls of the garbage chamber are lined with glazed tiles, the floor is metal. In the waste chamber there is a cold and hot water pipe with a mixer for washing the waste duct, equipment and premises of the waste chamber. The garbage chamber is equipped with a drain with water draining into the household sewage system. A heating coil is provided in the floor. At the top, the trash duct has an exit to the roof for ventilating the trash chamber and through the trash collection valves to remove stagnant air from the staircases, as well as smoke in the event of a fire. The entrance to the garbage chamber is separate, from the side of the street.

Technical and economic indicators

Economic indicators of residential buildings are determined by their volumetric and structural solutions, the nature and organization of sanitary equipment. An important role is played by the ratio of living and utility areas designed in the apartment, the height of the room, the location of sanitary units and kitchen equipment. Residential projects have the following indicators:

construction volume (m3)

building area (m2);

total area (m2);

living area (m2);

The construction volume of the above-ground part of a residential building with an unheated attic is defined as the product of the horizontal section area at the level of the first floor above the basement (on the outer faces of the walls) by a height measured from the floor level of the first floor to the upper area of the heat insulation layer of the attic floor.

The building volume of the underground part of the building is defined as the product of the area of horizontal section along the external contour of the building at the level of the first floor, at the level above the basement, to the height from the floor of the basement to the floor of the first floor.

The construction volume of tambours, loggias placed in the dimensions of the building is included in the total volume.

The total volume of the building with the basement is determined by the sum of the volumes of its underground and above-ground parts.

The building area is calculated as the horizontal section area of the building at the basement level, including all protruding parts and covered (porch, verandahs, terraces).

The living area of the apartment is defined as the sum of the areas of the living rooms plus the kitchen area over 8 m2.

The total area of ​ ​ apartments is calculated as the sum of the areas of residential and utility rooms, apartments, verandahs, built-in cabinets, loggias, balconies, and terraces, calculated with decreasing factors: for loggias - 0.5; for balconies and terraces - 0.3.

Area of rooms is measured between surfaces of walls and partitions at floor level. The area of the entire residential building is defined as the sum of the floor areas measured within the interior surfaces of the exterior walls, including the balcony and loggia. The area of ​ ​ staircases and various mines is also included in the floor area. The area of ​ ​ the floor and the economic underground is not included in the area of ​ ​ the building.

Climatic characteristics of Orel

According to SNiP 2.01.0185, SNiP 2.01.0785, the following design parameters were adopted for the construction area:

building class - 2;

durability degree - 2;

• climatic area - II,

• climate subarea IIB;

• temperature of external air of the coldest day (security 0.92)-31 wasps;

• temperature of external air of the coldest five-day week (security 0.92)-26 wasps;

• heating period duration 207 days;

• standard snow load for the III geographical area - 1.0 kPa (100 kgf/m2);

• standard wind speed for the II geographical area - 0.3 kPa (30 kgf/m2);

• construction area is not seismic.

Heat Engineering Calculation

2.6.1 General provisions

When designing enclosing structures, it is necessary that their resistance to heat transfer is not less than the value determined by sanitary and hygienic requirements:

The thermal resistance of the uniform enclosure is defined as the sum of the thermal resistances of the individual layers by the formula :

Required resistance of heat transfer enclosure is calculated by formula :

Thermal inertia, the degree of mass of the fence is calculated by the formula :

2.6.2 Outer Wall Calculation

Design internal air temperature + 20 ° С;

average temperature is Naq. cold five-day week provide. 0.92: 26 ° C ;

operation mode: normal;

operating conditions B;

2.6.3 Calculation of thickness of attic insulation

Object: residential building in Orel.

Design internal air temperature + 20 ° С;

average coldest five-day security 0.92: 26 ° С ;

operation mode: normal;

operating conditions B;

Because 7 > D > 4, we calculate for the average arithmetic value of temperatures: the average coldest day, security 0.92 and average

2.6.4 Determination of heat absorption index of floor surface

Change the floor structure.

We replace the bracing material (layer 3) with ceramic concrete :

Floor design meets regulatory requirements.

Development Master Plan Solution

Architectural and planning solutions of the master plan are developed in accordance with the purpose of the designed building, taking into account the rational use of complex terrain, compliance with sanitary and fire safety standards.

The topography of the site is characterized by elevations 215.00 sound220.00. The plot plan is completed on a scale of 1:500.

Underground waters are opened by wells at a depth of 9.5-9.8 m. According to ground conditions, the site belongs to type I for leak clearance.

By the degree of complexity of engineering and geological conditions, the site belongs to category II. Soils do not have aggressive properties to any grades of concrete and to reinforced concrete structures .

The planning elevations of the designed building are determined taking into account the terrain and in connection with engineering and geodetic elevations.

Drainage from the building is carried out to the trays of roads with subsequent release to lowered places of relief. To ensure the necessary sanitary and hygienic conditions, a set of measures for landscaping and landscaping is planned at the site. In areas free from development, the construction of lawns, freely growing shrubs, flower beds, deciduous trees of ordinary planting is provided.

Underground water supply, sewerage, electric cables and heat networks are designed in the channel. Such laying of utility networks ensures the convenience of their maintenance during operation.

General Information

The calculation diagram of the building is the first stage of calculation.

Design diagram - an idealized design diagram that reflects the conditions for fixing the design, the type of load, and the conditions for its application.

The scheme of application of loads corresponds to their actual application to the structure, structure or individual element. The applied load is evenly distributed over the area of the designed building.

Collecting Loads on Structures

When calculating load and impact structures, they were adopted according to SNiP 2.01.0785 "Loads and Effects" with change No. 1, which was put into effect on the territory of the Russian Federation by order of the Ministry of Construction of Russia dated June 4, 1992 No. 135.

The following types of loads apply to the building:

constant from coating; temporary (snow); wind; total load from the coating; load from the overlap; permanent.

Permanent loads are normative values of loads from the mass of structures determined by the dimensions established during the design process based on experiments of previous projects and reference materials. Loads from soils are established depending on soil, its type and density.

The transition to design loads is carried out by multiplying the corresponding standard loads by the load reliability factor αf, which takes into account load variability depending on a number of factors. Load reliability factors are established after processing statistical data of observations of actual loads, which are marked during operation of facilities. These factors depend on the type of load, as a result of which each load has its own reliability factor value.

Here are some values of load reliability factors for individual building structures:

1.1 - for reinforced concrete, concrete (with an average density of more than 1600 kg/m3), wooden, stone and armstone structures;

1.3 - for concrete (with an average density of 1600 kg/m3 or less), insulation, leveling and finishing layers (slabs, materials in rolls, backfills, ties, etc.), performed on the construction site.

For uniformly distributed time loads, the factor [theta] f is equal to:

1.3 - at full standard load value less than 2 kPa;

1,2 - at full standard value of load 2 kPa and more.

1. Calculation of reinforced concrete strip pedestals of pile foundations

3.1.1 Calculation of reinforced concrete strip pedestals of pile foundations for external walls

Pedestals under the walls of brick buildings resting on reinforced concrete piles located in two rows shall be calculated for operating loads and for loads arising during construction. Calculation of the pedestal for operating loads should be carried out from the condition of load distribution in the form of triangles with the highest ordinate P, tf/m, above the pile axis, which

Calculation of cross rods

Calculation is carried out according to inclined section. Diameter of transverse rods is set from condition of welding, so that ratio of diameter of transverse rod to diameter of longitudinal rod is 1/4, therefore diameter of transverse rods is taken equal to 4 mm, reinforcement of class A-I with pitch S = 310 mm.

2. Calculation for push-through

Calculation for forcing structures from the action of forces evenly distributed over a huge area should be made on the basis of:

2.1 Calculation of reinforced concrete strip pedestals of pile foundations for internal walls

Pedestals under the walls of brick buildings resting on reinforced concrete piles located in two rows shall be calculated for operating loads and for loads arising during construction. Calculation of the pedestal for operating loads should be carried out from the condition of load distribution in the form of triangles with the highest ordinate P, tf/m, above the pile axis, which

Calculation of cross rods

Calculation is carried out according to inclined section. Diameter of transverse rods is set from condition of welding, so that ratio of diameter of transverse rod to diameter of longitudinal rod is 1/4, therefore diameter of transverse rods is taken equal to 4 mm, reinforcement of class A-I with pitch S = 310 mm.

3. Calculation for push-through

Calculation for forcing structures from the action of forces evenly distributed over a huge area should be made on the basis of:

When determining Um, it is assumed that squeezing occurs along the side surface of the pyramid, and the side faces are inclined at an angle of 45O to the horizontal. When installed within the yoke pressing pyramid, calculation shall be made from the condition

Calculation of precast reinforced concrete march

It is required to calculate a reinforced concrete march 1.2 m wide for stairs of a residential building, floor height - 3 m;

slope of the march = 300;

stages measuring 1530 cm;

concrete of B25 grade;

reinforcement of A- class frames;

reinforcement of grids of class Bp;

3.3.2 Determination of loads and forces

The own mass of standard marches on the catalogue of industrial products for housing and civil engineering is: gn = 3.6 kN/m2 in horizontal projection.

Temporary standard load according to SNiP for civil building ladders pn = 3 kN/m2, load reliability factor f = 1.2, long-term temporary design load pnld = 1 kN/m2 per 1 m of the march length:

3.3.3 Preliminary assignment of dimensions of the cross section of the march

For standard factory forms, we assign:

plate thickness (cross section between stages) hf = 30 mm;

height of ribs (kosors) h = 170 mm;

rib thickness br = 80 mm,

we replace the actual cross section of the march with a design T-ray with a shelf in the compressed zone: b = 2br = 280 = 160 mm;

The neutral axis passes in the shelf, the condition is satisfied, the reinforcement calculation is performed according to the formulas for rectangular sections with a width of bn = 52 cm. We calculate

3.3.4 Calculation of inclined section for transverse force

Transverse force on support Qmax = 17.80.95 = 17 kN. We calculate projection of calculated inclined section on longitudinal axis from by formulas

we are arranged structurally with a spacing of 200 mm.

We check the strength of the element along the inclined strip M/g with inclined cracks according to the formula:

The condition is met, the strength of the march along the inclined section is ensured

Then we calculate the deflections of the ribs and check them for crack opening.

The march plate is reinforced with a mesh of rods with a diameter of 4-6 mm, arranged in steps of 100300 mm. The plate is monolithically connected to the stages, which are reinforced for structural reasons and its bearing capacity is quite ensured taking into account the operation of the stages. The steps laid on the cosors are calculated as free-resting beams of triangular cross-section. The diameter of the working reinforcement of the stages, taking into account transport and installation effects, is assigned depending on the length of the stages lst:

3.4.1. Calculation of reinforced concrete slab

You want to calculate the ladder edge slab of two stairs

plate width - 1600 mm;

plate thickness - 60 mm;

temporary standard load of 3 kN/m2;

load safety factor f = 1;

Material tags are accepted the same as for the flight of stairs.

3.4.2. Define Loads

Time design load p = 31.2 = 3.6 kN/m2.

When calculating the site plate, a separate shelf is calculated, which is elastically embedded in the ribs on which the marches and the wall rib are supported, which receives a load from the half span of the shelf of the plate.

3.4.3 Plate shelf calculation

Plate flange is calculated as beam element with partial pinching on supports in absence of transverse ribs. design span is equal to distance between ribs and is equal to 1.13 m.

If formation of plastic hinge is taken into account, bending moment in span and on support is determined by formula, which takes into account moment equalization.

We lay the mesh C- from reinforcement 3 mm Bp in increments s = 200 mm by 1 m of length with bending on supports, As = 0.36 cm2.

3.4.4 Calculation of frontal edge

The following loads apply to the frontal rib:

constant and temporary shelves evenly distributed from half span, and from own weight:

Uniformly distributed load from the support reaction of the marches applied to the projection of the frontal rib and causing its torsion,

The design section of the frontal rib is T-shaped with a shelf, in the compressed zone, width bf = bf + b2 = 66 + 12 = 48 cm. Since the rib is monolithically connected to the shelf, which contributes to the perception of the moment from the cantilever protrusion, the calculation of the frontal rib can be carried out on the effect of only the bending moment, M = 7550Nm.

In accordance with the general procedure for calculating bending elements, we determine (taking into account the reliability factor n = 0.95).

3.4.5 Calculation of the inclined section of the frontal rib for the transverse force

We calculate the projection of the inclined section on the longitudinal axis ,

Therefore, cross fittings by calculation are not required. according to design requirements we accept the closed collars (considering the bending moment on a console ledge) from fittings with a diameter of 6 mm of class A - a step of 150 mm.

Cantilever ledge for support of free march is reinforced with mesh C-2 from reinforcement with diameter 16 mm, class A-, transverse rods of this grid are fixed with clamps of frame K- rib. Calculation of the second longitudinal edge of the platform plate is carried out analogously to the calculation of the frontal edge without taking into account the load from the flight of stairs .

Calculation of Multipost Slab

3.5.1 Calculation by limit states of the first group

Design span of slab ℓ0 = 5.98 m.

We will collect loads per 1 m2 of slab, Table 3.5

General provisions

The main direction of the economic and social development of the city is expected to significantly increase the volume of capital construction, since the construction of residential buildings is accompanied by the construction of public buildings, schools, catering enterprises and consumer services. The reduction of costs for the construction of bases and foundations from the total cost of buildings and structures can lead to significant savings in material resources. However, it is necessary to reduce these costs without reducing reliability, it is necessary to fundamentally avoid the construction of short-lived and poor-quality foundations, which can cause partial or complete destruction of buildings and structures. The necessary reliability of bases and foundations, reducing the cost of construction work in the conditions of modern urban planning depends on the correct assessment of the physical and mechanical properties of soils that make up the bases, taking into account its joint work with foundations and other above-ground construction structures. Pile foundation design is developed on the basis of engineering and geological survey materials.

Construction Site Geotechnical Conditions

The geological section of the site was compiled on the basis of engineering and geological surveys carried out in September, October 1999 by the Oreltisiz geological department.

Measures to reduce deformations due to frost heaving forces

When designing foundations on heavy soils, it is necessary to:

check by calculation the stable position of the foundations for the effect of frost heaving forces both in operation and in the construction stage in accordance with the "Guidelines for the design of bases and foundations on heaving soils." M. Stroyizdat, 1979;

Adopt standard soil freezing depths for Orel:

loam, clay - 1.3 m;

sandy loam, fine and dusty sands - 1.6 m;

coarse-breaking soils - 1.9 m;

avoid changing the direction of natural drains and violation of vegetation cover;

provide for reliable drainage of underground, atmospheric and production waters from the site by performing timely vertical planning of the built-up area, arrangement of drainage channels and trays, immediately after the zero cycle work, without waiting for the complete completion of construction work;

The construction site must be protected before the excavation of the pit from surface water by a permanent upland groove with a slope of at least 5%;

prevent stagnation of water in the pit. When performing works, provide for water lowering measures;

To reduce uneven humidification of heaving soils around foundations, excavation works should be carried out with minimum volume of disturbance of natural addition soils during excavation of pits for foundations and trenches of underground utilities ;

perform measures to protect the pit from atmospheric water runoff from the surrounding area, by arrangement of berms and channels, before the pit passage;

prevent water accumulation during construction from damaging the temporary water supply system. If standing water is found on the soil surface or if the soil is humidified from damage to the pipeline, urgent measures must be taken to eliminate the causes of water accumulation or soil humidification near the foundation location. To protect soils at the foundation base from initial water saturation during the construction of the temporary water supply line, the construction should be laid on the surface so that it is easier to detect the occurrence of water leakage and eliminate damage in the water supply network in a timely manner.

When filling communication trenches on the upland side of a building or structure, it is necessary to arrange lintels of mint clay or loam with careful compaction to prevent water (through trenches) from entering buildings and structures and moistening of soils near foundations (distance from the building is not less than 10 m).

Backfill should be performed with unpowered soils (crushed stone, gravel, woodland, gravelly sands, large, medium-sized, as well as small and dusty sands, sandy loam, loam. The width of the sinus for backfilling with unpowered soils should be at the level of the foundation base by less than 0.3 m; and at the level of the day surface of the soil of at least 1.3 m with the obligatory coating of non-rubble backfilling material with asphalt pavement. In the absence of buildings and structures on heavy soils from prefabricated structures, the sinuses should be filled with careful soil compaction immediately after laying the basement; in other cases, the sinuses should be filled with soil tamping as masonry is erected or foundations are installed.

All works on laying of foundations and filling of sinuses should be performed in summer period.

In case of overwintering of laid foundations and slabs, it is necessary to protect the soils from freezing by covering them with mineral wool slabs with a layer of 10 cm or expanded clay gravel γ = 600 kg/m3 with a layer of 2025 cm.

Ceramsite concrete paving with width of 1.5 m and thickness of 0.2 m should be performed around the building. As a material for paving, use ceramsite concrete with bulk weight in dry state of 800 to 1000 kg/m3 at design value of thermal conductivity coefficient in dry state of 0.20.17 and in water saturated 0.30.25 kcal/ppm. The paving shall be laid after thorough compaction and planning of soil near the foundations near the external walls. Lay ceramsite concrete pavement on the soil surface. It is not allowed to lay ceramic concrete in a trough opened in the ground for the thickness of the pavement.

Bulk clay soils during terrain planning within the building shall be compacted in layers by mechanisms up to volume mass of soil skeleton not less than 1.6 t/m3 and porosity not more than 40% (for clay soil without draining interlayers). The surface of the bulk soil, as well as the surface on the cut, in places where there is no storage of materials and movement of transport, be covered with a soil layer of 1015 cm and trapped. Slope with hard coatings (from 3%, and for rear surface - at least 5%).

Preparation of the soil layer, sowing of turf-forming grasses and planting of shrub plants should be carried out, as a rule, in spring without violating the site layout adopted by the project.

It is recommended to use an herbal mixture consisting of fur seeds, polevica, oatmeal, mint, timothy and other turf-forming plants as dressers.

Measures for the period of operation of buildings and structures for soil protection based on excess water saturation

In order to combat the increase in the natural humidity of soils in the foundation base during the industrial operation of buildings and structures, it is recommended: All industrial, domestic and storm water shall be lowered to depressed places away from foundations or into storm sewage pits and shall contain drainage facilities in good condition, every year all work on cleaning of surface drains, i.e. upland canals, cuvettes, trays, water receptacles, holes of artificial structures, as well as storm sewage shall be carried out before the beginning of autumn rainy weather. It is necessary to carry out periodic monitoring of the state of drainage facilities, all work on repairing damaged slopes, planning violations and brushing should be carried out immediately, without delaying these works until the soil freezing begins. If these damages result in water stagnation on the ground near the foundations, the surface water should be removed from the foundations urgently. If the erosion activity of stormwater is detected on the ground, the soil erosion should be urgently eliminated and the drainage areas should be strengthened.

During major repairs of buildings, it is impossible to allow lowering of planning elevations of built buildings on highly subdued soils, since the depth of foundation laying may be less than the calculated depth of ground freezing. The distance from the external wall of the building to the ground cutting point should be at least the calculated depth of soil freezing, and if conditions allow, then leave a strip of untouched soil (i.e. without cutting) near foundations with a width of 3 m. The exception to this requirement can be only such cases when the distance from the planning mark to the foundation floor after cutting the soil will be at least the calculated depth of freezing of the soils. During these works, it is impossible to violate the conditions of surface drainage of atmospheric waters and other hydrolevel devices, which will prevent water saturation of soils near the foundations of buildings and structures .

Technical Instructions for Construction of Pile Foundations

Pile foundations were designed according to engineering and geological studies of the construction site, carried out in September, October 1999 by the Oreltisiz geological department.

The relative elevation 0.000 is the elevation of the clean floor of the 1st floor, which corresponds to the absolute elevation 223.100.

For bedding of soils and their physical and mechanical properties, see geology and geological sections.

The bearing layer for piles is a dark grey clay with a bluish tint, semi-solid, dense, greasy on a cut with fragments of iron sandstone (layer 4).

Underground water is opened everywhere at a depth of 9.4510.8 m.

Soils (layers 2, 3, 4) belong to highly prone. Up to a depth of 3 meters, soils have an average corrosive activity to carbon steel.

Soils are not aggressive to any grades of concrete .

The design provides for reinforced concrete piles with a section of 400x400 mm. Concrete grade of piles B25; F100; W6.

Before starting piling works, it is necessary to obtain permission from the services in charge of underground communications.

During diving, the pile must be in the vertical position, which is checked by the plumb. Deviation of piles in the plan after driving is allowed within ± 8 cm. In case of deviation of piles by a value exceeding the permissible value, or in case of destruction of the head of the pile, a duplicate pile should be clogged .

The piles shall be driven to design elevations in case the pile stops in the soil layer without reaching the design elevation, it is necessary to close the backup pile and cut down under the elevation.

In order to facilitate the installation of clogging and reduce the dynamic impact on nearby residential buildings, drill leader wells with a depth of 2 m, a diameter of 300 mm.

The design provides for rigid pile-to-pile coupling. Length of reinforcement outlets after pile cutting shall be not less than 250 mm.

Pile cap arrangement is allowed only after pile field acceptance.

Bearing capacity of piles for failure determination in accordance with item 5 of the appendix 5 SNiP 3.02.0187 Fd = 1, 4x600 = 840 kN.

Before starting piling work, it is necessary to completely dismantle the previously erected foundations .

Design failures are accepted for the S-1047 diesel hammer with an impact part weighing 2.5 tons with a free fall height of H = 2.5 m and a thickness of wooden gaskets on the head of the pile of 10 cm .

Work on the construction of pile foundations shall be carried out in accordance with the requirements of SNiP 3.02.0187 "Earth structures, bases and foundations" and SNiP 3.03.0187 "Load-bearing and enclosing structures."

Start pile diving from axis "A" in order to reduce the dynamic impact on the nearby building.

Piles shall be clogged to design elevations, at that failure control of all piles shall be provided to design piles. In case of failure to confirm the design failure of any of the piles, a representative of the design organization should immediately be called to decide the further performance of the work .

Traditional solution and geo-ecological approach to the problem of adjacent foundations

One of the priority environmental problems hanging over us was the problem of the power effect of buildings on the geological environment. impacts of buildings on the geological environment.

With its mass and volume, the building changes the natural, formed over many millennia, geoecological conditions of the equilibrium of the lithosphere, thereby causing great and irreparable damage to the environment.

This leads to the change and disruption of the natural geosystem, and after it the ecosystem, leading to environmental disasters.

The traditional solution of foundation supports has several forms: rectangle, square, circle, ring, ribbon, etc.

The practice of operating the facilities showed that there are violations of the geoecological environment as a result of the introduction of the structure and foundation supports into it.

Pits, buildings with basements, strongly affecting the ecological environment, change the physical and mechanical characteristics and significantly change the strength properties of base soils.

Significant changes occur in the hydrogeological mode of underground waters of the aeration zone .

Creation of settlement zone increases soil humidity of bases and changes temperature-moisture characteristics of soils of bases.

In the case of low groundwater levels, the structure is able to create a headwater regime mainly due to non-gravitational moisture accumulation .

In weak soils, this can be the cause of deformation of structures.

With a high level of groundwater, deformations of structures are also possible due to straining and migration of moisture to the frost front, which is observed in real operating conditions of engineering structures.

Geoecological construction aims to preserve natural landscapes and differs from the traditional incorporation of engineering structural systems into the geomorphological environment of the construction site. This predetermines the mass transfer system of the erected structure to the geoecological environment .

With simultaneous consideration of the method of maintenance of the supporting foundation structure in the soil, taking into account the differentiation of structures by weight categories: from the easiest to especially heavy .

With the adoption of this hypothesis, it is necessary to investigate the trajectory of the sliding line and the discharge of soil on the day surface

To move to the geoecological issue of power impact, it is necessary to substantiate it and show a quantitative analysis of the power impact of buildings on the geological environment.

Force is one of the types of geoecological influence of buildings.

Many authors offered the differentiation considering seven types of buildings: especially easy, the easiest, facilitated, easy, average, heavy and especially heavy.

In this diploma project, the designed building - a 9-storey residential building at different levels - consists of 3 sections with different mass and having different power effects on the underlying soils and on neighboring buildings and structures .

Geoecological construction proposes and justifies the incorporation of building foundations into the natural geological environment, without disturbing the general ecosystem and thereby reducing the appearance of especially "dangerous cases." In addition, this favors and ensures the geoecological protection of the base and contributes to the rational development of underground space.

General provisions

The purpose of this section is to select the most rational economically feasible methods of safe operation.

Definition of scope of work - initial stage of the work execution project. This item involves the analysis of the technical design, working drawings of the building from the process positions of rational work execution. The BOM is used to calculate the scope of work for the main, auxiliary and transport processes, which are the main parts of the entire construction and installation process.

Earthworks

Earthworks are carried out during the construction of any building or structure and constitute a significant part of their cost and labor intensity. Earth structures are created by forming excavations in the soil or erecting embankments from it. Excavations developed only for soil extraction are called cuts, and embankments formed during filling of excess soil are called dumps .

In civil and industrial construction, earthworks are carried out during the construction of trenches and pits. The execution of such volumes of work is possible only with the use of high-performance rationally selected machines .

The development of trenches and pits is carried out according to working marks taken out in kind with the help of collars.

The width of the pits and trenches along the bottom is determined taking into account the width of the structure, waterproofing, formwork and fastening with the addition of 0.2 m.

In order to avoid cluttering of the dump site with soil, all the soil from the development of pits and trenches necessary for backfilling moves up to 50 m and folds into the dump, and the rest of the soil is loaded into vehicles and exported.

Soil development is carried out using a single-bucket excavator EO4121, at the same time soil damage of 150 mm is allowed. The soil left after mechanized development is completed manually without the use of mechanized tools.

Backfilling is carried out by a bulldozer. Soil compaction is layer-by-layer, it is carried out by pneumatic rammer.

Piling Technology

Piles are designed to transfer load from a building or structure to soils. By the nature of work in the soil, piles are divided into pile posts and hanging piles .

The location of piles in the plan depends on the type of structure, on the weight and place of application of the load. Immersion in the ground of pre-made piles is carried out with the help of hammers of different design, which are heavy metal heads suspended on ropes of copra, which rise to the required height using winches of these mechanisms and freely fall on the head of the pile.

Construction of pile foundations is provided by a complex mechanized method using mass-produced equipment and mechanization facilities. Calculation of labor costs, work schedule, pile diving diagrams, material and technical and economic parameters are performed for driven piles with a cross section of 40 x 40 cm.

The works considered by the map include:

1. pile unloading and stacking;

2. pile layout and configuration at diving points;

3. pile marking and horizontal drawing;

4. preparation of copra for loading works;

5. immersion of piles (slinging and pulling of piles to the copra, lifting of piles to the coper and starting to the head, pointing of piles to the point of immersion, pile immersion to the design elevation or failure );

6. cutting down heads of reinforced concrete piles;

7. acceptance of works.

Prior to the start of pile diving the following works shall be performed:

1. passage of the pit and layout of its bottom ;

2. arrangement of drains and drainage from the working platform ;

3. access roads were laid, electricity was supplied;

4. geodetic breakdown of axes and marking of piles and piles in accordance with design;

5. piles have been assembled and stored;

6. hauling and installation of coping equipment.

Installation of coping equipment is carried out on the site with a size of at least 35 x 15 m. After the completion of preparatory work, a two-way certificate on the readiness and acceptance of the construction site, pit and other facilities provided for by the PDP is drawn up.

Lifting of piles during unloading is performed by double-branch sling behind mounting loops, and in their absence - by "knock" loop. Piles on the construction site are unloaded in stacks sorted by grades. The height of the stack should not exceed 2.5 m. Piles are laid on wooden linings 12 cm thick with the points placed in one direction. Piles are laid in the working zone of the copra, at a distance of not more than 10 m, using a crane on the lining in one row. The facility shall have pile stock for at least 2-3 days .

Before diving, each pile is placed with steel roulette for meters from point to head. Meter sections and design depth of diving are marked with bright pencil risks, numbers (indicating meters) and "SG" beech (design depth of diving). From the "SG" hairlines towards the point, using a template, hairlines are applied after 20 mm (on a 20 cm section) for the convenience of determining the failure (pile immersion from one hammer impact). Hairlines on the side surface of the pile row allow you to see the depth of the pile driving at the moment and determine the number of hammer strikes per each meter of immersion. Using a template, vertical hairlines are applied to the pile, by which the vertical immersion of piles is visually controlled.

Geodetic breakdown of pile row is performed upon completion of breakdown of main and intermediate axes of building. When dividing the pile centers into a pile row, they use a compartmentalized roulette. Splitting is performed in longitudinal and transverse directions, guided by working drawings of pile rows. Piling points are fixed with metal pins 2030 cm long. Vertical elevations of pile heads are tied to the reference mark.

The piles are submerged with SP-78 diesel hammer. For piling, it is recommended to use H-shaped cast and welded caps with upper and lower recesses. Pile headers are used with two wooden gaskets made of hard rocks (oak, beech, hornbeam, maple).

Piles are submerged in the following sequence:

1. pile slinging and pulling to the driving area;

2. installation of the pile in the head;

3. pointing the pile to the driving point ;

4. verticality reconciliation;

5. pile immersion to design elevation or design failure.

Slinging of pile for lifting to coper is performed by universal sling enclosing pile by means of "knock" loop in places of pin location. Pile is pulled to pile cover by working rope by means of branch unit along planned or bottom of pit along straight line.

The hammer is raised to a height providing the installation of the pile. The pile is brought into the head by tightening it to the mast with subsequent installation in the vertical position. The pile raised on the coper is directed to the driving point and turned with a pile wrench relative to the vertical axis to the design position. Repeated alignment is performed after pile immersion by 1 m and corrected by means of guidance mechanisms.

The first 520 piles located at different points of the construction site are driven by collateral (number of impacts within 2 minutes) with counting and recording of the number of impacts for each meter of pile immersion. At the end of the driving, when the failure of the pile is close to the design value, it is measured. Failures are measured with accuracy up to 1 mm and not less than by three successive bonds on the last meter of pile immersion. The minimum value of average failure values for three consecutive collateral shall be taken as the failure corresponding to the calculated one.

Failures are measured by means of fixed reference lining. Pile, which did not give design failure, is subjected to control finishing after its "rest" in the ground in accordance with GOST 568678 *. In case if the failure during the control addition exceeds the design one, the design organization shall establish the need for control tests of piles with static load and correction of the pile foundation design. As-built documents for piling works are piling log and summary list of piled piles .

Pile head cutting begins after completion of pile immersion work on the grip. In places, cutting heads causes risks. Cutting is performed by means of mechanized tool.

Piles are submerged at ground freezing not more than 0.5 m. At greater ground freezing piles are immersed in leading wells. Diameter of leading wells during pile diving shall be not more than diagonal and not less than side of pile cross section, and depth - 2/3 of freezing depth. Leading wells are penetrated by tubular drills, which are part of copra equipment.

All links working on pile diving are included in the complex team of final products.

The Job Instruction provides for the increase of labor productivity by an average of 15% due to the maximum use of the work front, the introduction of complex mechanization and the most productive machines, complete delivery, rational solutions for the organization and technology of work.

Pile diving works shall be performed in accordance with SNiP III1680, SNiP III480 and "Rules for arrangement and safe operation of lifting cranes." A reliable signal link must be established between the copra driver and the assistant. Each signal must have only one value and must be supplied by one person. During pile immersion, it is forbidden to be in the area of work of copra equipment, the radius of which exceeds the height of the mast by 5 m. It is recommended to pull the piles in a straight line within the visibility of the copra driver only through a branch block fixed at the base of the copra. The pile head cutting area shall be temporarily enclosed. Gas cutting of valves shall be performed in compliance with the corresponding requirements of SNiP III-480.32

Technology of erection of cast-in-situ reinforced concrete pedestal

The process of erecting a monolithic reinforced concrete pile is a complex process that includes:

1. formwork device;

2. installation of rebar frames;

3. supply and laying of concrete mixture into formwork;

4. maintenance and care of concrete ;

5. removal of formwork after concrete of foundation reaches certain strength.

Auxiliary process - transportation of reinforcement frames, formwork and concrete mixture.

Formwork is a temporary auxiliary structure that provides the specified geometric dimensions and outlines of a concrete structure element.

Formwork shall meet the following requirements:

1. be strong enough;

2. not to change the shape in the working position;

3. perceive the process loads and pressure of the concrete mixture without changing the main geometric dimensions;

4. be technological, i.e. easy to install and understand.

Safety precautions during works

It is not allowed to place equipment and materials that are not provided for by the project on the formwork, as well as stay of people who are not involved in the process of work. Mounted formwork elements are released from lifting mechanism hook only after their complete fixation. At the workplace of formwork workers, safe working conditions must be created. In places of formwork storage the width of passages shall be not less than 1 m.

Reinforcement of cast-in-situ reinforced concrete pile

The pedestal is reinforced with flat frames, which are delivered to the site from the LBC and DSC. At the construction site they are welded into spatial frames.

Installation of reinforcement products consists of the following process operations:

1. unloading and supply of products directly to structures or to temporary storage site;

2. installation to design position and attachment of joints by electric welding ;

3. check the works performed and submit them to the foreman .

Concreting

The methods of transporting the concrete mixture depending on the means used may be batch and continuous. Portioned transportation is carried out using automatic dump trucks.

Concrete mix supply and distribution equipment

To intensify the unloading of the concrete mixture, we use a rotary badge. Load it with a dump truck. Then, the crane lifts the hoist in the vertical plane and supplies it to the unloading place. The body of the bucket is equipped with skids, which serve as guides when the bucket rises to the vertical position. A mounted vibrator is installed on the bucket body to prevent the concrete mixture from hovering.

When supplying the concrete mixture with a crane, measures are taken against spontaneous opening of the badge gates. When unloading the concrete mixture from the bucket, the level of the bottom of the bucket should be not higher than 1 m from the concreted surface. It is forbidden to stand under the badge during its installation and movement .

Concrete mix laying

Concreting process consists of preparatory, auxiliary and main operations.

Preparatory operations - prepare the territory of the object, access roads, unloading places, containers for receiving concrete mixture before receiving concrete mixture.

Main operations: concrete mix laying

Auxiliary operations - clean the reinforcement, embedded parts, anchor bolts from dirt and from peeling rust.

Prior to concreting, formwork and reinforcement of foundations shall be made on the front and accepted according to the report in an amount sufficient for uninterrupted concreting during 1-2 shifts, and all devices for concrete supply and compaction shall be tested.

The concrete mixture is received and supplied to the place of laying in rotary trays, with a capacity of 1 m3 with a crane load capacity of 5 tons. The trays for loading are installed on a portable flooring to prevent loss of mortar.

Compaction of the concrete mixture is carried out with compliance with the requirement of SNiP IIIBI62 cl. 4.35-4.43.

In case of long breaks in concrete mix laying, cement film in foundation working seams is removed by means of water-air nozzle with water jet under pressure of 3-5 atmospheres .

Concrete and monolithic reinforced concrete structures are made in accordance with the working drawings, in compliance with the requirements of SNiP 3.03.01-87 "Concrete and monolithic reinforced concrete structures."

Immediately before concreting, the formwork must be cleaned of debris and dirt, and the reinforcement must be cleaned of rust.

The concrete mixture shall be lowered from a height to avoid stratification in compliance with the following rules:

1. height of concrete mixture free release shall not exceed 2 m;

2. the concrete mixture shall be lowered from a height of more than 2 m by vibration trays, inclined trays and troughs, which ensure slow sliding of the concrete mixture without delamination.

The concrete work of the underground part of the building mainly consists in the arrangement of the underlying layer for the floors. Before the device of the underlying layer, the base is compacted with crushed stone, which is delivered to the site by road.

After completion of the work on preparation of the base on the site, work is carried out on the arrangement of the underlying layer. Concreting of the underlying layer is carried out in strips of 2 m. Compaction is carried out using deep vibrators.

5.10 Quality control and acceptance of works

In the process of concreting, the master or manufacturer of works (brethren) must monitor the performance of works in accordance with SNiP IIIBI62 item 5.11? 5.12, and record the results of observation in the concrete work log according to the established form.

5.11 Compaction of concrete mixture

Compaction of the concrete mixture when it is laid in the structure is done to obtain dense, strong and durable concrete. The compaction of the concrete mixture is usually done by vibration, for which purpose a vibrator is immersed in the freshly densified concrete mixture, which transmits its vibrations to the mixture. Under the influence of oscillations, the concrete mixture begins to flow, filling the formwork well; Note here that air is displaced from said mix. The result is dense concrete. Compaction of concrete mix can be carried out by depth and surface vibrators. As a rule, a depth vibrator with a flexible shaft with a built-in electric motor is used to seal the concrete mixture in pile-bars.

5.12 Features of concrete works at negative temperatures

These rules apply to the period of concrete works at the expected average daily outdoor temperature below 50C and the minimum daily temperature below 00C.

Preparation of concrete mixture should be carried out in heated concrete mixing plants using heated water, thawed or heated fillers, which ensure production of concrete mixture with temperature not lower than the required by calculation. It is allowed to use unheated dry fillers that do not contain ice on grains and torn lumps. At the same time, the duration of mixing of the concrete mixture should be increased by at least 25% compared to summer conditions.

Transportation methods and means shall ensure prevention of concrete mixture temperature decrease below the required one.

The condition of the base on which the concrete mixture is laid, as well as the temperature of the base and the method of laying, should exclude the possibility of freezing the mixture in the contact zone with the base. When holding concrete in the structure by the method of thermos, during preliminary heating of the concrete mixture, as well as when using concrete with anti-frost additives, it is allowed to apply the mixture on an unheated unpowered base or old concrete, if, according to the calculation, it does not freeze in the contact area during the design period of holding concrete. At air temperatures below 100С, concreting of densely reinforced structures with reinforcement with a diameter of more than 24 mm, reinforcement from rigid rolling profiles or with large metal embedded parts should be carried out with preliminary heating of the metal to a positive temperature or local vibration of the mixture in the armature and formwork zones, except for the case of laying of pre-heated concrete mixtures (at a mixture temperature above 45 0С). Duration of concrete mix vibration shall be increased by not less than 25% compared to summer conditions.

Before laying concrete (solution) mixture, the surfaces of the cavities of the joints of the prefabricated reinforced concrete elements must be cleaned of snow and ice.

The strength of the concrete should be controlled, as a rule, by testing samples made at the place of laying the concrete mixture. Samples stored in the cold shall be kept at 15200C for 2-4 hours prior to testing.

5.13 Installation of wall foundation blocks

Transportation and installation of prefabricated reinforced concrete structures is carried out in accordance with the requirements of SNiP 3.03.01 - 87 "Concrete and reinforced concrete structures."

Installation of prefabricated reinforced concrete structures is carried out in sections and in tiers.

The following preparatory works shall be performed prior to installation:

1. installation of zero-cycle crane;

2. subdivision and binding of foundation axes;

3. delivery to the installation area of structures and installation equipment;

4. arrangement of access roads, storage platforms of structures.

The structure stock shall be at least three shifts. Storage shall be carried out in accordance with the installation process sequence within the reach of the crane boom.

Basement structures are installed by MKG25 crane.

Basement wall foundation blocks shall be installed starting from the installation of lighthouses in the corners of the building and at the intersection of axes. Lighthouse blocks are installed, combining their axial hairlines with hairlines of laying axes, in two mutually perpendicular directions. The installation of ordinary units should be started after the alignment of the position of the lighthouses in plan and height.

Installation of foundation blocks on bases covered with water or snow is not allowed.

Basement walls shall be installed in accordance with dressing. Row blocks should be installed, orienting the bottom along the edge of the blocks of the first row, up - along the layout axis. External wall units installed below the ground level shall be aligned to the inside of the wall and to the outside above. Vertical and horizontal seams between the units shall be filled with mortar and spread on both sides.

5.14 Layered masonry

Perform masonry of the outer wall with thickness of 250 mm with mandatory filling of horizontal and vertical seams with solution, at that make the front side with stitching .

Attach the outer layer of masonry with grids through 6 rows of masonry .

At a distance of 80 mm from the bottom of the floor slabs, horizontal reinforced seams made of M200 cement sand mortar with a thickness of 70 mm should be made.

The vertical seam between the slab ends and the masonry shall be thoroughly filled with mortar.

Perform widening seam from masonry mortar, with careful filling.

5.15 Floor slabs

Slab slabs shall be mounted on a layer of freshly laid cement sand mortar M200 with thickness of 10 mm.

Carefully clean the seams between the slabs from debris and seal with cement sand mortar M200 .

After installation, protect metal anchors from corrosion with a layer of cement sand M200 δ = 200 mm .

Holes for passage of communications, measuring up to 150 mm, must be pierced in place within the voids (by drilling without destroying the ribs of the plates).

Holes in end faces of slabs resting on external walls shall be sealed with concrete. B15 to a depth of 250 mm.

5.16 Installation works

Construction and installation works are carried out in-line by sections (grips) and by tiers, which makes it possible to combine construction and installation processes and other works in time.

We divide the building into three grips corresponding to the limits of the unit section. Work on the cycle above the zero mark is carried out by the crane of the tower KB 403.

In the area (gripping) where installation works are carried out, it is not allowed to perform other works and find unauthorized persons.

When erecting buildings and structures, it is forbidden to perform work related to the presence of people in the same section (gripping, section) on floors (tiers) above which prefabricated structures or equipment elements are moved, installed and temporarily fixed.

During the construction of single-section buildings or structures, simultaneous installation and other construction work on different floors (tiers) is allowed if there are reliable (justified by appropriate calculation of impact loads) between them Interstage floors according to the written order of the chief engineer, after the implementation of measures ensuring the safe performance of work, and provided that specially appointed persons responsible for the safe production of installation and movement of goods by cranes are located directly at the site of work, as well as for monitoring the implementation of occupational safety instructions by the crane operator, slinger and signalman.

Methods of slinging structural elements and equipment shall ensure their supply to the installation site in a position close to the design one.

It is prohibited to lift prefabricated reinforced concrete structures that do not have mounting loops or labels to ensure their correct slinging and installation.

Cleaning of structural elements to be installed shall be performed before their lifting.

The components of the structures or equipment to be mounted shall be held during the movement against swinging and rotation by flexible braces.

People are not allowed to stay on elements of structures and equipment during their lifting and displacement.

During interruptions in operation it is not allowed to leave raised elements of structures and equipment on weight.

Structural elements installed in the design position must be fixed so that their stability and geometric stability are ensured.

Disassembly of elements of structures and equipment installed in the design position should be performed after their permanent or temporary reliable fixation. It is not allowed to move the installed elements of structures or equipment after their disassembly, except for cases justified in the PPM.

Installation works at height in open places at wind speed of 15 m/s and more, in case of ice, thunderstorm or fog excluding visibility within the work front are not allowed. Work on the movement and installation of vertical panels and similar structures with high sailing speed should be stopped at a wind speed of 10 m/s or more.

It is not allowed to find people under the mounted elements of structures and equipment until they are installed in the design position and fixed.

If it is necessary to find those working under the mounted equipment (structures), special measures must be carried out to ensure the safety of those working.

Mounted mounting platforms, ladders and other devices necessary for the operation of the installers at height should be installed and fixed on the mounted structures before their lifting.

Installation of stairways and platforms of buildings and structures, as well as cargo and passenger construction lifts (elevators) shall be carried out simultaneously with installation of building structures. Fences shall be installed immediately on the mounted stairways.

5.17 Stone works

Stone works are carried out in accordance with architectural drawings in compliance with the requirements of SNiP 3.03.0187 "Stone structures."

Stone work is done after you have completed the following types of work:

1. construction of foundations;

2. basement structure;

3. backfilling;

4. device of underlying layer for floors.

The material for stonework is supplied by the same crane used for zero cycle work.

Masonry of walls and partitions on the gripper must be carried out in parallel with installation of slabs.

The brick for the baffle arrangement shall be supplied prior to the baffle arrangement.

The walls of the residential building are laid to the installation level of the coating structure.

It is not allowed to loosen stone structures with holes, furrows, niches, installation openings not provided for by the design.

The thickness of horizontal masonry seams of brick and stones of regular shape should be 12 mm, vertical seams - 10 mm.

In case of forced breaks, masonry must be performed in the form of an inclined or vertical stroke .

When breaking the masonry with a vertical strap, a mesh (reinforcement) made of longitudinal rods with a diameter of not more than 6 mm, of transverse rods - not more than 3 mm with a distance of up to 1.5 m in masonry height, as well as at the level of each slab, should be laid in the joints of masonry. The number of longitudinal reinforcement rods is taken on the basis of one rod for every 12 cm of wall thickness, but not less than two with a wall thickness of 12 mm.

The height difference of the erected masonry on adjacent grips and when laying the joins of the external and internal walls should not exceed the height of the floor, the height difference between the adjacent sections of the foundation masonry should not exceed 1.2 m.

After the masonry of each floor, you must perform a instrumental check of the horizontal and elevation of the top of the masonry, regardless of the intermediate checks to the horizontal of its rows.

Stamens in masonry must be laid of whole bricks and stones of all kinds. Regardless of the system adopted for binding seams, the laying of tinkering rows is mandatory in the lower (first) and upper (last) rows of structures to be erected, at the level of trimmings of walls and pillars, in protruding rows of masonry.

During stonework, safety measures are taken in accordance with SNII480.

When moving and delivering bricks, ceramic stones and small blocks to the workplace with lifting cranes, pallets, teiners or load grabbing devices should be used, which does not drop the load during lifting.

Masonry level after displacement of scavenging means shall be not less than 0.7 m higher than level of working flooring or floor.

If it is necessary to produce masonry below this level, masonry shall be carried out using safety belts or special mesh protective fences.

Masonry of the walls of the buildings of the subsequent floor is not allowed without installation of load-bearing structures of the interstage floor, as well as platforms and flights of staircases .

When laying walls with a height of more than 7 m, it is necessary to use protective visors along the perimeter of the building that meet the following requirements:

1. the width of the protective visors shall be not less than 1.5 m and shall be inclined to the wall so that the angle formed between the lower part of the building wall and the surface of the visor is 1100, and the gap between the building wall and the visor floor does not exceed 50 mm;

2. protective visors shall withstand uniformly distributed snow load set for this climatic area and concentrated load not less than 1600 N (160 kgf) applied in the middle of the span;

3. the first row of protective visors must have a continuous flooring at a height of not more than 6 m from the ground and remain until the wall masonry is completely completed, and the second row, made of solid or mesh materials with a cell of not more than 5050 mm, must be installed at a height of 6-7 m above the first row, and then repositioned every 6-7 m in the course of masonry.

Without the installation of protective visors, it is allowed to masonry walls up to 7 m high, as well as more than 7 m high, provided that mesh fences are installed at the masonry level.

5.18 Roof

The roofing shall be arranged in accordance with pre-developed fire protection measures and fire safety control during construction and installation works, as well as in accordance with SNiP 3.04.0187 "Insulation and Finishing Coatings" and "Guidelines for Use in Roofing of Built-up Roll Materials":

1. roofing works shall be performed by specialized teams under the technical supervision and supervision of engineering and technical personnel;

2. roofing works can be performed at ambient air temperature up to 20 ° С and in the absence of snowfall, ice and snow;

3. All construction and installation works on the insulated areas, including grouting of seams between prefabricated plates, installation and fixation of branch pipes and cups for passing engineering equipment, antiseptic wooden bars for fixing insulation layers and protective aprons, shall be carried out and accepted before the start of insulation work; a base for the roof on all surfaces, including cornice sections of the roof and places of abutment to structural elements protruding above the roof;

4. the contact of roofing materials with solvents, oil, oil, animal fats is not allowed;

5. if materials were exposed to long influence of temperature lower than 15 ºС, then before application they need to be stood within 4 hours at a temperature from 15 ºС up to 25 ºС.

5.19 Requirements for roofing

The base for the roof is a cement-sand brace from M100 mortar in the brace, temperature shrinkage seams with a width of 610 mm are arranged, dividing the brace into sections of not more than 6 x 6 m (the seams must be located above the floor seams). The brace solution must be rigid (cone settlement is not more than 30 mm).

Put 150200 mm wide strips of "filisols" with coarse sprinkling down on the seams in the tie and glue them pointwise on one side of the seam.

At the places of roofing adjoining to walls and other structural elements there shall be made transition flanges at an angle of 45 with height of not less than 100 mm from cement sand mortar. Walls in these places shall be plastered with M50 solution.

After laying the brace, it must be cut with a composition of grade V bitumen and kerosene, prepared in a ratio of 1:3 (by weight). The primer is applied either with a sprayer or with brushes. Primer consumption is 0.30.5 kg/m2.

Before applying the insulation layers, the base shall be dry and dust-free.

5.20 Insulation Layer Requirements

Roof carpet shall be made of two layers of built-up materials: upper layer of filisolv roll material with coarse-grained sprinkling and polyester fibre base; the lower layer is "filisoln."

In places of height differences of roofs, adjoins to parapets, walls, etc., lay 3 additional layers of "filisolv."

Endov is reinforced by a width of 500700 mm (from the bend line) with one layer of "filisols" glued to the base under the roll carpet along the longitudinal edges .

When sticking insulation layers, the longitudinal and transverse overlapping of adjacent panels shall be at least 80100 mm.

To seal the roofing carpet abutments, use sealing masks "elastostille," UT32, etc., meeting the requirements of GOST 2562183.

Galvanized roof steel 0.6 mm thick GOST 1990490 shall be used for compensators of deformation joints, finishing of eaves overhangs.

5.21 Operational quality control of construction works

Operational quality control of work during the construction of a residential building is carried out in accordance with SNiP 3-1-76 and SN 4774.

Deviation from the design position of the plates shall not exceed the standards established in SNiP 31680.

Displacement in the plan of the slabs, relative to their design position on the support surfaces - 10 mm.

Difference of elevations of face surfaces of two adjacent slabs at the joint is 5 mm.

5.22 Determination of crane parameters

Hook lifting height

According to the reference literature, we select a suitable crane. In our case, according to the calculated parameters, it is advisable to use the KB 403 crane. Characteristics of selected crane:

1. maximum lifting capacity - 8 t;

2. lifting capacity at maximum boom flight - 4.5 t;

3. maximum boom outburst Lb.k. - 30 m;

4. minimum boom outburst Lb.k. - 5.5 m;

5. boom outburst at maximum lifting capacity Lb.k. - 16.5 m;

6. maximum lifting height - 41 m;

7. base and track 66;

8. installed power 82 kW.

In order to intensify the performance of works on all grips, we accept the number of required cranes equal to 2 pcs.

Determination of estimated construction cost

The estimated cost is calculated in accordance with the procedure for determining the cost of construction and free (contractual) prices for construction products in the conditions of market relations.

To determine the estimated cost, a local estimate for civil works, an object estimate for the main building, a consolidated estimate of the construction cost.

Determination of estimated cost in local and object estimates

The cost, determined by local estimates, includes direct costs, overhead costs, estimated profit.

Direct costs for civil works on the main building are established on the basis of the scope of work and unified district unit rates or resource indicators and prices for the corresponding resources.

The valuation of the costing resources is made at the base level. The base price level in the estimated pricing system, effective from 1.01.1991, is fixed on this date, and in their composition of wholesale prices and tariffs - as of August 1, 1990.

In the local estimate for civil works, the amount of direct costs for each section and the total of all sections is determined.

Network schedule for the construction of a 9-storey residential building

The network schedule consists of the main types of construction, installation and specialized work taken from the object list, from preparatory work to landscaping.

All works in the network are arranged in a strict technological sequence, taking into account the in-line organization of work and compliance with safety regulations.

Network Development Procedure

Network planning is carried out in the following sequence:

calculate the scope of work, labor intensity of civil, special and other types of work;

calculating the need of machines, mechanisms and material technical resources necessary for the construction of the designed object.

Based on the calculations, a network work master record is drawn up.

The scope of work is determined by drawings developed in the architectural part of the project. Labor costs and the number of machine workers, the need for material and technical resources are determined by SNiP.

To labor costs add 15% for other work.

In addition, the costs of the following special works are taken into account from the labor intensity of civil works:

plumbing - 5%;

electrical installation works -3%;

improvement 5%.

The network schedule is built in compliance with the basic rules of its construction, taking into account the use of complex mechanization, technological sequence, terms of work execution, their flowability, maximum alignment.

Based on the calculation results, a critical path is determined and plotted.

Source Data, Settlement and Network Construction

The following indicators are defined for calculating and building the network model:

need for materials, structures and semi-finished products (Table 6.1);

calculation of labor costs (Table 6.2);

work determiner card (Table 6.3).

The duration of work performed using the main construction machines (installation cranes, excavators, bulldozers, etc.) is determined on the basis of the total number of machines, the accepted number of machines and the number of shifts in their work per day. The duration of manual work is determined based on the total work and the number of workers per job. Duration of specialized works, installation of equipment, landscaping of the territory is determined on the basis of their labour intensity and optimal terms of execution.

The network model was built in four stages. At the first stage the works are graphically displayed. For this purpose, the list of works and operations is numbered graphically in the process sequence.

At the second stage, using dependencies, the relationship between the works is established: at the beginning between installation and civil, then between construction and installation and special.

At the third stage, the correct construction of the network model, i.e. the logical dependence and the technological sequence of work execution, was checked.

At the fourth stage, the model was prepared for calculation: after the network is built, events are numbered, that is, all works are encoded, the duration and the number of workers performing this work are set.

Workforce Network Optimization

After the network is completed, the system begins to optimize it for the use of labor resources. The goal is to maintain the most permanent composition of brigades, ensure the continuity of their work, evenly distribute labor and minimize it within existing time reserves.

To optimize the network, a line chart is constructed with a schedule of daily work requirements according to the network data on the duration of work, the number of workers employed in each work, and the duration of full and private time reserves.

The construction is started by folding on a time scale in the form of horizontal lines of the duration of each work and its time reserves (for works that do not lie on a critical path) in the sequence in which they are shown on the network. Above the lines indicating the work, the duration of work in days and the number of workers performing this work are recorded.

Then, the number of workers for each day for all types of work is summarized and a schedule for the movement of workers is drawn up.

The constructed schedule of workers movement has fluctuations that require reduction or in some places complete elimination. For this purpose two methods are used simultaneously:

Moving work to the right at a later date within the time reserve;

increased duration of work within the same time reserve with simultaneous reduction of number of workers.

Works lying on the critical path are not subject to adjustment.

Uneven Labour Rate

One of the criteria for the correctness of the schedule is the unevenness coefficient of the labor force

Based on SNiP 1.04.03.85 "Construction Duration Standards," the total duration of work is 12 months or 269 days. According to the schedule built in the diploma, the duration of work is 251 days or 11.2 months.

It turns out a reduction in construction time by: 269251 = 18 days

Object Construction Plan

The construction plan is a plan of the designed facility, which shows the location of the building under construction, the arrangement of the main installation and lifting mechanisms, temporary buildings, structures and installations, erected and used during the construction period.

Procedure for drawing up and designing the construction plan

Based on the process diagram and data on the number and types of mechanized installations, construction machines, their layout and movement on the site of the construction of the facility are outlined, the boundaries of hazardous areas are shown.

Guided by the accepted operating schemes of mechanisms, machines and labor protection requirements, power power supply points, acquired warehouses were located, access roads to the facility were planned.

Temporary buildings have been identified with their dimensions and references.

Types of temporary roads have been installed and their location on the site has been designed, their dimensions and departures from the construction site have been indicated.

Temporary networks of energy and water supply, sewerage, heat supply have been designed.

Dedicated, permanent designed building and structures (roads, engineering networks), erected in the preparatory period.

Temporary Building Design

The required area of temporary buildings is determined by the formula:

In order to reduce the length of communications, temporary buildings are designed concentrated, but in a non-hazardous area of ​ ​ the crane.

Temporary buildings are located at a distance of 2.5 m from the fence. Pro-rabskaya is located as close to the entrance as possible. Then we design household closed warehouses, canopies, a toilet.

The schedule shows that:

the maximum number of 42 workers, representing 85 per cent of the total number of people at the site;

then ITR, employees will be 12% or 6 people;

MOS and security will be 3% or 2 people.

Calculation of temporary power supply

According to the total power, we accept the TM 180/6 transformer with a capacity of 180 kW.

Define Warehouse Area

The storage area is determined according to the following plan:

the required quantity of materials required for erection of Qmat buildings is drawn from the material demand list, structures;

the duration of these materials development is written out from the work schedule - Tdn;

Determine daily material requirements Qday = Q/T

Determine the quantity of materials required for storage in the warehouse:

where kzap - number of days of stock 3-5;

k1 = 1.1 - coefficient taking into account non-uniformity of material consumption;

k2 = 1.3 is a factor that takes into account the uneven arrival of materials;

The reference literature determines the material storage rate for 1m2 storage areas;

determine the usable storage area (excluding passages):

the total storage area is determined taking into account passages and driveways:

on racks 0.330.7;

in closures 0.60.7;

in stacks 0.40.6;

in open storage 0.40.7;

Warehouses are designed in the crane area, providing free access to them. During open storage, it is necessary to leave passages 7090 cm between 3 stacks for passage of workers.

Calculation of warehouses is given in Table 6.6

Analysis of hazardous and harmful factors

When performing construction and installation works, it is necessary to comply with the requirements of SNII480 "Safety in Construction," as well as the rules for the arrangement and safe evacuation of lifting cranes approved by Gosgortekhnadzor, SNiP 3.08.0185 "Mechanization of construction production. Rail tracks of tower cranes. " The construction site should adhere to safety regulations approved by state supervision bodies and relevant ministries and departments of the Russian Federation in agreement with the State Building of the Russian Federation. Persons allowed to participate in production processes should have vocational training, including on occupational safety, corresponding to the nature of the work .

In the area (gripping) where installation works are carried out, it is not allowed to perform other works and find unauthorized persons.

When erecting buildings and structures, it is forbidden to perform work related to the presence of people in the same section (gripping, section) on floors (tiers) above which prefabricated structures or equipment elements are moved, installed and temporarily fixed.

During the construction of single-section buildings or structures, simultaneous installation and other construction work on different floors (tiers) is allowed if there are reliable (justified by appropriate calculation of impact loads) between them Interstage floors according to the written order of the chief engineer, after the implementation of measures ensuring the safe performance of work, and provided that specially appointed persons responsible for the safe production of installation and movement of goods by cranes are located directly at the site of work, as well as for monitoring the implementation of occupational safety instructions by the crane operator, slinger and signalman.

Methods of slinging structural elements and equipment shall ensure their supply to the installation site in a position close to the design one .

It is prohibited to lift prefabricated reinforced concrete structures that do not have mounting loops or labels to ensure their correct slinging and installation .

Cleaning of structural elements to be installed shall be performed before their lifting .

The components of the structures or equipment to be mounted shall be held during the movement against swinging and rotation by flexible braces.

People are not allowed to stay on elements of structures and equipment during their lifting and displacement .

During interruptions in operation it is not allowed to leave raised elements of structures and equipment on weight .

Structural elements installed in the design position must be fixed so that their stability and geometric stability are ensured.

Disassembly of elements of structures and equipment installed in the design position should be performed after their permanent or temporary reliable fixation. It is not allowed to move the installed elements of structures or equipment after their disassembly, except for cases justified in the PPM.

Installation works at height in open places at wind speed of 15 m/s and more, in case of ice, thunderstorm or fog excluding visibility within the work front are not allowed. Work on the movement and installation of vertical panels and similar structures with high sailing speed should be stopped at a wind speed of 10 m/s or more.

It is not allowed to find people under the mounted elements of structures and equipment until they are installed in the design position and fixed.

If it is necessary to find those working under the mounted equipment (structures), special measures must be carried out to ensure the safety of those working.

Mounted mounting platforms, ladders and other devices necessary for the operation of the installers at height should be installed and fixed on the mounted structures before their lifting.

Installation of stairways and platforms of buildings and structures, as well as cargo and passenger construction lifts (elevators) shall be carried out simultaneously with installation of building structures. Fences shall be installed immediately on the mounted stairways.

When moving and delivering bricks, ceramic stones and small blocks to the workplace with lifting cranes, pallets or load-grabbing devices should be used that do not drop the load during lifting.

Masonry level after displacement of scavenging means shall be not less than 0.7 m higher than level of working flooring or floor.

If it is necessary to produce masonry below this level, masonry shall be carried out using safety belts or special mesh protective fences.

Masonry of the walls of the buildings of the subsequent floor is not allowed without installation of load-bearing structures of the interstage floor, as well as platforms and flights of staircases .

When laying walls with a height of more than 7 m, it is necessary to use protective visors along the perimeter of the building that meet the following requirements:

the width of the protective visors shall be not less than 1.5 m and shall be inclined to the wall so that the angle formed between the lower part of the building wall and the surface of the visor is 1100, and the gap between the building wall and the visor floor does not exceed 50 mm;

protective visors shall withstand uniformly distributed snow load set for this climatic area and concentrated load not less than 1600 N (160 kgf) applied in the middle of the span;

the first row of protective visors should have a continuous flooring at a height of not more than 6 m from the ground and remain until the entire completion of wall masonry, and the second row, made of continuous or mesh materials with a cell of not more than 50 x 50 mm, should be installed at a height of 6-7 m above the first row, and then in the course of masonry rearranged every 6-7 m.

Without the installation of protective visors, it is allowed to masonry walls up to 7 m high, as well as more than 7 m high, provided that mesh fences are installed at the masonry level.

Soil extracted from a pit or trench should be placed at a distance of at least 0.5 m from the brow of the excavation. Excavation of soil in pits and trenches is not allowed.

Storage of materials, arrangement of mechanisms is not allowed within the prism of excavation soil (pits, trenches).

To ensure the necessary stability, the installation crane must be installed on a reliable carefully adjusted base. Each crane shall be equipped with an automatic load limiting device, and steel ropes, slinging devices and crossarms shall be checked periodically. Use inventory stairs, walkways, and railing ladders to move installers from one structure to another.

The speed of vehicles near the work sites shall not exceed 10 km/h and 5 km/h at turns.

Fire safety at the construction site, work areas and workplaces shall be ensured in accordance with the requirements of fire safety rules during welding and other fire work at the facilities of the national economy, as well as the requirements of GOST 12.1.00485 "Fire safety. General requirements. "

Electrical safety at the construction site, work areas and workplaces shall be ensured in accordance with the requirements of GOST 12.1.01878 "Construction. Electrical safety. General requirements. "

The construction site, work areas, workplaces, driveways and passages to them in the dark shall be illuminated in accordance with the requirements of GOST 12.1.04685 "Construction. Lighting standards for construction sites. " Illumination shall be uniform, without the blinding effect of lighting devices on the workers .

Safety features during construction

The current occupational safety system (labour legislation, industrial sanitation and safety) ensures the proper working conditions of workers, the improvement of the production culture, the safety of work and their facilitation, which contributes to increased productivity. The creation of safe working conditions in construction is closely related to technology and the organization of production .

The construction is guided by SNiP, which contains a list of measures that ensure safe methods of construction and installation work. Admission to the work of the newly accepted workers is carried out after they have passed a general safety instruction, as well as training directly at the workplace. In addition, workers are trained in safe working methods within three months from the day of admission, after which they receive appropriate certificates. The safety knowledge check is carried out annually.

Responsibility for the safety of work is assigned by law to technical managers of construction projects - chief engineers and occupational safety engineers, manufacturers of work and construction workers. Construction managers are obliged to organize the planning of measures for labor protection and fire protection equipment and ensure that these measures are carried out in a timely manner .

All labor protection measures are carried out under the direct state supervision of special inspections (boiler, state mining supervision, mining, gas, sanitary, technical and fire).

In order to ensure safe conditions for earthworks, the following basic conditions for safe works shall be observed. Excavation in the area of the existing underground communications can be carried out only with the written permission of the organizations responsible for their operation. The technical condition of earth-moving machines shall be checked regularly with timely rectification of detected faults. During operation, the excavator must be located in a planned place. During operation of the excavator, it is forbidden to stay people within the prism of collapse and in the zone of turning of the excavator boom.

Loading of cars with an excavator is carried out so that the ladle is supplied from the side or back of the body, and not through the driver's cab. Movement of excavator with loaded bucket is prohibited .

During piling, the greatest attention should be paid to the strength and stability of copra, cranes, the correctness and safety of the hammer suspension, the reliability of cables and braces .

Before operation, the coper must be fixed with anti-theft devices. Limit hammer and pile weights are indicated on each copra. Lifting limiters shall be installed on mechanically driven cops. A warning beep is given before the hammer is put into operation; for a break in work, the hammer should be lowered and fixed.

Assembly, movement and disassembly of copra is carried out under the guidance of engineering and labor workers. Only workers who have undergone special training are allowed to work on cops.

Workers who have undergone special training and have reached the age of 18 years are allowed to install prefabricated structures and perform auxiliary rigging. At least once a year, the construction administration should check the knowledge of safety of work methods among workers and engineering and technical workers. The main labor protection solutions envisaged in the work organization design shall be communicated to the installers.

Installers who have undergone a special medical examination once a year are allowed for installation work at height. When operating at height, the installers are equipped with safety belts. Under the places of installation works movement of transport and people is prohibited. On the entire territory of the installation site, indicators of working passages and passages should be installed and areas dangerous for passage and passage should be determined. When working at night, the installation platform is illuminated by spotlights. Prior to commencement of works, serviceability of installation and lifting equipment, as well as gripping devices shall be checked. Lifting mechanisms before their commissioning are tested by the responsible persons of the construction technical personnel with drawing up an act in accordance with the inspection rules of the Gosgortekhnadzor. Lifting and mounting devices shall be tested with a load exceeding 10 per cent of the design value and shall be tagged with their carrying capacity. All gripping devices are systematically checked during their use with a log entry.

It is strictly forbidden to leave lifted elements on the weight on the crane hook during lunch and other breaks.

When performing electric welding operations, the current electrical safety rules should be strictly observed and the requirements for protecting people from the harmful effects of the electric arc of welding should be met .

New masonry workers, in addition to induction and on-the-job training, must be trained in safe ways of working under the appropriate program.

Masonry workstations are equipped with the necessary protective and safety devices and devices, including fences. Open openings in walls and floors shall be fenced to a height of not less than 1 m. At the same time, work in two or more tiers along the same vertical without appropriate protective devices is unacceptable. Masonry of each level of wall is performed so that masonry level after each movement is 1-2 rows above working floor. When laying walls from internal scaffolding, external protective visors should be installed along the entire perimeter of the building. The first row of visors is installed not higher than 6 m from the ground level and is not removed until the end of masonry of the entire wall. The second row of visors is installed 6-7 m higher than the first and is moved through the floor, that is, after 6-7 m. The width of the protective visor should be at least 1.5 m. The plane of the visor should be an angle of 700 with the wall plane. Do not store materials and walk on visors. Forests and scaffolding must be made durable and sustainable. Flooring of forests and scaffolding, as well as ladders, are protected by strong railings with a height of at least 1 m and a board with a height of at least 15 cm. Flooring of forests and scaffolding must be regularly cleaned of building debris, and in winter from snow and ice and sprinkled with sand. Metal scaffolding is equipped with lightning protection devices consisting of lightning receptors, current conductors and grounding conductors.

When arranging a roof from roll materials and cooking mastic, special care must be taken to avoid burns with hot astringent solution (bitumen, mastic). Boilers for cooking mastic should be installed on specially designated and fenced areas, remote from the nearest burned buildings by at least 25 m. The stock of raw materials and fuel should be at least 5 m from the boiler. All passages and ladders along which the mastic tray is made, as well as workplaces, equipment, mechanisms, tools, etc., should be inspected and cleaned immediately before work from the remnants of mastic, bitumen, concrete, garbage and dirt, and in winter from snow and ice and sprinkle the tracks with sand. Workers engaged in the tray mastic must wear tight sleeves, tarpaulin suits and leather shoes. In case of ice, thick fog, wind over 6 points, rain or heavy snowfall, roofing operations are not allowed.

Work on indoor plastering both directly from the floor and from inventory scaffolding or mobile machines. Scaffolds should be strong and stable. All workers dealing with plaster solutions are provided with workwear and protective devices (restaurators, glasses, etc.). Solution pumps location and operator workstation shall be connected by serviceable alarm. Solution pumps, compressors and piping shall be tested for half-time operating pressure. The serviceability of the equipment is checked daily before the start of work. Temporary portable wiring for internal plaster works shall be of reduced voltage - not more than 36 volts.

When performing painting and wallpaper work, it is necessary to fulfill the following requirements for labor protection .

Painting by pneumatic spraying, as well as quick-drying paint materials containing harmful volatile solvents, is carried out using respiratory agents and protective glasses. It is necessary to ensure that when working with siccatives, quick-drying varnishes and oil paints, the rooms are well ventilated. In case of use of the strainers, through ventilation shall be provided. Workers are not allowed to stay in a room freshly painted with oil and nitro-bureaucrats for more than 4 hours. All pressure devices and mechanisms shall be tested and shall have serviceable pressure gauges and safety valves.

Improving the organization of production, creating working conditions on the construction site that eliminate industrial injuries, occupational diseases and provide normal sanitary conditions is one of the most important tasks, the successful solution of which depends on further increasing labor productivity at construction sites.

The duties of the administration of construction organizations for labor protection include:

compliance with occupational health and safety and occupational health regulations;

development of forward-looking plans and agreements of collective agreements to improve and improve working conditions;

provision of workwear, footwear, personal protective equipment for workers;

Instructing and training workers on safety regulations;

organization of promotion of safe working methods, provision of building objects with posters, warning inscriptions, etc.;

organization of training and annual verification of knowledge, rules and standards of labor protection of engineering and technical personnel;

conducting medical examinations of persons engaged in work with increased danger and harmful conditions ;

Investigation and analysis of all accidents and occupational diseases that have occurred at work;

maintenance of documentation and verification of established health and safety reports;

issuing orders and orders on labor protection issues.

The duties of the responsible persons of the administrative and technical personnel of the construction facilities for the state of safety and industrial sanitation are defined by the SNiP "Regulations on functional duties on labor protection of engineering and technical personnel."

The general management of safety and industrial sanitation, as well as responsibility for its condition, are entrusted to the managers (chiefs and chief engineers) of construction organizations.

Induction (general) instruction on safe methods of work is carried out with all workers and employees entering the construction organization (regardless of profession, position, general experience and nature of future work ).

The purpose of the induction training is to familiarize new employees with the general rules of safety, fire safety, industrial sanitation, pre-medical care and behavior at the construction site, with the prevention of industrial injuries, as well as with specific features of work on the construction site.

Induction training is usually provided by a safety engineer. The induction programme shall be developed taking into account local conditions and specifics of construction work and approved by the chief engineer of the construction organization.

Training at the workplace is carried out with all workers accepted into the construction organization, as well as transferred from other sites or construction departments, before admission to independent work on safe methods and techniques of work and fire safety directly at the workplace.

The initial instruction is carried out by the work manager (master, work manufacturer, site manager), to whose subordination the worker is sent.

The purpose of the briefing is to familiarize the worker with the production environment and safety requirements when performing the received work .

Occupational safety of excavator drivers

Single-bucket excavator drivers (hereinafter referred to as "drivers") are required to comply with the safety requirements set forth in the "Standard Labor Safety Instruction for Construction, Construction and Construction Materials Workers," this Standard Instruction, developed taking into account the building codes and rules of the Russian Federation, as well as the requirements of the manufacturer's instructions for the operation of excavators controlled by them.

7.3.1 Safety requirements before starting operation

1. Before starting work, the driver must:

a) show the manager a certificate for the right to control the excavator and undergo instruction at the workplace ;

b) put on work clothes, special shoes of the installed sample;

c) receive a task to perform work from the foreman or supervisor and together with him inspect the location of the underground structure and communications, which should be indicated by flags or hangers.

2. After receiving the task, the driver must :

a) perform daily maintenance according to the excavator operating manual;

b) before starting the engine, remove all foreign objects on the platform of the machine and make sure that they are not on the rotating parts of the engine ;

c) after engine starting test the mechanisms operation at idle;

d) before installation of the excavator to the place of work, make sure that the soil is planned, the excavator is located outside the collapse prism, there is sufficient space for maneuvering, the slope of the area does not exceed the permissible according to the excavator certificate .

3. The driver shall not start work in case of the following safety violations:

a) failure of mechanisms, as well as defects of metal structures, ropes of the hydraulic system of the excavator, in which, according to the requirements of the manufacturer's instruction, its operation is prohibited;

b) non-compliance of excavator work place with safety requirements;

c) presence of foreign people in the excavator area.

The detected violations of safety requirements must be eliminated on their own, and if it is impossible to do this, the driver must inform the person responsible for the technical condition of the excavator and the work manager about them.

7.3.2 Safety requirements during operation

1. Before starting maneuvering during operation of the excavator, the driver must make sure that there are no people in the hazardous area of ​ ​ the working excavator, determined by the length of the boom and the extended handle (boom length and dragline bucket suspension ).

2. During operation, the excavator driver shall not:

a) turn the platform if the ladle is not extracted from the soil;

b) plan the ground, clean the site with lateral movement of the handle;

c) clean, lubricate, adjust, repair the excavator when the ladle is raised;

d) perform any work in the presence of people between the face and the excavator;

e) leave the workplace when the ladle is lifted.

3. It is allowed to perform excavator work in the protection zone of underground communications only if there is written permission of the owner of these communications and under the direct supervision of the work manager, and in the protection zone of gas pipelines or cables under electric voltage, in addition, under the supervision of gas or electrical workers.

It is allowed to perform works in the protective area of the overhead power transmission line if there is a written permission of the owner of the power transmission line, a work station determining safe working conditions, and under the supervision of the work manager.

4. Work on areas with pathogenic contamination of the soil (landfills, cattle trucks, cemeteries) is allowed to be carried out if the permission of the state sanitary supervision bodies is available.

5. In case of soil loosening by explosive method for the duration of blasting works, the driver shall remove the excavator from the blasting works site by the distance specified by the work manager, but by at least 50 m.

6. When soil is loosened by impact devices (clinmolot, ball-hammer), the windshield of the excavator cabin must be equipped with a protective mesh.

7. Soil extracted from a pit or trench should be immersed in vehicles or placed outside the collapse prism. Soil development by "dig" method is not allowed. When developing soil by an excavator with a straight shovel, the height of the face should be determined so that "visors" from the soil are not formed during operation.

8. Loading of soil into dump trucks should be carried out from the rear side side. The excavator ladle shall not be moved over the driver's cab. Loading of soil into the dump truck is allowed only in the absence of a driver or other people in the cockpit.

9. If it is necessary to clean the ladle, the excavator driver must lower it to the ground and turn off the engine.

10. When transporting an excavator from one object to another on a trailer or platform, it is not allowed to find the driver in the excavator cabin.

When transporting an excavator on its own or in tow, the driver must be in the cab of the excavator and comply with the requirements of the "Rules of the Road" approved by the Ministry of Internal Affairs of Russia.

11. Excavator driver is prohibited from:

a) transfer management to persons who do not have a corresponding certificate ;

b) leave the excavator with the operating engine;

c) transport foreign persons in the excavator cabin.

If it is necessary to leave the excavator cab, the driver must set the speed selector lever to the neutral position and brake the movement.

12. During maintenance of the excavator, the driver must stop the engine and relieve the pressure in the hydraulic system .

13. During the refueling of the excavator, the flammable driver and other persons in the vicinity of the excavator shall not smoke or use fire. It is not allowed to breed a fire closer than 50 m from the place of work or parking of the excavator.

7.3.3 Safety requirements in emergency situations

1. If power transmission cables, pipelines, explosive or other unknown objects not specified by the manager are found in the face, the excavator should be stopped immediately until permission is obtained from the relevant supervisory authorities.

2. In case of subsidence or slipping of the ground, the driver should stop work, move from this place to a safe distance and report about the incident to the work manager.

7.3.4 Safety requirements upon completion of operation

Upon completion of work, the driver shall:

a) put the excavator in the parking lot;

b) lower the ladle to the ground;

c) turn off the engine;

d) lock the cabin;

e) inform the work manager and the responsible person about the excavator condition, all malfunctions that occurred during operation .

Labor protection of masons

Bricklayers are obliged to comply with the safety requirements set forth in the "Standard Labor Safety Instruction for Construction, Construction Industry and Construction Materials Industry," this Standard Instruction, developed taking into account the construction codes and regulations of the Russian Federation, as well as the requirements of the manufacturer's instructions for the operation of technological equipment, equipment and tools used during operation.

7.4.1 Safety requirements before starting operation

1. Before starting work, masons must:

a) provide the manager with a certificate to verify knowledge of safe working methods;

b) wear a helmet, work clothes, special shoes of the installed sample;

c) get a task to perform work from the foreman or supervisor and undergo training at the workplace.

2. After receiving the task from the foreman or leader, the masons must:

a) prepare the necessary personal protective equipment, check their serviceability;

b) check the workplace and its approaches for compliance with safety requirements;

c) prepare the process equipment, tools necessary during the work, check their compliance with safety requirements.

3. Bricklayers shall not start work on:

a) malfunctions of technological equipment, means of protection of workers specified in the instructions of factory manufacturers, in which their use is not allowed;

b) untimely performance of regular tests (technical inspection) of technological equipment, tools and accessories;

c) untimely performance of the next tests or expiration of the service life of the means of protection of workers established by the manufacturer;

d) insufficient illumination of workplaces and approaches to them;

e) violation of stability of structures of buildings and structures .

Detected violations of safety requirements must be eliminated on their own, and if it is impossible to do this, masons must inform the foreman or work manager about them.

7.4.2 Safety requirements during operation

1. When laying buildings, masons must:

a) place brick and mortar on slabs or scaffolding facilities in such a way that between them and the building wall there is a passage not less than 0.6 m wide and working flooring is not allowed to overload;

b) use means of collective protection (fencing, catching devices) or safety belt with safety rope when laying walls to a height of 0.7 m from the working floor, if the distance beyond the wall to the surface of the wall (slab) is more than 1.3 m;

c) erect each subsequent floor of the building by after laying floors above the erected floor;

d) close the voids in the slabs until they are supplied to the masonry site in the design position .

2. Masons shall attach the safety belt in the places specified by the work manager during masonry:

a) cornices, parapets, as well as adjustment of corners, cleaning of facades, installation, dismantling and cleaning of protective visors ;

b) walls of elevator shafts and other works performed near unfreezed differences in height of 1.3 m or more ;

c) walls with a thickness of more than 0.75 m in the "standing" position on the wall .

3. Before starting masonry of the external walls, masons must make sure that there are no people in the hazardous area below, near the place of work .

4. When moving and supplying bricks, ceramic stones and small blocks with lifting cranes to the workplace, pallets, containers and load-grabbing devices should be used that prevent the load from falling. Bricklayers engaged in cargo slinging shall be certified as slingers and comply with the requirements of the "Standard Safety Instruction for Slingers."

5. In order to avoid falling the pallets moved by the crane, free from the brick, before their slinging, it is necessary to tie them into bags.

6. When the lifting crane moves elements of prefabricated building structures (slabs, bridges, stairways, platforms and other products), masons must be located outside the hazardous area that arose during the movement of goods by cranes. It is allowed to approach these elements only at a distance of not more than 0.5 m after they are lowered above the installation site to the design position.

7. At the time of acceptance of prefabricated structural elements, it shall not be between the accepted structural elements and the nearest edge of the outer wall .

8. Install elements of prefabricated building structures without shocks and impacts on mounted elements of building structures.

9. When installing the floors, it is necessary to lay out the solution with a shovel with a long handle. The cell should not be used for this purpose.

10. When performing work on punching furrows, fitting bricks and ceramic stones by chipping, masons are required to use protective glasses.

11. When supplying materials manually to pits or lower workplaces, masons are required to use inclined chutes with side sides. Materials lowered along the trough should be accepted after their descent is stopped. It is not allowed to release materials from the height.

12. When working with solutions with chemical additives, bricklayers are required to use the protective equipment provided by the Job Instruction for the performance of the specified works.

7.4.3 Safety requirements in emergency situations

1. In case of failure of a pallet with a brick at the moment of its movement by a lifting crane, bricklayers must go out of the hazardous area and send a signal "Stop" to the crane operator. After that, the brick must be lowered to the ground and transferred to a serviceable pallet.

2. If cracks are detected or brickwork is displaced, stop immediately and inform the manager.

3. In the event of a landslide or violation of the integrity of the attachment of the excavation slopes, masons are obliged to stop laying the foundation, leave the workplace and report the incident to the work manager.

7.4.4 Safety requirements upon completion of operation

Upon completion of work, bricklayers shall :

a) remove debris, waste materials and tools from the wall, scaffolding and forests;

b) clean the tool from the solution and remove it to the designated place for storage;

c) put in order and remove special clothes, special shoes and personal protective equipment intended for this place;

d) inform the manager or foreman of any problems encountered during the work.

Fire Safety

The designs developed in the diploma design, technological processes meet the requirements of fire and explosion safety. Fire safety is ensured according to GOST 12.100476.

The implementation of measures aimed at ensuring fire safety at the construction site is entrusted to the managers. Training of workers on fire safety rules and actions in case of fire shall be organized at the construction site. At the construction site, measures are taken to prevent fire and provide fire protection:

construction area is provided by temporary water supply, installation of a network of fire hydrants;

damming objects and utility buildings are equipped with primary fire extinguishing equipment, fire shields with a set of fire fighting equipment (crowns, crimps, fire extinguishers, sandboxes, metal buckets, etc.) are installed.

It is forbidden to perform welding works in places of accumulation of flammable substances.

These works shall be carried out at a distance of not less than 5 m from flammable substances. Electrical insulation of wires, locations of possible short circuits is checked. After completion of welding works, the workplace shall be checked for fire sources.

Fire safety of a residential building during construction is provided by a fire extinguishing system and fire shields. Ways to evacuate workers in case of fire should be developed and identified.

Environmental protection activities

During the planning work, the soil layer shall be pre-removed and stored for further use. It is allowed not to remove the fertile layer: if its thickness is less than 10 cm, when developing trenches with a surface width of 1 m or less. Removal and application of the fertile layer should be carried out when the soil is in a non-permafrost state. Felling of trees and shrubs, backfilling of trunks and root necks of wood-shrub vegetation with soil is not allowed.

During construction and installation works the requirements for prevention of dust and air pollution shall be met. When removing waste and garbage, it is not allowed to drop them from the floors of the building without using closed trays.

Areas of construction machinery operation and vehicle routes shall be established taking into account the requirements to prevent damage to the plantations.

Production and domestic effluents generated at the construction site shall not pollute the environment.

During the construction of a residential building, there is a need to build main pipelines. This is due to the inevitable violation of the ground surface in the construction strip during the planning of the route, cutting the soil on longitudinal and transverse slopes, clearing the route from vegetation. The construction and operation of various structures and communications lead to various types of land violations. So underground and semi-underground laying involve the development of trenches, above-ground - the construction of supports and foundations under them.

All these impacts (disturbances) activate erosion processes in soils, cause channel deformations at crossings through rivers, disrupt relief. The environmental impact during operation is manifested for a longer period of time than during construction. Leaks of transported products, engine exhaust and other impacts lead to contamination of soils, rivers and reservoirs along the communication route.

Thus, the solution to the environmental problem in the construction of communications should be based on biological, environmental, economic and engineering research.

Lighting Calculation

7.7.1 Temporary lighting

For electrical lighting of the construction site, working, emergency, evacuation and security lighting is provided (item 2.4.SN 8180).

In the area of work, the illumination of the construction site area is 2 lux; at the material storage area - not less than 10 lux; on the road section - at least 2 lx. (SNiP 23 - 05 - 95).

Lighting of the site and places of construction and installation works inside the building by general lighting installations as per SN 8180 p.2.1.

7.7.2 Calculation of searchlight of the construction site

As the initial data for calculation of the power of the searchlight installation, we take the area of ​ ​ the construction site - 7200 m2 and its normalized illumination - En = 2 lux, k = 1.7 (as per GOST 12.1.04685).

We accept N = 5 spotlights.

7.7.3 Calculation of searchlight of construction area by method of light flux

We accept N = 6 spotlights.

7.7.4 Calculation of site searchlight by specific power method

N = 6 spotlights are accepted.

Minimum height of spotlights installation above illuminated surface:

Each searchlight mast is installed in the middle of the sides of the site. To distribute and receive energy, we use inventory distribution boards (GOST 12.1.01378). On the construction site, an external temporary electrical lighting is provided with an insulated wire at a height of 2.5 m above the workplace, 3.5 m - above the passageways and 6 m - above the driveways.

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LIST OF SCIENTIFIC PAPERS

Danilin A.V. Symbolic and numerical calculations in reliability problems. Hands. Dolzhenitsyn L. S. Science Week - 98. Abstracts of reports. - Eagle, 1998. – page 50.

Danilin A.V. Integration of CAD software in architectural and construction design. Hands. Levin L. I. Science Week - 99. Abstracts of reports. - Eagle, 1999. – page 261.

Danilin A. V., Tarasov T. V. Analytical representations of multi-span forms of supporting structures for geoecological construction in temperate and extreme climatic conditions. Hands. Potapov B. A. Science Week - 99. Abstracts of reports. - Eagle, 1999. – page 262 .

Potapov B. A., Smetannikov Yu. V., Danilin A. V. The power effect of various types of buildings on the geological environment. Problems of underground space development. Proceedings of the International Conference. - Tula, 2000. – page 91.

Danilin A.V., Kapustina N.V., Startsev E.P. Manual counting and machine modeling of geoecological supporting foundation structures of buildings. Hands. Potapov B. A. Week of Science - 2000. Abstracts of reports. - Eagle, 2000. – page 384.