Architecture of one-storey industrial building

Contents

Contents

1. Source Data

2. Master Plan

3. Volumetric planning solution

4. Structural solution of the building

5. Building Finishes

6. Heat Engineering Calculation of External Enclosures

7. Lighting Engineering Calculation

8. List of literature used

Design of one-storey industrial building

General site

1. A rectangular section measuring 200x200 m.

2. The windows in the room are oriented on the sides of the horizon to the south, west and east.

3. The entire territory is landscaped and landscaped - the entrances and approaches to the building are designed, the roads next to which there are sidewalks, green spaces, there is a parking lot for parking vehicles.

4. Technical and economic indicators according to the master plan:

Space Planning Solution

General characteristics of the designed building:

The designed building is intended for the foundry. The building is multi-span, in the second span there is a lamp superstructure. By design, the building is framed. A structural diagram is a relationship between vertical and horizontal structural members. Frame material - reinforced concrete. The main bearing elements are columns and bearing structures of coatings (rafters).

In terms of fire resistance, the building relates to buildings made of non-combustible materials using hard-to-burn materials.

Plan Building Configuration:

Space Explication

Structural solution of the building

Reinforced concrete frame of single-storey building with covering of flat elements consists of transverse frames formed by columns pinched in foundations and hinged on columns by rafter and substructure trusses. Frames are connected in longitudinal direction by crane beams. Hard disk forms coating plates welded to rafter trusses with subsequent grouting of seams.

1. Foundations.

The foundation design shall meet the requirements of strength, stability, and durability, as well as the general requirements of economy. The sub-column is arranged with a glass for a reinforced concrete column is arranged with a glass, then the distance between the column and the walls of the glass is frozen.

Monolithic reinforced concrete foundations were used in this course design. Typical monolithic reinforced concrete foundations for columns of industrial buildings consist of a sub-column and a one-, two-, three- or four-stage slab part.

The depth of the foundation is 2.8 m.

2. Foundation beams for external walls are designed for load from solid walls and walls with window and door openings located above the middle of the foundation beam.

Foundation beams:

FB1 4800h400;

FB2 4300h400;

FB3 4700h400;

FB4 4950h400;

FB5 4150h400;

FB6 2100h400;

FB6 4850h400;

3. Columns.

For spans with a height of 9.6 m with overhead cranes (1,2,3 spans), single-line columns of constant section in height are used. The cross section size of the column is 400 * 500 mm. For spans with a height of 12.6 m with bridge cranes with a lifting capacity of 20 t, columns with a section of 1000 * 500 mm are used.

Fachwerk is an additional building frame that is used to attach building enclosing structures to it. It is arranged at the ends of the building (end fachwerk posts), as well as at the longitudinal sides (fachwerk columns), when the length of the wall panels is less than the pitch of the columns. The scaffolding columns are rigidly embedded in the foundations and pivotally connected to the coating elements from above.

Metal fusher columns are made in the form of I-beams with a section of 260x200 mm, end fusher struts, made of metal from two channels connected by straps. The cross-sectional dimension of the fuselage post is 200x200 mm.

Columns:

4. Walls

Self-supporting walls are made of prefabricated reinforced concrete panels and are supported by foundation beams. By location in the building, the panels are divided into ordinary, simple and angular.

Reinforced concrete panels consist of three layers - external and internal layers - railway, and an intermediate heat insulation layer made of mineral wool slabs. The thickness of the outer walls is 300 mm.

5. Communications.

Designed to provide rigidity of the frame in the longitudinal direction. Vertical connections are arranged between columns and in coating. We accept vertical cross communications between axes Zh and D flights 1-3.

6. Windows.

Windows with self-supporting walls are made 4.5x1.8m (OK1). Double glazing with window blocks with aluminum bindings, single glazing in the lamp.

7. Crane beams

Reinforced concrete crane beams are used in buildings with bridge cranes with a lifting capacity of 1030t, with a pitch of the main columns of 612 m.

Crane beams:

8. Adjustment structures of coatings.

Tailored coating structures are used when the pitch of the rafters is less than the pitch of the columns. They are made in the form of beams.

9. Sling structure of the coating.

Raceless trusses for low-slope roofs have additional posts above the upper belt, which serve as a support for coating plates.

10. Coating plates. The most common type of coating is ribbed reinforced concrete slabs. PP1 (6000*3000*450)

11. Roof.

The roof consists of the following layers: ribbed railway plate (0.3 m); vapour insulation (0.003 m); thermal insulation - mineral-cotton plate of increased rigidity (0.16 m); cement-sand brace (0.02 m); waterproofing (0.01 m).

Building Finishes

Exterior decoration: Painting of panels with silicone paint

Interior decoration: Plaster walls and their subsequent painting with oil paints, concrete floor.

Heat Engineering Calculation of External Enclosures

6.1. Wall Panel Heat Engineering Calculation

Internal meteorological parameters:

Average design temperature in rooms: tv = +16 wasps

External meteorological parameters:

Average design temperatures:

top is the average temperature of the heating period with an average daily air temperature of ≤ 80C; as per SNiP 2.01.01.- 82, pod = -8.70С.

Heating period duration zop = 230 days.

Determination of heat transfer resistances of external enclosures

The actual heat transfer resistance of the enclosing structures Rof shall be greater than or equal to the required value Rotr.

according to the energy saving condition

Rotr is taken depending on the number of degrees of the heating period. Heat transfer resistance is determined as per Table 1b * SNiP 2.01.0182.

Actual heat transfer resistance of enclosing structures Rof > = Rotr and is determined by formula:

layer, W/( m • С).

The wall consists of the following layers: outer layer of concrete (100 mm, = 2.04 W/mC), insulation (x mm, = 0.052 W/mC), inner layer of concrete (50mm, = 2.04 W/mC);

We accept wall thickness equal to 300 mm, insulation thickness - 100 mm.

6.2. Thermal calculation of the coating

Internal meteorological parameters:

Average design temperature in rooms: tv = +16 wasps

External meteorological parameters:

Average design temperatures:

tn - calculated winter outside air temperature, 0С, which is accepted as per SNiP 2.01.01.- 82. tn = 42 0С.

top is the average temperature of the heating period with an average daily air temperature of ≤ 80C; as per SNiP 2.01.01.- 82, pod = 8.70С.

Heating period duration zop = 230 days.

Required heat transfer resistance:

The roof consists of the following layers: coating plate (300 mm, = 2.04 W/mC), vapor insulation (3 mm, = 0.17 W/mC); insulation (x mm, = 0.084

Lighting Engineering Calculation

It is performed according to SNiP 2-4-79 "Natural and artificial lighting." We accept the category of visual work - work with luminous materials and products in hot shops. The city of Novosibirsk is located in the III light region, for which the center = 3%;

1. We determine the value of the required coefficient of natural illumination of the center = 3%;

2. To find enf, value of EEC is determined at upper-side illumination of yerk at design points 1-6 by formula

yerk = spar + yr,

where the damage is the coefficient of natural illumination at lateral illumination;

erv - coefficient of natural illumination at the top lighting;

yerk - coefficient of natural illumination at upper-side (combined) illumination.

2.1. Lateral illumination damage value is determined by formula (A and B)

gden1, n2 - the number of light rays determined by the schedules of I and II A.M. Danilyuk. The coefficient is determined by the table; the results are listed in Table 1;

Damage is found for points 1-6 and results are entered in Table 1.

2.2.Valuation at upper illumination is determined by formula (B and D)

where n3, n2 is the number of light rays determined by schedules III and II by A.M. Danilyuk (the rules for counting the number of rays are given in Appendix 1). Values are listed in the table

Fr is found for points 1-6 and the results are recorded in Table 1.

Conclusion: Actual dimensions of the light openings comply with the standards.

List of literature used

1. SNiP II379 "Natural and artificial lighting" M.: Stroyizdat, 1979.

2. SNiP II -3 -79 * "Construction heat engineering";

3. SNiP 2.01.0182 "Construction climatology and geophysics"

4. L.F. Shubin "Industrial Buildings," M., Stroyizdat, 1986

5. Methodological guidelines for the implementation of the course project "Design of a 1-story industrial building," Cherepovets 2004.

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