Development of bases and foundations of industrial building with ABK

Contents

CONTENTS

1. Analysis of local construction conditions

2. Analysis of the building structural diagram. Column Load Collection

Foundation type justification

3. Design of glass-type reinforced concrete foundations for extreme row columns

3.1 Depth selection

3.2 Sizing the Foundation Floor

3.3 Determination of foundation dimensions based on soil bearing capacity

3.4 Calculation of foundation foundation settlement by layer-by-layer summation method

3.5 Foundation Design

3.6 Calculation for forcing by column of foundation shell bottom

3.7 Determination of reinforcement sections of foundation slab part

4. Pile Foundation Design

4.1 Load collection

4.2 Selection of the type of pile and determination of its dimensions

4.3 Determination of pile bearing capacity

4.4 Placing the pile under the pile pile and checking loads

4.5 Settlement calculation of pile foundation base

5. Ribbon Foundation Design

5.1 Initial data

5.2 Load collection

5.3 Depth Selection

5.4 Design of tape foundations under construction

5.4.1 Determination of foundation width

5.4.2 Check of pressure under foundation base

5.5 Foundation base settlement calculation

5.6 Design of tape foundations under construction

5.6.1 Load collection

5.6.2. Foundation shear stability check

5.6.3 Check of foundation stability for tilting

LIST OF LITERATURE USED

3. Design of glass-type reinforced concrete foundations for extreme row columns

The foundation is designed for a typical prefabricated iron-concrete two-branch column of the extreme row with dimensions bc x lc = 500 x 1000 mm, column pitch 6 m.

Ribbon Foundation Design

5.1 Initial data

It is required to design a prefabricated continuous tape foundation for the external longitudinal wall of the administrative building in Krasnodar. The building is five-story, brick walls with a thickness of b1 = 0.38 m, masonry specific gravity of 18 kN/m2. Distance between longitudinal walls in axes L = 6.0 m, in light l0 = 5.6 m. Intermediate floors are made of prefabricated reinforced concrete slabs with linoleum floors, weight 1 m2 of roof 3.0 kN (q 1 = 3 kPa).

Covering - combined ridge reinforced concrete plates, vapor barrier, the heater, a three-layer waterproofing carpet, gravel vtoplenny in bituminous mastic (q2 = 5.0 kPa). The roof is slightly oblique (a = 0 °). Wall height H = 16.2 m, opening coefficient m = 0.85. Closing length of slab above basement with = 0.12m. Basement walls of prefabricated concrete blocks, floor in basement concrete hcf = 0.2 m, αcf = 24 kN/m3.

The building does not provide for structural measures to perceive uneven deformations of the base, therefore the structural scheme is flexible.

Soil conditions of the construction site are determined by engineering and geological surveys.

5.6 Design of tape foundations under construction

If filling of sinuses between the walls of the pit and the basement wall is carried out before the device of the basement floor, then the foundation is checked for structural stability, overturning and shear. We perform the check according to the first group of limit states, at the same time we use the load reliability factors αf > 1 for overturning, αf < 1 for holding forces.