EXCHANGE RATE PROJECT OF ZHBK PROM BUILDING

Contents

Contents:

1. General Design Data

2. Assembly Floor Design Layout

3. Calculation of ribbed slab by limit states of the first group

4. Calculation of ribbed plate by limit states of the second group

5. Determination of forces in cross-frame girder

6. Calculation of cross-section strength normal to longitudinal axis

7. Calculation of cross-bar strength in sections inclined to longitudinal axis

8. Construction of girder reinforcement

9. Determination of forces in the middle column

10. Calculation of the strength of the middle column

11. Column Console

12. Column Reinforcement Design

13. Column Foundation

14. Structural diagram of monolithic slab

15. Multi-span slab of monolithic slab

16. Multi-span secondary beam

17. List of literature

General Design Data

A 5-story frame building with a basement floor has a plan size of 20.8x78 m. And a column grid of 5.2x7.8 m. The height of the floors is 3.6 m. Wall panels mounted of light concrete at the ends of the building are ground together with the end frames forming vertical connected diaphragms. The basement walls are made of concrete blocks. Normative values of time load V = 6600 N.m2, load reliability factor αf = 1.2, building purpose reliability factor αn = 0.95; Snow load in the III area is equal to 1.2 Temperature conditions are normal, air humidity is higher than 40%.

Assembly Floor Design Layout

The girders of the transverse frames are four-span, on the supports they are rigidly connected to the extreme and middle columns. Slabs, pre-stressed, are ribbed. Ribbed plates are accepted with nominal width equal to 1200mm; tie plates are supported on girders and supporting steel tables provided on extreme columns.

In the longitudinal direction, the rigidity of the building is provided by vertical links installed in the average span for each row of columns. In the transverse direction, the rigidity of the building is ensured by a frame-connected system: the wind load through floors working as horizontal hard disks is transferred to the end walls performing the functions of vertical connecting diaphragms and transverse frames. In low-rise frame buildings up to 5 floors high, studies have shown that the rigidity of transverse diaphragms far exceeds the rigidity of transverse frames, and under these conditions the horizontal load is almost completely transferred to the diaphragms. Transverse frames work only on vertical load.

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