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Checking calculations

Calculation support Designing Аэродинамические расчеты Calculation of joints Equipment designing
 
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Checking calculation of cover structure of Kolomna skating stadium

The purpose of this work was to perform checking calculations of the cover structure of Kolomna skating stadium for specified loads and action.

The performed calculations included:

  • calculations for specified snow loads on the cover structure without ropes;
  • calculations of pillars for maximum loads;
  • calculations of support contour for maximum loads;
  • Calculations for successive loading of the cover structure with ropes.

The cover structure is a hanging membrane shell with negative Gaussian curvature, rigidly bound along its perimeter with closed reinforced concrete support contour.

The support contour of oval shape rests along its longitudinal sides on two arches and 24 hingedly supported pillars. The ropes limiting longitudinal deformation of the membrane are laid onto the top of the membrane in longitudinal direction. Rope ends are fixed at special points on the beam of the support contour and then the ropes are stringed by specified force. Process equipment is suspended at the bottom of the membrane.

Checking calculations in construction
Complete finite element model of cover structure

Checking calculations in construction
Complete finite element model of cover structure. Side elevation

Number of joints in the model = 280508, number of elements = 240734.

Calculation results

The figures below show the stressed state of one of the pillars under maximum load. The pillar was loaded with account taken of eccentricity.

Results of checking calculations
Distribution of normal stresses directed along pillar axis in the structure Distribution of normal stresses directed along pillar axis in the contact area

The figures below show sections of the support contour with the results of calculation for maximum load.

Results of checking calculations Results of checking calculations
Distribution of longitudinal stresses in reinforcement with X-axis force loading Distribution of longitudinal stresses in concrete with X-axis force loading

Results of checking calculations
Overall displacement Von Mises stress on the lower surface of the membrane

Results of checking calculations
Bending moment (Mu) curve

Results of checking calculations
Overall displacement of arch elements

During the calculation, the important factors listed below were determined.

Firstly, when the ropes are stringed by force of 125 tons per a rope specified by the designer, all force factors acting in the support contour increase except for torque moment Mx. It was upsetting that bending moment Mu increased 4.2 times in comparison with its initial state and became equal to 1286.9 t•m whereas the allowable value was 600 t•m. Such value of the bending moment could result in the damage to the support contour and then in the collapse of the structure.
Secondly, during the calculations it was also found that a uniform curve of rope tension was not optimal. It would be correct to string the ropes in a non-uniform curve of force distribution in the ropes. Extreme ropes must have been stringed by larger force than the ropes located in the center. With non-uniform tension, bending moment Mu would increase only 1.6 times, but not 4.2 times.
The third negative factor in rope tension by specified force was that waves with large stress values in deflection areas formed at the edges of longitudinal axis in a transverse direction.

As the moment of transverse wave generation forecast by the calculations was detected, the stage of rope tension was set to force value of 30 tons.

Hexa Company to order of the State Unitary Enterprise of the Moscow Region, Mosoblstroyproject Design Institute, 2006.

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