We all know what pre-stretching and packing does
I'm just showing you what they do when combined with the ground.
1. I stopped the bending moment of walls and columns.
We all know that prestressing makes stiff sections.
2. I stopped the overturning moment - bending of the walls
We all know that bracing does not allow for rotation the horizontal and vertical displacement.
3. I stopped the tension on the sides of the walls
We all know that compression eliminates tension and an equilibrium of forces occurs because two equal and opposite forces such as compression and tension cancel each other out.
4. I stopped the base cutting
The friction coming from the wall compression increases the shear strength of the cross-section to the shear stress. In a simulation I performed, I applied compression at 50% of the strength of the cross-section with a concrete safety factor of 1.5 and the result showed that the strength of the cross-section to base shear increased by 30.9%
5. I stopped shearing
We all know that compression improves the oblique tensile trajectories causing shear and this is because friction increases.
6. I stopped the inelastic deformation of the load-bearing structure.
When you stop wall bending moment and wall overturning moment using additionally the external force of the soil then you control the displacement hence the inelastic failure.
7. I stopped the torques at the nodes
After stopping bending moment and overturning moment I stopped the two causes that creates the moments at the nodes.
8. I stopped the shear failure in the concrete overlay occurring around the concrete steel interface due to the super tensile strength of the steel.
Without synergy there is no shear failure and since the tendon has free passage through passage tubes it will never fail by shear since it does not undergo shear.
9. I increased the strength of the concrete without increasing the mass and quality of the concrete which increases inertia and cost.
Prestressing increases the active cross section of the concrete Even the overlay concrete is active, hence its compressive strength. This is not the case in reinforced concrete because it cracks easily and only a small part of its cross-section receives the compression.
10. I increased the bearing capacity of the foundation soil to the moment in compression and tension.
Since the prestressing caused by the soil surface opens the mechanism which compacts the foundation soil in all directions and on the other hand by filling the borehole with reinforced concrete, it creates an expanding pile which transfers the static loads both to the slopes of the borehole and to the deeper areas of the soil where we have more compacted strong soils suitable to receive static and seismic loads.
11. I increased the earthquake bearing capacity of structures to such a degree that it is impossible to have even a small inelastic failure in the largest recorded earthquake on planet earth.
I did experiments with 5 times the acceleration of the largest recorded earthquake and nothing happened to the scaled specimen.
12. I checked the increase in displacement means of the construction ground resonance and duration.
When you control with the ground force the inelastic deformation in each seismic loading cycle then any elastic displacement remains unchanged.
Dear Doctor
Go To
Seismic behavior of reinforced concrete slender walls subjected to variable axial loads
Xiaowei Cheng , Chunlong Lu , Xiaodong Ji , Yi Li , Yijun Song
Soil Dynamics and Earthquake Engineering
Volume 175, December 2023, 108253
[Reinforced concrete (RC) shear walls are the major lateral load-carrying structural components in high-rise buildings. Under strong earthquake motions, the axial loads of RC walls are not constant axial compression, but may be in tension, resulting in the axial load of RC walls varying from compression to tension. In this study, three RC slender wall specimens (shear-to-span ratio λ = 2.0) were tested to study the effect of the fluctuating range and loading patterns of variable axial forces on their cyclic behavior, including failure modes, hysteretic response, strength and deformation capacity. Test results indicated that the final failure of RC slender walls subjected to variable axial forces was controlled by flexural failure in the compressive-flexural direction. The hysteretic curves of RC slender walls were asymmetric and substantively different from the hysteretic curves of RC slender walls with constant axial loads. The fluctuating range of axial forces had a limited influence on the shape of hysteretic curves, while the loading patterns significantly changed the shape of these hysteretic curves. Under the variable axial forces, the lateral strength and deformation capacity of RC slender walls depended on the fluctuating range of axial forces, while loading patterns had limited influence when the fluctuating range of axial forces kept constant. The loading patterns had a limited influence on the lateral stiffness of RC slender walls, while the increase of fluctuating range of axial forces increased the difference between compressive-flexural and tensile-flexural lateral stiffness. No matter in tensile-flexural or compressive-flexural directions, the assumption that the wall section remains plane after deformation is suitable for RC slender walls under the variable axial forces, and enables reasonable estimations of yielding and peak strength. Finally, a finite element model was developed for predicting the cyclic behavior of RC walls under the variable axial loads.]
Dear Dr. Sundus F Hantoosh
In the shear walls, we place vertical and transverse steel to receive the variables of all tensions. Another reinforcement which would help in shear would be a combination of post tensioning diagonal crosses + vertical post tensioning of the wall edges in cooperation with the horizontal and transverse steel.
This would create complete stiffness in the wall resulting in large moments being downloaded to the connecting beams. Embedding the vertical tendons with the soil deflects the moment tensions and dissipates them into the soil preventing them from transferring to the connecting beams and nodes.
Dear Samy Elhadi Oussadou
Thank you very much! The frustrating thing is that I can't find partners to promote research at laboratory research levels and why not in the placement of actual structures.
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