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  #21  
Old Posted Apr 26, 2011, 6:49 PM
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What does this invention achieve which is not achieved with the current technology?

What does this invention achieve which is not achieved with the current technology?
Current technology simply secures the structure to the ground. My invention unites it with the ground making these two as one (like a sandwich). For me, this uniting of the structure with the ground beneficially changes the direction and type of forces which act upon the structure dynamically during an earthquake.

Influences which cause failure in buildings:
a) Shearing stress
b) Moment of the nodes

How these are created:

A) SHEARING STRESS
a) Shearing stress is created mainly on the vertical supporting components during earthquake acceleration due to the inertia of the mass.
Question: Is the shearing stress the same in all of the supporting components?
Answer: No. The shearing is greater in force in the ground floor components
Question: Why?
Answer: For two main reasons
- They have to handle (in movement) a greater mass which necessitates greater inertia, thereby creating greater shearing on the cross section plan.
- The ground floor components are more rigid.
All of the other supporting components (except for those of the ground floor) have a certain amount of elasticity in the nodes and supporting components which is beneficial in that they absorb the force of the earthquake due to transfer of this force into heat.

However, this beneficial absorption of energy is cancelled to a greater degree by the components of the ground floor for one main reason. Underneath the components (columns) on the ground floor the base is inflexible (because it is usually under the ground). It therefore transfers wholly the acceleration of the earthquake (and in this way shearing stress is also increased).
At the components (columns) of the upper floors the same does not occur because the components of the ground floor have already absorbed part of the force and less energy is transferred upwards to the more elastic components.

Because of this and due to the increased mass load which has to be handled we see greatly increased shearing stresses on the ground floor components. This explains why the majority of failures happen on the ground floor.
This issue can be resolved by increasing the cross section plan of the components of the ground floor. But if we do this then another problem occurs; we lose the elasticity in the components (and in this way we also lose the damping of the acceleration).



B) MOMENT OF THE NODES
Moment of the nodes also acts to create stress on the horizontal and vertical supporting components by shearing stress and occurs for the following reason.
During the acceleration of an earthquake we know that there is inertia of the load bearing elements but in addition inertia of the bearing mass has to be handled. These burden the vertical components with horizontal shearing stress.
In a high rise building, the vertical components are united from the first up to the top floor. The structural integrity of all the components of the load bearing elements (columns, girders, slabs) is improved when these are joined at the node points.

During the inertia of the bearing elements, these node points react with moment which taxes the vertical and horizontal supporting elements with shearing stresses. If the design is not correct, this results in failure of the vertical elements which are brittle but not the horizontal.
The reason for this is that the vertical elements (columns) have a smaller cross section by comparison to the girders. The girders mass along the length forms a structural unit with the slab so that it is considered a unified body stronger than the vertical element.
If we consider that each column bears at least two girders, we understand the difference in endurance (with regards to the shearing) between the column and the horizontal bearing element.

During oscillation of a tall building, there is the tendency for it to lift up off the ground on one side due to moment, creating a gap underneath the back foundations. That is, the front columns try to lift up the back ones due to the structural unity that they have. This unity is provided by the girders.
This gap cancels the resistance which is present between the ground and building base as the base which was securing the building is now in mid-air.
Of course, this event never really happens in reality because the static load of the structure during the lifting of one side immobilizes the column with the base to the ground creating moment of the nodes.

These moments create slanted shearing of the cross section of the vertical element which cannot withstand the load and we have cancelling of the structural unity of the building.

This explanation can be clearly seen during the first minute of the experiment which I have carried out:

http://www.youtube.com/watch?v=JJIsx1sKkLk

In the first minutes of the experiment, we see a wooden structure (building skeleton) which, during inertia oscillates and lifts up on one side and then on the other alternately. This occurs because it is light and the nodes withstand the moment which is created from the static weight of the unsupported side of the structure.
As soon as we place the static load of the two bricks, it still oscillates but the base does not lift up on either side. In this situation the nodes can no longer withstand the additional load of the bricks.
Considering the analysis I have done above, we see why a structure fails when the limits of the design are surpassed.
There is no absolute anti-seismic design.
Current Greek anti-seismic systems have a certain amount of endurance but from this point onwards, the truth is that they are fragile. In my opinion the endurance here has particular limits due to my reasoning above. This phenomenon can be resolved by increasing the cross section plan of the ground floor components. If we do this though, another problem emerges; as stated before; we lose elasticity of the components (and the depreciation of the acceleration).

MY PROPOSED SOLUTION
The solution can be seen in the continuation of the experiment shown in the link above as well as in the explanation below.

There are three issues which need to be addressed in order to apply pre-stressing between the ground and the structure (the clamping of the ground with the structure)
a) bending
b) durability of the materials
c) durability of the ground

For the pre-stressing or clamping of the structure with the ground to operate beneficially during an earthquake, a large cross section plan of the supporting components is necessary as well as very durable materials if it is to provide additional benefits.
Pre fabricated houses offer these two necessary components as they are constructed completely from fortified concrete.
The problem of loose ground (c) is resolved by using Radiere together with the specialised hydraulic traction mechanism. This improves the durability of the ground and provides additional support to the foundations.

See what happens to conventional houses:
http://www.youtube.com/watch?v=Hgc19...eature=related

Imagine PREFABRICATED houses which are made of fortified concrete and secured (screwed) at their four corners with this seismic base … even if they are turned upside down, nothing can happen to them.
Question:
When we do not screw down the base, what will happen?
Answer:
If we have tall buildings completed constructed from fortified concrete, these will withstand the shearing stress but their nodes will have increased load due to the gap (discussed above) which is created under the base during second moment of the area as well as the greater static load which they bear. The combination of moment and static load creates slanting cracks in the walls.
Because of this prefabricated houses are suitable to be built only a few stories high. If we make the prefabricated house from fortified concrete ONE with the ground though:

http://postimage.org/image/r1aadhj8/

…. It cannot lift up on one side during second moment of the area and in this way we avoid moment of the nodes.

THE FINANCIAL ASPECT

I believe that with this method, prefabricated houses can be placed in towns. Until now these houses have only been suitable for rural areas. The main reason for this is that the law does not allow them to be built more than two stories high.
If they become invulnerable during an earthquake and they can withstand the force with many stories then their construction will be permitted in towns.
At this moment, they are not permitted in towns because if, in a town ten story buildings are allowed and prefabricated ones can only be constructed up to two stories, financially it is not feasible to lose the possibility of another eight stories.

If I enable them to withstand earthquakes, then conventional methods of construction will be dispensed due to the fact that prefabricated structures are 30-50% cheaper because they are industrially produced. This way the manufacturers will profit from this change.

Apart from being for anti-seismic use, my invention can be used as a pre-stressing anchor for the improvement of the ground:

For example: http://postimage.org/image/29l3p1xpg/

That is, it can improve the density of loose ground as well as not allowing the structure to move upwards (during oscillation) or downwards (during subsidence of the ground).

I have already mentioned the placement methods in existing and buildings under construction as well as other types of structures such as dams and bridges etc.

The patent is also appropriate also for the protection of lightweight buildings during tornadoes which are seen mostly in the United States .
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  #22  
Old Posted Nov 29, 2011, 8:45 PM
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View this video.
http://www.youtube.com/watch?v=JJIsx1sKkLk" target="_blank">Video Link


It is the Greek dialect, but.....

Shows three different load-bearing structure.

a) The first bearing frame construction is lightweight.

b) The second bearing frame construction is heavy.

c) The third, bearing frame is bolted to the ground

See how nodes react when we have an earthquake.

http://www.youtube.com/watch?v=KPaNZcHBKRI
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  #23  
Old Posted Jan 25, 2012, 2:51 AM
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Hello,

I'm writing to let you know about 'Antiseismic-Systems - Earthquake Protection Systems'

Take a moment to check it out on IndieGoGo and also share it with your friends. All the tools are there. Get perks, make a contribution, or simply follow updates. If enough of us get behind it, we can make 'Antiseismic-Systems - Earthquake Protection Systems' happen.

http://www.indiegogo.com/Antiseismic...=392219&i=emal
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  #24  
Old Posted Apr 1, 2012, 9:11 PM
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Draft report

My Friends.
The simulation is done at Technical University of Greece showed that the system improves the earthquake resistance of structures 31.9% more than the current earthquake safety regulations.
Draft report https://rapidshare.com/#!download|18...χνίας.rar
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  #25  
Old Posted Apr 25, 2012, 8:46 PM
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The plan indicates a link to the wall of reinforced concrete.
http://postimage.org/image/pb6enkih7/
When we ground acceleration (A) from the earthquake, due to its inertia, wall to create a torque (Δ) and an opposing lateral force (B)
The result is when the wall accept these charges, tend to be reversed.
I ask
How much power needs to put in (E) so that the wall not reversed, and not even get up from the ground;

Wall dimensions 3,00 m x 1,5 m x 0,30 m
Pecial weight concrete 2450kg/m3
Ground acceleration 20m/min
Benchmark (E)
Acceleration (A) as shown on the plan.
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  #26  
Old Posted Mar 10, 2013, 6:42 PM
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Opinion of the International Patent Office

Opinion of the International Patent Office for Hydraulic tractor
Has a very positive opinion for hydraulic tractor.
http://postimage.org/image/32vfj43z8/
http://postimage.org/image/2g4sfacsk/
http://postimage.org/image/332ou0y04/
http://postimage.org/image/33322bpyc/
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  #27  
Old Posted Apr 27, 2013, 5:26 PM
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designing frames, or asymmetrical structures, the solution is....

1) to separate the flexible columns, from the rigid columns
2) amortization method of seismic energy in the vertical and horizontal axis of the frame.
3) nodes to move freely round the rigid column



http://www.youtube.com/watch?feature...&v=KPaNZcHBKRI
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  #28  
Old Posted May 1, 2013, 8:13 AM
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Giannhs Lymperis • PCT Opinion
http://postimage.org/image/32vfj43z8/
http://postimage.org/image/2g4sfacsk/
http://postimage.org/image/332ou0y04/
http://postimage.org/image/33322bpyc/

From what the examiner says that I have something patentably new and useful. Improved anchoring means comprising expansion anchors in combination with hydraulic tensioning means to keep the building tightly tethered to the ground. This would also be good for hurricane country, like the US Gulf Coast.

in Greece I have the patent.
I had filed for international patent in pct
passed Research Report (A)
Filing in america at the patent office.
I have not gotten a patent in america yet .... expected
more
I went to a university in Greece.
this one http://users.civil.ntua.gr/papadrakakis/
and here http://www.itsak.gr/en
I have the first preliminary results of applied research simulationIs in Greek language. It's very good results.
The Institute of Engineering Seismology and Earthquake EngineeringResearch and Technical Institute has a different opinion.told me that .... there is not a program in whole world that simulates vertical prestressing.
They told me that I need to do ( experiments ) seismic testing on some construction models, because it is not possible to simulate. I have no money for experiments.I want to find a foreign university to work on experiments, without me to pay maney.
The patent is under investigation by me and the Greek university and we have discovered much about the patent.
By design method that I suggest, https://encrypted-tbn1.gstatic.com/i...m6_iuOU6fsUXY2
you have the opportunity to design a flexible structure.
Rigid vertical elements
The main reason I designed the seismic joint (rubber mounted air gap between the baffle plates and the shaft) are
to separate the flexible columns of rigid columns.
With this method, we have a frame construction which is flexible,
and in it, a rigid colomn, which is independent of load bearing because it has a seismic joint
The rigid components to take the main role assigned to them, and is to controlling the deformation of the bearing.
plasticity
a flexible node (the one in seismic joint) deletes the usefulness of plasticity
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  #29  
Old Posted May 4, 2013, 9:26 AM
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My suggestion for frame structure (Method seismic stop)

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  #30  
Old Posted May 26, 2013, 5:33 PM
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Patent publication in America.

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  #31  
Old Posted Jun 11, 2013, 12:28 PM
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Who wants to work with me to continue applied research on my invention;
These are the first results of applied research from the National Technical University of Greece.
I have no money to continue applied research.
I am looking to find scientific partners.
I did the translation myself.
I hope you UNDERSTAND what I say.



Basics of simulation
Page 5 of 34
This project involves the numerical simulation and investigate the behavior of the system.
Brief description of the invention
The principal object of the hydraulic tie rod for construction projects of the present invention as well as of the method for constructing building structures utilizing the hydraulic tie rod of the present invention is to minimise the aforesaid problems associated with the safety of construction structures in the event of natural phenomena such as earthquakes, hurricanes and very high lateral winds. According to the present invention, this can be achieved by a continuous pre-stressing (pulling) of both the building structure towards the ground and of the ground towards the structure, making these two parts one body like a sandwich. Said pre-stressing is applied by means of the mechanism of the hydraulic tie rod for construction projects. Said mechanism comprises a steel cable crossing freely in the centre the structure's vertical support elements and also the length of a drilling beneath them. Said steel cable's lower end is tied to an anchor-type mechanism that is embedded into the walls of the drilling to prevent it from being uplifted. Said steel cable's top end is tied to a hydraulic pulling mechanism, exerting a continuous uplifting force. The pulling force applied to the steel cable by means of the hydraulic mechanism and the reaction to such pulling from the fixed anchor at the other end of it generate the desired compression in the construction project.

Page 6 of 34
Investigates the behavior of buildings with and without the proposed system in order to draw useful conclusions about the effectiveness
The challenge is the preliminary investigation into the conceptual,
software was chosen Seismostruct v5.2.2 company Seismosoft.
Page 7 of 34
General description of the tested models
Examined two buildings a three-storey and a five-storey
materials of models
1) confined concrete ( conf )
2) non-confined concrete ( une )
3) steel ( rein )

1) confined concrete ( conf ) features

features symbol rate units

compressive strength fc 30 MPa
tensile strength ft 0 MPa
deformation at σ max εc 0,002
parameter toggles kc 1,2
specific weight Yconc 24 kN/m3

Page 8 of 34
http://postimg.org/image/rqu2o0737/
Figure 2 detail reinforcement concrete element.
Distinguished positions confining concrete
http://postimg.org/image/ibs9p3mrx/
Figure 3 diagram Chart - strain (sample) for confined concrete used in the models.

Page 9 of 34
2) non-confined concrete ( une )

features symbol rate units

compressive strength fc 30 MPa
tensile strength ft 0 MPa
deformation at σ max εc 0,002
parameter toggles kc 1
specific weight Yconc 24 kN/m3
http://postimg.org/image/7e8qrdyxt/
Figure 4 diagram Chart - strain (sample) for confined concrete used in the models.

Page 10 of 34
3) steel ( rein )
steel has the following characteristics

features symbol rate units

elasticity parameter Es 200 GPa
yield stress fy 500 MPa
hardening parameter μ 0,005
strain at break εult 0,1
specific weight Y steel 78 kN/m3
http://postimg.org/image/brzb3wrtv/
Figure 5. diagram Chart - strain (sample) steel used in the models.

sections
The cross sections of the models is
1) cross-section column
2) cross-section beam
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  #32  
Old Posted Jun 11, 2013, 12:54 PM
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Page 11 of 34
cross-section column
the cross section of the column model consists of confined concrete ( conf )
non-confined concrete ( unc )
has the following characteristics

characteristic rate

sectional shape rectangular
Width 30 cm
height 40 cm
reinforcement at corners 4/16
reinforcement upper and lower cheek Φ/12
lateral sidewall reinforcement 2/12
total reinforcement 4/16+6/12

Figure 6. section column http://postimg.org/image/3yjmc0263/
Distinguish three different materials

Page 12 of 34
cross-section beam

The cross beam consists of confined concrete ( conf )
non-confined concrete ( unc )
has the following characteristics

characteristic rate

sectional shape T-shaped plate-girder
effective width 100 cm
slab thickness 15 cm
beam height 60 cm
beam width 25 cm
reinforcement beam down 3/14
reinforcement beam over 2/14
Buccal armature beam Φ10/cheek
armor plate over 6/10
armor plate under 4/10
total reinforcement 5/14+12/10

Figure 7. cross beam. distinguish three different materials.
http://postimg.org/image/liebad51d/
Page 13 of 34
finite elements
the finite element models used in the building is a three-dimensional non - linear ribbed finite element based on the strength
(3D Inelastic force-based element ) with 4 integration points along with visa fibers.
The number of fibers in each section is 200
this item is used for the simulation of columns and beams.

Figure 8. finite element space, to simulate columns and beams
http://postimg.org/image/48p23wyrb/
4.4 analysis - methodology

performed nonlinear analyzes for each building with the finite element method, taking into consideration effects of nonlinearity of material and geometry.
analyzes are non-linear, static ( pushover ), while charging a triangular distribution
height which corresponds approximately to the first peculiarity of the examined structure

The total number of trainees loads has rate 1kN that the base shear during charging it to a rate 1kN and therefore importune coefficient λ is equal to the base shear (1*λ) for the various phases of the analysis.
value - the objective of the movement is set at 0.18 m
The load is transmitted in 50 steps for both models.

Page 14 of 34

As a control node set node of higher level of construction ( z=max ) to whom x=0 and y=0, as shown in more detail in Figures

The proposed system causes the exercise of a compressive force in each column where applicable.
The simulation of this phenomenon
been addressed by imposing a compressive strength in columns
considered that the system applies.

5. three-storey reinforced concrete building
5.1 general characteristics of the building.

the test building displays regularity
in plan and height.

general characteristics of the building.

floor height............................................ .......3m
span length x ...............................................5m
span length z ...............................................5m
diaphragm ....... yes on each floor
supports .......... anchors on all nodes with z=0 (ground)

Figure 9. plan three-storey building
http://postimg.org/image/a050s6yg7/

Page 15 of 34

Figure 10. front face of the three-storey building
http://postimg.org/image/viypllunn/
Figure 11. side view of the three-storey building
http://postimg.org/image/6mws5h4vb/

Page 16 of 34

Figure 12. perspective view of a three storey building (a)
characterized the control node of the structure
http://postimg.org/image/kqx8rm1gn/

Figure 13. perspective view of a three storey building (b)
characterized the control node of the structure.
http://postimg.org/image/jzxkdmhvb/

Page 17 of 34

5.2 analytical results
5.2.1 without the application of prestressing.

The following figure shows the diagram
base shear - displacement for node monitoring.

Figure 14. power curve (kN) - displacement (m) without the application of prestressing
http://postimg.org/image/jzxkdmhvb/

the maximum value of the chart is 900.62 kN, illustrated for the displacement of the control node 0.1296 m

5.2.2 compressive load 600 kN to nodes of higher level.
Applied compressive load 600 kN to nodes of higher level due to the prestressing force.
Initial (A) charged with the compressive force the central column.
then (B) the load applied to the four corner columns.
to the end (C) loaded all the 9 columns of the building

The positive trend in each column is ..
600 kN / (0.30 m * 0.40)=5000 kN/m2=5MPa

the ultimate limit state of column
because grief
(Taking into account the safety factor
having a value of 1.5 for concrete),
the tensile strength for concrete C 30 is 30 MPa/1.5=20MPa.

Page 18 of 34

therefore the positive trend in the columns corresponding to the 5/20 = 25% strain at break,
the ultimate limit state.

A. Compressive load of 600 kN to the central hub of higher level.

The diagram below shows the chart base shear-movement
for the control node.

Figure 15. power curve (kN) - displacement (m) applying compressive load 600 kN at 4 corner nodes of higher level
http://postimg.org/image/50gpcep27/

the maximum value of the diagram without the application of prestressing was
600.62 kN for displacement 0.1296 m

the maximum value of the chart by applying a compression load 600
to the central hub of the upper level is
929.82 kN for displacement 0.1116 m

improving the carrying capacity is
978.77 - 929.82 = 48.95 kN

the percentage improvement in base shear is
48.95 / 900.62 = 5.4%

result
There is a slight improvement in the carrying capacity of the building,
due to the application of the compressive load on the central column of the building.

Page 19 of 34

B.Compressive load 600 kN at 4 corner nodes of higher level.

The following figure shows the base shear diagram
- Movement on the control node.

Figure 16. power curve - Shift by applying compressive load 600 kN at 4 corner nodes of the upper level
http://postimg.org/image/pakwo6603/

the maximum value of the diagram without the application of prestressing was
900.62 kN for displacement 0.1296 m

the maximum value of the chart by applying a compression load 600 kN at 4
corner nodes of the upper level is.
978.77 kN for displacement 0.1044 m

improvement in carrying capacity is.
978.77 - 900.62 = 78.15 kN

the percentage improvement in base shear is.
218.39 / 900.62 = 8.7%

result
there is a slight improvement in the bearing capacity of the building, through the application of compressive forces in the four corner columns of the building.


Page 20 of 34

Γ. Compressive load 600 kN on all nodes of higher level.

The following figure shows the diagram base shear - displacement for node control

Figure 17. power curve ( kN ) - displacement ( m )
applying compressive load 600 kN on all nodes of higher level
http://postimg.org/image/i7pfrq2sd/

the maximum value of the chart without applying prestressing was
900.62 kN for displacement 0.1296 m

the maximum value of the chart by applying a compression load 600 kN to all nodes of the upper level is
1,119.01 kN for displacement 0.1008 m

improvement in bearing capacity is 1119.01 - 900.62 = 218.39 kN

The percentage improvement in the maximum base shear is 218.39 / 900.62 = 24.2%

result
observed a significant improvement in the bearing capacity of the building, through the application of compressive forces in all the 9 columns of the building

Page 21 of 34

5.2.3 compressive load 1,200 kN to nodes of higher level

applied compressive load 1,200 kN to nodes of higher level, ratio of prestressing force.

initially ( A ) charged with the compressive strength the four corner columns
slowly charged and nine columns of the building

applied compressive load 1,200 kN to nodes of higher level due to the prestressing force.
The positive trend in each column is
1200 kN / ( 0.30 m *0.40 m ) = 10,000 kN/m2 =10 MPa

the ultimate limit state of the column due to grief (taking into account the safety factor has a value of 1.5 for concrete)
the tensile strength for concrete C 30 is 30 MPa / 1.5 = 20 MPa
therefore
The positive trend in columns
corresponds to 10/20 = 50% strain at break

A. compressive load 1,200 kN at 4 corner nodes of higher level

The following figure shows the base shear diagram - movement on the control node.

Figure 18. power curve (kN) - Displacement (m) applied compressive load 1,200 kN at 4 corner nodes of higher level.
http://postimg.org/image/4ix16x4o3/

Page 22 of 34

the maximum value of the chart without applying prestressing was
900.62 kN for displacement 0.1296 m

the maximum value of the chart by applying compressive load 1200 kN at 4 corner points of the maximum level is
995.46 kN for displacement 0.1188 m

improvement in bearing capacity is
995.46 - 900.62 = 10.5%

result
there is a slight improvement in the bearing capacity of the building, through the application of compressive forces in the four corner columns of the building.
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  #33  
Old Posted Jun 11, 2013, 12:56 PM
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B. compressive load 1,200 all nodes of higher level.

The following figure shows the base shear - displacement diagram for the control node.

Figure 19. power curve ( kN ) - Displacement (m) applied compressive load 1,200 kN all nodes of higher level.
http://postimg.org/image/7fonkxzvn/

the maximum value of the diagram without the application of prestressing was
900.62 kN for displacement 0.1296 m

the maximum value of the chart by applying a compression load 1200 kN on all nodes of higher level is 1, 179.33 kN for displacement 0.0864 m

improvement in bearing capacity is
1179.33 - 900.62 = 278.71 kN

The percentage improvement in base shear is
278.71 / 900.62 = 30.9%

result
observed a significant improvement in the bearing capacity of the building, through the application of compressive forces in all nine columns of the building

Page 23 of 34

Conclusions.
when the system is applied to all columns, then leads to significantly increased values ​​of the bearing capacity of the building.

considered that the results of the preliminary investigation are encouraging.
required
Further detailed investigation of the system in two phases.

First-level analytical simulation, which will consider more detailed models of structures with more charges.

second-level shake table experiment where you need to consider a range of construction, to scale.
To evaluate the system's behavior in real loading conditions
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  #34  
Old Posted Nov 4, 2013, 4:03 PM
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my experiment

https://www.youtube.com/watch?v=nS8kOudxxyY
after the experiment
https://www.youtube.com/watch?v=50lvScbp8VA

next step is
a) Repair the transmission of seismic base
b) Experiment in two more phases with higher acceleration (speed)
c) If the model is not damaged, Ι will take off the bolts and I will do the experiment again without them. (comparing similar models with my system and without my system). to make some useful conclusions.
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  #35  
Old Posted Nov 13, 2013, 11:48 AM
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MY NEW EXPERIMENT



this video shows the medium accelerations .

https://www.youtube.com/watch?v=8ubLKyyO2q0
Even greater acceleration
https://www.youtube.com/watch?v=zOyoEWpvsjM
Even greater speed than the other two times .
Look towards the end of the video that gets the beam base !
https://www.youtube.com/watch?v=Q6og4VWFcGA

In this video got the beam broke the bearing of a bar that makes the transmission
reciprocating motion, and I had after 3.5 minutes that nodded to stop.
The model did not suffer the slightest , the base dissipated .
https://www.youtube.com/watch?v=iUH5OBd64vc

no cracking ... not suffered the slightest .
After the experiment
https://www.youtube.com/watch?v=FBJi...ature=youtu.be
https://www.youtube.com/watch?v=xNfB...ature=youtu.be
https://www.youtube.com/watch?v=EnsC...ature=youtu.be
https://www.youtube.com/watch?v=7XH-...ature=youtu.be
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  #36  
Old Posted Nov 20, 2013, 8:47 AM
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THIRD EXPERIMENT WITHOUT THE SYSTEM SEISMOSTOP
https://www.youtube.com/watch?v=Ux8TzWYvuQ0

After the third experiment (Control structure model and base)
https://www.youtube.com/watch?v=dTBr0CtjRoM

If the system I have is strong or not, by anchoring structures will be discussed later with another different experiment .
Consider if the foundation of the project with the ground and the roof is better seismic design of the existing earthquake regulations .
Imagine that fat in this experiment https://www.youtube.com/watch?v=Q6og4VWFcGA there is only the construction and soil.
The construction in our model starts from the raft and above, and the ground of the iron based seismic and down.
I think that in the depths of a drilling anchors if the anchor is impossible for construction to pick up all this ground.
Since I consider the seismic base as ground very powerful clamping , in our experiment, think that soil is the seismic base, bearings , the W of the iron beam, the beams O.S which rests the foundation, and whatever else may be.
The model ground ( seismic base) join the tendons .
During the oscillation of the model tendons reacted to rising roof and raised the iron seismic base. The iron seismic base in turn raised his bearings which rests , bearings found resistance at the anode were in F the iron beam , and this is well anchored to the beam from the O.S lifted upwards.
All this is a result of chain torque model.

Removing the screws from the bottom of the base changed the whole scene .
https://www.youtube.com/watch?v=Ux8TzWYvuQ0

The model not having the screws to hold it began to wobble dangerously . The bearings were no longer in the upward tendency of the beam Π, because the model of oscillated only on the basis of seismic iron . Instead of upward trends bearings took percussive strokes of the oscillation of raft on the seismic base. Bearings are dyed and not withstand the impact. For this and broke .
The model does not fight happened almost anything, because it was very powerful nodes ( horizontal and vertical ) and because it was not possible to test the accelerations tested the previous experiment with the bolts , because we would have complete reversal .
The conclusion I make myself is that if the model was more multi storey would have even more sway than that of two floors .... The first conclusion is that this earthquake is very much necessary for the fine buildings to stop the oscillation from the air, and the earthquake .
If this model O.S experiment was made ​​of bricks ( bricks ) without columns, imagine for yourself what would happen if there were no screws and rods . Conclusion necessary that the earthquake in the continuous construction.
This is my opinion .... I would be happy to know and yours .
Basically what makes this invention is that it makes far more powerful rigid large vertical elements , giving them greater resistance to both cutting as well as the lateral loads .
There are many designs for installation , which depend on the architectural design needs .
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  #37  
Old Posted Dec 1, 2013, 1:41 PM
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The ultimate seismic system construction

We plan ductile structures, but we also need the torsional stiffness to stop the torsion of asymmetric floors.
Design methods yield (or else plastic zones) which are default locations of failure to be the first ultimate-yield in a powerful earthquake.
My invention provides...
a) vertical elements .... 1) stiffness 2) resistance to shear force 3) greater resistance to horizontal load 4) less deformation 5) strong foundation.

b) Better methods yield-or else plastic zones
Video design. https://www.youtube.com/watch?v=KPaNZcHBKRI
My invention provides...
a) vertical elements .... 1) stiffness 2) resistance to shear force 3) greater resistance to horizontal load 4) less deformation 5) strong foundation.
How...?
Brief description of the invention
The principal object of the hydraulic tie rod for construction projects of the present invention as well as of the method for constructing building structures utilizing the hydraulic tie rod of the present invention is to minimise the aforesaid problems associated with the safety of construction structures in the event of natural phenomena such as earthquakes, hurricanes and very high lateral winds. According to the present invention, this can be achieved by a continuous pre-stressing (pulling) of both the building structure towards the ground and of the ground towards the structure, making these two parts one body like a sandwich. Said pre-stressing is applied by means of the mechanism of the hydraulic tie rod for construction projects. Said mechanism comprises a steel cable crossing freely in the centre the structure's vertical
support elements and also the length of a drilling beneath them. Said steel cable's lower end is tied to an anchor-type mechanism that is embedded into the walls of the drilling to prevent it from being uplifted. Said steel cable's top end is tied to a hydraulic pulling mechanism, exerting a continuous uplifting force. The pulling force applied to the steel cable by means of the hydraulic mechanism and the reaction to such pulling from the fixed anchor at the other end of it generate the desired prestressing in the construction project.
This prestressing ensures to the vertical elements of 1) greater stiffness 2) resistance to shear force 3) greater resistance to horizontal load 4) less deformation 5) strong foundation.
b) Better methods yield-or else plastic zones
In the video we see two static systems....one inside the other.
The first prestressed rigid structure has 1) greater stiffness 2) resistance to shear force 3) greater resistance to horizontal load 4) less deformation 5) strong foundation,...to receive large shocks from ductile static carrier and stop the deformation of ductile static carrier.
At the height of the plates created seismic joint for two reasons
1)The seismic joint gradually grows on the upper floors to avoid transferring loads to the lower floors, derived from the primary impact plate - elevator shaft
See the plan http://s5.postimg.org/rllh3dhzb/002.jpg
2)For to separate the vertical rigid elements of the ductile elements for better cooperation between these two structural systems

The seismic joint gives freedom to all the free movement of ductile construction which itself is a mechanism amortization of seismic energy.
Amortization of seismic energy ensures the invention of the video .. to
1) The hydraulic system on the roof.
2) The seismic joint
3) The horizontal seismic isolation
These two structural systems can work together as we see in the video https://www.youtube.com/watch?v=KPaNZcHBKRI
or we can only use the rigid structural system itself to build rigid structures, as indicated by the links
https://www.youtube.com/watch?v=Q6og4VWFcGA
http://postimg.org/image/poaeawzrj/

1) Model response frame structure with absorption of energy at the base , on the roof , and bulkheads of slabs .

Is this the model construction http://www.youtube.com/watch?v=KPaNZcHBKRI

2 ) Plan model asymmetric multi-storey building with energy absorption in the base ,
the roof , and bulkheads of slabs .

Is this model http://postimage.org/image/tg1lzxv05/

3 ) Model response with energy absorption in the loft

Is this the model construction http://www.youtube.com/watch?v=JJIsx1sKkLk
and this in plan http://postimage.org/image/r1aadhj8/

4 ) Model response to absorption of energy in existing structures .
One of the many design models wall O.S transfected or transfected steel structures
http://postimage.org/image/k51vo9k15/
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  #38  
Old Posted Dec 2, 2013, 11:55 PM
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When I saw the title my brain read this as my anti semitic systems

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  #39  
Old Posted Dec 3, 2013, 7:07 AM
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Quote:
Originally Posted by diskojoe View Post
When I saw the title my brain read this as my anti semitic systems

You need seismic isolation in your brain
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Old Posted Dec 8, 2013, 1:18 PM
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Read something else...
not write it in the books.

Equilibrium equations is the great need of building
The loadings (external or static) will always exist.
We can not eliminate loads.
But we can drive loads in sections that are stronger than other sections.
Vertical cross sections of the columns are stronger than horizontal cross sections of the columns.
All structures with nodes lead loads in the horizontal cross section of the column.
The roof - soil compaction deflects lateral earthquake loads in vertical sections of pillars. These sections are stronger and withstand more loads.

As shown in Figure 1 http://postimg.org/image/rbudm6oqr/
When the column is at stationary state, the static actions are balanced with the opposing forces of soil
As shown in Figure 3 http://postimg.org/image/rbudm6oqr/
The oscillation of the building changes the vertical axis of the column
See the slope change P that is observed at the regional sides.
As shown in Figure 2 http://postimg.org/image/rbudm6oqr/
The combination of static actions, Σ with the changes of vertical axis of the column, create the torsional moment P of the node.
How the invention stops the existence torsional moment P of the node.
As shown in Figure 4 http://postimg.org/image/rbudm6oqr/
Clamped column can not be moved up and down because it is clamped with the ground, with the mechanism of the invention.
As shown in Figure 5 http://postimg.org/image/rbudm6oqr/
The Clamped column with the ground, stops the oscillation of the vertical axis of the column, because the hydraulic mechanism of the invention applies an opposite stress in the rise of the roof Δ ( derived from the clamped anchor in soil ) and another inverted stress in the base Ε
As shown in Figure 6 http://postimg.org/image/rbudm6oqr/
The Clamped column with the ground, transfer lateral load of inertia at the vertical axis of the column, as shear force.
This does not happen with the seismic design of today.
Τhe seismic design of today drives the shear forces at the small sections of the columns and beams.
What design is the best?
1) To plan the seismic design of today drives the shear forces at the small sections of the columns and beams.
or 2) To plan the seismic design of today drives the shear forces at the small sections of the columns and beams, plus...The Clamped column with the ground, transfer lateral load of inertia at the vertical axis of the column, as shear force?
Also ... prestressed construction ...
a) reduces the eigenfrequency construction / soil
b) Increases active behaviour of columns
c) Increases resistance to shear
e) improves the oblique tension

Last edited by seismic; Feb 12, 2014 at 9:48 AM.
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