WO2015145337A1 - Composite foundations for seismic protection of building constructions - Google Patents
Composite foundations for seismic protection of building constructions Download PDFInfo
- Publication number
- WO2015145337A1 WO2015145337A1 PCT/IB2015/052126 IB2015052126W WO2015145337A1 WO 2015145337 A1 WO2015145337 A1 WO 2015145337A1 IB 2015052126 W IB2015052126 W IB 2015052126W WO 2015145337 A1 WO2015145337 A1 WO 2015145337A1
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- WIPO (PCT)
- Prior art keywords
- composite foundation
- concrete slabs
- foundation according
- seismic
- composite
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/01—Flat foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/34—Foundations for sinking or earthquake territories
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
Definitions
- the invention relates to the field of protection of structures against seismic events.
- the tools available for designing structures in a seismic zone are classified into two categories: (i) seismic dissipators and (ii) seismic isolators.
- dissipation systems for example hysteretic mechanical elements
- dissipation systems for example hysteretic mechanical elements
- dissipation elements directly inserted into the structure to be protected, dissipate the energy generated by a seismic event preventing it from being transmitted to the structure. While on one side the provision of such dissipation elements avoids the structural damage, on the other side the fact of concentrating the permanent deformations in the dissipation elements may result in the following adverse effects:
- seismic isolation means to interpose a system of "seismic isolators" between the foundation and the superstructure that change, by increasing, the period of oscillation related to the pulsatance of the structural system, thus the amount of the seismic energy transmitted to the building intrinsically decreases.
- the main drawback of this type of solution is the poor efficiency both with structures with a high main period of vibration (high number of storeys) and with foundation soil having poor stiffness properties (such as for example clays) .
- Composite foundations of the present patent are made by superimposing several slabs; each slab is made of a material " ⁇ A ⁇ 1" (eg. reinforced concrete) , equipped with cavities periodically arranged and filled with a material “MAT2" (eg lead). MAT2 is separated from “MAT1” by means of a "MAT3” characterized by a low value of the elastic modulus. Such blocks aim at partially limit the movement of the masses inside the cavities on the horizontal plane. Between one slab and another one in sequence there are: a steel plate, a sheet of Teflon, another steel plate, such to make a contact surface with a low coefficient of friction.
- the slabs are transversely bound with each other only by vertical connections of the male-female type covered by a material "MAT4" characterized also by a low value of the elastic modulus.
- the system arranged in this manner is very stiff as regards vertical actions and little stiff as regards horizontal actions.
- figure 1 An example of the representation of the base unit of the composite foundation (front and plan view) is shown in figure 1 (measures are in cm) , wherein:
- - area 1 is the outer frame made of the material
- areas 2 are the inner masses made of the material "MAT2" ;
- elements 3 are the blocks made of the material "MAT3" ;
- elements 4 are the blocks made of the material
- Figure 2 shows in details the areas pointed out in figure 1 with the name PART.A and PART-B.
- Figures PART.A-1 and PART.A-2 are a top and a bottom axonometric drawing respectively of the male- female node that transversely binds the superimposed slabs.
- PART.B shows an axonometric view of the cylindrical shaped inner mass that is transversely connected to the outer frame by means of four blocks of material "MAT3" .
- Composite foundations have to be inserted under the foundation of the structure to be protected.
- the composite foundation can be inserted in two manners, directly in contact with the traditional foundation (direct connection) or by a soil layer that separates it from the traditional foundation (indirect connection).
- the high stiffness of the composite foundation as regards vertical actions allows differential settlements of the structure above to be limited and the poor stiffness as regards horizontal actions allows a response to the seismic stress to be obtained regardless of the wave length of the incident seismic wave.
- the inner masses arranged in this manner have an isotropic behavior in the plane, namely the composite foundation has a response that does not depend on the stress of the seismic wave, that is Secondary or shear waves, regardless of its direction in the plane.
- the composite foundations comprise slabs of reinforced concrete with resonators 5 and hollow spaces 6.
- the extension in the plane identifies the region protected against seismic waves (equal to the plan area of the building to be protected) while the extension in the direction perpendicular to the plane is the real system that acts as the composite foundation for seismic waves.
- the operating principle of this invention is based on the theory of wave propagation in a material made with periodic structures, inside which some frequency- components of the signal have an evanescent feature and consequently they do not propagate.
- ⁇ is the pulsatance (rad/sec)
- L is the distance between the periodic structures
- m 1 is the mass of the outer material (kg) ( ⁇ A ⁇ 1)
- m 2 is the mass of the inner material (kg) ( ⁇ A ⁇ 2)
- k 1 is the axial stiffness of the outer material (N/m) (MAT3)
- k 2 is the axial stiffness of the material covering m 2 (N/m) (MAT4)
- b 1 is the viscous damping coefficient of the outer material (Ns/m) (low fractional layers that separate the slabs of the composite foundation)
- b 2 is the viscous damping coefficient of the inner material (Ns/m) (low fractional layers that separate the inner masses of the composite foundation) .
- the equation (1) has a solution characterized by two branches defined as optical and acoustic branches. There is a region called as "Band Gap" between the two branches where the pulsatances are associated to imaginary numbers . Within the “Band Gap” the vibrations decrease according to the following exponential law of the type with n equal to the number of inner structures passed through, while ⁇ is an attenuation coefficient that tends to infinity under resonance condition.
- the frequency components of the seismic shear waves that are attenuated most are those whose frequency is close to the resonance frequency of the composite foundation.
- such frequency coincides with the resonance frequency of the inner masses.
- it is important to select such frequency in a suitable manner for example it may be equal to the resonance frequency of the soil region where the composite foundation has to be installed for limiting local seismic amplification effects, or it may be equal to the frequency of the main mode of the structure to be protected for attenuating the amount of stresses caused by the earthquake.
- the slabs are bound transversely with each other by means of four cylindrical connections made of reinforced concrete with the diameter equal to 0,25 m and height equal to 0,1 m, that interact with blocks of rubber with Young's modulus equal to 1000 kPa.
- the number of the lead masses inside each slab is equal to 96.
- m 1 9769 kg (mass of the reinforced concrete)
- m 2 15743 kg (sum of the inner masses made of lead)
- k 1 160000 N/m (sum of the axial stiffness male- female node)
- k 2 30000000 N/m (axial stiffness equivalent to a system with 96 resonators).
- Figure 4 shows the comparison of the results of a FEM 3-D analysis and a one-dimensional finite difference analysis of the composite foundation in question, subjected to acceleration at the base (Tolmezzo accelerogram 1976) .
- Part a of figure 4 shows the results obtained in the time domain. It is possible to see an optimal correspondence between one-dimensional model
- Part b of figure 4 shows the results obtained in the frequency domain. From the figure it is possible to see that there is a first frequency range (0-0,7 Hz) wherein the output signal is amplified with respect to the input one and a second frequency range (0,7-10 Hz) wherein the signal is considerably reduced in amplitude.
- a first frequency range 0-0,7 Hz
- a second frequency range 0,7-10 Hz
- Figure 5 shows the response spectrum as regards the 5% damping without (continuous curve 7 numerical calculation) and with the composite foundation (analytical calculation curve 8 and numerical calculation broken curve 9) .
- the composite foundation configured in this manner may be defined as an active protection system opposing the seismic action, since, as it is placed under the foundation of the structure, it dissipates the energy contents of the frequency components most harmful for the structure itself preventing it from being permanently deformed.
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
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- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Foundations (AREA)
Abstract
Composite foundation for attenuating the seismic action, for building constructions and the like, characterized in that it comprises several concrete slabs superimposed on each other, wherein said concrete slabs are provided with suitably arranged cavities inside which a metal mass (2) free to oscillate is placed.
Description
COMPOSITE FOUNDATIONS FOR SEISMIC PROTECTION OF BUILDING
CONSTRUCTIONS
The invention relates to the field of protection of structures against seismic events. In the prior art, the tools available for designing structures in a seismic zone are classified into two categories: (i) seismic dissipators and (ii) seismic isolators.
(i) dissipation systems (for example hysteretic mechanical elements) , directly inserted into the structure to be protected, dissipate the energy generated by a seismic event preventing it from being transmitted to the structure. While on one side the provision of such dissipation elements avoids the structural damage, on the other side the fact of concentrating the permanent deformations in the dissipation elements may result in the following adverse effects:
• increase of the structure vulnerability as regards further seismic events;
• change in the seismic response of the structure with respect to the design response, second order effects become significant;
• difficulty of operations for the maintenance
and possibly for replacing the dissipating elements.
(ii) seismic isolation means to interpose a system of "seismic isolators" between the foundation and the superstructure that change, by increasing, the period of oscillation related to the pulsatance of the structural system, thus the amount of the seismic energy transmitted to the building intrinsically decreases. However the main drawback of this type of solution is the poor efficiency both with structures with a high main period of vibration (high number of storeys) and with foundation soil having poor stiffness properties (such as for example clays) .
In this patent we suggests a new type of seismic protective devices for structures that we have called as "Composite Foundations" that in addition of being more efficient they do not have the drawbacks of the dissipators in the market and the drawbacks of the isolators.
Composite foundations of the present patent are made by superimposing several slabs; each slab is made of a material "ΜAΤ1" (eg. reinforced concrete) , equipped with cavities periodically arranged and filled with a material "MAT2" (eg lead). MAT2 is separated from "MAT1" by means of a "MAT3" characterized by a low value of the elastic modulus. Such blocks aim at partially limit the movement of the masses inside the cavities on the horizontal plane. Between one slab and another one in sequence there are: a steel plate, a sheet of Teflon, another steel plate, such to make a contact surface with a low coefficient of friction. The
slabs are transversely bound with each other only by vertical connections of the male-female type covered by a material "MAT4" characterized also by a low value of the elastic modulus. The system arranged in this manner is very stiff as regards vertical actions and little stiff as regards horizontal actions.
An example of the representation of the base unit of the composite foundation (front and plan view) is shown in figure 1 (measures are in cm) , wherein:
- area 1 is the outer frame made of the material
"MAT1";
areas 2 are the inner masses made of the material "MAT2" ;
elements 3 are the blocks made of the material "MAT3" ;
elements 4 are the blocks made of the material
"MAT4" .
Figure 2 shows in details the areas pointed out in figure 1 with the name PART.A and PART-B. Figures PART.A-1 and PART.A-2 are a top and a bottom axonometric drawing respectively of the male- female node that transversely binds the superimposed slabs.
On the contrary figure PART.B shows an axonometric view of the cylindrical shaped inner mass that is transversely connected to the outer frame by means of four blocks of material "MAT3" .
Composite foundations have to be inserted under the foundation of the structure to be protected. The composite foundation can be inserted in two manners, directly in contact with the traditional foundation
(direct connection) or by a soil layer that separates it from the traditional foundation (indirect connection).
The high stiffness of the composite foundation as regards vertical actions allows differential settlements of the structure above to be limited and the poor stiffness as regards horizontal actions allows a response to the seismic stress to be obtained regardless of the wave length of the incident seismic wave.
Moreover the inner masses arranged in this manner have an isotropic behavior in the plane, namely the composite foundation has a response that does not depend on the stress of the seismic wave, that is Secondary or shear waves, regardless of its direction in the plane.
An example of the installation of the composite foundation of the present invention in the field of seismic protection of civil structures is shown in figure 3.
The composite foundations comprise slabs of reinforced concrete with resonators 5 and hollow spaces 6.
The extension in the plane identifies the region protected against seismic waves (equal to the plan area of the building to be protected) while the extension in the direction perpendicular to the plane is the real system that acts as the composite foundation for seismic waves.
The operating principle of this invention is based
on the theory of wave propagation in a material made with periodic structures, inside which some frequency- components of the signal have an evanescent feature and consequently they do not propagate.
From the equations of the motion of a one- dimensional discrete system, that describes in a simplified manner the behavior of the composite foundation of this invention, the dispersion relation of degree 4° in ω is obtained which is shown in the following equation:
where
i is the imaginary unit
ω is the pulsatance (rad/sec)
q is the wavenumber (rad/m)
L is the distance between the periodic structures
(m)
m1 is the mass of the outer material (kg) (ΜAΤ1) m2 is the mass of the inner material (kg) (ΜAΤ2) k1 is the axial stiffness of the outer material (N/m) (MAT3)
k2 is the axial stiffness of the material covering m2 (N/m) (MAT4)
b1 is the viscous damping coefficient of the outer material (Ns/m) (low fractional layers that separate the slabs of the composite foundation)
b2 is the viscous damping coefficient of the inner
material (Ns/m) (low fractional layers that separate the inner masses of the composite foundation) .
The equation (1) has a solution characterized by two branches defined as optical and acoustic branches. There is a region called as "Band Gap" between the two branches where the pulsatances are associated to imaginary numbers . Within the "Band Gap" the vibrations decrease according to the following exponential law of the type with n equal to the number of inner structures passed through, while β is an attenuation coefficient that tends to infinity under resonance condition.
Therefore the closer the wave frequencies are to the resonance frequency of the composite foundation itself the higher the spatial attenuation of the composite foundation is. That is to say, the frequency components of the seismic shear waves that are attenuated most are those whose frequency is close to the resonance frequency of the composite foundation. As a first approximation, such frequency coincides with the resonance frequency of the inner masses. As regards the design perspective it is important to select such frequency in a suitable manner, for example it may be equal to the resonance frequency of the soil region where the composite foundation has to be installed for limiting local seismic amplification effects, or it may be equal to the frequency of the main mode of the structure to be protected for attenuating the amount of stresses caused by the earthquake.
The efficiency in attenuating the amplitude of a
seismic signal has been evaluated both by the help of analytical solutions of one-dimensional models and by numerical simulations by the finite element method. Below a design example of the composite foundation applied to a structure is suggested.
To this aim we consider a composite foundation made by superimposing four slabs of reinforced concrete with size equal to 5,4 m x 5,4 m and height of 0,2 m, having inside the cylindrical masses made of lead with a diameter equal to 0,3 m and height equal to 0,2 m. The elementary unit of such dissipator is shown in figure 1.
Between the slabs there is a layer of steel-teflon having a coefficient of friction equal to 0,03. The slabs are bound transversely with each other by means of four cylindrical connections made of reinforced concrete with the diameter equal to 0,25 m and height equal to 0,1 m, that interact with blocks of rubber with Young's modulus equal to 1000 kPa. The number of the lead masses inside each slab is equal to 96. The inner masses are connected to the outer frame by means of blocks made of rubber, with Young's modulus equal to 1000 kPa, allowing a resonance frequency of the inner mass equal to = 7 Hz to be achieved.
The system above is like a one-dimensional discrete system (1-D) with the following mass and stiffness parameters:
m1 = 9769 kg (mass of the reinforced concrete) m2 = 15743 kg (sum of the inner masses made of lead)
k1 = 160000 N/m (sum of the axial stiffness male- female node)
k2 = 30000000 N/m (axial stiffness equivalent to a system with 96 resonators).
By writing the equations of the motion of the system with eight degrees of freedom (four degrees for the inner mass and four degrees for the outer mass) in terms of finite differences it is possible to determine the response of the system subjected to any accelerogram.
Figure 4 shows the comparison of the results of a FEM 3-D analysis and a one-dimensional finite difference analysis of the composite foundation in question, subjected to acceleration at the base (Tolmezzo accelerogram 1976) .
Part a of figure 4 shows the results obtained in the time domain. It is possible to see an optimal correspondence between one-dimensional model
(continuous curve) and three-dimensional model (broken curve) .
Part b of figure 4 shows the results obtained in the frequency domain. From the figure it is possible to see that there is a first frequency range (0-0,7 Hz) wherein the output signal is amplified with respect to the input one and a second frequency range (0,7-10 Hz) wherein the signal is considerably reduced in amplitude.
Finally in order to enhance the efficiency of the composite foundation in opposing the effects of the earthquake on a structure, the response spectrum of the
Tolmezzo accelerogram (1976) has been evaluated, in the presence of the composite foundation defined above.
Figure 5 shows the response spectrum as regards the 5% damping without (continuous curve 7 numerical calculation) and with the composite foundation (analytical calculation curve 8 and numerical calculation broken curve 9) .
The results show that with the composite foundation there is a considerable decrease in the amount of the seismic action (about 16 times) above all for periods ranging from 0 to 1,5 s (in practice where the ordinate of the response spectrum has more significance).
The composite foundation configured in this manner may be defined as an active protection system opposing the seismic action, since, as it is placed under the foundation of the structure, it dissipates the energy contents of the frequency components most harmful for the structure itself preventing it from being permanently deformed.
Claims
1. Composite foundation for attenuating the seismic action, for building constructions and the like, characterized in that it comprises several concrete slabs 5 superimposed on each other which are provided with suitably arranged cavities inside which a metal mass 2 free to oscillate is placed.
2. Composite foundation according to claim 1, with steel and/or Teflon plates interposed between said concrete slabs 5.
3. Composite foundation according to claim 1 and/or 2, with said concrete slabs 5 bound transversely with each other by means of vertical connections of the male-female type.
4. Composite foundation according to claims 1, 2 and/or 3 with said vertical connections of the male- female type covered by elements made by polymeric mixtures having an elastic modulus lower than 5 MPa.
5. Composite foundation according to claims 1, 2,
3 and/or 4 with said masses made of steel arranged in said cavities present in said concrete slabs 5.
6. Composite foundation according to claims 1, 2, 3 and/or 4 with said masses made of tungsten arranged in said cavities present in said concrete slabs 5.
7. Composite foundation according to claims 1, 2, 3 and/or 4 with said masses made of lead arranged in said cavities present in said concrete slabs 5.
8. Composite foundation according to claims 1, 2, 3, 4, 5, 6, and/or 7 with said masses arranged in said
cavities present in said concrete slabs 5 covered by elements made with polymeric mixtures having an elastic modulus lower than 5 MPa.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201580012153.0A CN106460354B (en) | 2014-03-24 | 2015-03-24 | Composite foundation for earthquake-proof protection of building structure |
| IL247225A IL247225B (en) | 2014-03-24 | 2016-08-10 | Composite foundations for seismic protection of building constructions |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| ITME2014A000001 | 2014-03-24 | ||
| ITME20140001 | 2014-03-24 |
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| WO2015145337A1 true WO2015145337A1 (en) | 2015-10-01 |
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| PCT/IB2015/052126 WO2015145337A1 (en) | 2014-03-24 | 2015-03-24 | Composite foundations for seismic protection of building constructions |
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| CN (1) | CN106460354B (en) |
| IL (1) | IL247225B (en) |
| WO (1) | WO2015145337A1 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114896867A (en) * | 2022-04-21 | 2022-08-12 | 华东交通大学 | Shock insulation structure and design method thereof |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110984436B (en) * | 2019-12-20 | 2022-05-24 | 江西奇信集团股份有限公司 | Partition board and preparation and installation method of building partition wall thereof |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1484450A2 (en) * | 2003-06-02 | 2004-12-08 | Nikolaos Drougos | Aseismic foundation |
| WO2013075814A1 (en) * | 2011-11-21 | 2013-05-30 | Gentili Giuseppe | Seismic dissipation module made up of compression-resistant spheres immersed in a variable low density material |
Family Cites Families (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2616171B1 (en) * | 1987-06-04 | 1990-08-03 | Moya Henri | PROTECTION SYSTEM AGAINST EARTHQUAKES, BUILDINGS, LARGE SETS, SINGLE HOUSES |
| CN1118794C (en) * | 2000-04-14 | 2003-08-20 | 香港科技大学 | Composite material with negative elastic constant and its making process |
| CN100478532C (en) * | 2006-10-13 | 2009-04-15 | 北京工业大学 | Level shearing three-dimensional vibration isolating device |
| CN101836095B (en) * | 2007-10-31 | 2013-01-02 | 纳幕尔杜邦公司 | Vibration absorber |
| GR1006394B (en) * | 2008-06-27 | 2009-05-13 | Method for elastic foundation of constructions | |
| CN201474357U (en) * | 2009-09-03 | 2010-05-19 | 于迎军 | Earthquake-proof building unit |
| CN202064676U (en) * | 2011-05-20 | 2011-12-07 | 叶耀林 | Quakeproof building |
| CN102839776A (en) * | 2011-06-24 | 2012-12-26 | 叶雄飞 | Anti-seismic brick |
| CN102995941A (en) * | 2012-12-31 | 2013-03-27 | 傅礼铭 | Shock-absorbing house |
| CN103738037B (en) * | 2014-01-26 | 2015-12-02 | 上海交通大学 | A kind of medium and low frequency acoustical and thermal composite panel |
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2015
- 2015-03-24 WO PCT/IB2015/052126 patent/WO2015145337A1/en active Application Filing
- 2015-03-24 CN CN201580012153.0A patent/CN106460354B/en active Active
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP1484450A2 (en) * | 2003-06-02 | 2004-12-08 | Nikolaos Drougos | Aseismic foundation |
| WO2013075814A1 (en) * | 2011-11-21 | 2013-05-30 | Gentili Giuseppe | Seismic dissipation module made up of compression-resistant spheres immersed in a variable low density material |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114896867A (en) * | 2022-04-21 | 2022-08-12 | 华东交通大学 | Shock insulation structure and design method thereof |
| CN114896867B (en) * | 2022-04-21 | 2023-05-12 | 华东交通大学 | Shock insulation structure and design method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| IL247225B (en) | 2019-06-30 |
| IL247225A0 (en) | 2016-09-29 |
| CN106460354B (en) | 2020-09-01 |
| CN106460354A (en) | 2017-02-22 |
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