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MODELLING AND ANALYSIS OF BASE ISOLATED
     STRUCTURES THROUGH IPERSPACE MAX
D.M. 14/01/2008 (Italian Technical Construction Regulation)




                Phd Ing. Stefano Ciaramella
                 Technical Consultant R&D

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The Software…




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The Software…




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Seismic isolation

 The approach to the earthquake-resistant construction problem:
                               CAPACITY  DEMAND
 where:
  the demand depends on the seismic event, which generates inertial forces in the
   structure. These forces are equal to the product of the masses of the structure
   and the accelerations due to the vibration induced by the event itself.
  the capacity depends on the strength and on the non-linear deformability of the
   structure.

 Seismic Isolation: is an alternative design approach that acts on demand drastically
 limiting the accelerations




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Seismic isolation strategy

a) increase of the fundamental period of
   the building to bring it in the field of
   lower responses to accelerations

b) limitation of the maximum horizontal
   force transmitted

                                                                           Model of a base isolated building




       a) Increase of the period (and dissipation)                   b) Limitation of the force (and dissipation)
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Seismic isolation system




                                Isolation Interface




           Superstructure                               Substructure
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Benefits of seismic isolation

  Economically acceptable and convenient structures

  Drastic reduction of the story drift which allow to create structures that do not
   suffer damage for devastating earthquakes

  High protection of structural content

  The people in the building have a minor perception of the seismic event




  Great savings for repairs after high intensity earthquakes
  If the building has strategic importance the earthquakes does not cause the
   interruption of the service.



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System pre-dimensioning
 Definition of the characteristics of the isolating system:
         Stiffness
         Dissipative capacity

 Identification of the period-damping couple (Tis, esi).
 Compared to the configuration of fixed-based structure (FB), this approach
 determines a better balancing between a satisfactory reduction of the seismic effects
 and horizontal displacement of the superstructure.

         Case     Configuration       T               
          1       Structure (FB)   0.47 sec          5%               T fb  C1  H 3/4  0.47sec
          2       Structure (BI)   1.50 sec         10%
          3       Structure (BI)   2.00 sec         10%               fixed-based structure (FB)
          4       Structure (BI)   2.50 sec         10%               base-isolated structure (BI)
          5       Structure (BI)   1.50 sec         15%
          6       Structure (BI)   2.00 sec         15%
          7       Structure (BI)   2.50 sec         15%
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System pre-dimensioning




  Equivalent period of the isolating                      M iso
                                                  Tis  2
   system:                                                 K esi
                                                                2
  Horizontal equivalent stiffness of the                 2 
   isolating system:                             K esi         M iso
                                                          Tis 
  Resultant of horizontal forces applied
   to the isolated system:                      F  M iso Se Tis , esi 

                                                     M S T ,    T 
                                                                               2
  Displacement of the stiffness centre
                                               d dc  iso e is esi   is  Se Tis , esi 
   of the isolating system:                               Kesi        2 
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Palette Widget




Property Widget

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Response Spectrums




          Period [sec]


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Acceleration Displacement Response Spectrum




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Stiffness Centre Displacement
                                                        2
                                               T 
                                       d dc       Se  T ,  
                                               2 



                                           T                        ddc
    Case      Configuration
                                         [sec]               [%]    [mm]
      2        Structure (BI)            1.50               10%     156

      3        Structure (BI)            2.00               10%     218

      4        Structure (BI)            2.50               10%     280

      5        Structure (BI)            1.50               15%     135

      6        Structure (BI)            2.00               15%     189

      7        Structure (BI)            2.50               15%     242


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Response Spectrums



    Elastic Spectrum
          Structure




                                Project Spectrum
                                     Structure   (FB)




        Period [sec]


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Shear force at the bottom of the superstructure

                                  F  M  Se  T ,  
                                  M  600 t


                                             T                     Shear Force
         Case    Configuration
                                           [sec]              [%]      [KN]
          1      Structure (FB)            0.47               5%       1550

          2      Structure (BI)            1.50               10%      1260

          3      Structure (BI)            2.00               10%      960

          4      Structure (BI)            2.50               10%      740

          5      Structure (BI)            1.50               15%      1100

          6      Structure (BI)            2.00               15%      770

          7      Structure (BI)            2.50               15%      630

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Horizontal stiffness

                                  2
                            2 
                   K esi         M iso
                            Tis                       ki  Kesi / n of pillars
                   M iso  790 t


                                                      T                Kesi      ki
            Case        Configuration
                                                    [sec]            [KN/m]   [KN/m]

             2-5        Structure (BI)              1.50             13861    770.0

             3-6        Structure (BI)              2.00              7896    438.7

             4-7        Structure (BI)              2.50              5053    280.7




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Summary of the results

                               T                   ddc          Shear Force     Kesi     ki
    Case   Configuration
                             [sec]      [%]        [mm]             [KN]       [KN/m]   [KN/m]
     1     Structure (FB)    0.47       5%            -             1550         -        -

     2      Structure (BI)   1.50      10%          156             1260       13861    770.0

     3      Structure (BI)   2.00      10%          218             960         7896    438.7

     4      Structure (BI)   2.50      10%          280             740         5053    280.7

     5      Structure (BI)   1.50      15%          135             1100       13861    770.0

     6      Structure (BI)   2.00      15%          189             770         7896    438.7

     7      Structure (BI)   2.50      15%          242             630         5053    280.7


           Seismic Effects: 50% reduction compared to the FB configuration


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d =189 mm + 30% =246 mm
Preliminary Analysis
                             Ko = 0.439 kN/mm




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Adding an isolating element to the program library



1. Go to the section Isolatori
(“Isolator”) in the widget Elementi                                   3. In the property widget
e click on Nuovo (“New”).                                             (“Proprietà”) through the section
                                                                      Generici, insert the vertical and
                                                                      horizontal stiffness taken from the
                                                                      catalogue.




                                      2. Insert the code for
                                      the new isolator.




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Inserting isolators in the model of the structure


  1. Selecting one or more pillars in
  the substructure.




                                                  2. Click on Crea (“Create”)  Isolatore sui
                                                  selezionati (“selected isolators”)




                                        3. Choose the isolator type, define its high and confirm (√)

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Structural analysis: fixed-based structure




                                                           2nd mode




                             1st mode

                                                           3rd mode
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Structural analysis: fixed-based structure




     Preliminary Analysis      T = 0.47 sec
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Structural analysis: fixed-based structure




     Preliminary Analysis      F = 155000 daN

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Structural analysis: base-isolated structure




      Use of isolation devices “FIP INDUSTIALE” series SI-S 400/125
      Reduction of the elastic spectrum for T  0,8 Tis = 1.6 sec
      Assumes  = esi = 15% for T  0,8 Tis and  = 5% for T < 0,8 Tis
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Structural analysis: base-isolated structure
  For the ultimate limit state verification, the needed resistance of structural elements of the
  superstructure can be met by considering the seismic effects reduced by the factor of
  1/q=0.6667, where q=1.5 is the structure factor.




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Structural analysis: base-isolated structure




     Preliminary Analysis      T = 2.0 sec

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Structural analysis: base-isolated structure




     Preliminary Analysis      F = 77000 daN

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The following figure shows the deformation of the structure due to a seismic event aligned with the x-axis.




The     isolator   maximum        horizontal
displacement is d = 221 mm, not far from
our preliminary prediction (246 mm) and
however under the limit of the isolator (250
mm).




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Limit State Verification
 Ultimate Limit State Verification
 Damage Limit State Verification




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Ultimate Limit State Verification
The superstructure and substructure should be designed with reference to construction
details related to the non seismic zone (Geometric and Reinforcement Limitations)




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Ultimate Limit State Verification




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Damage Limite State Verification




                                           For the superstructure, the verification must be
                                           carried out controlling that the story drift,
                                           obtained from the analysis, is under the 2/3 of
                                           the Damage Limite State limits of conventional
                                           structures.
                                           This verification is carried out by setting k(*h) =
                                           0.005x2/3 = 0.00333333 into the “Impalcati”
                                           section of the property widget and finally
                                           checking the results.




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Further Verifications
  However, it remains to be performed the verification for the parts involved in the
   non-dissipative function. These should remain in the elastic range even under the
   conditions of maximum stress, according to the rules relating to the materials they
   are made. For this verification, also a safety factor (≥1.5) have to be taken into
   account.

  For the replacement of isolators, the lifting by hydraulic jacks could be required.
   Therefore it is necessary to evaluate the dimensions of the concrete squat above
   the isolation interface and calculate an additional bottom reinforcement.

  In order to prevent or reduce traction in the seismic isolation devices, the vertical
   load design "V“, due to seismic actions, should be compressive or zero (V ≥ 0).
   In the case that V < 0, the modulus of the tensile stress should be minor both of
   2G and 1 Mpa into the isolators (G is the shear modulus).

  For further examinations regarding these issues, the reader can refer to the
   specific publications available.

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Modelling and analysis of base isolated structures

  • 1. MODELLING AND ANALYSIS OF BASE ISOLATED STRUCTURES THROUGH IPERSPACE MAX D.M. 14/01/2008 (Italian Technical Construction Regulation) Phd Ing. Stefano Ciaramella Technical Consultant R&D Copyright  Soft.Lab srl 1
  • 2. The Software… Copyright  Soft.Lab srl http://www.soft.lab.it – salesdirector@soft.lab.it 2
  • 3. The Software… Copyright  Soft.Lab srl http://www.soft.lab.it - 3 salesdirector@soft.lab.it
  • 4. The Software… Copyright  Soft.Lab srl http://www.soft.lab.it - 4 salesdirector@soft.lab.it
  • 5. The Software… Copyright  Soft.Lab srl http://www.soft.lab.it - 5 salesdirector@soft.lab.it
  • 6. The Software… Copyright  Soft.Lab srl http://www.soft.lab.it - 6 salesdirector@soft.lab.it
  • 7. The Software… Copyright  Soft.Lab srl http://www.soft.lab.it - 7 salesdirector@soft.lab.it
  • 8. Seismic isolation The approach to the earthquake-resistant construction problem: CAPACITY  DEMAND where:  the demand depends on the seismic event, which generates inertial forces in the structure. These forces are equal to the product of the masses of the structure and the accelerations due to the vibration induced by the event itself.  the capacity depends on the strength and on the non-linear deformability of the structure. Seismic Isolation: is an alternative design approach that acts on demand drastically limiting the accelerations Copyright  Soft.Lab srl http://www.soft.lab.it - 8 salesdirector@soft.lab.it
  • 9. Seismic isolation strategy a) increase of the fundamental period of the building to bring it in the field of lower responses to accelerations b) limitation of the maximum horizontal force transmitted Model of a base isolated building a) Increase of the period (and dissipation) b) Limitation of the force (and dissipation) Copyright  Soft.Lab srl http://www.soft.lab.it - 9 salesdirector@soft.lab.it
  • 10. Seismic isolation system Isolation Interface Superstructure Substructure Copyright  Soft.Lab srl http://www.soft.lab.it - 10 salesdirector@soft.lab.it
  • 11. Benefits of seismic isolation  Economically acceptable and convenient structures  Drastic reduction of the story drift which allow to create structures that do not suffer damage for devastating earthquakes  High protection of structural content  The people in the building have a minor perception of the seismic event  Great savings for repairs after high intensity earthquakes  If the building has strategic importance the earthquakes does not cause the interruption of the service. Copyright  Soft.Lab srl http://www.soft.lab.it - 11 salesdirector@soft.lab.it
  • 12. System pre-dimensioning Definition of the characteristics of the isolating system:  Stiffness  Dissipative capacity Identification of the period-damping couple (Tis, esi). Compared to the configuration of fixed-based structure (FB), this approach determines a better balancing between a satisfactory reduction of the seismic effects and horizontal displacement of the superstructure. Case Configuration T  1 Structure (FB) 0.47 sec 5% T fb  C1  H 3/4  0.47sec 2 Structure (BI) 1.50 sec 10% 3 Structure (BI) 2.00 sec 10% fixed-based structure (FB) 4 Structure (BI) 2.50 sec 10% base-isolated structure (BI) 5 Structure (BI) 1.50 sec 15% 6 Structure (BI) 2.00 sec 15% 7 Structure (BI) 2.50 sec 15% Copyright  Soft.Lab srl http://www.soft.lab.it - 12 salesdirector@soft.lab.it
  • 13. System pre-dimensioning  Equivalent period of the isolating M iso Tis  2 system: K esi 2  Horizontal equivalent stiffness of the  2  isolating system: K esi     M iso  Tis   Resultant of horizontal forces applied to the isolated system: F  M iso Se Tis , esi  M S T ,    T  2  Displacement of the stiffness centre d dc  iso e is esi   is  Se Tis , esi  of the isolating system: Kesi  2  Copyright  Soft.Lab srl http://www.soft.lab.it - 13 salesdirector@soft.lab.it
  • 14. Palette Widget Property Widget Copyright  Soft.Lab srl http://www.soft.lab.it - 14 salesdirector@soft.lab.it
  • 15. Copyright  Soft.Lab srl http://www.soft.lab.it - 15 salesdirector@soft.lab.it
  • 16. Copyright  Soft.Lab srl http://www.soft.lab.it - 16 salesdirector@soft.lab.it
  • 17. Response Spectrums Period [sec] Copyright  Soft.Lab srl http://www.soft.lab.it - 17 salesdirector@soft.lab.it
  • 18. Acceleration Displacement Response Spectrum Copyright  Soft.Lab srl http://www.soft.lab.it - 18 salesdirector@soft.lab.it
  • 19. Stiffness Centre Displacement 2  T  d dc    Se  T ,    2  T  ddc Case Configuration [sec] [%] [mm] 2 Structure (BI) 1.50 10% 156 3 Structure (BI) 2.00 10% 218 4 Structure (BI) 2.50 10% 280 5 Structure (BI) 1.50 15% 135 6 Structure (BI) 2.00 15% 189 7 Structure (BI) 2.50 15% 242 Copyright  Soft.Lab srl http://www.soft.lab.it - 19 salesdirector@soft.lab.it
  • 20. Copyright  Soft.Lab srl http://www.soft.lab.it - 20 salesdirector@soft.lab.it
  • 21. Response Spectrums Elastic Spectrum Structure Project Spectrum Structure (FB) Period [sec] Copyright  Soft.Lab srl http://www.soft.lab.it - 21 salesdirector@soft.lab.it
  • 22. Shear force at the bottom of the superstructure F  M  Se  T ,   M  600 t T  Shear Force Case Configuration [sec] [%] [KN] 1 Structure (FB) 0.47 5% 1550 2 Structure (BI) 1.50 10% 1260 3 Structure (BI) 2.00 10% 960 4 Structure (BI) 2.50 10% 740 5 Structure (BI) 1.50 15% 1100 6 Structure (BI) 2.00 15% 770 7 Structure (BI) 2.50 15% 630 Copyright  Soft.Lab srl http://www.soft.lab.it - 22 salesdirector@soft.lab.it
  • 23. Horizontal stiffness 2  2  K esi     M iso  Tis  ki  Kesi / n of pillars M iso  790 t T Kesi ki Case Configuration [sec] [KN/m] [KN/m] 2-5 Structure (BI) 1.50 13861 770.0 3-6 Structure (BI) 2.00 7896 438.7 4-7 Structure (BI) 2.50 5053 280.7 Copyright  Soft.Lab srl http://www.soft.lab.it - 23 salesdirector@soft.lab.it
  • 24. Summary of the results T  ddc Shear Force Kesi ki Case Configuration [sec] [%] [mm] [KN] [KN/m] [KN/m] 1 Structure (FB) 0.47 5% - 1550 - - 2 Structure (BI) 1.50 10% 156 1260 13861 770.0 3 Structure (BI) 2.00 10% 218 960 7896 438.7 4 Structure (BI) 2.50 10% 280 740 5053 280.7 5 Structure (BI) 1.50 15% 135 1100 13861 770.0 6 Structure (BI) 2.00 15% 189 770 7896 438.7 7 Structure (BI) 2.50 15% 242 630 5053 280.7 Seismic Effects: 50% reduction compared to the FB configuration Copyright  Soft.Lab srl http://www.soft.lab.it - 24 salesdirector@soft.lab.it
  • 25. Palette Widget Property Widget Copyright  Soft.Lab srl http://www.soft.lab.it - 25 salesdirector@soft.lab.it
  • 26. d =189 mm + 30% =246 mm Preliminary Analysis Ko = 0.439 kN/mm Copyright  Soft.Lab srl http://www.soft.lab.it - 26 salesdirector@soft.lab.it
  • 27. Adding an isolating element to the program library 1. Go to the section Isolatori (“Isolator”) in the widget Elementi 3. In the property widget e click on Nuovo (“New”). (“Proprietà”) through the section Generici, insert the vertical and horizontal stiffness taken from the catalogue. 2. Insert the code for the new isolator. Copyright  Soft.Lab srl http://www.soft.lab.it - 27 salesdirector@soft.lab.it
  • 28. Inserting isolators in the model of the structure 1. Selecting one or more pillars in the substructure. 2. Click on Crea (“Create”)  Isolatore sui selezionati (“selected isolators”) 3. Choose the isolator type, define its high and confirm (√) Copyright  Soft.Lab srl http://www.soft.lab.it - 28 salesdirector@soft.lab.it
  • 29. Structural analysis: fixed-based structure 2nd mode 1st mode 3rd mode Copyright  Soft.Lab srl http://www.soft.lab.it - 29 salesdirector@soft.lab.it
  • 30. Structural analysis: fixed-based structure Preliminary Analysis T = 0.47 sec Copyright  Soft.Lab srl http://www.soft.lab.it - 30 salesdirector@soft.lab.it
  • 31. Structural analysis: fixed-based structure Preliminary Analysis F = 155000 daN Copyright  Soft.Lab srl http://www.soft.lab.it - 31 salesdirector@soft.lab.it
  • 32. Structural analysis: base-isolated structure  Use of isolation devices “FIP INDUSTIALE” series SI-S 400/125  Reduction of the elastic spectrum for T  0,8 Tis = 1.6 sec  Assumes  = esi = 15% for T  0,8 Tis and  = 5% for T < 0,8 Tis Copyright  Soft.Lab srl http://www.soft.lab.it - 32 salesdirector@soft.lab.it
  • 33. Structural analysis: base-isolated structure For the ultimate limit state verification, the needed resistance of structural elements of the superstructure can be met by considering the seismic effects reduced by the factor of 1/q=0.6667, where q=1.5 is the structure factor. Copyright  Soft.Lab srl http://www.soft.lab.it - 33 salesdirector@soft.lab.it
  • 34. Structural analysis: base-isolated structure Preliminary Analysis T = 2.0 sec Copyright  Soft.Lab srl http://www.soft.lab.it - 34 salesdirector@soft.lab.it
  • 35. Structural analysis: base-isolated structure Preliminary Analysis F = 77000 daN Copyright  Soft.Lab srl http://www.soft.lab.it - 35 salesdirector@soft.lab.it
  • 36. The following figure shows the deformation of the structure due to a seismic event aligned with the x-axis. The isolator maximum horizontal displacement is d = 221 mm, not far from our preliminary prediction (246 mm) and however under the limit of the isolator (250 mm). Copyright  Soft.Lab srl http://www.soft.lab.it - 36 salesdirector@soft.lab.it
  • 37. Limit State Verification  Ultimate Limit State Verification  Damage Limit State Verification Copyright  Soft.Lab srl http://www.soft.lab.it - 37 salesdirector@soft.lab.it
  • 38. Ultimate Limit State Verification The superstructure and substructure should be designed with reference to construction details related to the non seismic zone (Geometric and Reinforcement Limitations) Copyright  Soft.Lab srl http://www.soft.lab.it - 38 salesdirector@soft.lab.it
  • 39. Ultimate Limit State Verification Copyright  Soft.Lab srl http://www.soft.lab.it - 39 salesdirector@soft.lab.it
  • 40. Damage Limite State Verification For the superstructure, the verification must be carried out controlling that the story drift, obtained from the analysis, is under the 2/3 of the Damage Limite State limits of conventional structures. This verification is carried out by setting k(*h) = 0.005x2/3 = 0.00333333 into the “Impalcati” section of the property widget and finally checking the results. Copyright  Soft.Lab srl http://www.soft.lab.it - 40 salesdirector@soft.lab.it
  • 41. Further Verifications  However, it remains to be performed the verification for the parts involved in the non-dissipative function. These should remain in the elastic range even under the conditions of maximum stress, according to the rules relating to the materials they are made. For this verification, also a safety factor (≥1.5) have to be taken into account.  For the replacement of isolators, the lifting by hydraulic jacks could be required. Therefore it is necessary to evaluate the dimensions of the concrete squat above the isolation interface and calculate an additional bottom reinforcement.  In order to prevent or reduce traction in the seismic isolation devices, the vertical load design "V“, due to seismic actions, should be compressive or zero (V ≥ 0). In the case that V < 0, the modulus of the tensile stress should be minor both of 2G and 1 Mpa into the isolators (G is the shear modulus).  For further examinations regarding these issues, the reader can refer to the specific publications available. Copyright  Soft.Lab srl http://www.soft.lab.it – salesdirector@soft.lab.it 41