This document presents a study on using multiple tuned mass dampers (MTMD) to reduce wind-induced vibration in skyscrapers. It discusses literature on using TMD and MTMD systems for vibration control of buildings. The methodology section outlines the steps to calculate MTMD parameters for a given structure. Results show that MTMD with 5% damping reduces lateral displacement in the skyscraper by up to 20% compared to a single damper system. Story drift and wind shear are also considerably reduced with MTMD, improving vibration control of the tall building.

1. MULTIPLE TUNE
MASS DAMPER
IN SKYSCRAPER
PRESENTED - PRASHANT BORGE
GUIDED - A.GALATAGE

2. INTRODUCTION
• What do you mean by Skyscraper?
• What is MTMD?

3. OBJECTIVE
• To study the wind excitation effect on skyscraper.
• To reduce wind shear by passive energy control system.

4. LITERATURE REVIEW
• Nagarjaih and Vardhrajan [5] investigated the effectiveness of SAIVS-TMD for the
response control of a wind excited building. They considered a 76 storey 306m high
concrete slender tower with height-width ratio of 7.3. They developed EMD instantaneous
frequency algorithm. They concluded that TMD losses its effectiveness with 15% stiffness
variation.
• Salvi, Rizzi et al. [6] optimized tuning of passive Tuned Mass Damper devices at given
seismic input signal. They considered five earthquake events and five shear-type frame
structures. The factors like frequency ratio, damping ratio were considered for analysis.
They also used algorithms available in MATLAB, which were based on Sequential
Quadratic Programing (SQP) for tuning of dampers. They concluded that an average
reduction of about 18% was obtained for response of structure with added TMD.
• Sinan and Bekads [7] investigated harmonic algorithm to find optimum mass ratio, period
and damping ratio of tuned mass dampers. The dampers were implemented on structures
with different periods and damping ratios. The authors concluded that the optimum
damping ratio of TMD was maximum for structures with 1.5-4.0 sec period. Also the best
reduction of displacement was observed for structures with period 1.0-1.5s and 3.0-3.5s.
• Said and Matsagar [8] investigated on 76 storey building was modeled as shear type
structure with lateral degree of freedom at each floor, and tune mass damper were installed
at top storey of building. They were used Newmark’s method to solve governing equation
of motion of structure. They concluded that MTMD were effectively performed vibration
control under the wind load than the STMD.

5. METHODOLOGY
1. Determine the mass and stiffness parameters, M and k of the primary system.
2. Specify the required modal damping ζ of the considered mode of primary system.
3. Calculate the damping ratio of secondary system.
2d 
4. Calculate the mass ratio.
2
2
2
1 2
d
d





5. Calculate the angular frequency of secondary system
1
.
1
d o 



6. Calculate Md,Cd and kd
Md= µ.M
2
.d d dk M
2
.
2. . .
d d d
d d d d
k M
C k M





6. PASSIVE ENERGY
CONTROL METHOD
• TUNED MASS DAMPER

7. PRESENT STUDY

9. RESULT AND
DISCUSSION
• FORCE ALONG DIRECTION
• FORCE ACROSS DIRECTION
• TORSION
• LATERAL DISPLACEMENT
• STORY DRIFT
• WIND SHEAR

10. FORCE ALONG
DIRECTION

11. FORCE ACROSS
DIRECTION

12. TORSION

13. LATERAL
DISPLACEMENT

15. 0
20
40
60
80
100
120
DISPLACEMENT
(MM)
STATIC LATERAL DISPLACEMENT X
DIRECTION
WTMD
0.50%
1%
2%
5%
DOUBLE
CHAMFERED

16. 65
70
75
80
85
90
DISPLACEMENT(
MM)
DYNAMIC LATERAL DISPLACEMENT X
DIRECTION
WTMD
0.50%
1%
2%
5%
Single chamfered Double
chamfered

17. Lateral
displaceme
nt in top of
storey in Y
direction(
mm)
WTMD ζ=0.5% ζ=1% ζ=2% ζ=5%
Single
chamfered
82.5 82.0 81 80.8 72.2
Double
chamfered
69.5 69.3 69.0 67.6 57.6
efficiency 15.7 15.4 14.8 16.3 20.2
0
20
40
60
80
100
DISPLACEMENT
(MM)
STATIC LATERAL DISPLACEMENT IN Y
DIRECTION
WTMD
ζ=0.5%
ζ=1%
ζ=2%
ζ=5%
Single
chamfered
Double
chamfered

18. STORY DRIFT

19. Wind shear

20. Conclusion
• The lateral displacement in the skyscraper in x direction
is reduced by providing MTMD of ζ=5%.
• The single chamfered building story drift is also
considerably are reduces due to high damping ratio.
• The wind shear is reduces due to MTMD in the
skyscraper.

21. Reference
• Tamura Y.,Kim Y.,Tanaka H.(2013), “Aerodynamic and Response Characteristic of Super
Tall Building with Various Configuration” The Eighth Asia-pacific Conference on wind
engineering , Chennai,India, pp. K219-K243
• Mohotti D.,Danushka K.,Mendis P(2015), “Wind Design of Slender Tall Building : CFD
Approach”. ICECM, pp. 194-203
• Mendis P., Ngo. T., Haritos N.(2007) “Wind Loading on Tall Buildings” EJSC, pp. 41-54
• Ahuja A.,Amin J.(2010), “ Aerodynamic Modification to the Shape of the Building”,Asian
Journal of Civil Engineering,Vol.11 pp. 433-450.
• NagarJanuary S.,VardhraJanuary N.(2004) “ Wind Response Control of Building With
Variable Stiffness TMD”, Journal of Engineering Mechanics, pp. 451-458.
• Salvi J.,Rizzi E.,Govazzeni M.(2014), “ Analysis of Optimum Performance of TMD
Devices”,9thInternationalConferenceonStructuralDynamics, Porto,Portugal, pp. 1729-
1736.
• Sinan M., Bekade G.(2010), “Application of TMD to Control Vibration”,Journal Of
Engineering, pp. 116-124.
• Said E.,Matsagar V.(2014), “Distribute Multiple TMD for Wind Vibration Response Control
of High Rise Building, Journal of Engineering , pp. 1-11.
• Codes
• IS 875(part-3)1987, code of practice for design loads (other than earthquake)for building
and structures(part 3)wind loads(Third Revisions).
• ETAB-pro user guide.

22. Thank you