4. An earthquake (also known as
a quake, tremor or temblor) is the shaking of the surface
of the Earth resulting from a sudden release of energy in
the Earth’s lithosphere that creates seismic waves.
In its most general sense, the word earthquake is used
to describe any seismic event whether natural or caused
by humans that generates seismic waves.
EARTHQUAKE
7. SL
NO
AUTHOR TITLE DESCRIPTION OUTCOME
1. • M. Neaz Sheikh
• M. S. Mashiri
• J. S. Vinod
• Hing-Ho Tsang
Shear and Compressibility
Behavior of Sand-tire Crumb
Mixture
• This paper investigate shear
and compressibility behavior
of sand-tire crumb (S-TC)
mixtures for their application
in civil engineering projects.
● The higher the content of tire crumbs in the mixture
resulted in a larger reduction in shear strength and
significant increase in axial shear strength was
observed. Peak shear strength and corresponding
axial strength was observed to increase with increase
in confining pressure. Reduction in shear strength can
be minimized by using larger tire crumbs.
● Future Scope : Effect of size of tire crumbs in
conjunction with an optimal gradation of sand needs to
be extensively studied for the proper application of the
S-TC mixtures in civil engineering projects.
8. SL
NO.
AUTHOR TITLE DESCRIPTION OUTCOME
2. • Naresh Dixit
• Mohammed Zubair
Shear Strength Characteristics
and Energy Absorption Capacity
of
Soil-tire Crumb Mixtures
The primary objective of this study involves
determining shear strength characteristics,
energy absorption capacity and brittleness
index of Soil-tire Crumb Mixture (STCM) by
performing Direct Shear and Unconsolidated
Undrained (UU) Triaxial test on disturbed
soil samples collected from various sites in
East Bangalore.
• Increase in shear strength and energy
absorption capacity was observed with
addition of tire crumbs to soil, with the
increase being significant at times.
• There was found to be an optimum
percentage of tire crumbs in all soil
samples where the strength was
maximum.
• There was an observable reduction in
brittleness index of the samples on
addition of tire crumbs, showing the soil
to have become more ductile.
• There was a definite improvements in
the soil properties.
• Future Scope : These tests help in
further studies and dynamic studies to
arrive at more conclusive results of
vibration isolation applications.
• These soils can be placed around
footings and foundations and thickness
and depth of placement can be
determined.
9. Objectives
Determine site response of a site by introduction water table at
various levels and understand its effect on PGA and PGD and hence
prove the effect of liquefaction
10. Methodology
1. Site Selection: Based on borehole data, sites with NSPT value greater
than 35 and sand percentage more than 55% was selected.
2. The sites selected was Kadugodi.
3. Deepsoil linear response.
11. Deepsoil Software
DEEPSOIL is a unified 1D equivalent linear and
nonlinear site response analysis platform. Main
features include:
• Frequency-independent damping formulation
• Graphical user interface
• Parallel-processing capability
Output
Response Spectra Damping Ratio
Input Motion – 0.1g and 0.36g
Bedrock Properties
Preparation of Elastic half spaces
Pore Water Pressure Generation
Type of Analysis
15. Deepsoil Analysis Output
● We can observe that there has been
considerable reduction in PGA values as
the depth increases.
● The PGA value in Layer 3 which is
interacting with the 2nd layer is reduced
by 3.5% for no water table level.
● Now the PGA value has reduced by a
maximum of 7.07% at 4.5m depth
where the layer 1 PGA has reduced by
0.79%.
● When water table is present in any
layer, we can observe decrease in
displacement as the depth increases.
Site 1 – No water table
PGA
Maximum
Displacement
Depth(m) PGA (g) Depth(m) Displacement(m)
0 0.102648 0 0.0007204724169
1.499847607 0.101832 1.499847607 0.0006609783603
2.999695215 0.0982733 2.999695215 0.0004788509601
4.499542822 0.0913227 4.499542822 0.0002545894544
PGA
Maximum
Displacement
Depth(m) PGA (g) Depth(m) Displacement(m)
0 0.101016 0 0.0005709509296
1.499847607 0.099972 1.499847607 0.000512520573
2.999695215 0.0944589 2.999695215 0.000330963121
4.499542822 0.0897307 4.499542822 0.0001815187443
Site 1 – Water table top of layer 3
16. Site 3 – No water table
● We can observe that there has been
considerable reduction in PGA values
as the depth increases.
● From table 2,we can observe that due
to the presence of water table on top
of layer 5,there is abnormal change in
the values of PGA and displacement .
● In between layer 4 and 5 there is
decrease in displacement by 54.41%
due to the effect of water table.
PGA Maximum Displacement
Depth(m) PGA (g) Depth(m) Displacement(m)
0 0.101369 0 0.000668
1 0.10013 1 0.000642
1.499848 0.099393 1.499848 0.00063
2.999695 0.097153 2.999695 0.000468
4.499543 0.090661 4.499543 0.000252
Site 3 – Top of layer 5
PGA
Maximum
Displacement
Depth(m) PGA (g) Depth(m) Displacement(m)
0 0.101207 0 0.0005886833283
1 0.0991779 1 0.0005630478513
1.499847607 0.0982151 1.499847607 0.0005508320634
2.999695215 0.0952835 2.999695215 0.0003901005791
4.499542822 0.0895309 4.499542822 0.0001778217007
17. PGA
● These tables represents PGA and PGD
values of top layer of different sites at
different water table levels .
● From table 1 we can observe that, at
first, as the water table level moves
down , there is decrease in PGA and as
the water table moves further down.
PGA value starts to increase. Similar
variations can be observed in PGD
values also.
● The maximum PGA and PGD is
observed when no water table is
present.
● As the depth increases, PGA and PGD
increases, but the value will not
exceed no water table condition’s
value.
Site
NO WATER
TABLE
TOP OF
LAYER 2
TOP OF
LAYER 3
TOP OF
LAYER 4
TOP OF
LAYER 5
1 0.1026 0.0983 0.1010 0.1023
2 0.1014 0.0986 0.0988 0.1008 0.1010
3 0.1014 0.0995 0.0999 0.1006 0.1012
4 0.1007 0.0979 0.0986 0.0992 0.1001
5 0.1009 0.0986 0.0985 0.0993 0.1003
6 0.1014 0.0986 0.0992 0.0999 0.1008
PGD
Site
NO WATER
TABLE
TOP OF
LAYER 2
TOP OF
LAYER 3
TOP OF
LAYER 4
TOP OF
LAYER 5
1 0.0007205 0.0005308 0.0005710 0.0006337
2 0.0006987 0.0005395 0.0005367 0.0005567 0.0006151
3 0.0006682 0.0005066 0.0005081 0.0005343 0.0005887
4 0.0006483 0.0004768 0.0004856 0.0005146 0.0005690
5 0.0006419 0.0004816 0.0004740 0.0005074 0.0005620
6 0.0006205 0.0004750 0.0004561 0.0004881 0.0005420
18. CONCLUSIONS :
• For reduction of PGA between 2-5% the reduction in PGD corresponding to 25%.
• As the shear strength of layers and coarse particles increases, reduction of PGA is reduced.
• When water table is above layer 2, we can observe gradual decrease in displacement as depth increases.
• This proves the liquefaction phenomenon by demonstrating effecting of water table in coarse soil.
19. References
● A. Tasalloti, G. Chiaro, J.M. Young, O.E. Ross & A. Palermo G. Granello(2021) Experimental seismic characterization of gravel-granulated tire mixtures and design implications.
● Naresh Dixit, Mohammed Zubair: Shear Strength Characteristics and Energy Absorption Capacity of Soil-tire Crumb Mixtures
● Anbazhagan, P., Tsang, H. H., & Mamatha, M. (2011). Earthquake Hazard Mitigation by Utilizing Waste Tyres. In Proceeding of International Conference on Recent Innovations in
Technology ICRIT 2011, 10th–12th February 2011 RIT Kottayam, Kerala, India (pp. 59-64).
• Akbulut, S., Arasan, S., & Kalkan, E. (2007). Modification of clayey soils using scrap tire rubber and synthetic fibers. Applied Clay Science, 38(1-2), 23-32.
• P.Anbazhagan Panjamani, DR Manohar(2015) Energy Absorption Capacity and Shear Strength Characteristics of Waste tire Crumbs and Sand Mixtures.
• M. Neaz Sheikh, M. S. Mashiri, J. S. Vinod, Hing-Ho Tsang(2013) Shear and Compressibility Behavior of Sand-tire Crumb Mixture
● Anbazhagan, P., & Manohar, D. R. (2015). Energy absorption capacity and shear strength characteristics of waste tire crumbs and sand mixtures.
International Journal of Geotechnical Earthquake Engineering (IJGEE), 6(1), 28-49.
● Gajan, S., & Kutter, B. L. (2009). Effects of moment-to-shear ratio on combined cyclic load-displacement behavior of shallow foundations from
centrifuge experiments. Journal of geotechnical and geoenvironmental engineering, 135(8), 1044-1055.
