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1,[object Object],Geotechnical Aspects of Earthquake,[object Object],Engineering ,[object Object],by,[object Object],Er. Kulbir Singh gill,[object Object],Department  of Civil Engg,[object Object],GURU NANAK DEV ENGG COLLEGE,[object Object],Kulbirgillkulbir@yahoo.co.in,[object Object]
Geotechnical earthquake engineering is a young branch of earthquake engineering that developed in the last two decades or so. It is concerned with geotechnical aspects of earthquake engineering such as :,[object Object],Type of soil.,[object Object],Depth of foundation soil.,[object Object],Amplification of earthquake intensity by soil deposits.,[object Object],Liquefaction of soils.,[object Object]
The subsurface information required to evaluate the liquefaction includes :,[object Object],Location of water table.,[object Object],Mean grain size D50.,[object Object],Unit weight.,[object Object],Fines content of soil (percentage of weight passing I.S. sieve size 75µ).,[object Object],SPT blow count N or tip resistance/cone bearing of a standard CPT cone (qc).,[object Object]
4,[object Object],Major Soil Groups,[object Object],0.002,[object Object],200,[object Object],63,[object Object],2.36,[object Object],0.075,[object Object],Granular soils or Cohesionless soils,[object Object],Cohesive soils,[object Object],Boulder,[object Object],Clay,[object Object],Silt,[object Object],Sand,[object Object],Gravel,[object Object],Cobble,[object Object],Grain size (mm),[object Object],Fine grain soils,[object Object],Coarse grain soils,[object Object]
5,[object Object],Grain Size Distribution,[object Object],Significance of GSD:,[object Object],To know the relative proportions of different grain sizes.,[object Object],An important factor influencing the geotechnical characteristics of a coarse grain soil.,[object Object],Not important in fine grain soils.,[object Object]
6,[object Object],Grain Size Distribution,[object Object],sieve shaker,[object Object],soil/water suspension,[object Object],hydrometer,[object Object],stack of sieves,[object Object],Sieve Analysis,[object Object],Determination of GSD:,[object Object],In coarse grain soils …... By sieve analysis,[object Object],In fine grain soils     …... By hydrometer analysis,[object Object],Hydrometer Analysis,[object Object]
Grain Size Distribution Curve,[object Object],can find % of gravels, sands, fines,[object Object],define D10, D30, D60.. as above.,[object Object]
Geotechnical Aspects
9,[object Object],f,[object Object],,[object Object],Mohr-Coulomb Failure Criterion,[object Object],,[object Object],,[object Object],failure envelope,[object Object],friction angle,[object Object],cohesion,[object Object],c,[object Object],,[object Object],f is the maximum shear stress the soil can take without failure, under normal stress of .,[object Object]
Shear strength,[object Object],    In case of clayey soil C cannot be zero, there fore shear strength of soil cannot be zero but in case of cohesion less soil C= 0.Therefore ,[object Object],S =  σ tanΦ,[object Object],                In saturated sandy deposits ,[object Object],                         S = ( σ- u ) tanΦ,[object Object]
11,[object Object],What is compaction?,[object Object],A simple ground improvement technique, where the soil is densified through external compactive effort.,[object Object],Compactive effort,[object Object],+ water =,[object Object]
12,[object Object],Compaction Curve,[object Object],air,[object Object],water,[object Object],soil,[object Object],Dry density (d),[object Object],difficult to expel all air,[object Object],lowest void ratio and highest dry density at optimum w,[object Object],Water content,[object Object],What happens to the relative quantities of the three phases with addition of water?,[object Object]
13,[object Object],Field Compaction,[object Object],Impact Roller,[object Object],[object Object],[object Object]
 Range of water contentField measurements (of d) obtained using,[object Object],[object Object]
 nuclear density meter,[object Object]
solution cavities in limestone,[object Object],Pounder (Tamper),[object Object],Cratercreated by  the impact,[object Object],Dynamic Compaction,[object Object],- pounding the ground by  a heavy weight,[object Object],Suitable for granular soils, land fills and karst terrain with sink holes.,[object Object],(to be backfilled),[object Object]
Pounder (Tamper)Mass = 5-30 tonneDrop = 10-30 m,[object Object],Dynamic Compaction,[object Object]
Standard penetration test,[object Object]
Geotechnical Aspects
CORRECTIONS TO N-VALUE,[object Object],Where ,[object Object],	N60 = SPT N-value corrected for field procedures,[object Object],Em= hammer efficiency,[object Object],	CB= bore hole diameter correction,[object Object],	Cs= sampler correction,[object Object],	CR= rod length correction,[object Object],	N= SPT N value recorded in the field,[object Object]
Hammer efficiency is given by the manufacturer and its value is different for different type of hammers. Bore hole, sampler and rod correction factors are given in the table below:,[object Object]
LIQUEFACTION ASSESSMENT,[object Object],Liquefaction research also has produced method of assessing the susceptibility of soil to liquefaction. Most of these methods use the cyclic stress approach. This method assesses the cyclic stress ratio anticipated at the site during the certain design earthquake and compares it to that required to produce liquefaction. Here we will confine our discussion to the simplified analysis based on standard penetration test data. The procedure for evaluating the liquefaction potential of a site essentially consists of two steps.,[object Object]
Step 1,[object Object],Evaluating stress induced using the following equation ,[object Object],CSReq= 0.65(a max/g) x r d x (σ v/σ’v),[object Object],Where ,[object Object],r d  is stress reduction factor, a max is peak ground acceleration and g is acceleration due to gravity.,[object Object],r d = 1 – 0.000765z                             for z ≤ 9.15 m and,[object Object],r d = 1 – 0.0267z                                 for 9.15 < z ≤ 23,[object Object], where z is the depth below the ground surface in meters,[object Object],The maximum horizontal acceleration a max  can be determined from the graph between epicentral distance and peak horizontal acceleration.,[object Object]
Step 2The cyclic strength of soil as CRR can be determined from the graph given below:    ,[object Object]
contd,[object Object],If the magnitude of earthquake is not 7.5, the value of CRR obtained is to be corrected using the relation:,[object Object],(CRR)m= ψ(CRR)7.5,[object Object],The value of ψdecreases with the increase in magnitude of earthquake. The value of ψfor different magnitudes is given by the various investigators. Once the values of CSR and CRR have been obtained the factor of safety against liquefaction is CRR / CSR. If the value of factor of safety is < 1 then the soil is liquefiable otherwise it is safe against liquefaction.,[object Object]
PREVENTION OF LIQUEFATION,[object Object],The following measures can be adopted to prevent liquefaction or to limit the damages caused by the liquefaction.,[object Object],Providing deep foundations ,[object Object],Compaction of soil,[object Object],Replacing the liquefiable soil,[object Object],Grouting the soil,[object Object],Ground water pumping,[object Object],Drainage of soils,[object Object],Providing stone columns,[object Object],Application of surcharge.,[object Object]
Thanks,[object Object]

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