International Journal of Engineering Technology Science and Research IJETSR www.ijetsr.com ISSN 2394 – 3386 Volume 4, Issue 12 December 2017

Ground Response Analysis of a Particular Site at Indore using Data

Deepshikha Shukla1, C.H. Solanki2, Mayank K. Desai3, S.K. Sohani4 1Research Scholar Applied Mechanics Department, S V National Institute of Technology, Surat, Gujarat, 2Professor, Applied Mechanics Department, S V National Institute of Technology, Surat, Gujarat, 3Assistant Professor, Applied Mechanics Department, S V National Institute of Technology, Surat, Gujarat, 4Professor & Head, Civil Engineering Department, Acropolis Institute of Technology & Research, Indore, MP,

Abstract: Seismic hazards are the most devastating hazards that occur naturally at an unpredictable time and place. As the event is very unpredictable, therefore the nature and quantum of hazards also can never be accurately ascertained. But the various researchers have shown in the past that the nature and quantum of hazards that are likely to occur at any place due to an earthquake motion depends mainly on the geological classification and strata of the region. In this paper an attempt has been made to understand the behaviour of soil strata at a particular Bridge Site near Sahana Village in Indore region which lies in Seismic Zone III (IS: 1893:2000) of Seismic Zonation Map in the Central Part of India and also lies in the Central part of India when an earthquake motion is applied at that site or region. As we know that the behavior and profile of soil plays an important role in carrying out the Seismic Analysis Study, Ground Response Analysis (1D) is performed at particular site at Indore using the borelog data, shear wave velocity and damping ratio input using DEEPSOILv6.1 Software. The was found to be between 0.1g to 0.38g Keywords:Seismic hazards, Ground Response Analysis, Peak Ground Acceleration

1. INTRODUCTION Site characterization is done mainly for the proper analysis and long term analysis of geotechnical Precautuins can be taken againt earthquake hazards structures such as Dams, and offshore by considering the safety factors against the structures. It is evident here to mention that Site geological and geotechnical problems. As in Indore Characteristics is done in (1D, 2D and 3D) Region we find at a depth of 10-14 metresr, subsurface profilesat various sites. Earthquake we cannot proceed for Liquefaction nalysis for the ground motion alters in frequency and magnitude study area. Assessment of risk against such from the bed rock of the soil to the surface level of problems is a part of seismic microzonation process. the soil. In order to carry out the ground response analysis the parameters that are required to be considered are magnitude, local , surface 2. SITE LOCATION topography, fault mechanism, the lengthof the A bridge was required to be constructed near at propagation path between the source and site, and Sanwer Ujjain at Khan River village Sahana dynamic properties of the soil through which the in Indore District. As bridge is a very critical seismicwaves travel from the focus (Abrahamson structure the seismicity at this site is required to be &Shedlock 1997). Ground Response Analysis plays assessed. The borelog test data were collected from an important role in the field of Geotechnical four different locations and the test details are Engineering especially in the seismically active tabulated below for reference. areas. As Indore lies in the Seismic Zone III (IS : The ground response analysis at the bedrock and 1893 : 2000). This region has several active faults in subsurface level is conductedby 1D equivalent the near vicinity. The borelog data at the site linear method. From the ground response analysis, location is collected and a soil profile is drawn peak acceleration, frequency can be estimated using using DEEPSOIL v6.1 software. the borehole data.

829 Deepshikha Shukla, C.H. Solanki, Mayank K. Desai, S.K. Sohani International Journal of Engineering Technology Science and Research IJETSR www.ijetsr.com ISSN 2394 – 3386 Volume 4, Issue 12 December 2017

3. TESTING PROCEDURE The Standard Penetration Test (SPT) is conducted and the soil profile data is collected as shown in the photographs below. The photographs are the real photographs taken at the site location.

Location 1 Location 2 Location 3 Location 4

5. RESULTS AND DISCUSSIONS As we can see the Peak Ground Acceleration (PGA) was found to be 0.32g to 0.78g with an Input Motion of Bhuj Earthquake. The Complex Shear Modulus Formation was Frequency Independent. The graphs plotted between the Spectral Acceleration Vs Time is shown below

Ground Response Spectrum at Location 1

Table below shows the test details at four different locations. The borelog detail hall be presented in the subsequent paragraphs.

AvgHt of Wt of 2 Load Cr. Pier.No. Ar.cm 2 Core Core (KN) Str.(kg/cm PGA values for Bed Rock and Surface Level for A1 10.5 559 22.05 54 249.72 Borehole Location 1 3 10.40 546 22.05 46 212.72 A2 7.954 516 23.526 13 52.96 A3 6.745 428 23.578 11 43.55 The Compressive Strength of the soil was found to be 907kg/cm2

4. DATA ANALYSIS DeepsoilSoftware The borelog profile for all the four locations at the bridge Site is shown below: PGA values for Bed Rock and Surface Level for Borehole Location 2 830 Deepshikha Shukla, C.H. Solanki, Mayank K. Desai, S.K. Sohani International Journal of Engineering Technology Science and Research IJETSR www.ijetsr.com ISSN 2394 – 3386 Volume 4, Issue 12 December 2017

DEEPSOIL Software and the results are compared. The damping ratio values, soil layer profile and soil depth are taken from the site locations and have been analyzed using DEEPSOIL software and the Peak Ground Acceleration (PGA) values have been estimated for all borehole locations. The Peak Ground Acceleration values varying from 0.32g to 0.78g.There is not much difference in the soil profile but still there is a change in the values which calls for a site specific study at this location. As we can see from the soil profile and the graphs PGA values for Bed Rock and Surface Level for here was not suddent increase or change in the soil Borehole Location 3 profile for a specific location within few meters

7. REFERENCES  Abrahamson, N.A. and Shedlock, K.M. (1997) Overview, Seismol.res.Lett. 68,9-23  Bell, F.G., Cripps, J.C., Culshaw, M.G., O‘Hara, M. (1987). Aspects of geology in planning. In: Culshaw,M.G., Bell, F.G., Cripps, J.C., O‘Hara, M. (Eds.) Planning and Engineering Geology. Geol. Soc. Eng. Geol.Special Publ., 4: 1–38.  IS 1893:2002 (Part1).Criteria for Earthquake Resistant Design of Structures. PGA values for Bed Rock and Surface Level for  Pande, P.(2005). Seismic microzonation: the Indian Borehole Location 4 initiative.Symposium on Analysis andMicrozonation, Roorkee, Proceedings, v. 1, p. 1- 6. CONCLUSION 18 Indore is coming up as a fast growing city of the  Schnabel, P.B., Lysmer, J. & Seed, H.B. (1972). SHAKE: A computer program for earthquake Central India near river Shipra. This city is closely responseanalysis of horizontal layered sites, Report packed with tall buildings, education hub buildings, No EERC 72-12, Research and commercial and health centers. Several active Centre,University of California, Berkeley, CA, USA. faultsare in and around the Indore Region. Basically  Van Rooy, J.L., Stiff, J.S. (2001). Guidelines for Indore iscategorized as a flat plateau area urban engineering geological investigations in South with a windy and moderate climate. The bridge Afr. Bull. location near the river is selected for the ground  Eng. Geol. Environ., 59: 285–295. response analysis at borehole logs have been Youssef, M.,A.,H. (2009). collected at four different test locations. The Shear  DEEPSOIL,http://www.geoengineer.org/software/ap Wave Velocity are taken as the average values for plications-deepsoil.htm the same profile region at other location in Indore and the same has been analyzed using the

831 Deepshikha Shukla, C.H. Solanki, Mayank K. Desai, S.K. Sohani