ORGANIZING COMMITTEE FOR NATIONAL CONFERENCE ON RESEARCH TRENDS IN CIVIL ENGINEERING

CHIEF PATRON Hon. Shri Jagdishbhai Halai Chairman, Swa. Kanji Karshan Halai Educational and Charitable Trust

PATRON Dr. Rajesh Patel Principal, HJD Institute-Kera-Kutch

ADVISOR Shri. Hiren Vyas Administrator, HJD Institute-Kera-Kutch

COORDINATORS Dr. KalpanaMaheshwari,HOD, Associate Professor, Mr. NarendrasinhVadher,Assistant Professor

ORGANIZING COMMITTEE Mr. Bharat Nathani Ms. KrupaliMajithiya Mr. Pratik Parekh Ms. VishwaGor Mr. Priyank Bhimani Mr. AkashKachchi Mr. DipeshPindoria Mr. NarendraPokar Mr. Kaustubh Sane

ADVISORY COMMITTEE & KEYNOTE SPEAKERS

Dr. S. R. Gandhi - IIT, Madras Dr. H. R. Varia - TEC, Modasa Dr. C. H. Solanki - SVNIT, Surat Dr. Sidhharth Shah - Marwadi, Rajkot Dr .A. K. Desai - SVNIT, Surat Dr. Dinesh Shah - SVIT, Vasad Dr. D. L. Shah - MSU, Baroda Dr. A. K. Verma - BVM,VV Nagar Mr. D. K. Patel - Kutch Irrigation Circle, Bhuj Dr. Mahesh Thacker - Kutch University, Bhuj Dr. Indrajeet Patel - BVM, VVNagar Prof. S. C. Rathod - GEC, Bhuj Dr. Sandeep Trivedi - Indus, Ahemdabad Dr. Manish Sharma - GES, Baroda Dr. R. G. Dhamsaniya - Darshan, Rajkot Prof. P. V. Rayjada - G P, Bhuj Prof. K. Vekkateswarlu -Tolani Polytechnic, Prof. J.K Kulkarni - Veerayatan Engineering, Adipur Mandvi MESSAGE

It is a matter of great pleasure that the Department of Civil Engineering of HJD Institute of Technical Education and Research, Kera-Kutch is organizing a national conference on "Research Trends in Civil Engineering" during April 22-24th, 2015. It is also very delightful to learn that a large number of PG/UG students and Research Scholars are participating in this conference.

In Today’s era, as there is a rapid growth in urbanization and modernization, various advanced and latest technologies must be implicated in designing and construction of Civil Engineering Structures. With changing technologies, the day has been arrived where we should be capable of applying world’s most recent technologies in the field of Civil Engineering.

I am sure that this National conference on "Research Trends in Civil Engineering" will provide an excellent opportunity for a very healthy and a knowledge gaining discussion for the young aspirants with the expert speakers on various aspects of Civil Engineering.

I Compliment the Event Coordinators and Team Members of Civil Engineering Department for organizing this important event.

Dr. Rajesh Patel Principal HJD Institute, Kera-Kutch

ii MESSAGE

It gives me great pleasure to learn that the HJD Institute of Technical Education and Research, Kera, is organizing the National Conference in April, 2015, on the “Research Trends in Civil Engineering”. It is of utmost importance that meaningful discussions are held among the engineering community for finding further details about various topics as well as for coming up with solutions in the short and long run.

In a country, which has a huge population and unlimited potential and aspirations for economic growth, the infrastructure development could well prove to be the most important factor in contributing to the holistic development of the nation. Engineering community needs to think more about judicious use of natural resources and should think more about how to use more the industrial waste materials, so that our environment remains in healthy condition.

I sincerely hope that through the common platform provided by events such as this, the nation’s engineering community would be able to have a good exchange of ideas and knowledge, to develop a better understanding of civil engineering, and find viable and concrete solutions to specific problems on the ground.

I wish the organizers and all the participants, the very best in this endeavour. May the conference be a grand success and a precedent for many such significant events in the future.

Jai Hind!

Prof. K. M. Bhavsar Chairman, ISTE Gujarat Section

iii MESSAGE

It gives me immerse pleasure that the Civil Engineering Department of HJD Institute of Technical Education & Research has organized National Conference on “Research Trends in Civil Engineering”.

The Kutch region, through last decade, has observed intensified development in various basic infrastructures like roads, canals, railways, bridges and buildings. As the Kutch region is an earthquake prone zone, it becomes essential need to make PG and UG students and faculties aware of research done in the various field of Civil Engineering. This conference will certainly ignite the minds of younger generation and will include them towards undertaking research for technology up gradation by publishing and presenting research papers.

The conference aims at bringing aims at bringing academicians, researchers, PG students and industry professionals of similar interests on a common platform to share their experience, expertise and knowledge in the field of Civil Engineering.

I express heartily compliments to the civil engineering department, UG & PG students, and Faculty members and participants from industries.

Dr.KalpanaMaheshwari, HOD, Civil Engineering Department. HJD Institute, Kera-Kutch

iv National Conference on “Research Trends in Civil Engineering” Civil Engineering Department HJD-ITER, Kera-Kutch

Sr. Page No Contents No.

LECTURE NOTES 1 Applications Of Nanotechnology In Civil Engineering. Dr. Siddharth G. Shah 1-11

2 Research Trends In Transportation Engineering. Prof. Ujjval J Solanki 12-30

3 Use Of Geosynthetics In Foundation Design. Dr. A. K. Verma 31-42

4 An Overview On Concrete Design Damage & Distressment Health Assessment Rectification. 43-61 Dr Manish Sharma

5 Expansive Soils – Identification, Detection And Remediation. Prof. (Dr.) Chandresh H Solanki 62-74

6 Expansive Soils – Identification, Detection And Remediation. Dr. D. L. Shah 75-83

7 Foundations On Problematic Soils. Dr. D. L. Shah 84-93

8 Nanomaterials For Advanced Civil Engineering. Prof. (Dr.) Indrajit Patel, Jugal Mistry 94-98

PAPERS 1 Critical Analysis Of Compression Behaviour Of Soft Soils. Chandra. B, Vinod Kumar. A, Dr. C.H Solanki, Dr. S.A Vasanwala. 99-105

2 Effective Utilization of Waste Water Produce by RO System for Irrigation. 106-109 Ms. Ankita Parikh, Karankumar Gothi, Siddharth Jani

3 Studies on Strain profiles along the Seepage Barrier using Finite Element Method. Shivakumar S Athani, Prof.(Dr.)Chandresh H Solanki 110-114

4 Experimental Study On The Shear Parameters Of Expansive Soil Reinforced With Polyester Triangular Fibers 115-119 Shah Kinjal R., A.K.Desai, C.H.Solanki

5 Truck Trip Generation Analysis: A Synthesis Study. Ronak Parekh, Dr. H.R Varia, Dr. L.B. Zala 120-128

6 Study on Effect of job and management conditions on output/ productivity of Hydraulic backhoe excavating equipment. H.T.Kadivar, M.M.Nathani 129-133

7 Evaluation Of DBM Mix Modified With Treated Coconut Fiber. Pankti Jethi, Shashank khandeliya. 134-139

8 Study Of Elastic Characteristics And Strength Parameters Of Non- Cohesive Soil With Reinforcement. 140-146 Mr. Pratik Parekh, Prof. Kumarpal Trivedi, Dr. A. K. Verma

9 Study Of Surface Drainage Characteristics Of Palej GIDC Area. Mehul Vaddoriya, Kevan Chodvadia, Harshid Doshi, Kacchi Naeem, Devang A. 147-153 Shah, Pooja Singh

10 Kachchh Branch Canal: Merits And Demerits. Ravi Gurnani, Dr. Rajeshkumar M Acharya, Neelkanth Bhatt 154-157

11 DRASTIC-Based Methodology for Evaluation of Ground Water Hazards in Jamnagar District Using GIS and Remote Sensing. 158-167 Hemangi N shah, Neha M Joshipura, Indra Prakash, Vijay Chitariya

12 Comparative Study Of Low Cost Adsorbent MSAC In Removal Of Chromium (VI) With Commercially Available PAC And GAC. 168-174 Bharat V.Thacker, Dr. K. N. Sheth

13 Prediction of Compression Index from Basic Index and Plasticity Properties of Soil. Pruthviraj P. Parmar, Dr Kalpana V Maheshwari, Narendra R Pokar 175-178

14 Case Study: Foundation Design for Compressible Clayey Soil in Kandla-Kutch Region. 179-184 Avani Pandya, Dr Kalpana V Maheshwari, Narendra R Pokar

15 Study On Basic Properties Of Fly Ash Mixed Goradu Sandy Soil For Earth Work. Mr. Bharat B. Nathani, Ms. Vishwa N. Gor, Prof. V. R. Mehta 185-192

16 Urban Runoff Harvesting (URH) - A Case Study Shubham Sadh, Niraj K Baxi, Dr. Kalpana V Maheshwari, Dr. Yogesh Jadeja 193-195

17 A Study Of Earthquake Resisting Building With Base Isolation Model. Paresh G. Mistry 196-201

18 Proposed Storm-Water Drainage Design For Major Roads Of Rajkot, Gujarat, India. Nedunuri Vishnu Vardhan 202-207

19 Geomorphic Evolution Of The Western End Of Kachchh Mainland Fault Role Of Transverse Fault Tectonics In The Quaternary Peroid. Kaustubh Sane, Gaurav Chauhan, Arjav Shukla, Dr. M.G. Thakker, Dr. S.B. 208-216 Bhandari

20 Use of Marble powder and Fly ash in Self compacting Concrete- A Review Kishan P. Pala, Krunal J Dhandha, Paresh N Nimodiya 217-223

21 Parametric Study On Self Compacting Concrete By Using Viscosity Modifying Agent As A “XANTHAN Gum” 224-231 Vijay Panchani, Prof. Y.V.Akbari 22 “Emery” the industrial waste as a supplementary cementitious material in Self Compacting Concrete- A Review 232-238 Chetan Borad, Krunal J Dhandha, B.G.Buddhdev, M.D.Kakkad

23 Conservation Of Runoff Water Can Be Boon To Mankind. Mamta C Mistry, S.P.Varandani, Haresh Solanki 239-242

24 Critical Study Of Effect Of Fire On Compressive And Flexural Strength Of Plain And Reinforced Concrete Structural Member. 243-247 Dipesh.L.Pindoriya, Prof. A.V.Patil,

25 Effect Of Recycled Aggregate With Glass Fiber On High Strength Concrete Properties. 248-253 Sunil Rabadiya, Prof. S.R. Vaniya

26 Use Of Silica Sand As Fine Material In Concrete. Jignesh Kerai, Prof. S.R.Vaniya 254-259

27 Effet Of VFP (Vitrified Fine Powder) On GGBFS Based Geo-Polymerconcrete”- A Review 260-265 K.A.Kachhadiya, Y.V.Akbari

28 Analysis Of RC Moment Resisting Frames Of Various Heights Subjected To Lateral Force With And Without Shear Wall. 266-272 Hirani Ramesh, Asst. Prof. N. R. Pokar, Asst Prof. R. K. Joshi

29 Effect Of Silica Fume On Compressive Strength Of Concrete. Krupali A Majithiya 273-277

30 Review: Cellular Light Weight Concrete Block And Cost Comparison With Burnt Clay Brick. 278-284 Priyank Bhimani

31 Hollow Concrete Block: It’s Application In Masonry And Architectural Practice. Parbat Lalji Dabasiya, Priyank Bhimani 285-289

32 Partial Replacement Of Fine Aggregate With Foundry Sand In Concrete Mix Design. Deepa Aiyar, Beena Sorathiya, Parth Chandarana, Krupal Akhiyani, Dr. 290-295 Kalpanamaheshwari

33 Pseudo Static Analysis Of A Multi Storyed Building Using Frames Using Knee Braces. 296-303 Abhishek K, Asnani, J.G.Kulkarni

34 Comparative Analysis Of Braced Structure Using Knee Braced On Different Parameters. 304-308 Abhishek K Asnani , Priyanka Trivedi

35 Study Of Behavior Of Concrete By Using Waste Material Of Bricks And Mineral Admixture (Fly Ash). 309-315 Mohit Ramparia

36 Seismic Base Isolation Techniques And Base Isolation Devices. Bindiya Sitapara, Prakash Ramrakhiyani, Chitan Bhatt 316-320

37 Carbon Fiber As A Recent Material Used In Construction. Jay Patel 321-326

38 Late Quaternary Geomorphic And Sedimentological Evolution Of Gunawari River Basin Flowing In The Katrol Hill Range, Kachchh Mainland. Madhavi D. Dabhi, Dr. S.L. Bhandari , Dr M.G. Thakkar 327-337

39 Detection Of Active Faults Using Tectonic Geomorphology And Field Evidence For Earthquake Hazards Assessment In Mainland Region Of Seismically Active Kachchh Rift Basin: Western India 338-357 Gaurav D. Chauhan, Kaustubh Sane, Arjav Shukla, Archana Das, S. Prizomwala, Dr.M.G.Thakkar And S. Bhandari

40 Problems And Possible Solutions For Better Traffic Control: A Case Study Of Gandhidham-Adipur Section Of National Highway Eight-A 358-361 Haresh G Tarani, Priyanka S Trivedi, Avni P Sukhadiya

41 Silica Fume As Partial Replacement Of Cement In High Performance Concrete. Govind Valji Dhanani 362-366

42 Use Of Ceramic Waste Powder In Cement Concrete: A Review Hardik Patel, Dr.N.K.Arora, Shraddha R. Vaniya 367-371

43 Strength Evaluation of bamboo fibre reinforced concrete Nitin Chotara, Dipak Vaniya, Bhalgama Jay, Patel Jay, Bharat Nathani 372-376

ABSTRACTS 1 Roof Top Harvesting. Payal Shah 377

2 Traffic Management And Parking Facility At Gubilee Area. Indrajeetgiri Goswami, Ronak Mamtora, 378

3 Pile Foundation. Pranav Thacker, Vivek Sadhu, Bhavesh Hadiya, Parag Thacker 379

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

CRITICAL ANALYSIS OF COMPRESSION BEHAVIOUR OF SOFT SOILS

Chandra. B1*, Vinod Kumar. A2, Dr. Solanki C. H3, Dr. Vasanwala. S. A4

1PhD Research Scholar, Applied Mechanics Department, S.V.NIT, Surat, Gujarat, India, *E-mail: [email protected]. 2 PhD Research Scholar, Department of Civil Engineering, S.V. NIT, Surat, 395007, Gujarat, India. 3, 4 Professor, Applied Mechanics Department, S.V.NIT, Surat, Gujarat.

ABSTRACT

Soft soil behaviour must be well understood because it can lead to settlement which can cause severe damage to buildings. Settlement of soft clay is very critical and proper analysis should be required to understand critical behaviour of soft soils. Compressibility characteristics of soft soils are often the most important parameters for settlement evaluation. The compression behaviour of a soft soil can be classified into three regimes: the pre-yield regime characterised by small compressibility up to the consolidation yield stress with soil structure restraining the deformation; the transitional regime with gradual loss of soil structure when the effective stress is between the consolidation yield stress and the transitional stress; and the post-transitional regime characterised by the same change law in compression behaviour as a reconstituted clay when the effective stress is higher than the transitional stress. Pre and post yield slopes of the compression curve represent the sample state which is an important parameter to estimate the quality of sample obtained in the field. In this present paper, a critical analysis has been made on soft soils to find out the compression behaviour. Based on the critical analysis, it has been found that soft soil compression initially 6% to 10% with compare to the final compression. The soft soils compression behaviour depicts initially stiff response up to a certain normal stress value and shows greater degree of compression beyond stress value.

Keywords: Soft soil, Consolidation, Index properties, Soil state, Effect stress

1. Introduction Construction on soft soils is becoming increasingly important as urban areas become congested, and thus development occurs on areas that were considered unsuitable for construction such as soft soil. Construction on deposits of natural soft soil is still a challenge in geotechnical engineering (Vermeer, Schweiger & Scharinger 2003) but this practice is widespread in all over the world. Soft clay soils are commonly formed by the slow deposition of clay particles in water, e.g., lacustrine or marine bodies. Within these environments, the particles settle and eventually consolidate to form soil strata. During the settlement process the water chemistry and clay mineralogy will greatly influence the interaction between particles, i.e., whether particles will settle individually or in clusters known as "floes". Initially the structure of the soil will reflect the settling behaviour, e.g., a flocculated soil will have a more open structure, with a greater volume of voids between particles, compared to a dispersed soil. As more particles 99 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

accumulate, the stresses associated with the self-weight of the particles will increase and will begin to dominate the mechanical behaviour and structure of the material. (Newson & Duliere, 2002). Researches were carried out to characterize the engineering properties of residual soils (Hight & Leroueil, 2002), to investigate the effects of soil structure on the engineering properties and analyse the compressibility behaviour (Nagaraj et al., 1998), and also to evaluate the collapse behaviour of it (Rao & Revanasiddappa, 2006; Huat et al., 2008). Sarma et al. (2008) observed that the consolidation properties of soils indicate an insight on the compressibility behaviour of soils with associated expulsion of water. Abbasi et al. (2012) brought out that the compressibility characteristics of fine-grained soils are often the most important parameters for settlement evaluation. Nagendra Prasad et al., (2007) brought out sample disturbance index, using merely the slopes of compression paths, (representing mechanical response), in the pre- and post-yield stress regimes under Odeometric loading conditions. However, there appears to be a need to examine the possibility of analysing the test results of residual soils to understand the compression response and the possibility of evolving sample disturbance for comprehensive understanding of the behaviour under compression and its application to solve a practical problem. Atkinson et al., 1978 indicates the ratio of compression moduli for natural residual soils is significantly different from normally consolidated soils whose ratio varies from 1/3 to 1/5 2. Experimental Investigation The study area lies to the extreme south of Andhra Pradesh state (India) approximately between 12° 37' - 14° 80' north latitudes and 78° 30' - 79° 55' east longitudes. Experimental investigations are carried out on Tirupati region soils. The present experimental investigation is carefully planned for analysis and assessment can be developed to understand the behavior of soft soils. The experimental program involves determination of the basic properties of soils (like grain size analysis, Atterberg‘s limits and natural moisture content) and Engineering properties of soil such as compressibility behaviour. All the tests are conducted as per the relevant provisions stipulated in Bureau of Indian Standards. 3. Experimental Results The usual object of experimental results to summarize the detailed experimental investigation will be to propose for analysis of the observed behaviour soft soils. Detailed experimental results are presented in the following section. 3.3 Properties of Soils 3.3.1 Basic Properties of Soils The properties of soils considered in the present investigation are presented in table 1. It may be seen from the table that all the soils represent Clayey Sand (SC) excepting one which is of Clay with Intermediate compressibility (CI). The grain size distribution curves for soil samples are shown in figure 2. It may be noticed from the figure that the grain size distribution curves are widespread with fine fraction ranging from 30% to 70% and hence the 100 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

soils considered represent a wide spectrum of soil samples normally found in this region. The liquid limit values range from 47% to 85%. Further, the plastic index values range from 33% to 59 % covering a wide spectrum of soils. 2.3.1 Compressibility behaviour Compressibility represents the volume change behavior of soils under loading; it is one of the important engineering properties of soil representing the magnitude of settlement under a unit increase in pressure. As the field compression most often takes place under one-dimensional compression, oedometer tests have been conducted on soil samples under consideration. Necessary care has been excised to retain basic constituents of the material and the in-situ density. Samples have been saturated under a normal stress of 5 kPa to attain nearly the state of saturations. The compression behavior of all eight soil samples yield is presented in figure 3. It may be noticed that the compression behavior depicts initially stiff response up to a certain normal stress value and shows a greater degree of compression beyond this stress value. The same compression behavior is noticed with respect to all the soil samples tested. Figure 1 represents the experimental setup with soil sample.

Fig: 1 Oedometer test: (a) Experimental setup (b) Soil sample with consolidation ring

Sample: 1 Sample: 2 Sample: 3 Sample: 1 Sample: 2 Sample: 3 Sample: 4 Sample: 5 Sample: 6 100 Sample: 4 Sample: 5 Sample: 6 0.80 0.75 80 0.70 0.65 60 0.60 40 0.55 0.50 20 0.45

0.40ratio, Voide

0 0.35 Percentfiner,N:% 0.01 0.1 1 10 1 10 100 2 1000 Particle size,d:mm Effective stress, s v kN/m Fig: 2 Grain-size distribution curves for all samples Fig: 3 One-dimensional consolidation test curves for all samples

101 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table: 1 Soil properties

Sl. Values No Description Sample Sample Sample Sample Sample Sample Sample Sample : 1 2 3 4 5 6 7 8 1 Gravel (%) 1.4 1.4 7.9 10.15 9.1 7.6 0.3 1.3 2 Sand (%) 58.1 56.7 52.2 54.35 62.3 57.9 31.7 53 3 Silt+Clay (%) 40.5 41.9 39.85 35.5 28.6 34.5 68 45.7

4 Liquid Limit, wL (%) 58 59.5 68 69.5 85 68.7 47.5 56

5 Plastic Limit, wP (%) 15 20 14 24 26 23 14 16 Plasticity Index, I 6 P 43 39.5 54 45.5 59 45.7 33.5 40 (%) 7 IS Classification SC SC SC SC SC SC CI SC Free Swell Index 8 40 90 35 110 320 25 30 50 (%) Mediu Very Mediu 9 Degree of Expansion Low Low High Low Low m High m In-situ Density, γ 10 18.67 20.15 17.48 20.07 20.87 20.48 19.17 17.63 (kN/m3) Natural moisture 11 15.15 17.28 13.15 17.49 12.16 15.29 23.64 13.23 content, (%)

12 Initial void ratio, e0 0.646 0.553 0.727 0.562 0.435 0.503 0.722 0.715 Compression Index, 13 0.176 0.173 0.160 0.189 0.220 0.180 0.107 0.163 Cc2(post yield) Compression Index, 14 0.033 0.015 0.042 0.010 0.027 0.011 0.038 0.056 Cc1(pre-yield)

4. Analysis and Discussion The response of soft soils under one-dimensional conditions has been observed based on the critical analysis. The soft soil behaviour is apparent that when the effective stress increases, the soil compresses. When a load is applied to a soft soil specimen, the compression does not occur immediately. This behaviour is a consequence of the soil constituents, the skeletal material and the pore water being almost incompressible compared to the soil structure. Consequently, the deformation can only take place by water being squeezed out of the voids. This can only occur at a finite rate and initially, when the soil is loaded, it ideally undergoes no volume change. From table 2, it‘s indicated that the percentage of initial consolidation is 6% to 10% with compare to the final consolidation for all the samples. The effective stress intensity on soft soil up to 40 kPa it‘s behave like a stiff nature after that percentage of consolidation increased linearly with loading (soil state ie, void ratio changes). The recompression percentage suddenly decreased 4% to 20% of all soil samples with compare to the final consolidation. Figure 4 represents the percenatge of consolidation with Effective stress intervels and omparative percentage of consolidation of all samples are shown in figure 5. 102 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

120 Sample: 1 Sample: 2 100 Sample: 3 Sample: 4 80 Sample: 5 Sample: 6 60 Sample: 7 Sample: 8

40 Consolidation,%

20

0 5-10 10-20 20-40 40-80 80-160 160-320 320-640 640-160 160-40 40-10 1 2 3 4 5 6 7 8 9 10 Effcetive Stress, kPa

Fig 4: Percenatge of Consolidation verses Effective stress of all soil samples

120 5 Kpa 10 Kpa 20 kPa 40 kPa 80 kPa 100

80

60

40

Consolidation, % Consolidation, 20

0 1 2 3 4 5 6 7 8 Sample Number

Fig 5: Comparative percentage of Consolidation of all samples

103 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table: 2 Consolidation behaviour Effective Sample Sample Sample Sample Sample Sample Sample Sample Si. Stress :1 :2 :3 :4 :5 :6 :7 :8 No Intervals, kPa Consolidation, % Loading: 1 6.37 5.33 5.81 5.10 10.00 6.10 8.10 6.20 5-10 2 10-20 19.12 10.65 14.84 9.72 25.86 10.91 17.02 15.85 3 20-40 29.48 15.98 32.58 27.78 21.65 25.45 40.43 32.93 4 40-80 49.00 44.76 33.23 69.44 47.13 50.91 78.72 79.27 5 80-160 32.27 82.46 98.39 95.83 80.46 50.91 59.57 95.12 6 160-320 71.31 94.71 82.90 44.44 95.98 70.91 93.62 102.44 7 320-640 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Unloading 8 8.37 16.27 4.03 9.72 20.00 20.00 10.00 17.07 640-160 9 160-40 9.96 41.37 24.19 19.44 48.66 34.76 17.51 25.00 10 40-20 5.38 53.37 60.48 17.36 32.28 31.45 23.40 26.22 5. Conclusions Based on detailed experimental investigation and analysis of test results, the soft soil behaviour is apparent that when the effective stress increases, the soil compresses. When a load is applied to a soft soil specimen, the compression does not occur immediately. This behaviour is a consequence of the soil constituents, the skeletal material and the pore water being almost incompressible compared to the soil structure. The percentage of initial consolidation is 6% to 10% with compare to the final consolidation (320-640 kPa) for all the samples. The effective stress intensity on soft soil up to 40 kPa it‘s behave like a stiff response after that percentage of consolidation increased linearly with loading. The recompression percentage suddenly decreased 4% to 20% of all soil sample with compare to the final consolidation. This investigation may be useful to understand the consolidation behaviour of soft soils for settelemt analysis of fundation designs.

References

Abbasi, N., Javadi,A. A. & Bahramloo, R. (2012) ―Prediction of Compression Behaviour of Normally Consolidated Fine-Grained Soils‖, World Applied Science Journals 18 (1): 06-14, 2012. ISSN 1818-4952. Atkinson J.H and Bransby P.L (1978), ―The Mechanics of Soils-An Introduction to Critical State Soil Mechanics‖, McGraw-Hill Book Company (UK) Limited. Hight, D. W. and Leroueil, S. (2002) "Behaviour and properties of natural soils and soft rocks", Characterisation and Engineering Properties of Natural Soils, A.A. Balkema, Publishers, United States, pp. 29-254. 104 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Huat, B. B. K., Aziz, A. A., Ali, F. H. and Azmi, N. A. (2008) "Effect of wetting on the collapsibility and shear strength of tropical residual soils", Electronic Journal of Geotechnical Engineering, Vol.13 G. Nagaraj, T. S., Prasad, K. N., Reddy, V. M. C. and Reddy, N. G. (1998) "Analysis of residual tropical cemented soil behaviour", the geotechnics of hard soils - soft rocks. Proceedings of the second international symopsium on hard soils-soft rocks, Naples, Italy, A.A.Balkema, 2, pp. 715-723. Newson, T. and Duliere, A. (2002) ―The Compression Behaviour of Structured Clayey Soils‖, Discrete Element Methods, ASCE, pp. 249-254.doi: 10.1061/40647(259) 44. Prasad, K. Nagendra, Triveni, S., Schanz, T. and Nagaraj, Late T. S., (2007) ―Sample Disturbance in Soft and Sensitive Clays: Analysis and Assessment‖, Marine Georesources & Geotechnology, 25:3, 181 – 197. Rao, S. M. and Revanasiddappa, K. (2006) "Influence of cyclic wetting drying on collapse behaviour of compacted residual soil", Geotechnical and Geological Engineering, 24, No. 3, pp. 725-734. Vermeer, P. A., Schweiger,H.F. and Scharinger,F., (2003) Results from a geotechnical exercise of an embankment of soft clay, Proceedings International Workshop on Geotechnics of Soft Soils-Theory and Practice, Netherlands, 2003, 381-388. Sarma, M.D. & D. Sarma,D. (2008) ―Prediction of Consolidation Properties of Partially Saturated Clays‖ The 12th International Conference of International Association for Computer Methods and Advances in Geomechanics (IACMAG) 1-6 October, 2008 Goa, India.

105 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

EFFECTIVE UTILIZATION OF WASTE WATER PRODUCE BY RO SYSTEM FOR IRRIGATION

Ms. Ankita Parikh1, Karankumar Gothi1, Siddharth Jani1 LDRP Institute of Technology and Research, Gandhinagar, Gujarat. Email: [email protected] ABSTRACT

Normal water containing carbonates, nitrates, sulphates and hardness in water. This harden water is harmful for drinking purpose so nowadays the usages of Reverse Osmosis (RO) Plant for water purifying for drinking purpose is increasing day by day in urban area as well as rural area also. RO Plant removes the hardness of water and makes it as pure drinkable water with TDS around 300-500. In a RO Plant unit the ratio of useful water to wastage water in output is 60% - 40% as per normal reviews and different surveys. It is a great waste of water from RO Plant unit which normally used in houses and institutes. If we will use this water, then there will be a great conservation of water. The waste output from an RO unit is only 10% harder than the input water so the slightly concentrated minerals will not have any adverse effects on our plants. In fact if we are using an RO unit because of Nitrate or Phosphate contamination then the RO unit is slightly concentrating up these plant fertilizer minerals which will help our plants. If water having high TDS value and high hardness then we can use this water in sanitation, cleaning and washing activities. We can also treat this water by different other technologies and processes and use this wastage water for different purposes. Key Words: Reverse Osmosis, Hardness of water, TDS– Total Dissolve Solids, Conservation of Water, Contaminants of water, waste water

Introduction A reverse osmosis plant is a manufacturing plant where the process of reverse osmosis takes place. An average modern reverse osmosis plant needs six kilowatt-hours of electricity to desalinate one cubic meter of water. The process also results in an amount of salty briny waste. When the water is harder we use Reverse osmosis technique for purification of water and removal of hardness. At that time a much amount of water is wasted from reverse osmosis system so the utilization of this waste water is required the ratio of treated water and waste water is 60-40, we can utilize the waste water produce by ―RO‖ system in many ways like washing, sensatory usage, cleaning, and irrigation purposes in this we can use waste water as cleaning and washing without conducting any testes. But for use of irrigation purpose we have to conduct some testes and based on the test result we can use waste water for irrigation purpose. Many of institutes and industries have their own RO plants, which is wasting much amount of water. There should be proper utilization of this waste water.

Irrigation Water quality criteria Soil scientists use the following categories to describe irrigation water effects on crop production and soil quality:  Salinity hazard - total soluble salt content

106 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 Sodium hazard - relative proportion of sodium to calcium and magnesium ions  pH - acid or basic  Alkalinity - carbonate and bicarbonate  Specific ions: chloride, sulphates, and nitrate

Required content of minerals is as shown in Table-1(a)

Minerals Chloride Calcium Sulphate Sodium Magnesium (ppm) (ppm) (ppm) (ppm) (ppm) Range < 140 <10 <400 0 – 50 6 – 24

Environmental properties of irrigation water Table-1(b)

PH Total Alkalinity Carbonates Bicarbonate EC (ppm) (ppm) (ppm) 6.5-8.4 1 – 100 < 50 < 120 < 1.5

*1EC=640 ppm

Apparatus: 1) PH meter 2) Jackson Turbid meter 3) Conductivity meter

Tests and Analysis:

The detail of the water supply: - water is coming from the Bore-well which is situated in campus. The test is performed in environment engineering laboratory as well as in Gujarat Government of Land analysis laboratory.

Table – 2

Type of Supply Depth of Water surface Bore well

Bore well 500 Ft 200 Ft

The following tests are conducted. 1) PH test 2) EC Test 3) Ca+Mg Test 4) Group test 5) Hardness test 6) Turbidity test

107 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Result and Discussion

We have tested the ―PH‖ of waste water, at the interval of 7-days (weekly) for 1.5 months and its result is in table-3 and graphical representation is also shown. The results of the test which was conducted in Environmental engineering Laboratory and Government Environment Laboratory are as shown in table-4.

Table-3

Ph Ph Result NO Time(week) Result 8.1 1 1-week 7.8 8 2 2-week 7.6 7.9 3 3-week 7.8 7.8 7.7 4 4-week 7.7 7.6 Ph Result 5 5-week 7.8 7.5 6 6-week 8 7.4

Table - 4

PH EC Ca+Mg Group

8.0 1.43 7.93 C2S2

3.17

Discussion:- It is suitable for irrigation purpose in the land which has some amount of infiltration ability.

Conclusions The investigation proves that the waste water coming out from the reverse osmosis can be effectively utilized in the irrigation purpose without any treatment.

References:

Sheikh, B., Jaques, R.S. and Cort, R.P. (1987) Reuse of municipal wastewater effluent for irrigation of raw-eaten food crops. WHO (2006) Guidelines for the safe use of wastewater Ayers, R.S. and Westcot, D.W. (1985) Water quality for agriculture. lescerl, Leonore S.(Editor), Greenberg, Arnold E.(Editor), Eaton, Andrew D. (Editor).Standard Methods for the Examination of Water and Wastewater (20th ed.) American Public Health Association, Washington

108 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Tchobanoglous, G., Burton, F.L., and Stensel, H.D. (2003). Wastewater Engineering (Treatment Disposal Reuse) / Metcalf & Eddy, Inc. (4th ed.). Mc Graw Hill Book Company. IMcGraw-Hill Book Company.ISBN 0-07-041878-0. J. F. Byrd, M. D. Ehrke, J. I. Whitfield. (1984) ―New Bleached Kraft Pulp Plant in Georgia: State of the Art Environmental Control‖ Water pollution control federation56 (4): 378–385.

109 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

STUDIES ON STRAIN PROFILES ALONG THE SEEPAGE BARRIER USING FINITE ELEMENT METHOD

Shivakumar S Athani1* and C H Solanki2

1Postgraduate Student, S V National Institute of Technology, Surat 395007 *Email:[email protected] 2Professor, S V National Institute of Technology, Surat 395007

ABSTRACT: There are several cases wherein the seepage barriers are implemented effectively to increase the reliability of dams. However, it is essential to note that these seepage barriers often drastically increase hydraulic gradients around the boundaries of the barrier, and through any gaps as a result of slip across the barrier and soil or defects in the barrier. Therefore, it is evident that the water pressures and hydraulic gradients behind and around the barrier shoots up. The slope of 1V:2.5H was adopted for both the downstream and the upstream sides with the height being 35 m from the ground level. The cutoff wall behavior is modeled by using Linear elastic (LE) and Mohr-Coulomb (MC) models. The procedure is applied to a number of conditions to study the shear strain distribution profiles along the length of the cutoff wall for High reservoir and Drawdown conditions to provide better understanding of the performance of seepage barriers. After the analysis it was seen that, the profiles are dependent on the failure theory associated with the model. Apart from that, irrespective of the drawdown duration, the trend observed was found to be similar.

Keywords: Drawdown, Finite element method, Shear strain, Seepage barrier, Shear stress.

Introduction

Seepage beneath a dam or levee may be mitigated by providing a cutoff wall constructed in the foundation. These cutoff walls may be either of them, for example, concrete walls placed by clamshell, hydromill, or secant pile methods, deep-mixed soilcrete walls, grout curtains, and backfilled trenches. Ahmed et al. [1] reported that there is significant difference between the three-dimensional (3D) and the two-dimensional (2D) analyses. Singh et al. [2] explained the design procedure to be followed for a rigid cutoff wall. In order to assess the potential for barrier cracking, the stresses were compared to the estimated tensile strength of the barrier material [3]. Rice and Duncan [4] represented a summary of the findings from the various case studies which led for the proper understanding of the failure mechanism.

Methodology and geometry

The hypothetical finite element model of earth dam considered for the present study is modeled in PLAXIS - 3D, which poses the geometry of 35 m in height with the side slope of 1 in 2.5 on both the upstream and downstream sides along with 30 m deep subsoil as in Fig. 1. The high reservoir level is assigned as 30 m high along with groundwater at 10 m depth. 110 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Appropriate hydraulic boundary conditions were applied to the upstream side, before the start of upstream face and the last portion of the subsoil part.

Fig. 1. Model Details

The parametric study is carried out by changing the parameters suitably: E and γ, wherein the adopted E values for the cutoff wall are 25E6 kN/m2 and 1E6 kN/m2 for the γ values of 24 kN/m3 and 22 kN/m3 respectively to find out the changes in shear strain distribution along the height of the barrier. The flow functions were different for each of the cases considered viz. High reservoir level (HR) of the dam, Rapid drawdown in 5 (R1) and 10 (R2) days duration and Slow drawdown (SD) in 50 days. The model specifications along with the constitutive model employed is given in Table 1.

Table- 1 Soil Properties Parameters Shell Subsoil Core Model Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Type Drained Drained Undrained(b) γ (unsaturated and 16, 20 17, 22 16, 18 saturated) (kN/m3)

E (kN/m2) 50E3 200E3 25E3 µ 0.33 0.25 0.30 3 c', S'u (kN/m ) 5, - 1, - -, 10 φ', ψ (Deg) 30, 1 35, 5 -, -

K (m/day) 0.2 3.45 1E-4

Results and discussion

The obtained results revealed that the pattern of shear strain along the depth of cutoff wall remained unchanged for the same model as portrayed in the Figs. 2 and 3. The values of the strains increased marginally, but not significant with the increase in time. As observed in the Figs. 3, 4, 5 and 6, as the γ and E reduced, the shear strain observed was more. Also, the incorporation of LE model has lesser twists and exhibited more strains at the bottom as compared to MC model which rather had more twists along the height of the barrier and high 111 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

strain values at the top. When the strains at central cross-section of the cutoff wall were observed, the strains experienced were generally less for the entire depth except at the top and near the interface of earth dam and its foundation.

Fig. 2. Shear Strain along the height of the barrier for γ Fig. 3. Shear Strain along the height of the barrier for γ = 24 kN/m3 and E = 25E6 kPa = 22 kN/m3 and E = 1E6 kPa

Fig. 4. Shear Strain along the height of the barrier for Fig. 5. Shear Strain along the height of the barrier for different models and for drawdown in 5 days different models and for high reservoir

Fig. 6. Shear Strain along the height of the barrier for Fig. 7. Shear Strain along the height of the barrier for different models and for drawdown in 5 days different models and for high reservoir 112 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Fig. 8. Variation in strains for different γ and E Fig. 9. Variation in strains for different γ and E

Fig. 10. Variation in strains for different γ and E Fig. 11. Variation in strains for different γ and E Conclusions

There is distinct difference in the variation of the shear strain along the depth of the cutoff wall with the incorporation of Linear Elastic and Mohr-Coulomb model as depicted in the Figs. 8, 9, 10 and 11. For the lower density model, the strains are observed to be on the higher side at the top of the barrier, but higher at the bottom when the density of the cutoff wall is high except in the case of Fig. 9.

References

Ahmed, A.; McLoughlin, S.; and Johnston, H. (2015).3D Analysis of Seepage under Hydraulic Structures with Intermediate Filters. Journal of Hydraulic Engineering, ASCE, 06014019(6). Singh, A. K.; Mishra, G. C.; Samadhiya, N. K.; and Ojha, C. S. P. (2006). Design of a Rigid Cutoff Wall. International Journal of Geomechanics, ASCE, 6(4), 215-225. Rice, J. D.; and Duncan. J. M. (2009). Deformation and Cracking of Seepage Barriers in Dams due to Changes in the Pore Pressure Regime. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 136(1), 16–25.

113 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Rice, J. D.; and Duncan, J. M. (2010). Findings of case histories on the long-term performance of seepage barriers in dams. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 136(1), 2–15.

114 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

EXPERIMENTAL STUDY ON THE SHEAR PARAMETERS OF EXPANSIVE SOIL REINFORCED WITH POLYESTER TRIANGULAR FIBRES

Shah Kinjal1*, A.K.Desai2 and C.H.Solanki3 1M.Tech. (SMFE), S V National Institute of Technology, Surat, India *Email:[email protected] 2Professor, S V National Institute of Technology, Surat, India 3Professor, S V National Institute of Technology, Surat, India

Abstract: Expansive soil reinforced with polyester fibers is a modified method developed in recent years. This paper reports the results of laboratory study performed on expansive soil reinforced with polyester fiber and demonstrates that randomly distributed fibers are useful in increasing the shear strength of expansive soils. Polyester fibers of 12 mm size having triangular cross section were used. Shear parameters of expansive soil reinforced with varying fiber content (f = 0%, 0.2%, 0.5% and 1%) were studied.

1. Introduction: Soils don‘t have tensile strength naturally. This is the reason for the need for improving the weakness of soil. There are various ground improvement technique but fiber reinforced soil is a recent technique. In the nature root system of plant and trees, hold earth in such a way that, during heavy rain, cyclone, tsunami, trees and root system behaves monolithically. Thus ―Nature‖ is the best example of fiber reinforced earth. Reinforced soil can be obtained by either incorporating continuous reinforcement inclusions within the soil mass in a defined pattern. In comparison with systematically reinforced soils, randomly distributed fiber reinforced soils exhibit some advantages. First, preparation of randomly distributed fiber reinforced soils mimics soil stabilization by admixture. Second, Discrete fibers are simply added and mixed with the soil, much like cement, lime, or other additives. Third, randomly distributed fibers offer strength isotropy and limited potential planes of weakness that can develop parallel to oriented reinforcement. Now days, discrete fibers have been added and mixed into soils to improve its properties. Nilo Cesar Consoli; Karla Salvagni Heineck, Michele Dal Toé Casagrande(2007) studied the Shear Strength Behavior of Fiber-Reinforced Sand Considering Triaxial Tests under Distinct Stress Paths. Santoni R.L.(2001) obtained five primary conclusions from the investigation. First, the inclusion of randomly oriented discrete fibers significantly improved the unconfined compressive strength of sands. Second, an optimum fiber length of 51 mm (2 in.) was identified for the reinforcement of sand specimens. Third, a maximum performance was achieved at a fiber dosage rate between 0.6 and 1.0% dry weight. Fourth, specimen performance was enhanced in both wet and dry of optimum conditions. Finally, the inclusion of up to 8% of silt does not affect the performance of the fiber reinforcement.

115 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Thus, this paper presents the efficacy of the use of polyester fibers to increase the shear strength of soil. A laboratory study was undertaken to evaluate the feasibility of using fibers in expansive soil. 2.1 Experimental Investigation

2.1 Test materials 2.1.1 Expansive soil For the present study, soil sample of Blackish colour was collected from SVNIT campus, Surat city. The soil sample was collected in polythene gunny bags and then air-dried. Soil was classified as CH according to Unified Soil Classification System. Engineering properties of this soil are listed in Table 1.

Table 1 Basic properties of expansive Soil Properties Quantity

Specific gravity 2.7

Gravel,% 1

Sand,% 35.2

Silt,% + Clay,% 63.8

IS classification CH

Unconfined Compressive Strength 331.0

2.1.2 Polyester fiber The polyester fibers used in the experimental work was collected from Reliance Industries Ltd., Mumbai. The supplier provided the properties of fibers and is mentioned in Table 2.

Table 2 Specification of Polyester fiber Type Polyester

Cut length 12.1 mm

Cross section Triangular

Diameter 30-40 µm

Tensile elongation >100%

Specific Gravity 1.34-1.39

Tensile Strength 400-600 N/mm2

Colour Almost colourless

116 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2.2 Tests Conducted: USC and Undrained Unconsolidated Triaxial Test were conducted as per IS: 2720 (Part-X) 1991. For the determination of shear parameters of the soil-fiber mix the test was carried out at a strain rate of 0.6 mm/min at three different cell pressures i.e. 50, 100, 150 kPa. 3. Discussion on test results 3.1 Effect of fiber reinforcement on unconfined compressive strength Figure 1 shows the variation in UCS value with different fiber content. At 0.5% of fiber content, UCS value is 551 kPa which is maximum. After adding more fiber than 0.5% it starts decreasing.

UCS 600 551 523.6 540 500

400 UCS 331

UCS(kPa) 300

200 0 0.5 1 1.5 Fiber rate(%) Fig. 1 Variation of UCS with fiber content

3.2 Effect of fiber reinforcement on shear parameters Figure 2 shows variation of cohesion values for different fiber content. From the graph it can be seen that the cohesion values increases significantly upto fiber content of 0.5%.

Cohesion 100 80 85 75 60 63 40 Cohesi… 33

20 Cohesion(kPa) 0 0 0.5 1 1.5

Fiber content(%) Fig. 2 Value of cohesion for different fiber content

117 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 3 shows variation of angle of internal friction values for different fiber content. From the graph it can be seen that the friction angle increases significantly upto fiber content of 0.5%.

Angle of internal friction 30 27.68 25 24.47 20 19.37 15 Angle of 10 internal friction,ф˚ 6.7

5 friction Angle ofAngleinternal 0 0 0.5 1 1.5 Fiber content(%) Fig. 3 Value of angle of internal friction for different fiber content

It can be clearly stated that the technique of fiber reinforced soil is very effective method and which helps to improve the strength of expansive soil.

4. Conclusions

The chief conclusions are as follow:  Effect of fiber content in the UCS test indicated that the UCS value increases rapidly upto 0.5% fiber after that, it decreases. The % increase in UCS at 0.5% fiber mixed soil is 66.46% than unreinforced soil.  From the triaxial test it was found out that the cohesion value increases, also the angle of friction increases with the increase in fiber content. The highest value of cohesion found at 0.5 % fiber content thereafter, it decreases.

References:

Andersland, O. B. and Khattak, A.S. (1979), "Shear strength of kaolinite/fiber soil mixtures", Proceeding International Conference on Soil Reinforcement, Vol I, Paris, pp. 11- 16 Arvind Kumar, Baljit Singh Walia and Jatinder Mohan (2006), "Compressive strength of fiber reinforced highly compressible clay", Construction and Building Materials 20, pp. 1063–1068 B.V.S. Viswanadham, B.R. Phanikumar, Rahul V. Mukherjee, “Swelling behaviour of a geofiber-reinforced expansive soil”,Geotextiles and Geomembranes 27(2009)73– 76 Cheng-Wei Chen, ―Drained and Undrained Behavior of Fiber-Reinforced Sand” Consoli, N. C., Casagrande, M.D.T. (2003), “Plate load test on fiber-reinforced soil.” Journal of Geotechnical and Geoenvironmental Engineering, pp. 951 – 955 118 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Dushyant Kumar Bhardwaj, J.N.Mandal, (2008), “Study on Polypropylene Fiber Reinforced Fly Ash Slopes”, The 12th International Conference of International Association for Computer Methods and Advanced in Geomechanics (IACMAG) 1-6, October, 2008 Goa,India K. V. Maheshwari , A. K. Desai and C. H. Solanki, “A Study on Design and Cost of Flexible Pavement in Fiber Reinforced Highly Compressible Clay”, International Journal of Applied Engineering Research ISSN 0973-4562 Volume 3, Number 5 (2008), pp. 681–688 © Research India Publications K. V. Maheshwari , A. K. Desai and C. H. Solanki, “Actual full scale load test on fiber reinforced clayey soil”, National Conference on Recent Advances in Ground Improvement Techniques February 24-25, 2011, CBRI Roorkee , India Michalowski, R.L., Zhao, A. (1996), “Failure of fiber-reinforced granular soils”, Journal of Geotechnical Engineering, ASCE 122 (3), PP. 226–234 Temel Yetimoglu, Muge Inanir, Orhan Esat Inanir, “A study on bearing capacity of randomly distributed fiber-reinforced sand fills overlying soft clay”, Geotextiles and Geomembranes 23 (2005) 174–183 Tingle, S.J., Santoni R. L. and Webster, S. L. (2002), "Full scale field tests of discrete fiber - reinforced sand", J. Tranportation Engineering, ASCE Vol - 128, pp. 9 – 16 Y.H. Tang, C.G. Bao, M.Y. Wang and J.H. Ding, “Experimental study on the strength characteristics of expansive soil reinforcement with synthetic fibers”, Proceedings of the 4th Asian Conference on Geosynthetics June 17 - 20, 2008 Shanghai, China Zeynep H. Özkul , Gökhan Baykal, ―Shear Behavior of Compacted Rubber Fiber-Clay Composite in Drained and Undrained Loading”, journal of geotechnical and geo- environmental engineering © ASCE / July 2007

119 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

TRUCK TRIP GENERATION ANALYSIS: A SYNTHESIS STUDY

Ronak Parekh1*, Dr. H.R Varia2, Dr. L.B. Zala3

1Final Year Student, M.E. Transportation System Engineering, B.V.M College of Engineering, Vallabh Vidhyanagar, Gujarat, India, *Email:[email protected] 2Principal of Tatva Institute of Technological Studies, Modasa, Gujarat, India., 3Professor & Head of Civil Engineering Department, B.V.M College of Engineering, Vallabh Vidhyanagar, Gujarat, India

ABSTRACT

Freight transportation is very important for development of nation. Generally freight transportation on highway is carried out by trucks. A very few researchers have worked on truck trip generation analysis in India. Modasa region is dominated by truck transport since many years. Mostly trucks of Modasa region move on Mumbai to Delhi route. Modasa is famous as a ―Truck Transportation Hub‖. Around more than 1000 trucks of Modasa region are moving on the important national freight corridor. This fact has inspired to carry out the study of the truck trips generated from Modasa region. Truck travel diary survey has been carried out by interviewing 32 truck owners in this study. From the collected data, truck trip generation model has been developed. Also, truck trip length distribution and commodity wise distribution have been analysed. It is found that the linear regression analysis shows very good relationship between number of trucks and average truck trip length in thousand kilometres with number of truck trips generated per month (R2 = 0.953534). It is observed that maximum numbers of truck trips are obtained for transporting animals, grains and cartons. The maximum numbers of truck trips are observed on Mumbai to Delhi route (60% of the total observed trips).

Keywords: Truck trip generation model, Freight transport, Trip length distribution.

Introduction Information on the movements of trucks is vital for an effective management of transportation infrastructure. While goods movements by trucks play a critical role in the national and regional economy, trucks are also responsible for most of the pavement damage, a sizable portion of air pollution from non-stationary sources and congestion. As the first step toward the development of truck demand forecasting model that can account for the logistics and supply chain management strategies used by today‘s businesses, this study will tackle the most fundamental but often neglected component of the truck trip generation. This paper reveals the experience and preliminary findings from an ongoing effort of the development of a truck trip generation model (TTG).

TTG is the first step in modeling and understanding the impact of truck traffic on congestion and the environment. The recognition that freight mobility and truck activity in particular, is critical to economic viability. Aggregate truck trip generation data by traffic analysis zone is

120 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

necessary for travel demand modeling. Therefore, there is a need to develop usable truck trip generation data. Freight transportation demand is directly related to managerial, operational or tactical decision of production, consumption or sales decisions of individual business that is responsive to the consumer demand. The increased importance of truck activity in both transportation engineering and planning has created a need for truck oriented analytical tools. Recently, more attention has been devoted to developing truck trip generation data and methodologies for statewide/regional modeling than to transportation engineering applications. There are two types of truck models, vehicle based and commodity based. Vehicle based truck trip generation rates used in statewide and regional travel demand models are generally estimated based on land-use categories that match up well with employment by industry sectors.

Commodity based models generally do not develop truck trip generation rates. Most trucks trip generation data include attempts to classify trucks, recognizing that different type of trucks have different missions and therefore different truck trip generation characteristics. In vehicle based truck trip generation models, the most common approach to estimating trip generation rates is by land use as a function of employment. For vehicle based regional modelling applications, travel diary surveys are the most frequently used source of data for estimating trip generation rates. This type of data collection is difficult for trucking because the owners and operators of the vehicles are not always the same are concerned about taking time away from revenue producing activities to fill out forms. List of data required such total number of trucks, types of trucks, origin and destination, trip per day/week/year/month, types of goods, capacity of trucks, trip length, weight of trucks, truck life etc.

There have been several driving forces that have led transportation professionals to pay more attention to the growing goods movements by trucks and their impacts on the economy, roadway infrastructure and environment. Recent data indicate that trucks are becoming increasingly dominant in goods movements in urban areas. In Chicago region, 75.3% or 220 million tons of commodities originating in the region ended within 50 miles of their origin, among shipments, trucks shipped 90.3% or 199 million tons (Jesssup et al, Report SPR 343, 2004).

1.2. Aim and Objective of Study Aim: To develop a truck trip generation model for the trucks of Modasa region. Objectives: The main objective of the study is to obtain the knowledge of freight transport carried out by the trucks of (i) Modasa region and (ii) outside of the Modasa region.  To obtain the significant parameters for truck trip generation by conducting personal interview with truck owners of Modasa.  To understand the problems faced by the truck owners of Modasa region and to develop a preliminary design of a truck terminal facility.  To study the external to external truck trips characteristics of Modasa.

121 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

1.3. Scope of Study  This study is mainly aimed to develop the truck trip generation model for the truck originating from Modasa. This may be useful to predict the future truck trip generation from Modasa.  This study will also give clear understanding of different types of goods movement by trucks at regional level, their demand and supply behavior between origin and destination places.

1. Literature Review

A comprehensive review of study on estimating truck trip generation model is as follows: Garrido (2001) has focused on quantity and types of goods movements by various types of trucks and has compared commodity vs trip based approaches and give various relationship between trip length and speed, tour distance and tour speed and generated model. Fisher and Han (2001) have developed vehicle based travel demand model. The trip based approach directly measures truck trips on basis of the assumption that the number of trucks trips produced with some observable characteristics, and gross floor space. The freight trip generation rate was carried by comparing the number of trucks trips by counting survey with number of truck trip generation rates. Rawling and Eugene (1987) have mentioned (in CATS) that commercial vehicle survey was designed to provide truck trip information for both modeling and policy planning purpose in the northeastern Illinois area. The survey was used for truck model calibration for both present and future conducted commercial vehicle survey and information obtained from mail questionnaires and trip diary, such as origin and destination of trips, land use, start and stop time, vehicle type and number of axle.

2. Study Area

2.1. General

Modasa became a head quarter of new Aravalli district, carved out from tribal dominated areas of Sabarkantha district of Gujarat, India. The new district was declared on Jan 23, 2013 and formed on August 15, 2013. It is economic center for agricultural export, at both the provincial and national levels. Many industries are available in Modasa such as submersible pumps units, non-woven fabric mill, pin maker mill, textile weaving factory, agricultural industry, biscuits factory, flour mill. Textile weaving factory send product to Kerala, Maharashtra, Ahmedabad, Ratanpur, Anand, Rajasthan. Biscuit factory exports the products to the African Countries. As a center for the surrounding villages, Modasa act as a transportation hub for both residents and tourists and has two large hospitals. It is believed that the region around Modasa has been populated since the days of the Indus valley civilization. The Mazum is a major river in the region with two large dams on it.

2.2. Study area Selection

Modasa is ―Hub for transportation of goods‖. Here, around 80-100 trucks owners (having total around 1000 trucks) are doing business of transportation and body building of trucks 122 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

also. In Modasa, railway connectivity is started recently few years back having limited goods transport facility, so mostly trucks transporting goods from Modasa. Modasa is approximately in middle place of Mumbai to Delhi highway route, so truck owners take advantage of its location for goods transportation between Delhi and Mumbai. National highway 8 is passing very close to Modasa and State Highway 59 is passing through Modasa. Figure 1 shows the location of Modasa on Mumbai to Delhi Highway route. 2.3. Study area Location Modasa is located at 23º28‘N 73º18‘E (23.47º N 73.3º E). It has an average elevation of 197m (646 ft). Its important details are stated in Table 1.

3. Data Collection There are three most widely used data collection techniques for developing truck trip generation data: Vehicle classification counts, roadside interview surveys and travel diary surveys. The data collection methods summarized from the literature include: (1) Mail survey, (2) Telephone survey, (3) Video Surveillance, and (4) GPS Receiver attached to sample of trucks. In this study, data are collected by travel diary survey and developed regression model to understand trip generation behavior. In travel diary survey, following questions are asked to the truck owners:

Fig. 1: Location of Modasa on Mumbai to Delhi Highway route Table: 1: Details of Modasa District Headquarter Aravalli City Modasa Area 13.47Km2 Total Population 67648 Male 34917 (52%) Female 32731 (48%) Population Density 5022.1/Km2 (Source: Census of India – 2011 and Wikipedia)

123 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 Total number of trucks with owner  Weight of Goods (tonne)  Types of trucks  Weight of Goods in return with which place (tonne)  Capacity of trucks (tonne)  Total cost (Operation cost + Toll charges + Service taxes )  Trips/ day/week/month/year  Wages of drivers & cleaners  Origin to Destination (place and time)  Profit  Route for trips & Total km of trip  Life of Trucks length  Types of goods/ Commodity  Number of accidents The above details have been collected from 32 trucks owners of Modasa region.

3.1. Truck Trip Generation Model In this study, Truck Trip Generation Model is developed using linear regression from the collected data. In the linear regression analysis, as a dependent variable (Y) – Truck Round Trips per month is considered and as the independent variables – Number of Trucks (X1) and Average truck trip length in thousand km (X2) are considered. Analysis is carried out using LINEST function of MS Excel. The regression equation for monthly truck trips is obtained as: Y = 5.146827+3.876159X1-2.1823273X2 Value of coefficient of determination R2 is 0.953534, which is nearer to 1 indicates very good linear relationship between independent variables and dependent variable. Table 1 shows other statistical outputs.

Table 1: Result of Regression analysis Multiplying constant for X2 Multiplying constant for X1 Additive constant = = -2.1823273 = 3.876159 5.146827

Standard error in Standard error in Multiplying Standard error in additive Multiplying Constant X1 = Constant X2 = 1.3364753 constant = 3.113467 0.155061

Coefficient of determination Standard error in Y = - R2= 0.95353425 3.603105

F- statistics = 328.339 Degree of freedom = 32 -

Regression sum of squares = Sum of square of residuals - 8525.2500 = 415.435

Looking at the above statistical values, it is found that all the variables used in regression equation are useful in predicting the number of the trucks trips per month (from t-statistics value) and there is a good relationship between known Y‘s and known X‘s (from f-statistics value). Positive multiplying constant of X1 indicates that increase on number of trucks increases the total monthly truck trips. Negative multiplying constant of X2 indicates that increase in average truck trip length reduces the total monthly truck trip which is obvious. 124 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

4. Results Truck trip length distribution, destination wise trip distribution and commodity wise distributions are prepared from the collected data. Figures 2, 3, 4 and 5 illustrate the analysis of collected data.

5.1 Destination wise distribution: Figure 2 shows different percentage of monthly truck trips between different O-D pairs.

5.2 Commodity wise Trip distribution: Figures 3 and 4 show commodity wise number of trips by two types of trucks like, single axle and multi-axle trucks.

Fig. 2: Destination wise distribution in percentage

5.3 Truck Trip length distribution: Figure 5 shows the truck trip length distribution, in which maximum number of trips observed between 2501-3000km round trip lengths (i.e. on Mumbai-Delhi route).

125 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Commoditywise Truck Trip/Month

Multi axle Single axle 250 200 34 76 150 22 100 168 154 50 134 8 13 10 10 48 9 4 11 63 47 7 48

0 64 34 28 25 153 13 43 26 121 Total Trips Per Month PerTrips Total

Types of Goods

Fig.3: Commodity wise truck trip distribution (part-1) 5. Conclusions Following conclusions are made from this study:  In linear regression analysis, R2 = 0.953534 indicates very good linear relationship. The significant parameters are number of trucks and average length of round truck trips in thousand km for generation of number of truck trips per month.  Maximum numbers of trips are moving on Mumbai to Delhi route (60% of the observed trips).  In commodity wise truck trip distribution, it is observed that maximum numbers of trips are obtained for animals (Goats, Sheeps: 230 trips/month). Trips of other important commodities are for grains (Wheat, Pulses etc.: 212 trips/month), for cartons (202 trips/month).  Truck trip length distribution indicates that maximum trips (566 numbers) observed for the average round trips length of 2501-3000 km. The developed truck trip generation model can be used for predicting future truck trips generated from Modasa.

126 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Fig.4: Commodity wise truck trip distribution (part-2)

566

Fig.5: Truck trip length distribution

7. References Deek, Johnson, H. G., Mohamed, A., and EI-Maghraby, A. (2000) ―Truck Trip Generation Models for Seaports with Container and Trailer operation‖. Transportation Research Record 1719, no.1 pp. 1-9. Fischer, Michael. J., & Han, M. (2001), ―Truck trip generation Data.‖ NCHRP Synthesis 298, Transportation Research Board, National Research Council, Washingtons, DC. Garrido, K., Figliozzi, W. (2001) ―Analysis of Freight Tours in a Congested Urban Area Using Disaggregated Data: Characteristics and Data collection Challenges‖ Portland state University, Sydney. Jesssup, E. C., Kenneth. L. and Lawson, C. T. (2004) ―Truck Trip Data Collection Methods.‖ SPR 343 Final Report, Transportation Research Unit, Washington, DC 20590. Kadiyali, L. R. (2013) ―Traffic Engineering and Transport planning‖, Khanna Publications, Eighth edition, New Delhi.

127 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Rawling G. F. and Eugene R. (1987) ―The Role of a Commercial Vehicle Survey in Transportation Planning for Northeast Illinois.‖ CATS Research News, Chicago Area Transportation Study-February 1987. Riter, E. (1992) ―Development of an Urban Truck travel Model for the Phoenix Metropolitan Area, Final Report.‖ Arizona Department of Transportation. Prepared by Cambridge Systematics Inc. Sung, H. and Chung, S. (2012) ―Estimating of freight trip Generation rate based on Commodity‖ IJR Korea, Vol.5 No-4 pp. 139-143.

128 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

STUDY ON EFFECT OF JOB AND MANAGEMENT CONDITIONS ON OUTPUT/ PRODUCTIVITY OF HYDRAULIC BACKHOE EXCAVATING EQUIPMENT

H.T.Kadivar1*, M.M.Nathani2 1Lecturer, Civil Engg. Dept., Government Polytechnic, Bhuj *Email:[email protected] 2Lecturer, Civil Engg. Dept., Government Polytechnic, Bhuj

ABSTRACT Excavating equipment play a significant role in the execution of modern high cost time bound construction projects like earthen dams, roads, canals etc. For this type of highly earthwork projects, output of equipment plays vital role for completion of tasks in a limited time. Output of equipment is equipment productivity which is a measure of the performance of the equipment. It is expressed as the output achieved per equipment hour. The higher the output the better is the productivity. Equipment productivity tells how many units of output, the equipment produces in an hour. It will depend on the job conditions & management conditions as well as the operators‘ skill, persistence and co-ordination with other construction forces. Output of construction equipment is an important basis for its selection to do an operation as well as also for economic analysis and replacement decision of equipment.

Keywords: Excavating equipment, Output, job conditions, Management Conditions 1. Introduction Excavating equipments are classified in four ways: Power shovel, backhoe, dragline and Clamshell. Now a day, backhoe is the major excavating equipment which is employed for applications like excavating and digging, building and maintaining roads, laying water supply networks, demolishing structures, clearing sewage systems and ditches. It is primarily used for excavating materials below its track level. Backhoes are generally track mounted but small capacity equipment to have wheel mounting to add their mobility. The backhoe are fitted with buckets having struck capacity varying from 0.38 m3 to 3.25 m3 and their corresponding digging depth capacity is from 5 m to a maximum of 9.5 m. Major international manufacturers of Backhoe are Escort JCB, case, catter pillar, Tata Hitachi, L&T Komatsu. Equation of Output(as per ref.3) and factors affecting output of excavating equipment. q x 3600 x efficiency Optimum output (m3/ hr) = ------(1.1) C Where, q = heaped capacity of bucket x swell factor x bucket factor

C = cycle-time (single period) [sec.]= te + ts + tu + tr

129 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

te = excavating/loading time

ts = lifting and swing time

tu = unloading time

tr = return time Output of the equipment varies with various conditions. Various factors which affect the output of the equipments are broadly grouped under two headings. - controllable factors (management condition factors) - uncontrollable factors (job condition factors) Table-1.1: Factors affecting output of excavating equipment

Controllable factors (management condition factors)

• Operators skill • equipment repairs and maintenance facilities • Planning and level of motivation • Angle of swing: • Boom length and depth of cut • Matching of interdependent equipment • Working efficiency • Task efficiency factor • Life of equipment and control of equipment: • Size of bucket, type of machine (crawler or wheeled) • Maneuverability of equipment

Uncontrollable factors (job condition factors)

• Types of soil and swell factor • Effect of temperature • Rain, Snow and wind effect • Effect of altitude on the performance of the engine • Availability of working space • Condition of haul roads • Specifications requirements

2. Data collection and Analysis

To workout the output of hydraulic excavators, two case studies are considered. The models of hydraulic excavators used for excavation for Case 1 and case 2 are PC 200 L&T Komatsu and Ex 200 Tata Hitachi respectively. Collected primary data includes bucket capacity, soil type, and swing angle, digging depth and cycle time. The details of the hydraulic excavators, job conditions, management conditions and actual productivity of both excavators are tabulated in table 2.

130 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table-2.1 Data affecting output and computation of output for hydraulic excavators

Characteristics of case Case Study 1 Case Study – 2 study

Name of the project Bagodara – Limbadi Rajkot- Gondal, Widening of NH 8A / 8B Project 4 Lane, NH 8A Project Rs. 4 crorers (10 km) Estimated cost Rs. 11 crorers (10 Km)

n Sadbhav Eng. ltd. Name of company Rao Con‘ Company excavating fine gravel) for excavation of earth for filling subgrade Type of Work filling bridge approach 37627 m3 30000 m3 (one approach ) Ex 200 Tata Hitachi Total earth quantity PC 200 L&T Komatsu 1.0 m3 Model of excavator 1.0 m3 Bucket capacity Dumpers ( 6 nos.,2.5 brass Tractor trailers(12 nos, one Capacity each) Matching units brass capacity each)

Job & Management Conditions:-

- Working hours / day 20 / 24 hrs (Two shifts) 20/24 hrs (Two shifts) - Type of soil clay (sticky) fine gravel - digging depth 3.5 to 4.0 3.0 m. - angle of swing 600 450 - dumping method Trailor Loading Dumper loading - age of excavator 2 yrs 4 yrs. - operator‘s experience 5 yrs. 6 yrs. - working space Wide Working space Wide working space - dumping distance 1.5 Km 7.0 km. Swell factor 0.74 0.89 Bucket factor 0.85 0.90

131 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Now, q= heaped capacity =1.0x 0.74 x 0.85 = 0.629 =1.0x 0.89 x0.90 = 0.801 of bucket x swell factor x bucket factor

Cycle time (c) in sec 28 sec. (average) 25 sec. (average)

Efficiency 0.85(medium dig.) 0.85(medium dig.)

Output, Q = 0.629 x 3600 / 28 x 0.85 0.801 x 3600 / 25 x 0.85

= 68.74 m3 / hr = 98.04 m3 / hr

Multiplying by correction factors

Swing factor 1.16 (for 600 swing) 1.20 (for 450 swing) Working eff.factor 0.83 (for 50min./hour) 0.75 (for 45min./hour) Now, output,Q 68.74 x 1.16 x 0.83 98.04 x 1.20 x 0.75

= 66.18 m3 / hr = 88.23 m3/hour

IDEAL OUTPUT (from table Page No. 310 , K.K.Chitakara, for 900swing,23 sec.cycle time In bank volume and easy to dig condition )

Ideal Output =130.108 m3 / hr = 130.108 m3 / hr

3. Findings from case studies

Considering two models of hydraulic excavators of Case 1 and 2 it is observed that a) Hourly output of backhoe (PC 200, L&T model) is 66.18 m3 which is much less than(50.86 %) compared to ideal output (130.108m3). reason behind low output is ,matching units(tractor tailors) were not remain close to excavator, also soil was sticky clay. Therefore actual cycle time (28 sec.) is more as compared to ideal cycle time (23 seconds). b) Hourly output of backhoe (Ex 200 Tata Hitachi model) is 88.23 m3 which is 32.18% less than compared to ideal output (130.108m3). Actual cycle time (25 sec.) is more as compared to ideal cycle time (23 seconds).

132 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

c) Although the bucket capacity of both excavator is same (one cub.m), the Output of excavator of case-2 (88.23 m3/hr) is more as compared to output of excavator of case-1 (66.18 m3/hr). Because, the site conditions and management conditions of case-2 are better as compared to case-1. 4. Conclusion:

From the case studies, it has been realized that the ratings given in the manufacturer‘s catalogues represents optimum figures under ideal conditions which can rarely be realized at site. It will have to be multiplied by a utilization factors which may vary depending on normal working site conditions. Output of equipment is depends on various job conditions and management conditions. swing factor, matching unit, bucket size, soil condition are Main factors which affect the output of excavating equipments.

Productivity of construction equipment is an important basis for its selection to do an operation as well as also for economic analysis and replacement decision.

References:

K. K. Chitakara, ‗Construction Project Management‘, Tata McGraw Hill Publishing Company Limited, New Delhi. R. L. Peurifoy and W.B. Ladbetter,‘ Construction planning equipment & methods‘, McGraw Hill book company, fourth edition. S. C. Sharma, ‗Construction equipment and its management‘, Khanna publishers, Delhi, third edition

Dr. Debasis Sarkar and Deep Shah (2013), ‘A framework for application of genetic Algorithm in productivity optimization of Highway Equipment using EVOLVER software‘ European International Journal of Science and Technology Vol. 2 No.5. Dr. Zoltán A.Vattai and József Károly, ‗Construction Equipment Earthwork & Soil Compaction‘ Budapest, 2009-2010 Journal, ‘Civil engineering & construction review‘ Frank Harris ‗construction plant‘, 1981, Garland STPM Press, ‗New York‘.

133 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

EVALUATION OF DBM MIX MODIFIED WITH TREATED COCONUT FIBER

Pankti Jethi1*, Shashank khandeliya2

1Student, Department of civil Engineering, Parul Institute of Engineering and Technology, *Email: [email protected] 2Professor, Department of civil Engineering, Parul institute of Engineering and Technology

I. ABSTRACT

The development of transportation plays an important role in the development of nation. With flexible pavement widely used in India, steps must be taken to increase the life of the pavement. The design of flexible pavement involves the interplay of several variables, such as the wheel loads, traffic, climate, terrain, and sub-grade conditions. Hence, one needs to address these variables and their impact on the performance of the flexible pavement. This project studies the suitability of treated coconut fiber as a reinforcing material. Marshall Method of mix design is being adopted and the optimum bitumen content and fiber content will be determined by varying the percentage of fibers and length of fibers. After the study it will be determined that which of the mix will perform best in the given condition.

KEY WORDS: Flexible pavement, treated coconut coir, DBM mix, Marshall Mix method.

II. INTRODUCTION

For the purpose of design, pavements are divided into two categories: (i) flexible pavement, and (ii) rigid pavement. The essential difference between these two types of the pavement is the manner in which they distribute the load over the subgrade. The principle of design of rigid pavement is based on providing sufficient strength in a structural slab composed of Portland cement concrete to resist the distractive action of traffic. The principle of the design of the flexible pavement is that a load of any magnitude may be dissipated by carrying it deep in to the ground through successive layers of granular material. The intensity of the load diminishes in geometrical proportion as it is transmitted downward from the surface, by virtue of spreading over an increasingly larger area. Consequently, strength of each layers can be reduced with increased depth, with the highest quality materials at or near the surface. Thus, the strength of the subgrade primarily influences the thickness design of the flexible pavement.

III. OBJECTIVES

This study aimed at determining the effect of addition of treated coconut coir on DBM grade I mix. Marshall Tests is conducted on the mixes by varying the amount of coir fibers from 0.3%, 0.6%, and length 5mm, 10mm and 15mm by the weight of the total mix and various changes in properties such as stability, flow value, bulk density, volume of void in the total mix, volume of bitumen voids in mineral aggregate, voids filled with bitumen will be determined and compared. 134 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

IV. LITERATURE REVIEW

Remadevi et al. (2014) studied that stability, flow and volumetric properties of fiber reinforced bitumen concrete in comparison with the properties of conventional bitumen concrete. Conclusion: - By Marshall‘s stability test, the addition of polypropylene fibres increases the stability but decreases the flow value.

Kaloush et al. (2013) used a mixture of polypropylene and aramid fibres to evaluate the performance characteristics of modified asphalt mixture. Conclusion: - Fibres improved the mixture‘s performance in several unique ways against the anticipated major pavement distresses, pavement deformation, thermal cracking.

Abiola et al. (2013), studied the utilization of natural fiber as modifier in bituminous mixes. Conclusion: - An improvement in fatigue life and structural resistance to distresses occurring in pavement when modified.

Yateen et al. (2014), studied the stability of coir as a reinforcing material in SDBC grade 2 mix. Conclusion: - Addition of coir fiber to SDBC grade 2 mix improves its strength and physical properties. (Optimum bitumen content 5.5%, optimum fiber content 0.4%, length of fiber 15mm)

V. PROPERTIES OF MATERIAL

Table 1. Tests on aggregates

135 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table 2. Tests on bitumen

VI. MARSHALL METHOD OF MIX DESIGN

The Marshall Stability and flow test provides the performance prediction measure for the Marshall Mix design method. The stability portion of the test measures the maximum load supported by the test specimen at a loading rate of 50.8 mm/minute. Load is applied to the specimen till failure, and the maximum load is designated as stability. During the loading, an attached dial gauge measures the specimen's plastic flow (deformation) as a result of the loading. The flow value is recorded at the same time. The important steps involved in marshal mix design are summarized next.

Preparation of specimen The specimens are casted in triplicate and the average of the three specimens for each mix is considered during the analysis of data. The preparation of the specimen is as follows:-

(a) The materials for the sample i.e 1200grams of aggregates of five different sizes, VG 30 grade bitumen and coir fibers is weighed according to the proportioned values for the different mixes.

(b) The aggregates of the required gradation were mixed in a pan. The coir fiber was also added to the aggregates and mixed well uniform distribution of fiber ensured. The entire mixture was heated to a temperature of 150°C.

(c) The weighed bitumen for a sample was heated to 150°C and was added to the heated aggregate and coir fiber mix. Bitumen was mixed well with the aggregates to get a homogenous mixture at 160°C.

136 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

(d) The homogenous bituminous mix was poured into the mould for compaction at 160°C to ensure compaction was done at 150°C.

(e) The specimen was compacted with 75 blows to each side of the cylindrical sample mounted on a standard mould assembly with a standard Marshall hammer that has a circular tamping face and a weight of 4.536 kg with a free fall of 45.7 cm to get the Marshall Compaction Specimen. The compacted specimen was allowed to cool down to room temperature before extraction of the sample.

(f) A steel disc with a diameter not less than 100 mm and a minimum thickness of 13 mm was used for extracting the compacted specimen from the mould by applying a slow gradual force using a hydraulic jack to the face of the specimen.

Fig 1 preparation of mix

VII. RESULT

Table 3. Stability, L=5mm

Fig 2 Stability chart for max value Table 4. Unit weight,

137 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

L=10mm Fibers Unit Weight % Without 0.3% 0.6% Bitumen Fibers Fiber Fiber 4.5 2.39 2.38 2.44 5.0 2.38 2.37 2.43 5.5 2.39 2.34 2.44 6.0 2.36 2.38 2.33 6.5 2.36 2.34 2.30 7.0 2.31 2.33 2.30 L=10mm

Fig 3 Unit weight chart for L=10mm Table 5. Flow value, L=15mm

L=15mm Fibers Flow value % Without 0.3% 0.6% Bitumen Fibers Fiber Fiber 4.5 4.5 3.7 4.5 5 4 3.25 5 5.5 3 3.25 3.25 6 4.75 3.75 4 6.5 2.87 3.5 4.5 7 3.5 3 4.5 Fig 4 Flow value chart for L=15mm

VIII. CONCLUSION

Here, from the result and its analysis we can say that the optimum fiber content we get is 0.4%. Optimum bitumen content is 6% and optimum length of the fiber is 15 mm.

IX. REFERENCES

Abiola (2013), ―Utilisation of natural fiber as modifier in bituminous mixes: A review‖, Science Direct. Lokesh (2014),‖Study on Effect of Coir Fibres on SDBC Grade- 2 Mix‖, International Journal Of Scientific Research, Volume 3, Issue 7, ISSN No 2277 – 8179. Raguram (2013), ―Performance Evaluation of Stone Matrix Asphalt (SMA) Using Low Cost Fibres‖, Journal of the Indian Roads Congress, volume 74-2. Remadevi (2014), ―Study of Fibre Reinforced Bituminous Concrete‖,International Journal of Engineering Research and Development,Volume 10, Issue 4, PP.49-56. Dr. S.K. Sharma, “Principle, practice and Design of Highway Engineering”, 2nd edition, S.Chand publication, New Delhi 2012. Khanna S.K. and Justo C.E.G, “Highway Engineering”, Nem Chand and Bros, 138 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

139 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

STUDY OF ELASTIC CHARACTERISTICS AND STRENGTH PARAMETERS OF NON- COHESIVE SOIL WITH REINFORCEMENT

Mr. Pratik Parekh 1*, Prof. Kumarpal Trivedi 2, Dr. A. K. Verma 3 1 Assistant Professor, Civil Engineering Department, HJD Institute of Technical Education & Research, [email protected]. 2 Associate Professor, Civil Engineering Department, A. D. Patel Institute of Technology, [email protected] 3 Professor & Head, Structural Engineering Department, Birla Vishvakarma Mahavidhyalaya, [email protected]

ABSTRACT This paper discusses the Elastic andStrength parameters of non- cohesive soil using soil reinforcementtechnique like randomly distributed polypropylene fibers by means of various test conducting in the laboratory with and without reinforcement.Laboratory compaction test and triaxial compression test (UU) were performed to determine the OMC, MDD, Cohesion, angle of shearing resistance, Modulus of Elasticity, Modulus of rigidity, Secant Modulus, Poission‘s ratio.The laboratory test resultsshowed that the inclusion of fibers in the soil increases all the elastic and strength properties of soilmentioned above upto optimum fiber content and decreases thereafter.The increase in strength is a function offiber content and moisture content.This preliminary study suggests that for the soils tested and reinforcedwith 12mm long polypropylene fibers, the optimum fiber content is approximately betn 0.3% and0.4% of the dry unit weight of the soil.

KEYWORDS:Fiber reinforcement, Geosynthetic, Polypropylene fibers.

1. INTRODUCTION

Soil strengthening is very much important in the applications ranges from the mitigation of slope hazards to increasing the subgrade stability.The use of fiber reinforcement has been suggested in recent years for various geotechnicalapplications.Reinforced soil has gained popularity due to its extensive application in various problems such as retaining walls, pavements, foundations, embankments, etc.In places where, because of the economic, military orgeological conditions, building a structure on such soils isessential, geosynthetics will be used to reinforce the soiland improve the bearing capacity. Number of methods has been developed for ground improvement in general and soil stabilizationin particular. These methods can be broadly divided into three types, such as mechanical methods, chemical methods and physical methods.Research of different types of reinforcement and materials has been conducted byseveral investigators; however, the amount of information available on fiber reinforcementis still limited.Reinforced soil technique is one of the physical methods of ground improvement, the concept of which was first given by Vidal of France in 1966[9]. Reinforced soils can be obtained by either incorporatingcontinuous reinforcement inclusions (e.g., sheet, strip or bar) within a soil mass in adefined pattern (i.e., systematically reinforced

140 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

soils) or mixing discrete fibers randomlywith a soil fill (i.e., randomly reinforced soils). However, randomly distributed fiberreinforced soils have recently attracted increasing attention in geotechnical engineering.In comparison with systematically reinforced soils, randomly distributed fiber reinforcedsoils exhibit some advantages.The primary advantages of randomly distributed fibers are the absence of potential planes of weakness that can develop parallel to oriented reinforcement (Maher and Gray, 1990).The function of the reinforcements in the soil is to increase the shearing strength, reduce the deformation. It is also usefulto mitigate the risk of soil liquefaction. Reinforcements may vary either in form (strips, sheets, grids, bars or fibers), textures (rough or smooth) or relative stiffness (high such as steel or low such as fabrics and fibers). Kumar et al. (1999) studied the engineering behavior of randomly distributed fiberreinforcedpond ash and silty sand based on laboratory investigation and arrived at optimumfiber content of 0.3 to 0.4% of dry weight[7].Consoli et al. (2003) studied the load- settlement response by conducting plate load tests in the field on a thick homogeneous stratum of compacted sandy soil, reinforced with randomly distributed polypropylene fibers[9]. In addition, he conducted laboratory triaxial compression tests and found that the strength increased continuously at a constant rate, regardless of the confining pressure applied, not reaching an asymptotic upper limit, even at axial strains as large as 25%.The effects of polypropylene fiber on MDD, OMC, Elastic and Strength parameters of sandy- goradu soil hasbeen found to be limited in literature. The objective of this paper is to study the effects ofrandomly distributed polypropylene fiber on MDD, OMC, Elastic and Strength parameters ofnon- cohesive soil like sandy- goradu soilby means of compaction test, Triaxial test conducting in the laboratory with and without reinforcement.It is known that the length,diameter, roughness, and strength of the fiber influence the behavior of a reinforcedsoil; however, in this preliminary study, these factors are not considered, as only onetype of fiber is used in the tests.

2. EXPERIMENTAL PROGRAMME

2.1 Materials Used

The soil sample was non cohesive type ―Sandy Goradu soil‖ which is of yellowish brown in colour. This soil is locally collected from farm of ―Rampura‖ village which is situated at 7 km from Vallabh- Vidhyanagar, Anand- Gujarat.This soil is also known as sandy loam soil with generally approx. 81% sand and 10% clay[12].The soil lumpswere broken into small pieces and screened through sieves as per IS standard specification to make it free fromroots, etc. and for making it homogeneous. The soil has a maximum dry density (MDD) of 1.78 gm/cm3 with optimum moisture content (OMC) of 9.53%. Polypropylene (synthetic) fibers was obtained from the localmarket and used as reinforcement.The fibers used in the experimental testing programme are commercially availablepolypropylene fibers. The approx. length of polypropylene fiber used in all experiments is 12mm. Fig. 1shows the fibers used in the study. The properties of fibers used in this investigation aresummarized in Table 1.

141 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

The fibers in their pre-open form can be mixed with soils by means of hand. In this study, the soil was oven dried, weighed to the nearest 0.01g, and was placed in a large metal pan. The required amount of water was added to thesoil in small increments and hand mixed to ensure uniform distribution. Then an amountof the pre-opened fibers that was predetermined by the dry unit weight of the soil, wasadded in small increments to the soil-water mixture. Further mixing by hand was continueduntil the fiberswere well dispersed. The fiber content in all of the soil test specimens varied from 0.1 to 0.5% of the dry unitweight of the soil.

Sr Properties Value No.

1 Specific Gravity 0.91

2 Diameter 0.20 mm

3 Length of Fiber 12 mm

4 Melting Point 1650 C

5 Denier 6

6 Breaking Tenacity (g/den) 4.5 ± 5%

7 Dispersion and Wettability Excellent in water

8 Resistance to Acids and Alkalis Excellent

9 Resistance to Oxidising Agents and Good Reducing Agents

Table 1: Properties of Polypropylene Fibers Figure 1: Polypropylene Fibers

3. ANALYSIS OF TEST RESULTS

3.1 Compaction Tests The effect ofdifferent fiber contents on the OMC (%) and MDD (kg/cm2) of reinforced and unreinforced soil specimens was studied using the mould of size 10 cm in diameter by 12.5cm in height.The compaction characteristics of soil specimens with fiber contents of 0.1 to 0.5% of the dry unit weight of the soil were determined (figure 2). There is no significant difference in the behavior of reinforced and unreinforcedsand specimens in the compaction tests. At fiber content of 0.1% slightly increasesthe maximum dry unit weight and the optimum moisture content. Increasingthe fiber content from 0.2 to 0.4% the maximum dry unit weightand optimum moisture content will reducing.The MDD of unreinforced soil specimen is 1.778gm/cm3. The highest MDD achieve at 0.1% fiber content which is 1.871

142 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

gm/cm3. There is a reduction in the unit weight of thesand-fiber mixtures due to the compaction resistance of the fibers, and the fact that thefibers have a lower specific gravity than soils.

SF0 SF1 SF2 SF3 SF4 SF5

1.880 1.860

) 1.840 3 1.820

gm/cm 1.800 1.780

MDD ( MDD 1.760 1.740 1.720 6 8 10 12 14 16 18 MOISTURE CONTENT (%)

Figure 2: Compaction Test Results For Fiber Reinforced and Unreinforced Soil Specimens

Combinations SF0 SF1 SF2 SF3 SF4 SF5

OMC (%) 9.528 13.273 11.177 8.597 6.938 16.29

MDD 1.778 1.871 1.867 1.864 1.863 1.858 (gm/cm3)

Table 2: OMC and MDD of All the Combinations

3.2 Triaxial Compression Tests (UU Test)

The Triaxial Compression test will performed in unconsolidated- undrained (UU) condition. The effect ofdifferent fiber contents on the different elastic and strength parameters of reinforced and unreinforced soil specimens was studied using the specimens of size 38 mm in diameter by 76 mm in height. The value of C and ϕ were calculated from the Mohr‘s Circle drawn on the graph papers. The value of Cohesion (C) and angle of friction (ϕ) will increases from 0% to 0.4% and then decreases for 0.5% fiber content (SF5) inclusions. The optimum value of C,ϕ, E and G are 1.6 kg/cm2, 400, 166.63 kg/cm2 and 186.86kg/cm2respectively and all are obtained at 0.4% fiber content inclusion. The value of Poisson‘s ratio will increases from 0.1% to 0.3% fiber content inclusion and then decreases upto 0.5% fiber content inclusion. In some case like SF5, during the experiment, the different layer of sample was overlapped on each other and the readings was goes down and then up after the deviator stress at failure will reached and this readings are so much higher than others.In all SF5 143 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

combination, minor cracks will create after the sample making process. So that extreme care would be taken for SF5 combination to conduct the experiments. A typical deviator stress- strain curve for 0.3% fiber content inclusion of cell pressure equal to 1, 2, and 3kg/cm2 is shown in figure.

SF3 (0.3% FIBER)

16.00 14.00 12.00 10.00 8.00 1 kg/cm2 6.00 2 kg/cm2 4.00 3 kg/cm2

deviator stress stress deviator(kg/cm2) 2.00 0.00 0 . 0 0 2 . 0 0 4 . 0 0 6 . 0 0 8 . 0 0 1 0 . 0 0 1 2 . 0 0 1 4 . 0 0 Strain (%)

Figure 7: Deviator Stress vs. Strain Curve for SF3 combination for different Cell Pressures Combination SF0 SF1 SF2 SF3 SF4 SF5

Cohesion (C) 0.9 1.0 1.05 1.4 1.6 1.5 (kg/cm2)

Angle of 350 35.50 36.50 36.90 400 350 Internal Friction (ϕ)

Modulus of 161.78 112.20 127.17 145.08 166.63 69.82 Elasticity (E)

(kg/cm2)

Modulus of 186.947 114.609 115.567 166.011 186.86 72.273 Rigidity (G)

(kg/cm2)

Poisson’s Ratio 1.289 1.023 1.247 1.258 1.231 1.065 (μ)

4. CONCLUSION 144 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

From the various laboratory test performed on Soil- Fiber combinations, following points were concluded: (1) The compaction characteristics of the fiber reinforced soils were almost similar to that of theunreinforced soils. The optimum dry densityobtainedfor fiber content of 0.1% at 13.273% OMC.There is a reduction in the unit weight of thesand-fiber mixtures after 0.1% fiber inclusion due to the compaction resistance of the fibers, and the fact that thefibers have a lower specific gravity than soils. (2) The value of Cohesion (C) and angle of friction (ϕ) will increases from 0% to 0.4% and then decreases for 0.5% fiber content (SF5) inclusions. The optimum value of C,ϕ, E and G are 1.6 kg/cm2, 400, 166.63 kg/cm2 and 186.86kg/cm2respectively and all are obtained at 0.4% fiber content inclusion. The value of Poisson‘s ratio will increases from 0.1% to 0.3% fiber content inclusion and then decreases upto 0.5% fiber content inclusion Finally, the test results from this study indicate that by reinforcing the sandy- goradusoil with 12 mm long polypropylene fibers, the optimum fiber content is between 0.3% and 0.4% of the dry unit weight of the soil specimen. However, these results are not conclusive and further studies are required to determine the optimum fiber content for a given or site-specific soil. Fiber-reinforced soil is capable of absorbing more strain energy prior to failure. Thus, soil- fibermatrix may be used as an improved material in the field of geotechnical engineering.

REFERENCES

A.K. Choudhary, K.S. Gill (December 15-17, 2011), ―Improvement in CBR Values of Expansive Soil Subgrades Using Geosynthetics‖, Proceedings of Indian Geotechnical Conference, p. 569- 572 Amin Chegenizadeh, Hamid Nikraz (October 2012), ―Laboratory Evaluation of Fiber- Composite‖, International Journal of Science and Engineering Investigations, Vol.1, Issue No. 9, p. 69- 72 B. R. Phanikumar, C. Manvita, (December 15-17, 2011), ―Influence of Wetting-Drying Cycles on Heave Behaviour of Fiber-Reinforced Expansive Soil Specimens‖, Proceedings of Indian Geotechnical Conference, p. 505- 507 K. Harishkumar, K. Muthukkumaran (2011), ―Study on swelling soil behaviour and its improvements‖, International Journal of Earth Sciences and Engineering, Vol. 4, Issue No. 6, p. 19- 25 Mehrad Kamalzare, Reza Ziaie-Moayed (2011), ―Influence of Geosynthetic Reinforcement on the Shear Strength Characteristics of Two-Layer Sub-Grade‖, Acta Geotechnica Slovenica, Vol. 1, p. 39- 49 Moh. Sofian and Asmirza S. (2005), ―Experimental and Model Behavior of Geosynthetic Reinforced Residual Soil Composites‖, Journal of System Technique Industry, Journal of System Technique Industry, Vol. 6, Issue No. 4, p. 16- 27 M.S. Nataraj and K.L. McManis (1997), ―Strength And Deformation Properties Of Soils Reinforced With Fibrillated Fibers‖, Geosynthetics International, Vol. 4, Issue No.1, p. 65-79

145 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

OmidAzadegan, Mohammad Javad Yaghoubi (2011), ―Laboratory Study on the Effects of Geogrid Layers on Mechanical Properties of Lime/Cement Treated Granular Soils‖, Electronic journal of geotechnical engineering, Vol. 16, p. 499-512 Pradip Kumar Pradhan and AshutoshNaik (2012), ―Plate Load Test on Fiber-Reinforced Cohesive Soil‖, Electric Journal of geotechnical Engineering, Vol. 17, p. 633 – 649 Ravin M. Tailor, Prof. M. D. Desai (2012), ―Performance Observations for Geotextile ReinforcedFlexible Pavement on Swelling Subgrade: A Case of Surat, India‖, International Journal of Civil Engineering and Technology (IJCIET), Vol. 3, p. 347-352 S.A. Mofiz, M.M. Rahman (5-10 Sep 2010), ―Evaluation of Failure Load- Deformation Characteristics of Geo- Reinforced Soil Using Simplified Approach‖, 11th IAEG Congress, p.4383- 4392 S.R. Vyas, N. Prasad (February 25, 1960), ―Investigation on the Failure of Peas in Goradu Soil of Gujarat‖, p.242.

146 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

STUDY OF SURFACE DRAINAGE CHARACTERISTICS OF PALEJ GIDC AREA

Mehul Vadadoriya1, Kevan Chodvadiya1, Harshit Doshi1, Kacchi Naeem1

D. A. Shah2*, Pooja Singh3**

1Final Year Students, B.E.Civil, Parul Institute of Technology

2,3Asst. Professor, Parul Institute of Technology

*[email protected], **[email protected]

ABSTRACT

This paper explores local surface drainage planning importance and justifies need to evaluate the same when designing infrastructure projects like highways or canals. The excessive water logging had been observed in Palej Industrial Estate in 2013 as never before. Understanding root cause and remedial action was required to safeguard industries in the region. To achieve this latest tools and techniques in watershed analysis are used. This study indicates problems arising from haphazard and illegitimate developmental activities without due to consideration to overall impact. The detailed survey of the area was carried out using total station and results were plotted using QGIS and contours were developed with help of Contour Plug-in of the same software. This had clearly indicated reasons for water logging problem. Further watershed analysis was carried out using GRASS Plug-in to understand overall natural drainage pattern of the area. The analysis had led to clear understanding of effective steps to be implemented to prevent severe water logging in GIDC area during probable maximum storm.

INTRODUCTION

Palej G.I.D.C is located at 21°55‘30‖ N and 73°05‘09‖ E in Gujarat near Bharuch. The G.I.D.C has a conglomerate of different industries and they had formed Palej Industiral Estate Association. Since last two years water logging is observed in the different areas of estate excessively. The association is under impression that floor levels of the estate have changed. At Palej G.I.D.C. estate since last two years excessive water logging has been observed and local stakeholder‘s assumption is towards change in floor level of the land. Approximately 2.5‘ water logging had been observed due to continuous rainfall during night of 22nd Sept, 2013.

147 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Fig. 1 Waterlogging of Palej G.I.D.C. in Sept-2013

The amount of rainfall was estimated to be approximately 16‖ during that night. The land is in vicinity of irrigation canals and highway. The highway passing nearby is NH8 and its renovation was started somewhere around 2009 and completed in 2012 raising elevation of the road. Though culverts had been constructed at regular intervals this might have affected the natural drainage pattern of the area. Further the area is enclosed between grid of irrigation canals obviously having top elevations higher than existing ground level restricting smooth flow of runoff to surrounding areas. The detailed study was required to understand the surface topography and surface drainage pattern. The study was conducted in conjunction of Landmark Survey, Vadodara.

METHODOLOGY

The flow of work planned as shown below.

Field Visit & Field Survey

During field visits various tools like Personal interviews, Owner reference story, Primary visits to problem site and Expert guidance were adopted and inputs were recorded. The inputs had clearly indicated something is wrong with surface drainage characteristics of area.

Exhaustive study of topography is done by physical visits and using Google Earth to verify existing GIDC layout and understand surface drainage characteristics.

148 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Fig. 2 Study Area of Palej G.I.D.C.

Rainfall data was collected from Indian meteorological dept. website of Atmospheric Science Data Centre - NASA Surface meteorology and Solar Energy as presented below.

Table 1: Monthly Average rainfall recorded at Bharuch raingauge station during the period 2009- 2013 as per Indian Meteorological Department Records

Table 2: Monthly Average rainfall recorded at Palej courtesy Atmospheric Science Data Centre - NASA Surface meteorology and Solar Energy

Monthly Averaged Precipitation (mm/day)

Lat 21.92 Annual Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Lon 73.08 Average

22-year Average 0.15 0.15 0.08 0.14 0.47 5.39 8.00 6.16 4.16 1.43 0.21 0.13 2.21

22-year Average The average daily rain rate based upon the total monthly averaged amount of rain for the given month divided by the number of days in the month, averaged for that month over the 22-year period (Jan 1983 - Dec 2004) in mm/day.

149 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Fig 3 Mean Monthly Average Rainfall for Vadodara city as per Indian Meteorological Department Records

Normal trend is to have maximum rainfall during the month of July as depicted from table2 and fig 3 in the region. However, intensity of rainfall as shown in table 1 was maximum in the month of September 2013 in last five years. The feedback obtained from local interviews had shown that in past no such water logging problem was observed even during worse storms compared to this. To have clear understanding of topography first existing layout of GIDC was verified and plan of action for total station survey was prepared.

Total station survey was carried out and more than one thousand readings were taken and control points were established using Total Station and accessories like Theodolite, Tape etc. The readings were plotted in Quantum GIS and then using Contour plug-in contour map had been developed as shown below.

Fig 4 Google Earth Map of Palej GIDC and QGIS Layout of points surveyed by total station

Clear idea of surface drainage patterns was obtained and problem area defined clearly by analysis of contour map as shown below. The work of Ishaq, (1992) was referred with regard

150 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

to determination of surface drainage characteristics determination. Contours were developed using Contour Plug-in QGIS software.

Fig 5 Contour Map showing surface drainage pattern

After understanding local drainage pattern, to understand effects of surface runoff from surrounding area watershed analysis at larger scale was carried out using GRASS plug-in and SRTM data of the region as DEM(Digital Elevation Model). The output has showed that the Palej Industrial Estate is at lower elevation compared to surroundings and streams may flow 151 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

towards the estate as shown in Fig 6. The work done by Garg & Sen, (1994), Morbidelli, Govindaraju, Corradini, & Flammini, (2008) and (Kaliraj, Chandrasekar, & Magesh, (2014) was referred for analysis and fine tuning of outputs. Both contours and watershed analysis indicated that drained water is having tendency to flow towards natural drain parallel to road and draining water towards Narmada Basin at Bharuch. Field visits and inspection of this

Palej

Fig 6 Watershed Analysis using GRASS showing surface drainage pattern of the region around Palej 152 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

natural drain was carried out upto Varedia and Bhukhi kans and it was observed that several highway hotels had been constructed in this stretch. Many of these highway hotels had completely blocked the natural drain by either filling culverts completely or partially. This had caused major blockade and restriction to flow in natural drain. Further due to increased elevation of the NH8 after renovation in the period of 2009 to 2012 the possible routes of emergency escape of waters above road had also been blocked aggravating water logging.

CONCLUSION

Natural drainage of site is flowing towards natural drain parallel to road from most of the area of Palej Industrial Estate and contributed by surrounding areas also. From field investigation it was found out that due to blocking of culverts by improper grading and highway hotels, water is not draining properly causing severe problem of water logging. The culverts have to be cleaned and reopened removing blockade by highway hotels in order to solve the problem.

REFERENCES

Garg, N. K., & Sen, D. J. (1994). Determination of Watershed Features for Surface Runoff Models. Journal of Hydraulic Engineering, 120(4), 427–447.

Ishaq, A. M. (1992). Surface and Subsurface Drainage of Metropolitan City in Arid Zone. Journal of Irrigation and Drainage Engineering, 118(1), 19–35. doi:10.1061/(ASCE)0733-9437(1992)118:1(19)

Kaliraj, S., Chandrasekar, N., & Magesh, N. S. (2014). Morphometric analysis of the River Thamirabarani sub-basin in Kanyakumari District, South west coast of Tamil Nadu, India, using remote sensing and GIS. Environmental Earth Sciences. doi:10.1007/s12665-014-3914-1

Morbidelli, R., Govindaraju, R. S., Corradini, C., & Flammini, A. (2008). Simplified Model for Simulating Basin-Scale Surface Runoff Hydrographs. Journal of Hydrologic Engineering, 13(3), 164–170. doi:10.1061/(ASCE)1084-0699(2008)13:3(164)

Website of Hydromet Division, New Delhi, India Meteorological Department: http://imdahm.gov.in/brd.htm

Website of Atmospheric Science Data Centre - NASA Surface meteorology and SolarEnergy:https://eosweb.larc.nasa.gov/cgiin/sse/grid.cgi?&num=254112&lat=21 .92&submit=Submit&hgt=100&veg=17&sitelev=&email=skip@larc.nasa.gov&p=g rid_id&p=RAIN&step=2&lon=73.08

153 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

KUCHCHH BRANCH CANAL: MERITS AND DEMERITS

Ravi Gurnani1, Dr. Rajeshkumar M Acharya2, Neelkanth Bhatt3 Lecturer, Civil Engineering Department, Tolani F. G. Polytechnic, Gandhidham, Gujarat, India 1 Email: [email protected] Lecturer, L. E. College, Morbi, Gujarat, India 2 Assistant Professor, Civil Engineering Department, Government Engineering College, Rajkot, Gujarat, India 3 ABSTRACT:

Water seepage has become serious problem, particularly in canal irrigated areas of arid and semi arid regions. This paper examines the merits and demerits, hydrological and climatic conditions and Ground water management perspectives Command Areas (CCA) of Kachchh Branch Canal of Gujarat. Since there is an annual rise in ground water level in various other canal networks, suitable water management strategies such as conjunctive use of ground water, surface and sub-surface water management, aquifer management is suggested to bring the ground water within the safe limit which will help to maintain the water balance.

Keywords: Merits, Demerits, Kachchh, Canal, conjunctive use, Surface and sub-surface water management.

I. INTRODUCTION Water being the most crucial input for ensuring stability, self-sufficiency and sustainability for food grain production apart from enhancing the water productivity, its proper functioning in the various branches in canal command area matter much. Due to limiting availability and competing demands, it is imperative to use the water resources most efficiently. Surface water and ground water have a hydrological connection. Research evidences also suggests that the introduction of irrigated agriculture has resulted in the prosperity as well as the problem of the problem of water logging in some parts. It is estimated that nearly 8.4 million ha is affected by soil salinity and alkalinity, of which about 5.5 million ha is also waterlogged (Ritzema et al. 2008). Gujarat state in western part of India experiences water stress and the per capita availability of annually renewable water in large parts of the state has been assessed to be less than 450 cubic meter (Gupta et al. 2005). Kumar (2001) identified three distinct problems related to water in Gujarat, namely, groundwater mining in North Gujarat, sea water intrusion in coastal areas and excessive irrigation and associated problems in irrigated areas. The present study therefore attempts to investigate the possibility of water logging and it remedial measures in the Kuchchh branch canal network in Gujarat.

II. KACHCHH BRANCH CANAL The Kachchh Branch Canal, off-takes at Ch. 385.814 km of Narmada Main Canal (NMC), is 360 km long. The branch canal is planned to run through Banaskantha and Patan districts in its initial reach up to 83 kms & thereafter crossing little Rann of Kachchh and then finally enters the Kachchh district at Ch. 94km. Thus the length of KBC from 94 km to 360 km falls 154 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

in the Kachchh district. Total Culturable Command Area (CCA) of the Kachchh Branch Canal is 1,75,889 ha out of which 63,111 ha is in Banaskantha / Patan district & 1,12,778 ha is in Kachchh district. Total CCA of 1, 12,778 ha with water allocation of 0.496 Million Acre Ft (MAF) is planned to be covered under irrigation by Kachchh Branch Canal. In addition to above, 0.087 MAF of water is to be given for domestic and industrial use in Kachchh district. In addition to above it is planned to divert 1.0 MAF of surplus water to Kachchh for which capacity of KBC is enhanced from 120 cumecs to 220 cumecs (http://www.nri.gujarat.gov.in/kbc.htm).

III. MERITS DUE TO NARMADA CANAL PROJECT

The merits of Narmada Canal Project after its commencement in irrigation include: (1) the canal water is available for drinking and other domestic uses. (2) The crops can be grown every year with the help of canal water. (3) Rapid rise in the population increase in the number of villages and new colonies. (4) Change in socio-economic conditions of the people and spurt in all economic activities. (5) Improvement in household income and expenditure structure. (6) Change in attitude and life style of people resulting into greater urge for education and rise in mobility and communication. (7) Increase in 'heterogeneity' of population, enhanced inters and intra community interaction and quicker diffusion and adoption of technology of irrigated farming. (8) Control over drought conditions. (9) Change in the fauna of the area and introduction of fisheries. (10) Improvement in the micro-climate and decrease in the climatic temperature in the vicinity. (11)

IV. DE-MERITS DUE TO NARMADA CANAL PROJECT

Excessive use of canal water in certain areas is causing the problem of salinity and water logging. The groundwater levels have risen in certain parts of the command area which has now reached in sensitive zones. Substantial areas may go out of cultivation due to water stagnation/inundation and water logging. A considerable loss to the agro-economy may incurred due to constraints in the choice of crops, higher costs of cultivation and low crop yields caused by water logging (Bharat R. Sharma et al.).

V. ESTIMATED SEEPAGE FROM KACHCHH BRANCH CANAL It has been noted in one of its report titled ―Water and food security –Experiences in India and China‖ (2013) by Global Water Partnership that several researchers argue that the high water losses from seepage in lined canals in India (only 35 percent of the water reaches farmers' fields compared to 50 percent in China and a world average of 50 percent) are a result of the poorly designed and implemented, labour-intensive construction of earth canals, which slow implementation and increase the management costs of supervising labour. Given that the world average of seepage losses in lined canal is 50% and it is assumed that even if 35 % of water is lost due to seepage from Kuchchh branch canals the quantum of water over the years could be exceptionally high. Also the fact that post implementation of water supply to farmers from branch canal there will be less chances of framers exploiting groundwater for the irrigation purpose. 155 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

VI. OPPORTUNITIES OF WATER USE MANAGEMENT IN THE KACHCHH REGION

Kachchh being in the coastal zone and recent population increases along this zone suggest that demands on the ground-water resources of the region will grow in the coming years. The need for water to support coastal populations and economic prosperity will attract scientists, water-resource managers, and public decision makers with a number of challenges and opportunities for understanding and wisely managing coastal ground-water resources. Hydrologic studies and data-collection activities, as they have in the past, will contribute to the development and management of coastal ground-water resources. However, there are a number of scientific issues related to ground water in freshwater-saltwater environments that will need to be addressed.

Observation-well networks that monitor ground-water levels and ground-water quality are indispensable for determining the effects of ground-water development on ground-water levels and ground-water storage and for monitoring the location and movement of saline water in coastal aquifers. Periodic evaluation to monitor changes in ground-water levels and the movement of saline ground water is necessary in these areas. Such evaluation is particularly important in areas where ground-water development has only recently begun or is about to begin.

VII. CONCLUSION  The probable rising in groundwater levels, due to seepage from Kachchh branch canals in Gujarat in future necessitates that the conjunctive water use is extensively practiced to prevent the possible water-logging conditions.  Aquifer management is equally important having withdrawal from varying depth for varying discharges.  Ground water management strategies should be formed and implemented which would help to control the ground water table.  Suitable water management strategies for surface and sub-surface water management must be implemented to bring the ground water within the safe limit which will help to maintain the water balance.

REFERENCES IS-9447 1980, Inidian Standards, Guidelines for Assessment for Seepage Losses from Canal. Groundwater Externalities of Large Surface Irrigation Transfers: Lessons from Indira Gandhi Nahar Pariyojana, Rajasthan, India Bharat R. Sharma,1 K.V.G.K. Rao2 and Govind Sharma3 http://publications.iwmi.org/pdf/H042689.pdf http://www.nri.gujarat.gov.in/kbc.htm ftp://ftp.fao.org/docrep/fao/010/ai585e/ai585e02 http://cgwb.gov.in/conjuctive_use.html Ground Water Year Book 2011-12, Ministry of Water Resources, Government of India.

156 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Ritzema, H. P., Satyanarayana, T. V., Raman, S., & Boonstra, J. (2008). Subsurface drainage to combat waterlogging and salinity in irrigated lands in India: Lessons learned in farmers‘ fields. Agricultural water management, 95(3), 179-189. APER, T. E. O. (2013). Water and food security–Experiences in India and China. Status Report in salt water intrustion and ground water management studies in coastal area, National institute of Hydrology. Salanity intrustion, its management and control-Future Secnerios, Open Polytechnic of New Zealand, Wellington Regional Council.

157 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

DRASTIC – BASED METHODOLOGY FOR EVALUATION OF GROUND WATER HAZARDS IN JAMNAGAR DISTRICT USING GIS AND REMOTE SENSING

Hemangi N shah1, Neha M Joshipura2, Indra Prakash3, Vijay Chitariya4

1M.E - student, L.E College, Morbi-363642, Gujarat Email:[email protected] 2Assistant Professor, L.E.College, Morbi-363642, Gujarat 3Faculty & Ph.D Supervisor, BISAG, Gandhinagar, Gujarat 4 Associate Professor, L.E.College, Morbi-363642, Gujarat

ABSTRACT

The ground water is globally important renewable resource for human life and economic development. Day-by-day ground water is depleting and quality is deteriorating. Rapid industrialization and heavy consumption are the main reason besides indiscriminate use of chemical fertilizers in agriculture for deteriorating quality of ground water. This has necessitated systematic study of the area such as topography, geology, meteorology and geo- hydrology which may directly or indirectly affect the quality of ground water. In the present study Vulnerability assessment of the ground water resources of few talukas of Jamnagar district namely Bhanvad, Kalyanpur, and Khambhaliya and Lalpur has been done by adopting DRASTIC method and using Geo-informatics technology. For this study overlay index method i.e. DRASTIC method is used to estimate the aquifer vulnerability from pollution. In this method various thematic layers are overlaid and various parameters of the area and aquifer are determined including depth to water table, net recharge, aquifer media, soil media, impact of vadose zone and hydraulic conductivity based on the ratings and weight using Geo-informatics technology.

Keywords: Jamnagar district, Ground water Vulnerability, DRASTIC method 1. Introduction The ground water is that part of precipitation that infiltrates through the soil to the water table. Ground water is globally important and valuable renewable resource for human life and economic development. The ground water is safe and reliable renewable resources compared to surface water. The ground water is not polluted easily but once it start to polluting, it is very difficult to remove the pollutant from this precious resource [2]. The process of remediation of groundwater is very expensive, time consuming and very difficult. Ground water is generally polluted due to anthropogenic activities, disposal of industrial waste, over- use of agricultural And disposal of domestic waste water etc. Therefore, there is a need to study these crucial resources in detail and vulnerability to pollution/ contamination associated with it for adopting preventive measures in advance. The vulnerability concept was first introduced in France in 1960s to create awareness among the people towards ground water health [2]. Vulnerability assessment means that it is a system that can identify the problem, the 158 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

weakness that might make the system to succumb at the time of crisis or destabilization or any system which is sensitive to damage by one or the other or combination of factors. The main aim of the present study is to assess the most vulnerable areas of the study area that are susceptible to over exploitation of ground water due to anthropogenic activities. In this study seven hydro geological parameter are consider for analysis of vulnerability like depth to water, net recharge, aquifer media, soil type, topography, hydraulic conductivity etc. The identification of the vulnerable area would help in managing the local ground water resource from over exploitation and further deterioration and to take remedial measures in advance to prevent contamination/ pollution. For this remote sensing and GIS technology has been used.

1.1 Objective  To study and Find DRASTIC Vulnerability Index by Given Range and Rating.

2. Study area

Jamnagar is located in Saurashtra region of western Gujrat. The district is bound on the north by the Kutchh ran and gulf of Kutchh and on the east by Rajkot district on the south by Junagadh. Lalpur, khambhaliya, kalyanpur and Bhanvad Tehsil are located in western region of Gujarat Lalpur, khambhaliya,kalyanuran and Bhanvad Tehsil is located at 69◦57‘10‖E and 22◦11‘10‖N, 69◦40‘6‖E and 22◦12‘26‖N, 69◦40‘6‖E and 22◦12‘26‖N, 69◦53‘45‖E and 21◦50‘27‖N, 67◦46‘48‖E and 21◦55‘48‖N respectively. The elevations of Tehsil Lalpur, khambhaliya, kalyanpur, Bhanvad are 76m, 50m, 46m, and 57m respectively.

(Source: Bhaskarachary Institute for space Application and Geo -informatics) Figure1. Location Map of Study area

2.1 Geomorphology

The area is having seven geomorphic units namely pediplain, dissected upland and denuded hills, recent tidal flat, beach, flood plain and older tidal flat. Pediplain area is developed on the horizontal to sub horizontal basalt flows (Deccan trap) and on the Tertiary sedimentary 159 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

rocks having gentle slopes (1-2%) mainly towards NW. Drainage in the central part of the area is dendritic and in the western part radial. Drainage in the tidal flat area is of dendritic, trellis and parallel type. The older tidal flat area is dominated by distributary channels. Trellis and parallel type of drainage is confined to deltaic areas of Aji and Sasoi rivers reflecting tectonic control. Geology and drainage are controlling geomorphology of the area.

2.2 Geology

Deccan basalt of Cretaceous Eocene age, Tertiary and Quaternary sediments are exposed in the area. Laterite of Bhatiya Formation (Eocene age), occurring as isolated patches underlain by Deccan basalt, forms low lying ridges in the western part of the district. Tertiary sediments comprising Gaj and Dwarka formations are also exposed in the western part. Gaj Formation (Miocene age) covering 11% area consists of limestone, marl, clay, sandstone with occasional gypsum layers and soft sands with well rounded grains. Clay dominated layers contain intercalated sand lenses. Milliolite Formation of Pleistocene age comprising limestone and calcareous sandstone of Pleistocene age occurs in the western coastal tract. It also occurs as isolated patches along the slopes of the denuded hills and dissected upland. Milliolite formation near coast is consolidated.

2.2 Drainage [1 ]

The drainage in the central part of the area is dendritic and in the western part radial. Drainage in the tidal flat area is of dendritic, trellis and parallel type. The older tidal flat area is dominated by distributaries channel. Trellis and parallel type of drainage is confined to deltaic area of Aji and Sasoi River reflecting tectonic control.

2.3 Soil [1]

In the study area clayey loam soil is developed over the pediplain and dissected upland underlain by basaltic rock. The soil developed over basaltic rocks is generally insitu soil. High drainage density over the basaltic country rock may be ascribed to the least permeable clayey loam soil (montmorillonite rich) developed over them. Thickness of soil varies from 15 to 45 cm over pediplain and 5 to 15 cm over dissected upland. The basaltic terrain has thin soil followed by thin weathered rock zone. The soil over basaltic rocks is dominated with montmorillonite clay showing high swelling indices (50 to 80%) and very low permeability.

160 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

[1] Figure2. Subsurface Geology of the study area

3. Methodology

For the evaluation of the aquifer vulnerability many methods have been developed. Mainly these methods could be classified into three categories.1) Overlay index method 2) Process Based Simulation model 3) Statistical Inference Model.[2] The overlay index method are very popular method because they are very easy to implement and data can be easily get and less expensive. Process Based Simulation model required much more detail data. So this method is rarely used for evaluation. Statistical Inference model are based on the concept of uncertainty. Statistical methods use response variable such as the frequency of contaminant occurrence, contaminant concentration, or contamination probability. These methods are typically used in places with diffuse sources of contamination, such as to detect nitrates over agricultural areas.

In the present study DRASTIC Method is used for evaluation of ground water hazards. For calculating the DRASTIC Index, the spatial and non –spatial data is collected from the GWRDC, SWDC, CGWB, and BISAG. Collected data has been analyzed and given rating. In the DRASTIC method seven parameters namely, Depth to water(D), Net Recharge(R), 161 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Aquifer Media(A), Soil Media(S), Topography (T), Impact of vadose zone (I), Hydraulic conductivity (C) have been evaluated.The system contain three parts: 1.Weight 2.Ranges 3.Rating [3].

Parameter Weight: Parameter weights indicate the relative importance of the parameter to the assessment of the ground water vulnerability. The most significant parameter has weight of 5 and the least weight of 1 indicating parameters of less significant in the assessment of ground water vulnerability. [3]

Parameter Range: each of variables is subdivided into either numerical ranges or media types which impact pollution potential and the rating are used to quantify the range/media with regard to likelihood of ground water pollution. Each of these seven parameters is assigned a score of 0 to10. 0 meaning low risk for ground water contamination, 10 meaning high risk for contamination. The scores are commuted for every location. [3]

Decision Criteria: The final result for each hydro geologic setting is a numerical value obtained using the following equation. [3]

DRASTIC INDEX = DrDw+RrRw+SrSw+ArAw+TrTw+IrIw+CrCw (1)

Nomenclature

Dr Rating for the depth to water table

Dw Weight assigned to the depth to water table

Rr Rating for aquifer recharge

Rw Weight for aquifer recharge

Ar Rating assigned to aquifer media

Aw Weight assigned to aquifer media

Sr Rating for the soil media

Sw Weight for the soil media

Tr Rating for topo graphy (slope)

Tw Weight assigned to topography

Ir Rating assigned to impact of vadose zone

Iw Weight assigned to impact of vadose zone

Cr Rating for rates of hydraulic conductivity

Cw Weight given to hydraulic conductivity

162 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Depth to water table Depth to water level Vulnerability Index

Net Recharge

Net Recharge

Vulnerability Index Aquifer Media

Rate Soil Media & Aquifer Media Weight Vulnerability Index

Topography

DRASTIC Soil Media Vulnerability Vulnerabity Index Index Impact of Vadose Zone

Hydraulic Topography Conductivity Vulnerability Index

Impact of Vadose Zone Vulnerability Index

Hydraulic Conductivity Vulnerability Index

163 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure3. Flow chart of the adopted methodology

Table.1 Data Used for the Hydro Geological Parameter for Drastic Model

Sr Data type Sources Format Output layer no

1 Water level data GWRDC,RAJKOT Table Depth to water table(d)

2 Recharge data CGWB Table Net recharge(r)

3 Geological map BISAG Map Aquifer media(a)

4 Soil map BISAG Map Soil media(s)

5 Slope map BISAG Map Topography(t)

6 Geological map BISAG Map Impact of vadose zone(i)

7 Hydraulic GWRDC,RAJKOT Table Hydraulic conductivity conductivity

Table 2 DRASTIC Parameter used in the study

Drastic Range Rating Drastic Total parameter weight weight

Depth to water 0-2.2 10 5 50 table 2.2-3.3 9 45

3.3-4.4 8 40

4.4-5.5 7 35

>5.5 7 35

Net recharge 0-2.4 3 4 12

2.4-4.8 6 24

4.8-6.9 6 24

164 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Aquifer media W.Basalt 9 3 27

Milliolite 6 18 limestone 7 21 The Gravel, sand and silt mixed

Jointed Rhyolite 8 24

Jointed Felsite 8 24

Silt/Clay/LST(Gaj) 7 21

Laterite 6 24

Soil media Clay 1 2 2

Loamy 5 10

Fine(sand) 9 18

Fine Loamy 6 12

Topography 0-1% 10 1 10 1-3% 9 9 3-5% 9 9 5-10% 5 5 10-35% 3 3 15-35% 1 1

35-50% 1 1

Impact of Weathered 9 5 45 vadose zone Basalt Hydraulic 0-5 1 3 3 conductivity 5-10 2 6 10-15 4 12 15-20 6 18 20-25 6 18 25-30 8 24 30-35 10 30

165 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

―Maximum DRASTIC Index is obtained by substituting the maximum Importance rating of the indicators as shown below:

Max DRASTIC Index = {5*R1+(4*R1)+(3*R1)+(2*R1)+(1*R1)+(5*R1)+(3*R1)}

= {(5*10)+(4*10)+(3*10)+(2*10)+(1*10)+(5*10)+(3*10)}

= 230 (2)

Min DRASTIC Index = {5*R1+(4*R1)+(3*R1)+(2*R1)+(1*R1)+(5*R1)+(3*R1)}

= {(5*1)+(4*1)+(3*1)+(2*1)+(1*1)+(5*1)+(3*1)}

= 23 (3)

4. Result and Conclusion

From the study of the DRASTIC parameter Depth to water table is between ranges 0-5.5 m in the study area. This indicates that water table is at shallow depth thus it is highly vulnerable to ground water contamination. Net recharge indicates the amount of the water infiltrating per unit area of the land. Net recharge range in the area is between 0-6.9 inch, Low recharge indicate less vulnerability to ground water. In the vadose zone of the study weathered igneous rocks (Basalt, Felsite, Rhyolite) are present having 9 rating thus highly vulnerable. At some places highly porous and permeable Milliolite limestone is present having rating of 10. At some places on the surface mixtures of gravel and sand and Lateritic soil are having 8 rating. Rating of silt is 7. In the area of high rating ground water vulnerability is high. The maximum and minimum DRASTIC Index varies from 23 to 230. High DRASTIC index has been observed in the areas of shallow water table associated with high permeability surface and subsurface zones.

Acknowledgement

The authors are grateful to the Head of Civil Engineering Department and faculty members of L.E. College, Morbi , to the Director& Faculty of Bhaskarachary Institute for space Application and Geo -informatics (BISAG), Gandhinagar for all their support & guidance provided for this study and also grateful to my parents.

Referances

Sanjay Das & Indra Prakash [2008], ―Assessment of Ground Water Hazards in a Coastal District of Gujarat,India.‖, 6th International Conference on Case Hisories in Geotechnical Engineering, Arlington, VA, August 11-16, 2008, Paper No. 7.01b Pg. 1-11.

166 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Neha Gupta [2014] ―Ground water vulnerability assessment using DRASTIC method in Jabalpur District of Madhyapradesh‖ International Journal of recent technology and engineering(IJRTE) ,ISSN:2277-3878,Volume-3. http://users.clas.ufl.edu/jmjaeger/6932_gis/ex10/DRASTIC%20Methodology.htm.

Appendix A. Data Used for the Hydro Geological Parameter for Drastic Model

Appendix B. DRASTIC Parameter used in the study

167 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

COMPARATIVE STUDY OF LOW COST ADSORBENT MSAC IN REMOVAL OF CHROMIUM (VI) WITH COMMERCIALLY AVAILABLE PAC AND GAC 1B. V. Thacker, 2Dr. K. N. Sheth

1Lecture in Civil Engineering Department, Government Polytechnic, Bhuj Email:[email protected] 2Dean- Advancement, Alumni Affairs & Interdisciplinary Research, Gujarat Technological University & Director, Sardar Patel College of Engineering

ABSTRACT The presence of toxic heavy metals such as chromium (VI) contaminants into water bodies is one of the most serious environmental problems. Adsorption is one of the effective techniques for chromium (VI) removal from wastewater. In the present study, Low cost adsorbent Millet spike Activated Carbon (MSAC) has been prepared from millet spike impregnated with 20% of ZnCl2 and carbonized at different activation temperatures. Its adsorption capacity has been tested for the treatment of wastewater containing hexavalent chromium. The experiments were carried out in a batch process to study the different system variables such as concentration, adsorbent dosage and contact time. Removal of chromium in the process has been found to increase with increase in adsorbent dosage and contact time.

KEYWORDS: Adsorption, Millet Spike, PAC, GAS, adsorbent, Chromium (VI) 1. Introduction

Chromium (Cr) is a metallic element, which is listed by the Environmental Protection Agency as one of 129 priority pollutants. Chromium is considered one of the 14 most noxious heavy metals. Chromium and its compounds are extensively used in many industries. Chromium is widely used in a number of industries such a electroplating, metal finishing, cooling towers, dyes, paints, anodizing, leather tanning industries etc. The toxicity of Chromium (VI) is well known and is considered a hazard of humans and animals5. The maximum tolerance limit for total chromium has been fixed at 0.05 mg/L and 0.1 mg/L in the drinking water and inland surface water respectively. Whereas the content of chromium in industrial effluents ranges from 0.1 to 400 mg/L. However, higher levels have been found to be toxic mainly to the kidney and liver. Over exposure of chrome workers to chromium dust and mist will cause irritation and corrosion of skin, respiratory tract and probably lung carcinoma. Thus it becomes imperative to remove chromium from industrial effluents before discharging them into water or land. Various methods for treatment of chromium bearing effluents heave been reported, such as chemical reduction and precipitation, ion exchange, electrochemical reduction, evaporation, reverse osmosis and adsorption. However, among these, Adsorption is found to be highly effective, inexpensive and an easy method to operate. A number of adsorbents like activated carbon, silica gel, chitin and such other substances have been used. Among all these 168 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

adsorbents, most commercial, popular and widely used adsorption systems use activated carbon. There are still certain limitations with its use, that it is expensive and the higher the quality the greater the cost and necessitates regeneration. It is usual that up to 15% activated carbon is lost. This suggests the operating cost of an effluent treatment plant is dependent upon the type of adsorbent used. Thus, the high cost factor makes it necessary to identify the agriculture wastes adsorbents to substitute the activated carbon. The present study reports, work on removal of Chromium (VI) resulting from wastewater by adsorption process using low cost adsorbent such millet spike. For the removal of Cr(VI) from wastewater. Equilibrium and kinetic studies are carried out by performing the batch experiments. The effect of various influencing parameters such as contact time, adsorbent dosage and initial Cr (VI) concentration is studied.

2. MATERIAL AND METHODS:

2.1.PREPARATION OF THE ADSORBENT 2.1.1 Preparation Of The Raw Materials:Millet spike were collected from a farm in a nearby village. The collected Millet spike were then allowed for sun drying for 1 to 2 days. During that time, care was taken against dust and impurities. The dried sample was then ground thoroughly and screened through standard sieves of 20 mesh to get uniform particle size for the preparation of powdered activated carbon. 2.1.2 Preparation Of Activated Charcoal:The prepared raw materialwas first washed with distilled water to remove soluble impurities, if any. Then it was kept in oven for drying at 1100 C for 30 min. Thereafter, an impregnation was done with the solution of zinc chloride in a mixing cylinder. Impregnation time given for desire absorption of zinc chloride was 12 hrs. The recommended impregnation time varies from 12 to 36 hrs.The impregnated samples were placed in a muffle furnace for carbonization. The air was excluded from the furnace to prevent the oxidation. The carbonization was carried out at different carbonizing temperatures such as 4000 C, 5000C, 6000 C and 7000 C. The carbonization time was 4 to 5 hours. After 5 hours, the carbonized product was cooled up to room temperature by putting it in to a desiccators, then the product is crushed from coarse lumps to small particles. The activated product contains the considerable amount of the zinc chloride used for impregnation. Therefore, the sample was then washed with concentrated hydrochloric acid until practically all the traces of zinc chloride have been dissolved. The nature of zinc chloride is basic and so concentrated hydrochloric acid was used to make the pH neutral. This was followed by water wash until the pH of the filtrate liquor is neutral. This washed activated product was dried in the hot air oven at 100 + 50 C for 2 hours. Grinding the material followed by sieving to 20 – 30 mesh ASTM gave the uniform particle size of the adsorbent.

2.2.PREPARATION OF THE ADSORBATES In this study, the synthetic waste solution of chromium was prepared in the laboratory to avoid the interference of other metals.

169 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2.2.1 Stock Chromium Solution: This was prepared by dissolving 14.14 mg of anhydrous potassium dichromate in distilled water and then it was further diluted to 100 ml. This makes 1.00 ml = 50 microgram chromium 2.2.2 Standard Chromium Solution:This was prepared by diluting 20 ml of stock chromium solution to 1000ml. In this, 1.00 ml = 1.00 microgram hexavalent chromium. 2.2.3 Preparation Of 1,5 – Diphenylcarbohydrazide Reagent: This was prepared by dissolving 200mg of 1,5– diphenylcarbohydrazide in 100 ml 95 % ethyl alcohol solution. Then, the acid solution prepared from 40 ml concentrated sulphuric acid and 360 ml of distilled water was added in to this with mixing. This solution was then refrigerated to maintain the stability for about a month. In this, the color change from colorless to tan does not affect reagent‘s usefulness.

2.3 MEASURING THE CONCENTRATION OF THE SAMPLES The standard solutions of varying concentrations were used for the preparation of the standard calibration curve by plotting concentration versus optical density by measuring the optical density of the standard solution of specific concentration. To measure the chromium concentration, optical density of the prepared solution was measured in a colourimeter and then corresponding chromium concentration was estimated from the standard calibration curve. After preparing the concentrated chromium solution, the subsequent chromium concentration solutions were prepared by serial dilution of that concentrated solution.

3.0 RESULTS AND DISCUSSION: Batch sorption studies were performed to determine the effect of adsorbent dosage on adsorption of chromium. Various doses of adsorbent, made from millet spike were added in the synthetic chromium waste of the different concentration. The adsorption of chromium increased with the increase in adsorbent dosage and reached to a value beyond which there was no further appreciable increase in the adsorption of chromium. The dose, after which no or little increase in the removal was observed, is known as optimum dose. In present investigation, to determine the optimum dosage for each adsorbent prepared at different activation temperature, the dosage of 25 mg/50 mL, 30 mg/50 mL, 35 mg/50mL, 40 mg/50 mL,45 mg/50 mL and 50 mg/50 mL were taken while the contact time was kept constant during this . All the results obtained during this experiment observed that removal of chromium is increased with the increase in the adsorbent dosage. The increase in adsorbent dosage was due to the availability of more surface area for contact in between the adsorbent and the adsorbate, which will naturally increase the rate of adsorption. Also, the rate of increase in the percent removal of chromium has been found to be rapid in the beginning, which becomes almost stable as the dose increases further.

170 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

EFFECT OF ACTIVATION TEMPERATURE ON PERCENTAGE REMOVAL CHROMIUM (VI) 3.1.1 Result of MSAC prepared at four different activation temperature 400ºC, 500ºC, 600ºC and 700ºC at different initial concentration of Cr +6: 0.25 mg/L, 0. 5 mg/L, 0.75 mg/L and 1 mg/L were compared and it is observed that Best results of removal of Cr +6 were found to vary from 66.43% to 72 %, when activation temperature was 600ºC at different initial concentration of Cr +6 .Thus optimum activation temperature for MSAC is taken as 600ºC for comparing result with GAC and PAC. Fig. 1 Effect Of Adsorbent Dosage On Adsorption Of Cr+6 On MS AC (C0=0.25 mg/L) 80 70 60 50 40 400'C 30 500'C 600'C 20 700'C Removal % 10 0 0 10 20 30 40 50 60 Dosage of Adsorbent, mg / 50ML

3.2 EFFECT OF CONTACT TIME ON PERCENTAGEREMOVAL CHROMIUM (VI) The effect of contact time on the adsorption of chromium on MSAC adsorbents was observed by plotting the % removal of chromium versus contact time as shown in Figure.-2at different activation temperature and different initial concentration the rapid uptake of chromium was observed during the initial stage of contact. Major removals of chromium with MSAC adsorbent was observed within first 30 minutes. It is also seen that the adsorption of chromium was increased with increase of time and gradually become constant at contact time of 45 minutes for adsorbentsunder identical conditions of concentration, temperature and pH of the solution.

Fig.-2 Effect Of Contact Time On % Removal Of Cr+6 On MS AC (C0=0.25 ppm) 80 70 60 50 40 400'c 30 500'c 20 600'c

Removal % 10 700'c 0 0 20 40 60 80 contact time , min

171 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

3.3 COMPARATIVE STUDY OF MSAC with GAC AND PAC 3.3.1 Effect of Adsorbent Dosage From the results of % Removal obtained from MSAC, at various activation temperatures, it was crystal clear that maximum removal of the chromium was obtained for the adsorbents prepared at 6000 C. So, the comparison of the results of chromium removal for the adsorbents prepared at 6000 C were made with the results of commercially available PAC and GAC for removal of chromium. The comparison between these adsorbents can be observed from Figure.- 3 which shows the effect of adsorbent dosage on percent removal of chromium. In case of PAC and GAC, the uptake of chromium was increased from 71.07% to 72.39 % and 68.04% to 69.23 % as the dosage increased from 25mg/ 50 mL to 50mg/ 50 mL, when the initial concentration of the chromium solution was 0.25 mg/L. The optimum dose was 35mg/ 50 mL and 40 mg/50ml with chromium removal efficiency of 72 % and 69.87% respectively for PAC and GAC, In this, the results of chromium removal are found to be similar with that of MSAC, which is 70.03 % .These results indicate that the chromium removals obtained for MSAC is comparable with PAC and GAC.The comparative effect of adsorbent dosage on amount of chromium adsorbed can be observed from Figure. - 4

Fig. 3. comparision Of different Adsorbent On Adsorption Of Cr+6 (C0=0.25 mg/L)

80 70 60 50 40 30 MSAC 20 GAC

10 PAC % Removal % 0 0 10 20 30 40 50 60 Dosage of Adsorbent mg / 50ML

Fig.-4 Comparision Of different Adsorbent On Adsorbtion Of Cr+6 (C0=0.25 mg/L) 0.3 0.25 +6 0.2 0.15 MS 0.1 GAC 0.05 PAC

0 Amount ofAmount Cr

adsorbed, mg/g 0 10 20 30 40 50 60 70 Dosage of adsorbents, mg/50ML

172 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

For commercially available PAC and GAC, chromium removal increased from 73.89% to 75 % and 69.336 % to 71.85 %, as the dose increased from 25 mg/50 mL to 50 mg/50 mL for initial concentration of 0.5 mg/L. The optimum dose was found to be 40 mg/50 mL and 35 mg/50 mL with 74.16 % and 70.87 % removal of chromium for PAC and GAC respectively. In this, the results of chromium removal are found to be similar with that of MSAC which is 71.35 % .Thus almost same amount of chromium removal is observed for MSAC as in case of PAC and GAC. When the initial concentration was 0.75 mg/L, for commercially available PAC and GAC, percent of chromium removal was found to be increased from 75.12 % to 77.20 % and 70.35 % to 72.09%, as the dose increased from 25 mg/50 mL to 50 mg/50 mL. The optimum dose was found to be 45mg/50 Ml with 77.20 % and 72.09% removal of chromium for PAC and GAC respectively. In this, the results of chromium removal are found to be similar with that of MSAC which is 72.00 . For commercially available PAC and GAC, percent of chromium removal was found to be increased from 76.33% to 80.05 % , and 72.69 % to 74.35 %, as the dose increased from 25 mg/50 mL to 50 mg/50 mL, when the initial concentration of the chromium solution was 1. mg/L. The optimum dose was found to be 40mg/50 mL for PAC with 79.03 % removal while 45mg/50 mL for GACwith 74.35% removal efficiency. In this, the results of chromium removal are found to be similar with that of MSAC which is 73.07 %. 3.3.2 Effect Of Contact Time The effect of contact time on MSAC, PAC and GAC can be observed from the plots of % R versus contact time as in Figure. –3.For commercially available PAC and GAC, percent of chromium removal was found to be increased as the time increased. The optimum time was found to be 30 minutes for PAC and GAC in case of all the initial concentrations, the effect of contact time on PAC and GAC was found to be same as that for MSAC.

4.0 Conclusion From present investigation, the following conclusions can be drawn: 1. It is feasible to use the agricultural waste available in ample quantity millet spike for the management of chromium bearing wastewater. The use of millet spike adsorbents in the wastewater treatment is recommended since it is relatively cheaper and locally available resulting to relief on transportation cost. 2. As the dosage of the adsorbent increased, the percent removal of chromium was also found to increase. The optimum dose was found to be 40 mg/50 mL in almost all the cases. 3. When the activation temperature was 6000 C, best results ofchromium removal were observed, with both MSAC thus, theoptimum activation temperature for MSAC was found to be 6000 C. 4. With the extended contact time, the increase in chromium adsorption was observed. The optimum contact time was found to be 30minutes in most of the cases. 173 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

5. In case of removal of chromium, PAC was found to be most effective out of all adsorbents i.e. MSAC, PAC and GAC, but due to higher cost and low degree of regeneration using acid and alkali its use is limited. 6. In case of GAC, nearly same removal of chromium was achieved as compared to MSAC. Even in some cases, MSAC was found better than GAC.

REFERENCES Krishana Murti .C.R, Viswanathan Puspa, ―Toxic Metals in the Indian Environment and it‘s Human Health Implication‖, Tata McGraw Hill Publication, 1989, pp: 131-148. Soo- Jin Park, Woo- Young Jung, ―Removal of Chromium by Activated Carbon Fibers Plated with Copper Metal‖, Vol: II, NO: 1,March 2001, pp: 15-21 Raj Amal S, Raghavan Srinivasa R., ― Removal of Chromium a. From Synthetic Effluent by Adsorption on Activated Carbon‖ Indian Journal Environmental Protection, Vol: 22, No.1, January 2002. Moore.W.J, Ramamoorthy S., ―Heavy Metals In Natural Water‖, Springer-Verlag, New York. ―Chromium Hexavalent Compounds‖ Ninth Report Carcinogen, IARC Group. Anna M. Fan, George V. Alexeeff,‖ Public Health Goal for Chromium In Drinking Water‖ Office of Environmental Health Hazard Assessment California Environmental Protection Agency, February 1999 Periasamy K., Srinivasan K. and Murugan P.K.,‘Studies on chromium (VI) removal by activated groundnut husk carbon‘, Indian J. Environ Hlth, Vol.33, Oct-1991, and pp: 433-439. Nigam A and Rama O.P, ―Corncob- A Promising Adsorbents for the Removal of Chromium (VI) From Wastewater‖, Indian J. Environmental Protection, Vol.22, No.5, May 2002, pp; 550-553. ―Adsorption Design Guide‖, Department of the Army DG 1110- 1-2, U.S. Army Corps of Engineers, Design Guide, No. 1110-1-2 1st Mar 2001. Dr. Swadas B.P., Prof. Sheth K.N. and Patel Ashutosh K.,‘ Kinetics equilibrium for removal of reactive dyes using impregnated ecofriendly adsorbents,‘ Journal of Engineering & Technology, Sardar Patel University, Vol.15, July, 2002, pp: 21-28.

174 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Prediction of Compression Index from Basic Index and Plasticity Properties of Soil

Pruthviraj P Parmar1*, Dr Kalpana V Maheshwari2*, Narendra R Pokar3* 1Final Year Student, M.E. CASAD,Veerayatan Groups of Institutions FOE & FOM, Mandvi- Kutch,370460, Gujarat, India. *E-mail: [email protected] 2Head,Civil Department, HJD Institute of Technical Education and Research,Kera- Kutch,370430,Gujarat,India. *E-mail: [email protected] 3Assistant Professor,Civil Department, HJD Institute of Technical Education and Research,Kera- Kutch,370430,Gujarat,India. *E-mail: [email protected]

ABSTRACT Settlement parameters of the soil can be evaluated by consolidation tests for soil samples, which are time consuming and costly. Settlement parameters and its study includes compression index and estimation of it using the basic index and plasticity properties of the soil is comparatively fast and easy. Some researchers present correlations between Cc value and basic index and plasticity properties of soil such as water content, dry density, consistency limit, void ratio etc. In this paper empirical correlation is used to obtain compression index. Correlation between compressibility index as dependent variable and consistency limits as independent variables is presented. Empirical equations proposed which are depending on the correlation between consistency limits to estimate the value of Cc and compared with actual laboratory tests results.

Keywords Settlement parameters, Compression Index, Index and plasticity properties, Empirical correlation

1 Introduction In the selection and design of any foundation system, it is require determining the types and properties of the soil. In a detailed investigation, the regular method is to perform subsurface investigation for a sufficient number of soil samples which are tested in the laboratory to obtain the required soil properties including consolidation parameters which include compression index. The basic index properties are water content, dry density, void ratio, & consistency limits. Consolidation tests are costly and time consuming. In order to get real values, special sampling and testing techniques and systems are required. It is required to perform these tests with the very accuracy and to select realistic and suitable procedures to evaluate and interpret the results obtained. However, the group of tests performed to obtain index properties of soil are relatively less expensive and simple. They do not require much time or any special testing system. Hence, it is very useful to develop empirical correlations for estimating the compression index from soil index and plasticity properties which is necessary for settlement prediction of soil. 175 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2 Literature Review There are some correlations between primary compression index (Cc) and soil properties such as void ratio, water content and liquid limit. Nishida (1956) derives theoretically linear correlation for all kind of undisturbed clay as showed in equation below: Cc= 0.54(eo-0.35) (1) And other: Cc = 0.0054 (2.6Wn – 35) (2) Terzhagi and Peck (1967) present a linear correlation between primary compression index (Cc) and liquid limit (WL) as illustrated in the following equation. Cc = 0.009 (WL– 10) (3) For all parameters Cc, eo, Wn and WL is primary compression index, pore ratio, water content and liquid limit respectively. In addition, another correlation for disturbed clay sample or remoulding, Skempton (1944) gave a linear correlation using liquid limit. Cc = 0.007 (WL– 7) (4)

3 Study of some basic index and consolidation properties of soil samples All samples are collected from different sites of Kutch district of Gujarat state (specially from site which have possibility of clayey soil) and they are classified according to grain size distribution & Indian standard classification system and only samples of CH type clay with high plasticity are selected for further study. In further study following tests are done on soil samples: 1. Soil Classification 2. Specific Gravity (G) 3. Liquid Limit (WL) 4. Plastic Limit (Wp) and Plasticity Index (Ip) 5. Dry Density (d) 6. Moisture content (w) 7. Free swell Index 8. Compression Index (Cc) 9. Preconsolidation Pressure (Pc)

Table 1: Results of some Basic Index, Plasticity and Consolidation Properties

Sr. WL Wp Ip Type d w G Free Cc Pc No. % % % Of soil gm/cc % swell kg/cm^2 % 1 51.6 20.5 31.1 CH 1.525 31.15 2.548 84.00 0.08 0.54 2 67.1 30.4 36.7 CH 1.462 28.12 2.513 120.00 0.098 0.53 3 59.5 27.8 31.7 CH 1.523 25.53 2.536 110.00 0.095 1.37 4 52.1 22.2 29.9 CH 1.476 24.56 2.519 94.20 0.079 0.57 5 58.5 26.1 32.4 CH 1.414 19.05 2.526 100.00 0.086 0.64 6 57.2 24.2 33.0 CH 1.346 39.79 2.473 76.00 0.106 0.76 7 61.8 26.5 35.3 CH 1.455 31.25 2.523 66.00 0.098 0.67 8 54.0 12.0 42.0 CH 1.688 6.49 2.572 55.00 0.072 0.69 9 58.0 24.0 34.0 CH 1.672 13.52 2.506 90.00 0.063 0.56 10 68.0 29.0 39.0 CH 1.697 12.41 2.533 90.00 0.056 0.62

176 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

4 Empirical correlations for Compression Index (Cc) Using above basic soil index, plasticity & consolidation properties for different soil samples collected from various areas of Kutch district of Gujarat state following correlations are derived using Microsoft excel program which are shown in figures below:

0.12 0.12

0.1y = 0.001x + 0.006 y =0.1 0.002x + 0.018 R² = 0.666 R² = 0.609 0.08 0.08

0.06 0.06

0.04 0.04

Compression IndexCompressionCc IndexCompressionCc 0.02 0.02

0 0 0 20 40 60 80 0 10 20 30 40 Liquid limt WL Plastic Limit Wp

Fig 1: Correlation of WL versus Cc Fig 2: Correlation of Wp versus Cc 0.12 0.12 y = 0.002x + 0.013 0.1 0.1 R² = 0.553 R² = 0.6741 0.08 0.08

0.06 0.06

0.04 data test 0.04 Compression IndexCompressionCc 0.02 0.02

0 0 Measured CompressionMeasuredIndex(Cc) from 0 20 40 60 0 0.05 0.1 Plasticity Index Ip Predicted Compression Index(Cc)

Fig 3: Correlation of Ip versus Cc Fig 4: Predicted Cc versus Measure Cc using correlation of WL v/s Cc

5 Conclusions From above figures of correlations of Compression index (Cc) verses liquid limit(WL), plastic limit(Wp), and plasticity index(Ip) we have following equations: Cc= 0.0013WL+0.0062______(5)

177 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Cc= 0.0026Wp+0.0184______(6) Cc= 0.002Ip+0.0131______(7) From equation number (5),(6) and (7), we have better correlation with liquid limit versus Cc and plotting graph between predicted versus actual measured value of Cc, we have correlation coefficient (R²) =0.6741 from last fig. which is quite satisfactory as R²>0.5. This correlation will be useful for Cc value prediction of same type of soil of specially Kutch area.

6 References C.H. Solanki (2011) ―Quick settlement computation of shallow foundations using soil index & plasticity characteristics‖ Pan-am CGS Geotechnical conference Das, B.M. (1985), ‗‘Principles of Geotechnical Engineering’’, University of Texas at El Paso, USA. M. Aysen LAV & Atilla M. ANSAL (2001) ―Regression Analysis of Soil Compressibility‖ Turk Journal of Engineering & Environmental Science 25, pp. 101-109 Nishida,Y. (1956), ―A Brief Note on Compression Index of Soils‖, Journal of Soil Mechanics and Foundations Division, ASCE, 82, SM3, 1027-1-1027-14 Skempton, A.W. (1944,), ―Notes on the Compressibility of Clays‖, Quarterly Journal of Geological Society of London, 100, pp. 119-135 Slamet Widodo & Abdelazim Ibrahim (2012) ―Estimation of Primary Compression Index (Cc) Using Physical Properties of Pontianak Soft Clay‖ International Journal of Engineering Research and Applications, Vol. 2, Issue 5, pp. 2232-2236 Terzaghi, K. and Peck, R.B. (1967), “Soil Mechanics in Engineering Practice”, John Wiley & Sons Inc. New York. Zeki Gunduz and Hasan Arman (2007) ―POSSIBLE RELATIONSHIPS BETWEEN COMPRESSION AND RECOMPRESSION INDICES OF A LOW–PLASTICITY CLAYEY SOIL‖ The Arabian Journal for Science and Engineering, Volume 32, Number 2B, pp.179-190

178 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Case Study: Foundation Design for Compressible Clayey Soil in Kandla-Kutch Region

Avani Pandya1*, Dr Kalpana V Maheshwari2*, Narendra R Pokar3* 1Final Year Student, M.E. CASAD,Veerayatan Groups of Institutions FOE & FOM, Mandvi- Kutch,370460, Gujarat, India. *E-mail: [email protected] 2Head,Civil Department, HJD Institute of Technical Education and Research,Kera- Kutch,370430,Gujarat,India. *E-mail: [email protected] 3Assistant Professor,Civil Department, HJD Institute of Technical Education and Research,Kera- Kutch,370430,Gujarat,India. *E-mail: [email protected]

ABSTRACT

The paper focuses on the behaviour of compressible clayey soil of Kandla site of Kutch district of Gujarat state and design of suitable foundation for same. For understanding the nature and behaviour of available soil various geotechnical laboratory tests are performed. To investigate the behaviour and nature of soil we have collect the samples from Kandla and then all necessary laboratory tests are performed in Geo Engineering Service-Adipur. After all laboratory test we have designed a suitable foundation for Kandla where sub soil stratum up to 24m comprise of unconsolidated filled up material of greyish silty clay of high plasticity. No foundation is recommended on such stratum unless it is stabilized by means of ground improvement technique.

Keywords

Compressible clayey soil, Greyish silty clay of high plasticity, Ground improvement technique

1 Introduction

The increasing infrastructure growth in urban and metropolitan area has resulted in a dramatic rise in land price. The building has been forced to look for cheaper land for construction. The soil at a construction site may not be totally suitable as a structural support. This greatly encourages engineers to consider various laboratory tests on available soils and design suitable foundation or modify properties of soil.

In many areas of the India and other parts of the world certain soils make construction of foundation extremely difficult. For example expansive or collapsible soils may causes high differential movement in structures by excessive settlement.

179 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

This study is carried out to identify the fundamental properties of problematic compressible clayey soil at the Kandla site and suggestion for the suitable type of foundation design was done by suitable ground improvement techniques.

2 Properties of Soil Investigated All samples are collected from Kandla site of Kutch district of Gujarat state and they are classified according to grain size distribution and selected for further study. Such as: 1. Soil classification 2. Specific gravity, 3. Liquid limit, 4. Plastic limit and plasticity index, 5. Dry density, 6. Water content, 7. Free swell index 8.Consolidation 9.Triaxial

Table 1: Results of Basic Properties of Soil

GRAIN SIZE DISTRIBUTION Atterberg's limit DEPTH(m) I.S. Classification % G % S % M & C LL, % PL, % PI, % 0 0 2 98 58.2 26.2 32 CH 1.5 0 1 99 63.2 27.4 35.8 CH 3 0 1 99 62.2 26.1 36.1 CH 4.5 0 1 99 63.5 29.3 34.2 CH 6 0 4 96 57.2 24.2 33 CH 7.5 1 2 97 57.6 24.4 33.2 CH 9 1 6 93 54.2 22.4 31.8 CH 10.5 0 1 99 61.2 25.7 35.5 CH 12 0 2 98 58.6 27.3 31.3 CH 13.5 0 7 93 54.6 23.6 31 CH 15 0 1 99 61.8 26.5 35.3 CH 16.5 0 2 98 59.2 27.8 31.4 CH 18 3 18 79 48.6 19.6 21.8 CI 19.5 0 14 86 43.9 22.1 21.8 CI 21 0 4 95 53.5 21.2 32.3 CH 22.5 0 2 98 59.1 28.1 31 CH 24 0 6 94 59.4 24.3 35.1 CH 25.5 8 52 40 45.1 22.2 22.9 SC 27 5 55 41 46.8 20.8 26 SC 28.5 5 56 39 48.6 18.3 30.3 SC 30 14 49 37 46.2 16.2 30 SC 32 10 52 38 47.4 17.6 29.8 SC

Table 2: Results of Major Properties of Soil

Shear Parameters Consolidation Swell Specific Free DEPTH(m) Pressure, Gravity Swell,% c(kg/cm2) Ø(Degree) Cc Pc(kg/cm2) kg/cm2 0 ------1.5 ------180 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

3 2.461 1.22 2 -- -- 62 -- 4.5 ------6 2.473 1.06 4 0.106 0.76 76 -- 7.5 ------9 2.512 1.14 3 ------10.5 ------12 ------13.5 ------15 2.523 0.98 5 0.098 0.67 66 -- 16.5 ------18 2.548 0.48 12 ------19.5 ------21 2.536 0.86 6 ------22.5 ------24 ------25.5 ------27 2.576 0.23 17 -- -- 45 -- 28.5 ------30 ------32 ------

3 Foundation Design Various suitable Ground improvement techniques are given here for suitable foundation design. Some techniques suitable for this site are: 3.1 Densification: 3.1.1 Vibro Compaction: Sometimes referred to as vibroflotation, uses vibrating unit in the ground which vibrates horizontally. This method is used in cohesionless deposits of sand and gravel having not more than 20% silt or 10% clay. Vibrofloat is lowered under its own weight. Bottom jet is kept on. This induces quick sand condition. When the vibrofloat reaches desired depth flow is diverted to upper jet and vibrofloat pulled out slowly. Top jet aids compaction process. As the vibrofloat is pulled out, a crater is formed. Sand or gravel is added to the crater. The current depth record lies at 70meters for reclaimed sand and at 53m for naturally deposited soil.

181 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

vibroflotation utilizes a cylindrical penetrator which is about 4m long and 400mm in diameter. The lower half is vibrator and upper half is stationary. Device has water jets at top and bottom. The backfill material used for this technique is typically sand. Improvement effects are:  Increased bearing capacity  Settlement reduction under load  Liquefaction mitigation  Prevention of settlements, due to rearrangement of particles from impacts. 3.1.2 Dynamic compaction: This involves high energy impacts to the ground surface by systematically dropping heavy weight of 5 to 35MT from heights ranging from 10 to 40 m on a predesigned impact grid of 5 to 15m spacing to compact by using heavy crawler cranes.

182 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

4 Conclusion & Recommendation There is a subsidence of ground observed which may be caused due to loosely filled material and ground water flow as well. No foundation is recommended on such stratum unless it is stabilized by means of ground improvement technique such as a Measure to Liquefaction Mitigation are as per above improvement techniques. The efficiency of soil improved stratum shall be checked by means of field tests like DCPT and Plate load test (with 0.75m minimum size of plate) there after soil strength can be predicted.

5 References M. FALL, R. AZZAM, M. SARR (2006) ―Characterization of problematic soils for slope and foundation stability: case study from Dakar‖ IAEG Paper number 103. Kartikey Tiwari, Sahil Khandelwal, Aman Jatale (2012)―Performance, Problems and Remedial Measures for the Structures Constructed on Expansive Soil in Malwa Region, India‖ International Journal of Emerging Technology and Advanced Engineering (ISSN 2250-2459, Volume 2, Issue 12. Rolf Katzenbacha, Steffen Lepplab, Hendrik Rammc, Matthias Seipd, Heiko Kuttige (2013) ―Design and Construction of Deep Foundation Systems and Retaining Structures in Urban Areas in Difficult Soil and Groundwater Conditions‖ in 183 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

11th International Conference on Modern Building Materials, Structures and Techniques, MBMST. M. M. Reyad (1993) ―Inconvenient Foundation System in Problematic Soil‖ in Third International Conference on Case Histories in Geotechnical Engineering, St. Louis, Missouri, June 1-4, Paper No. 1.07 Manisha Gunturi1, P.T.Ravichandran2, R.Annadurai3, Divya Krishnan K ―Experimental study on strength properties of problematic soils with RBI – 81 stabiliser‖ ISSN 0976 -4399 Mohsen Rezaei, Rasoul Ajalloeian, Mohammad Ghafoori ( 2012) ―Geotechnical Properties of Problematic Soils Emphasis on Collapsible Cases‖ International Journal of Geosciences, 3, pp. 105-110

184 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

A STUDY ON BASIC PROPERTIES OF FLY ASH MIXED GORADU SANDY SOIL FOR EARTH WORK Mr. Bharat B. Nathani[1], Ms. Vishwa N. Gor[2], Prof. V. R. Mehta[3] Assistant Professor, Civil Department, HJD- Institute, Kera, Kutch, Gujarat, India Assistant Professor, Civil Department, HJD- Institute, Kera, Kutch, Gujarat, India Professor, Civil Department, Tolani F. G. Polytechnic, Adipur, Kutch, Gujarat, India

ABSTRACT In this study the utilization of fly ash mixed Goradu sandy soil for the earth work like backfilling, embankment construction etc were examined. The experiment for chemical, geotechnical and engineering properties were carried out. The fly ash was replaced by 0%, 10%, 20%, 30% and 40% and following properties were investigated: pH, Specific gravity, expansive characteristics, compaction parameters, strength parameters. The result shows that addition of fly ash with Goradu sandy soil, do not shows drastic change in properteies compared with only Goradu sandy soil. So in the earth work type construction fly ash can easily disposed without any adverse effect. Key words: Fly ash, soil properties, earth work,

I. Introduction Since the many decades the coal is main fuel for the electricity generation. The fly ash is the by-product of power station by means of coal combustion. As per the research the current production rate of fly ash in India is 130 million tons per annum. It is expected to increase up to 300 million tons per annum by 2017 and 900 million tons per annum by 2031-32. Fly ash is considered as the polluting industrial waste and requires large land area for the disposal. At present about 100000 acres land is occupied as the ash pond [1]. There are several projects undertaken for the productive utilization and safe management of fly ash. The best utilization of fly ash can be done in construction industries. The cement industry is consuming about 40 percentage of fly ash generated for the cement manufacturing. The fly ash is also utilized for the construction of road and embankment, concrete, brick manufacturing, agriculture, reclamation of law lying are etc[1]. All the civil engineering projects are made using the soil and supported on the soil. So it becomes the inherent part to study the basic characteristics of the soil for the proper and worth utilization. The huge quantity of soil is required for the embankment, as a filling 185 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

material etc[5]. Remarkable addition of fly ash with this soil will reduce same soil content, which leads for less exploration of natural deposits. This will helpful in utilization of fly ash and less consumption of natural soil. The present study is carried out for the evaluation of the chemical, geotechnical and engineering properties of the Goradu sandy soil mixed with different content of fly ash. In this study the observation will be made on the effective addition of the fly ash in soil for strength, stabilization and expansive properties [3]. Sample Collection and Partial Addition The soil for this study was collected from the village near to Anand, Gujarat. The soil collected was GORADU SANDY SOIL (YELLOW). The fly ash was collected from the The Kutch Lignite Thermal Power station located in Kutch, Gujarat. To perform this study the collected fly ash was added in Goradu sandy soil in following proportion in 0%, 10%, 20%, 30% and 40% by weight. The combinations for the same areas: Soil – fly ash SFA-1 SFA-2 SFA-3 SFA-4 SFA-5 Combination Soil (%) 100 90 80 70 60 Fly ash (%) 0 10 20 30 40 Table 1: Soil – fly ash combinations II. Chemical Properties The chemical properties of the selected samples are tabulated below. The Goradu sandy soil has less content of sulphates and higher content of Calcium. The chemical analysis of fly ash will helpful to find out the class of fly ash. This fly ash contents higher percentage of silica. Goradu sandy soil Fly ash

Parameter Content Test Parameter FLY ASH

Calcium mg/kg 105318.35 % Al2O3 19.26 Chloride mg/kg 709.37 % CaO 1.96

E C Extract mmho/cm 0.613 % Fe2O3 2.26

Lithium mg/kg 39.93 % K2O 0.075 Magnesium mg/kg 551.21 LOI at 800+/-200 C 96.75 Manganese (mg/kg) 5814.32 % MgO 0.13 % Na2O 2.91 pH of 5% solution at 300C 8.76 % SiO2 71.46 Potassium kg/HA 1766.56 E C Extract MMHO/cm 0.396 0 Sodium mg/kg 858.52 pH of 5% solution at 30 C 11.38 Sulphate mg/kg 2.99 Sulphate mg/ Kg 269.82

186 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table 2: Soil Chemical properties Table 3:Fly ash Chemical

propertiesBased on the chemical testing the Fly Ash for the content of the (SiO2

+Al2O3+ Fe2O3) = (71.46 + 19.26 + 2.26) = 92.98% Hence the content is greater than the 70% the Fly Ash is classified as Class F Fly Ash. A. pH of fly ash mixed soil: The pH of fly ash mixed soil will define that mix is acidic or alkaline in nature. From the pH analysis it is noted that addition of fly ash increases the pH of soil that will create alkaline effect so that the concrete structure surrounded by this soil, will have less chance of corrosion. Combination pH of 5% solution at 300C SFA-1 8.76 SFA-2 8.91 SFA-3 9.30 SFA-4 9.42 SFA-5 9.49 Table 4: pH of combinations

Figure 1: pH of Combination III. Engineering & Geotechnical properties A. Fly Ash In the following table engineering and geotechnical properties of the fly ash are mentioned. All the properties are calculated as per Indian code of practice.

187 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Specific gravity 2.79 Liquid Limit 0 Plastic limit 16.25 Optimum moisture content 14.7 (%) Maximum dry density 1.733 gm/cc Free Swell index 18.18% Shrinkage ratio 1.6% Shrinkage limit 24.01 Volumetric shrinkage 1.69 Cohesion (kg/cm2) 0.6 Angle of Internal Friction 90 Table 5: Properties of Fly Ash B. Engineering & Geotechnical properties: 1. Specific Gravity As the specific gravity of Goradu sandy soil is less than the fly ash, hence addition of fly ash with soil increases the specific gravity. But at up to 40% replacement the changes observed is 2.71 percent increases.

SFA-1 2.58

SFA-2 2.61

SFA-3 2.62

SFA-4 2.64

SFA-5 2.65

Table 6: Specific Gravity

Figure 2: Specific Gravity

2. Expansive characteristics of fly ash mixed soil

188 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

The soil which will be used as a backfilling material or embankment construction should not have the expansive characteristics. The Goradu sandy soil does have not volume change behavior compared to other soil. From the experiments it is clear that addition of the fly ash with this soil does not helping in the volume change behavior of that soil. Free swell Shrinkage Volumetric Combination Shrinkage ratio index (FSI) Limit shrinkage SFA-1 10.53 26.96 12.4 1.66 SFA-2 5 31.17 5.42 1.54 SFA-3 10 32.34 5.68 1.55 SFA-4 15 31.84 6.33 1.61 SFA-5 18.18 30.50 9.19 1.62 Table 7: Expansive Properties of Combinations

Figue 3: Expansive properties of combinations 3. Compaction parameters The compaction property of any soil defines the remolding capabilities to achieve the good compaction. The addition of fly ash do not shows any adverse effect on the compaction parameters of the soil. The maximum density and optimum moisture content of the fly ash mixed soil are nearly to the actual soil. Combination Optimum Maximum Moisture dry density Content (gm/cc) (%) SFA-1 13.8 1.832

SFA-2 13.15 1.84

SFA-3 14.0 1.847

189 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

SFA-4 13.6 1.878

SFA-5 13.8 1.89 Table 8: Compaction parameters of Combinations

Figure 5: MDD of combinations Figure 4: OMC of Combinations 4. Strength parameters The strength of soil mainly depends upon its cohesion and angle of internal friction. The addition of fly ash increases the cohesion and decreases the angle of internal friction. Fly ash replaced by 40percent increases the cohesion up 1.33 times and decreases angle of internal friction upto 0.25 times of with soil without fly ash addition.

Combin Cohesion Angle of Internal ation (kg/cm2) Friction SFA-1 0.3 28° SFA-2 0.5 25° SFA-3 0.6 24° SFA-4 0.65 22° SFA-5 0.7 21° Table 9: Strength parameters of combinations

190 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 6: 6: Cohesion of combination Figure 7: Angle of internal friction of combinations IV. Conclusion: After performing the experiments on the Goradu sandy soil with different content of fly ash for chemical, geotechnical and engineering properties following observation made:  The addition of fly ash with soil increases the pH of soil hence it will help to reduce the corrosive environment for soil beneath structures.  The swelling of soil upto 40 percent fly ash content does not show significant change.  Upto 40 percent replacement of fly ash the shrinkage limit increases by 13 percent and volumetric shrinkage decreases by 25 percent.  There is no considerable change in the compaction parameters up to replacement of 40 percent fly ash in Goradu sandy soil.  By replacement of 40 percent fly ash the cohesion increases by 133 precent and angle of internal friction decreases by 25 percent.  Hence from this study it can be concluded that replacement of fly ash up to 40 percent in Goradu sandy soil does not shows drastic change in properties of soil. So for the safe disposal of fly ash can be done by mixing it with this type of soil.

V. Acknowledgement We are thankfully acknowledged to Mr. Jagdish Halai, Chairmain HJD Institute, Dr.Rajesh Patel, Principal, HJD Institute Trust, Dr.Kalpana Maheshwari Head of Civil Department, HJD-ITER,Kera, Gujarat, India for their motivational & infrastructural supports to carry out this research.

VI. References R. K. Joshi , ―Fly ash scenario in India‖, Department of Science and Technology (2013). IS: 2720-1980, Indian Standard Code of Practice.

191 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

B. R. Phanikumar and Radhey S. Sharma, ―Volume Change Behavior of Fly Ash-Stabilized Clays‖, ―Journal of Materials in Civil Engineering, ASCE‖, 19/1, 67-74 (January 2007). M. Ahmaruzzaman, ‖A review on the utilization of fly ash‖, ―Energy and Combustion Science, Science Direct‖, 36/ , 327–363, (2010). Fabio Santo, ―Geotechnical properties of fly ash and soil mixture for use in highway embankment‖, ―E-Journal of Civil Engineering‖, Vol. 1/ 2, April 2010.

192 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

URBAN RUNOFF HARVESTING (URH) - A CASE STUDY

Shubham P Sadh1*, Niraj K Baxi1, Dr. Kalpana V Maheshwari2, Dr. Yogesh Jadeja3*

1Department of Civil Engineering, HJD ITER, Kera, Kutch, Gujarat Email: [email protected] 2Head of Civil Engineering Department, HJD ITER, Kera, Kutch, Gujarat 3Director, Arid Communities Technologies (ACT), Bhuj, Kutch, Gujarat

ABSTRACT In present scenario urbanization and industrialization are two of the most important features of modern civilization. For any developing nation water is the most essential factor. Although water is as important for survival of human being as much as food, air etc. but hardly any attention is paid for its economical use and conservation of this precious resource. Due to indiscriminate pumping of ground water the water table is going down abnormally and if the problem is not given a serious look, then the future generations may have to face severe crisis of water. Rains are the main source of water, if rain water is harvested, the scarcity of water can be eliminated altogether. But in urban areas, the rain water is often unable to infiltrate into the soil because buildings and paved surfaces (impermeable surfaces) are very common. As a result, urban runoff flows across rooftops, roadways, sidewalks, urban landscapes and driveways or it may stuck in to the low-lying areas which also causes the problem of water logging. This water can be stored indirectly by diverting to recharge the aquifers and thereafter can be utilized gainfully at the time of need. The paper aims towards the development of the framework for urban runoff harvesting. The paper based on the analysis of work done at the Jubilee Society of Bhuj city. This document presents the results obtained at the time of writing the document. Keywords: Ground water recharge, Runoff Harvesting, Urban runoff

INTRODUCTION: When precipitation falls from the sky, it has multiple paths that it may take through the environment. These paths include infiltration, evaporation, transpiration and runoff. Evaporation occurs when the water in the ground becomes vapor and returns to the air. Transpiration is water that escapes from plants in the form of vapor. Storm water runoff occurs when rain falls onto the ground and/or snow melts but is unable to infiltrate and therefore flow across the land. Runoff typically flows to nearby water body or low-lying area. Urban runoff acts as a pollutant when it acquires contaminants that affect water quality while travelling across the urban area. The pollutants from urban runoff include plant material, fertilizers, pesticides, automotive and household chemicals, litter and pet waste. These can be naturally occurring or human-caused. This pollution accumulates as runoff and flows through neighborhoods, down roads, across parking lots and into common plots. Urban runoff pollution can have negative effects on people & plants.

193 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Need for urban runoff harvesting Due to over population and higher usage levels of water in urban areas, water supply agencies are unable to cope up demand from available surface sources especially during summer seasons. This has led to digging of individual tube wells by house owners. Even water supply agencies have restored to ground water sources by digging tube wells in order to augment the water supply. The replenishment of ground water is drastically reduced due to paving of open areas. Indiscriminate exploitation of ground water results in lowering of ground water table (GWT) rendering many bore-wells dry, which has led to drilling of bore wells of greater depth. This further lowers the water table such frequent fluctuations in GWT results in presence of higher concentration of salts in ground water. In coastal area, over exploitation of ground water results in sea water intrusion thereby rendering fresh ground water bodies saline. The solution to all these problems is to replenish ground water bodies with runoff water by manmade means.

URH OF JUBILEE SOCIETY-A CASE STUDY o o Jubilee colony latitude 23.24 and longitude 69.66 is in the heart of the Kutch district headquarter Bhuj. The colony is one of the oldest colonies of city and before urbanization took place there was a pond near this colony. The colony itself is a catchment area of water, coming from upstream side. As per Gujarat State Disaster Management Authority (GSDMA) Annual Average rainfall of Bhuj is 330 mm. During monsoon the rain water in the form of runoff comes into the society from three sides plus the runoff of the society creates the flood 2 situation. The society is having a common plot of an area 500 m which has no use and in the monsoon the society is facing water logging problem in that plot.

METHEDOLOGY 300 square meters out of 500 square meters is selected as filter bed and for that the entire area is completely excavated up to one meter depth. A 2 X 2 meter trial pit was dug off in the plot and filled with water to estimate the infiltration rate of water which comes almost 18 liters per second. The estimation of numbers of open well and recharge well is decided from the infiltration rate of water and rain fall data in this region. A 0.50 meter thick layer of bella stone laid at the bottom of the bed which is followed then by middle layers of 40 mm and 20 mm mixed black trap coarse aggregate and upper layer with good quality sand having 0.25 meter thickness each. Three open wells 1.5 meter diameter and depth (27 meters) kept 20 meter above the water table in that area and height one meter above the ground. A recharge well was drilled at one of the three open well having diameter 0.50 meter and depth (27 meters) kept 20 meter above the water table in that area. A 0.20 meter diameter casing i.e. outer pipe of the bore well is designed by providing slotted perforated section against aquifers. A chicken mess of size 1 x 1 meter is provided at the ground level to prevent the entry of debris. The annular space between the borehole and pipe is filled with good gravel and developed with a compressor till it gives clear water. Top of the casing pipe is provided with a cap to prevent the suspended material entering in to the 194 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

recharge well. Above the casing pipe air vent pipe must be provided to release air from casing assembly is excavated in plot.

CONCLUSION By using this technology the ground water level in tube wells of Jubilee society was increased. The salinity of water is decreased. The flooding problem in the society was eliminated. By adopting this method in 0.84 sq. met. Area approximately one lakh liters of water can be conserved.

ACKNOWLEDGEMENT The Authors are thankful to the Arid Communities Technology, owners of the houses of Jubilee society who have provided required information. I would like to thanks to our Head of Civil Engineering Department, Dr. Kalpana V Maheshwari mam for their guidance.

REFERENCES

S K Garg, ―Irrigation Engineering and Hydraulic Structure‖ Arun Kumar Dwivedi and Sudhir Singh Bhadauria, ―Domestic Rooftop Water Harvesting-A Case Study‖ APRN Journal of Engineering and Applied Science, ISSN 1819-6608, vol 4, no. 6, August, 2009 Waters, Summer, Farrell-Poe, Kitt; Wagner, Kristen ―When it rains it Runs off: Runoff and Urbanized area of Arizona , University of Arizona Cooperative Extension Publication AZ1542, pp-5, July 2011 Dr.K A Patil, G K Patil, ―Rainwater harvesting techniques‖ National Seminar on Rainwater Harvesting and Water Management, 11-12 Nov.2006, Nagpur. pp 1-5 A K Tripathi and Uma Kant Pandey, ―Study of Rainwater Harvesting Potential of Zura Village of Kutch District of Gujarat‖, J.Hum.Ecol., 18(1): 63-67 (2005)

195 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

A STUDY OF EARTHQUAKE RESISTING BUILDING WITH BASE ISOLATION MODEL Paresh G. Mistry* M.E. Structural Engineering, Civil Engineering Department, HJD-ITER, Kera-Kutch Email: [email protected]

ABSTRACT:-

In this paper a study of earthquake resisting building and base-isolation is carried out. In recent years base isolation has become an increasingly applied structural design technique for buildings and bridges in highly seismic areas. The study about the precaution which contain various methods to be applied in the construction of the earthquake resisting building. The study of base-isolation which mainly contain application of the base-isolation, importance of base isolation and provision of base-isolation to resist the earthquake prone area again the collapsing of the building. The flexibility of the isolation system increases the fundamental period of the structure, shifting it out of the region of dominant earthquake energy. The energy-dissipation capacity increases damping, which reduces excessive displacements due to the laterally flexible isolation system.This paper also consist of a detail analysis of high-rise building and also calculation of displacement in different materials of base-isolators by using software SAP-2000. Keywords: - Base-isolators, Displacement, Base shear, Mode shapes, SAP-2000.

Introduction:-

An earthquake is the result of a sudden release of energy in the Earth's top 700 km that creates seismic waves. These waves are detected with seismometers and amplified electronically so they can be displayed as a function of time by a seismograph as a seismogram. The size of an earthquake is given by its open ended logarithmic scale of magnitude, often referred to as the Richter scale. Shocks smaller than magnitude 2.5 are usually not felt and those with magnitude 7 cause serious damage over large areas.

Base Isolation:-

Base isolation is one of the most widely accepted seismic protection systems used in building in earthquake prone areas. The aim of this study is to reduce the base shear and story drifts due to earthquake ground excitation, applied to the superstructure of the building by installing base isolation devices at the foundation level and then to compare the different performances between the fixed base condition and base-isolated condition by using SAP 2000 software. In this study, the 18-storey R.C building is used as test model. Lead Rubber Bearing (LRB) and Friction isolators are used as isolation system in this study. Nonlinear Time history analysis is used on both of fixed base and base isolated buildings. In fixed base condition, all of structures are considered in elastic stage and in base-isolated condition, the superstructure of the building is considered in elastic stage and base isolators are considered in inelastic 196 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

stage. Finally, storey displacements, base shears are compared from time history analysis between the fixed base condition and base isolated condition. It is found that the displacement is increased with period of the isolated building. The base shears in each direction are decreased by 30% in base-isolated building compared to the fixed base building Methodology:-

Analysis of the Models:- The models which have been adopted for study are symmetric 18 storied located in zone V. The building is consisting of square columns with dimension 500mm x 500mm, all beams with dimension 400mm x 700mm. The floor slabs are taken as 120mm thick. The height of all 18 stories is 3m. The modulus of elasticity and shear modulus of concrete have been taken as E=2.5x10^7KN/m².

Fig.1 Plan View of Symmetrical Building

The required material properties like mass, weight density, modulus of elasticity shear modulus and design values of the material used can be modified as per requirements or default values can be adopted.

Beams and column members have been defined as ‗frame elements‘ with the appropriate dimensions and reinforcement.

Soil structure interaction has not been considered and the columns have been restrained at the base.

Slabs are defined as area elements having the properties of shell elements with the required thickness.

197 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Fig.2 3-D Model Of Fixed Base 18 Storey R.C. Building

In order to evaluate the base shear, displacement, acceleration in multi-storeyed building with base isolation a sample of 18 storied symmetric building is adopted.

The finite element analysis software SAP 2000 Nonlinear is utilized to create 3D model and run all analysis. The software is able to predict the geometric non linear behaviour of space frames under static and dynamic loadings, taking into account both geometric non linearity and material inelasticity. The software accepts static loads (either forces or displacements) as well as (accelerations) actions and has the ability of non linear dynamic analyses.

Mode Shape: Mode shape is the response of structure to external loading. Technically, it is a system said to be in vibrating in normal mode when all its masses attain maximum values of displacement and rotation simultaneously and pass through equilibrium position. We take 12 modes for analysis because it is experimentally proved that as 95% vibration is achieved till 12 modes.

Base Shear:- The total design lateral forces at base of a structure are the base shear. The total design lateral force or seismic base shear (VB) along any principal direction is determined by the following expression (IS 1893 Part I)

VB = Ah.W

198 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Where,

VB = Total design lateral force at the base of structure.

Ah = Design horizontal acceleration spectrum value. W = Seismic weight of the building.

Results:-

TIME PERIOD TIME PERIOD TIME PERIOD MODE SHAPE (Sec.) (sec) (sec) FIXED BASE RUBBER ISO. FRICTION ISO.

Mode 1 1.83 2.236 10.741

Mode 2 1.618 2.063 4.449

Mode 3 1.570 1.969 2.548

Mode 4 0.579 0.746 1.398

Mode 5 0.536 0.660 0.933

Mode 6 0.313 0.644 0.891

Mode 7 0.312 0.369 0.710

Mode 8 0.221 0.363 0.464

Mode 9 0.219 0.338 0.376

Mode 10 0.182 0.248 0.367

Mode 11 0.171 0.247 0.343

Mode 12 0.167 0.228

199 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table 1: Comparison of time period with fixed and isolators

DISPLACEMENT DISPLACEMENT DISPLACEMENT FLOORS (fixed) (m) (Rubber) (m) (Friction) (m) 1 0.0008 0.0049 0.0014 2 0.0019 0.0058 0.0024 3 0.0031 0.0067 0.0037 4 0.0044 0.0076 0.0048 5 0.0057 0.0085 0.006 6 0.007 0.0094 0.0072 7 0.0084 0.0103 0.0083 8 0.0097 0.1120 0.0095 9 0.0011 0.1200 0.0107 10 0.0123 0.0129 0.0118 11 0.0135 0.0137 0.013 12 0.0147 0.0145 0.0141 13 0.0158 0.0152 0.0153 14 0.0169 0.0159 0.0164 15 0.0179 0.0165 0.0176 16 0.0187 0.0171 0.0187 17 0.0195 0.0176 0.0199 18 0.0202 0.0181 0.0210

Table 2: Displacement at each floor level Conclusion:-

The present study was to determine the seismic behaviour of 18 storied symmetric building with base isolation system situated in earthquake zone- IV.

A 3D model of 18 story building is prepare using SAP 2000, (Non Linear Dynamic Analysis and Design Program for three dimensional structure). Dynamic Analysis has been carried out to know about responses of structure such as forces, base shear, acceleration and displacement and the result obtained is compared.

200 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 Base isolation method has proved to be a reliable method of earthquake resistant design. The success of method is largely attributed to the design of isolation devices and proper planning and placing the isolators.  The results of the investigation show that the response of the structure can be dramatically reduced by using base isolation with lead rubber bearing and friction bearing.  Thus reduction in base shear is found to be more with lead rubber bearing, and hence lead rubber bearing are more suitable for multistoried building which are situated in higher zone.  The results of displacement shows that the displacements are increased with the period and with the storey height in the base isolated building.  The displacement in Lead rubber bearing isolated building is less when compared to that of building with lead rubber bearing and with fixed base building.

References:-

IS 18930(part 1):2002 IS 456-2000 Indian Standard Plain and reinforced concrete. Mario Pazz (Structural dynamics) CSI computer and structure.Inc.SAP 2000(2004).linear & non-linear static and dynamic Analysis of 3D-structure.

Hussain.RR., Saiful IABM, Ahmad SI (2010b). Base Isolators as earthquake protection device in building.

Baratt.A.corbi.I.(2004). Optimal design of base isolator in multi-storey building. Computer and Structure.82:21999:2209.

Dynamic of Structures, Theory and Applications To Earthquake Engineering by Anil K.Chopra.

Earthquake history http://www.pdc.org.iweb/ earthquake history./sp

201 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

PROPOSED STORM-WATER DRAINAGE DESIGN FOR MAJOR ROADS OF RAJKOT, GUJARAT, INDIA Nedunuri Vishnu Vardhan* M.E. Structural Engineering, Department of Civil Engineering, HJD-ITER, Kera -Kutch Email: [email protected] ABSTRACT:-

Storm water creates various problems in day to day life such as water logging, traffic problems, health problems etc. As storm water is a culprit in terms of causing maximum damage, engineers and professionals should make a proper and systematic conveyance of water through proper planning and designing. This paper presents a solution of storm water drainage of 45 major roads of Rajkot and mainly consist of dimensions of roads , discharge of storm water on roads, hydraulic and structural design of drain as well as underground storm water pipeline. Storm water collected is conveyed to dams which can be treated through proper processes and can be used at the time of water scarcity.

Keywords :- Discharge, Drain, Hydraulic Design, Structure Design, Storm Water Drainage

Introduction :-

Rajkot with a population of 1.2 million (as per census 2011) and with an area of 104.86 Sq. km. is situated on the bank of river Aji. This fortified town on the west bank of aji river was founded by the then ruler of sardhar in the year 1608. The city is having good road, rail and air links with other important centers of the country. Rajkot city has taken rapid strides in industrial and commercial development and is growing in to an important urban center in the country. Further, very fast industrial development also took place in the vicinity of rajkot city. Area, like shapar-veraval and lodhika industrial estate have also affected in the growth of population of Rajkot city and urban area of Rajkot remarkably.

Every year Rajkot is having monsoon season basically from months of June to September. During these months maximum amount of rainfall of the season is observed. Due to this rainfall, the present system of roads get flooded which creates various problems like traffic jam, deterioration of roads, health hazards, and also many other nuisances.

Storm water is the water that originates during precipitation events. Storm water does not soak into the ground becomes surface runoff which either flows directly into surface water ways or is channeled into storm sewers which eventually discharge to surface water. So in order to overcome this major problem, this paper defines a solution in the form of separate and efficient storm water drainage system. This system was developed in three phases: 1. Major roads of city, 2.Main roads of wards, 3. Streets or Sub Streets.

Materials :- 1. Rajkot city map : The selection of major roads and their network was determined from the map.

202 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2. Google earth: Determining dimensions of major roads and adjoining land, elevation of roads. 3. M.S.Excel: Determination of discharge, velocity and diameter for hydraulic design of drain. 4. AutoCAD

Fig.1 Layout of Underground Drainage System

The Annual rainfall intensity for last 10 years is shown table below

Total annual Remarks Sr.no. Year rainfall

(mm) 1 2009 573 2 2008 812 3 2007 1317 4 2006 1055 5 2005 1013 6 2004 636 7 2003 849 Nyari 1,Nyari 2,Lalpari overflow Bhadar Overflow 8 2002 --

9 2001 -- 10 2000 325 Table 1: Annual rainfall intensity

203 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Methodology :-

Step-1 Description of study area

The study was carried out on major roads of Rajkot having an area of 104km2. This study includes 45 major roads of Rajkot city which are significant from traffic trade and commerce point of view. This become a network of 200km.

Step-2 Soil data of roads

Soil data of the roads was collected for all roads from appropriate laboratory and SBC data that was collected from following labs of Rajkot city: NKPC ltd., GERI Rajkot, GSM soil and material testing lab.

Step-3 Road dimensions

Road Length, Road Width, Adjoining Land from where the water enters onto the main roads and slopes of the existing roads of the city was determined from ―GOOGLE EARTH‖.

Step – 4 Analysis of water flow

The flow of water after rainfall in the city according to the slope of the roads was analyzed and the places on the roads having major water logging were determined.

Step-5 Hydrological data of rainfall in Rajkot

Hydrological data of the city was determined from the isohyetal map of Meteorological Department of India.

Step-6 General Data of Roads

Information about geometry of roads, surface details of roads and other general details of roads were determined from data given by local authorities.

Step-7 Determination of Discharge

The Quantity of Run-off was estimated as:

Drainage area consists of sum of pavement area and area of shoulder as well as adjoining land.

Weighted run-off coefficient is calculated by formula:

C=A1C1 + A2C2 discharge of the roads of the city is calculated by the formula

Q=CIAd

204 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2 Ad =area of drainage in 1000m

I=intensity of rainfall.

C= runoff coefficient.

The width of drain is 0.38m depth of drain varied in slope from 0 to 2 as per discharge. Thickness of concrete is kept 0.11m at the sides and 0.17m at the bottom of drain.

The slope was determined by the manning formula

Step-8 Sectional Dimension Of Drain, Slope Of Drain.

V=1/n R0.66S0.5

V= average velocity m/sec n=manning‘s roughness coefficient

R=hydraulic radius (cross section area of flow divided by wetted perimeter)

S=longitudinal slope of channel.

Designing of grid chamber according to IRC A-class loading :--

Maximum load according to IRCA A-class is 11.4 t/m2as per our width of 0.38m spacing opening of surface drain design as follow considering M 20 grade of concrete.

As per UDL, the maximum moment for beam is = WL2/8.

Moment resistivity is determine from M/I=F/Y=E/R

Designing of manhole :- Design of manhole was done according to Indian standard IS 4111(part1)1996 – code for practice for ancillary structures in sewerage system part 1 for manholes.

Design of grid on surface drain :- For the safety of vehicle and pedestrian surface drain was provided with mild steel grid which was designed to resist the IRC loading classes according to beam concept that shall transfer load to the side wall of the drain and load from this side wall at last transfer to the foundation.

Joints in mid joining pipes :- Provision of mid joining pipe and their joints are confirming Indian standards which are as follows :

IS 7834 part 1 to 8 : Specification for PVC pipes and their joints.

IS 8008 part 1 to 9 : Specification for HDPE pipes and their joints.

Designing of joints for reinforced concrete pipes are conforming to IS 458: specification for precast concrete pipes. (With or without reinforcement) 205 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Establishing Storm Water Pipe Network :- The whole distribution system allows the flow of water to reservoirs. The network was established based on reduced level and natural slope was obtained so as to get the gravitational flow. This reduces the cost of pumping.

Hydraulic Design Of Pipe :- The discharge increases per segment and hence diameter goes on increasing. The diameter varies from 0.3 m to 3.6 m.

It is calculated by Q=AV formula. Q=discharge

A=area of pipe

V=velocity of flow.

Design of RCC pipes :- Most of pipes of underground drain are conforming to IS 458 but su condition is higher and required durability and resistivity could not match with IS 458 is separately design for reinforcement provision and their wall thickness. Steps for their designing are as bellow:

i. Determination of preliminary dimension and hoop tension due to water pressure ii. Total reaction at top, bottom and side surfaces was determined iii. Bending moment of all forces was determined iv. Resistive forces at all points was determined v. Eccentricity of force at top, bottom and side faces was determined vi. Reinforcement requirement of pipes to resist this moment and force was determined vii. Check of tensile stresses in steel was done viii. Final figures with reinforcement detailing

Trench work for pipes and drain :- Trench work was prepared according to IS 783 code for laying of concrete pipes and other construction precaution was taken according to this code.

Design of surface drain :-

m pipes for which the loading

Design of surface drain was prepared as per following steps: 1 : Determine active and passive soil load 2 : Determine the soil pressure and moment of force at bottom of drain 3 : Find the eccentricity of the force. 4 : According to that eccentricity determine the tension and compression stresses at the back and front faces of the drain 5 : Provide reinforcement according to that tensile stress and provide distribution steel bars according to IS 456:2000 general code for reinforce concrete designing. 6 : Footing pad for surface drain was designed to resist the top IRC loading which transfer through the grid chamber and other loads of soil, water and materials.

206 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Conclusion :- It was found from the hydraulic design and structural design of the roads that, maximum discharge of 1.73 cumec is observed in Sadhu-Vasvani Road and pumping stations are to be established on Laxminagar main road and Racecourse main road.

Hence, an efficient storm water system has to be designed and implemented in the city. So that it can be saved from the rain water problems. If an efficient storm water system is designed, than after heavy rains cost behind re-surfacing of the pavements and filling up the potholes can be decreased to a larger extent. As these potholes also causes health problems to the public that can also be reduced by adopting this proper system.

References:-

Highway Engineering by Dr.S.K. Khanna and Dr.C.E.G. Justo.

Highway engineering by Dr. L R Kadiyali.

Fluid Mechanics by Dr.R K Bansal.

IS codes:-

IS 456 general code for RC design.

IS 800 general code for steel design.

Is 4111 part 1 to 4 code for practice for ancillary structures in sewerage system.

IS 7834 part 1 to 8 : specification for PVC pipes and their joints.

IS 8008 part 1 to 9 : specification for HDPE pipes and their joints.

IS 458: specification for precast concrete pipes. (With or without reinforcement)

IS 783 code for laying of concrete pipes.

207 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

GEOMORPHIC EVOLUTION OF THE WESTERN END OF KACHCHH MAINLAND FAULT: ROLE OF TRANSVERSE FAULT TECTONICS IN THE QUATERNARY PEROID Kaustubh Sane1*, Gaurav Chauhan2, Arjav Shukla2, Dr. M.G. Thakker3 and Dr. S.B. Bhandari3

1Department of Civil Engineering, HJD Institute of Technical Education & Research-Kera *Email: [email protected] 2,3Department of Earth and Environmental Science, KSKV Kachchh University, Bhuj-Kachchh-370001 ABSTRACT:

Kachchh is a marginal cratonic rift basin showing reverse as well as strike-slip tectonics in the recent times. Structural, tectonic and sedimentological history of Kachchh basin and associated primary fault system has been studies in detail in the last few decades. Quaternary tectonic and sedimentological history of Kachchh basin has been revealed specifically in the eastern segments of KMF. However, a detailed observation and documentation of Neotectonic features along western segments of the KMF are yet to disclose. In the present work, we have tried to document the neotectonic features along a specific segment of the KMF and related transverse faults near Guneri structural dome and Mundhan anticline in the western segment of KMF. We also attempted establish relations between these fault systems. Gorges, erosional terraces, knick points, hanging valleys, pondings along rivers are some of the significant evidences traced along the KMF and associated transverse faults. The study suggests the activities along the KMF are in the segmental manner and there is a specific role of transverse fault system as evidenced by youthful nature of Neotectonics features.

Key words: Neotectonics, Kachchh Mainland Fault (KMF), Island Belt Fault (IBF), Katrol Hill Fault (KHF), Gorges, erosional terraces, knick points, hanging valleys

Introduction:

Kachchh is the second largest district of India with the area of 45, 612 sq. km, located between 220 - 240 N latitude and 680 – 710 E longitudes. It is located at the western extremes of India with the district headquarter at Bhuj, a small historical town situated almost in the middle of the district and surrounded from two sides by the hill ranges. Kachchh has been subjected to major tectonic and seismic activity during Late Quaternary. Kachchh has been divided into five Zones i.e. Mainland Kachchh, Wagad, Pachham, Khadir and Bela. The Tectonic and Seismic Evolution of Kachchh Region have been co-incised with differential movement along the E-W Trending Master Faults and NW-SE to NE-SW Transverse Fault System. Mundhan and Guneri is the structural dome in the Mainland of Kachchh along the Kachchh Mainland Fault with the maximum summit of ~223ft and ~190ft.The domes are the result of domal uplifting phenomenon which is resulted after the deposition of sediments during the reversal tectonic period. The main purpose of the study is to map the Neotectonic features along Guneri and Mundhan structural domes and to study deformation features of

208 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Kachchh Mainland Fault along Guneri and Mundhan structural domes. The study also emphasis significance of Kachchh Mainland Fault (KMF) and its associated transverse faults.

Figure 1 Location map of the study area showing physiography and major faults. Geology and Geomorphology of study area: The study area is located in the western mainland of Kachchh. The deposition in the basin took place from east to west of the basin. The Mesozoic stratigraphy of Kachchh is divided into four lithostatigraphic units viz. Jhurio, Jumara, Jhuran and Bhuj formations (Biswas, 1970, 1987).

Period Formation Lithology

Quaternary Quaternary formation Silt, Clay, Sand

Tertiary Limestone (Oligocene)

Cretaceous Bhuj formation Ukra member Sandstone

Jhuran Katesar Jurassic Sandstone formation member

Jhuran Upper Sandstone and Jurassic formation member Shale

Table 1 Table showing the members of Jhuran and Bhuj formations of the study area

Figure 2 Geological map of the study area. 209 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

On the Northern face of both the domes the Mesozoic rocks are overlain by Tertiary rocks. The contact between Mesozoic and Tertiary is faulted. The Kachchh Mainland Fault displaces the bed making the contact between Tertiary limestone on north and Mesozoic sandstone on south. At Guneri dome Oligocene limestone is exposed on the surface making the contact between sandstones of Mesozoic and Tertiary. Further north of the Tertiary, Rann sediments are deposited which demarks the active sedimentation in the Banni basin. The area is located near Tropic of Cancer the climate of in the area is hot and dry. The temperature reaches up to 45oc to 50oc during day while during the night timing temperature falls. These changing of the temperature results in exfoliation of the rocks. The sandstones show the characteristic weathering pattern known as concretionary weathering pattern. The rocks in the area show lithological governance on its weathering characteristic.

Figure 3 Morphotectonic map of study area showing the boundaries of the Guneri and Mundhan structural domes. Note the KMF-Kachchh Mainland Fault is shown by the discontinuous lines and the drainage basins flow from south to north into the plain of Banni. Distinct transverse faults dissect the domes at places and are depicted as thinner discontinuous lines. Figure 3 represents morphotectonic elements of Mundhan and Guneri domes. They establish the landscape evolution in the Quaternary period along KMF and associated transverse faults in the western Kachchh. Guneri dome is dominated by the ridge and valley topography generally influenced by the local (sandstone) lithology. The drainages of the first and second order pass through this rugged topography generally flow parallel to the beds.

Neotectonics Studies:

The Guneri dome and Mundhan Anticline are western most hills of the northern hill range of Kachchh. The domes are the result of crustal shortening during the post Mesozoic compression tectonics and the reactivation of Kachchh Mainland Fault (Biswas 1971). Geomorphic features like knick points, fault scarp, pressure ridges, sag ponds, transverse faults, degradation river terraces (erosional terraces), deflected river channel, wind gaps, gorges, humps and mounds are some of the significant Neotectonic features documented in 210 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

the Guneri dome and Mundhan Anticline. The KMF exposed to the east of Guneri show tear faulting. The fault plane is marked by ferruginous quartzite (Fig. 4). The tear-fault strikes 480-2280 across the fault zone with sinisterly displacement (Biswas, 1971). In the study area near Guneri the fault zone is indicated by narrow strip of vertical Pliocene (Tertiary) limestone bed resting against the Mesozoic rocks. The limestone bed strikes E-W and dips nearly vertical (Fig. 5).

In the area of study several tectono-geomorphic features were observed which are the indicators of Neotectonic activitiy and paleoseismisity in the area mostly along Kachchh Mainland Fault and associated transverse faults.

Figure 5 Tear-faulting within the dome indicates strike- Figure 4 Narrow, vertical Pliocene limestone indicating slip movements across the KMF and displacing it. the faulted contact between Mesozoic and It is also represented in the topography Tertiary rocks, near Guneri. A distinct fault plane is exposed near this site.

Observations of Neotectonic and Paleoseismic features along KMF and associated transverse faults

In the area of study several tectono-geomorphic features were observed which are the indicators of Neotectonic activitiy and paleoseismisity in the area mostly along Kachchh Mainland Fault and associated transverse faults.

a b . .

211 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figurec 6 Neotectonic and Palaeoseismic features along KMF and its associated transverse c fault. . . a. A field photo near the KMF site of Guneri dome clearly shows a system of two non parallel strike slip faults. 1) Left lateral strike slip fault, 2) right lateral strike slip fault displacing local geological formations. b. Morphotectonic map of the Guneri Dome and surrounding area, prepared using the field data and mapping of transverse fault system. Map shows the location of studied knick points along the major transverse fault passing through middle of Guneri Dome. c. The nodal offset stream is seen due to NE-SW strike slip fault; photograph i, a small, distinct U-shaped Bedrock valley is abruptly ending with main stream. d. A distinct Paleoseismic pressure ridges seen in the photograph. e d e. View of prominent sag pond found along stream flowing through Mundhan village where pressure. ridges were also encountered. . f. A view of pitted sandstone topography exposed near a multiple and conjugated strike slip fault system. g. The subsequent tectono-erosional river strath, T 4 being the oldest strath followed by comparatively younger straths. h. Model showing the formation of new erosional straths due to the upliftment of the bedrock. A) Shows the older condition of the bedrock, exposing primary erosional strath, while D) represents present day scenario in context with current Bedrock incision and exposes all the erosional strath from oldest T1 to T4 along present river condition.

f h . .

g .

Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1 212c c c . . .

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

The rift basin of Kachchh, after Mesozoic sedimentation and uplifting in the reverse tectonics has not been stable yet. The basin is still under the intense stress regime from the SW to NE as the Indian plate advances to north.. As Indian plate collided with Eurasia and advent of Himalayan orogeny, the Kachchh rift sediment also started uplifting into the vertical manner. In the field and in aerial photograph a distinct displacement of beds in strike slip manner is depicted. In Recent time the compression forces are continually accumulating the strain on E- W master fault system and at the same time due to verticality of the master faults the stresses are diverted into strike-slip and wrench mechanism into the system resulting into the horizontal displacement of regional strata and master fault (KMF).

In field photo (fig.6.a) it is clearly seen a system of two non parallel strike slip fault 1) left lateral strike slip fault, 2) right lateral strike slip fault which displaces the local geological formation. Left lateral strike slip fault and right lateral strike slip fault mechanism at single site indicates two separate tectonic episodes. The morphometric map (fig. 6.b) shows the locations of studied knick points along the major transverse fault passing from middle of Guneri Dome. During the field observation as mention in Morphotectonic map knick point 1 to 5 are successively observed upstream of the second order stream. A prominent knick point near large meander indicates two possibilities viz. 1) a lithological variation in country rock. 2) Reactivation of master East-West fault system as knick point is trending E-W. In western Mundhan anticline as having complex conjugated strike slip fault system. The nodal stream was found to be offset due to NE-SW strike slip fault. Further oblique component of strike slip fault results into a small but distinct U-shaped Bedrock valley abruptly ends with main stream (fig. 6.c.). A distinct Paleoseismic feature termed as pressure ridges are seen in area of intense right lateral strike slip fault. The author has observed and noted multiple pressure ridges trending NE-SW to deviating slightly E-W into the fault controlled valley. The pressure ridges are the examples of strike slip movements. Another adjoining pressure ridge was trending parallel to the previously observed pressure ridge (fig. 6.d.). Sag ponds are young Paleoseismic feature (Makalpine 1996). The author has found sagging along second to third order stream displaced by prominent strike slip fault suggest historic to pri-historic movement (fig. 6.e). A photograph shows the pitted sandstone topography exposed near a multiple and conjugated fault system of Fig. 6.f. NE-SW right lateral strike slip fault is passing from background hills seen in the photograph. A point of interest here is a feature which is closely related to Paleoseismic activity (fig. 6.f.). Another important Neotectonics feature found along south flowing stream near eastern Mundhan anticline following NE-SW trending strike slip fault. The activeness of fault and nature of strike slip fault is reflected into the tectono-erosional strath system developed here at the site. The strath across the river indicates several hydrodynamic episodes; T4 being the oldest while T1 is the youngest (fig. 6.g & h).

Result and Discussion:

Based on the field observations and map based Morphotectonic studies following points are summarized for the Neotectonic and Paleoseismic signatures of Guneri and Mundhan structural domes along Kachchh Mainland Fault. 213 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 The domes are the results of crustal shortening during the post Mesozoic compression at tectonics and reactivation of Kachchh Mainland Fault. The beds are mostly vertical as we approach to the fault plane (Biswas 1971).  In the present area of study near Guneri village Kachchh Mainland Fault is exposed near the structural dome. Along the Kachchh Mainland Fault Pliocene sediments are found to be faulted in vertical manner indicating reactivation of Kachchh Mainland Fault in Quaternary period.  In the area of study, several tectono-geomorphic features were observed which are the area dominantly along Kachchh Mainland Fault and associated transverse fault.  The landscape consisting of youthful features indicate Neotectonic activity along Kachchh Mainland Fault. These are further supported by several geomorphic markers which are associated with strike slip faults.  An unusual meandering of second order streams in the entire drainage network along the study area of western Kachchh inferred to be related to reactivation of transverse strike slip fault as well as E-W trending master fault with parallel splay arrangement.  Generation of sag ponds and pressure ridges in the study area indicate Neotectonic and Paleoseismic activity  At the eastern fringe of Mundhan anticline nose, we observed the erosional strath surfaces along the bedrock river valley where elevation difference is attained by the oblique displacement accompanying the lateral strike slip offset of two blocks.  Prominent knick point generation near the meandering indicates two possibilities viz,  A lithological variation in country rock.  Reactivation of master E-W fault system as the knick point is trending E-W direction.  Massive rock fall at knick point indicates recent to sub-recent rupture which is probably due to strong hydrodynamic or strong tectonic movements.  The presence of several Paleoseismic features like lumps in alluvial sediment cover against the scarps along KMF.  Slickenside found on the fault scarps suggests the strike slip movement of the fault.  The meandering in Bedrock river found along strike slip faulting flowing due north indicates effects of reactivation of E-W and transverse fault system.  The activeness of master fault and nature of strike slip fault is reflected in to the tectono- erosional straths.

References:

Biswas, S.K. (1971). Note on the Geology of Kachchh Quaternary. Jour. Geol. Min. Met. Soc. Ind., v. 43, pp. 223-236.

Biswas, S.K. and Despande, S.V. (1973). Mode of eruption of Deccan trap lavas with special reference to Kutch. Jour. Geol. Soc. India. v.14, pp. 134-141.

Biswas, S.K. (1974). Landscape of Kachchh – A morphotectonic analysis. Ind. Jour. Earth Sci., v. 1(2), pp. 177-190. 214 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Biswas, S. K. (1977). Mesozoic rock-stratigraphy of Kutch, Gujarat. Quat. Jour. Geol. Min. Met. Soc. Ind., v. 49, pp. 1-52.

Biswas, S.K. (1980). Structure of Kachchh – Kathiawar region, Western India. Proc. 3rd Ind. Geol. Cong., Poona, pp. 255-272.

Biswas, S.K. (1981). Basin framework, palaeoenvironment and depositional history of the Mesozoic sediments of Kachchh, Western India. Quart. Jour. Geol. Min. Met. Soc. Ind., v. 53, pp. 56-85.

Biswas, S. K. (1982). Rift basins in western margin of India and their hydrocarbon prospects with special reference to Kutch basin. Bull. Amer. Assoc. Petr. Geo., v. 66, pp. 1467- 1513.

Biswas, S. K. (1987). Regional tectonic framework, structure and evolution of the western marginal basins of India. Tectonophysics, 135, pp. 307–327.

Biswas, S. K. (1993). Geology of Kachchh. K.D.M.Institute of Petroleum Exploration, Dehradun, pp. 450

Biswas, S. K., (2005). A review of structure and tectonics of Kutch basin, western India, with special reference to earthquake. Current Science, v. 88(10) pp.1592-1600.

Mayer, L. (1986). Tectonic geomorphology of escarpments and mountain fronts. Active tectonics (Ed. Wallace, R, E.) pp.125-135.

McCalpin, J. P. (Ed.) (1996). Paleoseismology. Academic Press, New York, pp. 588.

McCalpin, J. P. and Thakkar, M. G. (2003). 2001 Bhuj-Kachchh earthquake: Surface faulting and its relation with neotectonics and regional structures, Gujarat, Western India. Ann. Geophys., 46, pp. 937– 956.

McCalpin, J. P., Forman, S. L. and Lowe, M. (1994). Reevaluation of Holocene faulting at the Kaysville site, Weber segment of Wasatch fault zone, Utah. Tectonics, 13, pp. 1- 16.

Thakkar, M.G., Maurya D.M., Raj, R. and Chamyal, L.S. (1999). Quaternary tectonic history and terrain evolution of the area around Bhuj, Mainalnd Kachchh, western India. Jour. Geol. Soc. of Ind., v. 53, pp. 601-610

Thakkar, M.G., Maurya, D.M., Rachna Raj and Chamyal, L.S. (2001). Morphotectonic analysis of Khari River Basin of Mainland Kachchh: Evidence for Neotectonic activity along transverse fault. Bull. Ind. Geol. Assoc. Structure and Tectionics of Indian Plate, Chandigarh, pp. 205-220. Valdiya, K.S. (1976). Himalayan transverse faults and folds and their parallelism with subsurface structures of north Indian plains. Tectonophysics, v.32, pp. 353-386. 215 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Merh, S.S. and Patel, P.P. (1988). Quaternary Geology and geomorphology of the Rann of Kutch. Eds. M.P. Patel & N. D. Desai Proc. National Seminar on Recent Quaternary Studies in India., pp. 377-391.

216 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

USE OF MARBLE POWDER AND FLY ASH IN SELF COMPACTING CONCRETE- A REVIEW Kishan P Pala1, Krunal J Dhandha2, Paresh N Nimodiya3 1Student of M.E., Civil Engineering Department, Darshan Institute of Engineering & Technology, Rajkot, Gujarat ,India,Mo-98244 69256 2Assistant Professor, Civil Engineering Department, Darshan Institute of Engineering & Technology, Rajkot, Gujarat, India, Mo-82641 43251 2Assistant Professor, Applied Mechanics Department, Government Engineering College, Chandkheda, Gandhinagar, Gujarat, India, Mo-94284 16156 ABSTRACT In Recent years, Self Compacting Concrete (SCC) has gained a wide use for placement in congested reinforcement concrete structures where casting condition are difficult and in high rise buildings where pump ability properties are required. SCC used where, Fresh property of concrete required as a high fluidity and good cohesiveness. The project can lead to use of marble powder as a industrial waste and Fly ash as a pozzolana material. The established benefits substitution marble powder and fly ash by cement to make concrete such as economic, saving landfill, Reduce CO2 emission by the use of less cement. The amount of marble powder as a waste material is significantly of increasing. Therefore the utilization of marble powder in Self compacting concrete as filler material, The main objective of study is the behavior of SCC with marble powder and fly ash and understand the effect on fresh property, Harden property and Durability and also investigate the compatibility of marble powders in SCC along with chemical admixture such as super plasticizers and also Considerable enhancement in fluidity, hardened property and Durability of SCC by substitution of cement by Marble powder and Fly ash.

KEYWORDS – Fly ash , Fresh and Harden property, Marble Powder, SCC 1. INTRODUCTION SCC has been considered as a great development in construction since its first developed in japan. The high fluidity is main property of SCC so that it can be placed under its self-Weight without vibration. In order to obtain SCC of high flowability without segregation or bleeding during the transportation or placing, the use of high powder content, super plasticizers and viscosity modifying admixtures seems a good solution. However, the cost of such concrete is significantly higher. The use of mineral additives such as silica fumes (SFs), Fly ash (FA) and ground granulated blast-furnace slag (GGBFS) could reduce material cost and enhance the self-compatibility. Several studies have shown that natural pozzolana have been widely used as a substitute for Portland cement in many applications because of its advantageous properties which include cost-reduction, reduction in heat evolution, decreased permeability and increased chemical resistance. Marble powder (MP) which is an inert material obtained as an industrial by-product during sawing, shaping, and polishing of marble has also successfully been used as an addition in SCC . Marble powder used as mineral addition of cement is reported to improve some properties of fresh and hardened self-compacting concrete (SCC). 217 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2. LITERATURE SURVEY

2.1 Okamura and Ozava developed slump flow, Funnel flow, L box and U box test apparatus for Passing ability and filling ability and Okamura , Hajime they are explain Self compacting concrete performance to achieve high strength during its harden.

2.2 A.S.E. Belaidi1 and L.Azzouz2 was investigated examine the effect of substitution of cement with natural pozzolana and marble powder on the rheological and mechanical properties of self-compacting mortar (SCM) and self -compacting concrete (SCC). Ordinary Portland Cement (OPC) was partially replaced by different percentages of pozzolana and marble powder (10–40%). The results indicate an improvement in the workability of SCC with the use of pozzolana and marble powder.

2.3 Ilker Bekir Topçu1, Turhan Bilir2 was presented that MP has replaced binder of SCC at certain significantly increase. After then, slump-flow test, L-box test and V- funnel test are conducted on fresh concrete . The effect of waste MP usage as filler material on capillarity properties of SCC is also investigated. According to the test results, Increase flowability with increase MP in Self compacting concrete.

3. CONSTITUTE MATERIAL

3.1 Cement: Cement can be defined as material having adhesive and cohesive properties which make it capable of bonding material fragments into a compact mass. Cement is the most important ingredient in concrete. Different brands of cement have been found to possess different strength development characteristics and rheological behavior due to the variations in the compound composition and fineness. For the present investigation, ordinary Portland cement (chettinad) of 53 grade conforming to IS 12269-1987 was used.

3.2 Course Aggregate: The coarse aggregate used in the investigation is crushed stone aggregate passing through 16mm sieve. The aggregate occupy 70%-80% of the total volume normal concrete. But self-compacting concrete have only 50% of total volume of concrete. Coarse aggregate shall comply with the requirement of IS 383.

3.3 Fine Aggregate: The fine aggregate used in the investigation is clean river sand and conforming to zone II. The sand was first sieved through 4.75mm sieve to remove any particles greater than 4.75mm. Fine aggregates shall conform to the required of IS 383.

3.4 Admixtures: The most important admixtures are the super plasticizers (high range water reducers), used with a water reduction greater than 20%.Admixture conforming to IS 9103.

3.5 Mixing Water: Water conforming to Standards should be used in SCC mixes. Where recycled water, recovered from processes in the concrete industry, is used but should conform the specifications.

218 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

3.6 Fly Ash: Fly ash is a fine inorganic material with pozzolanic properties, which can be added to SCC to improve its properties. However the dimensional stability may be affected and should be checked. Fly ash conforming to IS 3812.

3.7 Marble Powder: The advancement of concrete technology can reduce the consumption of natural resource and energy source and lessen the burden of pollution on environment .Presently Large amounts of marble dust are generated in natural stone processing plants with an important impact on environment and humans. This project describes the feasibility of using the marble dust in concrete production as partial replacement of cement. In INDIA, the marble and granite stone processing is one of the most thriving industry the effects if varying marble dust content on the physical and mechanical properties of fresh and hardened concrete have been investigated.

4. FRESH PROPERTY OF SCC

The following properties are defined in accordance with the EFNARC guidelines which are acceptable worldwide:

4.1 Filling ability: The ability of SCC to flow into and fill completely all spaces within the formwork, under its own weight. Filling ability is generally measured by slump flow (Fig .4a) or V-Funnel test (Fig .4b). As per EFNARC guideline, Flow must be varies from 650 to 800mm and Time required to empty V Funnel must be varies 6 sec to 12 sec.

4.2 Passing ability: The ability of SCC to flow through tight openings such as spaces between steel reinforcing bars without segregation or blocking. It is normally

measured by U-box (Fig. 4c). As per EFNARC guideline, H2/H1 must be varies from 0.80 to 1.0.

4.3 Segregation resistance: The ability of SCC to remain homogeneous in composition 4.4 during transport and placing Figure 4a: Slump flow test Figure 4b: V Funnel test Figure 4c: U- Box

test

219 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

5. HARDEN PROPERTY OF SCC

Compressive Strength is the average of at least three standard cured strength specimens made from the same concrete sample and tested at the same age. In most cases strength requirements for concrete are at an age of 28 days of curing. The concrete cubes, after 28 days were tested for their compressive strength in the following manner. After cleaning of bearing surface of compression testing machine

Split Tensile Strength is consists of applying a diametric compressive force along the length of a cylindrical specimen. This loading induces tensile stresses on the plane containing the applied load. Tensile failure occurs rather than compressive failure. Plywood strips are used so that the load is applied uniformly.

A beam test is found dependable to measure flexural strength properties of concrete and same is applied for Self Compacting concrete (SCC). In the test comparison is made between Ordinary Cement Concrete (OCC) and Self Compacting concrete (SCC) by taking the same size of beam 10x10x50cm. Test specimens of Self Compacting concrete (SCC) and Ordinary Cement Concrete beam.it was cured into water for 28 days and then tested it.

6. MIX DESIGN

An example of a procedure for efficiently designing SCC mixes is shown below. It is based on a method developed by Okamura. The following key parameters are to be assumed for SCC: 1. Designation of desired air content (mostly 2 %) 2. Determination of coarse aggregate volume 3. Determination of sand content 4. Design of paste composition 5. Determination of optimum water: powder ratio and super plasticizers dosage in mortar 6. Finally the concrete properties are assessed by standard tests.

6. SUMMARY AND OBSERVATIONS

1. The elimination of vibrating equipment improves the environment used into a Self compacting concrete composition.

2. SCC is favourably suitable especially in highly reinforced concrete like bridge decks or abutments, tunnel linings or tubing segments, where it is difficult to vibrate the concrete, or even for normal engineering structure.

3. The improved construction practice and performance, combine with the health and safety benefit, Make SCC a very attractive solution for both precast and civil engineering construction. Based on these facts it can be concluded that SCC will have a bright future.

220 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

4. Fly ash can replaced a significant part of the necessary filler when used into Self compacting concrete composition.

5. The use of Marble powder substitution by binder of Self compacting concrete to reduce cost of concrete and Utilization of industrial waste.

6. In SCC, there is no Negative effect with use of marble powder substitution by cement and MP is compatible with cement and pozzolana material.

7. The increase of Marble powder in SCC increase slump flow and decreases both T50 test time and V –funnel time.

8. In Hardened property such as Compressive strength, Flexural strength and Split tensile strength would be taken into account is decrease with increase with Marble powder.

9. The use of Fly ash increase workability and Durability of Self compacting concrete.

10. Industrial waste (MP) substitute by cement, there will be decrease use of cement

result will be Reduce CO2 emission.

7. ACKNOWLEDGEMENTS

I would like to thank to External guide Prof. P. N. Nimodiya & Faculty Guide Prof. K. J. Dhandha for providing a vision about the dissertation. I have been greatly benefited from the regular critical reviews and inspiration throughout my work. I would also like to thank my Professors for their unfailing cooperation and sparing their valuable time to assist me in my work. I have developed not only technical skills but also learned all those qualities required to become a good professional engineer. My Special appreciation goes to Bhagirath Parmar and my Parents, my sister and my friend whose love and care have brought me to this level.

References

Ambuja Technical Literature Series No.20 Slump Test, No.24 Durability of Concrete, No.31 Admixtures- Plasticizers, No. 47 Concrete for the Next Millennium, No.50 Concrete Is 9000 Years Old, No.130 Sustainability-Challenges and Solution.

A.S.E. Belaidi, L.Azzouz, S.Kenai ― Effect of natural pozzolana and marble powder on the properties of self –compacting concrete ‘‘Construction and building material, March 31 2012.

Bouzini Tayeb , Bederina Madani and Lohara mohmad, ― Effect of marble powder on the properties of Self compacting concrete‘Construction and building material, May 2011.

221 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Domone PLJ. 2006a. Mortar tests for material selection and mix design of SCC, Concrete International.

Domone PLJ. 2006b. Self-compacting concrete: An analysis of 11 years of case studies. Cement and Concrete Composites 28(2):197-208.

Domone PLJ. 2007. A review of the hardened mechanical properties of self compacting concrete. Cement and Concrete Composites 29(1):1-12

Dhiyaneshwaran, Ramanathan , Basker and Venkatasubramani, ― Study on durability characteristics of Self compacting concrete with Fly as‘‘, Jordan journal of civil engineering ,March 2013.

EFNARC. 2002. Specification and guidelines for self-compacting concrete. European Federation of Producers and Applicators of Specialist Products for Structures.

Ilker Bekir, Turhan bili, ― Effect of waste marble dust content as filler on properties of Self compacting concrete‘‘ Consruction and building materials ,Oct 2008.

IS: 456-2000 Plain and reinforced Concrete-Code of Practice, Fourth Revision, and July- 2010, BIS, New Delhi.

11IS: 10262-1982 Recommended Guidelines for Concrete Mix Design, Fifth Reprint, and March-1998, BIS, New Delhi

IS: 10262-2009, ―Concrete Mix Proportioning Guidelines‖, First Revision, July-2009, BIS, New Delhi

IS: 516-1959, ―Methods of Tests for Strength of Concrete‖, Edition 1.2, Reprint-1999, BIS, New Delhi.

IS 1199 (1959): Methods of sampling and analysis of concrete [CED 2: Cement and Concrete]

Japan Society of Civil Engineers. 1998. Recommendation for construction of self-compacting concrete. 417-437.

Krishna Murthy, Narasihna Rao A V, Ramma Reddy I Vand, Vijay Sekhar Reddy M ―Mix design procedure for self compacting concrete‖ IOSR Journals of Engineering 2(9), 2012, 33-41.

M. S. Shetty,‖ Concrete Technology‖ (Theory and Practice), S.Chand & Company Limited, New Delhi, Seventh Edition, July-2012.

N R Gaywala, D B Raijiwala, ―Self compacting concrete: A concrete of next decade‖ Journal of Engineering Research & Studies. 2(4) 2011, 213-218.

222 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Okamura H, Ozawa K. 1994. Self-compactable high performance concrete in Japan. In International Workshop on High-performance Concrete. 1-16.

Okamura H, Ouchi M. 2003b. Self-compacting concrete. Journal of Advanced Concrete Technology 1(1):5-15.

Okamura H, Ozawa K. 1995. Mix design for self-compacting concrete. Concrete Library of Japanese Society of Civil Engineers 25(6):107-120.

Sandeep Dhiman, Arvind Dewangan, Er. Lakhan Nagpal, Sumit Kumar ―Permeability behavior of Self compacting concrete‖ IJITEE 2(6) 2013, 105-106.

223 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

PARAMETRIC STUDY ON SELF COMPACTING CONCRETE BY USING VISCOSITY MODIFYING AGENT AS A “XANTHAN GUM”

Vijay Panchani[1], Prof. Y.V.Akbari[2]

Structure engineering Dept., Darshan institute of engineering and technology, Rajkot, India [1] Structure engineering Dept., Darshan institute of engineering and technology, Rajkot, India [2] Contact:- [email protected]/ Mo. +91 94086 46756 ABSTRACT This paper presents an experimental investigation on the effect of fresh and hardens properties of SCC while using xanthan gum as VMA. Using new generation chemical admixture makes it possible to produce self-compacting concrete (SCC). However, avoid segregation and bleeding of concrete, either fine material content should be increased, or a viscosity modifying agent (VMA) should be used. In this study modifying fresh properties of self-compacting concrete with optimum dosage of Xanthan gum. Slum flow, V-funnel, U- box, L-box, J-ring tests were conducted to determined fresh properties of SCC. Compressive, Tensile, Flexure tests were conducted to determine harden properties of SCC. To camper results of fresh and harden properties of SCC conventional or SCC with xanthan gum.

KEYWORDS – Chemical Addmixter, Fresh And Harden Properties, Slump Flow, Viscosity Modifying Agent (Vma), Xanthan Gum,

INTRODUCTION

The Self Compacting Concrete is an innovative concrete that does not require vibration for placing and compaction. The SCC was first developed in Japan to improve the reliability and uniformity of concrete in 1988 (Okamura, 1999). It is able to flow under its own weight, completely filling formwork and achieving full compaction, even in the presence of congested reinforcement. It Reduced equipment costs as no vibration are required. It reduced manpower (example- against 150 nos. For normal concreting, 50 nos. For SCC were used in one of the sites.).SCC has two main properties- high flow ability and high segregation resistance the objective of this research is to study the behavior of Xanthan gum as a local additive and to detect its effect on the fresh and harden properties of concrete mixes. This was achieved by designing and preparing mixes by adding different ratios of Xanthan gum as percentages of cement content. Fresh properties- high flow ability is maintained primarily by utilizing a powerful high range water reducer. This may depend on polycarboxlate ether. Segregation tenancy of concrete due to using HRWR, either the fine material content or viscosity modifying agent are used. Xanthan gum is use as VMAs. Xanthan gum is obtain by aerobic fermentation

EXPIREMENTAL PROGRAMME In this work as attempt to study various properties of SCC. When Xanthan gum is additive by different proportions of cement. Gum is additive 0.0%, 0.5%, 1.0%, 1.5%, 2.0%, 2.5%, and 3.0% of cement. The following steps are includes in this phase- 224 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

I. Materials II. Design of concrete mix III. Mixing of concrete IV. Fresh properties of concrete V. Harden properties of concrete VI. Observation and results

I. MATRIALS –

1 Cement and fly ash - Ordinary Portland cement 53 grads (ultratech), fly ash ‗c‘ class were used in production of Self-compacting concrete. 2 Course and Fine Aggregate – Natural cruse stone maximum size of 12.5 mm down and retained at 10 mm and Zone –I sand (bhogavo) used in production of Self-compacting concrete. 3 Admixture – A polycarboxylate based super plasticizer BAFS GLENIUM SKY 8784 ratio 1.5 % of cement binder and polysaccharides based Xanthan gum as viscosity modifying agent variation of 0-3% of cement binder.

II. DESIGEN OF CONCRETE MIX –

As the development of SCC started since long no codes and standards are available for SCC particularly in India. SCC is a one type of trial and error method. After 13 to 14 trials decide final proportion. Total powder content for two different grads M-25 and M-40 grads 500 kg/m3 and 600kg/m3.

Sr. content volume(kg)/ M- volume(kg)/ M-40 No 25

1 cement opc 53 grad ultratech 340 410

2 fly ash 'c' class (Gandhinager) 160 190

3 aggregate 12.5mm passing -10mm retrain 810 840

4 sand (Bhogavo) 795 815

5 water 180lit. 195lit.

6 super plasticizer (BAFS GLENIUM SKY 7.5lit. 9.0lit. 8784)

7 xanthan gum (Variation in 0.5% - 7 Batch) 0-3% 0-3%

III. MIXING OF CONCRETE.

The coarse and fine aggregates with sufficient water to wet the aggregate and mixed for 30 seconds in a pan-type mixer. The cement, fly ash and xanthan gum were added together with

225 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

70% of the mixing water and mixed for further 2 minutes. Finally the remaining water mixed with super plasticiser was added and the mixing was continued for one minute. Then the mixing was halted for 2 minutes and the mixing was continued for another two minutes.

IV. FRESH PROPERTIES OF CONCRETE.

Slum flow test: - The basic equipment used is same as for the conventional Slump test, the diameter of the spread of the sample is measured, i.e. a horizontal distance is measured as against the vertical slump measured in the conventional test. While measuring the diameter of the spread, the time that the sample takes to reach a diameter of 500 mm (T ) is also 50 measured. The Slump Flow test gives an indication about the filling ability of SCC.

L-box test: - The L-box test method uses a test apparatus comprising a vertical section and a horizontal trough into which the concrete is allowed to flow on the release of a trap door from the vertical section passing through reinforcing bars placed at the intersection of the two areas of the apparatus (Figure 2). The height of the concrete at the end of the horizontal section (H2) and that remaining in the vertical section (H1) is measured and ratio H2/H1 is defined as blocking ratio. The L-box test gives an indication as to the filling ability and passing ability.

V-funnel test: - The equipment consists of a V-shaped funnel (Figure 3). The funnel is filled with the concrete and the time taken by it to flow through the funnel is measured. This test gives account of the filling capacity (flowing ability) of SCC.

U-box test: - A test involving a U-shaped filling apparatus composed of two separate chambers used to measure the filling and passing ability of SCC. The concrete is held in one side of the U, and then a gate is opened allowing the SCC to pass through a reinforcing bar screen to the other side. The characteristics of SCC are assessed by comparing the height of the mixture on one side of the U (h1) to the height on the opposite side of the U (h2).

J-ring test: - A test used to determine the passing ability of SCC, in which a ring containing vertical reinforcing bars surrounds the slump cone during the slump flow test. The degree to which the passage of concrete through the bars of the J-Ring apparatus is restricted indicates passing ability.

226 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

V. HARDEN PROPERTIES OF CONCRETE.

Compressive Strength Test: - A test result is the average of at least three standard-cured strength specimens made from the same concrete sample and tested at the same age. In most cases strength requirements for concrete are at an age of 28 days of curing. The concrete cubes, after 28 days were tested for their compressive strength in the following manner. After cleaning of bearing surface of compression testing machine, the axis of the specimen was carefully aligned with the center of thrust of the plate The compressive stress calculated in Kg/cm2 from the maximum load sustained by the cube before failure.

Split Tensile Strength Test: - This method consists of applying a diametric compressive force along the length of a cylindrical specimen. This loading induces tensile stresses on the plane containing the applied load. A diametric compressive load is then applied along the length of the cylinder until it fails because PCC is much weaker in tension than compression, the cylinder will typically fail due to horizontal tension and not vertical compression. Normally concrete cylinders, after 28 days of curing in water were tested for their tensile strength in the following manner.

Flexural Strength Test:-Concrete as we know is relatively strong in compression and weak in tension. In the test size of beam 10x10x50cm. Test specimens of Self Compacting concrete (SCC) .it was cured into water for 28 days and then tested in SSD condition. The bearing surfaces of the supporting and loading rollers are wiped clean, and any loose sand or other material removed from the surfaces of the specimen where they are to make contact with the rollers (38 mm Dia.).The specimen is then placed in the machine in such a manner that the load is applied to the uppermost surface as cast in the mould along two lines spaced at 13.3 cm apart (Two Point Method). The load is applied without sock and increasing continuously at a rate such that the extreme fiber stress increases at a rate of 180 kg/ min. The load is increased until the specimen fails, and the maximum load applied to the specimen during the test is recorded.

227 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

OBSEVATION AND RESULTS

Table 1: - Fresh and Harden properties of M-25 grad concrete

Sr.No Xanthan Fresh properties test Harden properties test . gum variation slump slump V- L-box U- J- Comp. Flexure Tensile flow T50 funne (h2/h1 BOX ring Strength strength strength (mm) (sec.) l ) (h2- (mm) (sec.) h1) 7 28 (mm) days days

600-750 <6 sec. 8-12 0.8- <30 <5 28 days 28 days sec. 1.0 mm mm

1 0.00% 610 5.50 11.56 0.88 25.00 3.00 24.80 35.55 3.82 4.00

2 0.50% 620 5.24 11.18 0.92 19.00 2.00 24.12 34.80 3.70 3.88

3 1.00% 660 5.10 11.00 0.97 15.00 2.00 23.46 33.98 3.52 3.74

4 1.50% 630 5.32 11.35 1.02 22.00 3.00 22.56 32.54 3.24 3.62

5 2.00% 600 5.54 11.65 1.08 27.00 5.00 22.00 31.58 3.11 3.52

6 2.50% 580 5.84 12.00 1.12 32.00 6.00 21.15 30.66 3.00 3.40

7 3.00% 560 6.16 12.50 1.17 38.00 7.00 20.59 29.84 2.88 3.25

Table 2:- Fresh and Harden properties of M-40 grad concrete

Sr xantha Fresh properties test Harden properties test .N n gum o. variati slump slump V- L-box U- J-ring Comp. Flexure Tensile on flow T50 funne (L1/L BOX (mm) Strength strength strength (mm) (sec.) l 2) (mm) (sec.) 7 28 days days 600-750 <6 sec. 8-12 0.8- <30 28 days 28 days sec. 1.0 mm

1 0.00% 690 5.50 11.90 0.85 22.00 4.00 42.6 51.00 4.98 5.26 6

2 0.50% 705 5.30 11.40 0.89 18.00 3.00 41.6 49.95 4.70 5.10 2

3 1.00% 745 5.22 11.20 0.93 14.00 3.00 40.8 49.15 4.55 5.00

228 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

8

4 1.50% 710 5.46 11.50 0.98 19.00 5.00 39.1 47.00 4.22 4.85 2

5 2.00% 680 5.75 12.00 1.00 24.00 6.00 38.3 46.38 4.02 4.72 2

6 2.50% 645 6.00 12.35 1.04 30.00 7.00 37.4 45.78 3.95 4.57 2

CHART: - FRESH AND HARDEN PROPERTIES OF CONCRETE

229 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

230 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

CONCLUSIONS

Experimental studies were performed on 14-trail batch of SCC, in this paper; the following conclusion can be drawn based on the experimental result reported.

1. It is possible in SCC to obtain minimum slump-flow 600mm using binder contents 500kg and 570kg together with polysaccharide base VMAs such as xanthan gum.

2. Addition of Xanthan gum prevents segregation and bleeding of SCC. Improved in fresh properties with 1% of Xanthan gum.

3. Using xanthan gum 1% of cement binder, it should improve fresh properties like as Slump-flow, V-funnel, L-box, U-box and J-ring compared to conventional SCC.

4. Optimum dosage of xanthan gum for M-25 and M-40 grade concrete is 1%. With the addition of optimum dosage in SCC Maximum Values of Fresh properties are achieved.

5. The compressive strength of SCC M-25 decreases by 17% on addition of 3% of Xanthan gum. While for M-40 it decreases by 14%.

6. The flexure strength of SCC M-25 and M-40 decreases by 24% on addition of 3% of Xanthan gum.

7. The Tensile strength of SCC M-25 and M-40 decreases by 18% on addition of 3% of Xanthan gum.

8. Cost of SCC with xanthan gum will be high as compared to the normal SCC.

References

Ibrahim E.Isik (2013)‖ utilization of polysaccharides as VMA in SCC‖, construction and building materials 72 pgno.239-247.

N R Gadwalls and D B Raijiwala (2011), “self-compaction concrete: concrete is next decant” Journal of Engineering Research and Studies Vol. II/ Issue IV.

Umar and Al-tamini (2011) ―influence of viscosity modifying admixture on properties of SCC produced using locally supplied materials in Bahrain”, Jordan journal of civil engineering/vom.5/no.1.

EFNARC(2005), ―The European Guidelines for Self-Compacting Concrete Specification, Production and Use‖, See http:// www.efca.info/html/publications.html

M. S. Shetty, “Concrete technology‖, Dhanpatray Publication

231 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

“EMERY” THE INDUSTRIAL WASTE AS A SUPPLEMENTARY CEMENTITIOUS MATERIAL IN SELF COMPACTING CONCRETE- A REVIEW

Chetan V Borad1, Krunal J Dhandha2, B.G.Buddhdev3, M.D.Kakkad4 1Student of M.E., Civil Engineering Department, Darshan Institute of Engineering & Technology, Rajkot, Gujarat ,India 2Assistant Professor, Civil Engineering Department, Darshan Institute of Engineering & Technology, Rajkot, Gujarat, India M: 08264143251 3 Lecturer, Civil Engineering Department, Government Polytechnic, Bhuj (Kutch), Gujarat, India M: 094277 31921 4Assistant Engineer, Gujarat Housing Board, Rajkot, Gujarat, India M: 09099996576 ABSTRACT Self compacting concrete (SCC) is a flowing concrete mixture that is able to consolidate under its own weight. The highly fluid nature of SCC makes it suitable for placing in difficult conditions and in sections with congested reinforcement. Knowing this, it is implied that the industry can save many working hours by reducing the need for people vibrating the fresh concrete to compact it, when there is no need for compacting, the quality assurance of the vibrating as an uncertain factor, regarding the final results of the concrete. SCC generally has a higher powder content then Normal Vibrated Concrete (NVC) and thus it is necessary to replace some of the cement by cementitious material to achieve workable, durable and economical concrete. The benefit of using ‗Emery‘ as a supplementary material in SCC leads to many technical advantages. Mix design methods, tests, target properties and constituents materials were selected. The result shows that for constant filling ability of the SCC, replacement of cement requires an increase in water/powder ratio and a reduction in superplasticiser dosage. The project can lead to the use of Eamry in SCC, thus saving landfill and reduce CO2 emission by the use of less cement. An attempt has been made to study the behaviour of SCC with Emery as SCM and understands the effect of the mineral admixtures on fresh & hardened properties of SCC. The paper has investigated the compatibility of above emery powders in SCC along with chemical admixture such as super plasticizers. Result has indicative of enhancement in self compact ability & hardened strength of SCC by replacement of cement by emery.

KEYWORDS – SCC, SCM, NVC, Superplasticisers, Emery 1. INTRODUCTION In general, a newly placed concrete is compacted by vibrating equipment to remove the entrapped air, thus making it dense and homogeneous; this is referred to as normally vibrated concrete (NVC) in this paper. Compaction is the key to producing good concrete with optimum strength and durability. However, in Japan in the early 1980‘s, because of the increasing reinforcement volumes with smaller bar diameters and a reduction in skilled construction workers, full compaction was difficult to obtain or judge, leading to poor quality concrete. Professor Okamura therefore proposed a concept for a design of concrete independent of the need for compaction. Ozawa and Maekawa produced the first prototype of

232 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

SCC at the University of Tokyo in 1988. Since that time SCC has gone from a laboratory novelty to practical applications all over the world. The increasing numbers of papers published every year that deal with all aspects of SCC, e.g. mix design, rheological and physical properties and applications in practice indicate research on this technology is thriving. Compared to NVC, SCC possesses enhanced qualities, and its use improves productivity and working condition. Because compaction is eliminated, the internal segregation between solid particles and the surrounding liquid is avoided which results in less porous transition zones between paste and aggregate and a more even colour of the concrete. Improved strength, durability and finish of SCC can therefore be anticipated. For much concrete construction, the structural performance is improved by increasing reinforcement volumes, limiting cracking by using smaller bar diameters and using complex formwork, all of which increase the difficulty of compaction. SCC meets the above developments by making casting homogeneous concrete in congested structures possible; it also improves efficiency and effectiveness on site by reducing the construction time and labour cost. SCC also improves the workplace environment by reducing noise pollution and eliminating the health problems related to the use of vibration equipment such as ‗white fingers‘ and deafness. SCC is therefore called ‗the quiet revolution in concrete construction‘. As a result, the precast concrete products industry has become the biggest user of SCC in Europe.

2. What is SCM? In its most basic form, concrete is a mixture of Portland cement, sand, coarse aggregate and water. The principal cementitious material in concrete is Portland cement. Today, most concrete mixtures contain supplementary cementitious materials that make up a portion of the cementitious component in concrete. These materials are generally by products from other processes or natural materials. They may or may not be further processed for use in concrete. Some of these materials are called pozzolans, which by themselves do not have any cementitious properties, but when used with Portland cement, react to form cementitious compounds. Other materials, such as slag, do exhibit cementitious properties. For use in concrete, supplementary cementitious materials, sometimes referred to as mineral admixtures, need to meet requirements of established standards. They may be used individually or in combination in concrete. They may be added to the concrete mixture as blended cement or as separately batched ingredient at the ready mixed concrete plant. Generally SCC is more costly about 4%, than the normal vibrated concrete. For the same to make SCC a convenient option SCMs are added to the mix as a cement replacement. Higher powder ratio in the SCC mix reduces the chances of segregation and bleeding. 2.1 Emery In Rajkot, there is huge amount of metal industries. This material is a by product of it. Generally it is obtained from scrape cutting units. The mechanical properties of emery are changes from material to material i.e. cast iron, mild steel and ion pigments.

Many researchers has put their priceless effort in the area of SCC with various kinds of SCMs and carried out the desired fresh as well as hardened properties. In this paper little efforts has been narrated in particular direction.

233 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

3. Requirements for SCC

The basic requirements of the fresh SCC are quite different then the NVC. SCC is a liquid particle suspension due to higher powder ratio and exhibits very different properties in the plastic state. The following properties are defined in accordance with the EFNARC guidelines which are acceptable worldwide:  Filling ability: Complete filling of concrete into the formwork and encapsulating of reinforcement. Filling ability is generally measured by slump flow (Fig.3a) or J-Ring test(Fig.3b). Depending on the situations and application it may varies from 600 to 750mm.  Passing ability: Congested reinforcement and narrow sections of formworks are main factors to reduce the passing ability of concrete. It is normally measured by L-

box(Fig.3c). According to the EFNARC guidelines SCC is comply with H2/H1= 0.80 to 1.0  Segregation resistance: It is mandatory to maintain the homogeneity of concrete mix throughout all the tasks i.e. mixing, during transportation as well as during casting. The dynamic stability refers to the resistance to segregation during placement and the static stability refers to resistance to bleeding, segregation and surface settlement after casting.

Figure.3a slump flow test Figure 3b L-box test Figure 3c V-funnel test apparatus

Self compacting concrete is a two phase particle suspension and is very fluid. So the challenge is to sustain its flowability of the suspension particles and to avoid the segregation during these two phases (solid and liquid). The main mechanism is to control the flowing ability and static as well as dynamic stability of SCC is related to the surface chemistry. Thus, development of SCC has been strongly development on surface active admixtures as well as particle packing properties.

Fresh SCC behaviour can‘t be fully analysed without understanding flow and deformation science. The placing, spreading, and pumping and compaction of any concrete depends only on its rheological properties. Rheology is now seriously taken into account by concrete users, rather than being seen as an area of specialized domain of cement science. The primary key parameters are yield stress and plastic viscosity. Although, rheological evaluations are

234 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

seriously considered by users, they are still primarily used for research not yet in any significant way as a tool in quality control and quality assurance. This is because of the higher cost of the equipment. Further development in this area will soon provide suitable equipment.

In material design generally for quality control and assurance the fresh properties are carried by well known methods like slump flow, V-funnel, L-box, U-box and J-Ring.

4. Hardened properties of SCC

Composition of materials for SCC differs from the composition of materials for NVC. In SCC usually more content of sand, and the binder content is very high. Properly proportioned and executed SCC is generally more compact and less variable than same NVC. The fact is that there is only small difference between SCC and NVC. It is interesting to know that the SCC has higher paste and lower content of coarse aggregate due to this it does not show higher drying shrinkage characteristics that would be expected instead because of its reduced moisture content and denser microstructure, drying shrinkage is slightly lower than NVC. Improvement in hardened properties and durability characteristics of SCC are directly related to the reduced void ratio between particles.

For the safety reason it is generally accepted that hardened SCC properties are considered same as the normal vibrated concrete of the same water binder ratio.

5. Mix design

There are no specific provisions for mixing proportions of self compacting concrete in Indian standards. Many people have put so many efforts to describe such things among these few basic criteria are summarised for designing the mixture proportion of SCC:

In designing the SCC it is basic requirement to assume the relative proportion of the key parameters by volume rather than by mass. The following key parameters are to be assumed for SCC:

1. Air content by volume 2. Coarse aggregate content by volume should not be more than 29% 3. Paste content by volume 4. Binder content by weight 5. Replacement of cement by SCM by percentage by weight of binder 6. Water/binder ratio by weight 7. Volume of fine aggregate 8. Superplasticiser dosage by percentage of binder weight

235 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

6. Summary and Discussions

1. The use of powder additions helps to makes the SCC a green concrete. The SCMs have very pollution potential, which can be definitely reduced by its use in manufacturing in self compacting concrete.

2. SCC is advanced technology in recent times due to its greater quality than NVC, safe working environment and reduced manpower.

3. However the higher cost of SCC is main drawback for its wider acceptability and adoptions. The main key parameters for SCC are higher dosage of superplasticisers and higher cement content.

4. There are few limitations to use higher powder content and higher dosage of superplasticisers to get desired workability.

5. In case of fast track construction where it is desired to get early stage strength in such conditions SCC is best alternative with SCMs like emery.

6. SCC gives good finishing as compared to NVC without any external vibration as we know that.

7. ACKNOWLEDGEMENTS

I sincerely thank to my advisor Prof. K.M. Dhandha for his guidance, suggestions and continuous supports throughout my studies. I greatly appreciate all the support that he has been given to me. My profound thanks to Prof. B.G. Buddhdev, Lecturer Government Polytechnic Bhuj, for the assistance and help; he is my Co-Guide & mentor in my thesis work and also during my studies. My Special appreciation goes to Maulik Kakkad and my Parents, my sister and my friend whose love and care have brought me to this level. Their substantial encouragements and support have helped me to succeed in finishing my paper here.

References

A M Neville, ― Properties of Concrete‖, Pearson Education, Published in India By Dorling Kindersley India Private Limited, Fourth Edition, 2007

Appleby J, Thomson S. 2004. Analysis of the effect of varying dosages of superplasticizers and viscosity modifying agents on SCC mortars. Department of Civil, Environmental and Geomatic Engineering, University College London. Aquino W, Lange DA, Olek J. 2001 Dec. The influence of metakaolin and silica fume on the chemistry of alkali-silica reaction products. Cement and Concrete Composites 23(6):485-493.

236 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Ambuja Technical Literature Series No.20 Slump Test, No.24 Durability of Concrete, No.31 Admixtures- Plasticizers, No. 47 Concrete for the Next Millennium, No.50 Concrete Is 9000 Years Old, No.130 Sustainability-Challenges and Solution.

Compacting Concrete. Skarendahl A, Petersson O, editors, RILEM Publications S.A.R.L, France. 3-14.

Domone PLJ. 2006a. Mortar tests for material selection and mix design of SCC. Concrete International.

Domone PLJ. 2006b. Self-compacting concrete: An analysis of 11 years of case studies. Cement and Concrete Composites 28(2):197-208.

Domone PLJ. 2007. A review of the hardened mechanical properties of self compacting concrete. Cement and Concrete Composites 29(1):1-12

EFNARC. 2002. Specification and guidelines for self-compacting concrete. European Federation of Producers and Applicators of Specialist Products for Structures.

IS: 456-2000 Plain and reinforced Concrete-Code of Practice, Fourth Revision, and July- 2010, BIS, New Delhi.

IS: 10262-1982 Recommended Guidelines for Concrete Mix Design, Fifth Reprint, and March-1998, BIS, New Delhi

IS: 10262-2009, ―Concrete Mix Proportioning Guidelines‖, First Revision, July-2009, BIS, New Delhi

IS: 516-1959, ―Methods of Tests for Strength of Concrete‖, Edition 1.2, Reprint-1999, BIS, New Delhi.

IS 1199 (1959): Methods of sampling and analysis of concrete [CED 2: Cement and Concrete] Japan Society of Civil Engineers. 1998. Recommendation for construction of self-compacting concrete. 417-437.

Krishna Murthy, Narasihna Rao A V, Ramma Reddy I Vand, Vijay Sekhar Reddy M ―Mix design procedure for self compacting concrete‖ IOSR Journals of Engineering 2(9), 2012, 33-41.

M. S. Shetty,‖ Concrete Technology‖ (Theory and Practice), S.Chand & Company Limited, New Delhi, Seventh Edition, July-2012.

M A Hossain, M H Rashid, M M Rahman and O U Laz ―Performane of concrete in presence of SCM‖ IJCEE-IJENS 11(4) 2011.

N R Gaywala, D B Raijiwala, ―Self compacting concrete: A concrete of next decade‖ Journal of Engineering Research & Studies. 2(4) 2011, 213-218.

237 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Okamura H, Ozawa K. 1994. Self-compactable high performance concrete in Japan. In International Workshop on High-performance Concrete. 1-16.

Okamura H, Ouchi M. 2003b. Self-compacting concrete. Journal of Advanced Concrete Technology 1(1):5-15.

Okamura H, Ozawa K. 1995. Mix design for self-compacting concrete. Concrete Library of Japanese Society of Civil Engineers 25(6):107-120.

Okamura H. 1997. Self-compacting high-performance concrete. Concrete International 19(7):50-54.

Okamura H, Maekawa K, Ozawa K. 1993. High performance concrete. Giho-do Press, Tokyo.

Okamura H, Ouchi M. 1999. Self-compacting concrete development, present use and future. In: The 1st International RILEM Symposium on Self-

Okamura H, Ouchi M. 2003a. Applications of self-compacting concrete in Japan. In: The 3rd International RILEM Symposium on Self-Compacting Concrete. Wallevik OH, Nielsson I, editors, RILEM Publications S.A.R.L., Bagneux, France. 3-5.

S. Sesha phani, Seshadri Sekhar T, Srinivasa Rao, Sravana, Sarika P,‖Studies on effect of Mineral admixtures on durability properties of high strength self compacting concrete‖,2(9), 98-104.

Sandeep Dhiman, Arvind Dewangan, Er. Lakhan Nagpal, Sumit Kumar ―Permeability behavior of Self compacting concrete‖ IJITEE 2(6) 2013, 105-106.

238 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

CONSERVATION OF RUNOFF WATER CAN BE BOON TO MANKIND

Mamta C Mistry1, S.P.Varandani2 , Haresh Solanki3

Lecturer, Civil, Tolani Polytechnic College, Adipur, Kutch, Gujarat, India Email.:[email protected] Lecturer, Civil, Tolani Polytechnic College, Adipur, Kutch, Gujarat, India Lecturer, Civil, Tolani Polytechnic College, Adipur, Kutch, Gujarat, India ABSTRACT: Nowadays water scarcity is worldwide issue and rain water is only the source available, rather unluckily there are no alternatives. Ironically, only a small portion of our planet's water is actually usable (approximate only 1% is stored for drinking purpose and more than 50% is lost due to runoff and other is lost in evaporation). Thus management becomes crucial once when we look at the global distribution of rainwater as most of rainwater is wasted, so implementing treatment of runoff water may become boon for mankind and may balance the ecosystem of environment which is disturbed due to overuse of groundwater. KEYWORDS: T.F.G.P, T.I.M.S, CDDM,TIC,T.A.C

I. INTRODUCTION The scarcity of water is a well-known fact as rainfall is the only source of water out of which more than 50% of rainfall is wasted as surface and sub-surface runoff .Human activity is largely responsible for the surface runoff. As water-abundant nations realize their supply is a valuable, limited resource, many tensions and even violence have, and continue to, rise; these tensions are seen on local, national, and international levels may cause to world war. In some cases, storm water is filtered by traps or wetlands but in most cases storm water flows untreated directly from our streets to our waterways, beaches or bays.

Litter, leaves, soil, cigarette butts, dog droppings, fertilizer, detergent, oil and grease from roadways get mixed into the storm water end up in polluting the water. In spite of higher average annual rainfall in India (1,170 mm, 46 inches) as compared to the global average (800 mm, 32 inches) it does not have sufficient water. Most of the rain falling on the surface tends to flow away rapidly, leaving very little for the recharge of groundwater. As a result, most parts of India experience lack of water even for domestic uses. Surface water sources fail to meet the rising demands of water supply in urban areas; groundwater reserves are being tapped and over-exploited resulting into decline in groundwater levels and deterioration of groundwater quality. This precarious situation needs to be rectified by immediately recharging the depleted aquifers. Hence, the need for implementation of measures to ensure that rain falling over a region is tapped as fully as possible through water harvesting, either by recharging it into the groundwater aquifers or storing it for direct use.

239 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

To maximize the use of rain water.

 To increase the level of ground water table and to increase fertility of barren land.  To maintain the hydrological balance.  To arrest ground water decline and augment ground water table  To beneficiate water quality in aquifers  To conserve surface water runoff during monsoon  To reduce soil erosion  To inculcate a culture of water conservation.

II Test Performed to Check Quality criteria for Domestic Water

Data collected from Tolani Institute of Management (TIMS), Tolani Institute of Commerce (TIC), Tolani Foundation Gandhidham Polytechnic (TFGP), Tolani Arts College (TAC), Costume design & drafting modeling (CDDM).

1) pH test : pH is used to express the intensity of the acidic or alkaline condition of a solution. It is a way of expressing the hydrogen ion concentration. The result obtained is discussed in below table Table 1. Results of pH value for selected sample

WATER SAMPLE READING BY PH PAPER READING BY PH INDICATOR

TIMS 6.0 6.5

TIC 5.0 7.0

TFGP 7.0 7.5

TAC 6.0 7.5

CDDM 6.0 7.5

2) HARDNESS TEST

The hardness of water is defined as the weight of dissolved impurities in mg/lit Equivalent to the weight of CaCO3 in mg/lit. Various range of water hardness is given as under. The permanent hardness can be removed or decreased by chemical treatment or by ionic exchange process. The chemical treatment of water depends upon specific Use of water and it requires knowing the types and amount of hardness. Test performed discussed below results

240 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table 2. Results of Hardness value for selected sample

SR.NO. SAMPLES RESULT

1 TIC 462 ppm

2 CDDM 462 ppm

3 TAC 396 ppm

4 T.F.G.P 320 ppm

5 T.I.M.S 426 ppm

Suggestions:  An underground tank can be provided at the lowest level.  A bore well can also provide below canal.  Natural filter bed (Sand, pebbles, stones, etc) can be placed near the tank also to existing canal provided  Water from rooftops of all buildings collected i.e. TIMS, TCAS, TFGP, TIC, BOYS HOSTEL & GIRLS HOSTEL can be collected by roof rain water harvesting method.  Existing water canals should be clean also bore can be dugout below canal  With the help of pumping system water can be pumped out so that maximum water can be stored during rainy season.  The net can be provided on the top of canal so that it is protected from rubbish or waste materials.  Proper collection system should be adopted

III. CONCLUSION  Scenario of rainfall is uncertain and irregular all over country so where there is excess can be cut-off by providing artificial recharging tank and supply to the area where there is deficiency result into ecosystem balance.  From the above performed test we can conclude that runoff water can be definitely used for domestic purpose by just passing water through filter made of Sand, pebbles, stones, etc which is economic as well adoptable.  From the literature it is noted that water logging is observed at the canal alignment so if bore well are dug below canal can resolve adverse effect due to water logging as well it increase the ground water level.  Also sea water intrusion is becoming a issue at coastal area so if the runoff water is stored in tank prior to sea can result into safety against sea water intrusion as water level is rise up in ground due to runoff water storage thus ground water recharge nowadays is a vital

241 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

requirement so if the runoff water is directly stored into the ground many problems are resolved around the world.  Also due to heavy rain it result into flooding so by pumping of water prior rain can show a good amount of rainwater infiltration into ground may result into less flooding as well as artificial ground water recharge  Last but not least this type of remedy is totally economical as it is prepared by local available material.

ACKNOWLEDGMENT The authors are thankfully acknowledged to Madam Anjana B Hazare, President Tolani Foundation Gandhidham Polytechnic, Principal Professor K. Venkateshwarlu and H.O.D Professor P.U.Kalyani for their support and encouragement also their motivational & infrastructural supports to carry out this research.

REFERENCES Alarm singh 1972,Modern Geo Technical engineering, jodhpur university

Das A, Datta B 1998b Development of management models for sustainable use of coastal aquifers. J. Irrig. Drainage Eng., Am. Soc. Civil Eng. 125: 112–121

Das A, Datta B 2000 Optimization based solution of density dependent seawater intrusion in coastal aquifers. J. Hydrol. Eng., Am. Soc. Civil Eng. 5: 82–89

P N Modi, Irrigation, water Resources & water Power Engg 2009, Standard book house, Delhi.

R. K Sharma,Hydrology & water Resources2011, Dhanpat Rai & sons

S.K.Garg, Hydrology & water resources Engg,2014 Khanna pub., Delhi

M.M.Joshi,1999 Soil engineering, B.E civil engeenering

Water shed management in India, J.V.S Moorthy,3 Dec 2010 Willey Eastern Ltd.

242 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

CRITICAL STUDY OF EFFECT OF FIRE ON COMPRESSIVE AND FLEXURAL STRENGTH OF PLAIN AND REINFORCED CONCRETE STRUCTURAL MEMBER 1Dipesh.L.Pindoriya, 2 Prof. A.V.Patil 1Assistant Professor, Civil Department, HJD Institute of Technical Education and Research, Kera-Kutch, 370430,Gujarat India. Email: [email protected] 2 Professor, Civil Department, Yeshwantrao Chavan College of Engineering An Autonomous Institution Affiliated to Rashtrasant Tukdoji Maharaj Nagpur University Nagpur,440001 India. Email:[email protected] ABSTRACT

Most of us in metropolitan cities invariably end up living in a high-rise apartment complex. Tier-2 cities too are not far behind, for a significant num ber of new developments are multi-storey apartment complexes. With habitat becoming increasingly dense, one needs to ask: ―Are the high -rise buildings that are the future of the urban landscape equipped to deal with emergencies?‖ One such emergency is fire, from which no structure, however well-built, is immune. This project work also covers an insight in to behavior of RCC structures like flexures of plain and reinforced concrete member in fire and the experimentation also been carried out to find out the critical effect of fire on flexural strength of plain and reinforced concrete beams. After heating, these specimen / samples were kept to cool at room temperature & some samples were quenched with water for rapid cooling and then tested for flexural strength. Simultaneously, theoretical investigation of various parameters in relation to fire was carried out. The experimental results show that the residual mechanical properties in reference to initial mechanical properties of reinforced high-strength concretes were similar to that of plain high-strength concrete. The risk of spilling for reinforced high- strength concrete was greater than that of plain high-strength concrete.

Keywords – aggregate, cement, and concrete.

1. Introduction

We are all aware of the damage that fire can cause in terms of loss of life and homes. A study of 16 industrialized nations (13 in Europe plus the USA, Canada and Japan) found that, in a typical year, the number of people killed by fires was 1 to 2 per 100,000 inhabitants and the total cost of fire damage amounted to 0.2% to 0.3% of GNP. UK statistics suggest that of the half a million fires per annum attended by fire- fighters, about one third occur in occupied buildings and these result in around 600 fatalities (almost all of which happen in dwellings). The loss of business resulting from fires in commercial and office buildings runs into millions of pounds each year. The extent of such damage depends on a number of factors such as building design and use, structural performance, fire extinguishing devices and evacuation procedures. 243 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Although fire safety standards are written with this express purpose, it is understandably the safety of people that assumes the greater importance. In buildings, HPC structural members are designed to satisfy the requirements of Serviceability and safety limit states. One of the major safety requirements in building design is the provision of appropriate fire safety measures for structural members. With development and application of high-performance concrete (HPC), understanding of its behavior when subjected to fire is needed to insure its safe application. The fire safety of RC structures largely depends on their fire resistance, which in turn depends on the combustibility and fire resistance of their main structural elements, i.e. beams and columns. As structure elements, beams are subject to flexural and shearing loads. The residual bending moment and shear force of fire-damaged concrete beams are important factors in determining the safety of the structure. 2. MATERIALS AND METHODS

2.1 Workability — each batch of concrete shall be tested for consistency immediately after mixing, by one of the methods described in IS: 1199-1959. Provided that care is taken to ensure that no water or other material is lost, the concrete used for the consistency tests may be remixed with the remainder of batch before making the test specimens. The period of re-mixing shall be as short as possible yet sufficient to produce a homogeneous mass.

2.2 Size of Test Specimens — Test specimens are as follows, 1) Cubical in shape shall be 150 x 150 x 150 mm. 2) Cubical in shape shall be 150 x150 x 700 mm If the largest nominal size of the aggregate does not exceed 20mm.

2.3 Weighing — the quantities of cement, each size of aggregate, and water for each batch shall be determined by weight, to an accuracy of 0.1 percent of the total weight of the batch.

2.4 Mixing Concrete — the concrete shall be mixed by hand, or preferably, in a laboratory batch mixer, in such a manner as to avoid loss of water or other materials. Each batch of concrete shall be of such a size as to leave about 30 percent excess after moulding the desired number of test specimens.

2.5 Sampling of Materials — Representative samples of the materials of concrete for use in the particular concrete construction work shall be obtained by careful sampling. Test samples of cement shall be made up of a small portion taken from each of a number of bags on the site. Test samples of aggregate shall be taken from larger lots by quartering.

244 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Result: 2.2 Plain Concrete (Normal& Sudden Cooling) Curing Exposure Modulus Of Rupture at varying Grade Period time temperature(N/mm2)

300 ⁰C 600 ⁰C 900 ⁰C

6.04/4.98 4.98/4.44 4.98/4.44 1 Hr 5.33 /4.44 5.16/3.69 5.87/3.76 M20 28day 6.40/5.87 5.69/3.91 3.91/3.56

Avg. 5.93/5.08 5.27/4.68 4.92/3.97

5.33/4.62 4.98/4.98 3.91/3.91

2 Hr 5.87/4.62 3.91/3.91 4.27/4.44

M20 28day 4.44/4.98 5.51/3.56 4.98/3.20

Avg. 4.92/4.74 4.74/4.15 4.38/3.85

2.3 R/f Concrete (Normal& Sudden Cooling) Curing Exposure Grade Flexural strength at varying temperature(N/mm2) Period time

300 ⁰C 600 ⁰C 900 ⁰C

9.78 / 8.95 9.24 / 8.53 8.89 / 8.00 1 Hr M20 28day 10.67 / 9.42 8.89 / 7.89 8.89 / 7.11

10.31/ 8.53 9.78 / 8.00 9.96 /7.11

Avg. 10.25 / 8.95 9.30 / 8.97 9.25 / 7.41

10.31 / 8.859 8.89 / 7.11 8.53 / 6.22

2 Hr 9.78 / 8.53 9.78 /8.00 8.00 / 6.22 M20 28day 9.24 / 8.53 9.24 /6.22 8.00 / 5.33

Avg. 9.78 / 8.65 9.30 /7.11 8.18 / 5.92

245 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

3. CONCLUSION

1. As temperature and exposure time increases the effect of fire on concrete increases.

2. Effect of fire can be observed on the surface of concrete in the form of deep cracks.

3. When temp. Increase from room temp. To 900 ⁰C the compressive strength reduces by 36.13% for normal cooling.

4. When temp. Increase from room temp. To 900 ⁰C the compressive strength reduces by 47.85% for sudden cooling.

5. When temp. Increase from room temp. To 900 ⁰C the modulus of rupture reduce by 41.83% for normal cooling. 6. When temp. Increase from room temp. To 900 ⁰C the modulus of rupture reduces by 48.87% for sudden cooling.

7. When temp. Increase from room temp. To 900 ⁰C the flexural strength of reinforced beam reduces by 25.16% for normal cooling.

8. When temp. Increase from room temp. To 900 ⁰C the flexural strength of reinforced beam reduces by 45.83% for sudden cooling.

9. Between 300-600⁰C strength loss starts, but reality only the first few centimeters of concrete exposed to a fire will get any hotter than this, and internally the temperature is well below this.

10. At 600⁰C dark brown color and at 800⁰C whitish color appears on the surface of cube.

3. REFERENCES Samir A. Al Mashhadi" Effect of Fire Flame Exposure on Flexural Behaviour and Shear Strength of Reinforced NSC and HPC Beams" The Iraqi Journal For Mechanical And Material Engineering, Special Issue (B).

Kang, Suk-Won" Analytical Method For The Behavior Of A Reinforced Concrete Flexural Member At Elevated Temperatures"

Second International Workshop « Structures in Fire » – Christchurch – March 2002

Rahul P. Chadha "Effect Of Fire on Flexural Strength Of Reinforced Concrete Beam" International Journal of Engineering Research & Technology (IJERT)

Joseph M. Plecnik, "Behavior of Epoxy Repaired Beams Under Fire" ASCE

Bruce Ellingwood" Flexure and Shear Behavior Of Concrete Beams During Fires” Journal of Structural Engineering, Vol. 117, No. 2, February, 1991. ©ASCE,. 246 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Dietmar Hosser," Experimental And Numerical Studies Of Composite Beams Exposed To Fire “Journal ofStructuralEngineering, Vol. 120, No. 10, October, 1994.

B. A.Izzuddin, "Failure of Lightly Reinforced Concrete Members under Fire” Journal of Structural Engineering © Asce / January 2004

A. Noumowé " High-Strength Self-Compacting Concrete Exposed to Fire Test” Journal Of Materials In Civil Engineering © Asce / November/December 2006 / 755

Richard Barnes ―Performance in Fire of Small-Scale CFRP Strengthened Concrete Beams ―Journal of Composites For Construction © Asce / November/December 2006 / 503

E. U. Chowdhury“Residual Behavior of Fire-Exposed Reinforced Concrete Beams Prestrengthened in Flexure with Fiber-Reinforced Polymer Sheets" Journal Of Composites For Construction © Asce / January/February 2008 / 61

N. K. Raut “Response of High-Strength Concrete Columns under Design Fire Exposure" Journal of Structural Engineering © Asce / January 2011 / 69n.

Ian W. Burgess “Behaviour Of Reinforced Concrete Structures In Fire “University of Sheffield, Sheffield,

Anand.N “The Effect Of Elevated Temperature On Concrete Materials “International Journal Of Civil And Structural Engineering Volume 1, No 4, 2011.

A. S. Usmani ―Stability of the World Trade Center Twin Towers Structural Frame in Multiple Floor Fires” 656 / Journal of Engineering Mechanics © Asce / June 2005

247 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

“EFFECT OF RECYCLED AGGREGATE WITH GLASS FIBER ON HIGH STRENGTH CONCRETE PROPERTIES”

SUNIL RABADIYA [1], PROF. S.R. VANIYA [2] Structure engineering Dept., Darshan institute of engineering and technology, Rajkot, India [1] Structure engineering Dept., Darshan institute of engineering and technology, Rajkot, India [2] Contact: - [email protected]/ Mo. +91 99251 42656 ABSTRACT Concrete made from glass fiber and recycled coarse aggregate as partial replacement of coarse aggregate will be studied for workability, compressive strength, tensile strength, and modulus of elasticity. I will use recycled coarse aggregate as partial replacement of coarse aggregate by different percentage for making concrete of different grade from lower to higher like M-50. The percentage replacement will be 0%, 10%, 20%, 30%, 40%, 50% and 60% with natural coarse aggregate. I will prepare cubes, cylinders, beams and finally slump test, compressive strength test, splitting tensile strength test and flexural strength test will be conducted to obtain the necessary results. A large no. of trial mixes are required to select the desired optimum replacement of coarse aggregate by recycled coarse aggregate.

INTRODUCTION

The original patent of fiber glass was approved in 1946, the many uses of this material have increased substantially attesting to its versatility under exteme environment condition. Underground chemical storage tanks made of fiber glass must last over 50 years. Since 1959, Accurate Dorwin Co. a leader in the fenestration industry has been in the business making the quality and highest energy rated windows and door since 1952 from Canada. Since 1983, Dorwin industries of winnipeng introduced the first fiber glass window to the wand. In Kuwait, the environment impact of the production of coarse aggregate led the local authorities in 1997 to ban this production from local quarries and the supplies to import coarse aggregate at higher cost from nearby countries such as the USA.

EXPIREMENTAL PROGRAMME In this work as attempt to study various properties of glass fiber and RCC. When RCC is additive by different proportions of NRC. Glass fiber is adding of volume of concrete (0.025%). The following steps are includes in this phase- VII. Materials VIII. Design of concrete mix IX. Mixing of concrete X. Fresh properties of concrete XI. Harden properties of concrete XII. Observation and results

VI. MATRIALS –

248 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

1 Cement - Ordinary Portland cement 53 grads (ultratech).

2 Course and Fine Aggregate – Natural cruse stone maximum size of 20 mm down and retained at 10 mm and Zone –II sand.

3 Admixture – Glass fiber adding by volume of concrete and RCC replacement of NCC by 0% to 60%.

VII. DESIGEN OF CONCRETE MIX –

Sr.No. Content w/c Kg/m3/ M-50 ratio

1 Water 0.5 194.25

2 Cement 0.5 388.5

3 Fine Aggregate 0.5 557.09

4 Course Aggregate 0.5 1224.96

5 Water 0.4 164.25

6 Cement 0.4 485.63

Fine Aggregate 0.4 531.16

7 Coarse Aggregate 0.4 1159.19

VIII. FRESH PROPERTIES OF CONCRETE.

Slum flow test: - Slump is the most commonly used test for measuring workability of concrete at site as well as in the laboratory. The apparatus for slump test consists of a metallic mould in the form of a frustum of a cone with internal dimension as follows, Bottom dia. = 20cm, Top dia. = 10cm, Height = 30cm. Internal surface of mould is thoroughly cleaned and kept it on horizontal surface. Filled the concrete in four layer and tapper it with 16mm dia. rod. The mould is removed by lifting it slowly and carefully in a vertical direction. This allows the concrete is measured. This difference in height in mm is taken as slump of concrete.

IX. HARDEN PROPERTIES OF CONCRETE.

Compressive Strength Test: - Compressive strength is the most common test conducted on hardened concrete. It is very easy and simple to perform and partly because many of the desirable properties of concrete are qualitatively related to its compressive strength. Compression test specimens are used: cubes, cylinder and prisms. Take required quantities of material and mixed it by hand or by machine mixing. Concrete should be filled in mould in three equal layers. Each layer should be compacted for 25 times with a 16mm dia. rod. After

249 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

hardened the specimens are taken out and cured in clean, fresh water. Curing is done until the required days of testing. The test should be carried out immediately upon the removal of specimen from water curing and after that finding out the compressive strength by compressive machine. Split Tensile Strength Test: - Tensile stress is likely to develop in concrete due to drying, shrinkage, corrosion of steel reinforcement or due to temperature gradients. The determination of flexural tensile strength is essential to estimate the load at which the concrete members may cracks. It is of a great importance while designing liquid retaining structures and prestressed concrete structures. The cylinder is placed with its axis horizontal between the platens of a testing machine, and the load is increased until failure by splitting along the vertical diameter takes place. Narrow packing of plywood strip or rubber is used to reduce the magnitude of high compressive stress immediately below load. If such strips are not provided then the observed stress will be reduced for up to 8%. 2푃 Horizontal Tensile Stress = 휋퐿퐷 Where, P = Compressive load on the cylinder L = Length of cylinder D = Diameter of cylinder Flexural Strength Test:- The normal tensile stress in concrete, when cracking occurs in a flexure test is known as modulus of ruptures, i.e. flexural strength. The standard test specimen is a beam of size 150mm × 150 mm × 700mm size. The specimen should be should be cast and cured in the same manner as for casting of cubes. The specimens should be immediately tested on removal from the water. The flexural strength can be finding out by universal testing machine. The flexural strength can be find out by central loading as well as the load is applied through two similar rollers mounted at the third point of the supporting span.

The flexural strength can be found out by formula as follows 2 Fcr = (푃. 퐿)/푏푑 Where, P = Fracture load for beam L = Span b = Width of the beam

250 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

V. OBSEVATION AND RESULTS

Table 1: - Fresh and Harden properties of M-50 grad concrete

Glass Trial w/c Fiber Coarse Coarse Recy. Recy. cement sand Water No. ratio (vol. of aggregate aggregate Coarse agg. Coarse agg. conc.)

Grit Kapchi Grit Kapchi

01 0.5 0.025% 388.5 557.09 489.98(100%) 734.98(100%) 0.00(0%) 0.00(0%) 194.25

02 0.5 0.025% 388.5 557.09 440.98(90%) 661.48(90%) 49.00(10%) 73.5(10%) 194.25

03 0.5 0.025% 388.5 557.09 391.98(80%) 587.98(80%) 98.00(20%) 147.00(20%) 194.25

04 0.5 0.025% 388.5 557.09 342.98(70%) 514.49(70%) 147.00(30%) 220.5(30%) 194.25

05 0.5 0.025% 388.5 557.09 293.99(60%) 440.99(60%) 196.00(40%) 294.00(40%) 194.25

06 0.5 0.025% 388.5 557.09 244.99(50%) 367.49(50%) 245.00(50%) 364.49(50%) 194.25

07 0.5 0.025% 388.5 557.09 195.99(40%) 293.99(40%) 293.99(60%) 440.99(60%) 194.25

08 0.4 0.025% 485.63 531.16 463.68(100%) 695.51(100%) 0.00(0%) 0.00(0%) 194.25

09 0.4 0.025% 485.63 531.16 417.31(90%) 625.96(90%) 46.37(10%) 69.55(10%) 194.25

10 0.4 0.025% 485.63 531.16 370.94(80%) 556.41(80%) 62.74(20%) 139.10(20%) 194.25

11 0.4 0.025% 485.63 531.16 324.57(70%) 486.86(70%) 139.11(30%) 208.65(30%) 194.25

12 0.4 0.025% 485.63 531.16 278.21(60%) 417.30(60%) 185.48(40%) 278.20(40%) 194.25

13 0.4 0.025% 485.63 531.16 231.84(50%) 347.75(50%) 231.84(50%) 347.75(50%) 194.25

14 0.4 0.025% 485.63 531.16 185.47(40%) 278.20(40%) 278.21(60%) 417.30(60%) 194.25

251 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

CHART: - HARDEN PROPERTIES OF CONCRETE (RESULTS) 70 70 60 60 50 50

40 7 days 40 7 days 30 14 days 30 14 days 20 28 days 20 28 days 10 10

0 0

0% 0%

40% 10% 20% 30% 40% 50% 60% 10% 20% 30% 50% 60%

w/c Ratio 0.5 w/c Ratio 0.4 Compressive Strength graphical results

6 6

5 5

4 4 28 days 28 days 3 3 14 days 14 days 2 2 7 days 7 days 1 1 0 0

0% 10%20%30%40%50%60% 0%

10% 20% 30% 40% 50% 60%

w/c Ratio 0.5 w/c Ratio 0.4 Split Tensile Strength graphical results

6 6

5 5

4 4 28 days 28 days 3 3 14 days 14 days 2 2 7 days 7 days 1 1

0 0 0% 10%20%30%40%50%60% 0% 10%20%30%40%50%60%

w/c Ratio 0.5 w/c Ratio 0.4 Flexural Strength graphical results 252 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

CONCLUSIONS

Experiments show that the compressive strength, flexural and tensile strength of glass fiber mixed concrete is considerably higher than plain concrete even at early stages (i.e. at the end of 7 days, 14 days& 28 days). Woven roving glass fiber is a recent product. As seen in the survey, a lot of experiments have been carried out on combination of recycled coarse aggregate with natural coarse aggregate and adding percentage(volume of concrete) of glass fiber. Further study for strength aspects is required to be carried out by using combination of woven roving glass fiber and recycled coarse aggregate. Uses waste material then cost is low.

REFERENCES

Andrzej M. Brandt ―Fibre reinforced cement-based(FRC) composites after over 40 years of development in building and civil engineering‖, march 2008, pg: 3 -9.

Bashar Taha et al. ―Utilizing waste recycled glass as sand/cement replacement in concrete ‖,dec 2009.

C.H. Chen et al., ―Waste E-glass particles used in cementitious mixtures‖, dec 2005.

D. Matias et al., ―Mechanical properties of concrete produced with recycled coarse aggregates – Influence of the use of superplasticizers‖, apr 2013.

Ilker Bekir Topcu et al., ―Properties of concrete containing waste glass‖, july 2003.

K.K. Sagoi et al., ―Performance of concrete made with commercially produced coarse recycled concrete aggregate‖, nov 2000.

253 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

USE OF SILICA SAND AS FINE MATERIAL IN CONCRETE

Jignesh Kerai[1], Prof. S.R.Vaniya[2] Structure engineering Dept., Darshan institute of engineering and technology, Rajkot, India [1] Structure engineering Dept., Darshan institute of engineering and technology, Rajkot, India [2] Contact:- [email protected]/ Mo. +91 9727865364 ABSTRACT Concrete made from silica sand as partial replacement of fine aggregate will be studied for workability, compressive strength, Flexural strength, and Split –Tensile Strength. I will use silica sand as partial replacement of fine aggregate by different percentage for making concrete of grade M-20. The percentage replacement will be 0%, 10%, 20%, 30%, 40%, 50%, 60%, & 70% with natural fine aggregate by its weight. I will prepare cubes, cylinders, beams and finally slump test, compressive strength test, splitting tensile strength test and flexural strength test will be conducted to obtain the necessary results. A large no. of trial mixes are required to select the desired optimum replacement of fine aggregate by silica sand

INTRODUCTION

Silica sand is obtained from the raw material. After washing the raw material the silica sand is separated by sieve size 1.18 of raw material. Raw material is washed for taking out the clay material which is useful for making the tiles. In the raw material about 10% is clay which is supplied to the ceramic factories.

From the raw material different size of silica sand are separated by different size of sieve. Sand size of 30 meshes to 80 meshes (500 micron) is used in the glass industries. Sand size 1.18mm to 600 micron can be used in making concrete mix as the partial replacement of fine aggregate. Nearly about 200 tones of silica sand are obtained daily after washing the raw material. Sometimes it is used in the glass factories otherwise they dump them back into the mines. Silica is the composition of silicon and oxygen. Silicon and oxygen are the earth‘s two most abundant elements. Silica is one of the earth‘s three most common rock forming material.

Silica occurs in three main crystalline forms. It is a very durable material resistant to heat and chemical attack. The first industrial uses of crystalline silica were probably related to metallurgical and glass making activities a few thousand years BC. It is a key raw material in the industrial revolution especially in glass, foundry and ceramic industries. Now a day‘s silicon is used in information technology products like plastic of computer mouse and providing the raw material for silicon chips. For industrial pure deposits of silica sand capable of yielding products of at least 95% silica are required.

254 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

EXPIREMENTAL PROGRAMME

In this work as attempt to study various properties of concrete made from silica sand at different percentage of replacement of fine aggregate by the weight.

The following steps are includes in this phase-

XIII. Physical & Chemical properties of Silica sand. XIV. Design of concrete mix X. Physical properties of silica sand

Cumulative Cumulative Cumulative Sieve size Weight retain percentage weight retain percentage (mm) (gms) weight retain (gms) weight passing (%)

10 0 0 0 100

4.75 2 2 0.1 99.9

2.36 14 16 0.8 99.2

1.18 146 160 8.1 91.9

600 micron 846 1002 50.4 49.6

300 micro 948 1950 97.4 2.2

150 micro 28 1978 99.2 0.8

Gradation Fall in Zone II

Moisture content 1.36% Fine aggregate Fine modulus 2.56

Silt content 0.72%

Sr no Description Value

1 Weight of pcynometer (W1) gms 675

2 Weight of Water + soil (W2) gms 875

3 Weight of water + pcynometer + soil (W3) gms 1568

4 Weight of pcynometer + water (W4) gms 1445

푤2 – 푤1 5 Apparent Specific Gravity = 2.60 (푤4−푤1)−(푤3−푤2)

255 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Chemical Content of silica sand

Sr. No. Tests Sample : Silica sand Unit

1 SiO2 97.03 % By Weight

2 CaO 0.36 % By Weight

XI. DESIGEN OF CONCRETE MIX –

Sr.No content volume(kg)/ M-20, w/c = 0.50 .

1 cement opc 53 grad ultratech 383

2 Fine Aggregate 571

3 Coarse Aggregate (20 mm) 756

4 Coarse Aggregate (10 mm) 505

5 water 191 lit.

RESULTS Table 1: - Compressive Strength of M-20 grade concrete

Mix No. 7 days (N/mm2) 14 days (N/mm2) 28 days (N/mm2)

M - 1 16.87 19.13 27.18

M – 2 16.79 18.79 26.73

M – 3 16.42 18.65 26.74

M – 4 16.87 18.43 26.20

M – 5 16.16 18.38 26.30

M – 6 15.93 18.35 26.23

M – 7 15.85 18.30 26.33

M – 8 15.57 18.14 26.20

256 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table 2: - Flexural Strength of M-20 grade concrete

Mix No. 7 days (N/mm2) 14 days (N/mm2) 28 days (N/mm2)

M - 1 2.81 3.58 4.88

M – 2 2.69 3.45 4.87

M – 3 2.67 3.36 4.66

M – 4 2.60 3.22 4.55

M – 5 2.61 3.19 4.42

M – 6 2.55 2.92 4.45

M – 7 2.55 2.85 4.31

M – 8 2.57 2.69 4.10

Table 3: - Split - Tensile Strength of M-20 grade concrete

Mix No. 7 days (N/mm2) 14 days (N/mm2) 28 days (N/mm2) 3.39 3.90 4.13 M - 1 3.29 3.73 4.02 M – 2 3.10 3.56 3.84 M – 3 2.95 3.41 3.64 M – 4 2.72 3.28 3.62 M – 5 2.54 3.14 3.49 M – 6 2.35 3.03 3.56 M – 7 2.20 2.91 3.29 M – 8 3.56 3.79 3.98 M – 9 3.51 3.68 3.87 M - 10

257 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

CHART: - HARDEN PROPERTIES OF CONCRETE

Compressive Strength Flexural Strength Split – Tensile Strength

CONCLUSIONS

Experimental studies were performed on 9-trail batch of concrete, in this paper; the following conclusion can be drawn based on the experimental result reported. Compressive Strength of conventional concrete & new concrete of study is almost same with w/c ratio 0.5 Compressive Strength is decreased at 70% replacement of fine aggregate up to 3.61% Flexural Strength is decreased at 70% replacement of fine aggregate up to 15.98% Split – Tensile Strength is decreased at 70% replacement of fine aggregate up to 20.34%

REFERENCES P. Aggarwal, Y. Aggarwal, S.M.Gupta, ―Effect of bottom ash as replacement of fine aggregates in concrete‖ Asian journal of civil engineering, V. 8, 2007, Pg. No. 49 to 62

B. Ahmadi, W. Al-Khaja, ―Utilization of paper waste sludge in the building construction industry‖ Resources Conservation & Recycling, 2000, Pg. No. 105 to 113.

L. Evangelista, J. de Brito, ―Mechanical properties of concrete made with fine recycled concrete aggregates‖. Cement and concrete composites, 2007, Pg. No. 397 to 401

Rafat Siddique, Geert de Schutter, Albert Noumowe, ―Effect of used foundry sand on the mechanical properties of concrete‖, Construction and building materials, 2009, Pg. No. 976 to 980.

Her-Yung Wang, ―A study of the effects of LCD glass sand on the properties of concrete‖ Waste Management, 2009, Pg. No. 335 to 341

Farid Debieb, Said Kenai, ―The use of coarse and fine crushed bricks as aggregate in concrete‖ Construction and building materials, 2008, Pg. No. 886 to 893

Joseph O. Ukpata, Maurice E. Ephraim, Godwin A. Akeke, ―Compressive strength of concrete using lateritic sand and quarry dust as fine aggregate‖ APRN journal of engineering and Applied science, 2012, Pg. No. 81 to 92.

258 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Malek K. Batayneh, Iqbal Marie, Ibrahim Asi, ―Promoting the use of crumb rubber concrete in developing countries‖ Waste management, 2008, Pg. No. 2171 to 2176.

M. Shahul Hameed, A. S. S. Sekar, ―Properties of green concrete containing quarry rock dust and marblr sludge powder as fine aggregate‖ APRN journal of engineering and Applied science, 2009, Pg. No. 83 to 89.

Khalifa S. Al-Jabri, Makoto Hisada, Salem K. Al-Oraimi, Abdullah H. Al-Saidy, ―Copper slag as sand replacement for high performance concrete‖ Cement and concrete composites, 2009, Pg. No. 483 to 488

259 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

“EFFET OF VFP (VITRIFIED FINE POWDER) ON GGBFS BASED GEO- POLYMERCONCRETE”- A Review K.A.Kachhadiya1, Y.V.Akbari2 1Student of M.E., Civil Engineering Department, Darshan Institute of Engineering & Technology, Rajkot, Gujarat,India,Mo-9879757260 2Assistant Professor, Civil Engineering Department, Darshan Institute of Engineering & Technology, Rajkot, Gujarat, India, Mo-9825941204 ABSTRACT Geo-polymer concrete (GPC) is such a new class and in the present study, to produce the geo-polymer concrete the Portland cement is fully replaced with GGBFS (Ground granulated blast furnace slag), VFP (vitrified fine powder) and alkaline liquids are used for the binding of materials. It posses the advantage of rapid strength gain, without water curing, good mechanical properties and durability properties and are eco-friendly and sustainable alternative to Portland based concrete. It the construction industry mainly the production of Portland cement causes the emission of air pollution which results in environment pollution. This paper presents the details of the studies carried out on development of strength for various grades of geopolymer concrete with varying replacement GGBFS and VFP. The alkaline liquids used in this study for the geopolymerization are sodium hydroxide (NAOH) and sodium silicate (Na2SiO3). Molarities of sodium hydroxide solution (14M) are taken to prepare different mixtures. The test specimens were 150 x 150 x 150 mm cubes, 150 x 300mm cylinders prepared with oven and ambient temperature curing conditions. The geopolymer concrete specimens are tested for their compressive strength at the age of 3,7 and 28 days. GPC mix formulations with compressive strength ranging from 10 to 80 MPa have been developed. Experimental investigations have been carried out on workability, the various mechanical properties of GPC. The test results indicate that the combination of Vitrified fine powder (VFP) and ground granulated furnace slag (GGBFS) can be used for development of geopolymer concrete.

KEYWORDS – Geopolymer concrete, sodium silicate, sodium hydroxide, VFP, slag (GGBFS). 1. Introduction The geopolymer technology is proposed by Davidovits and gives considerable promise for application in concrete industry as an alternative binder to the Portland cement. In terms of reducing the global warming, the geopolymer technology could reduce the CO2 emission in to the atmosphere, caused by cement and aggregate industries about 80%. In this technology, the source material that is rich in silicon (Si) and Aluminium (Al) is reacted with a highly alkaline solution through the process of geopolymerisation to produce the binding material. The term ―geopolymer‖ describes a family of mineral binders that have a polymeric silicon- oxygen-aluminium framework structure, similar to that found in zeolites, but without the

260 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

crystal structure. The polymerisation process involves a substantially fast chemical reaction under highly alkaline condition on Si-Al minerals that result in a three-dimensional polymeric chain and ring structure consisting of Si-O-Al-O bonds. Geopolymer binders might be a suitable alternative in the development of acid resistant concrete. Geopolymer concrete is emerging as a new environmentally friendly construction material for sustainable development, using fly ash and alkali in place of OPC as the binding agent. This attempt results in two benefits. i.e. reducing CO2 releases from production of OPC and effective utilisation of industrial waste by products such as fly ash, slag etc by decreasing the use of OPC.

1.1 OBJECTIVE AND SCOPE To evaluate the different strength properties of geopolymer concrete mixture with G.G.B.F.S replaced in percentage to VFP. Making workable, high strength and durable geopolymer concrete containing G.G.B.F.S (Slag) and VFP without usage of ordinary Portland cement

1.2 SIGNIFICANCE This paper aims to reduce the usage of ordinary Portland cement and to improve the usage of the other by product G.G.B.S (Slag) and VFP. This product helps in reducing the carbon emissions caused by the conventional concrete. This also produces high strength concretes with the use of nominal mixes when compared to conventional concrete.

2. LITERATURE SURVEY

2.1 Ganapati Naidu. P, A.S.S.N.Prasad , S.Adisesh, P.V.V.Satayanarayana In this paper an attempt is made to study strength properties of geopolymer concrete using low calcium fly ash replacing with slag in 5 different percentages of 0,9,16.66,23.07,28.57. Author has found that Compressive strength of geopolymer concrete increases with replacement of fly ash with GGBS. Fly ash was replaced by GGBS up to 28.57%, beyond that fast setting was observed. 90% of compressive strength was achieved in 14 days.

2.2 V. Supraja, M. Kanta RaoIn this paper an attempt is made to produce the geopolymer concrete fully replaced with GGBS and alkaline liquids are used for the binding of materials. Different molarities of sodium hydroxide solution i.e. 3M, 5M, and 7M and 9M are taken to prepare different mixes. Two different curing are carried .i.e. oven curing at 500c and curing directly by placing the specimens to direct sunlight. Author observed that the compressive strength is increased with the increase in the molarity of sodium hydroxide. Compared to hot air oven curing and curing by direct sun light, Oven cured specimens gives the higher compressive strength .In this paper author observed that sun light curing is convenient for practical conditions.

3. CONSTITUTE MATERIAL

3.1 VFP: Due to faster urbanization in the developing country like ―India‖ There is much demand for the tiles production, which will make problem by its waste dumped in any

261 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

manner to the valuable lands. The application of such concrete with VFP waste is increased now a days as it is environment friendly cost reduction and energy conserving implication. VFP material is hard, rigid. It is estimated that 20 to 30% waste are produced of total raw material used, and although a portion of this waste may be utilized on-site, such as for excavation pit refill. Chemical properties of VFP waste is as per table 1.

CONTENTS Mass %

SiO2 68.67

Al2O3 28..62 CaO 0.46 Fe2O3 0.23

TABLE-1, Met-chem Laboratories,VADODARA

3.2 Slag(GGBFS): Ground granulated blast furnace slag is obtained from Ambuja cements (alccofine-1206) are presented in table 2: Chemical Analysis Mass % CaO 30-34 Al2O3 18-25 Fe2O3 0.8-3.0 SO3 0.1-0.4 MgO 6-10 SiO2 30-36 Table 2: Properties of Ground granulated blast furnace slag 3.3 Coarse Aggregate: The coarse aggregate used in the investigation is crushed stone aggregate passing through 20mm and 10mm sieve. The aggregate occupy 70%-80% of the total volume normal concrete. Coarse aggregate shall comply with the requirement of IS 383.

3.4 Fine Aggregate: The fine aggregate used in the investigation is clean river sand and conforming to zone II. The sand was first sieved through 4.75mm sieve to remove any particles greater than 4.75mm. Fine aggregates shall conform to the required of IS 383.

3.5 Admixtures: The most important admixtures are the super plasticizers DAFS GLENIUM 8784 used with workability greater than 20%.

3.6 Mixing Water: Water conforming to Standards should be used in convectional mixes. Where recycled water, recovered from processes in the concrete industry, is used but should conform the specifications.

262 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

4. MIX DESIGNE OF GEOPOLYMER CONCRETE

4.1 Mix design of geopolymer concrete In the design of geopolymer concrete mix, total aggregates (fine and coarse) taken as 75% of entire concrete mix by mass. This value is similar to that used in OPC concrete in which it will be in the range of 75 to 80% of the entire concrete mix by mass. Fine aggregate was taken as 35% of the total aggregates. From the available literature, it is observed that the average density of GGBFS-based geopolymer concrete is similar to that of OPC concrete (2400 kg/m3). Knowing the density of concrete, the combined mass of alkaline liquid and GGBFS,VFP can be arrived at. By assuming the ratios of alkaline liquid to GGBFS and VFP as 0.4, mass of GGBFS,VFP and mass of alkaline liquid was found out. To obtain mass of sodium hydroxide and sodium silicate solutions, the ratio of sodium silicate solution to sodium hydroxide solution was fixed as 2.5. In the present investigation, concentration of NaOH solution is taken as 14 M.

4.2 Preparation of geopolymer concrete

560 g (molarity x molecular weight) of sodium hydroxide flakes dissolved in one litre of water to prepare sodium hydroxide solution of 14M. The mass of NaOH solids in a solution vary depending on the concentration of the solution expressed in terms of molar, M. After solution is prepared the composition is weighed and mixed in concrete mixture as conventional concrete and transferred into moulds as early as possible as the setting times are very low.

4.3 Mixing and Casting It was found that the fresh geopolymer masonry mix was grey in colour and was cohesive. The amount of water in the mix played an important role on the behaviour of fresh mix. Davidovits (2002) suggested that it is preferable to mix the sodium silicate solution and the sodium hydroxide solution together at least one day before adding the liquid to the solid constituents. The author suggested that the sodium silicate solution obtained from the market usually is in the form of a dimmer or a trimmer, instead of a monomer, and mixing it together with the sodium hydroxide solution assists the polymerization process. The effects of water content in the mix and the mixing time were identified as test parameters in the detailed study .From the preliminary work; it was decided to observe the following standard process of mixing in all further studies. Mix sodium hydroxide solution and sodium silicate solution together at least one day prior to adding the liquid to the dry materials. Mix all dry materials in the pan mixer for about three minutes. Add the liquid component of the mixture at the end of dry mixing, and continue the wet mixing for another four minutes. Compaction of fresh concrete in the cube moulds was achieved by compacting on a vibration table for ten seconds. After casting, the specimens were left undisturbed for 24 hours. Two different mixes were developed in this study, for each mix 9 cubes of 150mm, 3 cylinders of diameter of 150mm x height 300mm and 3 beams of 100mm x 100mm x 500 mm were cast to study compressive, split and flexural strengths of each mix.

263 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

4.4 Curing Curing is not required for these geopolymer blocks. But slightly heat provided for polymerization oven curing 60°C can also sunlight curing is used. The heat gets liberated during the preparation of sodium hydroxide which should be kept undisturbed for one day.

5. RESULTS AND DISCUSSIONS

In this investigation, to study the strength properties of geopolymer concrete, 2 different mixes were prepared by replacing of VFP with slag and the 2 different Trial mixes were presented in Table 5.1. Different cube strengths 2 Trial mix proportions were presented in Table 5.2.

Table 1 Trial Mix proportions

Trial Mix 1 (kg/m3) Trial Mix 2 (kg/m3) Materials (70% VFP-30% GGBFS) (30% VFP-70% GGBFS) Course 20mm 702 702 aggregate 10 mm 468 468 Fine aggregate 630 630 VFP 300 128.57 GGBFS 128.57 300 Sodium hydroxide 48.98 48.98 Sodium silicate 122.45 122.45 Extra added water 42.86 42.86 Super plasticiser 4.29 4.29 Oven Curing (24 hours) 60°C 60°C Table 2 Compressive strengths for different ages of geopolymer concrete

Cube strengths(N/mm2) Mix 3days 7days 28days Trial Mix 1 38.52 42.22 51.41 Trial Mix 2 58.07 63.56 70.67

6. CONCLUSIONS

Based on the experimental work the following conclusions are drawn:  Higher concentrations of G.G.B.F.S (Slag) result in higher compressive strength of geopolymer concrete. Mixing of more G.G.B.F.S was tested that immediate setting was observed.  Compressive strength of geopolymer concrete increases with increase in percentage of replacement of GGBFS with VFP.  The average density of geopolymer concrete was equal to that of OPC concrete.

264 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

7. ACKNOWLEDGEMENTS

I would like to thank to Internal guide Faculty Guide Prof. Y.V.Akbari for providing a vision about the dissertation. I have been greatly benefited from the regular critical reviews and inspiration throughout my work.

References

Devidovits J., 30 years of successes and failures in geopolymer applications. Market trends and potential breakthroughs, Geoolymer 2002 conference, Melbourne, Australia, October 2002

V. Supraja, M. Kanta Rao, Experimental study on Geo-Polymer concrete incorporating GGBFS, ISSN: 2277-9477, Volume 2, Issue 2.

Ganapati Naidu. P, A.S.S.N.Prasad, S.Adiseshu, P.V.V.Satayanarayana, eISSN: 2278- 067X,pISSN : 2278-800X Volume 2, Issue 4 (July 2012), PP. 19-28.

Davidovits J., Properties of geopolymer cements, First international conference on alkaline cement and concretes, Ukraine, 1994, Pp:131-149.

Hardjito D., Rangan B.V., Development and properties of low-calcium fly ash based geopolymer concrete, Research Report GC1, Faculty of engineering, Curtain University, perth,Australia, 2005.

Lloyd N.A., Rangan B.V., Geopolymer concrete with y ash, Second international conference on sustainable construction material and technologies, 2010.

IS: 2386-1963 Methods of test for aggregate for concrete, Bureau of Indian Standards, New Delhi, 1963.

IS: 383-1970 Specification for Coarse and Fine aggregate from natural sources for concrete, Bureau of Indian Standards, New Delhi, 1970.

IS: 516- 1959 Methods of tests for strength of concrete, Bureau of Indian Standards, New Delhi, 1959.OM.

265 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

ANALYSIS OF RC MOMENT RESISTING FRAMES OF VARIOUS HEIGHTS SUBJECTED TO LATERAL FORCE WITH AND WITHOUT SHEAR WALL

* (1) Hirani Ramesh, (2) Asst. Prof. N. R. Pokar, (3) Asst Prof. R. K. Joshi *1M.E, Civil (CASAD), Veerayatan Groups of Institutions FOE & FOM, Mandvi E-mail ID: [email protected] 2Assistant Professor, Civil Department, HJD institute of Technical Education and Research, Kera- Bhuj E-mail ID: [email protected] 3Assistant Professor, Civil department, GEC, Bhuj E-mail ID: [email protected]

ABSTRACT: Shear wall systems are one of the most commonly used lateral load resisting systems in high- rise buildings. Shear wall has high in plane stiffness and strength which can be used to simultaneously resist large horizontal load. The scope of present work was to study investigates the effectiveness of RC shear wall at different location for unsymmetrical plan. Also study the effect of discontinue shear wall at different location. Effectiveness of shear wall has been studied with the help of different models. Mainly two different storey heights are considered. Two different location of shear wall and two different zones considered for each model. Analysis is carried out by using STADD pro Software. The comparison different parameters like Storey Drift, storey displacement, and base shear is carried out.

KEYWORDS: Shear Wall, Unsymmetrical plan, Location of shear wall

1. Introduction A shear wall is a structural system providing stability against wind, earthquake and blast deriving its stiffness from inherent structural forms. The shear wall can be either planar, open sections, or closed sections around elevators and stair cores. These systems either can be constructed in steel or concrete or may either be solid or perforated. The shear walls behave as deep and slender cantilevers. Most RC building with shear walls also have columns; these columns primarily carry gravity loads (i.e. those due to self-weight and contents of building).shear wall provide large strength and stiffness to building in the direction of their orientation, which significantly reduce lateral sway of the building and there by reduces damage to structure and its contents. Since shear walls carry large horizontal earthquake forces, the overturning effects on them are large. Objective of this study is to understand the behavior of structure having shear walls under earthquake loading through software modeling. An understand, the response of the building under linear dynamic response spectrum method and response of the structure in terms base shear, storey drift and storey displacement is compared for all type of models.

266 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2. Modeling and Analysis Analysis of building is done using STAAD Pro. The models were prepared in the STADD Pro Software by using different locations of RC shear wall.

2.1 Problem Statement

In present study 2 building of having 10, 15 storey were been analysis with different location of shear wall with following data. Both building are analysis for two different zone like zone III and zone V. Plan Size is 25 x 30 m with storey height 3m. Depth of foundation is 2 m. Slab thickness is 150 mm. Beam size 230 mm x 600 mm (Over All) are used. Column size 750 mm x 750 mm. shear walls are 230 mm thickness. Floor Finish is taken 1.5 kN/m2 and water proofing finish is 3 kN/m2. Live Load is taken on floor is 3 kN/m2 and Live Load is taken on roof is 3 kN/m2

Location 1 shear wall Location 2 shear wall

In present study total 6 models are prepared.

1. 10 storey Building without shear wall. (M1) 2. 10 storey Building with shear wall at location 1. (M2) 3. 10 storey Building with shear wall at location 2. (M3) 4. 15 storey Building without shear wall. (M4) 5. 15 storey Building with shear wall at location 1. (M5) 6. 15 storey Building with shear wall at location 2. (M6)

267 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

3. Results

Storey displacement of 10 storey building in zone III is shown in table. Table 1: Displacement (in mm) of 10 Storey in zone III STOREY M1x M2x M3x M1z M2z M3z

0 0.257 0.241 0.168 0.241 0.184 0.172

1 1.007 0.901 0.567 0.943 0.654 0.569

2 1.768 1.545 0.992 1.654 1.158 0.961

3 2.521 2.157 1.43 2.356 1.682 1.34

4 3.249 2.724 1.871 3.034 2.212 1.698

5 3.936 3.235 2.304 3.673 2.737 2.026

6 4.567 3.68 2.72 4.26 3.246 2.318

7 5.128 4.05 3.109 4.781 3.728 2.567

8 5.617 4.347 3.468 5.232 4.176 2.768

9 6.01 4.551 3.777 5.595 4.578 2.919

10 6.288 4.646 4.036 5.858 4.921 3.009

displacement due to displacement due to EQx load of 10 storey EQz load of 10 storey 10 zone III 10 zone III

5 5 (MM)

(MM) M1 M1

0 M2 M2 DISPLACEMENT DISPLACEMENT 0 0 2 4 6 8 10 M3 0 2 4 6 8 10 M3 STOREY STOREY Fig 1: Displacement in X direction Zone III Fig 2: Displacement in Z direction Zone III

268 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Drift due to EQx load Drift due to EQz load

of1 10 storey zone III of1 10 storey zone III

0.5 0.5

M1 M1 (MM) (MM) 0

0 M2 M2 STOREY STOREY DRIFT STOREY STOREY DRIFT 0 2 4 6 8 10 0 2 4 6 8 10 M3 M3 STOREY STOREY Fig 3: Drift in X direction Zone III Fig 4: Drift in Z direction Zone III

displacement due to displacement due to EQx load of 10 storey EQz load of 10 storey 20 zone V zone V 15 15 10 10

(MM) 5 M1 5 M1

0 M2 0 M2 DISPLACEMENT (MM) 0 2 4 6 8 10 0 2 4 6 8 10 M3 M3 STOREY DISPLACEMENT STOREY

Fig 5: Displacement in X direction Zone V Fig 6: Displacement in Z direction Zone V

drift due to EQx load drift due to EQz load of 10 storey zone V of 10 storey zone V 2 2 1.5 1.5

1 1 (MM) (MM) M1 M1

0.5 0.5 STOREY STOREY DRIFT STOREY STOREY DRIFT M2 M2 0 0 0 2 4 6 8 10 M3 0 2 4 6 8 10 M3 STOREY STOREY

Fig 7: Drift in X direction Zone V Fig 8: Drift in Z direction Zone V

269 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

displacement due to displacement due to EQx load of 15 storey EQz load of 15 storey 20 15 zone III 20 zone III 15 10

10 (MM)

5 M4 5 M4 (MM)

DISPLACEMENT 0 M5 0 M5

0 2 4 6 8 10 12 14 M6 DISPLACEMENT 0 2 4 6 8 10 12 14 M6 STOREY STOREY

Fig 9: Displacement in X direction Zone III Fig 10: Displacement in Z direction Zone III

drift due to EQx load drift due to EQz load

1.5of 15 storey zone III 1.5of 15 storey zone III

1 1

0.5 M4 0.5 M4

(MM) (MM) M5 M5

STOREY DRIFT STOREY 0 0 M6 DRIFT STOREY M6 0 2 4 6 8 10 12 14 0 2 4 6 8 10 12 14 STOREY STOREY

Fig 11: Drift in X direction Zone III Fig 12: Drift in Z direction Zone III

displacement due to displacement due to EQx load of 15 storey EQz load of 15 storey 60 zone V 40 zone V 40 30 20 20

(MM) M4 10 M4 (MM)

0 M5 0 M5 DISPLACEMENT DISPLACEMENT

0 2 4 6 8 10 12 14 M6 DISPLACEMENT 0 2 4 6 8 10 12 14 M6 STOREY STOREY

Fig 13: Displacement in X direction Zone V Fig 14: Displacement in Z direction Zone V

270 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

drift due to EQx load drift due to EQz load of 15 storey zone V of 15 storey zone V 4 3 2.5 3 2

2 M4 1.5 M4 (MM) 1 M5 1 (MM) M5

STOREY DRIFT STOREY 0.5 0 M6 DRIFT STOREY M6 0 0 2 4 6 8 10 12 14 0 2 4 6 8 10 12 14 STOREY STOREY

Fig 15: Drift in X direction Zone V Fig 16: Drift in Z direction Zone V

8000 BASE SHEAR IN (KN) BASE SHEAR IN (KN) 7000 12000 6000 10000 5000 ZONE III 10 8000 4000 storey Zone III 15 6000 3000 storey ZONE V 10 4000 2000 storey Zone V 15 1000 2000 BASE SHEAR IN (KN) IN SHEAR BASE storey

0 (KN) IN SHEAR BASE 0 M1 M2 M3 M4 M5 M6

Fig 17: Base Shear of 10 storey building Fig 18: Base Shear of 15 storey building

Conclusion

It is observed that maximum drift due to earthquake X and Z direction is gives better results in M3 and M6 compared to M1, M2, M4, and M5. It is observed that maximum displacement due to earthquake X and Z direction in zone V gives better result in M3 and M6 compared to M1, M2, M4 and M5. There is 35% to 40% reduction of maximum drift in X direction and 40% to 45% reduction of drift in Z direction of M3 and M6 compared to M1, M2, M4, and M5. It is observed that maximum displacement due to earthquake in X direction in zone III is gives more results in M6 compared to M5. It is observed that maximum displacement due to earthquake in Z direction in zone III is gives better results in M6 compared to M5. Shear wall system provided in zone V gives better results than zone III. In Zone V better result in both X and Z direction. Its means shear wall is better for the zone V. M3 and M6 model gives better results than M2 and M5. That means shear wall system is 271 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

provided at the corner is gives better results.

References

―Harne, V.R., ―Comparative study of strength of RC shear wall at different location on Multi-storied residential building‖, International Journal of Civil Engineering Research, Volume 5, Number 4 (2014), pp. 391-400.

Sumit Pawah, Vivek Tiwari and Madhavi Prajapati ―Analytical Approach to Study Effect of Shear Wall on Flat Slab &Two Way Slab ‖ International Journal of Emerging Technology and Advanced Engineering ,Volume 4, Issue 7, July 2014.

Ms Deepika C. Hiwrale and Prof. P.S. Pajgade ―Analysis and Design of steel framed buildings with and without Steel Plate Shear Walls‖ International Journal of Scientific & Engineering Research Volume 3, Issue 6, June-2012 ISSN 2229-5518.

Raghatate Atul M. ―study of ductility of building with steel and concrete shear wall‖ International Journal of Innovative Research in Science, Engineering and Technology, Vol. 2, Issue 7, July 2013.

Shrikhande Manish, Agrawal Pankaj (2010).‖Earthquake Resistant Design of Structures.‖ PHI Learning Private Limited New Delhi.

S.S. Patil, S.A. Ghadge, C.G. Konapure, and C.A. Ghadge (2013), ―Seismic Analysis of High-Rise Building by Response Spectrum Method.‖ (Ijceronline.Com) Vol. 3 Issue. 3, March-2013 ISSN: 2250-3005, pp. 272-279.

Bureau of Indian Standards: IS-1893, part 1 (2002), ―Criteria for Earthquake Resistant Design of Structures: Part 1 General provisions and Buildings‖, New Delhi, India

Bureau of Indian Standards: IS-875, part 1 (1987), dead loads on buildings and Structures, New Delhi, India.

Bureau of Indian Standards: IS-875, part 2 (1987), live loads on buildings and Structures, New Delhi, India.

272 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

EFFECT OF SILICA FUME ON COMPRESSIVE STRENGTH OF CONCRETE

Krupali A Majithiya Assistant Professor, HJD ITER, Kera, kutch, Gujarat, India, *E-mail. [email protected]

ABSTRACT Concrete is widely used for construction. Generally, Ordinary Portland Cement is used in the concrete. Silica fume is very fine pozzolonic material. Silica fume is a non hazardous by product of the production of elemental silicon or ferrosilicon alloys in electric arc furnaces. In this paper, experiments were carried out by replacing silica fume with 6% & 10% and compressive strength was determined after 7th and 28th days. Other properties of mix like slump and compacting factor were also determined for the above mentioned mix.

Keywords: Silica fume, Properties, Concrete, Slump, Compressive Strength.

1. Introduction

Concrete is a composite material composed mainly of water, aggregate, and cement. Often, additives and reinforcements (such as rebar) are included in the mixture to achieve the desired physical properties of the finished material. When these ingredients are mixed together, they form a fluid mass that is easily moulded into any shape. Over time, the cement forms a hard matrix which binds the rest of the ingredients together into a durable stone-like material with many uses.

Portland cement is the most common type of cement in generally used in concrete. It is a basic ingredient of concrete, mortar and plaster.

Production of Silica Fume

The raw materials for the production of silica fume are by-products from the production of silicon metal, and these by-products are further processed to produce cementations materials for use in concrete.

Silica fume is a by-product of the manufacture of silicon metal and Ferro-silicon alloys. The process involves the reduction of high purity quartz (SiO2) in electric arc furnaces at temperatures in excess of 2,000°C. Silica fume is a very fine powder consisting mainly of spherical particles or microspheres of mean diameter about 0.15 microns, with a very high specific surface area (15,000–25,000 m2/kg).Silica fume is a very fine powder consisting mainly of spherical particles or microspheres of mean diameter about 0.15 microns, with a very high specific surface area (15,000–25,000 m2/kg).

Each microsphere is on average 100 times smaller than an average cement grain. At a typical dosage of 10% by mass of cement, there will be 50,000–100,000 silica fume particles per cement grain. 273 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table 1. Chemical & Physical properties of Silica Fume

Sr. Chemical Analysis No Composition

1 95.00% SiO2

2 SO3 0.18%

3 Cl 0.12%

4 Total Alkali 0.66%

5 Moisture Content 0.16%

6 Loss of Ignition 1.92%

7 pH 7.90%

Sr. Physical Test Analysis No

Oversize-% retained on 1 1.13% 45µm sieve (wet sieved)

2 Density- Specific gravity 2.27

Bulk Density-(per 3 187.91kg/m3 ASTM)

4 Specific surface area 22.21m2/kg

Accelerated pozzolonic 5 activity index with 134.90% Portland cement

2. Experimental Material: i) Coarse Aggregate: Aggregates are the important constituents in concrete. The fractions from 20 mm to 4.75 mm are used as coarse aggregate. ii) Fine Aggregate Fine aggregates are the aggregates whose sizes are less than 4.75 mm. For increased workability and for the economy as reflected by the use of less cement, the fine aggregate should have a round shape.

274 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

iii) Cement: Cement used in the experiment was AMBUJA OPC 53 grade cement. The Ordinary Portland Cement of 53 grades conforming to IS: 8112-1989 is being used. iv) Water Combining water with a cementations material form a cement paste by the process of hydration. The cement paste glues the aggregate together, fills voids within it, and makes it flow more freely. v) Silica Fume Silica fume used in this experiment was bought from the Niraj sells at Surat. Price of silica fume is 28rs/kg.

Sr. No Material Specific Gravity

1 Coarse Aggregate 2.77 2 Fine Aggregate 2.59 3 Cement 3.15

Fig.1 Silica Fume Table 2: Test results of materials 3. Experimental Methodology:

1) Slump test 2) Slump test was performed to know the effect of silica fume on the workability. Test was performed for each mix.

Silica Fume % W/C Slump (mm)

0 0.50 240

6 0.50 250

10 0.50 280

Fig.3 Slump Test Table 3: Results of slump test

275 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

3) Compression test (IS 516:1959 Method of test for strength of concrete)

Compressive strength tests were performed on compression testing machine using cube samples. The specimen of standard cube of (150 mm x 150 mm x 150 mm) was used to determine the compressive strength of concrete. Three specimens were tested for 7 & 28 days with each proportion of silica fume replacement. Three samples per batch were tested and the average strength values reported in this paper. The comparative studies were made on their characteristics for concrete mix as per table no: with partial replacement of cement as 6% and 10% by silica fume. The compression test shows the compressive strength of hardened concrete. The compression test shows the best possible strength concrete can reach in perfect conditions. The testing is done in a laboratory off-site. The only work done on-site is to make a concrete cube for the compression test. The strength is measured in (MPa) and is commonly specified as a characteristic strength of concrete measured at 28 days after mixing. The compressive strength is a measure of the concrete‘s ability to resist loads which tend to crush it.

Fig 3: Compression Testing Machine

Silica Silica Coarse Fine Mix Cement W/C Water Fume Fume Aggregate Aggregate Design (kg) Ratio (ltr) Content (kg) (kg) (kg)

A 0% 383 00 1265.30 544.03 0.50 191.6

B 6% 360.02 22.98 1265.30 544.03 0.50 191.6

C 10% 344.70 38.3 1265.30 544.03 0.50 191.6

Table 4: Mix Design

276 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

7 days 28 days Content of result result Silica fume (KN) (KN)

0% 543 686

6% 606 816

10% 630 876

Table 5: Results of compression test

Conclusion:

Based on limited experimental investigations concerning the compressive strength and workability of concrete, the following observations are made regarding the resistance of partially replaced Silica fume: (a) Compressive strength increase with replacement with Silica Fume. (b) From this test, replacement of OPC cement with this Silica Fume material results more workability.

4. References: Debabrata Pradhan , D. Dutta, Influence of Silica Fume on Normal Concrete Debabrata Pradhan et al. Int. Journal of Engineering Research and Applications www.ijera.com Vol. 3, Issue 5, Sep-Oct 2013, pp.79-82.

Priyank Bhimani, Prof. Chetna M Vyas, PERFORMANCE OF CONCRETE WITH CHINA CLAY (KAOLIN) WASTE, International Journal of Latest Trends in Engineering and Technology,Vol 2 Issue 3 may 2013, ISSN: 2278-621X

Prof. Vishal S. Ghutke, Prof. Pranita S.Bhandari, Influence of silica fume on concrete, IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) e-ISSN: 2278-1684, p- ISSN: 2320-334X PP 44-47.

Pratik Patel, Dr. Indrajit N. Patel, A Literature Review on Use of Cellulose Fibres and Supplementary Material Silica Fume in Concrete, GRA - GLOBAL RESEARCH ANALYSIS. Yunsheng Xu, D.D.L. Chung, Improving the workability and strength of silica fume concrete by using silane-treated silica fume, Cement and Concrete Research 29 (1999) 451– 453.

A text book of ―Concrete Technology‖, by M.S.Shetty.

277 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

REVIEW: CELLULAR LIGHT WEIGHT CONCRETE BLOCK AND COST COMPARISON WITH BURNT CLAY BRICK

Priyank Bhimani Assistant Professor, Civil Engineering Department, HJD Institute, Kera Email: [email protected] ABSTRACT The main objective of this paper is to cost comparison between cellular light weight concrete block and burnt clay bricks and simultaneously motivate the people about light weight concrete. Burnt Clay Brick is the predominant construction material in the country. The CO2 emissions in the brick manufacture process have been acknowledged as a significant factor to global warming. The focus is now more on seeking environmental solutions for greener environment. In this paper show the cost comparison, Physical properties, Architectural and Structural Advantages of cellular light weight concrete.

Keywords: Cellular light weight concrete, burnt clay bricks, cost comparison, physical properties

Introduction Brick is most important construction materials. In upcoming years there has been an increasing worldwide demand for the construction of buildings and other civil engineering project which has mitigate the raw material in brick like natural clay. Brick making is a traditional industry in India, generally confined to rural areas. In recent years, with expanding urbanization and increasing demand for construction materials, brick kilns have to grow to meet the demand.

It has directly or indirectly caused a series of environmental and health problems. Environmental pollution from brick-making operations is injurious to human health, animals and plant life. At a global level, environmental pollution from brick-making operations contributes to the phenomena of global warming and climate change.

The construction method of using conventional bricks has been revolutionized by the development and usage of lightweight concrete blocks. The tedious and time-consuming traditional brick-laying tasks are greatly simplified by the usage of these effective alternative solutions. So study and research on cellular light weight concrete block is more interesting in future.

Cellular Light Weight Concrete

Cellular Lightweight Concrete (CLC) is one of the recent emerging technologies in making concrete. It has many advantages when compared to the normal conventional concrete. Fly ash is considered as one of the waste industrial product that cannot be easily disposed. It solves the problem of disposal of fly ash and at the same time it reduces the cost of the construction.

278 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Foam concrete is cellular material made with a mixture of cement, Fly ash, and sand (optional), stable Foam and special additives (if required) which will help to form unique cellular structure material. This Cellular Lightweight Concrete (CLC) can be produced in a wide range of densities from 400 kg/m3to 1,800 kg/m3 to suit different applications.

MATERIALS REQUIRED Cement The cement used is commercially available OPC, PPC type of cement used. Fly-Ash Fly ash is by product of thermal power plants. Fly ash conforming to IS 3812 (part-1) is used and uniform blending of fly ash with cement is ensured. Foaming Agent The containments holding foaming agent must be kept airtight and under temperatures not exceeding 25°C. The weight of the foam should be minimum 80 g/l. Under no circumstances must the foaming agent be brought in contact with any oil, fat, chemical or other material that might harm its function (Oil has an influence on the surface-tension of water). Water The water used in the manufacture of CLC Blocks is potable, Fresh, clean and drinkable water. Fine aggregate Fine aggregate (sand) conforming to BS: 882-1992 with additional sieving to remove particles greater than 2.36 mm, to help improve the flow characteristics and stability of the final product.

Foaming Agent Mixing Placing of CLC

CLC Block Proper Masonry Work Easy to Handle & Cutting

279 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

ADVANTAGES:

 Light Weight: Blocks are lightweight having density range from 300 Kg/m3 to 1800 Kg/m3 as compared to 1800 Kg/m3 to 2400 Kg/m3 for conventional brick and concrete respectively

 Savings in Raw Material: The tremendous savings described when using CLC are manifold, continuing with substantial savings in raw material (no gravel required), in dead load of high-rise reducing by almost half.

 Comprehensive Strength: Blocks are available in wide range of density from 300 Kg/m3 to 1800 Kg/m3 of average compressive strength are 1.5 to 9.0 N/mm2.

 Excellent Acoustic Performance: Blocks has excellent acoustic performance and can be used as effective sound barrier and for acoustic solutions.

 Earthquake Resistant: Blocks are lighter than concrete & brick respectively. The lightness of the material increases resistance against earthquake as well as less chances of loss / damage to human lives.

 Insulation: Blocks provide superior thermal insulation properties compared to that of conventional brick and concrete. This property of CLC blocks reduces the heating and cooling expenses.

 Fire Protection: The air-embedded in the CLC is also instrumental for the high fire- rating. In 1200 kg/m³ density a 13-14 cm thick wall has a fire endurance of 5 hours. The same delay occurs with a 400 kg/m³ layer of CLC in only 10 cm thickness. CLC is otherwise non-combustible.

 Workability: Blocks products are produced in a rectangular shape for internal and partition walls or in shapes as required. The products are lightweight, making them easy to place and secure using less skilled labour. The bricks can be drilled and shaped like wood using standard hand tools, regular screws and nails. It is simpler than brick or concrete.

 Savings in Material: Blocks products reduce dead weight of filler walls in framed structures by more than 50% as compared to brickwork resulting in substantial savings. Due to the bigger and uniform shape of blocks, there is a saving in bed mortar and plaster thickness.

 Water Absorption: Blocks products are closed cellular structures and hence have lower water absorption.

 Skim Coating: Blocks products do not require plaster and water repellent paint suffices. Wallpapers and plasters can also be applied directly to the surface. 280 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 Environment Friendly: Blocks products are manufactured with fly ash 100% recycled resource. As a building material, Cellular Lightweight Concrete products conserve fertile agricultural soil. It has a dramatic impact on emission of Green House Gases created during cement manufacturing.

 Fast progress in construction

 Savings in steel reinforcement in high rise

Comparison of Clc and Clay Brick

Sr. Parameters CLC Block Clay Brick No

Cement, Aggregate, Fly Ash, Water Natural Soil, Clay & 1 Raw materials & Foaming Energy

2 Density 300 – 1800 Kg/m3 1600 – 1800 Kg/m3

3 Sound Insulation Superior than burnt clay Normal

4 Size (mm) 600X200X100/150/200 190X90X90

Compressive Strength 5 1.5 - 25 2 - 5 in N/mm2

6 Water Absorption (%) 12 - 15 25 - 30

7 Sound Reduction (db) 35 - 50 18 - 21

Pollution free, Least energy requirement, Creates smoke, Uses 8 Eco Friendliness consume fly ash up to 40% high energy, Natural clay

Structural saving due Nearly 55% reduction in weight of 9 to dead weight walls. Tremendous structural Normal reduction saving for high rise buildings

No gain in strength with 10 Aging Gains strength with age age

11 Breakage (%) 1 – 2 5 - 10

281 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Recommended Usage of Clc Based On Density

• Density 300-600 kg/m³: This density is primarily applied for thermal insulation or fire protection. • Density 700-800 kg/m³: It is used to produce building blocks and use for partition wall construction. • Density 900-1100 kg/m³: Serves to for mostly produce blocks and other non-load bearing building elements such as balcony railings, partitions, parapets and fence walls etc. • Density 1200-1400 kg/m³: Are the most commonly densities for prefab and cast in situ walls, load-bearing and non-load-bearing • Density 1600-1800 kg/m³: would be recommended for slabs and other load-bearing building elements where higher strength is obligatory. Cost Comparison between Clc and Clay Brick For 2.3 M3 Masonry Work (230 Wall Thick) And 100m2 Plaster (1:3). Volume of wall: 2.3 m3 100 M2 Plaster (1:3) Size of Clay Brick: 19X9X9 cm, Rate: 5 Rs/brick Size of CLC Block: 60X20X10 cm, Rate: 3100 Rs/m3 Clay Brick CLC Block Sr.No Particular No Rate Amount No Rate Amount

1 Brick 1150 5 Rs/brick 5750 2.3 3100 Rs/m3 7130

Cement 24 270 Rs/bag 6480 20 270 Rs/bag 5400

FA 2.6 800 Rs/m3 2080 2.0 800 Rs/m3 1600

2 Mistry 0.5 600 Rs/day 300 0.5 600 Rs/day 300

Mason 12 500 Rs/day 6000 07 500 Rs/day 3500

Male Labour 10 300 Rs/day 3000 06 300 Rs/day 1800

Female Labour 10 250 Rs/day 2500 06 250 Rs/day 1500

Bhistie 02 150 Rs/day 300 02 150 Rs/day 300

Sundries LS 150 150 LS 150 150

Total 26560 21680

Add 1.5% Water Charge 399 325

Add 10% contractor‘s profit 2656 2168

Grand Total 29615 24173

282 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Conclusion From this review paper we can conclude that  Compressive strength for cellular lightweight concrete is low for lower density mixture. Compressive strength also decreases with the increment of those voids. But as strength increases its density also increases.  Density of CLC block range is 300 – 1800 kg/m3. So we can use it in different type purpose of construction work.  Cellular light weight concrete can be suitable for earthquake areas.  From the rate analysis we can conclude that rate of CLC brick cost is higher but cost of construction (Material, Labour & other expenses) is less than clay brick.  Lightweight concrete block is 25 % to 50% lighter than Clay Brick so dead load of structure is also decrease.  This study has shown that the use of fly ash in foamed concrete block, can greatly improve its properties. Hence CLC blocks may be used as a replacement of burnt clay bricks, for construction purpose, which is advantageous in terms of general construction properties as well as eco-friendliness.  Use of CLC is advantageous so it require awareness to all the people.

Reference

Ameer A. Hilal, Nicholas H. Thom, and Andrew R. Dawson. ―The Use of Additives to Enhance Properties of Pre-Formed Foamed Concrete‖ IACSIT International Journal of Engineering and Technology, Vol. 7, No. 4, August 2015. Anjali venture Ltd. Report on ―Cellular light weight concrete block.‖ APITCO Limited. Project report ―CELLULAR LIGHT WEIGHT (CLC) & SAND LIME BRICKS‖ Hemant K. Sarje, Amol S. Autade. ―Consequences of Protein Based Foaming Agent onLightweight Concrete‖ International Journal of Recent Technology and Engineering (IJRTE), ISSN: 2277-3878, Volume-3 Issue-5, November 2014. Indu Susan Raj, Dr. Elson John. ―A Study on the Properties of Air-Entrained Concrete for Masonry Blocks‖ International Journal of Scientific Engineering and Technology (ISSN: 2277-1581) Volume No.3 Issue No.11, pp: 1367-1370. K.Krishna Bhavani Siram. ―Cellular Light-Weight Concrete Blocks as a Replacement of Burnt Clay Bricks‖ International Journal of Engineering and Advanced Technology (IJEAT) ISSN: 2249 – 8958, Volume-2, Issue-2, December 2012. ―NEOPOR System for cellular light weight concrete‖ project report. P.S.Bhandari, Dr. K.M.Tajne. ―Cellular Lightweight Concrete Using Fly Ash‖International Journal of Innovative Research in Science,Engineering and Technology, ISSN: 2319-8753, Vol. 3, Issue 11, November 2014 Vivek Sood , Ashok Kumar. ―Effect of Additives on the Development of Non Autoclaved Cellular Light Weight Blocks‖ International Journal of IT, Engineering and Applied Sciences Research (IJIEASR) ISSN: 2319-4413 Volume 2, No. 5, May 2013.

283 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Vivek Sood, B.M. Suman, Ashok Kumar. ―Effect of admixtures on the physical properties of non-autoclaved light weight blocks using pond ash‖ International Journal of Advancements in Research & Technology, ISSN 2278-7763, Volume 3, Issue 8, August-2014.

284 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

HOLLOW CONCRETE BLOCK: ITS APPLICATION IN MASONRY AND ARCHITECTURAL PRACTICE Parbat Lalji Dabasiya1, Priyank Bhimani2 1UG student, HJD Institute kera - Kutch 2Assistant professor, HJD Institute kera – Kutch Email: [email protected]

ABSTRACT: Economy and stability are the prime requisites of any structure. Best designer is one who comes out with a design which gives the stable and economic structure. In this paper an investigation on hollow concrete block masonry is carried out and a comparative study is executed with respect to brick masonry construction and strength parameter, economy, light weight character and insulation property are studied and compared. The strength of hollow concrete block masonry wall is less than brick masonry wall but cost of construction of former wall is very less. Uniform size and shape concrete block masonry saves mortar consumption in the bed joint and plastering.

Keywords: Block Masonry, Hollow concrete block, Strength of masonry, High performance hollow concrete block

INTRODUCTION

Shelter is one of the three basic requirements of human being. Initially ancient man started living in caves excavated below ground level on near the hill ends .thereafter, they started constructing walls from mud, and in due course of time, the developed the techniques of burnt clay brick masonry to form the structural part of the shelter. Building construction is a multi-disciplined technology. It involves an exchange of thoughts, experience and ideas among those engaged in the various disciplined of the construction activity in order to achieve overall economy and proper serviceability of the construction project at hand. It should also make use of innovative methods in the field of material technology by the use of improved materials resulting in the production of economical, aesthetically acceptable and durable structure.

Load bearing wall is one of the oldest structural systems. Man has laid one stone upon another and built walls to support roof or floor. This system was then replaced by frame structures for economy, as the load bearing walls being thick; require a large quantity of materials.

Hollow concrete block is an important addition to the types of masonry units available to the builders and its use for masonry a constant increases, some of the advantages of hollow concrete block construction are reduced mortar consumption, light weight and greater speed of masonry work. Work compared with brick masonry. Since may builders are yet to become 285 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

familiar with the use of hollow concrete blocks, this will help them to appreciate the essential constructional details and adopt hollow concrete block masonry in a large scale wherever it is economical. Concrete Blocks in Masonry Due To Following Advantages: 1. Thermal insulation (having dual character of keeping building cool in summer and warm in winter). 2. Sound insulation (to decrease disturbance due to external noise). 3. Adequate strength and structural stability. 4. Highly durable. 5. Fire resistant. 6. Economy. 7. Low maintenance (No efflorescence). 8. Environmentally Eco friendly. 9. Reduction in mortar consumption. 10. Fast and Easier construction system. 11. Better Architectural features.

Architectural and Other Advantages

1. This system is durable and maintenance free. 2. Reduction in Dead Load 3. Increased carpet area: - Due to smaller in size. 4. Faster construction: - Easy to work with bigger in size. 5. Assured Quality: - Fully automatic block plant. 6. Better sound absorption: - Being hollow in nature. 7. Load bearing walls: - Due to higher strength of blocks. 8. Recommended for earth quake resistance. 9. Less water absorption:- Approx. 3 to 4% 10. Environmental Eco-Friendly 11. Reduce in total cost of project: - Being less dead load of walls. 12. This construction system provides better acoustic and thermal insulation for the building.

Material Used 1. Cement Ordinary Portland cement of 43 grade confining to IS 8112:1989 [2] was used throughout the work.

2. Sand Sand used throughout the work comprised of plane river sand with maximum size 4.75mm confining to zone II as per IS 383-1970 [3] with specific gravity of 2.6.

3. Hollow Concrete Blocks Hollow concrete blocks of size (16x8x8) inch and (8x8x8) inch were used for making walls.

286 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

4. Bricks Class B Bricks were used of modular size (22.5x10x7.5) cm.

5. Mortar 1:4 cement sand mortars as used for wall masonry were made in the standard manner as prescribed by IS: 3535-1986 [4].

2Hole Hollow Block Fabricated 4 Hole Hollow Block Fabricated mould

De moulding of Blocks Result Compressive Strenght Of Individual Block And Brick Unit Compressive or crushing Compressive or crushing Compressive or crushing Sample strength of individual strength of individual strength of individualbricks No. hollow concrete block of hollow concrete block of of size (22.5x10x7.5) size (16‖x8x8‖) Kg/cm2 size (8‖x8x8‖)Kg/cm2 Kg/cm2

1. 36.37 29.00 96.49

2. 35.87 27.75 86.40

3. 37.62 31.00 144.73

4. 35.00 28.25 112.28

287 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

5. 30.12 24.25 126.75

Source: International Journal of Civil And Structural Engineering Research (IJCSER) Vol. 1, Issue 1, pp: (14-21), Month: October 2013-March 2014, Compressive strength of hollow block Size of hollow concrete Average compressive Stress in N/mm2 on net Sr. No. block load of 10 reading area

1. 400x200x200 9.0 2.2

2. 200x200x200 10.0 8.8

Sorce:Mr. M K Maroliya / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 Vol. 2, Issue 6, November- December 2012, pp.382-385

Conclusion 1. Compressive strength of brick units and brick masonry wall came out to be more than compressive strength of hollowconcrete block units and hollow concrete wall masonry. 2. Sound insulation property of hollow concrete masonry is more than that of brick masonry. 3. Thermal insulation property of hollow concrete masonry is more than that of brick masonry due to presence of air in hollow concrete units. 4. Maintenance cost of hollow concrete block masonry is less than brick masonry because of efflorescence in brick masonrywall. 5. Hollow concrete block masonry presents better architectural view as compared to brick masonry. 6. Factor of safety for hollow concrete block masonry is more than brick masonry.

Acknowledgement

I like to thank to Hon. Halai Jagdish Devji, Chairman of HJD Institute, Dr Rajesh Patel, Principal of HJD Institute, Dr.Kalpana Maheshwari Head of Civil engineering department, Mr.Narendrasinh Vadher, Assistant professor, HJD Institute and Mr. Priyank Bhimani, Assistant Professor, HJD Institute for their motivational & continuous supports to carry out this research.

References

International Journal of Advanced Engineering Technology E-ISSN 0976-3945 IJAET/Vol.II/ Issue IV/October-December, 2011/475-479―Research articleeffect of granite fines on strength of hollowconcrete blocks‘‘

International Journal of Advanced Engineering Technology E-ISSN 0976-3945 IJAET/Vol.II/ Issue IV/October-December, 2011/475-479Research Article ―Effect of granite fines on strength of hollowconcrete blocks‖

288 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

International Journal Of Civil And Structural Engineering Research (IJCSER)

IOSR Journal of engineering (IOSRJEN) e-ISSN: 2250-3021, p-ISSN: 2278-8919, Volume 2, Issue 10(October 2012) ―Load carrying capacity of hollow concrete block masonry column‖

IS 383-1970, Specification for Coarse and fine aggregates from Natural sources for concrete, BIS, New Delhi.

IS 8112:1989 43 Grade Ordinary Portland cement – Specification. IS 8112:1989, Bureau of Indian Standards, New Delhi.

Mr. M K Maroliya / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 Vol. 2, Issue 6, November- December 2012, pp.382-385

Vol. 1, Issue 1, pp: (14-21), Month: October 2013-March 2014, ―Brick masonry and hollow concrete block masonry –a comparative study‖

289 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

PARTIAL REPLACEMENT OF FINE AGGREGATE WITH FOUNDRY SAND IN CONCRETE MIX DESIGN.

Deepa Aiyar1, Beena Sorathiya1, Parth Chandarana1, Krupal Akhiyani1, Dr. KalpanaMaheshwari2. 1 UG student,HJD Institute kera kutch,GTU. 5H.oD Civil Department, HJD Intitute kera kutch. Email: [email protected] ABSTRACT:

Metal foundries use large amounts of virgin sand for the metal casting process. Foundries successfully recycle and reuse the sand many times and the remaining sand that is termed as foundry sand is removed from it. This study presents the information about the civil engineering applications of foundry sand, which is technically sound and is environmentally safe. Use of foundry sand in various engineering application can solve the problem of disposal of foundry sand.As a partial replacement of cement in concrete by foundry sand. Metal casting process generates several kinds of waste; used foundry sand is the main waste. Used foundry sand is major problem for Indian Small and medium scale Foundry. Since used foundry sand make intensive use of sand as primary direct material, the regeneration of this sand can be considered as main factor in environmental performance to achieve sustainable development. This paper presents the results obtained of the concrete having mix M30 in which fine aggregate is partially replaced by used foundry sand obtained from ferrous and non-ferrous metal casting industries as 20%, 45% and 60% by weight of fine aggregate. For this study, four sets of mixture proportions were made. First (A1) were the standard mix containing no used foundry sand, with regional fine aggregate and coarse aggregate. Second mix (C0) contained 20% foundry sand as a replacement of fine aggregate. Other mixes (C1&C2) contained used foundry sand (45% &60%) respectively. The compressive strength of each sample is carried out at 7 & 28 days. This research was performed to achieve technical, ecological and economic benefits by utilizing the huge amounts of used foundry sand produced every year, in India and elsewhere Keywords: concrete, foundry sand, fine aggregate, mix design, partial replacement.

I. Introduction

Foundry sand consists primarily of silica sand, coated with a thin film of burnt carbon, residual binder and dust. Foundry sand can be used in concrete to improve its strength and other durability factors. Foundry Sand can be used as a partial replacement of fine aggregates to achieve different properties of concrete. Increasing the recycling and use of industrial byproducts, like spent foundry sands from iron, steel, and aluminum foundries, is one of the fore priority for sustainable development of the country .Spent foundry sands are generated by the metal casting industry. Foundries purchase new, virgin sand to make casting molds and the sand is reused numerous times within the foundry. The spent foundry sand, that is, the sand that is removed, is either recycled in a non-foundry application or landfilled. Estimates

290 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

are that less than 15 percent of the 6-10 million tons of spent foundry sands generated annually is recycled. This paper provides a comprehensive overview of the engineering and construction properties of foundry sand for use in concrete as partial replacement materials. The objectives of the study are:  To select used foundry sand‘s mix proportion for concrete.  To perform the experiments on compressive strength of concrete used foundry sand. The strength was measured at the age of 7 and 28 days.  To investigate changes in compressive strength of concrete by utilization of used foundry sand.

Ii. Design Mix Methodology A cement concrete mix 1:1.48:3.21 was designed as per IS: 10262:2009 methods and the same were used to prepare the test samples.Table -1 shows the mix design for M30 grade by weight. Table-1 DESIGN MIX PROPORTIONS FOR M30 MIX CONCRETE BY WEIGHT

CT W/C REPLACEME DESIGN MIX PROPORTION RATI NT % FOR M30 CONCRETE O (1:2.26:4.38)

C F.A. C.A. U.F.S.

A1 0.45 0 1 2.6 4.38 0

C0 0.45 20 3 5.4 13.14 1.34

C1 0.45 45 3 3.69 13.14 3.024

C2 0.45 60 3 2.70 13.14 4.02

Iii Material Tested Table -2 PROPERTIES OF FOUNDRY SAND SR.NO TEST RESULT

1 FINENESS MODULUS 150

2 WATER CONTENT (%) 8.49

3 SPECIFIC GRAVITY 1.5

Table-3 PROPERTIES OF CEMENT

SR. NO PHYSICAL PROPERTY OF 53 RESULT RESULT AS PER GRADE CEMENT IS:8112-1989

291 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

1 SPECIFIC GRAVITY 3.15 3.1-3.15

2 STANDARD CONSISTENCY 31.15% 30-35

Iv. Experimental Methodology

A. Testing methodology The evaluation of Used Foundry Sand for use as a replacement of fine aggregate begins with the concrete testing. Concrete contains cement, water, fine aggregate, coarse aggregate. With the control concrete, i.e. 20%, 45% and 60% of the fine aggregate is replaced with used foundry sand, the data from the used foundry sand compared with data from a standard concrete without used foundry sand. Three cube samples were cast on the mould of size 150*150*150 mm for each 1:2.26:4.38 concrete mix with partial replacement of fine aggregate with a w/c ratio as 0.45 were also cast. After about 24 h the specimens were de- molded and water curing was continued till the respective specimens were tested after 7 and 28 days for compressive strength.

B. Compressive strength Compressive strength tests were performed on compression testing machine using cube samples. Three samples per batch were tested with the average strength values reported in this paper. The loading rate on the cube is 35 N/mm2 per min. The comparative studies were made on their characteristics for concrete mix ratio of 1:2.26:4.38 with partial replacement of fine aggregate with used foundry sand as 20%, 45%and 60%. Table -4 shows the result of ultimate compressive strength of concrete at 7 and 28 days. Fig 1,2,3 are photos taken while experiments and Fig 4 is the graph of the result shown in table-4.

Table-4 COMPERISION OF ULTIMATE COMPRESSIVE STRENGTH

TYPE OF REPLACEMENT AVERAGE ULTIMATE CONCRETE COMPRESSIVE STRENGTH OF % CONCRETE CEMENT

7 DAYS 28 DAYS

A1 0 22.2 32.0

C0 20 30.07 34.36

C1 45 30.21 42.22

C2 60 28.29 32.66

292 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Fig-1 Fig-2 Fig-3

COMPERISSION B/W ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE 45 40 35 30 25

20 7 DAYS 15 28 DAYS

10 COMPRESSIVE COMPRESSIVE STRENGTH 5 0 0% 20% 45% 60% % REPLACEMENT

Fig-4 compressive strength vs. %replacement graph

V Conclusion

From this study the following conclusion can be drawn:  Foundry sand can be used in concrete to improve strength. Partial replacement of fine aggregate with used foundry sand improves strength.  Also, it can be used in non-structural elements in the low range compressive strength where strength is not required.  Used foundry sand can be used to prepared low cost temporary structure.  The results indicate that on replacement of foundry sand up to 50% increase the compressive strength of the concrete. 293 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 Result also concludes that above 50% replacement the strength decrease gradually.

Acknowledgement

The Authors thankfully acknowledge to Halai Jagdish Devjibhai, Chairman, HJD Institute ,Dr Rajesh patel Principal, HJD Institute, Dr Kalpana Maheshwari H.o.D, Civil engineering department, HJD Institute, Er. NarendraVadher, structural engineer, Assistant professor, HJD Institute, Er. Priyank Bhimani, Assistant professor, HJD Institute for their motivational & infrastructural supports to carry out this research.

294 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

References

Bemben,S.M.,Shulze,D.A.,1993.The influence of selected testing procedures on soil/geomembrane shear strength measurements.Proc.,Geosynthetics ‘93,Industrial Fabrics Association International,St.Paul,Minn.,619-631.

Bemben, S.M., Shulze, D.A., 1995.The influence of testing procedures on clay/geo membrane shear strength measurements. Proc. Geosynthetics ‘95, IFAI, St.Paul, Minn., 1043-1056.

Dushyant Rameshbhai Bhimani, ISSN: 2319–6378, Volume-1, Issue-6, April 2013. Innovative Ideas for Manufacturing of the Green Concrete by Utilizing the Used Foundry Sand and Pozzocrete.

IS: 8112-1989, Specifications for 53-Grade Portland cement, Bureau of Indian Standards, New Delhi, India.

IS Code - IS: 1918-1966 i.e. Indian standard code for methods of physical tests for foundry sand.

Jayeshkumar Pitroda, E-ISSN2249–8974, International Journal of Advanced Engineering Research and Studies have a research paper on used foundry sand: Opportunities for developing low cost rigid pavement.

Lakshmi R, Volume 1, No 3 ,2010, International journal on environmental science paper on Studies on Concrete containing E plastic waste, ISSN 0976 – 4402 www.google.com www.wikipedia.com

295 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

PSEUDO STATIC ANALYSIS OF A MULTI STORYED BUILDING USING FRAMES USING KNEE BRACES Abhishek K Asnani[1]*, J.G.Kulkarni [2]*

[1]* Final year Student M.E CASAD, Veerayatan Group of Institute FOE & FOM, Mandvi Kachchh-370460, Gujarat INDIA Email:[email protected] [2]* Head civil Department, Veerayatan Group of Institute FOE & FOM, Mandvi Kachchh-370460, Gujarat INDIA Email:[email protected]

ABSTRACT:- Multi-storeyed Buildings are usually constructed for Offices, Flats, Hospital, Residential Buildings, (etc.). These are becoming increasingly popular because of crowding of population & composition of cities. These are constructed of RCC or Steel Constructed in Economical.The framing of a multi-storeyed Building Consists of Beam‘s, Column‘s, Girder‘s, Slab, (etc.) which supports roof and floor load‘s. Such type of Building is also known as Beam & Column Frame. The column are generally continuous from storey to storey‘s and the girder‘s and Beam‘s are connected to column. The beam which carries external Walls are called as Spandrel Beam‘s or Wall Beam‘s.A building Consists of number of bays and storey‘s. it consists of number of Door‘s Window‘s and Ventilator‘s that are usually supported on Beams and connected to wall‘s. which transfers the loads to the column‘s. Building Usually Consists of Horizontal Forces (HF) and Vertical Forces (VF). Horizontal Forces (HF):- Includes Self weight of Structure. Vertical Forces (VF):- Includes Wind Load, Earthquake load. (etc.)

Introduction to Braces:-

A multi-storeyed building must resist the combined effects of horizontal and vertical loads, but such structure are more susceptible to earthquake and wind forces, which may be disastrous in nature. In order to make such structure stronger and stiffer the cross-sections of

296 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

the members increases from top to bottom this makes the structure uneconomical owing to safety to the structure.Therefore it is necessary to provide special mechanism and/or mechanisms that to improve lateral stability of structure. Braced frames develop their resistances to lateral forces by the bracings actions of diagonal members. The braces induce forces in the associated beams and columns so that all the work together likes a truss with all members subjected stresses that are primarily axial. The bracing may be different form (cross braced, X-shaped, V-shaped, or K-shaped, symmetrical or unsymmetrical portal etc.) and other alternatives are the reinforced concrete shear walls or cores as shown in above figures

Fully braced are more rigid. From saving point of view arbitrarily braced ones have least forces induced in the structure and at the same time product maximum displacement within prescribed limits. A concentrically braced frames has minor eccentricities in the joint of the frames has elements that are strictly controlled to combine a stiffening effect due to the diagonal braces with yielding in the link beams. The above figure shows the various bracings patterns.

Various Different types of Bracing system used as shown in figure. There are different kind of possibilities in openings are such as :-

(a) May provide Large Openings, but it is effective when the direction of horizontal loads do not change (b) Such a bracing forms series of vertical trusses, but it is not preferred, because it restricts the openings. (c) K-Bracing have advantage where small Openings are to be accommodate. (d) Some Braces prefer large openings (e) All these forms of Bracings of Bracings causes encroachment that may not be tolerated. So that moment resistant connections (Rigid connections) must be used to create a Vierendeel truss.

297 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Introduction to Knee Braces:-

Through the addition of braces load could be transferred out of the frame, into braces bypassing the weak column while increasing the strength of member. Therefore the use of braces system for retrofitting reinforced concrete in a frame with inadequate lateral resistance is attractive. The section of the each below shown figures depends of course on the loading problems, with the overall geometry, the desired result, the availability of the material and on several other reasons. All the below shown bracing, when used for wind loadings, are called Wind Bracing. Wind braces provide Lateral Stability of the building. Although the bracing shown in the figures have a Dis-advantage. There is no possibility of square opening therefore the option of having window, doors or kind of opening is not feasible anymore. That's why the engineer came upon Knee Bracing.

This system consist of a Knee Brace and Beam arrangement which, when connected to primary frames columns, provides economical bracing to resist moderate eave forces. The diagonal knee braces, located at each end of the beam, consist of double angle member which will intersect the column below the beam member on the building up to eave height.The main advantage of knee

298 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Types of Joints:-

Structural Behaviour of Multi-Storeyed Building Subjected to Lateral Forces is Complex and Highly Indeterminate. There are three different types of Joints between Beams & Columns,

1. Simple or Flexible Joint. 2. Semi-rigid Joint. 3. Rigid Joint.

Objective & Scope Although the moment-resisting frames (MRF) are an excellent energy dissipating system, its members have to be designed with uneconomically large sections to meet the drift requirement. The CBF is much stiffer than the MRF, but it cannot meet the ductility requirement due to the buckling of the brace. To overcome the deficiencies of the MRF and the CBF, Reoder and Popov proposed a new structural system, named EBF. It combines sufficient stiffness and excellent ductility by setting the brace eccentrically to the beam to form a shear link. Due to the yielding of the shear link in a severe earthquake, the frame provides reliable protection from buckling.

However, as the major part of a frame, the beam should not be severely damaged in view of the difficulties and costs required for rehabilitation of the beam. A new braced frame, called knee bracing frame (KBF), is having all the favourable features of the above frames but without having the deficiencies. The KBF uses a secondary structural member (the knee member) instead of the shear link as the ―structural fuse‖ to ensure enough ductility, but achieves excellent lateral stiff ness through the setting of the diagonal brace. The KBF uses a secondary structural member (the knee member) instead of the shear link as the ―structural fuse‖ to ensure enough ductility, but achieves excellent lateral stiff ness through the setting of the diagonal brace.

In the braced frames under study, behaviour factor, R, is dependent on a number of variables including the number of storeys, the type of bracing system and the share of bracing system from the base shear. In this study 3-storey, 5-storey and 8-storey frames are considered. These are typical numbers of storeys used by some other investigators to cover low- to 299 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

medium-rise framed buildings. All Frames are three-bay wide with the central bay braced in the braced dual systems. A study carried out on braced RC frames.Bracing systems are considered is knee bracing. In designing the knee bracing Considering the dual purpose of Knee bracing and RC frame, both as a combined load-resisting element at design level and as a retrofitting measure, it was found necessary to investigate this effect. The RC Knee bracing systems are thus designed to resist the above load shares and the RC frames they are concluded that the inelastic analysis is more suitable for the short period (low- to medium- rise) regular frame structures, but for long period (high-rise) and special buildings, the inelastic dynamic analysis is preferable as it is better suited to account for the effects of higher modes. In line with the above conclusion, the inelastic analysis is used in the present study to calculate the R factor parameters.The seismic performance parameters under consideration are those statically determined parameters or properties frequently encountered when dealing with the level of seismic loading on a structure and the structural non-linear response to the seismic loading. These parameters include; the energy absorption capacity (toughness), ductility and over strength. Toughness is defined as the area under the force- deflection response curve, whereas ductility, μ, is defined as the ratio of the maximum inelastic structural displacement Δmax to the displacement corresponding to the idealised yield strength, Δy. The over strength factor, Rs, signifying structural over strength, depends to a large extent on the level of internal force redistribution. Other important factors including strain hardening, deflection constraints, higher material strength than that specified in the design and member oversize, also contribute to the structural over strength. G+12 storied building analysed with different types Shear wall system G+12 storied building analysed with different types of bracing systems. The different type Bracings placed for peripheral columns only.

Model Data:- SMRFStructure

No. Of stories G+12

Storey Height 3.00 m

Material property

Grade of concrete M25

Grade of Steel Fe 415

Member Properties

Thickness of slab 0.125 m

Beam Size 0.30 x 0.45 m

Column Size 0.30 x 0.60 m

300 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Load Intensities

Seismic Zone III

301 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Application of knee braces on high-rise building:-

Structures designed to resist moderate and frequently occurring earthquakes must have sufficient stiffness and strength to control deflection and to prevent any possible damage. However, it is inappropriate to design a structure to remain in the elastic region, under severe earthquakes, because of the economic constraints. The inherent damping of yielding structural elements can advantageously be utilized to lower the strength requirement, leading to a more economical design. This yielding usually provides the ductility or toughness of the structure against the sudden brittle type structural failure. Since stiffness and ductility are generally two opposing properties, it is desirable to devise a structural system that combines these properties in the most effective manner without excessive increase in the cost.

In steel structural systems, moment resisting and concentrically braced frames have been widely used to resist earthquake loads. The moment resisting frame possesses good ductility through flexural yielding beam elements, but it has limited stiffness. The concentrically

braced frame on the other hand is stiff, however, because of buckling of the diagonal brace its ductility is limited. To overcome the deficiencies in moment resisting and concentrically braced frames, Roeder and Popov [1] have proposed the Eccentrically Braced Frame (EBF) system, where the brace is placed eccentric to the beam–column joint. By a suitable choice of eccentricity, a sufficient amount of stiffness from the brace is retained while ductility is achieved through the flexural and/or shear yielding of a segment of the beam, which is called the link, created by the eccentrically placed brace member. To achieve the required ductility, however, severe yielding of the link is expected, which may lead to serious floor damage. Further, as the link is an integral part of a main structural member, retrofitting may be difficult. Results:-

 The proposed CKB model that is presented in this study is an applicable system with a larger stiffness and a higher rate in dissipating of the input energy.  The developed link element model is a very accurate model for well-stiffened various link elements which considering both flexural and shear deformation. The hysteretic energy calculation algorithm, presented in this paper, provides a very applicable method for predicting the hysteretic energy in the similar systems with fuse elements.

302 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 Based on the (b/h) = 0.5 ∗(B/H), two particular step-by-step methods will become a very exact method in computing the nonlinear behavior and design of the new structural system in moment and shear yielding mode, which are described in the next study.  In the proposed CKB model, the b length (Fig. 1) is generally too small for easy fabrication and economical brace size, but this disadvantage is not important against the good property of this model

REFRENCES:-

Roeder CW, Popov EP. Eccentrically braced steel frames for earthquakes. Journal of the Structural Division, ASCE 1978; 104(ST3):391–412. Arisizabal-ochoa JD. Disposable knee bracing: Improvement in seismic design of steel frames. Journal of Structural Engineering, ASCE 1986;112(7):1544–52. Kasai K, Popov EP. General behavior of WF steel shear link beams. Journal of Structural Engineering 1986;112(2):362–82. Balendra T, Sam MT, Liaw CY, Lee SL. Preliminary studies into the behavior of knee braced frames subject to seismic loading. Engineering Structure 1991;13:67–74. Balendra T, Sam MT, Liaw CY. Design of earthquake resistant steel frames with knee bracing. Journal of Construction Steel Research 1991;18(3):193–208. BS 5950. Part I: Code of practice for design in simple and continuous construction-hot rolled sections, Structural use of steelwork in building. British Standards Institution, London, 1985. Kasai K, Popov EP. A study of seismically resistant eccentrically braced steel frame systems. Earthquake Engineering Research Center, Report No.UCB/EERC- 86/01. Berkeley (CA): University of California; 1986.

303 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

COMPARATIVE ANALYSIS OF BRACED STRUCTURE USING KNEE BRACED ON DIFFERENT PARAMETERS.

Abhishek k Asnani 1*, Priyanka Trivedi 2*. Ravi L. Lalwani3

[1]Final Year Student M.E CASAD Veerayatan Group of Institute FOE & FOM, Mandvi – Kachchh, 370460 Gujarat INDIA. *Email: - [email protected] [2]B.E civil L.E Morbi Lecturer at T.F.G.P, Adipur Kachchh Adipur –Kachchh, 370205 Gujarat INDIA.*Email:[email protected] Asso. Prof, T.F.G.P, Adipur Kachchh Adipur –Kachchh, 370205 Gujarat INDIA.

1:-ABSTRACT :- Multi-storeyed Buildings are usually constructed for Offices, Flats, Hospital, Residential Buildings, (etc.). These are becoming increasingly popular because of crowding of population & composition of cities. These are constructed of RCC or Steel Constructed in Economical.The framing of a multi-storeyed Building Consists of Beam‘s, Column‘s, Girder‘s, Slab, (etc.) which supports roof and floor load‘s. Such type of Building is also known as Beam & Column Frame. The columns are generally continuous from storey to storey‘s and the girder‘s and Beams are connected to column. The beam which carries external Walls are called as Spandrel Beam‘s or Wall Beam‘s.

A building Consists of number of bays and storey‘s. it consists of number of Door‘s Window‘s and Ventilator‘s that are usually supported on Beams and connected to wall‘s. which transfers the loads to the column‘s. Building Usually Consists of Horizontal Forces (HF) and Vertical Forces (VF). Horizontal Forces (HF):- Includes Self weight of Structure. Vertical Forces (VF):- Includes Wind Load, Earthquake load. (Etc.)

2:-introduction:-

Most of the multi-storeyed buildings found in the urban landscape are R.C.C Framed Structures. R.C.C stands for ―Reinforced Cement Concrete‖, wherein reinforcement in the form of steel bars is embedded in concrete for required strength. RCC enables Constructions of Tall Buildings, Buildings with Complex shapes and Buildings with Stilts. Such a building Consists of Various structural connected to one another as a framework so that it behaves as one unit. Walls in such structure are connected after the frame is ready and are not meant to support any load.

3:-Braces:-

A multi-storeyed building must resist the combined effects of horizontal and vertical loads, but such structure are more susceptible to earthquake and wind forces, which may be disastrous in nature. In order to make such structure stronger and stiffer the cross-sections of the members increases from top to bottom this makes the structure uneconomical owing to safety to the structure.Therefore it is necessary to provide special mechanism and/or 304 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

mechanisms that to improve lateral stability of structure. Braced frames develop their resistances to lateral forces by the bracings actions of diagonal members. The braces induce forces in the associated beams and columns so that all the work together likes a truss with all members subjected stresses that are primarily axial. The bracing may be different form (cross braced, X-shaped, V-shaped, or K-shaped, symmetrical or unsymmetrical portal etc.) and other alternatives are the reinforced concrete shear walls or cores as shown in above figures

4:-IntroductiontoKneeBraces:-

In recent years, Aristizabe [1] -Ochoa [2] has proposed a framing system, which combines the stiffness of a diagonal brace with the ductile behavior of a knee element. This system as originally proposed, however, was not suitable for earthquake-resistant design because the brace was designed to slender. Consequently, the brace buckles and leads to pinching of the hysteresis, which is not efficient for energy dissipation. Further, the inelastic cyclic deformation of the brace which buckles may create a lateral instability problem at the knee– brace joint and causes sudden change to the restoring force of the structure. Subsequently, the system has been re-examined and modified by Balendra. The revised system is called the Knee Braced Frame(KBF).

A new structural lateral bracing system called ‗Chevron Knee Bracing‘ (CKB) is described here. This new form of framingsystem is constructed through the knee and the diagonal brace elements. The knee part is a fuse-like component that dissipates energy by the formation of plastic flexural and/or shear hinges at its ends and mid-span, when the building is subjected to severe lateral loads. However, the diagonal brace component, on the other hand, provides the required level of lateral stiffness and remains in the elastic range without buckling at any time. In this investigation, first, by studying of the system in the elastic region, three new and practical parameters are established.

305 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

5:-MaterialsusedforBracing:-

There are several materials to be used for construction of braces such as:-  Steel  Timber  Concrete  Composite (etc) 6:-Method’susedforanalysisofframesare:-

 Slope & deflection method  Iterativemethod like. . Moment distribution method (By Hardy Cross in 1930‘s) . Kani‘smethod (By Gasper Kani in 1940‘s)  Approximate methods like; . Portal method . Cantilever method . Factor method.  Flexibility coefficient method.  Stiffness method.

7:- Conclusion:-

The seismic performances of without braced frames are weak. Accordingly, they are required to be retrofitted with the capabilities provided by systems that have sufficient stiffness and ductility.Correlating the result for the stiffness between a 1–storey and 10–storey frame, there is distinct disparity in the comparison of the percentage difference between two types of frames. It isdecreasing as the level storey of the frame increases with no regards of what type of frame is being considered.The strength capacity of reinforced concrete frames can be enhanced to a desired level using either concentric bracing or knee bracing. Therefore, the bracing systems can be conservatively designed for the required strength enhancement.

1) The concept of using steel bracing is one of the advantageous concepts which can be used to strengthen structure.

306 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2) Steel bracings reduce flexure and shear demands on beams and columns and transfer the lateral load through axial load mechanism. 3) The lateral displacement of the building is reduced by 40 to 60 % by the use of shear wall Type-III and X Type steel bracing system. 4) Storey drift of the Shear wall and steel braced model is within the limit as clause no 7.11.1 of IS-1893 (Part-1):2002. 5) Steel bracings can be used as an alternative to the other strengthening techniques available as the total weight of structure changes significantly 6) Shear wall has more storey shear as compare to steel bracing but there is 10 to15% difference in lateral displacement between shear wall and steel bracing. 7) Shear wall and steel bracing increases the level of safety since the demand curve intersect near the elastic domain 8) Capacity of the steel braced structure is more as compare to the shear wall structure. 9) Steel bracing has more margin of safety against collapse as compare with shear wall.

8:- Refrences:-

Roeder CW, Popov EP. Eccentrically braced steel frames for earthquakes. Journal of the Structural Division, ASCE 1978; 104(ST3):391–412. Aristizabe - Ochoa JD. Disposable knee bracing: Improvement in seismic design of steel frames. Journal of Structural Engineering, ASCE 1986;112(7):1544–52. Kasai K, Popov EP. General behavior of WF steel shear link beams. Journal of Structural Engineering 1986;112(2):362–82. Balendra T, Sam MT, Liaw CY, Lee SL. Preliminary studies into the behavior of knee braced frames subject to seismic loading. Engineering Structure 1991;13:67–74. Balendra T, Sam MT, Liaw CY. Design of earthquake resistant steel frames with knee bracing. Journal of Construction Steel Research 1991;18(3):193–208. BS 5950. Part I: Code of practice for design in simple and continuous construction-hot rolled sections, Structural use of steelwork in building. British Standards Institution, London, 1985. Kasai K, Popov EP. A study of seismically resistant eccentrically braced steel frame systems. Earthquake Engineering Research Centre, Report No. UCB / EERC- 86/01. Berkeley (CA): University of California; 1986.

Lotfollahi M. Thesis for master‘s degree. Tehran (Iran): Sharif University of Technology; 2003. Prakash V, Powell GH, Filippou FC. DRAIN-2DX: Base program user guide. Structural Engineering Mechanics and Materials, Report No. UCB/SEMM-92/29. Berkeley (CA): University of California; 1992. Kasai K, Popov EP. A study of seismically resistant eccentrically braced steel frame systems. Earthquake Engineering Research Center, Report No.UCB/EERC- 86/01. Berkeley (CA): University of California; 1986. Sabelli R. Research on improving the design and analysis of earthquake resistant steel braced frames. Final report_NEHRP Fellowship in Earthquake Hazard Reduction; 2000. 307 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Chao SH, Goel SC. Performance-based design of eccentrically braced frames using target

drift and yield mechanism. AISC Eng J 2006;173_200. 3rd Quarter.

308 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

STUDY OF BEHAVIOR OF CONCRETE BY USING WASTE MATERIAL OF BRICKS AND MINERAL ADMIXTURE (FLY ASH)

Mohit Ramparia Student of first year M.E. in structural Engineering, HJD Institute of Technical Education and Research Email: [email protected]

ABSTRACT The utilization of fly ash in concrete as a partial replacement of cement is gaining immense importance today, mainly on account of the improvements in the compressive strength of concrete combined with ecological benefit. To study the effect of partial replacement of cement by fly ash, studies are conducted on concrete mixes with cementations material at 5%, 10% and 15% replacement levels. In this study the effect of fly ash and waste material on workability, setting time & compressive strength are undertaken. The utilization of brick (waste material) as a partial replacement of aggregates is another aspect undertaken. The proportion of bricks used in concrete mixes shall be 5%, 10% and 15% in descending order. The concrete mix design for standard concrete that is grade M40 with different percentage of fly ash can be directly designed & than it will be compared with normal concrete.

Keywords - Pozzolana Portland cement (PPC), Fly Ash Concrete and brick (waste material)

Introduction FLY ASH generated by the burning of coal in coal fired power plants was considered till a few years back as mere waste material. This was considered as a material of very low value, useful only for land fill. But its usefulness as pozzolonic additive to cement is an important discovery. Continuous research studies by various engineering research laboratories revealed its varied usefulness as an additive for enhancing the various qualities of concrete including its workability, strength and durability if handled and cared properly. Partial replacement of cement with fly ash in concrete save much of the energy required for production of OPC and also facilitates the economical disposal of millions of tons of fly ash.

At present most of the fly ash blended cements commercially produced in India has 18 to 25% fly ash by weight and addition of fly ash to this extent has a beneficial effect on the workability and economy of concrete. It has been found that in order to improve the other qualities of concrete like resistance of sulfate attack and thermal cracking, larger percentage of fly ash is to be used in concrete. Fly ash content greater than 35% can be considered as high volume replacement or high blending. The seven story structure of 10780m2 office space in Canada was constructed with HVFAC having compressive strength 30-50N/mm2.

RELATED WORK

Previous studies reveals that the addition of fly ash in concrete resulted in great benefits such as reduction in heat of hydration, minimization of potential alkali aggregate reaction, significant reduction of steel corrosion, improvement in durability of concrete, reduction in cost etc. In addition, it improves the environment by contributing towards reduction of

309 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

greenhouse gases. In this study the effect of fly ash and waste material on workability, setting time & compressive strength are undertaken.

Materials Used

Cement: Pozzolana Portland Cement (PPC) (Ultra tech Cement) conforming to IS: 1489- 1991.

Sand: Locally available river sand conforming to grading zone-II as per IS: 383- 1970.

Coarse Aggregates: Crushed Stone coarse aggregate of maximum size 20mm & 10mm As per IS: 2386-1963.

Water: Water available in the college campus conforming to requirements of water for Concreting and curing as Per IS: 456-2000. (PH value: 7.0)

Mineral Admixture: Locally available fly ash (i.e. Adani power plant)

Brick Waste material: Locally available material

Admixture: Commercially available plasticizer Silkament (600HP NPC C01)

Preliminary Investigation

The preliminary experimental investigation consists of test on constituent materials, development of fly ash mixed concrete and determination of fresh and hardened properties of fly ash concrete and ordinary concrete.

A. Test on constituent materials

Cement: Cement used in all mixes is PPC, which conforms to IS specification. Laboratory tests are conducted on cement to determine its standard consistency, initial setting time, final setting time and compressive strength.

Fine Aggregate: Commercially available M-Sand passing through 4.75mm IS sieve and conforming to zone II of IS 383-1970 is used. All physical properties as per IS recommendation are determined.

Coarse Aggregate: 20mm downgraded aggregate is used for the study. The properties of coarse aggregate conformed to the IS specification. All physical properties as per IS recommendation are determined.

Water: Potable water is generally considered as being acceptable. Hence clean drinking water available in the water supply system is used for casting as well as curing of the test specimens.

310 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Admixture: Plasticizer Silkament (600HP NPC C01)

Fly ash: Locally available fly ash (i.e. Adani power plant) is used for the study. Laboratory tests are conducted on fly ash to determine its Specific Gravity and compressive strength.

Table: 1. Test Result of Cement and Fly Ash Table: 2. Test Result of Aggregate

SR SR PROPERTY RESULT PROPERTY RESULT NO NO

Standard Specific gravity coarse 1 34% 1 2.8 consistency aggregate Initial and final 2 30min - 225min 2 Water absorption (CA) 0.46% setting time 3 Water absorption (FA) 0.17% Specific gravity of 3 3.11 cement 4 Fineness modulus CA (20 mm) 5.76

3 day - 27.33 5 Fineness modulus CA (10 mm) 6.59 MPa 6 Fineness modulus FA 2.9 Compressive 7 day - 35.06 4 strength of MPa 7 Crushing strength value - cement 28 day - 53.63 8 Impact value 7.56% MPa 9 Specific gravity fine aggregate 2.9 Specific gravity of 5 1.93 10 Bulking of sand cement 11 Fineness modulus 2.9 Mix Proportioning

M40 mix is designed based on the guidelines given by IS 10262-2009. Several trial mixes are made with 5%, 10%, and 15% replacement of cement with fly ash and utilization of brick (waste material) as a partial replacement of aggregates without affecting fresh and hardened properties. The mix designations and the material requirements are shown below in the Table: 3 and Table: 4.

311 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table: 3. Type of Mixing Table: 4. Mix Designations and Material Requirements

TYPE OF MIXING 3 MATERIAL VOLUME ( 1 M ) WEIGHT B1 [ Plain concrete ] Cement 0.317 m3 460 kg

B2 [15% FA + 5% BB] Water 0.184 m3 184 liter

B3 [10% FA + 10% BB] Chemical Admixture 0.004 m3 4.6 liter

B4 [5% FA + 15% BB] CA 0.662 m3 1191.6 kg

3 FA 0.408 m 694 kg

Studies conducted on properties of different type of Concrete Mix are given in Table: 5.

Table: 5. Properties of Fresh Concrete

SLUMP B1 B2 B3 B4

mm 100 120 110 105

Cube compressive testing is done on 3th, 14th and 28th day. Splitting tensile strength and flexural strength of concrete mixtures are determined at the age of 14th and 28th days. The hardened properties are tabulated in Table: 6, 7, 8. and the graphical variation of cube compressive strength, flexural strength and Splitting tensile strength is shown in Fig.1, 2, 3.

Table: 6. Properties of Hardened Concrete (Compressive strength)

No. of Days

Type of Mixing 14 days 28 days 3 days (MPa) (MPa) (MPa)

B1 [ Plain concrete ] 32.23 40.45 49.82

B2 [15% FA + 5% BB] 35.46 38.75 45.50

B3 [10% FA + 10% BB] 34.78 37.00 43.17

B4 [5% FA + 15% BB] 32.90 40.05 46.10

312 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

COMPRESSIVE STRENGTH VS NO. OF DAYS 60 49.82 50 45.5 46.1 43.17 40.45 40.05 38.75 37 40 35.46 34.78 32.23 32.9 30

20

10

0 COMPRESSIVE STRENGTH N/mm2 IN 3 DAYS 14 DAYS 28 DAYS NO.OF DAYS PLAIN CONCRETE B2(15% FA+5%BB) B3(10%FA+10%BB) B4(5%FA+15%BB)

Fig: 1. Properties of Hardened Concrete (Compressive strength)

Table: 7. Properties of Hardened Concrete (flexural strength)

Mix of concrete

Days B1 [ Plain B2 [15% FA B3 [10% FA + B4 [5% FA + concrete ] + 5% BB] 10% BB] 15% BB]

14 days 4.5 3.9 3.6 3.7 (MPa)

28 days 6.3 6.2 5.8 6.0 (MPa)

Table: 8. Properties of Hardened Concrete (Splitting tensile strength)

Mix of concrete

Days B1 [ Plain B2 [15% FA B3 [10% FA + B4 [5% FA + concrete ] + 5% BB] 10% BB] 15% BB]

14 days (MPa) 3.15 3.04 2.90 3.21

28 days (MPa) 5.2 4.56 4.28 4.72

The results show that the strength of fly ash mixed concrete is almost similar compared to control mix. Splitting tensile strength increased with the increase in fly ash content. This could be attributed to the pozzolanic action due to fly ash.

313 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Fig: 2. Properties of Hardened Concrete Fig: 3. Properties of Hardened Concrete (Flexural strength) (Splitting tensile strength

Cost Comparison

The cost of cement per cubic meter concrete is taken in to consideration. It includes the cost of ingredients such as cement, sand, coarse aggregates, super-plasticizer and finally Fly ash. The material cost for fly ash is negligible since it is an industrial waste and the conveyance charge is taken as Rs.1.00/kg. For a developing country like India the savings in cost will be great step for the infrastructural development. The costs are estimated based on the actual purchase rate and the cost comparison is given in Table: 9. Table: 9. Properties of Hardened Concrete (Splitting tensile strength) Rat FA (%) + BB (%) Proportion Sr. Proportio Uni e Items n N t (Rs) Plain 15/5.0 10/1 5.0/15 o in the mix 0 1 Cement Kg 6.6 460 3036 2884 2732 2580

2 Fly Ash Kg 1.3 Variable ….. 30 60 90

3 CA.(10mm) Kg 0.70 475 333 316 300 283

(20mm) Kg 0.70 711 497 473 448 423

4 FA. Kg 0.75 694 521 495 468 442

5 Plasticizer Lt. 50 4.6 230 218 207 195

6 Cost per Cu.M 4617 4416 4215 4013 of Concrete

7 (%) cost -5 -9 -13 Compare

314 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Conclusion

Based on the investigation conducted following conclusions can be arrived at. 1. The Compressive Strength of plain concrete (B1) is higher than the type of mixing B2, B3, B4 in order to 14 days, 28 days. But earlier strength is higher than plain concrete for 3 days.

2. The tensile strength of plain concrete (B1) is higher than the type of mixing B2, B3, B4 in order to 14 days, 28 days. And the flexural strength of plain concrete mix (B1) is higher than the type of mixing B2, B3, and B4 in order to 14 days, 28 days.

3. Compressive strength of M40 grade test specimen gives value as much as 46.10 MPa for 28 days, which is very much comparative to Plain Concrete (49.82 MPa) while using 5% fly ash and 15% brick bats.

4. Same specimen in case of Split tensile strength and flexure strength, performs somewhat poor than plain concrete of same grade. When we are using waste material of bricks and fly ash, which is very much economical, then the strength it gives is highly comparative and desirable.

References Mini Soman1, Sobha.K2, Strength and Behavior of High Volume Fly Ash Concrete, International Journal of Innovative Research in Science, Engineering and Technology, Vol. 3, Issue 5, May 2014, ISSN: 2319-8753.

M.N.Balakrishna, M.C. Nataraja, Proportioning Of Fly Ash Concrete Mixes A Comprehensive Approach, International Journal of Emerging Science and Engineering (IJESE), Volume-1, Issue-8, June 2013, ISSN: 319–6378.

VANITA AGGARWAL, Dr. S.M.GUPTA, Dr.S.N.SACHDEVA, Concrete Durability Through High Volume Fly ash Concrete (HVFC) A Literature review, International Journal of Engineering Science and Technology, Vol. 2(9), 2010, 4473-4477.

IS 12269-1987. Specification for 53 grade Ordinary Portland Cement, Indian Standard Code on Properties of Cement.

IS 383-1970, Specification for Coarse and Fine Aggregates from Natural Sources for Concrete. (Second Revision).

IS 2386 Part III-1963, Methods of Test for Aggregates Part 3 – Specific gravity, Density, Voids, Absorption and Bulking.

IS 3812-2003, Pulverized Fuel Ash- Specification- Part I For use as pozzolana in cement, cement mortar and concrete

IS 10262: 2009 Concrete Mix Proportioning – Guidelines IS 456-2000, Plain and Reinforced Concrete- Code of Practice 315 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

SEISMIC BASE ISOLATION TECHNIQUES AND BASE ISOLATION DEVICES Bindiya Sitapara1, Prakash Ramrakhiyani2, Chitan Bhatt3 Lecturer, Civil Dept., Tolani F. G. Polytechnic, Adipur, Gujarat, India 1,2,3 Email: [email protected]

ABSTRACT:

Seismic base isolation is an earthquake resistant design method that is based on decreasing the seismic demand instead of increasing the seismic capacity. Base isolation is a passive structural control technique where a collection of structural elements is used to substantially decouple a building from its foundations resting on shaking ground, thus protecting the building's structural integrity. In this paper, different types of seismic isolators are introduced. For low to moderate height buildings, natural rubber bearing has often been considered suitable because of its durability and easier fabrication. Many recent studies showed that low stiffness of base isolation systems could cause unacceptably large displacements of ground floor of the building necessitating substantial amount of damping in the isolation system. Later, use of certain filler materials in natural rubber has resulted in a get through in the field of base isolation. These filler chemicals give better control over structural properties of natural rubber such as flexibility and damping. The bearings made up of these filled rubbers can fulfill all the requirements of an isolation system in single unit. It is observed that filled rubber bearings are effective isolation system against ground motions with high dominant frequencies. Besides other bearing parameters, the damping available from these bearings depends upon input ground motion also. At last, the proposed isolated structure and the non-isolated structure are compared; the result shows the base isolation method can reduce the seismic response of structure evidently. Keywords: rubber bearings, Seismic base isolation, seismic isolators, and stiffness

INTRODUCTION Earthquakes cause inertia forces proportional to the product of the building mass and the ground accelerations. As the ground accelerations increases, the strength of the building must be increased to avoid structural damage. It is not practical to continue to increase the strength of the building indefinitely. In high seismic zones the accelerations causing forces in the building may exceed one or even two times the acceleration due to gravity, g. it is easy to visualize the strength needed for this level of load, which means that the building could be tipped on its side and held horizontal without damage. Seismic isolation is a relatively new concept in earthquake engineering which meets all the criteria for a classic modern technological innovation. It is intended to prevent earthquake damage to structures, buildings and building contents. One type of seismic isolation system employs load bearing pads, called isolators. They are located strategically between the foundation and the building structure and are designed to lower the magnitude and frequency of seismic shock permitted to enter the building. They provide both spring and energy absorbing characteristics. 316 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Principles of Seismic base isolation

The concept of base isolation is explained through an example building resting on frictionless rollers; as shown in Figure 1(b). When the ground shakes, the rollers freely roll, but the building above does not move. Thus, no force is transferred to the building due to the horizontal shaking of the ground; simply, the building does not experience the earthquake. Now, if the same building is located on flexible pads that offer resistance against lateral movements (Figure 1(c)), then some effect of the ground shaking will be transferred to the building above. If the flexible pads are properly chosen, the forces induced by ground shaking can be much less than that experienced by a fixed base building built directly on the ground (Figure 1(a)). The flexible pads shown in Figure 1(c) are called base-isolators, whereas the structures protected by means of these devices are called base-isolated buildings.

Figure 1. Principles of Seismic Base Isolation The main feature of the base isolation technology is that it introduces flexibility into the connection between the structure and the foundation. In addition to allowing movement, the isolators are often designed to absorb energy and thus add damping to the system. This helps in further reducing the seismic response of the building. Many of the base isolators look like large rubber pads, although there are other types that are based on sliding of one part of the building relative to other. It should be noted that base isolation is not suitable for all buildings. Tall high-rise buildings or buildings on very soft soil are not suitable for base isolation. Base isolation is most effective for low to medium rise buildings which are located on hard soil.

IV. BASE ISOLATION DEVICES

THERE ARE TWO BASIC TYPES OF BASE ISOLATION SYSTEMS; ELASTOMERIC BEARINGS AND SLIDING SYSTEMS. A. Elastomeric bearings The base isolation system that has been adopted most widely in recent years is typified by the use of elastomeric bearings, where the elastomer is made of either natural rubber or neoprene. In this approach, the building or structure is decoupled from the horizontal components of the earthquake ground motion by interposing a layer with low horizontal stiffness between the

317 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

structure and the foundation. Rubber bearings are most commonly used for this purpose; a typical laminated rubber bearing (produced by Robinson Seismic Limited in Wellington) is shown in Figure 2(a). A rubber bearing typically consists of alternating laminations of thin rubber layers and steel plates (shims), bonded together to provide vertical rigidity and horizontal flexibility. These bearings are widely used for the support of bridges. On top and bottom, the bearing is fitted with steel plates which are used to attach the bearing to the building and foundation. The bearing is very stiff and strong in the vertical direction, but flexible in the horizontal direction. Vertical rigidity assures the isolator will support the weight of the structure, while horizontal flexibility converts destructive horizontal shaking into gentle movement. A slightly modified form with a solid lead "plug" in the middle to absorb energy and add damping is called a lead-rubber bearing which is very common in seismic isolation of buildings, as shown in figure 2(b).The second basic type of base isolation system is typified by the sliding system. This works by limiting the transfer of shear across the isolation interface. Many sliding systems have been proposed and some have been used. One commonly used sliding system called "spherical sliding bearing" is shown in Figure 2(c). In this system, the building is supported by bearing pads that have a curved surface and low friction. During an earthquake the building is free to slide on the bearings. Since the bearings have a curved surface, the building slides both horizontally and vertically. The forces needed to move the building slightly upwards place a limit on the horizontal or lateral forces.

Figure 2. Base isolation Device B. Friction pendulum bearing A similar system is the Friction Pendulum Bearing (FPB), another name of Friction Pendulum System (FPS). It is based on three aspects: an articulated friction slider, a spherical concave sliding surface, and an enclosing cylinder for lateral displacement restraint (Zayas, 1990)

V. EXAMPLES OF BASE ISOLATION As of now, in India, the use of base isolation techniques in public or residential buildings and structures is in its inception and except few buildings like hospital building at Bhuj, experimental building at IIT, Guwahati, the general structures are built without base isolation techniques. National level guidelines and codes are not available presently for the reference of engineers and builders.( S.J.Patil, ISSN 2250-2459, Volume 2, Issue 7, July 2012)

318 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

(a) View of basement (b) Base isolated Building (c) Compression of CS & BIS Figure 3 Bhuj hospital

VI. CONCLUSION  Seismic isolation can significantly reduce both floor accelerations and interstory drift and provide a viable economic solution to the difficult problem of reducing nonstructural earthquake damage  Lead rubber isolators generally increase the maximum displacement of structures in low rise buildings compared with fixed base structures but in high rise buildings the difference is negligible.  Generally speaking, in FPS isolators in majority of cases their maximum displacement is not greater than fixed base structures that indicate that these isolators are effective even in decreasing the maximum displacements.

ACKNOWLEDGMENT The authors are thankfully acknowledged to Mr. Jagdish Halai, Chairmain HJD Institute, Dr.Rajesh Patel, Principal, HJD Institute Trust, Dr.Kalpana Maheshwari Head of Civil Departmnebt, HJD-ITER,Kera, Gujarat,India for their motivational & infrastructural supports to carry out this research.

REFERENCE Calvi, G.M., (2010). L'Aquila Earthquake 2009:Reconstruction BetweenTemporary and Definitive. Proceedings, NZSEE 2010 Annual Conference. Wellington.

Christopoulos, C. and Filiatrault, A., (2006). Principles of Passive Supplemental Damping and Seismic Isolation. IUSS Press. First edition. Pavia, Italia.

Dowrick, D.J., (1988). Earthquake Resistant Design. John Wiley & Sons, Chichester, UK.

Rodgers, G.W., Solberg, K.M., Mander, J. B., Chase, J.G., Bradley, B.A., and Dhaka R.P.,(2011). "High-Force-to-Volume Seismic Dissipaters Embedded in a Jointed Pre-Cast Concrete Frame". ASCE Journal of Structural Engineering (JSE), ISSN: 0733-9445, (In Press).

Rodgers, G.W., Solberg, K.M., Chase, J.G., Mander, J.B., Bradley, B.A., Dhakal, R.P. and Li, L., (2008). "Performance of a damage-protected beam-column subassembly utilising external‘

319 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

S.M. Kalantari, H. Naderpour and S.R. Hoseini Vaez‖ Investigation of base-isolator type selection on seismic behavior of structures including story drifts and plastic hinge formation‖

S.J.Patil1, G.R.Reddy, ―State of art review - Base isolation system for structures‖ ISSN 2250- 2459, Volume 2, Issue 7, July 2012

320 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

CARBON FIBER AS A RECENT MATERIAL USED IN CONSTRUCTION

Jay Patel1 1BE 6th Semester Civil Engineering Student, HJD Institute,Kera-Kutch Email: [email protected]

ABSTRACT

Over the ages, we have evolved in techniques and materials used in fields of engineering. Throughout this evolution, research and Engineers have found themselves in constant search for new materials to optimize the performance and some of them have succeeded. Carbon fiber is one of these materials, which is usually used in combination with other materials to form a composite. The properties of carbon fiber, such as high stiffness, high tensile strength, low weight, high chemical resistance, high temperature tolerance and low thermal expansion makes them one of the most popular material in civil engineering possessing strength up to five times that of steel and being one­third its weight.

Key Words: Carbon Fiber, Strength up to Five Times, One-Third its Weight, Low Thermal Expansion, High Stiffness.

Properties of Carbon Fiber 1) Carbon Fiber has High Strength to Weight Ratio (Also known as specific strength) Strength of a material is the force per unit area at failure, divided by its density. Any material that is strong and light has a favorable Strength/weight ratio. Materials such as Aluminum, titanium, magnesium, Carbon and glass fiber, high strength steel alloys all have good strength to weight ratios. The following figures are Shows the Strength/weight ratio of Different Materials. The units are kN.m/kg. Table – 1High Strength to Weight Ratio (Also known as specific strength) Materials Specific Strength

Carbon Fiber 2457

Steel alloy 254

Aluminum alloy 222

2) Carbon Fiber has good Tensile Strength

Tensile strength or ultimate strength is the maximum stress that a material can withstand while being stretched or pulled before necking, or failing. It is measured in Force per Unit area. Units are MPa. The Table Shows the Tensile Strength of Different Material.

321 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Table – 2 Tensile Strength Materials Tensile Strength

Carbon fiber 4127

Stainless steel AISI 302 860

Aluminum alloy 2014­T6 483

Aluminum alloy 6063­T6 248

3) Fire Resistance/Non Flammable Depending upon the manufacturing process carbon fiber can be quite soft and can be made into or more often integrated into protective clothing for firefighting.

4) Thermal Conductivity of Carbon Fiber Thermal conductivity is the quantity of heat transmitted through a unit thickness, under steady conditions. In other words it‘s a measure of how easily heat flows through a material.

Table – 3 Thermal Conductivity of Carbon Fiber Materials Thermal Conductivity

Aluminum 250

Steel 54

Carbon Fiber 24

5) Low Coefficient of Thermal Expansion

This is a measure of how much a material expands and contracts when the temperature goes up or down. Units are in Inch / degree F.

Table – 4 Coefficient of Thermal Expansion Materials Coefficient of Thermal Expansion

Aluminum 13

Steel 7

Carbon Fiber 2 or less

USE OF CARBON FIBER IN CIVIL ENGINEERING

 Repair and Rehabilitation  New Construction

322 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

REPAIR AND REHABILITATION

Strengthening With Carbon Fiber The use of Near Surface Mounted (NSM) FRP rods is another technology for increasing flexural and shear strength of the Structure. The rods are installed by cutting a groove into the concrete surface and embedding them into the groove. Figure 1 shows the installation of FRP rods on (a) a concrete beam (shear strengthening), (b) a concrete slab (flexural strengthening), (c) a concrete column end (flexural strengthening), and (d) a masonry wall (in-plane strengthening).

(a) (b)

(c) (d)

Fig.-1 Deficient bridges National growth and economical prosperity are closely related to the adequacy of the transportation infrastructure. Bridges are considered one of its critical components. Many US bridges are made of reinforced concrete and were designed in accordance with older codes to accommodate traffic loads smaller than currently permitted.

It may be economically unfeasible to replace every outdated bridge across the country due to many reasons including cost, time of construction, and traffic disturbance. A potential solution is the use of new technologies that allow for the upgrading of deficient structures at low cost and with minimal users inconvenience. To this extent, strengthening systems that utilize FRP systems in the form of ―external‖ reinforcement.

323 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Reinforcement can be in the form of FRP laminates to be adhered to the concrete surface or FRP rods to be embedded in slots grooved on the concrete surface. Some repair examples arediscussed.

Examples are the 40m span Fiberline Bridge in Denmark, 38m span Lleida Footbridge in Spain and the 56 m span opening Fredrikstad Bridge in Norway. The last bridge represents an opening footbridge, made of carbon and glass fiber reinforced plastic and drawn by one hydro-cylinder from each side (Shown in Figure2). The main reason for application of carbon fiber reinforced plastic was to provide bridge weigh reduction and economy of lifting Fig-2 Fredrikstad Bridge equipment.

In bridge construction fibers can be used in the main load bearing structures, decking, cables and supports. Concrete bridges can contain carbon fibers as mesh reinforcing in the decking. NEW CONSTRUCTION Although several projects in North America have successfully implemented this technology (i.e., internal FRP reinforcement for concrete structures), there is still not a large experience base for design and construction professionals to draw from. Furthermore, codes and standards do not yet exist for this technology.

One current example of the use of FRP in new construction involves the installation of an FRP-reinforced concrete bridge in St. James, MO. Work is in progress to replace a traditional RC slab bridge with a multi-panel concrete bridge reinforced with FRP rods for both shear and flexure. Figure3 illustrates (a) the cage of reinforcing bars used in the panels and (b) the completed panels. A carbon fiber grid is used in the panel faces to replace steel mesh reinforcement, which reduces weight and raw material usage. The wall panels with carbon fiber grid reinforcement can weigh about 40% less than conventional precast

324 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

panels.

(a) (b)

OTHER USES OF CARBON FIBER Carbon fibers can be used for making fiber reinforced plastic profiles. Some manufacturers offering their I-beams, rectangular and circle-section pipes.

Carbon fiber is a good replacement of steel filaments in fiber-concrete.That gave low thermal conductivity in comparison with steel and also provide good cohesion with concrete. This solution is good for high loaded floors and roads.

PROGRESS IN BUILDING CODES AND STANDARDS The American Concrete Institute is in the process of publishing two documents that are expected to have a significant impact on the use of FRP composites as reinforcement to concrete. The two documents are titled:

1) Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structures.

2) Guide for the Design and Construction of Concrete Reinforced with FRP Bars.

DISADVANTAGE

 Cost The Cost of Carbon Fiber is high as Compare to Steel.

CONCLUSION

 The Carbon Fiber has high stiffness, high tensile strength, low weight, high chemical resistance, high temperature tolerance,Low Coefficient of Thermal Expansion, high corrosion resistance etc.  It possess strength up to five times that of steel and being one-third of it‘s weight.  It Increase of flexural and shear strength of the Structure So, It has many existing and developing applications such as strengthening of all kinds of structures, usage in new

325 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Construction of Buildings and Bridges, usage as tension elements and many other applications.  The most common use of carbon fiber is for strengthening. Using carbon fiber we can make strengthening faster, easier and by less skilled worker, and with less amounts of materials. The quality of strengthening is very high.  The main aims in this case would be increasing the bearing capacity and saving the original size and look of the elements of Structure.  Carbon fiber has good possibilities to become suitable material for many construction purposes.

REFERENCES

Antonio Nanni, PhD, PE ,V& M Jones ―Carbon Fibers in Civil Structures: Rehabilitation and New Construction‖ , Professor ,Center for Infrastructure Engineering Studies University of Missouri, Rolla.

Prof. B. E. Gite, Miss. Suvidha R. Margaj ―Carbon Fibre As A Recent Material Use In Construction‖ ,Amrutvahini College of Engineering, Sangamner.

Mayo, R., Nanni, A., Gold, W. and Barker, M. (1999), ―Strengthening of Bridge G270 with Externally-Bonded CFRP Reinforcement,‖ SP-188, American Concrete Institute, Proc., 4th International Symposium on FRP for Reinforcement of Concrete Structures (FRPRCS4), Baltimore, MD, Nov., pp.429-440.

M. Dawood, Ph.D. Candidate, Constructed Facilities Laboratory, Department of Civil, Construction and Environmental Engineering, North Carolina State University, Raleigh, NC, 27695-7533, USA,Distinguished Professor of Civil Engineering and Construction,Constructed Facilities Laboratory, Department of Civil, Construction and Environmental Engineering, North Carolina State University.

Sergio F. Breña, Sharon L. Wood, and Michael E. Kreger ―Using Carbon Fiber Composites to Increase theFlexural Capacity of Reinforced Concrete Bridges.‖

Litvinov Artem ―Applying Carbon Fiber In Building Structures‖Saimaa University of Applied Sciences Faculty of Technology, Lappeenranta Double Degree Programme in Civil and Construction Engineering.

326 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

LATE QUATERNARY GEOMORPHIC AND SEDIMENTOLOGICAL EVOLUTION OF GUNAWARI RIVER BASIN FLOWING IN THE KATROL HILL RANGE, KACHCHH MAINLAND

Madhavi D. Dabhi*, Dr. S.L. Bhandari, Dr M.G. Thakkar Department of Earth and Environmental Science, KSKV Kachchh university, Bhuj, Kachchh Email id- [email protected], [email protected] ABSTRACT:

The tectonic setup and depositional history of the Quaternary sediments of the Gunawari river is quite significant in the sense that the river moves in a tectonically active zone with Katrol Hill Fault (KHF) playing a major role and the transverse faults playing secondary role in developing the topography and physiography of the area. The formation of the valley has been continuing since Mesozoic peroid but the present drainage orientation is due to the active tectonism leading to various drainage deformations. The Gunawari River originates in the backslopes of Katrol hill following a north south trend i.e. the transverse faulttrend. The earlier river must be flowing in E-W trend but because of the transverse fault in the area this new course has been attained. This argument can be reached with looking at the Quaternary deposits in the valley. At the base of the hill over the incised Mesozoics, thick colluvial deposits of Quaternary peroid have been documented. These colluvial depositions have taken place in the back valley. Over these colluvial deposits deposition of miliolites has taken place. The miliolites are blown sands from the coastal areas (Biswas, 1973) and have been deposited because of the obstacle being provided by the Katrol Hill range. These valley fill miliolites also show a general tilting in E-W direction which is the general trend of tectonic activity. As these valley fill miliolites have an age of ~125 ka based on U-Th dating these must have been deposited in the Late Quaternary period. The valley fill miliolites have been overlain by the fluvial deposits which are both Aeolian in nature as well as reworked valley fill miliolites. This deposition is post air blown miliolitic deposits and show fluvial assemblages stacking one over another comprising of various fluvial facies

1. Introduction:

The geomorphic configuration and the drainage network of the Kachchh mainland are controlled by the E-W trending mail fault viz., the Kachchh Mainland Fault (KMF) and the Katrol Hill Fault (KHF) (Biswas, 1974, 1987). According to Biswas (1974), tectonic activity along the KHF was responsible for the development of the cyclic plantation surfaces in the southern Kachchh and the present day river flow on the early Quaternary surface. In addition to this, the KHF exerts a major influence on the south flowing rivers. These river in the vicinity of the KHF have incised deep gorges along with the development of knick points indicating continued tectonic activity during the Holocene (Thakkar et al,1999). Majority of the north flowing rivers originate from the narrow valley that lie south of the KHF (Fig 1). At these places the rivers have carved resonable accommodation surfaces on the Mesozoic bedrocks for the late Quaternary fluvial sedimentation (Thakkar et al., 1999; Patidar et al.,

327 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2007). The fluvial sedimants are dominated by reworked Aeolian miliolites (Biswas 1974; Thakkar et al., 1999) with sub ordinate contribution from the Mesozoic sandstones and shales. Considering that the fluvial sediments are incised to the depth of the present day river channel, two major phases of Quaternary tectonics have been suggested by Thaakkar et al. (1999). The older uplift phase which was assigned an early Quaternary age was attributed to the uplift along the E–W trending KHF whereas the younger phase of uplift (late Pleistocene to Holoceneage) was attributed to the activity along the NNE–SSW to NNW– SSE trending transverse fault systems. In a more recent study (Patidar et al., 2007). Although the earlier studies presented a broad picture of climate and tectonic interaction in the southern Kachchh. Bhattacharrya et al.,(2013) suggested the Sedimentlogy and chronology of the Gunawari river and this study consisting further modification and model of the tectonic event, Quaternary stratigraphy are introduce which supporting this tectonic role.

2. Study Area:

The area of study comprises of entire south-eastern part of Kachchh Mainland at the south of Gangeswar Temple near Madhapar village, Bhuj Taluka and lies between east longitudes 230 10‘ to 230 15‘ and north latitude 690 43‘ to 690 49‘, which covers under the Survey of India toposheets no. 41 E/12 and 41 E/16 of 1:50,000 scale. Climatically, Kachchh region of Gujarat in the western India lies in the arid and hyper arid climate zone (Juyal et al., 2006).

Figure 7 The above figure showing the location of study area near to Bhuj

328 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Geology and Geomorphology of the Area:

Figure 8 Above figure showing different lithology within the study area (After Thakkar et. al) The Mainland Kachchh is one of the biggest division of Kachchh which consists of two main East-West running Hill ranges, i.e Kachchh Mainland Hill range and Katrol Hill Range. Kachchh Mainland Fault (KMF) and Katrol Hill Fault (KHF) are the two faults which divide the mainland Kachchh into two zone. The hinterland Quaternary deposits along the river valleys are as terraces and fluvial sand bars and also along the major fault scarps in the form of colluvial fans, alluvial fan, valley fill miliolite-sand biomicrites and Aeolian miliolite. The KHR abruptly rises above the rocky plain to the north. The most impressive aspect of the area is the north facing E-W trending line of range front scarps that mark the geomorphic expression of the KHF. The overall youthful topography of the Katrol hill range and the range front scarps indicate dominance of tectonic activity over erosional prosecces. The tectonic activity along the KHF is indicated by the development of cyclic planation surfaces: Upper Cretaceous surface, Early Tertiary surface, Mid-Tertiary surface, Late Tertiary surface and Early Quaternary surface. The study area is actually at north side of range front scarp, at the valley fill milliolites.

329 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 9 Geomorphic map of the study area The Geomorphological map shows various structural and lithological elements in the study area. The Gunawari river flows through the fluvial and Miliolitic strata and it also incise bed rock (mesozoic) as shown in the map. It is able to incise them, so 12 mts Quaternary cliff is found in the area. There are three transverse faults and igneous dyke have been documented in the study area. Trend of Marutonk dyke is NW-SE, which is 12 km long.

3. Methodology

Preparation of Geological and Geomorphic map using Toposheet and GPS along the KHF in Gunavari River, Physical and Geomorphic study of the incision of Gunavari River, Documentation of geomorphic features/Indicators on the Landscape and generate the rosette diagram from the drainage orders and make the trends of drainage system of the study area. To prepare the litho-log of various exposed sedimentary successions for developing litho- facies analysis. Generate some models which show tectonic setting within the area.

330 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Drainage network analysis:

Figure 10 Drainage orientation of Gunawari river shows that the major trend of the river in E-W while the younger orders show a N-S trend

Gunawari river is actually a part of Khari river, which meets to Ler lake. This river flows in northern valley of KHR. The range abruply rises above the rocky plain to the north. The most impressive aspect of the area is the north facing E-W trending line of range front scarps that mark the geomorphic expression of the KHF. The overall youthful topography of the Katrol hill range and the range front scarps indicate dominance of tectonic activity over erosional prosecces. In other words, such maps indicate prominently the effects of younger tectonics events rather than those which took place in distant past and are represented by larger geomorphic texture. The lineament map and its rosset prepared on the basis of drainage network of the Gunavari River suggest the prominent fracture directions along the transeverse faults. Majority of the groups of lineament fall between 0-40° NE and 0-30° NW. this suggests that youngest phase of tectonics activity in the study area took place along NE-SW, NW-SE. The tectonic activity along the KHF is indicated by the development of cyclic planation surfaces: Upper Cretaceous surface, Early Tertiary surface, Mid-Tertiary surface, Late Tertiary surface and Early Quaternary surface.

4. Sedimentary deposition in the study area

Quaternary deposits are incised by various north flowing rivers. The bouldery colluvium contains large fragments of shale and sandstone and is overlain by miliolites along the Katrol hill range. The miliolite deposits of the area are separated into two categories. The older miliolites occur on hill slope which comprise well lithified, fine-grained miliolitic sand and is of Aeolian origin. They also occur as obstacle dunes and occupy topographic depressions and hollows in the slopes of high hills and ridges. The valley fill miliolite occurs along incised cliffs and shows stratification with pebble-to-cobble size clasts of Mesozoic rocks, suggesting

331 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

the role of fluvial activities in their deposition. Valley fill miliolites are also found in the backvalleys created within the Katrol hill range between the crestline and drainage divides. They are derived from carbonate rich sand from miliolite rocks, these deposits show varying degrees of compaction. The fine grained alluvial deposits are found to overlie the miliolites and occur in patches within the Katrol hill range along various river valleys. These deposits are stratigraphically younger than the miliolites. In the Gunavari River near Marutonk Dunger, these deposits show faulted contact with the pre-Quaternary rocks. These faults trend either NNW-SSE or NNE-SSW. The scarp derived colluvium is the youngest Quaternary deposit of the area and is found at the base of the range front scarp. 230TH/234U ages of the miliolites occurring in the Katrol hill range vary from 130ka to 30ka, suggesting late Pleistocene age for these deposits. The miliolites provide important stratigraphic evidence for reconstructing the geomorphic evolution of the Katrol hill range. Significant amount of incision of exposed Quaternary sequences by young-order streams within the vicinity of the KHF indicates post depositional upliftment of the area. That means it is very active marker. The 12 mts cliff section of the quaternary period shows different type of litho layers which is as below, In the cliff section the quaternary sediments are overlies on the Mesozoic formation. Than above the hard rock, Gravelly bed is present which shows an unconformity; above it some Miliolitic layer is found which actually reworked Miliolite. Above it some fluvial sediment found which contain two type of layers, medium and fine sand. That indicates shifting of channel. The upper part is made up of fluvially reworked miliolites, gravels and topmost layer is of debris flow.

332 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 11 litholog of Quaternary Deposit

Figure 12A Photograph showing EW trending Knickpoint Figure 6B Image showing fresh fault scarp in NW-SE trend along Marutonk Dungar dyke

333 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 6C Field Photograph along EW trending Quaternary Deposit in which hard rock can visible at the bottom part

Figure 6D Photograph showing Valley fill milliolites

334 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Discussion:

The tectonic setup of the Gunawari river is quite significant and also the depositional history of the Quaternary sediments. The river moves in a tectonically active zone with KHF playing a major role and the transverse faults playing secondary role in developing the topography and physiography of the area. The area has been active since Mesozoic period leading to deformation and formation of valley. The Marutong Hill which is an igneous dyke of the age of Jhuran (Kimmeridgian to Valanginian) has also played an important role in forming the basic topography of the area. The Gunawari river originates from the backslopes of the Katrol hill and after cutting through the Katrol hill range meets the Rudramata river. Owing to the active tectonism in the area has lead to the drainage orientation of the Gunawari river. The highest order of the Gunawari river has been following an orientation of E-W trend which is in conjunction with the Katrol hill fault having an orientation of E-W. The lower order streams of the Gunawari river follow a N-S trend which is in juxtaposition to the transverse faults running in the area. The Gunawari river originates in the backslopes of Katrol hill following a north south trend which is also the area of the transverse fault. The earlier river must be flowing in E-W trend but because of the transverse fault in the area this new course has been attained. This argument can be reached with looking at the Quaternary deposits in the valley. At the base of the hill over the incised Mesozoics Quaternary deposition thick colluvial deposits have been documented. This colluvial deposition has taken place in the back valley. Over these colluvial deposits deposition of miliolites has taken place. The miliolites are blown sands from the coastal areas (Biswas, 1973) and have been deposited because of the obstacle being provided by the Katrol Hill range. These vally fill miliolites also show a general tilting E-W direction which is the general trend tectonic activities. As these valley fill miliolites have an age of ~125 ka based on U-Th dating these must have been deposited in the Late Quaternary period. The valley fill miliolites have been overlain by the fluvial deposits which are both Aeolian in nature as well as are reworked valley fill miliolites. This deposition is post air blown miliolitic deposits and show fluvial assemblages stacking one over another comprising of various fluvial facies. At the base valley fill reworked miliolitic deposition has taken place overwhich sand with intercalations of clay has taken place which indicates that the sediments must have holded with water during the deposition. This is followed by combination of clay silt with calcretes and over which lies pedoginized horizon which indicates an timeframe of Last Glacial maximum when the sediments were exposed and no deposition must have taken place during that time. This is followed by deposition of angular clasts indicating debris flow on the top. Following this periods of tectonism must have taken place N-S direction along the transverse fault system. This must have lead to the movement of the valley in an graben form and must have lead its formation in the present form.

335 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 13 The model showing tectonic history of the study area

336 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Acknowledgements:

Madhavi D. Dabhi expresses her sincere thanks to Dr Subhash Bhandari for his continuous guidance during dissertation and to Dr. Navin Juyal , Dr M.G. Thakkar, Mamta Ngangom, Arjav Shukla, Falguni Bhattacharya for their Field guidance and Keyur Pandya of K.S.K.V. Kachchh University, Bhuj, Kachchh for his assistance in the field.

References: Biswas, S. K., Indian J. Earth Sci., 1974, 1, 177–190. Biswas, S. K. and Deshpande, S. V., Geological and tectonic maps of Kutch. ONGC Bull., 1970, 7, 115–116. Biswas, S. K. and Khattri, K. N., A geological study of earthquakes in Kutch, Gujarat, India. J. Geol. Soc. India, 2002, 60, 131–142. Biswas, S. K., Landscape of Kutch – a morphotectonic analysis. Indian J. Earth Sci., 1974, 1, 177–190. Biswas, S. K., Mesozoic rock-stratigraphy of Kutch, Gujarat. Q. J. Geol. Min. Metall. Soc. India, 1977, 49, 1–52. Biswas, S. K., Structure of the western continental margin of India and related igneous activity. Mem. Geol. Soc. India, 1988, 10, 371–396. Chamyal, L. S., Maurya, D. M. and Rachna Raj, Quat. Int., 2003, 104, 69–86. Juyal, N., Rachna Raj, Maurya, D. M., Chamyal, L. S. and Singhvi, A. K., J. Quat. Sci., 2000, 15, 501–508. L.S Chamyal* , A.S. Khadkikar, J.N Malik, D.M. Maurya Dept. of geo., M.S.U, Baroda, 1995. Malik, J. N., Sohoni, P. S., Karanth, R. V. and Merh, S. S., J. Geol. Soc. India, 2000, 54, 545–550. Maurya, D. M., Bhandari, S., Thakkar, M. G. and Chamyal, L. S., Late Quaternary fluvial sequences of southern Mainland Kachchh, western India. Curr. Sci., 2003, 84, 1056–1064. Maurya, D. M., Rachna Raj and Chamyal, L. S., J. Geol. Soc. India, 2000, 55, 343–366. Rachna Raj, Subhash Bhandari, D.M. Maurya and L.S Chamyal Dept. of geo., M.S.U, Baroda, Geol. Soc.India, 2003, 739–752. Rajendran, K., Rajendran, C. P., Thakkar, M. G. and Tuttle, M. P., The 2001 Kutch (Bhuj) earthquake: Coseismic surface features and their significance. Curr. Sci., 2001, 80, 1397–1405. Thakkar, M. G., Maurya, D. M., Rachna Raj and Chamyal, L. S., Morphotectonic analysis of Khari drainage basin in Mainland Kachchh: Evidence for neotectonic activity along transverse faults. Bull. Indian Geol. Assoc., 2001, 34, 205–220. Thakkar, M. G., Maurya, D. M., Rachna Raj and Chamyal, L. S., Quaternary tectonic history and terrain evolution of the area around Bhuj, Mainland Kachchh, western India. J. Geol. Soc. India, 1999, 53, 601–610. Falguni Bhattacharya et. al.,2013, JAES. 337 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

DETECTION OF ACTIVE FAULTS USING TECTONIC GEOMORPHOLOGY AND FIELD EVIDENCE FOR EARTHQUAKE HAZARDS ASSESSMENT IN MAINLAND REGION OF SEISMICALLY ACTIVE KACHCHH RIFT BASIN: WESTERN INDIA Gaurav D. Chauhan1, Kaustubh Sane1, Arjav Shukla1, Archana Das2, S. Prizomwala2, Dr.M.G.Thakkar3 and S. Bhandari3 1,3Department of Earth and Environmental Science, KSKV Kachchh University, Bhuj 370001, India *Email: [email protected] 2Institute of Seismological Research, Raisan, 382009 - Gandhinagar India ABSTRACT Kachchh possesses fault-controlled first-order topography and several geomorphic features indicative of active tectonics. The basin is traversed by several E-W trending faults namely Nagar Parkar Fault (NPF), Island Belt Fault (IBF), Kachchh Mainland Fault (KMF), South Wagad Fault (SWF), Katrol Hill Fault (KHF) and North Kathiyawar Fault (NKF) which are bounded by uplift on their upthrown sides i.e. Mainland, Wagad and Island belt uplift. However, N-S, NW-SE to NE-SW transverse fault system also exists which cuts across the E- W tectonic fabric of Kachchh in both dip-slip and Strike slip. The area lying to the south of Banni plain and extending upto the Gulf of Kachchh in south is called Mainland. The Mainland of Kachchh constitutes a rocky terrain having broadly two sub-parallel E-W trending hill ranges separated by an intervening rocky plain - the Katrol hill range and the Northern hill range. The northern faces of the Katrol Hill Range and the Northern Hill Range are ideal examples of fault generated mountain front by KHF and KMF respectively. The Mainland also comprises a coastal plain in the south. The tectonic behavior of faults in Mainland during the Quaternary period has been investigated by several workers in last two decades and this research work reflects that KMF and KHF and associated transverse faults were found to be tectonically active. Active tectonics in a region is recorded in the morphology of rivers, alluvial fans and mountain fronts. In the present study the geomorphic features have been identified using satellite images and interpreted through DEM and field observations. The present study is a site-specific documentation of activetectonically important features along rivers traversed through faults in Mainland Kachchh. Using tectono- geomorphic parameters of active tectonics the tectonic configuration was evaluated. Movement along faults was studied on the basis of horizontal offsetting of stream and switching of streams. Further, both the higher and lower order streams trend indicates the most recent active trend in the area. The response of drainages to the transverse faults is seen in the form of sharp angular turns in the courses and beheading of streams. Tectonic landforms along faults including deflection of rivers and ridges, alignment of fault scarp, unpaired terraces, alluvial Fans, development of gorges and intense incision in bedrock and Holocene deposits along faults and liquefaction features in the plain of Banni implies the activeness of terrain. . The results of this research are consistent with landforms and

338 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

geological setup in the study area and would be helpful in accessing the regional seismic hazard. Key words: Active Tectonics, Seismic Hazard Assessment, Kachchh

Introduction

Seismic hazard assessment has become an integral part of infrastructure development in tectonically active regions. The primary requisite in seismic hazard assessment is information about past earthquake activity. The assessment of earthquake hazard solely based on limited historical record may be biased for overestimating the hazard in regions with larger recent earthquakes and underestimating for regions with lesser seismicity in historical/instrumental record (Mohan, 2014). Hence there is a need to assess the long-term deformation history of faults (Silva et al., 2003; Yildirim, 2014). In case of large faults, the earthquake generation potential of different segments should be assessed, so as to have realistic and better visualization of seismic hazard form each fault segment. Morphology of landforms like ~ the steepness of mountain fronts, shape of valleys and gradient of stream channel are some of the parameters which can be used to quantify the tectonic activity along the fault segments (Bull and McFadden, 1977; Azor et al., 2002; Silva et al., 2003; El Hamdouni et al., 2008; Pérez- Peña et al., 2010; Yildirim, 2014).

Kachchh region, – a pericratonic Mesozoic rift basin, situated in the western most part of India is a unique example of intraplate seismicity and has experienced two major earthquakes th th (Mw >7) in last 200 years (i.e. 16 June, 1819 Allahbund ~ Mw 7.8 and 26 January, 2001 Bhuj Earthquake ~ Mw 7.7). The catastrophic 2001 Bhuj earthquake (Mw 7.7) had its epicenter in the eastern part of Kachchh which is a step over zone for KMF and SWF (Biswas, 2005). Geomorphically the KMF and KHF is expressed as the north facing steep scarp in the Northern Hill Range (NHR) and Katrol Hill Range (KHR) in the Kachchh mainland, which is dissected with several younger NNE-SSW, N-S and NE-SW oriented transverse faults (Maurya et al., 2003). The tectonic behavior of the KMF and KHF and associated transverse faults during the Quaternary period has been investigated (Thakkar et al., 1999; Morino et al., 2008; Chowksey et al., 2011, Mathew et al., 2006; Malik et al., 2008; Mallik et al., 2009; Chowksey et al., 2011). Despite evidences of active deformation (Malik et al., 2008; Morino et al., 2008), the variation in degree of tectonic activity along the faults is adequately documented, which is vital for more precise palaeoseismological studies and estimation of seismic hazard. Despite the fact that Kachchh is a major seismic source in entire western India (Chopra et al., 2012; Rastogi et al., 2012; Mohan, 2014). The primary aim of this paper is to study the tectonic geomorphology and field evidence to identify active faults in the study area and regional seismic hazard of Kachchh.

Geological Setting and Seismicity

Kachchh basin is a seismically active palaeorift basin located in western continental margin of India (Fig. 1). The Kachchh rift evolved during the drift stage of Indian plate during the Late Triassic (Biswas, 1987). It is bounded by the Nagar Parkar block to the north, Saurashtra

339 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

block in the south, Radhanpur-Barmer arc in the east and it merges in the continental shelf in the west. The basin evolved in two stages, 1) rifting stage which marked the subsidence along the normal faults and 2) inversion stage which marked the uplift and fault related folding along the already existing normal faults (Biswas and Deshpande, 1970; Biswas, 1987). The basin is traversed by several E-W trending faults namely Nagar Parkar Fault (NPF), Kachchh Mainland Fault (KMF), Katrol Hill Fault (KHF), South Wagad Fault (SWF) and Island Belt Fault (IBF), which are bounded by uplift on their up thrown sides i.e. mainland uplift, wagad uplift and island belt uplift (Fig. 1). Movements along these faults since the inversion stage have been the major cause of seismicity in the Kachchh region (Biswas and Khattri, 2002). The study area is conspicuously featured by uplands surrounded by lowlands (Fig.1 & 2). The uplands are rugged hilly terrain with sparse vegetation, exposing the Mesozoic rocks (Middle Jurassic to Early Cretaceous) bordered by thin strips of gently dipping Cenozoic rocks (Paleocene to Pleistocene /Recent), which form the coastal plains. The lowlands are extensive plains, alluvial or mud and salt flats (Rann) and grassy flats (Banni). The Highlands are the areas of uplifts and the plains are intervening basins. The marginal hill ranges of the highlands with escarpments facing the vast flatlands are sharp marginal flexures of Mesozoic rocks that are well exposed along the lengths of the highlands. No outcrop is seen within the featureless plains and consequently subsurface information is lacking for these areas excepting for some geophysical and well data.

Figure 14 Geological map of Kachchh (after Biswas and Deshpande, 1970)

Kachchh lies in highest zone of seismicity in India (Zone V) and has experienced several large and moderate seismic events during the historical times. Bhuj 2001 (Mw = 7.7) was the most devastating earthquake which claimed 20,000 lives, prior to which two more large events i.e. 1819 Allah Bund earthquake (Mw = 7.8) and 1956 Anjar earthquake (Mw = 6.0) were recorded (Fig. 1). It is suggested that owing to its intraplate setting the 2001 Bhuj event was an analog of New Madrid eastern USA (Boudin et al., 2001; Tuttle et al., 2001). Several studies have reported fault plane solution of 2001 Bhuj earthquake and 1956 Anjar earthquake, which suggest they took place on south dipping reverse fault (Chung and Gao, 1995; Negishi et al., 2001). It has also been reported that post-2001 Bhuj earthquake, the 340 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Gujarat region has experienced enhanced seismic activity (Rastogi et al., 2012). Recent stochastic studies of earthquakes in Kachchh using Weibull, Gamma and Log-normal models have indicated recurrence interval of earthquakes with Mw  5 to be 13 years (Yadav et al., 2008).

Tectonic Geomorphology of the Study area

The Kachchh mainland is characterized by rugged hill range having the steeper northern side with a gentle back slope. The Mainland can be further divided into two major hill range viz. the Northern Hill Range and Katrol Hill Range. Both these hill ranges are flanked to their north by major E-W trending longitudinal faults, Kachchh Mainland Fault (KMF) and Katrol Hill Fault (KHF) respectively. These two faults have played a pivotal role in sculpturing the mainland landscape and are the main cause of the cuesta like topography with a steep northern escarpments and a gentle southern side (Biswas, 1971). The Northern hill range is mainly characterized by various domes, half domes, anticlines, monoclinal flexures and cuestas. Anticlines and domes ranging in elevation between 190 and 388 m are aligned along the southern flanks of the E-W trending faults. At places they are dissected by oblique cutting subordinate faults of varying trends (NNE-SSW, ENE-WSW, N-S and WNW-ESE) along which various present day rivers have formed there courses (Maurya et al., 2003).

Figure 15 Tectonic map of Kachchh (after Biswas and Khatri, 2002)

The KMF is 170 km long and marks boundary between the NHR in south and the Great Rann sediments in the north (Figure 2). On surface it is expressed as steep north facing scarp in the NHR Mesozoic rocks. Similarly Katrol Hill Range in south acts as drainage divide for the fluvial systems of Kachchh mainland, as several north flowing rivers originate from it to eventually cut through NHR and debouch in the Banni Plains and Great Rann of Kachchh forming alluvial fans (Malik et al., 2001). The northern Hill range covers about 2300 km2 of area. The most prominent feature of the present day drainages is that there are many streams which flow across hills and flexures forming incised channels and are seen cutting the uplifted areas marked by up warps, flexures and half domes and maintaining their gradient. 341 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

The fault separates the Mainland Kachchh to the south and Banni plain to the north and is considered to be neotectonically and seismically active. The youthful nature of the steep to sub vertical scarps of the KMF is attributed to its periodic reactivation. Transverse fault have divided the KMF zone into various segment (Maurya et, al., 2003). North of the scarp lies a slightly north dipping collovio fluvial deposit which have the clast size ranging from boulders to gravel which slightly appears to merge with the Banni plain. The present study mainly deals with the river flowing through KHF, KMF and associated transverse faults. Both the drainage basin is characterized by various drainage anomalies like the straight courses, abrupt truncation of the stream channel, presence of paired fluvial, incised channels along the margin of the Banni plane point to the tectonic movements tectonism (Schumm, 1986) that took place in the region during quaternary period and continuing even up to the present (Biswas, 1974). The rivers of Mainland have deposited a thick Quaternary sediments which are exposed along the entrenched river section. Before debouching into the Banni plain the river have formed large fan shaped alluvial deposits which is entrenched by the river itself. The lobe surface near the fringe is characterized by numerous dry streams that appear to have been detached in the past from their major trunk channel, in all probability due to tectonic activity. The surface of colluvio-fluvial deposites in the KMF and KHF zone is one of the implications of the neotectonic activity.

Active Fault and Active Tectonics

An active fault is a fault that is likely to have another earthquake sometimes in future. Faults are commonly consider to be active is there has been movement observed or evidence of seismic activity during the late Pleistocene to Holocene. Active tectonics is one of the fastest growing disciplines in Earth Sciences due to the recent development of new geochronological and geodetic tools which facilitate the acquisition of accurate rates (uplift rates, incision rates, erosion rates, slip rates on faults, etc.) at variable (103–106 years) time-scales (e.g., Schumm et al., 2000; Burbank and Anderson, 2001; Keller and Pinter, 2002; Bull, 2007, 2009a,b). Furthermore, this discipline is becoming important because the results of regional studies on active tectonics are important for evaluating natural hazards, as well as for land use planning and management in populated areas (e.g., Cloetingh and Cornu, 2005). Apart from its social and economic interest, studies of active tectonics follow a multi-disciplinary approach, integrating data from structural geology, geomorphology, stratigraphy, geochronology, seismology, and geodesy. In mountain ranges, recent and active tectonics can be viewed as the main factor contributing to rock uplift, their present-day topography being the result of the competition between tectonic and erosional processes (e.g., England and Molnar, 1990; Bishop, 2007). In the same way, topography, drainage pattern analysis, and geomorphic features can be used to evaluate recent and present-day tectonic activity (e.g., Keller et al., 2000; Azor et al., 2002; Molin et al., 2004; Bull, 2007; Pérez-Peña et al., 2009a). The drainage pattern in tectonically active regions is very sensitive to active processes such as folding and faulting. These processes can be responsible for accelerated river incision, asymmetries of the catchments, and river diversions, among other effects (e.g., Cox, 1994; Jackson et al., 1998; Clark et al., 2004;

342 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Salvany, 2004; Schoenbohm et al., 2004). River incision in such regions is related to tectonic uplift, although other processes such as stream piracy, base-level lowering, and climatic episodes are also responsible for differential and accelerated river incision (e.g., Hancock and Anderson, 2002; Starkel, 2003; Azañón et al., 2005). Numerical dating of geomorphic surfaces and/or recent deposits is always necessary in order to obtain rates for the tectonic (folding, faulting, etc.) and geomorphic (river incision, etc.) processes (e.g., Hetzel et al., 2002; Watchman and Twidale, 2002; Pérez-Peña et al., 2009b). This paper aims to evaluate the Quaternary tectonic activity in the Mainland Kachchh by drawing on Tectonogeomorphic evidances.

Drainage pattern and nature of streams in Mainland Kachchh The variety of geomorphic units of the Kachchh Peninsula indicates that number of factors have played roles in their carving. These factors are lithology, tectonics, climate, sea level changes and natural processes responsible for erosition and deposition. It is interesting to note that in Kachchh Peninsula conspicuous hills as well as vast table flat plains occur together. The hills comprise rugged terrain with Mesozoic and Tertiary sequences where as the Plains comprise Quaternary sequences. The hills are result of uplifts where as the plains are the part of grabens filled with alluvium, mud and the Rann clays. The drainage pattern is mainly dendritic which is controlled by homogeneity in lithology and structure but in the alluvial fans radial drainage pattern has been observed. Around the Jhura dome, the drainage is radial. The streams show meandering and braided nature at places. Sharp turns in the streams, flowing towards north, are observed at number of places, which may be correlated with the reactivation of the pre existing faults / weak zones. Rejuvenation of streams flowing north is also recorded with formation of knick points characterized by head-ward erosion to the northwest of Devisar village. There is a significant down cutting (≥10m) in the channels of the Kaila and Pur Rivers. In this paper river basin selected for the analysis is mainly originated form KHF and it cuts KMF and ends in Banni. The Kaswali River, Lotia nala and Nihwara nala, Dhrung River, the Khari / Pur River, the Kaila River, Nirona River, Jabri Nadi, Gumar Nadi, Bukhi Nadi and Chhari River are the main streams flowing northward (Fig.3). The Kaswali River near Lodai village makes a typical alluvial fan with a semi circular plan which indicates that stream gradient is not very steep. The converging streams in the pediplain region now diverge into radially distributing pattern, which is typical of an alluvial fan. The Lotia and Nihwara nalas together make a bigger alluvial fan to the north of Jawaharnagar. The Pur River to the north of Rudramata makes another important alluvial fan which is cut by an active fault in its northwestern part All the rivers flowing in the area are rain fed and remain dry almost throughout the year but in rainy seasons.

343 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 16 Drainage Map of the Mainland Kachchh showing river basins selected for analysis.

Figure 17 Detailed drainage map of the area along Kachchh Mainland Fault

Morphometric Analysis and Materials and Methods Morphometric analysis is refers as the quantitative evaluation of form characteristics of the earth surface and any landform unit. This is the most common technique in basin analysis, as morphometry form an ideal areal unit for interpretation and analysis of fluvially originated landforms where they exhibits and example of open systems of operation. As reference and base map preparation, six Survey of India topographic sheets on 1:50,000 scale were used. The SRTM data of 90 m resolution and ASTER GDEM data of 30 m resolution have been used to generate the drainage of the basins. The drainage order was given to each stream following Strahler (1964) stream ordering rule. The attributes were assigned to create the digital data base for drainage layer of the river basins.

344 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Geomorphic Indices

Landscape owes its shape to the combination of tectonic and climatic forces. Differential displacement of land by tectonic processes changes the elevation of earth‘s surface locally and in turn affects the rate of geomorphic processes which are altitude dependent. The tectonic and geomorphic processes are very tightly coupled and their results are intertwined. Geomorphic Indices are the tools for analyzing landforms & evaluating degree of active tectonics.

Basin asymmetry The shape of a river basin is attained by the slope of the area. The slope is the function of tilting hence the basin asymmetry can be used to decipher the tilting of the area, thus neotectonic activities (Hare and Gardner, 1985; Cox, 1994). The basin asymmetry is defined in the form of Asymmetry Factor. Asymmetry Factor (AF) has been developed to detect the tilting transverse to flow of the channels. AF = 100 x (Ar / At) Where, Ar is the area of basin to the right side (facing downstream) of the trunk stream whereas At represents the total area of the basin. AF values are sensitive to the tectonic tilting transverse to the trend of the trunk stream. Value of AF will be either less or more than 50 in case of tectonic tilting and tributaries present in the tilted side of the trunk stream will grow longer compared to the other side (Keller and Pinter, 1996). If the migration of streams is independent of the bed rock dip and the streams prefer to migrate in a particular direction, it indicates a period of ground tilting in that direction (Keller and Pinter, 1996).The asymmetry factor has been calculated for the five river basins of the area. The AF values are given in the figure 5. The AF calculated for the Kaswali, Pur, Kaila, Nirona and Chhari basins are 53.11, 78.3, 48.94, 66.26 and 66.76 respectively.

Figure 18 Asymmetric factor of drainage basin selected for study. This is interesting to know that four river basins out of five show broader right sides whereas for the Kaila River basin right and left sides are roughly equal with RF 48.94. It indicates that the river basins are tilted towards west in the area. Since all the river basins are showing westward tilting, it is concluded that the Mainland block has undergone westward tilting in the Quaternary Period. West ward tilting of the Kachchh Mainland is also manifested in the 345 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

form of general bending of the streams towards west after crossing the Kachchh Mainland Fault where they are not obstructed by the hard rocks of valley sides and show deflection following the direction of gradient changes (Fig.6).

Figure 19 Drainage map of the area along Kachchh Mainland Fault showing the deflection of the streams towards west Mountain front sinuosity Geomorphic indices for mountain-front sinuosity was developed by Bull and McFadden (1977) which is useful in the general assessment of the degree of tectonic activity experienced by an area. The Mountain Front Sinuosity (S) is defined as the ratio of length of a mountain front, as measured from an aerial photograph or topographic map or other method, to the straight-line length along the mountain front. It therefore, reflects a balance between the tendency of erosional processes to produce an irregular or sinuous mountain front and the effect of vertical active tectonic movement on steeply dipping, range-bounding faults, which tend to produce a relatively straight front. Broadly speaking, a straight mountain front is indicative of an active fault or fold while the irregular fronts indicate tectonic pause when erosion has got enough time to act upon and make the front irregular (Bull and McFadden, 1977). The Mountain front sinuosity index is calculated as follows: Mountain Front Sinuosity (S ) = Lmf / Ls Where, Lmf is the length along the edge of the mountain-piedmont junction and Ls is the straight length of mountain front. Low values of the S correlate with relatively high rates of uplift along faults which bound mountain ranges. Mountain front sinuosity of the fronts calculated along the Kachchh Main land Fault is calculated using more accurate data of Google Earth, zooming the image enough to get all the details available, keeping the 3D view on. The fronts were selected for analysis along the KMF which were continuous for more than 2 km in length (Fig.7). The detail of the analysis is given in Table 8. The analysis of the Mountain front sinuosity index of the East-West trending mountain fronts associated with the KMF fall within the tectonic activity class I of Bull and McFadden (1977) indicating that the area is experiencing active tectonism.

346 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 20 Location of mountain fronts selected for sinuosity index calculation

Valley floor width-height ratio (Vf) Valley floor width-height ratio is defined as (Bull and McFadden, 1977)

Vf = 2Vfw / [(Eld - Esc) + (Erd - Esc)]

Where, Vfw is width of valley floor, Esc is elevation of valley floor to msl, Eld and Erd are elevation of left and right side of valley respectively. Vf index is used to differentiate between the ―U‖ shaped valley and ―V‖ shaped valleys. Higher values of Vf are associated with ―U‖ shaped valley, indicative of lower rate of uplift and incision, whereas lower Vf values are associated with ―V‖ shape valley hinting at higher uplift rates and incision. Usually in active mountain fronts Vf values < 1.0 are considered as indicative of tectonically active segments (Bull and McFadden, 1977; Silva et al., 2003). In this study Vf values were calculated upstream of valleys cutting the mountain fronts (Fig 9). In the present study the Vf values range from 0.42 (i.e. Lotia nala) to 25 (i.e. Bhukhi) (fig 10). We classified these values in four classes: class 1 (Very Active: Vf < 1), class 2 (Active: 5 < Vf < 1) and class 3 (Moderately Active: 5 < Vf < 10) and class 4 (Inactive: Vf > 10) (Table 2). We observe lower values of Vf in central and eastern NHR, with lowest values falling in class 1 in Lotianala and Nirwaha streams.

347 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 21 Mountain front sinuosity of the selected fronts along the KMF

Figure 22 Vf values were calculated upstream of valleys cutting the mountain fronts

Rivers Eld (m) Esc (m) Erd (m) Vfw (m) Vf Class Nara 36 31 38 100 16.66 4 Panjorwali 27.5 23 35 100 12.12 4 Chhari 20 15 17 25 7.14 3 Kadrai 30 20 35 250 20.0 4 Bhukhi 80 65 70 250 25.0 4 Gumar 55 35 45 50 3.33 2 Jabari 60 42 47 50 4.34 2 Nirona 45 27 47 60 3.15 2 Kaila 55 28 60 120 4.06 2 Pur 60 50 58 40 4.44 2 Kaswali 70 55 62 60 5.45 3 Lotianala 90 58 120 20 0.42 1 Nihwara 90 58 92 30 0.90 1 Khirsara 66 56 68 100 9.09 3 R2 32 27 30 75 18.75 4 Figure 23 Valley floor width-height ratio of all north flowing rivers along KMF Active Tectonism in the study area 348 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Kachchh region has been seismically active and has experienced number of large magnitude earthquakes in the historic past various evidences of neotectonic activity recorded from the area are discussed below. I. Historical Seismic Records

Kachchh region falls within the seismotectonic zone-V in seismic zonation map of India (Fig.11). It has a long history of earthquakes of varying magnitudes ranging from ML 3.5 to 8. The records of epicenters of earthquakes that occurred in the Kachchh from historic times to 2010 are compiled from various sources like USGS sites, Indian Seismological Research (ISR), IMD and various published literatures (Figure 13 and14). They have been plotted over the tectonic map o f Kachchh Peninsula (Fig.12). Some of the large magnitude earthquakes (d6) in Kachchh over a period of 182 years are Allah Bund earthquake (1819), Khavda earthquake (1940), Anjar earthquake (1956) and Bhuj earthquake (2001).

The number of seismic events seems to have increased in the last decade after 2000 as indicated in figure 13. The better instrumentation facilities definitely increased the number due to proper recording of all the events after 2001, nonetheless in the second half of the 19th Century most of the earthquakes were recorded. Even the number of earthquakes with magnitude more than 5 increased from 10 in 200 years to 20 in last 10 years. Some of the major earthquakes of the historical times have been described in next section.

Figure 24 Seismic Zones in India(Source: Bureau of Indian Standard). Figure 25 : Earthquake records of Kachchh region from historical records, Source ISR Gandhinagar.

349 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Figure 26 Historical Record of Seismological History (modified after Malik, 2001)

Figure 27 Moderate and high intensity earthquakes in Kachchh (ISR, 2010)

350 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

II. Geological Evidences of Active Tectonism The field study in the area suggests that it has repeatedly experienced tectonic distuebances from geologic past to recent times. The autoclastic intra-formational conglomerate, contorted bedding and laminations, warping, drag folds, faults and sand dykes provide ample evidence of active tectonism in the area.Here are some geological field photographs and Satellite imaginaries with description reflecting the Active tectonism in the Mainland Kachchh

Figure 28 Alluvial Fan. Figure 29 Drainage map along KHF. Figure 15 showing the Alluvial fan of Kaswali River along the Kachchh Mainland Fault. Fan is the response of continued reactivation and uplift along the KMF in Quaternary period

Figure 16 shows drainage network of the Katrol hill range. Note the E-W trending range front scarps, drainage divide between the north flowing and south flowing rivers and the zone of

gorges between them.

Figure 17a and 17 b showing liquefaction features in Kachchh.

351 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Above Image showing liquefaction feature in the Banni region. During the earthquake the pore pressure of soft sediments is increase and due to shaking this sand act as a liquid and it comes out in the surface through vent and it create creator like structure.

Figure 18 Figure 19 igure 1 igure 1 Figure 18 Neotectonic features along KHF in the study area Figure 19 Showing displaced late Pleistocene to Holocene gravel bed on KHF.

Figure 20 Some other Active tectonic feature in the study area. Implications in seismic hazard

352 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Kachchh region is one of the most seismically active intraplate regions in India with frequent occurrence of large earthquakes (Mathew et al., 2006; Chopra et al., 2012; Rastogi et al.,

2012; Mohan, 2014). KMF has witnessed major earthquakes namely the 2001 Bhuj (Mw - 7.7) and 1956 Anjar (Mw – 6.0) in last century. The 2001 Bhuj earthquake was more catastrophic in a way that it led to destruction even in Ahmedabad city ~ approximately 300 Km away (Rastogi et al., 2012). Few studies have attempted seismic hazard analysis for Kachchhs IV and segment III with emphasis on KMF (Chopra et al., 2012; Mohan, 2014). They worked out that KMF has a potential of generating an earthquake of Mw ≥ 7.6 (Chopra et al., 2012; Mohan, 2014). BCased on deterministic seismic hazard analysis Chopra et al. (2012) suggested PGA of > 600 cm/s2. Similarly Mohan (2014) carried out deterministic modelling for seismic hazard analysis and suggested PGA values > 700 cm/s2 for various segments of KMF. Although our study of geomorphic indices does not provide absolute numbers for uplift rate, it provides auxillary information which helps in identifying segments of major faults undergoing more long term deformation. KHF and KMF faults have been identified as segments with highest seismic hazard potential and henceforth having larger potential for producing major earthquake in near future.

Conclusion and Discussion

Kachchh possesses fault-controlled first-order topography and several geomorphic features indicative of active tectonics. The basin is traversed by several E-W trending faults namely Nagar Parkar Fault (NPF), Island Belt Fault (IBF), Kachchh Mainland Fault (KMF), South Wagad Fault (SWF), Katrol Hill Fault (KHF) and North Kathiyawar Fault (NKF) which are bounded by uplift on their upthrown sides i.e. Mainland, Wagad and Island belt uplift. However, N-S, NW-SE to NE-SW transverse fault system also exists which cuts across the E-W tectonic fabric of Kachchh in both dip-slip and Strike slip. Active tectonics in a region is recorded in the morphology of rivers, alluvial fans and mountain fronts. In the present study the geomorphic features have been identified using satellite images and interpreted through DEM and field observations. The present study is a site-specific documentation of activetectonically important features along rivers traversed through faults in Mainland Kachchh. Using tectono-geomorphic parameters of active tectonics the tectonic configuration was evaluated. Movement along faults was studied on the basis of horizontal offsetting of stream and switching of streams. Further, both the higher and lower order streams trend indicates the most recent active trend in the area. The response of drainages to the transverse faults is seen in the form of sharp angular turns in the courses and beheading of streams. Tectonic landforms along faults including deflection of rivers and ridges, alignment of fault scarp, unpaired terraces, alluvial Fans, development of gorges and intense incision in bedrock and Holocene deposits along faults and liquefaction features in the plain of Banni implies the activeness of terrain. . The results of this research are consistent with landforms and geological setup in the study area and would be helpful in accessing the regional seismic hazard.

Here are some concluded points which is the outcome of this research work carried by our team. 353 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 Morphometric analysis suggests that area of Mainland Kachchh is an tectonically active zone reflected by recent tectonic behaviour of the river system flowing in it.  Liquefaction feature in the study area and displaced late Pleistocene to Holocene deposits indicates the recent tectonic activity in the study area.  Earthquake data in the and its location map indicate that Mainland Kachchh felt frequently earthquake shocks in the Holocene period too. Most of the location are near KMF and KHF indicate that this faults have been active since many time in past and can be reactivated in future.  We can save life and properties in future if we not built any types of construction on and around these Active Faults.  It is significant to note that owing to the higher longer term deformation rate the Mainland of Kachchh, also serve as high potential areas for future palaeoseismological research. Acknowledgment

Author would like to acknowledge for This contribution to the INSPIRE program, Department of Science & Technology, Technology Bhavan, New Mehrauli Road New Delhi- 110016 for Financial support and Department of Earth and Environmental Science, KSKV Kachchh University-Bhuj-Kachchh-Gujarat for providing infrastructure facilities during this research work and also to Institute of Seismological Research, Raisan, 382009 – Gandhinagar for providing technical support during this research work.

References

Azor, A., Keller, E.A., Yeats, R.S., 2002. Geomorphic indicators of active fold growth: South Mountain-Oak Ridge anticline, Ventura basin, southern California. Geol. Soc. Am. Bull. 114, 745–753.

Biswas, S.K., 1987. Regional tectonic framework, structure and evolution of the Western marginal basins of India. Tectonophysics 135, 307–327.

Biswas, S. K., 2005. A review of structure and tectonics of Kutch basin, western India, with special reference to earthquake. Current Science 88 (10), 1592-1600. Biswas, S.K., Deshpande, D.P., 1970. Geological and tectonic maps of Kutch. Bull. Oil Nat. Gas Comm. 7, 115–116.

Biswas, S.K., Khatri, K.N., 2002. A geological study of earthquakes in Kutch, Gujarat, India. J. Geol. Soc. India 60, 131–142.

Boudin, P., Horton, S., Johnston, A.C., Withers, M., Langston, C., Chiu, J.M., Bhdhabatti, K., Gomber, J., 2001. Aftershocks of the Gujarat, India Republic day earthquake. Seismol. Res. Lett. 72, 397.

354 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Bull, W.B., McFadden, L.D., 1977. Tectonic geomorphology, north and south of Garlock fault, California. In: Doehring, D.O. (Ed.), Geomorphology in Arid Regions. Bringhampton Geomorphology Symposium, pp. 115–138

Burbank, D.W., and Anderson, R.S., 2011. Tectonic Geomorphology 2nd edition. New York, Wiley-Blackwell. (472 pp.)

Chowksey, V., Maurya, D. M., Joshi, J., Khonde, N., Das, Archana, Chamyal, L. S., 2011. Lithostratigraphic development and neotectonic significance of the Quaternary sediments along the Kachchh Mainland Fault (KMF) zone, Western India. Jour. of Earth Syst. Sci. 120 (6), 979 – 999.

Chung, W.P., Gao, H., 1995. Source parameters of Anjar earthquake of July, 1956, India, and its seismotectonic implications for the Kutch rift basin. Tectonophysics 242, 281– 292.

El Hamdouni, R., Irigaray, C., Fernandez, T., Chacón, J., Keller, E.A., 2008. Assessment of relative active tectonics, southwest border of Sierra Nevada (southern Spain). Geomorphology 96, 150-173.

Font, M., Amorese, D. Lagarde, J.L., 2010. DEM and GIS analysis of the stream gradient index to evaluate effects of tectonics: The Normandy intraplate area (NW France). Geomorphology 119, 172–180.

Hack, J.T., 1973. Stream-profiles analysis and stream-gradient index. Journal of Research of the U.S. Geological Survey 1, 421-429.

Keller, E.A., Pinter, N., 2002. Active Tectonics, Earthquakes, Uplift and Landscapes, 2nd ed. Prentice Hall. (362 pp.)

Lave, J., Avouac, J.P., 2001. Fluvial incision and tectonic uplift across the Himalayas of central Nepal. Journal of Geophysical Research 106 (B11), 26561–26591.

Malik, J.N, Sohoni, P.S, Merh, S.S, Karanth, R.V., 2001. Active tectonic control on alluvial fan architecture along the Kachchh Mainland Hill range, Western India. Z. Geomorph. 45, 81-100.

Malik, J. N., Morino, M., Mishra, P., Bhuiyan C., Kaneko F., 2008. First active fault exposure identified along Kachchh Mainland Fault: Evidence from trench excavation near Lodai village, Gujarat, Western India. J. Geol. Soc. India 71, 201- 208.

Mallik, J., Mathew, G., Greiling, R.O., 2009. Magnetic fabric variations along the fault related anticlines of eastern Kachchh, Western India. Tectonophysics 473 (3-4), 428-445.

355 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Mathew, G., Singhvi, A.K., Karanth, R.V., 2006. Luminescence chronometry and geomorphic evidence of active fold growth along the Kachchh mainland fault (KMF), Kachchh, India, seismotectonic implications. Tectonophysics 422, 71–87.

Maurya, D.M., Thakkar, M.G., Chamyal, L.S., 2003. Implications of transverse fault system on tectonic evolution of Mainland Kachchh, western India. Curr. Sci. 85, 661–667.

Merritts, D., Vincent K.R., 1989. Geomorphic response of coastal streams to low, intermediate, and high rates of uplift, Mendocino triple junction region, northern California, Geol. Soc. Am. Bull. 101, 1373–1388.

Morino M., Malik, J.N., Gadhavi M.S., Khalid, A., Bhuiyan C., Mishra P., Kaneko F., 2008. Active low-angle reverse fault and wide Quaternary deformation identified in Jhura trench across the Kachchh Mainland Fault, Kachchh, Gujarat, India. Journal of Active Fault Research 29, 71-77.

Negishi, H., Mori, J., Sato, H., Singh, R.P., Kumar, S., 2001. Aftershocks and slip distribution of main shocks — a comprehensive survey of 26th January 2001 earthquake (M 7.7) in the state of Gujarat, India. Research Report on Natural disasters, pp. 33–45 (December).

Pérez-Peña, J.V., Azor, A., Azañón, J.M., Keller E.A., 2010. Active tectonics in Sierra Nevada (Betic Cordillera, SE Spain): Insights from geomorphic indices and drainage pattern analysis. Geomorphology 119, 74-87.

Rastogi, B.K., Aggarwal, S.K., Rao, N., Choudhury, P., 2012. Triggered/migrated seismicity

due to the 2001 Mw 7.6 Bhuj earthquake, Western India. Natural Hazards. doi:10.1007/s11069-011-0083-3

Rockwell, T.K., Keller, E.A., Johnson, D.L., 1985. Tectonic geomorphology of alluvial fans and mountain fronts near Ventura, California. In: Morisawa, M. (Ed.), Tectonic Geomorphology. Proceedings of the 15th Annual Geomorphology Symposium. Allen and Unwin Publishers, Boston, pp. 183–207.

Silva, P.G., Goy, J.L., Zazo, C., Bardají, T., 2003. Fault-generated mountain fronts in southeast Spain: geomorphologic assessment of tectonic and seismic activity. Geomorphology 50, 203–225.

Strahler, A.N., 1952. Hypsometric (area-altitude) analysis of erosional topography. Geol. Soc. Am. Bull. 63, 1117-1142.

Thakkar, M.G., Maurya, D.M., Rachna, R., Chamyal, L.S., 1999. Quaternary tectonic history and terrain evolution of the area around Bhuj, Mainland Kachchh, western India. Geol. Soc. India 53, 601–610

356 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Troiani, F., Della Seta, M., 2008. The use of stream length-gradient index in morphotectonic analysis of small catchments: A case study from central Italy. Geomorphology 102, 159–168.

Tuttle, M.P., Rajendran, C.P., Rajendran, K., Thakkar M. G., 2001. Liquefaction Features induced by the Republic Day Earthquake, India, and Comparison with Features related to the 1811-1812 New Madrid, Missouri Earthquakes. American Geophysical Union, Transactions, EOS 82, 100.

Wells, S.G., Bullard, T.F., Menges, T.M., Drake, P.G., Karas, P.A., Kelson, K.I., Ritter, J.B.,Wesling, J.R., 1988. Regional variations in tectonic geomorphology along segmented convergent plate boundary, Pacific coast of Costa Rica. Geomorphology 1, 239-265.

Yadav, R.B.S., Tripathi, J.N., Rastogi, B.K., Chopra, S., 2008. Probabilistic assessment of earthquake hazard in Gujarat and adjoining region, India. Pure Appl. Geophys. 165, 1813–1833.

Yildirim, C., 2014. Relative tectonic activity assessment of the Tuz Golu fault zone; Central Anatolia, Turkey. Tectonophysics 630, 183-192.

357 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

PROBLEMS AND POSSIBLE SOLUTIONS FOR BETTER TRAFFIC CONTROL: A CASE STUDY OF GANDHIDHAM-ADIPUR SECTION OF NATIONAL HIGHWAY EIGHT-A Haresh G Tarani1, Priyanka S Trivedi2, Avni P Sukhadiya3 Lecturer, Civil, Tolani Polytechnic College, Adipur, Kutch, Gujarat, India Email:[email protected] Lecturer, Civil, Tolani Polytechnic College, Adipur, Kutch, Gujarat, India Lecturer, Civil, Tolani Polytechnic College, Adipur, Kutch, Gujarat, India ABSTRACT: Efficient traffic management on the National Highways (NHs) is very essential in the country. We selected as a sample of study, the Gandhidham-Adipur section of the National Highway Number 8A and some district roads. An attempt was made to understand the problems, reasons and possible solutions for better traffic management. According to the study, accidents of vehicles, RTO checking and poor driving practices are the most important reasons of traffic jam on the Gandhidham-Adipur section of NH-8A. Drowsiness, wrong overtaking and use of alcohol are the major reasons of accidents. Also, it was observed that health of driver; road and vehicle conditions are important factors that added to occurrence of accidents. Proper planning and management could reduce the accidents and other hindrances to smooth traffic flow. In this connection, the paper recommends adoption of a chart showing symbols of various traffic signs and signals with their functions, which includes engineering measures, educational measures and enforcement measures.

Keywords: traffic, accidents, driving, signal, chart.

I-INTRODUCTION The National Highways are the major roads running through the length and breadth of the country connecting foreign highways, state capitals, major ports, large industrial centres and tourist places. The development and maintenance of these highways is the basic responsibility of the Central Government. The present National Highway system that evolved over the years has a number of deficiencies including low grade sections, narrow and weak pavements, absence of by-passes at congested towns, presence of railway level crossings, and weak and narrow bridges. The cost of removing these deficiencies appears to be very high. Highway design involves the consideration of three major factors (human, vehicular, and roadway) and how these factors interact reaction time for braking and starting, visual perception for traffic signs and signals and car following behavior. Vehicle consideration includes vehicle size and dynamics that are essential for determining lane width and maximum slopes.

358 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

The objects of highway planning can be summarized as follows:-

 To provide safe and efficient roads at minimum cost.  To plan for future requirements and improvements of roads in view of anticipated developments.  To construct the best possible road system having maximum utility within the available recourses.  To fix up the priorities for future developments on utility basis.  Work out the financing. II-PROBLEMS

Factors Hindering Smooth Traffic Flow is:  Accident/Breakdown  Harassing Attitude of RTOs & Traffic Police  Poor Driving Practices of LMV Drivers  Other Factors  Accident/Breakdown  Factors Related to Drivers 1. Drowsiness 2. Wrong overtaking 3. Driving under alcohol 4. Fatigue and physical fitness 5. Untrained Drivers 6. Unprofessional breakdown maintenance by the truck drivers  Factors Related to Vehicles 1. Condition & Design of Vehicles  Factors Related to Road 1. Sudden appearance of sharp curve 2. Absence of four-lane with road divider 3. Segregation of slow & fast moving traffic & keeping the stray animals out of road. 4. Design of junctions/intersections & traffic signs 5. Maintenance of road surface 6. Road width and paving 7. Improper pruning of roadside trees  Other Factors 1. Unavailability of large parking places near city 2. Encroachment by garages etc. and unavailability of pucca parking space 3. Nexus between dhaba owners and truck drivers for illegal practices

359 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

4. Unethical practices 5. Check-post and octroi III-SOLUTIONS

Measures Low cost High cost

1. Truck parking complex 1. Traffic regulation 2. Wayside facilities and 2. Road signs amenities 3. Pavement marking 3. Foot paths 4. Publicity campaign 4. Cycle tracks 5. Intersection improvements 5. Side shoulders 6.Ambulance/medical facilities 6. Over speed detection 7. Removal of encroachment system Short- term from road side 7. Increasing the frequency of 8. Provision of break-down intercity passenger and service to drivers goods trains 9. Better coordination among 8. Provision of bypass loops Various agencies 9. Highway telephone system 10. Bumps on link roads before 10. GPS based information Meeting highway management system

1. Education 1. Grade separator Long- term 2. Vehicle design and R&D 2. Widening of roads

360 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

3. Seminar/workshop 3. Privatisation of highways

4. Training 4. Traffic separation

5. Authorizing issue of fitness 5. Large parking space

certificate by recognised

institutions

6. Development of the policies

and standards

7. Regular studies and surveys Traffic Management Measures (Short and Long-Term)

IV- CONCLUSION  Provide signal charts.  Provide periphery pedestrian or triangle pedestrian on cross way or junction.  In R.P.Patel school adipur, provide 2 wheelers parking inside the school and 4 wheeler parking outside the school as per our survey.  Strictly follow the rules made by government.  Decide and fix speed limit for vehicles.

ACKNOWLEDGMENT The authors are thankfully acknowledged to Madam Anjana B Hazare, President Tolani Foundation Gandhidham Polytechnic, Principal Professor K. Venkateshwarlu and H.O.D Professor C.D.Bhatt for their support and encouragement also their motivational & infrastructural supports to carry out this research.

REFERENCES Centre for Monitoring Indian Economy (CMIE) (1999) Infrastructure. Mumbai:

CMIE Pvt Ltd., December, p. 119.

(1992) Report of the Committee for Prevention of Road Accidents. State Traffic Branch (STB), Ahmedabad, Gujarat.

Jayaram, Anup (1998) ―Clearing Some of the Road blocks,‖ Business World, 17(22). Mahalingam, Sudha (1991) ―Maintenance of Highways: An Evaluation,‖ Economic and Political Weekly, 26(49), pp. 2821-2826. Nayak, K.C., J.D. Shah, H.K.Bhatt and H.J.Shah (1986) ―Economic Rao, P.C. (1999) ―Truck Accidents in India,‖ Road Safety Digest, 9(3), pp. 1-7.

361 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

SILICA FUME AS PARTIAL REPLACEMENT OF CEMENT IN HIGH PERFORMANCE CONCRETE

Govind Valji Dhanani P.G. Student, Department of Civil Engineering in Structural Design, HJD Institute of Technical Education and Research, Kera – Kutch Gujarat Technological University – Ahmadabad (Gujarat) Email: [email protected]

ABSTRACT:

The development of High performance concrete is a giant step in making concrete a high-tech material with enhanced characteristics and durability. High performance concrete exceeds the properties & constructability of normal concrete. Normal and special material are used to make these specially designed concretes that must meet a combination of performance requirements. High performance concrete is widely used in construction because of its high strength, high workability, and high durability. The different types of pozzolanic materials like GGBS, Silica Fume, Fly Ash, RHA, etc. are used in concrete in replacement of cement to produce a high performance concrete. It is very important to keep water cement ratio minimum so that we have to use the water reducing admixture, i.e. Super plasticizer. The combination of silica fume increases the mechanical properties of cement based composites. We used different percentage of silica fume with replacement of cement at 10% and 13% and concrete was casted. We used ordinary Portland cement. We prepared cubes and compressive test conducted. Finally compare the results taken by this above test.

KEYWORDS: silica fumes, pozzolanic, cementitions, improving, concrete.

INTRODUCTION: Concrete is a versatile material, which is widely used for construction material in the world. It is obtained by mixing cementitious materials, water, aggregate and sometimes admixtures in required proportions. Fresh concrete or plastic concrete is, freshly mixed material which can be moulded into any shape hardens into a rock-like mass known as concrete.

Concrete is the preferred construction material in India. The cement production has increased. In the past five-six years mega construction projects involving the use of concrete have been executed in the country in a large number. The quality and type of concretes being employed have undergone a transformation with the use of state of the art concrete technology. Amongst the recent developments in the field of concrete such as High Performance Concrete (HPC), Compacted Reinforced Concrete (CRC) Reactive Powder Concrete (RPC), Self- compacting Concrete, etc., HPC could find applications in India in some of the prestigious projects.

362 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

High-performance concrete (HPC) exceeds the properties and constructability of normal concrete. Normal and special materials are used to make these specially designed concretes that must meet a combination of performance requirements. Extensive performance tests are usually required to demonstrate compliance with specific project needs. High-performance concrete has been primarily used in tunnels, bridges, and tall buildings for its strength, durability, and high modulus of elasticity. It has also been used in shotcrete repair, poles, parking garages, and agricultural applications.

MATERIALS USED:

Cement: Ordinary Portland Cement (OPC) (JK laxmi Cement) conforming to IS: 1489-1991. Sand: Locally available river sand conforming to grading zone-II as per IS: 383- 1970. Coarse Aggregates: Crushed Stone course aggregate of maximum size 20mm & 10mm As per IS: 2386-1963. Water: Water available in the site at V-Concrete RMC plant, for mixing & curing as Per IS: 456-2000. Mineral Admixture: Silica Fume. Admixture: Commercially available plasticizer Silkament (600HP NPC C01)

EXPERIMENTAL WORK: Compression test is the most common test conducted on hardened concrete, partly because it is an easy test to perform, and partly because most of the desirable characteristic properties of concrete are qualitatively related to its compressive strength. The compression test is carried out on specimens cubical or cylindrical in shape. Prism is also sometimes used, but it is not common in our country. Sometimes, the compression strength of concrete is determined using parts of a beam tested in flexure. The end parts of beam are left intact after failure in flexure and, because the beam is usually of square cross section, this part of the beam could be used to find out the compressive strength. Size of Test specimens cubical in shape shall be 15 × 15 × 15 cm. If the largest nominal size of the aggregate does not exceed 2 cm. Specimens stored in water shall be tested immediately on removal from the water and while they are still in the wet condition. Surface water and grit shall be wiped off the specimens and any projecting fins removed. Specimens when received dry shall be kept in water for 24 hours before they are taken for testing. The dimensions of the specimens to the nearest 0.2 mm and their weight shall be noted before testing. Mix Design for M25 Grade

Trial Cement Silica Fine Coarse Water

Mix (kg/m3) Fume Aggregate Aggregate (lit)

No. (kg/m3 (kg/m3) (kg/m3)

10mm 20mm

363 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Trial mix 1 350 0 (0%) 744.53 815.05 427.98 175

Trial mix 2 318.5 31.5(9%) 744.53 815.05 427.98 175

Trial mix 3 308 42(12%) 744.53 815.05 427.98 175

Compressive Testing Machine (CTM) Curing Tank

RESULTS:

Compressive strength (is 516-1959) % OF SPENT COMPRESSIVE STRENGTH (N/mm2) CATALYST AS SAMPLE SR.NO. REPLACEMENT NO. 3 days 7 Days 28days OF CEMENT 01 17.74 22.928 32.240 1 opc 02 18.51 23.057 30.915 03 18.14 22.430 32.085 01 19.15 26.062 41.235 2 10 % 02 18.82 25.675 40.906 03 19.03 26.327 42.056 3 13% 01 19.80 28.391 48.662 364 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

02 20.32 27.771 49.246 03 19.67 28.430 46.420 Comparison of Results

Compressive Strength

55 2 50 OPC 45 40 10% silica 35 fume 30 13% silica 25 fume 20 15

10 CompressiveStrength N/mm 3 6 9 12 15 18 21 24 27 30 Days

CONCLUSION:

Higher compressive strength resembles the concrete incorporating silica fume is high strength concrete as per IS code recommendations. Improved pore structures at transition zone for silica fume concrete resembles that it may be led to as high performance concrete but experiments for durability are yet to be investigated. During the testing of cubes at 28 days the failure plane of cubes cut the aggregates but not along the inter facial zone which is concluded that the interfacial zone attained much higher strength than control concrete i.e. concrete without silica fume.

REFERENCES: International Journal of Civil Engineering Research ISSN 2278-3652 Volume 5, Number 1 (2014), pp. 9-12 Use of Micro-silica as Additive to Concrete-state of Art Umesh Sharma, Ankita Khatri, Abhishek Kanoungo http://www.ripublication.com/ijcer.htm Some trends in the use of concrete: Indian scenario‖ by Praveen Kumar & S.K.Kaushik Indian Concrete Journal- December 2003 Experimental Study on Effect of Silica fume With Natural Cellulose Fibre in High Performance Concrete Thesis by -Pratik S Patel BVM Engineering College, Vallabh Vidyanagar Debabrata Pradhan et al. Int. Journal of Engineering Research and Applications Vol. 3, Issue 5, Sep-Oct 2013, pp.79-82. www.ijera.com International Journal of Civil and Structural Engineering Volume 2, No 3, 2012 Research article-ISSN 0976 – 4399 Effect of Silica Fume and Metakaolin combination on concrete Vikas Srivastava Rakesh Kumar, Agarwal V.C, Mehta P. K

365 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

The International Journal of Engineering and Science (IJES) ||Volume||2 ||Issue|| 5 ||Pages|| 40-45||2013|| ISSN (e): 2319 – 1813 ISSN (p): 2319 – 1805 Experimental Investigation on Silica Fume as partial Replacement of Cement in High Performance Concrete T.Shanmugapriya, Dr.R.N.Uma

366 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

USE OF CERAMIC WASTE POWDER IN CEMENT CONCRETE: A REVIEW Author – Hardik Patel1, Dr.N.K.Arora2, Asst.Prof.Shraddha R. Vaniya3 Structure engineering Dept., Darshan institute of engineering and technology, Rajkot, India [1]

Applied mechanics Dept. L.E College, Morbi, India [2]

Structure engineering Dept., Darshan institute of engineering and technology, Rajkot, India [3]

CONTACT – [email protected]/ mob : +91 8866336196

ABSTRACT- Ceramic waste is one of the most active research area in the field of construction. Ceramic waste powder is waste from ceramic wall floor tiles industries. Ceramic products made up of different raw materials like china clay, potash, ball clay, dolomite, feldspar, talc and different chemicals for maintaining viscosity of raw material, glazing and finishing of finished goods. Manufacturing of ceramic wall tiles is manufactured under very high temperature up to 2000oc. Therefore pozzolanic reactivity would be possible, which is responsible strength and durability in cement concrete. When product is in finishing touch (sizing) there is a waste in powder form like cement. Ceramic waste powder is settled by sedimentation and then dumped away, which results in environmental pollution and land exploitation. In this paper a literature analysis is done of different authors of past research.

Keywords- ceramic waste powder, pozzolanic material, industrial waste, cost effective, green concrete.

1. INTRODUCTION Environmental issues associated with ceramic tile and sanitary ware manufacturing primarily includes the following:

• Air Emissions, Greenhouse Gases, and Energy Efficiency

• Wastewater

• Solid waste

Each year thousands of tonnes of wastes are disposed of in landfills which effects occupation and degradation of valuable land. Depletion of natural resources is a common phenomenon in developing countries like India due to rapid urbanization & industrialization, involving construction of infrastructures and other amenities.

Indian ceramic production is 100 Million ton per year. In the ceramic industry, about 15%- 30% waste material generated from the total production. This waste is not recycled in any form at present. However, the ceramic waste is durable, hard and highly resistant to

367 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

biological, chemical, and physical degradation forces. The Ceramic industries are dumping the powder in any nearby pit or vacant spaces, near their unit although notified areas have been marked for dumping. This leads to serious environmental and dust pollution and occupation of a vast area of land, especially after the powder dries up so it is necessary to dispose the Ceramic waste quickly and use in the construction industry. As the ceramic waste is piling up every day, there is a pressure on ceramic industries to find a solution for its disposal. The advancement of concrete technology can reduce the consumption of natural resources. They have forced to focus on recovery, reuse of natural resources and find other alternatives. The use of the replacement materials offer cost reduction, energy savings, arguably superior products, and fewer hazards in the environment.

1.1 Survey of local area:

There are hundreds of small, medium and big ceramic companies around Morbi district of Saurashtra. So the city Morbi is known as ―Ceramic City‖ In ceramic industry about 5% production goes as waste, which is not recycled in any form at present.

Concrete plays very vital role in building construction, which primarily composed of different aggregates like coarse aggregate and fine aggregate, cement with different proportions with respect to mix design like M15, M20, M25, and M30 and so on.

There is a rapid growth in industrialization. Every year thousands of tonnes of waste from ceramic industries are disposed in landfills. Which will be harmful for habitants and agricultural lands which inform loose the fertility of soil and farmer has to bear the problem as ―BANE‖.

Due to faster urbanization in the developing country like ―India‖ There is much demand for the tiles production, which will make problem by its waste dumped in any manner to the valuable lands. The application of such concrete with ceramic waste is increased now a days as it is environment friendly cost reduction and energy conserving implication.

2. DESCRIPTION OF MATERIALS

2.1Cement: The Ordinary Portland Cement of 53 grade conforming to IS: 8112 is be use. Physical property of cement is as per table 1.

Table 1: Test result for cement

Initial setting time 180min

Final setting time 240 min

Compressive 3 days 37 N/mm2 strength 7 days 48 N/mm2

28 days 59 N/mm2

368 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

2.2 Ceramic waste: Ceramic material is hard, rigid. It is estimated that 15 to 30% waste are produced of total raw material used, and although a portion of this waste may be utilized on- site, such as for excavation pit refill. Chemical properties of ceramic waste are as per table

CONTENTS w/w %

SiO2 55.24

CaO 28.70

Al2O3 13.25

(Source: MET-CHEM LABORATORIES, VADODARA)

2.3 Course Aggregates The fractions from 20 mm to 4.75 mm are used as coarse aggregate. The Coarse Aggregates from crushed Basalt rock, conforming to IS: 383 is being use. The Flakiness and Elongation Index were maintained well below 15%.

Property Natural Coarse Aggregate

SPECIFIC GRAVITY 2.77

WATER ABSORPTION 1.45%

MOISTURE CONTENT NIL 2.4 Fine aggregate: Those fractions from 4.75 mm to 150 microns are termed as fine aggregate. The river sand is used in combination as fine aggregate conforming to the requirements of IS: 383.

Property Natural fine Aggregate

SPECIFIC GRAVITY 2.77

WATER ABSORPTION 1.0%

MOISTURE CONTENT NIL

3. RESEARCH FINDING

(3.1) In this research on effect of ceramic powder on resistance to carbonation and sulphate corrosion with different percentage in place of cement in concrete(a). The carbonation resistance of concrete mixed with ceramic polishing powder is lower than of the control concrete and with increasing the rate ceramic waste powder in concrete carbonation resistance shows a declined trend. the sulphate corrosion 369 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

resistance of concrete mixed with ceramic polishing powder is better than that of the control concrete, and with the increase in cement substitution rate, the sulphate corrosion resistance of concrete shows a rising trend.

(3.2) The use of ceramic powder as a partial replacement of cement in concrete (b).in this research study cement has been replaced by ceramic powder accordingly in the range of 0%,10%,20%,30%,40% and 50% by weight for M-25 grade of concrete.reuse of this kind of waste has advantages,economic and environmental reduction in the number of this kind of natural spaces employed as refuse dumps. from experiment result and discussion the compressive strength of M 25 grade concrete increase when the replacement of cement with ceramic powder up to 30 replaces by weight of cement and cost of the cement is reduced up to 13.27% in M 25 grade.

(3.3) The experimental study on compressive strength and durability properties of ceramic wastes based concrete by several concrete mixes by replacing 20% cement by ceramic waste(c).the cost of cement represents more than 45% of the concrete cost, so its helps to reduce the cost of concrete. by replacing cement with ceramic waste will give many environmental benefits. the result showed that concrete mixtures with ceramic waste perform better than the control concrete mixtures concerning compressive strength, capillary water absorption etc.

(3.4) In this paper study on the setting characteristics of sodium silicate activated slag paste(d).PH value of activator, alkali modulus and alkali activator dosage were evaluated when liquid/slag ratio kept constant. when there is increase in amount of sio2,PH value decreases and increasing amount of Na2o increases the PH value of the activator phosphoric acid used as a retarder was found to be a strong retarder.

(3.5) In this study activation with sodium silicate has been widely reported to give rise to rapid hardening and high compressive strength. problem however can be experienced with very short set time and subsequent shrinkage.high strength were developed rapidly on activation with 1.5 M(Na2o) (Sio2)2 solution.set time and on set of strength for alkali activation with this solution varied considerably between batches, and also from mix to mix using one batch of the slag.

4. CONCLUSION

From the above research papers following points are observed.  The compressive strength of M 25 grade concrete increase up to 30% replace of ceramic waste by weight of cement.

370 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

 Concrete on 30% replace of ceramic powder the cost of concrete is reduced up to 13.27% in M 25 grade.  Increasing the Na2o concentration increased the activator PH value, while increasing the Sio2 concentration reduced PH value.  Using a constant liquid/slag ratio the alkali activator dosage influenced the setting times. Increasing the alkali activator reduced the setting time both initial and final.

SCOPE OF WORK:  Replacement of cement decreases the compressive strength in concrete, further tests are to be performed to find split tensile strength and flexural strength of concrete.  When ceramic waste powder is used there is loss in strength in concrete, so there is need of adding some binder to concrete.  Sodium silicate as a binder will be used in the further study.  Strength of the concrete will be tested and compared with the conventional.  Even durability properties will be checked while ceramic waste powder in cement concrete.

REFERENCES

Cheng yunhong, Huang Fei, Xu Longshuo and Hou Jianlong, ―test research on effects of ceramic polishing powder on carbonation and sulphate corrosion resistance of concrete,‖ construction and builbing materials, 2014,(pg.440-446). Amitkumar D. Raval, Indrajit N.patel and jayesh kumar pitroda, ―Eco-efficient concretes: Use of ceramic powder as a partial replacement of cement, ―international journal of innovative technology and exploring engineering, vol.3,issue-2,july 2013. F.Pacheco-torgal and S.Jalali, ―reusing ceramic waste in concrete,‖construction and building materials, 2010,(pg.832-838). J.J.chang, ―A study on the setting characteristics of sodium silicate activated slag pastes‖cement and concrete research of science direct, 2003(pg.1005-1011). A.R.Brough and A.Atkinson, ―sodium silicate based, alkali activated slag mortars part 1.strength,hydration and microstructure‖cement and concrete research of science direct,December 2001,(pg.865-879). Jay patel,B.K.Shah and Prof.P.J.Patel, ―the potential activity of different ceramic waste powder as cement mortar component‖international journal of engineering trends and technology,vol.9,issue 6,march-2014. Luiz A. Pereira-De-Oliveira, Joao P.Castro –Gomes and Pedro M.S.Santos, ―construction and building materials of ELSEVIER, 2012, (pg 197-203).

371 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

STRENGTH EVALUATION OF BAMBOO FIBRE REINFORCED CONCRETE

Nitin Chotara[1], Dipak Vaniya[2], Bhalgama Jay[3], Patel Jay[4], Bharat Nathani[5]

1UG Student, Civil Department, HJD-Institute, Kera, Kutch, Gujarat, India

2UG Student, Civil Department, HJD-Institute, Kera, Kutch, Gujarat, India

3UG Student, Civil Department, HJD-Institute, Kera, Kutch, Gujarat, India

4UG Student, Civil Department, HJD-Institute, Kera, Kutch, Gujarat, India

5Assistant Professor, Civil Department, HJD-Institute, Kera, Kutch, Gujarat, India

Abstract This study is carried out to evaluate the strength properties of harden concrete made using different content of bamboo fibre. This investigation will carried out using bamboo fibers of aspect ratio 25, thickness of 2mm and length of 50mm to ascertain the harden properties of concrete e.g. compressive strength, split tensile strength.. It will be added by volume fraction of 0.0, 0.35 and 0.70 percentage. The tests result will be evaluated at 7 day, 14 day and 28 days age of concrete. By performing the experiments it is marked that with addition of 0.70% bamboo fibres the compressive strength increases by 31 percent and tensile strength increases by 5 percent at the of 28 day age.

Key words: bamboo fibres, compressive strength, tensile strength.

I. Introduction

The development in technology and urbanization in civil engineering more researches have been carried out. The fibre reinforced concrete is more widely used for the higher strength achievement. There are different types of fibres are available for the fibre reinforced concrete. Bamboo is one of the most important materials used in construction from the earlier. For the non-structural elements there is requirement of the minimum reinforcement. So to minimize the temperature reinforcement the fibre can be added in to the concrete to achieve the high strength and reducing the temperature cracks. There are many types of fibres are available in market. Like natural fibres, artificial fibres. In the category of natural fibres jute, bamboo, gunny etc are available [5]. From that we have selected the bamboo for our study. In the development in the technology in civil engineering there is requirement of high strength concrete. So to achieve that target some modification is necessary in the concrete. For that addition of different types of fibres, admixtures, higher concrete content etc are

372 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

made. This study is carried out using the bamboo as fibres to investigate the harden properties of the concrete.

II. Methodology

The mix adopted for testing is M20 grade of concrete. In that the fibres will be added in the proportion of 0%, 0.35% and 0.70% by volume. The basic test for the cement, sand, aggregate will be carried out for the mix design. The following properties of bamboo will be carried out, compressive strength, tensile strength, density. The compressive strength, tensile strength of the concrete will be carried out at the age of 7days, 14 days and 28 days. The aspect ratio of the bamboo fibre adopted is 1:25 (thickness to length). The length of bamboo fibre is 50mm and thickness is 2mm. For the good workability during casting super plasticizer will be added in proportion of 1.5 percent of concrete volume.

III. Basic properties of concrete material

Cement Properties Bamboo Properties

Description Parameter Description Parameter

Specific Gravity 3.25 Density 631 kg/m3

Standard Consistency 30.5 % Compressive Strength 59.25 n/mm2

Tensile Strength 107 N/mm2 Initial Setting time 97 minutes

Final Setting Time 282 minutes

Fine Aggregate Coarse Aggregate

Description Parameter Description Parameter

Density 1746.23 kg/m3 Density 1633.33 kg/m3

Specific gravity 2.53 Specific gravity 2.645

Water absorption 1.62 % Water absorption 2.04 %

Table 3: Fine Aggregate Properties Table 4: Fine Aggregate Properties

373 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

IV. Mix Design The mix is designed as per the Indian Standard code IS -10262:2009. The basic properties of material were identified by practical and design was carried out. From the design following mix proportion was obtained [1]. Water Cement Fine Aggregate Coarse Aggregate

20 mm 12.5 mm

0.49 1.0 1.63 1.6 1.31

Table 5: Concrete Mix Proportion

V. Density of Concrete

Description 0 % fibres 0.35% fibres 0.7% fibres

Density (kg/m3) 2559.01 2612.84 2560

Table 6 : Density of Concrete

VI. Compressive Strength:

Fibre content (%) 7-Days (N/mm2) 14-Days (N/mm2) 28-Days (N/mm2)

0% 23.63 25.79 32.17

0.35% 28.9 34 40.71

0.70% 31.4 37.76 42.23

Table 7: Compressive strength of Fibre Reinforced Concrete

374 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Compressive Strength (N/mm2) 0% 0.35% 0.70%

40.7142.23 37.76 34 31.4 32.17 28.9 23.63 25.79

7-Days 14-Days 28-Days

Figure 1: Compressive Strength

VII. Tensile strength:

Fibre Content (%) 7-Days 14-Days 28-Days

0% 1.56 1.92 2.06

0.35% 1.59 1.98 2.09

0.70% 1.63 1.97 2.17

Table 8: Tensile Strength of fibre reinforced Concrete

375 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

Tensile Strength (N/mm2) 0% 0.35% 0.70%

2.06 2.09 2.17 1.92 1.98 1.97 1.56 1.59 1.63

7-Days 14-Days 28-Days

Table 2: Tensile strength

VIII. Conclusion

From the experimental study the following observation is made:

 The compressive strength of bamboo fibre reinforced concrete increases as 31 percent with addition of 0.7% fibres in concrete.  The tensile strength of concrete increases by 5 percent with addition of 0.7 percent fibre content.  Hence over all it is concluded that with increasing fibre content the strength properties of concrete increases. IX. References: 1. IS -10262:2009 – Concrete Mix proportioning 2. IS 6874:2008 METHOD OF TESTS FOR BAMBOO 3. M.S. Shetty, ―Concrete Technology‖, 4. Babulal H Baldaniya, ―Desing using Bamboo as Reinforce'ment in Concrete Section‖. 5. Nikunj Patel, ―Fibre Reinforced Self Compacting Concrete‖

376 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

ROOF TOP HARVESTING

Payal shah Assistant Professor, Vidhyadeep Institute of Management & Technology, anita, kim, Surat

ABSTRACT

Due to increased population growth and urbanization, demand of water has been increased which reduces ground water recharge because of paved surfaces which leads to scarcity of domestic water. To overcome this problem planning of Rain water harvesting methods is presented in this paper. Rain water is collected from roof tops and let it be stored in wells for ground water recharge so that water can be available directly for use. For management of this, topographical, hydrological, meteorological, geological and socio economic factors are to be considered by which we can conserve the quantity and quality of surface water and ground water resources.

377 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

TRAFFIC MANAGEMENT AND PARKING FACILITY AT GUBILEE AREA

Indrajeetgiri Goswami, Ronak Mamtora, UG student, HJD Institute kera – Kutch

Our project is about traffic management and parking facilities at jubilee area bhuj. Traffic congestion is increasing day by day due to increase in number of vehicles as well as due to population explosion.

As jubilee circle is the main area and five different roads are meeting at this junction increases the traffic congestion. Traffic congestion is also increased due to no parking facilities available in the vicinity of the area. As there is no parking facility available user park their vehicle on the roads due to this the width of road decreases and the clear width available for the traffic flow decreases and traffic congestion increases.

The purpose of our project is to regulate the traffic crisis and parking problem at jubilee area during rush hours. And we are going to conduct traffic survey to know the number of vehicles going through this area during peak hours and as well as during non peak hours.

378 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

PILE FOUNDATION

Pranav Thacker, Vivek Sadhu, Bhavesh Hadiya, Parag Thacker

UG student, HJD Institute kera – Kutch

Problems in pile foundation is of common occurrence and engineers are often required to look into their causes and to carry out suitable repairs and remedial measures for to effective, it is essential that the engineer should have proper understanding of various causes of failure. For investigating causes it is a necessary to observe carefully location, shape, size, depth, behaviour and other characteristics of the problems in pile foundation, and to collect information about specification of the job, time of construction and a past history of the structures, they use rounded and square shaped piles. Which gives less frection between piles and earth surface? It will also be necessary for the engineer to know us to when the problems first came to notice and whether the problems are on pile. Settlement and sulphate attack which are due to moisture changes, elastic deformation, financial aspect, chemical reaction, mean deviation and settlement of soil, etc. To reduce this type of problems and for increase life of pile, we used octagonal shape for more friction between pile and earth surface and fly ash, reliance recron fiber as admixture for more strength.

379 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1

National Conference on Research Trends in Civil Engineering, April 22-24, 2015

380 Department of Civil Engineering, HJD Institute- Kera ISBN: 978-81-907055-4-1