1. name of the department/section - dr. … and water conservation...name of the department/section:...

1. NAME OF THE DEPARTMENT/SECTION:

Department of Soil and Water Conservation Engineering

2. ABOUT THE DEPARTMENT: Department of Soil and Water Conservation Engineering of faculty of

Agricultural Engineering is working on Natural resource management for sustainable

agricultural production. This department is involved in the teaching, research and

extension activities related to soil and water conservation.

� In last 15 years it has come up with 16 research recommendations which will

be beneficial to farmers of Konkan region in improving productivity of

agricultural produce.

� Implements water conservation campaign through people’s participation in

villages of Konkan region. Organizes training programmes for farmers,

extension workers etc.

� Involved in teaching of UG, PG and Ph.D Agricultural Engineering students

of College of Agricultural Engineering and Technology, Dapoli.

Plate 1: Extension activities of the Department

Plate 2: Research Outcomes

3. ACADEMIC PROGRAMME:

a. Doctoral Programme: Ph.D

Minimum credit requirements

Subject Mater's programme

Major 15

Minor 08

Supporting 05

Seminar 02

Research 45

Total credits 75

Compulsory Non credit courses Optional

II. List of Major subjects (15 credits)

Sr.No. Course No. Course Title Credits

1 SWCE 601** Advanced Hydrology 3+0=3

2 SWCE 602** Modeling Soil Erosion Processes 2+1=3

3

3 SWCE 603 Soil and Water Systems’ Simulation and Modeling 2+1=3

4 SWCE 604 Hydrological Analysis of Watershed 2+1=3

5 SWCE 605 Hydrological Models 2+1=3

6 SWCE 606 Advanced Hydro informatics 2+1=3

7 SWCE 607 Risk Management in Soil and Water Conservation 2+1=3

8 SWCE 693** Special Problem 0+1=1

9 SWCE 694** Case Studies 0+1=1

** Compulsory for Doctoral Programme

III. List of Minor subjects (08 credits)

Sr.No. Code Course Title Credits

1 AE 601 Environmental Impact Assessment 1+2=3

2 AE 602 Climate Change Impact Adaptation and Mitigation

2+1=3

3 AE 603 Research Techniques 2+1=3

4 AE 604 Bench Marking and Performance Analysis 3+0=3

5 IDE 605 Pipe Network Analysis 2+1=3

6 IDE 606 River Basin Models 2+1=3

IV. List of supporting subjects (05 credits)

Sr.No. Code Course Title Credits

1 CSE 601 Object Oriented Programming 2+1=3

2 MATH 601 Mathematical Modelling and Mat lab Applications

1+2=3

3 STAT 601 Operations Research 2+1=3

4 STAT 602 Probabilistic Approach in Design 2+0=2

5 STAT 611 Geospatial Analysis 1+1=2

V. List of Seminar Subject (02 credit)

Course No. Course Title Credits

SWCE 691 Doctoral Seminar I 1+0=1

SWCE 692 Doctoral Seminar II 1+0=1

VI. Doctoral Research (45 credits)


SWCE 699 Doctoral Research 45

VII. Optional Non credit courses


PGS 601 Library and Information Services 0+1

PGS 602 Technical Writing and Communications Skills 0+1

PGS 603 Intellectual Property and its Management in 1+0

4

(e-Course) Agriculture

PGS 604 Basic Concepts in Laboratory Techniques 0+1

PGS 605 (e-Course)

Agricultural Research, Research Ethics and Rural Development Programmes

1+0

PGS 606 (e-Course) Disaster Management 1+0

b. Masters Programme: (M.Tech.) I. Minimum credit requirements

Subject Mater's programme

Major 20

Minor 09

Supporting 05

Seminar 01

Research 20

Total credits 55

Compulsory Non credit courses 06

VII. List of Major subjects (20 credits)

I. Major (20 Credits)


1 SWCE 501** Watershed Hydrology 2+1=3

2 SWCE 502** Design of Soil and Water Conservation Structures

2+1=3

3 SWCE 503** Open Channel Flow for Runoff Water 3+0=3

4 SWCE 504** Watershed Management and Modelling 2+1=3

5 SWCE 505 Project Planning for Land and Water Resources

3+0=3

6 SWCE 506 GIS and Remote Sensing for Land and Water Resource Management

2+1=3

7 SWCE 507 Land Development and Earth Moving Machinery

2+0=2

8 SWCE 508 Advances in Runoff Water Harvesting 1+1=2

9 SWCE 509 Fluvial Hydraulics 2+1=3

10 SWCE 510 Statistical Hydrology 3+0=3

11 SWCE 511 Dams and Reservoir Operations 2+1=3

12 SWCE 592** Special Problem 0+1=1

13 SWCE 595# Industry/Institute Training NC

5

** Compulsory for Master’s Programme

# Minimum of Three Weeks Training at the end of II semester

VIII. List of Minor subjects (09 credits)

Sr.no. Course No. Course Title Credits

1 MATH 501 Higher Engineering Mathematics 2+1=3

2 MATH 502 Methods of Numerical Analysis 1+1=2

3 MATH 503 Advanced Calculus for Engineers 2+0=2

4 STAT 511 Statistical Methods 2+0=2

5 STAT 512 Design of Experiments 1+1=2

6 IDE 504 Ground Water Engineering 2+1=3

7 IDE 505 Crop Environmental Engineering 2+0=2

8 IDE 507 Flow through Porous Media 2+0=2

9 IDE 511 Introductory Hydro Informatics 2+1=3

IX. List of supporting subjects (05 credits)


1 BSCT 501 Computer Graphics 2+1=3

2 BSCT 502 Computer Languages for Engineering Applications

1+2=3

3 MATH 504 Neural Network and its Applications 2+1=3

4 AE 502 Similitude in Engineering 2+1=3

5 AE 503 Applied Instrumentation 2+1=3

6 FMPE 521 Computer Aided System Design 0+2=2

X. List of Seminar Subject (01 credit)


SWCE 591 Master's Seminar 1+0=1

XI. Master's Research (20 credits)


SWCE 599 Master's Research 20

VI. Compulsory Non credit courses

Sr. no. Course No. Course Title Credits

1 PGS 501 Library and Information Services 0+1

2 PGS 502 Technical Writing and Communications Skills 0+1

3 PGS 503 (e-Course)

Intellectual Property and its Management in Agriculture

1+0

4 PGS 504 Basic Concepts in Laboratory Techniques 0+1

6

5 PGS 505 (e-Course)

Agricultural Research, Research Ethics and Rural Development Programmes

1+0

6 PGS 506 (e-Course) Disaster Management 1+0

c. Bachelor Programme: B.Tech.

Semester

No.

Term

No.

Course No. Credits Title

Semester I I No courses are offered by the department

Semester II II SWCE-121 3(1+2) Surveying and leveling Semester III I SWCE-232 3(2+1) Soil Mechanics

I SWCE-233 3(2+1) Watershed Hydrology Semester IV II SWCE-244 3(2+1) Soil and Water Conservation

Engineering Semester V I SWCE-355 3(2+1) Soil Conservation Structure Design Semester VI II SWCE-366 3(2+1) Watershed planning and

Management Semester VII I CAF-SWCE-471 3(2+1) Gully and Ravine Control structure

CAF-SWCE-472 3(2+1) Reservoir and Farm Pond Design

CAF-SWCE-473 3(2+1) Computer Application in Soil and Water Conservation Engineering

CAF-SWCE-474 3(2+1) Remote Sensing and GIS Application in Natural Resource Management

CAF-SWCE-475 3(2+1) System Engineering

CAF-SWCE-476 3(2+1) Advance Surface Hydrology

Semester VIII

GAE-485 25(0+25) In-plant training

DETAILED SYLLABI

1. SWCE-121 Surveying and levelling

Lec.No. Topics Book

No.

Page No.

1 Preliminary definitions, object of survey, primary division of surveying, classification of surveys, uses of surveys.

1 1-4

2 Principles of surveying, measurement, units of measurement, methods of locating points, works of surveyor, precision in surveying

1 4-10 13-16

3 Principles of chain surveying, triangulation survey, survey stations, selection of stations, survey lines, ranging and types of ranging.

1 74-77 46-48

4 Chaining, types of chains, recording the measurement, offsets and their types, number of offsets, computation of areas

1 36,39 49-51 71-81

309-315

7

5 Errors in length due to incorrect chain correction for slope, errors in chaining tape corrections(all formulae)

1 52,59,60,63,64-69

6 Numerical on chain and tape corrections 1 53-71 7 Instruments for setting right angles, cross staff,

optical square, prism square, obstacles in chaining and ranging, numerical

1 95-103 107-116

8 Prismatic compass survey, Surveyors compass, types of traverse, methods of traversing, prismatic and

1 130-137

9 Bearing of lines, designation of bearing, calculation of angles, numericals

1 138-151

10 Local attraction, numericals, magnetic declination, dip of the needle, traverse plotting, errors in compass survey, limits of accuracy

1 151-158 160-166 172-174

11 Plane tabling, Instruments and accessories, advantages and disadvantages, setting and orienting table, methods of plane tabling, radiation and intersection.

1 289-297

12 Traversing, resection, errors in plane tabling 1 296-297 305-306

13 Leveling, terms used in leveling, types of levels and leveling staff, focusing, temporary adjustments, bench marks

1 345-352 356-368

14 Basic principles of leveling, steps in leveling, reduction of levels, field book entries, missing entries, nemericals

1 367-378

15 Types of leveling-differential, profie, cross sectioning, effect of curvature and refraction, check leveling, reciprocal and precise levelling

1 384-395 403-405 And 409

16 Contouring, characteristics of contours, direct and indirect methods, interpolation of contours, uses of contour, gradient

1 430-437

17 Theodolite, traversing, measurement of horizontal and vertical angles and introduction to setting curves

1 179-187 203-211

18 Earthwork computations(formulae for straight volume) level section, two level section, side hill, two level section and thre level section, multiple section numerical

1 454-468 479-493

List of practicals

1 Study of instruments used for measurement of distance 2 Ranging and chaining of survey lines and offsetting( Direct and Indirect

ranging) 3 Chain survey by triangulation

4 Plotting of chain survey and computation of area 5 Study of prismatic compass, taking bearing and computation of angle

6 Open traversed survey of road/stream

7 Closed traversed survey of field/ building

8

8 Plane table survey by radiation method

9 Plane table survey by intersection method 10 Plane table survey by traversing method

11 Study of different levels, leveling staffs and their adjustments

12 To study booking of staff readings and to determine reduced levels

13 To determine the reduced levels by simple leveling

14 To determine the reduced level by differential leveling 15 To determine the reduced level by profile leveling

16 Plotting of profile and computation of cutting and filling 17 Grid survey of field

18 Plotting of contour map and interpretation of contour map

19 Study of software in drawing contour

20 Cross sectioning of gully and nala

21 Plotting of cross sectioning 22&23 L-section of a gully/nala and plotting

24 To establish bench mark by precise leveling 25 Study of Theodolite, measurement of vertical and horizontal angle by

theodolite

26 Determination of height of object using theodolite

27 Setting of curves using Theodolite

28 Study of minor instruments ( Abney level, hand level, Box sextant, Clinometer compass)

29 Study of minor instruments ( Plannimeter and Pentagraph) 30 Use of total survey station

Text Books

1 Surveying and leveling-Part-I T.P Kanetkar

Reference Books

1 Surveying and leveling-Part-II T.P Kanetkar, S.V. Kulkarni 2 Surveying Vol.I and II S.K. Duggal

3 Surveying Vol.I and II B.C. Punmia

2 SWCE-232 : Soil Mechanics

Lec.No. Topics Book

No.

Page No.

1 Soil and Soil Engineering, Field of Soil Mechanics

1 1.1-1.3

2 Preliminary definitions and relationships 1 2.1-2.5

3 Functional relationships 1 2.6

4 Numericals on functional relationships 1 - 5 Determination of index properties 1 3.1-3.3

6 Determination of index properties 1 3.4-3.5 7 Sedimentation analysis and numericals.

Hydrometer method 1 3.6,3.8

8 Particle size distribution curve, and numericals

1 3.9

9 Consistency of soil, determination of liquid and plastic limit

1 3.10-3.11

10 Determination of shrinkage limit 1 3.12

11 Soil classification 1 4.1,-4.5

9

12 Modes of occurance of soil water, adsorbed water, capillary water, numericals

1 6.1-6.3

13 Stress conditions in soil: effective and neutral pressures

1 6.4

14 Numericals on stress conditions 1 --

15 Permeability, Discharge velocity, seepage velocity, factors affecting seepage velocity

1 7.1-7.4,7.6

16 Permeability of stratified soils and numericals

1 7.12

17 Seepage analysis, seepage pressure, upward flow

1 9.1-9.3

18 Laplace equation and flow net 1 9.4-9.5

19,20 Shear strength, Mohrs stress circle, theoretical relationship between principle stresses

1 18.1-18.2

21-23 Compaction: Standard and modified Proctors test, abbot compaction and Jodhpur mini compaction test, field compaction method and control

17.1-17.3, 17.6-17.8

24-26 Consolidation: spring analogy, Terzaghi’s theory, laboratory consolidation test, calculation of voids ratio and coefficient of volume change, Taylor’s and Cassagrandes method for determination of coefficient of consolidation

15.1,15.2,15.5,15.7-15.9

27 Earth pressure: active and passive states 20.1-20.2

28 Rankine’s theory, only two cases of earth fill i.e. 1) Dry or moist back fill with no surcharge, 2) Submerged backfill

20.4

29 Numricals on the above two cases --

30 Stability of slopes, stability analysis and finite slopes

23.1-23.3

31,32 Friction circle method and Talor’s stability number

23.6-23.7

List of practicals:

1 Determination of water content by different methods

2 Determination of field density by core cutter method

3 Determination of field density by sand replacement method

4 Determination of specific gravity by pycnometer

5 Mechanical analysis of soil by sieving

6 Determination of grain size distribution by Hydrometer 7 Determination of liquid limit of soil

8 Determination of plastic limit of soil

9 Determination of shrinkage limit of soil

10 Determination of hydraulic conductivity by constant head permeameter

11 Determination of hydraulic conductivity by variable head permeameter 12 Determination of compaction properties of soil by Proctor’s test

13 Determination of unconfined compressive strength of soil

Text book:

10

1 Soil Mechanics and Foundations B.C. Punmia

Reference

1 Basic and Applied Soil Mechanics Gopal Ranjan and ASR

2 Soil Testing for Engineers L.W.Lambe

3 SWCE-233: Watershed Hydrology

Lec.No. Topics Book

No.

Article no. Page No.

1 Introduction, Scope of Hydrology, Hydrological cycle

2 1

- 3.1

1-3,11-14,24-25

2 Precipitation forms, rainfall measurement, mass curve

2 4 1

- 2.1

3.3,3.9

16-21/39-40 13-14 26-34

3 Hyetograph, mean rainfall depth, adequacy of raingauge, point precipitation, mean areal precipitation

2 4

- 3.10-3.12

28-35,39 46-54

4 Intensity-Duration relationship, Intensity-Duration frequency relationship, Depth Area Duration relationship, plotting positions, Frequency analysis

3 4

3.8 -

87-89

60-68

5 Estimation of missing data, test of consistency of rainfall records

4 3.7-3.8 36-45

6-8 Hydrological losses ( Interception, infiltration, evaporation, evapo transpiration) Estimation and measurement

4 2

4.1-4.3,4.6, 4.9.2,4.10,

4.12

82-88,90-94,101-

109,115-124,135-138

62-68

9 Geomorphology of watershed, stream number stream length, stream slope, Hortons law

2 99-103

10-11 Runoff, factors affecting runoff, Measurement: Stage and velocity, rating curve

2 4

- -

108,186-194 253-259

12-13 Estimation of peak runoff rate, rational method, Cook’s method, SCS method, Numericals on above

2 1 4 5

- 3.11

5.2.1,5.2.2 2.6

109-112 36-38

151-162 29-36

14-15 Curve number method (Estimation of runoff volume) Numericals on above

4 1 5

5.2.3 - -

162-166 39-43 44-48

16-17 Hydrograph, Components, Base Flow separation

2 4

- 6.1,6.4

121-129 182-

184,191-193

18 Unit Hydrograph theory, Unit hydrograph of different duration

4 6.6 193-208

11

19-21 Examples/Numerical on above Distribution hydrograph

2 - 148-157

22-23 Synthetic unit hydrograph (Snyder method)

4 6.7 208-217

24 Dimensionless Unit Hydrograph 4 6.8 217-220

25-26 Head water flood control-methods

2 4

- 8.3

258-272 290-297

27 Flood routing, graphical method of reservoir flood routing

4 9.1-9.3,9.8 310-311,328

28 Hydrology of dryland areas-drought and its classification

4 11.1-11.2, 11.4-11.5

395-399 401-402

29-30 Introduction to watershed management and planning

1 28.1-28.3,28.9

556-558 565-567

List of practicals

1 Visit to meteorological observatory and study of meteorological instruments

2 Study of different types of rain gauges 3 Analysis of raingauge charts

4 Estimation of average rainfall depth 5 Probability analysis of rainfall data by Weibull’s method

6 Estimation of peak runoff rate by rational method

7 Estimation of peak runoff rate by Cook’ method 8 Computation of runoff volume by Curve Number method

9 Study of stream gauging instruments ( Stage level recorder and current meter)

10 Development of DRH from stage hydrograph 11 Development of unit hydrograph

12 Development of Dimensionless Unit Hydroghraph

Text books:

1 Land and water Management Engineering V.V.N. Murthy

2 Hydrology H.M. Raghunath 3 Applied Hydrology K.N. Mutreja

4 Watershed Hydrology R. Suresh

5 Manual of Soil and Water Conservation Practices G.Singh

Reference book:

1. Engineering Hydrology by K. Subramanya

4 SWCE-244: Soil and Water Conservation Engineering

5 SWCE-355: Soil Conservation Structure Design

Lec.No. Topics Book

No.


1 Introduction, Classification of structures, functional requirements of soil erosion control structures

2 9.1-9.2 172-173

2 Open channel flow, types of flow, state of flow, regimes of flow

6 1.1-1.4 1-16

3&4 Energy and momentum principles, Specific energy, and specific force criteria for critical state of flow.

6 3.1-3.3,3.6-3.7

39-43 49-55

12

5&6 Hydraulic jump, loss of energy in hydraulic jump, applications of hydraulic jumps, types of hydraulic jump

4 5.4 193-196

7 Dissipation of energy due to jump, jump efficiency

4 5.4 196-200

8 Runoff measuring structures: Parshall flume, H-flume and weirs

7 4.4 57-68

9&10 Straight drop spillway,: General description, functional uses, adaptability, advantages and limitations, components of drop spillway

1 4

5.4 4.7

234-236 172-175

11 & 12 Hydraulic and Hydrologic design 1 4

5.4 5.1

236-249 191-192 206-208

13 Structural design of drop spillway 4 5.4.1 209-214

14-15 Forces on retaining wall, gravity dam

3 19.1-19.3 944-951

16-18 Modes of failure of gravity dam with examples

3 19.4 951-959

19-20 Safety against sliding, overturning, crushing and tension

1 5.7 280-288

21-22 Chute spillway: General description and its components, hydraulic design

1 4

5.4 5.6

251-253 219-223

23 Design of SAF stilling basin 4 - 222-223

24 Drop inlet spillway: functional uses, adaptability, advantages and limitations, design criteria

1 5.4 253-259

25&26 Design of pipe spillway 2 4

9.11 5.5.2,5.5.3

182-187 215-219

27 Design of diversion drains 7 22.16 480

28-29 Small earthen embankments, their types and design principles

3 20.1,20.2, 20.8

1041-1044 1054-1055

30-32 Farm ponds: types, design, site selection, water storage requirements and numericals

2 5

10.17-10.20

8.3-8.5 212-217 93-107

List of Practicals:

1 Design of drop spillway

2 Design of stilling basin of drop spillway

3 Design of drop inlet spillway

4 Design of chute spillway 5,6 Design of retaining wall

7 Design of earthen embankment (Fill volume and storage volume) 8 Estimating and costing of earthen embankment

9 Design of dugout pond ( dug-out type)

10 Determination of forces acting on gravity dam

Text book:

13

1 Manual of Soil and Water Conservation Practices G. Singh

2 Soil and Water Conservation Engineering G.O. Schwab 3 Irrigation Engineering and Hydraulic structures S.K. Garg

4 Soil and Water Conservation Engineering R.Suresh

5 Watershed Management (design & practices) P.K.Singh

6 Open channel hydraulics V.T. Chow

7 Land and water Management Engineering V.V.N. Murthy

6 SWCE-366: Watershed Planning and Management

Lec.No. Topics Book

No.


1,2 Watershed Management: problems and prospects: Definition, multi use concept, size of watershed, principles, objectives and components of watershed management, causes of watershed detonation and identification of problems

1 1.1-1.10 1-10

3,4 Watershed based land use planning: soil survey, mapping unit, land capability, land use capability classification

1 20.1-20.7 718-736

5 Watershed characteristics- Physical: size, shape, slope, hydrologic cover, topography, geology

2 24.2 786-793

6-8 Geomorphological watershed characteristics, numerical

1 4.4 43-53

9 Factors affecting watershed management, hydrologic data for watershed planning

2 5

24.8.1 814 131

10-11 Watershed delineation and prioritization of watersheds

8 - 282-289

12 Water yield assessment and measurement from watershed

4 10.3 131-135

13-16 Sediment estimation, sediment measurement from watershed

2 3

21.2-21.9 16.1-16.3

737-746 181-205

17-18 In-situ rainwater conservation technology: CCT, SCT

9 - 4-41

19-20 Water budgeting in the watershed: case study, numericals

6 - 89-91

21-22 Effect of cropping system, land management and cultural practices on watershed hydrology

7 3.4 50-57

23-24 Evaluation and monitoring of watershed programme

1 24.1,24.2 569-576

25-26 People’s participation in watershed management programme: definition, rational, factors affecting, incentives

1 21.1-21.5 533-537

14

mobilization

27-28 Planning and formulation of project proposal: need, level, approach, watershed planning for land use and erosion

1 10.1-10.4 210-221

29 Cost benefit analysis of watershed programme

4 11.1-11.3 147

30-32 Land use model 1 13.1-13.3 351-387

List of practicals:

1,2,3 Grid survey of area preparation of contour map and delineation of watershed

4,5,6 Determination of geomorphological characteristics of watershed

7 Estimation of hydrologic parameters for watershed management 8 Estimation of runoff from the watershed

9 Estimation of sediment yield from the watershed 10 Study the different soil and water conservation structures in

watershed 11 Study the different water budgeting parameters

12,13,14 Preparation of techno-economically feasible project proposal for selected watershed

Text books:

1 Watershed planning and Management by Raj Veer Singh 2 Soil and Water Conservation Engineering by R.Suresh

3 Hydrological Measures for Watershed Management by Wasi Ullah and others

4 Watershed Management (design & practices) by P.K.Singh 5 Watershed Management by Dhruva Narayana

6 Hydrology by H.M. Raghunath

7 Elementary Hydrology by V.P. Singh 8 Soil Conservation and Land Management by S.K. Dutta

9 Technical Mannual on Contour Trenching for Rehabilitation of Degraded Lands by J.S.Samra, Chandra Prakash, G. Sastry and A. Raizada

7 CAF-SWCE-471: Gully and Ravine Control Structures

Lec.No. Topics Book

No.

Article

No./Page No.

1 Introduction of floods, causes of occurrence 1 2

10.1/230

2 Flood classification-Probable maximum flood, standard project flood, design flood

1 Pg. no. 230-231

3 Flood estimation, methods of flood estimation and estimation of flood peak

2 10.3

4 Rational method, empirical methods and numericals

1 Pg.no. 232-234(Chap VIII)

5 Unit hydrograph method 2 10.3.4

6 Statistics in Hydrology and Numericals 2 10.3.3

7-10 Flood frequency methods: Normal and Log Normal, Gumbels extreme value, Log-Pearson

3 3.7,3.8,13.6

15

type III distributions

11-12 Flod forecasting: Need, problems, limitations, procedures, methods- Multiple correction method

3 13.10

13-16 Flood routing: channel routing-wedge storage, prism storage, total storage, Muskingum method, Reservoir routig- Modified Pul’s method and numericals

4 8.1-8.3

17 Flood control-history of flood control 2 11.1(Pg.490) and 12.5

(Pg.509-510)

18 Structural and non structural methods of flood control

2 11.2

19 Flood control by construction of dikes/levees and flood wall

2 11.2.1

20 Controlling floods by construction of storage tanks and reservoirs

2 11.2.2

21 Controlling floods by improving river capacity-flod way, cutoff

11.2.3

22-24 Controlling floods by construction of diversion channels or flood way, terraces, soil conservation methods

2 11.2.4-11.2.6

25 Storage and detention reservoir – storage reservoir or detention basin with their functioning and advantages

2 14.3.1-14.3.2

26-28 Gully erosion and its control- V-shaped and U-shaped, gully head control, vegetative measures, Gully check dams, permanent structures(Introduction and types)

4 12.7.5,12.7.7

29-31 Sediment yield models and methods:

Modified USLE and Routing model of MUSLE

Sediment control measures in reservoirs

4 11.8.1-11.8.2

Pre constructing measures and post constructing measures control measures and numericals

32 River training works- objectives, classification methods (only types)

5 8.5.1-8.5.3 (pg.no.366-367)

List of practicals:

1 Determination of flood stage- discharge relationship 2 Determination of flood peak- area relationship

3 Determination of flood with given frequency using Normal distribution 4 Determination of flood with given frequency using Log-Normal

distribution 5 Determination of flood with given frequency distribution functions for

extreme flood value using Gumbel’s distribution

6 Determination of flood with given frequency distribution functions for extreme flood value using Log-Peasrson type-III distribution

7 Determination of probable maximum flood and standard project flood

16

8 Determination of design flood

9 Design of levees for flood control 10 Study of vegetative measures for gully stabilization

11 Study of structural measures for gully stabilization

12 Field visit to ravine/gully control works

Text books:

1 Hydrology, principles-Analysis-Design by H.M. Raghunath 2 Hydrology and Water Resources Engineering by S.K. Garg

3 Applied Hydrology by K.N. Mutreja 4 Hydrology and Soil Conservation Engineering by Ghanashyam Das

5 Irrigation Engineering and Hydraulic structures by S.K. Garg

8 CAF-SWCE-472: Reservoir and Farm Pond Design

Lec.No. Topics Book

No.

Article No.

1 Earthen embankment, functions, advantages and limitations

1 16.4.1-16.4.2

2-3 Types of earthen dams and method of construction

2 20.2-20.3

4-5 Foundation and fill requirement 1 16.4.3 6-7 Seepage through embankments 1 16.4.4

8-9 Seepage discharge 2 20.10-20.11 10-14 Graphical and analytical method for

determination of phreatic line and numericals 2 2

20.1,20.2,20.12

15-16 Flow net and its properties 2 11.4 17-18 Seepage control and drainage filters 2 20.14-20.16

19 Piping through earthen dams 2 20.7.2 20-21 Design criteria for earthen dam 2 20.8-20.9

22-23 Stability of slopes 2 20.13 24 Types of reservoirs 2 18.1

25-26 Types of farm ponds 3 8.3-8.4

27-29 Design and estimation of earth work for farm pond and embankment, numericals

3 8.5

30-32 Estimation and costing of farm pond and earthen embankments

4 -

List of practicals:

1 Study of different types and materials of earthen dam

2 Determination of phreatic line in earthen dams in isotropic soils 3 Determination of phreatic line in earthen dams in anisotropic soils

4 Stability analysis of side slopes of earthen dam

5 Construction of flow net 6 Determination of stage storage-output relationship of reservoir

7,8 Design and layout of farm pond 9 Estimation of earth work for farm pond and cost estimation

10 Estimation and costing of earthen embankment

11 Visit to earthen embankment and farm pond

Text books:

1 Watershed planning and management by Rajveer Singh 2 Irrigation Engineering and Hydraulic structures by S.K. Garg

17

3 Watershed Management (design & practices) by P.K.Singh

4 Estimating and costing by S.K. Datta

9 CAF-SWCE-473: Computer Application in Soil and Water

Conservation Engineering

Lec.No. Topics Book

No.


1-2 Modeling: Concept, development and types

5 2

1.2 3-12 1-8,12-13

3-4 Simulation modeling: Definition and application

6 12.5-12.6

5-6 Model Development, phases and steps

3 - 1-26

7 Use of computer model in natural resources management

7 22.2

8-12 CROPWAT: ETo calculations, crop water requirement, irrigation scheduling

1 65-91

13-15 ILWIS 10

16-18 Diger 14 19-21 Watershed soft guide 9

22-24 A to Z software 11

25-27 Surfer 8 28-30 Hydrological runoff modeling 13

List of Practicals:

1 Study and use of hydrologic calculator

2&3 Design of soil and water conservation structures using different softwares

4 Study of CROPWAT and its applicability

5 Study of ILWIS software and its applicability

6 Study of Diger software and its aoolicability

7 Study of A to Z software and its applicability 8 Study of surfer and its applicability

9&10 Study of hydrologic runoff modelling

Text Book:

1 CROPWAT: A computer program for irrigation planning and management, FAO-46 by Martin Smith,1992

2 Mathematical models in agriculture by J. France and JHM Thorney

3 Modeling ground water flow and pollution by Jacob Bear and Arnold Verruijt

4 Forecasting methods and applications by Spyros Makiridakis, Steven C Wheelwright and Rob J Hyndman

5 Systems modeling and analysis by Nagrath and Gopal

6 Applied Hydrology by K.N.Mutreja

7 Hydrology and Water Resource Engineering by S.K. Garg

8 Manual of surfer software

9 Manual of watershed softguide

10 Manual of ILWIS software

18

11 Manual of A to Z software

12 Manual of hydrologic calculator 13 Manual of hydrologic runoff modeling

14 Manual of Diger software

10 CAF-SWCE-474: Remote sensing and GIS application in Natural

Resources management

Lec.No. Topics Book

No.

Page

No.

1 Introduction, Remote sensing, definitions, Nature of remote sensing data

1 3-5

2 Arial photogrametry, Interaction between light and maters, film technology

2 33-36

3 Characteristics of arial photography 2 37-42

4 Remote sensing, basic principles, introduction, electromagnetic remote sensing process, physics of radiant energy

3 24-34

5 Energy sources and its characteristics, atmospheric interaction with electromagnetic radiations

3 35-43

6 Energy interaction with earth surface materials 3 43-54

7 Types of pictorial data, product image interpretation strategy, process of image interpretation

3 119-126

8 Basic elements of image interpretation, visual image interpretation equipments, elements of visual image interpretations

3 127-141

9 Character of digital image enhancement 3 143-156

10 Image registration and image enhancement 3 157-167

11 Image spatial filtering techniques 3 168-176

12 Image transformation, classification, classification methodology

3 176-189

13 Microwave remote sensing 3 56-61

14 Hydrologic photo interpretation for watershed management

1 338-340

15 Potential of remote sensing in water management, surveying and mapping

1 329-330

Geographic Information System (GIS)

16 GIS definition, basic technologies, and its applicability 3 205-214

17 Components of GIS, Theoretical GIS model, Frame work of GIS

3 215-222

18 GIS software, spatial data capture and preparation 4 71-72

19 Spatial data storage 4 73-75

20 Spatial data maintenance 4 75-78 21 Data management system 4 78-80

22 relational data models 4 81-87

23 Spatial data input 4 127-

19

132

24 Spatial data preparation 4 132-137

25 Point data transformation, continuous field raster 4 45-56 26 Data stream and existing data sets 3 287-

290 27 Data input methods 4 94-99

28 Spatial referencing 4 99-106

29 Measures for locating errors in maps 4 106-116

30 Data visualization 4 183-192

List of Practicals:

1 Study of application of remote sensing and GIS for the natural resources in watershed

2 Study of remote sensing and GIS hardware 3 Study of use of instruments for arial photo interpretation

4 Study the interpretation of arial photo graphs and satellite imagery

5 Study of basic GIS operation such as image display 6 Study the various features of GIS software packages

7 Study the scanning and digitizing of maps 8 Study the data base query and map algebra

9 Study the supported case studies in water resource management 10 Case studies on application of RS and GIS techniques in watershed

11 Visit to institutes working in Remote Sensing and GIS

Reference Books:

1 Remote sensing in Hydrology and Water Management by Gert A Schultz, Edwin T Engman

2 Remote sensing, Principle and interpretation, by Floyed F Sabins, W M Freeman and Company, San Francisco

3 Remote sensing and GIS by M Anji Reddy

4 Principles of Geographic Information Systems by Rolf A.D.

5 Principles of Remote sensing Rolf A.D.

11 CAF-SWCE-475: System Engineering

Lec.No. Topics Book

No.

Article No.

1 System concept and approach 1/5 5-6/3.1,3.2

2-3 Introduction to linear programming, standard form, concepts of unique optimal solution

2 3.1,3.2,3.4

45 Graphical solution and numerical 2 3.3

6-7 Simplex algorithm, tableau form 2/3 3.8/3.3

8-9 Special cases in simplex method-degeneracy, alternative optima, unbounded and infeasible solution

1/3/4 3.3.1-3.3.4/3.12,3.14/30.41

10-11 Two phases of simplex method & 2/4 3.9/46-52

20

numericals

12-14 Duality in LP definitions, relationship between primal and dual, dual variables and constraints, duality theorems 4.1 to 4.4

2/4 4.3.1-4.3.3/149-162

15-16 Dual simplex method-algorithm and algorithms

2/4 4.3.5/163-169

17-18 Application of LPP (with emphasis on watershed and water resources, maximization of production/minimization of soil loss ) formulation of problem

5 5.1.3-5.1.6

19-21 Transportation problems, initial basic feasible solution and optimal solution

2 4.6.1

22 Assignment problem 1

23 Introduction to PERT and CPM 1/2 12.1-1.3/12.8.1-12.8.4

24 Determination of expected completion time, probable time of completion of project

1

25 Crashing of critical path 1

26-27 Cost analysis, value of money, present worth value analysis, Benefit Cost ratio, IRR computation

3/6

29 Introduction to queuing theory 3/4

30 Que model M/M/1 3/4

List of Practical:

1 Formulation of Linear Programming Problems

2 Graphical solution of LPP

3 Solution of LPP by simplex method

4 Conservation of primal and dual

5 Solution of LPP by dual simplex method

6 Use of LPP for allocation of land and water resources

7 Problems relating to transportation model

8 Formulation of multi objective linear programming

9 Introduction to computer package LINDO/TORA

10 Solution of LPP using LINDO/TORA

Text books:

1 Operation Research an Introduction by H.A. Taha

2 Optimization Theory and Applications by S.S. Rao

3 Operations Research by P.K. Gupta

4 Operations Research-Theory and Practice by Ravindran

5 Water Resources System Engineering by W.A.Hall

6 Farm Irrigation System Design by M.E. Jenson.

12 CAF-SWCE-476: Advance Surface Hydrology

Lec.No. Topics Book

No.

Article

No.

Page No.

1-4 Measurement and analysis of precipitation data, Precipitation

1 5.3-5.8 169-228

21

variability, meteorology homogeneity, design of rain gauges network, filling of missing records, mean areal precipitation

5-12 Hydrologic losses-evaporation process lake effect, application of evaporation in hydrology, measurement of evaporation in hydrology,

1 8.2-8.7 290-371

13-14 Rainfall runoff relation, estimation of surface runoff volume and estimation of peak discharge

1 13.2-13.5

668-701

15-16 Stream flow hydrograph- components factors affecting hydrograph, hydrograph characteristic, base flow separation, complex hydrograph

1 6.1-6.6 6.7

10.6

231-249 249-252 489-506

17-23 Synthesis of Unit hydrograph, limitation of unit hydrograph theory, S-hydrograph, changing UH duration by S-curve method, conceptual models of UH- Instantaneous unit hydrograph-Clark model, Nash model, synthetic unit, dimensionless UH

1 107-10.10 10.11-10.12

506-533 533-554

24-26 Flood routing, hydrological channel routing by Muskingham method, hydrologic reservoir routing

1 11.1-11.5

573-610

27-28 Watershed simulation 1 12.1-12.5

613-627

29 Simulation techniques 1 12.6 627-628 30-31 Hydrological simulation models 1 12.7 629-648

32 Applications of simulation 1 12.11 663-666

List of Practicals:

1 Numerical on checking the consistency of rainfall data by double mass curve technique

2 Numerical on methods of extension of point rainfall record

3 Graphical representation of rainfall data-chronological charts and moving averages

4 Numerical on estimation of ET by different methods, Blaney Criddle, modified Penmann, Hargreaves and Samani method

5 Numerical on determination of Ø and w indices for watershed 6 Numerical on water balance in a watershed

7 Development of DRH form complex hydrograph

8 Development UH from DRH

9 Development of total runoff hydrograph from given UH

10 Numerical on changing UH duration by S-hydrograph 11 Numerical on hydrologic reservoir flood routing

12 Numerical on hydrologic channel routing 13 Study of watershed simulation model

Books:

1 Applied Hydrology by K.N. Mutreja

Reference books:

22

2 Hydrology and Soil Conservation Engineering, Ghanashyam Das

3 Engineering Hydrology, K. Subramanya

4 Handbook of Applied Hyrology, V.T. Chow

4. INFRASTRUCTURE:

a. Laboratories:

1. Surveying and Leveling

2. Soil Mechanics

3. Hydrology

4. Computer Science

b. Name of the important instruments/facilities:

1. Differential Global Positioning System. c. Activities:

1. Instruments in the surveying and leveling laboratory are utilized for teaching

and research activities related to land surveys.

2. Instruments and equipments in Soil Mechanics laboratory are utilized for

determination of different physical properties of soil required in research and

teaching for UG/PG students.

d. Photographs:

Plate 3: Differential Global Positioning System

5 FACULTY:

a. Academic staff: Assistant Professor and above with the details of the staff as below

23

1 Name of the

Faculty

Dilip Manik Mahale

2 Post Held Professor and Head, Department of Soil and Water Conservation Engineering

3 Date of Birth 1st June 1957

4 Qualification M.Tech.

5 Area of

Specialization

Soil and Water Conservation Engineering

6 Experience (Years) 35

7 Research projects guided

i Ph.D Nil

ii M.Tech. 8

iii B.Tech. 11

8 Present Area of

Research


9 Contact Details i Land line no. (02358)282414

ii Mobile 09422052269 iii Fax (02358)282414

iv Email [email protected]

1 Name of the Faculty Mr. Sachinkumar B. Nandgude

2 Post Held Associate Professor, Department of Soil and Water Conservation Engineering

3 Date of Birth 11.08.1975

4 Qualification Ph.D. IIT, Kharagpur

5 Area of

Specialization

Hydrological Modeling and Watershed Management



i Ph.D 01

ii M.Tech. 04 iii B.Tech. 13

8 Present Area of

Research

Hydrologic Modelling, RS and GIS, Watershed Management


ii Mobile 09421718367

iii Fax (02358)282414 iv Email [email protected]

24

1 Name of the Faculty Dr. Kishor Dhanpal Gharde

2 Post Held Assistant Professor, Department of Soil and Water Conservation Engineering



5 Area of

Specialization




i Ph.D Nil

ii M.Tech. 03

iii B.Tech. 06

8 Present Area of

Research



ii Mobile 09423295879 iii Fax (02358)282414


1 Name of the Faculty Mr. Harshalkumar Namdevrao Bhange

2 Post Held Assistant Professor, Department of Soil and Water Conservation Engineering



5 Area of

Specialization




i Ph.D. Nil

ii M.Tech. 01 iii B.Tech. 07

8 Present Area of

Research



ii Mobile 09423296001


25

1 Name of the Faculty Dr.Prakash Ramrao Kolhe

2 Post Held Assistant Professor, Computer


4 Qualification M.Sc.

5 Area of

Specialization

Computer Science



i Ph.D -

ii M.Tech. -

iii B.Tech. 01

8 Present Area of

Research

Computer Science


ii Mobile 09422630126 iii Fax (02358)282414


1 Name of the Faculty Mr. Mugutrao Haribhau Tharkar

2 Post Held Assistant Professor, Mathematics


4 Qualification M.Sc.

5 Area of

Specialization

Mathematics



i Ph.D -

ii M.Tech. - iii B.Tech. -

8 Present Area of

Research

Optimization


ii Mobile 09764860170


26

1 Name of the Faculty Mr. Sandip Sampatrao Thorat

2 Post Held Sports Officer


4 Qualification MP. Ed.

5 Area of

Specialization

-



i Ph.D -

ii M.Tech. -

iii B.Tech.

8 Present Area of

Research

-


ii Mobile 9403111889 iii Fax (02358)282414


b. Research staff:

1 Name of the Faculty Ms. Shwetambari Madhukar Palkar

2 Post Held Senior Research Assistant



5 Area of

Specialization




i Ph.D -

ii M.Tech. - iii B.Tech. 5

8 Present Area of

Research



ii Mobile 09423297693


27

1 Name of the Faculty Mr. Sanjay Shriram Idate

2 Post Held Laboratory Assistant



5 Area of

Specialization




i Ph.D -

ii M.Tech. -

iii B.Tech. -

8 Present Area of

Research

-


ii Mobile 09422442643 iii Fax (02358)282414

iv Email

6 INSTRUCTIONAL FARM a. Location: College of Agricultural Engineering and

Technology, Dapoli b. Infrastructure Irrigation facilities:

� Number of wells: 4 � Farm ponds: 2 � Ground Water recharge ponds: 4 � Area under drip irrigation: 0.5 ha � Area under sprinkler irrigation: 0.5 ha

Buildings/ shelters: � Surveying and Leveling Laboratory:1 � Soil Mechanics and Hydrology Lab: 1 � Discussion room: 1 � Niwara shed: 1 � Implement shed: 2

c. Activities:

1. Cultivation: � Mango plantation � Cashew plantation � Banana plantation � Pineapple plantation � Papaya plantation � Seasonal fruits and vegetables � Fish farming in farm ponds (Species: Rohu, Katala)

2. Educational activities: Those can be performed on the farm

� Teaching to UG/PG students of Agricultural Engineering 3. Research activities: facilities available for research. � Lined farm ponds � Rainfall simulator

28

Plate:3 Rainfall Simulator

� Facilities for research projects on drip and sprinkler irrigation are available. � Runoff plots: for Research experiments related to estimation of soil loss

4. Demonstration activities: � Watershed Park:

The watershed park developed at Instructional Farm, College of Agricultural Engineering and Technology, Dapoli is treasure of knowledge for extension workers, field officers, farmers, people’s representative, trainees and students regarding watershed development. This is unique watershed park in the Maharashtra state. In this park, untreated areas to completely developed watershed with various measures of development are depicted beautifully through 18 live models.

Plate 4: Watershed Park

29

� Hydraulic Ram: The hydraulic ram, sometimes abbreviated Hydram or Hiram pump, is a

simple automatic device, which utilizes the kinetic energy of water falling from a

moderate height to raise a part of it to much greater height. It is also called as “Zero

Energy Pump”. It is continuous in operation, requires no lubrication and supervision,

need less maintenance and minimum wear and tear. In hilly region of India in general

and Konkan in particular, there are numerous sites where hydraulic ram could be

installed, thus reducing human drudgery in carrying head load of drinking water along

hills or turning unproductive and unused lands to efficient farming unit. The simplicity

of construction and automatic operation of hydraulic ram make it especially adapted to

remote rural areas, which often have problems of non-availability of commercial energy

sources such as electricity and lack of skilled manpower for maintenance and repair of

engine/motors and pumps.

Plate 5 : Hydraulic Ram

7 RESEARCH ACTIVITIES AND ACHIEVEMENTS: a. Varieties /Implements released: NIL b. Research Recommendations: Department of Soil and Water Conservation Engineering of faculty of

Agricultural Engineering is working on Natural resource management for sustainable

agricultural production. This department is involved in the research activities related to

soil and water conservation through watershed management in Konkan region. In last

10 years it has come up with 16 research recommendations which will be beneficial to

farmers of Konkan region in improving productivity of agricultural produce. These

recommendations are related to improved design of soil and water conservation

structures for Konkan region, life of some important structures, hydrologic behaviour of

watersheds in Konkan, selection of suitable structure and development of software for

scientific and location specific design of soil and water conservation measures.

Estimation of erosivity at various locations, development of erodibility maps and use of

remote sensing and GIS for studies on soil erosion in Konkan region. These

recommendations are as follows;

30

Year: 2006

1. Hydraulic ram developed by Dr. Balasaheb Sawant Konkan Krishi Vidyapeeth,

Dapoli, is recommended for lifting the water from streams.

Plate 6 : Hydraulic Ram

2. The value of Erosivity index of 12650 MJ-mm/ha-hr for Dapoli region is

recommended for estimation of soil loss.

�� High intensity and Short duration rainfall is having the largest effect

�� The effect of rainfall depth on variation in the kinetic energy is 16 times more

than that of rainfall intensity.

�� Threshold rainfall Intensity for Konkan region, is 10 mm/hr i.e. 1 cm/hr.

�� The Erosivity i.e.EI30 for Dapoli is 12650.08 MJ-mm/ha.hr, which could be

applicable for entire Konkan Region

�� The rainfall in second fortnight of June to 1st week of August contributes 70%

of the R factor.

Year: 2009

3. Konkan Vijay Bandhara having height 1.0 m, top width 0.6 m and bottom width 1.6

m developed by Dr. Balasaheb Sawant Konkan Krishi Vidyapeeth, Dapoli is

recommended to construct in series for water conservation in Konkan Region.

�� Cross section of Konkan Vijay Bandhara:

1. Top width- 0.6 m

2. Bottom width- 1.6 m

3. Side slope (d/s)- 1:1

4. Side slope (u/s)- 0:1

5. Height- 1 m

�� Konkan Vijay Bandhara founds to be stable in field condition.

�� It was also observed that dimensions of structure (Konkan Vijay Bandhara) have

not changed after a season.

31

�� The cost of construction of Konkan Vijay Bandhara (Rs.170 PRMT) was less

than Vanrai Bandhara (Rs.467 PRMT).

Plate 7 : Konkan Vijay Bandhara

4. RCC Nala Bandh is recommended for Konkan region as a drainage line treatment.

�� RCC Nala Bandh found to be safe and stable against all forces acting on it.

�� RCC Nala Bandh become one unit, aquatic creatures have not caused any

damage to the structure.

�� Leakages were not observed; life of structure will be more.

Plate 8: RCC Nala Bandh

5. Software developed by Dr. Balasaheb Sawant Konkan Krishi Vidyapeeth, Dapoli is

recommended for Design of Various Soil and Water Conservation Structures.

�� Watershed softguide 3.0 has capabilities to design 10 structures.

�� The software has been supported with database that contains information about

average annual rainfall, soil type, latitude, longitude of 150 locations and

constants in intensity-duration return period relationship of six zones of

32

Maharashtra.

�� It has facility to add new district, new location, remove location and edit

location.

�� The dimensions of the structures obtained can be saved or printed directly from

software. Help-pan present on the screen makes it user-friendly.

�� This software is developed using Microsoft® Visual Basic 6.0 Enterprise Edition

with Service Pack 6, for 32-bit Windows Development and Microsoft® Access

2000 (9.0.2720) for backend.

Plate 9: Screenshot of software Watershed 3.0

6. An average effective life of loose boulder structures having height of 0.5 m is 5

years in the drainage line having 15-20 % slope in South Konkan Region.

�� Location: Kankadi watershed located near Deorukh

�� Within 5 years these structures were filled completely with the soil

�� Construction of such loose boulder structures facilitates reclamation of drainage

line.

�� Loose boulder structures were damaged after silting.

Plate 10 : Loose Boulder Structure

33

Year: 2010

7. 60 m X 30 m X 3 m sized Farm pond lined with 250 GSM, UV stabilized lining

material is recommended for harvesting rainwater and its use for irrigating 1ha area

and aquaculture in South Konkan region.

�� The total water harvested through 250 GSM UV stabilized lining material in the

farm ponds I and II is 1890 cubic meter and 2672 cubic meter, respectively.

�� The average cost of harvested rainwater in both the farm ponds is 0.97 np per lit

�� The cost benefit ratio of harvested rain water for utilization of irrigating

different crops is 1.82 through out the life of UV Stabilized lining materials.

�� It is projected that on an average 0.97 ha area is irrigated through harvested

water for above crops.

Plate 11 : Lined Farm Pond

8. Online pond on upper reaches of the watershed is recommended for recharging of

ground water in the South Konkan region.

�� The average water depletion rate of wells in influenced area W1, W2, W3, W4

were 1.32 cm/day, 2.75 cm/day, 2.65 cm/day and 2.79 cm/day respectively,

whereas the average depletion arte for well in uninfluenced area W5, W6, W7,

W8 and W9 were 3.11 cm/day, 3.6 cm/day, 3.84 cm/day, 3.35 cm/day, and 3.28

cm/day respectively.

�� The average water table drop for influenced area was 5.18 m whereas 7.45 m in

uninfluenced area, which is higher in uninfluenced area compared to influenced

area.

34

�� The average water table depletion rate for influenced area was 3.29 cm/day,

whereas 3.43 cm /day in uninfluenced area, which is higher in uninfluenced

area, compared to influence area.

�� Hence, the water table is 2.27 m higher in influenced area than in uninfluenced

area.

�� The ground water recharge influence of Priyadarshini Farm pond is found upto

800 m from the source of recharge.

Plate 12 : Online Recharge Pond 9. An average effective life of staggered contour trenches, 4 m x 0.6 m x 0.3m at 4 m

HI, is 10 years in non arable land having 25-30 % slope in South Konkan Region.

�� Location: Harpude watershed located near Deorukh

�� Staggered contour trenches were constructed on 150 ha

�� SCT filled up to top in 10 years

�� SCTs have trapped 95.17 tone of soil per hectare.

�� SCT become ineffective in impounding of water and trapping of silt

�� Edges of SCTs were disturbed due to negligence and lack of

maintenance

Plate 13 : Staggered Contour Trenching

35

Year: 2011

10. Following Rainfall Intensity-Duration-Frequency relationships developed for

Wakawali, Dapoli and Mulde stations of Konkan Region are recommended for

design of flood control, rain water harvesting and runoff control measures.

1. Wakawali, ( )0.906

0.1689

1.0t

T 5.6456I

+=

2. Dapoli, ( )0.811

0.1814

1.0t

T 7.9932I

+=

3. Mulde , ( )0.7138

0.1558

0.5t

T 3.729I

+=

Where,

I= Rainfall Intensity, cm/h t = Storm Duration, hour T = Return Period, year

By using these formulae the intensity for any duration, t up to 24 hours and any

return period, T of 10 to 100 years can be determined.

�� For Wakawali, Dapoli and Mulde analysis of 16 years, 14 years and 14

years rainfall data was done.

�� Nomographs for obtaining the quick solution of rainfall intensity-duration-

return period equation were developed for Dapoli and Mulde station

Year: 2012

11. An average effective life of continuous contour trenches of 0.6 m x 0.3m cross

section at 4 m HI, is 9 years in non arable land having 15-20 % slope in South

Konkan Region.

�� Location: Kankadi watershed located near Deorukh

�� Continuous contour trenches constructed over 18 ha in January 2003

�� CCT filled up to top in 9 years

�� CCTs have trapped 626.04 tonnes of soil per hectare.

�� CCT become ineffective in impounding of water and trapping of silt

Year: 2013

12. An average effective life of staggered contour trenches, 4 m x 0.6 m x 0.3m at 4 m

HI, is 10 years in non arable land having 15-20 % slope in South Konkan Region.

36

Year: 2014

12. Dr. Balasaheb Sawant Konkan Krishi Vidyapeeth, Dapoli developed technology

of scrap tyre bandhara i. e. temporary check dam is recommended for water

harvesting.

� It needs scrap tyres of small to medium size. � Skilled persons are not required for construction. � It dose not needs to construct annually, if proper care is taken. � The scrap tyres which are hazardous to environment can be utilized for

water harvesting. � Tyre Bandhara was found stable in field condition. � Life of scrap tyres check dam is expected to be 10 to 15 years. � The cost of construction of Tyre Bandhara (Rs.1910/- per metre) was less

than permanent structure.

Plate 14: Tyre Bandhra

13. For minimizing evaporation losses (upto 56.5%) from the Konkan Jalkund(size

4mx1mx1m), the cover of dry grass matting + 75% green shading net is

recommended.

14. It is recommended to adopt soil and water conservation measures as graded

bunding, contour trenching, bench terracing, strip cropping at specified locations

in Dapoli watershed which will help to reduce estimated soil loss from 59.66

t/ha/yr to 26.85 t/ha/yr.

Year: 2015

15. The soil erodibility map prepared by Dr. Balasaheb Sawant Konkan Krishi

Vidyapeeth, Dapoli is recommended for estimation of soil erodibility in Konkan

Region.

37

Plate 15: Soil Erodibility map of Konkan

The department has also taken up large scale campaign of water conservation

throughout the Konkan region through people’s participation. In last five years the

department has constructed around 500 number of bandharas in 270 villages. Through

this campaign local population has been encouraged for rabbi crop on the basis of

stored water in bandharas. This additional area has been brought under short duration

vegetable cultivation increasing cropping intensity of the Konkan. This has generated

lot of awareness among the people of Konkan and every year large number of people

are voluntarily coming forward for taking up village level conservation measures.

Scientists of the department are regularly conducting training programmes, workshops

for agricultural officers, extension workers and NGO representatives to make them

aware of new technologies in natural resource management and their advantages with

skill development for its implementation. Scientists have also contributed in deciding

subsidy policy for farm pond and its lining material in every district of Konkan region.

38

c. Research outcome/findings

d. Completed Research Projects/Programmes/Schemes:

� Title: Farmers’ Participatory Action Research Programme (FPARP) Phase – II

� UR no.: 217/9

� Objectives:Demonstration of technologies developed by the university viz. Konkan

Vijay Bandhara and Jalakunda on farmers field.

� Name of the Programme Co-ordinator:

Prof. dilip MAHALE,

Professor and Head, Dept of Soil & Water Conservation Engineering, College of Agril. Engineering and Technology, Dr. Balasaheb Sawant Konkan Krishi Vidyapeeth, Dapoli, 415 712 Dist –Ratnagiri, (M.S.)

� Names of the Co-Programme Coordinators:

1. Shri. H.N. Bhange, Assistant Professor, Department of Soil and Water Conservation Engineering & Water Conservation Engineering¸ CAET¸ Dapoli for information and necessary action.

2. Shri. K.D. Gharde, Assistant Professor, Department of Soil and Water Conservation Engineering & Water Conservation Engineering¸ CAET¸ Dapoli for information and necessary action.

� Sponsoring Agency: Ministry of Water Resources, New Delhi � Duration: 2010-2012

� Total Outlay: Rs. 29,65,915/- � Summary of Achievements: Technologies developed by the university i.e.

“Konkan Vijay Bandhara and Jalkund were demonstrated on farmer’s field.

e. Ongoing Research Projects/Programmes/Schemes:

The project entitled “Innovative Water Resources Development for Enhancing the

Agricultural Productivity” under Rashtriya Krishi Vikas Yojana has been sanctioned by the

Government of Maharashtra vide letter no. RKVY-0514/C.R.26/RKVY CELL, dated

18.07.2014, to the Department of Soil and Water Conservation Engineering, College of

Agricultural Engineering and Technology, Dapoli.

1 Total cost of the project (Rs. In lakh) : 461.82 Lakhs

2 Objectives :

1. Development of rainwater harvesting structures at representative locations with specific innovative measures and techniques for water resources augmentation.

2. Improvement in the productivity through rainwater harvesting, micro irrigation and fertigation technologies.

3. Transfer of technology to farmers and development agencies on rainwater harvesting and profitable agriculture

39

3 Principal

Investigator

: Prof. dilip MAHALE, Professor and Head, Department of Soil & Water Conservation Engineering, CAET, Dapoli

4 Co-principal Investigator : Dr. S. B. Nandgude Associate Professor,

Department of SWCE, CAET,

Dapoli.

Dr. R. T.

Thokal Chief Scientist, CES, Wakawali,

Tal- Dapoli.

Dr. S. R. Torane Dy. Director of

Research, Dr. BSKKV,

Dapoli.

Er. S. T. Patil Assistant Professor,

Department of IDE, CAET,

Dapoli.

5 Duration of

Project/ Year

: 3 Years (2014-2017)

6 Location of

project

implementation

: Districts: Thane, Raigad, Ratnagiri, Sindhudurg.

7 Area to be

covered (ha.)

: 102 villages, 120 ha

8 Number of farm ponds:

Sr No Location No. of Farm

Ponds to be

proposed

Crop

1 Thane 20

Mango and Cashew

2 Raigad 20

3 Ratnagiri 30

4 Sindhudurg 30

5 Two locations in Konkan region. 20 Vegetable Cluster

Total No. of ponds 120

9 Farmers’ selection criteria : 1. Farmer should have minimum 1 ha productive plantation of Mango or Cashew with own

7/12.

2. Age of the Mango and Cashew Plantation should be above 7 years.

3. Site for the construction of farm pond should be nearer to the plantation.

4. Site for the construction of farm pond should be nearer to road for easy operation of

machinery.

10 Technical human resources (Contractual basis) :

Sr. No. Name of post Unit

1 Research Associate 02

2 Technical Assistant 04

3 Office Assistant 01

40

Objectives Activities

1. Development of rainwater

harvesting structures at

representative locations with

specific innovative measures

and techniques for water

resources augmentation.

i. Excavation of farm ponds on farmer’s field and at universities locations.

ii. Lining of farm ponds on farmers field and at universities locations.

iii. Fencing of farm ponds on farmer’s field and at university locations.

2. Improvement in the

productivity through rainwater

harvesting, micro irrigation and

fertigation technologies.

i. Installation of electric pump set and micro irrigation system on farmer’s field and at university locations for mango and cashew and vegetables.

ii. Installation of solar pump at university locations.

3. Transfer of technology to

farmers and development

agencies on rainwater

harvesting and profitable

agriculture.

i. Training will be given to the farmers and agricultural officers of Konkan region for transfer of technology. And demonstrations will be implemented on farmers’ fields as well as on university farms, so that farmers of benefiting area will be seen and adopt the technology.

11

Objective wise major activities:

8 REPOSITORY OF ABSTRACTS OF THE THESES:

a. Bachelors Degree: Year 2003 1 1. Title: Performance evaluation and design of hydraulic ram

2. Name of the candidate: M. A. Haldavanekar and I. L. Shitware

3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.)

4. Year of submission: 2003

5. Name of guide/co-guide: Prof.D.M. Mahale

6. Abstract:

Devices for irrigation water lifting range from age old indigenous water lifts

to highly efficient pumps. The earliest water lifts were simple man powered devices,

many of which are still being used with modifications in various forms. Most of the

pumps used now a days require man or machine power. Water lifting devices using

alternative energy sources are also available, such as windmill pump, hydraulic ram

pump, mini turbines, solar pump and biogas plant/producer gas run engine pumping

sets. But most of these non-conventional pumps; hydraulic ram uses energy of flowing

water to raise a part of it to a greater elevation.

Hydraulic ram is a simple automatic and pollution free device. It is

continuous in operation, requires no lubrication and supervision, need less maintenance

41

and wear and tear is also minimum. It utilizes the kinetic energy of water falling from a

moderate height to raise a part of it to a much higher height. The source of supply water

for operating hydraulic ram may be stream, a spring or an irrigation canal. Hydraulic

ram was invented by Montgolfier brothers in 1793. Different sizes of hydraulic ram are

available, designed for different drive heads. But it is not possible to get higher drive

head at each location. Maximum head which can be obtained in most of the locations in

Konkan is 2.0 m. Hence, new hydraulic ram was to be designed as per geographic

requirements. The performance of two available ram sizes viz. Hydram-I and Hydram-

II was evaluated on Test rig installed in campus of College of agricultural Engineering

and Technology, Dapoli. Performance evaluation of hydraulic ram was based on

different parameters viz. stroke length of waste valve, weight of waste valve, and

delivery head. The performance of two different hydrams was evaluated to check the

different sensitive parameters affecting the efficiency and discharge of hydram and to

decide the design parameters a per the local conditions of KInkan region.

Maximum efficiency obtained for Hydram-I was around 44.98 per cent,

whereas for Hydram-II was around 18.56 per cent only. Weight of the waste valve in

Hydram-II was very less (90 g); hence, dynamic pressure created in pressure chamber

was less. Because of less dynamic pressure, less quantity of water was delivered in each

stroke. Hence, efficiency was found to be less for Hydram-II. Hydram-I gave more

efficiency by virtue of its more weight of waste valve. But still it was not up to the

mark. It was because the ratio of diameter of drive pipe to diameter of delivery pipe was

not as per the recommendation on the basis of lift magnification raito. Moreover intake

tank, angle of drive pipe, length of drive pipe etc. were also not technically feasible.

Performance evaluation of hydraulic ram I and II revealed that there was a

substantial decrease in delivery head with slight increase in the delivery discharge. The

efficiency of hydram was found to increase with increase in delivery discharge. The

efficiency curved continued to rise with higher delivery discharge up to a certain point

and thereafter hydram stopped functioning. Weight of waste valve has significant effect

on performance of hydram. Keeping in account all the lacunae and results of the

hydrams, the new hydram, hydram-III was designed to get better efficiency. The new

hydra, was designed conforming BIS standards, requirements of local conditions and on

the basis of performances of Hydram-I and Hydram-II

2 1. Title: Planning of soil and water conservation measures for ground water

42

recharge in a watershed

2. Name of the candidate: B. G. Malandkar and D.D. Satawalekar



5. Name of guide/co-guide: Prof.D.M. Mahale

6. Abstract:

The project work was undertaken for planning of soil and water conservation

measures for groundwater recharge in a watershed. A typical micro-watershed of the

Konkan region, Priyadarshini, having an area of 38.72 hectares and hilly undulating

topography, with shallow and stony laterite soils was selected.

The pre-existing soil and water conservation structures, namely the staggered

contour trenches and continuous contour trenches, bench terraces, the on stream water

harvesting pond, a cement plug on the nala, loose boulder and vegetative barrier were

found higher than that in untreated zone, throughout the year by 2.13 m on an average.

All the wells showed very low water table in the late summer leading to

insufficient supply of water for irrigation as well as domestic use. Hence some

additional conservation and water harvesting structures like staggered contour

trenching, vegetative barriers, cement plugs, dugout ponds and plantation of tress were

proposed for the development of watershed

3 1. Title: Integrated Land and water resource development in Malegaon watershed using Remote Sensing and GIS technologies

2. Name of the candidate: 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2003 5. Name of guide/co-guide: Dr. S. B. Nandgude 6. Abstract:

Year: 2004

4 1. Title: Synthesis of rainfall characteristics for predicting the erodibility pattern of Dapoli

2. Name of the candidate: S.R. Vishwasrao and S.K.Jagtap 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2004 5. Name of guide/co-guide: Dr. S. B. Nandgude 6. Abstract:

Hilly coastal Konkan region of Maharashtra state is bestowed by world

recognized unique biodiversity. Very high intensity rainfalls and flash floods are

contributing to very severe soil erosion with major influencing parameters is erosivity.

The annual average soil loss from Konkan region is 10-12 tonne/ha/year to 30-33

43

tonne/ha/year which is quite above the rational limit of 4 tonne/ha/year for plain land.

Eleven years of rainfall data was analyzed for every storm to determine erosivity

indices and its general pattern of occurrences for Dapoli region of the Konkan. The

indices were developed for rainfall with all intensities and with intensity greater than or

equal to 8 mm/hr, 10 mm/hr and 12 mm/hr. it was found that in Dapoli region rainfall

intensity greater than 10 mm/hr could be considered as erosive one. Thus the rainfall

intensity greater than or equal to 10 mm/hr is treated as the Threshold Intensity for this

region and K.E. greater than 10 method was adopted for the further analysis. Annual

erosivity index i.e. R factor for Dapoli region ranged from 3636.67 to 22208.07

MJmm/ha.hr. The average annual erosivity for Dapoli was 12650.08 MJ.mm/ha.hr.

Daily erosivity index had given significantly good relationship with daily precipitation,

and I30 of the day with correlation coefficients 0.84 and 0.92 respectively for K.E.

greater than or equal to 10 mm/hr. the relationship between the average annual rainfall

and the annual erosivity index (R) has been established. And equation has been

validated for the general rainfall pattern of the Dapoli region with the correlation

coefficient of 0.96.

The key factor to cause severe erosion was high intensity short duration

rainfall. The rainfall received from second fortnight of June to first week of August was

contributing more to boost the value of R to such a high extent. The EI30 of June was

4448.75 MJ.mm/ha.hr. July 4731.88 MJ.mm/ha.hr and August was 2514.51

MJ.mm/ha.hr. Thus the contribution of June in Average annual erosivity index was

34.44 %, July 36.67 % and August 19.45 %. Rainfall occurred during the first few wet

spels were highly erosive. It was suggested to maintain the maximum canopy cover

during this period which will absorb energy of the rain drop and significantly reduces

the splash erosion. This estimated R factor is useful in predicting soil loss from the

Dapoli region and also to determine C and K factor of the USLE equation.

Year : 2005

5 1. Title: Design, development and performance evaluation of hydraulic ram 2. Name of the candidate:

3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2005 5. Name of guide/co-guide: Prof.D.M. Mahale 6. Abstract:

Hydraulic ram is a simple automatic and pollution free device. It is

continuous in operation, requires no lubrication and supervision, need less maintenance

and wear and tear is also minimum. It utilizes the kinetic energy of water falling from a

44

moderate height to raise a part of it to a much higher height. The source of supply water

for operating hydraulic ram may be stream, a spring or an irrigation canal. Hydraulic

ram was invented by Montgolfier brothers in 1793. Different sizes of hydraulic ram are

available, designed for different drive heads. But it is not possible to get higher drive

head at each location. Maximum head which can be obtained in most of the locations in

Konkan is 2.0 m. Hence, new hydraulic ram was to be designed as per geographic

requirements. The performance of two available ram sizes viz. Hydram-I and Hydram-

II was evaluated on Test rig installed in campus of College of agricultural Engineering

and Technology, Dapoli. Performance evaluation of hydraulic ram was based on

different parameters viz. stroke length of waste valve, weight of waste valve, and

delivery head. The performance of two different hydrams was evaluated p check the

different sensitive parameters affecting the efficiency and discharge of hydram and to

decide the design parameters a per the local conditions of KInkan region.

The hydraulic ram designed developed and installed on the Research farm of

the College of agricultural Engineering and Technology, Dapoli. Performance

evaluation was based on different sensitive parameters viz. stroke length of waste valve,

weight of waste valve and delivery head.

The maximum efficiency obtained for hydraulic ram was 66.66 per cent.

Whereas minimum efficiency was found 25.33 per cent of the waste valve for 3110

gram to 2210 gram, respectively.

Performance evaluation of hydraulic ram revealed that there was a substantial

decrease in deliver head with slight increase in the delivery discharge. The efficiency of

hydraulic ram was found to increase with increase in delivery discharge. Weight of

waste valve has significant effect on performance of hydraulic ram keeping all

parameters constant.

Year : 2006

6 1. Title: Rainwater harvesting through silpaulin lined farm pond 2. Name of the candidate: R.S. Patil and S.M. Khot 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2006 5. Name of guide/co-guide: Prof.D.M. Mahale 6. Abstract:

The high rainfall of konkan region will be useful tool for increasing area

under irrigation. Twenty three per cent of total cultivable area can be brought under

irrigation if different technologies of water harvesting are used. The farm ponds are

small tanks or reservoirs and are constructed to supply water for irrigation, livestock,

45

home use and fish production.

The project was carried out at Research farm of College of Agricultural

Engineering and Technology, Dapoli. The stage-storage-surface area relationship was

developed for two farm ponds. Evaporation losses, water supplied for irrigation and

inflow of water were determined. The cost of stored water was calculated.

The cost of storage for pond no.1 was found to be Rs. 0.0186 per liter

whereas that for pond no. 2 was Rs. 0.0205 pe liter. Cost of stored water for pond 2 was

more due to estimation in rates of silpauin and earthwork. Rainwater harvested through

silpaulin lined farm pond was usd for irrigating crops like watermelon, brinjal, chily,

okra, cucumber and generated revenue receipts of Rs.19,664/-.

The prawn yield obtained during the study was much less than the expected

yield, which may due to the silpaulin lining. The lining material may be creating

unfavorable environment to the prawns. Silpaulin lined farm ponds are suitable for

raising IMC and yielded 536 kg and generated revenue receipt of Rs. 25,895/-.

7 1. Title: Development of software for design of various soil conservation structures. 2. Name of the candidate: V.U Kulkarni and P.A. Bandekar 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2006 5. Name of guide/co-guide: Dr. S.B.Nandgude

6. Abstract: Spread of knowledge of the subject to a common man in understandable form

will solve the problem to large extend but this is a great challenge. Later divides the

technology and farmers who are on opposite sides of d dale. But the information

technology can bridge this gap. Realizing this development of software to design soil

and water conservation structures was undertaken.

To embank upon this thousand miles on journey a software was developed

for design of three structures viz. bench terraces, farm pond and vegetated waterway

which are very important in general and for Konkan in particular. This software is

developed using Microsoft Visual Basic 6.0 Enterprise Edition with service pack 6 for

32-bit Windows Development and Microsoft Access 200 (9.0.2720) for backend.

The software has been supported with database that contains information

about average annual rainfall, soil types, latitude, longitude, constants in intensity-

duration-return period relationship and average monthly evaporation of 150 locations

all over Maharashtra. Thus the design of the structures will be location specific. It has

facility to add new district, new location, remove location and edit location. The

46

dimensions of the structures obtained can be saved or printed directly from the

software. It also gives to-the scale diagram of designed structure, which can be printed.

Help pan present on the screen makes it user friendly.

The software has been tested at developer’s level. Results obtained using

software were compared with on paper calculations and the results were found

satisfactory.

8 1. Title: Synthesis of rainfall characteristics for predicting the erosivity pattern of Mulde

2. Name of the candidate: S.S. Padave and D.S. More

3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2006 5. Name of guide/co-guide: Er. K.D. Gharde 6. Abstract:

Mulde region is characterized with its unique biodiversity, high intensity

rainfall, flash flood, slope ( 7% to 35 %) and average annual rainfall from 3000 to 4500

mm annually. Complete region with laterite soil and steep slope are in shadow of

severe erosion. Mulde is situated 16042’ N latitude and 7302’ E longitude and at an

elevation of 17 m from MSL. Rainfall data of fourteen years recorded by automatic

recording raingauge were collected from ARS, Mulde. Fourteen years of data was

analyzed for every storm to determine erosivity indices and characteristics of rainfall

parameter. The indices were developed for rainfall with all intensities and with intensity

greater than or equal to 8 mm/hr, 10mm/he and 12 mm/hr. intensity with greater than or

equal to 8 mm/hr was fpund as threshold intensity and was used for further analysis.

Average annual erosivity for Mulde was 11189.186 MJ-mm/ha.hr. July was

contributing mostly in annual erosivity index followed by June and August. Daily

erosivity index had given significant relationship with daily precipitation and I30 of the

day with coefficient of determination as 0.95 and 0.68 respectively. For K.E. greater

than or equal to 8 mm/hr, R-value is 6962.1476 MJ-mm/ha.hr for Mulde region.

Probability analysis of annual and monthly (one day maximum) rainfall at

Mulde shows maximum one day rainfall occur in July and 90 % probability of

occurring 220.11 mm and 10% probability of having 1087.56 mm rainfall in any year.

Precipitation Concentration index gives more emphasis on spatial and temporal

distribution of rainfall irrespective of the total rainfall received. The highest PCI was in

year 1999 and least in 1993 and 1994. rainfall is characterized with high intensity and

short duration. Rainfall received from second fortnight of June to first week of August

was contributing more to R-value. June and July are having rainfall with highest

47

intensity so it was suggested to develop soil conservation structures and crop cover to

reduce velocity of runoff and absorb raindrop energy.

Year : 2007

9 1. Title: Ground water study of Priyadarshini watershed. 2. Name of the candidate: G.B. Badgujar and S.T. Sawant 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2007 5. Name of guide/co-guide: Prof.D.M. Mahale 6. Abstract:

A project work entitled "Groundwater Study of Priyadarshini Watershed" was

undertaken to understand groundwater recharge and groundwater movement

characteristics of the region. A typical micro-watershed of the Konkan region,

'Priyadarshini', having an area of 38.72 hectares and hilly undulating topography with

shallow and stony lateritic soils was selected.

Pumping test was carried out to evaluate aquifer properties for Priyadarshini

watershed. Analysis of pumping test data by Jacob’s straight line method had given the

value of transmissivity and specific yield as 86.25 m2/d and 14.89%, respectively for

well W 7.

In order to increase groundwater recharge, drainage line treatments were

provided to main drain that flows through Priyadarshini watershed. Cement nala plugs,

loose boulder structures, off line farm pond, under ground diaphragm, on stream pond

were constructed previously in watershed. These measures were found desirable for

increasing groundwater potential of watershed by extending the impounding time of

surface runoff and allowed to recharge through soil. Average water level of wells in

treated area was remained higher by 2.34 m than water level of wells in untreated area

at the end of April. Average rate of water depletion from treated and untreated area

wells was observed as 3.45 cm/d and 4.43 cm/d respectively.

Natural recession curve of all wells were logarithmic in nature. Water table of

every well reached the highest level during monsoon season as a response to increase in

groundwater storage. Then water table started depletion in post monsoon period, due to

decrease in groundwater storage, which resulted from phenomenon of natural drainage

and artificial pumping from surrounding area. Analysis of water table contour map

indicates that there was flow of water from east to west side of watershed. This

evidence proved that online pond helped in groundwater recharge and supply

groundwater to downstream side.

Natural drainage of Priyadarshini watershed was estimated as 3.73 mm/d

48

using flow net. Groundwater depletion from watershed for study period of September

2006 to April 2007 was determined as 41.602 ha m.

10 1. Title: Development of software for design of various soil and water conservation structures-II

2. Name of the candidate: S.S. Sadawarte and P.H. Kulkarni 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2007 5. Name of guide/co-guide: Dr. S.B. Nandgude 6. Abstract:

Spread of knowledge of the subject to a common man in understandable form

will solve the problem to large extend but this is a great challenge. Later divides the

technology and farmers who are on opposite sides of d dale. But the information

technology can bridge this gap. Realizing this development of software to design soil

and water conservation structures was undertaken.

To continue upon this long journey a software was developed for design of

three structures viz. contour bund, earth retaining wall and drop structures ( drop

spillway, chute spillway, pipe drop spillway) which are very important in general and

for Konkan in particular. This software is developed using Microsoft Visual Basic 6.0

Enterprise Edition with service pack 6 for 32-bit Windows Development and Microsoft

Access 200 (9.0.2720) for backend.

The software has been supported with database that contains information

about average annual rainfall, soil types, latitude, longitude, constants in intensity-

duration-return period relationship and average monthly evaporation of 150 locations

all over Maharashtra. Thus the design of the structures will be location specific. It has

facility to add new district, new location, remove location and edit location. The

dimensions of the structures obtained can be saved or printed directly from the

software. It also gives to-the scale diagram of designed structure, which can be printed.

Help pan present on the screen makes it user friendly.


software were compared with on paper calculations and the results were found

satisfactory.

11 1. Title: Study of rainfall runoff relationship of micro watershed at ARS, Mulde by using SCS curve number method

2. Name of the candidate:

3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2007 5. Name of guide/co-guide: Er. K.D. Gharde 6. Abstract:

49

Rainfall runoff data for three years (1992 to 1994) were analyzed for every

storm to determine storm wise AMC conditions. The entire event fall in each AMC-I, II

and III were grouped in small, medium and large class. The estimated average CN’s for

selected micro watershed for AMC-I, II and III were 77.93, 81.31 and 84.57,

respectively. The standard SCS CN method was used for computation of runoff.

The result revealed that, the MW1 produced highest runoff followed by

MW6, MW3 and MW5. The standard error was also higher in case of MW1 (36.28 %)

which was then followed by MW6 (30.64 %), MW4 (20.65 %) and other micro

watershed (1.68 to 19 %). The mean per cent runoff factor was 45.70, 23.99, 24.45,

23.55, 26.32 and 50.27 observed from MW1, MW2, MW3, MW4, MW5 and MW6,

respectively. This shows that, MW2, MW3 and MW4 were treated with intermittent

bench terracing, staggered trenching and platform terraces, respectively found more

effective in controlling the runoff from watershed. The observed and computed runoff

was statistically evaluated by‘t’ test. Its showed that calculated-t was less than table-t at

5 % level of significance. Hence, it indicates that, observed and estimated runoff by

SCS CN method has non-significant difference. The performance of SCS CN method

for estimation of runoff from all micro watersheds was found satisfactory.

Year : 2008 12 1. Title: Design and development of rainfall simulator

2. Name of the candidate: Y.A. Rajwade and V.R. Ambre 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2008 5. Name of guide/co-guide: Prof.D.M. Mahale 6. Abstract:

Today whole world is suffering from soil erosion hazards. Overgrazing, faulty

and shifting cultivation and carelessly built structures in watershed area have lead to

devastating effects. Vegetative covers play important role in reducing soil loss by

obstructing flow of water and increasing water holding capacity. The in intensity and

duration of natural rainfall varies during the course of storm, making it difficult to

generate classified information about relationship between erosion and rainfall

intensity. In order to assess these erosion hazards rainfall simulator is developed. It is

necessary to develop relationship between rainfall intensity, pressure applied and

droplet size as primary purpose for further study of erosion hazards. For the study, the

work was undertaken at Research Farm, College of Agricultural Engineering and

technology, Dapoli.The rainfall simulator was constructed using GI pipes, sprinkling

unit comprises of network of PVC pipes and soil plot and runoff collection tank.

50

The rainfall simulator was constructed of size 2.5 x 2.5 m. The net size of plot

was 2.02 x 2.02 m. The sprinkling unit was made up of network of PVC pipes of

diameter 40 mm and 20 mm. The 20 mm PVC pipes were pierced a aperture at every 10

cm distance with diameter of 1.58 mm. The PVC trough was provided to collect runoff

at downstream side of soil plot.

It is observed that as pressure applied increases, the intensity of simulated

rainfall increases. It was found that for pressures of 0.1, 0.2, 0.3, 0.4, 0.5 and 0.6 kg/cm2

the intensity of simulated rainfall was 60.56, 73.84, 74.08, 94.28, 106.36, 110.94 cm/hr,

respectively.

It was also found that as pressure applied increases the droplet size decreases. It

was found that for the pressures of 0.1, 0.2, 0.3, 0.4, 0.5 and 0.6 kg/cm2 the droplet sizes

were found 2.97, 2.72, 2.63, 2.56, 2.17 and 2.09 mm, respectively.

It was also observed that uniformity coefficient of simulated rainfall varied from

82 to 91 per cent. The drift losses were also recorded during the study and found to be

varying from 3.09 to 5.08 per cent

13 1. Title: Design development of software for soil water conservation structures-III 2. Name of the candidate: S. M. Patil and S. S. Satpute 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2008 5. Name of guide/co-guide: Dr.S.B.Nandgude 6. Abstract:

It is need of this age to convey the science and knowledge to every common

man. This will solve many problems upto a great extent. But this is big challenge. Also

it is necessary to take the science upto the reach of common farmer; this will help the

nation to become self sufficient in food and other agro-industry based products .For

sustainable agriculture conservation of natural reservoirs like soil, water and vegetation

are in synch with environment friendly development of region. Conservation of these

reservoirs needs development of various structures as per location and need on

scientific basis. Engineering methodology is an input for theses structure to be stable

and safe. This methodologies needs to be simplified for the use of field officers,

planners, NGO’s and students. Realizing this fact the work to develop software for

various soil and water conservation structures is undertaken.

To continue upon this long journey, software for four structures has been

developed: continuous contour trenches, staggered contour trenches, earthen nala bund

and cement nala bund, which are very important in general and for Konkan in

51

particular. This software is developed using Microsoft® Visual Basic 6.0 Enterprise

Edition with Service Pack 6, for 32-bit Windows Development and Microsoft® Access

2000 (9.0.2720) for backend.

The software has been supported with database that contains information about

average annual rainfall, soil type, latitude, longitude of 150 locations and constants in

intensity-duration return period relationship of six zones of Maharashtra. Thus the

design of the structures will be location specific. It has facility to add new district, new

location, remove location and edit location. The dimensions of the structures obtained

can be saved or printed directly from software. Help-pan present on the screen makes it

user-friendly.


software was compared with on-paper calculation and the results were found

satisfactory.

14 1. Title: Study of soil erodibility of Priyadarshini watershed

2. Name of the candidate: P.A. Kadam and. P.P Rathod 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2008 5. Name of guide/co-guide: Er. K.D. Gharde 6. Abstract:


recognized by unique biodiversity. A soils inherent erodibility, which is major factor in

erosion prediction and land-use planning, is a complex property dependent on both its

infiltration capacity and its capacity to resist detachment and transport by rainfall and

runoff. The relation of these capacities to soil physical and chemical properties that

contributed significant to soil-loss variance included percentage of sand, silt and clay

and organic matter; structure and bulk density of plow layer and subsoil; steepness and

concavity or convexity of slope; pores filled by air; residual effect of sod crops;

aggregation; parent materials; and various interactions of these variables. An empirical

equation was derived for calculating the universal soil- loss equation’s erodibility factor

K for specific soils. Soil erodibility, the susceptibility to erosive forces of raindrop

impact and overland flow (Lal, 1988) is generally considered an inherent property with

constant value. It is the venerability and susceptibility to get erosion. Erodibility is a

function of physical characteristics of soil and land management practices, used. The

physical properties of soil play an important a long-term role in erosion, compared to

the land management practices. On the basis erodibility, one soil can compare

52

quantitatively for given rainfall conditions. Soil erodibility factor is of major

importance in soil erosion prediction and its control.

For studying erodibility, 22 samples were collected from Priyadarshini

watershed of Dapoli region. Surface and sub-surface soil samples of each soil mapping

unit were analyzed for their different physico-chemical properties. The physico-

chemical properties of the soils were estimated by using standard methods. The data

revealed that soil of Priyadarshini watershed is lateritic in nature and it varies from

sandy loam to loamy sand in texture. The physical properties as bulk density, particle

density, porosity, permeability and water holding capacity of the soil varies

from1.30g/cc to 1.56 g/cc, 2.20 g/cc to 2.63 g/cc, 33.03 to 45.02 per cent, 2.09cm/hr to

7.87 cm/hr and 14.63 to 27.50 on the volume basis, respectively. The chemical

properties as organic carbon and organic matter of the soil vary from 0.51 to 1.79 per

cent and 0.87 to 3.09 per cent, respectively.

Data based on estimated soil erodibility factor, it was observed that it was

varied from 0.10 to 0.23 for Priyadarshini Watershed and it comes under moderately

erodible factor.

Erosion index is one of the important parameter in estimating soil loss from

USLE of Wischmeier. Dispersion ratio, clay ratio, modified clay ratio, and erosion

index were determined and compared with erodible ratio. Dispersion ratio, clay ratio,

modified clay ratio, erosion index were significantly correlated with erosion ratio. The

erosion index was found to be moderate. The value of erosion index, clay ratio,

modified clay ratio and dispersion ratio were found to be varies from 11.91 to 27.74,

4.00 to 7.93, 4.01 to 6.81 and 21 to 38, respectively. The watershed area is divided in

three regions. Based on iso-erodant map it was observed that most of the erosion was

caused from the middle part of the watershed, which may due to difference in soil

characteristic or land use practices. In the upper and lower area the erosion was found to

be low, because the area under this part comes under forest and construction.

Year: 2009 15 1. Title: Impact of soil and water conservation measures on ground water recharge

2. Name of the candidate: S. S. Naik and L.S. Suryavanshi 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2009 5. Name of guide/co-guide: Er. M.R.More 6. Abstract:

A project work entitled, ‘Impact of Soil and Water Conservation Measures on

53

Ground Water Recharge’ was undertaken in Priyadarshini watershed (38.72 ha)

developed by Dr. Balasaheb Sawant Konkan Krishi Vidyapeeth, Dapoli, Dist.

Ratnagiri. This work was conducted to assess the impact of soil and water conservation

measures on ground water potential of the area. Two off line ground water recharge

pond, three cement nala plugs, fourteen Konkan Vijay Bandharas and other structures

like bench terrace, continuous contour trenches, staggered contour trenches were

constructed in the watershed for soil and water conservation. Weekly water Table of

nine wells was monitored for period October 2008 to April 2009. Out of nine, four

wells were located in influenced area and five wells from uninfluenced area. Natural

recession curves for wells were plotted. Length, depth and width of water impounded at

Priyadarshini pond and other water harvesting structures were recorded periodically to

find the volume of water impounded. Ground water hydrograph of each well represents

depth of water in the well below ground surface in the form of reduced levels. Ground

water hydrographs were developed for each well under the study.

The volume of water stored in recharge pond 1 and recharge pond 2 was 1575

m3 and 678 m3 respectively. The volume of water impounded at three cement nala plugs

was 929.87 m3. The total volume of water impounded at fourteen Konkan Vijay

Bandharas was 1191.43 m3 while it was 27373 m3 at Priyadarshini pond in the month of

October 2008. The Priyadarshini pond was completely dry in the first week of

February.

From weekly monitored water table elevation data logarithmic relationship

between water table elevation and time were developed. Average rate of depletion of

water table for influenced area wells was observed as 4.9 cm/d, while that of for

uninfluenced area wells was 7.27 cm/d. The average water table of the influenced area

of watershed was higher by 0.24 m as compared to uninfluenced area. Average water

fall for wells in influenced area from the month October 2008 to April 2009 was 5.87 m

while it was 6.11 m for the wells in uninfluenced area.

The pumping test on open well (W7) was conducted for the duration of 215

minutes to determine the aquifer properties like transmissivity and specific yield.

Pumping test data was analyzed using Jacob’s straight- line method. The transmissivity

and specific yield values for the aquifer was 89.47 m2 per day and 10.10 per cent

respectively.

Water table contour map was plotted using ‘Surfer version 7’. Analysis of water

54

table contour map indicates that, high water table contours were found at Priyadarshini

pond. It is clear that there was flow of water from Priyadarshini pond towards the

downstream side. As a result of this, water table of the well situated on its downstream

side was high as compared to other wells situated in uninfluenced area of the watershed.

16 1. Title: Rainfall Runoff Relationship of Micro-Watershed Using SCS’ Method at CES, Wakawali

2. Name of the candidate: T.A. Kuchekar and S.G. Velhal 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2009 5. Name of guide/co-guide: Dr. B.L.Ayare

6. Abstract: Wakawali is characterized with its unique biodiversity, high intensity rainfall and flash

flood, slope ranging from 7 to 8 %. Wakawali is situated at elevation of 167 to 234 m above

mean sea level with latitude of 17019’N to 17040’N and longitude of 73016’E to 73019’E.

The average annual rainfall of station is 3283 mm distributed over 108 rainy days during the

month of June to October. It falls under warm and humid climate. Rainfall and runoff data

for three years (2002 to 2004) recorded by automatic recording rainguage and stage level

recorder, respectively, were collected from Central Experimental Station, Wakawali. Three

years rainfall data was analyzed for every storm to determine storm wise AMC conditions.

The entire rainfall in each AMC-I, II and III were grouped in small, medium and large class.

The estimated average Curve Numbers for selected micro watershed for AMC – I, II and III

were 48,67 and 83, respectively. The standard SCS Curve Number method was used for

computing runoff.

The statistical evaluation was made to compare the observed and computed runoff for

selected micro watersheds.

The result revealed that, the MW1 produced maximum runoff followed by MW3, MW6

and MW2. The standard error is higher in case of MW5 (10.92 %), followed by MW4 (7.62

%), MW1 (6.01 %) and other as MW3 from 5.92 to 4.64 percent. The mean percent runoff

factor was 43.69, 37.01, 42.89, 33.32, 31.20 and 38.5 observed from MW1, MW2, MW3,

MW4, MW5 and MW6, respectively. This shows that MW5, MW4 and MW2 treated with

continuous contour trenches (0.5 x 0.3m), continuous contour trenches (0.5 x 0.6m) and

staggered terraces, respectively found more effective in controlling the runoff from

watershed. The performance of SCS Curve Number method for estimation of runoff from all

micro watersheds was found satisfactory. Hence, this model can be applied for estimation of

runoff from unguaged micro watersheds of laterite soil region.

55

17 1. Title: Monitoring of Runoff and Soil Loss of Priyadarshini Watershed using Integrated Station.

2. Name of the candidate: R.V. Pawar and S.S. Palekar 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2009 5. Name of guide/co-guide: Er.H.N. Bhange

6. Abstract: Soils are the most precious natural resource of any nation. To meet the

growing demands of food, fiber and fuel, it is essential that soils are maintained in an

excellent state and health. Maintaining and enhancing soil productivity is a major

challenge before this generation.

The integrated rainfall runoff soil loss station has been established at

Priyadarshini watershed to measure the rainfall, runoff and soil loss from the watershed.

When water level reaches certain level, the float moves up and switches ON the total

system into live condition from its sleeping mode. A float is attached at one end of the

string and counter weight at the other end. The sensor head is to be fixed over the

gauging weir such that the float can move freely. The sensor produces electrical signals

in relation to the water level recorded by data logger. The silt sensor, which kept much

below the water surface, senses the silt content in the water only when it is fully

submerged. The corresponding signals are transmitted through the cable to the data

logger. The rainfall sensor works on the principle of tipping bucket. The tips are sensed

magnetically using magnet and reed switch. Data logger has the required controls to

activate the system on receiving the commands from the float switch and wakes up

signal from the memory module and activates the total system. The signals received

from all the sensors are processed for indication in their respective units.

Runoff is the main carrier of eroded material to the outlet of the watershed and the

portion of eroded material, which is moved along with the runoff with the suspension, is

called suspended sediment. The runoff and suspended sediment are measured at outlet.

Total rainfall recorded during the period of monsoon i.e. from June to

September was 2919.3 mm and produced runoff 698.71 mm. The magnitude of runoff

produced was 115.89 mm, 182.85 mm, 265.91 mm and 134.06 mm in June, July,

August, and September, respectively. Integrated station was calibrated for silt

parameters. The result showed that there was no significant difference between

measured silt and reading shown by Integrated station at 5 per cent level of

significance. Average sediment concentrations were 21.9 gm/l, 19.3 gm/l, 19.37 gm/l

and 17.7 gm/l in the month of June, July August and September, respectively. This

56

magnitude of runoff carried a silt of 2.88 t/ha in month of June, 4 t/ha in July, and 7.47

t/ha in month of August and 3.4 t/ha in the month of September. It is concluded that,

during the study period rainfall was less than its average annual rainfall. The observed

runoff was 23.93 per cent of the total rainfall during the year 2008. Average soil loss

measured by sampling method was found to be 4.3 t/ha and by Integrated station, 4.35

t/ha there was difference of 0.05 t/ha. The total runoff measured was 2934.25 m3 and

2911.37 m3 was monitored by Integrated station. There was difference of 22.88 m3 of

runoff. Similarly total soil loss measured by Integrated station was 148 tonnes during

the observation period.

Year : 2010 18 1. Title: Design and evaluation of biofilter for sewage water treatment

2. Name of the candidate: S.U. Tavasalkar and P.B. Mhehetre 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2010 5. Name of guide/co-guide: Prof.D. M. Mahale

6. Abstract:

A project work entitled “Design and Evaluation of Biofilter for Sewage Water

Treatment” was undertaken to understand the efficacy of biofilter for sewage water

treatment.

Scarcity of freshwater is imminent due to the ever increasing population and

techno economic development, leading to more use of water. The wastewater generated

in huge amount finds final destination as water bodies and soil, with or without

treatment. The biofilter was found to be useful for treatment of such sewage water. The

biofilter of size 20m x 7.5m x 1m was designed and developed at Kisan Bhavan, Dr.

Balasaheb Sawant Konkan Krishi Vidyapeeth, Dapoli.

Various laboratory tests were carried out to determine water quality parameters

of untreated and treated sewage water. The results of these tests were analyzed to

evaluate efficacy of biofilter for treatment of sewage water.

From the results obtained during various water quality parameter tests, it is

revealed that pH of untreated water sample was 6.365 and in case of treated water it

was increased to 7.16. Similarly EC of the water sample decreased from 0.04105 dS/m

to 0.0361 dS/m. The average values of Total Dissolved Solids was found to be

decreased from 218 mg/lit in untreated sewage water to 166 mg/lit in treated sewage

water. Similarly Total Suspended Solids were found to be decreased from 279 mg/lit to

268 mg/lit. On the other hand Total Volatile Solids were found to be increased from 61

mg/lit in untreated water to 102 mg/lit in treated water. The chlorides were decreased

57

from 144.13 mg/lit in untreated water to 82.36 mg/lit in treated sewage water. The

amount of free carbon dioxide was also reduced from 48.4 mg/lit in untreated sewage

water to 4.4 mg/lit in treated sewage water. A decrease in amount of sulphates was

observed from 71.23 mg/lit to 11.53 mg/lit on the other hand nitrates were increased

from 0.295 mg/lit to 0.51 mg/lit. The SAR was found to be increased from 0.84 to 1.44.

The treated wastewater was found to be suitable for irrigation as all the quality

parameters of treated wastewater were satisfied the irrigation standards recommended

by various organizations.

Total cost of construction of biofilter was found to be around Rs. 1, 85,425. The

capital investment and operating expenses for biofilter treatment were found to be less

as compared to that of chemical and other conventional methods. Biofilter is suitable to

treat wastewater from very small units like individual houses as well as towns and

cities. Also it was found that use of biofilter for treating the wastewater is more eco-

friendly method amongst all. This will also improve the ecosystem and create the clean

and healthy environment.

19 1. Title: Development plan for Kudawale watershed

2. Name of the candidate: 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2010 5. Name of guide/co-guide: Er. H.N. Bhange

6. Abstract:

Kudawale watershed is located at about 19 km froim Dapoli and has area

of 1150 ha. The watershed comprises entire Kudawale and certain areas of

Awashi and Kadiwali with undulating topography. The average annual rainfall of

an area is 3525.05 mm with moderate temperatures ranging from 7.5 to 38.5 0 C.

Very high rainfall intensity and flash floods are peculiarities of this area. The soil

erosion from an area is very severe ranging from 10-12 tons/ha/year to 30-33

tons/ha/year. The watershed was surveyed for collection of data related to land

use pattern, demographic information, climatological information, rainfall and

evaporation data, soil characteristics, morphological characteristics etc. by

studying all the above parameters the development plan was prepared in tree

stages viz. arable land treatments, non- arable land treatments and drainage line

treatments. In arable land treatments, 5 ha area is suggested to be brought under

bench terracing in addition to the already existing area and 4 lined farm ponds

58

are also suggested. Non- arable land treatments include 100 ha to be brought

under staggered contour trenching along mango plantation (50 ha) and cashew

plantation (100 ha) and 3500 jalkunds. In drainage line treatments, 100 single

row brushwood dams, 50 double row brushwood dams, 15 gabions, 500 loose

bolder structures, 50 Konkan Vijay Bandharas, 5 cement nala bunds, 2 Earthen

nala bunds and 15 Small earthen structures are suggested. A Runoff and Soil

Loss Gauging Station is also suggested at the outlet of the watershed.

The total cost of the development of Kudawale watershed is Rs. 2,70,16,180 and

the cost of development of Kudawale watershed per ha is Rs. 23,492. It is concluded

that this development program can harvest a runoff of 1,51,556 m3 which can be used

for double cropping over an area of 38 ha in addition to augmentation to the ground

water.

20 1. Title: Soil erosion modeling of Priyadarshini watershed by USLE model. 2. Name of the candidate: 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2010 5. Name of guide/co-guide: Er. K.D. Gharde

6. Abstract:

The universal Soil Loss Equation (USLE) predicts the long-term

average annual rate of erosion on a field slope based on rainfall pattern, soil type,

topography, crop system and management practices. The present study was

undertaken with prime objective to calculate the topographic factor (LS factor)

and the soil loss from the Priyadarshini watershed. The area of 22 ha of the

watershed was surveyed and was divided in 22 grids of 100 m X 100 m area. The

slope lengths were measured using tape and the slope gradients were measured

by an instrument Clinometers. The rainfall erosion index for Dapoli was taken as

9011 MJ/ha-mm. The soil loss for each grid was estimated using USLE model. It

was found that LS factor for the Priyadarshini watershed was varied from 0.54 to

2.64. The crop management factor, C for the watershed was varied from 0.01 to

0.6. The conservation practice factor, P was varied from 0.5 to 1. The total soil

loss estimated by USLE model for the Priyadarshini watershed was 1639.02

tons. The average annual Soil and Water Conservation Engineering loss that was

59

predicted by USLE was 74.5 t/ha/year which showed that the watershed is

subjected to severe erosion.

21 1. Title: Design of lined farm ponds for different command areas 2. Name of the candidate: S.S. Kadam 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2010 5. Name of guide/co-guide: Prof.D. M. Mahale

6. Abstract:

The Konkan region covers geographical area of 30.79 lakh ha. In that 8.67 lakh

ha and 7.97 lakh ha from the grass and net cropped area, respectively. Thus net sown

area is 25.88 per cent of total geographical area. The Konkan region of Maharashtra has

about 4.91 per cent of total cultivable area under assured irrigation and hence large part

of land purely rain fed and left to vagaries of climate.

The high rainfall of Konkan region will be useful tool for increasing area under

irrigation. Twenty three percent of total cultivable land can be brought irrigation if

different techniques of water harvesting are used. The farm ponds are small tank or

reservoir and are constructed to supply water for irrigation, livestock, home use and fish

production. The farm ponds of two types, embankment type and excavated type or

dugout type. Harvesting rainwater through farm ponds can increase the irrigation

facilities. The soil type of Konkan region is having high infiltration rate so that stored

water in unlined pond will not available for summer season. Therefore, polyethylene as

lining material was used.

The stage-storage-surface area relationship was developed for different farm

ponds. Evaporation losses, water supplied for irrigation were determined. The cost of

storage of water was calculated.

The cost of storage of farm ponds for selected command area 0.2 ha, 0.4 ha, 0.6

ha, 0.8 ha, 1.0 ha, 2.0 ha, 3.0 ha, 4.0 ha and 5.0 ha are estimated. The cost of storage of

farm pond for 0.2 ha command area was found to be Rs. 0.098 per litre, for 0.4 ha

command area Rs. 0.074 per litre, for 0.6 ha command area Rs. 0.065 per litre, for 0.8

ha command area 0.060 per litre, for 1.0 ha command area Rs. 0.056 per litre, for 2.0 ha

command area Rs. 0.047 per litre, for 3.0 ha command area Rs. 0.044 per litre, for 4.0

ha command area Rs. 0.042 per litre, for 5.0 ha command area Rs. 0.041 per litre.

It is found that, the cost of storage of farm pond per litre was decreased by

increasing the size of farm pond. This was indicated by increased ratio of cost of

excavation to the total cost and decreased ratio of cost of lining to the total cost.

22 1. Title: Development of rainfall intensityifrequency-duration relationship for Wakawali

2. Name of the candidate: S.S. Chavan 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2010 5. Name of guide/co-guide: Dr.B.L.Ayare

6. Abstract:

The hydrologic phenomena that directly influence the interest of an engineer

are rainfall, runoff, flood and drought. Rainfall is one of the hydrologic events. The

characteristics of rainfall, which are of importance for a design engineer, are those,

which are responsible for producing runoff. These characteristics are intensity, duration,

frequency of rainfall, time distribution and geographical distribution.

Rainfall intensity-frequency-duration equations on regional basis are required

in the country for design of soil conservation and runoff disposal structures and for

planning flood control projects. The significance of rainfall intensity-frequency-

duration analysis is also important from economic consideration. An appropriate design

would provide a structure with reasonable initial and maintenance costs. In order to

have optimisation in hydraulic design of any structure, the peak rate of runoff expected

for the recurrence interval should be correct. For the same it is very essential to have the

knowledge of rainfall intensity-frequency-duration relationship for a particular location.

During study, our main objective was to determine the location constant of rainfall

intensity-frequency-duration equation for Wakawali. The data in the form of rain gauge

charts for 16 years were therefore collected for the station. They were analysed for

maximum rainfall intensities for each of the eight-selected duration of 0.25, 0.5, 1.0,

2.0, 3.0, 6.0, 12.0, and 24.0 hours.

Rainfall intensity-frequency-duration equation for Wakawali was developed

from sixteen years rainfall data. The equation is as follows;

The value of location constant 'K' for Wakawali is 5.6456. The values of

constant ‘a’, ‘b’and ‘d’ are 0.1689, 1.0 and 0.906, respectively.

23 1. Title: Studies on Silt Deposition in Water Harvesting Structures in Priyadarshini Watershed

2. Name of the candidate: M.J.Bokade 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2010 5. Name of guide/co-guide: Er.K.D. Gharde

6. Abstract:

( ) 906.0

1689.0

0.1

6456.5

+=

t

TI cm/hr

61

The amount of silt deposited and expected life of water harvesting structure

on the basis of rate of siltation was estimated. The depth of silt accumulated in laterite

stone bandh, cement nala bandh, RCC nala bandh, online dugout farm pond, rectangular

recharge pond-1, rectangular recharge pond-2 and circular pond was found to be 65, 20,

10, 30, 35, 35 and 10 cm, respectively. Expected life of water harvesting structures i.e.

laterite stone bandh, cement nala bandh, RCC nala bandh, online dugout farm pond,

rectangular recharge pond-1, rectangular recharge pond-2 and circular pond on the basis

of silt deposition was found to be 15, 39, 44, 129, 26, 26 and 120 years, respectively.

Soil samples were collected from the watershed and were analyzed for in the laboratory for properties such as available nitrogen, available potassium, available phosphorus and available carbon. Following table shows the fertility status of the soil samples collected

Sr.

No.

Average Values

Site

Available

Nitrogen

N (kg/ha)

Available

Phosphorus

P (kg/ha)

Available

Potassium

K (kg/ha)

Organic

Carbon

(%)

1. Behind water harvesting structures

311.24 16.29 226.12 0.71

2. Near Farm pond And Kokum Plot

234.28 12.06 207.64 0.53

It was concluded that silt deposited behind the structures was rich in fertility than the soil from the plot.

24 1. Title: Measurement of Soil Loss and Runoff from Priyadarshini Watershed

2. Name of the candidate: T.A. Pawar 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2010 5. Name of guide/co-guide: Er. H.N. Bhange

6. Abstract: Soil erosion is one of the natural processes that would cause many constrains

to the environmental and regional planners. Erosion on farm fields reduces potential

crop production and sediment which leaves the field can result in subsequent

sedimentation problems which, results into environmental problems.

When water level reaches certain level, the float moves up and switches ON

the total system into live condition from its sleeping mode. A float is attached at one

end of the string and counter weight at the other end. The sensor head is to be fixed

over the gauging weir such that the float can move freely. The sensor produces

electrical signal in relation to the water level recorded by data logger. The silt sensor,

which kept much below the water surface, senses the silt content in the water only when

it is fully submerged. The corresponding signals are transmitted through the cable to the

62

data logger. Data logger has the required control to activate the system on receiving the

commands from the float switch and wakes up signal from the memory module and

activates the total system. The signals received from all the sensors are processed for

indication in their respective units.

In the monsoon period i.e. from June to November total rainfall occurred was

4363.7 mm contributing 720 mm in the month of June followed by 1804 mm, 724.7

mm, 859.6 mm, 130.2 mm and 125.2 mm in the month of July, August, September,

October and November, respectively. In the month of July runoff depth was 1018.54

mm, 545.19 mm in August and 410.29 mm in September were observed. The total

runoff depth was 1974.02 mm. In the month of July runoff carried 3.12 t/ha of silt, 2.67

t/ha in the month of August and 3.48 t/ha in the month of September. The observed

runoff was 48 per cent of the total rainfall.

25 1. Title: Development of Hydraulic Calculator for Flow Measuring Devices 2. Name of the candidate: M. A. Mali 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2010 5. Name of guide/co-guide: Prof.P.R. Kolhe

6. Abstract:

Notches, weirs, orifices are the most commonly used devices for flow

measurement and calculation and waterways are the backbone of water conveyance and

distribution system where flow calculation is essential. The water measuring devices as

well as waterway are having relevant equations for flow calculation that involve lot of

calculations. To simplify the calculations Hydraulic calculator which is a C programme

is developed for fourteen different flow measuring devices viz. Trapezoidal Waterways,

Parabolic Waterways, Triangular Waterway, Rectangular Waterways, Rectangular

Notch or Weirs, Suppressed Rectangular Weirs, Contracted Rectangular Weirs,

Triangular Notch or Weirs, Trapezoidal Notch or Weirs, Broad-crested Weir, Stepped

Notch, Large Rectangular Orifice, Fully Submerged Rectangular Orifice and Partially

Sub-merged Rectangular Orifice

Accurate measurement of irrigation water permits intelligent use of this

valuable natural resource. Flow calculation is the determination of the quantity of water

that passes through a pipe, conduit or open channel. The calculator was developed for

above 14 flow measuring devices using C language Version 3.0 Turbo c++ copyright

(c)1990, 1992 by Borland International was developed.

The results of calculator are compared with on-paper calculation. For

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example we give the input values for Rectangular notch like coefficient of discharge 0.6

, head of water 2 m, length of crest 3m then flow or discharge will be displayed 0.58

m3/s. Results are found very close to that of manual calculation.

Year : 2011 26 1. Title: Evaluation of Konkan Vijay Bandhara

2. Name of the candidate: H.K.Sanap 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2011 5. Name of guide/co-guide: Prof.D.M. Mahale 6. Abstract:

A project was entitled, “Evaluation of Konkan Vijay Bandhara” was under taken

at Umberle Tal. Dapoli, Dist. Ratnagiri. This work was conducted to assess the stability

and field condition of KVB. To asses the use of impounded water for irrigation and to

assess the impact of KVB on ground water recharges. The field condition and stability

was cheked by measuring structural dimensions of KVB. The volume of water

impounded on the upstream side of Bandhara was computed by surveying the stream

along and across the length.

The average volume of water impounded was 168.66 m3. However the farmer

could not use stored water for irrigating Rabi cropping due to various reasons. An

attempt was made to formulate how much area could be brought under the irrigation.

The ground water recharge was computed by observing the observation wells on the

upstream and downstream side of Konkan Vijay Bandhara. Through this observation

wells it was estimated that wells at the downstream side of the Bandhara shows less

recharge but uniform water levels in the well. The well at the upstream side shows

higher water recharge but variable water depth.

27 1. Title: Dry spell analysis of Dapoli 2. Name of the candidate: A.D. Kulkarni 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2011 5. Name of guide/co-guide: Dr.S. B.Nandgude 6. Abstract:

Kankan region is one of the highest rainfall zones in Maharashtra. Therefore the

availability of water is in abundance during monsoon and entire agriculture of region is

sustained on rainwater only. However dry spells during critical growth stage of crop

severely reduces crop productivity. So study was undertaken to understand the

distribution of rainfall in Dapoli region from historical data. This will help in better

planning of crop by avoiding dry spells during critical stages.

Dapoli is located on the west coast of Maharashtra state with lateritic soil and the

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major crop is paddy. The rainfall data of 39 years (1972-2010) from Agronomy

Department, Dapoli was analysed for annual, seasonal, monthly, weekly basis for

rainfall based cropping system with minimum risk to utilise the rainfall efficiently. The

mean annual rainfall was 3587 mm. Kharif, Rabi and summer season receive 3020 mm,

240mm and 20mm rainfall respectively. The month of July receives (1200 mm) rainfall

followed by August with 810mm, June with 611.2 mm and September with 400 mm.

October month received average rainfall of 190 mm. Remaining months contributed

very less rainfall. About 84.03% of annual rainfall was received in Kharif.

From the daily rainfall data of the station the rainfall characteristics such as

OEM, withdrawal of monsoon, weekly rainfall, dry spells and critical dry spells were

estimated. It was observed that more number of dry spells were occurring during

transplanting and grain filling stage and consequently reducing the productivity.

Supplimental irrigation is essential to increase the crop production. Critical dry spell for

Dapoli was of duration 8 days and more.

28 1. Title: Resource mapping of Priyadarshini watershed by using differential global

positioning system 2. Name of the candidate: N.M.Chavan 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2011 5. Name of guide/co-guide: Er. K.D.Gharde

6. Abstract: GPS is a satellite-based positioning system operated by the United States

Department of Defence (DoD). GPS encompasses three segments space, control, and

user. The space segment includes the 32 operational NAVSTAR statellites that orbit the

earth every 12 hours at an altitude of approximately 20,200 kilometers. Each satellite

contains several hig-precision atomic clocks and constantly transmits radio signals

using a unique identifying code. One Master Control Station, five Monitor Stations, and

Ground Antennas comprise the control segment. The Monitor Stations passively track

each satellite continuously and provide this data to the Master Control Station. The

Master Control Station calculates any changes in each satellie’s position and timing.

These changes are forwarded to the Ground Antennas and transmitted to each satellite

daily. This ensures that each satellite is transmitting accurate information about its

orbital path. The user segment, comprised of both civilian and military users

worldwide, acquires signals sent from the NAVSTAR satellites with GPS receivers.

The GPS receiver uses these signals to determine where the satellites are located. With

65

this data and information stored internally, the receiver can calculate its own position on

earth. This positional information can be used in many applications such as mapping,

surveying, navigation, and mobile GIS.

Objects, such as buildings, overpasses, and other obstructions, that shield the

antenna from a satellite can potentially weaken a satellite’s signal such that it becomes

too difficult to ensure reliable positioning. For ellimeaitining all this error DGPS is best

solution introduced in 2000. to achieve the accuracies needed for quality GIS records

from on to two meters up to a few cm requires differential correction of the data. The

majority of data collected using GPS for GIS is differentially corrected to improve

accuracy. The underlying premise of differential GPS (DGPS) is that any two receivers

that are relatively close together will experience similar atmospheric errors. DGPS

receiver is the base or reference station. The base station receiver calculates its position

based on satellite signals and compares this location to the known location. The

difference is applied to the DGPS data recorded by the second DGPS receiver, which is

known as the roving receiver. The corrected information can be applied to data from the

roving receiver in real time in the field using radio signals or through post processing

after data capture using special processing software.

DGPS provides differential corrections to a GPS receiver in order to improve

navigation and surveying accuracy. Integrity monitoring of the reference stations is a

vital feature of DGPS. With DGPS, this warning occurs within a few seconds of the

satellite becoming ‘unhealthy’, compared to the GPS system, where up to 12 hours can

elapse before notification is received. The improved accuracy offered by DGPS takes

on greater significance in the 21st century. This is because the use of highly accurate

positional information is central to the functioning of navigation.

To attain accuracy levels on the order of 1-2 m to 5-6 cm, differential correction

is essential. The three main methods currently used for ensuring data accuracy are real-

time differential correction, reprocessing real-time data, and post processing. Each

method will achieve similar levels of accuracy, so the decision regarding which

technique is appropriate will depend on factors such as project specifications, the end

use of the data, and the sources available for differential correction. Differential

correction techniques are used to enhance the quality of location data gathered using

global positioning system (GPS) receiver. Differential correction can be applied in real-

time directly in the field or when post processing data in the office. Combining both

66

methods provides flexibility during data collection and improves data integrity.

29 1. Title: Evaluation of earthen nala bund in Kherdi watershed

2. Name of the candidate: S.D. Deshmukh 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2011 5. Name of guide/co-guide: Er.H.N. Bhange 6. Abstract:

This project is undertaken The integrated rainfall runoff soil loss station has

been established at Priyadarshini watershed to measure the rainfall, runoff and soil loss

from the watershed.

When water level reaches certain level, the float moves up and switches ON the

total system into live condition from its sleeping mode. A float is attached at one end of

the string and counter weight at the other end. The sensor head is to be fixed over the

gauging weir such that the float can move freely. The sensor produces electrical signals

in relation to the water level recorded by data logger. The silt sensor, which kept much

below the water surface, senses the silt content in the water only when it is fully

submerged. The corresponding signals are transmitted through the cable to the data

logger. The rainfall sensor works on the principle of tipping bucket. The tips are sensed

magnetically using magnet and reed switch. Data logger has the required controls to

activate the system on receiving the commands from the float switch and wakes up

signal from the memory module and activates the total system. The signals received

from all the sensors are processed for indication in their respective units.

Runoff is the main carrier of eroded material to the outlet of the watershed

and the portion of eroded material, which is moved along with the runoff with the

suspension, is called suspended sediment. The runoff and suspended sediment are

measured at outlet.

Total rainfall recorded during the period of monsoon i.e. from June to

September was 2919.3 mm and produced runoff 698.71 mm. The magnitude of runoff

produced was 115.89 mm, 182.85 mm, 265.91 mm and 134.06 mm in June, July,

August, and September, respectively. Integrated station was calibrated for silt

parameters. The result showed that there was no significant difference between

measured silt and reading shown by Integrated station at 5 per cent level of

significance. Average sediment concentrations were 21.9 gm/l, 19.3 gm/l, 19.37 gm/l

and 17.7 gm/l in the month of June, July August and September, respectively. This

magnitude of runoff carried a silt of 2.88 t/ha in month of June, 4 t/ha in July, and 7.47

67

t/ha in month of August and 3.4 t/ha in the month of September. It is concluded that,

during the study period rainfall was less than its average annual rainfall. The observed

runoff was 23.93 per cent of the total rainfall during the year 2008. Average soil loss

measured by sampling method was found to be 4.3 tonnes/ha and by Integrated station,

4.35 tonnes/ha there was difference of 0.05 tonnes/ha. The total runoff measured was

2934.25 m3 and 2911.37 m3 was monitored by Integrated station. There was difference

of 22.88 m3 of runoff. Similarly total soil loss measured by Integrated station was 148

tonnes during the observation period.

30 1. Title: Evaluation of cement nala bund at Shivnari watershed

2. Name of the candidate: A.A. Sutar 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2011 5. Name of guide/co-guide: Er.S.M. Palkar 6. Abstract:

A project entitled “Evaluation of cement nala bunds in shivnari watershed." was

undertaken to study the cement nala bund as a water harvesting structures for its safety

and economic feasibility. The water harvesting structures need to be tested for

hydrological, hydraulic and structural design before execution so as to ensure their

proper design. For the evaluation of cement nala bund constructed by the Department

of Agriculture, Government of Maharashtra in the year 2010 at Shivnari watershed in

Dapoli Tahsil was selected.

The data regarding watershed characteristics for Shivanari and the existing

dimensions of the structure were obtained from Taluka Agricultural Officers Office.

The cement nala bund was designed by following standard design procedure that is by

considering hydrological, hydraulic design and structural design for the obtained

watershed characteristics. This design was compared with the nala bund designed by

the Department of Agriculture.

The results of the study revealed that, peak discharge considered by the

department of Agriculture was 21.722 m3/s which was found to be too higher than the

peak runoff obtained by using Rational method under hydrological design of the

structure i.e. 3.69 m3/s.

Most of the desired and existing dimensions of cement nala bunds were more or

less same. Agriculture Department has considered flow depth l m but desired flow

depth was 0.252 m so it increased the total height of cement nala bund nala bund.

68

Dimensions of other components viz. total length of bund, bottom width of bund, height

of water cushion, width of water cushion, width of apron, thickness of apron, key wall

length, key wall height, length of wing wall, length of side wall were lesser than

existing structure.

So the cost of construction of the nala bunds claimed by Department of Agriculture

was also increases than standard design. All the selected and designed dimensions

of nala bunds were found to be safe from stability analysis. The design procedure

used by the Department of Agriculture needs to be modified by considering the

hydrological, hydraulic and structural design of the nala bunds.

Year : 2012 31 1. Title: Studies On Soil Conservation Characteristics Of Plants For Hot-Humid

And Heavy Rainfall Region

2. Name of the candidate: 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2012 5. Name of guide/co-guide: Prof.D.M.Mahale 6. Abstract:

The nature takes about 500 years to generate one inch thick soil layer. However,

it can lose this much soil in a course of only a few months or seasons due to

unmanaging and non-proper utilizing of agricultural land. Erosion of surface soil due to

runoff water may affect rich productive soil and fresh or active organic matter. About

16 tonnes soil per hectare is lost annually from Indian lands against the permissible

limit of 4 tonnes per hectare. This problem is posing a serious economic and

environmental danger the country.

In predominately agricultural country like India soil conservation not only

increases crop yields but also prevents further deterioration of land and improves the

soil nutrition value and moisture conservation. Various practices adopted to control soil

erosion but biological measures combined with good soil management practices provide

better influence on detachment and transportation of soil particles in the process of soil

erosion. Vegetation has direct impact on the amount of soil erosion. Vegetation

prevents the soil erosion in many ways. Widespread foliage of the plants intercepts the

falling raindrop. Roots of crops especially fibrous root system of grasses keep the soil

particles bound together by their knitting and binding action and prevent the soil against

erosion. Further tap root system of trees and shrubs grow widely in horizontal that helps

to produce secondary and tertiary roots that helps in soil binding. In the present study

efforts are made to compile all the information pertaining to the biodiversity of Konkan,

69

soil problem, methods of soil conservation, role of biological methods in soil

conservation, description of specific characters of plants viz., trees, shrubs, grasses.

Further, identification of suitable species for soil conservation in hot humid heavy

rainfall regions, details of the species with respect to botanical name, root structure,

uses, propagation method and description was completed. In the overall review noted

that the trees are the prime medium of soil conservation they act as windbreaks,

reducing the force of the wind and the grasses bind the sandy soils. Total 40 species are

identified with potential of soil conservation in Konkan region after suitable study about

their quantifiable benefits. Out of these 40 species of Konkan region 20 are trees, 8 are

shrubs and 12 are grasses.

32 1. Title: Temporal Analysis Of Rainfall Distribution At Dapoli 2. Name of the candidate: Ms. Sayali Suresh Parab 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2012 5. Name of guide/co-guide: Er.S.M.Palkar

6. Abstract: Trend refers to the upward or downward movement that characterizes the

time series over a period of time. The Indian monsoon rainfall as a whole does not show

any significant trend, but over some specific areas of the country significant trends are

observed. Significant increasing trend is observed in the annual rainfall for the

meteorological sub division, Konkan and Goa is one of them. (Guhathakurta and

Rajeevan, 2006).

Forty year (1972-2011) daily rainfall data for Dapoli station were collected from

Department of Agronomy, College of Agriculture, Dapoli. It was converted to monthly

depth for next analysis. Forty years period was divided in four decades and trends were

analyzed with various statistical tools for getting insight into climatic variability at

micro level.

Average rainfall of June in first two decades 1972-1981 and 1982-1991 during

analysis period was 996.68 mm and 1000.73 mm, respectively which was found more

than forty year mean for June i.e.914.77 mm. The decadal averages has decreased in

current two decades to 766.85 mm (decrease by 147.9 mm) in 1992-2001 and 894.80

mm (decrease by 19.96 mm) in 2002-2011. Similarly average rainfall of September in

first two decades 1972-1981 and 1982-1991 during analysis period was 354.0 mm and

312.72 mm, respectively which was found much less than forty year mean for

September (413.04 mm). This average rainfall of September has increased drastically in

70

current two decades 439.25 mm (increase by 26.20 mm) in 1992-2001 and 546.16 mm

(increase by 133.11 mm)in 2002-2011.

Forty year mean contributions of June, July, August and September in the

annual total were 25. 75 per cent, 34. 44 per cent, 23. 92 per cent and 11.38 per cent,

respectively. For the June Mean per cent contribution for first two decades 1972-1981

and 1982-1991, during analysis period was 28.19% and 28.76%, respectively which

was found more than forty year per cent contribution of June (25.73 %). This Mean per

cent contribution of June has decreased in current two decades 20.94 % (decrease by

4.70 per cent) in 1992-2001 and 25.03% (decrease by 0.7 %) in 2002-2011.

For the August Mean per cent contribution for first three decades 1972-1981 and

1982-1991, 1992-2001 during analysis period was 24.08 %, 24.55% and 24.11%,

respectively which was found more than forty year per cent contribution of August

(23.91 %). This Mean per cent contribution of August has decreased in current decade

22.91 % (decrease by 1 per cent) in 2002-2011. Similarly mean per cent contribution of

September in first two decades 1972-1981 and 1982-1991 during analysis period was

9.25 % and 8.34 %, respectively which was found less than forty year per cent

contribution of September (11.4 %). This Mean per cent contribution of September has

increased in current two decades 13.0 % (increased by 1.62 %) in 1992-2001 and 14.96

% (increased by 3.6 %) in 2002-2011. So temporal distribution pattern is showing some

subtle shift in monthly contribution from June and August to September.

Moving averages of order of 7 years were applied for rainfall. For the months of

June, July and August was found decreasing and for month of September rainfall was

found increasing.

As per Turning point test only in the month of July existence of trend was

observed. For detection and analysis of the rising or falling nature of trend Kendall’s

rank correlation test was applied. However, due to small magnitude of trend it was not

quantified.

Decadal mean rainfall depths for the month of August were found decreasing

and those for the month of September were found increasing. Therefore, regression

analysis was carried out. For the month of August the monthly mean was decreased by

114.6 mm (14%) from 1st decade (1972-1981) to 4th decade (2002-2011). It was also

observed that for the month of September the mean was increased by 210.90 mm (40%)

from 1st decade (1972-1981) to 4th decade (2002-2011). Decadal mean annual rainfall

71

has remained more or less same for all four decades.

Hence, it was concluded that, monthly average rainfall distribution is showing

subtle changes in the months of August and September.

33 1. Title: Geomorphological Studies Of Priyadarshani Watershed Using Geographic Information System

2. Name of the candidate: Ms. Dandekar Ujjwala Maruti 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2012 5. Name of guide/co-guide: Dr. S.B.Nandgude 6. Abstract:

Spatial information technologies (SIT) like remote sensing (RS),

geographical information system (GIS) and global positioning system (GPS) have

proved to be efficient tool in natural resources management and its planning.

Geographic information system (GIS) tool was used to develop an interface (built in

macro) within ArcGIS for the estimation of watershed morphological parameters. This

was developed using the Visual Basic for Application (VBA) language based on the

Arc objects technology developed by the Environmental System Research institute

(ESRI). In the present study Geographical information system was used for the

determination of the geomorphological characteristics of the Priyadarshani watershed.

Priyadarshani watershed was located at Dr. Balasaheb Sawant Konkan Krishi

Vidyapeeth, Dapoli, Dist-Ratnagiri having longitude 17.45” and latitude 73.10”. The

digital elevation models were prepared in the GIS environment by using the different

watershed maps such as boundary map, contour map, drainage map, water resources

map. Different morphological characteristics of the watershed can be calculated by

using the different mathematical formulae.

The results indicated that the watershed area was 0.5029 km2 (50 ha), perimeter

3.529 km, number of streams are 32 out of which 18 of 1st order and 14 of 2nd order,

bifurcation ratio 1.289, Mean stream length for 1st order was 0.077 k m, and for 2nd

order stream was 0.050 km, form factor of the watershed was 0.36 /km, circulatory

ratio was 0.50, elongation ratio was 0.667, drainage density of the watershed was

14.390 km/km2 , constant of channel maintenance 0.069 km, drainage texture was

18.78 /km, relief was 43 m, relief ratio was 0.024, relative relief was 1.24 , ruggedness

number was 0.602 and the length of the overland flow was 0.07 km2/km.

From this study, it is concluded that GIS is accepted to be powerful geospatial

techniques in preparing the drainage map and understanding the watershed

morphometric parameters. The estimated watershed characteristics may be useful to

72

stimulate hydrological responses to the watershed.

34 1. Title: Estimation of Erodibility at Selected Location in Dapoli Tahsil

2. Name of the candidate: Ms.Ashwini Atmaram Kamble

3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2012

5. Name of guide/co-guide: 6. Abstract:


recognized by unique biodiversity. A soil inherent erodibility which is major factor in

erosion prediction and land use planning. It is a complex property dependent on both its

soil physical and chemical properties contribute to soil loss. Soil erosion is detachment,

transportation and deposition of soil particles. Soil erosion is highly dependent on

degree of erodibility of particular soil along with other factors. Erodibility is

susceptibility or vulnerability of soil to get eroded. Soil erodibility is an important

hydrologic property of soil which helps researchers and planners in study of soil erosion

characteristics. The erodibility is influenced by various soil characteristics mainly soil

texture, structure, permeability, organic matter content.

Dapoli is confined between Sahyadri Hills at east and Arabian Sea at west

(15º6'N to 20º22'N latitude and 72º39'E to 72º48'E longitudes) with an altitude of 250 m

above sea MSL. The climate in this region is humid with relative humidity ranging

from 55% to as high as 99%. The average annual rainfall is 3525.05 mm and the

temperature ranges from 7.5°c to 38.5°c. For the estimation of parameters like soil

texture, soil structure, hydraulic conductivity, permeability erodibility of 15 villages of

soil data were collected from District Soil Testing Laboratory, Ratnagiri. In one of the

model “Soil-Plant-Air-Water” (SPAW) hydraulic conductivity (cm/hr) was obtained

from values of Sand (%), silt (%), clay (%) and organic matter (%). Permeability code

was obtained derived based on hydraulic conductivity of soil (Smith and Browning,

1946). The SPAW computer model simulates the daily hydrologic budgets of

agricultural landscapes (Saxton and Rawls, 2006). The soil water characteristic

equations are valid within a range of soil textures approximately 0-60% clay content

and 0-95% sand content.

The average sand, silt and clay percentage of these 15 villages were 20.59,

35.29 and 35.68 percentage respectively. Textural classes in lateritic soils of these

villages are loamy, clay, silty loam, and sandy loam. The permeability class varied from

0.25 to 25 cm/hr. The soil erodibility value ranged from 0.16 to 0.40.

73

35 1. Title: Evaluation of Cement Nala Bund and Earthen Nala Bund in Kangwai Watershed

2. Name of the candidate: Ms. Ashwini Ashok Patil

3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2012 5. Name of guide/co-guide: Er.H.N.Bhange 6. Abstract:

A project entitled “Evaluation of Cement Nala Bund and Earthen Nala Bund in

Kangwai watershed." was undertaken to study the cement and earthen nala bunds as a

water harvesting structures for its safety and economic feasibility. The water

harvesting structures need to be tested for hydrological, hydraulic and structural design

before execution so as to ensure their proper design. For the evaluation of cement nala

bund and earthen nala bund constructed by the Department of Agriculture, Government

of Maharashtra in the year 2011 at Kangwai watershed in Dapoli Tahsil was selected.

The data regarding watershed characteristics for Kangwai was obtained from

Taluka Agricultural Office and existing dimensions were obtained from field visit. The

design dimensions were compared with the design dimensions obtained by Department

of Agriculture.

The result of the study shows that, peak discharges considered by the

Department of Agriculture were 21.01 m3/s and 10.63 m3/s for cement nala bund and

earthen nala bund, respectively for 10 years of return period. It was found to be too

higher than the peak runoff obtained by using Rational method under hydrological

design of the structure i.e. 3.22 m3/s and 2.53 m3/s, respectively.

Major difference in earthen nala bund was in total height of structure. Height of

existing ENB (5m) was more than height of designed ENB (4 m) and top width of nala

bund (2.1m) less than the top width of designed nala bund (2.3m). Side slopes of

existing nala bund was 2:1 on both sides where as side slopes of desired nala bund was

3:1 on upstream side and 2:1 on downstream side.

Department of Agriculture had considered flow depth 0.82 m for cement nala

bund but designed flow depth was 0.28 m due to this overall dimensions of structure.

So construction cost of cement nala bund and earthen nala bund were found high 37.13

per cent and 29.90 per cent, respectively. In stability analysis, selected and designed

dimensions of nala bunds were found to be safe from stability analysis. The design

74

procedure used by the Department of Agriculture needs to be modified by considering

the hydrological design of bund.

36 1. Title: Roof Water Harvesting for CAET, Dapoli Building 2. Name of the candidate: Ms. Vinny Chacko

3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2013 5. Name of guide/co-guide: Prof dilip MAHALE

6. Abstract: A project entitled “Roofwater Harvesting for College of Agricultural

Engineering and Technology building " was undertaken to study on complete analysis

& designing of the different component of the system. A discussion on the purpose of

rainwater harvesting i.e. storing harvested water in tank after different available way of

filtration utilizing it for various purposes. The roof areas of CAET campus i.e. of Phase-I

and Phase-II were calculated from the structural design of the roof obtained from the

university engineer. The rainfall data of last 30 years were obtained from Meteorological

observatory, Department of Agronomy, Dr.B.S.K.K.V, Dapoli and analysed.

The maximum volumes of runoff produced from the roof areas were calculated.

According to the volume of discharge, the diameter of the conduit were estimated, the

diameter of Phase were estimated as 110mm and Phase-II as 75mm.The transportation

carries the total quantity of water produced from roof and the diameter of the pipe was

estimated as 245mm. The first flush mechanism was used for flushing out the first spell of

rain water from the roof.

The water thus collected needs to be stored in underground tanks. The capacity of

tank was calculated by estimating the total water consumption rate. The total water

required was calculated by estimating the water required for irrigation, landscaping, and

domestic purposes. The water consumption rate from phase-I was 2000 liter per day and

Phase-II was 5000 liter per day.

Following the divisional schedule rates, the cost economics of the above parameters were

estimated, the cost economic includes the cost of conduits, cost of transportation pipe, cost

of first flush, cost of excavation, cost of P.C.C., cost of R.C.C. foundation, cost of footing ,

cost of roof slab and Contingency charges and work charges of 5%.according to the

estimation, the cost of constructing the roof water harvesting system for Phase –I costs Rs

1,050,226.53 and for Phase-II, Rs 1,943,267.53. The benefit cost ratio of the above project

were estimated and payback period the project was estimated as 0.140. The payback period

of the present project was 4 years for the benefit return.

37 1. Title: Estimation of Erodibility at selected Locations in Ratnagiri Districts 2. Name of the candidate: Thoravashe A V

75

3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2013 5. Name of guide/co-guide: Dr S B Nandgude 6. Abstract:


recognized by unique biodiversity. A soil inherent erodibility which is major factor in

erosion prediction and land use planning. It is a complex property dependent on both

its soil physical and chemical properties contribute to soil loss. Soil erosion is

detachment, transportation and deposition of soil particles. Soil erosion is highly

dependent on degree of erodibility of particular soil along with other factors.

Erodibility is susceptibility or vulnerability of soil to get eroded. Soil erodibility is an

important hydrologic property of soil which helps researchers and planners in study of

soil erosion characteristics. The erodibility is influenced by various soil characteristics

mainly soil texture, structure, permeability, organic matter content.

Ratnagiri is confined between Sahyadri Hills at east and Arabian Sea at west

(16.98 N latitude and 73º3’E longitude). The climate in this region is humid with

relative humidity ranging from 55% to as high as 99%. The average annual rainfall is

2938.4 mm and the temp ranges from 22°c to 31.5°c.For the estimation of parameters

like soil texture, soil structure, hydraulic conductivity, permeability erodibility of 45

villages of 9 Tahasils of Ratnagiri district of soil data were collected from District Soil

Testing Laboratory, Ratnagiri. In one of the model “Soil-Plant-Air-Water” (SPAW)

hydraulic conductivity (cm/hr) was obtained from values of Sand (%), silt (%), clay

(%) and organic matter (%). Permeability code was obtained derived based on

hydraulic conductivity of soil (Smith and Browning, 1946). The SPAW computer

model simulates the daily hydrologic budgets of agricultural landscapes (Saxton and

Rawls, 2006). The soil water characteristic equations are valid within a range of soil

textures approximately 0-60% clay content and 0-95% sand content.

The average sand, silt and clay percentage of these 45 villages were 27.14,

33.65 and 31.26 percentage respectively. Textural classes in lateritic soils of these

villages are loamy, clay, silty loam, and sandy loam. The permeability class varied

from 0.25 to 25 cm/hr. The soil erodibility value ranged from 0.1 to 0.54with mean

value of 0.28.

38 1. Title: Rainfall Runoff modeling of Priyadarshimi Watershed using ANN

2. Name of the candidate: Salunke J R 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.)

76


5. Name of guide/co-guide: Prof M H Tharkar

6. Abstract: Soil erosion and sediment deposition are primary causes of adverse impacts to surface

water quality. Eroded soil subsequently becomes sediment creating the potential for

water degradation. Hydrological modeling is a powerful technique of hydrologic system

investigation for both the research hydrologists and the practicing water resources

engineers involved in the planning and development of integrated approach for

management of water resources. Rainfall-runoff models play an important role in water

resource management planning and therefore, different types of models with various

degrees of complexity have been developed for this purpose. The rainfall-runoff

relationship is one of the most complex hydrologic phenomena and it is based on

tremendous spatial and temporal variability of watershed characteristics, precipitation

patterns etc. Therefore other models were not performing well. ANN 1-12-1

architectures can be adopted to estimate runoff from ungauged watershed with rainfall

as input. Controlling the runoff would require a complete assessment of soil erosion and

associated non-point source pollution impacts in the watershed from a long-term

perspective.

39 1. Title: Evaluation of Cement Nala in Malavi Watershed 2. Name of the candidate: Kulkarni P R 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2013

5. Name of guide/co-guide: Mrs S S Nagarkar 6. Abstract:

The present study entitaled “Evaluation of cement nala bund in Malavi

watershed." was undertaken to study the cement nala bund as a water harvesting

structures and by learning the design consideration of cement nala bund to give

appropriate design which will be safe and economically feasible. The water harvesting

structures need to be tested for hydrological, hydraulic and structural design before

execution so as to ensure their proper design. For the evaluation, a cement nala bund

constructed by the Department of Agriculture, Government of Maharashtra in the year

77

2012 at Malavi watershed in Dapoli Tahsil was selected.

The data regarding watershed characteristics for Malavi and the existing

dimensions of the structure were obtained from Taluka Agricultural Officers Office.

The cement nala bund was designed by following standard design procedure that is by

considering hydrological, hydraulic design and structural design for the obtained

watershed characteristics. This design was compared with the nala bund designed by

the Department of Agriculture.

The results of the study revealed that, peak discharge considered by the

Department of Agriculture was 29.513 m3/s which was found to be too higher than the




less same. Agriculture Department has considered flow depth l.4 m but desired flow

depth was 0.42 m so it increased the total height of cement nala bund. Dimensions of

other components viz. total length of bund, bottom width of bund, height of water

cushion, width of water cushion, width of apron, thickness of apron, key wall length,

key wall height, length of wing wall, length of side wall were lesser than existing

structure.

Therefore the cost of construction claimed by the Department of Agriculture

was found to be more by 31.81% than that for the structure designed by considering

hydrological parameters of watershed. All the selected and designed dimensions of nala

bunds were found to be safe from stability analysis. The design procedure used by the

Department of Agriculture needs to be modified by considering the hydrological,

hydraulic and structural design of the nala bunds.

40 1. Title: Evaluation of Earthen Nala in Kangwai Watershed 2. Name of the candidate: Gaikar P S 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2013

5. Name of guide/co-guide: Er. H N Bhange

6. Abstract: Earthen nala bund is water retaining structure constructed across the slope.

The objectives of the present study were to study the earthen nala bund in respect of

design dimensions and to compare and evaluate the design parameters of selected

earthen nala bund with standard design under similar hydrological condition. To

achieve these objectives earthen nala bund constructed at Kangawi watershed of

78

Dapoli Tahsil the Department of Agriculture, Maharashtra State was selected. The

earthen nala bund selected was constructed in the year 2011.

The area of watershed is 45 ha with average slope of about 2.67%. For the

existing and standard design dimensions of earthen nala bund structure there was

difference between standard design and existing design. The depth of existing flood

spillway for the earthen nala bund was found to be more than the desired depth. The

velocities of flow of water trough the design sections of flood spillway were within

safe limit. The cost of construction of existing nala bund was found to be higher

than the cost calculated for the structure, designed by standard design procedure.

The earthen nala bund constructed by considering hydrological and

hydraulic design procedure and structure design was compared with the nala bund

designed by the Department of Agriculture. A major difference in earthen nala bund

was in total height of nala bund. Height of existing earthen nala bund 5.0 m was

more than height of designed nala bund (4.6 m). The top width of nala bund was

found to be 2.47 m in designed nala bund and 1.5 m in existing nala bund. The

bottom width of earthen nala bund was found to be 22.47 m in designed nala bund

and 21.5 m in existing nala bund.

In earthen nala bund the cost of construction of dam computed by

Department of Agriculture was found to be Rs. 1,08,178/- higher than the actual

cost calculated by the standard design procedure. All the selected and designed

dimensions of nala bund were found to be safe from stability analysis. The design

procedure used by the Department of Agriculture needs to be modified by

considering the hydrological, hydraulic and structural design of the nala bund.

41 1. Title: Development of Unit hydrograph for Priyadarshini watershed 2. Name of the candidate: Landge S.J. 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2013 5. Name of guide/co-guide: Prof H N Bhange 6. Abstract:

Man has recognized a relationship between rainfall and runoff since the

beginning of civilization. Only within the last century, however, have hydrologic

principles been developed into a science.

For the design of storm sewers and culverts, the required pipe or culvert

diameter is typically based on based on conveyance capacity for the peak discharge, and

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a hydrograph As a watershed becomes more urbanized, the impact of more impervious

area, decreased potential for infiltration, and loss of natural depression storage will

change the response to rainfall and thus the shape (peak and time base) of the resulting

runoff hydrograph

The runoff could be obtained either from observed data of runoff or rainfall

runoff relationship using regression equations, such unit hydrograph information can be

highly useful for estimating peak rate of runoff, which in turn can be helpful for

designing soil and water conservation structures for planning water resource

development programmes in areas having similar agro climatic conditions. Keeping

these in view, the project was undertaken with the objective to develop the unit

hydrograph for Priyadarshini watershed.

Runoff from the Priyadarshini Watershed was measured at the outlet of

Priyadarshini Watershed. An integrated station was installed at the outlet .First,Analyse

the rainfall data related to the hydrograph and prepare the hyetograph for the storm

period under consideration.Separate the base flow by any of the methods and plot the

resulting hydrograph of the direct runoff.Measure the volume under the hydrograph of

the direct runoff over the depth of the watershed.Divide the ordinate of the direct runoff

hydrograph by its volume compute the unit hydrograph.Runoff was continously

measured at the Priyadarshini watershed through out the observation period. The runoff

was calculated using contracted weir formula with contractions on both ends.

In the month of June runoff depth was 263.88 mm, 169.19 mm in July and 60.10

mm in August were observed. Total runoff depth was 493.17 mm. The percent runoff

was 33.36%.

42 1. Title: Studies on soil binding abilities of various forest plants

1. Name of the candidate: 1. Bhosale S A 2. Patil P N 2. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 3. Year of submission: 2014 4. Name of guide/co-guide: Prof dilip MAHALE 5. Abstract:

In predominately agriculture country like India soil conservation not only

increased crop yield but also prevent further deterioration of land and improves the soil

nutrition value and moisture conservation. Various practices adopted to control soil

erosion but biological measures combined with good soil management practices provide

better influence on detachment and transportation of soil particles in the process of soil

erosion. Roots of crop especially fibrous root system of grasses and plants having tap

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root system or adventitious type of root system keep the soil particles bound together by

their knitting and binding action. They also prevent the soil erosion. Further tap root

system of trees and shrubs grow widely to produce secondary and tertiary roots that

helps in soil binding.

The six plant species taken for conducting soil binding ability. It was observed

Khas and Bamboo having fibrous root system and Adulsa, Karvand, Gliricidia and

Karanj having tap root system. The results indicated that the binding factor of Adulsa,

Karvand, Bamboo, Gliricidia, Karanj and Khas is 194.85 Kg/cm2, 254.79 Kg/cm2,

363.84 Kg/cm2, 223.48 g/cm2, 200.10 Kg/cm2 and 445.41 Kg/cm2 respectively.

From this study, it is concluded that Khas having highest soil binding ability i.e.,

445.41 Kg/cm2 and Adulsa having least soil binding ability i.e., 194.85 Kg/cm2. It is

also studied that among species plant having more binding factor those have good

ability to bind the soil.

43 1. Title: Evaluation of Earthen Nala in Kolbandre Watershed 2. Name of the candidate: 1. Buttepatil S R and 2. Dhuri P K 3. Degree for which the thesis/project report is submitted: B.Tech.

(Agril.Engg.) 4. Year of submission: 2014 5. Name of guide/co-guide: Mrs S S Nagarkar 6. Abstract:

44 1. Title: Evaluation of Cement Nala in Sakurde Watershed

2. Name of the candidate: 1. Jadhav D A 2. Jalgaonkar B R 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2014 5. Name of guide/co-guide: Mrs S S Nagarkar 6. Abstract:

A project entitled “Evaluation of Cement Nala Bund in Sakurde Watershed.”

Was undertaken to study the cement nala bund as a water harvesting structures for its

safety and economic feasibility. The water harvesting structures need to be tested for

hydrological, hydraulic and structural design before execution so as to ensure their

proper design. For the evaluation of cement nala bund constructed in 2011-2012 at

Sakurde watershed in Dapoli Tahsil was selected.

The data regarding watershed characteristics for Sakurde watershed and the

existing dimensions of the structure were obtained from Taluka Agricultural Officers

Office. The dimensions were compared with the nala bund designed by the Department

of Agriculture.

The result of the study revealed that, peak discharge considered by the peak

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department of Agriculture was 22.43 m3/s which was found to be too higher than the




less same. Agricultural Department has considered flow depth 1.45 m but desired flow

depth is 0.63 m therefore the total height of cement nala bund was decreased.

Dimensions of other components viz. bottom width of bund, height of water cushion,

width of water cushion, width of apron, length of side wall were lesser than existing

cement nala bund structure. Key wall height is equal to existing cement nala bund and

length of wing wall is higher than existing cement nala bund.

From the cost analysis it was found that the total cost of construction of the

structure designed by following standard procedure was cement Rs. 2,33,623 /-. While

the total cost claimed by the Department of Agriculture was Rs. 3,13,830/- which is

higher by Rs. 80,207 /- i.e. 25.5 per cent. This increased cost is due to over designed

structure.

The designed structure was found to be safe from stability analysis. The design


the hydrological, hydraulic and structural design of the nala bund.

45 1. Title: Determination of Morphological Characteristics of Morna river Catchment using GIS

2. Name of the candidate: 1. Bowlekar A P 2. Sawant H B 3. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 4. Year of submission: 2014 5. Name of guide/co-guide: Dr S B Nandgude 6. Abstract:

Spatial information technologies, particularly the Geographical Information

Systems (GIS), represent efficient tools in determination of drainage basin

morphometric properties for water resources management and environmental planning.

GIS and a high-resolution Digital Elevation Model (DEM) have been utilized for the

estimation of morphological parameters of Morna river catchment. This was developed

using the Visual Basic for Application (VBA) language based on the Arc objects

technology developed by the Environmental System Research Institute (ESRI). In the

present study geographical information system was used for the determination of the

geomorphological characteristics of the Morna river catchment. Morna river originates

from Atoli of Patan tehsil. This catchment lies in Satara district of Maharashtra state in

western India. The area extends between 17º24’ to 17º50’ N latitude and 73º46’ to 74º0’

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E longitudes. It is about 120 km away from Satara to its west. Several morphometric

parameters have been computed and analyzed viz.; linear aspects such as stream order,

stream number, stream length, mean stream length, stream length ratio; areal aspects

such as drainage density, stream frequency, drainage texture, elongation ratio,

circularity ratio, form factor, constant of channel maintenance; relief aspects such as

relief, relief ratio, relative relief, ruggedness number, length of overland flow. Impacts

ofmorphometric parameters on flash flood characteristics have been also investigated.

Different morphological characteristics of the watershed can be calculated by using the

different mathematical formulae. The results indicated that the catchment area is 132.62

sq. km., perimeter 62.51 km, number of streams are 398 out of which 296 of 1st order,

79 of 2 order, 18 of 3rd order, 4 of 4th order and 1 of 5 th order, mean bifurcation ratio is

4.157, mean stream length for 1st order is 0.953 km, for 2nd order stream is 0.808 km,

for 3 order stream is 1.245 km , for 4th order stream is 1.643 km and for 5th order stream

is 24.25 km, form factor of the watershed was 0.254, circulatory ratio was 0.426,

elongation ratio was 0.54, drainage density of the watershed was 2.81 km/km, constant

of channel maintenance 0.355 km 2/km, drainage texture was 5.71 /km, relief was 505

m, relief ratio was 0.027, relative relief was 0.807, ruggedness number was 1.414 and

the length of the overland flow was 0.177 km2/km. From this study, it is concluded that

GIS is accepted to be powerful geospatial techniques in preparing the drainage map and

understanding the watershed morphometric parameters. The estimated catchment

characteristics may be useful to stimulate hydrological responses to the catchment.

46 1. Title: Delineation of Boundries of various blocks of CES, Wakawali using GIS tools

2. Name of the candidate: 1. Sawant D P, 2. Takabhate N B and 3.Shirtode R B 1. Degree for which the thesis/project report is submitted: B.Tech. (Agril.Engg.) 2. Year of submission: 2014 3. Name of guide/co-guide: Dr S B Nandgude 4. Abstract:

Spatial information technologies (SIT) like remote sensing (RS), geographical

information system (GIS) and global positioning system (GPS) have proved to be

efficient tool in natural resources management and its planning. Geographic

information system (GIS) tool was used to develop an interface (built in macro) within

ArcGIS for the delineation of boundaries watershed. This was developed using the

Visual Basic for Application (VBA) language based on the Arc objects technology

developed by the Environmental System Research institute (ESRI). In the present

study Geographical information system was used for the delineation of boundaries of

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various blocks of Central Experimental Station, Wakawali. This Central Experimental

Station, Wakawali is located in Wakawali village and it is divided in various seven

villages, are Wakawali, Pangari, Tetavali, Sukdar, Gavtale, Rukhi and Asond under

Dr. Balasaheb Sawant Konkan Krishi Vidyapeeth, Dapoli, Dist-Ratnagiri having

17040’14.0” N to 17045’03.8”N latitude and 73010’46.2”E to 73018’14.1” E longitude

with altitude of 203 m above MSL .

The area and perimeter of the Central Experimental Station, Wakawali were

determined by using Geographical Information System. The results indicated that the

total area of CES, Wakawali calculated by GIS is 749.8162 ha and the difference

between area calculated by GIS and actual area is 6.63 %. The total perimeter of CES,

Wakawali calculated by GIS is 28482.0548 m and the difference between perimeter

calculated by GIS and perimeter calculated by manual method is 4.88 %. The total area

of Wakawali block of CES, Wakawali calculated by GIS is 85.8753 ha and the

difference between area calculated by GIS and actual area is 2.83 %. The total

perimeter of Wakawali block CES, Wakawali calculated by GIS is 3285.027 m and the

difference between perimeter calculated by GIS and perimeter calculated by manual

method is 7.92 %. The total area of Pangari block of CES, Wakawali calculated by

GIS is 172.0432 ha and the difference between area calculated by GIS and actual area

is 0.02 %. The total perimeter of Pangari block CES, Wakawali calculated by GIS is

6386.417 m and the difference between perimeter calculated by GIS and perimeter

calculated by manual method is 7.71 %. The total area of Tetavali block of CES,

Wakawali calculated by GIS is 128.638 ha and the difference between area calculated

by GIS and actual area is 2.54 %. The total perimeter of Tetavali block CES,

Wakawali calculated by GIS is 6042.254 m and the difference between perimeter

calculated by GIS and perimeter calculated by manual method is 7.00 %. The total area

of Sukadar block of CES, Wakawali calculated by GIS is 42.0581 ha and the

difference between area calculated by GIS and actual area is 3.37 %. The total

perimeter of Sukadar block CES, Wakawali calculated by GIS is 2255.6656 m and the

difference between perimeter calculated by GIS and perimeter calculated by manual

method is 7.91 %. The total area of Gaotale block of CES, Wakawali calculated by

GIS is 104.5102 ha and the difference between area calculated by GIS and actual area

is 4.870 %. The total perimeter of Gaotale block CES, Wakawali calculated by GIS is

5633.56 m and the difference between perimeter calculated by GIS and perimeter

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calculated by manual method is 9.06 %. The total area of Asond block of CES,

Wakawali calculated by GIS is 78.5678 ha and the difference between area calculated

by GIS and actual area is 4.33 %. The total perimeter of Asond block CES, Wakawali

calculated by GIS is 3050.6682 m and the difference between perimeter calculated by

GIS and perimeter calculated by manual method is 8.25 %. The total area of Rukhi

block of CES, Wakawali calculated by GIS is 138.1236 ha and the difference between

area calculated by GIS and actual area is 7.29 %. The total perimeter of Rukhi block

CES, Wakawali calculated by GIS is 3858.85 m and the difference between perimeter

calculated by GIS and perimeter calculated by manual method is 8.51 %.

From this study, it is concluded that Geographical Information System is

accepted to be powerful geospatial techniques in preparing the boundary map and

understanding the arial parameters.

47 1. Title: Evaluation of check dams in kudawale watershed

2. Name of the candidate: Mr. Ajay Ganpat Date and Mr. Alston Joy Vales


4. Year of submission: 2015 5. Name of guide/co-guide: Prof. dilip MAHALE 6. Abstract:

A project entitled “Evaluation of Check Dams in Kudawale Watershed” was

undertaken to study the water harvesting structures for safety and economic feasibility.

The objectives of present study is to study the check dams in respect of design

dimensions, to check stability of existing structures by using standard procedure and to

estimate the cost of existing check dams with the DSR values. To achieve these

objectives check dams constructed at Kudawale watershed in Dapoli tahsil by the

Kudawale Panchayat, Ratnagiri district, Maharashtra state were selected. The selected

check dams were constructed in year 2014-15.

The water harvesting structures need to be tested for hydrological, hydraulic and

structural design before execution so as to ensure the proper design. Check dams is

water retaining structure constructed across the stream.

The data regarding watershed characteristics and existing dimensions of check

dams were obtained from field visit and Google Earth using GPS Survey.

The structures were designed by experience and knowledge of people and taking

into consideration the existing site conditions, locally available material and work by

the villagers to reduce the cost. These structures were found to be stable in field

condition since last year. Stability analysis of CD1 and CD2 was carried out and both

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the structures found to be hydrologically, hydraulically and structurally safe.

The volume of water impounded on the upstream side of check dams was

computed by using surveying the stream along and across the length. The average

volume of water impounded in CD1 and CD2 is 278.48 m3 and 127.4 m3, respectively.

The peak rate of runoff obtained by using Rational Method of runoff estimation is 4.81

m3/s. The intensity of rainfall is calculated by considering the 25 years return period of

rainfall. The total cost of construction by following DSR rates for Ratnagiri district, for

CD 1 which is 11.9 m long was Rs.82242/- and CD 2 which is 7.85 m long was found

to be Rs. 52212/-

However the farmer could not use stored water for irrigating rabi crops due to

insufficient water availability, but water can be used as a drinking water for animals,

washing of cloths and other domestic purposes and ground water recharge.

48 1. Title: Assessment of water footprint of grape industry: a case study

2. Name of the candidate: Miss. Padwal P. H. and Miss. Raut K. K. 3. Degree for which the thesis/project report is submitted: B.Tech.

(Agril.Engg.) 4. Year of submission: 2015 5. Name of guide/co-guide: Dr. S. B. Nandgude 6. Abstract:

The water footprint is an indicator of use that looks not only at direct water use of a

consumer or producer, but also at the indirect water use. The water footprint can be

regarded as a comprehensive indicator of freshwater resources appropriation, next to

the traditional and restricted measure of water withdrawal. The study was done for

grape industry at Nashik where the export of grapes occurs in large scale. The total

water required by the industry and the water utilized for growing of grape crop was

studied by this project. This industry lies in Mohadi village of Dindori Tehsil of

Nashik district of Maharashtra state in Western India. The area lies between 19º99’ N

Longitude and 73º78’ E Latitude. This area comes under dry zone. This is situated at

an altitude of 660 m above mean sea level.

The results indicated that the Green water footprint of grape crop was 496.53

m3/ton; Blue water footprint was 132.8 m3/ton; Grey water footprint was 51.73 m3/ton

and the total water used in the grape export process was 1.18 m3/ton. Thus the total

water footprint for grape crop was calculated and it was 682.24 m3/ton equals to 682.24

litres/kg of grapes. From this study it was concluded that the Green water footprint for

grape crop was higher than blue and grey water footprints. Hence, it can be concluded

86

that the major water consumed due to evapotranspiration in green water use and the

water required to grow the Grape crop was higher than the water required for Grape

export.

49 1. Title: Study the rainfall runoff relationship using scs-cn method from bench terraces of cashew plot of priyadarshini watershed

2. Name of the candidate: Mr.Laxminarayan Makwana and Ms.Sayali M. Goregaonkar


4. Year of submission: 2015 5. Name of guide/co-guide: Dr. K. D. Gharde

6. Abstract: Water and soil are the most fundamental resources on which people rely for

existence and development. The development of society is determined by its capacity to

use these resources. Some of these resources may in time become exhausted or

deteriorate.

Dapoli is characterised by its hot and humid climate and comes under Konkan

region. Konkan region lies between 15�6’ N to 20�22’ N latitude and 72�39’ E to

73�48’ E longitudes, with altitude of 225 m above MSL. The region comes under

heavy rainfall with average annual rainfall 3500 mm. The ambient temperature 7.5� C

to 38.5�C and relative humidity varies from 55 percent to 99 percent in different

seasons. The region has hilly topography with highly drainable lateritic type soils. Daily

rainfall data was collected from Department of Agronomy, College of Agriculture,

Dapoli for the year 2011 to 2015. The actual runoff was measured from Bench terraces

of cashew plot of Priyadarshini watershed using Automatic water stage level recorder

on Instructional Farm, Department of Soil and Water Conservation Engineering,

College of Agricultural Engineering and Technology, Dapoli. The total area under

study was 2061.60 sq m.

In present study, runoff was estimated by curve number (SCS-CN) method.

However prediction accuracy of this method is strongly related to accurate estimation of

curve number. The curve number was adopted as, 43, 65 80.89 for AMCI, II, III

respectively using this curve number the runoff was computed for year 2011 to 2015.

The runoff estimated for year 2011-12 and 2012-13, by this CN was compared with

observed runoff. The statistical indices werecomputed to check the accuracy in

estimation of runoff by SCS CN method. Coefficient Coefficient (R) of estimated and

observed runoff for years 2011-12 was 0.952 and MAD, CE, EV, MAPE and RMSE

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was 0.86 per cent, 6.35 per cent, -1719.23 per cent, -202.83, 4.32 per cent and 46.34

mm respectively. The Correlation Coefficient (R) of estimated and observed runoff for

years 2011-12 was 0.415 and MAD, CE, EV, MAPE and RMSE was 0.07 per cent, -

813.48 per cent, -47.49 percent, 2.64 per cent and 46.34 mm respectively.The negative

values of CE and EV indicates the overestimated the runoff by SCS CN methods. It is

observed that, the runoff estimated by the SCS CN method from Bench Terraces of

Cashew Plot was overestimated by the model compared to the observed runoff. The

Values of R, RMSE, CE and EV are in acceptable rage to estimate he runoff from

ungauges Bench Terraces of Dapoli region.

50 1. Title: Evaluation of cement and earthen nala bund in ladghar and karde watershed

2. Name of the candidate: Mr. Jagtap P. G. and Mr Pawar A. H. 3. Degree for which the thesis/project report is submitted: B.Tech.

(Agril.Engg.) 4. Year of submission: 2015 5. Name of guide/co-guide: Er. S. S. Nagarkar 6. Abstract:

A project entitled “Evaluation of Cement and Earthen Nala Bund in Ladghar

and Karde Watershed” was undertaken to study the water harvesting structures for

safety and economic feasibility. The objectives of present study were to study the

cement and earthen nala bund in respect of design dimensions and to compare the

design parameters of selected cement and earthen nala bund with standard design under

similar hydrological condition. To achieve these objectives cement and earthen nala

bunds constructed at Ladghar and Karde watershed in Dapoli Tahsil by the Department

of Agriculture, Maharashtra state was selected. The selected cement and earthen nala

bund was constructed in year 2014-15 and 2015-16, respectively.

The data regarding watershed characteristics were obtained from Taluka

Agricultural Office and existing dimensions were obtained from field visit. The design

dimensions were compared with the existing dimensions obtained by Department of

Agriculture.

The area of watershed of cement and earthen nala bund were 150 and 42.30 ha

with average slope of about 2.08% and 2.52 %, respectively. The structure were

designed by following standard design procedure under three phases viz., hydrological

design on which watershed characteristics and location specific rainfall characteristics

were taken into consideration. In next phase i.e. hydraulic design; dimensions of

different components of structure were estimated as per the guideline of Watershed

88

Development, of Agriculture. In the last phase i.e. structural design the designed

structure was tested for stability. The results of study revealed that, peak discharge

considered by the Department of Agriculture of cement and earthen nala bund was

35.41m3/sec and 8.26 m3/s while the peak discharge estimated by using rational

method using location specific parameters were 13.47 m3/sec and 4.087 m3/s,

respectively. The peak discharge considered by DOA was about 3 and 2 times greater

than the actual design discharge. This was the reason which lead to over designed

structure.


less same. Agricultural Department has considered flow depth 1 m but desired flow

depth is 0.627 m so it decreased the total height of cement nala bund. Dimensions of

other components viz. bottom width of bund, thickness of apron, key wall length are

less than existing cement nala bund structure. Key wall height, length of wing wall are

equal to existing cement nala bund

So the cost of construction of the cement nala bund claimed by Department of

Agriculture was also increases than standard design. The total cost of construction of

cement nala bund was Rs. 658203.81/-. While the total cost claimed by the Department

of Agriculture was Rs. 9,98,516/-. The increment in cost were Rs.3,40312.19 /- i.e.

34.08 per cent.

All the selected and designed dimensions of cement nala bunds were found to be

safe from stability analysis. The design procedure used by the Department of

Agriculture needs to be modified by considering the hydrological, hydraulic and

structural design of the nala bund.

A major difference in earthen nala bund was in total height of nala bund. Height

of existing earthen nala bund is about 5 m which was greater than height of designed

nala bund i.e.3.71 m.The top width of nala bund was found to be 1.84 m in designed

nala bund and 1.50 m in existing nala bund. The bottom width of earthen nala bund

was found to be 20.74 m in designed nala bund and 21.50 m in existing nala bund.

Reduction in height of embankment lead to reduction in volume of earthwork. Flatter

base was due to flatter side slope considered for upstream face of dam i.e. 3:1. Greater

base width was found to be useful for keeping the seepage line within the body of dam.

The cost of construction claimed by the Department of Agriculture was Rs.

2,10,097.48/-. The cost estimated for the structure designed by following standard

89

procedure was Rs. 1,24,109.57/- which was less by Rs. 85,987.91/-. Thus, it is possible

to cut down costs by 40.92 per cent without sacrificing the storage capacity and

stability of structure. Therefore it was concluded that the procedure followed by the

Department of Agriculture needs to be modified considering hydrological design.

b. Masters degree : M.Tech ( Soil and Water Conservation Engineering)

1 1. Title: Evaluation of Earthen and Cement Nala Bunda in Selected Watersheds of Dapoli Tahsil

2. Name of the candidate: Mr. A.R. Gattani 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2007 5. Name of guide/co-guide: Prof. D. M. Mahale 6. Abstract:

Two earthen nala bunds constructed by the Department of Agriculture,

Maharashtra State during 2005-2006 situated at the outlets of watershed Pisai and

Shirkhal and two cement nala bunds at watershed Pisai and Ganpatipule were selected

for the study.

Volume of runoff was estimated by using Curve Number method (84,448.8 m3 and

84,981.6 m3) for the weekly maximum rainfall (867.4mm) in 25 years return period for

earthen nala bund ENB1 and ENB2, respectively. The peak rate of runoff (1.72 m3/s and

1.71 m3/s) for the design of earthen nala bunds were computed by using the Rational

method. The dimensions of emergency flood spillway were selected in such a way that

the discharge passing through flood spillway is greater than peak runoff rate. The total

earthwork (1313.85 m3 and 1857m3) for the nala bund was computed to find the total

cost of construction of nala bund.

For design of cement nala bund by using Rational method peak discharge

(11.38 m3/s and 9.10 m3/s) was calculated. The height of cement nala bunds, spillway

position and relative dimensions were calculated by considering hydrological, hydraulic

design and structure design procedure. Peak flood values used for design were more

than the estimated peak flood due to incorrect norm of runoff coefficient.

The earthen nala bunds and cement nala bunds designed by considering

hydrological and hydraulic design procedure and structural design was compared with

the nala bund designed by the Department of Agriculture. Major differences in earthen

nala bund were in total height of nala bund. Height of existing earthen nala bund ENB1

(5.10 m) was more than height of designed nala bund (3.92 m) and top width of existing

nala bund (2.00 m) was less than the top width of designed dam (2.28 m). Similarly for

earthen nala bund ENB2, height (4.80 m) was more than height of designed nala bund

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(3.90m) and top width of existing nala bund (2.00 m) was less than the top width of

designed dam (2.28 m).

Side slope on upstream side of existing earthen nala bund (ENB1) was 2.5:1

and 3:1 for of designed nala bund. Similarly side slope on upstream side of existing

earthen nala bund (ENB2) was 2.5:1 and 3:1 for of designed nala bund. Side slope of

earthen nala bund (ENB1) on downstream side was same in both designs. In case of

earthen nala bund (ENB2), downstream side slope (2:1) was lower than (2.5:1)

designed nala bund.

Most of the designed and existing dimensions of cement nala bunds were

more or less same. Agriculture Department consider flow depth l m but designed flow

depth was 0.51 m so it increases the dimension of nala bund such as total height of

bund, height of water cushion, depth of water cushion, width of water cushion, width of

apron, thickness of apron, length of side wall, creep length.

The cost of construction of all the nala bunds claimed by Department of

Agriculture was found 25.95 to 46.55 per cent more than standard design. All existing

and designed dimensions of nala bunds were found safe in stability analysis. The design


the hydrological, hydraulic and structural design of the nala bunds.

2 1. Title: Simulation of Ground Water Recharge in Priyadarshini Watershed 2. Name of the candidate: Mr. A.R. Gattani 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2008 5. Name of guide/co-guide: Prof. D. M. Mahale

6. Abstract: The work was undertaken to estimate the ground water recharge by water

balance model and to develop the ground water flow model for the Priyadarshini

watershed covering 38.78 ha area. The water balance was estimated by SWIM

computer model available with National Geophysical Research Institute, Hydrabad.

Daily rainfall and pan evaporation data recorded in the study area during 1985-2006

were used as input for this model.

The weighted average soil depth (45 cm) and corresponding water holding

capacity (58 mm ) was the input given to the water balance model. In the observation

period of 22 years, 50 per cent years produced more than average runoff and 50 per

cent years produced less than average runoff. The recharge in the observation period of

22 years 50 per cent years received more than average recharge and 50 per cent years

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received less than average recharge. The average annual evapotranspiration component

in the study was found to be 59 per cent. The results of water balance model study

indicated that both input (rainfall) and output (runoff, recharge, evapotranspiration and

soil moisture) component of water balance equation were exactly matching. Ground

water recharge estimated by the water balance model was used to develop an aquifer

model for the Priyadarshini watershed in addition to estimated ground water

withdrawal through wells (draft) and aquifer parameters estimated by pumping test. In

calibrated run the estimated recharge and draft values were modified and fed to the

visual MODFLOW as an input and solved by using WHS. Comparison of computed

and observed ground water levels in different observations wells indicated the close

matching with an overall SD of 1.2 m.

For transient calibration, the input and output stresses were fed into model in

monthly time span. The specific yield values estimated through the pump test were

assigned to all meshes. The dynamic variation of ground water withdrawals as well as

the ground water recharge was also fed in to the aquifer model. The model was

calibrated from April 2002 to April 2006 for transient calibration through comparison

of computed and observed well hydrographs. The hydrographs of all wells in the basin

showed a close match under normal rainfall years. The flow model gives the values of

aquifer properties i.e. storage coefficient (0.02), hydraulic conductivity (6 m / day) and

recharge (10 %) of annual rainfall with 10 per cent variation between observed and

calculated values. The transmissivity and specific yield of aquifer determined from

pumping test on large diameter dug well was found to be 86. 25 m2 /day and 14.85 per

cent. Average ground water levels in the wells of treated and untreated zone were found

be below ground surface by 5.38 m and 6.99 m, respectively, indicating that the water

table in the treated zone was higher by 1.61 m in the treated zone.

3 1. Title: Dry Spell Analysis for Kharland Management 2. Name of the candidate: Mr. D.U. Patil 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2008 5. Name of guide/co-guide: Prof.D.M. Mahale

6. Abstract:

The rainfall data of 32 years (1975 –2006) of Agro Meteorological Observatory, Khar

Land Research Station, Panvel was analyzed for annual, seasonal, monthly weekly and

pentad periods to evolve rainfall based cropping system for the Kharland with minimum

risk to utilize the rainfall efficiently for increased production. The mean annual rainfall

was worked out as 2854.53 mm. kharif, rabi and summer season receive 2697 mm,

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133.20 mm and 15.4 mm rainfall, respectively. The month of July received highest

average (1010.70 mm) rainfall, followed by August with 765.20 mm, June with 551.5

mm and September with 369.6 mm. October month received average rainfall of 103.9

mm. Remaining months contributed very less rainfall. About 94.03 per cent of total

annual rainfall was received in kharif.

In case of pentads the average pentad rainfall from 32nd to 55th pentad was

recorded within the range of 46.5 mm to 203.1 mm. The 40th pentad has the highest

rain, contributing 203.1 mm and 52nd pentad recorded the lowest rainfall of only 38.3

mm. during the monsoon season.

At 70 % probability level (which is considered as dependable probability for

agriculture), the amount of expected monthly, weekly and pentad rainfall was observed

to be sufficient for agricultural operations of kharif season. The probabilities of the dry

spell which exceeds seven days were observed to be higher in the 26th to 28th SMW and

36th to 39th SMW. Based on soil-crop-climate complex critical dry spell (CDS) for

Kharland was estimated as seven days. The probability of CDS in the 26th to 28th SMW

were 0.14, 0.15, and 0.11 respectively which can be considered as on lesser side in view

of the agricultural planning. It was observed that there were very few CDSs in the

beginning of the monsoon season (23rd and 24th SMW). In the 26th and 27th SMW the

number of CDSs observed were little higher i.e. 5 and 4 respectively during the analysis

period of 32 years which was due to the break after the start of the monsoon season.

During the 28th to 34th SMW the probability of CDSs observed were very less i.e.

11,9,8,4,7,9 and 10 %, respectively. There was again increase in the probability of

CDSs from 35th to 39th SMW i.e. 14,27,34,32 and 54 %, respectively. This also

indicates the start of recession of the monsoon season.

For studying the probability of sequences of dry and wet pentads the stochastic

Morkov chain model was used. This model showed that the probabilities of occurrence

of dry pentads were very low from the 34th to 50th pentads (15th June to 2nd

September). It also indicated the good monsoon during this period. The probability of

wet pentad preceded by wet pentad and the probabilities of two consecutive wet pentads

were very high during the 34th to 50th pentads. During the same period the probability of

three consecutive and four consecutive wet pentads were lower which indicated that dry

pentads are there even during the wettest period of the monsoon season.

As per onset of effective monsoon (OEM) the sowing of paddy for

transplanting and awatani could be started in 33rd pentad (10-14 June). For rohu 37th –

38th pentad would be favorable. For transplanting 37th pentad (30th June- 4th July) could

be favorable as there was high probability ( 70 % )of getting more than 500 mm

accumulated rainfall which facilitates the flushing of salts from the top soil. In all the

methods it was observed that the critical stages ( flowering and grain filling ) of paddy

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mostly coincides with period of CDSs. During these critical stages of the paddy, the

supplementary irrigation could be provided with the on farm reservoirs (OFR). The

crops could be safely harvested in the first or second pentad of the October.

For sustainable farming of Kharland the shallow and rectangular on farm

reservoirs are very essential as it could be used for aquaculture as well as

supplementary irrigation as there is no source of good quality irrigation water.

4 1. Title: Effect of Rainfall Intensity, Raindrop Size and Land Cover on Runoff and

Soil Loss Under Simulated Conditions 2. Name of the candidate: Ms. V. M. Nevase 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2009 5. Name of guide/co-guide: Prof. D. M. Mahale 6. Abstract:

The experiment was carried out at Research Farm, College of Agricultural

Engineering and Technology, Dr.BSKKV, Dapoli. The rainfall simulator was fabricated

by using GI pipes and network of PVC pipes. The size of the rainfall simulator was

2.5m × 2.5m. The net plot size was 2.22m × 2.18m. The sprinkling unit was made up of

40 and 20 mm diameter PVC pipes and 20 mm pipes were pierced at an aperture at

every 20 cm distance with 1.58 mm drill in a zig-zag manner. The runoff plot having 9

per cent uniform longitudinal slope was imposed with four different land cover

treatments i.e. bare soil (M0), paddy straw mulching with application rates of 2 t/ha

(M2), 4 t/ha (M4) and 6 t/ha (M6). The above treatments were subjected to three rainfall

intensities i.e. 50.93 mm/h (I1), 99.26 mm/h (I2) and 148.82 mm/h (I3) for the pressures

0.4, 0.5 and 0.55 kg/cm2, respectively. The uniformity coefficient of simulated rain was

varied from 87 to 94 per cent. The drift losses were 0.82, 1.34 and 1.42 per cent for

50.93 mm/h, 99.26 mm/h and 148.82 mm/h rainfall intensities, respectively. The

average droplet sizes were found to be 2.68, 2.46 and 2.31mm for 50.93 mm/h, 99.26

mm/h and 148.82 mm/h rainfall intensities, respectively. This indicates that average

raindrop size decreases as the rainfall intensity increases.

Effect of rainfall intensities on runoff and soil loss:

For M0, the percent increase in runoff due to change in simulated rainfall

intensity for I1 to I2 and I2 to I3 was observed to be 13.08 and 5.61, respectively (

44.62345.9 += xY , R2=0.95). The soil loss recorded during the experiment was 1.26,

3.77 and 4.84 t/ha for I1, I2 and I3, respectively. The soil loss increased due to change in

I1 to I2 and I2 to I3 was 2.51 and 1.07 t/ha, respectively ( 29.079.1' −= xY , R2=0.95).


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For M6, The percent increase in runoff due to change in simulated rainfall




I1 to I2 and I2 to I3 was 0.08 and 0.13 t/ha, respectively ( 0367.0105.0' += xY , R2=0.98).

The per cent increase in runoff from I2 to I3 was less than I1 to I2 because of

decrease in drop diameter for higher simulated rainfall intensity. This was also true for

soil loss. Both runoff and soil loss were increased with increase in simulated rainfall

intensities.

Effect of land cover on runoff and soil loss:

For I1, the per cent reduction in runoff due to change in land covers from M0 to

M2, M2 to M4 and M4 to M6 was observed to be 1.9, 4.2 and 2.22, respectively (

xeY

04.036.18 −= , R2=0.98). The soil loss decreased due to change in M0 to M2, M2

to M4 and M4 to M6 was 0.8, 0.16 and 0.15 t/ha, respectively (x

eY68.021.2' −

= ,

R2=0.97).



xeY

03.015.43 −= , R2=0.98). The soil loss decreased due to change in M0 to M2,

M2 to M4 and M4 to M6 was 2.57, 0.75 and 0.22 t/ha, respectively (x

eY94.061.8' −

= ,

R2=0.99).



xeY

02.078.66 −= , R2=0.88). The soil loss decreased due to change in M0 to M2,

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M2 to M4 and M4 to M6 was 2.84, 1.16 and 0.48 t/ha, respectively (

xeY

87.041.11' −= , R2=1.00). Therefore, as the rate of application of mulching

increased, the runoff and soil loss were decreased for three simulated rainfall intensities.

The effect of land cover was more in case of lower intensity (I1) and as simulated

rainfall intensity increased, percent reduction in runoff and soil loss was also decreased.

5 1. Title: Analysis of One Day and Extended Days Rainfall for Konkan Region 2. Name of the candidate: Mr. S. S. Idate 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2009 5. Name of guide/co-guide: Prof. D. M. Mahale 6. Abstract:

The study was undertaken with a specific objectives of determining of D-

days total rainfall, compare plotting positions obtained by using Weibull's and

Gringorten's formulae, obtain the relationship between one day and D-days rainfall

totals and fit the probability distributions of D-days rainfall totals in Konkan region of

Maharashtra. For this purpose daily rainfall data of Dapoli, Mulde and Panvel were

used. The analysis was carried out for maximum one day and extended days (up to 6

day) rainfall. Five widely used probability distributions viz., Normal, Log Normal,

Gumbel, Pearson Type-III and Log Pearson Type-III were used for extreme rainfall

events.The plotting positions of annual one day to extended day maximum rainfall

values were obtained by Weibull's and Gringorten's methods. It was observed that the

Weibull's formula satisfies all the five criteria for plotting position for all the three

stations. Hence, the Weibull's formula was found better as compared to the Gringorten's

formula for plotting positions.The relationships between annual maximum values of 1

day and D-days rainfall were found to be Logarithmic in nature (R2 = 0.9362 to

0.9758) for Dapoli and it was found to be Poynomial for Mulde (R2 = 0.9292 to

0.9615) and Panvel (R2 = 0.9724 to 0.9813). Based on statistical test for goodness, the

Pearson Type-III distribution was found as the best fit for observed one day to extended

days maximum rainfall at Dapoli except 4-day rainfall. Gumbel distribution was the

best fit for 4-day maximum rainfall. The Pearson Type-III distribution was found as the

best fit for observed 2-day, 5-day and 6-day annual maximum rainfall. Log Normal

distribution gives the best for the annual maximum one day and 3-day annual maximum

rainfall data whereas, Normal distribution gives the best for the annual maximum 4-day

annual maximum rainfall data for Mulde. Log Normal distribution gives the best for the

annual maximum one day t0 3-day annual maximum rainfall data. Whereas, Pearson

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Type-III distribution gives the best for the annual maximum 4 day to 6-day annual

maximum rainfall data for Panvel.

6 1. Title: Effect of synthetic polymer (SG) on runoff and soil loss in lateritic soil under simulated conditions

2. Name of the candidate: R.B.Nikam 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2012 5. Name of guide/co-guide: Prof. D.M. Mahale 6. Abstract:

A study was conducted at Research Farm of College of Agricultural Engineering

and Technology, Dapoli. A rainfall simulator was designed to produce rain-storms that

have characteristics similar to those of natural rains. It consists of soil plot, runoff

collection unit, simulation unit and water supply system. The rainfall simulator was

constructed by using GI pipes and network of PVC pipes. The rainfall simulator was

2.50 m × 2.50 m in size with height 5 m above the ground. The simulation unit was

made up of 40 mm and 20 mm diameter PVC pipes and 20 mm pipes were drilled with

1.5 mm drill bit at every 20 cm distance in zigzag manner. The rainfall simulator was

enclosed with 250 GSM blue sheets from three sides. The runoff plot was made for two

different land slopes of 9 per cent (S1) and 15 per cent (S2) to check the effect of slope

on runoff and soil loss. The soil plot was sprayed with synthetic polymer (SG) at two

concentrations of 1.75 ml m-2 and 3 ml m-2. The experiment was conducted for two

rainfall intensities viz. 50 mm h-1 (I1) and 100 mm h-1 (I2). The rainfall duration of 30

minutes was maintained for all trials with three replications.

The observations were recorded on physical properties of the soil before starting

the experiment. Raindrop sizes were measured for both intensities by flour pellet

method. The average raindrop sizes obtained with the help of rainfall simulator were

3.39 and 2.63 mm for I1 and I2, respectively. The uniformity coefficients of rainfall

simulator was 81.67 and 89.37 with skirting which shows the uniform pattern of

simulated rain for I1 and I2, respectively. Drift losses were calculated by placing catch-

cans along the side walls in order to collect drifted rain drops. The drift losses of

rainfall simulator were 1.08 and 2.38 per cent for I1 and I2, respectively.

The per cent decrease in runoff was 7.21 and 12.18 and per cent decrease in soil

loss was 18.60 and 39.53 due to change in application rate of synthetic polymer (SG)

from 0 to 1.75 and 0 to 3 ml m-2, respectively at rainfall intensity I1 and slope S1. At

rainfall intensity I1 and slope S2, 12.23 and 28.87 per cent decrease in runoff and 39.24

and 55.69 per cent decrease in soil loss was observed due to change in application rate

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from 0 to 1.75 and 0 to 3 ml m-2, respectively.

Due to change in application rate from 0 to 1.75 and 0 to 3 ml m-2, the per cent

decrease in runoff was 8.63 and 21.97 and per cent decrease in soil loss was 28.50 and

49.06, respectively at I2 and slope S1. The per cent decrease in runoff was 5.7 and 28.27

and per cent decrease in soil loss was 28.57 and 55.78 due to change in application rate

from 0 to 1.75 and 0 to 3 ml m-2, respectively at rainfall intensity I2 and slope S2. As

concentration of synthetic polymer (SG) increases, runoff and soil loss decreases for

both rainfall intensities. The reduction in soil loss is more as compared with runoff for

both concentrations of synthetic polymer (SG).

The soil samples from the trials were tested for physico-chemical properties of

soil. The per cent decrease in bulk density due to application of soil conditioner in

relation to the control was 9.5 and 10.19 for 1.75 and 3 ml m-2 application rate of

synthetic polymer (SG), respectively. The per cent reduction in particle density was 4.4

and 9.22 over the control treatment for 1.75 and 3 ml m-2 concentration of synthetic

polymer (SG). The increases in void ratio over the control treatment for respective

concentration were 14.77 and 15.85 per cent. The increases in porosity over control

treatment were 4.81 and 5.12 per cent, respectively. The pH and electrical conductivity

values of soil sample were 5.83 and 0.166 dS m-1. It was near about same before and

after application of synthetic polymer (SG).

7 1. Title: Study of rainfall runoff relationship using SCS-CN and ANN models for bench terraces

2. Name of the candidate: G. M. Mehendale 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2012 5. Name of guide/co-guide: Er.K.D. Gharde 6. Abstract:

In the present study, runoff was estimated by curve number (SCS-CN) and

artificial neural network (ANN) model. However, prediction accuracy of this method is

strongly related to accurate estimation of curve number. Daily data of one year was

analyzed for the estimation of AMCs and each rainfall depth was divided into storm

wise. The Curve number was estimated by using lognormal distribution method (LND),

least square method (LSM) and asymptotic method (AM). The estimated curve numbers

by all these methods were 80.89, 81.88 and 46.00 for AMCIII. Runoff estimated by

using these CN was compared with observed runoff and the runoff computed by using

selected table CN. The statistical evaluation was made to compare observed and

computed runoff from bench terraces. Mean absolute relative errors (MARE) between

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observed runoff and estimated runoff by lognormal distribution method, least square

method and asymptotic method were -1.38, - 1.09 and - 0.35, respectively. Root Mean

Square error (RMSE) estimated for estimated runoff by LND method, LSM and AM

and observed runoff were 46.35, 40.62 and 10.28 per cent respectively. The coefficient

of regression (COR) between the estimated runoff by LND method, LSM and AM and

observed runoff were observed 0.95, 0.97 and 0.61 per cent respectively.

The estimated runoff by ANN model, neural network toolbox in Matlab 7.9 was

used. In ANN input data was divided in three segments 60%, 20%, 20% for training,

validation and testing respectively. Five artificial neural network architectures with

varying in epochs and hidden layers were used for estimating runoff from observed

rainfall data. ANN with 1-1-1 architecture is found to be accurate which gives per cent

mean square value as 14.7, 4.12 and 3.9 for training, validation and testing which was

less as compare to other structures.

The runoff estimated by using CN of LSM and 1-1-1 ANN architecture. The

values of RMSE for ANN and SCS-CN model were 3.25 and 40.62 respectively. The

statistical performance of both methods was compared to find out the model which

performs best for runoff estimation from bench terraces. COR between ANN and SCS-

CN was 0.95 and 0.97 respectively. Similarly values of MARE and RASRE found to be

0.04 and -1.09, 0.31 and 1.88 for ANN and SCS-CN respectively. The performance of

ANN for estimating runoff from bench terraces was found good. Hence, ANN model

can be used for estimation of runoff from bench terraces.

8 1. Title: Soil erosion modeling of an agricultural watershed using GIS 2. Name of the candidate: S.S. Shinde 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2012 5. Name of guide/co-guide: Prof.D. M. Mahale 6. Abstract:

The Krishna- Urmodi river (KU) watershed is located 17°30' N to 17°45' N

latitude and 73°45' E to 74°00' E longitude. It is 43,719 ha area comprises of 70 villages

comprised under 72 micro watersheds. Geomorphological characteristics of watershed

were determined and Universal Soil Loss Equation (USLE) model was used to predict

soil loss from the Krishna- Urmodi river catchment of Maharashtra, India. Geographic

Information System (GIS) was applied to prepare drainage network and various layers

of USLE parameters which interactively estimate soil erosion at micro watershed level

of KU watershed. From the stream network of KU watershed, it was observed that there

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is decrease in stream frequency as the stream order increases. The maximum number of

the first order streams shows that the basin was subjected to erosion.The value of form

factor and circulatory ratio suggested elongated type of watershed. Elongation ratio

indicated that watershed has high relief and steep slope.

Average annual soil loss was estimated with the help of average annual R factor

obtained from 20 years rainfall data, K, LS, C and P. Average annual erosivity values

were 1543.36, 1344.10, 1308.88, 1305.85 and 1301.65 for Sandwali, Parali, Nagthane,

Apshinge and Jawalwadi stations, respectively. Soil erodibility factor for different

micro watershed was found in the range of 0.014 to 0.046. The values of LS factor for

micro watersheds were in the range of 1.432 to 10.233. Crop management factor (C)

values for KU watershed were ranging from 0.004 to 0.297. Conservation practice

factor was considered 1 before recommendation of soil and water conservation

measures and used to estimate soil loss.

Average annual soil loss from the KU watershed was 27.02t/ha/yr before

recommendation of soil and water conservation measures. Area under slight erosion

class was found to be 685.821ha (1.57%), moderate erosion class was 18,911.007 ha

(43.26%), high erosion class was 18,157.921 ha (41.53%), very high erosion class was

5,358.38 ha (12.26%), and severe erosion class was 606.378ha (1.39%). Identification

and prioritization of micro watershed was carried out to recommend various soil and

water conservation measures.

Recommended agronomic measures were contour farming, strip cropping and

mechanical measures as broad base terracing, bench terracing, graded bunding, contour

trenching to reduce the slope length, protect the land from degradation and help to

control the erosion from the watershed.

After recommendation of location specific measures conservation practice factor

(P) would range between 0.030 to 0.68. Average annual soil loss from KU watershed

would reduced to 7.10t/ha/yr after recommendation of soil and water conservation

measures. Thus soil loss was reduced by 19.92t/ha/yr (73.70%). Area under slight

erosion class was 36660.126 ha (83.85%), under moderate erosion class was 5478.86 ha

(12.55%) and under high erosion class was1580.521 ha (3.61%). Thus USLE model can

be effectively used for estimation of soil loss and planning of soil and water

conservation measures in the watershed.

9 1. Title: estimation of runoff and soil erosion from watershed using remote sensing and GIS

100

2. Name of the candidate: V.V. Deshmukh 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2012 5. Name of guide/co-guide: Er.H.N.Bhange 6. Abstract:

Remote sensing data and GIS techniques have been used to compute runoff and

soil erosion from the SA-13 watershed occupying an area of 213 km2, which is 14.48

percent of the total geographical area of the Ashti tahsil and 2 percent of the Beed

district. The runoff volume of the SA-13 watershed is calculated by SCS Curve Number

method and soil erosion is calculated by Revised Universal Soil Loss Equation using

Remote sensing and GIS techniques.

Information obtained using remote sensing techniques can help decision makers

to prepare resource map accurately in less time and cost. GIS, on other hand, helps in

linking those maps with other information related to geographic location and helps

modelling, analysing and solving complex problems.

While determining the results the data sets such as IRS P-6 LISS III (23.5 m

resolution) satellite image, 1:50000 standard topographic map, SRTM DEM (90 m

resolution), soil map on 1:500000 scale, Administrative Boundary maps, Slope map,

Land Use Land Cover map and meteorological data based rainfall maps were the main

inputs for this study.

Using ERDAS Imagine 9.1 software, IRS P-6 LISS III image is classified by

using digital image techniques for extracting Land Use and Land Cover and integrated

into Arc GIS 9.2 with hydrological soil map. Soil Conservation Curve Number method

is used to determine Curve Numbers and runoff volume distribution of the basin area.

Annual spatial soil loss estimation was computed using the Revised Universal Soil Loss

Equation model (Renard et al., 1997) in conjunction with remote sensing data and GIS

techniques.

The results of the present study show that the average rainfall for the year 2005

in the SA-13 watershed was 406.50 mm whereas average annual runoff was 96.07 mm,

amounting 23.63 percent of the total rainfall received. Also, the result of the analysis

about soil erosion revealed that the average annual soil loss of the SA-13 watershed is

8.2 tons/ha/year. Soil erosion in the present study is in moderate erosion risk class.

10 1. Title: Study of water harvesting potential of Morna river catchment using RS and GIS

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2. Name of the candidate: Ms Chavan P. B. 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2014 5. Name of guide/co-guide: Prof dilip MAHALE 6. Abstract:

In the present study, potential sites for construction of rainwater harvesting

structures and water harvesting potential of the Morna river catchment of Satara

District, Maharashtra, India have been identified by using remote sensing and GIS

techniques. Various thematic maps such as Land use/Land cover, stream order, slope

etc. were prepared using remote sensing application. After that runoff potential and

runoff coefficient maps were prepared with the help of combined land use land cover

and HSG map in ArcGIS 10 environment, SCS-CN method was adopted to do so. Daily

rainfall data was used for determination of runoff coefficient. Runoff coefficient and

slope map were then assigned a weightage and each class or unit in these maps were

assigned a knowledge based ranking of one to ten depending on its significance in

storage and transmittance of groundwater. These rank values were multiplied with layer

weightage to form score. Water harvesting potential map was prepared using this score.

Suitable zones for the construction of different water conservation measures in the

study area were identified. To do this, suitability criteria was developed according to

field situations for slope, soil, drainage network and rainfall. After that, these layers

along with geology and drainage were integrated using GIS techniques to derive

suitable water harvesting sites. The final map showing different categories of suitability

sites for water harvesting structures such as Check dams, percolation ponds, farm

ponds, Contour bunding, and Contour trenching have been suggested.

For entire study area, 149 suitable sites for various water harvesting structures

were identified. Best suitable sites for check dam construction have been distributed all

over the study area, while sites suitable for percolation pond found more towards the

north east part of watershed. Sites suitable for contour bunding and trenching were

found near to the boundary of watershed. One of the important criteria in selecting sites

suitable for farm ponds was that land use should be agriculture with logic that farm

ponds are suitable for providing supplementary irrigation to the crops. We have got 28

best suitable sites for check dam, 27 suitable locations for farm pond, 35 for percolation

pond, 30 for contour bunding and 29 for contour trenching. Water harvesting potential

map was prepared for microwatersheds of study area. Results showed that maximum

area comes under high water harvesting potential category.

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11 1. Title: Stream flow forecasting of Savitri river by using ARIMA model

2. Name of the candidate: Dhiraj Dhanaji Ahire

3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2014

5. Name of guide/co-guide: Dr.S.B.Nandgude

6. Abstract: In India water resources are abundant but the proper utilization of water is not so good.

The water and its application in agriculture and other soil practices is more useful.

Irrigation projects, which receive water from reservoir, can be challenging to manage

since annual fluctuations in runoff from the reservoir’s catchment can have

considerable impact on the irrigation management strategy. Hence, it is essential to

forecast reservoir inflow for proper planning and management of reservoir based

irrigation projects. Konkan region of Maharashtra is bestowed with abundance of

natural resources. However undulating topography of Sahyadri ranges makes this

region vulnerable. This about 30,000 km2 of region is having 22 west flowing rivers

which drain to Arebian Sea. Although the rainfall is very high (average annual rainfall

2800mm) water reaches to sea very fast due to steep slope. This also leads to flash

floods in lower reaches of river causing heavy damage to life, property and natural

resources every year. Early warning about these flash floods can save the life and

resources upto large extent. Forecasting models based on historical data can aid the

administrator in their efforts.

Irrigation projects, which receive water from reservoir’s catchment, can be

challenging to manage since annual fluctuation in runoff strategy. Hence, it is essential

to forecast reservoir inflow for proper planning and management of reservoir based

irrigation projects.

This study focused on the application of ARIMA models for monthly stream

flow forecasting of Savitri River Streamflow using Gen-Stat package. First according to

the Bayesian Information Criteria (BIC), Akaike Information Criterion (AIC) and many

other statistical parameters, suitable ARIMA models were selected for stream flow

forecasting. Here eighteen Models were suitable for monthly streamflow forecasting. It

is concluded that the selected models can be used for forecasting mean stream flow to

Savitri River with reasonable accuracy But for the forecasting of the streamflow

ARIMA (1,1,1) (1,1,1) model is ‘good fit’. The AIC Value of this model is 779.764 and

the BIC value is 789.762. The R-squared value is 0.9459, and the RMSE value is 28.60,

the standard error of this model is 0.00738. The all parameter values are shows that this

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model is ‘good fit ‘for forecasting the streamflow of Savitri River.

12 1. Title: Event based rainfall runoff simulation using HEC-HMS model 2. Name of the candidate: Mr. Jayabhaye P. U. 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2014

5. Name of guide/co-guide: Prof dilip MAHALE

6. Abstract: Flood is a natural demolishing phenomenon, forecast of which is of high

importance. Estimation of rainfall-runoff and flood is a difficult task due to influence of

different factors. So estimation of surface runoff in a watershed based on the rate of

received precipitation and quantifying discharge at outlet is important in hydrologic

studies. Improper estimation of runoff in basins causes some problems in optimum

management of water resources and reservoir dams. Therefore, simulation of rainfall-

runoff is a proper solution for runoff estimation.

Considering all these facts, the present study was carried out with the specific

objectives. So for fulfillment of the objectives, HEC-HMS hydrological model version

3.5 was used to simulate rainfall-runoff process in Priyadarshini watershed located in

C.A.E.T. campus of Dr B.S.K.K.V. Dapoli, which is located at 17045’N and 73020’E.

The total area of watershed is 50.29 ha

HEC-HMS is used for the simulation of stream flow from the Priyadarshini

watershed. The rainfall runoff data was collected for three years 2008, 2010 and 2013

and fifteen rainfall-runoff events were selected randomly for the study, out of these ten

was selected for the calibration and the rest of five events were selected for validation.

By using these event data Clark’s unit hydrograph parameters (Time of concentration

(Tc) and Storage coefficient, (R) and SCS curve number model parameters (Curve

number, CN and initial abstraction, Ia) are calibrated as Tc = 0.261 hr, R = 0.020 hr,

CN = 62.19 and Ia = 25.76 mm, respectively. The base flow parameters i.e. recession

constant (Rc), initial base flow (Qo), and threshold flow (Qt) in exponential recession

model were calibrated as Rc = 0.690, Qo = 0.018 m3/sec, and Qt = 0.121 m3/sec

respectively. Total surface runoff hydrographs were computed for these rainfall-runoff

events using Clark’s unit hydrograph model which were compared with the observed

hydrographs. The surface runoff hydrographs thus computed using the Clark’s UH and

SCS curve number model were compared employing error functions viz. sum of

absolute errors, sum of squared residuals, percentage error in peak, peak weighted root

mean square error, root mean square error, percentage change in peak discharge and

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percentage change in outflow volume.

Rainfall-runoff simulation results show that there is clear difference between

observed and simulated peak flows. Therefore, model calibration with optimization

method and sensitivity error analysis has been done. Model validation using optimized

parameter values showed reasonable difference in peak discharge and outflow volume.

Finely it is concluded that calibrated model performs satisfactorily in Priyadarshini

watershed.

Comparison of the computed peak discharge and outflow volume using Clark’s

UH model, SCS curve number model, Exponential recession model and Muskingum

model shows that in spite of limited data availability, the HEC-HMS model prove to be

good for runoff estimation.

13 1. Title: Estimation of Erodibilty by selected locations in Konkan region 2. Name of the candidate: Ms. S. M. Thawkar 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2014

5. Name of guide/co-guide: Dr.S. B. Nanadgude

6. Abstract: A soil erodibility, which is major factor in erosion prediction and land-use

planning, is a complex property dependent on capacity to resist detachment and

transport by rainfall and runoff. Erodibility is the susceptibility and vulnerability of soil

to get eroded and have importance in soil erosion prediction and its control. The data

required for erodibility estimation about soil properties is not easily available in the

Konkan region. So it is necessary to determine the erodibility based on available data

with the help of advanced modeling tools. Soil-Plant-Air-Water (SPAW) model is

considered one of the accurate models in determining soil characteristics from easily

available data. It is therefore consider useful and essential to use SPAW model for

determination of erodibility at various locations in Konkan region in the present study.

Present investigation was carried out in the very high rainfall lateritic zone

(VRL) and very high rainfall non-lateritic zone (VRN) of Konkan region. Soil

properties data of 210 villages from 45 tahsils/block of four districts in Konkan region

were collected. Lateritic soils are found in whole Sindhudurg and Ratnagiri districts

(South Konkan) and non-lateratic soils are found in northern part i.e Raigad and Thane

district. The physico-chemical properties of soil, calibration and validation of SPAW

model, hydraulic conductivity estimation, permeability determination, structural

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analysis, erodibility estimation and generation of soil erodibility maps using Arc GIS

9.3 were performed.

Majority of soils in Sindhudurg district were sandy clay loam type and Ratnagiri

district were loam type of South Konkan region. Raigad district soils were sandy loam

type and Thane district soils were sandy clay loam type of North Konkan region. The

average organic carbon of soils in Sindhudurg district were 1.44 per cent. In soils of

Ratnagiri district average organic carbon were 1.38 per cent. Average organic carbon in

Raigad district soils were 1.76 per cent. In soils of Thane district average organic

carbon were 1.33 per cent. It was observed that organic carbon increased with

decreasing clay content. The organic matter (OM) content of soils were estimated from

organic carbon. The average organic matter of soils in Sindhudurg district were 2.47

per cent. In soils of Ratnagiri district average organic matter were 2.37 per cent.

Average organic matter in Raigad district soils were 3.03 per cent. In soils of Thane

district average organic matter were 1.97 per cent.

Hydraulic conductivity of soils were determined by using the SPAW model. It

was found that hydraulic conductivity was nearly same in the four districts of Konkan

region. The permeability of soils of 210 villages of Konkan region were obtained from

hydraulic conductivity of soils. The permeability class varied within moderate to rapid

class and moderate class and accordingly permeability codes were assigned as 2 and 1,

respectively. Structural analysis was carried out based on textural data. Soils of Konkan

region falls under the class fine granular and moderate with structure code 2 and 3,

respectively.

The erodibility factor (K) of soils varied between 0.12 to 0.41, 0.26 to 0.48, 0.24

to 0.64 and 0.11 to 0.51 for Sindhudurg, Ratnagiri, Raigad and Thane districts,

respectively. Average erodibility factors are 0.32, 0.36, 0.40 and 0.30 for Sindhudurg,

Ratnagiri, Raigad and Thane districts, respectively. The overall erodibility of Konkan

region varied between 0.11 to 0.64 with mean value of 0.35. It was observed that

erodibility has increased with decreasing clay content of soils.

Soil erodibility maps showed that majority of region on steep slopes are having

high erodibility factors as clay content of these soils was less. These erodibility maps

will be helpful for better performance of erosion prediction models in Konkan region.

14 1. Title: DEVELOPMENT OF GEOMORPHOLOGICAL INSTANTANEOUS UNIT HYDROGRAPH for MORNA RIVER CATCHMENT

2. Name of the candidate: Ujjwala Maruti Dandekar

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3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2015

5. Name of guide: Prof. D. M. Mahale

6. Abstract:

Geomorphological characteristics can be treated as signatures of hydrological

response. Geomorphological Instantaneous Unit Hydrograph (GIUH) is of utmost use

in planning flood flow management programs on a broad scale in the absence of

hydrological data. In this study geomorphological characteristics of catchment were

related with the basic characteristics of the IUH through the concept of

Geomorphological Instantaneous Unit Hydrograph (GIUH). The purpose of study was

to address the problem of prediction of runoff in ungauged catchments. GIUH based

Nash model, has been used in study.

Morna River catchment was selected as study area for the present research.

Morna is tributary of Koyna River, which is one of the major tributaries of river

Krishna. It originates from Atoli of Patan tehsil. This catchment lies in Satara district of

Maharashtra state in western India. The area extends between 17º24’ to 17º50’ N

Latitude and 73º46’ to 74º0’ E Longitudes. It is about 120 km away from Satara city to

its west.

The Geomorphological characteristics including Horton’s ratios of the

catchments were extracted from Digital Elevation Model (DEM) using RS data and GIS

software called ArcGIS 10.2. The morphometric parameters considered for analysis

includes the linear, areal and relief aspect of the basin. The Morna basin covers an area

of 132.85 sq. km and was 5th order drainage. The mean bifurcation ratio was 4.17

indicating basin is largely controlled by structures. The basin has high drainage density

of 2.81 per km2 and is elongated in shape. The length of overland flow value of basin

was 0.177, indicating high relief. Bifurcation ratio, Stream length ratio and stream area

ratio of Morna basin were 4.17, 2.67 and 3.29 respectively. These values further used

for estimation of shape and scale parameters of Morna river catchment.

Fifty rainfall-runoff events were selected from available rainfall-runoff data

based on standard criteria for storm selection. The hydrograph for outlet runoff was

derived for each event. The Nash parameters were determined. The value of shape

parameter (n) was 4.22. Scale parameter (K) changed accordingly rainfall-runoff event.

Scale parameter ranged from 0.320 to 2. These values depend on velocity of stream,

which ranged between 1.33 to 6.95 m/s. The peak discharge varied from 7.79 to 79.75

m3/s. The performance of the GIUH model were evaluated using the error functions,

namely efficiency, absolute average error, root mean square error, average error in

volume, percentage error in peak, percentage error in time to peak. The performance

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indicators were in very high to high level of acceptable range.

GIUH based Nash model has adequately simulate the shape of the unit

hydrographs. It was found that model was better in simulating the time to peak as well

as the shape of the unit hydrographs. So, it is concluded that GIUH based model can be

used for similar kind of ungauged watersheds for predicting stream flow upto 15 hrs in

advance of actual flood

15 1. Title: Development of rainfall-runoff model using ANN for a Priyadarshini

watershed 2. Name of the candidate: Mr.S. A. Kothe 3. Degree for which the thesis/project report is submitted: M.Tech. 4. Year of submission: 2015

5. Name of guide: Dr.B.L. Ayare

6. Abstract:

An Artificial neural network is massively parallel distributed information processing

system that has certain characteristics resembling biological neural network of human

being. ANN models have been used successfully to model complex non-linear input-

output relationships in an extremely interdisciplinary field. ANN have been used for

modelling comples hydrological process, such as rainfall-runoff and have been shown

to be one of the most promising tools in Hydrology. Hydrological modeling is a

powerful technique of hydrological system investigation for both the research

hydrologists and the practicing water resouces engineers involved in the planning and

development of integrated approach for management of water resources. In this

project, the observed rainfall and runoff data of four years (2010, 2011, 2013 and

2014) were used as input data for study. In ANN, input data was divided in three

segments 70 %, 15 % and 15 % for training, validation and testing purpose

respectively. Rainfall–runoff models play an important role in water resource

management planning. Total 70 numbers of different types of models with various

degrees of complexity have been developed for this purpose. The output from ANN

was statistically tested with statistical parameters, i.e. root mean square error, mean

absolute error, coefficient of determination and correlation. The models with single

input were not performing well. Total 10 best suitable architectures selected from the

70 model architecture which were studied. The 10 best suitable architecture were 1-

18-1, 1-22-1, 1-32-1, 1-34-1, 1-35-1, 1-40-1, 1-41-1, 1-45-1, 1-48-1, 1-65-1. ANN

with 1-48-1 architecture is found to be most suitable which gives 13.46, 472.069,

0.837 and 0.9188 values for RMSE, MAE, Coefficient of determination and

correlation respectively. ANN 1-48-1 architecture can be adopted to estimate runoff

from ungauged watershed with that day rainfall as single input. The result of this

project has shown that with combination of computational efficiency measures and

ability of input parameters describes the physical behavior of hydro-climatologic

variables. Improvement of the models predictability is possible in ANN environment

with improved structures of more input, more hidden layer and hidden neurons.

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9. EXTENSION ACTIVITIES: a. Training programmes organized: 1. 1. Title: Soil and Water Conservation

2. Sponsorer: ICAR, New Delhi

3.Date: 9th to 11th March 2010

4. Duration: 3 days 5. No. of participants: 7 (Subject Matter Specialists of Krishi Vidyan Kendra) 6. Special feature: Nil

Plate: 13: training on Soil and Water Conservation

2. 1. Title: Sustainable Watershed Development 2. Sponsorer: ICAR, New Delhi

3.Date: 5th to 7th March, 2012.

4. Duration: 3 days 5. No. of participants: 5(Subject Matter Specialists of Krishi Vidyan Kendra)

3 One Day Workshop:

1. Title: ‘ maRd va jala saMQaarNaacyaa navyaa idSaa’ 2. Sponsorer: Farmers Participatory Action Research Project, Part-II. Ministry of Water

Recourses, Government of India, New Delhi 3. Date: 26th March 2012 4. Duration: 1 day 5. Details of participants:

Sr. No. Particulars No.

1. Farmers 46

2. Governments Officers 62 3. Extension Workers 58 4. others 25

Total 191

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Plate: 14: One day workshop organized on 26.03.2012 4 1. Title: Jagar Jalasandharanacha

2. Details: d%tk gaava yaaojanaoAMtga-t 3. Date: 23.10.2012 4. Duration: One day 5. Participants: 207 ( Farmers and Villagers)

Plate: 15: Training programme at adopted village ‘Ladghar’ 5 One day workshop for farmers:

1. RKVY project “Innovative Water Resources Development for enhancing Agricultural Productivity”

2. Date: 18.03.2015 3. Title: “ Water Management for Vegetable Crops” 4. Location: Devkhol Wadi, Kudawale, Tal: Dapoli 5. Number of participants: 90 (farmers and villagers)

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Plate: 16 One day workshop under RKVY project

b. Seminar/Symposia/Conference/ Workshop organized): Nil

c. Farmer Melawa organized: Nil

d. Radio/TV talks delivered by staff members of the Department/Section:

1. Radio Talk: Prof. Dilip Mahale: Importance of Farm Ponds All India Radio, Ratnagiri, 2005

2. Prof. dilip MAHALE, Professor and Head delivered T.V. programme on “Water conservation through people’s participation” March, 2008

3. Radio Talk: Prof. Dilip Mahale: Concept of Watershed and Peoples Participation at All India Radio, Ratnagiri on 2.11.11

4. Prof. D.M. Mahale: Farm pond: Blessing for Konkan Region. Website: www.bharat4india.com on 11.02.2013

5. Prof. D.M. Mahale; Professor and Head and Dr.V.V. Aware: Coconut Climber: website: www.bharat4india.com on 14.03.2013

6. Prof. D.M. Mahale; Professor and Head, Water Resources Problem of Konkan Region, website: www.bharat4india.com on 11.02.2013

7. Radio talk on “Watershed Development” Community F.M.Radio Centre, Sharada Krishi Vahini, Baramati, 29.07.2011

8. Radio talk on “Importance of Soil and Water Conservation” Community F.M.Radio Centre, Sharada Krishi Vahini, Baramati, 18.07.2012

9. Radio talk on” Repairs of Soil and Water Conservation measures in Watershed ” All India Radio, 23.04.2013

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e. Farmer Scientists forum: Nil f. Other extension activities: Konkan Viajay Baandharas are constructed during each

year under Water Conservation Campaign. g. Details of Publications:

BOOKS

1. Prof.D.M. Mahale

a. Marathi Books:

1. Fruit Processing : 2001 2. Soil and Water Conservation Measures :2006 b. English Books: 1. Question Bank Agril. Engineering: 2002 2. Question Bank Agril. Engineering (Revised Edition): 2002 3. Glossary: Irrigation, Drainage, Hydrology and WS Management: 2003 4. Drip Irrigation System: Clogging & Its Prevention: 2003 5. Integrated Water Resources Planning and Management : 2004 6. Ground Water Quality and Environment, One Chapter : 2008 2. Dr. S.B. Nandgude

7. Mahale D. M., Thokal R. T., Nandgude, S. B., Gharde K. D., Bhange H. N. Marathi book on "Shashvat Panlot Vikasasathi Mruda Va Jalsandharanache Upachar",2006.

8. Nandgude, S. B. Agricultural Engineering Question Bank, (contributory author for the book)Jain Publishers, New Delhi.2004

9. Nandgude S.B. Agricultural Engineering Formulae, (contributory author for the book) Vishwalila , Khed 2003

3. Er.K.D. Gharde Books:

1. Gharde K D Agricultural Engineering Question Bank, (contributory author for the book)Jain Publishers, New Delhi.2004

2. Reddey K S,Gharde K D,Varshney A C Performance Evaluation of Foot Valves Central Institute of Agricultural Engineering, Bhopal (MP) 2003

3. Reddey K S,Gharde K D,Singh R M. Design of Centrifugal Pumping System, Book Chapter for Agricultural Machinery Design. Central Institute of Agricultural Engineering, Bhopal (MP) 2003

4. Reddey K S, Singh R M ,Gharde K D, Nandey S. Design of Pressurized Irrigation System “Book Chapter for Agricultural Machinery /Design Central Institute of Agricultural Engineering, Bhopal (MP) 2003.

FOLDERS 1. Konkan Vijay Bandhara

2. Soil and Water Conservation Measures 3. Lined farm pond

SOUVENIER 1. Souvenir of one day workshop held on 26.03.2012 on “ New Directions of Water

Conservation TRAINING MANNUAL: 1. Training manual for training organized by the Department on “Soil and Water

Conservation” 2. Training manual for training organized by the Department on “Sustainable

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Watershed Development” FUL LENGTH RESEARCH PAPERS:

1 Nandgude, S. B., Kambale, A., Shinde, S., Mahale, D. M., Shinde, V.,( 2014).

Soil erodibility estimation for soil conservation in Dapoli region of

Maharashtra. Trends in Biosciences, A Monthly International Journal, Vol-7

No-3.

2 Nandgude, S. B., Salunkhe, J., Shinde, S., Mahale, D. M., Shinde, V., (2014).

Rainfall-runoff modeling of small watershed in Konkan region using artificial

neural network. Trends in Biosciences, A Monthly International Journal, Vol-7

No-3.

3 Nandgude, S. B., Ahire, D. D., Mahale, D. M., Shinde, V. T., (2014). Flood

forecasting of west flowing river in Sahydri ranges using probalistic model.

Trends in Biosciences, A Monthly International Journal, Vol-7 No-2.

4 Nandgude, S. B., Chavan, P. B., Mahale, D. M., Shinde, V. T., (2014). Study

of Water Harvesting Potential in Morna river basin of Maharashtra using

remote sensing and geographical information system. Trends in Biosciences, A

Monthly International Journal, Vol-7 No-2.

5 Nandgude, S. B., Shinde, S. S., Mahale, D. M.,( 2014). Dry spell analysis in

high rainfall Konkan region of Maharashtra. Ecology Environment and

Conservation, Vol-20 No-1.

6 Nandgude, S. B., Shinde, S. S., Mahale, D. M., (2014). Study on estimation of

soil loss of Urmodi river basin in Maharashtra using geographical information

system. Ecology Environment and Conservation, Vol-20 No-1.

7 Nandgude, S. B., Shinde, V., Mahale, D. M., (2013). Synthesis of rainfall

characteristics for predicting the erosivity pattern of Wakavali region in

Maharashtra, India. Journal of Hydrologic Engineering © ASCE.

8 Shinde, V., Nandgude, S. B., Singh, M., (2013). Assessment of water quality

around surface coal mine in India. Natural Environment and Pollution

Technology, , Vol-12(2).

9 Nandgude, S. B., Kambale, A. A., Mahale, D. M., (2013). Advancement in

estimation of soil erodiblity at Dapoli Region of Maharashtra. All India

Seminar on Recent Advances in Watershed Development Programme, Institue

113

of Engineers, Ahmendnagar.

10. S. B. Nandgude, N. N. Salaskar, V. U. Kulkarni, P.A. Bandhekar and D.M.Mahale (2011). Development of Software for and Water Conservation Structures in Watershed. International journal of Computer Applications (0975-8887).Vol 14 No.5, January2011.

11. Sachin Nandgude, Gajanan Ramteke,Dhiraj Patil,Vipul Shinde and Dilip Mahale

(2010).Dry Spell Analysis for Kharland Management to Mitigate the Climate

Change. The International Journal of Climate Change(1835-7156). Vol.2

No.1,2010.

12. A.R.Gattani, D. M. Mahale, S. B. Jajoo and G. K. Piwaltkar (2010). Simulation of

Groundwater Recharge of small watershed. Green Farming (0974-0775).Vol 3(1)

pp 50- 53,January,2010.

13. A.R.Gattani and D. M. Mahale (2010).Impact of Soil and Water Conservation

Measures on Ground Water Recharge. Green Farming (0974-0775).Vol 3 (2)

pp148-150,February,2010.

14. D. U. Patil, S. B. Nandgude, Dilip Mahale, S. K. Jena and Ashwani Kumar

(2009).Mitigation of Critical Dry Spells for Higher Yield in Kharland Region of

Maharashtra. Journal of Indian Water Resources Society, Vol (29)

No.4,October,2009.

15. S. B. Nandgude, D. M. Mahale, V. U. Kulkarni, and P.A. Bandhekar and

(2008).Development of Location Specific Design of Farm Pond. Natural Resources

Management for Sustainable Development of Western India. Allied publishers Pvt.

Ltd. pp189-192,2008.

16. Dhiraj U. Patil, Dilip Mahale, S.B. Nandgude and K. Kanman (2008). Rainfall

Analysis for Kharland Management at Konkan region. International journal of

Tropical agriculture. Vol. 26 No. 1-2, pp:65-68 January-June, 2008

17. Nandgude ,S.B.,D.M. Mahale, P.A. Bandhekar and V.U. Kulkarni (2006).

Development of Softwares for Design of Various Soil and Water Conservation

Structures. 5th International Conference of Asian Federation for Information

Technology in Agriculture, held at Banglore. Pp: 69-80

18. Nandgude ,S.B.,D.M. Mahale, P.A. Bandhekar and V.U. Kulkarni (2006).

Development of Software for Location Specific Design of Farm pond. Chapter in

Book- Natural Resources management for Sustainable Development in Western

India. By allied Publishers Pvt. Ltd., Delhi

19. Mahale Dilip and Dhane S. S. (2005) Domestic Waste Water as a Enriched Source

114

of Irrigation. 9th International Conference on ECOSAN held at Mumbai, 25-26

November, 2005

20. Mahale Dilip, R.T. Thokal, S.B. Nandgude and K.D. Gharde (2004). Performance

Evaluation of Hydraulic Ram. Proceedings of International Conference on

Emerging Technologies in Agricultural and Food Engineering, held at Indian

Institute of Technology, Kharagpur, 14-17 December, 2004.

21. Nandgude, S.B., Mahale Dilip, and K.D. Gharde (2004). Synthesis of Rainfall

Characteristics for Predicting the Erosive Pattern of Dapoli Region. Proceedings of

International Conference on Emerging Technologies in Agricultural and Food

Engineering, held at Indian Institute of Technology, Kharagpur, 14-17 December,

2004.

22. Mahale Dilip and S.S. Dhane (2004). Probability Analysis for Prediction of

Annual Maximum Daily rainfall at Panvel . J. of Agrometeorology, 6(1):150-152.

23. Mahale Dilip and R.T. Thokal ( 2003). Effect of Soil and Water Conservation

Measures on Ground Water Recharge in Priydarshani Watershed. Proceedings of

National Conference on Integrated Sustainable Water Resources Planning and

Management held at Birla Institute of Technology and Science (BITS), Pilani on

11-12 October,2003 : 288-293.

24. Mahale Dilip and R.T. Thokal ( 2003). Rainfall Probability Analysis for Crop

Planning at Dapoli. Proceedings of National Conference on Integrated Sustainable

Water Resources Planning and Management held at Birla Institute of Technology

and Science (BITS), Pilani on 11-12 October,2003 : 84-89.

25. Mahale Dilip and S.S. Dhane ( 2003). Rainfall Analysis in Relation to Paddy Crop

in Coastal Saline Soils at Panvel. J. of Agrometeorology, vol 5(1): 89-92.

26. Mahale Dilip, S.V. Sawardekar and S.S. Dhane (2003). Evaluation of Direct

Paddy Seeder in Coastal Saline Soils. J. of Mah. Agril. Uni.28(2):197-198 (2003)

27. Meshram,S.J., S.V. Sawardekar, S.S.Dhane and D.M.Mahale (2003). Feasibility of

Rice-cum Fish Culture in Coastal Saline lands of Maharashtra. J. Indian Soc.

Coastal agric. Res. 21(1)75-78.

28. Dhane, S.S., A.N. Yadav and Dilip Mahale (2002). Urea Briquettes Containing

Diammonium Phosphate (UB-DAP) an Important NP Source for Coastal Saline

Soils. J. of Maharashra Agril. University,27(2)226-228.

29. Mahale Dilip and S.S. Dhane ( 2001). Rainfall Characteristics and Rainfall Based

Cropping Strategy for Coastal Saline Soils at Panvel. J. Indian Soc. Coastal agric.

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Res., (19 (1&2)142-149.

10 DETAILS OF OTHER ACTIVITIES: Nil 11 CONTACT INFORMATION: Name of the Head: Prof. D.M. Mahale

Name of the Depaertment: Soil and Water Conservation Engineering Postal Address:

Dept of Soil & Water Conservation Engineering, College of Agril. Engineering and Technology, Dr. Balasaheb Sawant Konkan Krishi Vidyapeeth, Dapoli, 415 712 Dist –Ratnagiri, (M.S.)

Landline Number: (02358) 282414 Mobile Number: 9422052269 Email : [email protected]

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12 NEWS:

1. name of the department/section - dr. … and water conservation...name of the department/section:...

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