Bandhara Irrigation

1. Submitted by-
 Poonam Ashok Sharma
 Puja Anil Sur
 Soniya Manoj Atram
 Vaishnavi Margoniwar
 Amol Deorao Khedekar
Prachi Mahadeo Sonkusare
Mayur Chandankhede
Pushpak Borade
Nitin Kumar Sahu
Kajal Sainath Nimgade

2. Abstract
 In our country where many rivers run dry after the end of monsoon, it is a need of the day to block the
post monsoon floor for drinking, irrigation etc purpose .
 Bandhara system is a dual-purpose bridge structure which fulfills both crossing as well as water
retaining motives.
 This paper emphasizes the analysis and design of different type plans of Bandhara system for
different soil strata.
 Design forces are taken for Bandhara piers using IRC: 6-2010 and stability of structure is checked
against overturning, sliding, uplift and for maximum and minimum pressures at the base.
 A parametric study is carried out to decide optimum dimensions of Bandhara piers for various heights
of retained water. Moreover quantities are estimated for all the type plans and compared.

3.  The study reveals that with the judicial optimum design, the cost of Bandhara would be
well within financial norms depending upon the storage on U/S side.
 By enhancing the scope of existing bridge and converting it into water retaining
structure, the availability of water can be increased.
 Appropriate secondary piers and gates/needles are needed to the structure so as to plan it
as Bandhara.
 Gates should be detachable which can be fixed manually automatically after monsoon.
 Figure shows a typical Bandhara with curved needles on U/S side.
 A small overflowing weir up to a height of FTL is designed in one of the spans of piers
to discharge surplus water.

4. Introduction- Bandhara an urgent need of time
 Bandhara is the Marathi term for weir with vents as these are practised in Maharashra. The vents have removable
shutters held in groves in peirs. The vents are kept open during floods to carry away heavy silt. The Bandharas
catch the base flow of streams and utilize it to provide irrigation to crops. In many cases, the water is pumped out
of the Bandharas and conveyed to higher elevations.
 They are popular as they can serve dual purpose of crossing as well as a water storage structures. Such structure
has been used to tap post-monsoon flow to create storage not exceeding 3.5 metre.
 There is urgent need of time to save and utilised after monsoon water that would have been blown away. Most
part of the state the stream sundry only a short period after the end of monsoon. In many areas artificial water is
supplied by tanker just after monsoon.
 It is urgent need of time to plan and extend the purpose of bandhara infrastructure to harness the water. New
projects as well as existing bAndhara can be extended to tap the water with suitable necessary arrangements.
Administrative reforms study plan to elevate the water availability of arid areas.

5. Literature Survey
 Bandhara irrigation scheme is minor irrigation scheme in which direct irrigation is
practiced. Bandhara is the Marathi term for weir with vents as these are practiced
in Maharashtra. The vents have removable shutters held in groves in piers. The
vents are kept open during flood to carry away heavy silt. In many cases, the
water is pumped out of the Bandharas and conveyed to higher elevations. It is
urgent need of time to plan and extend the purpose of bridges infrastructure to
harness the water. Bandhara can be a storage structure and used as groundwater
recharge, irrigation, and drinking for industry purpose. It can be used for the site
condition for Bandhara site where rock site where rock is available at Shallow
depth.
Advantages of bandhara irrigation:
 1) The system of irrigation has low initial cost.
 2) Small quantities of water which would have otherwise gone waste is utilised to a
malximum in this a maximum in this system.
 3) ength of canal and distribution system being small, seepage and evaporation
losses are very less.

6. Method of Design
 Design shall be done as per following:
 RCC footings/ Raft Limit state method of design RCC
 columns/piers: Limit state method of design RCC
 beams and slabs: Limit state method of design
 Retaining wall/Embankment: Working stress/ Limit state method of design
 RCC water retaining structures: Working stress method of design
 Steel Structures: Limit State/ Working Stress method of design
 Weir: Working stress method of design
 RCC water retaining structures: Working stress method of design Steel
 Structures: Limit State/ Working Stress method of design.

7. Design and Analysis
 The analysis for all structures (RCC as well as Steel Structures) is to be carried out by
STAAD-pro or Employer’s approved software and designs of the same for the
worst/governing combination as per relevant BIS codes or International Standard (IS)
Specifications/Codes of Practice (all latest and up to date amendments).
General Requirements-
 The cross sections for embankment are to be designed to suit the characteristics of the
best quality soils available in the vicinity of the proposed work. If the contractor proposes
to use any other type of soils than those mentioned in the design pursuant to the relevant
I.S Code and standard specification. The contractor has to form the embankment to the
approved profiles.
 Embankment shall be built to the height, top width and side slopes as shown in the
drawings. All the edges of the embankment shall be neatly aligned symmetrical to the
center line. They shall be absolutely straight in all reaches except at bends. At bends they
shall be smoothly curved.
 The top of each embankment shall be leveled and finished so as to be suitable for road
way and given a cross slope to drain away rainwater.
 The bank carrying road shall be given a suitable cross slope.

8. Approval of Designs and Drawings
 EPC contractor shall submit the Quality Assurance Plan (QAP) for the work and
equipment used in the work. The QAP will indicate clearly the tests to be carried out
which will be as per relevant BIS codes and as specified in technical specifications of
the tender documents. The QAP shall be approved by Employer.
 The Engineer-in-Charge can depute third party inspector /consultant’s representative /
Client representative to witness the tests as per approval given for quality assurance
Plan and technical specifications given in the tender.
 Approval from Engineer-In-Charge to the Contractor’s design or drawings shall not
relieve the contractor of any of his contractual obligations or liabilities under the
Contract or his responsibilities for correctness of dimensions, materials of
construction, weights, quantities, design details, assembly fits, performance
particulars and conformity of the suppliers with the Indian statutory laws as may be
applicable, nor does it limit the Engineer-in-Charge’s rights under the Contract.

9. Salient features
 Name of work: Cement plug Bandhara at kitali, Taluka: chandrapur
 Catchment area = 0.9 square mile= 233.1 hectare
 Storage capacity = 9.60 TCM
 Proposed irrigable area = 9.5 hectare
 AHFL RL = 102.0 m
 HFL RL = 102 m
 FTL R L = 101.5 m
 Weir top RL= 101.5 m
 NQL RL= 100.00 m
 Foundation bed RL = 98.20 m
 Weir bottom RL = 98.50 m
 Storage height =1.50 m
 FB = 0.50 m
 Length of bandhara = 12 m
 Estimation cost = ----
 Bed gradient of nala = 1:460
 Cost/TCM = 40804/TCM

10.  HYDRAULIC DESIGN CALCULATION
1) Catchment area = A = 0.9 square mile
= 233.10 Hect
2) Discharge calculation by English formula
Q¹ = 7000 A/√{a + 4}
= 7000*0.9/√{0.9+4}
Q¹ = 2846.049 cuses
3) Discharge calculation by Dickens
Q² = 1400 * (A)¾
=1400 * (0.9)¾
Q² = 1293.629 cuses

11. 4) Average discharge = (2846.049+1293.629)/2
Q = 2069.839 cuses
A) Design of Bandhara
1) Length of Bandhara L= Q/(3.1*H^1.5)
H = HFL - NBL
= 102.00 - 100 =2.00M
H = 6.56 FtL
= 2069.839/3.1*(6.56)^1.5L
= 39.73 ftL
= 12.109 m

12. 2) 3/4 of length of top Bank:-
= 3/4 *13 = 9.75 m
Length of top Bank = 13 m
Length of nala bottom = 10 m
3) Average of top and bottom:-
= 11.5 m
So, provide = 12 m
Provide number of opening = 2
4) Depth of storage (FTL):-
= 1/2 of height of left Bank
= H/2 = 2.00/2 = 1m
= 1/2 of height of right Bank
= H/2 = 2.12/2 = 1.06 m
{Average = 1.00+1.06/2= 1.03= 1.5 m}

13. FTL = 100.00+1.50
= 101.50 m
= Top RL of Weir
B] Scouring depth
1) D = F * Q⅓
F = 0.47
= 0.47 * 2069. 839⅓
= 5.989 ft
= 1.825 m
2) D = HFL - FTL
=102.00 - 101.50
= 0.50 m
3) D = FTL - LST
= 101.50 - 100.00 = 1.50 m {Average 1.825 m + 0.5 m +1.50 m = 1.275 m}

14. Bottom RL of bed:-
= NBL - Q
= 100.00 - 1.275
= 98.725 m
Provide = 98.2 m
4) Bottom RL of Weir = 98.5 m
5) Total height of Weir:-
H = Weir top - Weir bottom
= 101.50 - 98.50
= 3.00 m
6) Bottom width of Weir:-
Batter 1:0.30
Bottom width = (Batter * H) + top width
= 0.30*H + 1.20
= 2.41 m
Providing = 2.5 m

15.  Top width of Weir:-
Height of weir above NBL = 1.20 m
= 3.93 ft
Top width = 4 feet
= 1.22 m
Provide 1.20 m
 Total height of abutment
H = abutment top - abutment bottom
= 102.00 -98.50
H = 3.50 m
 Bottom width of abutment
Batter = 1: 0.30
Bottom width = ( batter * H) + top width
= 0.30 * 3.50 + 0.50 = 1.55 m

16. B] Design of water cushion
1) Length = 3 *√(d*h)
d = 0.50 flood depth over crest
h = 1.50 depth between FTL and NBL
Length = 3 * √(0.50*1.50)
= 2.60 m
2) Depth = ¼ of the length
= ¼ * 2.60
= 0.43 m
Provide depth = 1.5 m
3) Length of D/S approx. = 3*(d+h)
= 3* (0.50 + 1.50) = 6.00 m
Provide 6 m

17. L section of nallah

18. Capacity table

19. Conclusion
 The purpose of our project work is to design the bandhara with reference of
existing bandhara situated at kitali, Ta-Chandrapur ,motive of our work is by
changing the design dada ,design the bandhara which should more
economical than the existing bandhara from the 4 3 design steps and
calculations, see the salient features, design data. From above calculations we
design the economical bandhara and also checked the various forces acting
on it, our bandhara is safe in various forces, also you can see the stability
calculations and we have taken the conditions and checked stability.

20. Summary
 To design the bandhara, or any concrete structures the main thing is that it should
be economical and safe. The perfect balance of this two factor main thing is it is
rarely occurs. We all represented our project work that is design of bandhara.
 Our project fulfilled the requirements, catchment area is 0.9sq.mile = 233 storage
and storage capacity = 0.60TCM Discharge (Q) = 2069.839 cuses .
 Stability calculations describes the safety of bandhara. We have checked the
safety in conditions like
 Condition 1:- when the upstream water level is at rest and no fail water on
downstream D/S side. In this condition outer middle third is at 1.55I'd between 1/3
& 2/3 of 2.50m section is stable.
 Condition 2:- what the U/S and D/S water level is at full flood level total
momentum
 =108.9984 from the measurement calculations, see the quantity of various items.

21. References
 :Irrigation Engineering book by Basak
 :Prof.M.B chougule DKTE'S Y C.P notes
 :Irrigation Engineering and Hydraulic Structure book by sharma S.K
 :IS:4701-1982-Code of practice of earth work on canal .
 :IS:3764-4966-Safety code for excavation work
 :IS:1200(part-1)1974-Measurement of building and civil engg. work
 :IS:3701-1968-Safety code for excavation works
 :IS:4082-1077-Recommendation of stacking and storage of construction material at site
 :IS:7894-1975-Code of practice for stability analysis of earth dam
 :IS:6966- Guidelines for hydraulic design of barrages and weirs .
 :IS:7720:1991-Criteriaforstructuraldesignofbarragesanfweirs.
 :IS:11531-1985-Guidelinesforconstructionofriverembankments
 :IS:13578-Surface exploration for barrage & weir .
 :IS:12892-Safety of Barrage and Weir structure.
 SP:20-Handbook of masonry design and construction.