Government of Rajasthan Deptt. Watershed Development & Soil Conservation District Watershed Development Unit, Nagaur IWMP (2010-11) (Gagarana) Block :- Merta District :- Nagaur Project Area :- 6625 ha. Project Cost :- Rs. 997.80 Lacs Convergence Cost :- Rs. 34.44 Lacs Total Cost :- Rs. 1032.24 Lacs Prakash Hatila S.R. Banjara Assistant Engineer Executive Engineer (L.R.) Panchayat Samiti, Merta cum Project Manager, DWDU, Nagaur
269
Embed
Government of Rajasthan Deptt. Watershed Development & Soil …water.rajasthan.gov.in/content/dam/water/watershed... · 2019-12-15 · Gagarana Project is located in Merta Block,
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
Government of Rajasthan Deptt. Watershed Development & Soil Conservation District Watershed Development Unit, Nagaur
IWMP (2010-11) (Gagarana) Block :- Merta District :- Nagaur Project Area :- 6625 ha.
3 Quality of drinking water Description Salty water Less Salty water4 Availability of drinking water Description 6 Month 10 Month5 Change in irrigated Area Ha 1852 21306 Change in cropping/ land use pattern Description Crop rotation7 Area under agricultural crop Ha 6028.22 6305
Area under single crop Ha 5181.04 5300Area under double crop Ha 1852.19 2130
Area under multiple crop Ha 208 Change in cultivated Area Ha 6028.22 63059 yield of major crops of area q/ha
Yield of Bajra q/ha 4.95 5.2Yield of Wheat q/ha 19.50 20.3Yield of Gram q/ha 7.10 7.8
Yield of Mustard q/ha 10.50 11.2510 production of major crops of area ton
Production of Bajra ton 543.5 586Production of Wheat ton 1640.15 1695Production of Gram ton 133.64 145
Production of Mustard ton 494.08 51011 Area under vegetation Ha Nill 2412 Area under horticulture Ha Nill 1513 Area under fuel Ha Nill 1014 Area under Fodder Ha Nill 2415 Fodder production Q 35600 4850016 Milk production Litres/day 1620 183017 SHGs Active No. Nill 2018 No. of livelihoods No. Nill 1519 Income Rs.in la 0.18 Lacs/year 0.36 Lacs/year20 Migration No. 686 Nil21 SHG Federations formed No. Nill 15
Location.Gagarana Project is located in Merta Block, of Nagour district. The project area is between the latitudes 26° to 26° 40' & longitudes 73° 46' to 73° 56'. It is at a distance of 25km from its Block head quarters and 105 Kms from the district head quarters. There are 7 no. of habitations in the Project area and other details are given below.
General features of watershed
S.No. Name of Project(as per GOI) Gagarana Unit(a) Name of Catchment luni
(b)Name of watershed area(local name) Gagarana
(C) Project Area 7138.05 Ha(d) Net treatable Area 6652 Ha(e) Cost of Project 997.8 Lacks(f) Cost/hectare 15000 Rs/ha(g) Year of Sanction 10-11 Year(h) Watershed Code 100
(I)No. of Gram Panchayats in project area 4
(j) No. of villages in project area 7(k) Type of Project Watershed(l) Elevation (metres) 380 to 280 msl
(m) Major streams luni river(n) Slope range (%) 1% to 2%
Village Bargaon Looniyas Gagrana GanthiyaBasnisiya Charana
Basni Narsingh Barsingh
Tukliya
Area 748.12 420.83 3112.00 1342.33 242.64 385.24 400.84
The watershed falls in Agroclimatic Zone C3 The soil texture is Clay loam The average rainfall is 320 cm .The temperatures in the area are in the range between 35 to 48 centigrade during summer and 25 to 6 degree centigrade during winter. The major crops in the area are Mung, Bajara, Jawar, Til & Gawar. 84% land is under cultivation 10% land fallow, 7% land is wasteland. 26% land is irrigated through tube well. 59 No of households are BPL(1.72% households) 51 are landless households(1.48% households) and 2931 household are small and marginal farmers (85.33%household) .Average land holding in the area is 2.08ha. 26% area is single cropped area and 72.58% is double cropped. The main source of irrigation is tube well. The average annual rainfall (5 years) in the area is 320 mm. The Major streams in the Watershed are luni Basin. The major festivals in the village are Holi, Dipawali, Aksay tritaya & Raksa Bandhan. At present this villages is having 11651 population with Communities like Rajput Jat and Megawal.
PM ,DWDUAddress with contact no., websiteTelephone
Details of DWDUDWDU Nagaur
Project menager of DWDU is XEn watershed01582 - 243270
1 Details of Watershed Committees (WC) Gagrana
S.No Name of WCsDate of Gram Sabha for WC
Date of Registration as
a Society (dd/mm/yy
Designation Name M/FSC/ST/OBC/
GeneralLandless/M
F/SF/BFName of UG/SHG
Educational qualification
President Mahendersing M Gen BFGovt.Land
Development 12th
Secretary Gitendersing M Gen MFGovt.Land
DevelopmentB.A.
Member Amarsing M Gen SFAgri.Land
Development 8th
Member Pappudas M OBC MFArable Land
Development 10th
Member Ravindersing M Gen MFNon Arable
Land Development
12th
Member Narmda Devi F SC -Non Arable
Land Development
5th
Member Jagadish M SC MF Technical 5th
Member Parhlad M Gen MF EPA 10th
Member Mohani F SC EPA 5th
Member Sivnarayan M Gen MFVeterinary
Development 8th
Member Manju Kanwar F Gen SHG 5th
Member Sinod Kanwar F Gen SHG 10th
Member Suman Kanwar F Gen Dairy 8th
1 Gagarana 27-6-2011
Not
Req
uire
d
2 Details of Watershed Committees (WC) Ganthiya
S.No Name of WCsDate of Gram Sabha for WC
Date of Registration as
a Society (dd/mm/yy
Designation Name M/FSC/ST/OBC/
GeneralLandless/M
F/SF/BFName of UG/SHG
Educational qualification
President Ramjivan sarma M Gen MF EPA 8Secretary Ramniwas M SC MF M.A. Bed
Member Dharmaram M SC SFAgri.Land
Development
Member Parhladram M OBC MFNon Arable
Land Development
Member Purkharam M SC MF Arable Land
Development
Member Mularam M SC MFNon Arable
Land Development
8
Member Pancharam M SC MF Technical
Member Sayari Devi F OBCVeterinary
Development
Member Bhagawati Devi F SC SHGMember Durga Devi F SC SHG 10Member Rasali Devi F SC SHGMember Kiran Devi F Gen SHG 10
1 Gagarana 15-11-11
Not
Req
uire
d
3 Details of Watershed Committees (WC) Bargaon
S.No Name of WCsDate of Gram Sabha for WC
Date of Registration as
a Society (dd/mm/yy
Designation Name M/FSC/ST/OBC/
GeneralLandless/M
F/SF/BFName of UG/SHG
Educational qualification
President Nandkisor m Gen MFAgri.Land
Development8
Secretary Sitaram M OBC MF B.A.
Member Jiwram M SC MFAgri.Land
Development
Member Purkharam M OBC MFNon Arable
Land Development
10
Member Bhivnath M OBC MF Govt. Land
Development5
Member Saroj F OBC SHGMember Sita Devi F OBC SHG 8Member Sarda Devi F SC SHGMember Baburi Devi F SC SHGMember Sumitra F SC SHGMember Ramchander M 5
1 Gagarana 15-11-11
Not
Req
uire
d
Problems and scope of improvement in the project area The socio economic conditions of the area can be improved through increased production which can be achieved through expansion in cultivated area and productivity enhancement. 38 ha land is arable wasteland and 847 ha is fallow can be brought under cultivation. 1852 ha is only irrigated and Having salti water which decreasing production season by season. With efforts this can be increased to 2600 ha. The productivity gap of major crops in the area as compared withdistrict and with areas in the same agro climatic zones indicate potential to increase the productivity. The demonstration of improved package of practices, improved varieties, increased irrigation facilities and soil conservation measures under the project can bridge this gap. Due to small land holdings in the area focus of the project would be on diversification in agriculture (horticulture, vegetables, green houses, Agro forestry, fodder crops)and diversification in Livelihoods(Agriculture, Animal husbandry, self employment)2458.85 Tonns fodder scarcity can be met out through Pasture development .Improved animal Husbandry practices can increase the productivity of livestock. 686 no of persons migrate due to Drought and unemployment .This migration can be checked through creation of employment opportunities in the project area through increase in production and diversification in agriculture and Livelihoods as mentioned above. Specific problem
1 Due to soil errosion and water erosion Productivity is low2 Lack of recharging of wells irrigated area decresing day by day3 Salty water in tubewells decreasing production per ha
CHAPTER – II Socio economic Features, Problems and ScopeTable 2.1 Population & Household Details:
Land Use Total area in Ha. Panchayat Government Community
Agriculture Land 0.00 0.00 0.00Temporary fallow
87%
2% 10%
1%
Area
Private
Panchayat
Government
Community
Digrame :- Land Use
Land UseAgriculture
LandTemporary
fallowPermanent
FallowCultivated
RainfedCultivated irrigated
Net Sown Area
Waste Land
Pastures Others
Area 6028.22 688.17 381.24 3328.85 1852.19 5181.04 514.70 124.29 286.09
33%
4%
2%
18%
10%
28%
3%
1% 1%
Area Agriculture Land
Temporary fallow
Permanent Fallow
Cultivated Rainfed
Cultivated irrigated
Net Sown Area
Waste Land
Pastures
Others
The project area has 38 ha of cultivable wasteland . 847 ha of fallow land (total 885ha) can be brought under cultivation if some irrigation source can be provided through Construction of WHS like Khadin, Tanka, Farm ponds etc. and also through demonstration of rainfed varieties of crops. Construction of WHS can also increase in area under irrigation which is only 12% 748 ha. (4 % of the project area)is under wastelands and can be brought under vegetative cover, with reasonable effort Activities like Earthen check dams, Vegetative filter strip, V-ditches, staggered trenches ,WHS (Johad) Afforestation of wastelands and Pasture development will be taken up on these landsPasture development the land use table shows that there is 124.29 hectare pasture land (2%)This emphasizes the need for taking up pastureland development works through sowing of promising species of grasses and plantation
Table 2.4 .a Agriculture and Horticulture status and fuel availability.
Total 5181.04 3328.85 989.61 903.00 2867.96 2522.15 4481.00 6196.81 3511.76
The farmers are using traditional varieties of Bajra, whereas varieties like HHB 50,Raj 171, RHB 121 & WCC 75 can increase the production.The farmers are using traditional varieties of Mung, whereas varieties like Pusa 105 & Pioneer can increase the production.The farmers are using traditional varieties of Wheet, whereas varieties like Raj 1482,3077 can increase the production.
1852.19Nil
Cropping Status
S. No.
SeasonCrop sown
Rain fed Irrigated Total
Table 2.4.b Abstract of cropped Area(ha)Area under Single cropArea under Double cropArea under Multiple crop
The table 2.3 shows that only 1852 ha is (27%) is double cropped area. Also the crop rotation shows that fallow lands are there. This indicates that there is scope for change in crop rotation in fields where there are fallow lands through Soil and Water conservation measures, crop demonstration and diversification in agriculture. Soil and Water conservation measures besides putting fallow lands under cultivation can Soil and Water conservation measures
Table 2.4.c Productivity Gap Analysis (The table can also be given in bar chart form)
Analysis of the above table indicate that besides national gap there is wide gap in productivity within state and even within same agro climatic zones. The reasons for this variation are• The farmers are using Treditional varieties of Bajra. Whereas the recommended varieties like HHB 50,Raj 171, RHB 121 & WCC 75 provide 4 times yield.• The farmers are using Treditional varieties of Mung. Whereas the recommended varieties like Pusa 105 & Pioneer provide 4 times yield.• The farmers are using Treditional varieties of Wheat. Whereas the recommended varieties like Raj 1482 & Raj 3077 provide 4 times yield.• Lack of Availability of good quality seeds of desired crop and variety in adequate quantities and time to the farmers.• Availability of water for cultivation(27% is irrigated table 2.3)The productivity gap and reasons of it indicate potential to increase the productivity through crop demonstration .Crop demonstrations would be carried out on improved crops/ varieties, improved agronomic practices. INM, IPM, Mixed cropping, distribution of fodder seed mini kit. Demonstration of improved methods and economics of fodder crops cultivation and also distribution foundation seeds of Forage Crops for further multiplication, introduction of fodder crops in the existing crop rotations.
Digrame :- Agriculture status.Cotton Productivity (Kg/Ha) Bajara Productivity (Kg/Ha)Botenical Name Gossipium species Botenical Name Pennisetum americanumFamily Malvaceae Family GramineaeOrigen India Origen India / Africa
India Rajasthan Nagaur Gagarana India Rajasthan Nagaur Gagarana362 317 258 175 802 655 507 495
Mung Productivity (Kg/Ha) Moth Productivity (Kg/Ha)Botenical Name Vigna radiata Botenical Name Phaseolus sconlitifoliousFamily Leguminaceae Family LeguminaceaeOrigen India Origen India
India Rajasthan Nagaur Gagarana India Rajasthan Nagaur Gagarana317 159 200 198 144 122 271 180
Ref. :- VITAL Ag. Statistics & base line survey. Study by Omprakash Ahalavat
0
100
200
300
400
India Rajasthan Nagaur Gagarana Series1 0
200
400
600
800
1000
India Rajasthan Nagaur Gagarana Series1
0
50
100
150
200
250
300
350
India Rajasthan Nagaur Gagarana Series1
0
50
100
150
200
250
300
India Rajasthan Nagaur Gagarana Series1
Digrame :- Agriculture status.Wheat Productivity (Kg/Ha) Gram Productivity (Kg/Ha)Botenical Name Triticum species Botenical Name Cice arietinumFamily Gramineae Family LeguminaceaeOrigen India Origen South West Asia
India Rajasthan Nagaur Gagarana India Rajasthan Nagaur Gagarana2619 2762 2292 1950 808 443 905 710
Sesamum Productivity (Kg/Ha) Musterd Productivity (Kg/Ha)Botenical Name Sesamum indicum Botenical Name Brassica compestriesFamily Pedaliaceae Family CruferaeOrigen Africa Origen India
India Rajasthan Nagaur Gagarana India Rajasthan Nagaur Gagarana310 149 172 148 1177 1232 1320 1050
Ref. :- VITAL Ag. Statistics & base line survey. Study by Omprakash Ahalavat
0
500
1000
1500
2000
2500
3000
India Rajasthan Nagaur Gagarana Series1 0
200
400
600
800
1000
India Rajasthan Nagaur Gagarana Series1
0
100
200
300
400
India Rajasthan Nagaur Gagarana Series1 0
500
1000
1500
India Rajasthan Nagaur Gagarana Series1
Table 2.5 Existing area under horticulture/Vegetables/Floriculture (ha)
Area Species Varieties Recommended varieties Production
Total 3435 1852.19 3328.85 5181.04 1912 925 0 2313 0
Type of FarmerTotal
House holds
Land holding (ha) irrigation source wise Land holding (ha)Social group wise
Activity
Horticulture
Vegetables
FloricultureMedicinal Plants
50% land holdings belong to small and marginal farmers who own 63% of total cultivated area. Horticulture/vegetables could be more economical to Small and marginal farmers with irrigation source. For large farmers with no irrigation facility Horticulture/vegetables will be promoted in a part of land with farm pond/Tanka construction. The following activities will be more beneficial for small land holdings and for diversification and income for large farmersHorticulture plantation, Medicinal and Aromatic Crops, floriculture: As discussed earlier . Horticulture/vegetables could be more economical to Small and marginal farmers with irrigation source. Also the project area has good potential for medicinal & aromatic crops like Sonamukhi, Isabgol, Ashwagandha, Khus, Mehandi etc.Agro forestry plantation: To increase the income of farmers and also for shelter belt plantation as wind velocity is high in the project area.Setting of Vermi Compost Units - Keeping in view the side effect of residues of chemicals and fertilizers on human health the emphasis would be on cultivation of organic produce through motivating farmers and providing assistance for production of organic input, vermi compost.Production and distribution of quality seed – There is need to ensure that good quality seed is available for cultivators for which adequate seed production would be initiated in watershed areas with the assistance of private sector and agriculture department technologies Sprinklers and pipelines for efficient water management practices emphasis on demonstration of sprinklers with adequate financial support and convergence/private partnership.Establishment of Green House - For growing off season vegetables seedlings and other horticultural crops under controlled atmospheric conditions of green house.Establishment of nurseries: Most of the planting material is procured from other parts of the State/ country. The procurement of planting material from distant places causes damage to the planting material and often results in untimely supply. Hence nursery development activity in area.Innovative hi-tech/ export oriented activities: innovative hi-tech/ export oriented projects like mushroom cultivation, floriculture, etc which are in negligible existence at present, can be implemented by individual farmers / private companies.Drip irrigation - Drip irrigation will be promoted in all horticulture plantations, vegetables, green houses and in nurseries for rational use of irrigation higher yields and quality produce.
Table 2.7 Livestock Status - animals/milk production / average yield.
S.No. Description of animals Population in No. Yield(milk/mutton/W
In spite of the large number of livestock, production is less hence increase in productivity across all species, is a major challenge. To reduce production of unproductive cattle and improve the productivity by improving the breeds by breeding managementfollowing activities will be taken up• Castration• Artificial insemination• Distribution of superior Breeding bulls for use in Cattle and Buffalo• Breeding distribution crossbred ramsBesides breed improvement other animal husbandry practices like better health, hygiene and feeding practices can increase productivity of livestock. Hence Activities like Animal health camps, Urea-Molasses treatment demonstration ,demonstration of improved methods of conservation and utilization of Forage crops are proposed.
Table 2.8 Existing area under fodder (ha)S.No Item Unit Area/Quantity
1 Existing Cultivable area under Fodder Ha Nil2 Production of Green fodder Tonns/year 2503 Production of Dry fodder Tonns/ Year 33104 Area under Pastures Ha Nil5 Production of fodder Tonns/year 35606 Existing area under Fuel wood Ha Nil7 Supplementary feed Kgs/ day 28 Silage Pits No Nil9 Availability of fodder Tonns 356010 Deficiency/excess of fodder Tonns 2458.85
The table above shows there is fodder deficiency (Requirement is 6018.85 and availability 3560)To minimize the large and expanding gap between feed and fodder resource availability and demand there is need for• Increase in area under fodder crops• Increase in productivity of fodder crops• Development of pastures• And reduction in large number of livestock production through replacement by few but productive animals
Table 2.9 Agriculture implements1 2 3
S. No Implements Nos.1 Tractor 602 Sprayers-manual/ power 2003 Cultivators/Harrows 604 Seed drill 605 Any Other 50
Farm mechanization and seed banks: As discussed earlier 85% land holdings belong to small and marginal farmers who own only 78% of total cultivated area so owning of big farm implements by individual farmers is not economical so SHG would be promoted to buy farm implements and rent to farmer
Table 2.10 NREGA Status - No. of Card Holder, activities taken so far, employment status.
The migration can be check by creation of employment opportunities, enhancing farm level economy, increases the income of the people engaged in animal husbandry by dairy, poultry and marketing and value addition. (As discussed earlier) and diversification in livelihoods . The existing livelihoods Village are given belowTable 2.12 (a)Major activities (On Farm)
• The tables above indicate need for judicious use of available Water.• Encouraging optimum use of water through installation of sprinklers on every operational wells
Table 2.17 Slope details.
S.No. Area in hectares1 64822 1703 Nil4 Nil
As most of the area has slope less than 3% construction of contour bunds can solve the problemof water erosion in agriculture fields and protect washing of top soil and manures/fertilisers
Slope percentage0 to 3%3 to 8%8 to 25%> 25%
Slope of Watershed
Name of major crop
WheatCumin
Area (Hectare)
Table 2.18 Water BudgetingTable 2.18 (a) Total available runoff(cum) use Stranges table
Macro/Micro Area Type of Catchment Total Runoff
11/6 698.41 Good 163427.9411/8 244.88 Good 57301.9211/9 124.11 Good 29041.74
11/10 552.61 Good 129310.7411/11 302.65 Good 70820.113/1 520.56 Average 9109815/2 978.98 Average 171321.515/3 416.72 Average 7292616/1 3153.88 Average 55192917/1 145.24 Average 25417Total 7138.04 1362593.94
Table 2.18 (b) Details of already stored runoff(Surface Water structuresS.No. No.
1 Nil2 Nil3 134 1
14
STORAGE OF RUNOFF BY PROPOSED STRUCTURES
S.No. Name of Structure No. Storage Capacity
1 MMS 9 1536215362
Table 2.18 (c) Balance available runoff (cum)
Net tapped Runoff
2128122
The water budgeting indicates potential for water harvesting in the area
Total
234234234234234
112760
Yield of runoff from catchment per ha.(cum.) use Stranges
table
2045
Total run off
11362593.94
Name Major Irrigation Project
Medium Irrigation ProjectNadi
AnicutsTotal
175175175175175
Balance Run off
31234471.94
% Runoff trapped
49.40
Storage Capacity (cum)NilNil
10236010400
Area irrigated (ha)NilNilNilNil
Table 2.19 Soil details
AS.No.
1
BS.No.
123
C Soil fertility Status Kg/haN 25P 15K 135
Micronutrients PPM0.2
The analysis of table shows need to improve and maintain soil fertility. Soil health card to everyfarmer every crop season will be provided, which will include the recommendation for Applicationmicro nutrient and fertilizers
Recommended7756
300.
0.6
Soil Depth :Depth (Cms.)0.00 to 7.50
7.50 to 45.00> 45.00
Area in hectares1147.874591.49
Soil ProfileMajor Soil Classes
Sandy loam 5739.36 Area in hectares
Table 2.20 Erosion details
Cause Type of erosionArea
affected (ha)
Run off(mm/y
ear)
a Sheet 3571 300b Rill 720 300c Gully 414 300
4705
The need is:• To check land degradation• To reduce excessive biotic pressure by containing the number and increase of livestock• To check cultivation on sloping lands without adequate precautions of soil and waterconservation measures• To discourage cultivation along susceptible nallah beds• To check Faulty agriculture techniques• To check Uncontrolled grazing and developed cattle tracks• To check Deforestation of steep slopes• To check erosive velocity of runoff, store Runoff, to arrest silt carried by runoff and to rechargeGround Water structures life Earthen check dams, gully plugs, Bank Stabilisation, Loose stonecheck Dams, Gabions, Earthen embankment (Nadi) and Anicuts would be taken up.
Wind erosionTotal for project
Average soil loss (Tonnes/ ha/ year)
Sub-Total 10108.5
5356.514403312
Erosion status in project Area
Water erosion
CHAPTER - III Proposed Development Plan: The Activities are indicative addition/deletion in activities will be as per local conditions(A) Preparatory phase activities Capacity Building Trainings and EPA
The IEC activities like Kalajathas, Group meetings, door to door campaign, slogans and wallwritings etc. were carried out in all the habitations of ten Micro Watershed. A series of meetings were conducted with GP members, community and discussed about the implementation of IWMP programme. User groups were also formed.Grama Sabhas were conducted for approval of EPA (Village), for selecting the watershedcommittee and approval of DPR.
S. No.Date on
which Grama 1 27-6-20112 20-6-20113 15-11-2011
Name of the Gram Panchayat
GagranaBargaonGanthiya
1 3 4 5 6 7 8 9
S. No.
Amount earmarked
for EPAEntry Point Activities planned
Estimated cost
Expenditure incurred
Balance Expected outcome Actual outcome
1 4.49Water management &
Arrangement of pure potable water at water source
4.49 1.25 3.24Village public will happy and trust to our project activity &
creation of awareness
Pure water will be avalable through out the year for drinking
purpose
2 2.52Water management &
Arrangement of pure potable water at water source
2.52 0 2.52
3 18.67
Water management & Arrangement of pure potable water at water source , water
source development
18.67 14 4.67Village public will happy and trust to our project activity &
creation of awareness
Pure water will be avalable through out the year for drinking
purpose
4 8.05Water management &
Arrangement of pure potable water at water source
8.05 0 8.05
5 1.46Water management &
Arrangement of pure potable water at water source
1.46 0 1.46
6 2.31Water management &
Arrangement of pure potable water at water source
2.31 0 2.31
7 2.41Water management &
Arrangement of pure potable water at water source
2.41 0 2.41
39.91 39.91 15.25 24.66
Ganthiya
Basnisiya Charana
Basni Narsingh Barsingh
Tukliya
Names of village
Bargaon
Looniyas
Gagrana
2
The PRA exercise was carried out in all the villages on the dates shown below:
S. No.
1234567
Transact walk were carried out involving the community for Social mapping, Resource mapping. Detailed discussions anddeliberations with all the primary stakeholders were carried out.Socio-economic survey was carried out during May 2011 to Des. 2011 (dates) period covering all the households and primary dataon demography, Land holdings, Employment status, Community activities etc. was collected as mentioned in chapter 2.
State remote sensing department was assigned the work of preparing various thematic layers using Cartosat-1 and LISS-3imageries for Creation, development and management of geo-spatial database depicting present conditions of land (terrain), water and vegetation with respect to watershed under different ownerships at village level
Various thematic layers provided by SRSAC are :• Delineation of Macro/Micro watershed boundaries.• Digitised Khasara maps of the villages falling in project area.• Network of Drainage lines, existing water bodies, falling in the project area.• Base maps (transport network, village/boundaries, and settlements).• Land Use / Land cover map.• Contours at 1 meter interval, slope mapBased on GIS thematic layers, Field visits , PRA and analysis of benchmark data (as discussed in chapter 2) final Treatment plan on revenue map for implementation has been framed. Thus each intervention identified has been marked on revenue map (map enclosed in DPR as annexure------).The GIS based intervention map, PRA based intervention map are annexed as ------.
According to land topography and contour mep of watershed we came to know that maximum Land holdingas per cultivator is 2 Ha to 15 ha Such that we prescribe earthen bunds for treatment of arable land
(A)Land Holding
Area Unit cost No Total cost Treated areaLand Holding
Area Unit cost No Total cost Treated areaLand Holding
Area Unit cost No Total cost Treated areaHa Ha10 1.65 4 6.6 40 10 0.89 5 4.45 5015 1.96 3 5.88 45 15 0.79 2 1.58 3020 2.38 1 2.38 20 20 0.91 1 0.91 20
8 14.86 105 8 6.94 100
112109.67
850
Earthen Bund with waste weir Only Waste weirMore then 1% slope
Total No.Total cost
Total area treated by earhen bund
Earthen Bund with waste weir Only Waste weirLess then 1% slope
Arable conservation Bargonw
According to land topography and contour mep of watershed we came to know that maximum Land holdingas per cultivator is 2 Ha to 15 ha Such that we prescribe earthen bunds for treatment of arable land
(A)Land Holding
Area Unit cost No Total cost Treated areaLand Holding
Area Unit cost No Total cost Treated areaLand Holding
Area Unit cost No Total cost Treated areaHa Ha10 1.65 5 8.25 50 10 0.89 5 4.45 5015 1.96 2 3.92 30 15 0.79 1 0.79 1520 2.38 1 2.38 20 20 0.91 1 0.91 20
8 14.55 100 7 6.15 85
6067.55610
Earthen Bund with waste weir Only Waste weirMore then 1% slope
Total No.Total cost
Total area treated by earhen bund
Earthen Bund with waste weir Only Waste weirLess then 1% slope
Arable conservation Ganthiya
According to land topography and contour mep of watershed we came to know that maximum Land holdingas per cultivator is 2 Ha to 15 ha Such that we prescribe earthen bunds for treatment of arable land
(A)Land Holding
Area Unit cost No Total cost Treated areaLand Holding
Area Unit cost No Total cost Treated areaLand Holding
Area Unit cost No Total cost Treated areaHa Ha10 1.65 5 8.25 50 10 0.89 5 4.45 5015 1.96 2 3.92 30 15 0.79 2 1.58 3020 2.38 1 2.38 20 20 0.91 1 0.91 20
8 14.55 100 8 6.94 100
7076.54663
Earthen Bund with waste weir Only Waste weirMore then 1% slope
Total No.Total cost
Total area treated by earhen bund
Earthen Bund with waste weir Only Waste weirLess then 1% slope
Arable conservation Tunkliya
According to land topography and contour mep of watershed we came to know that maximum Land holdingas per cultivator is 2 Ha to 15 ha Such that we prescribe earthen bunds for treatment of arable land
(A)Land Holding
Area Unit cost No Total cost Treated areaLand Holding
Grand Total (A+B+C+D) 997.80 997.80 34.86 34.11*Tentative and will vary during execution according to beneficiary
Production System (10%), Micro enterprise(9%) & Consolidation (3%)Production measures for arable land
CHAPTER – VAnnual Action Plan : The project period can vary from 4 to 7 years and accordingly the table given below be prepared. Also the activities mentioned below are indicative and can vary from project to project. Also this if PIA feels necessary to make it GP Wise it can add pages. Through Project Fund
Area 6652 Ha Cost Lacs(A)
Phy Fin Phy Fin Phy Fin Phy Fin Phy Fin Phy Fin Phy Fin Phy Fin
Total 34.44 0.00 6.30 6.30 5.46 5.67 5.25 5.46 34.44
Convergence Fund of Drip
Activity Unit Unit Cost
Total cost
1st year 2nd year 3rd year 4th year 5th year 6th year 7th year Total
Model Estimatewaste weir & earthen bund
Gagarana IWMP 10-11
3.01
Design as per contour and field topography Abstruct of cost
Area 10 ha. Cost of waste weir 80456Slope 0 to 1 % Cost of earthen bund 72527maximum h 10 mtr. Total 152983maximum lenth of treval 1000 mtr. Say 1.53 lacs
waste weir & earthen bundData to put A C L H h I Df
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 0.9 0.5 0.7 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.44 0.5 2.3 1.3 1.14Q Cofficient I A C Say 0.6
1.8216 0.0276 22 10 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.228 0.5 0.9 1.4 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.25TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 2.6 0.9 0.7 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 1.6 0.9 0.7
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient10000 1000 31623 10 3.162 0.7 0.9 0.5 1.4 0.5
0.76 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.36 0.9 0.423.444 0.0195 10000 1202.3 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
22 Use this As I As Reference 2.10 0.9 0.7 1.6 1.210 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d1.8216 1.71 3.01 0.5 0.354 L=length of the crest wall in mtr wall joint 1.6 0.9 0.7
9.8827 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 0.75 1.5 0.50.1878 1.5 0.1252 11 Length of wing wall 2.25*h cofficient h
0.2 1.125 2.25 0.5hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1252 0.014 80 8.94 hw=wave length in mtr 0.75 1.5 0.5
d h F 13 Top width of toe wall 0.450.7 0.5 0.2 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m.
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.60 1.25 0.9 0.5 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b1242 0.60 0.9 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
672.75 1.25 0.60 0.9 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient437.5 1000 0.9 0.5 1.4 1.25 0.5
Fa = whH w h H H 0.90450 1000 0.5 0.9 h 0.5 W1 1242
a 0.60 W2 672.75Fb = wH2 / 2 w H H H2 cofficient b 1.25 U 437.5
405 1000 0.9 0.9 0.81 0.5 w 1000 Fa 450Fb 405
Fc = wah w a h Fc 300300 1000 0.60 0.5
b/3 2b/3
awh
Safety against overturningGagarana IWMP 10-11
W1 x1 Fc Fa Fb U a b W21242 0.95 300 450 405 437.5 0.60 1.25 672.75
H U0.9 437.5
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
2
Model Estimatewaste weir & earthen bund
Gagarana IWMP 10-11
3.08
Design as per contour and field topography Abstruct of cost
Area 15 ha. Cost of waste weir 79711Slope 1 to 2 % Cost of earthen bund 116575maximum h 20 mtr. Total 196286maximum lenth of treval 1500 mtr. Say 1.96 lacs
waste weir & earthen bundData to put A C L H h I Df
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 0.9 0.5 0.65 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.44 0.5 2.3 1.3 1.14Q Cofficient I A C Say 0.6
1.863 0.0276 15 15 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.228 0.5 0.9 1.4 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.25TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 2.55 0.9 0.65 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 1.55 0.9 0.65
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient12990 1500 58095 20 4.472 0.7 0.9 0.5 1.4 0.5
0.76 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.36 0.9 0.428.676 0.0195 12990 1470.6 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
15 Use this As I As Reference 2.06 0.9 0.65 1.55 1.162510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d
1.863 1.71 3.08 0.5 0.354 L=length of the crest wall in mtr wall joint 1.55 0.9 0.6510.107 10 Hight of the side wall at toe 1.5*h cofficient h
F Cofficient hw F=free board in mtr wall joint 0.75 1.5 0.50.1485 1.5 0.099 11 Length of wing wall 2.25*h cofficient h
0.15 1.125 2.25 0.5hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.099 0.014 50 7.07 hw=wave length in mtr 0.75 1.5 0.5d h F 13 Top width of toe wall 0.450.65 0.5 0.15 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m.
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.60 1.25 0.9 0.5 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b1242 0.60 0.9 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
672.75 1.25 0.60 0.9 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient437.5 1000 0.9 0.5 1.4 1.25 0.5
Fa = whH w h H H 0.90450 1000 0.5 0.9 h 0.5 W1 1242
a 0.60 W2 672.75Fb = wH2 / 2 w H H H2 cofficient b 1.25 U 437.5
405 1000 0.9 0.9 0.81 0.5 w 1000 Fa 450Fb 405
Fc = wah w a h Fc 300300 1000 0.60 0.5
b/3 2b/3
awh
Safety against overturningGagarana IWMP 10-11
W1 x1 Fc Fa Fb U a b W21242 0.95 300 450 405 437.5 0.60 1.25 672.75
H U0.9 437.5
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
2
Model Estimatewaste weir & earthen bund
Gagarana IWMP 10-11
3.08
Design as per contour and field topography Abstruct of cost
Area 15 ha. Cost of waste weir 70655Slope 0 to 1 % Cost of earthen bund 104753maximum h 15 mtr. Total 175408maximum lenth of treval 1500 mtr. Say 1.75 lacs
waste weir & earthen bundData to put A C L H h I Df
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 0.75 0.5 0.7 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.44 0.5 2.3 1.3 1.14Q Cofficient I A C Say 0.6
1.863 0.0276 15 15 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.096 0.5 0.75 1.25 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.10TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 2.45 0.75 0.7 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 1.45 0.75 0.7
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient15000 1500 58095 15 3.873 0.625 0.75 0.5 1.25 0.5
0.66 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.3 0.75 0.432.035 0.0195 15000 1642.8 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
15 Use this As I As Reference 1.84 0.75 0.7 1.45 1.087510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d
1.863 1.71 3.08 0.5 0.354 L=length of the crest wall in mtr wall joint 1.45 0.75 0.710.107 10 Hight of the side wall at toe 1.5*h cofficient h
F Cofficient hw F=free board in mtr wall joint 0.75 1.5 0.50.1757 1.5 0.1171 11 Length of wing wall 2.25*h cofficient h
0.2 1.125 2.25 0.5hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1171 0.014 70 8.37 hw=wave length in mtr 0.75 1.5 0.5
d h F 13 Top width of toe wall 0.450.7 0.5 0.2 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m.
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.60 1.10 0.75 0.5 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b1035 0.60 0.75 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
431.25 1.10 0.60 0.75 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient343.75 1000 0.75 0.5 1.25 1.10 0.5
Fa = whH w h H H 0.75375 1000 0.5 0.75 h 0.5 W1 1035
a 0.60 W2 431.25Fb = wH2 / 2 w H H H2 cofficient b 1.10 U 343.75
281.25 1000 0.75 0.75 0.5625 0.5 w 1000 Fa 375Fb 281.25
Fc = wah w a h Fc 300300 1000 0.60 0.5
b/3 2b/3
awh
Safety against overturningGagarana IWMP 10-11
W1 x1 Fc Fa Fb U a b W21035 0.8 300 375 281.25 343.75 0.60 1.10 431.25
H U0.75 343.75
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 0.75 0.4 0.5 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.35 0.4 2.3 1.3 1.14Q Cofficient I A C Say 0.6
0.7949 0.0276 48 2 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.009 0.4 0.75 1.15 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.00TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 2.25 0.75 0.5 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 1.25 0.75 0.5
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient2000 200 2828.4 2 1.414 0.575 0.75 0.4 1.15 0.5
0.66 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.3 0.75 0.46.7893 0.0195 2000 348.17 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
48 Use this As I As Reference 1.69 0.75 0.5 1.25 0.937510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d0.7949 1.71 1.84 0.4 0.253 L=length of the crest wall in mtr wall joint 1.25 0.75 0.5
6.0268 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 0.6 1.5 0.4
hw Cofficient Df Df0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h
0.07 0.014 25 5.00 hw=wave length in mtr 0.6 1.5 0.4d h F 13 Top width of toe wall 0.45
0.5 0.4 0.1 14 Height of toe wall 0.315 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m.
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.60 1.00 0.75 0.4 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b1035 0.60 0.75 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
345 1.00 0.60 0.75 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient287.5 1000 0.75 0.4 1.15 1.00 0.5
Fa = whH w h H H 0.75300 1000 0.4 0.75 h 0.4 W1 1035
a 0.60 W2 345Fb = wH2 / 2 w H H H2 cofficient b 1.00 U 287.5
281.25 1000 0.75 0.75 0.5625 0.5 w 1000 Fa 300Fb 281.25
Fc = wah w a h Fc 240240 1000 0.60 0.4
b/3 2b/3
awh
Safety against overturningGagarana IWMP 10-11
W1 x1 Fc Fa Fb U a b W21035 0.7 240 300 281.25 287.5 0.60 1.00 345
H U0.75 287.5
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
2
Model Estimatewaste weir & earthen bund
Gagarana IWMP 10-11
4.11
Design as per contour and field topography Abstruct of cost
Area 20 ha. Cost of waste weir 91431Slope 1 to 2 % Cost of earthen bund 146759maximum h 35 mtr. Total 238190maximum lenth of treval 2000 mtr. Say 2.38 lacs
waste weir & earthen bundData to put A C L H h I Df
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 0.9 0.5 0.67 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.44 0.5 2.3 1.3 1.14Q Cofficient I A C Say 0.6
2.484 0.0276 15 20 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.228 0.5 0.9 1.4 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.25TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 2.57 0.9 0.67 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 1.57 0.9 0.67
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient15119 2000 89443 35 5.916 0.7 0.9 0.5 1.4 0.5
0.76 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.36 0.9 0.432.23 0.0195 15119 1652.8 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
15 Use this As I As Reference 2.08 0.9 0.67 1.57 1.177510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d
2.484 1.71 4.11 0.5 0.354 L=length of the crest wall in mtr wall joint 1.57 0.9 0.6713.476 10 Hight of the side wall at toe 1.5*h cofficient h
F Cofficient hw F=free board in mtr wall joint 0.75 1.5 0.50.1757 1.5 0.1171 11 Length of wing wall 2.25*h cofficient h
0.17 1.125 2.25 0.5hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1171 0.014 70 8.37 hw=wave length in mtr 0.75 1.5 0.5
d h F 13 Top width of toe wall 0.450.67 0.5 0.17 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m.
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.60 1.25 0.9 0.5 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b1242 0.60 0.9 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
672.75 1.25 0.60 0.9 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient437.5 1000 0.9 0.5 1.4 1.25 0.5
Fa = whH w h H H 0.90450 1000 0.5 0.9 h 0.5 W1 1242
a 0.60 W2 672.75Fb = wH2 / 2 w H H H2 cofficient b 1.25 U 437.5
405 1000 0.9 0.9 0.81 0.5 w 1000 Fa 450Fb 405
Fc = wah w a h Fc 300300 1000 0.60 0.5
b/3 2b/3
awh
Safety against overturningGagarana IWMP 10-11
W1 x1 Fc Fa Fb U a b W21242 0.95 300 450 405 437.5 0.60 1.25 672.75
H U0.9 437.5
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
2
Model Estimatewaste weir & earthen bund
Gagarana IWMP 10-11
3.56
Design as per contour and field topography Abstruct of cost
Area 20 ha. Cost of waste weir 75371Slope 0 to 1 % Cost of earthen bund 129882maximum h 20 mtr. Total 205253maximum lenth of treval 2000 mtr. Say 2.05 lacs
waste weir & earthen bundData to put A C L H h I Df
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 0.75 0.5 0.7 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.44 0.5 2.3 1.3 1.14Q Cofficient I A C Say 0.6
2.1528 0.0276 13 20 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.096 0.5 0.75 1.25 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.10TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 2.45 0.75 0.7 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 1.45 0.75 0.7
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient20000 2000 89443 20 4.472 0.625 0.75 0.5 1.25 0.5
0.66 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.3 0.75 0.439.979 0.0195 20000 2050.2 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
13 Use this As I As Reference 1.84 0.75 0.7 1.45 1.087510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d2.1528 1.71 3.56 0.5 0.354 L=length of the crest wall in mtr wall joint 1.45 0.75 0.7
11.68 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 0.75 1.5 0.50.1936 1.5 0.1291 11 Length of wing wall 2.25*h cofficient h
0.2 1.125 2.25 0.5hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1291 0.014 85 9.22 hw=wave length in mtr 0.75 1.5 0.5
d h F 13 Top width of toe wall 0.450.7 0.5 0.2 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m.
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.60 1.10 0.75 0.5 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b1035 0.60 0.75 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
431.25 1.10 0.60 0.75 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient343.75 1000 0.75 0.5 1.25 1.10 0.5
Fa = whH w h H H 0.75375 1000 0.5 0.75 h 0.5 W1 1035
a 0.60 W2 431.25Fb = wH2 / 2 w H H H2 cofficient b 1.10 U 343.75
281.25 1000 0.75 0.75 0.5625 0.5 w 1000 Fa 375Fb 281.25
Fc = wah w a h Fc 300300 1000 0.60 0.5
b/3 2b/3
awh
Safety against overturningGagarana IWMP 10-11
W1 x1 Fc Fa Fb U a b W21035 0.8 300 375 281.25 343.75 0.60 1.10 431.25
H U0.75 343.75
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
2
Model Estimatewaste weir & earthen bund
Gagarana IWMP 10-11
2.19
Design as per contour and field topography Abstruct of cost
Area 5 ha. Cost of waste weir 61897Slope 0 to 1 % Cost of earthen bund 45413maximum h 5 mtr. Total 107310maximum lenth of treval 500 mtr. Say 1.07 lacs
waste weir & earthen bundData to put A C L H h I Df
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 0.75 0.5 0.7 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.44 0.5 2.3 1.3 1.14Q Cofficient I A C Say 0.6
1.3248 0.0276 32 5 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.096 0.5 0.75 1.25 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.10TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 2.45 0.75 0.7 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 1.45 0.75 0.7
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient5000 500 11180 5 2.236 0.625 0.75 0.5 1.25 0.5
0.66 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.3 0.75 0.413.748 0.0195 5000 705.03 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
32 Use this As I As Reference 1.84 0.75 0.7 1.45 1.087510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d1.3248 1.71 2.19 0.5 0.354 L=length of the crest wall in mtr wall joint 1.45 0.75 0.7
7.1874 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 0.75 1.5 0.50.1627 1.5 0.1084 11 Length of wing wall 2.25*h cofficient h
0.2 1.125 2.25 0.5hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1084 0.014 60 7.75 hw=wave length in mtr 0.75 1.5 0.5
d h F 13 Top width of toe wall 0.450.7 0.5 0.2 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m.
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.60 1.10 0.75 0.5 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b1035 0.60 0.75 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
431.25 1.10 0.60 0.75 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient343.75 1000 0.75 0.5 1.25 1.10 0.5
Fa = whH w h H H 0.75375 1000 0.5 0.75 h 0.5 W1 1035
a 0.60 W2 431.25Fb = wH2 / 2 w H H H2 cofficient b 1.10 U 343.75
281.25 1000 0.75 0.75 0.5625 0.5 w 1000 Fa 375Fb 281.25
Fc = wah w a h Fc 300300 1000 0.60 0.5
b/3 2b/3
awh
Safety against overturningGagarana IWMP 10-11
W1 x1 Fc Fa Fb U a b W21035 0.8 300 375 281.25 343.75 0.60 1.10 431.25
H U0.75 343.75
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
2
Model Estimatewaste weir & earthen bund
Gagarana IWMP 10-11
3.83
Design as per contour and field topography Abstruct of cost
Area 10 ha. Cost of waste weir 89394Slope 1 to 2 % Cost of earthen bund 75330maximum h 20 mtr. Total 164724maximum lenth of treval 1000 mtr. Say 1.65 lacs
waste weir & earthen bundData to put A C L H h I Df
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 0.9 0.5 0.7 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.44 0.5 2.3 1.3 1.14Q Cofficient I A C Say 0.6
2.3184 0.0276 28 10 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.228 0.5 0.9 1.4 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.25TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 2.6 0.9 0.7 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 1.6 0.9 0.7
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient7071.1 1000 31623 20 4.472 0.7 0.9 0.5 1.4 0.5
0.76 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.36 0.9 0.417.953 0.0195 7071.1 920.67 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
28 Use this As I As Reference 2.10 0.9 0.7 1.6 1.210 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d2.3184 1.71 3.83 0.5 0.354 L=length of the crest wall in mtr wall joint 1.6 0.9 0.7
12.578 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 0.75 1.5 0.50.1878 1.5 0.1252 11 Length of wing wall 2.25*h cofficient h
0.2 1.125 2.25 0.5hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1252 0.014 80 8.94 hw=wave length in mtr 0.75 1.5 0.5
d h F 13 Top width of toe wall 0.450.7 0.5 0.2 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m.
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.60 1.25 0.9 0.5 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b1242 0.60 0.9 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
672.75 1.25 0.60 0.9 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient437.5 1000 0.9 0.5 1.4 1.25 0.5
Fa = whH w h H H 0.90450 1000 0.5 0.9 h 0.5 W1 1242
a 0.60 W2 672.75Fb = wH2 / 2 w H H H2 cofficient b 1.25 U 437.5
405 1000 0.9 0.9 0.81 0.5 w 1000 Fa 450Fb 405
Fc = wah w a h Fc 300300 1000 0.60 0.5
b/3 2b/3
awh
Safety against overturningGagarana IWMP 10-11
W1 x1 Fc Fa Fb U a b W21242 0.95 300 450 405 437.5 0.60 1.25 672.75
H U0.9 437.5
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
2
Fencing post IWMP GagaranaFor sc & Bpl category
2.1 0.2
0.15No of post 100
S.No Name of work Item no. No Lingth Width Hight Qty Unit Rate1 Cement concrete 1:2:4 100 2.1 0.18 0.15 5.51 Cum 3170 17474.632 Centering & shutering 100 2.1 0.3 63 Sqm 104 6552.00
Mtr Kg/MtrRain forcement with tor bar 8mm bar 400 2.1 840 0.4 336 KGRing specing 0.20 mtr & Hook 6mm 1050 0.5 525 0.282 148.05 KG
484.05 KG 62 30011.10Cost for 100 posts 54038Cost for one post 540
Add 3% contengency 16557
Say 560Area 0.2 Ha Length 178.89 mtr. Specing 8
Say 178 mtr.No of post As per length= Length/specing 22
Fencing will be done by Project Two Aditional post require after every 10 Posts 830.25
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1 Supply of barberbed wire fencing 14 gauge 65 6 178 1068 0.08 85.44 Kg 64 5468.162 Supply of cement concrete post mo.est. 30 30.00 No 560 16800.003 Trancepotation of posts 2 km. 194C 30 0.0393 1.18 Cum 66.7 78.64
4 Trancepotation of posts to pit up to one km. 30 30.00 No 18.75 562.505 fixing of Rcc post in 45 cm. deep pit 2B 30 0.45 0.45 0.45 2.73 Cum 68 185.906 Cost of binding wire mo.est. 5.1 Kg 70 357.007 Tidening of barberded wire 5.5/forest 1068 mtr 0.95 1014.6
24466.79Part of production 20% Remaining Add 3% contengency 734.00fencing 25200 25200.80Horticulture 7725 Say 25200Total 32925 6585 26340
Hence safe because it is less then 30000
Model estimate
0.15
3
Abstruct cost of Tanka with Plantation work For Genaral & OBC Category
Project Contribution Total Govt share Farmer share Total90% 10%
1Cost of tanka 152000.00 136800 15200 152000
Conservation measure for water harvesting
80% 20%
2 Cost of Horticulture plantation 7725 6180 1545 7725 Production
3Cost of Barbered wire fencing with post fixing 28000 22400 5600 28000 Production Total for production 35725 28580 7145 35725
90% 10%
10916 0 0 0 9824 1092 10916 Total Cost of tanka unit 198641.00 165380.00 22345.00 187725.00 9824.40 1091.60 10916.00Say 1.98 1.65 0.22 1.87 0.1 0.01 0.11 Lacs
For SC/ BPL
Project Contribution Total Govt share Farmer share Total90% 10%
1Cost of tanka 152000.00 136800 15200 152000
Conservation measure for water harvesting
90% 10%
2 Cost of Horticulture plantation 7725 6952.5 772.5 7725 Production
3 Cost of Barbered wire fencing with post fixing 25200 22680 2520 25200 Production Total for production 32925 29632.5 3292.5 32925
90% 10%
10916 0 0 0 9824 1092 10916 Total Cost of tanka unit 195841.00 166432.50 18492.50 184925.00 9824.40 1091.60 10916.00Say 1.96 1.66 0.18 1.85 0.1 0.01 0.11 Lacs
Note :- 1 Rates are taken as per GKN Nagaur. & forest dept.2 For Horticulture plantation is as per norms of Agriculture ext. Dept.3 For dovelopment of this unit drip irrigation will be taken in convergence with Agriculture ext. Dept.
4Cost of Drip irrigation system
Sr. noName of work
Project cost Convergence with Ag.Ext dept.
Measures
4
Sr. no Measures
Project cost Convergence with Ag.Ext dept.
Cost of Drip irrigation system
Name of work
Design of tanka
Collection of Water = Area * rainfall* 60% Capacity as per Structural design
Catchment Area = ^4*D2 (D= 15.00 Cum= ^4*Dt2 * Hight Dt= Inner diameter of tanka
= 176.625 SqmRainfall = 0.3 Mtr Dt= 3
Hight = 3.60Collection of water = 31.7925 Cum
25.434 CumCapacity Cum*1000 Capacity Cum*1000
= 31792.5 = 25434Used during season 6000
for potebilityNet 25792.5
Hence rainfall on catchment area can fillup the tanka by water
ProductionTotal capacity of tanka 25500 LtrUse of water for drinking purpose 30% 7650 LtrAvable water for plantation 60% 17850 LtrOne watering require 15 Ltr
No of watering per Year 20 No
Total Ltr require per plant per year 300 Ltr
No of plant can survive = Avable plantation for Plantation/ water require per plant per year= 59.50
say 55 plant
Capacity 25434 LTR
Gagarana IWMP 10-11 Tanka D d u H h u-3Mtr 3.9 3 3.6 3.90 0.6 0.6
S.No Discription Item no.No
/fector Length Width Hight Qty Rate Amount
1Earth work Excavation in hard soil up to 1.5 mt Hight and depositedexcavated meterial lead op to 150 2B
0.785 3.9 3.9 0.3 3.58 99 354.61
2Earth work Excavation in hard soil up to 1.5 mt Hight and depositedexcavated meterial lead op to 150 2B
0.785 3.9 3.9 1.2 14.33 99 1418.45
3Earth work Excavation in hard soil up to 1.5 mt Hight and depositedexcavated meterial lead op to 150 one extra lift 2B+3
0.785 3.9 3.9 1.5 17.91 111 1987.99
4Earth work Excavation in hard soil up to 1.5 mt Hight and depositedexcavated meterial lead op to 150 With two Extra lift 2B+3
Roof on tanka with Jodhpur stone slabe including Pointing of joints & 50mm Cement concrete 1 : 2 : 4 A 0.785 3 3 7.07
Gate B 1 0.45 0.45 0.20 A-B 6.86 1246 8550.68 50 mm Cement concrete 1 : 2 : 4 (1 cement : 2 sand : 4 concrete) 12mm A 0.785 3.9 3.9 11.94 B B 0.785 3 3 7.07 C 4.87 A+B-C 0.785 3 3 7.07
11.94 247 2949.1412 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 20 mm thick on stone 71B 3.14 3.9 0.6 7.35 151 1109.49
TOTAL A 70104.53
10 56
51C
25C
Model estimate
6
9
Working period D d H h H-h c/c hAngor wall 15.00 14.40 0.7 0.3 0.4 0.15
S.No Discription Item no.No
/fector Length Width Hight Qty Rate AmountEarth work Excavation in hard soil up to 1.5 mt Hight A 0.785 15 15 0.3 52.99and deposited excavated meterial lead op to 150 B 0.785 14.4 14.4 0.3 48.83
A-B 4.15 99 411.27Cement concrete 1:5:10 (1cement:5 sand:10 concrete) A 0.785 15 15 0.15 26.4940 mm concrete B 0.785 14.4 14.4 0.15 24.42
A-B 2.08 2008 4170.84RR stone mesonary in Cement sand mortar 1 : 6 A 0.785 15 15 0.85 150.13
B 0.785 14.4 14.4 0.85 138.36 A-B 11.77 1919 22587.19
Cement Plaster 1 : 6 ( 1 cement : 6 sand) 20 mm thick A 0.785 15 15 176.63on stone B 0.785 14.4 14.4 162.78 A-B 13.85
3.14 15 0.7 32.973.14 14.4 0.7 31.65
78.47 151 11848.76Total B 39018.05
3
1
2
4 71B
2B
10
25C
HodiLw Sw w h Th Lw Sw w h Th0.6 0.6 0.3 0.6 0.1 0.6 0.6 0.3 0.6 0.1
Earth work Excavation in hard soil up to 1.5 mt Hight and 1 1.2 0.9 0.7 0.76deposited excavated meterial lead op to 150 1 1.2 0.9 0.7 0.76 A+B 1.51 99 149.69RR stone mesonary in Cement sand mortar 1 : 6 2 0.6 0.3 0.6 0.22
1 1.2 0.9 0.1 0.11total 0.22 2008 433.73Cement Plaster 1 : 6 ( 1 cement : 6 sand) 20 mm thick on stone 1 0.6 0.6 0.36 B 1 1.8 0.6 1.08 C 2 0.6 0.3 0.36 D 1 1.2 0.3 0.36 a 1 0.6 0.6 0.36 b 1 1.8 0.6 1.08 c 2 0.6 0.3 0.36 d 1 1.2 0.3 0.36
4.32 101 436.32Total C 2677.75
soil murram MurramMis Work 0.3 0 0.3
1 Gate as per voucher L .S. 500Jali inlets L. S. 200Spreding And compection of excaveted soil in required profile A 0.784 14.4 14.4 0.3 48.77
B 0.784 3.9 3.9 0.3 3.58 A-B 45.19 40 1807.75
supply of murram A 0.784 14.4 14.4 0.3 48.77B 0.784 3.9 3.9 0.3 3.58A-B 45.19 80 3615.49
Trancepotation of murram up to 5 km A 0.784 14.4 14.4 0.3 48.77B 0.784 3.9 3.9 0.3 3.58A-B 45.19 87.9 3972.52
spreading of binding meterial in require profile including wateringin 15 cm layer 118 b 45.19 38 1717.36compection by plate vibretorwith operator & desal 125b/ 45.19 42 1898.13
Earth work Excavation in hard soil up to 1.5 mt Hight and A 1 2.4 0.6 0.6 0.86deposited excavated meterial lead op to 150 B 2 0.7 0.6 0.6 0.50 A-B 1.37 99 135.43Cement concrete 1:5:10 (1cement:5 sand:10 concrete) 1 2.4 0.6 0.3 0.4340 mm concrete 2 0.7 0.6 0.3 0.25 A-B 0.68 2008 1373.47RR stone mesonary in Cement sand mortar 1 : 6 1 2.4 0.6 0.3 0.43
21.28 173 3681.44Roof on tanka with Jodhpur stone slabe including Pointing of joints & 50mm Cement concrete 1 : 2 : 4 A 1 1 1.5 1.50
Gate B 1 0.45 0.45 0.20 A-B 1.30 1246 1616.69
7 50 mm Cement concrete 1 : 2 : 4 (1 cement : 2 sand : 4 concrete) 12mm 56 A 1 1 1.5 1.50 247 370.508 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 20 mm thick on stone 71B 1 1 1.5 1.50 151 226.509 Nal & Pipe 350.0010 Gate as per voucher L .S. 500.0011 Colour & name 500.00
Total E 20273.75Total (A,B,C,D & E) 147785.34Add 3 % contengency 4433.56Grand total 152218.90
Page no. 207 Say 152000.00
6 51C
2 10
3 25C
5 70A
Length Width Hight
1 2B
PLANGagarana IWMP 10-11
15
Capacity 25434 Ltr3.9
3 1.2
10.5
14.4
15
ROOF 10.5
0.7 0.6 0.3
0.3
3.90 0.93
3.6
cc 1:5:10
3.9
0.6
Fencing post IWMP Gagarana
2.1 0.2
0.15No of post 100
S.No Name of work Item no. No Lingth Width Hight Qty Unit Rate1 Cement concrete 1:2:4 100 2.1 0.18 0.15 5.51 Cum 3170 17474.632 Centering & shutering 100 2.1 0.3 63 Sqm 104 6552.00
Mtr Kg/MtrRain forcement with tor bar 8mm bar 400 2.1 840 0.4 336 KGRing specing 0.20 mtr & Hook 6mm 1050 0.5 525 0.282 148.05 KG
484.05 KG 62 30011.10Cost for 100 posts 54038Cost for one post 540
Add 3% contengency 16557
Say 560Area 0.2 Ha Length 178.89 mtr. Specing 6.589
Say 178 mtr.No of post As per length= Length/specing 27
Fencing will be done by Project Two Aditional post require after every 10 Posts 835.01
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1 Supply of barberbed wire fencing 14 gauge 65 6 178 1068 0.08 85.44 Kg 64 5468.162 Supply of cement concrete post mo.est. 35 35.01 No 540 18921.163 Trancepotation of posts 2 km. 194C 35 0.0393 1.38 Cum 66.7 91.78
4 Trancepotation of posts to pit up to one km. 35 35.01 No 18.75 656.535 fixing of Rcc post in 45 cm. deep pit 2B 35 0.45 0.45 0.45 3.19 Cum 68 216.976 Cost of binding wire mo.est. 5.1 Kg 70 357.007 Tidening of barberded wire 5.5/forest 1068 mtr 0.95 1014.6
26726.20Part of production 20% Remaining Add 3% contengency 801.79fencing 28000 27527.98Horticulture 7725 Say 28000Total 35725 7145 28580
Hence safe because it is less then 30000
Model estimate
0.15
3
Name of Plant Buded Ber Area 0.20 Ha
Horticulture Cost per plant No. of per ha. Plants 55
Year No./Year
1 Diging of pit 1 0.9 0.9 0.9 0.73 cum. 84 61.24 3367.982 Apply of manure
(A) Compost Khad 5.00 kg. 0.4 2.00 110(B) S.S.P. (16%) 1.00 kg. 4 4.00 220(C) Endosulphan (4%) 100 gm 0.10 kg. 30 3.00 165
Trancepotation of Plant from Jodhpur 100 km including loading and unloading 1.00 no 1.25 1.25 68.75TOTAL 136.33 7498.07
7500Add 3% contengency 225
Note:- And also Provide 50% subcidy for Bird net 7725Farmer will be traind for Horticulture palntation in Treaning programme be conducted by watershed (PIA)Farmer will ensured for Watch and Ward by himselfFarmer will be benifited by Drip Irrigation by Ag.extention dept. seperetaly.
Problem:- NEEL GAY ( Roz) can destroy all plantation work. Such that six time barberbed wire fencing is require.and farmer do not have much money about 0.33 Lacs for this Such that project will provide Barberd
wire fencing.
Unit Rate AmountAmount for 55 Plants
Model estimate
Hight QtyS.No DiscriptionTotal
Length Width
S. No. Year Discount factor 1/(1+.07)^n
(n=No. of yr.)
Capital cost Benefits Present Worth of actual cost(3X4)
Present worth of Benefit(3X5)
B.C. Ratio
1 2 3 4 5 6 7 8
1 I 0.93 197000.00 0.00 184112.15 0.00
2 II 0.87 1020.00 0.00 890.91 0.00
3 III 0.82 1020.00 37500.00 832.62 30611.17
4 IV 0.76 1020.00 37500.00 778.15 28608.57
5 V 0.71 1020.00 37500.00 727.25 26736.98
6 VI 0.67 1020.00 37500.00 679.67 24987.83
7 VII 0.62 1020.00 37500.00 635.20 23353.12
8 VIII 0.58 1020.00 37500.00 593.65 21825.34
9 IX 0.54 1020.00 37500.00 554.81 20397.52
10 X 0.51 1020.00 37500.00 518.52 19063.10
206180 300000.00 190322.93 195583.63
Calculation of B.C. ratio (Amount in lacs)
1.03
Total
Abstruct cost of Kachi Khet Talai with Plantation workGagarana IWMP 10-11 Area 0.20 Ha.
For Genaral & OBC Category
Project Contribution Total Govt share Farmer share Total90% 10%
1 Cost of Khet Talai 100000.00 90000 10000 100000Conservation measure for
water harvesting80% 20%
2Cost of Horticulture plantation 7725 6180 1545 7725 Production
3Cost of Barbered wire fencing with post fixing 28000 22400 5600 28000 Production Total Production 35725 28580 7145 35725 90% 10%
4 Cost of Drip irrigation system 21000 0 0 0 18900 2100 21000156725.00 118580 17145 135725 18900 2100 21000
Say 1.57 1.18 0.17 1.35 0.19 0.02 0.21 Lacs For sc & st Category
Project Contribution Total Govt share Farmer share Total90% 10%
1 Cost of Khet Talai 100000.00 90000 10000 100000Conservation measure for
water harvesting90% 10%
2Cost of Horticulture plantation 7725 6952.5 772.5 7725 Production
3Cost of Barbered wire fencing with post fixing 25200 22680 2520 25200 Production Total Production 32925 29632.5 3292.5 32925 90% 10%
4 Cost of Drip irrigation system 21000 0 0 0 18900 2100 21000153925.00 119633 13293 132925 18900 2100 21000
Say 1.54 1.2 0.13 1.33 0.19 0.02 0.21 LacsNote :- 1 Rates are taken as per GKN Nagaur. & forest dept.
2 For Horticulture plantation is as per norms of Agriculture ext. Dept.3 For dovelopment of this unit drip irrigation will be taken in convergence with Agriculture ext. Dept.
Sr. noName of work
Project cost Convergence with Ag.Ext dept.Measures
Sr. noName of work
Project cost Convergence with Ag.Ext dept.Measures
Abstruct of cost
EstimateConservation work
57341.1123088.4123133.68103563.23106.896
Instalation of pipe& handpump 1800108470.1
Say 100000Total
Khet talaiBarbered wire fencing
Over head tankTotal in conservation workAdd 3% contengency work
khet talai
Length Width hight20 20 2.510 10
Avg 15 15
20
10
1020
Gep of pole line 3Pole spacing 4.521No of pole 23.00
Result:- Corner pole 8Total pole require 31
Capacity 562500
Name of work khet talaiName of site GagaranaName of water shed Gagarana
So.No Name of work No Length Width Hight Qty rate amount
1 Earth work excavation in Hard soilup to 1.5 mtr hight Lead Up to 50 Mtr
2/p1 Foundation 31 0.45 0.45 0.45 2.832.83 99 279.6965
2 Earth work excavation for nadi talab 1 15.00 15.00 2.5 562.50139&140 562.50 92 51750p15
3 Cement concrete 1:6:129/p1 1 cement,6 sand,12 concrete 40 mm
Foundation 31 0.45 0.45 0.45 2.832.83 1880 5311.409
57341.11
Meterial analysis
Name of work Cement Stone Sand Concrete 40 mmConcrete 12 mm Labour Karigarfect fect fect fect fect fect fect
Trancepotation of Plant from Jodhpur 100 km including loading and unloading 1.00 no 1.25 1.25 68.75TOTAL 136.94 7531.70
7500Add 3% contengency 225
Note:- And also Provide 50% subcidy for Bird net 7725Farmer will be traind for Horticulture palntation in Treaning programme be conducted by watershed (PIA)Farmer will ensured for Watch and Ward by himselfFarmer will be benifited by Drip Irrigation by Ag.extention dept. seperetaly.
Problem:- NEEL GAY ( Roz) can destroy all plantation work. Such that six time barberbed wire fencing is require.and farmer do not have much money about 0.33 Lacs for this Such that project will provide Barberd
wire fencing.
Model estimate
S.No DiscriptionTotal
Length Width Hight Qty Unit Rate AmountAmount for 55 Plants
Fencing post IWMP Gagarana
2.1 0.2
0.15No of post 100
S.No Name of work Item no. No Lingth Width Hight Qty Unit Rate1 Cement concrete 1:2:4 100 2.1 0.18 0.15 5.51 Cum 3180 17529.752 Centering & shutering 100 2.1 0.3 63 Sqm 105 6615.00
Mtr Kg/MtrRain forcement with tor bar 8mm bar 400 2.1 840 0.4 336 KGRing specing 0.20 mtr & Hook 6mm 1050 0.5 525 0.282 148.05 KG
484.05 KG 62 30011.10Cost for 100 posts 54156Cost for one post 542
Add 3% contengency 16558
Say 560Area 0.2 Ha Length 178.89 mtr. Specing 6.589
Say 178 mtr.No of post As per length= Length/specing 27
Fencing will be done by Project Two Aditional post require after every 10 Posts 835.01
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1 Supply of barberbed wire fencing 14 gauge 65 6 178 1068 0.08 85.44 Kg 64 5468.162 Supply of cement concrete post mo.est. 35 35.01 No 560 19608.243 Trancepotation of posts 2 km. 194C 35 0.0393 1.38 Cum 67.4 92.75
4 Trancepotation of posts to pit up to one km. 35 35.01 No 18.75 656.535 fixing of Rcc post in 45 cm. deep pit 2B 35 0.45 0.45 0.45 3.19 Cum 68 216.976 Cost of binding wire mo.est. 5.1 Kg 70 357.007 Tidening of barberded wire 5.5/forest 1068 mtr 0.95 1014.6
27414.25Part of production 20% Remaining Add 3% contengency 822.43fencing 28000 28236.67Horticulture 7725 Say 28000Total 35725 7145 28580
Hence safe because it is less then 30000
Model estimate
0.15
3
Fencing post IWMP Gagarana
2.1 0.2
0.15No of post 100
S.No Name of work Item no. No Lingth Width Hight Qty Unit Rate1 Cement concrete 1:2:4 100 2.1 0.18 0.15 5.51 Cum 3180 17529.752 Centering & shutering 100 2.1 0.3 63 Sqm 105 6615.00
Mtr Kg/MtrRain forcement with tor bar 8mm bar 400 2.1 840 0.4 336 KGRing specing 0.20 mtr & Hook 6mm 1050 0.5 525 0.282 148.05 KG
484.05 KG 62 30011.10Cost for 100 posts 54156Cost for one post 542
Add 3% contengency 16558
Say 560Area 0.2 Ha Length 178.89 mtr. Specing 8
Say 178 mtr.No of post As per length= Length/specing 22
Fencing will be done by Project Two Aditional post require after every 10 Posts 830.25
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1 Supply of barberbed wire fencing 14 gauge 65 6 178 1068 0.08 85.44 Kg 64 5468.162 Supply of cement concrete post mo.est. 30 30.00 No 560 16800.003 Trancepotation of posts 2 km. 194C 30 0.0393 1.18 Cum 66.7 78.64
4 Trancepotation of posts to pit up to one km. 30 30.00 No 18.75 562.505 fixing of Rcc post in 45 cm. deep pit 2B 30 0.45 0.45 0.45 2.73 Cum 68 185.906 Cost of binding wire mo.est. 5.1 Kg 70 357.007 Tidening of barberded wire 5.5/forest 1068 mtr 0.95 1014.6
24466.79Part of production 20% Remaining Add 3% contengency 734.00fencing 25200 25200.80Horticulture 7725 Say 25200Total 32925 6585 26340
Hence safe because it is less then 30000
Model estimate
0.15
3
Fencing post IWMP Dhanapa
2.1 0.15
0.1
No of post 100
Name of work Item no. No Lingth Width Hight Qty Unit RateCement concrete 1:2:4 100 2.1 0.125 0.15 3.9375 Cum 3180 12521.3
Project Contribution Total Govt share Farmer share Total90% 10%
1 Cost of Khet Talai 154000.00 138600 15400 154000Conservation measure for
water harvesting90% 10%
2 Cost of Horticulture plantation 7725 6952.5 772.5 7725 Production
3 Cost of Barbered wire fencing with post fixing 25200 22680 2520 25200 Production Total for production 32925 29632.5 3292.5 32925
90% 10%21000 0 0 0 18900 2100 21000
Total Cost of tanka unit 207925.00 168232.50 18692.50 186925 18900.00 2100.00 21000.00Say 2.08 1.68 0.19 1.87 0.19 0.02 0.21 Lacs
Note :- 1 Rates are taken as per GKN Nagaur. & forest dept.2 For Horticulture plantation is as per norms of Agriculture ext. Dept.3 For dovelopment of this unit drip irrigation will be taken in convergence with Agriculture ext. Dept.
Convergence with Ag.Ext dept.
Measures
Sr. noMeasures
Project cost Convergence with Ag.Ext dept.Name of work
4 Cost of Drip irrigation system
Sr. noName of work
Project cost
Gagarana IWMPDesign of Khet talai
Collection of Water = Area * rainfall*30% Capacity as per Structural design
Catchment Area = 0.12 ha. Cum= Area*Hight= 1200 Sqm Area = 69.7
2282Hence rainfall on catchment area can fillup the tanka by waterFull capacity 104550Evoporation 30% 31365 1919Daily use for animal and birds 25% 26137.5
Net avalable water for Horticulture Plantation 47047.5
Production 247
One watering require 15 Ltr Ist year II year iii year55 40 173
No of watering per Year 20 No
Total Ltr require per plant per year 300 Ltr 151
No of plant can survive = capacity/ water require per plant per year= 156.825
56 A 1 1 1.5 1.50 247 370.509 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 25 mm thick on stone 71B 1 1 1.5 1.50 151 226.5010 Nal & Pipe,hand pump 1700.0011 Gate as per voucher L .S. 500.0012 Colour & name 500.00
Total (b) 22407.66Total (a+b) 149812.58
Add 3% contengecy 4494.377154306.96
Say 154000
2 10
7 51C
3 25C
6 70A
Length Width Hight
1 2B
Fencing post IWMP GagaranaFor sc & Bpl category
2.1 0.2
0.15No of post 100
S.No Name of work Item no. No Lingth Width Hight Qty Unit Rate1 Cement concrete 1:2:4 100 2.1 0.18 0.15 5.51 Cum 3180 17529.752 Centering & shutering 100 2.1 0.3 63 Sqm 105 6615.00
Mtr Kg/MtrRain forcement with tor bar 8mm bar 400 2.1 840 0.4 336 KGRing specing 0.20 mtr & Hook 6mm 1050 0.5 525 0.282 148.05 KG
484.05 KG 62 30011.10Cost for 100 posts 54156Cost for one post 542
Add 3% contengency 16558
Say 560Area 0.2 Ha Length 178.89 mtr. Specing 8
Say 178 mtr.No of post As per length= Length/specing 22
Fencing will be done by Project Two Aditional post require after every 10 Posts 830.25
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1 Supply of barberbed wire fencing 14 gauge 65 6 178 1068 0.08 85.44 Kg 64 5468.162 Supply of cement concrete post mo.est. 30 30.00 No 560 16800.003 Trancepotation of posts 2 km. 194C 30 0.0393 1.18 Cum 66.7 78.64
4 Trancepotation of posts to pit up to one km. 30 30.00 No 18.75 562.505 fixing of Rcc post in 45 cm. deep pit 2B 30 0.45 0.45 0.45 2.73 Cum 68 185.906 Cost of binding wire mo.est. 5.1 Kg 70 357.007 Tidening of barberded wire 5.5/forest 1068 mtr 0.95 1014.6
24466.79Part of production 20% Remaining Add 3% contengency 734.00fencing 25200 25200.80Horticulture 7725 Say 25200Total 32925 6585 26340
Hence safe because it is less then 30000
Model estimate
0.15
3
Fencing post IWMP Gagarana
2.1 0.2
0.15No of post 100
S.No Name of work Item no. No Lingth Width Hight Qty Unit Rate1 Cement concrete 1:2:4 100 2.1 0.18 0.15 5.51 Cum 3180 17529.752 Centering & shutering 100 2.1 0.3 63 Sqm 105 6615.00
Mtr Kg/MtrRain forcement with tor bar 8mm bar 400 2.1 840 0.4 336 KGRing specing 0.20 mtr & Hook 6mm 1050 0.5 525 0.282 148.05 KG
484.05 KG 62 30011.10Cost for 100 posts 54156Cost for one post 542
Add 3% contengency 16558
Say 560Area 0.2 Ha Length 178.89 mtr. Specing 6.36
Say 178 mtr.No of post As per length= Length/specing 28
Fencing will be done by Project Two Aditional post require after every 10 Posts 835.99
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1 Supply of barberbed wire fencing 14 gauge 65 6 178 1068 0.08 85.44 Kg 64 5468.162 Supply of cement concrete post mo.est. 36 35.99 No 542 19489.293 Trancepotation of posts 2 km. 194C 36 0.0393 1.41 Cum 66.7 94.33
4 Trancepotation of posts to pit up to one km. 36 35.99 No 18.75 674.765 fixing of Rcc post in 45 cm. deep pit 2B 36 0.45 0.45 0.45 3.28 Cum 68 223.006 Cost of binding wire mo.est. 5.1 Kg 70 357.007 Tidening of barberded wire 5.5/forest 1068 mtr 0.95 1014.6
27321.15Part of production 20% Remaining Add 3% contengency 819.63fencing 28100 28140.78Horticulture 7725 Say 28100Total 35825 7165 28660
Hence safe because it is less then 30000
Model estimate
0.15
3
Name of Plant Buded Ber Area 0.20 Ha
Horticulture Cost per plant No. of per ha. Plants 55
Year No./Year
1 Diging of pit 1 0.9 0.9 0.9 0.73 cum. 84 61.24 3367.982 Apply of manure
(A) Compost Khad 5.00 kg. 0.4 2.00 110(B) S.S.P. (16%) 1.00 kg. 4 4.00 220(C) Endosulphan (4%) 100 gm 0.10 kg. 30 3.00 165
Trancepotation of Plant from Jodhpur 100 km including loading and unloading 1.00 no 1.25 1.25 68.75TOTAL 137.04 7536.98
7500Add 3% contengency 225
Note:- And also Provide 50% subcidy for Bird net 7725Farmer will be traind for Horticulture palntation in Treaning programme be conducted by watershed (PIA)Farmer will ensured for Watch and Ward by himselfFarmer will be benifited by Drip Irrigation by Ag.extention dept. seperetaly.
Problem:- NEEL GAY ( Roz) can destroy all plantation work. Such that six time barberbed wire fencing is require.and farmer do not have much money about 0.33 Lacs for this Such that project will provide Barberd
wire fencing.
S.No DiscriptionTotal
Length Width Unit Rate AmountAmount for 55 Plants
Model estimate
Hight Qty
S. No. Year Discount factor 1/(1+.07)^n
(n=No. of yr.)
Capital cost Benefits Present Worth of actual cost(3X4)
Present worth of Benefit(3X5)
B.C. Ratio
1 2 3 4 5 6 7 8
1 I 0.93 210000.00 0.00 196261.68 0.00
2 II 0.87 2836.00 0.00 2477.07 0.00
3 III 0.82 2836.00 104250.00 2315.02 85099.05
4 IV 0.76 2836.00 104250.00 2163.57 79531.83
5 V 0.71 2836.00 104250.00 2022.03 74328.81
6 VI 0.67 2836.00 104250.00 1889.75 69466.18
7 VII 0.62 2836.00 104250.00 1766.12 64921.66
8 VIII 0.58 2836.00 104250.00 1650.58 60674.45
9 IX 0.54 2836.00 104250.00 1542.60 56705.09
10 X 0.51 2836.00 104250.00 1441.68 52995.41
235524 834000.00 213530.09 543722.48
Calculation of B.C. ratio (Amount in lacs)
2.55
Total
Renovatation of Khet talai60
Name of site GagaranaName of water shed Gagarana
So.No Name of work No Length Width Hight Qty rate amount
1 Earth trancepotation up to 2 Km 461 28 23 2.4 1545.61 16 17 1.2 326.41 28 13 3.6 1310.41 14 18 2.4 604.8
Note:- This benefit is for initial phase. If we menage it best we can fullfill other requirement of villagerslike fodder problem &, fuel wood problem
Cost Benefit RatioBenefit Cost Ratio
Initial phase 193500 730062 0.27
To get final phase proper menagement require for this through WDF fundWe will get Desi Babul wood for furniture making to support livelihood of land less labours
Note :- Over head tank has been taken to life saving watering for plantation.and to supply drinking waterfor pets animal & birds
Prodoction Expenditure
Gagarana IWMP Silvi Pastu Design of Khet talai
Area 7 haCollection of Water = Area * rainfall*30% Capacity as per Structural design
Catchment Area = 0.186 ha. Cum= Area*Hight= 1860 Sqm Area =
10 Supply of water tanker 196(b) 3 15 4 1 180.00per 1000 ltr 2km 20.1 3.62 10854
TOTAL 103 325062Contengency 3% 9752Grand total 334814
Say 335000Problem & solution:- NEEL GAY ( Roz) can destroy all plantation work. Such that Watch and ward require on agriment
Note :- We have Chokidar for this Area in this estimate. We supplying water by Tanker .Estimate include gap filling 20 %
DiscriptionTotal
S.No Amount for 6 ha.
Model estimate
Rate AmountUnitLength Width Hight Qty
Fencing post Silvi IWMP GagaranaArea 7 ha
2.1 0.2
0.15No of post 100
S.No Name of work Item no. No Lingth Width Hight Qty Unit Rate1 Cement concrete 1:2:4 100 2.1 0.18 0.15 5.51 Cum 3180 17529.752 Centering & shutering 100 2.1 0.3 63 Sqm 105 6615.00
Mtr Kg/MtrRain forcement with tor bar 8mm bar 400 2.1 840 0.4 336 KGRing specing 0.20 mtr & Hook 6mm 1050 0.5 525 0.282 148.05 KG
484.05 KG 62 30011.10Cost for 100 posts 54156Cost for one post 542
Add 3% contengency 16558
Say 560Area 6 Ha Length 979.80 mtr. Specing 6.36
Say 980 mtr.No of post As per length= Length/specing 154
Fencing will be done by Project Two Aditional post require after every 10 Posts 8162.09
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1 Supply of barberbed wire fencing 14 gauge 65 6 980 5880 0.08 470.4 Kg 64 30105.62 Supply of cement concrete post mo.est. 162 162.09 No 560 90769.313 Trancepotation of posts 2 km. 194C 162 0.0393 6.37 Cum 66.7 424.88
4 Trancepotation of posts to pit up to one km. 162 162.09 No 18.75 3039.155 fixing of Rcc post in 45 cm. deep pit 2B 162 0.45 0.45 0.45 14.77 Cum 68 1004.386 Cost of binding wire mo.est. 5.1 Kg 70 357.007 Tidening of barberded wire 5.5/forest 5880 mtr 0.95 5586
131286.32Part of production Add 3% contengency 3938.59fencing 135000 135224.91
Say 135000
Model estimate
0.15
3
Model estimateArea 1 Ha Specing
Length 400 mtr. 8.75No of post As per length= Length/specing 45.7one Aditional post require at corner 4
For Sc & st 49.71Fencing will be done by Project Say 49
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1Supply of barberbed wire fencing 14 gauge 65 6 400.00 2400 0.08 192 Kg 64 12288
2 Supply of cement concrete post mo.est. 49 49 No 350 17150
3 Cost of binding wire mo.est. 2 Kg 70 140
29578
Say 29500
Abstruct of cost Gagarana IWMP 10-11
Private Pasture Development(A) For General & OBC
Project Contribution Total80% 20%
1Cost of Agro forestry
plantation 3500 2800 700 3500 Production Cost of Barbered wire fencing with post fixing 32000 25600 6400 32000 Production Total Cost of unit 35500.00 28400 7100 35500Say 0.35 0.28 0.07 0.35 Lacs
(B) For sc & st
Project Contribution Total90% 10%
1Cost of Horticulture
plantation 3500 3150 350 3500 Production Cost of Barbered wire fencing with post fixing 29500 26550 2950 29500 Production Total Cost of tanka unit 33000.00 29700 3300 33000Say 0.33 0.3 0.03 0.33 Lacs
Note :- 1 Rates are taken as per GKN Nagaur. & forest dept.2 For Horticulture plantation is as per norms of Agriculture ext. Dept.3 For dovelopment of this unit drip irrigation will be taken in convergence with Agriculture ext. Dept.
Sr. noMeasures
Project costName of work
Sr. noName of work
Project costMeasures
Name of Plant Agro forestry plant Area 1 Ha Spacing 10
Cost per plant No. of per ha. Plants 100
For sc & st Gagarana IWMP 10-11 say 100
Year No./Year
1 Diging of pit 1 0.45 0.45 0.45 1.00 cum. 7.4 7.40 7402 Plant cost 1 1.00 No 5 15.00 15003 Planting tree 1.00 No. 3.2 3.10 310
4Trancepotation of Plant from nursury made by shg
1.00 no 1.25 1.25 125
5Soing of dhaman seed By trector Plough 1.00 Hr 300 300.00 300.00
3500Note :- And also Provide 50% subcidy for Bird net
Farmer will be traind for Agroforestry plant in Treaning programme be conducted by watershed (PIA)
Farmer will ensured for Watch and Ward by & watering himself
Problem :- NEEL GAY ( Roz) can destroy all plantation work. Such that six time barberbed wire fencing is require.and farmer do not have much money about 0.33 Lacs for this Such that project will provide Barberd
wire fencing.
Amount for 100 Plants
Model estimate
S.No DiscriptionTotal
Length Width Hight Qty Unit Rate Amount
Fencing post IWMP Gagarana 10-11
2.1 0.15
0.1
No of post 100
Name of work Item no. No Lingth Width Hight Qty Unit RateCement concrete 1:3:6 100 2.1 0.125 0.15 3.9375 Cum 2507 9871.31
Rain forcement with tor bar 6mm bar 300 2.1 630 0.282 177.66 KG
Ring specing 0.20 mtr & Hook 6mm 1050 0.4 420 0.282 118.44 KG
296.1 KG 62 18358.2
Cost for 100 posts 34844.5
Cost for one post 348.445say 350
Model estimate
0.15
Model estimateArea 1 Ha Specing
Length 400 mtr. 7.7No of post As per length= Length/specing 51.9one Aditional post require at corner 4
For General & OBC 55.95Fencing will be done by Project Say 56
S.No Discription Item no. No Length of single wire
Total length Kg/mtr Quantity Unit Rate Amount
1Supply of barberbed wire fencing 14 gauge 65 6 400.00 2400 0.08 192 Kg 64 12288
2 Supply of cement concrete post mo.est. 56 56 No 350 19600
3 Cost of binding wire mo.est. 2 Kg 70 140
All Labour work will be done by farmer 32028
Say 32000
Model EstimateMinor mesonary Structure 1
Gagarana IWMP 10-11 DLT A to A'
Micro no. 11(6) Near Khasra no. Mandir Tukaliyan
11.86
Cost of MMS 402327 GIS based catchment area = 32Cost of retaining wall 86664 GIS based length of trevel = 530Cost of earthen bund 68656.13Total 557647.3
Say 5.58 lacs
Highest contour level
lowest contour level
level Difference
380 330 50
Minor mesonary StructureData to put A C L H h I Df Micro no. Near Khasra no. Mandir Tukaliyan DLT A to A'
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.7 0.85 1.25 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.75 0.85 2.3 1.3 1.14Q Cofficient I A C Say 0.8
15.898 0.0276 45 32 0.4 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
2.236 0.85 1.7 2.55 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 2.20TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 3.95 1.7 1.25 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 2.95 1.7 1.25
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient1725.6 530 12202 50 7.071 1.275 1.7 0.85 2.55 0.5
1.36 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.68 1.7 0.46.06 0.0195 1725.6 310.77 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
45 Use this As I As Reference 3.91 1.7 1.25 2.95 2.212510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d15.898 1.71 11.86 0.85 0.784 L=length of the crest wall in mtr wall joint 2.95 1.7 1.25
38.912 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.275 1.5 0.850.1328 1.5 0.0885 11 Length of wing wall 2.25*h cofficient h
0.4 1.9125 2.25 0.85hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.0885 0.014 40 6.32 hw=wave length in mtr 1.275 1.5 0.85
d h F 13 Top width of toe wall 0.451.25 0.85 0.4 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 11(6) Near Khasra no. Mandir Tukaliyan DLT A to A'
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.80 2.20 1.7 0.85 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b3128 0.80 1.7 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
2737 2.20 0.80 1.7 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1402.5 1000 1.7 0.85 2.55 2.20 0.5
Fa = whH w h H H 1.701445 1000 0.85 1.7 h 0.85 W1 3128
a 0.80 W2 2737Fb = wH2 / 2 w H H H2 cofficient b 2.20 U 1402.5
1445 1000 1.7 1.7 2.89 0.5 w 1000 Fa 1445Fb 1445
Fc = wah w a h Fc 680680 1000 0.80 0.85
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 11(6) Near Khasra no. Mandir Tukaliyan DLT A to A'
W1 x1 Fc Fa Fb U a b W23128 1.8 680 1445 1445 1402.5 0.80 2.20 2737
H U1.7 1402.5
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
5
supply of murramTrancepotation of murram 5Km.
Spreading of murram
cost of Cumath Seed
Retaining WallGagarana IWMP 10-11 Micro no. 11(6) DLT A to A'
Length 20 Near Khasra no. Mandir Tukaliyan0.45
0.9 0.91
0.600.3
Sr.no. Item of work Item no. No Length Width Hight Qty rate Amount
1Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavatedmeterial lead op to 150 2B 2 20.00 0.60 0.60 14.4 99 1425.6
2Cement concrete 1:4:8 (1cement:4 sand:8 concrete) 40/25 mm concrete Using mixture & vibrater 125 B 2 20.00 0.60 0.3 7.2 2282 16430.4
3RR stone mesonary in Cement sand mortar 1 : 6 25C 2 20.00 0.60 0.3 7.2 1919 13816.8
4 RR stone mesonary in Cement sand mortar 1 : 6 25C 2 20.00 0.525 0.9 19 1919 36269.1
5 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 25 mm thick on stone 71A 2 20.00 0.9 36.002 20.00 0.912 36.49662 20.00 0.45 18
90.50 151 13664.9829
6 Piching 146 2 20.00 0.9 0.15 2.7 938 2532.6
Total 84139.48
3% contengency 2524.18
86663.67
C/C0.6
Model EstimateMinor mesonary Structure 2
Gagarana IWMP 10-11 DLT A' to C'
Micro no. 11(6) Near Khasra no. 340 Tukaliyan
7.53
Cost of MMS 236748 GIS based catchment area = 48Cost of retaining wall 47665 GIS based length of trevel = 860Cost of earthen bund 116502.5Total 400915.2
Say 4 lacs
Highest contour level
lowest contour level
level Difference
380 330 50
Minor mesonary StructureData to put A C L H h I Df Micro no. Near Khasra no. 340 Tukaliyan DLT A' to C'
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.2 0.95 1.2 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.83 0.95 2.3 1.3 1.14Q Cofficient I A C Say 0.8
11.923 0.0276 30 48 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.886 0.95 1.2 2.15 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.90TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 3.4 1.2 1.2 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 2.4 1.2 1.2
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient3566.7 860 25220 50 7.071 1.075 1.2 0.95 2.15 0.5
1.16 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.48 1.2 0.410.599 0.0195 3566.7 543.55 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
30 Use this As I As Reference 3.00 1.2 1.2 2.4 1.810 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d11.923 1.71 7.53 0.95 0.926 L=length of the crest wall in mtr wall joint 2.4 1.2 1.2
24.699 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.425 1.5 0.950.2394 1.5 0.1596 11 Length of wing wall 2.25*h cofficient h
0.25 2.1375 2.25 0.95hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1596 0.014 130 11.40 hw=wave length in mtr 1.425 1.5 0.95
d h F 13 Top width of toe wall 0.451.2 0.95 0.25 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 11(6) Near Khasra no. 340 Tukaliyan DLT A' to C'
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.80 1.90 1.2 0.95 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b2208 0.80 1.2 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
1518 1.90 0.80 1.2 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1021.25 1000 1.2 0.95 2.15 1.90 0.5
Fa = whH w h H H 1.201140 1000 0.95 1.2 h 0.95 W1 2208
a 0.80 W2 1518Fb = wH2 / 2 w H H H2 cofficient b 1.90 U 1021.25
720 1000 1.2 1.2 1.44 0.5 w 1000 Fa 1140Fb 720
Fc = wah w a h Fc 760760 1000 0.80 0.95
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 11(6) Near Khasra no. 340 Tukaliyan DLT A' to C'
W1 x1 Fc Fa Fb U a b W22208 1.5 760 1140 720 1021.25 0.80 1.90 1518
H U1.2 1021.25
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
5
supply of murramTrancepotation of murram 5Km.
Spreading of murram
cost of Cumath Seed
Retaining WallGagarana IWMP 10-11 Micro no. 11(6) DLT A' to C'
Length 11 Near Khasra no. 340 Tukaliyan0.45
0.9 0.91
0.600.3
Sr.no. Item of work Item no. No Length Width Hight Qty rate Amount
1Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavatedmeterial lead op to 150 2B 2 11.00 0.60 0.60 7.92 99 784.08
2Cement concrete 1:4:8 (1cement:4 sand:8 concrete) 40/25 mm concrete Using mixture & vibrater 125 B 2 11.00 0.60 0.3 3.96 2282 9036.72
3RR stone mesonary in Cement sand mortar 1 : 6 25C 2 11.00 0.60 0.3 3.96 1919 7599.24
4 RR stone mesonary in Cement sand mortar 1 : 6 25C 2 11.00 0.525 0.9 10 1919 19948.005
5 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 25 mm thick on stone 71A 2 11.00 0.9 19.802 11.00 0.912 20.07312 11.00 0.45 9.9
49.77 151 7515.74057
6 Piching 146 2 11.00 0.9 0.15 1.485 938 1392.93
Total 46276.72
3% contengency 1388.30
47665.02
C/C0.6
Model EstimateMinor mesonary Structure 3
Gagarana IWMP 10-11 DLT
Micro no. 11(6) Near Khasra no. 339 Tukaliyan
7.61
Cost of MMS 238165 GIS based catchment area = 52Cost of retaining wall 47665 GIS based length of trevel = 1150Cost of earthen bund 114737.3Total 400567.3
Say 4 lacs
Highest contour level
lowest contour level
level Difference
380 325 55
Minor mesonary StructureData to put A C L H h I Df Micro no. Near Khasra no. 339 Tukaliyan DLT 0
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.2 0.95 1.2 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.83 0.95 2.3 1.3 1.14Q Cofficient I A C Say 0.8
12.056 0.0276 28 52 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.886 0.95 1.2 2.15 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 1.90TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 3.4 1.2 1.2 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 2.4 1.2 1.2
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient5258.5 1150 38998 55 7.416 1.075 1.2 0.95 2.15 0.5
1.16 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.48 1.2 0.414.292 0.0195 5258.5 732.94 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
28 Use this As I As Reference 3.00 1.2 1.2 2.4 1.810 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d12.056 1.71 7.61 0.95 0.926 L=length of the crest wall in mtr wall joint 2.4 1.2 1.2
24.974 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.425 1.5 0.950.2394 1.5 0.1596 11 Length of wing wall 2.25*h cofficient h
0.25 2.1375 2.25 0.95hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1596 0.014 130 11.40 hw=wave length in mtr 1.425 1.5 0.95
d h F 13 Top width of toe wall 0.451.2 0.95 0.25 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 11(6) Near Khasra no. 339 Tukaliyan DLT 0
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.80 1.90 1.2 0.95 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b2208 0.80 1.2 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
1518 1.90 0.80 1.2 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1021.25 1000 1.2 0.95 2.15 1.90 0.5
Fa = whH w h H H 1.201140 1000 0.95 1.2 h 0.95 W1 2208
a 0.80 W2 1518Fb = wH2 / 2 w H H H2 cofficient b 1.90 U 1021.25
720 1000 1.2 1.2 1.44 0.5 w 1000 Fa 1140Fb 720
Fc = wah w a h Fc 760760 1000 0.80 0.95
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 11(6) Near Khasra no. 339 Tukaliyan DLT 0
W1 x1 Fc Fa Fb U a b W22208 1.5 760 1140 720 1021.25 0.80 1.90 1518
H U1.2 1021.25
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.5 1 1.25 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.88 1 2.3 1.3 1.14Q Cofficient I A C Say 0.9
12.983 0.0276 28 42 0.4 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
2.193 1 1.5 2.5 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 2.20TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 3.75 1.5 1.25 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 2.75 1.5 1.25
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient4674.9 1030 33056 50 7.071 1.25 1.5 1 2.5 0.5
1.26 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.6 1.5 0.413.054 0.0195 4674.9 669.46 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
28 Use this As I As Reference 3.56 1.5 1.25 2.75 2.062510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d12.983 1.71 7.59 1 1.000 L=length of the crest wall in mtr wall joint 2.75 1.5 1.25
24.903 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.5 1.5 10.2394 1.5 0.1596 11 Length of wing wall 2.25*h cofficient h
0.25 2.25 2.25 1hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1596 0.014 130 11.40 hw=wave length in mtr 1.5 1.5 1
d h F 13 Top width of toe wall 0.451.25 1 0.25 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 11(6) Near Khasra no. 348 Tunkaliya DLT 0
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.90 2.20 1.5 1 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b3105 0.90 1.5 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
2242.5 2.20 0.90 1.5 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1375 1000 1.5 1 2.5 2.20 0.5
Fa = whH w h H H 1.501500 1000 1 1.5 h 1 W1 3105
a 0.90 W2 2242.5Fb = wH2 / 2 w H H H2 cofficient b 2.20 U 1375
1125 1000 1.5 1.5 2.25 0.5 w 1000 Fa 1500Fb 1125
Fc = wah w a h Fc 900900 1000 0.90 1
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 11(6) Near Khasra no. 348 Tunkaliya DLT 0
W1 x1 Fc Fa Fb U a b W23105 1.75 900 1500 1125 1375 0.90 2.20 2242.5
H U1.5 1375
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavated meterial lead op to 50
5
supply of murramTrancepotation of murram 5Km.
Spreading of murram
cost of Cumath Seed
Model EstimateMinor mesonary Structure 5
Gagarana IWMP 10-11 DLT
Micro no. 11(6) Near Khasra no. 663 Tunkaliya
7.99
Cost of MMS 254541 GIS based catchment area = 110Cost of retaining wall 51998 GIS based length of trevel = 2030Cost of earthen bund 64296.06Total 370835.7
Say 3.71 lacs
Highest contour level
lowest contour level
level Difference
380 320 60
Minor mesonary StructureData to put A C L H h I Df Micro no. Near Khasra no. 663 Tunkaliya DLT 0
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.2 1 1.25 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.88 1 2.3 1.3 1.14Q Cofficient I A C Say 0.9
13.662 0.0276 15 110 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.930 1 1.2 2.2 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 2.00TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 3.45 1.2 1.25 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 2.45 1.2 1.25
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient11808 2030 91463 60 7.746 1.1 1.2 1 2.2 0.5
1.16 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.48 1.2 0.426.644 0.0195 11808 1366.4 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
15 Use this As I As Reference 3.04 1.2 1.25 2.45 1.837510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d13.662 1.71 7.99 1 1.000 L=length of the crest wall in mtr wall joint 2.45 1.2 1.25
26.205 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.5 1.5 10.2572 1.5 0.1715 11 Length of wing wall 2.25*h cofficient h
0.25 2.25 2.25 1hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.1715 0.014 150 12.25 hw=wave length in mtr 1.5 1.5 1
d h F 13 Top width of toe wall 0.451.25 1 0.25 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 11(6) Near Khasra no. 663 Tunkaliya DLT 0
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.90 2.00 1.2 1 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b2484 0.90 1.2 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
1518 2.00 0.90 1.2 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1100 1000 1.2 1 2.2 2.00 0.5
Fa = whH w h H H 1.201200 1000 1 1.2 h 1 W1 2484
a 0.90 W2 1518Fb = wH2 / 2 w H H H2 cofficient b 2.00 U 1100
720 1000 1.2 1.2 1.44 0.5 w 1000 Fa 1200Fb 720
Fc = wah w a h Fc 900900 1000 0.90 1
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 11(6) Near Khasra no. 663 Tunkaliya DLT 0
W1 x1 Fc Fa Fb U a b W22484 1.55 900 1200 720 1100 0.90 2.00 1518
H U1.2 1100
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Sr.no. Item of work Item no. No Length Width Hight Qty rate Amount
1Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavatedmeterial lead op to 150 2B 2 12.00 0.60 0.60 8.64 99 855.36
2Cement concrete 1:4:8 (1cement:4 sand:8 concrete) 40/25 mm concrete Using mixture & vibrater 125 B 2 12.00 0.60 0.3 4.32 2282 9858.24
3RR stone mesonary in Cement sand mortar 1 : 6 25C 2 12.00 0.60 0.3 4.32 1919 8290.08
4 RR stone mesonary in Cement sand mortar 1 : 6 25C 2 12.00 0.525 0.9 11 1919 21761.46
5 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 25 mm thick on stone 71A 2 12.00 0.9 21.602 12.00 0.912 21.89792 12.00 0.45 10.8
54.30 151 8198.98971
6 Piching 146 2 12.00 0.9 0.15 1.62 938 1519.56
Total 50483.69
3% contengency 1514.51
51998.20
C/C0.6
Model EstimateMinor mesonary Structure 6
Gagarana IWMP 10-11 DLT
Micro no. 11(6) Near Khasra no. 664 Tunkaliya
9.23
Cost of MMS 286451 GIS based catchment area = 62Cost of retaining wall 129996 GIS based length of trevel = 1500Cost of earthen bund 40307.33Total 456753.5
Say 4.57 lacs
Highest contour level
lowest contour level
level Difference
380 325 55
Minor mesonary StructureData to put A C L H h I Df Micro no. Near Khasra no. 664 Tunkaliya DLT 0
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.5 0.7 1 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.61 0.7 2.3 1.3 1.14Q Cofficient I A C Say 0.8
9.2405 0.0276 18 62 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
1.930 0.7 1.5 2.2 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 2.00TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 3.5 1.5 1 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 2.5 1.5 1
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient7833.5 1500 58095 55 7.416 1.1 1.5 0.7 2.2 0.5
1.16 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.6 1.5 0.419.426 0.0195 7833.5 996.2 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
18 Use this As I As Reference 3.38 1.5 1 2.5 1.87510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d9.2405 1.71 9.23 0.7 0.586 L=length of the crest wall in mtr wall joint 2.5 1.5 1
30.264 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.05 1.5 0.70.3253 1.5 0.2169 11 Length of wing wall 2.25*h cofficient h
0.3 1.575 2.25 0.7hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.2169 0.014 240 15.49 hw=wave length in mtr 1.05 1.5 0.7
d h F 13 Top width of toe wall 0.451 0.7 0.3 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 11(6) Near Khasra no. 664 Tunkaliya DLT 0
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.80 2.00 1.5 0.7 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b2760 0.80 1.5 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
2070 2.00 0.80 1.5 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1100 1000 1.5 0.7 2.2 2.00 0.5
Fa = whH w h H H 1.501050 1000 0.7 1.5 h 0.7 W1 2760
a 0.80 W2 2070Fb = wH2 / 2 w H H H2 cofficient b 2.00 U 1100
1125 1000 1.5 1.5 2.25 0.5 w 1000 Fa 1050Fb 1125
Fc = wah w a h Fc 560560 1000 0.80 0.7
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 11(6) Near Khasra no. 664 Tunkaliya DLT 0
W1 x1 Fc Fa Fb U a b W22760 1.6 560 1050 1125 1100 0.80 2.00 2070
H U1.5 1100
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Sr.no. Item of work Item no. No Length Width Hight Qty rate Amount
1Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavatedmeterial lead op to 150 2B 2 30.00 0.60 0.60 21.6 99 2138.4
2Cement concrete 1:4:8 (1cement:4 sand:8 concrete) 40/25 mm concrete Using mixture & vibrater 125 B 2 30.00 0.60 0.3 10.8 2282 24645.6
3RR stone mesonary in Cement sand mortar 1 : 6 25C 2 30.00 0.60 0.3 10.8 1919 20725.2
4 RR stone mesonary in Cement sand mortar 1 : 6 25C 2 30.00 0.525 0.9 28 1919 54403.65
5 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 25 mm thick on stone 71A 2 30.00 0.9 54.002 30.00 0.912 54.74492 30.00 0.45 27
135.74 151 20497.4743
6 Piching 146 2 30.00 0.9 0.15 4.05 938 3798.9
Total 126209.22
3% contengency 3786.28
129995.50
C/C0.6
Model EstimateMinor mesonary Structure 7
Gagarana IWMP 10-11 DLT
Micro no. 11(6) Near Khasra no. 656 Tunkaliya
18.88
Cost of MMS 592716 GIS based catchment area = 260Cost of retaining wall 129996 GIS based length of trevel = 2500Cost of earthen bund 91747.44Total 814458.8
Say 8.14 lacs
Highest contour level
lowest contour level
level Difference
380 320 60
Minor mesonary StructureData to put A C L H h I Df Micro no. Near Khasra no. 656 Tunkaliya DLT 0
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.7 1 1.4 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.88 1 2.3 1.3 1.14Q Cofficient I A C Say 0.9
32.292 0.0276 15 260 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
2.368 1 1.7 2.7 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 2.40TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 4.1 1.7 1.4 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 3.1 1.7 1.4
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient16137 2500 125000 60 7.746 1.35 1.7 1 2.7 0.5
1.46 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.68 1.7 0.433.89 0.0195 16137 1737.9 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
15 Use this As I As Reference 4.03 1.7 1.4 3.1 2.32510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d32.292 1.71 18.88 1 1.000 L=length of the crest wall in mtr wall joint 3.1 1.7 1.4
61.94 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.5 1.5 10.3929 1.5 0.2619 11 Length of wing wall 2.25*h cofficient h
0.4 2.25 2.25 1hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.2619 0.014 350 18.71 hw=wave length in mtr 1.5 1.5 1
d h F 13 Top width of toe wall 0.451.4 1 0.4 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 11(6) Near Khasra no. 656 Tunkaliya DLT 0
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.90 2.40 1.7 1 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b3519 0.90 1.7 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
2932.5 2.40 0.90 1.7 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1620 1000 1.7 1 2.7 2.40 0.5
Fa = whH w h H H 1.701700 1000 1 1.7 h 1 W1 3519
a 0.90 W2 2932.5Fb = wH2 / 2 w H H H2 cofficient b 2.40 U 1620
1445 1000 1.7 1.7 2.89 0.5 w 1000 Fa 1700Fb 1445
Fc = wah w a h Fc 900900 1000 0.90 1
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 11(6) Near Khasra no. 656 Tunkaliya DLT 0
W1 x1 Fc Fa Fb U a b W23519 1.95 900 1700 1445 1620 0.90 2.40 2932.5
H U1.7 1620
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Sr.no. Item of work Item no. No Length Width Hight Qty rate Amount
1Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavatedmeterial lead op to 150 2B 2 30.00 0.60 0.60 21.6 99 2138.4
2Cement concrete 1:4:8 (1cement:4 sand:8 concrete) 40/25 mm concrete Using mixture & vibrater 125 B 2 30.00 0.60 0.3 10.8 2282 24645.6
3RR stone mesonary in Cement sand mortar 1 : 6 25C 2 30.00 0.60 0.3 10.8 1919 20725.2
4 RR stone mesonary in Cement sand mortar 1 : 6 25C 2 30.00 0.525 0.9 28 1919 54403.65
5 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 25 mm thick on stone 71A 2 30.00 0.9 54.002 30.00 0.912 54.74492 30.00 0.45 27
135.74 151 20497.4743
6 Piching 146 2 30.00 0.9 0.15 4.05 938 3798.9
Total 126209.22
3% contengency 3786.28
129995.50
C/C0.6
Model EstimateMinor mesonary Structure 8
Gagarana IWMP 10-11 DLT
Micro no. 11(6) Near Khasra no. 633 Tunkaliya
26.15
Cost of MMS 680565 GIS based catchment area = 450Cost of retaining wall 32499 GIS based length of trevel = 3200Cost of earthen bund 20568.82Total 733632.7
Say 7.34 lacs
Highest contour level
lowest contour level
level Difference
380 305 75
Minor mesonary StructureData to put A C L H h I Df Micro no. Near Khasra no. 633 Tunkaliya DLT 0
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.5 1 1.4 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.88 1 2.3 1.3 1.14Q Cofficient I A C Say 0.9
44.712 0.0276 12 450 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
2.193 1 1.5 2.5 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 2.20TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 3.9 1.5 1.4 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 2.9 1.5 1.4
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient20902 3200 181019 75 8.660 1.25 1.5 1 2.5 0.5
1.256 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.6 1.5 0.441.36 0.0195 20902 2121 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
12 Use this As I As Reference 3.68 1.5 1.4 2.9 2.17510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d44.712 1.71 26.15 1 1.000 L=length of the crest wall in mtr wall joint 2.9 1.5 1.4
85.763 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.5 1.5 10.3929 1.5 0.2619 11 Length of wing wall 2.25*h cofficient h
0.4 2.25 2.25 1hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.2619 0.014 350 18.71 hw=wave length in mtr 1.5 1.5 1
d h F 13 Top width of toe wall 0.451.4 1 0.4 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 11(6) Near Khasra no. 633 Tunkaliya DLT 0
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.90 2.20 1.5 1 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b3105 0.90 1.5 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
2242.5 2.20 0.90 1.5 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1375 1000 1.5 1 2.5 2.20 0.5
Fa = whH w h H H 1.501500 1000 1 1.5 h 1 W1 3105
a 0.90 W2 2242.5Fb = wH2 / 2 w H H H2 cofficient b 2.20 U 1375
1125 1000 1.5 1.5 2.25 0.5 w 1000 Fa 1500Fb 1125
Fc = wah w a h Fc 900900 1000 0.90 1
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 11(6) Near Khasra no. 633 Tunkaliya DLT 0
W1 x1 Fc Fa Fb U a b W23105 1.75 900 1500 1125 1375 0.90 2.20 2242.5
H U1.5 1375
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Sr.no. Item of work Item no. No Length Width Hight Qty rate Amount
1Earth work Excavation in hard soil up to 1.5 mt Hight and deposited excavatedmeterial lead op to 150 2B 2 7.50 0.60 0.60 5.4 99 534.6
2Cement concrete 1:4:8 (1cement:4 sand:8 concrete) 40/25 mm concrete Using mixture & vibrater 125 B 2 7.50 0.60 0.3 2.7 2282 6161.4
3RR stone mesonary in Cement sand mortar 1 : 6 25C 2 7.50 0.60 0.3 2.7 1919 5181.3
4 RR stone mesonary in Cement sand mortar 1 : 6 25C 2 7.50 0.525 0.9 7 1919 13600.9125
5 Cement Plaster 1 : 6 ( 1 cement : 6 sand) 25 mm thick on stone 71A 2 7.50 0.9 13.502 7.50 0.912 13.68622 7.50 0.45 6.75
33.94 151 5124.36857
6 Piching 146 2 7.50 0.9 0.15 1.0125 938 949.725
Total 31552.31
3% contengency 946.57
32498.88
C/C0.6
Model EstimateMinor mesonary Structure 9
Gagarana IWMP 10-11 DLT
Micro no. 15(2) Near Khasra no. 3247 Gagarana
17.43
Cost of MMS 503046 GIS based catchment area = 240Cost of retaining wall 86664 GIS based length of trevel = 2200Cost of earthen bund 100558.7Total 690268.4
Say 6.9 lacs
Highest contour level
lowest contour level
level Difference
330 285 45
Minor mesonary StructureData to put A C L H h I Df Micro no. Near Khasra no. 3247 Gagarana DLT 0
Q=0.0276 CIA Q= Peak rate run off in Cum/Sec. H h d pC= Weighted cofficient of run off 1.5 1 1.4 2.3I= Intencity of rain fall in Cm./hr.
for equal to time of constration at a given Frequency 1 Top width of head wall a a=h/(p-1)0.5 h p p-1 (p-1)0.5
A= Catchment area in Hectares 0.88 1 2.3 1.3 1.14Q Cofficient I A C Say 0.9
29.808 0.0276 15 240 0.3 2 Bottom width of head wall b b=h+H/(p-1)0.5 h H H+h p p-1 (p-1)0.5
2.193 1 1.5 2.5 2.3 1.3 1.14TC=0.0195 K0.77 TC=Time of constration in minute Say 2.20TC=Time of constration in minute 3 Length of head wall ext l l=H+d+1 H d cofficientK= L3/2/H½ 3.9 1.5 1.4 1L= Max. length of travel in Mtr. 4 Hight of head wall ext H+d H dH=Diffrence elevation in Mtr. 2.9 1.5 1.4
K L L 3/2 H H ½ 5 Bottom width of head wall ext 0.5(H+h) H h H+h cofficient15383 2200 103189 45 6.708 1.25 1.5 1 2.5 0.5
1.256 Top width of head wall ext 0.4*H H cofficient
TC Cofficient K K.77 0.6 1.5 0.432.662 0.0195 15383 1675 7 Length of basin LB 0.75(H+d)+H H d H+d 0.75(H+d)
15 Use this As I As Reference 3.68 1.5 1.4 2.9 2.17510 I=one hour rain fall intensity in cm/hour 8 Thickness of basin t
Hydraulic Design 0.5Q Cofficient L h h1.5 h=head over the crest in mtr 9 Hight of the side wall at head H+d H d29.808 1.71 17.43 1 1.000 L=length of the crest wall in mtr wall joint 2.9 1.5 1.4
57.176 10 Hight of the side wall at toe 1.5*h cofficient hF Cofficient hw F=free board in mtr wall joint 1.5 1.5 10.3697 1.5 0.2465 11 Length of wing wall 2.25*h cofficient h
0.4 2.25 2.25 1hw Cofficient Df Df
0.5 Df=fatch length in mtr 12 Height of wing wall 1.5*h cofficient h0.2465 0.014 310 17.61 hw=wave length in mtr 1.5 1.5 1
d h F 13 Top width of toe wall 0.451.4 1 0.4 14 Height of toe wall 0.3
15 Thickness of side wall 0.6
a = Top width of head wall in m. Gagarana IWMP 10-11b = Bottom width of head wall in m. Micro no. 15(2) Near Khasra no. 3247 Gagarana DLT 0
Fa = Water force in KgFb = Water force in KgFc = Water force in KgU = uplift force in Kg hρ = Specific gravity of dam material kg/cum(2300kg/cum) Fcw = Unit weight of water in kg/cum(1000 kg/cum)H = Height of head wallh = head over the crestC = Coefficient in uplift (0.5) Fa X1µ = Coefficient of friction (0.65 to 0.75) Fb H
a b H h ρ C w H/3 H/2 W10.90 2.20 1.5 1 2300 0.5 1000 W2
W1 = a Hρ a H ρ w(h+H) b3105 0.90 1.5 2300
UW2 = ½(b-a)Hρ b a H ρ cofficient
2242.5 2.20 0.90 1.5 2300 0.5cw(h+H)
U = ½Cw(H+h)b w H h H+h b cofficient1375 1000 1.5 1 2.5 2.20 0.5
Fa = whH w h H H 1.501500 1000 1 1.5 h 1 W1 3105
a 0.90 W2 2242.5Fb = wH2 / 2 w H H H2 cofficient b 2.20 U 1375
1125 1000 1.5 1.5 2.25 0.5 w 1000 Fa 1500Fb 1125
Fc = wah w a h Fc 900900 1000 0.90 1
b/3 2b/3
awh
Safety against overturning Gagarana IWMP 10-11Micro no. 15(2) Near Khasra no. 3247 Gagarana DLT 0
W1 x1 Fc Fa Fb U a b W23105 1.75 900 1500 1125 1375 0.90 2.20 2242.5
H U1.5 1375
RM W1x1+Fcx1+W2.2(b-a)/3W1x1 Fcx1 W2.2(b-a)/3b a b-a coffi
Horticulture Plantation work with drip(A) For General & OBC
Project Contribution Total Govt share Farmer share Total80% 20%
1Cost of Horticulture
plantation 10200 8160 2040 10200 0 0 0 Production Cost of Barbered wire fencing with post fixing 24000 19200 4800 24000 Production
Total 34200 27360 6840 34200 0 0 090% 10%
21000 0 0 0 18900 2100 21000 Total Cost of unit 55200.00 27360.00 6840.00 34200.00 18900.00 2100.00 21000.00Say 0.55 0.27 0.07 0.34 0.19 0.02 0.21 Lacs
(B) For sc & st
Project Contribution Total Govt share Farmer share Total90% 10%
1Cost of Horticulture
plantation 8500 7650 850 8500 0 0 0 Production Cost of Barbered wire fencing with post fixing 21800 19620 2180 21800 Production
Total 30300 27270 3030 30300 0 0 090% 10%
21000 0 0 0 18900 2100 21000 Total Cost of tanka unit 51300.00 27270.00 3030.00 30300.00 18900.00 2100.00 21000.00Say 0.54 0.30 0.03 0.33 0.19 0.02 0.21 Lacs
Note :- 1 Rates are taken as per GKN Nagaur. & forest dept.2 For Horticulture plantation is as per norms of Agriculture ext. Dept.3 For dovelopment of this unit drip irrigation will be taken in convergence with Agriculture ext. Dept.
3
Sr. noMeasures
Project cost Convergence with Ag.Ext dept.
Cost of Drip irrigation system
Name of work
Sr. noName of work
Project cost Convergence with Ag.Ext dept.Measures
3 Cost of Drip irrigation system
Name of Plant Buded Ber Area 0.25 Ha Spacing 6.3
Horticulture Cost per plant No. of per ha. Plants 62.98816
For sc & st Gagarana IWMP 10-11 say 63
Year No./Year
1 Diging of pit 1 0.9 0.9 0.9 0.73 cum. 84 61.24 3857.8682 Apply of manure
(A) Compost Khad 5.00 kg. 0.4 2.00 126(B) S.S.P. (16%) 1.00 kg. 4 4.00 252(C) Endosulphan (4%) 100 gm 0.10 kg. 30 3.00 189
Trancepotation of Plant from Jodhpur 100 km including loading and unloading 1.00 no 1.25 1.25 78.75TOTAL 136.33 8588.538
8500Note :- And also Provide 50% subcidy for Bird net
Farmer will be traind for Horticulture palntation in Treaning programme be conducted by watershed (PIA)
Farmer will ensured for Watch and Ward by himself
Farmer will be benifited by Drip Irrigation by Ag.extention dept. seperetaly.
Problem :- NEEL GAY ( Roz) can destroy all plantation work. Such that six time barberbed wire fencing is require.and farmer do not have much money about 0.33 Lacs for this Such that project will provide Barberd
wire fencing.
Hight Qty Unit Rate AmountAmount for 50 Plants
Model estimate
S.No DiscriptionTotal
Length Width
Name of Plant Buded Ber Area 0.3 Ha Spacing 6.3
Horticulture Cost per plant No. of per ha. Plants 75.58579
For General & OBC Gagarana IWMP 10-11 say 75
Year No./Year
1 Diging of pit 1 0.9 0.9 0.9 0.73 cum. 84 61.24 4592.72 Apply of manure 0
(A) Compost Khad 5.00 kg. 0.4 2.00 150(B) S.S.P. (16%) 1.00 kg. 4 4.00 300(C) Endosulphan (4%) 100 gm 0.10 kg. 30 3.00 225
Trancepotation of Plant from Jodhpur 100 km including loading and unloading 1.00 no 1.25 1.25 93.75TOTAL 136.33 10224.45
10200Note :- And also Provide 50% subcidy for Bird net
Farmer will be traind for Horticulture palntation in Treaning programme be conducted by watershed (PIA)
Farmer will ensured for Watch and Ward by himself
Farmer will be benifited by Drip Irrigation by Ag.extention dept. seperetaly.
Problem :- NEEL GAY ( Roz) can destroy all plantation work. Such that six time barberbed wire fencing is require.and farmer do not have much money about 0.33 Lacs for this Such that project will provide Barberd
wire fencing.
Amount for 75 Plants
AmountUnitS.No Length Width Hight
Model estimate
RateTotal
Discription Qty
Fencing post IWMP Gagarana 10-11
2.1 0.15
0.1
No of post 100
Name of work Item no. No Lingth Width Hight Qty Unit RateCement concrete 1:2:4 100 2.1 0.125 0.15 3.9375 Cum 3180 12521.3