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FOR THE YEAR : 2013-14

CONTENTS

REFERENCE DATA

NOTES ON BASIC RATES

DATA FOR SCHEDULE OF RATES

DATA FOR ENABLING WORKS

5 -- 6

7 -- 182

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WATER RESOURCES DEPARTMENT

SCHEDULE OF RATES

DAM AND ALLIED WORKS

PAGES

1 -- 4

FINALISED BY SCHEDULE OF RATES COMMITTEE

183 -- 195

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CHAPTER- WRD: 2

DAM ALLIED WORKS

DAM ALLIED WORKS


COST OF MATERIALS :1 Air hose 25 mm dia per Rm `: 193.002 Air hose 50 mm dia per Rm `: 262.003 Binding wire per kg `: 60.004 Cement 43 Gr per kg `: 6.405 Coarse aggregate 10-4.75 mm per cum `: 1000.006 Coarse aggregate 20-10 mm per cum `: 820.007 Coarse aggregate 40-20 mm per cum `: 635.008 Coarse aggregate 80-40 mm per cum `: 455.009 Concrete admixture ( Super Plasticizer ) per ltr `: 90.00

10 Copper sheet 16 SWG per kg `: 600.0011 Coursed rubble stone 300x300x450 mm per No. `: 21.0012 Coursed rubble stone 300x300x600 mm per No. `: 27.0013 Cross bit 100 mm dia. per No. `: 11925.0014 Cross bit 50 mm dia per No. `: 4325.0015 D-cord per Rm `: 9.0016 Detonating fuse coil per Rm `: 9.0017 Detonator delay type per No. `: 20.0018 Detonator electric per No. `: 12.0019 Detonator ordinary per No. `: 7.0020 Diesel per litre `: 57.0021 Empty cement bag per No. `: 3.0022 Explosive Ammonium nitrate ( ANFO ) per kg `: 52.0023 Explosive high strength ANFO booster per kg `: 65.0024 Explosive small dia ( Kelvex-220 or equivalent ) per kg `: 60.0025 Extension rods with coupling sleeve per m length `: 4100.0026 Fine aggregate / sand per cum ( screened ) `: 615.0027 Fine aggregate / sand per cum ( unscreened ) `: 510.0028 Geo-textile ( filter fabric ) 250 gsm `: 230.0029 G I Pipe 15 mm dia A class per Rm `: 95.0030 G I Pipe 25 mm dia A class per Rm `: 160.0031 GI pipe 40 mm dia per Rm `: 250.0032 Guniting nozzle per No. `: 386.0033 Hariyala turfing sods per sqm `: 22.0034 Hume pipe with collar 150 mm dia per Rm `: 310.0035 Hume pipe with collar 300 mm dia per Rm `: 650.0036 J- Bolts for fixing soldiers per No. `: 36.0037 Jack hammer drill rod 1.5 m per No. `: 4300.0038 Jack hammer drill rod 2.5 m per No. `: 7020.0039 Joint filler board 19 mm thick per sqm `: 580.0040 M.S Bolts and Nuts per kg `: 85.0041 Maxphalt 80 / 100 Grade per kg `: 47.0042 PVC water seal 310 mm width per Rm `: 220.0043 Rails 30R per t `: 51700.0044 Reinforcement steel per kg `: 48.0045 Shutter oil per ltr `: 32.0046 Stone chips ( at quarry ) per cum `: 350.00

DAM AND ALLIED WORKS -- REFERENCE DATA

1

DAM ALLIED WORKS

47 Stone chips ( at dump yard ) per cum `: 250.0048 Structural steel angle / channel / beam / bar per kg `: 50.0049 Structural steel plate / flat per kg `: 52.0050 Through stones 300 x 300 x 650 to 750 mm per No. `: 25.0051 Un-coursed rubble stones ( at quarry ) per cum `: 280.0052 Un-coursed rubble ( at dump yard ) per cum `: 205.0053 Water hose ( pressure ) 20 mm dia per Rm `: 165.0054 Water proofing compound per kg `: 52.0055 Welding electrodes 4 mm dia ( general use ) per No. `: 9.0056 Wire mesh ( chain link ) 50 x 50 mm 20 SWG per sqm `: 205.00

ROYALTY CHARGES: Per tonne1 Earth / Soil / Murum `: 10.002 Stone / Coarse aggregate `: 30.003 Fine aggregate / Sand `: 30.00

LEAD, LOADING & UNLOADING CHARGES: Unloading1 Cement per tonne `: 50.50 70.40 70.402 Coarse aggregates / Stones per cum `: 64.50 76.30 38.153 Earth/ Sand per cum `: 46.00 64.60 11.804 Steel per tonne `: 50.50 70.40 70.40

HIRE CHARGES OF MACHINERY: Crew charge1 Air compressor 5 cmm per hour (ele ) `: 74.00 210.00 82.002 Air compressor 7 cmm per hour ( ele ) `: 94.00 280.00 82.003 Air compressor 8.5 cmm / hour ( diesel ) `: 216.00 882.00 104.004 Air compressor 8.5 cmm per hour ( ele ) `: 115.00 350.00 82.005 Angle dozer 90 hp per hour `: 1236.00 603.00 111.006 Batching plant 50 cum / hr rated capacity `: 539.00 342.00 156.007 Concrete bucket 1.5 cum `: 12.00 7.00 ---8 Concrete mixer 300 / 200 ltr ( diesel ) per hour `: 45.00 78.00 109.009 Concrete mixer 300 / 200 ltr / hour ( ele ) `: 41.00 31.00 109.00

10 Concrete mixer 600 / 400 ltr / hour ( ele ) `: 83.00 62.00 109.0011 DG set 30 kVA per hour `: 64.00 627.00 65.0012 Dumper 5 cum per hour `: 530.00 395.00 105.0013 Grout pump per hour `: 21.00 31.00 130.0014 Guniting equipment per hour `: 90.00 12.00 108.0015 Ice plant with accessories 30 t / day / hr `: 147.00 980.00 65.0016 Jack hammer per hour `: 15.00 7.00 162.0017 Needle Vibrator 40 mm dia ( ele ) / hour `: 7.00 6.00 78.0018 Needle Vibrator 60 mm dia (ele ) / hour `: 8.00 9.00 78.0019 Pneumatic tamper per hour `: 13.00 7.00 130.0020 Pump ( electric ) 5 hp per hour `: 3.00 31.00 39.0021 Pump ( electric ) 10 hp per hour `: 5.00 62.00 39.0022 Shovel 0.85 cum per hour `: 1285.00 862.00 111.0023 Tipper 5 cum per hour `: 300.00 296.00 82.0024 Tower crane 5 tonne per hour `: 1065.00 162.00 89.00

Hire charge

1 km lead

Fuel charge

2

Loading

DAM ALLIED WORKS

25 Transformer 250 KVA per month `: 3773.00 --- ---26 Vibrating plate compactor ( diesel ) `: 58.00 78.00 130.0027 Vibratory pad foot roller per hour `: 1210.00 1019.00 131.0028 Waggon drill per hour `: 232.00 12.00 130.0029 Water tanker per hour `: 297.00 296.00 82.0030 Welding transformer per hour `: 13.00 75.00 ---

WAGES OF WORKERS: Per day1 Bar bender `: 224.002 Blaster licensed `: 210.503 Carpentor Cl- II `: 211.504 Cartman with double bullock cart `: 245.505 Chavali `: 240.006 Crowbar man `: 207.007 Electrician `: 208.508 Fitter shuttering works `: 211.509 Foreman `: 244.00

10 Helper blasting `: 207.0011 Lineman `: 207.0012 Maistry `: 208.5013 Mason Cl-I `: 224.0014 Mason Cl-II `: 211.5015 Mazdoor ( cement handling ) `: 207.0016 Mazdoor ( Heavy) `: 206.0017 Mazdoor ( Light ) `: 204.5018 Painter Class-II `: 207.0019 Pipe fitter `: 216.5020 Stone breaker ( Hammerman ) `: 209.0021 Stone chiseller Cl - I `: 212.0022 Stone chiseller Cl - II `: 209.0023 Tinsmith `: 208.5024 Welder / Gas cutter / Marker / Erector `: 222.00

ELECTRIC SUB-STATION MATERIALS:1 Electric pole with fixtures per No. `: 6050.002 Flood light 250 W ( Sodium vapour lamp )per Each `: 785.003 Flood light set per Each `: 1450.004 Fluoscent tube light 40 W per Each `: 60.005 Fluoscent tube light set per Each `: 230.006 HT / LT Circuit breaker with accessories per set `: 88000.007 HT / LT Line conductor per 1000 Rm `: 34600.008 PVC Armoured cable 10 sqmm and below per Rm `: 120.009 PVC Armoured cable 16 sqmm per Rm `: 165.00

10 PVC Armoured cable 25 sqmm per Rm `: 235.0011 PVC Armoured cable 70 sqmm per Rm `: 440.00

3

DAM ALLIED WORKS

OTHER DATA :1 Contractor's Overheads on Materials / Machinery / Labour % 5.002 Contractor's Profit on Materials / Fuel & energy charges / Labour % 10.003 Demand charges per KVA / month `: 190.004 Energy charges per kWhr `: 6.955 Insurance charges on machinery % 1.006 Hidden cost on labour % 15.00

Hidden cost on labour ( additional for Dam works ) % 5.007 Rate of interest per annum % 11.008 Small Tools & Plants on Materials / Machinery / Labour % 1.009 Shutter fabrication cost per kg `: 16.00

10 Sundries ( Lump sum rate for unquantified inputs ) `: 40.0011 Cost of Aggregate conveyor system for concrete( Annexure-1 ) % 2.30

Cost of Aggregate conveyor system for cooling( Annexure-1 ) % 8.5012 Cost of Trestle bridge for tower crane track ( Annexure-2 ) % 3.8013 Cost of Ele sub-station / Demand charges for concrete( Annexure-3 ) % 1.10

Cost of Ele sub-station / Demand charges for pre-cooling( Annexure-3 ) % 18.7014 Cost of Other enabling works ( Annexure-4 ) % 1.10

4

DAM ALLIED WORKS


1. All notes under ' General Notes on Schedule of Rates ' and ' Notes on Lead, Lift, Loading andun-loading Charges ' are applicable to ' Dam and Allied Works ' also to the extent they arerelevant.

2. Unless otherwise specified the basic rates are inclusive of all lifts.

3. Unless otherwise specified the basic rates are inclusive of standard finish required for concretesurface.

4. The basic rates for concrete items include cost of cleaning / green cutting top surface of previous lift of concrete and providing cement mortar layer before placing concrete for next lift.The proportion of cement mortar shall be same as that of mortar portion in concrete.

5. For concrete, masonry and reinforcement items initial lead of 1km is considered in the basicrate. Additional lead charges for cement and steel shall be worked out by deducting initial lead of 1km from the total lead and loading and unloading charges shall be allowed in view of rehandlingof cement and steel from site store / fabrication yard to work place.Example :Total lead for cement : 100 kmLess Rehandling lead included in basic rate : 1 kmNet lead for working out additional lead charges : 99 kmAdditional lead charges : First 5 kms `: 74.80 Next 25 kms `: 140.00 Balance 69 kms `: 365.70 Loading & unloading charges `: 140.80 Total additional lead charges / tonne `: 721.30Additional lead charges for sand, coarse aggregate, stones and stone chips shall be workedout for total lead involved and 1 km lead charges included in basic rate shall be deducted fromtotal lead charges. No loading and unloading charges shall be allowed since no rehandling leadis involved for these materials.Example : For sand :Total lead for sand from approved sand quarry : 15 kmInitial lead included in the basic rate in the SR : 1 kmAdditional lead charges : Lead charges for 5 km `: 85.10 Lead charges for next 10 km `: 90.00 Total lead charges for 15 km /cum `: 175.10 Less 1 km initial lead charges / cum `: -46.00 Net additional lead charges / cum `: 129.10No loading and un-loading charges shall be added.

6. For earth / rockfill embankment works 1 km initial lead is considered in the basic rates. As nostoring / stacking and re-handling of materials is involved for these works lead charges foradditional lead shall be worked out for total lead including initial lead of 1 km and then thecost of first km lead shall be deducted. No loading and un-loading charges shall be added asthe additional lead does not involve re-handling of materials.

NOTES ON SCHEDULE OF RATESDAM AND ALLIED WORKS

5

DAM ALLIED WORKS

Example : Total lead for soil from approved borrow area : 2 kmInitial lead included in the basic rate in the SR : 1 kmAdditional lead charges : Lead charges for 2 km `: 56.30 Less Lead charges for 1 km `: -46.00 Additional lead charges / cum `: 10.30No loading and un-loading charges shall be added.

7. Cement content specified for cement concrete works in the item description is based on theoritical design mix computations and is exclusive of wastage and requirement for anyincidentals. The actual cement content may vary based on trial mix studies. A suitable clause shall be included in tender for regulating payment for any upword or downword variation in cement content.

8. The quantities of materials including wastage, requirements for incidentals etc., for workingout additional lead charges shall be as per the statement of requirement of materials underthis section.

9. The basic rates are exclusive of cost of site clearing and river diversion arrangements such ascoffer dams, bunds, diversion channels etc. Separate sub-estimates shall be prepared for all types coffer dams, bunds, diversion channels etc.

6

DAM ALLIED WORKS

SECTION: DAM AND ALLIED WORKS. YEAR : 2013-14 ITEM No: WRD:2.1

ITEM: Excavation for foundation in all kinds of soil including boulders upto 0.60 m dia.( 0.113 cum )for dam, spillway, intake structure, surface power house and other appurtenant works and placing the excavated soil neatly in specified dump area or disposing off the same as directed including cost of all materials, machinery, labour etc., complete with lead upto 1 km and all lifts.

DATA:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 1.00 cumCapacity of topper : 5.00 cumLead for disposal of excavated soil : Upto 1 kmSpeed for loaded tipper under haul road condition : 15 km / hrSpeed for empty tipper under haul road condition : 20 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 20 sec

1. Quantity of excavation :In-situ qty / bucket for 20 % bulkage on unloading ( 1 / 1.20 ) : 0.83 cumIn-situ quantity per load for 5 cum soil ( 5 / 1.20 ) : 4.17 cumNumber of buckets per load ( 4.17 / 0.83 ) say : 5 bucketsIdeal cycle time for loading 5 buckets ( 5 x 20 / 60 ) : 1.67 minThe ideal cycle time for shovel requires spotting of a tipper within 1.67 minutes near theshovel. However, in practice for dam or canal excavation the space available may not permitpositioning of tippers on either side of the shovel. Generally one tipper has to move afterloading to position the next tipper for loading. Assuming one extra cycle for shovel, thecorrected cycle time for the shovel will be : ( 6 x 20 / 60 ) : 2.00 minRound trip cycle time for tipper :Cycle time of shovel for digging and loading : 2.00 minTime for 1km haulage under load ( 60 / 15 ) : 4.00 minTime for turning and un-loading : 2.00 minTime for 1 km return trip ( 60 / 20 ) : 3.00 minTime for turning and spotting : 0.50 min

Total : 11.50 minNo.of tippers to match corrected cycle time of shovel (11.5 / 2.0) : 5.75 NosOutput of tipper / hr with 50 min working / hr ( 50 x 4.17 / 11.50 ) : 18.13 cum Output for 5.75 tippers per day ( 5.75 x 18.13 x 8 ) say : 834 cumFurther, consider about 95 percent excavation by deploying shovel and 5 percent excavation bymanual labour mainly for trimming the bed / sides to final profile.Daily quantity of excavation in soil ( 834 / 0.95 ) say : 880 cumConsider 880 cum for rate analysis.

2. Requirement of materials :No materials involved in the work.

3. Requirement of machinery :Deploy 0.85 cum capacity shovel for 8 hours for digging and loading 834 cum.Deploy 6 tippers of 5 cum capacity for 8 hours for disposal of 834 cum.Deploy 1 tipper of 5 cum capacity for 4 hours for disposal of 46 cum trimmed soil.

4. Requirement of workforce ( other than machinery crew ) :Average output of 1 heavy & 1 light mazdoor assumed at 6 cum per day for trimming.

DAM AND ALLIED WORKS - DATA RATES

7

DAM ALLIED WORKS

Deploy 8 heavy and 8 light mazdoors for trimming and loading 46 cum soil. Deploy 1 maistry.

RATE ANALYSIS UNIT : 880.00 cumA. MATERIALS: Sl No Unit Amount

in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00

Add for small Tools and Plants @ 1% `: 0.00Add for Contractor's Profit @ 10% `: 0.00Add for Contractor's Overheads @ 5% `: 0.00

Total cost of Materials : `: 0.00

B. MACHINERY: Sl No Unit Amount

in `:1 Shovel 0.85 cum capacity Hour 8.00 1285.00 10280.00

Fuel / Energy charges Hour 8.00 862.00 6896.002 Tippers 5 cum capacity 6 Nos Hour 48.00 300.00 14400.00

Fuel / Energy charges Hour 48.00 296.00 14208.003 Tipper 5 cum capacity 1 No Hour 4.00 300.00 1200.00

Fuel / Energy charges Hour 4.00 296.00 1184.00Total `: 48168.00

Add for small Tools and Plants @ 1% `: 481.68Add for Contractor's Profit on DPOL / Energy @ 10% `: 2228.80Add for Contractor's Overheads @ 5% `: 2408.40

Total hire charges of Machinery : `: 53286.88

C. LABOUR: Sl No Unit Amount

in `:1 Crew for Shovel Hour 8.00 111.00 888.002 Crew for Tipper Hour 48.00 82.00 3936.003 Crew for Tipper Hour 4.00 82.00 328.004 Maistry Day 1.00 208.50 208.505 Heavy mazdoor Day 8.00 206.00 1648.006 Light mazdoor Day 8.00 204.50 1636.00

Total `: 8644.50Add for small Tools and Plants @ 1% `: 86.45Add for Contractor's Profit @ 10% `: 864.45Add for hidden cost on Labour @ 15% `: 1296.68Add for additional hidden cost on labour @ 5% `: 432.23Add for Contractor's Overheads @ 5% `: 432.23

Total cost of Labour : `: 11756.52

ABSTRACT:A. Cost of Materials `: 0.00B. Hire charges of Machinery `: 53286.88

Rate QuantityPerticularsin `:

Ratein `:

Rate Quantityin `:

Quantity

Description

Description

8

DAM ALLIED WORKS

C. Cost of Labour `: 11756.52TOTAL `: 65043.40

Add for enabling works @ 1.10% `: 715.48 Total cost for 880.00 cum `: 65758.88

Rate per cum `: 74.73Rate approved per cum `: 75.00


ITEM: Excavation for foundation in soft rock without blasting including boulders upto 0.6 m dia.(0.113 cum)for dam, spillway, intake structure, surface power house and other appurtenantworks and placing the excavated material neatly in specified dump area or disposing off the same as directed including cost of all materials, machinery, labour etc., complete with lead upto 1 km and all lifts.

DATA:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 1.00 cumCapacity of tipper : 5.00 cumLead for disposal of excavated soft rock : Upto1.00 kmSpeed for loaded tipper under haul road condition : 15 km / hrSpeed for empty tipper under haul road condition : 20 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 30 sec

1. Quantity of excavation :In-situ quantity / bucket for 30 % bulkage on unloading ( 1 / 1.30 ) : 0.77 cumIn-situ quantity per load for 5 cum of soft rock ( 5 / 1.30 ) : 3.85 cumNumber of buckets per load ( 3.85 / 0.77 ) say : 5 bucketsIdeal cycle time for loading 5 buckets ( 5 x 30 / 60 ) : 2.50 minThe ideal cycle time for shovel requires spotting of a tipper within 2.50 minutes near theshovel. However, in practice for dam or canal excavation the space available may not permitpositioning of tippers on either side of the shovel. Generally one tipper has to move afterloading to position the next tipper for loading. Assuming one extra cycle for shovel, thecorrected cycle time for the shovel will be : ( 6 x 30 / 60 ) : 3.00 minRound trip cycle time for tipper :Ideal cycle time of shovel for digging and loading : 3.00 minTime for 1km haulage under load ( 60 / 15 ) : 4.00 minTime for turning and un-loading : 2.00 minTime for 1 km return trip ( 60 / 20 ) : 3.00 minTime for turning and spotting : 0.50 min

Total : 12.50 minNo.of tippers to match corrected cycle time of shovel (12.5 / 3.0 ) : 4 NosOutput of tipper / hr with 50 min working / hr ( 50 x 3.85 / 12.50 ) : 15.40 cum Output for 4 tipper per day ( 4 x 15.40 x 8 ) say : 493 cumFurther, consider about 95 percent excavation by deploying shovel and 5 percent excavation bymanual labour mainly for trimming the bed / sides to final profile.Daily quantity of excavation in soft rock ( 493 / 0.95 ) say : 520 cumConsider 520 cum for rate analysis.

2. Requirement of materials :No materials involved in the work.

9

DAM ALLIED WORKS

3. Requirement of machinery :Deploy 0.85 cum capacity shovel for 8 hours for digging and loading 493 cum.Deploy 4 tippers of 5 cum capacity for disposal of 493 cum.Deploy 1 tipper of 5 cum capacity for 2 hours for disposal of 27 cum trimmed soft rock.

4. Requirement of workforce ( other than machinery crew ) :Output of 1 heavy and 1 light mazdoor assumed at 5.5 cum per day for trimming.Deploy 5 heavy and 5 light mazdoors for trimming and loading 27 cum soft rock. Deploy 2.5 crowbarman for trimming.Deploy 1 maistry.


in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00





Fuel / Energy charges Hour 8.00 862.00 6896.002 Tippers 5 cum capacity( 4 Nos) Hour 32.00 300.00 9600.00

Fuel / Energy charges Hour 32.00 296.00 9472.003 Tipper 5 cum capacity( 1 No) Hour 2.00 300.00 600.00





in `:1 Crew for Shovel Hour 8.00 111.00 888.002 Crew for Tipper Hour 32.00 82.00 2624.003 Crew for Tipper Hour 2.00 82.00 164.004 Maistry Day 1.00 208.50 208.505 Crowbarman Day 2.50 207.00 517.506 Heavy mazdoor Day 5.00 206.00 1030.007 Light mazdoor Day 5.00 204.50 1022.50

Total `: 6454.50Add for small Tools and Plants @ 1% `: 64.55

Contd

in `: Quantity

in `:

in `: Quantity Rate

Rate

Rate

Perticulars

Quantity

10

Description

Description

DAM ALLIED WORKS

C. LABOUR ( Contd ) : Sl No Unit Amount

in `:Contd

Add for Contractor's Profit @ 10% `: 645.45Add for hidden cost on Labour @ 15% `: 968.18Add for additional hidden cost on labour @ 5% `: 322.73Add for Contractor's Overheads @ 5% `: 322.73


ABSTRACT:A. Cost of Materials `: 0.00B. Hire charges of Machinery `: 41382.40C. Cost of Labour `: 8778.12

TOTAL `: 50160.52Add enabling works @ 1.10% `: 551.77 Total cost for 520.00 cum `: 50712.29



ITEM: Excavation for foundation in soft rock requiring blasting including boulders upto 0.6 m dia.(0.113 cum)for dam, spillway, intake structure, surface power house and other appurtenantworks and placing the excavated material neatly in specified dump area or disposing off the same as directed including cost of all materials, machinery, labour etc., complete with lead upto 1 km and all lifts.

DATA:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 1.00 cumCapacity of tipper : 5.00 cumLead for disposal of excavated soft rock : Upto1.00 kmSpeed for loaded tipper under haul road condition : 15 km / hrSpeed for empty tipper under haul road condition : 20 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 30 sec

1. Quantity of excavation :Excavation and disposal data same as in Item-2.Output of shovel : 493 cumManual trimming : 27 cumTotal output ( In-situ quantity ) : 520 cumConsider 520 cum excavation in soft requiring blasting for rate analysis.

2. Drilling and Blasting :Depth of drilling per hole using jack hammers : 1.40 m Effective depth of pull : 1.25 mArea of excavation for 520 cum ( 520 / 1.25 ) : 416 sqmGrid spacing of holes for soft rock requiring blasting depends on the nature of soft rock at any particular location. For the purpose of rate analysis holes at average spacing of 1.5 times thespacing considered for hard rock is assumed.Grid spacing of holes : 1.50 x1.80m

Quantity Rate

11

Descriptionin `:

DAM ALLIED WORKS

Nos. of holes for 416 sqm area ( 416 / 2.7 ) : 154 Nos.Depth of drilling ( 154 x 1.4 ) : 216 mConsider 2 Nos. 8.5 cmm air compressors and 4 jack hammers for drilling.Rate of drilling in soft rock requiring blasting : 10 m / hourRate of drilling in soft rock with 50 min / hr working ( 10 x 50 / 60 ) : 8.3 m / hourTime required for drilling with 4 jack hammers ( 216 / 4 / 8.3 ) say : 6.50 hours

3. Requirement of materials:Jack hammer drill rods for drilling : 216 m drillingAir hose for supplying air to 4 jack hammers ( 6.5 x 4 ) : 26 hoursQuantity of Explosive at 0.20 kg / cum for 520 cum ( 520 x 0.20 ) : 104.00 kgElectric detonators at 1 per hole for 154 holes ( 154 x 1 ) : 154 Nos.Detonating fuse coil : 320 Rm

4. Requirement of machinery :Deploy 2 air compressors 8.5 cmm capacity for 6.50 hours for drilling.Deploy 4 jack hammers for 6.50 hours for drilling.Deploy 0.85 cum capacity shovel for 8 hours for digging and loading 493 cum.Deploy 4 tippers of 5 cum capacity for disposal of 493 cum.Deploy 1 tipper of 5 cum capacity for for 3 hours disposal of 27 cum trimmed soft rock.

5. Requirement of workforce ( other than machinery crew ) :Output of 1 heavy & 1 light mazdoor assumed at 5.5 cum per day for trimming.Deploy 5 heavy and 5 light mazdoors for loading 27 cum soft rock to tipper. Deploy 2 crowbarman and 2 stone breakers for trimming.Deploy 1 maistry.

6. Use rate of materials :Cost of drill rod 1.5 m long @ `: 4300.00 / Each `: 4300.00Life of drill rod for drilling in soft rock with reconditioning : 200 mUse rate of drill rod per Rm ( cost / life ) `: 21.50Length of 25 mm dia air hose for drilling per jack hammer : 50 mCost of 50 m air hose @ `: 193.00 / Rm `: 9650.00Life of air hose : 800 hoursUse rate of 25 mm dia air hose per hr ( cost / life ) `: 12.06


in `:1 Use rate of 1.5 m drill rod Rm 216.00 21.50 4644.00

Reconditioning charges @ 10 % 464.402 Use rate of 25 mm dia air hose 4 Nos. Hour 26.00 12.06 313.633 Explosive small dia kg 104.00 60.00 6240.004 Electric detonators Nos 154.00 12.00 1848.005 Fuse coil Rm 320.00 9.00 2880.006 Sundries LS 5.00 40.00 200.00

Total `: 16590.03Add for small Tools and Plants @ 1% `: 165.90Add for Contractor's Profit @ 10% `: 1659.00Add for Contractor's Overheads @ 5% `: 829.50


in `: Quantity RatePerticulars

12

DAM ALLIED WORKS



Fuel / Energy charges Hour 8.00 862.00 6896.002 Tippers 5 cum capacity 4 Nos. Hour 32.00 300.00 9600.00


Fuel / Energy charges Hour 3.00 296.00 888.004 Air compressor 8.5 cmm ( ele ) 2 Nos Hour 13.00 115.00 1495.00

Fuel / Energy charges Hour 13.00 350.00 4550.005 Jack hammers 4 Nos. Hour 26.00 15.00 390.00





in `:1 Crew for Shovel Hour 8.00 111.00 888.002 Crew for Tipper Hour 32.00 82.00 2624.003 Crew for Tipper Hour 3.00 82.00 246.004 Crew for Air compressor Hour 13.00 82.00 1066.005 Crew for Jack hammer Hour 26.00 162.00 4212.006 Maistry Day 1.00 208.50 208.507 Blaster Day 1.00 210.50 210.508 Helper blaster Day 1.00 207.00 207.009 Crowbarman Day 2.00 207.00 414.00

10 Stone breaker Day 2.00 209.00 418.0011 Heavy mazdoor Day 5.00 206.00 1030.0012 Light mazdoor Day 5.00 204.50 1022.50

Total `: 12546.50Add for small Tools and Plants @ 1% `: 125.47Add for Contractor's Profit @ 10% `: 1254.65Add for hidden cost on Labour @ 15% `: 1881.98Add for additional hidden cost @ 5% `: 627.33Add for Contractor's Overheads @ 5% `: 627.33

Total cost of Labour : `: 17063.24ABSTRACT:A. Cost of Materials `: 19244.43B. Hire charges of Machinery `: 49530.98C. Cost of Labour `: 17063.24

TOTAL `: 85838.65Add for enabling works @ 1.10% `: 944.23 Total cost for 520.00 cum `: 86782.87


in `:

Rate Quantity

Quantity Rate

in `:

Description

Description

13

DAM ALLIED WORKS

SECTION: DAM AND ALLIED WORKS. YEAR : 2013-14 ITEM No: WRD:2.4.1

ITEM: Excavation for foundation in hard rock of all toughness by blasting including boulders above 0.6 m dia ( 0.113 cum ) for dam, spillway, intake structure, surface power house and other appurtenant structures minimising damage to rock beyond excavation line by adopting any oneor combination of line drilling/pre-splitting/smooth blasting techniques and placing the excavatedrock neatly in specified dump area as directed including cost of all materials, machinery, labour etc.,complete with lead upto 1 km and all lifts.

DATA:Generally for dam works excavation in hard rock is for limited depth to remove top jointed andskin material to expose fresh rock for seating of structure. Therefore, the depth of hole is limitedto 0.90 m for rate analysis.For intake structure / surface power house the depth excavation will be more and holes uto 5 mmay be considered. Jack hammer drilling for shallow holes and waggon drill holes for deeper holes is considered.

I. Consider drilling by Jack hammers and mucking by deploying Shovel and tippers.1. Quantity of excavation :

For a dam of medium height the width of foundation will be about 30 to 35 m.Consider half width of the block for drilling and blasting at a time.Generally, the length of excavation in hard rock at a time will be limited to 6 to 7 rows for effectiveblasting to minimise digging and loading cycle of shovel.Consider 7 m length and 17 m width of excavation per blast. As excavation for dam foundation ismainly to expose fresh hard rock the depth of hole is assumed at 0.90 m.Depth of drilling per hole : 0.90 m Effective depth of hole for jack hammer drilling ( 0.9 - 0.1 ) : 0.80 m The burden ( distance of hole from free face of excavation ) is considered at 30 times diameterof hole and spacing of holes is considered at 1.20 times burden.Burden for 32 mm dia jack hammer holes say : 1.00 mSpacing of holes @ 1.20 times burden : 1.20 mGrid spacing of holes in m : 1.00 x 1.20 mQuantity of excavation per blast ( 17 x 7 x 0.8 ) : 95 cumFurther, consider loading of about 95 percent excavated rock by shovel and 5 percent excavatedrock mainly consisting of trimmed bed material and blasted boulders etc., by manual labour.Daily quantity of excavation in hard rock ( 95 / 0.95 ) say : 100 cumConsider 100 cum for rate analysis.

2. Drilling and Blasting :Depth of drilling per hole : 0.90 m Effective depth of hole for jack hammer drilling ( 0.9 - 0.1 ) : 0.80 m Burden for 32 mm dia jack hammer holes say : 1.00 mSpacing of holes @ 1.20 times burden : 1.20 mGrid spacing of holes in m : 1.00 x 1.20 mNo. of rows of holes for 7 m width @ 1 m burden ( 7 / 1 ) : 7 rowsNo. of holes in 4 rows for 17 m width @ 1.2 m C/C ( 4 x 17 / 1.2 ) : 56 Nos.No. of holes in 3 rows for 15.8 m @ 1.2 m C/C ( 3 x 15.8 / 1.2 ) : 39 Nos.Total number of holes in 17 x 7 m area : 95 NosFor blasting a combination of 20 % high strength ANFO booster and 80 % ANFO mixed withdiesel is proposed.Drilling and Blasting pattern :Pattern of holes : Staggered

14

DAM ALLIED WORKS

Hole initiation : BottomInitiation system : Electric detonatorsInitiation pattern : Straight line all rowssecondary blasting may be necessary after main blasting to break any large rock fragments.Quantity for secondary blasting @ 5 % ( 95 x 0.05 ) : 5 cum.Nos. of secondary blast holes @ 1 per cum for 9 cum ( 5 x 1 ) : 5 Nos.Depth of drilling for main blast ( 95 x 0.9 ) : 85.50 mDepth of drilling for secondary holes @ 0.6 m / cum ( 5 x 0.6 ) say : 3.00 mTotal depth of drilling for main and secondary blasting : 88.50 mConsider 2 Nos. 8.5 cmm air compressors and 4 jack hammers for drilling.Rated rate of drilling in hard rock by jack hammer : 6 m / hourRate of drilling in hard rock with 50 min / hr working ( 6 x 50 / 60 ) : 5 m / hourTime required for drilling with 4 jack hammers ( 88.5 / 4 / 5 ) say : 4.5 hours

3. Disposal of excavated rock:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 1.00 cumCapacity of tipper : 5.00 cumLead for disposal of excavated hard rock : Upto 1 kmSpeed for loaded tipper under haul road condition : 15 km / hrSpeed for empty tipper under haul road condition : 20 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 45 secIn-situ quantity / bucket for 40 % bulkage on unloading ( 1 / 1.40 ) : 0.71 cumIn-situ quantity per load for 5 cum of hard rock ( 5 / 1.40 ) : 3.57 cumNumber of buckets per load ( 3.57 / 0.71 ) say : 5 bucketsIdeal cycle time for loading 5 buckets ( 5 x 45 / 60 ) : 3.75 minThe ideal cycle time for shovel requires spotting of a tipper within 3.75 minutes near theshovel. However, in practice for dam or canal excavation, the space available may not permitpositioning of tippers on either side of the shovel. Generally one tipper has to move afterloading to position the next tipper for loading. Assuming one extra cycle for shovel, thecorrected cycle time for the shovel will be : : 4.50 minRound trip cycle time for tipper:Cycle time of shovel for digging & loading : 4.50 minTime for 1km haulage under load ( 60 / 15 ) : 4.00 minTime for turning and un-loading : 2.00 minTime for 1 km return trip ( 60 / 20 ) : 3.00 minTime for turning and spotting : 0.50 min

Total : 14.00 minNo.of tippers to match corrected cycle time of shovel (14.0 / 4.5) : 3.11 NosOutput of tipper / hr with 50 min working / hr ( 50 x 3.57 / 14.00 ) : 12.75 cum Time for disposal of 95 cum muck by 3 tippers ( 95 / 12.75 / 3 ) say : 2.5 hours

4. Requirement of materials:Jack hammer drill rods for drilling : 88.5 m drillingAir hose for supplying air to 4 jack hammers ( 4.5 x 4 ) : 18 hoursQuantity of explosive for 100 cum @ 0.5 kg / cum ( 100 x 0.5 ) : 50 kgHigh strength ANFO booster @ 20 % ( 50 x 0.20 ) : 10 kgANFO @ 80 % ( 50 x 0.8 ) : 40 kgDiesel @ 180 ml / kg ANFO ( 40 x 0.18 ) : 7 ltrExplosive at 0.20 kg / cum for 5% secondary blast ( 95x0.05x0.2 ) : 1 kgEle.detonators at 1 per hole for 95 main blast holes ( 95 x 1 ) : 95 Nos.

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DAM ALLIED WORKS

Ord.detonators @ 1 per hole for 9 secondary holes ( 9 x 1 ) : 5 Nos.Detonating fuse coil : 120 Rm

5. Requirement of machinery :Deploy 2 air compressors 8.5 cmm capacity for 4.5 hours for drilling.Deploy 4 jack hammers for 4.5 hours for drilling.Deploy 0.85 cum capacity shovel for 2.5 hours for digging and loading 95 cum.Deploy 3 tippers of 5 cum capacity for for 2.5 hours for disposal of 95 cum.Deploy 1 tipper of 5 cum capacity for 1 hours for 5 cum trimmed rock.Deploy 1 dozer for 0.5 hour for levelling dumped rock in dump area.

6. Requirement of workforce ( other than machinery crew ) :Output of 1 crowbarman,1 stone breaker, 1heavy & 1light mazdoor assumed at 5.0 cum / day.Deploy 1 crowbarman, 1 stone breakers, 1 heavy and 1 light mazdoors for 5 cum. Deploy 1 blaster and 1 blasting helper for loading explosive materials and blasting. Deploy 1 maistry.

7. Use rate of materials :Cost of drill rod 1.5 m long @ `: 4300.00 / Each `: 4300.00Life of drill rod for drilling in hard rock with reconditioning : 150 m Use rate of drill rod per Rm ( cost / life ) `: 28.67Length of 25 mm dia air hose for drilling for each jack hammer : 50 mCost of 50 m air hose @ `: 193.00 / Rm `: 9650.00Life of air hose : 800 hoursUse rate of 25 mm dia air hose per hr ( cost / life ) `: 12.06


in `:1 Use rate of drill rod 1.5 m long Rm 88.50 28.67 2537.00

Reconditioning charges @ 10 % 253.702 Use rate of 25 mm dia air hose 4 Nos. Hour 18.00 12.06 217.133 High strength ANFO booster kg 10.00 65.00 650.004 Ammonium nitrate ( ANFO ) kg 40.00 52.00 2080.005 Diesel ltr 7.00 57.00 399.006 Explosive small dia kg 1.00 60.00 60.007 Ordinary detonators Nos 5.00 7.00 35.008 Electric detonators Nos 95.00 12.00 1140.009 Fuse coil Rm 120.00 9.00 1080.00

10 Sundries LS 2.00 40.00 80.00Total `: 8531.83





Fuel / Energy charges Hour 2.50 862.00 2155.00Contd

Ratein `:

Description Quantity Rate

QuantityPerticulars

16

in `:

DAM ALLIED WORKS

B. MACHINERY ( Contd ) : Sl No Unit Amount

in `:Contd

2 Tippers 5 cum capacity 3 Nos. Hour 7.50 300.00 2250.00Fuel / Energy charges Hour 7.50 296.00 2220.00

3 Tipper 5 cum capacity 1 No Hour 1.00 300.00 300.00Fuel / Energy charges Hour 1.00 296.00 296.00

4 Angle dozer 90 hp Hour 0.50 1236.00 618.00Fuel / Energy charges Hour 0.50 603.00 301.50

5 Air compressor 8.5 cmm (ele) 2 Nos. Hour 9.00 115.00 1035.00Fuel / Energy charges Hour 9.00 350.00 3150.00

6 Jack hammers 4 Nos. Hour 18.00 15.00 270.00Fuel / Energy charges Hour 18.00 7.00 126.00

Total `: 15934.00Add for small Tools and Plants @ 1% `: 159.34Add for Contractor's Profit on DPOL / Energy @ 10% `: 824.85Add for Contractor's Overheads @ 5% `: 796.70



in `:1 Crew for Shovel Hour 2.50 111.00 277.502 Crew for Tipper Hour 7.50 82.00 615.003 Crew for Tipper Hour 1.00 82.00 82.004 Crew for Dozer Hour 0.50 111.00 55.505 Crew for Air compressor Hour 9.00 82.00 738.006 Crew for Jack hammer Hour 18.00 162.00 2916.007 Maistry Day 1.00 208.50 208.508 Blaster Day 1.00 210.50 210.509 Helper blaster Day 1.00 207.00 207.00

10 Crowbarman Day 1.00 207.00 207.0011 Stone breaker Day 1.00 209.00 209.0012 Heavy mazdoor Day 1.00 206.00 206.0013 Light mazdoor Day 1.00 204.50 204.50




TOTAL `: 35957.45

in `:

17

in `:Description Quantity Rate


DAM ALLIED WORKS

Add for enabling works @ 1.10% `: 395.53 Total cost for 100.00 cum `: 36352.98

Rate per cum `: 363.53

II. Consider drilling by Wagon drills and mucking by deploying Shovel and tippers.1. Quantity of excavation :

For a dam of medium height the width of foundation will be about 30 to 35 m.Generally Waggon drill is used for excavation in hard rock where the depth of excavation is more. Consider half width of the block for drilling and blasting at a time.For good fragmentation to facilitate easy loading by 0.85 cum capacity shovel the bench heightto burden ratio shall be more than 3.Generally, the length of excavation in hard rock for use of waggon drill at a time will be limited to 6 to 7 m for effective blasting to minimise digging and loading cycle of shovel.Consider 6 m length and 15 m width of excavation per blast.Depth of drilling per hole including depth of sub-drilling : 6.00 m Effective depth of hole for jack hammer drilling ( 6.0 - 0.6 ) : 5.40 m The burden ( distance of hole from free face of excavation ) is considered at 20 times diameterof hole and spacing of holes is considered at 1.25 times burden.Burden for 100 mm dia waggon drill holes : 2.00 mSpacing of holes @ 1.25 times burden : 2.50 mGrid spacing of holes in m : 2.00 x 2.50 mQuantity of excavation per blast ( 15 x 6 x 5.4 ) say : 480 cumFurther, consider loading of about 95 percent excavated rock by shovel and 5 percent excavatedrock mainly consisting of trimmed bed material and blasted boulders etc., by manual labour.Daily quantity of excavation in hard rock ( 480 / 0.95 ) say : 500 cumConsider 500 cum for rate analysis.

2. Drilling and Blasting:Grid spacing of holes for 100 mm dia Waggon drill holes : 2.00 x 2.50 mConsider 3 burden distance for excavation per blast.Rate of drilling in hard rock per hour by Waggon drill : 12.00 m Rate of drilling per hour with 50 min per hour working ( 12 x 50 / 60 ) : 10 mLength of excavation for 3 burden distance ( 3 x 2.00 ) : 6.00 mNo. of blast holes in 3 rows for 2 x 2.5 m grid ( 90 / 5 ) : 18 holesLength of drilling for 18 holes ( 18 x 6 ) say : 108 mConsider 2 waggon drills for drilling main holes and 2 jack hammers for secondary holes.Time for drilling 108 m for 2 Waggon drill @ 10 m / hour : 5.4 hoursDrilling for secondary blasting for 5% qty @ 0.6 m / cum : 14.4 mNo.of blast holes for secondary blasting @ 0.6 m / hole ( 15 / 0.6 ) : 24 holesTime for drilling 25 m for 2 jack hammers @ 6 m / hour : 2.0 hours

3. Disposal of excavated rock:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 1.00 cumCapacity of tipper : 5.00 cumLead for disposal of excavated rock rock : Upto 1 kmSpeed for loaded tipper intake / power house excavation condition : 15 km / hrSpeed for empty tipper under intake / power house excavation condition : 20 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 45 secIn-situ qty / bucket for 40 % bulkage of hard rock ( 1 / 1.40 ) : 0.71 cumIn-situ qty per load for 40 % bulkage of hard rock ( 5 / 1.40 ) : 3.57 cum

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DAM ALLIED WORKS

Number of buckets per load ( 3.57 / 0.71 ) say : 5 bucketsIdeal cycle time for loading 5 buckets ( 5 x 45 / 60 ) : 3.75 minThe ideal cycle time for shovel requires spotting of a tipper within 3.75 minutes near the shovel.However, in practice for dam or canal excavation the space available may not permit positioningof tippers on either side of the shovel. Generally one tipper has to move after loading to positionnext tipper for loading. Assuming one loading cycle extra, the corrected cycle time for shovelwill be ( 6 x 45 / 60 ) 4.50 minRound trip cycle time for tipper:Cycle time of shovel for digging & loading : 4.50 minTime for 1 km haulage under load ( 60 / 15 ) : 4.00 minTime for turning and un-loading : 2.00 minTime for 1km return trip ( 60 / 20 ) : 3.00 minTime for turning and spotting : 0.50 min


4. Requirement of materials :100 mm dia TC bit : 108 m drillingExtension rods with sleeve : 108 m drillingJack hammer drill rod : 15 m drillingQuantity of Explosive @ 0.5 kg / cum for 480 cum : 240.00 kgConsider 20 % high strength ANFO booster for priming ANFO. : 48.00 kgConsider 80 % ANFO mixed with diesel oil for colunm. : 192.00 kgDiesel oil @ 180 ml per kg of ANFO : 35.00 ltrsQuantity of Explosive @ 0.2 kg / cum for secondary blast : 5 kgOrdinary detonators for secondary blasting : 24 Nos.Detonating cord for 18 holes in 3 rows : 150 Rm.Detonating fuse coil for secondary blasting : 24 Rm

5. Requirement of machinery :Deploy 0.85 cum capacity shovel for 13 hours for digging and loading 480 cum.Deploy 3 tippers 5 cum capacity for 13 hours for disposal of 480 cum.Deploy 1 tipper for 5 hours for disposal of 20 cum trimmed muck.Deploy 2 air compressors 8.5 cmm capacity for 5.5 hours for waggon drill holes.Deploy 2 waggon drills for 5.5 hours for drilling main blast holes.Deploy 1 air compressor 8.5 cmm capacity for 2 hours for jack hammer holes.Deploy 2 jack hammers for 2 hours for drilling secondary blast holes.Deploy 1 angle dozer for 2.5 hour for levelling muck in dump area.

6. Requirement of workforce ( other than machinery crew ) :Deploy 2 Crowbarman, 2 Stone breaker for 1 day for trimming.Deploy 5 heavy and 5 light mazdoors for disposal of 20 cum residual muck and other works.Deploy 1 blaster and 1 blasting helper for loading and blasting. Deploy 1 Maistry.

7. Use rate of materials :Cost of T.C bit 100 mm dia @ `: 11925.00 / Each `: 11925.00Life of drill bit for drilling in hard rock : 80 mUse rate of T.C bit per Rm drilling ( Cost / Life ) `: 149.06Cost of extn rod with sleeve 4.5 m @ `: 4100.00 / Rm `: 18450.00Life of extension rod : 1500 m

19

DAM ALLIED WORKS

Use rate of extension rod per Rm drilling ( Cost / Life ) `: 12.30Cost of 1.5 m drill rod @ `: 4300.00 / Each `: 4300.00Life of drill rod for drilling in hard rock with reconditioning : 150 mUse rate of drill rod per Rm drilling ( Cost / Life ) `: 28.67Length of air hose for drilling for each jack hammer : 50 mCost of 50 m air hose 25 mm dia @ `: 193.00 / Rm `: 9650.00Life of air hose : 800 hoursUse rate of air hose per hr ( Cost / Life ) `: 12.06Cost of 50 m air hose 50 mm dia @ `: 262.00 / Rm `: 13100.00Life of air hose : 800 hoursUse rate of air hose per hr ( Cost / Life ) `: 16.38


in `:1 Use rate of T.C bit 100 mm dia Rm 108.00 149.06 16098.752 Use rate of Extension rod with sleeve Rm 108.00 12.30 1328.403 Use rate of Jack hammer drill rod 1.5 m Rm 15.00 28.67 430.00

Reconditioning charges @ 10 % 43.004 Use rate of air hose for waggon drill Hour 11.00 16.38 180.13

Use rate of 25 m air hose for JH 2 Nos Hour 4.00 12.06 48.255 High strength ANFO booster kg 48.00 65.00 3120.006 ANFO kg 192.00 52.00 9984.007 Diesel oil ltr 35.00 57.00 1995.008 Explosive small dia ( Kelvex-220 ) kg 5.00 60.00 300.009 Ordinary detonators Nos 24.00 7.00 168.00

10 D-cord Rm 150.00 9.00 1350.0011 Detonating fuse coil Rm 24.00 9.00 216.0012 Sundries LS 5.00 40.00 200.00




in `:1 Tippers 5 cum capacity Hour 44.00 300.00 13200.00

Fuel / Energy charges Hour 44.00 296.00 13024.002 Shovel 0.85 cum capacity Hour 13.00 1285.00 16705.00

Fuel / Energy charges Hour 13.00 862.00 11206.003 Angle dozer Hour 2.50 1236.00 3090.00

Fuel / Energy charges Hour 2.50 603.00 1507.504 Air compressor 8.5 cmm ( ele ) Hour 13.00 115.00 1495.00

Fuel / Energy charges Hour 13.00 350.00 4550.005 Waggon drill Hour 11.00 232.00 2552.00


in `:

in `:


Perticulars Quantity Rate

20

DAM ALLIED WORKS


in `:Contd

6 Jack hammer Hour 4.00 15.00 60.00Fuel / Energy charges Hour 4.00 7.00 28.00




in `:1 Crew for Tipper Hour 44.00 82.00 3608.002 Crew for Shovel Hour 13.00 111.00 1443.003 Crew for Dozer Hour 2.50 111.00 277.504 Crew for Air compressor Hour 13.00 82.00 1066.005 Crew for Waggon drill Hour 11.00 130.00 1430.006 Crew for Jack hammer Hour 4.00 162.00 648.007 Maistry Day 1.00 208.50 208.508 Blaster Day 1.00 210.50 210.509 Helper blaster Day 1.00 207.00 207.00


Total `: 11983.00Add for small Tools and Plants @ 1% `: 119.83Add for Contractor's Profit @ 10% `: 1198.30Add for hidden cost on Labour @ 15% `: 1797.45Add for additional hidden cost on Labour @ 5% `: 599.15Add for Contractor's Overheads @ 5% `: 599.15



TOTAL `: 132079.47Add for other enabling works @ 1.10% `: 1452.87 Total cost for 500.00 cum `: 133532.34

Rate per cum `: 267.06

Consider average rate ( excavation by deploying Jack hammer & Waggon drill ) for SR.Rate per cum ( 363.53 + 267.06 ) / 2 `: 315.30

Rate approved per cum `: 315.00


in `:Description

21

Quantity Rate

DAM ALLIED WORKS


ITEM: Excavation for foundation in hard rock of all toughness including boulders above 0.6 m diameter ( 0.113 cum ) for dam, spillway, intake structure, surface power house and other appurtenant structures by approved controlled blasting methods including control of vibration by use of delay detonators and control of fly-rock by muffling arrangements etc., and placing the excavated rock neatly in specified dump area as directed including cost of all materials, machinery, labour etc., complete with lead upto 1 km and all lifts.

DATA:Generally for dam works excavation in hard rock is for limited depth to remove top jointed andskin material to expose fresh rock for seating of structure. Therefore, the depth of hole is limitedto 0.90 m for rate analysis.Consider drilling by Jack hammers and mucking by deploying Shovel and tippers.Excavation in hard rock by controlled blasting method with arrangements for control of fly-rockis generally adopted where there are structures very close to dam site or for foundationexcavation for dam blocks in flood gap portion or for excavation of power house pit / sluicestructures near toe of dam blocks.Work requires: - Limiting the depth of holes and use of delay detonators to minimise explosive energy to reduce ground vibrations. - covering blasting area with chain link mesh or waste conveyor belts or waste tyres and sand bags to prevent flying of rock fragments during blasting.Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 1.00 cumCapacity of tipper : 5.00 cumLead for disposal of excavated hard rock : Upto 1 kmSpeed for loaded tipper under haul road condition : 15 km / hrSpeed for empty tipper under haul road condition : 20 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 45 sec

1. Quantity of excavation :In-situ quantity / bucket for 40 % bulkage on unloading ( 1 / 1.40 ) : 0.71 cumIn-situ quantity per load for 5 cum of hard rock ( 5 / 1.40 ) : 3.57 cumNumber of buckets per load ( 3.57 / 0.71 ) say : 5 bucketsIdeal cycle time for loading 5 buckets ( 5 x 45 / 60 ) : 3.75 minThe ideal cycle time for shovel requires spotting of a tipper within 3.75 minutes near theshovel. However, in practice for dam or canal excavation, the space available may not permitpositioning of tippers on either side of the shovel. Generally one tipper has to move afterloading to position the next tipper for loading. Assuming one extra cycle for shovel, thecorrected cycle time for the shovel will be : : 4.50 minRound trip cycle time for tipper:Cycle time of shovel for digging & loading : 4.50 minTime for 1km haulage under load ( 60 / 15 ) : 4.00 minTime for turning and un-loading : 2.00 minTime for 1 km return trip ( 60 / 20 ) : 3.00 minTime for turning and spotting : 0.50 min


22

DAM ALLIED WORKS

Further, consider loading of about 95 percent excavated rock by shovel and 5 percent excavatedrock mainly consisting of trimmed bed material and blasted boulders etc., by manual labour.Daily quantity of excavation in hard rock ( 91 / 0.95 ) say : 96 cumConsider 96 cum for rate analysis.

2. Drilling and Blasting :Depth of drilling per hole : 0.90 m Effective depth of hole for jack hammer drilling ( 0.9 - 0.1 ) : 0.80 m The burden ( distance of hole from free face of excavation ) is considered at 30 times diameterof hole and spacing of holes is considered at 1.20 times burden.Burden for 32 mm dia jack hammer holes say : 1.00 mSpacing of holes @ 1.20 times burden : 1.20 mGrid spacing of holes in m : 1.00 x 1.20 mFor a dam of medium height the width of foundation will be about 30 to 35 m.Consider half width of the block for drilling and blasting at a time.No. of holes in a row for 17 m width @ 1.2 m C/C ( 17 / 1.2 ) : 14 Nos.Generally, the length of excavation in hard rock at a time will be limited to 6 to 7 rows for effectiveblasting to minimise digging and loading cycle of shovel.Consider 7 m length of excavation per blast.No. of rows of holes for 7 m width @ 1 m burden ( 7 / 1 ) : 7 rowsDrilling and Blasting pattern :Pattern of holes : StaggeredHole initiation : BottomInitiation system : Short delay detonatorsDelay system : 25 ms intervalInitiation pattern : Straight line row by rowNos. of main blast holes for 7 rows ( 4 x 14 + 3 x 13 ) : 95 Nos.Area of excavation for 95 holes ( 95 x 1.2 x 1.0 ) : 114 sqmQuantity of excavation for 0.8 effective depth ( 114 x 0.8 ) say : 91 cumSecondary blasting may be necessary after main blasting to break any large rock fragments.Quantity for secondary blasting @ 5 % ( 91 x 0.05 ) : 5 cum.Nos. of secondary blast holes @ 1 per cum for 9 cum ( 5 x 1 ) : 5 Nos.Depth of drilling for main blast ( 95 x 0.9 ) : 85.50 mDepth of drilling for secondary holes @ 0.6 m / cum ( 5 x 0.6 ) say : 3.00 mTotal depth of drilling for main and secondary blasting : 88.50 mConsider 2 Nos. 8.5 cmm air compressors and 4 jack hammers for drilling.Rated rate of drilling in hard rock by jack hammer : 6 m / hourRate of drilling in hard rock with 50 min / hr working ( 6 x 50 / 60 ) : 5 m / hourTime required for drilling with 4 jack hammers ( 88.5 / 4 / 5 ) say : 4.5 hours

3. Muffling arrangements:For controlling flying of rock fragments during blasting consider covering the blasting area with20 guage 50 x 50 mm opening chain link mesh and sand bags.Consider spreading chain link mesh 0.5 m beyond excavation area.Area of chain link mesh ( 17 +1 ) x ( 7 + 0.5 ) : 135 sqmAdd for overlaps @ 10 % say : 15 sqm

Total : 150 sqmSand bags at 1 per hole : 95 Nos.Add for additional sand bags along edge of wire mesh @ 20 % say : 19 Nos

Total : 114 Nos

23

DAM ALLIED WORKS

4. Requirement of materials:Jack hammer drill rods for drilling : 88.5 m drillingAir hose for supplying air to 4 jack hammers ( 4.5 x 4 ) : 18 hoursQuantity of Explosive @ 0.5 kg / cum for 96 cum : 48.00 kgConsider 20 % high strength ANFO booster for priming ANFO. : 10.00 kgConsider 80 % ANFO mixed with diesel oil for colunm. : 38.00 kgDiesel oil @ 180 ml per kg of ANFO : 7.00 ltrsExplosive at 0.20 kg / cum for 5% secondary blast ( 91x0.05x0.2 ) : 1.00 kgEle.short delay detonators at 1 per hole for 95 holes ( 95 x 1 ) : 95 Nos.Ord.detonators @ 1 per hole for 5 secondary holes ( 5 x 1 ) : 5 Nos.Detonating fuse coil : 120 Rm50 x 50 mm wire mesh : 150 sqmSand bags 114 Nos.

5. Requirement of machinery :Deploy 2 air compressors 8.5 cmm capacity for 4.5 hours for drilling.Deploy 4 jack hammers for 4.5 hours for drilling.Deploy 0.85 cum capacity shovel for 2.5 hours for digging and loading 91 cum.Deploy 3 tippers of 5 cum capacity for for 2.5 hours for disposal of 91 cum.Deploy 1 tipper of 5 cum capacity for 1 hours for 5 cum trimmed rock.Deploy 1 dozer for 0.5 hour for levelling dumped rock in dump area.

6. Requirement of workforce ( other than machinery crew ) :Deploy 1 crowbarman, 1 stone breaker for trimming bed for 5 cum. Deploy 1 blaster and 1 blasting helper for loading explosive materials and blasting. Deploy 2 heavy and 2 light mazdoors for disposal of trimmed muck and for spreading / placingand removing wire mesh / sand bags.Deploy 1 maistry.

7. Use rate of materials :Cost of drill rod 1.5 m long @ `: 4300.00 / Each `: 4300.00Life of drill rod for drilling in hard rock with reconditioning : 150 mUse rate of drill rod per Rm drilling ( cost / life ) `: 28.67Length of 25 mm dia air hose for drilling for each jack hammer : 50 mCost of 50 m air hose @ `: 193.00 / Rm `: 9650.00Life of air hose : 800 hoursUse rate of 25 mm dia air hose per hr ( cost / life ) `: 12.06Cost of 20 gauge wire mesh @ `: 205.00 / sqm `: 205.00Less salvage value @ 10 % ( - ) `: -20.50

Total `: 184.50Add for replacement of damaged mesh @ 10% `: 18.45

Total `: 202.95Life of wire mesh : 3 usesUse rate of wire mesh / use / sqm ( cost / life ) `: 67.65Cost of empty cement bag @ `: 3.00 `: 3.00Cost of sand / bag for 0.025 cum @ `: 510.00 / cum `: 12.75Add for 1 km lead / loading / unloading charges for 0.025 cum `: 3.06Filling charges @ 2 heavy mazdoors per 100 bags/ day `: 4.12

Total cost per bag `: 22.93Life of sand bag : 1 useUse rate of sand bag / use / bag ( cost / life ) `: 22.93

24

DAM ALLIED WORKS


in `:1 Use rate of drill rod 1.5 m length Rm 88.50 28.67 2537.00

Reconditioning charges @ 10 % 253.702 Use rate of 25 mm dia air hose 4 Nos. Hour 18.00 12.06 217.133 Use rate of 20SWG chain link wiremesh sqm 150.00 67.65 10147.504 Use rate of sand bag Nos 114.00 22.93 2614.023 High strength ANFO booster kg 10.00 65.00 650.004 Ammonium nitrate ( ANFO ) kg 38.00 52.00 1976.005 Diesel ltr 7.00 57.00 399.006 Explosive small dia. kg 1.00 60.00 60.007 Ordinary detonators Nos 5.00 7.00 35.008 Electric short delay detonators Nos 95.00 20.00 1900.009 Fuse coil Rm 120.00 9.00 1080.00






Fuel / Energy charges Hour 2.50 862.00 2155.002 Angle dozer 90 hp Hour 0.50 1236.00 618.00

Fuel / Energy charges Hour 0.50 603.00 301.503 Tippers 5 cum capacity 3 Nos. Hour 7.50 300.00 2250.00


Fuel / Energy charges Hour 1.00 296.00 296.005 Air compressor 8.5 cmm ( ele ) 2 Nos Hour 9.00 115.00 1035.00

Fuel / Energy charges Hour 9.00 350.00 3150.006 Jack hammers 4 Nos. Hour 18.00 15.00 270.00





in `:1 Crew for Shovel Hour 2.50 111.00 277.502 Crew for Angle dozer Hour 0.50 111.00 55.50

Contd

Quantityin `:

Quantity

Quantity

Rate

in `:

Rate

Rate

in `:

Perticulars

Description

Description

25

DAM ALLIED WORKS


in `:Contd

3 Crew for Tipper Hour 7.50 82.00 615.004 Crew for Tipper Hour 1.00 82.00 82.005 Crew for Air compressor Hour 9.00 82.00 738.006 Crew for Jack hammer Hour 18.00 162.00 2916.007 Maistry Day 1.00 208.50 208.508 Blaster Day 1.00 210.50 210.509 Helper blaster Day 1.00 207.00 207.00








ITEM: Preparing foundation bed for masonry or concrete by removing all loose material by wedging/ chiselling and disposing off the same as directed and cleaning the surface with air and waterjet including cost of all materials, machinery, labour etc.,complete with lead upto 50 m and all lifts.

DATA:Preparation of foundation bed for laying concrete / masonry involves benching and stepping the foundation area, removing all loose material by wedging / chiselling and disposing off the same followed by cleaning the area with air and water jet. Coonsider preparation of 100 sqm area for rate analysis.

1. Requirement of materials:Air and water hoses for air / water jet cleaning. : 1 hour use

2. Requirement of machinery :Deploy 1 air compressor 8.5 cmm capacity for 1 hour for air supply.Deploy 5 hp pump for 1 hour for water supply.

Description Quantity Ratein `:

26

DAM ALLIED WORKS

3. Requirement of workforce ( other than machinery crew ) : 1 Crowbarman, 1 stone breaker and 1 heavy mazdoor prepare 50 sqm per day.Deploy 2 crowbarman, 2 stone breakers and 2 heavy mazdoors for 100 sqm preparation.

4. Use rate of materials :Length of 25 mm dia air hose for air jet cleaning. : 50 mCost of 25 m air hose @ `: 193.00 / Rm `: 4825.00Life of air hose : 800 hoursUse rate of 25 mm dia air hose per hr ( cost / life ) `: 6.03Length of 20 mm dia water hose for water jet cleaning. : 50 mCost of 25 m water hose @ `: 165.00 / Rm `: 4125.00Life of water hose : 800 hoursUse rate of 20 mm dia water hose per hr ( cost / life ) `: 5.16

RATE ANALYSIS UNIT : 100.00 sqmA. MATERIALS: Sl No Unit Amount

in `:1 Use rate of 25 mm dia air hose Hour 1.00 6.03 6.032 Use rate of 20 mm dia. water hose Hour 1.00 5.16 5.16




in `:1 Air compressor 8.5 cmm ( ele ) Hour 1.00 115.00 115.00

Fuel / Energy charges Hour 1.00 350.00 350.002 Pump 5 hp ( ele ) Hour 1.00 3.00 3.00 Fuel / Energy charges Hour 1.00 31.00 31.00




in `:1 Crew for Air compressor Hour 1.00 82.00 82.002 Crew for Pump Hour 1.00 39.00 39.003 Stone breaker Day 2.00 209.00 418.004 Heavy mazdoor Day 2.00 206.00 412.005 Crowbar man Day 2.00 207.00 414.00

Total `: 1365.00Add for small Tools and Plants @ 1% `: 13.65Add for Contractor's Profit @ 10% `: 136.50

Contd

Quantity

Quantity Rate

Quantity Rate

in `:Rate

in `:

Perticulars

Description

Description

in `:

27

DAM ALLIED WORKS


in `:Contd

Add for hidden cost on Labour @ 15% `: 204.75Add additional hidden cost on labour @ 5% `: 68.25Add for Contractor's Overheads @ 5% `: 68.25



TOTAL `: 2436.42Add for enabling works @ 1.10% `: 26.80 Total cost for 100.00 sqm `: 2463.22

Rate per sqm `: 24.63Rate approved per sqm `: 25.00


ITEM: Preparing foundation bed for cut-off trench filling in rock portion by removing all loosematerials by wedging / chiselling and disposing off the same as directed etc., complete with lead upto 50 m and all lifts.

DATA:Preparation of foundation bed for cut-off trench in rock portion involves removing all loose material by wedging / chiselling and disposing off the same. Coonsider preparation of 100 sqm area for rate analysis.

1. Requirement of materials:No materials required.

2. Requirement of machinery :No machinery required.

3. Requirement of workforce : 1 Crowbarman, 1 stone breaker and 1 heavy mazdoor prepare 50 sqm per day.Deploy 2 crowbarman, 2 stone breakers and 2 heavy mazdoors for 100 sqm preparation.


in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00



Description Quantity

Rate Quantity

in `:Rate

in `:Perticulars

28

DAM ALLIED WORKS


in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00




in `:1 Crowbar man Day 2.00 207.00 414.002 Stone breaker Day 2.00 209.00 418.003 Heavy mazdoor Day 2.00 206.00 412.00







ITEM: Drilling 50 mm dia holes vertical or inclined upto 10 degrees to vertical in rock / masonry /concrete by percussion drilling method using waggon drill or any other suitable equipment including cost of all materials, machinery, labour, redrilling through partially set grout wherever required etc., complete. for drilling upto 6 m depth from surface.

NOTE:The item rate for drilling through rock / masonry / concrete includes redrilling through partially set grout, if any, in the portion of hole already drilled and grouted.

DATA:The rated output of waggon for drilling in rock / masonry / concrete in open area will be about20 m per hour. Consider drilling and grouting of holes in 6 m stages. Consider 70 percent job /management efficiency and 50 minutes per hour working.Rate of drilling by waggon drill per hour ( 20 x 0.7 x 50 / 60 ) say : 12 m

Quantity

Quantity

Rate

in `:

in `:

Rate

Description

Description

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DAM ALLIED WORKS

Out put of 1 waggon drill per day ( 8 x 12 ) : 96 mConsider 50 m long 50 mm dia air hose for supply of air to waggon drill.For 6 m drilling average 4.5 m extension rods with coupling sleeves required.For drilling in hard rock beyond 6 m from surface increase the basic rate per Rm of previousstage by 10 percent for next stage of 6 m beyond previous stage towards redrilling in partiallyset grout / additional extension rods / reduction in progress etc.Consider 96 m ( 16 holes of 6 m depth each ) drilling for rate analysis.

1. Requirement of materials:Cross bit 50 mm dia. : 96 m useExtension rod with coupling sleeve 4.5 m : 96 m useAir hose 50 mm dia for air supply : 8 hours use

2. Requirement of machinery :Deploy 1 air compressor 8.5 cmm capacity for 8 hour for air supply.Deploy 1 waggon drill for 8 hour for drilling holes.

3. Requirement of workforce ( other than machinery crew ) :Deploy 2 heavy mazdoors for assisting drilling crew.

4. Use rate of materials :Cost of 50 mm dia cross bit @ `: 4325.00 / Each `: 4325.00Life of cross bit 50 mm dia in rock : 80 m Use rate of cross bit per m drilling ( cost / life ) `: 54.06Cost of extension rod 4.5 m @ `: 4100.00 / Rm `: 18450.00Life of extension rod with coupling sleeve : 1500 mUse rate of 4.5 m extn rod per m drilling ( cost / life ) `: 12.30Cost of 50 mm dia air hose 50 m @ `: 262.00 / Rm `: 13100.00Life of air hose : 800 mUse rate of 50 mm dia air hose per hour ( cost / life ) `: 16.38

RATE ANALYSIS UNIT : 96.00 RmA. MATERIALS: Sl No Unit Amount

in `:1 Use rate of cross bit 50 mm dia Rm 96.00 54.06 5190.002 Use rate of 50 mm dia air hose 50 m Hour 8.00 16.38 131.003 Use rate of extension rod 4.5 m Rm 96.00 12.30 1180.80




in `:1 Waggon drill Hour 8.00 232.00 1856.00


Fuel / Energy charges Hour 8.00 350.00 2800.003 Sundries LS 2.00 40.00 80.00

Total `: 5752.00Contd

Rate

Quantity

in `:

in `:Rate

QuantityDescription

Perticulars

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DAM ALLIED WORKS


in `:Contd




in `:1 Crew for Waggon drill Hour 8.00 130.00 1040.002 Crew for Air compressor Hour 8.00 82.00 656.003 Heavy mazdoor Day 2.00 206.00 412.00




TOTAL `: 16803.69Add for enabling works @ 1.10% `: 184.84 Total cost for 96.00 Rm `: 16988.53Upto 6 m from surface Rate per Rm `: 176.96

Rate approved per Rm `: 177.00

Beyond 6 m upto 12 m from surface :Upto 6 m from surface Rate per Rm `: 176.96Add for redrilling through partially set grout / additional extension rods / reduction in rate of drilling etc @ 10% `: 17.70Beyond 6 m upto 12 m from surface Rate / Rm `: 194.66


Beyond 12 m upto 18 m from surface :For 6 m to 12 m from surface Rate per Rm `: 194.66Add for redrilling through partially set grout / additional extension rods / reduction in rate of drilling etc @ 10% `: 19.47Beyond 12 m upto 18 m from surface Rate / Rm `: 214.13


Beyond 18 m upto 24 m from surface :For 12 m to 18 m from surface Rate per Rm `: 214.13Add for redrilling through partially set grout / additional

Quantity Rate

Quantity Ratein `:

in `:Description

31

Description

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extension rods / reduction in rate of drilling etc @ 10% `: 21.41Beyond 18 m upto 24 m from surface Rate / Rm `: 235.54











ITEM: Flushing grout holes of all sizes with water and air jets alternatively for an average period of 30 minutes and observing water intake after flushing including cost of all materials, machinery, labour etc., complete.

DATA:Period of flushing with air and water jets alternatively : 30 minutesStage down grouting in 6 m stages assumed.Flushing of 4 holes at a time with air supply from one 8.5 cmm compressor to 2 holes at a timealternatively assumed.Considering 50 minutes / hour working and time required for water intake observation andshifting from hole to hole etc., 4 holes of 6 m each can be flushed in one hour.Daily progress with 1air compressor and a 5 hp pump ( 4 x 6 x 8 ) : 192 mUse of 2 Nos .air hoses 50 m each and 2 Nos. water hoses 50 m each considered for flushing4 holes at a time in 1 hour.Consider 192 m flushing of holes for rate analysis.

1. Requirement of materials:Air hose 25 mm dia for air supply : 16 hours use

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Water hose 20 mm dia. for supplying water : 16 hours use2. Requirement of machinery :

Deploy 1 air compressor 8.5 cmm capacity for 8 hour for air supply.Deploy 5 hp pump for 8 hour for water supply.

3. Requirement of workforce ( other than machinery crew ) :Deploy 4 heavy mazdoors for washing holes.

4. Use rate of materials :Cost of 25 mm dia air hose 50 m @ `: 193.00 / Rm `: 9650.00Life of air hose : 800 hoursUse rate of 25 mm dia air hose per hour ( cost / life ) `: 12.06Cost of 20 mm dia water hose 50m@ `: 165.00 / Rm `: 8250.00Life of water hose : 800 hoursUse rate of 20 mm dia water hose per hour ( cost / life ) `: 10.31


in `:1 Use rate of air hose 2 Nos x 8 hrs Hour 16.00 12.06 193.002 Use rate of water hose 2 Nos x 8 hrs Hour 16.00 10.31 165.003 Sundries LS 2.00 40.00 80.00





Fuel / Energy charges Hour 8.00 350.00 2800.002 Pump 5 hp ( ele ) Hour 8.00 3.00 24.00





in `:1 Crew for Air compressor Hour 8.00 82.00 656.002 Crew for Pump Hour 8.00 39.00 312.003 Heavy mazdoor Day 4.00 206.00 824.00


Contd

in `: Quantity Rate

Quantity Rate

Quantityin `:Rate

in `:

33

Description

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DAM ALLIED WORKS


in `:Contd




TOTAL `: 7574.32Add for enabling works @ 1.10% `: 83.32 Total cost for 192.00 Rm `: 7657.64

Rate per Rm `: 39.88Rate approved per Rm `: 40.00


ITEM: Consolidation grouting with neat cement grout mix of suitable consistency under specified grout pressure as directed in drilled holes by stage grouting method including cost of all materials, machinery, labour, redrilling if necessary etc.,complete with lead upto 1 km and all lifts.

DATA:Daily progress of grouting assumed for 6 m stage grouting : 7 holesAverage grout intake assumed per m depth of hole : 25 kgQuantity of cement grouting per day ( 7 x 6 x 25 ) : 1050 kgConsider 1.05 tonne cement grouting for rate analysis.

1. Requirement of materials:Cement with 1 % wastage ( 1050 x 1.01 ) : 1060 kgGrout hose 20 mm dia. for supplying grout mix : 8 hours use

2. Requirement of machinery :Deploy 1 Grout pump for 8 hour for pumping grout mix.Deploy 5 hp pump for 2 hour for water supply.

3. Requirement of workforce ( other than machinery crew ) :Deploy 1 heavy and 1 light mazdoors for cement handling.

4. Rehandling lead :As cement is generally stored beyond 150 m from work area and is rehandled, as and whenrequired, rehandling lead of 1km including loading and unloading is considered.

5. Use rate of materials:Cost of grout hose 50 m @ `: 165.00 / Rm `: 8250.00Life of pressure hose : 800 hoursUse rate of pressure hose per hour ( cost / life ) `: 10.31

in `: Quantity RateDescription

34

DAM ALLIED WORKS

RATE ANALYSIS UNIT : 1.05 tonneA. MATERIALS: Sl No Unit Amount

in `:1 Cement with 1 % wastage tonne 1.06 6400.00 6787.202 Use rate of 50 m pressure hose Hour 8.00 10.31 82.503 Sundries ( packer assembly etc ) LS 3.00 40.00 120.00




in `:1 Grouting equipment Hour 8.00 21.00 168.00






in `:1 Crew for Grout pump Hour 8.00 130.00 1040.002 Crew for Pump Hour 2.00 39.00 78.003 Heavy mazdoor ( cement handling ) Day 1.00 207.00 207.004 Light mazdoor Day 1.00 204.50 204.50




TOTAL `: 10825.01Add for enabling works @ 1.10% `: 119.08

`: 10944.09

in `:

in `:

Quantity Rate

Quantity

Quantity Rate

Rate

in `:

Description

Description

Perticulars

35

DAM ALLIED WORKS

Add for 1km rehandling lead charges:Cement 1.06 tonne @ Rs: 191.30 / tonne `: 202.78 Total cost for 1.05 tonne `: 11146.87

Rate per tonne `: 10616.06Rate approved per tonne `: 10616.00


ITEM: Curtain grouting with neat cement grout mix of suitable consistency under specified groutpressure as directed in drilled holes by stage grouting method including cost of all materials,machinery, labour, redrilling if necessary etc., complete with lead upto 1 km and all lifts.

DATA:Daily progress of grouting assumed for 6 m stage grouting : 7 holesAverage grout intake assumed per m depth of hole : 25 kgQuantity of cement grouting per day ( 7 x 6 x 25 ) : 1050 kgConsider 1.05 tonne cement grouting for rate analysis.

1. Requirement of materials:Cement with 1 % wastage ( 1050 x 1.01 ) : 1060 kgGrout hose 20 mm dia. for supplying grout mix : 8 hours use25 mm dia G.I pipe grout line 400 m long. : 8 hours use

2. Requirement of machinery :Deploy 1 Grout pump for 8 hour for pumping grout mix.Deploy 5 hp pump for 2 hour for water supply.

3. Requirement of workforce ( other than machinery crew ) :Deploy 2 heavy and 1 light mazdoors for cement / G.I pipe handling.

4. Rehandling lead :As cement is generally stored beyond 150 m from work area and is rehandled, as and whenrequired, rehandling lead of 1km including loading and unloading is considered.

5. Use rate of materials :Cost of grout hose 100 m @ `: 165.00 / Rm `: 16500.00Life of pressure hose : 800 hoursUse rate of pressure hose per hour ( cost / life ) `: 20.63Cost of 25 mm GI pipe 400 m @ `: 160.00 / Rm `: 64000.00Life of 25 mm dia GI Pipe : 10000 hoursUse rate of 400 m GI pipe 25 mm dia per hour ( cost / life ) `: 6.40


in `:1 Cement with 1 % wastage tonne 1.06 6400.00 6787.202 Use rate of 100 m pressure hose Hour 8.00 20.63 165.003 Use rate of 400 m GI pipe Hour 8.00 6.40 51.204 Sundries ( packer assembly etc ) LS 3.00 40.00 120.00



Quantity Ratein `:

36

Perticulars

DAM ALLIED WORKS


in `:1 Grouting equipment Hour 8.00 21.00 168.00






in `:1 Crew for Grout pump Hour 8.00 130.00 1040.002 Crew for Pump Hour 2.00 39.00 78.003 Pipe fitter Day 1.00 216.50 216.504 Heavy mazdoor ( cement / pipe handling ) Day 2.00 207.00 414.005 Light mazdoor Day 1.00 204.50 204.50





`: 11683.18Add for 1km rehandling lead charges:Cement 1.06 tonne @ Rs: 191.30 / tonne `: 202.78 Total cost for 1.05 tonne `: 11885.96



ITEM: Providing and fixing up-heaval gauge with all accessories as per specifications excluding cost of drilling holes including cost of all other materials, machinery, labour, equipments etc., complete.

DATA:Consider 1 test for rate analysis.

Rate Quantityin `:

Quantity Ratein `:

Description

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DAM ALLIED WORKS

1. Requirement of materials:M.S casing pipe 40 mm dia : 50 mG.I pipe 15 mm dia : 50 mMicro meter dial gauge & accessories : 1 set

2. Requirement of machinery :As this test is carried out during grouting no additional machinery required.

3. Requirement of workforce ( other than machinery crew ) :Deploy 1 heavy mazdoors for assisting testing staff.

5. Use rate of materials :Cost of 40 mm GI pipe @ `: 250.00 / Rm `: 250.00Life of 40 mm dia GI Pipe : 2 usesUse rate of GI pipe 40 mm dia per Rm ( cost / life ) `: 125.00Cost of 15 mm G.I pipe @ `: 95.00 / Rm `: 95.00Life of 15 mm dia G.I Pipe : 2 usesUse rate of 50 m G.I pipe 15 mm dia per hour ( cost / life ) `: 47.50

RATE ANALYSIS UNIT : 1.00 testA. MATERIALS: Sl No Unit Amount

in `:1 Use rate of GI casing pipe 40 mm dia Rm 50.00 125.00 6250.002 Use rate of G.I pipe 15 mm dia Rm 50.00 47.50 2375.003 Micro meter dial gauge & accessories LS 10.00 40.00 400.004 Sundries ( packer assembly etc ) LS 5.00 40.00 200.00




in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00




in `:1 Heavy mazdoor Day 1.00 204.50 204.50

0.00 0.00 0.00Total `: 204.50

Add for small Tools and Plants @ 1% `: 2.05Add for Contractor's Profit @ 10% `: 20.45

Contd

Rate

Rate


in `:

Quantity

Quantity

38

in `:

Description

Perticulars

DAM ALLIED WORKS


in `:Contd

Add for hidden cost on Labour @ 15% `: 30.68Add for additional hidden cost on labour @ 5% `: 10.23Add for Contractor's Overheads @ 5% `: 10.23



TOTAL `: 10979.12Add for enabling works @ 1.10% `: 120.77 Total cost for 1.00 Each `: 11099.89

Rate per 1.0 Each `: 11099.89Rate approved per Each `: 11100.00


ITEM: Providing and fixing 25 mm dia 3 m long cold twisted deformed steel dowel bars with one enddriven into 38 mm diameter 1.50 m deep hole drilled in bed rock and other end provided withL-bend for embedding in concrete / masonry of over flow / non-over flow blocks and otherappertenant works including cost of all materials, machinery, labour, drilling and cleaning hole, filling hole with cement slurry, driving anchor rod, cost of etc., complete with lead upto 1 kmand all lifts.

DATA:Consider 25 anchor rods for analysis.Depth of drilling for 25 holes of 1.5 m depth each ( 25 x 1.5 ) : 37.50 mWeight of 25 mm dia rods 3 m long @ 3.85 kg / m ( 3 x 3.85 ) : 11.55 kgCement for grouting per hole : 3 kgRate of drilling by heavy duty Jack hammer / hr with 50 min / hr working : 6.00 m Consider 2 heavy duty Jack hammers for drilling.Time for drilling 37.5 m duly considering frequent shifting say : 3.5 hours

1. Requirement of materials:25 mm dia ribbed steel with 2.5 % wastage ( 25 x 11.55 x 1.025 ) : 296 kgCement with 1 % wastage ( 25 x 3 x 1.01 ) : 76 kgAir hose 25 mm dia. for supplying air to 2 jack hammers. : 7 hours useUse of 38 mm drill rod : 37.5 m

2. Requirement of machinery :Deploy 2 heavy duty jack hammers for 3.5 hours for drilling holes.Deploy 8.5 cmm Air compressor for 3.5 hours for air supply.

3. Requirement of workforce ( other than machinery crew ) :Deploy 0.5 barbender for preparing anchor rods.Deploy 0.5 mason Class-II and 1 heavy mazdoor for fixing anchor rods.

4. Rehandling lead :As both cement and steel are generally stored at site beyond 150 m from work area and arethen rehandled, as and when required for works, 1 km rehandling lead including loading and unloading is considered.


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5. Use rate of materials :Cost of 38 mm drill rod @ `: 4757.50 / Each `: 4757.50Life of drill rod for drilling in hard rock : 150 mUse rate of drill rod per m drilling ( cost / life ) `: 31.72Cost of 25 mm dia air hose 50 m @ `: 193.00 / Rm `: 9650.00Life of air hose : 800 hoursUse rate of 50 mm dia air hose per hour ( cost / life ) `: 12.06

RATE ANALYSIS UNIT : 25.00 Nos.A. MATERIALS: Sl No Unit Amount

in `:1 Use rate of drill rod 38 mm dia Rm 37.50 31.72 1189.382 Use rate of 25 mm dia air hose 50 m Hour 7.00 12.06 84.443 Anchor rod 25 mm dia kg 296.00 48.00 14208.004 Cement kg 76.00 6.40 486.40





Fuel / Energy charges Hour 3.50 350.00 1225.002 Heavy duty jack hammers 2 Nos Hour 7.00 18.75 131.25





in `:1 Crew for Air compressor Hour 3.50 82.00 287.002 Crew for Jack hammer Hour 7.00 162.00 1134.003 Bar bender Day 0.50 224.00 112.004 Mason Cl- II Day 0.50 211.50 105.755 Heavy mazdoor Day 1.00 206.00 206.00



Quantity Rate

Quantity Ratein `:

in `:

Quantity Ratein `:

Perticulars

Description

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40

DAM ALLIED WORKS



`: 23343.80Add for 1 km rehandling lead charges:Cement 76 kg @ `: 191.30 / tonne `: 14.54Steel 296 kg @ `: 191.30 / tonne `: 56.62 Total cost for 25.00 Nos. `: 23414.96

Rate per Each `: 936.60Rate approved per Each `: 937.00


ITEM: Providing and fixing 25 mm dia 2.75 m long ribbed steel anchor rods with one end split and driven firmly using steel wedge into 1.25 m deep 38 mm dia. hole drilled in bed rockand other end provided with L-bend for embedding in concrete / masonry for spillway andappurtenant works including cost of all materials, machinery, labour, steel wedge, drillingand cleaning hole, filling hole with thick cement slurry, driving anchor rod etc., complete withlead upto 1 km and all lifts.

DATA:Consider 25 anchor rods for analysis.Depth of drilling for 25 holes 1.25 m deep : 31.25 mWeight of 25 mm dia rods 2.75 m long @ 3.85 kg/m ( 2.75 x 3.85 ) : 10.60 kgCement for cement slurry grouting per hole : 2.5 kgRate of drilling by heavy duty Jack hammer / hr with 50 min / hr working : 6.00 m Consider 2 heavy duty Jack hammers for drilling.Time for drilling 31.25 m duly considering frequent shifting say : 3 hours

1. Requirement of materials:25 mm dia ribbed steel with 2.5 % wastage ( 25 x 10.6 x 1.025 ) : 272 kgCement with 1 % wastage ( 25 x 2.5 x 1.01 ) : 63 kgAir hose 25 mm dia. for supplying air to 2 jack hammers. : 6 hours useUse of 38 mm drill rod : 31.25 m

2. Requirement of machinery :Deploy 2 heavy duty jack hammers for 3 hours for drilling holes.Deploy 8.5 cmm Air compressor for 3 hours for air supply.

3. Requirement of workforce ( other than machinery crew ) :Deploy 0.5 barbender, 1 gas cutter and 1 heavy mazdoor for preparing anchor bars and wedges.Deploy 0.5 mason Class-II and 1 heavy mazdoor for fixing anchor rods.

4. Rehandling lead :As both cement and steel are generally stored at site beyond 150 m from work area and arethen rehandled, as and when required for works, 1 km rehandling lead including loading and unloading is considered.

5. Use rate of materials :Cost of 38 mm drill rod @ `: 4757.50 / Each `: 4757.50Life of drill rod for drilling in hard rock : 150 m

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Use rate of drill rod per m drilling ( cost / life ) `: 31.72Cost of 25 mm dia air hose 50 m @ `: 193.00 / Rm `: 9650.00Life of air hose : 800 hoursUse rate of 50 mm dia air hose per hour ( cost / life ) `: 12.06

RATE ANALYSIS UNIT : 25.00 Nos.A. MATERIALS: Sl No Unit Amount

in `:1 Use rate of 38 mm dia drill rod Rm 31.25 31.72 991.152 Use rate of air hose 50 m 2 Nos. Hour 3.00 12.06 36.193 Anchor rod 25 mm dia kg 271.30 48.00 13022.404 Cement kg 62.50 6.40 400.005 Gas for splitting anchor rods LS 5.00 40.00 200.006 Steel wedges LS 10.00 40.00 400.00





Fuel / Energy charges Hour 3.00 350.00 1050.002 Heavy duty jack hammer 2 Nos Hour 6.00 18.75 112.50





in `:1 Crew for Air compressor Hour 3.00 82.00 246.002 Crew for Jack hammer Hour 6.00 162.00 972.003 Bar bender Day 0.50 224.00 112.004 Mason Cl- II Day 0.50 211.50 105.755 Gas cutter Day 1.00 222.00 222.006 Heavy mazdoor Day 2.00 206.00 412.00



Quantity

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in `:Rate

Quantity Ratein `:

Description

42

Description

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Total `: 22278.80Cement 63 kg @ `: 191.30 / tonne `: 11.96Steel 272 kg @ `: 191.30 / tonne `: 51.90 Total cost for 25.00 Nos. `: 22342.66



ITEM: Providing, fabricating and placing in position steel reinforcement bars for RCC structures including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, lapping / welding joints wherever required, tying with 1.25 mm diameter soft annealed steel wire etc., complete with lead upto 1 km and all lifts.

DATA:Lap jointing considered for bars upto 28 mm diameter.Welded jointing considered for bars above 28 mm diameter.Quantity of steel above 28 mm diameter assumed @ : 20 percentNumber of weld joints per tonne of steel : 14 NosNos.of weld joints / tonne for 20 % steel above 28 mm dia. : : 3 NosNo. of welding electrodes required @ 5 per joint : 15 NosQuantity of binding wire per tonne : 9 kgConsider fabrication and placing 1 tonne steel for rate analysis.

1. Requirement of materials:Reinforcement steel with 2.5 % wastage ( 1 x 1.025 ) : 1.025 tonneBinding wire 1.25 mm dia @ 9 kg / t ( 1 x 9 ) : 9 kgWelding electrodes ( ordinary ) for 3 joints : 15 Nos.

2. Requirement of machinery :Deploy 1 welding transformer for 2 hour for welded joints.Deploy 1 Tower crane for 0.25 hour for lifting steel to placing area.

3. Requirement of workforce ( other than machinery crew ) :Cleaning and straightening : 2 Bar benders & 2 Heavy mazdoorsMarking, cutting, bending and stacking : 2 Bar benders & 4 Heavy mazdoorsPlacing in position and tying : 2 Bar benders & 2 Heavy mazdoorsChecking, correcting & misc. works : 1 Bar bender & 1 Heavy mazdoor

4. Rehandling lead :As steel is stored in the fabrication yard generally beyond 150 m from work area and thenrehandled after fabrication, 1 km rehandling lead including loading and unloading is considered.For lifting of steel to the required position use of tower crane for 15 minutes per tonne of steel isconsidered.

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in `:1 Rein.Steel with 2.5 % wastage tonne 1.025 48000.00 49200.002 Binding wire 1.25 mm dia kg 9.00 60.00 540.003 Welding electrodes Each 15.00 9.00 135.004 Sundries ( chairs / spacers etc ) LS 2.50 40.00 100.00




in `:1 Welding set Hour 2.00 13.00 26.00

Fuel / Energy charges Hour 2.00 75.00 150.002 Tower crane Hour 0.25 1065.00 266.25

Fuel / Energy charges Hour 0.25 162.00 40.503 Sundries ( gloves / mask etc ) LS 1.00 40.00 40.00




in `:1 Crew for Tower crane Hour 0.25 89.00 22.252 Welder Day 0.50 222.00 111.003 Bar bender Day 7.00 224.00 1568.004 Heavy mazdoor Day 9.00 206.00 1854.00





Total `: 64080.52

Ratein `:

Ratein `:

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Description

Description

44

in `:

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Add for 1 km rehandling lead charges:For 1 tonne steel @ `: 191.30 / tonne `: 191.30 Total cost for 1.00 tonne `: 64271.82



ITEM: Providing and laying in-situ vibrated M-15 ( 28 days cube compressive strength not less than15 N / sq mm ) grade cement concrete using 80 mm down approved, clean, hard, graded aggregates for plain concrete works including cost of all materials, machinery, labour, formwork, centering, scaffolding, cleaning, providing mortar layer for lift joints, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc., complete with lead upto 1 km andall lifts. ( Cement content : 210 kg / cum with use of super plasticiser )

Use rate of shuttering and Scaffolding materials : Annexure-A

Consider one shutter and one soldier set :Size of shutter considered : 900 mm x 1200 mm Area of one shutter : 1.08 sqmLength of soldier for fixing shutter : 2.3 m4 mm thick plate 1.08 sqm @ 31.4 kg / sqm : 33.91 kg50x50x6 mm angle 6.6 m length @ 3.8 kg / m : 25.08 kg50x6 mm flat 1.8 m length @ 2.35 kg / m : 4.23 kgISLC 100 2.3 m length @ 7.9 kg / m : 18.17 kg6 mm plate 0.03 sqm @ 47.1 kg / sqm : 1.41 kg

Total wt : 82.80 kgCost of one shutter and one soldier set :Cost of 4 mm plate 33.91 kg @ `: 52.00 / kg `: 1763.32Cost of 6.6 m angle 25.08 kg @ `: 50.00 / kg `: 1254.00Cost of 1.8 m flat 4.23 kg @ `: 52.00 / kg `: 219.96Cost of 2.3 m soldier 18.17 kg @ `: 50.00 / kg `: 908.50Cost of 6mm plate 1.41 kg @ `: 52.00 / kg `: 73.32

Total `: 4219.10Add for wastage @ 2.50% `: 105.48Add for bolts & nuts 0.5 kg /sqm @ `: 85.00 / kg `: 42.50Add for fabrication of shutter @ `: 16.00 / kg `: 1324.80

Total `: 5691.88Deduct salvage value @ 15% ( - ) `: -853.78

Total `: 4838.10Use rate of shutters:Use rate of shutters considering average 40 uses : `: 120.95Add for repairs / replacements / catwalks etc., @ 15% `: 18.14Add for binding wire / temperary supports etc., @ 5% `: 6.05Add for 2 J-bolts / sqm for soldier @ `: 36.00 / each `: 72.00Add for shutter oil at 0.2 ltr / sqm @ `: 32.00 / ltr `: 6.40

Total `: 223.54 Effective area of shutter & soldier : 1.00 sqm( allowing 10 cm margin at top / bottom )Use rate of shuttering for concrete / use / sqm for 40 uses `: 223.54( Excluding T & P / Profit / Overheads)

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Use rate of shutters considering average 30 uses : `: 161.27Add for repairs / replacements / catwalks etc., @ 15% `: 24.19Add for binding wire / temperary supports etc., @ 5% `: 8.06Add 2 J-bolts/sqm for fixing soldier @ `: 36.00 / Each `: 72.00Add for shutter oil at 0.2 ltr / sqm @ `: 32.00 / ltr `: 6.40

Total `: 271.92Effective area of shutter & soldier with 100 mm margin at top & bottom : 1.00 sqmCost of shuttering for concrete / use / sqm ( considering 30 uses ) `: 271.92( Excluding T & P / Profit / Overheads)

Erection and dismantling shuttering / scaffolding : Annexure-B2 Fitters, 1 Carpentor Cl-II & 5 mazdoors erect 50 sqm shuttering & scaffolding / day.Cost of dismantling assumed at 50 % of erection charges.Area of shuttering with scaffolding / supports considered. : 100 sqmCleaning, conveying, erection and oiling:Fitter shuttering 4 Nos. @ `: 211.50 / day `: 846.00Carpentor Cl -II 2 Nos. @ `: 211.50 / day `: 423.00Heavy mazdoor 10 Nos. @ `: 206.00 / day `: 2060.00Dismantling and stacking:Fitter shuttering 2 Nos. @ `: 211.50 / day `: 423.00Carpentor Cl -II 1 Nos. @ `: 211.50 / day `: 211.50Heavy mazdoor 5 Nos. @ `: 206.00 / day `: 1030.00

Total `: 4993.50Labour charges for shuttering / scaffolding per sqm `: 49.94( Excluding T & P / Profit / Overheads / Hidden costs )

DATA:For 1 cum CC :- Coarse aggregates : 0.96 cum Blending ratio : 35 :30 : 20 : 15 Fine aggregate : 0.37 cum. Super plasticizer : 0.65 ltr Cement : 210 kg. Wastage : 1 % for cement and 2 % for coarse / fine aggregates.For incidental works such as mortar layer at lift joints etc., consider extra cement @ 3 kg / cumof concrete including wastage in handling.Assume daily average concreting programme of about 500 cum for 3 shift working. Hourly progress with 16.5 production hrs in 3 shifts ( 500 / 16.50 ) : 30 cumRated capacity of batching plant considering 50 minutes / hour working and 70 percent job / management efficiency ( 30 x 60 / 50 / 0.70 ) : 51.40 cumFor batching and mixing assume 50 cum / hour rated capacity Batching plant.Capacity of mixer drum : 2 x 1.50 cumFor conveying and placing consider combination of tippers and tower cranes.Capacity of concrete bucket : 1.50 cumWeight of empty bucket : 0.25 tonneWeight of concrete 1.5 cum @ 2.4 t / cum : 3.60 tonne

Total : 3.85 tonneCycle time for tower crane:Spotting & hooking loaded bucket : 0.50 minLifting, turning & moving loaded bucket : 1.00 minLowering & unloading concrete : 1.50 minLifting, turning & moving empty bucket : 0.50 minLowering & dehooking empty bucket : 0.50 min

Total : 4.00 min

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Output of tower crane with 50 min / hr working and 80 %job / management efficiency ( 1.50 x 0.80 x 50 / 4.00 ) : 15.00 cumConsider 2 tower cranes of 5 t ( minimum ) lifting capacity for placing concrete.Cycle time for tipper:Turning & spotting : 0.50 minLoading bucket : 0.50 minConveyance from BP to Tower crane spot : 2.00 minTower crane cycle : 4.00 minReturn trip from Tower crane spot to BP : 2.00 min

Total : 9.00 minOutput of tipper with 50 min / hr working ( 1.5 x 50 / 9 ) : 8.30 cumNo. of tippers for 30 cum / hour concreting ( 30 / 8.3 ) : 3.6 Nos.Consider 4 tippers for supplying concrete to 2 tower cranes.Consider 5 concrete buckets ( including 1 spare ) for 4 tippers.Consider 2 needle vibraters for vibrating laid concrete.Consider 10 hp pump for water supply for concrete mixing / curing.Consider 1 air compressor 7 cmm capacity for cleaning surface, air supply to batching plant andfor operating concrete bucket doors.Output of concrete per shift of 8 hours ( 30 x 8 ) : 240 cumConsider 240 cum concrete for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 240 x 210 x 1.01 ) : 50904 kgCement for incidental works @ 3 kg / cum ( 240 x 3 ) : 720 kgCoarse aggregate 80-40 mm size range ( 240 x 0.96 x 0.35 x 1.02 ) : 82.25 cumCoarse aggregate 40-20 mm size range ( 240 x 0.96 x 0.3 x 1.02 ) : 70.5 cumCoarse aggregate 20-10 mm size range ( 240 x 0.96 x 0.2 x 1.02 ) : 47.0 cumCoarse aggregate 10-4.75 mm size ( 240 x 0.96 x 0.15 x 1.02 ) : 35.25 cumFine aggregate ( including incidental works ) ( 240 x 0.37 x 1.02 ) : 90.6 cumSuper plasticiser ( 240 x 0.65 x 1.02 ) : 160 ltrs

2. Requirement of machinery :Deploy 50 cum / hour Batching & mixing plant for 8 hour for concrete production.Deploy 4 Tippers for 8 hours for conveying concrete buckets.Deploy 5 Concrete buckets for 8 hours for conveying concrete.Deploy 2 Tower cranes for 8 hours for lifting & placing concrete.Deploy 2 Needle vibraters 60 mm dia for 8 hours for vibrating concrete.Deploy 1 Air compressor 7 cmm for air supply for cleaning & other works.Deploy 1 Pump 10 hp for 8 hours for water required for concrete mixing / curing / cleaning etc.

3. Formwork & scaffolding :As mass concrete is generally placed in lifts of about 1.5 m heavy duty shutters are used. Requirement of shuttering for mass concrete will be about 0.5 sqm / cum concrete.Shuttering @ 0.50 sqm per cum of concrete ( 240 x 0.5 ) : 120 sqmNo scaffolding required for dam mass concrete works.

4. Requirement of workforce ( other than machinery crew ) :Foreman for controlling tower crane movements : 2 Nos.Mason Cl I for laying concrete ( 2 at each placing point ) : 4 Nos.Heavy mazdoors for loading cement to silo : 2 Nos.Heavy mazdoors for batching operations : 2 Nos.Heavy mazdoors for conveyer / air & water jet cleaning : 2 Nos.Heavy mazdoors for handling buckets( 3 at each point ) : 6 Nos.

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light mazdoors for cleaning / curing etc : 2 Nos.Labour charges for normal shuttering per sqm ( as per Annexure-B ) @ `: 49.94For erecting & dismantling heavy duty shutters consider labour charges at 1.5 times the labourcharges for erecting & dismantling normal shuttering.Labour charges for heavy duty shuttering 49.94 x 1.50 `: 74.90

5. Rehandling / Initial lead for materials:Consider 1 km rehandling lead for cement and 1 km initial lead for other materials.

6. Use rate of materials :Use rate of heavy duty shutters for mass concrete : 1.5 times normal shuttersUse rate of normal shutter per sqm ( As per annexure-A ) @ `: 223.54Use rate of heavy duty shutter / sqm `: 223.54 x 1.50 `: 335.31


in `:1 Cement for mix with 1% wastage kg 50904.00 6.40 325785.60

Cement for incidentals @ 3 kg / cum kg 720.00 6.40 4608.002 Coarse aggregate 80-40 mm cum 82.25 455.00 37423.75

Coarse aggregate 40-20 mm cum 70.50 635.00 44767.50Coarse aggregate 20-10 mm cum 47.00 820.00 38540.00Coarse aggregate 10 mm below cum 35.25 1000.00 35250.00

3 Fine aggregate ( screened ) cum 90.60 615.00 55719.004 Super Plasticizer or AEA ltr 160.00 90.00 14400.005 Use rate of shuttering sqm 120.00 335.31 40237.72

Total `: 596731.57Add for small Tools and Plants @ 1% `: 5967.32Add for Contractor's Profit @ 10% `: 59673.16Add for Contractor's Overheads @ 5% `: 29836.58Add royalty charges on C A @ ( Included in material rate ) `: 0.00Add royalty charges on F A @ ( Included in material rate ) `: 0.00



in `:1 Batching plant 50 cum/hr rated capacity Hour 8.00 539.00 4312.00

Fuel / Energy charges Hour 8.00 342.00 2736.002 Air compressor 7 cmm ( ele ) Hour 8.00 94.00 752.00

Fuel / Energy charges Hour 8.00 280.00 2240.003 Tipper Hour 32.00 300.00 9600.00

Fuel / Energy charges Hour 32.00 296.00 9472.004 Tower crane 5 t Hour 16.00 1065.00 17040.00

Fuel / Energy charges Hour 16.00 162.00 2592.005 Concrete bucket Hour 40.00 12.00 480.00

Fuel / Energy charges Hour 40.00 7.00 280.006 10 hp pump ( ele ) Hour 8.00 5.00 40.00


Perticulars

Quantity Rate

Quantity Ratein `:

Description

48

in `:

DAM ALLIED WORKS


in `:Contd

7 Needle vibrator 60 mm dia ( ele ) Hour 16.00 8.00 128.00Fuel / Energy charges Hour 16.00 9.00 144.00





in `:1 Crew for Batching plant Hour 8.00 156.00 1248.002 Crew for Air compressor Hour 8.00 82.00 656.003 Crew for Tipper ( 4 ) Hour 32.00 82.00 2624.004 Crew for Tower crane ( 2 ) Hour 16.00 89.00 1424.005 Crew for Pump Hour 8.00 39.00 312.006 Crew for Needle vibrator ( 2 ) Hour 16.00 78.00 1248.007 Mason Class-I Day 4.00 224.00 896.008 Foreman Day 2.00 244.00 488.009 Heavy mazdoor

for silo ( cement handling ) Day 2.00 207.00 414.00for batching plant Day 2.00 206.00 412.00for conveyor system Day 2.00 206.00 412.00for laying & vibrating Day 6.00 206.00 1236.00

10 Light mazdoor for cleaning / washing / curing Day 2.00 204.50 409.00

11 Labour cost for shuttering sqm 120.00 74.90 8988.30Total `: 20767.30

Add for small Tools and Plants @ 1% `: 207.67Add for Contractor's Profit @ 10% `: 2076.73Add for hidden cost on Labour @ 15% `: 3115.10Add for additional hidden cost on labour @ 5% `: 1038.37Add for Contractor's Overheads @ 5% `: 1038.37


ABSTRACT:A. Cost of Materials including royalty charges `: 692208.62B. Hire charges of Machinery `: 55590.72C. Cost of Labour `: 28243.53

TOTAL `: 776042.87Add for aggregate conveyor system @ 2.30% `: 17848.99Add for electric sub-station / Demand charges @ 1.10% `: 8536.47Add for trestle bridge for tower crane track @ 3.80% `: 29489.63Add for other enabling works @ 1.10% `: 8536.47

Total `: 840454.42

in `:

Quantity Ratein `:


Description

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DAM ALLIED WORKS

Add for 1 km rehandling / initial lead including loading / unloading :Cement 51624 kg @ `: 191.30 / tonne `: 9875.67Coarse aggregates 235.0 cum @ `: 178.95 / cum `: 42053.25Fine aggregate 90.6 cum @ `: 122.40 / cum `: 11089.44 Total cost for 240.00 cum `: 903472.79



ITEM: Providing and laying in-situ vibrated M-10 ( 28 days cube compressive strength not less than10 N / sq mm ) grade cement concrete using 80 mm down approved, clean, hard graded aggregates for plain concrete works including cost of all materials, machinery, labour, formwork, centering, scaffolding, cleaning, providing mortar layer for lift joints, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc., complete with lead upto 1 km andall lifts. ( Cement content : 190 kg / cum with use of super plasticiser )

DATA:For 1 cum CC :- Coarse aggregates : 0.96 cum Blending ratio : 35 :30 : 20 : 15 Fine aggregate : 0.37 cum. Cement : 190 kg Super plasticizer : 0.60 ltr Wastage : 1 % for cement and 2 % for coarse / fine aggregates.Assume daily average concreting programme of about 500 cum. Details of plant and machinery same as in item 13.Output of concrete per hour as per data in Item : 13 : 30 cumOutput of concrete per shift of 8 hours ( 30 x 8 ) : 240 cumConsider 240 cum concrete for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 240 x 190 x 1.01 ) : 46056 kgCement for incidental works @ 3 kg / cum ( 240 x 3 ) : 720 kgCoarse aggregate 80-40 mm size range ( 240 x 0.96 x 0.35 x 1.02 ) : 82.25 cumCoarse aggregate 40-20 mm size range ( 240 x 0.96 x 0.3 x 1.02 ) : 70.5 cumCoarse aggregate 20-10 mm size range ( 240 x 0.96 x 0.2 x 1.02 ) : 47.0 cumCoarse aggregate 10-4.75 mm size ( 240 x 0.96 x 0.15 x 1.02 ) : 35.25 cumFine aggregate ( including incidental works ) ( 240 x 0.37 x 1.02 ) : 90.6 cumSuper plasticiser ( 240 x 0.60 x 1.02 ) : 147 ltrs

2. Requirement of machinery :Requirement of plant and machinery same as in item 13.Deploy 50 cum / hour rated capacity batching plant for production of concrete.Deploy 2 Tower cranes for 8 hours for lifting & placing concrete.Deploy 4 tippers for 30 cum / hour output of batching plant.Deploy 4 Tippers for 8 hours for conveying concrete buckets.Deploy 5 Concrete buckets for 8 hours for conveying concrete.Deploy 2 Needle vibraters 60 mm dia for 8 hours for vibrating concrete.Deploy 1 Air compressor 7 cmm for air supply for cleaning & other works.Deploy 1 Pump 10 hp for 8 hours for water required for concrete mixing / curing / cleaning etc.

3. Formwork & scaffolding :As mass concrete is generally placed in lifts of about 1.5 m heavy duty shutters are used. Requirement of shuttering for mass concrete will be about 0.5 sqm / cum concrete.Shuttering @ 0.50 sqm per cum of concrete ( 240 x 0.5 ) : 120 sqmNo scaffolding required for dam mass concrete works.

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4. Requirement of workforce ( other than machinery crew ) :Foreman for controlling tower crane movements : 2 Nos.Mason Cl I for laying concrete ( 2 at each placing point ) : 4 Nos.Heavy mazdoors for loading cement to silo : 2 Nos.Heavy mazdoors for batching operations : 2 Nos.Heavy mazdoors for conveyer / air & water jet cleaning : 2 Nos.Heavy mazdoors for handling buckets( 3 at each point ) : 6 Nos.light mazdoors for cleaning / curing etc : 2 Nos.Labour charges for normal shuttering per sqm ( as per Annexure-B ) @ `: 49.94For erecting & dismantling heavy duty shutters consider labour charges at 1.5 times the labourcharges for erecting & dismantling normal shuttering.Labour charges for heavy duty shuttering 49.94 x 1.50 `: 74.90






Coarse aggregate 40-20 mm cum 70.50 635.00 44767.50Coarse aggregate 20-10 mm cum 47.00 820.00 38540.00Coarse aggregate 10 mm below cum 35.25 1000.00 35250.00

3 Fine aggregate ( screened ) cum 90.60 615.00 55719.004 Super Plasticizer or AEA ltr 147.00 90.00 13230.005 Use rate of shuttering sqm 120.00 335.31 40237.72








Perticulars

in `: Quantity

51

Rate

Quantity Ratein `:

Description

DAM ALLIED WORKS


in `:Contd

4 Tower crane 5 t Hour 16.00 1065.00 17040.00Fuel / Energy charges Hour 16.00 162.00 2592.00

5 Concrete bucket Hour 40.00 12.00 480.00Fuel / Energy charges Hour 40.00 7.00 280.00

6 10 hp pump ( ele ) Hour 8.00 5.00 40.00Fuel / Energy charges Hour 8.00 62.00 496.00

7 Needle vibrator 60 mm dia ( ele ) Hour 16.00 8.00 128.00Fuel / Energy charges Hour 16.00 9.00 144.00











ABSTRACT:A. Cost of Materials including royalty charges `: 654859.87B. Hire charges of Machinery `: 55590.72

Quantity

52

Ratein `:

Description

Description

Quantity Ratein `:

DAM ALLIED WORKS


Add for aggregate conveyor system @ 2.30% `: 16989.96Add for electric sub-station/ Demand charges @ 1.10% `: 8125.64Add for trestle bridge for tower crane track @ 3.80% `: 28070.38Add for other enabling works @ 1.10% `: 8125.64

Total `: 800005.73Add for 1 km rehandling / initial lead including loading / unloading :Cement 46776 kg @ `: 191.30 / tonne `: 8948.25Coarse aggregates 235.0 cum @ `: 178.95 / cum `: 42053.25Fine aggregates 90.6 cum @ `: 122.40 / cum `: 11089.44 Total cost for 240.00 cum `: 862096.66



ITEM: Providing and laying in-situ vibrated M-20 ( 28 days cube compressive strength not less than20 N / sq mm ) grade cement concrete using 40 mm down approved, clean, hard, graded aggregates for RCC works of gallery, sluice, spillway crest, spillway d / s face, energy dissipating structures, training walls, piers, abutments and such other locations including cost of all materials, machinery, labour, formwork, centering, scaffolding, cleaning, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc., complete with lead upto 1 km and all lifts. ( Cement content : 300 kg / cum with use of super plasticiser ).

DATA:For 1 cum CC :- Coarse aggregates : 0.835 cum Blending ratio : 50 :30 : 20 Fine aggregate : 0.375 cum. Cement : 300 kg Super plasticizer : 0.90 ltr Wastage : 1 % for cement and 2 % for coarse / fine aggregates.Assume daily average concreting programme of about 500 cum. Details of plant and machinery same as in item 13.Output of concrete per hour as per data in Item : 13 : 30 cumOutput of concrete per shift of 8 hours ( 30 x 8 ) : 240 cumConsider 240 cum concrete for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 240 x 300 x 1.01 ) : 72720 kgCement for incidental works @ 3 kg / cum ( 240 x 3 ) : 720 kgCoarse aggregate 40-20 mm size range ( 240 x 0.835 x 0.5 x 1.02 ) : 102.2 cumCoarse aggregate 20-10 mm size range ( 240 x 0.835 x 0.3 x 1.02 ) : 61.3 cumCoarse aggregate 10-4.75 mm size ( 240 x 0.835 x 0.2 x 1.02 ) : 40.9 cumFine aggregate ( including incidental works ) ( 240 x 0.375 x 1.02 ) : 91.8 cumSuper plasticiser ( 240 x 0.9 x 1.02 ) : 220 ltrs

2. Requirement of machinery :Requirement of plant and machinery same as in item 13.Deploy 50 cum / hour rated capacity batching plant for production of concrete.Deploy 2 Tower cranes for 8 hours for lifting & placing concrete.Deploy 4 tippers for 30 cum / hour output of batching plant.Deploy 4 Tippers for 8 hours for conveying concrete buckets.Deploy 5 Concrete buckets for 8 hours for conveying concrete.Deploy 2 Needle vibraters 60 mm dia for 8 hours for vibrating concrete.

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Deploy 1 Air compressor 7 cmm for air supply for cleaning & other works.Deploy 1 Pump 10 hp for 8 hours for water required for concrete mixing / curing / cleaning etc.

3. Formwork & scaffolding :As concrete is generally placed in lifts of about 1.5 m heavy duty shutters are used. Requirement of shuttering for concreting of gallery, sluice, abutment, pier, spillway crest, bucketetc., will be about 1.5 sqm / cum of concrete.Shuttering @ 1.50 sqm per cum of concrete ( 240 x 1.5 ) : 360 sqmScaffolding / supports etc @ 15 percent of cost of shuttering.

4. Requirement of workforce ( other than machinery crew ) :Foreman for controlling tower crane movements : 2 Nos.Mason Cl I for laying concrete ( 2 at each placing point ) : 4 Nos.Heavy mazdoors for loading cement to silo : 2 Nos.Heavy mazdoors for batching operations : 2 Nos.Heavy mazdoors for conveyer / air & water jet cleaning : 2 Nos.Heavy mazdoors for handling buckets( 3 at each point ) : 6 Nos.light mazdoors for cleaning / curing etc : 2 Nos.Labour charges for normal shuttering per sqm ( as per Annexure-B ) @ `: 49.94For erecting & dismantling heavy duty shutters consider labour charges at 1.5 times the labourcharges for erecting & dismantling normal shuttering.Labour charges for heavy duty shuttering 49.94 x 1.50 `: 74.90Labour charges for scaffolding / supports @ 15 percent of labour charges for shuttering.






Coarse aggregate 20-10 mm cum 61.30 820.00 50266.00Coarse aggregate 10 mm below cum 40.90 1000.00 40900.00

3 Fine aggregate ( screened ) cum 91.80 615.00 56457.004 Super Plasticizer or AEA ltr 220.00 90.00 19800.005 Use rate of shuttering sqm 360.00 335.31 120713.156 Scaffolding @ 15 % of shuttering 18106.97



Quantity Ratein `:

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Fuel / Energy charges Hour 32.00 296.00 9472.004 Tower crane 5 t Hour 16.00 1065.00 17040.00

Fuel / Energy charges Hour 16.00 162.00 2592.005 Concrete bucket Hour 40.00 12.00 480.00


Fuel / Energy charges Hour 8.00 62.00 496.007 Needle vibrator 60 mm dia ( ele ) Hour 16.00 8.00 128.00








11 Labour cost for shuttering sqm 360.00 74.90 26964.9012 Labour cost for scaffolding @ 15 % 4044.74

Total `: 42788.64Add for small Tools and Plants @ 1% `: 427.89Add for Contractor's Profit @ 10% `: 4278.86Add for hidden cost on Labour @ 15% `: 6418.30

Contd

Quantityin `:

Quantity Rate

RateDescription

Description

55

in `:

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in `:Contd

Add for additional hidden cost on labour @ 5% `: 2139.43Add for Contractor's Overheads @ 5% `: 2139.43



TOTAL `: 1089524.37Add for aggregate conveyor system @ 2.30% `: 25059.06Add for electric sub-station / Demand charges @ 1.10% `: 11984.77Add for trestle bridge for tower crane track @ 3.80% `: 41401.93Add for other enabling works @ 1.10% `: 11984.77

Total `: 1179954.89Add for 1 km rehandling / initial lead including loading / unloading :Cement 73440 kg @ `: 191.30 / tonne `: 14049.07Coarse aggregate 204.4 cum @ `: 178.95 / cum `: 36577.38Fine aggregates 91.8 cum @ `: 122.40 / cum `: 11236.32 Total cost for 240.00 cum `: 1241817.66



ITEM: Providing and laying in-situ vibrated M-15 ( 28 days cube compressive strength not less than15 N / sq mm ) grade cement concrete using 40 mm down approved, clean, hard, graded aggregates for plain concrete works including cost of all materials, machinery, labour, formwork, centering, scaffolding, cleaning, providing mortar layer for lift joints, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc., complete with lead upto 1 km andall lifts. ( Cement content : 240 kg / cum with use of super plasticiser )

DATA:For 1 cum CC :- Coarse aggregates : 0.86 cum Blending ratio : 50 :30 : 20 Fine aggregate : 0.42 cum. Cement : 240 kg Super plasticizer : 0.75 ltr Wastage : 1 % for cement and 2 % for coarse / fine aggregates.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 40 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CA & FA.Cycle time for batching / mixing / unloading 1 mix :Batching 40-20 mm CA ( 0.090 cum ) : 4.00 minBatching 20-10 mm & 10 mm below CA parellel activity : ---Batching fine aggregate parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 min

Total : 5.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 5.5 ) : 73 mixes

in `:

56

RateDescription Quantity

DAM ALLIED WORKS

Output of CC for 73 mixes ( 73 x 50 / 240 ) say : 15.20 cum Consider 15.20 cum concrete for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 15.2 x 240 x 1.01 ) : 3685 kgCement for incidental works @ 3 kg / cum ( 15.2 x 3 ) : 46 kgCoarse aggregate 40-20 mm size range ( 15.2 x 0.86 x 0.5 x 1.02 ) : 6.70 cumCoarse aggregate 20-10 mm size range ( 15.2 x 0.86 x 0.3 x 1.02 ) : 4.00 cumCoarse aggregate 10-4.75 mm size ( 15.2 x 0.86 x 0.2 x 1.02 ) : 2.70 cumFine aggregate ( 15.2 x 0.42 x 1.02 ) : 6.50 cumSuper plasticiser ( 15.2 x 0.75 x 1.02 ) : 11.6 ltrs

2. Requirement of machinery :Deploy 300 / 200 ltr capacity concrete mixer for 8 hours for production of concrete.Deploy 1 Needle vibrater 40 mm dia for 8 hours for vibrating concrete.Deploy 1 Pump 10 hp for 1 hour for water required for concrete mixing / curing / cleaning etc.

3. Formwork & scaffolding :Consider normal shuttering as concrete is laid in smaller lifts.Requirement of shuttering for plain concrete works is assumed at 1 sqm / cum of concrete. Shuttering @ 1.00 sqm per cum of concrete ( 15.2 x 1 ) : 15.20 sqmScaffolding / supports etc @ 15 percent of cost of shuttering.

4. Requirement of workforce ( other than machinery crew ) :Consider batching of materials and conveyance & laying of concrete by manual labour.Batching 40-20 mm CA Heavy mazdoors : 3 Nos.Batching 20-10 mm & 10 mm below CA Heavy mazdoors : 3 Nos.Batching fine aggregate Heavy mazdoors : 3 Nos.Batching cement Heavy mazdoors : 2 Nos.Remixing and conveying concrete Heavy mazdoors : 4 Nos.

Light mazdoors : 15 Nos.Laying concrete Mason : 1 No.

Heavy mazdoors : 3 Nos.Washing / cleaning / curing etc Light mazdoors : 1 No.Labour charges for normal shuttering / sqm ( Annexure-B Item :13 ) @ `: 49.94Labour charges for erecting & dismantling scaffolding @ 15 % of cost labour for shuttering.

5. Rehandling / Initial lead for materials:1 km rehandling lead for cement and 1 km initial lead for other materials considered.

6. Use rate of materials :Use rate of normal shutter per sqm ( Annexure-A Item : 13 ) @ `: 223.54





3 Fine aggregate ( screened ) cum 6.50 615.00 3997.50Contd

Quantity RatePerticularsin `:

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DAM ALLIED WORKS

A. MATERIALS ( Contd ) : Sl No Unit Amount

in `:Contd

4 Super plasticizer ltr 11.60 90.00 1044.005 Use rate of shuttering sqm 15.20 223.54 3397.856 Use rate of scaffolding @ 15 % 509.68

Total `: 43061.93Add for small Tools and Plants @ 1% `: 430.62Add for Contractor's Profit @ 10% `: 4306.19Add for Contractor's Overheads @ 5% `: 2153.10Add royalty charges on CA @ ( Included in material rate ) `: 0.00Add royalty charges on FA @ ( Included in material rate ) `: 0.00



in `:1 Concrete mixer 300 / 200 ltr ( ele ) Hour 8.00 41.00 328.00







in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Crew for Needle vibrator Hour 8.00 78.00 624.004 Mason Class-I Day 1.00 224.00 224.005 Heavy mazdoor

for batching cement ( cement handling ) Day 2.00 207.00 414.00for batching other materials Day 9.00 206.00 1854.00for loading mortar pans Day 4.00 206.00 824.00for laying Day 3.00 206.00 618.00

6 Light mazdoor for conveying concrete Day 15.00 204.50 3067.50for cleaning / washing / curing Day 1.00 204.50 204.50

7 Labour cost of shuttering sqm 15.20 49.94 759.018 Labour cost of scaffolding @ 15 % 113.85


Contd

Rate Quantity

in `:

in `:

Description

Description

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in `:

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58

Rate

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in `:Contd





Total `: 64556.71Add for 1 km rehandling / initial lead including loading / unloading:Cement 3731 kg @ `: 191.30 / tonne `: 713.74Coarse aggregates 13.4 cum @ `: 178.95 / cum `: 2397.93Fine aggregates 6.2 cum @ `: 122.40 / cum `: 758.88 Total cost for 15.20 cum `: 68427.26



ITEM: Providing and laying in-situ vibrated M-15 ( 28 days cube compressive strength not less than15 N / sq mm ) grade cement concrete using 40 mm down approved, clean, hard, gradedaggregates with placing and sinking plums of size 150 to 80 mm upto 15 percent for gravitytype structures including cost of all materials, machinery, labour, formwork, scaffolding,cleaning, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc.,completewith lead upto 1 km and all lifts. ( Cement content : 240 kg / cum for batching / mixing concrete and 205 kg / cum for finished plum concrete with use of super plasticiser )

DATA:For 1 cum CC :- Coarse aggregates : 0.86 cum Blending ratio : 50 :30 : 20 Fine aggregate : 0.42 cum. Cement : 240 kg Super plasticizer : 0.75 ltrFor 1 cum plum CC :- Coarse aggregates : 0.73 cum Blending ratio : 50 :30 : 20 Fine aggregate : 0.36 cum. Super plasticizer : 0.65 ltr Cement : 205 kg. Plums of size 150 to 80 mm : 0.217 cum Wastage : 1 % for cement and 2 % for coarse / fine aggregates & plums.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 40 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CA & FA.Cycle time for batching / mixing / unloading 1 mix :Batching 40-20 mm CA ( 0.090 ) cum : 4.00 minBatching 20-10 mm & 10 mm below CA parellel activity : ---Batching fine aggregate parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 min

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Mixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 5.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 5.5 ) : 73 mixesOutput of CC for 80 mixes ( 73 x 50 / 240 ) say : 15.2 cum Quantity of plum concrete for sinking 15 % plums ( 15.2 / 0.85 ) : 17.90 cumQty of plums ( solid volume ) in plum concrete ( 17.90 x 0.15 ) : 2.70 cumConsider 19.00 cum plum concrete for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 17.9 x 204 x 1.01 ) : 3706 kgCement for incidental works @ 3 kg / cum ( 17.9 x 3 ) : 54 kgCoarse aggregate 40-20 mm size range ( 17.9 x 0.73 x 0.5 x 1.02 ) : 6.65 cumCoarse aggregate 20-10 mm size range ( 17.9 x 0.73 x 0.3 x 1.02 ) : 4.00 cumCoarse aggregate 10-4.75 mm size ( 17.9 x 0.73 x 0.2 x 1.02 ) : 2.65 cumQty of plums ( loose volume) with 2 % wastage( 17.9 x 0.217 x 1.02 ) : 4.00 cumFine aggregate ( 17.9 x 0.36 x 1.02 ) : 6.60 cumSuper plasticiser ( 17.9 x 0.65 x 1.02 ) : 11.90 ltrs


3. Formwork & scaffolding :Consider normal shuttering as concrete is laid in smaller lifts.Requirement of shuttering for plain concrete works is assumed at 1 sqm / cum of concrete. Shuttering @ 1.00 sqm per cum of concrete ( 17.9 x 1 ) : 17.90 sqmScaffolding / supports etc @ 15 percent of cost of shuttering.


Light mazdoors : 16 Nos.Conveying plums Heavy mazdoors : 1 Nos.

Light mazdoors : 2 Nos.Laying concrete and plums Mason : 1 No.

Heavy mazdoors : : 4 Nos.Washing / cleaning / curing etc Light mazdoors : 1 No.Labour charges for normal shuttering / sqm ( Annexure-B Item :13 ) @ `: 49.94Labour charges for erecting & dismantling scaffolding @ 15 % of cost labour for shuttering.



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in `:1 Cement for mix with 1 % wastage kg 3706.00 6.40 23718.40

Cement for incidentals @ 3 kg/cum PC kg 54.00 6.40 345.602 Coarse aggregate 40-20 mm cum 6.65 635.00 4222.75


3 Plums of size 150 to 80 mm cum 4.00 350.00 1400.004 Fine aggregate ( screened ) cum 6.60 615.00 4059.005 Super Plasticizer ltr 11.90 90.00 1071.006 Use rate of shuttering for 40 uses sqm 17.90 223.54 4001.427 Scaffolding @ 15 % of shuttering 600.21

Total `: 45348.38Add for small Tools and Plants @ 1% `: 453.48Add for Contractor's Profit @ 10% `: 4534.84Add for Contractor's Overheads @ 5% `: 2267.42Add Royalty charges on CA @ ( Included in material rate ) `: 0.00Add Royalty charges on FA @ ( Included in material rate ) `: 0.00










in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Crew for Needle vibrator Hour 8.00 78.00 624.004 Mason Class-I Day 1.00 224.00 224.005 Maistry Day 1.00 208.50 208.506 Heavy mazdoor

for batching cement ( cement handling ) Day 2.00 207.00 414.00for batching other materials Day 9.00 206.00 1854.00

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for loading mortar pans Day 4.00 206.00 824.00for loading plums Day 1.00 206.00 206.00for laying concrete and plums Day 4.00 206.00 824.00

7 Light mazdoor for conveying concrete Day 17.00 204.50 3476.50for conveying plums Day 2.00 204.50 409.00for cleaning / washing / curing Day 1.00 204.50 204.50

8 Labour for shuttering sqm 17.90 49.94 893.84Labour for scaffolding @ 15 % 268.15





Total `: 69697.21Add for 1 km rehandling / initial lead including loading / unloading:Cement 4097 kg @ `: 191.30 / tonne `: 783.76C A and plums 17.30 cum @ `: 178.95 / cum `: 3095.84Fine aggregates 6.60 cum @ `: 122.40 / cum `: 807.84 Total cost for 17.90 cum `: 74384.64



ITEM: Providing and laying in-situ vibrated M-10 ( 28 days cube compressive strength not less than10 N / sq mm ) grade cement concrete using 40 mm down approved, clean, hard, graded aggregates for plain concrete works including cost of all materials,machinery,labour,formwork,centering, scaffolding, cleaning, batching, mixing, placing in position, levelling, vibrating,finishing,curing etc., complete with lead upto 1 km and all lifts. ( Cement content 220 kg / cumwith use of super plasticiser )

DATA:For 1 cum CC :- Coarse aggregates : 0.86 cum. Blending ratio : 50 :30 : 20 Fine aggregate : 0.42 cum. Cement : 220 kg Super plasticizer : 0.70 ltr Wastage : 1 % for cement and 2 % for coarse & fine aggregates.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 40 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CA & FA.

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Cycle time for batching / mixing / unloading 1 mix :Batching 40-20 mm CA ( 0.100 cum ) : 4.00 minBatching 20-10 mm & 10 mm below CA parellel activity : ---Batching fine aggregate parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 5.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 5.5 ) : 73 mixesOutput of CC for 73 mixes ( 73 x 50 / 220 ) say : 16.60 cum Consider 16.60 cum concrete for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 16.6 x 220 x 1.01 ) : 3689 kgCement for incidental works @ 3 kg / cum ( 16.6 x 3 ) : 50 kgCoarse aggregate 40-20 mm size range ( 16.6 x 0.86 x 0.5 x 1.02 ) : 7.30 cumCoarse aggregate 20-10 mm size range ( 16.6 x 0.86 x 0.3 x 1.02 ) : 4.35 cumCoarse aggregate 10-4.75 mm size ( 16.6 x 0.86 x 0.2 x 1.02 ) : 2.90 cumFine aggregate ( 16.6 x 0.42 x 1.02 ) : 7.10 cumSuper plasticiser ( 16.6 x 0.7 x 1.02 ) : 11.90 ltrs


3. Formwork & scaffolding :Consider normal shuttering as concrete is laid in smaller lifts.Requirement of shuttering for concrete works is assumed at 1 sqm / cum of concrete. Shuttering @ 1.00 sqm per cum of concrete ( 16.6 x 1 ) : 16.60 sqmScaffolding / supports etc @ 15 percent of cost of shuttering.






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Cement for incidentals @ 3 kg/ cum kg 50.00 6.40 320.002 Coarse aggregate 40-20 mm cum 7.30 635.00 4635.50


3 Fine aggregate ( screened ) cum 7.10 615.00 4366.504 Super plasticizer ltr 11.90 90.00 1071.005 Use rate of shuttering sqm 16.60 223.54 3710.816 Use rate of scaffolding @ 15 % 556.62













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Total `: 67194.10Add for 1 km rehandling / initial lead including loading / unloading:Cement 3739 kg @ `: 191.30 / tonne `: 715.27Coarse aggregates 14.55 cum @ `: 178.95 / cum `: 2603.72Fine aggregates 7.10 cum @ `: 122.40 / cum `: 869.04 Total cost for 16.60 cum `: 71382.14



ITEM: Providing and laying in-situ vibrated M-15 ( 28 days cube compressive strength not less than15 N / sq mm ) grade cement concrete using 20 mm down size approved, clean, hard, gradedaggregates for plain concrete works including cost of all materials,machinery,labour,formwork, scaffolding, centering, cleaning, batching, mixing, placing in position, levelling,vibrating,finishing, curing etc. ,complete with lead upto 1 km and all lifts. ( Cement content : 290 kg / cumwith use of super plasticiser )

DATA:For 1 cum CC :- Coarse aggregates : 0.76 cum. Blending ratio : 65 :35 Fine aggregate : 0.44 cum. Super plasticizer : 0.90 ltr Cement : 290 kg. Wastage : 1 % for cement and 2 % for coarse & fine aggregates.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 20 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CA & FA.Cycle time for batching / mixing / unloading 1 mix :Batching 20-10 mm CA ( 0.085 cum ) : 3.50 minBatching 10 mm below CA parellel activity : ---


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Batching fine aggregate parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 5.00 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 5 ) : 80 mixesOutput of CC for 80 mixes ( 80 x 50 / 290 ) say : 13.80 cum Consider 13.80 cum concrete for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 13.8 x 290 x 1.01 ) : 4042 kgCement for incidental works @ 3 kg / cum ( 13.8 x 3 ) : 42 kgCoarse aggregate 20-10 mm size range ( 13.8 x 0.76 x 0.65 x 1.02 ) : 6.95 cumCoarse aggregate 10-4.75 mm size ( 13.8 x 0.76 x 0.35 x 1.02 ) : 3.75 cumFine aggregate ( 13.8 x 0.44 x 1.02 ) : 6.20 cumSuper plasticiser ( 13.8 x 0.9 x 1.02 ) : 12.70 ltrs


3. Formwork & scaffolding :Consider normal shuttering as concrete is laid in smaller lifts.Requirement of shuttering for concrete works is assumed at 1 sqm / cum of concrete. Shuttering @ 1.00 sqm per cum of concrete ( 13.8 x 1 ) : 13.80 sqmScaffolding / supports etc @ 15 percent of cost of shuttering.

4. Requirement of workforce ( other than machinery crew ) :Consider batching of materials and conveyance & laying of concrete by manual labour.Batching 20-10 mm CA Heavy mazdoors : 3 Nos.Batching 10 mm below CA Heavy mazdoors : 2 Nos.Batching fine aggregate Heavy mazdoors : 3 Nos.Batching cement Heavy mazdoors : 2 Nos.Remixing and conveying concrete Heavy mazdoors : 4 Nos.







Cement for incidentals @ 3 kg/ cum kg 42.00 6.40 268.80Contd

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2 Coarse aggregate 20-10 mm cum 6.95 820.00 5699.00Coarse aggregate 10 mm below cum 3.75 1000.00 3750.00

3 Fine aggregate ( screened ) cum 6.20 615.00 3813.004 Super plasticiser ltr 12.70 90.00 1143.005 Use rate of shuttering sqm 13.80 223.54 3084.896 Use rate of scaffolding @ 15 % 462.73














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Total `: 65087.69Add for 1 km rehandling / initial lead including loading / unloading: Cement 4084 kg @ `: 191.30 / tonne `: 781.27Coarse aggregates 10.70 cum @ `: 178.95 / cum `: 1914.77Fine aggregates 6.20 cum @ `: 122.40 / cum `: 758.88 Total cost for 13.80 cum `: 68542.61



ITEM: Providing and laying insitu vibrated M-20 ( 28 days cube compressive strength not less than20 N / sq mm ) grade cement concrete using 20 mm down approved, clean, hard, gradedaggregates for RCC works of spillway bridge, blockout concreting and such other similar structures with conjested reinforcement areas including cost of all materials, machinery, labour,formwork, centering, scaffolding, cleaning, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc., complete with lead upto 1 km and all lifts. ( Cement content :330 kg / cum with use of super plasticiser ).

DATA:For 1 cum CC :- Coarse aggregates : 0.74 cum. Blending ratio : 65 :35 Fine aggregate : 0.42 cum. Cement : 330 kg Super plasticizer : 1.00 ltr Wastage : 1 % for cement and 2 % for coarse & fine aggregates.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 20 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CA & FA.Cycle time for batching / mixing / unloading 1 mix :Batching 20-10 mm CA ( 0.073 cum ) : 3.00 minBatching 10 mm below CA parellel activity : ---Batching fine aggregate parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 min

in `:

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Mixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 4.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 4.5 ) : 89 mixesOutput of CC for 89 mixes ( 89 x 50 / 330 ) say : 13.50 cum Consider 13.50 cum concrete for rate analysis.



3. Formwork & scaffolding :Consider normal shuttering as concrete is laid in smaller lifts.Requirement of shuttering for bridge concrete works is assumed at 4 sqm / cum of concrete. Shuttering @ 4 sqm per cum of concrete ( 13.5 x 4 ) : 54 sqmScaffolding / supports etc @ 100 percent of cost of shuttering.





6. Use rate of materials :Use rate of normal shutter per sqm for 30 uses ( Annexure-A Item : 13 ) @ `: 271.92



Cement for incidentals @ 3 kg/ cum kg 41.00 6.40 262.402 Coarse aggregate 20-10 mm cum 6.65 820.00 5453.00

Coarse aggregate 10 mm below cum 3.55 1000.00 3550.00Contd

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3 Fine aggregate ( screened ) cum 5.80 615.00 3567.004 Super plasticiser ltr 13.80 90.00 1242.005 Use rate of shuttering sqm 54.00 271.92 14683.896 Scaffolding @ 100 % of shuttering 14683.89













6 Light mazdoor for conveying concrete Day 14.00 204.50 2863.00for cleaning/ washing/ curing Day 1.00 204.50 204.50



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Total `: 104428.69Add for 1 km rehandling / initial lead including loading / unloading: Cement 4541 kg @ `: 191.30 / tonne `: 868.69Coarse aggregates 10.20 cum @ `: 178.95 / cum `: 1825.29Fine aggregates 5.8 cum @ `: 122.40 / cum `: 709.92 Total cost for 13.50 cum `: 107832.60



ITEM: Providing and forming porous (without sand) concrete body drain of size 68.5 x 68.5 cm with 230 mm diameter central hole using cement and 20 mm down approved, clean, hard, graded coarse aggregates in 1 : 3.50 proportion by volume including cost of all materials, machinery, labour, formwork, batching, mixing, placing in position, tamping, curing etc., complete with lead upto 1 km and all lifts.

DATA:Area of concrete for body drain ( 0.685 x 0.685 - 0.7857 x 0.23 x 0.23 ) : 0.428 sqmFor 1 cum porous CC : Cement : 408 kg Coarse aggregate : 1.00 cum Blending ratio : 65 : 35 Wastage : 1 % for cement and 2 % for aggregate.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 20 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CACycle time for batching / mixing / unloading 1 mix :Batching 20-10 mm CA ( 0.080 cum ) : 3.00 minBatching 10 mm below CA parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 4.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 4.5 ) : 89 mixesOutput of CC for 89 mixes ( 89 x 50 / 408 ) say : 10.90 cum Generally, body drain is formed by casting porous concrete blocks of convenient height in the

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casting yard and the blocks after curing are shifted to body drain location as concrete / masonry work progresses for the dam block.Assuming 2 % wastage of CC during casting of blocks the quantity of concrete required per metre height of body drain will be ( 0.428 x 1.02 ) : 0.436 cumLength of body drain for 1 day output of mixer ( 10.9 / 0.436 ) : 25.00 mConsider 25 m porous concrete body drain for analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 10.9 x 408 x 1.01 ) : 4492 kgCoarse aggregate 20-10 mm size range ( 10.9 x 1.0 x 0.65 x 1.02 ) : 7.20 cumCoarse aggregate 10-4.75 mm size ( 10.9 x 1.0 x 0.35 x 1.02 ) : 3.90 cum

2. Requirement of machinery :Deploy 300 / 200 ltr capacity concrete mixer for 8 hours for production of porous concrete.Deploy 1 Pump 10 hp for 1 hour for water required for concrete mixing / curing / cleaning etc.

3. Formwork & scaffolding :Consider normal shuttering as concrete is laid in moulds.Requirement of shuttering for 1 m height ( 4 x 0.685 + 3.14 x 0.23 ) say : 3.46 sqmShuttering for 25 m height of drain ( 25 x 3.5 ) : 86.50 sqm

4. Requirement of workforce ( other than machinery crew ) :Consider batching of materials and conveyance & laying of concrete by manual labour.Batching 20-10 mm CA Heavy mazdoors : 3 Nos.Batching 10 mm below CA Heavy mazdoors : 2 Nos.Batching cement Heavy mazdoors : 2 Nos.Remixing and conveying concrete Heavy mazdoors : 4 Nos.

Light mazdoors : 11 Nos.Shuttering for blocks Fitter shuttering : 1 No.Laying concrete for blocks Mason : 1 No.

Heavy mazdoors : 1 No.Washing / cleaning / curing etc Light mazdoors : 1 No.Conveying blocks to body drain location Heavy mazdoors : 2 Nos.


6. Use rate of materials :Consider 100 uses of moulds.Cost of shuttering per sqm as per data in Item-13 @ `: 4838.10Use rate of shutter per sqm for 100 uses 4838.10 / 100 `: 48.38Add for shutter oil 0.2 ltr / sqm @ `: 32.00 / ltr `: 6.40Use rate of shutter per sqm for 100 uses `: 54.78


in `:1 Cement with 1% wastage kg 4492.00 6.40 28748.802 Coarse aggregate 20-10 mm cum 7.20 820.00 5904.003 Coarse aggregate 10-4.75 mm cum 3.90 1000.00 3900.004 Use rate of shuttering sqm 86.50 54.78 4738.55


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Add for Contractor's Overheads @ 5% `: 2164.57Add royalty charges on CA @ ( Included in material rate ) `: 0.00Add royalty charges on FA @ ( Included in material rate ) `: 0.00









in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Mason Class-I Day 1.00 224.00 224.004 Heavy mazdoor

for batching cement ( cement handling ) Day 2.00 207.00 414.00for batching other materials Day 5.00 206.00 1030.00for loading mortar pans Day 2.00 206.00 412.00for laying & packing concrete Day 3.00 206.00 618.00for shifting blocks to site Day 2.00 206.00 412.00

5 Light mazdoor for conveying concrete Day 11.00 204.50 2249.50

6 Fitter shuttering Day 1.00 211.50 211.50Total `: 6482.00




TOTAL `: 59746.07

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Add for enabling works @ 1.10% `: 657.21Total `: 60403.28

Add for 1 km rehandling / initial lead including loading / unloading:Cement 4492 kg @ `: 191.30 / tonne `: 859.32Coarse aggregates11.10 cum @ `: 178.95 / cum `: 1986.35 Total cost for 25.00 Rm `: 63248.94



ITEM: Providing and laying in-situ vibrated M-20 ( 28 days cube compressive strength not less than20 N / sq mm ) grade cement concrete using 20 mm down approved, clean, hard, gradedaggregates for RCC solid parapet consisting of 350 x 200 mm kerb, 350 x 350 x 1000 mm pillars spaced approximately at 3.35 m c / c, 125 mm thick wall 800 mm height with 125 mm thick and 350 mm wide coping slab for wall and 125 mm thick 400 x 400 mm coping for pillars with top edges of kerb and coping chamferred / rounded as directed including cost of all materials, machinery, labour, formwork, centering, scaffolding, cleaning, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc., complete ( excluding cost of providing and placing reinforcement steel and gate ) with lead upto 1 km and all lifts. (Cement content: 330 kg / cum with use of super plasticiser )

DATA:Consider one spillway bridge span of 18 m.Consider solid parapet for rate analysis for one span.Consider 0.9 wide opening for approach to pier top hoist platform on d / s side.

0.35 mGate 3.00 m 0.125 m

0.8 m

0.20 m

SKETCH SHOWING COMPONENTS OF RCC SOLID PARAPET

Length of kerb on u /s and d / s ( 18.00 + 18.00 ) : 36.00 mLength of parapet ( 18.00 + 18.00 - 0.90 ) : 35.10 mNumber of pillars for 3.35 m c / c spacing : 12 NosNumber of wall panels of size 3.00 x 0.80 x 0.125 m : 10 NosNumber of wall panels of size 0.45 x 0.80 x 0.125 m (on u/s only) : 2 NosLength of coping for wall panels ( 3 x 10 + 2 x 0.45 ) : 30.90 m Number of coping slabs for pillers : 12 NosFor 1 cum CC :- Coarse aggregates : 0.75 cum. Blending ratio : 65 :35 Fine aggregate : 0.41 cum. Cement : 330 kg Super plasticiser : 1.00 ltr. Wastage : 1 % for cement and 2 % for coarse & fine aggregates.

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1. Quantity of concrete per span :For kerb ( 36 x 0.35 x 0.20 ) : 2.52 cumFor pillars ( 12 x 1 x 0.35 x 0.35 ) : 1.47 cumFor wall panels ( 10 x 3 x 0.80 x 0.125 + 2 x 0.45 x 0.80 x 0.125 ) : 3.09 cumFor wall coping ( 10 x 3 x 0.35 x 0.125 + 2 x 0.45 x 0.35 x 0.125 ) : 1.35 cumFor pillar coping ( 12 x 0.40 x 0.40 x 0.125 ) : 0.24 cumConsider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 20 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CACycle time for batching / mixing / unloading 1 mix :Batching 20-10 mm CA ( 0.080 cum ) : 3.00 minBatching 10 mm below CA parellel activity : ---Batching fine aggregate parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 4.50 minConstruction of parapet involves laying of concrete in three stages namely ( i ) kerb, ( ii ) pillarsand wall panels and ( iii ) coping. While concrete laying cycle can be matched with productioncycle for kerb and coping, the laying cycle will be very slow for pillars and wall panels in view ofthin sections with reinforcement. Considering the laying time for pillars and wall panels at twicethe production time the average cycle time will be about 1.5 times the production cycle time.Average cycle time for laying concrete ( 4.50 x 1.5 ) : 6.75 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 6.75 ) : 59 mixesOutput of CC for 59 mixes ( 59 x 50 / 330 ) : 8.9 cumAs the computed daily output of 8.9 cum is close to one span quantity of 8.7 cum consider the daily output at 8.7 cum for rate analysis.

2. Requirement of materials:Cement for mix with 1 % wastage ( 8.7 x 330 x 1.01 ) : 2900 kgCement for incidental works @ 5 kg / cum ( 8.7 x 5 ) : 43.5 kgCoarse aggregate 20-10 mm size range ( 8.7 x 0.75 x 0.65 x 1.02 ) : 4.32 cumCoarse aggregate 10-4.75 mm size ( 8.7 x 0.75 x 0.35 x 1.02 ) : 2.33 cumFine aggregate ( 8.7 x 0.41 x 1.02 ) : 3.65 cumSuper plasticiser ( 8.7 x 1.0 x 1.02 ) : 8.90 ltrs


4. Formwork & scaffolding :Consider normal shuttering as concrete is laid in smaller lifts.Shuttering for kerb ( 4 x 18 x 0.20 + 4 x 0.35 x 0.20 ) : 14.68 sqmFor pillars ( 12 x 2 x 0.55 x 1 + 2 x 0.15 x 1 ) : 13.50 sqmFor wall panels ( 10x2x3x0.80 + 2x2x0.45x0.80 + 2x0.15x0.80 ) : 49.68 sqmFor wall coping( 0.45 x 3 x 10 + 0.45 x 0.45 x 2 + 2 x 0.35 x 0.15 ) : 14.01 sqmFor pillar coping ( 12 x 4 x 0.35 x 0.15 ) : 2.52 sqm

Total ( say ) : 95.00 sqmScaffolding / supports assumed at 15 percent of cost of shuttering.

5. Requirement of workforce ( other than machinery crew ) :Consider batching of materials and conveyance & laying of concrete by manual labour.Batching 20-10 mm CA Heavy mazdoors : 2 Nos.

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Batching 10 mm below CA Heavy mazdoors : 2 Nos.Batching fine aggregate Heavy mazdoors : 2 Nos.Batching cement Heavy mazdoors : 2 Nos.Remixing and conveying concrete Heavy mazdoors : 2 Nos.

Light mazdoors : 9 Nos.Laying concrete Mason Class-I : 2 Nos.

Heavy mazdoors : 2 Nos.Washing / cleaning / curing etc Light mazdoors : 2 Nos.Labour charges for normal shuttering / sqm ( Annexure-B Item :13 ) @ `: 49.94Labour charges for erecting & dismantling scaffolding @ 15 % of cost labour for shuttering.




in `:1 Cement with 1% wastage for mix kg 2900.00 6.40 18560.00

Cenent for incidentals @ 5 kg / cum kg 43.50 6.40 278.402 Coarse aggregate 20-10 mm cum 4.32 820.00 3542.40

Coarse aggregate 10-4.75 mm cum 2.33 1000.00 2330.003 Fine aggregate ( screened ) cum 3.65 615.00 2244.754 Super plasticiser ltr 8.90 90.00 801.005 Use rate of shuttering sqm 95.00 223.54 21236.576 Scaffolding @ 15 % of shuttering 3185.497 Sundries LS 2.00 40.00 80.00





Fuel / Energy charges Hour 8.00 31.00 248.002 Needle vibrator 40 mm ( ele ) Hour 8.00 7.00 56.00





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in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 0.50 39.00 19.503 Crew for Vibrator Hour 8.00 78.00 624.004 Mason Class-I Day 2.00 224.00 448.005 Maistry Day 1.00 208.50 208.506 Heavy mazdoor

for batching cement ( cement handling ) Day 2.00 207.00 414.00for batching other materials Day 6.00 206.00 1236.00for loading mortar pans Day 2.00 206.00 412.00for laying & packing concrete Day 2.00 206.00 412.00

7 Light mazdoor for conveying concrete Day 9.00 204.50 1840.50for curing & miscellaneous Day 2.00 204.50 409.00

8 Labour for shuttering sqm 95.00 49.94 4743.839 Labour for scaffolding @ 15 % 711.57





Total `: 79066.49Add for 1 km rehandling / initial lead including loading / unloading: Cement 2943.5 kg @ `: 191.30 / tonne `: 563.09Coarse aggregates 6.65 cum @ `: 178.95 / cum `: 1190.02Fine aggregate 3.65 cum @ `: 122.40 / cum `: 446.76 Total cost for 36.00 Rm `: 80819.60



ITEM: Providing and laying insitu vibrated M-20 ( 28 days cube compressive strength not less than20 N / sq mm ) grade cement concrete using 20 mm down approved, clean, hard, gradedaggregates for RCC ornamental parapet consisting of 350 x 200 mm kerb, 350 x 350 x 1000 mm pillars spaced approximately at 3.5 m apart, 200 x 150 mm posts 800 mm height approximately 300 mm c / c with 125 mm thick and 350 mm wide coping slab for posts 400 x 400 x 125 mm coping slab for pillars with top edges of kerb and coping chamferred or rounded as directed including cost of all materials, machinery, labour, formwork, centering, scaffolding,

Quantity Ratein `:

Description

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cleaning, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc., complete ( excluding cost of providing and placing reinforcement steel and gate ) with lead upto 1 km and all lifts. ( Cement content : 330 kg / cum with use of super plasticiser )

DATA:Consider one spillway bridge span of 18 m.Consider ornamental parapet for rate analysis for one span.Consider 0.9 wide opening for approach to pier top hoist platform on d / s side.

0.35 mGate 3.00 m 0.125 m

0.8 m

0.20 m

SKETCH SHOWING COMPONENTS OF RCC ORNAMENTAL PARAPET

Length of kerb on u / s and d / s ( 18.00 + 18.00 ) : 36.00 mLength of parapet ( 18.00 + 18.00 - 0.90 ) : 35.10 mNumber of pillars for 3.35 m c / c spacing : 12 NosNumber of wall panels of size 3.00 x 0.80 x 0.125 m : 10 NosNumber of wall panels of size 0.45 x 0.80 x 0.125 m ( on u/s only ) : 2 NosLength of coping for wall panels ( 3 x 10 + 2 x 0.45 ) : 30.90 m Number of coping slabs for pillers : 12 NosFor 1 cum CC :- Coarse aggregates : 0.75 cum. Blending ratio : 65 :35 Fine aggregate : 0.41 cum. Cement : 330 kg Super plasticiser : 1.00 ltr Wastage : 1 % for cement and 2 % for coarse & fine aggregates.

1. Quantity of concrete per span :For kerb ( 36 x 0.35 x 0.20 ) : 2.52 cumFor pillars ( 12 x 1 x 0.35 x 0.35 ) : 1.47 cumFor wall panels ( 10 x 3 x 0.80 x 0.125 + 2 x 0.45 x 0.80 x 0.125 ) : 3.09 cumFor wall coping ( 10 x 3 x 0.35 x 0.125 + 2 x 0.45 x 0.35 x 0.125 ) : 1.35 cumFor pillar coping ( 12 x 0.40 x 0.40 x 0.125 ) : 0.24 cum

Total : 8.70 cumLess openings in wall panels ( 10x 9x 0.60x 0.166x 0.125) : 1.12 cum

Total ( say ) : 7.60 cumConsider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 20 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CACycle time for batching / mixing / unloading 1 mix :Batching 20-10 mm CA ( 0.080 cum ) : 3.00 minBatching 10 mm below CA parellel activity : ---Batching fine aggregate parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 min

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Mixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 4.50 minConstruction of parapet involves laying of concrete in three stages namely ( i ) kerb, ( ii ) pillarsand wall panels and ( iii ) coping. While concrete laying cycle can be matched with productioncycle for kerb and coping, the laying cycle will be very slow for pillars and wall panels in view ofthin sections with reinforcement. For ornamental parapet the laying cycle time will be more than solid parapet in view of openings in wall panels. Considering the laying cycle time for pillars andwall panels with openings 3 times the production cycle time the average cycle time will be about1.8 times the production cycle time.Average cycle time for laying concrete ( 4.50 x 1.8 ) : 8.10 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 8.1 ) say : 50 mixesOutput of CC for 50 mixes ( 50 x 50 / 330 ) : 7.6 cumAs the computed daily output of 7.60 cum also matches with the one span parapet quantity of 7.60 cum consider the daily output at 7.60 cum for rate analysis.



4. Formwork & scaffolding :Consider normal shuttering as concrete is laid in smaller lifts.Shuttering for kerb ( 4 x 18 x 0.20 + 4 x 0.35 x 0.20 ) : 14.68 sqmFor pillars (12x 2x 0.55x1 + 2x 0.15x1) : 13.50 sqmFor wall panels ( 10x2x3x0.80 + 2x2x0.45x0.80 + 2x0.15x0.80 ) : 49.68 sqmFor openings ( 10x 2x 2 x 9 x 0.125 x 0.6 ) : 20.00 sqmFor wall coping( 0.45 x 3 x 10 + 0.45 x 0.45 x 2 + 2 x 0.35 x 0.15 ) : 14.01 sqmFor pillar coping ( 12 x 4 x 0.35 x 0.15 ) : 2.52 sqm

Total ( say ) : 115.00 sqmScaffolding / supports assumed at 15 percent of cost of shuttering.


Light mazdoors : 8 Nos.Laying concrete Mason Class-I : 2 Nos.

Heavy mazdoors : 2 Nos.Washing / cleaning / curing etc Light mazdoors : 2 Nos.Labour charges for normal shuttering / sqm ( Annexure-B Item :13 ) @ `: 49.94Labour charges for erecting & dismantling scaffolding @ 15 % of cost labour for shuttering.

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in `:1 Cement with 1% wastage for mix kg 2533.00 6.40 16211.20

Cenent for incidentals @ 5 kg / cum kg 38.00 6.40 243.202 Coarse aggregate 20-10 mm cum 3.77 820.00 3091.40

Coarse aggregate 10-4.75 mm cum 2.03 1000.00 2030.003 Fine aggregate ( screened ) cum 3.20 615.00 1968.004 Super plasticiser ltr 7.75 90.00 697.505 Use rate of shuttering sqm 115.00 223.54 25707.436 Scaffolding @ 15 % of shuttering 3856.117 Sundries LS 2.50 40.00 100.00





Fuel / Energy charges Hour 8.00 31.00 248.002 Needle vibrator 40 mm ( ele ) Hour 8.00 7.00 56.00






in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 0.50 39.00 19.503 Crew for Vibrator Hour 8.00 78.00 624.004 Mason Class-I Day 2.00 224.00 448.005 Maistry Day 1.00 208.50 208.50

Contd

Quantity Rate

80

Quantity Rate

in `:

Quantity Ratein `:

Description

Description

Perticulars

in `:

DAM ALLIED WORKS


in `:Contd

6 Heavy mazdoorfor batching cement ( cement handling ) Day 2.00 207.00 414.00for batching other materials Day 6.00 206.00 1236.00for loading mortar pans Day 2.00 206.00 412.00for laying & packing concrete Day 2.00 206.00 412.00

7 Light mazdoor for conveying concrete Day 8.00 204.50 1636.00for curing & miscellaneous Day 2.00 204.50 409.00

8 Labour for shuttering sqm 115.00 49.94 5742.539 Labour for scaffolding @ 15 % 861.38





Total `: 82295.10Add for 1 km rehandling / initial lead including loading / unloading: Cement 2571 kg @ `: 191.30 / tonne `: 491.83Coarse aggregates 5.80 cum @ `: 178.95 / cum `: 1025.38Fine aggregate 3.20 cum @ `: 122.40 / cum `: 397.80 Total cost for 36.00 Rm `: 84210.11



ITEM: Providing and laying in-situ M- 25 ( 28 days cube compressive strength not less than 25 N / sq mm ) grade cement concrete using 20 mm down approved, clean, hard, gradedaggregates for wearing coat including cost of all materials, machinery, labour, formwork, cleaning, batching, mixing, placing in position in alternate panels as directed, levelling, compacting, finishing, curing, packing joints with asphalt mortar etc., complete with lead upto 1 km and all lifts. ( Cement content : 360 kg / cum with use of super plasticiser )

DATA:For 1 cum CC :- Coarse aggregates : 0.75 cum. Blending ratio : 65 :35 Fine aggregate : 0.40 cum. Cement : 360 kg. Super plasticiser : 1.00 ltr Wastage : 1 % for cement and 2 % for coarse & fine aggregates.

Ratein `:

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DAM ALLIED WORKS

For wearing coat concrete shall be laid in alternate panels with asphalt mortar filling for panel joints after curing concrete. The thickness of concrete shall be 100 mm at the centre of roadwayand 50 mm at kerb.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for use of 20 mm down CA.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching CACycle time for batching / mixing / unloading 1 mix :Batching 20-10 mm CA ( 0.068 cum ) : 3.00 minBatching 10 mm below CA parellel activity : ---Batching fine aggregate parellel activity : ---Batching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 4.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 4.5 ) : 89 mixesOutput of CC for 89 mixes ( 89 x 50 / 360 ) say : 12.35 cum Considering clear road width of 6.80 m and laying wearing coat in alternate panels of 3.4 x 3.0 mfor 1 day output of mixer 16 panels can be concreted.Quantity of concrete for 16 panels ( 16 x 3.4 x 3.0 x 0.075 ) : 12.25 cumConsider 12.25 cum for rate analysis.


2. Requirement of machinery :Deploy 300 / 200 ltr capacity concrete mixer for 8 hours for production of concrete.Deploy 1 Pump 10 hp for 1 hour for water required for concrete mixing / curing / cleaning etc.

3. Formwork & scaffolding :Consider normal shuttering as concrete is laid in smaller lifts.Requirement of shuttering for wearing coat concrete is assumed at 0.5 sqm / cum of concrete. Shuttering @ 0.50 sqm per cum of concrete ( 12.35 x 0.5 ) : 6.20 sqmNo scaffolding required for wearing coat concrete laying.


Light mazdoors : 13 Nos.Laying and compacting / finishing concrete Mason Cl - I : 2 Nos.

Heavy mazdoors : 4 Nos.Maistry : 1 No

Packing joints with asphalt mortar Mason Cl - I : 1 No.Heavy mazdoor : 1 No

Washing / cleaning / curing etc Light mazdoors : 1 No.Labour charges for normal shuttering / sqm ( Annexure-B Item :13 ) @ `: 49.94

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6. Use rate of materials :Use rate of normal shutter per sqm ( Annexure-A Item : 13 ) @ `: 223.54As shuttering for wearing coat is placed in position for very short period the number of uses can be considered at 80 uses instead of 40 uses considered for normal shuttering.Use rate of shutter per sqm for 80 uses ( 223.54 / 2 ) `: 111.77


in `:1 Cement for mix kg 4454.00 6.40 28505.60


Coarse aggregate 10 mm below cum 3.28 1000.00 3280.003 Fine aggregate ( screened ) cum 5.00 615.00 3075.004 Super Plasticizer ltr 12.65 90.00 1138.505 Use rate of shuttering sqm 6.20 111.77 692.986 Sundries ( asphalt mortar etc ) LS 5.00 40.00 200.00

Total `: 42284.48Add for small Tools and Plants @ 1% `: 422.84Add for Contractor's Profit @ 10% `: 4228.45Add for Contractor's Overheads @ 5% `: 2114.22Add Royalty charges on CA @ ( Included in material rate ) `: 0.00Add Royalty charges on FA @ ( Included in material rate ) `: 0.00



in `:1 Concrete mixer 300/200 ltr ( diesel ) Hour 8.00 45.00 360.00






in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Mason Class-I Day 3.00 224.00 672.004 Maistry Day 1.00 208.50 208.50

Contd

83

Quantity Ratein `:

Description

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Quantity Ratein `:

QuantityDescriptionin `:Rate

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in `:Contd

5 Heavy mazdoor for batching cement ( cement handling ) Day 2.00 207.00 414.00for batching materials Day 8.00 206.00 1648.00for loading mortar pans Day 4.00 206.00 824.00for laying & compacting Day 5.00 206.00 1030.00

6 Light mazdoor for conveying concrete Day 13.00 204.50 2658.50for cleaning/ washing/ curing Day 1.00 204.50 204.50






Total `: 62995.00Add for 1 km rehandling / initial lead including loading / unloading:Cement 4515 kg @ `: 191.30 / tonne `: 863.72Coarse aggregates 9.38 cum @ `: 178.95 / cum `: 1678.55Fine aggregate 5.00 cum @ `: 122.40 / cum `: 612.00 Total cost for 12.25 cum `: 66149.27



ITEM: Pre-cooling to control placement temperature of cement concrete in the range of 18 to 21 C at the concrete placement point by inundation of coarse aggregates by circulating normmal water and using flaked ice and water chilled upto 4° C for mixing concrete including cost of all materials, machinery, labour etc., complete with all leads and lifts.

DATA:Consider M-15 grade concrete using 80 mm down CA and 30-50 mm slump.Requirement of materials per cum of concrete:Cement : 210 kgFine aggregate : 575 kgCoarse aggregate : 1490 kgWater for W / C ratio of 0.6 for use of air entraining admixture : 126 kgDaily concreting programme ( based on data in item - 13 ) : 500 cum

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Hourly output of batching plant ( based on data in item-13 ) : 30 cumProposed temperature of concrete at placing point : between 18 & 21 deg CAv. temperature of concrete at placing point considered for rate analysis : 19.5 deg CProbable gain in temperature during conveying CC from BP to block : 2 to 3 deg CAv gain in temperature during conveying CC considered for rate analysis : 2.5 deg CRequired temperature of concrete at batching plant ( 19.5 - 2.5 ) : 17 deg CPrecooling of aggregate is not considered. However, as coarse aggregate stocked in open areais exposed to sunlight during day time spraying normal water over coarse aggregate heaps is considered to keep the aggregate temperature at minimum possible level.Use of chilled water and flaked ice is considered for mixing concrete.Material parameters considered / assumed for determining the quantity of ice flakes:Weight of Cement ( Wc ) : 210 kgTemperature of cement in silo ( Tc ) : 45 deg CSpecific heat of cement ( Cc ) : 0.25Weight of Coarse aggregate ( Wa ) : 1490 kgTemperature of wet CA in BP aggregate bins ( Ta ) : 25 deg CSpecific heat of coarse aggregate ( Ca ) : 0.22Free water in wet CA @ 2% ( 0.02 x 1490 ) ( Wam ) : 29.80 kgWeight of Fine aggregate ( Ws ) : 575 kgTemperature of FA in BP fine aggregate bin ( Ts ) : 27 deg CSpecific heat of fine aggregate ( Cs ) : 0.22Free moisture in wet FA @ 1% ( 0.01 x 575 ) ( Wsm ) : 5.75 kgWeight of Water including free moisture and ice flakes ( Ww ) : 126 kgTemperature of chilled water in BP mixing water tank ( Tw ) : 5 deg CSpecific heat of normal / chilled water ( Cw ) : 1.00Weight of ice flakes in kg ( Wi ) : to be determinedTemperature of ice flakes in ice elevator ( Ti ) : - 5 deg CSpecific heat of ice flakes ( Ci ) : 0.50Latent heat in kilo calories ( kcal ) ( L ) : 80 kcalRequired temperature of concrete at batching plant ( T ) : 17 deg C

1.a Heat dissipated by Cement / CA / FA / free water in CA & FA :Heat dissipated by Cement in kcal Wc x Cc ( Tc - T )

210 x 0.25 ( 45 - 17 ) say: 1470.00Heat dissipated by Coarse aggregate in kcal Wa x Ca ( Ta - T )

1490 x 0.22 ( 25 - 17 ) say: 2625.00Heat dissipated by Fine aggregate in kcal Ws x Cs ( Ts - T )

575 x 0.22 ( 27 - 17 ) say: 1265.00Heat dissipated by free water in CA in kcal Wam x Cw ( Ta - T )

29.80 x 1.00 ( 25 - 17 ) say: 240.00Heat dissipated by moisture in FA in kcal Wsm x Cw ( Ts - T )

5.75 x 1.00 ( 27 - 17 ) say: 60.00Total heat dissipated in kcal = 1470.00 + 2625.00 + 1265.00 + 240.00 + 60.00

= 5660.00 kcal

1.b Heat absorbed by Chilled water / Ice flakes :Quantity of chilled mixing water = ( Ww - Wam - Wsm - Wi )Heat absorbed by chilled mixing water in kcal = ( Ww-Wam-Wsm-Wi ) Cw ( T -Tw )

( 126 - 29.8 - 5.75 - Wi ) x 1.00 x ( 17 - 5 ) : 1085 - 12WiHeat absorbed by ice flakes in kcal = Wi x ( Cw x T - Ci x Ti + L )

= Wi x ( 1 x 17 - 0.5 x -5 + 80 ) : 99.5Wi kcal

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DAM ALLIED WORKS

Total heat absorbed by chilled water and ice flakes in kcal = 1085.00 - 12Wi + 99.5Wi = ( 1085.00 + 87.5Wi )

1.c Quantity of ice required based on heat balance equation :Total heat absorbed by chilled water and ice flakes = Total heat dissipated by other ingradients 1085.00 + 87.5Wi = 5660.0087.5 Wi = 5660.00 - 1085.00Weight of ice flake / cum of concrete ( 5660.00 - 1085.00 ) / 87.5 say : 53 kgQuantity of ice required / day for 500 cum concrete ( 53 x 500 ) / 1000 : 26.5 tonnesConsider pre-cooling of 500 cum concrete for rate analysis.

2. Requirement of materials:No materials required for pre-cooling of concrete.Lump sum provisions considered for minor materials like amonia gas etc.

3. Requirement of machinery :Provide for 3 ice plants ( 10 t / day capacity each ) with all accessories for 24 hours running.

4. Requirement of workforce ( other than machinery crew ) :For ice handling in ice chamber Heavy mazdoors : 2 x 3 Nos.For other miscellaneous works in ice plants Heavy mazdoors : 1 x 3 Nos.


in `:1 Sundries ( amonia gas etc ) LS 5.00 40.00 200.00

0.00 0.00 0.00Total `: 200.00




in `:1 Ice maker unit consisting of: Hour 24.00 147.00 3528.00

Compressor 150 hp - 1 No.Condenser with 30 hp motor - 1 No.Ice makers 10 t / day each - 3 Nos.Mixing water chilling plant - 1 No.Pump 2 hp for ice cutting - 3 Nos.Pump 2 hp for pumping water-3 Nos.Screw conveyor with 15 hp motor-1 No. Ice elevator with 5 hp motor - 1 No.Fuel / Energy charges for entire system Hour 24.00 980.00 23520.00



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in `:1 Crew for Ice maker unit Hour 24.00 65.00 1560.002 Heavy mazdoor

for Ice chamber ( 2 x 3 ) Day 6.00 206.00 1236.00for miscellaneous works ( 1 x 3 ) Day 3.00 206.00 618.00




TOTAL `: 35897.92Add for aportioned cost of sub-station/demand charges@ 18.70% `: 6712.91Add for aportioned cost of conveyor system @ 8.50% `: 3051.32Add for enabling works @ 1.10% `: 394.88 Total cost for 500.00 cum `: 46057.03



ITEM: Conveying and fixing elastomeric bearings for spillway bridge including cost of all materials ( except bearings ), machinery, labour, cleaning and preparing surface, mixing and applying adhesive, fixing bearing in correct position etc., complete with all leads and lifts.

DATA:Number of elastomeric bearings for 1 span : 6 Nos.Quantity of resin and hardener mixture per bearing say : 0.10 kgConsider fixing 6 bearings for one spillway bridge span.

1. Requirement of materials:As rasin hardener are supplied in separate packets the same are to be mixed ( 1 part of rasin to1 part of hardener or as directed by the supplier ) thoroughly and then applied to the surface marked for fixing bearing.Synthetic resin & hardener @ 0.1 kg / bearing ( 6 x 0.1 ) : 0.60 kg

2. Requirement of machinery :No machinery is required for fixing bearings.

3. Requirement of workforce ( other than machinery crew ) :For marking and preparing surface Marker / Erector : 1 No.For conveying and handling bearings Heavy mazdoors : 2 Nos.

Maistry : 1 No.

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DAM ALLIED WORKS

RATE ANALYSIS UNIT : 6.00 NosA. MATERIALS: Sl No Unit Amount

in `:1 Synthetic adhesive ( Resin + Hardener ) kg 0.60 600.00 360.002 Sundries LS 2.00 40.00 80.00




in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00




in `:1 Marker / Erector Day 1.00 222.00 222.002 Maistry Day 1.00 208.50 208.503 Heavy mazdoor Day 2.00 206.00 412.00




TOTAL `: 1656.20Add for enabling works @ 1.10% `: 18.22 Total cost for 6.00 Nos `: 1674.42



ITEM: Providing and constructing 150 mm dia hume pipe weep holes for concrete / masonry walls

Rate

88

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in `: Quantity

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Description

Descriptionin `:

DAM ALLIED WORKS

including cost of all materials, machinery, labour, providing 200x 200 x 200 mm size porous concrete block made of cement and 20 mm down coarse aggregate in 1 : 4 proportion by volume with 100 mm thick sand backing at the junction of wall and soil back fill, etc., complete with lead upto 1 km and all lifts.

DATA:Assume average 3 m width of wall.

Sand Porous concrete block 150 mm dia hume pipe

Back fill

Quantity of concrete for porous block ( 0.20 x 0.20 x 0.20 ) : 0.008 cumQuantity of sand around porous block ( 0.40 x 0.40 x 0.10 ) : 0.02 cumHume pipe 150 mm dia : 2.90 mCement content for porous concrete per cum : 408 kgConsider 3 m length of weep hole forming for rate analysis.

1. Requirement of materials:Cement ( 0.008 x 408 x 1.01 ) : 3.3 kgCoarse aggregate 20-10 mm @ 1 cum / cum concrete ( 0.008 x 1 ) : 0.008 cumSand ( unscreened ) ( 0.02 x 1.02 ) : 0.02 cumHume pipe 150 mm dia : 2.90 m

2. Requirement of machinery :No machinery is required for forming weep holes.

3. Requirement of workforce ( other than machinery crew ) :For forming porous block and fixing pipe Mason Class-II : 0.25 No.For assisting mason Heavy mazdoors : 0.25 No.



in `:1 150 mm dia hume pipe Rm 2.90 310.00 899.002 Cement kg 3.25 6.40 20.803 20 - 10 mm coarse aggregate cum 0.008 820.00 6.564 Sand ( unscreened ) cum 0.02 510.00 10.20

Total `: 936.56Add for small Tools and Plants @ 1% `: 9.37Add for Contractor's Profit @ 10% `: 93.66Add for Contractor's Overheads @ 5% `: 46.83Add royalty charges on CA @ ( Included in material rate ) `: 0.00Add royalty charges on Sand @ ( Included in material rate ) `: 0.00


89

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RatePerticulars

DAM ALLIED WORKS


in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00




in `:1 Mason Class-II Day 0.25 211.50 52.882 Heavy mazdoor Day 0.25 206.00 51.50





Total `: 1241.87Add for 1 km rehandling / initial lead including loading / unloading:Cement / pipe 100 kg @ `: 191.30 / tonne `: 19.13Sand 0.02 cum @ `: 122.40 / cum `: 2.45Coarse aggregate 0.008 cum @ `: 178.95 / cum `: 1.43 Total cost for 3.00 Rm `: 1264.88



ITEM: Providing and forming expansion joint for spillway bridge consisting of 75 x 75 x 6 mm angles2 numbers provided with 250 mm long 12 mm dia. anchors fixed to both flanges at 150 mm c /cand 140 x 6 mm plate welded on top of one of the angle including cost of all materials, labour,machinery, providing and fixing 38 mm thick joint filler board matching the thickness of wearingcoat, painting etc., conplete with lead upto 1 km and all lifts.

DATA:Width of spillway bridge considered : 7.50 m6 mm fillet weld considered for welding MS plate to one of the angle.

Quantity

Quantity Ratein `:

90

RateDescription

Description

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DAM ALLIED WORKS

12 mm dia bars are considered for anchoring angles.Consider 1 expansion joint for rate analysis.

140 x 6 mm MS plate 38 mm th Joint filler board ( welded to angle ) Wearing coat Wearing coat

75 x 75 x 6 mm MS angle12 mm dia Anchor rod

Deck slab Deck slab

1. Requirement of materials:Length of weld per expansion joint : 7.5 mNo. of electrodes per m length of weld : 9 Nos.No. of electrodes for welding anchors assumed : 3 Nos.MS plate 140 x 6 mm 7.5 m long @ 47.1 kg / sqm with 2.5 % wastage

( 0.14 x 7.50 x 47.10 x 1.025 ) : 50.70 kgMS angles 75 x 75 x 6 mm 7.5 m long 2 Nos. @ 6.8 kg / Rm with 2.5 % wastage

( 2 x 7.50 x 6.80 x 1.025 ) : 104.50 kg12 mm dia anchors 0.30 m long @ 15 cm c / c @ 0.89 kg / m with 2.5 % wastage

( 100 x 0.30 x 0.89 x 1.025 ) : 27.40 kgWelding electrodes ( 7.5 x 9 + 3 ) : 70 NosJoint filler board 38 mm thick ( 2 of 19 mm thick ) ( 2 x 6.8 x 0.075 ) : 1 sqm

2. Requirement of machinery :Deploy welding machine for 7 hours for welding plate.

3. Requirement of workforce ( other than machinery crew ) :For fabrication and erection Marker / Fabricator / Erector : 1.50 Nos.For cutting and welding sections Gas cutter / Welder : 1.50 Nos.For assisting fabrication and erection Heavy mazdoor : 2 Nos.

4. Rehandling / Initial lead for materials:1 km rehandling lead for steel considered.


in `:1 Structural steel plate kg 50.70 52.00 2636.402 Structural steel angle kg 104.50 50.00 5225.003 12 dia steel anchors kg 27.40 48.00 1315.204 Welding electrodes Nos 70.00 9.00 630.005 Joint filler board 19 mm thick sqm 1.00 580.00 580.006 Sundries ( cutting gas / paint etc ) LS 1.75 40.00 70.00



SKETCH SHOWING DETAILS OF SPILLWAY BRIDGE EXPANSION JOINT

Quantity Rate

91

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DAM ALLIED WORKS


in `:1 Welding transformer Hour 7.00 13.00 91.00

Fuel / Energy charges Hour 7.00 75.00 525.002 Sundries (cutting torch/welding gun etc) LS 1.50 40.00 60.00




in `:1 Marker / Fabricator / Erector Day 1.50 222.00 333.002 Gas cutter / Welder Day 1.50 222.00 333.003 Heavy mazdoor Day 2.00 206.00 412.00





Total `: 14528.87Add for rehandling charges for 1 km including loading / unloading :Steel 182.60 kg @ `: 191.30 / tonne `: 34.93 Total cost for 7.50 Rm `: 14563.81



ITEM: Providing and constructing un-coursed rubble stone masonry using approved stones in cement mortar 1 : 3 proportion by volume including cost of all materials, machinery, labour, scaffolding, cleaning, packing mortar and wedging stone chips into joints, curing etc., complete with lead upto 1 km and all lifts.

DATA:For 1 cum mortar 1 : 3 proportion :- Cement : 460 kg Sand : 0.96 cumConsider 40 percent mortar content for uncoursed rubble stone masonry.For 1 cum UCR masonry :- Rubble stones : 0.86 cum Stone chips : 0.13 cum. Sand : 0.385 cum Cement : 184 kg

in `:

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Rate

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Wastage : 1 % for cement and 2 % for sand and stones.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for mortar mixing.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching sand.Cycle time for batching / mixing / unloading 1 mix :Batching sand ( 0.104 cum ) : 4.00 minBatching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 5.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 5.5 ) : 73 mixesOutput of mortar for 73 mixes ( 73 x 50 / 460 ) say : 7.93 cum Daily output of masonry for 40 % mortar content ( 7.90 / 0.40 ) : 19.80 cumConsider 19.80 cum UCR masonry in CM 1 : 3 proportion for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 19.80 x 184 x 1.01 ) : 3680 kgRubble stones ( 19.80 x 0.86 x 1.02 ) : 17.40 cumStone chips ( 19.80 x 0.13 x 1.02 ) : 2.60 cumSand ( screened ) ( 19.80 x 0.385 x 1.02 ) : 7.80 cum

2. Requirement of machinery :Deploy 300 / 200 ltr capacity concrete mixer for 8 hours for production of mortar.Deploy 1 Pump 10 hp for 1 hour for water required for mortar mixing / curing / cleaning etc.

3. Requirement of workforce ( other than machinery crew ) :Mason Cl I @ 10 cum / day : 2 NosMason Cl II @ 10 cum / day : 2 NosChavalis 4 gangs / day : 16 NosHeavy mazdoors :for batching cement : 2 Nosfor batching sand : 3 Nos.for loading stone chips : 1 No.for filling mortar pans : 2 Nos.for loading mortar pans : 2 Nos.for laying mortar : 2 Nos.for packing mortar : 4 Nos.Light mazdoor :for conveying mortar @ 1 cum / day : 8 Nosfor conveying stone chips : 2 Nos.for curing & miscellaneous works : 2 Nos.



in `:1 Cement for mortar with 1% wastage kg 3680.00 6.40 23552.002 Rubble stones cum 17.40 280.00 4872.003 Stone chips cum 2.60 350.00 910.00

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4 Sand ( screened ) cum 7.80 615.00 4797.005 Sundries LS 1.00 40.00 40.00

Total `: 34171.00Add for small Tools and Plants @ 1% `: 341.71Add for Contractor's Profit @ 10% `: 3417.10Add for Contractor's Overheads @ 5% `: 1708.55Add royalty charges on Stone @ ( Included in material rate ) `: 0.00Add royalty charges on Sand @ ( Included in material rate ) `: 0.00









in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Maistry Day 1.00 208.50 208.504 Mason Class-I Day 2.00 224.00 448.005 Mason Class-II Day 2.00 211.50 423.006 Chavali Day 16.00 240.00 3840.007 Heavy mazdoor

for batching cement ( cement handling ) Day 2.00 207.00 414.00for batching sand Day 3.00 206.00 618.00for filling mortar pans Day 2.00 206.00 412.00for laying & packing mortar Day 8.00 206.00 1648.00for loading chips Day 1.00 206.00 206.00

8 Light mazdoorfor conveying mortar / chips Day 10.00 204.50 2045.00for curing & miscellaneous works Day 2.00 204.50 409.00


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Add for hidden cost on Labour @ 15% `: 1737.38Add for additional hidden cost on labour @ 5% `: 579.13Add for Contractor's Overheads @ 5% `: 579.13




Total `: 56720.27Add for 1 km rehandling / initial lead including loading / unloading: Cement 3680 kg @ `: 191.30 / tonne `: 703.98Sand 7.80 cum @ `: 122.40 / cum `: 954.72Stones / chips 20.00 cum @ `: 178.95 / cum `: 3579.00 Total cost for 19.80 cum `: 61957.98



ITEM: Providing and constructing un-coursed rubble stone masonry using approved stones in cement mortar 1 : 4 proportion by volume including cost of all materials, machinery, labour, scaffolding, cleaning, packing mortar and wedging stone chips into joints, curing etc., complete with lead upto 1 km and all lifts.

DATA:For 1 cum mortar 1 : 4 proportion :- Cement : 360 kg Sand : 1.00 cumConsider 40 percent mortar content for uncoursed rubble stone masonry.For 1 cum masonry :- Rubble stones : 0.86 cum Stone chips : 0.13 cum. Sand : 0.40 cum Cement : 144 kg Wastage : 1 % for cement and 2 % for sand and stones.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for mortar mixing.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching sand.

Cycle time for batching / mixing / unloading 1 mix :Batching sand ( 0.139 cum ) : 5.00 minBatching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 6.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 6.5 ) : 62 mixesOutput of mortar for 62 mixes ( 62 x 50 / 360 ) say : 8.60 cum Daily output of masonry for 40 % mortar content ( 8.60 / 0.40 ) : 21.50 cumConsider 21.50 cum UCR masonry in CM 1 : 4 proportion for rate analysis.

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1. Requirement of materials:Cement for mix with 1 % wastage ( 21.5 x 144 x 1.01 ) : 3127 kgRubble stones ( 21.5 x 0.86 x 1.02 ) : 18.90 cumStone chips ( 21.5 x 0.13 x 1.02 ) : 2.90 cumSand ( screened ) ( 21.5 x 0.40 x 1.02 ) : 8.80 cum


3. Requirement of workforce ( other than machinery crew ) :Mason Cl I @ 10 cum / day : 2 NosMason Cl II @ 10 cum / day : 2 NosChavalis 5 gangs / day : 20 NosHeavy mazdoors :for batching cement : 2 Nosfor batching sand : 3 Nos.for loading stone chips : 1 No.for filling mortar pans : 2 Nos.for loading mortar pans : 2 Nos.for laying mortar : 2 Nos.for packing mortar : 4 Nos.Light mazdoor :for conveying mortar @ 1 cum / day : 9 Nosfor conveying stone chips : 2 Nos.for curing & miscellaneous works : 2 Nos.



in `:1 Cement for mortar with 1% wastage kg 3127.00 6.40 20012.802 Rubble stones cum 18.90 280.00 5292.003 Stone chips cum 2.90 350.00 1015.004 Sand ( screened ) cum 8.80 615.00 5412.005 Sundries LS 2.00 40.00 80.00




in `:1 Concrete mixer 300 / 200 ltr Hour 8.00 41.00 328.00


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2 10 hp pump Hour 1.00 5.00 5.00Fuel / Energy charges Hour 1.00 62.00 62.00




in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Maistry Day 1.00 208.50 208.504 Mason Class-I Day 2.00 224.00 448.005 Mason Class-II Day 2.00 211.50 423.006 Chavali Day 20.00 240.00 4800.007 Heavy mazdoor







Total `: 55554.64Add for 1 km rehandling / initial lead including loading / unloading:Cement 3127 kg @ `: 191.30 / tonne `: 598.20Sand 8.80 cum @ `: 122.40 / cum `: 1077.12

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Stones / chips 21.70 cum @ `: 178.95 / cum `: 3883.22 Total cost for 21.50 cum `: 61113.17



ITEM: Providing and constructing coursed rubble face stone masonry using approved stones in cement mortar 1 : 3 proportion by volume including cost of all materials, machinery, labour, scaffolding, cleaning, packing mortar and wedging stone chips into joints, curing etc., complete with lead upto 1 km and all lifts.

DATA:For 1 cum mortar 1 : 3 proportion :- Cement : 460 kg Sand : 0.96 cumConsider 37.5 percent mortar content for coursed rubble face stone masonry.Thickness of CR face stone masonry assumed : 750 mm.For 1 cum masonry :- CR stones 300 x 300 x 450 mm : 9.75 Nos. Stone Chips : 0.13 cum CR stones 300 x 300 x 600 mm : 3.25 Nos. Rubble stones : 0.30 cum Sand : 0.36 cum. Cement : 172.5 kg Wastage : 1 % for cement and 2 % for sand and stones.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for mortar mixing.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching sand.Cycle time for batching / mixing / unloading 1 mix :Batching sand ( 0.104 cum ) : 4.00 minBatching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 5.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 5.5 ) : 73 mixesOutput of mortar for 73 mixes ( 73 x 50 / 460 ) say : 7.93 cum Daily output of masonry for 37.5 % mortar content ( 7.93 / 0.375 ) : 21.15 cumConsider 20.15 cum CR face stone masonry in CM 1 : 3 proportion for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 21.15 x 172.5 x 1.01 ) : 3685 kgCoursed rubble face stone 300x300x450 mm ( 21.15 x 9.75 x 1.02 ) : 210 NosCoursed rubble face stone 300x300x600 mm ( 21.15 x 3.25 x 1.02 ) : 70 Nos.Rubble stones ( 21.15 x 0.3 x 1.02 ) : 6.45 cumStone chips ( 21.15 x 0.13 x 1.02 ) : 2.80 cumSand ( screened ) ( 21.15 x 0.36 x 1.02 ) : 7.75 cum


3. Requirement of workforce ( other than machinery crew ) :Stone chiseller Class-II @ 25 stones / day : 11 Nos.Mason Cl I @ 7.5 cum / day : 3 NosMason Cl II @ 7.5 cum / day : 3 NosChavalis 4 gangs / day : 16 NosHeavy mazdoors :for batching cement : 2 Nosfor batching sand : 3 Nos.

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for loading stone chips : 1 No.for filling mortar pans : 2 Nos.for loading mortar pans : 2 Nos.for laying mortar : 2 Nos.for packing mortar : 4 Nos.Light mazdoor :for conveying mortar @ 1 cum / day : 8 Nosfor conveying stone chips : 2 Nos.for curing & miscellaneous works : 2 Nos.



in `:1 Cement for mortar with 1% wastage kg 3685.00 6.40 23584.002 Coursed rubble stone 300x300x450 mm Nos 210.00 21.00 4410.003 Coursed rubble stone 300x300x600 mm Nos 70.00 27.00 1890.004 Rubble stones cum 6.45 280.00 1806.005 Stone chips cum 2.80 350.00 980.006 Sand ( screened ) cum 7.75 615.00 4766.257 Sundries LS 1.00 40.00 40.00










in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.00

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3 Maistry Day 1.00 208.50 208.504 Stone chiseller Cl -II Day 11.00 209.00 2299.005 Mason Class-I Day 3.00 224.00 672.006 Mason Class-II Day 3.00 211.50 634.507 Chavali Day 16.00 240.00 3840.008 Heavy mazdoor

for batching cement ( cement handling ) Day 2.00 207.00 414.00for batching sand Day 3.00 206.00 618.00for loading mortar pans Day 2.00 206.00 412.00for laying & packing mortar Day 8.00 206.00 1648.00for loading chips Day 1.00 206.00 206.00






Total `: 64356.37Add for 1 km rehandling / initial lead including loading / unloading:Cement 3676 kg @ `: 191.30 / tonne `: 703.22Sand 7.75 cum @ `: 122.40 / cum `: 948.60Stones / chips 21.85 cum @ `: 178.95 / cum `: 3910.06 Total cost for 21.15 cum `: 69918.24



ITEM: Providing and constructing coursed rubble face stone masonry using approved stones in cement mortar 1 : 4 proportion by volume including cost of all materials, machinery, labour, scaffolding, cleaning, packing mortar and wedging stone chips into joints, curing etc., complete with lead upto 1 km and all lifts.

DATA:For 1 cum mortar 1 : 4 proportion :- Cement : 360 kg Sand : 1.00 cumConsider 37.5 percent mortar content for coursed rubble face stone masonry.

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Thickness of CR face stone masonry assumed : 750 mm.For 1 cum masonry :- CR stones 300 x 300 x 450 mm : 9.75 Nos. Stone Chips : 0.13 cum CR stones 300 x 300 x 600 mm : 3.25 Nos. Rubble stones : 0.30 cum Sand : 0.375 cum. Cement : 135 kg Wastage : 1 % for cement and 2 % for sand and stones.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for mortar mixing.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching sand.Cycle time for batching / mixing / unloading 1 mix :Batching sand ( 0.139 cum ) : 5.00 minBatching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 6.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 6.5 ) : 62 mixesOutput of mortar for 62 mixes ( 62 x 50 / 360 ) say : 8.60 cum Daily output of masonry for 37.5 % mortar content ( 8.60 / 0.375 ) : 22.90 cumConsider 22.90 cum CR face stone masonry in CM 1 : 4 proportion for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 22.9 x 135 x 1.01 ) : 3123 kgCoursed rubble face stones 300x300x450 mm ( 22.9 x 9.75 x 1.02 ) : 228 NosCoursed rubble face stones 300x300x600 mm ( 22.9 x 3.25 x 1.02 ) : 76 Nos.Rubble stones ( 22.9 x 0.3 x 1.02 ) : 7.00 cumStone chips ( 22.9 x 0.13 x 1.02 ) : 3.05 cumSand ( screened ) ( 22.9 x 0.375 x 1.02 ) : 8.75 cum


3. Requirement of workforce ( other than machinery crew ) :Stone chiseller Class-II @ 25 stones / day : 12 Nos.Mason Cl I @ 7.5 cum / day : 3 NosMason Cl II @ 7.5 cum / day : 3 NosChavalis 5 gangs / day : 20 NosHeavy mazdoors :for batching cement : 2 Nosfor batching sand : 3 Nos.for loading stone chips : 1 No.for filling mortar pans : 2 Nos.for loading mortar pans : 2 Nos.for laying mortar : 2 Nos.for packing mortar : 4 Nos.Light mazdoor :for conveying mortar @ 1 cum / day : 9 Nosfor conveying stone chips : 2 Nos.for curing & miscellaneous works : 2 Nos.


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in `:1 Cement for mortar with 1% wastage kg 3123.00 6.40 19987.202 Coursed rubble stone 300x300x450 mm Nos 228.00 21.00 4788.003 Coursed rubble stone 300x300x600 mm Nos 76.00 27.00 2052.004 Rubble stones cum 7.00 280.00 1960.005 Stone chips cum 3.05 350.00 1067.506 Sand ( screened ) cum 8.75 615.00 5381.257 Sundries LS 2.00 40.00 80.00










in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Maistry Day 1.00 208.50 208.504 Stone chiseller Cl -II Day 12.00 209.00 2508.005 Mason Class-I Day 3.00 224.00 672.006 Mason Class-II Day 3.00 211.50 634.507 Chavali Day 20.00 240.00 4800.008 Heavy mazdoor


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ITEM: Providing and constructing chisel drafted and hammer dressed face stone masonry withapproved stones in cement mortar 1 : 3 proportion by volume including cost of all materials, machinery, labour, scaffolding, ramps, cleaning, packing mortar and wedging stone chips into joints, curing etc.,complete with lead upto 1 km and all lifts.

DATA:For 1 cum mortar 1 : 3 proportion :- Cement : 460 kg Sand : 0.96 cumConsider 35 percent mortar content for chisel drafted and hammer dressed face stone masonry.Thickness of chisel drafted & hammer dressed face stone masonry assumed : 750 mm.For 1 cum masonry :-Dressed stones 300 x 300 x 450 mm : 9.75 Nos.Stone chips : 0.13 cum Dressed stones 300 x 300 x 600 mm : 3.25 Nos.Rubble stones : 0.30 cum Sand : 0.34 cum Cement : 161 kg Wastage : 1 % for cement and 2 % for sand and stones.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for mortar mixing.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching sand.Cycle time for batching / mixing / unloading 1 mix :Batching sand ( 0.104 cum ) : 4.00 minBatching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 min

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Mixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 5.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 5.5 ) : 73 mixesOutput of mortar for 73 mixes ( 73 x 50 / 460 ) say : 7.93 cum Daily output of masonry for 35 % mortar content ( 7.93 / 0.35 ) : 22.65 cumConsider 22.65 cum chisel drafted hammer dressed face stone masonry in CM 1 : 3 proportionfor rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 22.65 x 161 x 1.01 ) : 3683 kgChisel drafted face stones 300x300x450 mm ( 22.65 x 9.75 x 1.02 ) : 225 NosChisel drafted face stones 300x300x600 mm ( 22.65 x 3.25 x 1.02 ) : 75 Nos.Rubble stones ( 22.65 x 0.3 x 1.02 ) : 6.95 cumStone chips ( 22.65 x 0.13 x 1.02 ) : 3.00 cumSand ( screened ) ( 22.65 x 0.34 x 1.02 ) : 7.85 cum


3. Requirement of workforce ( other than machinery crew ) :Stone chiseller Class-I @ 25 stones / day : 12 Nos.Stone chiseller Class-II @ 25 stones / day : 12 Nos.Mason Cl I @ 7.5 cum / day : 3 NosMason Cl II @ 7.5 cum / day : 3 NosChavalis 5 gangs / day : 20 NosHeavy mazdoors :for batching cement : 2 Nosfor batching sand : 3 Nos.for loading stone chips : 1 No.for filling mortar pans : 2 Nos.for loading mortar pans : 2 Nos.for laying mortar : 2 Nos.for packing mortar : 6 Nos.Light mazdoor :for conveying mortar @ 1 cum / day : 8 Nosfor conveying stone chips : 2 Nos.for curing & miscellaneous works : 2 Nos.



in `:1 Cement for mortar with 1% wastage kg 3683.00 6.40 23571.202 Chisel drafted stones 300x300x450 mm Nos 225.00 21.00 4725.003 Chisel drafted stones 300x300x600 mm Nos 75.00 27.00 2025.004 Rubble stones cum 6.95 280.00 1946.005 Stone chips cum 3.00 350.00 1050.00

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6 Sand ( screened ) cum 7.85 615.00 4827.757 Sundries LS 1.00 40.00 40.00










in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Maistry Day 1.00 208.50 208.504 Stone chiseller Cl -I Day 12.00 212.00 2544.005 Stone chiseller Cl -II Day 12.00 209.00 2508.006 Mason Class-I Day 3.00 224.00 672.007 Mason Class-II Day 3.00 211.50 634.508 Chavali Day 20.00 240.00 4800.009 Heavy mazdoor




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ITEM: Providing and constructing chisel drafted and hammer dressed face stone masonry withapproved stones in cement mortar 1 : 4 proportion by volume including cost of all materials, machinery, labour, scaffolding, ramps, cleaning, packing mortar and wedging stone chips into joints, curing etc.,complete with lead upto 1 km and all lifts.

DATA:For 1 cum mortar 1 : 4 proportion :- Cement : 360 kg Sand : 1.00 cumConsider 35 percent mortar content for chisel drafted and hammer dressed face stone masonry.Thickness of chisel drafted & hammer dressed face stone masonry assumed : 750 mmFor 1 cum masonry :- Dressed stones 300 x 300 x 450 mm : 9.75 Nos. Stone chips : 0.13 cum Dressed stones 300 x 300 x 600 mm : 3.25 Nos.Rubble stones : 0.30 cum Sand : 0.35 cum Cement : 126 kg Wastage : 1 % for cement and 2 % for sand and stones.Consider 300 / 200 ltr capacity mixer and 50 kg cement per mix for mortar mixing.Equivalent volume batching using 0.3 x 0.3 x 0.3 m size boxes assumed for batching sand.

Cycle time for batching / mixing / unloading 1 mix :Batching sand ( 0.139 cum ) : 5.00 minBatching cement parellel activity : ---Loading mixer drum & miscellaneous : 1.00 minMixing and unloading parellel activity : ---Add for possible delays in any of the activity : 0.50 minCycle time for batching / mixing / unloading 1 mix : 6.50 minNo. of mixes per day with 50 min / hr working ( 50 x 8 / 6.5 ) : 62 mixes

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Output of mortar for 62 mixes ( 62 x 50 / 360 ) say : 8.60 cum Daily output of masonry for 35 % mortar content ( 8.60 / 0.35 ) : 24.50 cumConsider 24.50 cum chisel drafted hammer dressed face stone masonry in CM 1 : 4 proportionfor rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 24.5 x 126 x 1.01 ) : 3118 kgChisel drafted face stones 300x300x450 mm ( 24.5 x 9.75 x 1.02 ) : 244 NosChisel drafted face stones 300x300x600 mm ( 24.5 x 3.25 x 1.02 ) : 82 Nos.Rubble stones ( 24.5 x 0.3 x 1.02 ) : 7.50 cumStone chips ( 24.5 x 0.13 x 1.02 ) : 3.30 cumSand ( screened ) ( 24.5 x 0.35 x 1.02 ) : 8.80 cum


3. Requirement of workforce ( other than machinery crew ) :Stone chiseller Class-I @ 25 stones / day : 13 Nos.Stone chiseller Class-II @ 25 stones / day : 13 Nos.Mason Cl I @ 7.5 cum / day : 3 NosMason Cl II @ 7.5 cum / day : 3 NosChavalis 6 gangs / day : 24 NosHeavy mazdoors :for batching cement : 2 Nosfor batching sand : 3 Nos.for loading stone chips : 1 No.for filling mortar pans : 2 Nos.for loading mortar pans : 2 Nos.for laying mortar : 2 Nos.for packing mortar : 6 Nos.Light mazdoor :for conveying mortar @ 1 cum / day : 9 Nosfor conveying stone chips : 2 Nos.for curing & miscellaneous works : 2 Nos.



in `:1 Cement for mortar with 1% wastage kg 3118.00 6.40 19955.202 Chisel drafted stones 300x300x450 mm Nos 244.00 21.00 5124.003 Chisel drafted stones 300x300x600 mm Nos 82.00 27.00 2214.004 Rubble stones cum 7.50 280.00 2100.005 Stone chips cum 3.30 350.00 1155.006 Sand ( screened ) cum 8.80 615.00 5412.007 Sundries LS 1.50 40.00 60.00


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Add for Contractor's Overheads @ 5% `: 1801.01Add royalty charges on Stone @ ( Included in material rate ) `: 0.00Add royalty charges on Sand @ ( Included in material rate ) `: 0.00









in `:1 Crew for Concrete mixer Hour 8.00 109.00 872.002 Crew for Pump Hour 1.00 39.00 39.003 Maistry Day 1.00 208.50 208.504 Stone chiseller Cl -I Day 13.00 212.00 2756.005 Stone chiseller Cl -II Day 13.00 209.00 2717.006 Mason Class-I Day 3.00 224.00 672.007 Mason Class-II Day 3.00 211.50 634.508 Chavali Day 24.00 240.00 5760.009 Heavy mazdoor





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ITEM: Providing 50 mm deep cement mortar pointing to face stone masonry in CM 1 : 2 proportionby volume including cost of all materials, labour, raking-out and cleaning joints, pressing mortar into joints, scaffolding,finishing, curing etc., complete with lead upto1 km and all lifts.

DATA:For 1 cum mortar 1 : 2 proportion :- Cement : 600 kg Sand : 0.84 cumConsidering 20 mm wide and 50 mm deep joints the quantity of cement mortar required will beabout 0.70 cum for 100 sqm of pointing.Quantity of mortar for rate analysis with 5 to 10 % wastage may be considered @ 0.75 cum. Consider 100 sqm cement mortar pointing in CM 1 : 2 for rate analysis.

1. Requirement of materials:Cement for mix with 1 % wastage ( 600 x 0.75 x 1.01 ) : 455 kgSand ( screened ) ( 0.84 x 0.75 x 1.02 ) : 0.65 cum

2. Requirement of machinery :Manual mixing of mortar assumed.

3. Requirement of workforce ( other than machinery crew ) :Mason Class-I @ 15 sqm / day : 7 Nos.Heavy mazdoor for cleaning joints / mortar mixing / assisting mason : 7 Nos.Light mazdoor for supplying mortar and curing etc. : 7 Nos.



in `:1 Cement with 1 % wastage kg 455.00 6.40 2912.002 Sand ( screened ) cum 0.65 615.00 399.75


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Add for scaffolding / ramps etc @ 1% `: 33.12Add royalty charges on Sand @ ( Included in material rate ) `: 0.00



in `:1 NIL 0.00 0.00 0.00

( Manual mixing ) 0.00 0.00 0.00Total `: 0.00




in `:1 Mason Cl- I Day 7.00 224.00 1568.002 Heavy mazdoor Day 7.00 206.00 1442.003 Light mazdoor Day 7.00 204.50 1431.50

Total `: 4441.50Add for small Tools and Plants @ 1% `: 44.42Add for Contractor's Profit @ 10% `: 444.15Add for hidden cost on Labour @ 15% `: 666.23Add for additional hidden cost on labour @ 5% `: 222.08Add for Contractor's Overheads @ 5% `: 222.08Add for labour for scaffolding / rampway @ 1% `: 44.42




Total `: 10069.16Add for 1 km rehandling / initial lead including loading / unloading:Cement 455 kg @ `: 191.30 / tonne `: 87.04Sand 0.65 cum @ `: 122.40 / cum `: 79.56 Total cost for `: 100.00 sqm `: 10235.76


Note : If water proofing compound is added to cement mortar add / sqm `: 5.50


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ITEM: Providing 50 mm deep cement mortar pointing to face stone masonry in CM 1 : 3 proportionby volume including cost of all materials, labour,raking-out and cleaning joints, pressing mortar into joints, scaffolding,finishing, curing etc., complete with lead upto1 km and all lifts.

DATA:For 1 cum mortar 1 : 3 proportion :- Cement : 460 kg Sand : 0.96 cumConsidering 20 mm wide and 50 mm deep joints the quantity of cement mortar required will beabout 0.70 cum for 100 sqm of pointing.Quantity of mortar with 5 to 10 % wastage : 0.75 cum Consider 100 sqm cement mortar pointing in CM 1 : 3 for rate analysis.



3. Requirement of workforce ( other than machinery crew ) :Mason Class-I @ 15 sqm / day : 7 Nos.Heavy mazdoor for cleaning joints / mortar mixing / assisting mason : 7 Nos.Light mazdoor for supplying mortar and curing etc. : 7 Nos.




Total `: 2676.15Add for small Tools and Plants @ 1% `: 26.76Add for Contractor's Profit @ 10% `: 267.62Add for Contractor's Overheads @ 5% `: 133.81Add for scaffolding / ramps etc @ 1% `: 26.76Add royalty charges on Sand @ ( Included in material rate ) `: 0.00



in `:1 NIL 0.00 0.00 0.00




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in `:1 Mason Cl- I Day 7.00 224.00 1568.002 Heavy mazdoor Day 7.00 206.00 1442.003 Light mazdoor Day 7.00 204.50 1431.50





Total `: 9317.33Add for 1 km rehandling / initial lead including loading / unloading:Cement 348 kg @ `: 191.30 / tonne `: 66.57Sand 0.73 cum @ `: 122.40 / cum `: 89.35 Total cost for 100.00 sqm `: 9473.25


Note : If water proofing compound is added to cement mortar add / sqm `: 4.00


ITEM: Providing average 20 mm thick cement mortar plastering to stone masonry block joint inCM 1 : 3 proportion by volume including cost of all materials, machinery,labour, raking-out and cleaning joints for 50 mm depth, pressing mortar into joints, finishing surface, curing etc.,complete with lead upto 1 km and all lifts.

DATA:For 1 cum mortar 1 : 3 proportion :- Cement : 460 kg Sand : 0.96 cumConsider 100 sqm cement mortar plastering in CM 1 : 3 for rate analysis.Considering 20 mm wide and 50 mm deep joints the quantity of cement mortar required to fill upthe joints in masonry face to be plastered will be about 0.70 cum for 100 sqm of plastering area.Quantity of mortar with 2 % wastage for joint filling 0.72 cumQty of mortar with 2 % wastage for plastering ( 100 x 0.02 x 1.05 ) 2.10 cumTotal quantity of mortar for 100 sqm plastering 2.82 cum



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3. Requirement of workforce ( other than machinery crew ) :Mason Class-II @ 20 sqm / day : 5 Nos.Mason Class-I @ 15 sqm / day : 7 Nos.Heavy mazdoor for cleaning joints / mortar mixing / assisting mason : 12 Nos.Light mazdoor for supplying mortar and curing etc. : 12 Nos.




Total `: 10075.25Add for small Tools and Plants @ 1% `: 100.75Add for Contractor's Profit @ 10% `: 1007.53Add for Contractor's Overheads @ 5% `: 503.76Add for scaffolding / ramps etc @ 1% `: 100.75Add royalty charges on Sand @ ( Included in material rate ) `: 0.00



in `:1 NIL 0.00 0.00 0.00





in `:1 Mason Cl- I Day 7.00 224.00 1568.002 Mason Cl- II Day 5.00 211.50 1057.503 Heavy mazdoor Day 7.00 206.00 1442.004 Light mazdoor Day 7.00 204.50 1431.50



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ITEM: Providing 25 mm thick guniting to rock or masonry surface in cement mortar 1 : 3 proportion by weight including cost of all materials, machinery, labour, raking-out and cleaning joints,scaffolding wherever required, curing and all other ancillary operations etc., complete with lead upto 1 km and all lifts.

DATA:Thickness of guniting : 25 mmMortar mix proportion by weight : 1 : 3Water to cement ratio by weight : 0.35Unit weight of mortar 1 : 3 proportion by weight in kg / cum : 2350Cement per cum of mortar : 540 kgSand per cum of mortar : 0.98 cumDuring guniting a portion of the mortar mix is wasted due rebounding of mainly sand particles.The extend of rebound varies from 20 to 25 percent. For the purpose of data rate the extent ofrebound is considered at 20 percent. The actual mix proportion in the finished guniting will bearound 1 : 2.5 by weight.For 25 mm thick guniting the rate of progress will be 4 to 5 sqm per hour.For data rate analysis the rate of progress is considered at 4.5 sqm per hour.For shift of 8 hours the progress will be 36 sqm.Consider 36 sqm cement mortar guniting in CM 1 : 3 for rate analysis.

1. Requirement of materials :Qty of mortar for 36 sqm with 20 % rebound ( 36 x 1.2 x 0.025 ) : 1.08 cumAdd mortar for filling joints / crevices etc @ 5 % : 0.05 cumTotal quantity of mortar for 36 sqm : 1.13 cumQuantity of cement with 1 % wastage ( 1.13 x 540 x 1.01 ) : 616 kgQuantity of sand with 2 % wastage ( 1.13 x 0.98 x 1.02 ) : 1.13 cum

2. Requirement of machinery :Deploy Guniting equipment with accessories for 8 hours.Deploy 8.5 cmm air compressor for 8 hours.Deploy 10 hp pump for 1 hour for pumping water to storage tank for mixing and curing.

3. Requirement of workforce ( other than machinery crew ) :Mason Class-I : 1 No.Heavy mazdoor for cement handling : 2 Nos.

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Heavy mazdoor for sand handling : 2 Nos.Light mazdoor for curing and miscellaneous works. : 2 Nos.


5. Use rate of materials :Cost of grout hose 25 m @ `: 193.00 / m `: 4825.00Life of grout hose : 800 hoursUse rate of grout hose per hour ( cost / life ) `: 6.03Cost of water hose 25 m @ `: 165.00 / m `: 4125.00Life of water hose : 800 hoursUse rate of water hose per hour ( cost / life ) `: 5.16Cost of guniting nozzle @ `: 386.00 / m `: 386.00Life of guniting nozzle : 200 hoursUse rate of guniting nozzle per hour ( cost / life ) `: 1.93


in `:1 Cement icluding wastage @1% kg 616.00 6.40 3942.402 Sand ( screened ) cum 1.13 615.00 694.953 Use rate of grout hose 25 m Hour 8.00 6.03 48.254 Use rate of water hose 25 m Hour 8.00 5.16 41.255 Use rate of guniting nozzle Hour 8.00 1.93 15.446 Sundries LS 2.00 40.00 80.00

Total `: 4822.29Add for small Tools and Plants @ 1% `: 48.22Add for Contractor's Profit @ 10% `: 482.23Add for Contractor's Overheads @ 5% `: 241.11Add for royalty charges on sand @ ( Included in material rate ) `: 0.00



in `:1 Guniting equipment Hour 8.00 90.00 720.00






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in `:1 Crew for Guniting equipment Hour 8.00 108.00 864.002 Crew for Air compressor Hour 8.00 82.00 656.003 Crew for pump Hour 1.00 39.00 39.004 Mason Cl II Day 1.00 211.50 211.505 Heavy mazdoor

for cement handling Day 2.00 207.00 414.00for sand Day 2.00 206.00 412.00

6 Light mazdoor Day 2.00 204.50 409.00Total `: 3005.50




TOTAL `: 14949.12Add for scaffolding @ 5.00% `: 747.46Add for other enabling works @ 1.10% `: 164.44




ITEM: Providing and constructing contraction joints by fixing 16 SWG 60 cm wide annealed coppersheets in two lines with 8 mm dia steel dowel rods on either side at one metre interval, forming125 x 125 mm size groove in between copper strips for filling asphalt, fixing 15 mm dia twolegged G.I pipe with U - bend at bottom for circulation of steam at intervals and forming 150 mmdia formed drain behind water seals including cost of all materials, machinery, labour, fillingasphalt in groove, circulation of steam through pipe etc.,complete with all leads and lifts.

DATA: Lapping and soldering considered for joining copper sheets.Steam circulation considered for every 10 to 12 m height of joint.Consider 12 m height of contraction joint for rate analysis.

1. Requirement of materials :Copper sheet 16 SWG 0.6 m wide 24.5 m long : 215.00 kg15 mm dia GI pipe : 24.00 m

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8 mm dia ribbed steel rods 48 Nos 1 m long each : 20.00 kgAsphalt : 192.00 kg

Asphalt groove with pipes Copper sheet Water stops( dowel bars not shown )

Masonry / Concrete block Masonry / Concrete block

Formed drain 150 mm dia. Block joint

2. Requirement of machinery :No machinery is required.Consider lump sum provision for steam circulation arrangement.

3. Requirement of workforce ( other than machinery crew ) :Welder for welding dowel bars : 0.5 NoBarbender for preparing dowel bars : 0.5 NoTinsmith for soldering copper sheets : 1.0 NoPipefitter for preparing steam circulation pipes : 0.5 NoMason Class-I : 0.5 NoHeavy mazdoor for handling materials : 1 No.


in `:1 Copper sheet 16 SWG kg 215.00 600.00 129000.002 Reinforcement steel 8 mm dia kg 20.00 48.00 960.003 GI pipe 15 mm dia Rm 24.00 95.00 2280.004 Asphalt kg 192.00 47.00 9024.005 Elbows / Nipple / Plugs etc., LS 5.00 40.00 200.006 Soldering materials LS 40.00 40.00 1600.00




in `:1 Steam circulation arrangement LS 8.00 40.00 320.00

Fuel charges ( gas for heating ) LS 10.00 40.00 400.00Total `: 720.00



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in `:1 Welder Day 0.50 222.00 111.002 Tinsmith Day 1.00 208.50 208.503 Bar bender Day 0.50 224.00 112.004 Pipe fitter Day 0.50 216.50 108.255 Mason Class-I Day 0.50 224.00 112.006 Heavy mazdoor Day 1.00 206.00 206.00







ITEM: Providing and constructing contraction joints by fixing 310 mm wide central bulb type approvedquality PVC water stop in two lines with 8 mm diameter steel dowel rods on either side at 1minterval, forming 125 x 125 mm size groove in between two water stops for filling asphalt, fixing 15 mm dia two legged G.I pipe with U-bend at bottom for circulating steam at interval and forming 150 mm dia formed drain behind water seals including cost of all materials, machinery,labour, filling asphalt in groove , circulation of steam at intervals, vulcanizing water seal jointsetc., complete with all leads and lifts.

DATA: Lapping and vulcanizing considered for joining PVC water stoppers.Steam circulation considered for every 10 to 12 m height of joint.

U / S face of dam

Asphalt groove with pipes PVC Water stops( dowel bars not shown )

Masonry / Concrete block Masonry / Concrete block

Formed drain 150 mm dia. Block joint

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Consider 12 m height of contraction joint for rate analysis.

1. Requirement of materials :PVC water stopper 310 mm wide : 24.50 m15 mm dia GI pipe : 24.00 m8 mm dia ribbed steel rods 24 Nos 1 m long each : 10.00 kgAsphalt : 192.00 kg

2. Requirement of machinery :No machinery is required.Consider lump sum provision for steam circulation arrangement.

3. Requirement of workforce ( other than machinery crew ) :Barbender for preparing dowel bars : 0.25 NoWelder for vulcanizing PVC water stoppers. : 0.5 NoPipefitter for preparing steam circulation pipes : 0.5 NoMason Class-I : 0.5 NoHeavy mazdoor for handling materials : 1 No.


in `:1 PVC water stops 310 mm wide Rm 24.50 220.00 5390.002 Reinforcement steel 8 mm dia kg 10.00 48.00 480.003 GI pipe 15 mm dia Rm 24.00 95.00 2280.004 Asphalt kg 192.00 47.00 9024.005 Elbows / Nipple / Plugs etc., LS 5.00 40.00 200.006 Vulcanizing materials LS 25.00 40.00 1000.00




in `:1 Steam circulation arrangement LS 8.00 40.00 320.00

Fuel charges ( gas for heating ) LS 10.00 40.00 400.00Total `: 720.00




in `:1 Welder Day 0.50 222.00 111.002 Pipe fitter Day 0.50 216.50 108.25

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3 Bar bender Day 0.25 224.00 56.004 Mason Class-I Day 0.50 224.00 112.005 Heavy mazdoor Day 1.00 206.00 206.00







ITEM: Providing and constructing contraction joints by fixing 16 SWG 60 cm wide annealed coppersheets in single line with 8 mm dia steel dowel rods on either side at 1 metre interval includingcost of all materials, machinery, labour, brazing copper sheet joints etc., complete with all leads and lifts.

DATA: Consider 1.5 x 2.1 m size gallery contraction joint for analysis.Length of contraction joint at water seal location : 8.70 mLapping and soldering considered for joining copper sheets.Consider 8.7 m length of contraction joint for rate analysis.

1. Requirement of materials :Copper sheet 16 SWG 60 cm wide 9 m long : 77.00 kg8 mm dia ribbed steel rods 16 Nos 1 m long each : 6.50 kg

2. Requirement of machinery :No machinery is required.

3. Requirement of workforce ( other than machinery crew ) :Barbender for preparing dowel bars : 0.25 NoWelder for welding dowel bars : 0.5 NoTinsmith for soldering copper sheets : 0.5 NoMason Class-I : 0.5 NoHeavy mazdoor for handling materials : 0.5 No.

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in `:1 Copper sheet 16 SWG kg 77.00 600.00 46200.002 Reinforcement steel 8 mm dia kg 6.50 48.00 312.003 Soldering materials LS 10.00 40.00 400.00




in `:1 Sundries such as soldering gun etc., LS 3.00 40.00 120.00

Fuel charges ( gas ) LS 5.00 40.00 200.00Total `: 320.00




in `:1 Welder Day 0.50 222.00 111.002 Tinsmith Day 0.50 208.50 104.253 Bar bender Day 0.25 224.00 56.004 Mason Class-I Day 0.50 224.00 112.005 Heavy mazdoor Day 0.50 206.00 103.00






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ITEM: Providing and constructing contraction joints by fixing 230 mm wide central bulb type PVC water stop in single line supported by 10 mm dia steel dowel rods on either side at 1 metreinterval including cost of all materials, machinery, labour, vulcanizing water seal joints etc., complete with all leads and lifts.

DATA: Consider 1.5 x 2.1 m size gallery contraction joint for analysis.Length of contraction joint at water seal location : 8.70 mLapping and vulcanizing considered for joining PVC water stoppers.Consider 8.7 m length of contraction joint for rate analysis.

1. Requirement of materials :PVC water seal 230 mm wide : 9.00 m10 mm dia ribbed steel rods : 10 kg


3. Requirement of workforce ( other than machinery crew ) :Barbender for preparing dowel bars : 0.25 NoWelder for vulcanizing PVC water stoppers. : 0.5 NoMason Class-I : 0.5 NoHeavy mazdoor for handling materials : 0.5 No.


in `:1 PVC water seal 230 mm wide Rm 9.00 220.00 1980.002 Reinforcement steel 10 mm dia kg 10.00 48.00 480.003 Vulcanizing materials LS 2.00 40.00 80.00




in `:1 Sundries such as heater etc., LS 0.50 40.00 20.00

Fuel charges for heating LS 0.50 40.00 20.00Total `: 40.00



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in `:1 Welder Day 0.50 222.00 111.002 Bar bender Day 0.25 224.00 56.003 Mason Class-I Day 0.50 224.00 112.004 Heavy mazdoor Day 0.50 206.00 103.00







ITEM: Providing hearting embankment using selected impervious soil from approved borrowareas in layers of 250 to 300 mm (before compaction) including cost of all materials, machinery, labour, all other operations such as collection of soil, spreading soil in layer of specified thickness, sorting out, breaking clods, levelling, sectioning edges / sides, watering, compacting to density control of not less than 95 percent using power roller etc., complete with leadupto 1 km and all lifts.

DATA:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 0.98 cumCapacity of tipper : 5.00 cumLead for conveyance of soil : Upto 1 kmSpeed for loaded tipper under haul road condition : 20 km / hrSpeed for empty tipper under haul road condition : 25 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 20 sec

1. Quantity of embankment :In-situ quantity per bucket for 15 % bulkage of soil ( 1 / 1.15 ) : 0.86 cumIn-situ quantity per load for 20 % bulkage of soil ( 5.00 / 1.2 ) : 4.17 cumNumber of buckets per load ( 4.17 / 0.86 ) say : 5 bucketsQuantity of in-situ soil per load ( 5 x 0.86 ) say : 4.30 cumIdeal cycle time for loading 5 buckets ( 5 x 20 / 60 ) say : 1.67 minThe ideal cycle time for shovel requires spotting of tipper within 1.67 minutes near the shovel.

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However, in practice, the space available on either side of the shovel may not permit freemovement of the tippers quickly. Some times one loaded tipper has to move after loading toposition next tipper for loading. Assuming one extra cycle for shovel the corrected cycle timefor the shovel will be 2.00 minutes.Round trip cycle time for tipper:Cycle time of shovel for digging & loading : 2.00 minutesTime for 1km haulage under load ( 60 / 20 ) : 3.00 minutesTime for turning and un-loading : 2.00 minutesTime for 1 km return trip ( 60 / 25 ) : 2.40 minutesTime for turning and spotting : 0.50 minutes

Total : 9.90 minutesNo. of tippers to match corrected cycle time of shovel ( 9.90 / 2 ) : 5 NosOutput of tipper / hr with 50 min working / hr ( 50 x 4.30 / 9.90 ) say : 21.70 cum Output for 5 tippers per day ( 5 x 21.70 x 8 ) say : 870 cumThe in-situ dry density of soil in borrow area will be generally less than dry density of compactedembankment. Therefore, the rolled embankment quantity will be slightly less than the borrowarea in-situ quantity. The extent of shrinkage in quantity depends on the degree of compaction.For 95 % density control of embankment a shrinkage factor of 5 % may be assumed.Quantity of embankment considering 5 %shrinkage ( 870 x 0.95 ) say : 825 cumQty of soil for computing royalty charges @ 1.6 t / cum ( 825x1.6 ) : 1320 tonnesConsider 825 cum rolled hearting embankment for rate analysis.

2. Stripping of borrow area :Generally borrow area is stripped once in a week for 6 days requirement of soil.Area to be stripped assuming 2.0 m depth of cut ( 870 x 6 / 2.0 ) : 2610 sqmDepth of stripping : 0.25 mQty of stripping considering 5 % extra area ( 2610 x 1.05 x 0.25 ) : 685 cumOutput of dozer per hr with 50 min / hr working for stripping : 100 cumTime required for stripping 685 cum ( 685 / 100 ) : 6.85 hoursConsider 8 hours including time for levelling stripped siol / shifting time.For stripping borrow area for 1 day requirement of soil ( 8 / 6 ) : 1.30 hoursDeploy dozer for 1.3 hours for stripping borrow area for 825 cum embankment work.

3. Collection of soil for embankment:Deploy one 0.85 cum capacity shovel for 8 hours for digging and loading soil.Deploy 5 tippers of 5.00 cum capacity for 8 hours to convey soil to embankment area.

4. Spreading soil in 250 to 300 mm layer:Quantity of loose soil to be spread ( 870 x 1.20 ) : 1044 cumOutput of dozer for levelling per hour : 250 cum Time required for levelling 1044 cum ( 1044 / 250 ) say : 4.20 hoursDeploy dozer for 4.2 hours for spreading and levelling soil for 825 cum embankment work.

5. Watering;Generally soil in borrow area will be in moist condition. In the beginning of the season nowatering may be necessary and in summer months about 8 to 10 percent watering may beneeded to maintain the soil moisture within OMC plus or minus 3 percent limit. Assumingseasonal average of 4 to 5 percent watering by weight, daily requirement of water for 825 cumof embankment will be about 8 tanker loads of 8000 ltrs each.Deploy 8000 ltr capacity water tanker for 8 hours daily for watering before rolling.Deploy 5 hp pump for 4 hours.

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6. Compaction:Soil collected for embankment layer gets compacted to some extent during levelling by dozer.Generally 8 to 10 passes of vibratory pad foot roller may be necessary to achieve densitycontrol of over 95 percent. Effective length of roller drum : 1.90 m Speed of roller per hour : 4.0 km Thickness of layer : 0.3 mAverage number of roller passes to achieve specified density control : 9 NosOutput of roller / hr with 50 min /hr working and 75 % effenciancy

( 1.9 x 4000 x 0.3 x 0.75 / 9 ) x 50 / 60 say : 160 cumTime for rolling 1044 cum soil in embankment layer ( 1044 / 160 ) say : 6.50 hoursDeploy vibratory padfoot roller for 6.5 hours for compacting soil for 825 cum embankment work.

7. Sorting out / sectioning / labour for testing etc :Deploy 2 heavy and 2 light mazdoors. Deploy 1 maistry at borrow area and 1 maistry at embankment area.


in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00

Add for small Tools and Plants @ 1% `: 0.00Add for Contractor's Profit @ 10% `: 0.00Add for Contractor's Overheads @ 5% `: 0.00Add royalty charges for 1320 t soil @ `: 10.00 / tonne `: 13200.00



in `:1 Angle dozer 90 hp Hour 5.50 1236.00 6798.00


Fuel / Energy charges Hour 8.00 862.00 6896.003 Tippers 5.00 cum capacity 5 Nos. Hour 40.00 300.00 12000.00


Fuel / Energy charges Hour 4.00 31.00 124.005 Water tanker 8000 ltr Hour 8.00 297.00 2376.00

Fuel / Energy charges Hour 8.00 296.00 2368.006 Vibratory pad foot roller 8 tonne Hour 6.50 1210.00 7865.00




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in `:1 Crew for Dozer Hour 5.50 111.00 610.502 Crew for Shovel Hour 8.00 111.00 888.003 Crew for Tipper Hour 40.00 82.00 3280.004 Crew for Pump Hour 4.00 39.00 156.005 Crew for Water tanker Hour 8.00 82.00 656.006 Crew for Roller Hour 6.50 131.00 851.507 Maistry Day 2.00 208.50 417.008 Heavy mazdoor Day 2.00 206.00 412.009 Light mazdoor Day 2.00 204.50 409.00







ITEM: Providing cut-off trench filling using selected impervious soil from approved borrow areas in layers of 250 to 300 mm (before compaction) including cost of all materials,machinery,labour, all other operations such as collection of soil , spreading soil in layer of specifiedthickness, sorting out, breaking clods, levelling, watering, compacting to density control of not less than 95 percent using power roller etc., complete with lead upto 1 km and all lifts.


1. Quantity of embankment :In-situ quantity per bucket for 15 % bulkage of soil ( 1 / 1.15 ) : 0.86 cumIn-situ quantity per load for 20 % bulkage of soil ( 5.00 / 1.2 ) : 4.17 cum

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Number of buckets per load ( 4.17 / 0.86 ) say : 5 bucketsQuantity of in-situ soil per load ( 5 x 0.86 ) say : 4.30 cumIdeal cycle time for loading 5 buckets ( 5 x 20 / 60 ) say : 1.67 minThe ideal cycle time for shovel requires spotting of tipper within 1.67 minutes near the shovel.However, in practice, the space available on either side of the shovel may not permit freemovement of the tippers quickly. Some times one loaded tipper has to move after loading toposition next tipper for loading. Assuming one extra cycle for shovel the corrected cycle timefor the shovel will be 2.00 minutes.Round trip cycle time for tipper:Cycle time of shovel for digging & loading : 2.00 minutesTime for 1km haulage under load ( 60 / 20 ) : 3.00 minutesTime for turning and un-loading : 2.00 minutesTime for 1 km return trip ( 60 / 25 ) : 2.40 minutesTime for turning and spotting : 0.50 minutes

Total : 9.90 minutesIn view of restricted width of cut-off trench limiting free movement of tippers and also due tomovement of tippers for longer distance in reverse direction compared to open area, timerequired for collection of soil will be more. For collection of soil in cut-off trench about 20 percentmay be assumed per trip of tipper.Corrected cycle time of tipper per trip ( 9.90 x 1.20 ) say : 11.90 minutesNo. of tippers to match corrected cycle time of shovel ( 11.90 / 2 ) say : 6 NosOutput of tipper / hr with 50 min working / hr ( 50 x 4.30 / 11.90 ) say : 18.10 cum Output for 6 tippers per day ( 6 x 18.10 x 8 ) say : 869 cumThe in-situ dry density of soil in borrow area will be generally less than dry density of compactedembankment. Therefore, the rolled embankment quantity will be slightly less than the borrowarea in-situ quantity. The extent of shrinkage in quantity depends on the degree of compaction.For 95 % density control of embankment a shrinkage factor of 5 % may be assumed.Quantity of embankment considering 5 %shrinkage ( 869 x 0.95 ) say : 825 cumQty of soil for computing royalty charges @ 1.6 t / cum ( 825x1.6 ) : 1320 tonnesConsider 825 cum cut-off trench filling for rate analysis.

2. Stripping of borrow area :Data same as in item No. 41 since the quantity of embankment is same.Deploy dozer for 1.3 hours for stripping borrow area for 825 cum embankment work.


4. Spreading soil in 250 to 300 mm layer:Data same as in item No. 41 since the quantity of embankment is same.Deploy dozer for 4.2 hours for spreading and levelling soil for 825 cum embankment work.

5. Watering;Data same as in item No. 41 since the quantity of embankment is same.Deploy 8000 ltr capacity water tanker for 8 hours daily for watering before rolling.Deploy 5 hp pump for 4 hours.

6. Compaction:Data same as in item No. 41 since the quantity of embankment is same.Deploy vibratory padfoot roller for 6.5 hours for compacting soil for 825 cum embankment work.


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ITEM: Providing casing embankment using semi-pervious soil from approved borrow areas inlayers of 250 to 300 mm (before compaction) including cost of all materials, machinery, labour,all other operations such as collection of soil, spreading soil in layers of specified thickness,sorting out, breaking clods, levelling, sectioning edges /sides, watering, compacting to densitycontrol of not less than 95 percent using power roller etc., complete with lead upto 1 kmand all lifts.


1. Quantity of embankment :In-situ quantity per bucket for 15 % bulkage of soil ( 1 / 1.15 ) : 0.86 cumIn-situ quantity per load for 20 % bulkage of soil ( 5.00 / 1.2 ) : 4.17 cumNumber of buckets per load ( 4.17 / 0.86 ) say : 5 bucketsQuantity of in-situ soil per load ( 5 x 0.86 ) say : 4.30 cumIdeal cycle time for loading 5 buckets ( 5 x 25 / 60 ) say : 2.08 minThe ideal cycle time for shovel requires spotting of a tipper within 2.08 minutes near the shovel.However, in practice, the space available on either side of the shovel may not permit freemovement of the tippers quickly. Some times one loaded tipper has to move after loading toposition next tipper for loading. Assuming one extra cycle for shovel the corrected cycle timefor the shovel will be 2.50 minutes.Round trip cycle time for tipper:Cycle time of shovel for digging & loading : 2.50 min

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Time for 1km haulage under load ( 60 / 20 ) : 3.00 minTime for turning and un-loading : 2.00 minTime for 1 km return trip ( 60 / 25 ) : 2.40 minTime for turning and spotting : 0.50 min

Total : 10.40 minNo.of tippers to match corrected cycle time of shovel ( 10.4 / 2.5 ) say : 4 NosOutput of tipper / hr with 50 min working / hr ( 50 x 4.30 / 10.40 ) say : 20.70 cum Output for 4 tippers per day ( 4 x 20.70 x 8 ) say : 662 cumThe in-situ dry density of soil in borrow area will be generally less than dry density of compactedembankment. Therefore, the rolled embankment quantity will be slightly less than the borrowarea in-situ quantity. The extent of shrinkage in quantity depends on the degree of compaction.For 95 % density control of embankment a shrinkage factor of 5 % may be assumed.Quantity of embankment considering 5 %shrinkage ( 662 x 0.95 ) say : 630 cumQty of soil for computing royalty charges @ 1.6 t / cum ( 630x1.6 ) : 1008 tonnesConsider 630 cum rolled casing embankment for rate analysis.

2. Stripping of borrow area :Generally borrow area is stripped once in a week for 6 days requirement of soil.Area to be stripped assuming 2.0 m depth of cut ( 662 x 6 / 2.0 ) : 1986 sqmDepth of stripping : 0.25 mQty of stripping considering 5 % extra area ( 1986 x 1.05 x 0.25 ) : 521 cumOutput of dozer per hr with 50 min / hr working for stripping : 100 cumTime required for stripping 521 cum ( 521 / 100 ) : 5.2 hoursConsider 6 hours including time for levelling stripped siol / shifting time.For stripping borrow area for 1 day requirement of soil ( 6 / 6 ) : 1.00 hoursDeploy dozer for 1.0 hours for stripping borrow area for 630 cum embankment work.



5. Watering;Generally soil in borrow area will be in moist condition. In the beginning of the season nowatering may be necessary and in summer months about 8 to 10 percent watering may beneeded to maintain soil moisture within OMC plus or minus 3 percent limit. Assuming seasonalaverage of 4 to 5 percent watering by weight, daily requirement of water for 630 cum ofembankment will be about 6 tanker loads of 8000 ltrs each.Deploy 8000 ltr capacity water tanker for 6 hours daily for watering before rolling.Deploy 5 hp pump for 3 hours.

6. Compaction:Soil collected for embankment layer gets compacted to some extent during levelling.Generally 8 to 10 passes of vibratory pad foot roller may be necessary to achieve densitycontrol of over 95 percent. Effective length of roller drum : 1.90 m Speed of roller per hour : 4.0 km Thickness of layer : 0.3 mAverage number of roller passes to achieve specified density control : 9 Nos

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Output of roller / hr with 50 min / hr working and 75 % effenciancy( 1.9 x 4000 x 0.3 x 0.75 / 9 ) x 50 / 60 say : 160 cum

Time for rolling 795 cum soil in embankment layer ( 795 / 160 ) say : 5.00 hoursDeploy vibratory padfoot roller for 5.0 hours for compacting soil for 630 cum embankment work.



in `:1 NIL 0.00 0.00 0.00

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Fuel / Energy charges Hour 4.20 603.00 2532.602 Shovel 0.85 cum Hour 8.00 1285.00 10280.00

Fuel / Energy charges Hour 8.00 862.00 6896.003 Tipper 5 cum Hour 32.00 300.00 9600.00








in `:1 Crew for Dozer Hour 4.20 111.00 466.202 Crew for Shovel Hour 8.00 111.00 888.003 Crew for Tipper Hour 32.00 82.00 2624.00

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4 Crew for Pump Hour 3.00 39.00 117.005 Crew for Water tanker Hour 6.00 82.00 492.006 Crew for Roller Hour 5.00 131.00 655.007 Maistry Day 2.00 208.50 417.008 Heavy mazdoor Day 2.00 206.00 412.009 Light mazdoor Day 2.00 204.50 409.00







ITEM: Providing casing embankment using semi-pervious soil available from excavation in layers of 250 to 300 mm (before compaction) including cost of all materials, machinery, labour,all other operations such as collection of soil, spreading soil in layer of specified thickness, sorting out, breaking clods, levelling, sectioning edges / sides, watering, compacting to densitycontrol of not less than 95 percent using power roller etc., complete with lead upto 1 kmand all lifts.

DATA:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 0.98 cumCapacity of tipper : 5.00 cumLead for conveyance of soil : Upto 1 kmSpeed for loaded tipper under haul road condition : 20 km / hrSpeed for empty tipper under haul road condition : 25 km / hrTurning and unloading time : 2.00 minDigging soil in dump area will be relatively faster compared to digging in borrow area in view ofloose condition of soil. However, the loading cycle time remains same whether the soil is fromborrow area or from dump area. Therefore, for use of dump area soil for embankment a combineddigging and loading cycle time at 65 percent of borrow area may be considered.Shovel digging and loading cycle per bucket for soil in borrow area : 25 secShovel digging and loading cycle/ bucket in dump area ( 25 x 0.65 ) : 16 sec

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1. Quantity of embankment :In-situ quantity / bucket for 10 % bulkage of soil ( 1 / 1.10 ) : 0.90 cumIn-situ quantity / load for 10 % bulkage of soil ( 5.00 / 1.10 ) : 4.50 cumNumber of buckets per load ( 4.50 / 0.90 ) say : 5 bucketsQuantity of in-situ ( dumped )soil per load ( 5 x 0.90 ) say : 4.50 cumIdeal cycle time for loading 5 buckets ( 5 x 16 / 60 ) say : 1.33 minThe ideal cycle time for shovel requires spotting of tipper within 1.33 minutes near the shovel.However, in practice, the space available on either side of the shovel may not permit freemovement of the tippers quickly. Some times one loaded tipper has to move after loading toposition next tipper for loading. Assuming one extra cycle for shovel the corrected cycle timefor the shovel will be 1.60 minutes.Round trip cycle time for tipper:Cycle time of shovel for digging & loading : 1.60 minutesTime for 1km haulage under load ( 60 / 20 ) : 3.00 minutesTime for turning and un-loading : 2.00 minutesTime for 1 km return trip ( 60 / 25 ) : 2.40 minutesTime for turning and spotting : 0.50 minutes

Total : 9.50 minutesNo.of tippers to match corrected cycle time of shovel ( 9.50 / 1.60 ) say : 6 NosOutput of tipper / hr with 50 min working / hr ( 50 x 4.50 / 9.50 ) say : 23.70 cum Output for 6 tippers per day ( 6 x 23.70 x 8 ) say : 1137 cumThe output worked out above is the insitu quantity in dump area with 10 % bulkage factor.The in-situ dry density of soil in borrow area will be generally less than dry density of compactedembankment. Therefore, the rolled embankment quantity will be slightly less than the borrowarea in-situ quantity. The extent of shrinkage in quantity depends on the degree of compactionof embankment. For 95 % density control of embankment a shrinkage factor of 5 % is assumedfor use of borrow area soil.Further, as the insitu density of soil in dump area will be less compared to natural ground dueto bulkage of soil in dump area, for applying the shrinkage foctor the insitu dump area quantitymay be converted to equivalent insitu borrow area quantity by applying the bulkage factor.Equivalent borrow area quantity for 10% bulkage ( 1137 / 1.1 ) : 1034 cumQty of compacted embankment for 5 % shrinkage ( 1034 x 0.95 ) : 982 cumQty of soil for computing royalty charges @ 1.6 t /cum ( 982 x 1.6 ) : 1571 tonnesConsider 982 cum rolled casing embankment for rate analysis.

2. Stripping of borrow area :As the soil is from dump area no stripping of top soil involved.



5. Watering;Generally soil in borrow area will be in moist condition. In the beginning of the season nowatering may be necessary and in summer months about 8 to 10 percent watering may beneeded to maintain soil moisture within OMC plus or minus 3 percent limit. Assuming seasonalaverage of 4 to 5 percent watering by weight, daily requirement of water for 982 cum ofembankment will be about 9 tanker loads of 8000 ltrs each.

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Deploy 8000 ltr capacity water tanker for 9 hours daily for watering before rolling.Deploy 5 hp pump for 4.5 hours.

6. Compaction:Soil collected for embankment layer gets compacted to some extent during levelling.Generally 8 to 10 passes of vibratory pad foot roller may be necessary to achieve densitycontrol of over 95 percent. Effective length of roller drum : 1.90 m Speed of roller per hour : 4.0 km Thickness of layer : 0.3 mAverage number of roller passes to achieve specified density control : 9 NosOutput of roller / hr with 50 min / hr working and 75 % effenciancy


7. Sorting out / sectioning / labour for testing etc :Deploy 2 heavy and 2 light mazdoors. Deploy 1 maistry at embankment area.


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ITEM: Providing homogeneous embankment using homogeneous soil from approved borrow area in layers of 250 to 300 mm (before compaction) including cost of all materials, machinery, labour, all other operations such as collection of soil, spreading soil in layer of specified thickness, sorting out, breaking clods, levelling, sectioning edges / sides, watering, compacting to density control of not less than 95 percent using power roller etc., complete with lead upto 1 km and all lifts.

DATA:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 0.98 cum

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Capacity of tipper : 5.00 cumLead for conveyance of soil : Upto 1 kmSpeed for loaded tipper under haul road condition : 20 km / hrSpeed for empty tipper under haul road condition : 25 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 22 sec

1. Quantity of embankment :In-situ quantity per bucket for 15 % bulkage of soil ( 1 / 1.15 ) : 0.86 cumIn-situ quantity per load for 20 % bulkage of soil ( 5.00 / 1.2 ) : 4.17 cumNumber of buckets per load ( 4.17 / 0.86 ) say : 5 bucketsQuantity of in-situ soil per load ( 5 x 0.86 ) say : 4.30 cumIdeal cycle time for loading 5 buckets ( 5 x 22 / 60 ) say : 1.83 minThe ideal cycle time for shovel requires spotting of tipper within 1.83 minutes near the shovel.However, in practice, the space available on either side of the shovel may not permit freemovement of the tippers quickly. Some times one loaded tipper has to move after loading toposition next tipper for loading. Assuming one extra cycle for shovel the corrected cycle timefor the shovel will be 2.20 minutes.Round trip cycle time for tipper:Cycle time of shovel for digging & loading : 2.20 minutesTime for 1km haulage under load ( 60 / 20 ) : 3.00 minutesTime for turning and un-loading : 2.00 minutesTime for 1 km return trip ( 60 / 25 ) : 2.40 minutesTime for turning and spotting : 0.50 minutes

Total : 10.10 minutesNo. of tippers to match corrected cycle time of shovel ( 10.10 / 2 ) say : 5 NosOutput of tipper / hr with 50 min working / hr ( 50 x 4.30 / 10.10 ) say : 21.30 cum Output for 5 tippers per day ( 5 x 21.30 x 8 ) say : 852 cumThe in-situ dry density of soil in borrow area will be generally less than dry density of compactedembankment. Therefore, the rolled embankment quantity will be slightly less than the borrowarea in-situ quantity. The extent of shrinkage in quantity depends on the degree of compaction.For 95 % density control of embankment a shrinkage factor of 5 % may be assumed.Quantity of embankment considering 5 %shrinkage ( 852 x 0.95 ) say : 810 cumQty of soil for computing royalty charges @ 1.6 t / cum ( 810x1.6 ) : 1296 tonnesConsider 810 cum rolled homogeneous embankment for rate analysis.

2. Stripping of borrow area :Generally borrow area is stripped once in a week for 6 days requirement of soil.Area to be stripped assuming 2.0 m depth of cut ( 852 x 6 / 2.0 ) : 2556 sqmDepth of stripping : 0.25 mQty of stripping considering 5 % extra area ( 2556 x 1.05 x 0.25 ) : 671 cumOutput of dozer per hr with 50 min / hr working for stripping : 100 cumTime required for stripping 671 cum ( 671 / 100 ) : 6.70 hoursConsider 8 hours including time for levelling stripped soil / shifting time.For stripping borrow area for 1 day requirement of soil ( 8 / 6 ) : 1.30 hoursDeploy dozer for 1.3 hours for stripping borrow area for 810 cum embankment work.


4. Spreading soil in 250 to 300 mm layer:Quantity of loose soil to be spread ( 852 x 1.20 ) : 1022 cum

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Output of dozer for levelling per hour : 250 cum Time required for levelling 1022 cum ( 1022 / 250 ) say : 4.10 hoursDeploy dozer for 4.1 hours for spreading and levelling soil for 810 cum embankment work.

5. Watering;Generally soil in borrow area will be in moist condition. In the beginning of the season nowatering may be necessary and in summer months about 8 to 10 percent watering may beneeded to maintain the soil moisture within OMC plus or minus 3 percent limit. Assumingseasonal average of 4 to 5 percent watering by weight, daily requirement of water for 810 cumof embankment will be about 7 tanker loads of 8000 ltrs each.Deploy 8000 ltr capacity water tanker for 7 hours daily for watering before rolling.Deploy 5 hp pump for 3.5 hours.

6. Compaction:Soil collected for embankment layer gets compacted to some extent during levelling.Generally 8 to 10 passes of vibratory pad foot roller may be necessary to achieve densitycontrol of over 95 percent. Effective length of roller drum : 1.90 m Speed of roller per hour : 4.0 km Thickness of layer : 0.3 mAverage number of roller passes to achieve specified density control : 9 NosOutput of roller / hr with 50 min /hr working and 75 % effenciancy




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4 Pump 5 hp ( ele ) Hour 3.50 3.00 10.50Fuel / Energy charges Hour 3.50 31.00 108.50

5 Water tanker 8000 ltr Hour 7.00 297.00 2079.00Fuel / Energy charges Hour 7.00 296.00 2072.00

6 Vibratory pad foot roller 8 tonne Hour 6.40 1210.00 7744.00Fuel / Energy charges Hour 6.40 1019.00 6521.60












ITEM: Providing impervious embankment adjacent to masonry / concrete structures and filling

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trial pits using impervious soil from approved borrow area in layers of 100 to 150 mm ( beforecompaction ) including cost of all materials, machinery, labour,all other operations such as collection of soil, picking previous layer, spreading soil in layer of specified thickness, sorting out, breaking clods, levelling, sectioning edges / sides, watering, compacting to densitycontrol of not less than 95 percent using pnuematic tampers / vibrating earth rammers etc.,complete with lead upto 1 km and all lifts.

DATA:For woks like back filling trial pits in embankment area and around key blocks where it may notbe possible to use dozer and roller for spreading and compaction of soil. Similarly, dozer androller are, generally, not permitted for spreading and rolling soil adjacent to masonry / concretestructures to avoid possible damage to structures. In such locations, spreading soil by manuallabour and compaction by pnuematic tamper or vibrating plate compactor is adopted.For purpose of rate analysis manual spreading and compaction by vibrating plate compactor isconsidered.Thickness of loose layer : 15 cmSpecified density control of compacted fill : 95 percentRated output of vibrating plate compactor per hour : 100 -110 sqmConsider average rated output of 105 sqm / hour for analysis.Practical output of vibrating plate compactor per day with 50 min / hour working and 70 percentjob / management efficiency ( 105 x 8 x 0.70 x 50 / 60 ) : 490 sqmApproximate thickness of layer after compaction : 12 cmQuantity of compacted fill per day ( 490 x 0.12 ) : 59.00 cumQty of soil for computing royalty charges @ 1.6 t / cum ( 59 x1.6 ) : 94 tonnesConsider 50 cum compacted fill for rate analysis.In-situ dry density of soil in borrow area will be generally less than dry density of embankment compacted to more than 95 percent density control. Considering shrinkage factor of 5 percentand bulkage of 20 percent the quantity of loose soil for conveyance will be :Insitu quantity of soil in borrow area ( 59 / 0.95 ) say : 62.10 cumQuantity of loose soil for spreading ( 62.1 x 1.20 ) : 74.50 cumRequirement of machinery based on data in item-41:Dozer for stripping borrow area ( 59 x 1.30 / 825 ) say : 0.10 hourShovel for digging & loading ( 59 x 8 / 825 ) say : 0.60 hourTippers for conveyance of soil ( 59 x 40 / 825 ) say : 3.00 hoursWater tanker for watering ( 59 x 8 / 825 ) say : 0.60 hourPump 5 hp for pumping water ( 59 x 4 / 825 ) say : 0.30 hourDeploy diesel engine operated vibrating plate compactor : 8.00 hoursRequirement of labour for spreading 74.5 cum soil in about 150 mm thick loose layers:Heavy mazdoor for spreading soil in 150 mm layers. : 4 NosLight mazdoor for watering and other miscellaneous works : 1 No.Maistry : 0.5 No.


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Add for Contractor's Profit @ 10% `: 0.00Add for Contractor's Overheads @ 5% `: 0.00Add royalty charges for 94 t soil @ `: 10.00 / tonne `: 940.00








Fuel / Energy charges Hour 0.60 296.00 177.606 Vibrating plate compactor Hour 8.00 58.00 464.00





in `:1 Crew for Dozer Hour 0.10 111.00 11.102 Crew for Shovel Hour 0.60 111.00 66.603 Crew for Tipper Hour 3.00 82.00 246.004 Crew for Pump Hour 0.30 39.00 11.705 Crew for Water tanker Hour 0.60 82.00 49.206 Crew for Compactor Hour 8.00 130.00 1040.007 Maistry Day 0.50 208.50 104.258 Heavy mazdoor Day 4.00 206.00 824.009 Light mazdoor Day 1.00 204.50 204.50



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ITEM: Providing and constructing rockfill embankment using 300 mm down graded stones and quarry spalls from approved source including cost of all materials, machinery, labour, spreadingstones and spalls in layers, hand packing, wedging, finishing the surface to required slopesas per approved drawings etc., complete with lead upto 1 km and all lifts.

DATA:Capacity of shovel bucket : 0.85 cumCapacity of shovel bucket under heaped condition : 1.00 cumCapacity of dumper : 5.00 cuminitial lead considered for analysis : 1.00 kmSpeed for loaded tipper under haul road condition : 15 km / hrSpeed for empty tipper under haul road condition : 20 km / hrTurning and unloading time : 2.00 minShovel digging and loading cycle per bucket : 50 secNumber of buckets per load ( 5.00 / 1.00 ) say : 5 bucketsIdeal cycle time for loading 5 buckets ( 5 x 50 / 60 ) : 4.17 minThe ideal cycle time for shovel requires spotting of a dumper within 4.17 minutes near theshovel. However, in practice the space available at quarry may not permit positioning of tipper for loading on either side of shovel. Generally one tipper has to move after loading to positionthe next tipper for loading. Assuming one extra cycle for shovel, the corrected cycle timefor the shovel will be : ( 4.17 + 50 / 60 ) : 5.00 minRound trip cycle time for tipper:Ideal cycle time of shovel for digging & loading : 5.00 minTime for 1km haulage under load ( 60 / 15 ) : 4.00 minTime for turning and un-loading( considering slow movement on rockfill ) : 2.50 minTime for 1 km return trip ( 60 / 20 ) : 3.00 minTime for turning and spotting : 0.50 min

Total : 15.00 minNo.of tippers to match corrected cycle time of shovel ( 15.0 / 5 ) : 3 NosOutput of tipper / hr with 50 min working / hr ( 50 x 5.00 / 15.00 ) : 16.67 cum Output for 3 tippers per day ( 3 x 16.67 x 8 ) say : 400 cumThe bulkage of graded rockfill material for conveyance is assumed at about 40 to 45 percent.Considering av. 42.5 % bulkage, insitu qty will be ( 400 / 1.425 ) say : 281 cumConsider 2 % wastage of rock in handling.Insitu quantity of rock available for rock fill layer ( 281 x 0.98 ) say : 276 cumAssume 30 % voids in graded dozer levelled and hand packed rockfill.Quantity of rockfill in layer ( 276 / 0.70 ) say : 394 cumQuantity of rock for royalty charges @ 1.85 t / cum ( 394 x 1.85 ) : 729 tonnesConsider 394 cum rock fill embankment for rate analysis.

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1. Removal of overburden :Consider average 1 m depth of overburden material consisting of soil and soft rockConsider 9 m depth of cut on hard rock in benches of 2.25 m.Area of overburden for 281 cum insitu rock ( 281 / 9 ) say : 32 sqmQuantity of overburden soil / soft rock for 32 sqm ( 32 x 1 ) : 32 cumConsider removal of overburden by manual labour.Consider output of 1 heavy and 1 light mazdoor @ 4 cum / day.

2. Drilling and Blasting :As the density of rockfill is dependant on gradation the drilling and blasting operations at quarryshall be planned properly to produce graded material. For 300 mm down size rockfill consider 32 mm dia jack hammer drilling.For good fragmentation consider burden at 25 times dia of hole say : 0.80 mConsider spacing at 1.25 times burden : 1.00 mGrid spacing of holes in m : 0.80 x 1.00 mDepth of hole ( generally not less than twice the burden ) : 2.40 m Effective depth of hole ( 2.40 - 0.15 ) : 2.25 mArea of excavation for 281 cum ( 281 / 2.25 ) : 125.00 sqmNos. of holes for 125 sqm area 125 / ( 0.80 x 1.00 ) : 156 Nos.Depth of drilling for 156 holes ( 156 x 2.40 ) : 375 mAdd for secondary drilling @ 5 % holes of 0.6 m depth say : 5 mTota depth of drilling including holes for secondary blast ( 375 + 5 ) : 380 m No. of secondary blast holes : 8 NosRated rate of drilling in hard rock by jack hammer : 8.00 m / hour Rate of drilling in hard rock with 50 min / hr working ( 8 x 50 / 60 ) : 6.7 m / hourConsider 6 jack hammers for drilling holes.Time required for drilling with 6 jack hammers ( 380 / 6 / 6.7 ) say : 9.50 hoursQuantity of explosive small dia considering good fragmentation : 0.40 kg / cumQuantity of explosive small dia for secondary blasting of large fragments : 0.20 kg / cumElectric detonators for main blast : 1 / holeOrdinary detonators for secondary blasting : 1 / holeDetonating fuse coil : 200 Rm

3. Spreading and packing :Rockfill material collected can be levelled manually or by using dozer or by both.For the purpose of rate analysis a combination of dozer and manual labour is assumed.Output of dozer / hour for spreading & levelling : 200 cumTime for spreading & levelling by dozer @ 150 cum/ hr ( 400 / 150 ) say : 3 hours

4. Surface finishing :Assume average 5 sqm surface finishing for 100 cum of rockfill. Area of surface finishing ( 394 x 5 / 100 ) say : 20 sqm

5. Requirement of materials:Jack hammer drill rods for drilling : 380 m drillingAir hose for supplying air to 6 jack hammers ( 9.5 x 6 ) : 57 hoursSmall dia.Explosive at 0.40 kg / cum for 281 cum ( 281 x 0.40 ) : 112.00 kgExplosive at 0.20 kg / cum for secondary blast ( 281x0.05x0.2 ) : 3.00 kgTotal quantity of explosive for 394 cum rockfill : 115 kgEle.detonators at 1 per hole for 156 main blast holes ( 156 x 1 ) : 156 Nos.

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Ord.detonators @ 1 per hole for 8 secondary holes ( 8 x 1 ) : 8 Nos.Detonating fuse coil : 200 Rm

6. Requirement of machinery :Deploy 3 air compressors 8.5 cmm capacity for 9.5 hours for drilling.Deploy 6 jack hammers for 9.5 hours for drilling.Deploy 0.85 cum capacity shovel for 8 hours for digging and loading 400 cum.Deploy 3 tippers of 5 cum capacity for conveying 400 cum rockfill material.Deploy 1 dozer for 3 hours for spreading and levelling collected rockfill material.

7. Requirement of workforce ( other than machinery crew ) :Removal of overburden :Heavy mazdoor : 8 Nos.Light mazdoor : 8 Nos.Drilling and blasting :Blaster ( licensed ) : 1 No.Helper ( blasting ) : 1 No.For packing voids in dozed layer and hand packing at edges.Heavy mazdoor : 4 Nos.Light mazdoor : 4 Nos.For surface finishing 20 sqm.Mason Class-II : 2 Nos.Heavy mazdoor : 2 Nos.Maistry ( 1 at quarry and 1 at site ). : 2 Nos.

8. Use rate of materials :Cost of drill rod 2.5 m long @ `: 7020.00 / Each `: 7020.00Life of drill rod for drilling in hard rock with reconditioning : 150 mUse rate of drill rod per Rm drilling ( cost / life ) `: 46.80Cost of air hose 50 m long @ `: 193.00 / Rm `: 9650.00Life of 25 mm dia air hose : 800 hoursUse rate of air hose per hr ( cost / life ) `: 12.06



Reconditioning charges @ 10 % 1778.402 Use rate of 25 mm dia air hose 6 Nos. Hour 57.00 12.06 687.563 Explosive small dia kg 115.00 60.00 6900.004 Electric detonators Nos 156.00 12.00 1872.005 Detonator ordinary Nos 8.00 7.00 56.006 Fuse coil Rm 200.00 9.00 1800.007 Sundries ( waste tyres etc ) LS 10.00 40.00 400.00

Total `: 31277.96Add for small Tools and Plants @ 1% `: 312.78Add for Contractor's Profit @ 10% `: 3127.80Add for Contractor's Overheads @ 5% `: 1563.90Add royalty charges for 729 t rock @ `: 30.00 / tonne `: 21870.00


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in `:1 Air compressor 8.5 cmm ( diesel ) 3 Nos Hour 28.50 216.00 6156.00

Fuel / Energy charges Hour 28.50 882.00 25137.002 Jack hammer 6 Nos Hour 57.00 15.00 855.00

Fuel / Energy charges Hour 57.00 7.00 399.003 Angle dozer 90 hp Hour 3.00 1236.00 3708.00







in `:1 Crew for Air compressor Hour 28.50 104.00 2964.002 Crew for Jack hammer Hour 57.00 162.00 9234.003 Crew for Shovel Hour 8.00 111.00 888.004 Crew for Tipper Hour 24.00 82.00 1968.005 Crew for Dozer Hour 3.00 111.00 333.006 Blaster licensed Day 1.00 210.50 210.507 Helper blaster Day 1.00 207.00 207.008 Maistry Day 2.00 208.50 417.009 Mason Class-II Day 2.00 211.50 423.00

10 Heavy mazdoor Day 14.00 206.00 2884.0011 Light mazdoor Day 12.00 204.50 2454.00






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ITEM: Providing and constructing dry rubble rock-toe using rubble and stone chips from approved source including cost of all materials, machinery, labour, hand packing rubble and stone chips, finishing top and sides to required slopes as per approvved drawings etc., complete with lead upto 1 kmand all lifts.

DATA:Top width : 1.50 mSide slope upstream side : 1 (V) : 1 (H)Side slope down stream side : 1 (V) : 2 (H)Height : 3.00 m

Embankment 1.5m 11 2 1 1

Rock-toe 3 m

Cross sectional area ( 1.50 + 10.50 ) x 3 / 2 : 18.00 sqmConsider 100 cum rock toe:

1. Requirement of materials :Requirement of materials for 100 cum based on data for 400 cum in item - 47:Jack hammer drill rod 2.5 m length ( 387 x 100 / 400 ) : 97 RmExplosive small dia ( Kelvex-220 ) ( 118 x 100 / 400 ) : 30 kg.Electric detonator ( 159 x 100 / 400 ) : 40 NosDetonator ordinary ( 8 x 100 / 400 ) : 2 Nos.detonating fuse coil ( 200 x 100 / 400 ) : 50 RmQuantity of rock for royalty charges @ 1.85 t / cum ( 100 x 1.85 ) : 185 tonnes

2. Requirement of machinery :Requirement of machinery for 100 cum based on data for 400 cum in item -47:Air compressor 8.5 cmm ( 30 x 100 / 400 ) : 7.5 hoursJack hammer ( 60 x 100 / 400 ) : 15 hoursShovel 0.85 cum ( 8 x 100 / 400 ) : 2 hoursTipper 5 cum ( 24 x 100 / 400 ) : 6 hoursSurface finishing required ( 12.40 x 100 / 18 ) : 69 sqm

3. Requirement of workforce ( other than machinery crew ) :Blaster ( licinsed ) : 0.5 No.Helper ( blasting : 1 No.Rock-toe material can be spread partly by dumping the material directly at spot and partly byconveying manually. Assuming 50 % manual conveying.For conveying, spreading and packing :Heavy mazdoor for rubble : 10 Nos.Light mazdoor for chips : 2 Nos.For packing and surface finishing.Mason Class-II : 7 Nos.Heavy mazdoor : 7 Nos.Maistry : 1 No.

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4. Use rate of materials :Cost of drill rod 2.5 m long @ `: 7020.00 / Each `: 7020.00Life of drill rod for drilling in hard rock with reconditioning : 150 mUse rate of drill rod per Rm drilling ( cost / life ) `: 46.80Cost of air hose 50 m long @ `: 193.00 / Rm `: 9650.00Life of 25 mm dia air hose : 800 hoursUse rate of air hose per hr ( cost / life ) `: 12.06



Reconditionong charges @ 10 % 453.962 Use rate of 25 mm dia air hose Hour 15.00 12.06 180.943 Explosive small dia kg 30.00 60.00 1800.004 Electric detonator Nos 40.00 12.00 480.005 Detonator ordinary Nos 2.00 7.00 14.006 Fuse coil Rm 50.00 9.00 450.007 Sundries LS 2.00 40.00 80.00

Total `: 7998.50Add for small Tools and Plants @ 1% `: 79.98Add for Contractor's Profit @ 10% `: 799.85Add for Contractor's Overheads @ 5% `: 399.92Add royalty charges for 185 t rock @ `: 30.00 / tonne `: 5550.00



in `:1 Air compressor 8.5 cmm ( diesel ) Hour 7.50 216.00 1620.00

Fuel / Energy charges Hour 7.50 882.00 6615.002 Jack hammer Hour 15.00 15.00 225.00






C. LABOUR : Sl No Unit Amount

in `:1 Crew for Air compressor Hour 7.50 104.00 780.002 Crew for Jack hammer Hour 15.00 162.00 2430.00

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3 Crew for Shovel Hour 2.00 111.00 222.004 Crew for Tipper Hour 6.00 82.00 492.005 Blaster licensed Day 0.50 210.50 105.256 Helper blaster Day 1.00 207.00 207.007 Maistry Day 1.00 208.50 208.508 Mason Class-II Day 7.00 211.50 1480.509 Heavy mazdoor Day 17.00 206.00 3502.00








ITEM: Providing and constructing dry rubble rock-toe using rubble and stone chips from dump yard including cost of all materials, machinery, labour, hand packing rubble and stone chips,finishing top and sides to required slopes as per approved drawings etc., complete with lead upto 1 km and all lifts.

Note: Useful rubble and stone chips will be issued at dump yard at the issue rate for usefull rubble /stone chips. Sorting out and breaking charges are included in rate analysis.

DATA:Top width : 1.50 mSide slope upstream side : 1 (V) : 1 (H)Side slope down stream side : 1 (V) : 2 (H)Height : 3.00 mCross sectional area (1.50 + 10.50 ) x 3 / 2 : 18.00 sqmConsider 100 cum rock toe:Length of rock-toe for 100 cum ( 100 / 18 ) : 5.55 mArea of surface finishing for top & sides : 69 sqm

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1. Requirement of materials:Quantity of rubble : 100 cumQuantity of stone chips for packing @ 15 % ( 100 x 0.15 ) : 15 cum

2. Requirement of machinery :For 100 cum rock-toe same as in Item : 48.0.85 cum shovel 1 No. : 2 hours5.00 cum tippers 3 Nos : 6 hours

3. Requirement of workforce ( other than machinery crew ) :For sorting out & breaking useful rubble and chips:For sorting out and breaking over size stones in dump yard :Stone breaker : 2 Nos.Heavy mazdoor : 2 Nos.Rock-toe material can be spread partly by dumping the material directly at spot and partly byconveying manually. Assuming 50 % manual rehandling.For rehandling and spreading rubble at rock-toe:Heavy mazdoor : 10 Nos.Light mazdoor : 2 Nos.For packing and finishing:Heavy mazdoor : 7 Nos.Mason Class-II : 7 Nos.Maistry : 1 No.


in `:1 Useful rubble ( at dump yard ) cum 100.00 205.00 20500.002 Useful stone chips ( at dump yard ) cum 15.00 250.00 3750.00

Total `: 24250.00Add for small Tools and Plants @ 1% `: 242.50Add for Contractor's Profit @ 10% `: 2425.00Add for Contractor's Overheads @ 5% `: 1212.50Add royalty charges for stones @ ( Included in material rate) `: 0.00



in `:1 Shovel 0.85 cum Hour 2.00 1285.00 2570.00





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in `:1 Crew for Shovel Hour 2.00 111.00 222.002 Crew for Tipper Hour 6.00 82.00 492.003 Mason Class-II Day 7.00 211.50 1480.504 Maistry Day 1.00 208.50 208.505 Stone breaker Day 2.00 209.00 418.006 Heavy mazdoor Day 19.00 206.00 3914.007 Light mazdoor Day 2.00 204.50 409.00







ITEM: Providing and laying 300 mm diameter open jointed hume pipes with collars in rock-toe for drainage including cost of all materials, machinery, labour etc., complete with lead upto 1 kmand all lifts.

1. Requirement of materials :300 mm dia hume pips : 100 mNumber of collars for 100 m length : 40 NosWeight of pipe and collars @ 80 kg / m : 8.00 tonnes


3. Requirement of workforce ( other than machinery crew ) :Mason Cl-II for laying pipe @ 50 Rm / day : 2 Nos.Heavy mazdoors for assisting mason : 2 Nos.Heavy mazdoors for handling pipes and collars : 4 Nos

4. Rehandling / Initial lead for materials:Consider 1 km initial lead for materials.

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in `:1 Hume pipe 300 mm dia.with collar Rm 100.00 650.00 65000.00

0.00 0.00 0.00Total `: 65000.00




in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00




in `:1 Mason Cl- II Day 2.00 211.50 423.002 Heavy mazdoor Day 6.00 206.00 1236.00





Total `: 78510.46Add for 1 km rehandling / initial lead including loading / unloading:Hume pipes & collars 8.00 tonnes @ `: 191.30 / tonne `: 1530.40 Total cost for 100.00 Rm `: 80040.86


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ITEM: Providing and constructing 1.20 m internal diameter and average 3 m height RCC manholeconsisting of 200 mm thick bed / sides / top slab / 1 .5 m long cut-off wall all reinforced with12 mm dia bars at 300 mm c / c bothways, 600 mm dia and 75 mm thick top cover reinforcedwith 8 mm dia bars at 150 mm c / c bothways,12 mm dia rungs at specified intervals, 300 mm dia hume pipe out-let etc., in M-15 ( 28 days cube compressive strength not less than 15 N / sqmm ) grade cement concrete using 20 mm down approved clean , hard, graded aggregates including cost of all materials, machinery, labour, excavation for foundation, formwork, scaffolding, fabricating and placing reinforcement steel, batching, mixing, laying andvibrating concrete, finishing, curing etc., complete as per approved drawings with lead upto1 km and alllifts.

DATA:Consider one manhole for analysis.The work involves :a. Excavation for foundation;b. Laying bed concreting;c. Constructing RCC man-hole with top cover and cut-off wall;d. Fixing out-let pipeQuantity of materials for 1 cum of M-15 CC using 20 mm down CA :Cenemt : 290 kg Fine aggregate : 0.44 cum Coarse aggregate : 0.80 cumWastage : 1 % for cement , 2 % for CA & FA and 2.5 % for steel.

1.5 m D / S Embankment Key-wall

2 1 Manhole 1 1.2 m 1 Cover 1.6 m

Rock-toe 3.0 m

In-let pipe

Out-let2.0 m

Manhole details - Plan Manhole - Section ( reinforcement not shown )

1. Excavation for foundation :( 0.786 x 2 x 2 x 2 ) + ( 1.5 x 0.4 x 2) : 7.50 cumM-15 grade CC : for bed ( 0.786 x 2 x 2 x 0.2 ) + ( 1.7 x 0.4 x 0.2 ) : 0.765 cum for sides ( 3.142 x 1.4 x 2.8 x 0.2 ) + ( 1.5 x 2.8 x 0.2 ) : 3.303 cum for slab 0.786 x 0.2 ( 1.6 x 1.6 - 0.6 x 0.6 ) : 0.346 cum for cover 0.786 x 0.65 x 0.65 x 0.075 : 0.025 cum

Total : 4.439 cum2. Requirement of materials :

Cement : ( 4.439 x 290 x 1.01 ) : 1300 kgCoarse aggregate 20 - 10 mm ( 4.439 x 0.80 x 0.65 x 1.02 ) : 2.35 cumCoarse aggregate 20 - 10 mm ( 4.439 x 0.80 x 0.35 x 1.02 ) : 1.27 cumFine aggregate ( 4.439 x 0.44 x 1.02 ) : 2.00 cumSuper plasticiser ( 4.439 x 0.87 ) : 4.00 ltr

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Reinforcement steel : for man hole bed ( 2 x 1.9 + 4 x 1.7 + 4 x 1.5 + 4 x 0.7 ) x 0.89 : 17.27 kg for cut-off bed ( 2 x 1.7 ) x 0.89 : 03.03 kg for manhole sides ( 15 x 3.3 + 9 x 4.5 ) x 0.89 : 80.10 kg for cut-off wall ( 5 x 1.5 + 9 x 3.3 ) x 0.89 : 33.10 kg for rungs ( 8 x 1 ) x 0.89 : 07.12 kg for top slab ( 2 x 1.5 + 4 x 1.3 + 4 x 1.1 + 4 x 0.3 ) x 0.89 : 12.28 kg for cover LS : 03.00 kg

Total : 155.90 kgAdd for wastage @ 2.50% : 3.90 kg

say : 160.00 kg3. Requirement of machinery :

Except for side walls the quantity of concrete required for other components is very small.A combination of mechanical mixer for wall concreting and manual mixing for bed and top slabis assumed. Light mazdoor engaged for conveying water for concreting and curing.Deploy 300 / 200 mixer for 4 hours for mixing concrete.Deploy 40 mm needle vibrator for vibrating concrete.

4. Requirement of workforce ( other than machinery crew ) :Mason Cl- II : 1 No.Bar bender : 1 No.Maistry : 1 No.Heavy mazdoor for excavation for foundation : 2 Nos for bar bending : 1 No. for concreting : 5 NosLight mazdoor for excavation for foundation : 2 Nos. for concreting : 4 Nos for curing : 1 No.Labour charges for shuttering per sqm ( Annexure-B Item : 13 ) `: 49.94

5. Formwork / shuttering : for sides ( 3.142 x 1.6 x 3 + 3.142 x 1.2 x 2.8 ) : 25.64 sqm for cut-off wall ( 2 x 1.5 x 2.8 ) : 08.40 sqm for top slab ( 0.7857 x 1.2 x 1.2 ) : 01.13 sqm

Total ( say ) : 36 sqm6. Rehandling / Initial lead for materials:

Consider 1 km rehandling lead for cement and 1 km initial lead for other materials.7. Use rate of materials :

Use rate of normal shuttering per sqm ( Annexure-A Item : 13 ) `: 223.54

RATE ANALYSIS UNIT : 1.00 EachA. MATERIALS: Sl No Unit Amount

in `:1 Cement with 1 % wastage kg 1300.00 6.40 8320.00

Cement for incidentals @ 3 kg / cum kg 13.50 6.40 86.402 Coarse aggregate 20 to 10 mm cum 2.35 820.00 1927.00

Coarse aggregate 10 to 4.75 mm cum 1.27 1000.00 1270.003 Fine aggregate ( screened ) cum 2.00 615.00 1230.00

Contd

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4 Super plasticiser ltr 4.00 90.00 360.005 Reinforcement steel with 2.5 % wastage kg 160.00 48.00 7680.006 Binding wire kg 4.00 60.00 240.007 Hume pipe 300 mm dia Rm 1.00 650.00 650.008 Use rate of shuttering sqm 36.00 223.54 8047.549 Scaffolding @ 5 % of shuttering 402.38


Add for small Tools and Plants @ 1% `: 302.93Add for Contractor's Profit @ 10% `: 3029.33Add for Contractor's Overheads @ 5% `: 1514.67Add royalty charges on CA @ ( Included in material rate) `: 0.00Add royalty charges on Sand @ ( Included in material rate) `: 0.00



in `:1 Concrete mixer 300 / 200 ( ele ) Hour 4.00 41.00 164.00






in `:1 Mason Cl- II Day 1.00 224.00 224.002 Bar bender Day 1.00 224.00 224.003 Maistry Day 1.00 208.50 208.504 Heavy mazdoor

for excavation for foundation Day 2.00 206.00 412.00 for bar bending Day 1.00 206.00 206.00 for concreting Day 5.00 206.00 1030.00

5 Light mazdoor for excavation for foundation Day 2.00 204.50 409.00 for concreting Day 5.00 204.50 1022.50 for curing Day 1.00 204.50 204.50

6 Labour for shuttering sqm 36.00 49.94 1797.66Total `: 5738.16

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Total `: 43842.77Add for 1 km rehandling / initial lead including loading / unloading:Cement 1313.5 kg @ `: 191.30 / tonne `: 251.27Coarse aggregates 3.62 cum @ `: 178.95 / cum `: 647.80Fine aggregate 2.00 cum @ `: 122.40 / cum `: 244.80Inlet / outlet pipes 80 kg @ `: 191.30 / tonne 15.30Reinforcement steel 160 kg @ `: 191.30 / tonne `: 30.61 Total cost for 1.00 Each `: 45032.56



ITEM: Providing and constructing longitudinal / cross graded filter drains using sand, 80mm to20 mm and 20 mm down clean, hard graded aggregates from approved source satisfying specified filter creteria in layers of specified thickness including cost of all materials,machinery, labour, laying to required slopes, compaction etc., complete as per specificationsand approved drawings with lead upto 50 m and all lifts.

DATA: Bottom width : 1.00 mSide slopes : : 1( V ):0.5(H)Depth : 1.30 mTop width : 2.30 mCross sectional area ( 1.00 + 2.30 ) x 1.30 / 2 : 2.145 sqm Compacted embankment

200 mm thick Sand 1.30 m 0.5 80 mm down filter 1 200 mm thick 20 mm down filter

1.00 m

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Thickness of sand layer : 200 mmThickness of 20 mm down CA layer : 200 mmConsider 100 cum filter drain:Length of drain for 100 cum ( 100 / 2.145 ) : 46 62 m

1. Requirement of materials :Quantity of 80-20 mm filter aggregate.

( 0.60 + 1.10 ) x 0.50 x 46.62 x 1.02 / 2 : 20 20 cum80-20 mm filter shall contain 90 % 80-40 mm & 10 % 40-20 mmQuantity of 20 mm down filter aggregate.

( 0.80 + 1.70 ) x 0.90 x 46.62 x 1.02 / 2 - 20.20 : 33.30 cum20 mm down filter shall contain 75 % 20-10 mm & 25 % 10 mm downQuantity of filter sand ( 2.145x 46.62x 1.02 - 53.5 ) : 48.50 cum


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying sand ( 1 heavy & 1 light 6 cum / day ).Heavy mazdoor : 8 Nos.Light mazdoor : 8 Nos.For conveying & laying 20 mm down CA ( 12 heavy & 1 light 5 cum / day ).Heavy mazdoor : 7 Nos.Light mazdoor : 7 Nos.For conveying & laying 80-20 mm CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 4 Nos.Light mazdoor : 4 Nos.Maistry : 1 No.


in `:1 Sand ( unscreened ) cum 48.50 510.00 24735.002 Coarse aggregate 80-40 mm cum 18.20 455.00 8281.003 Coarse aggregate 40-20 mm cum 2.00 635.00 1270.004 Coarse aggregate 20-10 mm cum 25.00 820.00 20500.005 Coarse aggregate 10 mm down cum 8.30 1000.00 8300.00

Total `: 63086.00Add for small Tools and Plants @ 1% `: 630.86Add for Contractor's Profit @ 10% `: 6308.60Add for Contractor's Overheads @ 5% `: 3154.30Add royalty charges on Sand @ ( Included in material rate) `: 0.00Add royalty charges CA @ ( Included in material rate) `: 0.00



in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00

Contd

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in `:1 Maistry Day 1.00 208.50 208.502 Heavy mazdoor Day 19.00 206.00 3914.003 Light mazdoor Day 19.00 204.50 3885.50







ITEM: Providing and constructing vertical / inclined graded filter media using clean, hard graded sand and coarse aggregates from approved source satisfying specified filter creteria in layersof specified thickness including cost of all materials, machinery, labour, laying to required slope compacting etc., complete as per specifications and approved drawings with lead upto 50 m and all lifts.

53.a Sand layer:

DATA:Consider 100 cum sand layer for vertical / inclined filter drain: Hearting embankment Sand layer

Casing embankment

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1. Requirement of materials : Quantity of filter sand. (100 x 1.02 ) : 102.00 cum


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying sand ( 1 heavy & 1 light 6 cum / day ).Heavy mazdoor : 17 Nos.Light mazdoor : 17 Nos.Maistry : 1 No.


in `:1 Sand ( unscreened ) cum 102.00 510.00 52020.00

0.00Total `: 52020.00

Add for small Tools and Plants @ 1% `: 520.20Add for Contractor's Profit @ 10% `: 5202.00Add for Contractor's Overheads @ 5% `: 2601.00Add royalty charges on Sand @ ( Included in material rate) `: 0.00Add royalty charges on CA @ ( Included in material rate) `: 0.00



in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00







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53.b 10 mm down coarse aggregate layer:

DATA:Consider 100 cum 10 mm down coarse aggregate layer for filter drain:

Hearting embankment 10 mm down coarse aggregate filter layer

Casing embankment

1. Requirement of materials :Quantity of 10 mm down filter aggregate. ( 100 x 1.02 ) : 102.00 cum


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying 10 mm down CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 20 Nos.Light mazdoor : 20 Nos.Maistry : 1 No.


in `:1 Coarse aggregate 10 mm down cum 102.00 1000.00 102000.00

0.00 0.00 0.00Total `: 102000.00

Add for small Tools and Plants @ 1% `: 1020.00Add for Contractor's Profit @ 10% `: 10200.00Add for Contractor's Overheads @ 5% `: 5100.00Add royalty charges on Sand @ ( Included in material rate) `: 0.00Add royalty charges on CA @ ( Included in material rate) `: 0.00


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53.c 20 mm down coarse aggregate layer:



Casing embankment

Rate

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1. Requirement of materials :Quantity of 20 mm down filter aggregate. ( 100 x 1.02 ) : 102.00 cum20 mm down filter shall contain 75 % 20-10 mm & 25 % 10 mm down


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying 20 mm down CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 20 Nos.Light mazdoor : 20 Nos.Maistry : 1 No.


in `:1 Coarse aggregate 20-10 mm ( 75 % ) cum 76.50 820.00 62730.002 Coarse aggregate 10 mm down ( 25 % ) cum 25.50 1000.00 25500.00

Total `: 88230.00Add for small Tools and Plants @ 1% `: 882.30Add for Contractor's Profit @ 10% `: 8823.00Add for Contractor's Overheads @ 5% `: 4411.50Add royalty charges on Sand @ ( Included in material rate) `: 0.00Add royalty charges on CA @ ( Included in material rate) `: 0.00



in `:1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00







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53.d 40 mm down coarse aggregate layer:



Casing embankment

1. Requirement of materials :Quantity of 40-10 mm filter aggregate. ( 100 x 1.02 ) : 102.00 cum40-10 mm filter shall contain 85 % 40-20 mm & 15 % 20-10 mm.


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying 40-10 mm CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 20 Nos.Light mazdoor : 20 Nos.Maistry : 1 No.


in `:1 Coarse aggregate 40-20 mm ( 85 % ) cum 86.70 635.00 55054.502 Coarse aggregate 20-10 mm ( 15 % ) cum 15.30 820.00 12546.00



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in `:1 NIL 0.00 0.00 0.00

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Rate per cum `: 908.54complete with lead upto 50 m `: 909.00



53.e 80 mm down coarse aggregate layer:

DATA:Consider 100 cum 80 mm down coarse aggregate layer for filter drain: Hearting embankment 80 mm down coarse aggregate filter layer

Casing embankment

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1. Requirement of materials :Quantity of 80-20 mm filter aggregate. ( 100 x 1.02 ) : 102.00 cum80-20 mm filter shall contain 90 % 80-40 mm & 10 % 40-20 mm


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying 80-20 mm CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 20 Nos.Light mazdoor : 20 Nos.Maistry : 1 No.


in `:1 Coarse aggregate 80-40 mm ( 90 % ) cum 91.80 455.00 41769.002 Coarse aggregate 40-20 mm ( 10 % ) cum 10.20 635.00 6477.00




in `:1 NIL 0.00 0.00 0.00

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ITEM: Providing and constructing graded filter media below and behind rock-toe consisting of200 mm thick sand, 250 mm thick 20 to 4.75 mm and 400 mm thick 80 to 20 mm clean, hard,graded coarse aggregates from approved source satisfying specified filter creteria including costof all materials, machinery, labour, laying to required thickness and slope, compacting etc.,complete as per specifications and approved drawings with lead upto 50 m and all lifts.

DATA:Total thickness of filter : 850 mmThickness of sand layers : 200 mm Thickness of 20 mm down CA layers : 250 mm Thickness of 80-20 mm CA filter : 400 mmConsider 100 cum filter drain:Area of filter behind rock-toe :Sand layer 20 cm thick ( 3.5 x 0.2 ) : 0.70 sqm20 mm down filter 25 cm thick ( 3.9 x 0.25 ) : 0.98 sqm80 mm down filter 40 cm thick ( 4.2 x 0.4 ) : 1.68 sqmArea of filter below rock-toe :Sand layer 20 cm thick ( 11.2 x 0.2 ) : 2.24 sqm20 mm down filter 25 cm thick ( 10.8 x 0.25 ) : 2.70 sqm80 mm down filter 40 cm thick ( 10.5 x 0.4 ) : 4.20 sqm

Total : 12.50 sqmLength of filter drain for 100 cum ( 100 / 12.50 ) : 8.00 m

200 mm Sand filter 250 mm 20 mm down filter

Embankment 1 1.5m 1 2 1

Rock-toe 3 m GL

200 mm Sand 400 mm 80 mm down filter 250 mm 20 mm down filter

164

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1. Requirement of materials :Quantity of 80-20 mm filter CA ( 1.68+4.20 ) x 8 x 1.02 ) : 48.00 cum80-20 mm filter shall contain 90 % 80-40 mm & 10 % 40-20 mmQuantity of 20 mm down filter CA ( 0.98+2.70 ) x 8 x 1.02 ) : 30.00 cum20 mm down filter shall contain 75 % 20-10 mm & 25 % 10 mm down Quantity of filter sand. ( 0.70+2.24 ) x 8 x 1.02 ) : 24.00 cum


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying sand ( 1 heavy & 1 light mazdoor : 6 cum / day ).Heavy mazdoor : 4 Nos.Light mazdoor : 4 Nos.For conveying & laying 20 mm down CA ( 1 heavy & 1 light mazdoor : 6 cum / day ).Heavy mazdoor : 5 Nos.Light mazdoor : 5 Nos.For conveying & laying 80-20 mm CA ( 1 heavy & 1 light mazdoor : 6 cum / day ).Heavy mazdoor : 8 Nos.Light mazdoor : 8 Nos.Maistry : 1 No.


in `:1 Sand ( unscreened ) cum 24.00 510.00 12240.002 Coarse aggregate 80-40 mm cum 43.20 455.00 19656.003 Coarse aggregate 40-20 mm cum 4.80 635.00 3048.004 Coarse aggregate 20-10 mm cum 22.50 820.00 18450.005 Coarse aggregate 10 mm down cum 7.50 1000.00 7500.00




in `:1 NIL 0.00 0.00 0.00

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in ` :1 Maistry Day 1.00 208.50 208.502 Heavy mazdoor Day 17.00 206.00 3502.003 Light mazdoor Day 17.00 204.50 3476.50







ITEM: Providing and laying filter media consisting of two layers of 250 gsm poly-propeline non-wovenfilter fabric and 400 mm thick 20 mm down clean, hard, graded coarse aggregate inbetween for vertical / inclined / horizontal filter blanket for embankment including cost of allmaterials, machinery, labour etc., complete with lead upto 50 m for aggregate and all leads for fabric and all lifts.

DATA:Consider 100 sqm filter blanket laying.

FRL Filter fabric 250 gsm 20 mm down aggregate 400 mm thick

MDDL

U / S embankment D / S embankment

Rock-toe O

Stripped level

1. Requirement of materials :Filter fabric with 10 % for lapping and wastage ( 2 x 100 x 1.10 ) : 220.00 sqm20 mm down aggregate with 2 % wastage ( 100 x 0.4 x 1.02 ) : 41.00 cum

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DAM ALLIED WORKS


3. Requirement of workforce ( other than machinery crew ) :1 heavy mazdoor & 1 light mazdoor for laying filter @ 6 cum / day.Maistry : 1 No.Heavy mazdoor : 7 Nos.Light mazdoor : 7 Nos.


in ` :1 PP filter fabric 250 gsm sqm 220.00 230.00 50600.002 20 - 10 mm CA @ 75 % cum 30.80 820.00 25256.00

10 mm down CA @ 25 % cum 10.20 1000.00 10200.00Total `: 86056.00

Add for small Tools and Plants @ 1% `: 860.56Add for Contractor's Profit @ 10% `: 8605.60Add for Contractor's Overheads @ 5% `: 4302.80Add Royalty charges on CA @ ( Included in material rate) `: 0.00



in ` :1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00

Add for small Tools and Plants @ 1% `: 0.00Add for Contractor's Profit on DPOL/ Energy @ 10% `: 0.00Add for Contractor's Overheads @ 5% `: 0.00






ABSTRACT:A. Cost of Materials including royalty charges `: 99824.96B. Hire charges of Machinery `: 0.00

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Add for enabling works @ 1.10% `: 1144.18 Total cost for 100.00 sqm `: 105160.66



ITEM: Providing and constructing 450 mm thick chimney filter using clean approved sand satisfyingspecified filter creteria including cost of all materials, machinery, labour, compacting etc., complete with lead upto 50 m and all lifts.

DATA:Thickness of sand filter : 450 mmConsider 100 cum chimney filter:

1. Requirement of materials :Requirement of materials with 5 % extra for compaction and wastage:Sand satisfying filter creteria ( 100 x 1.05 ) : 105.00 cum


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying sand ( 1 heavy & 1 light mazdoor 7 cum / day ).Maistry : 1 No.Heavy mazdoor : 15 Nos.Light mazdoor : 15 Nos.


in ` :1 Sand ( unscreened ) cum 105.00 510.00 53550.00

0.00 0.00 0.00Total `: 53550.00

Add for small Tools and Plants @ 1% `: 535.50Add for Contractor's Profit @ 10% `: 5355.00Add for Contractor's Overheads @ 5% `: 2677.50Add royalty charges on Sand @ ( Included in material rate) `: 0.00



in ` :1 NIL 0.00 0.00 0.00

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ITEM: Providing and constructing 900 mm thick transition cum filter media behind rockfill using sand, 80mm to 20 mm and 20 mm down clean , hard, graded aggregates from approvedsource satisfying specified filter creteria in layers of 300 mm thickness each including costof all materials, machinery, labour, laying each layer to required slope, compacting etc., complete as per specifications and approved drawings with lead upto 50 m and all lifts.

DATA:Total thickness of filter : 900 mmThickness of sand layer : 300 mm Thickness of 20 mm down CA layer : 300 mm Thickness of 80-20 mm CA layer : 300 mm

80 mm down filter layer20 mm down filter layerSand filter layer

Compacted impervious earth fillGraded rock fill

Consider 100 cum filter drain:Total thickness of filter drain : 0.90 mArea of filter drain for 100 cum 100 / 0.90 : 111.10 sqm

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RateDescription

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1. Requirement of materials :Quantity of 80-20 mm filter aggregate. ( 111.1 x 0.3 x 1.02 ) : 34.00 cum80-20 mm filter shall contain 90 % 80-40 mm & 10 % 40-20 mm.Quantity of 20 mm down filter aggregate. ( 111.1 x 0.3 x 1.02 ) : 34.00 cum20 mm down filter shall contain 75 % 20-10 mm & 25 % 10 mm down. Quantity of filter sand. ( 111.1 x 0.3 x 1.02 ) : 34.00 cum


3. Requirement of workforce ( other than machinery crew ) :For conveying & laying sand ( 1 heavy & 1 light 6 cum / day ).Heavy mazdoor : 6 Nos.Light mazdoor : 6 Nos.For conveying & laying 20 mm down CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 7 Nos.Light mazdoor : 7 Nos.For conveying & laying 80-20 mm CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 7 Nos.Light mazdoor : 7 Nos.Maistry : 1 No.


in ` :1 Sand ( unscreened ) cum 34.00 510.00 17340.002 Coarse aggregate 80-40 mm cum 30.60 455.00 13923.003 Coarse aggregate 40-20 mm cum 3.40 635.00 2159.004 Coarse aggregate 20-10 mm cum 25.50 820.00 20910.005 Coarse aggregate 10 mm down cum 8.50 1000.00 8500.00




in ` :1 NIL 0.00 0.00 0.00

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ITEM: Providing and constructing 600 mm thick hand packed rough stone revetment with 650 to750 mm long through stones at 1.50 m c / c over 450 mm thick graded filter media backingconsisting of sand, 10 mm down and 40 mm down approved clean, hard, graded aggregateslaid in layers of 150 mm thick each including cost of all materials for revetment and filter, machinery, labour, laying to required slopes, wedging with stone chips, finishing surface etc., complete with lead upto 50 m and all lifts.

DATA:Total thickness of revetment : 1.05 mThickness of sand layer : 150 mmThickness of 10 mm down CA layer : 150 mmThickness of 40 mm CA layer : 150 mmThickness of rough stone layer : 600 mmConsider 100 sqm revetment area:

1. Requirement of materials :Rough stones 300 to 450 mm long ( 100 x 0.96 x 0.6 x 1.02 ) : 58.75 cumThrough stones 650 to 750 mm long @ 1.5 m interval ( 100 / 2.25 ) : 44 NosStone chips @ 15 percent of stone ( 58.75 x 0.15 ) : 8.80 cum40 mm down filter backing ( 100 x 0.15 x 1.02 ) : 15.30 cum10 mm down filter backing ( 100 x 0.15 x 1.02 ) : 15.30 cumsand filter backing ( 100 x 0.15 x 1.02 ) : 15.30 cum


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3. Requirement of workforce ( other than machinery crew ) :For assessing labour average height between berms is considered.For conveying & laying sand ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.

For conveying & laying 10 mm down CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.

For conveying & laying 40-20 mm CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.

For conveying & laying stone / chipsMasom Class-II @ 10 sqm / day : 10 Nos.Heavy mazdoor for supplying stones @ 5 cum / day : 12 Nos.Heavy mazdoor for supplying chips @ 5 cum / day : 2 NosHeavy mazdoor for wedging chips and miscellaneous : 1 No.Maistry : 1 No.


in ` :1 Sand ( unscreened ) cum 15.30 510.00 7803.002 Coarse aggregate 10 mm down cum 15.30 1000.00 15300.003 Coarse aggregate 40-20 mm cum 15.30 635.00 9715.504 Stone chips cum 8.80 350.00 3080.005 Rough stone(rubble) 300 to 450 mm long cum 58.75 280.00 16450.006 Through stones 650 to 750 mm long Nos 44.00 25.00 1100.00

Total `: 53448.50Add for small Tools and Plants @ 1% `: 534.49Add for Contractor's Profit @ 10% `: 5344.85Add for Contractor's Overheads @ 5% `: 2672.43Add royalty charges on Sand @ ( Included in material rate) `: 0.00Add royalty charges on CA @ ( Included in material rate) `: 0.00Add royalty charges on Stone @ ( Included in material rate) `: 0.00



in ` :1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00



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in `:

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in ` :1 Maistry Day 1.00 208.50 208.502 Mason Class-II Day 10.00 211.50 2115.003 Heavy mazdoor Day 24.00 206.00 4944.004 Light mazdoor Day 9.00 204.50 1840.50







ITEM: Providing and constructing 600 mm thick hand packed rough stone revetment with 650 to750 mm long through stones at 1.50 m c / c over 600 mm thick graded filter media backingconsisting of sand, 10 mm down and 40 mm down approved clean, hard, graded aggregateslaid in layers of 200 mm thick each including cost of all materials for revetment and filter, machinery, labour, laying to required slopes, wedging with stone chips, finishing surface etc., complete with lead upto 50 m and all lifts.

DATA:Total thickness of revetment : 1.20 mThickness of sand layer : 200 mmThickness of 10 mm down CA layer : 200 mmThickness of 40 mm CA layer : 200 mmThickness of rough stone layer : 600 mmConsider 100 sqm revetment area:

1. Requirement of materials :Rough stones 300 to 450 mm long ( 100 x 0.96 x 0.6 x 1.02 ) : 58.75 cumThrough stones 650 to 750 mm long @ 1.5 m interval ( 100 / 2.25 ) : 44 NosStone chips @ 15 percent of stone ( 58.75 x 0.15 ) : 8.80 cum40 mm down filter backing ( 100 x 0.2 x 1.02 ) : 20.40 cum10 mm down filter backing ( 100 x 0.2 x 1.02 ) : 20.40 cumsand filter backing ( 100 x 0.2 x 1.02 ) : 20.40 cum


Quantity Ratein `:

173

Description

DAM ALLIED WORKS

3. Requirement of workforce ( other than machinery crew ) :For assessing labour average height between berms is considered.For conveying & laying sand ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 4 Nos.Light mazdoor : 4 Nos.

For conveying & laying 10 mm down CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 4 Nos.Light mazdoor : 4 Nos.

For conveying & laying 40-20 mm CA ( 2 heavy & 2 light 5 cum / day ).Heavy mazdoor : 4 Nos.Light mazdoor : 4 Nos.

For conveying & laying stone / chipsMasom Class-II @ 10 sqm / day : 10 Nos.Heavy mazdoor for supplying stones @ 5 cum / day : 12 Nos.Heavy mazdoor for supplying chips @ 5 cum / day : 2 NosHeavy mazdoor for wedging chips and miscellaneous : 1 No.Maistry : 1 No. RATE ANALYSIS UNIT : 100.00 sqm

A. MATERIALS: Sl No Unit Amount

in ` :1 Sand ( unscreened ) cum 20.40 510.00 10404.002 Coarse aggregate 10 mm down cum 20.40 1000.00 20400.003 Coarse aggregate 40-20 mm cum 20.40 635.00 12954.004 Stone chips cum 8.80 350.00 3080.005 Rough stone(rubble) 300 to 450 mm long cum 58.75 280.00 16450.006 Through stones 650 to 750 mm long Nos 44.00 25.00 1100.00




in ` :1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00



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ITEM: Providing and constructing 600 mm thick hand packed rough stone riprap over 450 mm thick graded filter media backing consisting of sand, 10 mm down and 40 mm down approved clean, hard, graded aggregates laid in layers of 150 mm thick each including cost of all materials for riprap and filter media, machinery, labour, laying to required slopes as per approved drawings, packing and wedging with stone chips etc., complete with lead upto 50 m and all lifts.

DATA:Total thickness of riprap : 1.05 mThickness of sand layer : 150 mmThickness of 10 mm down CA layer : 150 mmThickness of 40 mm CA layer : 150 mmThickness of rough stone layer : 600 mmConsider 100 sqm riprap area:

1. Requirement of materials :Rough stones ( 100 x 0.60 x 1.02 ) : 61.20 cumStone chips @ 15 percent of stone ( 61.2 x 0.15 ) : 9.20 cum40 mm down filter backing ( 100 x 0.15 x 1.02 ) : 15.30 cum10 mm down filter backing ( 100 x 0.15 x 1.02 ) : 15.30 cumsand filter backing ( 100 x 0.15 x 1.02 ) : 15.30 cum


3. Requirement of workforce ( other than machinery crew ) :For assessing labour average height between berms is considered.

175


DAM ALLIED WORKS

For conveying & laying sand ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.For conveying & laying 10 mm down CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.For conveying & laying 40-20 mm CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.For conveying & laying stone / chipsMasom Class-II for laying riprap ( 25 sqm / day ) : 4 Nos.Heavy mazdoor for supplying stones / chips @ 7 cum / day : 10 Nos.Maistry : 1 No.


in ` :1 Sand ( unscreened ) cum 15.30 510.00 7803.002 Coarse aggregate 10 mm down cum 15.30 1000.00 15300.003 Coarse aggregate 40-20 mm cum 15.30 635.00 9715.504 Stone chips cum 9.20 350.00 3220.005 Rough stones ( rubble ) cum 61.20 280.00 17136.00




in ` :1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00




in ` :1 Maistry Day 1.00 208.50 208.502 Mason Class-II Day 4.00 211.50 846.00

Contd

in `:

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in ` :Contd

3 Heavy mazdoor Day 19.00 206.00 3914.004 Light mazdoor Day 9.00 204.50 1840.50








DATA:Total thickness of riprap : 1.20 mThickness of sand layer : 150 mmThickness of 10 mm down CA layer : 150 mmThickness of 40 mm CA layer : 150 mmThickness of rough stone layer : 750 mmConsider 100 sqm riprap area:



3. Requirement of workforce ( other than machinery crew ) :For assessing labour average height between berms is considered.

177


DAM ALLIED WORKS

For conveying & laying sand ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.For conveying & laying 10 mm down CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.For conveying & laying 40-20 mm CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.For conveying & laying stone / chipsMasom Class-II for laying riprap ( 20 sqm / day ) : 5 Nos.Heavy mazdoor for supplying stones / chips @ 7 cum / day : 12 Nos.Maistry : 1 No.






in ` :1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00




in ` :1 Maistry Day 1.00 208.50 208.502 Mason Class-II Day 5.00 211.50 1057.503 Heavy mazdoor Day 21.00 206.00 4326.00

Contd

in `:

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178

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in ` :Contd









Total thickness of riprap : 1.35 mThickness of sand layer : 150 mmThickness of 10 mm down CA layer : 150 mmThickness of 40 mm CA layer : 150 mmThickness of rough stone layer : 900 mmConsider 100 sqm riprap area:



3. Requirement of workforce ( other than machinery crew ) :For assessing labour average height between berms is considered.For conveying & laying sand ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.

179

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Light mazdoor : 3 Nos.For conveying & laying 10 mm down CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 NosLight mazdoor : 3 NosFor conveying & laying 40-20 mm CA ( 1 heavy & 1 light 5 cum / day ).Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.For conveying & laying stone / chipsMasom Class-II @ 15 sqm / day : 7 Nos.Heavy mazdoor for supplying stones / chips @ 7 cum / day : 15 Nos.Maistry : 1 No.






in ` :1 NIL 0.00 0.00 0.00

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ITEM: Providing and laying Hariyala or other approved quality turfing sods for the slopes of earthenembankment over 20 mm thick sand backing including cost of all materials, machinery,labour, preparing surface, spreading and tamping sand, watering for 15 days etc., complete withlead upto 1 km and all lifts.

DATA:Consider 100 sqm turfing area:Consider double bullock cart with 2 trips per day for conveyance of sods.

1. Requirement of materials:Quantity of sand for spreading ( 20 mm thick ) ( 100 x 0.02 ) : 2.00 cumQuantity of Hariyala sods : 100.00 sqm


3. Requirement of workforce ( other than machinery crew ) :For removing and loading sods.Heavy mazdoor : 3 Nos.Light mazdoor : 3 Nos.For un-loading and laying sods.Heavy mazdoor : 4 Nos.Light mazdoor : 3 Nos.For surface preparation to lay sods.Heavy mazdoor : 1 No.Light mazdoor : 1 No.For watering for 15 days ( 1 light mazdoor 500 sqm / day )Light mazdoor : 1 Nos.Double bullock cart ( 2 trips / day ) : 3 days

181


DAM ALLIED WORKS


in ` :1 Sand ( unscreened ) cum 2.00 510.00 1020.002 Hariyala turfing sods sqm 100.00 22.00 2200.00

Total `: 3220.00Add for small Tools and Plants @ 1% `: 32.20Add for Contractor's Profit @ 10% `: 322.00Add for Contractor's Overheads @ 5% `: 161.00Add royalty charges on Sand @ ( Included in material rate ) `: 0.00



in ` :1 NIL 0.00 0.00 0.00

0.00 0.00 0.00Total `: 0.00




in ` :1 Cartman with double bullock cart Day 3.00 245.50 736.502 Heavy mazdoor Day 8.00 206.00 1648.003 Light mazdoor Day 8.00 204.50 1636.00






182

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183

ANNEXURES

ENABLING WORKS

FOR

DATA FOR PERCENTAGE PROVISIONS

DAM ALLIED WORKS

SECTION: DAM AND ALLIED WORKS. YEAR : 2013-14 Annexure-1

ITEM: Provision for belt conveyor system for loading aggregates to batching plant bins.

80 - 40 mm CAStock pile

CA unloading hopper ( 80 & 40 mm sizes )

40 - 20 mm CA Stock pile

RCC duct below Aggregate stock piles 20 - 10 mm CA

Stock pileCA unloading hopper ( 20 & 10 mm sizes )

10 - 4.75 mm CAStock pile

Sand unloading hopper

RCC sand stock pile duct ConveyorsCement unloading hopper

Sand stock pile Cement silo CA cooling bins Batching plant Str steel duct

10

Shuttle conveyor Ice plant

DATA:Generally, batching plant mixer platform will be at a convenient height above general gruondlevel to facilitate loading of mixed concrete to trolley / tipper mounted concrete buckets. Assuch, the material / weighing hoppers and aggregate storage bins will be sufficiently aboveground level requiring some mechanical arrangement for conveyance of aggregates fromaggregate stock piles to batching plant material bins. Further, for mass concrete worksgenerally the specifications provide for cooling of aggregates by spraying / circulation of normal

SCHEMATIC ARRANGEMENT FOR B.P CONVEYOR SYSTEM

184

C S80

10 20 40

8040

20

C

10

DAM ALLIED WORKS

/ chilled water in addition to use of ice to maintain the placement temperature of concrete atspecified level. In view of multiple handling of aggregates from stock piles to cooling bins & from there to batching plant bins belt conveyor system is generally used for handling aggregates.

a. 600 mm wide belt conveyor : : Length Motor hpUnloading hopper to stock pile ( 20 & 10 mm ) : 30 m 5 hpSand unloading hopper to Stock pile : 25 m 5 hpSand Stock pile to Transfer point : 20 m 5 hpTransfer point to BP sand bin : 30 m 5 hp

Total : 105 m 20 hpb. 1000 mm wide belt conveyor :

Unloading hopper to stock pile ( 80 & 40 mm ) : 30 m 10 hpCommon belt in CA stock pile duct : 50 m 15 hpCA Stock pile duct to cooling bins : 30 m 10 hpShuttle conveyor on cooling bins : 5 m 3 hpCooling bins to Transfer point ( 2 CA size ) : 25 m 10 hpCooling bins to Transfer point ( 2 CA size ) : 30 m 10 hpTransfer point to BP material bins ( 2 CA size ) : 25 m 10 hpTransfer point to BP material bins ( 2 CA size ) : 30 m 10 hp

Total : 225 m 78 hpCost of 600 mm wide belt conveyor per Rm :30 m length of conveyor assumed.

a. Str steel frame 6.75 t @ 0.225 t/m @ `: 66000 / tonne `: 445500.00b. Bolts and nuts for structural steel frame @ 5 % `: 22275.00c. Idler rollers @ 30 kg / m @ `: 165000 / tonne `: 148500.00d. Return rollers @ 10 kg / m @ `: 165000 / tonne `: 49500.00e. Bearings for rollers 72 Nos @ `: 1200 / Each `: 86400.00f. Drums 4 Nos @ `: 20000 / Each `: 80000.00g. Bearings for drums 8 Nos @ `: 1600 / Each `: 12800.00h. Plummer blocks 2 Nos @ `: 10000 / Each `: 20000.00i. Sundries LS `: 4000.00

Total cost for 30 m `: 868975.00Cost per Rm `: 28965.83

Cost of 1000 mm wide belt conveyor per Rm :30 m length of conveyor assumed.

a. Str steel frame 13.5 t @ 0.45 t/m @ `: 66000 / tonne `: 891000.00b. Bolts and nuts for structural steel frame @ 5 % `: 44550.00c. Idler rollers @ 45 kg / m @ `: 165000 / tonne `: 222750.00d. Return rollers @ 15 kg / m @ `: 165000 / tonne `: 74250.00e. Bearings for rollers 108 Nos @ `: 1200 / Each `: 129600.00f. Drums 4 Nos @ `: 24000 / Each `: 96000.00g. Bearings for drums 8 Nos @ `: 2000 / Each `: 16000.00h. Plummer blocks 2 Nos @ `: 10000 / Each `: 20000.00i. Sundries LS `: 4000.00

Total cost for 30 m : `: 1498150.00Cost per Rm `: 49938.33

Capital cost of Conveyor system ( excluding cost of belts ) :600 mm wide conveyor 105 m @ `: 28965.83 / Rm `: 3041412.501000 mm wide conveyor 225 m @ `: 49938.33 / Rm `: 11236125.00Electric motor 3 hp 1 No @ `: 16000.00 / Each `: 16000.00Electric motors 5 hp 4 Nos @ `: 20000.00 / Each `: 80000.00

185

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Electric motors 10 hp 6 Nos @ `: 30000.00 / Each `: 180000.00Electric motors 15 hp 1 No @ `: 40000.00 / Each `: 40000.00Gear boxes 12 Nos @ `: 30000.00 / Each `: 360000.00Control panel and miscellaneous @ LS `: 100000.00

Total cost of Conveyor system : `: 15053537.50Hire charges of Conveyor system per hour :( excluding cost of belts / energy / crew )Capital cost of plant `: 15053537.50Life of plant in hours : 30000 HoursLife of plant in years : 20 YearsMaintenance & repair charges as % of capital cost : 100%Miscllaneous charges as % of repair charges : 10%Rate of interestper annum : 11%Insurance charges per annum : 1%Salvage value as % of capital cost : 10%Av. Capital cost ( 20 + 1 ) x / ( 2 x 20 ) `: 7903107.19Yearly usage in hours ( 30000 / 20 ) : 1500 HoursDepreciation of plant / hour x 0.9 / 30000 `: 451.61Interest on av. Capital cost / hour 7903107 x 0.11 / 1500 `: 579.56Maintenance & repair charges / hour x 1.0 / 30000 `: 501.78Miscellaneous charges / hour 501.78 x 0.1 `: 50.18Ins. charges on av capital cost / hr 7903107 x 0.01 / 1500 `: 52.69Total hire charges / hour excluding energy & crew charges `: 1635.82

say `: 1636.00Fuel / Energy charges per hour :Combined conveyor ( 1 x 15 hp ) ( 1 x 15 x 0.746 ) : 11.19 KWhrShuttle conveyor ( 1 x 3 hp ) ( 1 x 3 x 0.746 ) : 2.24 KWhrSand conveyor ( 4 x 5 hp ) ( 4 x 5 x 0.746 ) : 14.92 KWhrCA conveyor ( 6 x 10 hp ) ( 6 x 10 x 0.746 ) : 44.76 KWhrControls & Miscellaneous : 2.00 KWhr

Total : 75.11 KWhrsay `: 75 KWhr

Energy charges / hour @ Rs: `: 6.95 / Kwhr `: 521.25Add for oil and lubricants @ 20% `: 104.25

Total energy charges / hour `: 625.50say `: 626.00

Crew charges per hour : Same as Batching plant. `: 156.00

Use rate of Conveyor belts :Cost of 600 mm wide belt 220 m @ `: 301.00 / Rm `: 66220.00Cost of 1000 mm wide belt 465 m @ `: 4300.00 / Rm `: 1999500.00Life of belt in hours : 5000Use rate of 600 mm wide belt / hour ( 66220 / 5000 ) `: 13.24Add repair charges @ 10% `: 1.32Less salvage value @ 10% ( - ) `: -1.32

Use rate per hour `: 13.24Use rate of 1000 mm wide belt / hour ( 1999500 / 5000 ) `: 399.90Add repair charges @ 10% `: 39.99Less salvage value @ 10% ( - ) `: -39.99

Use rate per hour `: 399.90

186

15053538

15053538

15053538

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The conveyor system will be used intermittently for loading aggregate cooling bins and batchingplant bins. Generally 30 minutes running of conveyor system is considered adequate for loadingCA / FA required for 1 hour concreting.Quantity of concreting / hour ( vide data under item : 13 ) : 30 cum


in ` :1 Use rate of 600 mm belt Hour 0.50 13.24 6.622 Use rate of 1000 mm belt Hour 0.50 399.90 199.95




in ` :1 Conveyor system Hour 0.50 1636.00 818.00





in ` :1 Crew for Conveyor system Hour 1.00 156.00 156.002 Heavy mazdoor 2 Nos Day 0.25 206.00 51.50



D. ENABLING WORKS:1 CA stock pile RCC duct 50 m @ `: 18000.00 / Rm `: 900000.00

Sand stock pile RCC duct 10 m @ `: 18000.00 / Rm `: 180000.002 Str steel duct to BP 30 m@ 1t /m @ `: 66000.00 / tonne `: 1980000.00

CA cooling bin 2.5 m dia(5 t)2 No.@ `: 68000.00 / tonne `: 680000.00CA cooling bin 1.8m dia(3.5t)2 No.@ `: 68000.00 / tonne `: 476000.00Sand unload hopper 5 cum( 2 t ) @ `: 68000.00 / tonne `: 136000.00CA unload hoppers 5 cum (2x2 t ) @ `: 68000.00 / tonne `: 272000.00

187

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3 Civil works for foundation / pedastal / duct etc LS `: 200000.00Total `: 4824000.00

Add for transportation of conveyor @ 1.50% `: 225803.06Add for erection of conveyor @ 6.00% `: 1022012.25Add for transportation of duct & bins @ 1.50% `: 53160.00Add for erection of duct & bins @ 6.00% `: 212640.00

Total `: 6337615.31Add interest for 2.5 years @ 11% `: 1742844.21Add for dismantling of conveyor @ 3.00% `: 511006.13Add for dismantling of duct & bins @ 3.00% `: 106320.00Add for re-transportation costs of conveyor @ 1.50% `: 225803.06Add for re-transportation costs of bins @ 1.50% `: 53160.00Deduct salvage value on bins @ 75% ( - ) `: -2658000.00

Total `: 6318748.71Quantity of concrete considered for conveyor system : 300000 cumCost of enabling works for 30 cum concrete `: 631.87

ABSTRACT:A. Cost of Materials `: 239.62B. Hire charges of Machinery `: 1276.56C. Cost of Labour `: 282.20D. Cost of enabling works `: 631.87 Total cost for 30 cum TOTAL `: 2430.26

Cost per cum `: 81.01As conveyor system and indundation bins also form part of concrete cooling arrangement the total cost of conveyor system is to be aportioned between concrete and cooling items.Consider aportionment of cost at 10 % for cooling and 90 % for concrete based on the cost of various arrangements for inundation of coarse aggregates.Aportioned cost of conveyor system for cooling @ 7.5 % `: 6.08Aportioned cost of conveyor system for concrete @ 92.5 % `: 74.93Quantity of concrete considered for aprortioning cost : 300000 cumApprox. basic cost of cooling / cum of concrete ( Item: 24 )

35897.92 / 500 `: 71.80Percentage cost of conveyor system for cooling

100 x 6.08 / 71.80 : 8.46say : 8.50

Basic cost of concrete ( Item - 13 ) ( 776042.9 / 240 ) : Per cum `: 3233.51Cost of Conveyor system as percentage of basic cost of CC

100 x 74.93 / 3233.51 : 2.32 say : 2.30

SECTION: DAM AND ALLIED WORKS. YEAR: 2013-14 Annexure-2

ITEM: Provision for Trestle bridge structure for movement of tower cranes for laying concrete :

DATA:Combination of tower cranes and tippers is considered for transpotation and laying of concretefor dam in data rate. Structural steel trestle bridge is required for movement of tower cranesnear down stream face of dam.For 300000 cum concrete the length of medium height dam is assumed at 600 m. The length oftrestle bridge is assumed at 300 m with track extending for 150 m on either side on ground.

188

DAM ALLIED WORKS

Quantity of steel for trestle bridge 300 m @ 1.5 t / m : 450.00 tQuantity of steel for ground track 300 m @ 0.5 t / m : 150.00 t

Total : 600.00 tQuantity of 30R rails for 600 m track @ 30 kg / m : 36.00 tQuantity of M-20 CC for track on ground @ 0.25 cum / m : 50.00 cumQuantity of M-20 CC for trestle column pedastals @ 0.25 cum / m : 75.00 cumReinforcement steel @ 60 kg / cum of concrete : 7.50 t

a. Cost of str steel @ 90% of 600 t @ `: 50000.00 / tonne `: 27000000 b. Cost of plates @ 10% of 600 t @ `: 52000.00 / tonne `: 3120000 c. Cost of rails 36 t @ `: 51700.00 / tonne `: 1861200 d. Cost of bolts & nuts and fixtures @ 1% of steel and rails `: 319812 e. Cost of fabrication of bridge @ ̀: 16000.00 / tonne `: 9600000

Total `: 41901012Cost of erection of bridge @ 6% `: 2514061

f. Cost of erection of track @ `: 4000.00 / tonne `: 144000 g. Cost of M-20 CC for ground track @ `: 5487.69 / cum ( Item-15 ) `: 274384 h. Cost of M-20 CC for pedastals @ `: 5487.69 / cum ( Item-15 ) `: 411576 I. Cost of providing reinforcement @ `: 64271.82 / tonne ( Item-12 ) `: 482039 j. Cost of catwalk / railing etc LS `: 200000

Total `: 45927072Add interest for 2.5 years @ 11% `: 12629945Add for dismantling cost for steel bridge @ 3% `: 1257030Add for dismantling cost for track @ `: 2000.00 / tonne `: 72000Add for overheads on (a) to (d) @ 5% `: 1615051Less salvage value of steel @ 75% ( - ) `: -22590000Less salvage value of rails @ 75% ( - ) `: -1395900Less cost of CC for pedastals ( embedded in dam and paid ) ( - ) `: -411576

`: 37103621Approximate basic cost of concrete at the basic rate under item 13 :Concreting ( 300000 cum ) 3233.51 x 300000 `: 970053583Cost of trestle bridge and rail track as percentage of cost of concrete:

100 x / : 3.82 say : 3.80


ITEM: Provision for Electric sub-station / Demand charges / Lighting plant & work areas :

DATA:Generally, contracts provide for arranging HT / LT electric power line within about 1 km distancefrom work site by the department. From the departmental bulk supply point laying of further transmission lines, erection of sub-station, erection distribution lines and other arrangementsfor power supply to various installations will be the responsibility of the dam contractor.Estimation of electric power load for sub-station for concrete dam works:Batching & mixing plant 1 No. for concrete : 55 hpConveyor system for batching aggregates : 98 hpIce plant 30 t / day & water chilling plant 1500 ltr / hr for pre-cooling : 210 hpVibrators 2 Nos. for concrete : 6 hpAir compressor 7 cmm 1 No. for BP : 60 hpAir compressor 8.5 cmm 2 No. for excavation & drilling holes : 150 hpWater supply / Dewatering pumps : 100 hp

189

37103621 970053583

DAM ALLIED WORKS

Tower cranes 2 Nos. for concrete : 52 hpGrout pump 2 Nos. for grouting : 10 hpFabrication / Repair / Maintenance units : 10 hp

Total : 751 hpRequirement of power in Kw ( 751 x 0.746 ) : 560.25Add for lighting plant area & miscellaneous @ 5% : 28.01Add for lighting & domestic use for camp @ 5% : 28.01Add for reserve capacity @ 5% : 28.01

Total : 644.28Capacity of sub-station required ( 644.3 / 0.85 ) say : 750 KVANote: As separate provisions are considered for power supply arrangement to coarse aggregate crushing and processing works power required for aggregate crushing is not considered in this annexure for working out the capacity of electric sub-station.For working out demand charges sanctioned power nrequirement is assumed to vary from750 KVA for 2 peak concreting seasons to about 400 KVA for other 3 seasons and 250 KVAduring mansoon months during the construction period of 5 years.Average demand for electric power for 5 years is considered @. : 450 KVAConsider 3 Transformers of 250 KVA including 1 spare unit during low demand period.Capital cost of other sub-station equipments & distribution lines:HT / LT Circuit breaker 3 Nos @ `: 88000.00 / Each `: 264000.00Poles with fixtures 50 Nos @ `: 6050.00 / Each `: 302500.00HT / LT Line conductor 6 km @ `: 34600.00 / km `: 207600.00Other accessories / controls / junctions LS `: 100000.00

Total `: 874100.00Life of sub-station equipments : 15 yearsSalvage value : 10 percentRate of Interest on av. Capital cost / annum : 11%Maintenance & repair charges as % of capital cost : 25%Miscellaneous charges as % of repair charges : 10%Insurance charges on av capital cost / annum : 1%Average capital cost 874100 x ( 15+1 ) / 30 `: 466186.67

Hire charges of sub-station equipments( excluding transformers ) / year :Depreciation per year 874100 x 0.9 / 15 `: 52446.00Interest on av. Capital cost / year @ 466187 x 0.11 `: 51280.53Maintenance & repairs / year 874100 x 0.25 / 15 `: 14568.33Miscellaneous charges / year 14568.33 x 0.10 `: 1456.83Insurance charges on av capital cost @ 466187 x 0.01 `: 4661.87

Total hire charges / year Rs: `: 124413.57Total cost of sub-station equipments :Transformers 3 Nos @ Rs:`: 522700 / Each `: 1568100.00Other equipments `: 874100.00

Total `: 2442200.00Cables & Fittings:PVC cable 70 sqmm 600 m @ `: 440.00 / Rm `: 264000.00PVC cable 25 sqmm 500 m @ `: 235.00 / Rm `: 117500.00PVC cable 16 sqmm 1250 m @ `: 165.00 / Rm `: 206250.00PVC cable 10 sqmm 2000 m @ `: 120.00 / Rm `: 240000.00Miscellaneous fittings / switches etc LS `: 20000.00

Total `: 847750.00

190

DAM ALLIED WORKS

Assume use of cables for 5 years with 25 percent salvage value.Use rate of cables per year ( 847750 x 0.75 / 5 ) `: 127162.50

Data for cost of Lighting :Lighting facilities are to be provided for plants and work areas during night time.Provision of flood lights near work areas and tube lights at other locations is assumed.No. of tube lights for plant area for lighting assumed: : 50 Nos.

No. of hours of use and energy requirement for 5 years :No. of hours of usage ( 50 x 12 x 300 x 5 ) : 900000Energy requirement in Kwhr ( 50 x 12 x 300 x 5 x 40 / 1000 ) : 36000No. of flood lights for plant / work area : : 25 Nos.No. of hours of use and energy requirement for 5 years No. of hours of usage ( 25 x 12 x 300 x 5 ) : 450000Energy requirement in Kwhr ( 25 x 12 x 300 x 5 x 500 / 1000 ) : 225000Flood / Tube light fittings:Flood light sets 25 Nos @ `: 1450.00 / set `: 36250.00Tube light sets 50 Nos @ `: 230.00 / set `: 11500.00Accessories for light fittings / repairs / replacements etc LS `: 6000.00

Total `: 53750.00Assume use of light fittings for 5 years with 50 percent salvage value.Use rate of light fittings / year with 50 % salvage value `: 5375.00 ( 53750.00 x 0.5 / 5 )Cost of flood lights 250 W `: 785.00 / Each `: 785.00Life of flood light in hours : 1500.00Use rate of flood lights per hour ( 785.00 / 1500 ) `: 0.52Cost of tube lights 40 W `: 60.00 / Each `: 60.00Life of fluorescent tube light in hours : 1500.00Use rate of tube lights per hour ( 60.00 / 1500 ) `: 0.04

Running 30 KVA DG set for 1 hour daily with 50 percent utilisation for work area lighting is assumed to ensure lighting plant / work areas during break down of main power supply.

RATE ANALYSIS UNIT : 1.00 No.A. MATERIALS: Sl No Unit Amount

in Rs.1 Use rate of cables Year 5.00 635812.502 Anchors / supports for cables / lights LS 150.00 40.00 6000.003 Use rate of flood / tube light sets Year 5.00 5375.00 26875.004 Use rate of flood lights Hour 0.52 235500.00

Energy charges Kwhr 6.95 1563750.005 Use rate of fluorescent tubes Hour 0.04 36000.00

Energy charges Kwhr 36000.00 6.95 250200.006 Sundries ( tapes & consumeables ) LS 100.00 40.00 4000.00



191

450000.00225000.00900000.00

in Rs.127162.50


DAM ALLIED WORKS


in Rs.1 Sub-station equipments Year 5.00 622067.832 Transformer 250 KVA 3 Nos. Month 180.00 3773.00 679140.003 Demand charges for 5 years: 450 KVA

at 85 % PF ( 450x5x12x0.85 ) KVA 22950.00 190.00 4360500.004 DG set 30 KVA @ 50 % for lighting Hour 1825.00 64.00 116800.00





in Rs.1 Crew for DG set Hour 1825.00 65.00 118625.002 Lineman 2 Nos. x 5 x 12 x 26 days Day 3120.00 207.00 645840.003 Electrician 4 Nos. x 5 x 12 x 26 days Day 6240.00 208.50 1301040.004 Heavy mazdoor 2 Nos x 5 x 12 x 26 days Day 3120.00 206.00 642720.00



D. ENABLING WORKS:1 Shed for DG set & office 50 sqm @ `: 6000.00 / sqm `: 300000.002 Fensing for sub-station 100 Rm @ `: 1000.00 / Rm `: 100000.003 Civil works for foundations / pedastals / duct etc LS `: 50000.00

Total `: 450000.00Add interest for 2.5 years @ 11% `: 123750.00Add for cost of transportation / erection / dismantling of sub-station @ 12 % of capital cost ( x 0.12 ) `: 293064.00Deduct salvage value on cost of shed & fensing @ 25% ( - ) `: -100000.00

Total `: 766814.00

ABSTRACT:A. Cost of Materials `: 3199439.50B. Hire charges of Machinery `: 7900227.30C. Cost of Labour `: 3683186.00D. Cost of enabling works `: 766814.00 Total cost `: 15549666.80 Less requirement for camp use @ 5% ( - ) `: -777483.34 Total cost for work 1.00 No. `: 14772183.46

Quantity

Description

Descriptionin Rs.

in Rs.

Rate

192

Quantity Rate

124413.57

2442200

DAM ALLIED WORKS

As major power consuming items are concrete and pre-cooling of concrete the cost of electricsub-station and demand charges are aportioned for concrete and pre-cooling items in the datarates based on power requirement on percentage basis.Quantity of concrete considered for aportioning cost : 300000 cumQuantity of concrete considered for pre-cooling : 275000 cumEstimated power requirement for Ice plant including 10 hp for maintenance : 200 hpEstimated power requirement for concrete and other works : 540 hpAportionment of sub-station / demand charges for pre-cooling item

( 200 x 100 / 740 ) say : 25%Aportionment of sub-station / demand charges for concrete and other items : 75%Aportioned cost for pre-cooling x 0.25 `: 3693046Aportioned cost for concrete x 0.75 `: 11079138

a. Approx. basic cost of cooling / cum of concrete ( Item: 24 )35897.92 / 500 `: 71.80

Total basic cost of cooling 71.80 x 275000 `: 19743856Percentage cost of sub-station / demand charges for cooling:

100 x / : 18.70say : 18.70

b. Approx basic cost of concrete: ( Item:13 ) 3233.51 x 300000 `: 970053583Cost of electric sub-station / distribution lines and demand charges including lighting plant area as percentage of basic cost for concrete:

100 x / : 1.14 say : 1.10


ITEM: Provision for other Enabling works for dam and allied works :

DATA:Stores / work shop / guarage / fuel depot / portable magazine / storage water tanks / water &air supply lines / trestle bridge / electric sub-station / power supply lines / haul roads / lighting /transportation,erection and dismantling of plant & equipments / sheds for plant and machinery /conveyor systems / river crossing etc., are enabling works for dam and allied works.In the data rate analysis provisions to be made for trestle bridge / electric sub-station / powerlines / lighting / conveyor system are worked out saperately.This data rate is for enabling works other than trestle bridge / electric sub-station / power lines /lighting plant and dam work areas / conveyor systems.

1 Cement store 1 week qty 500sqm @ `: 6000.00 / sqm `: 3000000.002 General store 250 sqm @ `: 7000.00 / sqm `: 1750000.003 Work shop 50 sqm @ `: 7000.00 / sqm `: 350000.004 Guarage 150 sqm @ `: 5000.00 / sqm `: 750000.005 Sheds for machinery 200 sqm @ `: 5000.00 / sqm `: 1000000.006 Fuel depot 25 sqm @ `: 6000.00 / sqm `: 150000.007 Water tanks 25 sqm ( 50000 ltr ) @ `: 4000.00 / sqm `: 100000.008 Civil works of BP and Ice plant LS `: 1000000.009 Water & air supply lines with fittings

Cost of laying and dismantling air and water pipe lines :15% of cost of pipe is assumed as cost of laying and dismantling for air and water lines.

14772183

193

11079137.60

14772183

3693046 19743856

970053583

DAM ALLIED WORKS

80 mm dia raising main 200 m @ `: 460.00 / Rm `: 92000.0025 mm dia air line 600m for blocks @ `: 184.00 / Rm `: 110400.0050 mm dia water line 800 m @ `: 287.50 / Rm `: 230000.0025 mm dia water line 500 m @ `: 184.00 / Rm `: 92000.00Water & air line fixtures @ 10.00% `: 52440.00

10 Site levelling / field offices / protective works etc LS `: 1000000.0011 Local haul roads and river crossing LS `: 1000000.00

Total `: 8100000.00Add interest for 2.5 years @ 11% `: 2227500.00Add for maintenance for 4 years @ 4.00% `: 324000.00Less salvage value for ( 1 ) to ( 6 ) @ 25% ( - ) `: -1750000.00Less salvage value for ( 9 ) @ 50% ( - ) `: -288420.00

Total ( A ) `: 8613080.00

Transportation / Erection / Dismantling of plant & machinery:Aggregate crushing system / Batching plant / Cooling plant / Tower cranes / Conveyor systemare the major plant & machinery requiring specialized erection and dismantling services.Transportation, erection and dismantling costs are not considered for aggregate crushing andprocessing system as market rates are considered for aggregates.For conveyor system cost of enabling works is worked out separately.Capital cost of equipments :

1 Air compressors 8.5 cmm ( ele ) 2 Nos `: 15146002 Shovel 0.85 cum 1 No `: 48022003 Dozer 1 No. `: 39452004 Dumpers 6 Nos `: 68514005 Tippers 10 Nos ( exclusive transportation not considered ) `: 06 Water tanker 1 No `: 9025007 Vibratory pad foot roller 1 No `: 26598008 Jack hammers 6 Nos `: 2982009 Waggon drills 2 Nos `: 1599400

10 Grouting machine 2 No `: 17020011 Pumps of various capacity LS `: 100000012 Concrete mixers 300 / 200 ltr 2 Nos `: 23020013 Concrete buckets 7 Nos `: 29715014 Concrete vibrators 60 mm 4 Nos `: 8740015 Concrete vibrators 40 mm 2 Nos `: 3850016 Mobile cranes / Portable magazine / Misc equipments LS `: 400000017 Batching plant with accessories 50 cum / hr `: 564300018 Compressor 5 cmm for BP `: 48400019 Ice plant with accessories 30 t day `: 196880020 Tower cranes 2 Nos `: 1836040021 Work shop equipments / fuel pump / Misc LS `: 2000000

Total `: 56852950Transportation to site for ( 1 ) to ( 21 ) @ 1.50% `: 852794.25Erection cost for ( 17 ) to ( 21 ) @ 6.00% `: 1707372.00

Total `: 2560166.25Add interest for 2.5 years @ 11% `: 704045.72Add dismantling cost for ( 17 ) to ( 21 ) @ 3.00% `: 853686.00Add transportation from site for ( 1 ) to ( 21 ) 1.50% `: 852794.25

Total ( B ) `: 4970692.22

194

DAM ALLIED WORKS

Total cost of other enabling works ( A + B ) `: 13583772.22Approximate basic cost of concrete:Concreting ( 300000 cum ) 3233.51 x 300000 `: 970053583Cost of other items @ 30 % of concrete `: 291016075

`: 1261069658Cost of other enabling works as percentage of total cost of dam

100 x / : 1.08 say : 1.10

195

126106965813583772

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