CD Diguvametta 1

DESIGN OF WEIRWITHOUT UPLIFT CONSIDERATION

Stress On Concrete(t/m2)MWL FRL

MAX. STRESS 32.606 5.540Max. Flood discharge = 749 Cumecs MIN. STRESS -24.236 3.423

BASE WIDTH 2.70 Stress On SOIL(t/m2)

Length of Weir MWL FRL MAX. STRESS 45.955 10.637

L= 26 metres MIN. STRESS -35.747 2.456 BASE WIDTH 3.30

Height of weir= 2.50 metresCrest Level= 295.00 296.500

Foundation Floor/apron level= 292.50q=Q/L= 28.8068 cumecs/m 307.14882

w6Max. Scour Depth: w7 295.00

w5

f= 1 w4q=Q/L= 28.807 cumecs/m w2

R= 12.6861587 w1 w3292.50

Depth of U/S cut-off 1.1 R = 13.955 metres 0.8 1.00 0.90U/S MWL= 296.500 metresU/S cut-off level= 282.545 metresDepth of U/S cut-off= 9.95 metres 2.70

DESIGN OF BODY WALL OF WEIRAT MWLCONDITION

HEIGHT OF WEIR= 2.5000HEAD OVER WEIR= 1.5000BASE WIDTH= 2.7000 WT. OF CONCRETE = 2.4TAIL WATER DEPTH 14.6488 WT. OF WATER = 1.00TAKING MOMENTS ABOUT A :

1 W1 0.5000 0.800 2.500 1.400 1.400 0.534 0.7472 W2 1.000 2.500 1.400 3.500 1.300 4.5503 W3 0.500 0.900 2.500 1.400 1.575 2.100 3.3084 W4 0.500 0.900 2.500 1.000 1.125 2.400 2.7005 W5 0.500 0.800 2.500 1.000 1.000 0.267 0.2676 W6 0.800 1.500 1.000 1.200 0.400 0.4807 W7 1.000 1.500 1.000 1.500 1.300 1.9508 PH 1.000 2.500 2.604

1.000 1.500 2.500 4.6881.000 2.500 -2.6041.000 12.149 2.500 -37.965

11.3000 -19.276

-19.2764RESULTANT = --------------- = -1.7059

11.3000

The Resultant falls within middle third 0f 0.9000 and 1.8000

The line of action of the resultant cuts the base at a distance from 'A'= -19.276 / 11.300 = -1.706 m

Eccentric Limit = 2.700 / 6.000 = 0.450 mEccentricity = 1.350 - -1.706 = 3.056 m

Direct Stress = 11.300 / 2.700 = 4.185Bending Stress = 4.185 x 6.791 = 28.421Maximum Stress = 4.185 + 28.421 = 32.606 t/m2Minimum Stress = 4.185 - 28.421 = -24.236 t/m2

Normal Scour Depth R= 1.35 (q2/f)1/3

WH3/6 3/ 6WhH2/2 2/ 2WH3/6 3/ 6WdH2/2 2/ 2

A

Stresses on SOIL:Concrete Offfset 0.3Foundation Concrete depth 1.2

TAKING MOMENTS ABOUT B :1 W1 0.5000 0.8000 2.5000 1.4000 1.4000 0.8336 1.16702 W2 1.0000 2.5000 1.4000 3.5000 1.6000 5.60003 W3 0.5000 0.9000 2.5000 1.4000 1.5750 2.4000 3.78004 W4 0.5000 0.9000 2.5000 1.0000 1.1250 2.7000 3.03755 W5 0.5000 0.8000 2.5000 1.0000 1.0000 0.5667 0.56676 W6 0.8000 1.5000 1.0000 1.2000 0.7000 0.84007 W7 1.0000 1.5000 1.0000 1.5000 1.6000 2.40008 W8 3.3000 1.2000 1.4000 5.5440 1.6500 9.14768 PH 1.0000 3.7000 8.4422

1.0000 1.5000 3.7000 10.26751.0000 3.7000 -8.44221.0000 12.1488 3.7000 -83.1587

16.8440 -46.3524

-46.3524RESULTANT = --------------- = -2.7519

16.8440


The line of action of the resultant cuts the base at a distance from 'B'= -46.352 / 16.844 = -2.752 m

Eccentric Limit = 3.300 / 6.000 = 0.550 mEccentricity = 1.650 - -2.752 = 4.402 m

Direct Stress = 16.844 / 3.300 = 5.104 t/m2Bending Stress = 5.104 x 8.003 = 40.851 t/m2Maximum Stress = 5.104 + 40.851 = 45.955 t/m2Minimum Stress = 5.104 - 40.851 = -35.747 t/m2

AT FRL CONDITION:

HEIGHT OF WEIR= 2.5000HEAD OVER WEIR= 0.0000BASE WIDTH= 2.7000TAIL WATER DEPTH 0.0000

1 W1 0.5000 0.8000 2.5000 2.4000 2.4000 0.5336 1.28062 W2 1.0000 2.5000 2.4000 6.0000 1.3000 7.80003 W3 0.5000 0.9000 2.5000 2.4000 2.7000 2.1000 5.67004 W5 0.5000 0.8000 2.5000 1.0000 1.0000 0.2667 0.26675 PH 1.0000 2.5000 2.6042

12.100 17.621

17.6215RESULTANT = --------------- = 1.4563

12.1000


The line of action of the resultant cuts the base at a distance from 'A'

= 17.621 / 12.100 = 1.456 mEccentric Limit = 2.700 / 6.000 = 0.450 mEccentricity = 1.456 - 1.350 = 0.106 m

Direct Stress = 12.100 / 2.700 = 4.481 t/m2Bending Stress = 4.481 x 0.236 = 1.059 t/m2Maximum Stress = 4.481 + 1.059 = 5.540 t/m2Minimum Stress = 4.481 - 1.059 = 3.423 t/m2

WH3/6 3/ 6WhH2/2 2/ 2WH3/6 3/ 6WdH2/2 2/ 2

WH3/6 3/ 6

Stresses on Soils:Concrete Offfset 0.3Foundation Concrete depth 1.2

TAKING MOMENTS ABOUT B :

1 W1 0.5000 0.8000 2.5000 2.4000 2.4000 0.8336 2.00062 W2 1.0000 2.5000 2.4000 6.0000 1.6000 9.60003 W3 0.5000 0.9000 2.5000 2.4000 2.7000 2.4000 6.48004 W5 0.5000 0.8000 2.5000 1.0000 1.0000 0.8667 0.86675 W8 3.3000 1.2000 2.4000 9.5040 1.6500 15.68166 PH 1.0000 3.7000 8.4422

21.604 43.071

43.0711RESULTANT = --------------- = 1.9937

21.6040


The line of action of the resultant cuts the base at a distance from 'B'



WH3/6 3/ 6

DESIGN OF CHECK DAMWITHOUT UPLIFT CONSIDERATION


MAX. STRESS 34.399 5.540Max. Flood discharge = 749 Cumecs MIN. STRESS -22.603 3.423

BASE WIDTH 2.70 Stress On SOIL(t/m2)

Length of Weir MWL FRL MAX. STRESS 48.611 10.637

L= 26 metres MIN. STRESS -33.199 2.456 BASE WIDTH 3.30

Height of weir= 2.50 metresCrest Level= 295.00 296.500

Foundation Floor/apron level= 292.50q=Q/L= 28.807 cumecs/m 307.15

w6Max. Scour Depth: w7 295.00

w5

f= 1.25 w4q=Q/L= 28.807 cumecs/m w2

R= 11.7768 w1 w3292.50

Depth of U/S cut-off 1.5 R = 17.665 metres 291.30U/S MWL= 296.500 metres 0.8 1.00 0.90U/S cut-off level= 278.835 metresDepth of U/S cut-off= 13.67 metres 2.70

DESIGN OF BODY WALL OF WEIRAT MWLCONDITION

HEIGHT OF WEIR= 2.500HEAD OVER WEIR= 1.500BASE WIDTH= 2.700 WT. OF CONCRETE = 2.4TAIL WATER DEPTH 14.649 WT. OF WATER = 1.00TAKING MOMENTS ABOUT A :

1 W1 0.5000 0.800 2.500 2.400 2.400 0.534 1.2812 W2 1.000 2.500 2.400 6.000 1.300 7.8003 W3 0.500 0.900 2.500 2.400 2.700 2.100 5.6704 W4 0.500 0.900 2.500 1.000 1.125 2.400 2.7005 W5 0.500 0.800 2.500 1.000 1.000 0.267 0.2676 W6 0.800 1.500 1.000 1.200 0.400 0.4807 W7 1.000 1.500 1.000 1.500 1.300 1.9508 PH 1.000 2.500 2.604

1.000 1.500 2.500 4.6881.000 2.500 -2.6041.000 12.149 2.500 -37.965

15.9250 -13.130

-13.1303RESULTANT = ------------ = -0.8245

15.9250



WH3/6 3/ 6WhH2/2 2/ 2WH3/6 3/ 6WdH2/2 2/ 2

A

The line of action of the resultant cuts the base at a distance from 'A'= -13.130 / 15.925 = -0.825

Eccentric Limit = 2.700 / 6.000 = 0.450Eccentricity = 1.350 - -0.825 = 2.175

Direct Stress = 15.925 / 2.700 = 5.898Bending Stress = 5.898 x 4.832 = 28.501Maximum Stress = 5.898 + 28.501 = 34.399Minimum Stress = 5.898 - 28.501 = -22.603

Stresses on SOIL:Concrete Offfset 0.3Foundation Concrete depth 1.20


1.000 1.500 3.700 10.2681.000 3.700 -8.4421.000 12.149 3.700 -83.159

25.429 -32.285

-32.2848RESULTANT = ------------ = -1.2696

25.4290


The line of action of the resultant cuts the base at a distance from 'B'= -32.285 / 25.429 = -1.270

Eccentric Limit = 3.300 / 6.000 = 0.550Eccentricity = 1.650 - -1.270 = 2.920

Direct Stress = 25.429 / 3.300 = 7.706Bending Stress = 7.706 x 5.308 = 40.905Maximum Stress = 7.706 + 40.905 = 48.611Minimum Stress = 7.706 - 40.905 = -33.199

AT FRL CONDITION:


1 W1 0.500 0.800 2.500 2.400 2.400 0.534 1.2812 W2 1.000 2.500 2.400 6.000 1.300 7.8003 W3 0.500 0.900 2.500 2.400 2.700 2.100 5.6704 W5 0.500 0.800 2.500 1.000 1.000 0.267 0.2675 PH 1.000 2.500 2.604

WH3/6 3/ 6WhH2/2 2/ 2WH3/6 3/ 6WdH2/2 2/ 2

WH3/6 3/ 6

12.100 17.621

17.6215RESULTANT = ------------ = 1.4563

12.1000



= 17.621 / 12.100 = 1.456Eccentric Limit = 2.700 / 6.000 = 0.450Eccentricity = 1.456 - 1.350 = 0.106

Direct Stress = 12.100 / 2.700 = 4.481Bending Stress = 4.481 x 0.236 = 1.059Maximum Stress = 4.481 + 1.059 = 5.540Minimum Stress = 4.481 - 1.059 = 3.423



1 W1 0.500 0.800 2.500 2.400 2.400 0.834 2.0012 W2 1.000 2.500 2.400 6.000 1.600 9.6003 W3 0.500 0.900 2.500 2.400 2.700 2.400 6.4804 W5 0.500 0.800 2.500 1.000 1.000 0.867 0.8675 W8 3.300 1.200 2.400 9.504 1.650 15.6826 PH 1.000 3.700 8.442

21.604 43.071

43.0711RESULTANT = ------------ = 1.9937

21.6040



= 43.071 / 21.604 = 1.994Eccentric Limit = 3.300 / 6.000 = 0.550Eccentricity = 1.994 - 1.650 = 0.344

Direct Stress = 21.604 / 3.300 = 6.547Bending Stress = 6.547 x 0.625 = 4.091Maximum Stress = 6.547 + 4.091 = 10.637Minimum Stress = 6.547 - 4.091 = 2.456

Fixing the Length of aprons by Hydraulic Jump theory

WH3/6 3/ 6

mmm

t/m2t/m2

mmm

t/m2t/m2t/m2t/m2

mmm

t/m2t/m2t/m2t/m2

mmm

t/m2t/m2t/m2t/m2

weir with uplift 12/46

DESIGN OF WEIR A/C SIDDIPET VAGU NEAR DARGAPALLY(V) NANGNOOR (M)WITH UPLIFT CONSIDERATION


MAX. STRESS 5.090 5.540 MIN. STRESS 3.081 2.173

Max. Flood discharge = 749 Cumec BASE WIDTH 2.70 Stress On SOIL(t/m2)

MWL FRL MAX. STRESS 7.565 10.472

Length of Weir MIN. STRESS 3.022 0.771 BASE WIDTH 3.30

L= 26 metresHeight of weir (H)= 2.50 metres 296.500Crest Level= 295.00

Foundation Floor/apron level= 292.50 295.750w6

w7 295.00748.977= 1.741 X 26 X H^3/2 w5

h = 1.500 Mw4

Drowning Ratio = (D/S MFL - Crest Level)x100 / (U/S MFL - Crest Level) w2295.750 - 295.00 x100 w1 w3

= 296.500 295.00 292.50291.30

= 50 0.8 1.00 0.90Reading from Malikapur graph (in MKS units),Coefficient of discharge, C = 1.741

2.70

DESIGN OF BODY WALL OF WEIR U1 1.625

AT MWLCONDITION 2 U2

HEIGHT OF WEIR= 2.5000HEAD OVER WEIR= 1.5000BASE WIDTH= 2.7000 WT. OF CONCRETE = 2.4TAIL WATER DEPTH 3.2500 WT. OF WATER = 1.00

TAKING MOMENTS ABOUT A :1 W1 0.5000 0.800 2.500 2.400 2.400 0.534 1.2812 W2 1.000 2.500 2.400 6.000 1.300 7.8003 W3 0.500 0.900 2.500 2.400 2.700 2.100 5.6704 W4 0.500 0.900 2.500 1.000 1.125 2.400 2.7005 W5 0.500 0.800 2.500 1.000 1.000 0.267 0.2676 W6 0.800 1.500 1.000 1.200 0.400 0.4807 W7 1.000 1.500 1.000 1.500 1.300 1.9508 PH 1.000 2.500 2.604

1.000 1.500 2.500 4.6881.000 2.500 -2.6041.000 0.750 2.500 -2.344

UPLIFT 5O% U1 1.625 2.700 1.000 -4.388 1.350 -5.923

U2 0.5000 0.375 2.700 1.000 -0.506 0.900 -0.45611.0313 16.112

16.1123RESULTANT = -------------- = 1.4606

11.0313


For BC weir Q = Cd L H^3/2

WH3/6 3/ 6WhH2/2 2/ 2WH3/6 3/ 6WdH2/2 2/ 2

A


The line of action of the resultant cuts the base at a distance from 'A'= 16.112 / 11.031 = 1.461 m

Eccentric Limit = 2.700 / 6.000 = 0.450 mEccentricity = 1.350 - 1.461 = 0.111 m


Stresses on SOIL :Concrete Offfset 0.3Foundation Concrete depth 1.20


1.0000 1.5000 3.7000 10.26751.0000 3.7000 -8.44221.0000 0.7500 3.7000 -5.1338

UPLIFT 5O% U1 2.2250 3.3000 1.0000 -7.3425 1.6500 -12.1151

U2 0.5000 0.3750 3.3000 1.0000 -0.6188 1.1000 -0.680617.4678 32.9444

32.9444RESULTANT = -------------- = 1.8860

17.4678


The line of action of the resultant cuts the base at a distance from 'B'= 32.944 / 17.468 = 1.886 m

Eccentric Limit = 3.300 / 6.000 = 0.550 mEccentricity = 1.650 - 1.886 = 0.236 m


AT FRL CONDITION:


WH3/6 3/ 6WhH2/2 2/ 2WH3/6 3/ 6WdH2/2 2/ 2


TAKING MOMENTS ABOUT A :1 W1 0.5000 0.8000 2.5000 2.4000 2.4000 0.5336 1.28062 W2 1.0000 2.5000 2.4000 6.0000 1.3000 7.80003 W3 0.5000 0.9000 2.5000 2.4000 2.7000 2.1000 5.67004 W5 0.5000 0.8000 2.5000 1.0000 1.0000 0.2667 0.26675 PH 1.0000 2.5000 2.6042

UPLIFT 50% U2 0.5 x 0.5 2.5000 2.7000 1.0000 -1.6875 0.9000 -1.5188

10.413 16.103

16.1027RESULTANT = -------------- = 1.5465

10.4125







1 W1 0.5000 0.8000 2.5000 2.4000 2.4000 0.8336 2.00062 W2 1.0000 2.5000 2.4000 6.0000 1.6000 9.60003 W3 0.5000 0.9000 2.5000 2.4000 2.7000 2.4000 6.48004 W5 0.5000 0.8000 2.5000 1.0000 1.0000 0.5667 0.56675 W8 3.3000 1.2000 2.4000 9.5040 1.6500 15.68166 PH 1.0000 3.7000 8.4422

UPLIFT 50% U2 0.5 x 0.5 3.7000 3.3000 1.0000 -3.0525 1.1000 -3.3578

18.552 39.413

39.4133RESULTANT = -------------- = 2.1245

18.5515





WH3/6 3/ 6

WH3/6 3/ 6


Fixing the Length of aprons by Hydraulic Jump theory

CALCULATION OF D1 AND D2

Discharge,Q = 748.977 CumecsU/S water leve= 296.500D/S T.W.L = 295.750Length of weir= 26.000 mAssumed D1 = 0.750 m

= 0.000 m (Vel. head at Approach)= 0.000 m (Vel. head at D/S, tail channel)

Discharge/m, = Q / L ----> = 28.807 Cumec/m V1 = q / D1 ----> = 38.409 m/s Fr = = 14.160 D2 = = 14.649 mD/S T.E.L --- = = 295.750U/S T.E.L --- = = 296.500Head loss HL= U/S TEL - D/S TEL = 0.750 mCritical Depth = = 4.389 m

Head loss, HL= = 61.096 m -60.35(calculated using D1 & D2)Basin floor lev= D/S TWL - D2 ----> = 281.101

d1 = 0.750 metresd2 = 14.649 metresLj = 5(d2-d1) = 69.494 metres

However provide jump Length, = 69.50 metreshowever provide Postjump Length,L2= 0.00 metres

U/S Va2 / 2gD/S Vt2 / 2g

V1 / (g.D1)1/2 D1/2((1+8F2)0.5 - 1) D/S TWL + D/S Vt2/2g U/S WL + U/S Va2/2g

(q2 / g)1/3 ---->

(D2-D1)3 / 4.D1.D2


Max. Scour Depth:

f= 1q=Q/L= 28.8068 cumecs/m

R= 12.68617

Depth of U/S cut-off 1.5 R = 19.029 metresU/S MWL= 296.500 metresU/S cut-off level= 277.471 metresDepth of U/S cut-off provided= 15.10 metres

Depth of D/S cut-off 2.00 R = 25.372 metresD/S MWL= 295.750 metresD/s cut-off level= 270.378 metresD/S cut-off depth provided= 22.20 metres

Calculation of thickness of aprons by Khosla's TheoryU/S Pile:

Concrete Offsetd= 15.10D= 21.40 4.00%b= 69.50 0.00 3.00

= 72.500.208275862

a= 4.801324503

l= ---------------------- = 2.9521782

1

0.395465 or say 39.55%p1

0.270019 or say 27.00%p

39.55%= 60.45%

27.00%= 73.00%

12.54%

Correction for 1.20 m thickness under body wall

= ------------------- x t = 1.00%d

Interference of D/S pile on U/S pile:

= 5.196924

60.45% 1.00% 5.20%= 66.65%


1/a=d/b=

1+(1+a2)1/2

FE= ----- x Cos-1((l-2)/l)

FD= ----- x Cos-1((l-1)/l)

FC1=100-

FD1=100-

FD1- FC1=

FD1- FC1

Correction C = 19(D/b')1/2 x (d+D)/b

FC1 corrected=


D/S Pile:d= 22.20D= 13.90b= 69.50 0.00 3.00

= 72.500.306206897

a= 3.265765766

l= ---------------------- = 2.207722

1

0.470007 or say 47.00%p1

0.315753 or say 31.58%p

47.00%= 53.00%

31.58%= 68.42%

15.43%

Correction for 0.80 m thickness of apron

= ------------------- x t = 0.56% -ved

Interference of U/S pile on D/S pile:

= 4.142487 -ve

47.00% 0.56% 4.14%= 42.30%

66.65% 42.30%%Pressure @ A = 66.65% - ---------------------x 3.00

72.50= 65.64%

66.65% 42.30%%Pressure @ B = 66.65% - ---------------------x 42.00

72.50= 52.54%

Over Flow conditionPressure head@A=(H+d-d2) = 2.50 1.50 14.649 65.64%

= -6.99-6.99

-4.99 m1.40

say provide t1 thickness = 1.2 mPressure head@B=(H+d-d2) = 2.50 1.5 14.649 52.54%

= -5.60-5.60

-4.00 m1.40

say provide t2 thickness = 0.80 m

1/a=d/b=

1+(1+a2)1/2

FE= ----- x Cos-1((l-2)/l)

FD= ----- x Cos-1((l-1)/l)

FC1=100-

FD1=100-

FD1- FC1=

FD1- FC1

Correction C = 19(D/b')1/2 x (d+D)/b

FE corrected=

t1Thickness = ------------------ =

t2Thickness = ------------------ =


Non-over Flow conditionPressure head@A=(H) = 2.50 0 0.000 65.64%

= 1.641.64

0.682.40

Pressure head@B=(H) = 2.50 0 0.000 52.54%= 1.31

1.310.55

2.40

Calculation of Exit Gradient:H 1

0.024125 or say 1 i 41.45

d

Rough stone apron

Scour Depth D = 22.20

Length to be covered on a slope of 2:1= Sqrt(5)D= 49.64

Thickness of settled stones after scour=1.24T= 0.372 metres

(Assuming thickness of 300mm)

Quantity/m run= 49.64 x 0.372= 18.466

Length of Launching apron=1.5D = 34.00provide 10.00

Thickness= 1.847 metresProvide 0.60 metres

t1Thickness = ------------------ =

t2Thickness = ------------------ =

Exit Gradient, GE= ---------------=

p(l)1/2

19 SDC,Hyd

C1.734128192 0.451.733427419 0.51.725229557 0.55

1.7195039 0.61.713145932 0.651.699994483 0.71.676021257 0.751.639692713 0.81.587504317 0.851.504687149 0.91.351086878 0.951.042215089 1

1.741 0.500

Drowning Ratio

1 2 3 4 5 6 7 8 9 10 11 121

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

Malikapur Graph

Drowning Ratio

Coff.

of D

isc.

'C'

20 SDC,Hyd

1 2 3 4 5 6 7 8 9 10 11 121

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

Malikapur Graph

Drowning Ratio

Coff.

of D

isc.

'C'

CONSTRUCTION OF ANICUT ACROSS SIDDIPET VAGU

MFDischarge = 748.976 CumecsMFL AT THE PROPOSED SITE OF THE ANICUT = 307.149

DESIGN OF THE ANICUT296.500

307.149

295.000

VELOCITY HEADWHERE V = VELOCITY OF APPROCH = q/RAssumed length of weir 26

f = Silt factor = 1.40q = AVERAGE DISCHARGE INTENSITY = 28.807 CUMECS/METRE

R = 11.3402 MetresV = 2.540235 m/sec

VELOCITY HEAD = 0.328889 MetresMFL at section 0 = 307.14882

Proposed crest Level = 295.000TEL D/S = 307.478 MetresU/S MFL = 296.500 MetresU/S TEL = 296.829 Metres (U/S MFL +VELOCITY HEAD)

CREST LEVEL PROPOSED = 295.000 MetresHEAD OVER CREST = 1.829 Metres (U/S TEL - CREST LEVEL PROPOSED)

MKS FPS0.5770.750

Q = 749 26450H = -10.649 -34.937h = 12.149 39.858

0.328889 1.079L= Q/2/3*Cd1*(2g)1/2[(H+ha)3/2-ha3/2] +

Cd2*h *(2g)1/2[(H+ha)1/2]Length of Weir = #VALUE! feet

= #VALUE! MetresProvide length of weir = 26.0 Metres

V2/2g

R = NORMAL SCOUR DEPTH = 1.35(q2/f)1/3

DISCHARGE (Q) =2/3*Cd1*L*(2g)1/2[(H+ha)3/2-ha3/2] + Cd2*L*h *(2g)1/2[(H+ha)1/2]

Cd1 =Cd2 =

ha =

DESIGNOFABUTMENTANDU/S&D/SWING(MAX)

TOP WIDTH : 0.600 WALL TOP LEVEL : 297.100 FOUNDATION TOP LEVEL : 94.600 STRESSONCONCRETE(t/m2)FOUNDATION BOTTOM LEVEL : 94.000 EARTH SIDE WIDTH : 1.500 MAX.STRESS 643846.040WATER SIDE WIDTH : 1.100 CONCRETE OFFSET : 0.300 MIN.STRESS 640943.660

BASEWIDTH 3.200STRESSONSOIL(t/m2)

WEIGHT OF CONCRETE/MASONARY : 2.400 WEIGHT OF SOIL : 2.100 HORIZANTAL EARTH COEFFICENT : 0.158 MAX.STRESS 460360.900VERTICAL EARTH COEEFICENT : 0.0395

MIN.STRESS 457836.140BASEWIDTH 3.800

297.100W3

W4W1

WATERSIDE EARTH202.500 SIDE

W6 W2

A 1.10094.60094.000 W5

B0.30 0.60 1.50 0.30

3.800TAKINGMOMENTSAT(A):

Force Particulars Magnitude Lever Moment(T) Arm(M) (TM)

W1 0.600 202.500 2.400 291.600 1.400 408.240W2 0.500 1.500 202.500 2.400 364.500 2.200 801.900W3 0.500 1.500 202.500 2.100 318.938 2.700 861.131W6 0.500 1.100 202.500 2.400 267.300 0.733 196.020PV 0.040 2.100 ### 3401.468 3.200 10884.699

TOTALVERTICALFORCE 4643.806PH 0.158 2.100 ### 13605.874 81.000 ###

TOTAL ###

BaseWidth= 3.200Leverarm= 234.490Eccentricity= 236.090EccentricityLimit= 0.533StressonmasonaryDirectstress= 1451.189Bendingstress= 642394.847

STRESSESONCONCRETEmax.stress 643846.037Min.stress 640943.658

TAKINGMOMENTSABOUT(B):Force Particulars Magnitude Lever Moment

(T) Arm(M) (TM)W1 Ascalculatedabove 291.600 1.700 495.720W2 Ascalculatedabove 364.500 2.500 911.250W3 Ascalculatedabove 318.938 3.000 956.813W6 Ascalculatedabove 267.300 1.033 276.210W4 0.300 202.500 2.100 127.575 3.650 465.649W5 3.800 0.600 2.400 5.472 1.900 10.397Pv 0.040 2.100 ### 3421.655 3.800 13002.290

TOTALVERTICALFORCE 4797.040Ph 0.158 2.100 ### 13686.621 81.240 ###

TOTALMOMENTS ###

BaseWidth= 3.800Leverarm= 228.429Eccentricity= 230.329EccentricityLimit= 0.633Directstress= 1262.379Bendingstress= 459098.520

STRESSESONSOILMaximumStress= 460360.900MinimumStress= 457836.140

DESIGNOFD/SWING(MIN)ANDRETURN

TOP WIDTH : 0.600 WALL TOP LEVEL : 296.400 FOUNDATION TOP LEVEL : 94.600 STRESSONCONCRETE(t/m2)FOUNDATION BOTTOM LEVEL : 94.000 EARTH SIDE WIDTH : 0.800 MAX.STRESS 1349229.690WATER SIDE WIDTH : 0.800 CONCRETE OFFSET : 0.300 MIN.STRESS 1345388.280

BASEWIDTH 2.200STRESSONSOIL(t/m2)

WEIGHT OF CONCRETE/MASONARY : 2.400 WEIGHT OF SOIL : 2.100 HORIZANTAL EARTH COEFFICENT : 0.158 MAX.STRESS 839869.030VERTICAL EARTH COEEFICENT : 0.0395

MIN.STRESS 836742.720BASEWIDTH 2.800

296.400W3

W4W1

WATERSIDE EARTH201.800 SIDE

W6 W2

A 0.80094.60094.000 W5

B0.30 0.60 0.80 0.30

2.800TAKINGMOMENTSAT(A):

Force Particulars Magnitude Lever Moment(T) Arm(M) (TM)

W1 0.600 201.800 2.400 290.592 1.100 319.651W2 0.500 0.800 201.800 2.400 193.728 1.667 322.880W3 0.500 0.800 201.800 2.100 169.512 1.933 327.723W6 0.500 0.800 201.800 2.400 193.728 0.533 103.322PV 0.040 2.100 ### 3377.993 2.200 7431.584

TOTALVERTICALFORCE 4225.553PH 0.158 2.100 ### 13511.971 80.720 ###

TOTAL ###

BaseWidth= 2.200Leverarm= 256.104Eccentricity= 257.204EccentricityLimit= 0.367StressonmasonaryDirectstress= 1920.706Bendingstress= 1347308.987

STRESSESONCONCRETEmax.stress 1349229.693Min.stress 1345388.281

TAKINGMOMENTSABOUT(B):Force Particulars Magnitude Lever Moment

(T) Arm(M) (TM)W1 Ascalculatedabove 290.592 1.400 406.829W2 Ascalculatedabove 193.728 1.967 380.998W3 Ascalculatedabove 169.512 2.233 378.577W6 Ascalculatedabove 193.728 0.833 161.440W4 0.300 201.800 2.100 127.134 2.650 336.905W5 2.800 0.600 2.400 4.032 1.400 5.645Pv 0.040 2.100 ### 3398.110 2.800 9514.707

TOTALVERTICALFORCE 4376.836Ph 0.158 2.100 ### 13592.439 80.960 ###

TOTALMOMENTS ###

BaseWidth= 2.800Leverarm= 248.869Eccentricity= 250.269EccentricityLimit= 0.467Directstress= 1563.156Bendingstress= 838305.875

STRESSESONSOILMaximumStress= 839869.030MinimumStress= 836742.720

Name Of Work: Estimate for the construction of Check Dam

S.NoDescription Nos L B D Qty1 Earth work Excavation for foundation

a) Under Bodywall 1 x 1 26 3.00 1.13 87.75Apron 1 x 1 26 39.00 1.13 1140.75

1 x 1 26 30.50 0.73 574.925a) Under Abutments 1 x 2 5 3.80 3.00 120.84b) Under U/S wings 1 x 2 6 3.80 3.00 125.4

and U/S Returnsd) Under U/S Cutoff 1 x 1 26 0.60 + 0.6 13.98 218.01

2c) Under D/S Returns 1 x 2 8 2.80 3.00 134.4d) Under D/S wings 1 x 2 3 3.80 + 2.8 3.00 + 3 51.48

2 2d) Under D/S Cutoff 1 x 1 26 0.60 + 0.6 1.00 15.6

22469.16

2 Laying CC M-10 for foundation a) Under Abutments 1 x 2 5.30 3.8 0.6 24.168b) Under U/S wings 1 x 2 5.5 3.8 0.6 25.08

and U/S Returnsc) Under D/S Returns 1 x 2 8 2.8 0.6 26.88d) Under D/S wings 1 x 2 2.6 3.8 + 2.8 0.6 + 0.6 10.3

2 286.428

2 Laying CC M-15 for foundation a) Under Bodywall 1 x 1 26 3.00 1.13 87.75

Apron 1 x 1 26.00 39.00 1.13 1140.751 x 1 26 30.50 0.73 574.925

d) Under U/S Cutoff 1 x 1 26.00 0.6 + 0.6 13.98 218.012

d) Under D/S Cutoff 1 x 1 26.00 0.6 + 0.6 17.73 276.512

2297.95

2 Laying CC M-15 for Body wallFor Body wall 1 x 1 26 1.00 + 2.70 2.50 120.25

2For U/S wings 1 x 2 5.2 0.6 + 3.2 ### 4001.4

and Returns 2d) Under D/S wings 1 x 2 2.6 0.6 + 2.7 202.5 + 202 1734.45

2 2For D/S Returns 1 x 2 7.7 0.60 + 2.2 201.8 4350.81

2For Abutments U/ 1 x 2 5.30 0.6 + 3.2 202.5 4078.35

and D/S 214285.3

2 Laying RCC M-20a) For

Apron 1 x 1 26.00 39.00 0.08 76.051 x 1 26 30.50 0.08 59.475

135.525

Cum

Cum

Cum

Cum

Cum

65.9 162717.31

4171 360491.19

4468.34 10267998.74

7E+0074957 70812033.82

4697 636560.93

IRR-CCDW-2-3

cleaning, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc.,

(Cement content: 260 kg / cum with use of super plasticiser(0.4% by wt. of cement),CA : 0.90cum, Blending Ratio of CA--50:30:20, FA : 0.40 cum)

Data RATE ANALYSIS UNIT : 15.38 cumA. MATERIALS:

Sl No Particulars Unit Quantity Rate Amountin Rs. in Rs.

1 Cement for mix kg 3998.80 5.30 21193.64Cement for incidentals @ kg 46.14 5.30 244.54

2 Coarse aggregate 40-20 cum 6.92 975.00 6747.98Coarse aggregate 20-10 cum 4.15 1025.00 4256.42Coarse aggregate 10 mm cum 2.77 750.00 2076.30

3 Fine aggregate cum 6.15 425 2614.604 Super Plasticizer kg 16.00 54 863.745 Use rate of shuttering for sqm 15.38 197.64 3039.75

Scaffolding @ of shutter 10% 303.976 Sundries LS 0.50 33 16.50

Add seignorage charges on C(Included in material rate) Rs: 0.00Add seignorage charges on F(Included in material rate) Rs: 0.00

Total cost of Materials Rs: 41357.43

B. MACHINERY:Sl No Description Unit Quantity Rate Amount

in Rs. in Rs.1 Concrete mixer 300/200 ltr Hour 8.00 44.80 358.40

Fuel / Energy charges Hour 8.00 61.90 495.202 5 hp pump ( diesel ) Hour 0.50 8.40 4.20

Fuel / Energy charges Hour 0.50 61.90 30.953 Water tanker 8000 ltr Hour 1.00 285.80 285.80

Fuel / Energy charges Hour 1.00 233.90 233.904 Needle vibrator 40 mm dia Hour 8.00 6.00 48.00

Fuel / Energy charges Hour 8.00 12.40 99.20Total hire charges of Machinery Rs: 1555.65

C. LABOUR:Sl No Description Unit Quantity Rate Amount

in Rs. in Rs.

Providing and laying insitu vibrated M-15 ( 28 days cube compressive strength not less than15 N /sq mm ) grade cement concrete using 40 mm down size approved, clean, hard, gradedaggregates for foundation filling including cost of all materials, machinery, labour, formwork,

complete with initial lead upto 50 m and all lifts.

1 Crew for Concrete mixer Hour 8.00 141.70 1133.602 Crew for Pump Hour 0.50 71.10 35.553 Crew for Water tanker Hour 1.00 106.30 106.304 Crew for Needle vibrator Hour 8.00 102.00 816.005 work inspector Day 1.00 275.00 275.006 Mason Class-I Day 1.00 285.00 285.007 mazdoor

for batching materials Day 11.00 215.00 2365.00for loading mortar pans Day 4.00 215.00 860.00for laying Day 3.00 215.00 645.00for conveying concrete Day 15.38 215.00 3306.70for cleaning/ washing/ cur Day 1.00 215.00 215.00

8 Labour cost for shuttering sqm 15.38 55.65 855.90Labour cost for scaffoldi 10% 85.59

Total cost of Labour Rs: 10984.64labour component/unit qty 714.20Add contractor's profit and overhe 0.14 100.00labour component/unit qty (including contractor's pr814.20

ABSTRACT:A. Cost of Materials including seignorage charges Rs: 41357.43B. Hire charges of Machinery Rs: 1555.65C. Cost of Labour Rs: 10984.64

Total Rs: 53897.72D. Add for contractor's profit a 14.00% Rs: 7545.681Add for Lead harges

6 Km for CA 13.84 x 51.60 714.25130 Km for FA 6.15 x 1067.2 6565.41

Total cost for 15.38 cum Rs: 68723.06Rate per cum (A+B+C+D)/15.38 Rs. 4468.34

cleaning, batching, mixing, placing in position, levelling, vibrating, finishing, curing etc.,

(Cement content: 260 kg / cum with use of super plasticiser(0.4% by wt. of cement),

42166.42

( 28 days cube compressive strength not less than down size approved, clean, hard, graded

including cost of all materials, machinery, labour, formwork,

COM-LDLFT

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COM-LDLFT Chapter VII

LEAD/LIFT/LOADING & UNLOADING CHARGES(WLL BE WITH E-N-C & TO INCORPORATE CHANGES YEARLY/ AS NEEDED)

FOR THE YEAR : 2011-12 LEAD, LIFT, LOADING AND UNLOADING CHARGES FOR MATERIALS

COM-LDLFT 1. For total lead upto 150 m ( including initial lead ) lead charges by head load only shall beadopted irrespective of mode of conveyance.2. For total lead exceeding 150 m conveyance by mechanical means only shall be adoptedirrespective of mode of conveyance.3. The rates for loading at quarry including idle hire charges of trucks and hire charges per for each kilometer and upto 5 km are cumulative and inclusive of total charges for preceding lead.4. Unless otherwise specified lead charges for Earth / Sand / Gravel / Aggregates and Stonesare for loose volume and not for compacted or in-situ volume.5. The rates for lift charges,lead charges, hire charges are cumulative and inclusive of rates for preceding lift,laed and hire cahrges6. Lift charges are not payable where conveyance of materials is by mechanical means tofinal placing point.7. Loading and unloading charges are not payable for conveyance by head load.8. Loading charges are not payable for conveyance by mechanical means for disposal ofexcavated materials beyond initial lead of 50 m wherever specified.9. Loading and unloading charges are not payable for conveyance by mechanical means fordisposal of excavated materials beyond initial lead of 1 km wherever specified.10. The rates for unloading of materials except earth, sand, gravel, coarse aggregate, rubble,size stone and cut stone are inclusive of stacking.11. Hire charges are per 1KM for tippers and trucks for tranport of materials from work site to dump yard and other places are cumulative& includs previous km upto 5 kms12. The lead & lift charges are inclusive of contractor's profit and overhead charges of 14%

COM-LDLFT-1 A. (Lead) Conveyance Charges for materials by head loadFOR THE YEAR: 2011-12

Sl No.

1 2 3 4 5

1 initial lead initial lead initial lead2 Total lead upto 100 m 35.00 20.40 44.603 Total lead upto 150 m 70.00 40.90 89.10

Notes: 1. No loading or unloading charges are admissible for conveyance by head load. 2. For total lead exceeding 150 m conveyance charges by mechanical means only shall be adopted irrespective of mode of conveyance.

COM-LDLFT-2 B.( Lead) Conveyance charges for machinery per kilometer for transporting materials by tippers and trucks

FOR THE YEAR: 2011-12

( No loading and unloading charges allowed for machinery loading and unloading )

Sl No. Distance

1 2 3 4 5 6 7

1 Lead upto 1 km 23.80 21.40 13.40 31.50 13.40

2 Lead upto 2 km 33.30 30.00 18.70 44.10 18.703 Lead upto 3 km 44.50 44.50 27.80 65.40 25.004 Lead upto 4 km 54.00 54.00 33.70 79.40 30.305 Lead upto 5 km 63.50 63.50 39.70 93.40 35.70

6 9.50 9.50 6.00 14.00 5.40

Total distance ( Total lead includes initial lead )

Earth / Sand /Gravel / Murrum/ Lime/ Surki/ Size stone / Cut stone Rubble / Coarse aggregate Rs/ Cum

Cement / Reinforce-ment steel Str steel Rs / tonne

PCC slab/ Shahbad slab / CC block/ BS slab/ Late-rite / Wood Rs / cum

Total lead upto 50 m (covered by item

rate)

3. The Lead Charges are inclusive of 14% Contractor Profit and Overhead chargesexcluding loading, unloading and idle hire charges of machinery.

(Lead) charges for trucks and tippers

for Earth / Sand /Gravel / Murrum/ Lime/ Surki/ per

cu.meter

(Lead) charges for trucks and tippers for

Rubble/Size stones/ Cut

Stones/ Coarse

aggregate per cu.meter

(Lead) charges for trucks and tippers for Cement/ Steel/

RCC poles/ AC & GI sheets/ Packed materials/tonne

(Lead) charges for trucks and

tippers per cu.meter for PCC slabs/ Shahabad

slabs/ CC & Laterite blocks/

Wood/ cum

(Lead) charges for

per cu.meter for water/ 1000 litres

for Every km beyond 5 km upto

30 km

COM-LDLFT

329

7 7.90 7.90 5.00 11.70 4.50Note: The Lead Charges are inclusive of 14% Contractor Profit and Overhead charges

COM-LDLFT-3 C. LOADING AND UNLOADING CHARGES BY MANUAL MEANS (idle hire charges of trucks are not added)

Sl No. cement in Rs/tonne

1 2 3 4 5 6 71 Loading 11.60 23.20 38.20 45.80 31.902 Unloading 5.80 11.60 38.20 45.80 31.90

Note: The Lead Charges are inclusive of 14% Contractor Profit and Overhead charges

COM-LDLFT-4 D. LOADING AND UNLOADING CHARGES BY MANUAL MEANS (including idle hire charges of trucks )

Sl No. cement in Rs/tonne

1 2 3 4 5 6 71 Loading 76.50 88.00 109.90 117.60 149.902 Unloading 27.40 44.00 109.90 117.60 149.90


E. LOADING AND UNLOADING CHARGES BY MECHANICAL MEANS (including idle hire charges of trucks)

COM-LDLFT-5 Sl No.

1 2 3 41 Loading 38.10 75.702 Unloading 12.00 12.00


F. LIFT CHARGES FOR MATERIALS BY HEAD LOAD

COM-LDLFT-6 Sl No.

1 2 3 4 5

1 Initial lift Initial lift Initial lift2 For Every 1.00 Lift beyond 4.10 3.00 5.40

initial lift of 3 meters


I. GENERAL DATA FOR LEAD / LIFT / LOADING & UNLOADING:A . DATA FOR LEAD CHARGES BY HEAD LOAD :

For the purpose of working out conveyance charges by head load the category of materials asclassified in ( I ) above are grouped together as under :CATEGORY : Earth / Sand / Gravel / Murrum / Lime / Surki / Coarse aggregate /Rubble stone / Size stone / Cut stone In this group materials which are comperatively lighter and generally conveyed by head loadby light / heavy mazdoor are included. Method of conveyance, approximate weight per loadand time required to cover specified additional distance will be generally sameTherefore common data is considered for conveyance by head load for materials under this category.

CATEGORY : Cement in bag / Reinforcement steel / Structural steel sections In this group the materials in packed / rolled / fabricated condition which are heavier per loadcompared to the materials under Category above and which can not be split into smallquantities for the purpose of conveyance are included. The unit of measurement for thesematerials is per tonne.

for Every km beyond 30 km

Description of item

Earth / Sand /GravelMurrum/ / Surki/

Rs / cum

Rubble/ size stone/ cut

stone/ Coarse aggregate,Li

me in Rs/cum

steel in Rs./tonne

brick work Rs/1000 No

Description of item


Rs / cum



me in Rs/cum

steel in Rs./tonne

brick work Rs/1000 No

Description of item


Rs / cum



me in Rs/cum

Total lift( Total lift includes

initial lift )

Earth / Sand /GravelMurrum/ Lime/ Surki/

Size stone / Cut stone

Rubble / CoarseaggregateRs / cum

Cement /Reinforce-ment steelStr steel

Rs / tonne

PCC slab/Shahbadslab / CCblock/ BS

slab / Laterite/ Wood

Rs / cum

Total lift upto 3 m (covered by item

rate)

COM-LDLFT

330

CATEGORY : PCC slab / Shahabad stone slab / CC block / Laterite stone / BS slab / Wood In this group the materials in moulded condition / cut to standard size which are heavier perload compared to materials under Category above are included.

COM-DTL-LDLFT-1 A. (Lead) Conveyance Charges for materials by head loadCATEGORY : Earth / Sand / Gravel / Murrum / Lime / Surki / Coarse aggregate / Rubble stone / Size stone / Cut stone

This is initial lead and cost is covered under item basic rate.

Average distance to be covered beyond initial lead of 50 m 25 mAverage speed of conveyance by head load 60 m / minuteRound trip cycle time for 25 m considering 50 min/ hr working( 2 x 25 x 60 / 50 / 60 ) 1 minNo. of trips per day for additional lead ( 8 x 60 / 1 ) 480Quantity of material by head load per load 0.015 cumQuantity of material by head load per day ( 480 x 0.015 ) say 7 cumDeploy one mazdoor for every 50 m additional lead beyond initial lead.

Unit: 7 cum

Sl No. Description Unit Quantity Amount in Rs.1 Mazdoor Day 1 215 215

Total Rs: 215

14% 30.1

7 cum Rs: 245.1Rate per cum Rs: 35.00

Average distance to be covered beyond initial of 50 m : 50 mDeploy two mazdoors for conveyance beyond initial lead.

Unit: 7 cum

Sl No. Description Unit Quantity Amount in Rs.1 Mazdoor Day 2 215 430

Total Rs: 430

14% 60.2

7 cum Rs: 490.2Rate per cum Rs: 70.00

CATEGORY : Cement in bag / Reinforcement steel / Structural steel sections


Average distance to be covered beyond initial lead of 50 m 25 mAverage speed of conveyance by head load 30 m / minuteRound trip cycle time for 25 m considering 50 min/ hr working( 2 x 25 x 60 / 50 / 30 ) 2 minNo. of trips per day for lead upto 100 m ( 8 x 60 / 2 ) 240Quantity of material by head load per load 50 kgQuantity of material by head load per day ( 240 x 50 / 1000 ) 12 tonneDeploy one mazdoor for every 50 m additional lead beyond initial lead.

Lead: Upto 50 m :

Lead: Upto 100 m :

Ratein Rs.

Contractor's profit and overhead charges

Total for materials under this Category for

Lead: Upto 150 m :

Ratein Rs.



Lead: Upto 50 m :

Lead: Upto 100 m :

COM-LDLFT

331

Unit: 12 tonneSl No. Description Unit Quantity Rate in Rs. Amount in Rs.

1 Day 1 215 215Total Rs: 215

14% 30.1

12.00 tonne Rs: 245.1Rate per tonne Rs: 20.40

Average distance to be covered beyond initial of 50 m : 50 mDeploy two mazdoors for conveyance beyond initial lead.

Unit: 12 tonneSl No. Description Unit Quantity Rate in Rs. Amount in Rs.1 Cement /steel handliDay 2 215 430

mazdoor Total Rs: 430

14% 60.2

12.00 tonne Rs: 490.2Rate per tonne Rs: 40.90

CATEGORY : PCC slab / Shahabad stone slab / CC block / Laterite stone / BS slab / Wood


Lead: Upto 100 m :Average distance to be covered beyond initial lead of 50 m 25 mAverage speed of conveyance by head load 40 m / minuteRound trip cycle time for 25 m considering 50 min/ hr working( 2 x 25 x 60 / 50 / 40 ) 1.5 minNo. of trips per day for lead upto 100 m ( 8 x 60 / 1.5 ) 320Quantity of material by head load per load 0.017 cumQuantity of material by head load per day ( 320 x 0.017 ) say 5.5 cumDeploy one mazdoor for every 50 m additional lead beyond initial lead.

Unit: 5.5 cumSl No. Description Unit Quantity Rate in Rs. Amount in Rs.1 Mazdoor Day 1 215 215

Total Rs: 215

14% 30.1

5.5 cum Rs: 245.1Rate per cum Rs: 44.60

Lead: Upto 150 m :Average distance to be covered beyond initial of 50 m : 50 mDeploy two mazdoors for conveyance beyond initial lead.

Unit: 5.5 cumSl No. Description Unit Quantity Rate in Rs. Amount in Rs.1 Heavy mazdoor Day 2 215 430

Total Rs: 430

14% 60.2

5.5 cum Rs: 490.2Rate per cum Rs: 89.10

COM-DTL-LDLFT-2 B.( Lead) Conveyance charges for machinery per kilometer for transporting materials by tippers and trucksexcluding loading, unloading and idle hire charges of machinery.

CATEGORY : Earth / Sand / Gravel / Murrum / Lime / Surki /

For total lead upto 1 km Unit: 5 cumSl No. Description Unit Quantity Rate in Rs. Amount in Rs.1 Tipper hire charges Hour 0.15 351.30 52.70

Fuel charges Hour 0.15 233.90 35.092 Crew charges Hour 0.15 111.20 16.68

Total Rs: 104.47

14% 14.63Total for 5 cum Rs: 119.10

Cement /steel handling mazdoor



Lead: Upto 150 m :



Lead: Upto 50 m :






COM-LDLFT

332

Rate per cum 23.80

For total lead more than 1 km upto 2 km Unit: 5 cumSl No. Description Unit Quantity Rate in Rs. Amount in Rs.1 Tipper hire charges Hour 0.21 351.30 73.77


Total Rs: 146.24

14% 20.47Total for 5 cum Rs: 166.71Rate per cum 33.30

For total lead more than 2 km upto 3 km Unit: 5 cum

Sl No. Description Unit Quantity Rate in Rs.1 Tipper hire charges Hour 0.28 351.30 98.36


Total Rs: 194.99



Sl No. Description Unit Quantity1 Tipper hire charges Hour 0.34 351.30 119.44


Total Rs: 236.78





Total Rs: 278.56


For lead beyond 5 km upto 30 km for every km Unit: 5 cum



Total Rs: 41.78


For lead beyond 30 km for every km Unit: 5 cum



Total Rs: 34.83


CATEGORY : Coarse aggregate / Rubble stone / Size stone / Cut stone

For total lead upto 1 km Unit: 5 cum

Sl No. Description Unit Quantity1 Truck hire charges Hour 0.15 285.80 42.87


Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.

COM-LDLFT

333


Total Rs: 93.91





Total Rs: 131.46





Total Rs: 194.99





Total Rs: 236.78





Total Rs: 0.00 278.56


For lead beyond 5 km upto 30 km for every km Unit: 5 cum



Total Rs: 41.78

14% 5.85


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


COM-LDLFT

334

Total for 5 cum Rs: 47.63Rate per cum 9.50

For lead beyond 30 km for every km Unit: 5 cum



Total Rs: 34.83


CATEGORY : Cement/ Steel/ Pipes/ RCC poles/ AC & GI sheets/ Packed materials

For total lead upto 1 km Unit: 8 tonne



Total Rs: 93.91

14% 13.15Total for 8 tonne Rs: 107.06Rate per tonne 13.40

For total lead more than 1 km upto 2 km Unit: 8 tonne



Total Rs: 131.46





Total Rs: 194.99





Total Rs: 236.78





Total Rs: 278.56


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


COM-LDLFT

335

For lead beyond 5 km upto 30 km for every km Unit: 8 tonne



Total Rs: 41.78


For lead beyond 30 km for every km Unit: 8 tonne



Total Rs: 34.83


CATEGORY : PCC slabs/ Shahabad slabs/ BS slabs/ CC & Laterite blocks/ Wood

For total lead upto 1 km Unit: 3.4 cum



Total Rs: 93.91

14% 13.15Total for 3.4 cum Rs: 107.06Rate per cum 31.50

For total lead more than 1 km upto 2 km Unit: 3.4 cum



Total Rs: 131.46





Total Rs: 194.99





Total Rs: 236.78


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


COM-LDLFT

336




Total Rs: 278.56


For lead beyond 5 km upto 30 km for every km Unit: 3.4 cum



Total Rs: 41.78


For lead beyond 30 km for every km Unit: 3.4 cum



Total Rs: 34.83


CATEGORY : water

For total lead upto 1 km Unit: 8000 litres

Sl No. Description Unit Quantity1 Water tanker hire ch Hour 0.15 285.80 42.87


Total Rs: 93.91

14% 13.15Total for 8000 litres Rs: 107.06Rate per 1000 litres 13.40

For total lead more than 1 km upto 2 km Unit: 8000 litres



Total Rs: 131.46





Total Rs: 175.27


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


COM-LDLFT

337




Total Rs: 212.84





Total Rs: 250.40


For lead beyond 5 km upto 30 km for every km Unit: 8000 litres



Total Rs: 37.56


For lead beyond 30 km for every km Unit: 8000 litres



Total Rs: 31.31


COM-DTL-LDLFT-3 C. LOADING AND UNLOADING CHARGES BY MANUAL MEANS (idle hire charges of trucks are not added)MORD -data

1 Loading of Lime, Aggregate, Stone Boulder,a) Loading Brick Aggregate, Kankar, Building Rubbish, Unit Quantity Rate Rs. Amount Rs.

Building Rubbish, Crushed Slag, Stone for Masonry Work by manual means including a lead upto 30 mUnit = cumTaking output = 5.5 cum LabourHead Mazdoor day 0.02 215 4.30Mazdoor day 0.5 215 107.50

Total in Rs. 111.80

14% 15.65Rate per cum = Rs. 23.20

b) Unloading 50% of the loading ch11.60

2 Unit Quantity Rate Rs. Amount Rs.a) Loading by manual means including a lead upto 30 m

Unit = cumTaking output = 5.5 cum LabourHead Mazdoor day 0.01 215 2.15Mazdoor day 0.25 215 53.75

Total in Rs. 55.90

14% 7.83Rate per cum = Rs. 11.60

Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


Ratein Rs.

Amountin Rs.


contractor's profit and overhead charges

Loading of Earth, Sand, Moorum, Manure, Flyash


COM-LDLFT

338

b) Unloading 50% of the loading ch5.80

3 Unit Quantity Rate Rs. Amount Rs.a) Loading including a lead upto 30 m

Unit = 1000 Nos.Taking output = 2000 Nosa) LabourHead Mazdoor day 0.01 215 2.15Mazdoor day 0.25 215 53.75Cost for 2000 Nos. = 55.90

14% 7.83Rate per cum = Rs. 31.90

31.90


Unit = 1 tTaking output = 10 ta) LabourHead mazdoor day 0.06 215 12.90Mazdoor day 1.5 215 322.50Cost for 10 t = 335.40

14% 46.96Rate per 1 tonne = Rs. 38.20

100% of loading char38.20


Unit = 1 tTaking output = 10 ta) Labourhead Mazdoor day 0.07 215 15.05Mazdoor day 1.8 215 387.00Cost for 10 t = 402.05

14% 56.29Rate per 1 tonne = Rs. 45.80


COM-DTL-LDLFT-4 D. LOADING AND UNLOADING CHARGES BY MANUAL MEANS (including idle hire charges of trucks )

1 Loading of Lime, Aggregate, Stone Boulder,a) Loading Brick Aggregate, Kankar, Building Rubbish,

Building Rubbish, Crushed Slag, Stone for Unit Quantity Rate Rs. Amount Rs.Work by manual means including a lead upto 30 mUnit = cumTaking output = 5.5 cuma) LabourHead Mazdoor day 0.02 215 4.30Mazdoor day 0.5 215 107.50b) MachineryTruck 10t hour 0.5 626.00 313.00Cost for 5.5 cum = 424.80

14% 59.47Rate per cum = Rs. 88.00

Loading of Bricks by manual means


b) Unloading + stacking

100% of loading charges i.e., Rs.

Loading of Cement by manual means



Loading of Structural Steel, Steel Bars by manual means




COM-LDLFT

339

b) Unloading 50% of the loading charges i.e., 44

2 Unit Quantity Rate Rs. Amount Rs.a) Loading by manual means including a lead upto 30 m

Unit = cumTaking output = 5.5 cum LabourHead Mazdoor day 0.01 215 2.15Mazdoor day 0.25 215 53.75b) MachineryTruck 10t hour 0.5 626.00 313.00Cost for 5.5 cum = 368.90

14% 51.65Rate per cum = Rs. 76.50

b) Unloading Unit Quantity Rate Rs. Amount Rs. by manual means including a lead upto 30 mUnit = cumTaking output = 5.5 cuma) LabourMate day 0.005 260.00 1.30Mazdoor(unskilled) day 0.125 215 26.88b) MachineryTruck 10t hour 0.166 626.00 103.92Cost for 5.5 cum = 132.10

14% 18.49Rate per cum = Rs. 27.40

3 Unit Quantity Rate Rs. Totala) Loading including a lead upto 30 m

Unit = 1000 Nos.Taking output = 2000 Nosa) LabourMate day 0.01 260.00 2.60Mazdoor(unskilled) day 0.25 215 53.75b) MachineryTruck 10t hour 0.33 626.00 206.58Cost for 2000 Nos. = 262.93

14% 36.81Rate per 1000 bricks = Rs. 149.90



Unit = 1 tTaking output = 10 ta) LabourMate day 0.06 260.00 15.60Mazdoor(unskilled) day 1.5 215 322.50b) MachineryTruck 10t hour 1 626.00 626.00Cost for 10 t = 964.10

14% 134.97Rate per 1 tonne = Rs. 109.90



Unit = 1 tTaking output = 10 ta) LabourMate day 0.07 260.00 18.20Mazdoor(unskilled) day 1.8 215 387.00b) MachineryTruck 10t hour 1 626.00 626.00Cost for 10 t = 1031.20

14% 144.37Rate per 1 tonne = Rs. 117.60

Loading of Earth, Sand, Moorum, Manure, Flyash


Unloading of Earth, Sand, Moorum, Manure, Flyash


Loading of Bricks by manual means



Loading of Cement by manual means



Loading of Structural Steel, Steel Bars by manual means


COM-LDLFT

340


COM-DTL-LDLFT-5 E. LOADING AND UNLOADING CHARGES BY MECHANICAL MEANS (including idle hire charges of trucks)

COM-DTL-LDLFT-5-A 1 Loading of Lime, Aggregate, Stone Boulder, a) Loading Brick Aggregate, Kankar, Building Rubbish,

Crushed Slag, Stone for Masonry work by mechanical means including a lead upto 30 Unit Quantity Rate Rs. TotalPlacing tipper at loading point, loading with front end loader excluding time for haulage and return trip.Unit = cumTaking output = 5.5 cumTime required for i) Positioning of tipper at loading point Min 1ii) Loading by front end loader 1 cum bucket Min 7.33@ 45 / 25 cum per houriii) Manoevouring, reversing, dumping and tuMin - for returniv) Waiting time, unforeseen contingencies, eMin 2Total Min 10.33a) MachineryTipper 10 t capacity hour 0.17 696.40 119.90Front end-loader 1 cum bucket capacity @ 4hour 0.12 2009.50 245.49per hourCost for 5.5 cum = 365.39

14% 51.15Rate per cum = (a+b)/5.5 Rs. 75.70

b) Unloading see below. COM-LDLFT-5-B

COM-DTL-LDLFT-5-B 2a) Loading

Placing tipper at loading point, loading with frontend loader excluding time for haulage and ret Unit Quantity Rate Rs. TotalPlacing tipper at loading point, loading with frontend loader excluding time for haulage and return trip.Unit = cumTaking output = 5.5 cumTime required for i) Positioning of tipper at loading point Min 1ii) Loading by front end loader 1 cum bucket Min 3.3@ 45 / 25 cum per houriii) Waiting time, unforeseen contingencies, eMin 2Total Min 6.3a) MachineryTipper 10 t capacity hour 0.105 696.40 73.12Front end-loader 1 cum bucket capacity @ 4hour 0.055 2009.50 110.52per hourCost for 5.5 cum = 183.64

14% 25.71Rate per cum = (a+b)/5.5 Rs. 38.10

b) Unloadinglime, Aggregate, Stone boulder, Brick aggregate, Kankar, Building rubbish, Manure, Crushed S Unit Quantity Rate Rs. Total

Placing tipper at unloading point, excluding time for haulage and return trip.Taking output = 5.5 cumTime required for i) Positioning of tipper at loading point Min 1ii) Loading by front end loader 1 cum bucket Min 2@ 45 / 25 cum per houriii) Waiting time, unforeseen contingencies, eMin 2Total 5

Tipper 10 t capacity hour 0.08 696.40 58.03Cost for 5.5 cum = 58.03

14% 8.12Rate per cum = (a+b)/5.5 12.00


b) contractor's profit and overhead charges

Loading of Earth, sand, Moorum, Manure, Flyash, by mechanical means including a lead upto 30 m


Unloading of Earth, sand, Moorum, Manure, Flyash,

Flyash, Stone for Masonry work by mechanical means including a lead upto 30 m

a) Machinery


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341

COM-DTL-LDLFT-6 F. LIFT CHARGES FOR MATERIALS BY HEAD LOAD

FOR CATEGORY : Earth / Sand / Gravel / Murrum / Lime / Surki / Coarse aggregate /Rubble stone / Size stone / Cut stone

This is the initial lift and forms integral part of the activities in the basic rate of work item.Lift charges are admissible only lifting effort beyond initial lift specified in the work item.

Lift : ADDITIONAL LIFT CHARGES FOR each 1 METER LIFT BEYOND 3 M INITIAL LIFT

For additional lift of 1m beyond initial lift of 3 m one meter lift is taken equivalent to 6 meters leadaverage speed of conveyance by head load 60 m/minuteRound trip cycle time for 1.00 m considering 50 min/ hr working1 x6x 60 / 50 / 60 ) 0.12 minNo. of trips per day for lift 1.0 m above 3 m ( 8 x 60 / 0..12) 4000Quantity of material by head load 0.015 cumQuantity of material by head load per day ( 4000x 0.015 ) 60 cumDeploy 1 mazdoor for every additional lift of 1.0 m beyond initial lift.Lift : Upto 3.00 m for materials under this Category Unit: 60 cum

Sl No. Description Unit Quantity1 2 3 4 5 6

Mazdoor Day 1.00 215.00 215.00

14% 30.10Total Rs: for 60 cum 245.10

Rate per cum 4.10FOR CATEGORY: Cement bag / Reinforcement steel / Structural steel sections

This is the initial lift and forms integral part of the activities in the basic rate of work item.Lift charges are admissible only lifting effort beyond initial lift specified in the work item.Lift : ADDITIONAL LIFT CHARGES FOR each 1 METER LIFT BEYOND 3 M INITIAL LIFT

For additional lift of 1m beyond initial lift of 3 m one meter lift is taken equivalent to 6 meters leadaverage speed of conveyance by head load 25 m/minuteRound trip cycle time for 1.00 m considering 50 min/ hr working1 x6x 60 / 50 / 25 ) 0.29 minNo. of trips per day foradditional lift 1.0 m above 3 m ( 8 x 60 / 0.29) 1655Quantity of material by head load 50 kgsQuantity of material by head load per day ( 1655x50x 0.015 ) 83 tonsDeploy 1 mazdoor for every additional lift of 1.5 m beyond initial lift.or2/3 mazdoorLift : Upto 3.00 m for materials under this Category Unit: 83 TONS


Mazdoor Day 1.00 215.00 215.00

14% 30.10

245.10Rate per tonne 3.00

FOR CATEGORY : PCC slab / Shahabad stone slab / CC block / Laterite stone / BS slab / Wood

This is the initial lift and forms integral part of the activities in the basic rate of work item.Lift charges are admissible only lifting effort beyond initial lift specified in the work item.Lift : ADDITIONAL LIFT CHARGES FOR EACH 1 METER LIFT BEYOND 3 M INITIAL LIFTFor additional lift of 1m beyond initial lift of 3 m one meter lift is taken equivalent to 6 meters leadaverage speed of conveyance by head load 40 m/minuteRound trip cycle time for 1.00 m considering 50 min/ hr working1 x6x 60 / 50 / 40 ) 0.18 minNo. of trips per day for lift 1.0 m ( 8 x 60 / 0.18 ) 2667Quantity of material by head load 0.017 cumQuantity of material by head load per day ( 1667x 0.018 ) 45 cumDeploy 1 mazdoor for every additional lift of 1.5 m beyond initial lift.or2/3 mazdoor

Lift : Upto 3.00 m for materials under Category Unit: 45 cum


Mazdoor Day 1.00 215.00 215.00

14% 30.10Total Rs: for 45 cum 245.10

Rate per cum 5.40

Lift : Upto 3.00 m

Ratein Rs.

Amountin Rs.


Lift : Upto 3.00 m

Ratein Rs.

Amountin Rs.


Total Rs: for 83 Tonnes

Lift : Upto 3.00 m

Ratein Rs.

Amountin Rs.


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Date post:	01-Mar-2016
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