Chute Spillway

Design of Chute(Open or Trough) spillway.

Design data :A. Given1 Max. design discharge2 Max. water level3 Spillway crest elevation4 Full tank level5 Top bund level of earthen dam6 Length of spillway crest7 Head over spillway crest 8 No. of spans and clear span width9 No.of piers and their thickness

10 Bed level of approach channel11 Height of spillway crest from stream bed12 Slope of upstream face of spillway13 Pier contraction coefficient14 Abutment contraction coefficient15 Downstream water level for 16 Length of approach channelB. Cross section of approach channel

Assumed1 Value of silt factor2 Angle of repose3 Unit weight of water4 Unit weight of masonry5 Unit weight of dry earth6 Unit weight of saturated earth7 Coefficient of discharge8 Bearing capacity of foundation soil / rock9 Side slope of approach channel

10 Rugosity coefficient value for different case :i) Design of approach channel ( Unlined )ii) Water profile over the chute

11 iii) For the stilling basiniii) Water level for various discharge

Design:Approach Channel and Head Over CrestQ =Head over crest as per data given H = 4.50 mHead over crest as per calculation H =Hence upstream water level = 346.50River bed level = 346.50Water depth = Upstream Water level - River bed level

= 351.00 - 346.00

C.L.H 3/2

[Q / C.L]2/3

= 5.00 mArea of approach channel A = (

= 567.50Velocity of approach V = Q/A = 1430.00Velocity Head / 2 g = 0.324

Hydraulic Mean Depth R=A/P = 567.50123.50R = 4.60

Friction Head Loss , by Manning's Equation

Slope of approach channel

Upstream Total Energy Line = Crest Elevation= 346.50= 351.297

Head Over Crest including head due to velocity of approach

P=

0.50= 0.104

P4.80

=0.324

= 0.0674.80

Coefficient of discharge = 1.86Coefficient of discharge ( corrected )Effective length L = L' -

= 85.00 -= 83.08 m= 83.10 m

Discharge capacity of spillway crest Q == 1699.13 Cumecs= 1700.00 >

Design of Crest Profile :Following equation for d/s crest profile is used :

OUT OF P/Hd APPLICABILITY RANGE X 1.75 = 1.869 (Hd) 0.75 .y

D/s crest profile is to be designed betweenHence the maximum ordinate

For different values of X coordinates , y coordinates are calculated :x (m) 0.00 0.50 1.00 1.50y (m) 0.000 0.049 0.165 0.336x (m) 3.50 4.00 4.500 5.00y (m) 1.478 1.868 2.295 2.760

V2

Hd Hdha haHd

2.( N .K p + K

C.L.Hd 3/2

U/S Profile : For Hd =S.N. x / Hd y / Hd x (m) y (m)

1 -0.000 0.0000 0.0000 0.00002 -0.02 0.0004 -0.0959 0.00193 -0.060 0.0035 -0.2878 0.01684 -0.100 0.0101 -0.4797 0.04845 -0.120 0.0147 -0.5756 0.07056 -0.140 0.0203 -0.6715 0.09747 -0.150 0.0235 -0.7195 0.11278 -0.160 0.0270 -0.7675 0.12959 -0.175 0.0328 -0.8394 0.1573

10 -0.190 0.0395 -0.9114 0.189511 -0.195 0.0420 -0.9354 0.201512 -0.200 1.0000 NA NA

Position of the downstream apron level :If downstream apron elevation is maintained such that it does not effect coefficient of discharge.

+ d 1.70

++

Hence apron elevation = Upstream Total Energy Line -

(At the toe of spillway or transition slope) = 351.30= 343.10Discharge intensity downstream of spillway piers q :

q 1430.00 = 12.599 Cum./sec.m113.50Velocity downstream = 12.60

d + [ 12.599 / d2. X g

1.00 - 8.154 + 8.0905By applying goal seek d 1.069 mAdopt d = 1.069 mDesign of discharge carrier :The flow at the toe of spillway should be supercritical.

Critical Depth = =g

The depth of flow at the toe is supercritical depth as'd' is less than critcal depth.

Profile of upper nappe:S.N. x / Hd y / Hd x (m) y (m)1 -1.000 -0.4820 -4.80 2.312 -0.800 -0.4800 -3.84 2.303 -0.600 -0.4720 -2.88 2.264 -0.400 -0.4570 -1.92 2.195 -0.200 -0.4310 -0.96 2.076 0.000 -0.3840 0.00 1.847 0.200 -0.3130 0.96 1.508 0.400 -0.2200 1.92 1.069 0.600 -0.0880 2.88 0.42

hd hdHd hd

]2

d 3 d 2

q 2

10 0.800 0.0750 3.84 -0.3611 1.000 0.2570 4.80 -1.2312 1.200 0.4620 5.76 -2.2213 1.400 0.7050 6.72 -3.3814 1.600 0.9770 7.67 -4.6915 1.800 1.2780 8.63 -6.13

The flow at the toe may remain supercritical for certain distance ,the slope of the discharge carrier should be more than the critical.

Critical Velocity V =q

=12.60

d 2.50

Hydraulic Mean Depth, R=A/P = 113.50 x 2.50113.50 + 5.00

= = 0.0026

Provide a slope of 1/ 200.00 in 20.00Curve Radius at toe =

level at the end of 1/ 200.00 slopeT.E.L. = 351.30 - 0.10 = 351.20

Water Depths on Discharge Carrier of Chute Spillway :q = 12.60 Cumec N =

Vel. V =12.60

Vel. Head h =d

S.N. Length Depth

Vel.

V

Vel

. Hea

d

h Area

113.50

1 2 3 4 5 61 0.00 1.069 11.79 7.09 121.282 4.00 1.030 12.23 7.62 116.943 4.00 0.998 12.63 8.13 113.224 4.00 0.969 13.00 8.61 110.015 4.00 0.944 13.34 9.07 107.196 4.00 0.923 13.66 9.50 104.727 4.00 0.903 13.95 9.92 102.528 4.00 0.886 14.22 10.30 100.579 2.00 0.878 14.34 10.49 99.69

10 2.00 0.871 14.47 10.67 98.85

Drop in level = 5.000Length of chute channel = 30.00

Critical Slope SfN 2 . V2

R 4/3

2 . Hd

Design of Curve No.: 1 Junction of

y =

= Slope angle of the floor upstream of the curveHere = 1/ 200.00 = 0.0050

= 0.00500 k = factor of safety to ensure positive pressure on the floor

1.50d = depth of flow at the beginning of transitionh = velocity head at the beginning of transition.

y = x + 200.00 48.92

This curve will meet the downstream slope where dy /dx = 1/ 6.0

dy/dx = 1 + x =200.0 76.02 x = 3.95 m

The coordinates of the profile :x 0.00 1.00 3.00 4.00y 0.00 0.0254 0.1990 0.3470

Design of Curve No.: 2 Junction of = 1/ 6.00 = 0.1667

= 0.16515

y =

y = x + 6.00 53.29

This curve will meet the downstream slope where x = 0.00

The coordinates of the profile :x 0.00 0.00 0.00 0.00y 0.00 NA NA NA

Design of Curve No.: 3 Junction of Minimum Radius = 10 .d

= 9.40

Design of energy dissipator : == 2

If Froude number is a high value than ,the water depth in the stilling basin shouldbe 5

Required water depth = 5.68Required basin level = Downstream water level -

= 338.86Stilling basin is designed for N = 0.008 ,therefore stilling basin is checked for

= 0.871 m V = 14.47 m/s

x.tan

tan

cos

x2

tan cos

x.tan

x2

y 1y 2 ( y 1 / ) x ( 1 + 8 F1 2

% more than the calculated conjugated depth y2 .

y 1

= 2= 5.68 m

Required water depth = 5.68Required basin level = Downstream water level -

= 338.86Stilling basin elev. = 338.86Length of stilling basin = 16.00Basin appurtenances :Chute Blocks : Height = 0.90

Width = 0.90Fractional space = 0.40

Basin Blocks : = 1.40Width = 1.10

Fractional space = 0.53Slope of taper face of basin block is

N.B.U/s face of the basin blocks should be at a distance ofthe downstream face of the chute blocks .

Dentated End Sill : = 1.10Width = 0.90

Provide slope of taper face of dent and sill block Free Board :Free Board for discharge channel where flow is supercritical :Free board ( in m ) = 0.61 + 0.0378

v = maximum velocity of flow in m/sd = depth of flow in meter

Free board ( in m ) = 0.61 + 0.52= 1.13

Free Board for the side walls of stilling basin:Free board ( in m ) = 0.10 +

= Incoming velocity to the basin in m/s= Conjugate tailwater depth in m

Free board ( in m ) = 2.01 m

Depth of sheet piles from scour considerations :U/S sheet pile :

Discharge intensity 'q' = 12.60 cumec/m= 7.36 m

Anticipated scour = 1.25 R = 9.20 m

R.L. of the bottom of scour hole = 351.00 - 9.20= 341.80 m

Minimum depth of u/s cutoff below bed level = yd/2+0.50 (where yd is water depth im m at u/s )= 2.50 + 0.50= 3.00 m

RL of the bottom of sheet pile = 343.00 m

y 2 ( y 1 / ) x ( 1 + 8 F1 2y 2

Height h b

Height h s

(v 1v 1

d 2

Depth of scour 'R' = 1.36{q2/f}1/3

Provide sheet pile bottom elevation at = 341.70 mIf U/S sheet bottom El. is above Cistern level then provide El.= 338.00 mD/S sheet pile :

Discharge intensity 'q' = 12.60 cumec/m= 7.36 m

Anticipated scour = 1.5 R = 11.05 m

R.L. of the bottom of scour hole = 344.54 - 11.05= 333.49 m

Minimum depth of d/s cutoff below bed level = yd/2 + 0.503.27 + 0.50

= 3.77 mRL of bottom of sheet pile = 334.23 mSheet pile bottom elevation = 333.40 mProvide sheet pile bottom elevation = 332.00 mTotal floor length and exit gradient

The exit gradient should be checked for the condition when there is no water in the stilling basinwhen high flood is passing in the river; this provides the worst static condition.

Maximum static head head = 350.50 - 338.00= 12.50 m

Depth of d.s. cut off,d = 338.00 - 332.00= 6.00 m

H 1GE = ---- '----

d

1 GE*d ------------ = -------------- = 0.08 H

From Khosla's exit gradient curve, = 30.65

Hence requirement of total floor length b = d= 183.88 m

Adopt total floor length = 184.00 m

The floor length shall be provided as below:-

Stilling basin length = 16.00 mDischarge carrier length = 50.00 mD/s glacis length = 5.64 mU/s glacis length = 1.23 mUpstream floor = 111.00 m

Depth of scour 'R' = 1.36{q2/f}1/3

Total = 184.00 m

Pressure calculations

Let the floor thickness in the u/s be 1.00be 1.50 m.

(i) Upstream sheet pile

d = 346.00 - 341.70= 4.30 m

b = 184.00 m

d/b = 0.02 = I/

From Khosla's Pressure curves = 21.90

= 86.29 %= 90.34 % 4.05 %

Correction for floor thickness = 0.94 (+ ve)

Correction for interference due to d/s sheet pile line, C = 19D/b'.(d+D)/b where,D = 338.00 - 332.00 = 6.00 md = 346.00 - 341.70 = 4.30 mb' = 182.50 mb = 184.00 mThen,C = 0.19 (+ ve)

corrected = 86.29 + 0.94 + 0.19= 87.43 %

(ii) Downstream sheet pile

d = 338.00 - 332.00 = 6.00 mb = 184.00 m

d/b= 8.00 = 0.03 = I/ 184.00

From Khosla's Pressure curves 15.84 16.17 %

11.37 % = 4.80 %

Correction for floor thickness = 1.20 (- ve)

m and near the downstream cutoff

C1D1 DC1

C1

D D

Correction for interference due to u/s sheet pile line, C = 19D/b'.(d+D)/b where,d = 338.00 - 332.00 = 6.00 mD = 346.00 - 341.70 = 4.30 mb' = 182.50 mb = 184.00 mThen,C = 0.16 (- ve)

corrected = 16.17 - 1.20 - 0.16= 14.81 %

(iii) The levels of hydraulic gradient lines at key points under different flow conditions aregiven in the following table -

Condition D/S water level U/S water level Head Hight/elevation of subsoil H.G. line above datumUpstream pile line Downstream pile line

fE fD fC fE1100.00 90.34 87.43 14.81

No flow (max 338.00 350.50 12.50 12.50 11.29 10.93 1.67static head ) 350.50 349.29 348.93 339.67high flood 344.54 351.00 6.46 6.46 5.84 5.65 0.96

351.00 350.38 350.19 345.50Flow at pond 344.54 350.50 5.96 5.96 5.38 5.21 0.88level 350.50 349.92 349.75 345.42

Floor thickness

The maximum static head will occur on the floor when there is nowater in the D/S and FTL

= 350.50 - 338.00= 12.50 m

The subsoil hydraulic gradient line shall be drawn for the maximum static head only since the floorthicknesses are governed by this critical condition.

Downstream floor(i) Upto 5.00 m from d/s end of stilling basin

Unbalanced head = 1.90 m

Floor thickness required = 1.90 /1.24 = 1.53 m

Provide floor thickness = 1.60 m

(ii) At 8.00 m from d/s end and upto 5.00 m



Thus maximum static head


(iii) At 16.00 m from d/s end and upto 8.00 m



Provide floor thickness = 2.00 m(iv) At 33.00 m from d/s end and upto 16.00 m

Unbalanced head = 3.37 m3.37

Floor thickness required = ---------- = 2.72 m1.24


(v) At 41.00 m from d/s end and upto 33.00 m




(vi) At 66.00 m from d/s end and upto 41.00 m




(8) Protection works beyond impervious floor

(i) u.s. protection : It shall be the same as per IS: 6531-1994

Scour depth,R = 7.36 mAnticipated scour = 1.25 R = 9.20 mUownstream scour level = 351.00 - 9.20

= 341.80 mMin scour depth 'D' below u.s floor = 4.20 m

(b) Launching apron

Loose apron 1.5 D long consisting of either boulders of not less than 40 kg or wire bouldercrates should be provided so as to ensure a minimum thickness of 1 m in launched position(refer IS 6531 : 1994).

Thickness of launching apron = 1.50 m

Quantity of launching apron required = 2.25 D cu m/m= 9.46

Length required = 9.46 = 6.31 m1.50

Provide launching apron 1.50 m deep in a length of 6.30

(ii) d.s. protection :Scour, R = 7.36 m

Anticipated scour, 1.5R = 11.05 mDownstream scour level = 344.54 - 11.05

= 333.49 mMin scour depth 'D' below d.s. floor = 3.77 m

(a) Inverted filter

AS per IS 6531 : 1994, Just at the end of concrete floor on the downstream an inverted filter1.5 to 2 D long (D being the depth of scour below bed ), consisting of 600 to 900 mm deep concreteblocks with open gaps ( 100 - 150 mm to be suitably filled with coarse material ) laid over 500 to 800mm graded filter, should be provided.

The graded inverted filter should conform to the following design criteria :

D 15 of filter 4.00 D 15 of filterD 15 of foundation D 85 of foundationLength of filter = 2D = 7.54 m say 15.00Provide 12.00 rows of 1.25 m X 1.25 m X 0.90with 10.00 cm.gap filled with ' bajri ' over 0.80 m thick graded

filter in a length of 16.20 m.

(b) Launching apron

Downstream of the inverted filter, loose apron 1.5 D long consisting of either boulders of notless than 40 kg or wire boulder crates should be provided so as to ensure a minimum thickness of 1 m in launched position (refer IS 6531 : 1994).

Thickness of launching apron = 1.70 mQuantity of launching apron required = = 2.25 D cu m/m

= 8.48 cu m/m

Length required = 8.48 = 4.99 m say 5.001.70

Provide launching apron 1.70 m deep in a length of 5.00(c)Toe wall

Also provide 0.60 m thick and 1.70

m thick graded

m deep masonry toe wall between the filter and the launching apron

*************

Q (cumecs) = 1430.00MWL (m) = 351.00

Crest level (m) = 346.50FRL/FRL (m) = 350.50

TBL (m) = 354.70L (m) =

4.50Gates = 11.00 Each 8.50 m

Piers = 10.00 Each 2.00 mAv.u/s Bed level (m) = 346.00

P (m) = 0.503

0.01K a = 0.10

TWL = 344.54 mLength of approach channel = 100.00 m

0.00

1.0030.00

1000.002300.001800.002000.00

1.78100.00

0.00 :1

0.01800.01800.00800.0180

Q = 1430.00 CumecsL = 8.50 * 11.00 + 2.00 * 10.00L = 113.50 m,

[KNOWN] C = 1.78= 3.69 m O.K.

346.50 + 4.50 = 351.00 m346.50 - 0.50 = 346.00 m

River bed level346.00

K p =

113.50 + 0.00 + 0.00 ) X 5.00567.50 m2

1430.00 / 567.50 = 2.52 m/s0.324 m

567.50 = 113.50 + 0.00 + 2.00 X 5.00123.50 = 123.50 m

4.60 m

=

= 0.0269 m

Sf =

= 0.000269= 1 in 3713 Say 1 in 3000.00

Crest Elevation + Head Over Crest + Vel.Head - Head loss346.50 + 4.50 + 0.32 - 0.027

351.297 m= 351.297 - 346.50= 4.80 m

= Height of spillway crest from stream bed= Head Over Crest including head due to velocity of approach= Head due to velocity of approach

= 1.946

1.92

1430.00 Cumecs O.K.

X 1.75 = 1.869 (Hd) 0.75 .yOUT OF P/Hd APPLICABILITY RANGE [IF SLIGHTLY OUT OF RANGE THAN USE SAME EQU. AS PER ha / Hd WITH CAUTION]

R.L. = 346.50 & 343.10 m= 3.403 m

1.50 2.00 2.50 3.000.336 0.555 0.821 1.1295.00 6.00 7.00 7.50 8.00 8.50 5.64

2.760 3.797 4.973 5.611 6.282 6.985 3.407

Wetted Perimeter,P

hfN2 .V2 .L

R4/3hf

N2 .V2

R4/3

Hd

2.( N .K p + K a ) Hd

4.80y (m)

X 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50Y 0.00 -0.04 -0.12 -0.24 -0.40 -0.59 -0.82 -1.07 -1.35 -1.66

NA

d = 1.7 xd = 8.15

Upstream Total Energy Line - + d ]- 8.20

mQ = V.A = V. b.d

Cum./sec.m q = V.dV = q / d/ d

= 8.154

8.0905 = 0.00 APPLY GOAL SEEK

2.50 m

Hd

[ hd

-6.00 -4.00 -2.00 0.00 2.00 4.00 6.00 8.00 10.00

-7.00-6.00-5.00-4.00-3.00-2.00-1.000.001.002.003.00

-6.00

-5.00

-4.00

-3.00

-2.00

-1.00

0.00

Row 102

APPLY GOAL SEEK FOR CALCULATING WATER DEPTH ATDIFFERENT SECTION

= 5.04 m/s

2.50 = 2.39 m5.00

0.0026 =1.00 1 in 389389.30

m distance.= 9.59 m

= 343.10 - 0.10 = 343.00 m351.20 m

0.0188.09

=

Area

Perim

eter

+2d

R.d 11

3.50

P=

6 7 8 9 10 11 12 13121.28 115.64 1.05 1.07 0.0423 - - 0.00116.94 115.56 1.01 1.02 0.0477 0.0450 0.18 0.667113.22 115.50 0.98 0.97 0.0531 0.0504 0.20 1.333110.01 115.44 0.95 0.94 0.0584 0.0557 0.22 2.000107.19 115.39 0.93 0.91 0.0636 0.0610 0.24 2.667104.72 115.35 0.91 0.88 0.0687 0.0662 0.26 3.333102.52 115.31 0.89 0.86 0.0737 0.0712 0.28 4.000100.57 115.27 0.87 0.83 0.0786 0.0761 0.30 4.66799.69 115.26 0.86 0.82 0.0809 0.0797 0.16 5.00098.85 115.24 0.86 0.81 0.0164 0.0451 0.09 5.333

5.00030.00 m

Slope SfN2 V2

d2 R4/3

R4/3 Slope

S fAv. Slope

S fmh f

L .S 0

Drop in bed level

1/ 200 slope and 1/ 6 slope

+

Slope angle of the floor upstream of the curve0.0050

= 1.00factor of safety to ensure positive pressure on the floor

= 1.07= 7.09

dy /dx = 1 + x200.0 24.46

6.016

3.950.3394

1/ 6 slope and 1/ 6 slopek 1.50 d = 1.00

= 0.9864 h = 8.13

+

dy /dx = 1 + x6.0 26.64

dy /dx = 1/ 6.0

0.00 0.00NA NA

1/ 6 slope and 1/ 6 slope

say 9.00 m

0.871 m V = 14.47 m/s = 4.95-1 ) = 5.68 m

mDownstream water level -

mthis condition as well.

= 4.95

x2

k [4.(d + hv ) cos2 ]

cos

cos x2

k [4.(d + hv ) cos2 ]

F 1y 2

y 2

F 1

-1 )

mDownstream water level -

mSay 338.00 m F = 4.95 = 5.68m V = 14.47 = 0.87

0.90 m Top length = 0.90 m0.90 m Spacing = 0.90 m0.40 m between block and wall.1.40 m Top length = 0.03 m1.10 m Spacing = 1.10 m0.53 m between block and wall.

1:14.50 m from

1.10 m Top length = 0.10 m0.90 m Spacing = 0.90 m

2:1

0.0378maximum velocity of flow in m/s = 14.34

= 0.880.52

Incoming velocity to the basin in m/s

(where yd is water depth im m at u/s )

y 2

y 2y 1

v.d1/3

d 2 )

(where yd is water depth in m at d/s )

and near the downstream cutoff

Hight/elevation of subsoil H.G. line above datumDownstream pile line

fD1 fC111.37 0.001.24 0.00

339.24 338.000.73 0.00

345.27 344.540.68 0.00

345.22 344.54

/

m.

m C.C. blocksm thick graded

m

m.

m thick graded

masonry toe wall between the filter and the launching apron

5.00

Head loss

Head Over Crest including head due to velocity of approach

[IF SLIGHTLY OUT OF RANGE THAN USE SAME EQU. AS PER ha / Hd WITH CAUTION]X 1.747 = 1.905 (Hd) 0.747 .y


5.00 6.00 7.00 7.50 8.50 8.65-1.99 -2.74 -3.59 -4.06 -5.05 -5.21

0.0000 0.0000-0.148 -0.0030-0.444 -0.0259

-0.74 -0.0747-0.888 -0.10871.0355 -0.15011.1094 -0.17381.1834 -0.19971.2943 -0.24261.4053 -0.29211.4423 -0.3106

-6.00 -4.00 -2.00 0.00 2.00 4.00 6.00 8.00 10.00

-7.00-6.00-5.00-4.00-3.00-2.00-1.000.001.002.003.00

-6.00

-5.00

-4.00

-3.00

-2.00

-1.00

0.00

Row 102

-0.3500

-0.3000

-0.2500

-0.2000

-0.1500

-0.1000

-0.0500

0.0000

Column AK

APPLY GOAL SEEK FOR CALCULATING WATER DEPTH ATDIFFERENT SECTION

1.071.03 0.001.00 0.000.97 0.000.94 0.000.92 0.000.90 0.000.89 0.000.88 0.000.87 0.00

T.E.L.

14 15 16 17 18343.00 351.151 351.197 3.64342.33 350.982 350.971 -0.01 3.85341.66 350.791 350.780 -0.01 4.04341.00 350.578 350.568 -0.01 4.22340.33 350.345 350.334 -0.01 4.38339.66 350.090 350.080 -0.01 4.54339.00 349.815 349.805 0.99 4.69338.33 349.520 349.511 -0.01 4.82338.00 349.363 349.361 0.00 4.89337.66 349.201 349.725 0.52 4.95

Bottom Elev.

Actual T.E.L.

Actual

T.E.L - T.E.L.

Froude No. F ras cal. at

the end

X 1.747 = 1.905 (Hd) 0.747 .y


-0.3500

-0.3000

-0.2500

-0.2000

-0.1500

-0.1000

-0.0500

0.0000

Column AK

1 EFFECT OF APPROACH DEPTH :

VALUES OF COEF

1.700 0.0001.800 0.0501.850 0.1001.900 0.1502.000 0.2502.100 0.5002.150 1.1002.160 1.5002.170 2.0002.174 2.5002.175 3.000

= 0.104= 1.86

2 EFFECT OF UPSTREAM FACE SLOPE :

VALUES OF COEF

1.0100 0.1501.0090 0.2001.0070 0.3001.0060 0.4001.0050 0.5001.0042 0.6001.0036 0.7001.0031 0.8001.0027 0.9001.0023 1.0001.0019 1.1001.0016 1.2001.0013 1.3001.0010 1.4001.0008 1.500

1.0295 0.1501.0265 0.2001.0225 0.300

VALUES OF P/ H dC O P/ H d

P/ H dC O (= Y )

VALUES OF P/ H dFOR SLOPES 1(H) : 3(V)

C i / C v P / H d

FOR SLOPES 2(H) : 3(V)C i / C v P / H d

0.000 0.500 1.000 1.500 2.000 2.500 3.0001.7

1.8

1.9

2

2.1

2.2f(x) = - 0.0257649229x^6 + 0.2717215462x^5 - 1.144296342x^4 + 2.4576783147x^3 - 2.8474838323x^2 + 1.7269662523x + 1.7064056362R = 0.9987916784

EFFECT OF DEPTH OF APPROACH

VALUES OF P/HdVA

LUES

OF

C o

0.000 0.500 1.000 1.5000.9800

0.9900

1.0000

1.0100

1.0200

1.0300

1.0400f(x) = 0.0418482987x^6 - 0.2425076311x^5 + 0.5614282844x^4 - 0.6749867556x^3 + 0.4806687841x^2 - 0.2351518305x + 1.0664410142R = 0.9999302565

f(x) = 0.0275746237x^6 - 0.1530150522x^5 + 0.3369474011x^4 - 0.3786125036x^3 + 0.2442740428x^2 - 0.1131773329x + 1.0420478676R = 0.9997802361

f(x) = - 0.0044926163x^5 + 0.0245002492x^4 - 0.0531975977x^3 + 0.0593653203x^2 - 0.0385284735x + 1.0146322369R = 0.9995379622

EFFECT OF UPSTREAM SLOPEFOR SLOPE 1/3 FOR SLOPE 1/3 TRENDLINE EQU. FOR SLOPE 2/3 FOR SLOPE 2/3 TRENDLINE EQU.FOR SLOPE 3/3 FOR SLOPE 3/3 TRENDLINE EQU.

VALUES OF P / Hd

RATI

O O

F C

OEF

FIC

IENT

S

C in

clin

ed /

C v

ertic

al

1.0185 0.4001.0160 0.5001.0135 0.6001.0110 0.7001.0090 0.8001.0075 0.9001.0060 1.0001.0050 1.1001.0040 1.2001.0032 1.3001.0026 1.4001.0020 1.500

1.0400 0.1501.0340 0.2001.0250 0.3001.0180 0.400 C i 1.0130 0.5001.0085 0.600 C i 1.0045 0.7001.0020 0.800 C i 0.9995 0.9000.9978 1.0000.9964 1.1000.9958 1.2000.9952 1.3000.9948 1.4000.9945 1.500

3 EFFECT OF HEADS DIFFERING FROM DESIGN HEAD :

VALUES OF COEF

0.800 0.0500.840 0.1500.900 0.4000.940 0.6000.980 0.8501.000 1.0001.020 1.1501.040 1.3001.050 1.4001.060 1.5001.070 1.600

FOR SLOPES 3(H) : 3(V)C i / C v P / H d

P / H dC i / C v FOR SLOPE 1(H):3(V)

C i / C v FOR SLOPE 2(H):3(V)

C i / C v FOR SLOPE 3(H):3(V)

VALUES OF H/ H dC / C O H / H d

0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 1.600 1.8000.800

0.850

0.900

0.950

1.000

1.050

1.100

f(x) = 0.0416244589x^3 - 0.1694861427x^2 + 0.3424123038x + 0.7872044531R = 0.9993070366

COEFFICIENT OF DISCHARGE FOR OTHER THAN THE DESIGN HEAD

RATIO OF HEAD ON CREST TO DESIGN HEAD H / Hd

RATI

O O

F C

OEF

FIC

IENT

S C

/ C

o

0.000 0.500 1.000 1.5000.9800

0.9900

1.0000

1.0100

1.0200

1.0300

1.0400f(x) = 0.0418482987x^6 - 0.2425076311x^5 + 0.5614282844x^4 - 0.6749867556x^3 + 0.4806687841x^2 - 0.2351518305x + 1.0664410142R = 0.9999302565

f(x) = 0.0275746237x^6 - 0.1530150522x^5 + 0.3369474011x^4 - 0.3786125036x^3 + 0.2442740428x^2 - 0.1131773329x + 1.0420478676R = 0.9997802361

f(x) = - 0.0044926163x^5 + 0.0245002492x^4 - 0.0531975977x^3 + 0.0593653203x^2 - 0.0385284735x + 1.0146322369R = 0.9995379622


VALUES OF P / Hd

RATI

O O

F C

OEF

FIC

IENT

S

C in

clin

ed /

C v

ertic

al

= 1.300= 1.040

C = 1.934

4(a) EFFECT OF DOWNSTREAM APRON INTERFERENCE AND DOWNSTREAM SUBMERGENCE :

VALUES OF COEF

Cs / CY-AXIS X-AXIS

0.000 0.0000.430 0.0500.650 0.1000.780 0.1500.850 0.2000.900 0.2500.920 0.3000.940 0.3500.950 0.4000.960 0.4500.970 0.5000.980 0.5500.985 0.6000.990 0.6500.996 0.7000.997 0.7501.000 0.800

= 0.600Cs / C = 0.979

Cs = 1.894

4(b) VALUES OF COEFCs / CY-AXIS X-AXIS

0.780 1.0000.844 1.1000.900 1.2000.940 1.300

H / H dC / C O

VALUES OF h d / H dh d / H d

h d / H d

VALUES OF ( h d + 1) / H d( h d + 1 ) / H d

0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 1.600 1.8000.800

0.850

0.900

0.950

1.000

1.050

1.100

f(x) = 0.0416244589x^3 - 0.1694861427x^2 + 0.3424123038x + 0.7872044531R = 0.9993070366



RATI

O O

F C

OEF

FIC

IENT

S C

/ C

o

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.9000.000

0.200

0.400

0.600

0.800

1.000f(x) = - 74.7879930004x 6^ + 219.5467519872x 5^ - 261.0709416666x^4 + 161.8281069337x 3^ - 56.0288964936x^2 + 10.7448016177x + 0.0035884596R = 0.9997135741

RATIO OF DISCHARGE COEFFICIENTS DUE TO APRON EFFECT

DEGREE OF SUBMERGENCE hd / Hd

RATI

O O

F M

ODI

FIED

CO

EFFI

CIEN

T TO

FRE

E DI

SCHA

RGE

COEF

FICI

ENT

Cs

/ C

1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.8000.700

0.800

0.900

1.000f (x) = - 4.739962993x^5 + 32.4580197079x^4 - 87.8268962349x^3 + 116.7962402198x^2 - 75.6236285979x + 19.7162034626R = 0.9999556241

RATIO OF DISCHARGE COEFFICIENTS DUE TO TAIL WATER EFFECT

POSITION OF DOWNSTREAM APRON ( hd + d)/ Hd

RATI

O O

F M

ODI

FIED

CO

EFFI

CIE

NTS

TO F

REE

DISC

HARG

E C

OEF

FIC

IENT

Cs

/ C

0.964 1.4000.982 1.5000.992 1.6000.996 1.650

= 1.650Cs / C = 1.004

Cs = 1.902

Coefficients :---

1 For square nosed pier with corner0.02

1 For square abutments with headwall atrounded on a radius equal to about at 90 degree to direction of flow0.1 of pier thickness

2 For rounded abutments with headwall at2 0.01 at 90 degree to direction of flow, when

water 0.5Hd >= r >=0.15Hd3 For pointed nose piers 0.00

3 For rounded abutments where r >0.5Hdand headwall is placed not more than 45degree to direction of flow

Ogee Profile :Equation of the d/s Crest profile

1.0000.080 0.5700.120 0.300

Coordinates of Water Surface Profile : ( Upper nappe ) Without Piers Central Line of Span

0.500 1.000 1.330 0.500 1.000 1.330

-1.0 -0.490 -0.933 -1.210 -1.0 -0.482 -0.941 -1.230-0.8 -0.480 -0.915 -1.185 -0.8 -0.480 -0.932 -1.215-0.6 -0.475 -0.893 -1.151 -0.6 -0.472 -0.913 -1.194-0.4 -0.460 -0.865 -1.110 -0.4 -0.457 -0.890 -1.165-0.2 -0.425 -0.821 -1.060 -0.2 -0.431 -0.855 -1.1220.0 -0.371 -0.755 -1.000 0.0 -0.384 -0.805 -1.0710.2 -0.300 -0.681 -0.912 0.2 -0.313 -0.735 -1.0150.4 -0.200 -0.586 -0.821 0.4 -0.220 -0.647 -0.944

( h d + 1 ) / H d

K p & K a

K p K a

For round nosed piers with 900 cut

Values of ha / Hd Applicable P / Hd Range

X 1.78 = 1.852 (Hd) 0.78 .yX 1.75 = 1.869 (Hd) 0.75 .yX 1.747 = 1.905 (Hd) 0.747 .y

P / Hd P / Hd x / Hd y / Hd x / Hd y / Hd

1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.8000.700

0.800

0.900

1.000f (x) = - 4.739962993x^5 + 32.4580197079x^4 - 87.8268962349x^3 + 116.7962402198x^2 - 75.6236285979x + 19.7162034626R = 0.9999556241



RATI

O O

F M

ODI

FIED

CO

EFFI

CIE

NTS

TO F

REE

DISC

HARG

E C

OEF

FIC

IENT

Cs

/ C

0.6 -0.075 -0.465 -0.700 0.6 -0.088 -0.539 -0.8470.8 0.075 -0.320 -0.569 0.8 0.075 -0.389 -0.7251.0 0.258 -0.145 -0.411 1.0 0.257 -0.202 -0.5641.2 0.470 -0.055 -0.220 1.2 0.462 0.015 -0.3561.4 0.705 0.294 0.002 1.4 0.705 0.266 -0.1021.6 0.973 0.563 0.243 1.6 0.977 0.521 0.1721.8 1.269 0.857 0.531 1.8 1.278 0.860 0.465

Hydraulic jump type stilling basin with horizontal apron :Basin I Ref: IS:4997-1968,PAGE-15 FIG.8A Hydraulic jump type stilling basin with horizontal apron :

1.60 2.752.000 3.1503.000 4.0504.000 4.7504.500 5.000

= 4.949= 5.16

Basin II Ref: IS:4997-1968,PAGE-17 FIG.9A Hydraulic jump type stilling basin with horizontal apron :

4.50 2.705.00 2.88

6.000 3.2007.000 3.4508.000 3.6809.000 3.800

10.000 3.87011.000 3.92011.500 3.950

= 4.95= 2.863= 2.865= 2.864

F 1L bD 2

F 1L b / D 2

F 1L bD 2

F 1L b / D 2

1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00f(x) = - 0.0127210581x^3 + 0.0138757286x^2 + 1.0729626213x + 1.0500119083R = 0.9999999156

RECOMMENDED LENGTH FOR BASIN IBASIN I BASIN I

FROUDE NUMBER ( F 1)

L b

/ D 2

RAT

IO

4.00 6.00 8.00 10.00 12.000.00

1.00

2.00

3.00

4.00

5.00

f(x) = 0.0010162284x^3 - 0.0521226397x^2 + 0.8041954022x + 0.0381979733R = 0.9992868709

Chart Title LENGTH FOR BASIN II Polynomial (LENGTH FOR BASIN II)

FROUDE NUMBER ( F1)

L b

/ D 2

4.00 6.00 8.00 10.00 12.000.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

f(x) = - 0.0277331578x^2 + 0.6186829054x + 0.4816800527R = 0.9989478042

Column C Polynomial (Column C)

Dimension sketch for Basin II Ref:- IS :4997-1968 Page 16BASIN BLOCK FOR I / II

D 11.40 0.402.00 0.753.00 1.204.00 1.40

4.00 1.408.000 2.050

12.000 2.67018.000 3.600

= 4.95= 1.559

F 1h b

F 1h b / D 1

4.00 6.00 8.00 10.00 12.000.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

f(x) = - 0.0277331578x^2 + 0.6186829054x + 0.4816800527R = 0.9989478042


0.00 10.00 20.000.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

f(x) = - 0.1107829395x^2 + 0.9856928314x - 0.7678414097R = 0.9996700469

f(x) = 0.1568224299x + 0.783364486R = 0.9998785523

APPURTENANCES FOR BASIN IIBASIN BLOCK Linear (BASIN BLOCK)basin block initial curve Polynomial (basin block initial curve)

FROUFE NO. F1

h b

/ D1

0.000 0.500 1.000 1.500 2.000 2.500 3.0001.7

1.8

1.9

2

2.1

2.2f(x) = - 0.0257649229x^6 + 0.2717215462x^5 - 1.144296342x^4 + 2.4576783147x^3 - 2.8474838323x^2 + 1.7269662523x + 1.7064056362R = 0.9987916784

EFFECT OF DEPTH OF APPROACH

VALUES OF P/Hd

VALU

ES O

F C o

0.000 0.500 1.000 1.5000.9800

0.9900

1.0000

1.0100

1.0200

1.0300

1.0400f(x) = 0.0418482987x^6 - 0.2425076311x^5 + 0.5614282844x^4 - 0.6749867556x^3 + 0.4806687841x^2 - 0.2351518305x + 1.0664410142R = 0.9999302565

f(x) = 0.0275746237x^6 - 0.1530150522x^5 + 0.3369474011x^4 - 0.3786125036x^3 + 0.2442740428x^2 - 0.1131773329x + 1.0420478676R = 0.9997802361

f(x) = - 0.0044926163x^5 + 0.0245002492x^4 - 0.0531975977x^3 + 0.0593653203x^2 - 0.0385284735x + 1.0146322369R = 0.9995379622


VALUES OF P / Hd

RATI

O O

F C

OEF

FIC

IENT

S

C in

clin

ed /

C v

ertic

al

= 0.104= NA= NA= NA= NA= 1.046= 1.946

0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 1.600 1.8000.800

0.850

0.900

0.950

1.000

1.050

1.100

f(x) = 0.0416244589x^3 - 0.1694861427x^2 + 0.3424123038x + 0.7872044531R = 0.9993070366



RATI

O O

F C

OEF

FIC

IENT

S C

/ C

o

0.000 0.500 1.000 1.5000.9800

0.9900

1.0000

1.0100

1.0200

1.0300

1.0400f(x) = 0.0418482987x^6 - 0.2425076311x^5 + 0.5614282844x^4 - 0.6749867556x^3 + 0.4806687841x^2 - 0.2351518305x + 1.0664410142R = 0.9999302565

f(x) = 0.0275746237x^6 - 0.1530150522x^5 + 0.3369474011x^4 - 0.3786125036x^3 + 0.2442740428x^2 - 0.1131773329x + 1.0420478676R = 0.9997802361

f(x) = - 0.0044926163x^5 + 0.0245002492x^4 - 0.0531975977x^3 + 0.0593653203x^2 - 0.0385284735x + 1.0146322369R = 0.9995379622


VALUES OF P / Hd

RATI

O O

F C

OEF

FIC

IENT

S

C in

clin

ed /

C v

ertic

al

EFFECT OF DOWNSTREAM APRON INTERFERENCE AND DOWNSTREAM SUBMERGENCE :

0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 1.600 1.8000.800

0.850

0.900

0.950

1.000

1.050

1.100

f(x) = 0.0416244589x^3 - 0.1694861427x^2 + 0.3424123038x + 0.7872044531R = 0.9993070366



RATI

O O

F C

OEF

FIC

IENT

S C

/ C

o

0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.9000.000

0.200

0.400

0.600

0.800

1.000f(x) = - 74.7879930004x 6^ + 219.5467519872x 5^ - 261.0709416666x 4^ + 161.8281069337x 3^ - 56.0288964936x 2^ + 10.7448016177x + 0.0035884596R = 0.9997135741

RATIO OF DISCHARGE COEFFICIENTS DUE TO APRON EFFECT

DEGREE OF SUBMERGENCE hd / Hd

RATI

O O

F M

ODI

FIED

CO

EFFI

CIEN

T TO

FRE

E DI

SCHA

RGE

COEF

FICI

ENT

Cs

/ C

1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.8000.700

0.800

0.900

1.000f (x) = - 4.739962993x^5 + 32.4580197079x^4 - 87.8268962349x^3 + 116.7962402198x^2 - 75.6236285979x + 19.7162034626R = 0.9999556241



RATI

O O

F M

ODI

FIED

CO

EFFI

CIE

NTS

TO F

REE

DISC

HARG

E C

OEF

FIC

IENT

Cs

/ C

For square abutments with headwall at0.20at 90 degree to direction of flow

For rounded abutments with headwall at0.10at 90 degree to direction of flow, when

For rounded abutments where r >0.5Hd0.00and headwall is placed not more than 45

degree to direction of flow

Equation of the d/s Crest profile

Along Piers0.500 1.000 1.330

-1.0 -0.495 -0.950 -1.235-0.8 -0.492 -0.940 -1.221-0.6 -0.490 -0.929 -1.209-0.4 -0.482 -0.930 -1.218-0.2 -0.440 -0.925 -1.2440.0 -0.383 -0.779 -1.1030.2 -0.265 -0.651 -0.9500.4 -0.185 -0.545 -0.821

K a

= 1.852 (Hd) 0.78 .y = 1.869 (Hd) 0.75 .y

1.747 = 1.905 (Hd) 0.747 .y

P / Hd x / Hd y / Hd

1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.8000.700

0.800

0.900

1.000f (x) = - 4.739962993x^5 + 32.4580197079x^4 - 87.8268962349x^3 + 116.7962402198x^2 - 75.6236285979x + 19.7162034626R = 0.9999556241



RATI

O O

F M

ODI

FIED

CO

EFFI

CIE

NTS

TO F

REE

DISC

HARG

E C

OEF

FIC

IENT

Cs

/ C

0.6 -0.076 -0.425 -0.6890.8 -0.060 -0.285 -0.5491.0 -0.240 -0.121 -0.3891.2 0.445 0.067 -0.2151.4 0.675 0.286 -0.0111.6 0.925 0.521 -0.2081.8 1.177 0.729 0.438

Hydraulic jump type stilling basin with horizontal apron :

Hydraulic jump type stilling basin with horizontal apron :

1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00f (x) = - 0.0127210581x^3 + 0.0138757286x^2 + 1.0729626213x + 1.0500119083R = 0.9999999156

RECOMMENDED LENGTH FOR BASIN IBASIN I BASIN I

FROUDE NUMBER ( F 1)

L b

/ D 2

RAT

IO

4.00 6.00 8.00 10.00 12.000.00

1.00

2.00

3.00

4.00

5.00

f(x) = 0.0010162284x^3 - 0.0521226397x^2 + 0.8041954022x + 0.0381979733R = 0.9992868709

Chart Title LENGTH FOR BASIN II Polynomial (LENGTH FOR BASIN II)

FROUDE NUMBER ( F1)

L b

/ D 2

4.00 6.00 8.00 10.00 12.000.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

f(x) = - 0.0277331578x^2 + 0.6186829054x + 0.4816800527R = 0.9989478042


4.00 6.00 8.00 10.00 12.000.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

f(x) = - 0.0277331578x^2 + 0.6186829054x + 0.4816800527R = 0.9989478042


0.00 10.00 20.000.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

f(x) = - 0.1107829395x^2 + 0.9856928314x - 0.7678414097R = 0.9996700469

f(x) = 0.1568224299x + 0.783364486R = 0.9998785523

APPURTENANCES FOR BASIN IIBASIN BLOCK Linear (BASIN BLOCK)basin block initial curve Polynomial (basin block initial curve)

FROUFE NO. F1

h b

/ D1

1.0484 -0.221.0441 -0.21

1.04 -0.21.0361 -0.191.0324 -0.181.0289 -0.171.0256 -0.161.0225 -0.151.0196 -0.141.0169 -0.131.0144 -0.121.0121 -0.11

1.01 -0.11.0081 -0.091.0064 -0.081.0049 -0.071.0036 -0.061.0025 -0.051.0016 -0.041.0009 -0.031.0004 -0.021.0001 -0.01

1 01.0001 0.011.0004 0.021.0009 0.031.0016 0.041.0025 0.051.0036 0.061.0049 0.071.0064 0.081.0081 0.09

1.01 0.11.0121 0.111.0144 0.121.0169 0.131.0196 0.141.0225 0.151.0256 0.161.0289 0.171.0324 0.181.0361 0.19

1.04 0.2

-0.2

2-0

.21

-0.2

-0.1

9-0

.18

-0.1

7-0

.16

-0.1

5-0

.14

-0.1

3-0

.12

-0.1

1-0

.1-0

.09

-0.0

8-0

.07

-0.0

6-0

.05

-0.0

4-0

.03

-0.0

2-0

.01 0

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

0.09 0.1

0.11

0.12

0.13

0.14

0.15

0.16

0.17

0.18

0.19 0.2

0.97

0.98

0.99

1

1.01

1.02

1.03

1.04

1.05

1.06

Column B

-0.2

2-0

.21

-0.2

-0.1

9-0

.18

-0.1

7-0

.16

-0.1

5-0

.14

-0.1

3-0

.12

-0.1

1-0

.1-0

.09

-0.0

8-0

.07

-0.0

6-0

.05

-0.0

4-0

.03

-0.0

2-0

.01 0

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

0.09 0.1

0.11

0.12

0.13

0.14

0.15

0.16

0.17

0.18

0.19 0.2

0.97

0.98

0.99

1

1.01

1.02

1.03

1.04

1.05

1.06

Column B

d^3-8.154*d^2+8.0905-10.64 -1.4-7.89 -1.3-5.38 -1.2-3.11 -1.1-1.06 -10.76 -0.92.36 -0.83.75 -0.74.94 -0.65.93 -0.56.72 -0.47.33 -0.37.76 -0.28.01 -0.18.09 08.01 0.17.77 0.27.38 0.36.85 0.46.18 0.55.37 0.64.44 0.73.38 0.82.21 0.9

y = 0.94 1-0.44 1.1-1.92 1.2-3.49 1.3-5.15 1.4-6.88 1.5-8.69 1.6

-10.56 1.7-12.50 1.8-14.49 1.9-16.53 2-18.61 2.1-20.73 2.2-22.88 2.3-25.05 2.4-27.25 2.5-29.45 2.6-31.67 2.7-33.88 2.8

-36.10 2.9-38.30 3-40.48 3.1-42.64 3.2-44.77 3.3-46.87 3.4-48.92 3.5-50.93 3.6-52.88 3.7-54.78 3.8-56.61 3.9-58.37 4-60.06 4.1-61.66 4.2-63.17 4.3-64.59 4.4-65.90 4.5-67.11 4.6-68.21 4.7-69.19 4.8-70.04 4.9-70.76 5-71.34 5.1-71.79 5.2-72.08 5.3-72.22 5.4-72.19 5.5-72.00 5.6-71.64 5.7-71.10 5.8-70.37 5.9-69.45 6-68.34 6.1-67.02 6.2-65.49 6.3-63.75 6.4-61.79 6.5-59.60 6.6-57.18 6.7-54.52 6.8-51.61 6.9-48.46 7-45.04 7.1-41.36 7.2-37.42 7.3-33.20 7.4-28.70 7.5-23.91 7.6-18.83 7.7-13.45 7.8-7.76 7.9

-80.00-70.00-60.00-50.00-40.00-30.00-20.00-10.00

0.0010.0020.0030.0040.0050.00

Column D

-1.77 84.55 8.111.18 8.218.15 8.325.45 8.433.09 8.541.08 8.6

-80.00-70.00-60.00-50.00-40.00-30.00-20.00-10.00

0.0010.0020.0030.0040.0050.00

Column D

X 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.5 6.00 6.50 7.00 7.50 8.00 8.50 8.65Y 0.00 -0.04 -0.12 -0.24 -0.40 -0.59 -0.82 -1.07 -1.35 -1.66 -1.99 -2.25 -2.74 -2.97 -3.59 -4.06 -4.56 -5.05 -5.21

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

8.65

28.6

5

30.6

5

32.6

5

34.6

5

36.6

5

38.6

5

40.6

5

42.6

5

44.6

5

46.6

5

48.6

5

50.6

5

52.6

5

54.6

5

56.6

5

58.6

5

60.6

5

62.6

5

64.6

5

66.6

5

68.6

5

70.6

5

72.6

5

74.6

5

76.6

5

78.6

5

80.6

5

82.6

5

84.6

5

86.6

5

88.6

5

90.6

5

92.6

5

94.6

5

96.6

5

-12.00-11.50-11.00-10.50-10.00-9.50-9.00-8.50-8.00-7.50-7.00-6.50-6.00-5.50-5.00-4.50-4.00-3.50-3.00-2.50-2.00-1.50-1.00-0.500.00

Row 5

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

8.65

28.6

5

30.6

5

32.6

5

34.6

5

36.6

5

38.6

5

40.6

5

42.6

5

44.6

5

46.6

5

48.6

5

50.6

5

52.6

5

54.6

5

56.6

5

58.6

5

60.6

5

62.6

5

64.6

5

66.6

5

68.6

5

70.6

5

72.6

5

74.6

5

76.6

5

78.6

5

80.6

5

82.6

5

84.6

5

86.6

5

88.6

5

90.6

5

92.6

5

94.6

5

96.6

5

-12.00-11.50-11.00-10.50-10.00-9.50-9.00-8.50-8.00-7.50-7.00-6.50-6.00-5.50-5.00-4.50-4.00-3.50-3.00-2.50-2.00-1.50-1.00-0.500.00

Row 5

28.65 30.65 32.65 34.65 36.65 38.65 40.65 42.65 44.65 46.65 48.65 50.65 52.65 54.65 56.65 58.65 60.65 62.65 64.65 66.65 68.65 70.65 72.65-5.31 -5.56 -5.81 -6.06 -6.31 -6.56 -6.81 -7.06 -7.31 -7.56 -7.81 -8.06 -8.31 -8.56 -8.81 -9.06 -9.31 -9.31 -9.31 -9.31 -9.31 -9.31 -9.31

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

8.65

28.6

5

30.6

5

32.6

5

34.6

5

36.6

5

38.6

5

40.6

5

42.6

5

44.6

5

46.6

5

48.6

5

50.6

5

52.6

5

54.6

5

56.6

5

58.6

5

60.6

5

62.6

5

64.6

5

66.6

5

68.6

5

70.6

5

72.6

5

74.6

5

76.6

5

78.6

5

80.6

5

82.6

5

84.6

5

86.6

5

88.6

5

90.6

5

92.6

5

94.6

5

96.6

5

-12.00-11.50-11.00-10.50-10.00-9.50-9.00-8.50-8.00-7.50-7.00-6.50-6.00-5.50-5.00-4.50-4.00-3.50-3.00-2.50-2.00-1.50-1.00-0.500.00

Row 5

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

8.65

28.6

5

30.6

5

32.6

5

34.6

5

36.6

5

38.6

5

40.6

5

42.6

5

44.6

5

46.6

5

48.6

5

50.6

5

52.6

5

54.6

5

56.6

5

58.6

5

60.6

5

62.6

5

64.6

5

66.6

5

68.6

5

70.6

5

72.6

5

74.6

5

76.6

5

78.6

5

80.6

5

82.6

5

84.6

5

86.6

5

88.6

5

90.6

5

92.6

5

94.6

5

96.6

5

-12.00-11.50-11.00-10.50-10.00-9.50-9.00-8.50-8.00-7.50-7.00-6.50-6.00-5.50-5.00-4.50-4.00-3.50-3.00-2.50-2.00-1.50-1.00-0.500.00

Row 5

74.65 76.65 78.65 80.65 82.65 84.65 86.65 88.65 90.65 92.65 94.65 96.65-9.31 -9.31 -9.31 -9.31 -9.31 -9.31 -9.31 -9.31 -9.31 -9.31 -9.31 -9.31

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

8.65

28.6

5

30.6

5

32.6

5

34.6

5

36.6

5

38.6

5

40.6

5

42.6

5

44.6

5

46.6

5

48.6

5

50.6

5

52.6

5

54.6

5

56.6

5

58.6

5

60.6

5

62.6

5

64.6

5

66.6

5

68.6

5

70.6

5

72.6

5

74.6

5

76.6

5

78.6

5

80.6

5

82.6

5

84.6

5

86.6

5

88.6

5

90.6

5

92.6

5

94.6

5

96.6

5

-12.00-11.50-11.00-10.50-10.00-9.50-9.00-8.50-8.00-7.50-7.00-6.50-6.00-5.50-5.00-4.50-4.00-3.50-3.00-2.50-2.00-1.50-1.00-0.500.00

Row 5

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

8.65

28.6

5

30.6

5

32.6

5

34.6

5

36.6

5

38.6

5

40.6

5

42.6

5

44.6

5

46.6

5

48.6

5

50.6

5

52.6

5

54.6

5

56.6

5

58.6

5

60.6

5

62.6

5

64.6

5

66.6

5

68.6

5

70.6

5

72.6

5

74.6

5

76.6

5

78.6

5

80.6

5

82.6

5

84.6

5

86.6

5

88.6

5

90.6

5

92.6

5

94.6

5

96.6

5

-12.00-11.50-11.00-10.50-10.00-9.50-9.00-8.50-8.00-7.50-7.00-6.50-6.00-5.50-5.00-4.50-4.00-3.50-3.00-2.50-2.00-1.50-1.00-0.500.00

Row 5

CSGRAPHSheet3Sheet2Sheet1

Documents

Chute Spillway