design+of+sarda+fall+(vertical++canal+section)

Design of sarda fall masonry canal section

NAME OF WORK:- Construction of sharda type fall at R.D. 10000m of LMC gip.

1.HYDRAULIC PARTICULARS: U/S D/s

1 Full supply diascharge u/s Q 10.00 10.00 Cumec use Rectangular crest2 Drop HL 1.00 m

3 Full supply level FSL 101.50 100.50 m

4 Full supply depth D 1.50 1.50 m

5 Bed level CBL 100.00 99.00 m

6 Bed width U/S 8.00 8.00 m

7 Assume Bligh coefficient BLC 7.00

8 Water side slope 1 :1

9 Bed slope 1: 300010 Free board 0.50 0.50

u/s T.B.L. = 102.00 Dropu/s F.S.L. = 101.50

1.00Creast width= 0.75 d/s T.B.L. = 101.00

Creast level= 100.74 d/s F.S.L. = 100.50 F.B.

u/s CBL= 100.00 1.50

1.30d/s CBL= 99.00

cistern level= 98.70

0.90 0.80 0.70 0.60

1.501.20

2.90 1.20 R.L. = 97.50

0.30

4.10 2.00 2.00 2.00 3.10

section at A - A

2.30 2.00

13.20

1.20

8.00

0.50

2.001.50

3.00

Plan

NAME OF WORK:-CONSTRUCTION OF sharda type FALL at R.D. 0 0

DESIGN

1.HYDRAULIC PARTICULARS: U/S D/s1 Full supply diascharge u/s Q 10.00 10.00 Cumec < 15 Reactangular creast2 Drop HL 1.00 m C = 1.8353 Full supply level FSL 101.50 100.50 m4 Full supply depth D 1.50 1.50 m5 Bed level CBL 100.00 99.00 m6 Bed width U/S 8.00 8.00 m7 Assume Bligh coefficient BLC 7.008 Water side slope 1 :19 Bed slope 1: 3000

DESIGN

1. Length of crestIn case of vertical drop falls, the length of crest should be the same as the d.s. bed width of channel.

Crest length (L) = 8.00 m

2. Crest LevelThus Q < 15 cumec hence Reactangular creast adopted

The discharge is given by Q =Q = 1.835

= 0.80 m10 = 1.835 x 8 x (D / 0.8D = 0.77 m

Velocity of approach with slope 1 : 1Va = 10 /( 8 + 1.5 x 1.5 )Va = 0.702 m/sec

Velocity Head == 0.025

u/s TEL = u/s FSL + velocity head= 101.5 + 0.025= 101.53 m

RL of crest = u/s TEL - D= 101.53 - 0.77= 100.73 m

Adopt crest level = 100.74 m3. Shape of Crest

(a). Width of crestWidth of crest (Bt) =

where = height of crest in meter above d.s. bed= 100.73 - 99= 1.73 m

Bt = 0.55 1.73= 0.72 m

Keep width of crest = 0.75 m(b). Width at base

Thickness at base == 0.5 X 1.73= 0.87 m

Provide thickness at base = 0.90 mIts top shall be capped with 20 cm thick cement concrete

4.ApproachFor non - meter falls, the side walls may be splayed straight at an angle of 45 degree from the u.s. edge

of the crest and extending b 1.0 m in the earthen bank from the line of FSL

5. Downstream expansionSide walls shall be straight and parallel up to the end of floor and shall be kept vertical

6. Upstream Protection

Brick/stone pitching in length 1.5 m should be laid on the u.s. bed sloping down towards

C x L x D(3/2) x (D/Bt)(1/6)

x L x D(3/2) x (D/Bt)(1/6)

Assuming crest width (Bt)D3/2 x )1/6

ha Va2/2g

0.55 * ÖD1

D1

X Ö

0.5 x D1+D

the crest 1:10 ; and three drain pipes of 15 cm diameter at the bed during the closure of the channel

7. Cistern ElementsDepth of cistern =

dc =q = 1.25 cumec/m

dc = 0.54 m Thus Depth of cistern = 0.181 = 0.30 mRL of cistern = d/s bed level - Depth of cistern

= 99.000 - 0.300 m= 98.700 m

Provide RL of cistern = 98.700 mLength of cistern = 3.8*dc + 0.415+ HL

= 3.8 X 0.542 + 0.415 + 1= 3.475 m

Provide 4.0 m long cistern at RL 98.700 m.

8. Length of Impervious floorBligh's coefficient = 7

Maximum static head = Crest level - d/s bed level= 100.74 - 99.00= 1.74 m

Total floor length required = 7 X 1.74= 12.18

Total floor lengthprovided = 12.20 mMinimum d.s. floor length reqd. = 10.53*dc + 4.877-1.5* HL

= 10.53 X 0.54 + 4.877 - 1.5 X 1= 9.08 m

Provide d.s. floor length reqd. = 9.10 m

Provide d.s. floor 9.10 m long and the balance 3.10 m under and upstream of the crest.

9 Floor thockness

the u/s.and no water in down stream . The ordinate between the H.G. line and floor level would give the un balanced head .

The maximum uplift pressure in the u/s shall be counter balanced by the weight of water it self. Hence theoretically there is no requirement of floor thickness in u.s. but minimum floor thickness of 0.30 m should be provided.

maximum unbalanced head at toe = 1.20 / 1.25 = 0.96 m= say 1.00 m

maximum unbalanced head at 2.25 m from toe 0.90 / 1.25 = 0.72 msay 0.70 msay

maximum unbalanced head at 4.50 m from toe 0.61 / 1.25 = 0.49 msay 0.50 m

maximum unbalanced head at 6.75 m from toe 0.31 / 1.25 = 0.25 msay 0.25 m

10 Curtain wall :-(a) Down stream curtain wall:-The curtain wall at d/s end of floor should be 45 cm thick and depth d/2 + 0.6 m to a minimum 1.00 m

1.50 / 2 = 0.75 + 0.6 = 1.35 say 1.40 m

(b) Up stream curtain wallThe curtain wall at d/s end of floor should be 45 cm thick and depth d/3 + 0.6 m to a minimum 1.00 m

1.50 / 2 = 0.5 + 0.6 = 1.10 say 1.10 m

11 D.S. protection :-(a) Bed protection

Length of bed protection = 3 x d3 3 x fsd = 3.00 x 1.50 = 4.50 m

12

dc / 3

(q2 / g ) 1/3

m But provided

Draw the hydrolic gradient line 1:7 for maximum static head i.e. when water headed upto the top of creast on

\ floor thickness required




\ Depth of curtain wall at the end of floor =

\ Depth of curtain wall at the end of floor =

Side protection :-

Length = same as for bed protection.= 4.50 m

[email protected]

mailto:[email protected]

NAME OF WORK:-CONSTRUCTION OF sharda type FALL at R.D. 0 0Depth of sheet piles from scour considerations :

U/S sheet pile :Discharge intensity 'q' = 1.25 cumec/m

= 1.58 mAnticipated scour = 1.25 R = 1.97 mR.L. of the bottom of scour hole = 101.50 - 1.97

= 99.53 mMinimum depth of u/s cutoff below bed level = yd/3+0.60 (where yd is water depth im m at u/s)

= 0.50 + 0.60= 1.10 m

Provided u/s cut off wall depth = 1.20 mRL of the bottom of sheet pile = 98.80 mProvide sheet pile bottom elevation at = 98.80 mIf U/S sheet bottom El. is above Cistern level then provide El.= 98.80 m

D/S sheet pile :Discharge intensity 'q' = 1.25 cumec/m

= 1.58 mAnticipated scour = 1.5 R = 2.37 mR.L. of the bottom of scour hole = 100.50 - 2.37

= 98.13 mMinimum depth of d/s cutoff below bed = yd/2 + 0.60 (where yd is water depth in m at d/s )

= 0.75 + 0.60= 1.35 m

Provided d/s cut off wall depth = 1.50 mRL of bottom of sheet pile = d/s bed level-depth of cutoff Sheet pile bottom elevation = 99.00 - 1.50 = 97.50 mProvide sheet pile bottom elevation= 97.50 m

Total floor length and exit gradientThe 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 = 100.74 - 99.00= 1.74 m

depth of d/s cut off wall d = 1.50 mH 1

GE = ------X ------d pÖl

1 GE*d ------------- = ----------- = 0.14

pÖl HFrom Khosla's exit gradient curve a = 8.76

Hence requirement of total floor length b= a X d= 8.76 X 1.50 = 13.14 m

Provided total floor length = 13.20 m

The floor length shall be provided as below:-d.s floor length including cistern = 9.10 mWidth of the crest at base = 0.90 mUpstream floor = 3.20 m

Total = 13.20 m

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

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

Pressure calculations Let the u/s floor thickness = 0.30 m

and downstream near cutoff wall = 0.30 m.

(i) Upstream sheet piled = 100.00 - 98.80

= 1.20 mb = 13.20 m

d/b =1.20

= 0.09 '= 1/ a13.20

From Khosla's Pressure curvesl = 6.02

= 73.28 %= 81.39 % 8.11 %

Correction for floor thickness = 2.03 (+ ve)

where, D = 99.00 - 97.50 = 1.50 md = 100.00 - 98.80 = 1.20 mb' = 12.80 mb = 13.20 m

Then, C = 1.33 (+ ve)corrected = 73.28 + 2.03 + 1.33

= 76.64 %(ii) Downstream sheet pile

d = 99.00 - 97.50 = 1.50 m

b = 13.20 md

=8.00

= 0.11 = 1/ab 13.20

From Khosla's Pressure curvesl = 4.93fE1 = 29.75 %

= 20.64 % = 9.11 %Correction for floor thickness = 1.82 (- ve)Correction for interference due to u/s sheet pile line, C = 19ÖD/b'.(d+D)/b

where, d = 99.00 - 97.50 = 1.50 mD = 100.00 - 98.80 = 1.20 mb' = 12.80 mb = 13.20 m

than, C = 1.19 (- ve)fE1 corrected = 29.75 - 1.82 - 1.19

= 26.74 %Downstream Floor thickness(i) At 0.00 m from toe of creast wall to 2.00 m

% pressure = 26.74 +8.70

X 76.64 - 26.7412.40

= 61.75 %

Unbalanced head =61.75 x 1.74

= 1.07 m100.00

Floor thickness required = 1.07 / 1.25 = 0.860 m

fC1fD1 fD1 - fC1 =

Correction for interference due to d/s sheet pile line, C = 19ÖD/b'.(d+D)/b

fC1

fD1 fE1 - fD1 =

Provide floor thickness = 0.90 m

(ii) At 2.00 m from toe of creast wall and upto 4.00 m

% pressure = 26.74 +6.70

X 76.64 - 26.7412.40

= 53.70 %


= 0.93 m100.00

Floor thickness required = 0.93 / 1.25 = 0.748 m

Provide floor thickness = 0.80 m(iii) At 4.00 m from toe of creast wall and upto 6.00 m

% pressure = 26.74 +4.70

X 76.64 - 26.7412.40

= 45.65 %


= 0.79 m100.00

Floor thickness required = 0.79 / 1.25 = 0.635 mProvide floor thickness = 0.70 m

(iv) At 6.00 m from toe of creast wall and upto 9.10

% pressure = 26.74 +2.70

X 76.64 - 26.7412.40

= 37.60 %


= 0.65 m100.00

Floor thickness required = 0.65 / 1.25 = 0.523 mProvide floor thickness = 0.60 m

Downstream Protection(a). Bed Protection

Length of bed protection = 3*d/s water depth= 3.00 x 1.50= 4.50 m

This shall consist of R.R.Stone dry pitching This shall be protected by a toe wall 0.4 m wide R.R.sotne masonry and of depth equal to 0.80m.

(b). Side protection Length of bed protection = 3*d/s water depth

= 3.00 x 1.50= 4.50 m

Provide dry stone pitching 0.2 m thick on sides, resting on wall 0.4m wide and of thesame depth as other toe walls.

NAME OF WORK:-CONSTRUCTION OF sharda type FALL at R.D. 0 0

3.00

1.50

0.30

2.00

1.00

A

3.00

:10.

5

2.00

2.00

X-

sect

ion

at A

-A

0.50 0.50

###

0.50

0

1.50

0

100.

000

100.

740

98.7

00

102.

000

8.00

8.00

0.00

crea

st le

vel =

Cis

tern

leve

l=

12.3

0

TB

L

F.B

.

FS

D

CB

L

B.W

.

TB

L

0.50 0.50

2.00

1.50

0.50 3.00

6.80A 2.00

0.80 2.30

CANAL DATA

U/S D/S

1 NSL 100.000 100.000 m

2 CBL 100.000 99.000 m

TBL 102.000 3 FSL 101.500 100.500 m

2.00 4 TBL 102.000 101.000 m

U/S FSL 101.500 0.75 TBL 101.000 5 B.W. 8.00 8.00 m

Creast level 100.740 D/S FSL 100.500 6 FSD 1.500 1.500 m

u/sCBL 100.0007 F.B. 0.500 0.500 m

1.50 8 Discharge 10.000 10.000 cum

1.302.04 d/sC.B.L. 99.000

0.90 cistern level= 98.7000.60

0.70 RL 98.400

1.20 0.80 RL 98.3001.50

0.90 R.L. 98.200

R.L 97.800 R.L. 97.800 R.L. 97.800

R.L 97.500 0.30 R.L. 97.500

0.702.90 1.20 2.00 2.00 2.00 3.10

4.10 9.10

(Drawing not to scale)

DETAIED ESTIMATE NAME OF WORK:-CONSTRUCTION OF sharda type FALL a 0 0

SNO. ITEM QTY1

D/S cistern 1 0.00 0.00 0.00 0.00

D/S curtain wall 1 0.00 0.00 0.00 0.00

U/S impervious floor 1 0.00 0.00 0.00 0.00

U/S curtain wall 1 0.00 0.00 0.00 0.00

Wing wall A-A 2 2.60 0.00 0.00 0.00

Side wall B-B 2 0.00 2.30 0.00 0.00

Side wallC-C 2 0.00 0.00 0.00 0.00Total 0.00

A. E/w in hard Dence soil 25 % qty taken = 0.00cum

2

(A)Soft disintegreted rock. 25 % qty taken = 0.00(B)Hard rock not rquirding blasting 25 % qty taken = 0.00© Phylites & other hard rockrequiring nominal blasting 25 % qty taken = 0.00

cum3

(a)maximum size upto 20mm

Wing wall A-A 2 0.00 0.00 0.00 0.00

Side wall B-B 2 0.00 2.30 0.00 0.00


4 for 1 nos 0.00cum

D/S cistern 1 0.00 0.00 0.00 0.00

Earth work in excavation including loading unloading disposal and dressing of excavated earth within intial lead of 50m and lift upto 1.5m in dry or moist including dressing of excavted area with cost of dewatering wherever required and all applicable taxes and levies etc complete in all respect

A. Hard soil mixed with kankar, boulder morrum

Earth work in excavation including loading unloading, disposal and dressing of excavated rock within initial lead of 50 m and lift upto 1.50 m indry or moist including dressing of excavated area wirh cost of dewatering wherever required and all applicable taxes and . levies etc. complete in all respect.

Cement concrete M-10(1:3:6) well mixed and laid in position complete including all leads of all construction material including curing and finishing having well graded broken stone aggregate of complete as per technical specification

Cement concrete M-20(1:1.5:3) well mixed and laid in position complete including all leads of all construction material including curring and finishing having well graded broken stone aggregate of maximum size upto 20mm complete as per technical specification

D/S curtain wall 1 0.00 0.00 0.00 0.00

D/S curtain wall 1 0.00 0 0.00 0.00

U/S impervious floor 1 0.00 0.00 0.00 0.00

U/S curtain wall 1 0.00 0.00 0.00 0.00

coping 2 0.00 0.00 0 0.00

creast top 1 0.00 0.00 0 0.00Total 0.00

5 for 1 nos 0.00cum

In cement sand mortar 1:5

Creast wall 1 0.00 0.00 0.00 0.00

Wing wall A-A 2 0.00 0.00 0.00 0.00

Side wall B-B 2 0.00 0.00 0.00 0.00


for 1 nos 0.006 cum


Wing wall A-A 2 0.00 0.00 0.00 0.00

Side wall B-B 2 0.00 0.00 0.00 0.00

D/S return 2 0.00 0.00 0.00 0.00Total 0.00

7 for 1 nos 0.00cum

Creast wall 1 0.00 0.00 0.00

Wing wall A-A 2 0.00 0.00 0.00

Side wall B-B 2 0.00 0.00 0.00

Side wallC-C 2 0.00 0.00 0.00

D/S return 2 0.00 0.00 0.00total 0.00

for 1 nos 0.00

8

Rate as BSR 2006 page 42 item 15c

Wing wall A-A out side 2 0.00 0.00 0.00

Random rubble stone masonry (using R,R. stone where 75% stone to be not less than 15 cm. in any direction and weighing not less than 23 kg. for foundation including curing all leads of all construction material and all taxes and with inial lift delift 5m from ground level etc complete

Random rubble stone masonry (using R,R. stone where 75% stone to be not less than 15 cm. in any direction and weighing not less than 23 kg. for superstructure including curing all leads of all construction material and all taxes and with inial lift delift 5m from ground level etc complete

Plaster in cement sand mortar 1:3 including raking of joints smooth finishing & curing etc. including all leads of all construction material complete of thickness 20 mm.

Flush and ruled pointing on stone masonry including raking of joint and curing etc. complete including all leads of all construction materials in mortar ratio cement sand mortar (1:3)

Side wall B-B out side 2 0.00 0.00 0.00

Side wallC-C out side 2 0.00 0.00 0.00

D/S return out side 2 0.00 0.00 0.00total 0.00

for 0 nos 0.009 sqm

as per item no 1 0.00for 1 nos 0.00

cum

Rehandling excavated earth ( excluding rock) in trenches, pilinth side of foundations etc. in layers not exceeding 20cm in depth, consolidating each deposited layer by ramming and watering including cost of water including loading unloading wherever required with cost of dewatering wherever required and all applicable taxes .

29 368 60 64 45 64

ABSTRACT OF COST NAME OF WORK:-CONSTRUCTION OF sharda type FALL at R.D. 0 0

Sno. ITEM Qtty Rate Unit Amount1

Rate as per BSR 2008 page 13 item 1A. Hard soil mixed with kankar, boulder morrum cum 47.00 cum #VALUE!

2

Rate as per BSR 2008 page 13 item 2

(A)Soft disintegreted rock. 0.00 78.00 cum 0.00(B)Hard rock not rquirding blasting 0.00 121.00 cum 0.00© Phylites & other hard rockrequiring nominal blasting 0.00 166.00 cum 0.00

3

0.00 2105.00 cum 0.00


Rate as per BSR 2008 page 22 item 6d

4

0.00 2951.00 cum 0.00


5

0.00 1618.00 cum 0.00


Rate as per BSR 2008 page 29 item 1e

6

0.00 1660.00 cum 0.00


Rate as per BSR 2008 page 29 item 1e+item13a

Earth work in excavation including loading unloading disposal and dressing of excavated earth within intial lead of 50m and lift upto 1.5m in dry or moist including dressing of excavted area with cost of dewatering


Cement concrete M-10(1:3:6) well mixed and laid in position complete including all leads of all construction material including curring and finishing having well graded broken stone aggrgate of complete as per technical specification

Cement concrete M-20(1:1.5:3) well mixed and laid in position complete including all leads of all construction material including curring and finishing having well graded broken stone aggrgate of maximum size upto 20mm complete as per technical specification

Random rubble stone masonry (using R,R. stone where 75% stone to be not less than 15 cm. in any direction and weighing not less than 23 kg. for foundation including curring all leads of all construction material and all taxes and with inial lift delift

Random rubble stone masonry (using R,R. stone where 75% stone to be not less than 15 cm. in any direction and weighing not less than 23 kg. for superstructure including curring all leads of all construction material and all taxes and with inial lift delift

70.00 94.00 sqm 0.00

Rate as per BSR 2008 page 34 item 4b

80.00 52.00 sqm 0.00sqm


9

0.00 52.00 cum 0.00

Rate as BSR 2008 page 14 item 8c Total #VALUE!3 % contengcy #VALUE!

G total #VALUE!Say Rs. ### lacs

Plaster in cement sand mortar 1:3 including raking of joint smooth finishing & curing etc. including all leads of all construction material complete of thickness 20 mm.


Rehandling excavatedearth ( excluding rock) in trenches, pilinth side of foundation etc. in layers not exceeding 20cm in depth, consolidation each ldeposited layer by ramming and watering including cost of water including loading unloading wherever required with cost of dewatering wherever required and all applicable taxes .

29 320 60 64 45 64

SCHEDULE - G OF WORK:-CONSTRUCTION OF sharda type FALL at R.D. 0 0

1 NIT No. 7/2008-09 S.No.322 NIT Amount Rs. #VALUE! lacs3 Earnest money 1.Regd. Contractor @1/2%Rs. #VALUE!

2.Other Contractor @ 2%Rs. #VALUE!4 Tender cost Rs. 2005 Date of Selling Tender 15.09.08 to 22.09.086 Date of Receiving Tender 24.09.08 upto 3.00 PM7 Date of Opening Tender 24.09.08 At 4.00 PM8 Time of completion 4 Month9 B.S.R. Irrigation BSR 2008

Sno. ITEM Qtty Rate Unit Amount1

Rate as per BSR 2008 page 13 item 1A. Hard soil mixed with kankar, boulder morrum cum 47.00 cum #VALUE!

2

Rate as per BSR 2008 page 13 item 2

(A)Soft disintegreted rock. 0.00 78.00 cum 0.00(B)Hard rock not rquirding blasting 0.00 121.00 cum 0.00© Phylites & other hard rockrequiring nominal blasting 0.00 166.00 cum 0.00

3

0.00 2105.00 cum 0.00



4

0.00 2951.00 cum 0.00


5

0.00 1618.00 cum 0.00


Rate as per BSR 2008 page 29 item 1e

Earth work in excavation including loading unloading disposal and dressing of excavated earth within intial lead of 50m and lift upto 1.5m in dry or moist including dressing of excavted area with cost of dewatering


Cement concrete M-10(1:3:6) well mixed and laid in position complete including all leads of all construction material including curring and finishing having well graded broken stone aggrgate of complete as per technical specification

Cement concrete M-20(1:1.5:3) well mixed and laid in position complete including all leads of all construction material including curring and finishing having well graded broken stone aggrgate of maximum size upto 20mm complete as per technical specification

Random rubble stone masonry (using R,R. stone where 75% stone to be not less than 15 cm. in any direction and weighing not less than 23 kg. for foundation including curring all leads of all construction material and all taxes and with inial lift delift

6

0.00 1660.00 cum 0.00


Rate as per BSR 2008 page 29 item 1e+item13a

70.00 94.00 sqm 0.00

Rate as per BSR 2008 page 34 item 4b

80.00 52.00 sqm 0.00sqm


9

0.00 52.00 cum 0.00

Rate as BSR 2008 page 14 item 8c Total #VALUE!Say Rs. #VALUE! lacs

Random rubble stone masonry (using R,R. stone where 75% stone to be not less than 15 cm. in any direction and weighing not less than 23 kg. for superstructure including curring all leads of all construction material and all taxes and with inial lift delift

Plaster in cement sand mortar 1:3 including raking of joint smooth finishing & curing etc. including all leads of all construction material complete of thickness 20 mm.


Rehandling excavatedearth ( excluding rock) in trenches, pilinth side of foundation etc. in layers not exceeding 20cm in depth, consolidation each ldeposited layer by ramming and watering including cost of water including loading unloading wherever required with cost of dewatering wherever required and all applicable taxes .

DETERMINATION OF CONJUGATE DEPTH(Refer IS 4997-1968)

0.231 0.235 0.240 0.244 0.249 0.254 0.259 0.264

0.6 0.598 0.596 0.594 0.592 0.59 0.588 0.586

= 1.00

q = 1.25

= 0.54

= 1.84

= 0.37

= 0.20

= 1.17

= 2.22

= 1.23

COEFFICIENT OF DISCHARGE

VALUES OF COEFFICIENT

Cs / CY-AXIS X-AXIS

0.000 0.0000.460 0.0500.680 0.1000.800 0.1500.860 0.2000.905 0.2500.930 0.3000.950 0.3500.965 0.4000.975 0.4500.980 0.5000.985 0.5500.990 0.6000.998 0.6500.999 0.7001.000 0.750

HL/DC =

D1/DC =

HL

DC

HL/DC

D1/DC

D1

D2

Ef1

Ef2

VALUES OF h d / H d

h d / H d

0 10 20 30 40 50 60

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

Sequent depth determination

D1/Dc

HL/DC

D1

/DC

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9

0

0.2

0.4

0.6

0.8

1f(x) = − 118.856 x⁶ + 334.562 x⁵ − 376.098 x⁴ + 216.522 x³ − 68.3597 x² + 11.8272 x + 0.00384812R² = 0.999640293543045

RATIO OF DISCHARGE COEFFICIENTS DUE TO TAILWATER EFFECT

DEGREE OF SUBMERGENCE hd / He

RA

TIO

OF M

OD

IFIE

D C

OE

FFIC

IEN

T T

O F

RE

E D

ISC

HA

RG

E C

OE

FFIC

IEN

T

Cs /

C

1.000 0.800

= 0.000Cs / C = 0.004

Cs = 0.007

KHOSLA CURVE

fE0 0 0 0

0.1 14 19 290.2 19 27 400.3 21 31 470.4 23 34 530.5 25 37 57.50.6 26.5 40 620.7 27 42 650.8 28.5 43.5 68.50.9 29.5 44 711 30 44.5 74

Depressed floorw.s. w.s.

H b d b

Sheet pile at end

(Depressed floor)

h d / H e

Value of 1/a =d/b fD' fD

fE = 1/Õcos-1(l-2)l

fD = 1/Õcos-1(l-1)l

fc' = 100-fE

fD; = 100-fD

fD' = 100-fD;

fD' = fD-2/3(fE-fD)+3/a^2 (Depressed floor)

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9

0

0.2

0.4

0.6

0.8

1f(x) = − 118.856 x⁶ + 334.562 x⁵ − 376.098 x⁴ + 216.522 x³ − 68.3597 x² + 11.8272 x + 0.00384812R² = 0.999640293543045



RA

TIO

OF M

OD

IFIE

D C

OE

FFIC

IEN

T T

O F

RE

E D

ISC

HA

RG

E C

OE

FFIC

IEN

T

Cs /

C

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10

10

20

30

40

50

60

70

80

Khosla curve

Value of 1/a =d/b

Sc

ale

fo

r f

= P

/Hx

10

0

0.269 0.274 0.279 0.284 0.290 0.295 0.301 0.306 0.312

0.584 0.582 0.58 0.578 0.576 0.574 0.572 0.57 0.568

0 10 20 30 40 50 60

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

Sequent depth determination

D1/Dc

HL/DC

D1

/DC

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9

0

0.2

0.4

0.6

0.8

1f(x) = − 118.856 x⁶ + 334.562 x⁵ − 376.098 x⁴ + 216.522 x³ − 68.3597 x² + 11.8272 x + 0.00384812R² = 0.999640293543045



RA

TIO

OF M

OD

IFIE

D C

OE

FFIC

IEN

T T

O F

RE

E D

ISC

HA

RG

E C

OE

FFIC

IEN

T

Cs /

C

w.s.

b d

Sheet pile at end

fE

fD

fD'

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9

0

0.2

0.4

0.6

0.8

1f(x) = − 118.856 x⁶ + 334.562 x⁵ − 376.098 x⁴ + 216.522 x³ − 68.3597 x² + 11.8272 x + 0.00384812R² = 0.999640293543045



RA

TIO

OF M

OD

IFIE

D C

OE

FFIC

IEN

T T

O F

RE

E D

ISC

HA

RG

E C

OE

FFIC

IEN

T

Cs /

C

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10

10

20

30

40

50

60

70

80

Khosla curve

Value of 1/a =d/b

Sc

ale

fo

r f

= P

/Hx

10

0

0.318 0.324 0.330 0.336 0.342 0.348 0.355 0.361 0.368

0.566 0.564 0.562 0.56 0.558 0.556 0.554 0.552 0.55

0.375 0.382 0.389 0.396 0.403 0.410 0.417 0.425 0.433

0.548 0.546 0.544 0.542 0.54 0.538 0.536 0.534 0.532

0.441 0.448 0.456 0.465 0.473 0.481 0.490 0.499 0.508

0.53 0.528 0.526 0.524 0.522 0.52 0.518 0.516 0.514

0.517 0.526 0.535 0.545 0.554 0.564 0.574 0.584 0.594

0.512 0.51 0.508 0.506 0.504 0.502 0.5 0.498 0.496

0.605 0.616 0.626 0.637 0.648 0.660 0.671 0.683 0.695

0.494 0.492 0.49 0.488 0.486 0.484 0.482 0.48 0.478

0.707 0.719 0.732 0.745 0.758 0.771 0.784 0.798 0.812

0.476 0.474 0.472 0.47 0.468 0.466 0.464 0.462 0.46

0.826 0.840 0.855 0.870 0.885 0.900 0.916 0.932 0.948

0.458 0.456 0.454 0.452 0.45 0.448 0.446 0.444 0.442

0.964 0.981 0.998 1.015 1.033 1.051 1.069 1.087 1.106

0.44 0.438 0.436 0.434 0.432 0.43 0.428 0.426 0.424

1.125 1.145 1.165 1.185 1.206 1.227 1.248 1.270 1.292

0.422 0.42 0.418 0.416 0.414 0.412 0.41 0.408 0.406

1.314 1.337 1.360 1.384 1.408 1.433 1.458 1.484 1.510

0.404 0.402 0.4 0.398 0.396 0.394 0.392 0.39 0.388

1.536 1.563 1.591 1.618 1.647 1.676 1.706 1.736 1.767

0.386 0.384 0.382 0.38 0.378 0.376 0.374 0.372 0.37

1.798 1.830 1.862 1.895 1.929 1.964 1.999 2.035 2.071

0.368 0.366 0.364 0.362 0.36 0.358 0.356 0.354 0.352

2.108 2.146 2.185 2.225 2.265 2.306 2.348 2.391 2.435

0.35 0.348 0.346 0.344 0.342 0.34 0.338 0.336 0.334

2.479 2.525 2.571 2.619 2.667 2.716 2.767 2.818 2.871

0.332 0.33 0.328 0.326 0.324 0.322 0.32 0.318 0.316

2.925 2.980 3.036 3.093 3.151 3.211 3.272 3.335 3.399

0.314 0.312 0.31 0.308 0.306 0.304 0.302 0.3 0.298

3.464 3.531 3.599 3.669 3.741 3.814 3.889 3.965 4.044

0.296 0.294 0.292 0.29 0.288 0.286 0.284 0.282 0.28

4.124 4.206 4.290 4.376 4.464 4.554 4.647 4.742 4.839

0.278 0.276 0.274 0.272 0.27 0.268 0.266 0.264 0.262

4.939 5.041 5.145 5.253 5.363 5.476 5.591 5.710 5.832

0.26 0.258 0.256 0.254 0.252 0.25 0.248 0.246 0.244

5.958 6.086 6.218 6.354 6.493 6.636 6.784 6.935 7.090

0.242 0.24 0.238 0.236 0.234 0.232 0.23 0.228 0.226

7.250 7.415 7.584 7.759 7.938 8.123 8.313 8.509 8.711

0.224 0.222 0.22 0.218 0.216 0.214 0.212 0.21 0.208

8.919 9.133 9.355 9.583 9.818 10.061 10.312 10.572 10.839

0.206 0.204 0.202 0.2 0.198 0.196 0.194 0.192 0.19

11.116 11.402 11.698 12.004 12.320 12.648 12.987 13.339 13.703

0.188 0.186 0.184 0.182 0.18 0.178 0.176 0.174 0.172

14.080 14.472 14.878 15.300 15.738 16.193 16.666 17.158 17.669

0.17 0.168 0.166 0.164 0.162 0.16 0.158 0.156 0.154

18.201 18.756 19.334 19.936 20.564 21.219 21.904 22.619 23.366

0.152 0.15 0.148 0.146 0.144 0.142 0.14 0.138 0.136

24.148 24.967 25.824 26.723 27.666 28.656 29.695 30.788 31.939

0.134 0.132 0.13 0.128 0.126 0.124 0.122 0.12 0.118

33.150 34.426 35.773 37.195 38.698 40.288 41.972 43.757 45.652

0.116 0.114 0.112 0.11 0.108 0.106 0.104 0.102 0.1

47.666 49.808 52.091 54.526

0.098 0.096 0.094 0.092

design+of+sarda+fall+(vertical++canal+section)

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