Design Of Canal Drops 4k7361

DESIGN OF VERTICAL DROP DESIGN DATA DESCRIPTION GROUND LEVEL DISCHARGE CANAL BED LEVEL FULL SUPPLY DEPTH FREE BOARD FULL SUPPLY LEVEL CANAL BED WIDTH HEIGHT OF DROP SIDE SLOPE VELOCITY TOP WIDTH OF CANAL

U/S TEL

409.055

U/S FSL

408.962

U/S SIDE 409.432 13.5 406.862 1.5 0.6 2.1 3.5 1.5 1.5:1 1.35 9.8

D/S SIDE 407.932 13.5 405.362 1.5 0.6 2.1 3.5 1.5 1.5:1 1.35 9.8

UNITS M CUMECS M M M M M M M M/SEC M

H 407.112

HL

1.5

2.1 0.25 H1 U/S BED

D/S TEL 406.862

ha

2.61 0.51

407.555

D/S FSL

407.462

D/S BED

405.362

X

Lc 8.54

HEIGHT OF CREST =H1 = 250 MM HEAD LOSS = HL = 1.5 M HEAD LOSS ON U/S SIDE = 0.09 U/S TEL = 409.055 M HEAD LOSS ON D/S SIDE = 0.09 D/S TEL = 407.555 M HEAD OF WATER OVER CREST = H = Lc = 8.54 M X= 0.51 M

M M 1.94

M *Lc = LENGTH OF CREST = 5*(SQR(H*HL)) *X = DEPTH OF CISTERN = (1/4)*((H*HL)^2/3)

2.1

CREST = 5*(SQR(H*HL)) TERN = (1/4)*((H*HL)^2/3)

DESIGN OF VERTICAL DROP -SARDA TYPE DESIGN DATA DESCRIPTION GROUND LEVEL DISCHARGE CANAL BED LEVEL FULL SUPPLY DEPTH FREE BOARD FULL SUPPLY LEVEL CANAL BED WIDTH HEIGHT OF DROP SIDE SLOPE BED SLOPE VELOCITY TOP WIDTH OF CANAL

U/S SIDE 409.432 13.468 406.862 1.07 0.6 1.67 3.5 1.5 1.5:1 2000 :1 1.344 8.51

D/S SIDE 407.932 13.468 405.362 1.07 0.6 1.67 3.5 1.5 1.5:1 2000 :1 1.344 8.51

UNITS M CUMECS M M M M M M M M/SEC M

WING WALL

WING WALL

U/S

L 3.5

D/S

1.0:1.0

CURTAIN WALL

CURTAIN WALL

CREST

Bt 0.85

WING WALL

Lc 7.5

Y 0.45

WING WALL

PLAN U/S TEL U/S FSL

408.624 Va 408.532

0.092 H 407.012

HL

1.5

1.67 0.15 H1 U/S BED 1.2

D/S TEL 406.862

Vb

IMPREVIOUS LAYER THK. 0.30

H2

0.092

2.12

Y 404.912 0.45

B

1.0 Lx

0.85

D/S FSL

407.032

D/S BED

405.362

1.74

0.4

A

407.124

X 1.5

C 7.50 0.4 IMPREVIOUS LAYER THK. 0.7

SECTION DESIGN CALCULATION:1.LENGTH OF CREST (L) L=

3.5

M

*USUALY U/S CANAL BED WIDTH

2.DETERMINATION OF CREST LEVEL CREST IS DESIGNED AS RECTANGULAR SECTION DISCHARGE = Q = 1.84 *(L * H)3/2 * (H/Bt)1/6

Q = DISCHARGE = 13.468 CUMECS L = LENGTH OF CREST = 3.5 M H = HEAD OVER THE CREST INCLUDING APPROACHING HEAD VELOCITY Bt =BREADTH OF CREST = 0.8 M *ASSUMED H= 1.52 SAY 1.52 M VELOCITY HEAD AT UPSTEAM SIDE = Va = V2/2g = 0.09207 M U/S FSL = 408.532 M U/S TEL = 408.624 M CREST LEVEL = CSL = 407.104 M > 407.032 M *CREST > D/S FSL HEIGHT OF CREST ABOVE U/S BED LEVEL = H1 = 0.15 M *H1 = U/S CBL - CSL - V

VELOCITY HEAD AT DOWNSTREAM SIDE = Vb = V2/2g = D/S FSL = 407.03 M D/S TEL = 407.124 M

0.09207 M

3.SHAPE OF THE CREST CREST WIDTH AT TOP = Bt = 0.55 * SQRT(H2) H2 = HEIGHT OF CREST ABOVE D/S BED LEVEL = Bt = 0.73 SAY 0.85

1.74

M

*H2 = D/S CBL - CSL

M

4.CALCULATION OF CISTERN DIMENSIONS 4a. DEPTH OF CISTERN = X = (1/4)*(H * HL)(2/3) H= 1.52 M HL = HEAD LOSS = 1.5 M X= 0.43 SAY 0.45

*U/S TEL - D/S TEL M

4b.BY VARSHNEY METHOD X = dc/3 dc = ((q2)/g)(1/3) q = DISCHARGE PER UNIT WIDTH = dc = 1.147 M X= 0.38 SAY

3.848 0.4

CUMECS/M M

ADOPT DEPTH OF CISTERN DPETH = LENGTH OF CISTERN = LC = 5 * (SQRT(H * HL)) LC = 7.5 SAY 7.5 LEVEL OF CISTERN =

0.45

M

0.4

M

*ASSUMED

M

404.912 M

5.DESIGN OF CURTAIN WALL WIDTH OF CURTAIN WALL ON D/S AND U/S = 5a. D/S CURTAIN WALL DEPTH OF WALL =

1.44

SAY

1.5

M

*DEPTH = FSD/2 + 0.6

1.16

SAY

1.2

M

*DEPTH = FSD/2 + 0.6

5b. U/S CURTAIN WALL DEPTH OF WALL = 6.IMPERVIOUS FLOOR CALCULATION OF UPLIFT HEAD OF WATER CAULIFT = THICKNESS OF FLOOR ON U/S = THICKNESS OF FLOOR ON D/S =

1.742 0.3 0.7

M M M

*HEAD OF WATER = CSL - D/S C.B

DENSITY OF CONCRETE FLOOR = 2.40 T/M^3 DOWNWARD PRESSURE= 1.7 T/M^2 Lx = 0.8 SAY 1 M WEIGHTED CREEP LENGTH = Lw = (1/3)n + V n = SUM OF HORIZONTAL S + SLOPING,S LESS THAN 45DEG. V = SUM OF VERICAL S + SLOPING,S GREATER THAN 45DEG. Lw = 10.66 M I.CREEP LENGTH AT POINT (A) LwA = 5.08 M 2.CREEP LENGTH AT POINT (B) LwB = 5.37 M UPLIFT CALCULATIONS AT D/S UPLIFT AT A = 0.91 M THICKNESS OF FLOOR REQ.D AT A = UPLIFT AT B = 0.86 THICKNESS OF FLOOR REQ.D AT B = PROVIDED FLOOR THICKNESS = STABILITY OF CREST WALL

0.85

407.012

0.15 W3 0 2.10 1 Df 1.95

W2 W1 404.912 A 0 0.85

TOP WIDTH OF CREST = DEPTH OF CREST = BOT.WIDTH OF CREST = DEPTH OF BACKFILL=Df = CALCULATION OF FORCES

0.85 2.10 0.85 1.95

M M M M

0.65

M

0.62

M

0.7

M

1.EARTH PRESSURE CONDITIONS :- SUBMERGED S.B.C = 18 T/M^2 ANGLE OF REPOSE = 30 DEG. ANGLE OF REPOSE = 0.52 RAD. DENSITY OF SOIL = 1.2 T/M^3 DENSITY OF WATER = 1.0 T/M^3 DENSITY OF CONCRETE = 2.5 T/M^3 CO-EEFICIENT OF ACTIVE EARTH PRESSURE = Ka = FRICITIONAL COEFFICIENT = 0.6 EARTH PRESSURE = 2.1 T/M^2 EARTH HORIZONTAL LOAD = 2.03 T EARTH VERTICAL LOAD =

0.33

FORCES AND MOMENT ARE TAKEN AT BASE OF FOUNDATION ABOUT A

DETAILS W1

VERT. FORCE V (TON) 0.00

2.0

W2

4.46

3.0

EARTH PRESSURE

SL.NO 1.0

TOTAL

HOR. FORCE H (TON)

LEVER ARM 0.85

MOM. (M) MOM. (R) (TON-M) (TON-M) 0.00

0.425

2.03 4.46

1.90

0.65

1.32

2.03

NET MOMENT =

0.58

T-M

X =

0.13

M

FACTOR OF SAFETY AGAINST OVER TURNING =

1.90

1.4

CHEK FOR SLIDING =

1.3

> 1.0 HENCE SAFE

ECCENTRICITY = e =

0.13

<

MOMENT IN RAFT =

0.58

T-M

1.32

> 1.5 HENCE SAFE *F.O.S = f * V/H

0.14 (B/6) OK NO TENSION DEVELOP

CHECK FOR STRESSES AT BASE P MAX =

10.05

T/M^2

<

P -MIN =

0.45

T/M^2

>0

18.0

T/M^2 < S.B.C

NO TENSION

WING WALL

WING WALL

1.67

*H1 = U/S CBL - CSL - Va

*H2 = D/S CBL - CSL

= FSD/2 + 0.6

= FSD/2 + 0.6

F WATER = CSL - D/S C.B.L