TEMPLATE FOR DESIGN OF CROSS REGULATOR

How to Use : Input

1 Go to " Input" , fill up data in highlighted cell

2 Click " Design Parameters".

A) Hydraulic Design parameters for cross regulator :

i) Select type of gate.

ii) Enter the size of gate, to see standard size pl. click " Table for gate size ". Click back to
enter the size.
iii) Enter number of gate according to the discharge. According to the number of gate the
message will be displays for drawing. The number and width of pier will displays
automatically.

iv) If the head loss is not provided, then enter the allowable afflux height.

Back v) The crest height should not be less than 0.15 m and more than 40 % of FSD. But in case of
smaller FSD, it may be taken upto 0.05 m.

vi) If the linear waterway check is not satis fied, then change the gate sie, afflux height up to
the desired limit, etc…
vii) Select type of transition. The type of transition will affect the calculated head loss. Hence
select according to the site requirement.

B) Structural Design parameters for cross regulator :

Abutment :

i) Enter the top width of abutment, it should not be less than 0.60 m, and will be in the range
of 0.60 m , 0.75 m and 0.90 m according to the height and span length and stability
consideration.

ii) The top level will be generated automatically.

iii) Enter the foundation level on the basis of trial pit result. The foundation level should be at
least minimum 0.60 m below C.B.L. or below stilling basin Level which ever is lower. And
it should be in the natural firm ground. The foundation should not be kept on the made up
Back ground ( i.e. on embankment ). If the hard rock is mate at the CBL , then the foudation
sould be at CBL, and the bed concrete of 0.30 m depth will be below CBL. The proper
anchoring of abutment with hard rock shall be done. It will be the field officers
resposnsibility to decide the foundation level.

iv) Select the foundation strata on the basis of trial pit result or as per actual excavation.
v) Enter the side slope for stable abutment section upto the "Hence O.K." results.

Warped wall :

i) Enter the splay for U/S warped wall. The splay should not be flatter than 3 : 1 at U/S.
 ii) Enter the splay for D/S warped wall. The splay should not be flatter than 4 : 1 at D/S.

Guide wall :

i) Enter the foundation level on the basis of trial pit result. The foundation level should be at
least minimum 0.20 m below C.B.L. or below stilling basin Level which ever is lower.
And it should be in the natural firm ground. The foundation should not be kept on the made
up ground ( i.e. on embankment ). If the hard rock is mate at the CBL , then the foudation
sould be at CBL, and the bed concrete of 0.30 m depth will be below CBL. The proper
anchoring of guide wall with hard rock shall be done. It will be the field officers
resposnsibility to decide the foundation level.

ii) Select the foundation strata on the basis of trial pit result or as per actual excavation.

R.C.C. Solid Slab

The solid slab for operation platform shall be as per As per B&C Drawing BL (IV) /III-C/
74023 /TP. In our case the span length will never be more than 1.50 m . Hence the details
of 1.50 m are used for solid slab thickness, reinforcement, etc…

3 Click " Design " , in this sheet the step by step hydraulic and structural design is available. The print will
be taken of this design. The soft copy of design may be kept by select all , copy and paste in new
workbook.

4 Click " Back " coming to the "Design parameters" sheet.

5 If in the no .of gate row the message displays " Pl. go for Two gate Drw for Drawing output ", then
click " Two Gate Drawing ", otherwise " One Gate Drawing ". Take print of this drawing on A3 size
paper.

6 Click " Back " coming to this sheet.

 TEMPLATE FOR DESIGN OF CROSS REGULATOR
Name of Project : ABC

Subminor No. : Branch No. :

Minor no. : Main Canal :

Distributory No. : 2 At Chainage : 10150 m

Back
Design Discharge : 0.999 cumecs 0.999 cumecs

Bed width : 1.000 m 1.000 m

Full supply depth : 0.766 m 0.766 m

Free board : 0.600 m 0.600 m

Side slope Inner : 1.5 : 1 1.5 : 1

Outer : 2 : 1 2 : 1

Bed gradient : 1 : 1000 1 : 1000

Type of canal : Unlined Unlined

Value of 'n' : 0.03 0.03

Velocity : 0.607 m/sec 0.607 m/sec

Canal bed level : 100.000 m 100.000 m

Normal F.S.L. : 100.766 m 100.766 m

Head loss available : 0.000 m

Width of S.R. : 3.600 m 3.600 m

Width of I.P. : 1.500 m 1.500 m

Trial pit strata classification : At Ch. : 10150 m

Location SR side At centre IP side

G.L. at which the T.P. is taken : 100.200 100.150 100.100 m

Depth of soil : 0.300 0.300 0.300 m

Depth of murum : 0.300 0.300 0.300 m

Depth of soft rock : m

Top of hard rock Level :

Design Parameters
 ABC

DESIGN OF CROSS REGULATOR AT Ch. 10150 OF Distributory No. : 2

Hydraulic Design Parameters :
Chainage of Cross regulator : 10150 m
Type of gate : Screw type gate
Gate size in 'm' ( width x height ) : 0.90 x 0.90 Table for gate size

Pl. go for Two gate Drw

No. of gates : 2 No. for Drawing output
No.of pier : 1 No.
Width of pier : 1.00 m ###
If Head loss is not provided, then allowable
: 0.05 m ###
afflux height
Height of crest above CBL : 0.15 m Help ###

Crest level provided : 100.150 Hence O.K.

Calculated linear water way : 1.79 m Hence O.K.

Type of transition Smooth

Calculated head loss : 0.011 m Hence O.K.

Thickness of floor provided : 0.300 m

Hence provided thickness of

Calculated thickness of floor 0.217 m floor is O.K.

Structural Design Parameters :

Abutment : :
Top Width : 0.750 m
Foundation level : 99.700 m
Help
Foundation strata Murum,Sandy soil
Slope : 0.65
Maximum stress : 15.452 t/m2
Hence O.K.
Minimum stress : 0.500 t/m2
Factor of safety against sliding : 1.53 > 1.5
Hence O.K.
Factor of safety against over turning : 3.18 >2
Warped wall :
U/S warped wall splay 3 : 1
D/S warped wall splay 4 : 1
Guide Wall : ( If required as per Drawing) :
Foundation level : 99.80 m
Foundation strata : Murum,Sandy soil
R.C.C. Solid Slab :
As per B&C Drawing BL (IV) /III-C/ 74023 /TP :
Name of Division : KONKAN DESIGN DIVISION, KONKAN BHAVAN

Name of person who prepared the design

: abc Sectional Engineer
through this template

Name of concern Dy. Engineer : xyz Assistant Engineer-I

Name of Executive Engineer : pqr Executive Engineer
Date of creation : 21/Apr/2018
Number of drawing if any : DDKR 15

Back Design One Gate Drawing Two Gate Drawing

 ABC

DESIGN OF CROSS REGULATOR AT Ch. 10150 OF Distributory No. : 2

CANAL DATA :- Back

Sr.No. Particulars U/S of canal D/S of canal

1) Normal Design Discharge : 1.00 cumecs 1.00 cumecs

2) Bed width : 1.00 m 1.00 m

3) Normal full supply depth : 0.766 m 0.77 m

40 Free board : 0.60 m 0.60 m

5) Side slope : 1.50 : 1 1.5 : 1

6) Value of 'n' : 0.03 0.03

7) Bed gradient : : 1000 1 : 1000

8) Type of canal : Unlined Unlined

9) Velocity : 0.607 0.607 m/sec

10) Head loss : 0.00 m m

11) Canal bed level : 100.000 m 100.000 m

12) Normal F.S.L. : 100.766 m 100.766 m

13) Top of bank level : 101.366 m 101.366 m

14) Width of S.R. : 3.60 m 3.60 m

15) Width of I.P. : 1.50 m 1.50 m

16) Ground level : 100.200 m

DESIGN OF CROSS REGULATOR :

A) Hydraulic Design :-

F.S.L. 100.766 Ha = 0.011

0.766

0.566
FSD =

100.150
C.B.L. 100.000 100.000

Step : I : Velocity of Approach

a. Gate size :-

Assume gate size of 0.90 m x 0.90 m ( 2 Nos. )

width Height

b. Width of canal = ( No. of gates x Width of gate ) + width of pier

= 2 x 0.90 + 1.00

= 2.80 m

c. F.S.D on U/S of CR = FSD of canal + Velocity head

0.607 2
= 0.766 +
2 x 9.81

= 0.766 + 0.019

= 0.785 m

d. Area of main canal, A = Total width of canal x FSD on U/S of CR

= 2.80 x 0.785

= 2.20 m2

Q 1.00
e. Velocity of approach,Va = = = 0.455 m/sec
A 2.20

f. Head due to velocity of approach, Ha

Va2 0.455 2
Ha = = = 0.011 m
 Ha = = = 0.011 m
2g 2 x 9.81

Step : II : Crest Level of CR :

a. Diffrence of water level above crest, H

U/S F.S.L. = U/S C.B.L. + FSD

= 100.000 + 0.766

= 100.766 m

Head loss provided = 0.05 m

\ D/S F.S.L. = U/S F.S.L. - head loss provided

= 100.766 - 0.05 = 100.716 m

H = U/S FSL - D/S FSL + Velocity head

= 100.766 - 100.716 + 0.019

= 0.069 m

b. Crest level of CR = U/S FSL - Height of gate

= 100.766 - 0.90

= 99.866 m

as per IS 7114-1973 page no. 6, clause No. 3.1.2 for lined canal crest should not be less than
0.15 m or not more than 40% of F.S.D.

Crest Level = 100.000 + 0.15

= 100.150 m

Actual crest level provided = 100.150 m

c. Depth of D/S water in channel above the crest

H2 = D/S FSL - Crest level of CR

= 100.716 - 100.150

= 0.566 m

d. Depth of D/S water in channel above the crest

H1 = U/S FSL - Crest level of CR

 = 100.766 - 100.150

= 0.616 m

2
Q = x C1 x Le x H x ( 2 g . H )1/2 +
3

C2 x Le x H2 x ( 2 g . H )1/2

Where,
C1 = coefficient of discharge for freely discharge portion = 0.577
C2 = coefficient of discharge for submerged portion = 0.80
Le = effective linear water way of the opening in 'm'
H = Diff in water level U/S & D/S of channel above crest = 0.069 m
H2 = Depth of D/S Water level in the channel above the crest in m = 0.566 m
\ 1.00 = 2 / 3 x 0.577 x Le x 0.069 x ( 19.62 x 0.069 ) ^0.5 +
0.8 x Le x 0.566 x ( 19.62 x 0.069 ) ^0.5
= 0.031 Le + 0.527 Le
= 0.558 Le
1.00
\ Le = = 1.791 m
0.558
Actual linear water way provided is 1.80 m
Hence 2 gate of 0.9 m x 0.9 m are adequate
Step : IV : Head loss calculations :- As per Govt. circular dated 01/09/2015
i) When the transitions are smooth inlet loss is zero and ‘0.5 x change in velocity head’ at exit. ii)
When transition are abrupt the loss is’ 0.5 x change in velocity head’ at inlet and ‘1.5
x change in velocity head’ at exit.
iii) The losses of head in structure due to friction are negligible and need not be computed.

Consider the transitions are smooth, hence as per above the inlet loss is zero and at exit loss is
" 0.5 x change in velocity head ".

( V22 - V12 )
\ Head loss at entry & exit = K1 + K 2 x
2g
Where,
K1 = constant of kinetic energy head loss at entry = 0
K2 = constant of kinetic energy head loss at exit = 0.5
V1 = velocity of flow in canal on u/s and d/s of structure in m/s = 0.607 m/sec
V2 = velocity of flow in carrier channel of the structure in m/s

Velocity Q 1.00
= = = = 0.901 m/sec
in CR Net Area 1.80 x 0.62

0.901 2 - 0.607 2
\ Head loss at entry & exit = 0 + 0.5 x
 \ Head loss at entry & exit = 0 + 0.5 x 19.62

Check for Encroachment in

= 0.011 m > 0m
free board

Step : V : Water Profile Calculation for C.R. :

1.00
Discharge per m width, q = = 0.555 cumecs/m
1.80

Critical depth, dc q 2 0.555 2

= = = 0.32 m
3 g 3 9.81

Critical velocity, Vc = g x dc = 9.81 x 0.32 = 1.76 m/sec

Area of flow, Ac = b x dc = 1.80 x 0.32 = 0.57 m2

Wetted perimeter, Pc = b + 2dc = 1.80 + 2x 0.32 = 2.43 m

Ac 0.57
Hydraulic mean depth, Rc = = = 0.234 m
Pc 2.43

Rc2/3 = 0.379

Calculation of bed gradient

1 1
Vc = x Rc2/3 x
n s

1 1
1.759 = x 0.379 x
0.02 s

s = 116.21

The bed gradient is 1 : 116 But for economy steeper gradient of 1 : 5 is provided.

to reduce the length of conduit.

a. Loss of head, hf = 0.05 m

0.050
b. Calculate hf/dc = = 0.159
0.32

d2 d1
0.100 = 2.07 0.100 = 0.650
d1 dc

d2 d1
0.200 = 2.48 0.200 = 0.614
d1 dc

d2 d1
0.159 = 2.31 0.159 = 0.629
d1 dc

c. Calculate d1 & d2

d1 = 0.629 x dc = 0.629 x 0.32 = 0.198 m

d2 = 2.312 x d1 = 2.312 x 0.20 = 0.459 m
 q 0.56
V1 = = = 2.798 m/sec
d1 0.20

q 0.56
V2 = = = 1.210 m/sec
d2 0.46

V12 2.798 2
d. Energy at d1 = d1 + = 0.198 +
2g 19.62

= 0.60 m

e. R.L. of stilling basin = F.S.L. of canal - Energy @ d1

= 100.716 - 0.60

= 100.119 m

V22 1.210 2
f. Energy at d2 = d2 + = 0.459 +
2g 19.62

= 0.53 m

g. R.L. of stilling basin = F.S.L. of canal - Energy @ d2

= 100.716 - 0.53

= 100.183 m

h. Provide R.L. of stilling basin lowest of e & g

\ R.L. of stilling basin = 100.000 m

i. Length of stilling basin

= Constant x d2 = 3.50 x 0.459 = 1.61 m

Say = 1.70 m

j. Length of sloping barrel

= 5 x ( Crest Level. - R.L. of stilling basin )

= 5 x ( 100.150 - 100.000 )

= 0.80 m

k. Total length of floor = Length of stilling basin + length of sloping barrel

= 1.70 + 0.80

= 2.50 m

Provide total floor length of 2.50 m

Step : VI : Floor for Cross Regulator :
a. U/S cut-off wall :

Mean Scour depth q2 1/3

q = Discharge per m width = 0.555 cumecs/m
1.34
@ U/S = f f = silt factor of bed material = 1
1/3
0.308
= 1.34
1.00
= 0.905 m
Max. scour depth = 1.50 x 0.905 = 1.357 m below FSL
Scour level @ U/S = FSL @ U/S - Max. scour depth
= 100.766 - 1.357
= 99.400 m
Bottom R.L. of apron = 99.700 m
Bottom R.L. of U/S cut-off wall = 99.100 m
b. D/S cut-off wall :
Mean Scour depth q2 1/3
q = Discharge per m width = 0.555 cumecs/m
1.34
@ D/S = f f = silt factor of bed material = 1
1/3
0.308
= 1.34
1.00
= 0.905 m
Max. scour depth = 1.50 x 0.905 = 1.357 m below FSL
Scour level @ D/S = FSL @ D/S - Max. scour depth
= 100.766 - 1.357
= 99.400 m
Bottom R.L. of D/S cut-off wall = 99.100 m
c. Exit Gradient :
1 H
GE = x
π×√λ d
where ,
d = Depth of cut-off below bed level = 0.900 m
H = Head acting = 0.766 m
b = Total horizontal length of impervious floor
= 3.750 m
b 3.750
α = = = 4.167
d 0.900
 λ = 1 + √ 1 +α 2 = 1 + √1 + 4.167 2
2 2
= 2.642
1 0.766
GE = x
π x √ 2.642 0.900

= 0.167 < 0.25 Hence O.K.

d. Uplift pressure :

i) Uplift pressure at U/S end of floor :

WS

b
H
C1

B
F C1 = ( 100 - F E )
1
d = 0.240
α

F D1 = ( 100 - F D )
D1

By refering the Khosala's Uplift pressure curves, for 1/α = 0.24 the values of ,

FD = 28% and FE = 42%

The percentage resudual ressure at D1 = F D1

= 100 - FD
= 100% - 28% = 72%

The percentage resudual ressure at C1 = F C1

= 100 - FE
= 100% - 42% = 58%

ii) Uplift pressure at D/S end of floor :

WS

H
C

b FE
 1
d = 0.240
α

FD

By refering the Khosala's Uplift pressure curves, for 1/α = 0.24 the values of ,

FD = 28% and FE = 42%

e. Thickness of floor : Provided thickness of floor = 0.30 m

i) Thickness of floor at D/S of gate 58%

Uplift pressure = 52.880% 42%

Thickness of apron considering only

75% of theoretical pressure U/S D/S

0.75 x 52.880% x 0.766

=
( 2.40 - 1 ) 1.20
= 0.217 m < 0.30 m 2.00
Hence provided thickness is sufficient 2.85

3.75
ii) Thickness of floor at toe of Glacis

Uplift pressure = 49.467%

Thickness of apron considering only

75% of theoretical pressure

0.75 x 49.467% x 0.766

=
( 2.40 - 1 )

= 0.203 m < 0.30 m

Hence provided thickness is sufficient

iii) Thickness of floor at the center of the cistern

Uplift pressure = 45.840%

Thickness of apron considering only

75% of theoretical pressure

0.75 x 45.840% x 0.766

=
( 2.40 - 1 )

= 0.188 m < 0.30 m

Hence provided thickness is sufficient

B ) Structural Design :
1. Stability Analysis of Abutment :
DATA :
Top width of abutment : 0.75 m
Top level of abutment cap : 102.250 m
Thickness of abutment cap : 0.300 m
Bottom level of abutment cap : 101.950 m
Foundation level of abutment : 99.700 m
Front batter : 0.650
Unit weight of soil : 2.00 t/m2
Unit weight of concrete : 2.400 t/m2

0.75

102.250
101.950

0.65
1

99.700
2.213

a. Dead and live load from super structures :

1.775 x 0.170 x 2.50

Weight of slab =
 Weight of slab =
2

= 0.38 t/ m width of abutment

11.40
Live load intensity = = 1.78 t/m2
1.78 x 3.60

= 1.78 ÷ 6.39 = 0.28 t/ m width of abutment

Total Load = 0.66 t/ m width of abutment

0.450
Lever arm = = 0.23 m
2

b. Temperature force : This is taken as 10% of super imposed load I.e.

= 0.10 x 0.66 = 0.066 t
Lever arm = 2.25 + 0.3 = 2.55 m
c. Earth pressure :
assumptions :
1 . Increase Ka by 25 % for soil at rest
2. As per IRC 78: 2014,cl no. 710.6.9 : More 1.20 m Ht is considered for L.L. surcharge
1.50
h1 =
2.250

Pe1

Pe2
h2 =

For batter 1 : 0.65 the constants are as follows,

Ka = 0.684
Cos ( d + q ) = 0.566
Sin ( d + q ) = 0.824
Pe1 = Ka x w x h1 x h2 x 1.25
= 0.684 x 2.0 x 1.50 x 2.25 x 1.25
= 5.77 t
Pe1h = Pe1 x Cos ( d + q )
= 5.77 x 0.566
= 3.266 t
h2 2.250
LA = = = 1.125 m
2 2
Pe1v = Pe x Sin ( d + q )
= 5.77 x 0.824
= 4.757 t
LA = b - Lever arm of Peh x batter
 = 2.213 - 1.13 x 0.65
= 1.481 m
Pe2 = 1/2 x w x Ka x h22 x 1.25
= 1/2 x 2.0 x 0.68 x 2.25 2
x 1.25
= 4.33 t
Pe2h = Pe2 x Cos ( d + q )
= 4.33 x 0.566
= 2.450 t
LA = 0.42 x h2
= 0.42 x 2.25
= 0.945 m
Pe2v = Pe2 x Sin ( d + q )
= 4.33 x 0.824
= 3.568 t
= b - Lever arm of Peh x batter
= 2.213 - 0.95 x 0.65
LA = 1.598 m
d. Self Weight :
Wt of dirt wall = 0.3 x 0.17 x 1 x 2.5

= 0.128 t

0.3
L.A. = 0.45 + = 0.6 m
2

Rectangular portion, I = 0.75 x 2.55 x 1 x 2.4

= 4.590 t

0.75
L.A. = = 0.375 m
2

Triangular portion, II = 0.5 x 2.250 x 1.463 x 2.4

= 3.95 t

1.463
L.A. = 0.75 +
3

= 1.238 m

Forces ( t ) Moments ( tm )
L.A.
Sr.No. Particulars
m
Ver. Hor. + ve - ve

1 Dead and live load 0.66 0.225 0.148

2 Temperature Force 0.066 2.550 0.167

4 Earth pressure

Pe1h 3.266 1.125 3.675

Pe1v 4.757 1.481 7.046

Pe2h 2.450 0.945 2.315

Pe2v 3.568 1.598 5.702

5 Self weight

Dirt awll 0.128 0.600 0.077

Rect.Portion,II 4.590 0.375 1.721

Tr. Portion,I 3.949 1.238 4.887

Total :- 17.647 5.782 19.580 6.157

SM
b = 2.213 m
13.42
Z = = = 0.76 m
SV 17.65
b/2 = 1.10625 m

e = b/2 - Z b/6 = 0.369 m

2.213
= - 0.76 = 0.346 m
2

6e 6 x 0.346
= = 0.94
b 2.213

17.647
Po = = 7.98 t/m2
2.21

Pmax = Po( 1 + 6e/b) = 7.98 1 + 0.94

= 15.45 t/m2

Pmin = Po( 1 - 6e/b) = 7.98 1 - 0.94

= 0.50 t/m2 > 0.00 t/m2

P max and P min are within permissible limit so design is safe.

mxSV
Factor of safety against sliding =
SH
0.50 x 17.65
=
 =
5.78

= 1.53 > 1.5 Hence O.K.

S Stabilising Moment
Factor of safety against over turning =
S Overturning moment
19.58
=
6.16

= 3.18 > 2 Hence O.K.

2. Section of Guide wall :

Section of guide wall as per standard template accepted by Committee

DATA :-

1. Foundation strata : Murum,Sandy soil

2. Top Level : 101.55 m

3. Foundation Level : 99.80 m

4. Height of guide wall : 1.75 m

5. Top width of guide wall : 0.30 m

6. Outer side batter of guide wall : 0.70

7 .Grade of concrete used : M-15

SECTION OF GUIDE WALL

0.30
101.55

0.70
1
1.75
 FDN.R.L. 99.80
1.53

3. R.C.C. Solid Slab :

The design of slab is not done. Its details are adopted from the B & C Department, Govt.
of Maharashtra, Drawing No. BL (IV)/IIIC/74023/TP ( Details of solid slab ).
The following are the details in the present case :

1) Clear span : 0.90 m

2) Grade of concrete : M-20

3) Over all depth of slab : 170 mm

4) Main Bars : 12 mm O @ 140 mm c/c alternate bentup

5) Distribution Bars : 6 mm F @ 120 mm c/c

Back One Gate Drawing Two Gate Drawing

 GENERAL ARRANGEMENT DRAWING OF CROSS REGULATOR AT Ch. 10150 OF Distributory No. : 2 FOR ABC Sheet No : 1/ 2
TP @ SR side TP @ Centre TP @ IP side
100.20 100.15 100.10 B CHEQUERED PLATE Back
99.90 Soil 99.85 Soil 99.80 Soil 100 mm Thk. R.C.C. Parapet
RAILING
99.60 Murum 99.55 Murum 99.50 Murum 210 mm Thk. R.C.C. Solid Slab in M-20

S.R. Top of H.R. S.R. S.R. 300 mm Thk. R.C.C. Cap in M-20
101.950
WARPED WALL TOP R.L. 101.550 WARPED WALL TOP R.L. 101.550
T.B.L. 101.366

M.S. Gate 0.9 m x 0.9 m , 2 N0.

F.S.L. 100.766 FSL 100.766
Canal Flow 0 1700 800 CANAL FLOW
200 mm Tk. C.C. M-20 100.150 200 mm Tk. C.C. M-20
C.B.L. 100.000 CBL 100.000 100.000 CBL CBL 100.00
99.650 100.000
500

500
C.C. M-15 LINING 100 Thk.
D/S curtain wall in P.C.C. M15 D/S cut-off 99.400
M-15, 300 mm Tk. wall 300 mm Tk. 99.100 P.C.C. M15 U/S cut-off 99.100 D/S curtain wall in M-15,
wall 300 mm Tk. 300 mm Tk.
5600 750 3000 4450
Ch. 10142.15 m

Ch. 10147.75 m

Ch. 10144.05 m
Ch. 10148.5 m

Ch. 10148.5 m
ch. 10150 m
CROSS SECTION AT ' A-A '
B
I.P.
1500

1000 4600 750 3000 3450 1000

TBL TBL
1 : 1.5

:1

750 1 : 0.65
3
AY
SPL FSL
FSL

A 300 Guide Wall A

CBL CBL
3298
1000

Canal Flow CANAL FLOW

5098

2800

CBL

1 : 0.65 750
FSL FSL
1
1 : 1.5

y4 :
Spla
TBL
TBL
Warped wall in C.C. M-15
Service Road

Service Road
3600
 B
PLAN

300 101.550 300 101.550 300 101.550 300 101.550

GENERAL NOTES AND REFERENCES Sheet No : 2 / 2
1. All dimensions are in mm and levels are in m . only written dimensions are to be
followed. no drawing shall be scaled.
2. The drawing of this Cross regulator is generated by the standard template of Cross
FSL FSL FSL FSL Regulator. Hence this drawing is in not to scale. The detailed drawing shall be prepared to
the scale by considering the dimensions in this drawing.
1.5 1 0.5 3. The grades of concrete mixes to be used for different components are as under : (i)
Abutments : M-15, (ii) Guide walls : M-15, (iii) Warped walls : M-15, (iv) Stilling basin floor
1 . 1 1
& bed below gate opening : M-20, (v) P.C.C. flooring at u/s and d/s side, end sill : M-15, (vi)
Abutment & Pier Cap :M-20, (vii) Walkway & Service road slab : R.C.C. M-20, (viii)
Levelling course : M-15, (ix) Annular filling : M-15 .
100.000 100.000 100.000 4. Back filling behind abutment, guide wall, transition walls shall be of grannular material
99.800 99.800 99.800 99.800 conforming to irc : 78, appendix-6.
5. Top level of hoist slab/ chequred plateshould be verified to fix gate fixtures, hoisting
99.650 99.650 99.65 99.65 arrangements,support angles, etc.
6. The construction of Cross regulator should be taken up only when gates are available on
1000 1000 1000 1000 site. no groove for fixing the gate later on should be left in masonary.
7. The M.S. vertical screw type gate of size as shown with locking arrangement shall be
1300 1300 1300 1300 provided.
8. The details of embeded parts, SG & EG leaf & hoisting arrangement , operation platform,
fabrication & erection of gate shall be done with mechanical organisation.
9. Suitable steps shall be provided for approaching operation platform & walkway.
DETAILS OF WARPED WALL AT U/S OF CROSS REGULATOR
10. All steel fabrication and installation shall be conforming to IS 226-1984.
11. The HYSD steel reinforcement conforming to IS 1786 - shall be used.
12.R.C.C. solid slab thickness and einforcement shall be as per B & C dept. drawing no. BL
RAILING ( IV)/IIIC/74023/TP. ( details of solid slab )
300
13.The strength of various cement concrete mixes shall conform to relevant provisions
12 # @ 200 c/c made in IS : 456 - 2000.
12 # @ 200 c/c 14.The clear cover to reinforcement for flooring shall be 75 mm and other faces shall be 50
mm. to ensure proper cover of concrete to reinforcement specialy made cover blocks shall
be used.
300 Tk. R.C.C. CAP IN M-20 20 # Top & Bottom ( 4 + 4 ) 15.The location & provision of construction joints shall be decided by engineer-in-charge.
12 # @ 100 c/c 16.Bending of reinforcement bars shall be as per IS : 2502.
17. Proper compaction of concrete shall be ensured by use of appropriate type of vibrators.
SR IP 750 18.Laps in reinforcement should be minimum. if laps are required minimum lap length kept
750 900 750 50 d, where d = diameter of bar. not more than 25 % of reinforcement shall be lapped at
0.65 any one location. laps shall be well staggered.
19. The weak material in the foundation ( like black cotton soil )shall be removed and back
1 filled with compacted murum with 450 mm thick rubble layer below all the foundations and
floors.
VERTICAL SCREW TYPE GATE 20. The surface reinforcement of 10 mm dia. at 200 mm c /c for all P.C.C. Components
P.C.C. M-15 WITH SURFACE
shall be provided.
100.000 REINFORCEMENT AS PER 21. Before starting execution, approval from competent authority should be obtained.
NOTE NO. 20. DETAILS OF
ABUTMENT
CAP & DIRT WALL
99.700
99.400
2213 900 2213

5626
R.C.C. M-20 SOLID SLAB 170 Tk.

CROSS SECTION @ ' B- B ' 12 # @ 140 c/c

ALTERNATE BENTUP 6 mm @ 120 c/c
SALIENT FEATURES OF CANAL
SR.NO. ITEM PARTICULARS
1 DESIGN DISCHARGE : 1.00 cumecs
2 BED WIDTH : 1.00 m
GOVT. OF MAHARASHTRA
WATER RESOURCES DEPARTMENT
3 FULL SUPPLY DEPTH : 0.77 m 750 900 750
4 FREE BOARD : 0.60 m KONKAN DESIGN DIVISION, KONKAN BHAVAN
5 CANAL BED LEVEL : 100.00 m
ABC
6 FULL SUPPLY LEVEL : 100.77 m

7 TBL : 101.37 m TYPICAL DETAILS OF R.C.C. SOLID SLAB

GENERAL ARRANGEMENT DRAWING OF CROSS
8 VELOCITY : 0.61 m/sec
REGULATOR AT Ch. 10150 OF Distributory No. : 2
9 VALUE OF 'n' : 0.03 SALIENT FEATURES OF CROSS REGULATOR
10 SIDE SLOPE : 1.50 : 1 SR.NO. ITEM PARTICULARS
11 BED SLOPE : 1 : 1000 2 GATE SIZE IN mm ( Width x Height ) : 0.90 x 0.90
12 HEAD LOSS 0.00 m 3 NO.OF GATES : 2 abc xyz pqr
13 SERVICE ROAD WIDTH : 3.60 m M.S.Vertical screw Sectional Engineer Assistant Engineer-I Executive Engineer
4 TYPE OF GATE :
14 INSPECTIO PATH WIDTH : 1.50 m type
DATE :- 21/Apr/2018 No. DDKR 15
 GENERAL ARRANGEMENT DRAWING OF CROSS REGULATOR AT Ch. 10150 OF Distributory No. : 2 FOR ABC Sheet No : 1/ 2

100.20 100.15 100.10 B CHEQUERED PLATE

100 mm Thk. R.C.C. Parapet
99.90 Soil 99.85 Soil 99.80 Soil Back
RAILING
99.60 Murum 99.55 Murum 99.50 Murum 210 mm Thk. R.C.C. Solid Slab in M-20
300 mm Thk. R.C.C. Cap in M-20
S.R. Top of H.R. S.R. S.R.
WARPED WALL TOP R.L. 101.550
101.950
T.B.L. 101.366 WARPED WALL TOP R.L. 101.550
M.S. Gate 0.9 m x 0.9 m , 2 N0.
F.S.L. 100.766 FSL 100.766
Canal Flow 0 1700 800 CANAL FLOW
200 mm Tk. C.C. M-20 100.150 200 mm Tk. C.C. M-20
CBL 100.00
C.B.L. 100.000 CBL 100.000 100.000
99.650 100.000

500
C.C. M-15 LINING
500

100 Thk.
99.400
D/S curtain wall in P.C.C. M15 D/S cut-off 99.100
M-15, 300 mm Tk. wall 300 mm Tk. P.C.C. M15 U/S cut-off 99.100
wall 300 mm Tk. U/S curtain wall in
M-15, 300 mm Tk.
Ch. 10142.15 m

Ch. 10144.05 m
5600 750 3000 4450

Ch. 10148.5 m

Ch. 10148.5 m
ch. 10150 m
Ch. 10147.75 m
CROSS SECTION AT ' A-A ' B

1000 4600 750 3000 3450 1000

I.P.
1500

TBL TBL

1 : 0.65
:1
Y3
SPLA
1 : 1.5

FSL FSL

750
300 Guide Wall

900
A CBL CBL
A
Canal Flow CANAL FLOW
5098

3298

1000

2800

1000
CBL

900
CBL

FSL

750
1 : 1.5

FSL
: 1

1 : 0.65
4
Splay
TBL
Service Road

Warped wall in C.C. M-15

Service Road
3600

3600
 B
PLAN

GENERAL NOTES AND REFERENCES

300 101.550 300 101.550 300 101.550 300 101.550
1. All dimensions are in mm and levels are in m . only written dimensions are to be
followed. no drawing shall be scaled.
2. The drawing of this Cross regulator is generated by the standard template of Cross
FSL FSL FSL FSL Regulator. Hence this drawing is in not to scale. The detailed drawing shall be
prepared to the scale by considering the dimensions in this drawing.
1.5 1 0.5 3. The grades of concrete mixes to be used for different components are as under : (i)
1 1 1 Abutments : M-15, (ii) Guide walls : M-15, (iii) Warped walls : M-15, (iv) Stilling basin
. floor & bed below gate opening : M-20, (v) P.C.C. flooring at u/s and d/s side, end sill :
M-15, (vi) Abutment & Pier Cap :M-20, (vii) Walkway & Service road slab : R.C.C. M-
100.000 100.000 100.000 20, (viii) Levelling course : M-15, (ix) Annular filling : M-15 .
4. Back filling behind abutment, guide wall, transition walls shall be of grannular
99.800 99.800 99.800 99.800 material conforming to irc : 78, appendix-6.
99.650 99.650 99.65 99.65 5. Top level of hoist slab/ chequred plateshould be verified to fix gate fixtures, hoisting
arrangements,support angles, etc.
1000 1000 1000 1000 6. The construction of Cross regulator should be taken up only when gates are
available on site. no groove for fixing the gate later on should be left in masonary.
1300 1300 1300 1300 7. The M.S. vertical screw type gate of size as shown with locking arrangement shall
be provided.
8. The details of embeded parts, SG & EG leaf & hoisting arrangement , operation
DETAILS OF WARPED WALL AT U/S OF CROSS REGULATOR platform, fabrication & erection of gate shall be done with mechanical organisation.
9. Suitable steps shall be provided for approaching operation platform & walkway.
RAILING 10. All steel fabrication and installation shall be conforming to IS 226-1984.
11. The HYSD steel reinforcement conforming to IS 1786 - shall be used.
300 Tk. R.C.C. CAP IN M-20
12.R.C.C. solid slab thickness and einforcement shall be as per B & C dept. drawing
no. BL ( IV)/IIIC/74023/TP. ( details of solid slab )
13.The strength of various cement concrete mixes shall conform to relevant provisions
made in IS : 456 - 2000.
14.The clear cover to reinforcement for flooring shall be 75 mm and other faces shall
be 50 mm. to ensure proper cover of concrete to reinforcement specialy made cover
SR IP blocks shall be used.
750 750 0.65 15.The location & provision of construction joints shall be decided by engineer-in-
charge.
16.Bending of reinforcement bars shall be as per IS : 2502.
1 P.C.C. M-15 WITH SURFACE 17. Proper compaction of concrete shall be ensured by use of appropriate type of
100.000 REINFORCEMENT vibrators.
VERTICAL SCREW TYPE GATE
18.Laps in reinforcement should be minimum. if laps are required minimum lap length
kept 50 d, where d = diameter of bar. not more than 25 % of reinforcement shall be
lapped at any one location. laps shall be well staggered.
99.700 19. The weak material in the foundation ( like black cotton soil )shall be removed and
99.400 back filled with compacted murum with 450 mm thick rubble layer below all the
foundations and floors.
20. The surface reinforcement of 10 mm dia. at 200 mm c /c for all P.C.C.
2213 900 1000 900 2213 Components shall be provided.
21. Before starting execution, approval from competent authority should be obtained.
CROSS SECTION @ ' B- B '

12 # @ 140 c/c SALIENT FEATURES OF CANAL

ALTERNATE BENTUP 6 mm @ 120 c/c R.C.C. M-20 SOLID SLAB 170 Tk. SR.NO. ITEM PARTICULARS
300 1 DESIGN DISCHARGE : 1.00 cumecs
2 BED WIDTH : 1.00 m
3 FULL SUPPLY DEPTH : 0.77 m
4 FREE BOARD : 0.60 m
750 900 1000 900 750 5 CANAL BED LEVEL : 100.00 m
6 FULL SUPPLY LEVEL : 100.77 m
TYPICAL DETAILS OF R.C.C. SOLID SLAB 7 TBL : 101.37 m GOVT. OF MAHARASHTRA
WATER RESOURCES DEPARTMENT
300 8 VELOCITY : 0.61 m/sec

12 # @ 200 c/c 1000

9 VALUE OF 'n' : 0.03 KONKAN DESIGN DIVISION, KONKAN BHAVAN
12 # @ 200 c/c 10 SIDE SLOPE : 1.50 : 1
ABC
20 # Top & Bottom ( 4 + 4 ) 20 # Top & 11 BED SLOPE : 1 : 1000
12 # @ 100 c/c Bottom ( 4 + 4 ) 12 HEAD LOSS 0.00 m
GENERAL ARRANGEMENT DRAWING OF CROSS
12 # @ 200 c/c 13 SERVICE ROAD WIDTH : 3.60 m
REGULATOR AT Ch. 10150 OF Distributory No. : 2
750 14 INSPECTIO PATH WIDTH : 1.50 m

SALIENT FEATURES OF CROSS REGULATOR

SR.NO. ITEM PARTICULARS
 2 GATE SIZE IN mm ( Width x Height ) : 0.90 x 0.90 abc xyz pqr
DETAILS OF ABUTMENT CAP & DETAILS PIER CAP 3 NO.OF GATES : 2 Sectional Engineer Assistant Engineer-I Executive Engineer
DIRT WALL M.S.Vertical screw
4 TYPE OF GATE : DATE :- 21/Apr/2018 No. DDKR 15
type
 Standard Gate size
Lift Type 0.20 0.20
Back
0.30 0.30
0.45 0.45
However if fabrication of gate is
0.60 0.60 done at site level, the gate size
0.75 0.75 may be put as per requirement of
design.
0.90 0.90
Screw type 0.30 0.30
0.45 0.45
0.60 0.60
0.75 0.75
0.90 0.90
1.20 1.20
1.20 1.80
1.50 1.80
1.80 2.00
2.00 2.00
2.50 2.00
3.00 2.00
3.00 2.50
4.00 2.50
4.00 3.00