SLRB Pipe Culvert

DESIGN OF SLRB PIPE CULVERT @ KM 23.905 ON - D-12 DISTRIBUTORY OF LINK CANAL-- KOIL SAGAR LIFT IRRIGATION SCHEME STAGE - II

HYDRAULIC PARTICULARS OF CANAL

HYDRAULIC PARTICULARS U/S Units D/S Units

Discharge required 0.57 cumec 0.57 cumecDischarge designed 0.608 cumec 0.608 cumecBed width 1.80 M 1.80 MFull supply depth 0.55 M 0.55 MFree board 0.45 M 0.45 MSide slopes 1.5:1/1.5:1 1.5:1/1.5:1Bed fall I in 2500 I in 2500Value of n 0.025 0.025Canal bed level ( CBL) 365.096 365.096Full supply level ( FSL) 365.646 365.646Top bund level (TBL) 366.096 366.096Height of drop --- 0 MVelocity of flow 0.421 m/s 0.421 m/sGround level 367.393 Top width of Banks L/R 5/1.5 5/1.5

Road Level Existing 367.393 OKRevise RL

Dia of proposed pipe NP3 d 1 mThickness of pipe 0.115 mProposed Road width 4.25 mLength of the pipe proposed 5 mSill level of pipe 365.096Available depth of cushion 1.182 m

OK

Depth of Flow in pipe D 0.55 m

D/d 0.55

Area of flowd/2 0.5D-d/2 0.05Cos Q 0.1Q 84.22309992Q 168.4462sector Area 0.368 sqmTriangle Area 0.025 sqmnon flow area 0.343 sqmFlow Area 0.443 sqm

Velocity through pipe 1.3724605 m/s> 0.842 twice the velocityOK

Trench widthOuter dia pipe d1 1.23d1/4 0.3075d1/3 0.41Min 0.15

Free working space on each side 0.15 m

0.3075 m365.4035

365.0960.3075 m

364.7885Design of Head wall 1.53

Height of live load surcharge 2.297 mIRC Class A Loading

Vide IRC Bridge equalivalent height of surchrge for single Lane single lane bridge 0.2 14.3

4.7139 m 1 8.52 5.13 3.84 3

Length of abutment 4.5 m 6 2.2for SLRB Bridges 8 1.7

L'=Length of retaining wall 9.891 10 & above 1.4Say 9.9 m

Actual surchrage 4.7139 *(L/L')*(1+sinQ)/(1-SinQ)*1/3*(1600/2100)1.770964726 m

Design of Head Wall367.693

TOP WIDTH : 0.375 367.393 WALL TOP LEVEL : 367.693 FOUNDATION TOP LEVEL : 365.096 FOUNDATION BOTTOM LEVEL : 364.789 EARTH SIDE WIDTH : 1.350 W1 W3 W4

EARTH SIDECONCRETE OFFSET : 0.150 Height of wall : 2.597 W2Thickness of the foundation : 0.308 WEIGHT OF CONCRETE/Masonry : 2.400 WEIGHT OF SOIL : 2.100 Horizantal Earth Coefficient : 0.134 A + 365.096 VERTICAL EARTH COEEFICENT : 0.039 W5 + 364.789 bottom width : 1.725 BTotal width of bottom foundation 2.025 0.38 1.35 0.150

1.732.025

TAKING MOMENTS AT (A):Force Particulars Magnitude Lever Moment

(T) Arm(M) (T-M)W1 0.375 2.597 2.400 2.337 1.538 3.594 W2 0.500 1.350 2.297 2.400 3.721 0.900 3.349 W3 0.500 1.350 2.297 2.100 3.256 0.450 1.465 PV 0.0385 2.100 13.412 1.084 0 0.000

TOTAL VERTICAL FORCE 10.399 PH 0.1337 2.100 13.412 3.766 0.919 3.460

TOTAL 11.868

Base Width = 1.725 mLever arm = M / V = Total Moment / Vertical force = 1.141 mEccentricity = Lever arm-Base width/2 = 0.279 mEccentricity Limit = b / 6 = 0.288 Stress on Concrete :Direct stress = total vertical force/base width = 6.028

Bending stress = 5.845

STRESSES ON CONCRETE

max.stress = Direct stress + Bending stress = 11.87

Min. stress Direct stress - Bending stress = 0.18 TAKING MOMENTS ABOUT (B):Force Particulars Magnitude Lever Moment

(T) Arm(M) (T-M)W1 As calculated above 2.337 1.613 3.769 W2 As calculated above 3.721 1.050 3.907 W3 As calculated above 3.256 0.525 1.709 W4 0.150 2.297 2.100 0.724 0.075 0.054 W5 2.025 0.308 2.400 1.494 1.013 1.513 Pv 0.0385 2.100 16.008 1.294 0.000 0.000

TOTAL VERTICAL FORCE 12.827 Ph 0.1337 2.100 16.008 4.495 1.042 4.683

TOTAL MOMENTS 15.635

Base Width = 2.025 mLever arm = M / V = Total Moment / Vertical force = 1.219 mEccentricity = Lever arm-Base width/2= 0.206 mEccentricity Limit = b / 6 = 0.337 Stress on Concrete : Direct stress = total vertical force/base width = 6.334


STRESSES ON SOIL


Min. stress Direct stress - Bending stress = 2.46

(6 x vertical force x eccentricity) / b2 =

t/m2

t/m2


t/m2

t/m2

E88

Enter top width of wall

E89

Enter wall top level

E90

Enter foundation top level

E91

Enter foundation bottom level

E92

Enter earth side width in metres

E94

Enter concrete offset in metres

HYDRAULIC PARTICULARS OF CANAL

HYDRAULIC PARTICULARS U/S Units D/S Units

Discharge required 0.939 cumec 0.549 cumecDischarge designed 0.994 cumec 0.65 cumecBed width 1.90 M 1.60 MFull supply depth 0.70 M 0.60 MFree board 0.45 M 0.45 MSide slopes 1.5:1/1.5:1 1.5:1/1.5:1Bed fall I in 2500 I in 2500Canal bed level ( CBL) 384.697 383.497Full supply level ( FSL) 385.397 384.097Top bund level (TBL) 385.847 384.547Height of drop --- 1.2 MVelocity of flow 0.482 m/s 0.482 m/sGround level

Hydraulic calculations

Height of drop = 1.200 m

Throat width =1.9 m i.e. equal to bed width

Crest Level :( as per cl.8.2.3, eq-3,manual on canal falls)

Cd = coefficient of discharge = 1.84

LT = (Assumed) = 0.70 mD = 0.454

= 0.994 * 0.7 ^(1/6)/(1.84* 1.9 ))^(3/5)) 0.454

Depth of water (including velocity head) =0.454

U/S TEL =Va = U/S velocity = 0.482 m/sec

= 0.482 ^2/(2*9.81)0.012

U/S TEL = 385.397 + 0.012385.409

(as per cl.8.2.4, manual on canal falls)crest level = U/S TEL - D

385.409 - 0.454384.955

The height of crest above U/S CBL = 384.697 - 384.9550.258

DESIGN OF1.20 M VERTICAL DROP AT Km 6.040 on - D-5 DISTRIBUTORY OF LINK CANAL KOIL SAGAR LIFT IRRIGATION SCHEME STAGE - II

HL =

BT =

Q = Cd BTD3/2 X ( D/LT)1/6

D = [(Q x LT 1/6)/(Cd x B)]3/5

U/S FSL+Va2/2g

Va 2/2g

= 0.4 x 0.7 0.280.258 < 0.28

Hence safeCistern Level and Length(as per cl.8.5.1.1, manual on canal falls)Depth of Cistern = 1/4 ( HL x D)2/3

= 1/4( 1.2 x 0.454 )^2/3= 0.167

Provide = 0.170 m

Minimum depth of cistern shall be 0.15m below D/S bed levelHence reduced level of cistern = 383.497 - 0.17

= 383.327(as per cl.8.5.1.1, manual on canal falls)Length of cistern = 5(HL x D)1/2

= 5( 1.2 x 0.454 )^1/2= 3.689 m 3.68943631

Provide = 3.700 mThe cistern is to be joined to the D/S bed level at a slope of 1:1

Scour depth calculation(a) Discharge per unit length (q) = Designed discharge

= 0.523

= 1.346x ( 0.523= 0.874 m

© Maximum scour depth = 1.5 x 0.874= 1.3 m

(d) depth of cut off below u/s CBL = U/S F.S.L - 1.5 x scour depth385.397 - 1.311384.086 - 384.697

= 0.61 mE. U/S scour level = 385.397 - 1.3

= 384.086 366.314(F)Depth of cut off below d/s CBL = 384.097 - 1.311

382.786 - 383.497= 0.71 m

provide = 0.70 m(g) D/S scour level = 383.497 - 0.70

= 382.797

(as per cl.9.3., manual on canal falls)Depth of curtain wall at the D/S end of cistern

D/S FSD/2= 0.6 \ 2 m= 0.300 m

Actually provided depth = 0.70 m

Length of Crest 0.55 x 384.955 - 383.327= 0.70 m

Actually provided = 0.70 m

hL = height of crest

hL should be< 0.4of FSD i.e

(b) Scour depth R = 1.346 x (q2/f)1/3 where f = silt factor = 1

2/1)^(1/3)

0.55 x (R.L of crest - R.L of cistern)1/2 =

Crest wall Thickness at base 0.5 x (R.L of crest - R.L of cistern) = 0.5 x 384.955 - 383.327

= 0.814Provided = 0.814 m

Floor length of upstream approach = 1.5 x(U/S TBL - U/S CBL)= 1.5 x 385.847 - 384.697= 1.725 m

Provided = 1.725 m

Floor length from Exit Gradient consideration(As per clause 9.5.1 of canal falls manual)Safe exit gradient = 1 in 4

Max static head H = Difference between crest level and D/S bed level= 384.955 - 383.497= 1.458

The D/S curtain wall depth, d = 0.70 m

Total length of impervious floor b = 0.15 1.725 0.70 3.70 0.15= 6.425 m

Provide = 6.425 mα = b/d

= 6.425 \ 0.70= 9.179

λ =

= (1+ (1+ 9.179

= 5.116

== 0.241

Allowed GE 1 in 4 0.241 < 0.25Hence safe

UPLIFT PRESSURESAt U/S cut off wall

α = b/d= (Floor length / D/S cut off)= 6.425 \ 0.70= 9.179

λ = 5.116

== (1/180)cos^-1(( 5.116 2)/ 5.116

= ( 5.116 -2 )\ 5.116= 0.609= cos^-1 0.609= 52.502

= 1/180 x 52.502 x 100= 29.168 %

= 100 - 29.17= 70.832 %

(1+(1+α2)1/2)/22)^(1/2))/2

Exit gradient Ø H/D x 1(π x λ1/2)

ΦE (1/π)cos-1 ((λ-2)/λ)

(λ-2)/λ

cos-1((λ-2)/λ) ⁰

ΦE ⁰

ΦC

Floor thicknessAt D/S face of crest WallLength from D/S cut off to the face of crest wall

= 6.425 0.15 + 1.725 + 0.700= 3.850

percentage pressure at toe of the crest == 29.17 + 70.83 - 29.17 x 3.850 \ 6.425

54.134 %Floor thickness at D/S face of crest wall = Percentage of pressure @ D/S toe x head acting /100

pressure acting = crest level - D/S CBL= 384.955 - 383.497= 1.458

Floor thickness taking 100% up lift= 54.13 x 1.458 x 1 / (1.4 x 100) Density of concrete - density of water

= 0.564 2.4 - 1

provide = 0.564 = 0.565 1.4

At the Middle of the floorLength of D/S cut off to the middle of floor = 3.850 \2 0.025

= 1.950percentage pressure at the middle of floor = 29.17 + 70.83 - 29.17 x 1.950 \ 6.425

= 41.813 %Thickness of the floor = 41.813 x 1.458 x 1/(100x1.4)

= 0.435 mProvide = 0.436 m

ΦE+(ΦC-ΦE) x length from D/S cut off / floor length

Design of drop wall

TOP WIDTH : 0.700

WALL TOP LEVEL : 384.955

FOUNDATION TOP LEVEL : 383.252 STRESS ON CONCRETE(t/m2)

FOUNDATION BOTTOM LEVEL : 382.952

EARTH SIDE WIDTH : 0.200 MAX. STRESS 7.760

CONCRETE OFFSET : 0.150 MIN. STRESS 0.820

Height of wall : 1.703 BASE WIDTH 0.900

Thickness of the foundation : 0.300 STRESS ON SOIL(t/m2)

WEIGHT OF CONCRETE/Masonry : 2.400

WEIGHT OF SOIL : 2.100

Horizantal Earth Coefficient : 0.1337 MAX.STRESS 7.160

VERTICAL EARTH COEEFICENT : 0.0385

bottom width : 0.900 MIN. STRESS 1.760

Total width of bottom BASE WIDTH 1.200

foundation : 1.200

+ 384.955

W1 W3 W4

EARTH SIDE

1.703 W2

A + 383.252

0.300 W5 + 382.952

B

0.150 0.70 0.20 0.150

0.90

1.200

TAKING MOMENTS AT (A):

Force Particulars Magnitude Lever Moment

(T) Arm(M) (T-M)

W1 0.700 1.703 2.400 2.861 0.550 1.574

W2 0.500 0.200 1.703 2.400 0.409 0.133 0.054

W3 0.500 0.200 1.703 2.100 0.358 0.067 0.024

PV 0.0385 2.100 2.901 0.235 0 0.000

TOTAL VERTICAL FORCE 3.862

PH 0.1337 2.100 2.901 0.814 0.681 0.555


D5


D6


D7


D8


D9


D11


TOTAL 2.207

Base Width = 0.900 m

Lever arm = M / V = Total Moment / Vertical force = 0.571 m

Eccentricity = Lever arm-Base width/2 = 0.121 m

Eccentricity Limit =b / 6 = 0.150

Stress on Concrete :

Direct stress = total vertical force/base width = 4.291





TAKING MOMENTS ABOUT (B):


(T) Arm(M) (T-M)

W1 As calculated above 2.861 0.700 2.003



W4 0.150 1.703 2.100 0.536 0.075 0.040

W5 1.200 0.300 2.400 0.864 0.600 0.518

Pv 0.0385 2.100 4.012 0.324 0.000 0.000


Ph 0.1337 2.100 4.012 1.127 0.981 1.105

TOTAL MOMENTS 3.860



Eccentricity = Lever arm-Base width/2= 0.121 m


Stress on Concrete : 0.167



STRESSES ON SOIL




t/m2

t/m2


t/m2

t/m2

U/S WING & RETURN WALL

TOP WIDTH : 0.450












bottom width : 1.550 MIN. STRESS 3.800


foundation : 1.850

+ 367.693

W1 W3 W4

EARTH SIDE

2.597

W2

A + 365.096

0.300 W5 + 364.796

B

0.150 0.45 1.10 0.150

1.55

1.850



(T) Arm(M) (T-M)

W1 0.450 2.597 2.400 2.805 1.325 3.716

W2 0.500 1.100 2.597 2.400 3.428 0.733 2.514

W3 0.500 1.100 2.597 2.100 3.000 0.367 1.100

PV 0.0385 2.100 9.772 0.790 0 0.000


PH 0.1337 2.100 9.772 2.744 1.039 2.850


D5


D6


D7


D8


D9


D11


TOTAL 10.180













(T) Arm(M) (T-M)




W4 0.150 2.597 2.100 0.818 0.075 0.061

W5 1.850 0.300 2.400 1.332 0.925 1.232

Pv 0.0385 2.100 6.744 0.545 0.000 0.000


Ph 0.1337 2.100 6.744 1.894 1.339 2.535

TOTAL MOMENTS 12.544





Stress on Concrete : 0.167



STRESSES ON SOIL




t/m2

t/m2


t/m2

t/m2

D/S WING & RETURN WALL

TOP WIDTH : 0.450












Bottom width : 1.150 MIN. STRESS 2.900


foundation : 1.450

+ 384.547

W1 W3 W4

EARTH SIDE

1.295

W2

A + 383.252

0.300 W5 + 382.952

B

0.150 0.45 0.70 0.150

1.15

1.450



(T) Arm(M) (T-M)

W1 0.450 1.295 2.400 1.399 0.925 1.294

W2 0.500 0.700 1.295 2.400 1.088 0.467 0.508

W3 0.500 0.700 1.295 2.100 0.952 0.233 0.222

PV 0.0385 2.100 1.677 0.136 0 0.000


PH 0.134 2.100 1.677 0.471 0.518 0.244


D5


D6


D7


D8


D9


D11


TOTAL 2.267






Direct stress = total vertical force/base width 3.108



max.stress = Direct stress + Bending stress 4.071




(T) Arm(M) (T-M)




W4 0.150 1.295 2.100 0.408 0.075 0.031

W5 1.450 0.300 2.400 1.044 0.725 0.757

Pv 0.0385 2.100 2.544 0.206 0.000 0.000


Ph 0.1337 2.100 2.544 0.714 0.818 0.584

TOTAL MOMENTS 3.911






Direct stress = total vertical force/base width 3.514


STRESSES ON SOIL

max.stress = Direct stress + Bending stress 4.13



t/m2

t/m2


t/m2

t/m2

OFFICE NOTE

Subject :

Ref : 1. IVRCL letter No M/S IVRCL/Koil sagar/stage-II/link canal/2010-11/ Dt:

2. Dy.EE JLIP Sub - divn (3) letter No DEE/SD3/MBNR/ Dt :

It is submitted that design calculation of 1.50m vertical drop @ Km 2.20 on D-64

distributory of left canal are checked and found the following observations.

1 H.P'S

H.P'S are verified with approved alignment and found correct & some corrections are made in discharge required, discharge designed, bed width, full supply depth,freeboard, side slopes, canal bed level in U/S & D/S, velocity of flow, height of drop etc

2 DESIGN CALCULATIONS

S.NO DESCRIPTION Remarks

1 2 3 4 51 Crest level 384.955 384.9552 cistern level 383.327 383.3273 cistern length in mts 3.7 3.74 Scour depth U/S 366.314 366.314 not shown in drawing

5 Scour depth D/S 382.797 382.797

6 0.70 0.707 Thickness of crest wall at base in mts 0.81 0.81

8 floor length of the U/S approach in mts 1.725 1.725

9 Exit gradient 0.243 0.24110 Floor thickness at the D/S face of the crest in mts 0.565 0.565

11 Floor thickness at middle of the floor 0.31 0.436

12 Stability calculation --- --- ---

13 drop wall stress on concrete --- --- ---

14 i) max stress in t/sqmt 7.75 7.76015 ii) min stress in t/sqmt 0.83 0.82016 Drop wall stress on soil --- --- ---

17 i) max stress in t/sqmt 6.66 7.16018 ii) min stress in t/sqmt 1.81 1.76019 U/S wing & return wall stress on concrete --- --- ---

20 i) max stress in t/sqmt 6.52 12.49021 ii) min stress in t/sqmt 0.41 0.44022 U/S wing & return wall stress on soil --- --- ---

23 i) max stress in t/sqmt 5.39 9.10024 ii) min stress in t/sqmt 1.43 3.80025 D/S wing wall (max section) stress on concrete --- --- ---

26 i) max stress in t/sqmt 12.66 #NAME?27 ii) min stress in t/sqmt 0.08 #NAME?

Design of 1.20M Vertical Drop @ KM 6.04 On D - 5 Distributory Linkt canal Koilsagar project Stage - II approval accorded regarding…

As per agency's calculations

As per Department calculations

length of the crest against the assumed length 0.74 in mts

assumed is accepted

permitted in between 0.20 to

0.25

due to error in calculation

1 Crest level 384.955 384.9552 cistern level 383.327 383.327

28 D/S wing wall (max section) stress on soil --- --- ---

29 i) max stress in t/sqmt 9.78 #NAME?30 ii) min stress in t/sqmt 2.36 #NAME?31 D/S wing & return wall stress on concrete --- --- ---

32 i) max stress in t/sqmt 5.78 4.07033 ii) min stress in t/sqmt 0.71 2.14034 D/S wing & return wall stress on soil --- --- ---

35 i) max stress in t/sqmt 4.84 4.13036 ii) min stress in t/sqmt 1.61 2.90037 thickness of the foundation --- --- ---

38 U/S wing wall in mts 0.15 0.30039 Drop wall in mts 0.15 0.30040 D/S wing wall (max section) inmts 0.15 #NAME?41 D/S wing wall in mts 0.15 0.30042 grade of concrete for foundation M-15

43 grade of concrete for apron M-15

44 M-15

on approval the designs and drawings will be corrected as per the calculations

noted in the column no(4) of the above.

submitted for perusal and approval please.

Executive Engineer

JLIP Division No.1 Mahabubnagar.

M-10 using 40mm metal

M-10 using 40mm metal

grade of concrete for abutment, wings, returns & drop wall

M-10 using 40mm metal max size graded metal

\

D/d 0 0.01 0.02 0.03 0.04 0.05 0.06 0.070 0 0.00130.1 0.0409 0.0470.2 0.1118 0.11990.3 0.1982 0.20740.4 0.29340.5 0.3930.6 0.4920.7 0.5870.8 0.6740.9 0.745

0.08 0.09

SLRB Pipe Culvert

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