Abutment(1) 4y2d4m

Design of Abutment for canal trough Name of work ;1

1.35

pkn

B.W.

DATA 2.00

m

F.S.D.

0.85

m

F.B.

0.3

m

m

Thickness

0.20

m

Width

2.00

m

0.85

2

Canal Trough Slab

Length Trough Side wall

8.00

3

Length

8.00

m

Thickness

0.3

m

Height

1.35

m

4

Road slab Length

8.00

m

Thickness

0.60

m

Width

0.00

m

5

Concrete Steel

20

conc. wt.

24000

N/m

3

Cover

50

mm 3.60

(HYSD)

sst 7

13.86 10.96

E/P M-

6

Canal trough height

190

N/m

2

J =

0.892

Soil wt

18000

R =

1.011

2.90

Soil Bearing capacity

8

Abutment Height (form footing)

9

wt of Water

160000 N/m2 13.86 10000

m

top width

0.85

F

N/m3 m

Length

N/m3

30 3.45

1.90

Heel

Degree

2.10 toe

7.60

m

0.85

10 REINFORCEMENT (I) STEM

E/P

Main

25

mm F @

50 mm c/c

Ditri.

10

mm F @

40 mm c/c

Tampr.

10

mm F @

80 mm c/c

20 20

mm F

70 mm c/c 140 mm c/c

13.86 10.96 E/P

Ep

Two way

(II) Toe Main Ditri.

mm F

3.60

1.90

(III) Heel Main Ditri.

20 20

2.90

mm F @

70 mm c/c mm F @ 140 mm c/c

2.10

7.60

Earth pressure

Load diagram

diagram [email protected]

Design of Abutment :pkn Name of work ;1 Load on Abutment :(I) Trough Slab Load = 1 x 2.00 x 8.00 x 0.20 x 24000 (ii) Trough Vertical wall load = 2 x 8.00 x 0.30 x 1.35 x 24000 (III) Water load from trough = 1 x 8.00 x 2.00 x 1.15 x 10000 (IV) Road Slab Load = 1 x 8.00 x 0.00 x 0.80 x 24000 50000 / R m (V) live load on S/R with (1.5x)empect load Assume Total load = Load on one Abutment will be 416320 = / 2 =

= 76800 N = 155520 N = 184000 N = 0 N = 0 N 416320 N 208160 N

2 Design assumption :Top Width of abutment = Bottom Width of Abutment

= Length of abutment =

Using

M 20

0.85 m 0.85 + 3.45 m

1.39 =

grade concrete

sst = 190 N/mm Wt. of soil = 18000 N/m3

2

J =

F = Wt. of water =

Height of Abutment = 13.86 Trough depth = 1.35 2.20 m Gross Height of Abutment = 15.21 Wt. of concrte = 24000 0.892 R = 1.011 Cover = 50 Bearing capacity of soil 30 = 160000 10000 N/m3

3 Diamension of base:The ratio of length of slabe (DE) to base width b is given by eq. q0 160000 1 = 1 = a = 2.2 y H 2.2 x #### x 15.21 …. Keep a = 0.73 The width of base is given by Eq. Ka 1-sin F 1 - 0.50 b = 0.95 H = = = Ka = (1- a)x(1+3 a) 1+sinF 1 + 0.5 0.333 x b = 0.95 x 15.21 = ( 1 - 0.73 )x( 1 + 2.19 ) The base width from the considration of sliding is given by Eq. 0.7HKa 0.7 x 15.21 x 0.33 b = = = 26.26 m (1-a) m ( 1 - 0.73 )x 0.5 This width is excessive. Normal practice is to provide b between 0.4 to 0.6 H . Taking maximum value of H = 0.5 = 7.60 b = 0.50 x 15.21 = m Hence Provided b = 7.60 m Width of toe slab = a x b = 0.27 x 7.60 = 2.05 m Provided toe slab = 2.10 Hence width of heel slab = 7.60 - 1.90 - 2.10 = 3.60 m Let the thickness of base be = H/12 = 15.21 / 12 = 1.27 or say = 1.30 m

m m m N/m3 mm N/m2

0.734 Eq (1)

0.333 8.98

m

m for design purpose

4 Thickness of stem:Heigth AB = 15.21 - 1.30 = 13.91 m consider 1 m length of retaining wall 0.333 x 18000 x( 13.86 )2 13.86 Maximum Bending k.y.h.H2 k.y.H3 + = 1.35 + = 3437063 moment at B = 2 2 6 3 3437063000 BM Effective depth required = = = 1844 1.011 Rxb x 1000 Keep, d = 1850 mm and total thick ness = 1850 + 50 say 1900 Reduce the total thickness to = 850 mm at top so that effective depth is = 800 5 Stability of wall:Full dimension wall is shown in fig 1a Let W 1 = weight of rectangular portion of stem w2 = weight of triangular portion of stem

n-m

mm mm mm

w3 = weight of base slab w4 = weight of soil on heel slab. w5 = Super imposed load over heel slab. The calculation are arrenged in Table Detail w1 1 x 0.85 x 13.91 x 24000 w2 1/2 x 1.05 x 13.91 x 24000 w3 1 x 7.60 x 1.30 x 24000 w4 1 x 3.60 x 13.91 x 18000 w5 1 x 1.35 x 3.60 x 18000 Sw (A) w6 Load from trough Sw (B) 7603519 Total resisting moment = kN-m

Total Earth pressure p =

Over turning moment

Ka x y x H2 = 2 579884 =

0.33 x x 3

18000

2 13.91

force(kN) lever arm 3.58 = 283764 175266 2.63 = 3.8 = 237120 5.8 = 901368 87480 5.8 = = 1597518 total MR 3.575 = 208160 1805678 =

Moment about toe

1014456 460073 901056 5227934 507384 7603519 744172 8347691

KN-m KN-m KN-m KN-m KN-m KN-m KN-m KN-m

..(1) x( 13.91 )2

=

579884

=

2688729

N

..(2) N-m

0.60 x 1597518 mSw = = 1.65 > 1.5 O.K. 579884 p 2688729 5658962 kN-m Pressure distribution net moment, SM = 8347691 = \ Distance x of the point of application of resultant, from toe is 5658962 b 7.60 SM = = 3.13 m = = 1.2667 x = 1805678 6 6 Sw b 7.60 Hence x = Eccenticity e = - 3.13 = 0.67 m < 1.2667 safe 2 2 1805678 Pressure p1 at 6e 6x 0.67 SW 1+ = = x 1+ = 362515 N/m2 toe 7.60 7.60 b b 1805678 Pressure p1 at 6e 6x 0.67 SW 1= = x 1= 112664 N/m2 Heel 7.60 7.60 b b Pressure p at the junction of stem with toe slab is 362515 - 112664 p = 362515 x 2.10 = 293477 N-m2 7.60 Pressure p at the junction of stem with Heel slab is 362515 - 112664 p = 362515 x 3.60 = 244165 N-m2 7.60 \F.S. against over turning (without trough load)

=

6 Design of toe slab:The weight of soil above the toe slab is neglicted . Thus two forces are acting on it (1) Up ward soil pressure (2) Down ward weight of slab Down ward weight of slab per unit area = 1.30 x 1 x #### = 31200 N/m2 Hence net pressureUnder D = 293477 31200 = 262277 N-m2 And at under E = 244165 31200 = 212965 N-m2 262277 212965 x Total force = S.F. at E = x 2.10 = 499004 N 2.00 212965 + 2.00 x 262277 2.10 CG of force at E = x = 1.09 m 212965 + 262277 3 499004.00 B.M. at E = 542076.00 x 1.09 = N-m \ 542076 x 1000 BM Effective depth required = = = 732 mm say 740 mm 1.011 Rxb x 1000 Keep effective depth d = 750 mm and total thickness = 800 mm

542076 1000 x 190 x 0.892 x 750 3.14 x dia2 using 20 mm bars A = 4 = 314 x 1000 \ 314 Area of steel provided per meter length = Ast =

BM x1000 = sst x j x D

= =

4265

mm2

3.14 x

20 4 74

/ 4265 = x 1000 = 70 shear force =

4486

x

20

=

314

mm say =

70

mm2

mm

mm2

499004 = 0.67 N/mm2 1000 x 750 100 x Ast 100 x 4486 Area of steel provide = = = 0.60 % b x d 1000 x 750 Permissible shear stress tc for 0.60 % steel provided, tc = 0.31 N/mm2 (see table 3.1) Here 0.67 > 0.31 unsafe, So increasing depth of slab, or reinforcemet Maximum permissible shear stress = 0.18 N/mm2 for 15 % steel 499004 shear force Minimum Depth Required = = = 2772 mm beam ht x tc 1000 x 0.18 100 x Ast 100 x 4486 Area of steel provide = = = 0.16 % b x d 1000 x 2772 Permissible shear stress for 0.16 % steel provided, tc = 0.18 N/mm2 (see table 3.1) 0.16 < 0.18 safe, provide effective depth = 2800 mm Total Depth 2800 + 100 = 2900 mm 70 Hence Provided 20 mm, F bar, @ mm c/c Provided Distribution 140 mm c/c 20 mm f @ Actual Shear stress tv

=

Beam Ht.x beam depth

7 Design of heel slab :Three force act on it 1. down ward weight of soil = 13.91 m 3 upward soil pressure 2 down ward weight of heel slab 1. Total weight of soil = 3.60 x 13.91 x 18000 = 901368 Acting at 1.80 m from B . 2. Total weight of heel slab = 3.60 x 1.30 x 24000 = 112320 Acting at 1.80 m from B . 3. Total upward soil pressure = 1/2 x( 244165 112664 )x 3.60 = 642292 N + 112664 244165 + 2 3.60 x m from B Acting at = x = 1.58 112664 244165 + 3 112320 - 642292 \ Total shear force at B = 901368 371396 N + = 112320 ) x 1.80 642292 \ B.M. At B =( 901368 + x 1.58 ) 810534 = N-m 810534 x 1000 BM Effective depth required = = = 895 mm 1.011 Rxb x 1000 Provide depth same as toe = 2800 mm and total thickness = 2800 + 50 = 2850 mm 810534 1000 BM x 1000 x Ast = = = 1709 mm2 190 x 0.892 x 2800 sst x j x D 3.14 x ( 20 )'2 P D2 Using 20 mm F bars, Area = = = 314 mm2 4 4 A x 1000 314 x 1000 Spacing = = = 183.73 mm say 180 mm Ast 1709

180 mm c/c 20 mm f @ 314 x 1000 Area of steel provide = = 1744 mm2 180 100As 100 x 1744 = = = 0.06 % Less than minimum steel bxd 1000 x 2800 Hence minimum steel provide = 0.15 % 0.15 = x 2800 x 1000 = 4200 mm2 100 Hence Provided

Using 20 mm F bars, Area =

\ Spacing =

1000 x 4200

P D2 = 4 314

=

3.14 x ( 4 75

20

)'2

mm say =

=

314

70

70 mm c/c 20 mm f @ 314 x 1000 Area of steel provide = = 4486 mm2 70 100As 100 x 4486 = = = 0.16 % bxd 1000 x 2800 shear force 371396 Shear stress t v = = Beam Ht.x beam wt. 1000 2800 x Permissible shear stress for 0.16 % steel provided t c = 0.18 N/mm2 O.K. Here 0.13 < 0.18 Provided Distribution 140 mm c/c 20 mm f @

mm2

mm c/c

Hence Provided

=

0.13

N/mm2

(See Table 3.1)

8 Reinforcement in the stem:2688729 Over turning Moment N-m = 2688729 x 1000 BM Effective depth required = = = 1631 mm say 1650 1.011 Rxb x 1000 Hence provide stem depth = effective depth = 1800 1900 mm - cover = 100 BM x 100 2688729 x 1000 Ast = = = 8814 mm2 sst x j x D 190 x 0.892 x 1800 3.14 x ( 25 )'2 P D2 Using 25 mm F bars, Area = = = 491 mm2 4 4 1000 x 491 Spacing = \ = 56 mm 8814 50 Hence Provided 25 mm, F bar, @ mm c/c Distribution and temprechure reinforcement:Average thickness of stem

=

1900

+ 2

850

=

1375

mm

0.12 x 1000 x 1375 = 1650 mm2 100 3.14 x ( 10 )'2 P D2 Using 10 mm F bars, Area = = = 79 mm2 4 4 1000 x 79 \ spacing = 48 mm say = 40 mm c/c = 1650 for tempreture reinforcement provide = 10 mm bars = 80 mm c/c both way in outer face \

Distribution reinforcement

=

mm mm

[email protected]

20

89

Bars /type C

34

41

15

44

19

46

25

27

#

44

16

56

16

46

20

Detail of Reinforcement per meter length length dia( length total lengh / space = number x row x @ wt /mt. = of bars of bar mm) of cc

64

total wt(kg)

Heel & toe main bottom top main Dist bottom Dist top

20 20 20 9

1000 1000 7600 7600

/ / / /

Stem main (vertical) 25 13860 / Stirrups (horz.) 8 10 / Total steel required

70 140

40

= = = =

15.00 70 55 140

x x x x

2 2 2 2

x x x x

1.55 2.5 1 1

= = = =

47 350 110 280

@ @ @ @

2.47 2.47 2.47 0.50

= = = =

116 864 272 140

= =

50 1

x x

4 2

x 6.43 = x 3.375 =

1286 7.00

@ 3.86 @ 0.40 Total

= = =

4961 3.00 6356

64

64

64

64

64

64

64

64

64

Table 1.15. PERMISSIBLE DIRECT TENSILE STRESS Grade of concrete

M-10

M-15

M-20

M-25

M-30

M-35

M-40

Tensile stress N/mm 2

1.2

2.0

2.8

3.2

3.6

4.0

4.4

Table 1.16.. Permissible stress in concrete (IS : 456-2000) Grade of concrete M M M M M M M M M

10 15 20 25 30 35 40 45 50

Permission stress in compression (N/mm 2) Permissible stress in bond (Average) for Bending acbc Direct (acc) plain bars in tention (N/mm2) (N/mm2) 3.0 5.0 7.0 8.5 10.0 11.5 13.0 14.5 16.0

Kg/m2 300 500 700 850 1000 1150 1300 1450 1600

(N/mm2) 2.5 4.0 5.0 6.0 8.0 9.0 10.0 11.0 12.0

Kg/m2 250 400 500 600 800 900 1000 1100 1200

in kg/m2 -60 80 90 100 110 120 130 140

(N/mm2) -0.6 0.8 0.9 1.0 1.1 1.2 1.3 1.4

Table 1.18. MODULAR RATIO Grade of concrete

Modular ratio m

M-10 31 (31.11)

M-15 19 (18.67)

M-20 13 (13.33)

M-25 11 (10.98)

M-30 9 (9.33)

M-35 8 (8.11)

Table 2.1. VALUES OF DESIGN CONSTANTS Grade of concrete Modular Ratio scbc N/mm2 m scbc kc (a) sst = jc 140 N/mm2 Rc (Fe 250) Pc (%)

M-15 18.67 5 93.33

M-20 13.33 7 93.33

M-25 10.98 8.5 93.33

M-30 9.33 10 93.33

M-35 8.11 11.5 93.33

M-40 7.18 13 93.33

0.4

0.4

0.4

0.4

0.4

0.4

0.867

0.867

0.867

0.867

0.867

0.867

0.867

1.214

1.474

1.734

1.994

2.254

0.714

1

1.214

1.429

1.643

1.857

kc (b) sst = j c 190 Rc N/mm2 Pc (%)

0.329

0.329

0.329

0.329

0.329

0.329

0.89 0.732

0.89

0.89

0.89

0.89

0.89

1.025

1.244

1.464

1.684

1.903

0.433

0.606

0.736

0.866

0.997

1.127

(c ) sst = 230 N/mm2 (Fe 415)

kc

0.289

0.289

0.289

0.289

0.289

0.289

jc

0.904

0.904

0.904

0.904

0.904

0.904

Rc

0.653

0.914

1.11

1.306

1.502

1.698

Pc (%)

0.314

0.44

0.534

0.628

0.722

0.816

(d) sst = 275 N/mm2 (Fe 500)

kc

0.253

0.253

0.253

0.253

0.253

0.253

M-40 7 (7.18)

(d) sst = 275 N/mm2 (Fe 500)

jc

0.916

0.916

0.916

0.914

0.916

0.916

Rc

0.579

0.811

0.985

1.159

1.332

1.506

Pc (%)

0.23

0.322

0.391

0.46

0.53

0.599

Shear stress tc 100As M-20 bd 0.15 0.18 0.16 0.18 0.17 0.18 0.18 0.19 0.19 0.19 0.2 0.19 0.21 0.2 0.22 0.2 0.23 0.2 0.24 0.21 0.25 0.21 0.26 0.21 0.27 0.22 0.28 0.22 0.29 0.22 0.3 0.23 0.31 0.23 0.32 0.24 0.33 0.24 0.34 0.24 0.35 0.25 0.36 0.25 0.37 0.25 0.38 0.26 0.39 0.26 0.4 0.26 0.41 0.27 0.42 0.27 0.43 0.27 0.44 0.28 0.45 0.28 0.46 0.28 0.47 0.29 0.48 0.29 0.49 0.29 0.5 0.30 0.51 0.30 0.52 0.30 0.53 0.30 0.54 0.30 0.55 0.31 0.56 0.31 0.57 0.31

Reiforcement % 100As M-20 bd 0.18 0.15 0.19 0.18 0.2 0.21 0.21 0.24 0.22 0.27 0.23 0.3 0.24 0.32 0.25 0.35 0.26 0.38 0.27 0.41 0.28 0.44 0.29 0.47 0.30 0.5 0.31 0.55 0.32 0.6 0.33 0.65 0.34 0.7 0.35 0.75 0.36 0.82 0.37 0.88 0.38 0.94 0.39 1.00 0.4 1.08 0.41 1.16 0.42 1.25 0.43 1.33 0.44 1.41 0.45 1.50 0.46 1.63 0.46 1.64 0.47 1.75 0.48 1.88 0.49 2.00 0.50 2.13 0.51 2.25

0.58 0.59 0.6 0.61 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.7 0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.8 0.81 0.82 0.83 0.84 0.85 0.86 0.87 0.88 0.89 0.9 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08 1.09

0.31 0.31 0.32 0.32 0.32 0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.34 0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.37 0.38 0.38 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.4 0.4

1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.60 1.61

0.4 0.4 0.4 0.4 0.4 0.4 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45

1.62 1.63 1.64 1.65 1.66 1.67 1.68 1.69 1.70 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.80 1.81 1.82 1.83 1.84 1.85 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.93 1.94 1.95 1.96 1.97 1.98 1.99 2.00 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09 2.10 2.11 2.12 2.13

0.45 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.50

2.14 2.15 2.16 2.17 2.18 2.19 2.20 2.21 2.22 2.23 2.24 2.25 2.26 2.27 2.28 2.29 2.30 2.31 2.32 2.33 2.34 2.35 2.36 2.37 2.38 2.39 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.49 2.50 2.51 2.52 2.53 2.54 2.55 2.56 2.57 2.58 2.59 2.60 2.61 2.62 2.63 2.64 2.65

0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51

2.66 2.67 2.68 2.69 2.70 2.71 2.72 2.73 2.74 2.75 2.76 2.77 2.78 2.79 2.80 2.81 2.82 2.83 2.84 2.85 2.86 2.87 2.88 2.89 2.90 2.91 2.92 2.93 2.94 2.95 2.96 2.97 2.98 2.99 3.00 3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 3.13 3.14 3.15

0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51

64

110

64

64

64

64

64

64

64

Table 3.1. Permissible shear stress Table tc in concrete (IS : 456-2000) 100As bd < 0.15 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75

Permissible shear stress in concrete M-15 M-20 M-25 M-30 0.18 0.18 0.19 0.2 0.22 0.22 0.23 0.23 0.29 0.30 0.31 0.31 0.34 0.35 0.36 0.37 0.37 0.39 0.40 0.41 0.40 0.42 0.44 0.45 0.42 0.45 0.46 0.48 0.44 0.47 0.49 0.50 0.44 0.49 0.51 0.53 0.44 0.51 0.53 0.55 0.44 0.51 0.55 0.57 0.44 0.51 0.56 0.58 0.44 0.51 0.57 0.6

% % % % % % % % % % % %

3.00 and above %

tc N/mm2 M-35 M-40 0.2 0.2 0.23 0.23 0.31 0.32 0.37 0.38 0.42 0.42 0.45 0.46 0.49 0.49 0.52 0.52 0.54 0.55 0.56 0.57 0.58 0.60 0.60 0.62 0.62 0.63

Table 3.2. Facor k Over all depth of slab

300 oe more

k

1.00

275 1.05

250 1.10

225 1.15

200 1.20

175 1.25

Table 3.3. Maximum shear stress tc.max in concrete (IS : 456-2000) Grade of concrete

M-15 1.6

tc.max

M-20 1.8

M-25 1.9

M-30 2.2

M-35 2.3

M-40 2.5

Table 3.4. Permissible Bond stress Table tbd in concrete (IS : 456-2000) Grade of concrete M tbd (N / mm2)

10 --

15 0.6

20 0.8

25 0.9

30 1

35 1.1

40 1.2

Table 3.5. Development Length in tension Plain M.S. Bars

Grade of concrete tbd (N / mm2)

H.Y.S.D. Bars

kd = Ld F

tbd (N / mm2)

kd = Ld F

M 15 M 20

0.6

58

0.96

60

0.8

44

1.28

45

M 25 M 30

0.9

39

1.44

40

1

35

1.6

36

M 35 M 40

1.1

32

1.76

33

1.2

29

1.92

30

M 45 M 50

1.3

27

2.08

28

1.4

25

2.24

26

64

64

150 or less 1.30

(IS : 456-2000) 45 1.3

.D. Bars kd = Ld F 60 45 40 36 33 30 28 26

50 1.4

64 nos main bars

89 nos main bars

o o

o

o o

o

210

o

o

o

o

o

o

o

o

o

o

o o

Distribution bars 10mm F 250 c/c 1688

150

o

150

150

o

12mm F 85 c/c

150

12mm F 120 c/c 8mm F 160 c/c 1256

450

450

7500 6600 Wearing coat 75mm thick

Distribution bars

o

o o

o

o o

o

240

o o

o o

o

o o

o

Cross section of culvert

Distribution bars 10mm F 175 c/c

o o

o

o o

o

o o

o

o

300

o o

o

o o

o

o o

o

72 nos main bars 16mm F 105 c/c o

o

220

3000 2810

Distribution bars 12mm F 200 c/c 3330

o o

300 506

300

150

o

2000 1960

2.00 m span

150

o

300 416

1.50 m span

150

150

2508

300

160

61 nos main bars 16mm F 125 c/c

1500 1575

130

300 375

300

o

o o

3.00 m span

o o

o

o o

o

o o

o

370

o o

o o

o

o o

o

o o

o

4000 3650

290

300 590

o

o o

o

300

4.00 m span 55 nos main bars 20mm F 140 c/c

Distribution bars 12mm F 175 c/c

o o

o o

o

o o

o

o

430

1 4 5 6

o o

o

o o

o

o o

o

o o

o

o

o

o

o

o

400

4840 o

o

400 890

o

400

NOTES:-

o

5000 4570

320

400 790

o

150

o o

Distribution bars 12mm F 150 c/c

150

o

150

150

4040

o

66 nos main bars 20mm F 115 c/c

o o

o

o o

o

o o

o

o o

o

480 6000 5360

o o

o o

o

o o

o

o o

o

o o

o

o o

o

400

5.00 m span 6.00 m span Concrete:- M-25 2 Steel:- HSDY as per IS-1786 3 Cover:- 20mmat bottom & 40mm at side In 1.5M, 2.0M &3.0M span only one Bar is to be crankedin each side in four bars in all other span crank alternative bars. All bars cranked one end onlythese are placed with crank on left side and right side alternatively Surface steel at top longitudinal -10mm @300mm c/c length a shown in sketh & transverse -10mm @300c/c all through out in logitudinal provided steel in the Zone where main steel is not available plus 150mm on either side

84 nos main bars 20mm F 90 c/c

Distribution bars 12mm F 125 c/c

o

o o

o

o o

o

o o

o

o o

o

o o

o

o

600

o o

o

o o

o

o o

o

o o

o

o o

o

8000 7280

520

400 1120

150

150 o

6680

o o

o

400

8.00 m span 64 nos main bars 25mm F 120 c/c

Distribution bars 12mm F 110 c/c

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

670

400 1260

150

150

8400 750 10000 8990

10.00 m span

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

o

400

Area & weight of tor Bar F 6 8 10 12 14 16 18 20 22 25 28 32 36 40 50

Area 0.283 0.503 0.785 1.131 1.539 2.011 2.545 3.142 3.801 4.909 6.157 8.04 10.17 12.56 19.635 0.888

wt/m 0.222 0.395 0.617 0.888 1.208 1.578 2 2.466 2.98 3.854 4.83 6.31 7.98 9.85 15.40

density 0.784 0.785 0.786 0.785 0.785 0.785 0.786 0.785 0.784 0.785 0.784 0.784 0.784 0.784 0.784

Cear Road Way 225

225

4500

Anker Bars for parapet post

o

o

o

o o

o

o

o

o

o

o

oo

o

o

oo

o

oo

o

oo

o

o

oo

o

o

oo

o

o

oo

o

o

oo

o

o

oo

o

o

oo

o

oo

o

o

Clear span of slab

Bearing length at end

Over all length of Slab

Over all Depth of Slab

Dia (mm)

Spacing (mm)

No of Bars

X (mm)

Y (mm)

Dia (mm)

Spacing (mm)

No of Bars

Steel in Longitudinal Di

3

0.37

3.74

275

16

150

50

0.553

0.296

2.10

4.036

201.8

18

150

57

3.622

4

0.37

4.74

345

16

150

50

0.833

0.395

2.80

5.144

257.2

20

150

57

4.690

5

0.37

5.74

395

20

150

50

0.735

0.460

3.50

6.258

312.9

20

150

57

5.629

6

0.37

6.74

445

16

150

50

0.833

0.557

4.20

7.298

364.9

25

150

57

6.615

8

0.37

8.74

555

22

150

50

1.020

0.683

5.60

9.414

470.7

25

150

57

8.615

L (mm)

Z (mm)

Total length in M

Type 'B' 2*(x+y)+zh ook(m)

Type 'A'

Steel in Transverse Direction Type 'F'

25

8.15

8.442

211.1

10

300

13

8.0

8.18

106.3

150

32

8.15

8.442

270.1

10

300

17

8.0

8.18

139.1

5

0.37

5.74

395

16

150

38

8.15

8.442

320.8

10

300

20

8.0

8.18

163.6

6

0.37

6.74

445

16

150

45

8.15

8.442

379.9

10

300

23

8.0

8.18

188.1

8

0.37

8.74

555

16

150

58

8.15

8.442

489.6

10

300

30

8.0

8.18

245.4

No of Bars

No of Bars

Dia (mm)

Total length in M

150

16

H+ hook (M)

Total length in M

16

345

L (mm)

R+ hook (M)

275

4.74

Spacing (mm)

Over all Depth of Slab

3.74

0.37

Dia (mm)

Over all length of Slab

0.37

4

R' (mm)

Bearing length at end

3

Spacing (mm)

Clear span of slab

Type 'E'

MAXIMUM REACTION IN TONNES Span 3 4

D.L. 14.2 21.6

At Abutment D.L.+L.L. D.L.+L.L.+I 52.05 70.26 61.36 78.8

At Peir D.L. 28.3 43.2

D.L.+L.L. 75.75 94.8

D.L.+L.L.+I 87.61 107.7

5 6 8

29.2 38.1 57.6

70.92 82.13 107.4

87.55 98.21 119.8

58.3 76.2 115.2

114.1 132.9 174.6

127.3 144.9 189.7

225

o

o

o

oo

o

oo

o

o

oo

o

o

oo

225

o

o

oo

o

oo

o

oo

o

Steel in Longitudinal Direction

Spacing (mm)

No of Bars

m (mm)

m' (mm)

Dia (mm)

No of Bars

3.98

227.0

10

300

24

3.63

0.215

4.34

104.2

10

10

3.63

3.81

38.1

5.09

290.1

10

300

24

4.63

0.265

5.38

129.1

10

10

4.63

4.81

48.1

6.03

343.7

10

300

24

5.63

0.335

6.48

155.5

10

10

5.63

5.81

58.1

7.12

405.6

10

300

24

6.63

0.385

7.58

181.9

10

10

6.63

6.81

68.1

9.12

519.6

10

300

24

8.63

0.495

9.80

235.2

10

10

8.63

8.81

88.1

D.L.+L.L.+I 87.61 107.7

10

300

26

255

344

2.171

56.4

10

300

34

325

352

2.32

78.9

10

300

40

375

358

2.436

97.4

10

300

46

425

368

2.532

116.5

10

300

60

530

375

2.754

165.2

1.454 1.878 2.587 3.217 4.817

Total Quantity of Cocreteper span in cubic meters

Total length in M

Y' (mm)

m+ 'm'+ hook M

X (mm)

No of Bars

Spacing (mm)

Dia (mm)

Type 'G'

Total quantity of M.S. Reinforcement per span in Tons

in Transverse Direction

9.46 14.69 20.1 26.4 44.2

J (mm)

Dia (mm)

R+ hook (M) Total length in M

Type 'D' m+ 'm'+ hook M Total length in M

Type 'C' m' L+ hook M Total length in M

Type 'B'

127.3 144.9 189.7

MAXIMUM REACTION IN TONNES Span 3.m 4m 5m 6m 8m

D.L. 14.15 21.6 29.15 38.1 57.6

At Abutment D.L.+L.L. D.L.+L.L.+I.L. 52.05 79.26 61.36 78.8 70.92 87.55 82.13 98.21 107.40 119.8

D.L. 28.3 43.2 58.3 76.2 115.2

MAXIMUM REACTION IN TONNES Span

At Abutment Live load Impect load. 37.9 27.21

3.m

Dead load 14.15

4m 5m 6m

21.6 29.15 38.1

39.76 41.77 44.03

17.44 16.63 16.08

78.8 87.55 98.21

8m

57.6

49.8

12.4

119.8

Span 3.m 4m 5m 6m 8m

MAXIMUM REACTION IN TONNES Dead load Live load Impect Load 28.3 47.45 11.86 43.2 51.6 12.9 58.3 55.8 13.2 76.2 56.7 12 115.2 59.4 15.1

Total load 79.26

Total load 87.61 107.7 127.3 144.9 189.7

At Pier D.L.+L.L. 75.75 94.8 114.1 132.9 174.6

D.L.+L.L.+I.L. 87.61 107.7 127.3 144.9 189.7