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DESIGN OF 2 VENTS BOX CULVERT 2 X 4.5 X 3.50GENERAL DATA

0.35

3.5

0.350

0.35

4.50 4.85

0.45 0.45

0.15 0.15

TOP HAUNCH DETAILS BOTTOM HAUNCH DETAILS

Clear width = 4.50 m

Clear height = 3.50 m

No of Cells = 2 No

Top slab thickness = 0.35 m

Bottom slab thicknes = 0.35 m

Side wall thickness = 0.35 m

Height of fill in left = 0.00 m

Height of fill in Right = 0.00 m

Width of Carriage wa = 7 m

Wearing Coat Thick = 0.075 m

Total width = 10.05 m

Total height = 4.20 m

C/C width = 4.85 m

C/C height = 3.85 m

BASIC PARAMETERS

F 30 Degrees

Coefficient of Active pressure = 0.333

Dry density of fill = 1.8t/m

3

Concrete Density = 2.4 t/m3

Surcharge live load = 1.20 m

SBC = 20.000 T/m2

DIMENSION DETAILS IN CROSS SECTION

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General Diagram With LoadingWheel Load From IRC

L.L.Surcharge Earth Pressure

0.72 T/M2 0

0.00 0.00

0.35 0.0 T/M2

3.50

0.35

0.35 0.35 0.72 T/M2 2.31 T/M2

4.50

5.23 T/M2

Base Earth Pressure

IDEALISED STRUCTURE OF BOX CULVERT FOR STAAD ANALYSIS

The structure is idealised in STAAD. Pro as shown below. The dimensions have all been considered as centre to centre.

The structure analysis has been done for one metre strip.

4.850 4.850

3.85

SP. BET TWO END SPRINGS AT THE END OF THE CANTILEVER = 0.5 M

Spacing b/w 2 end springs = 0.5 m

Spacing b/w 2 int springs = 0.963 m

Spacing b/w 2 end nodes of Side Wall = 0.5 m

Spacing b/w 2 int. nodes of Side wall = 0.475 m

Modulus of Subgrade reaction = 2000 t/m3

Ref:pg:408,Foundation Analysis and Design by joseph E.Bowles (Fs=40*s.f*qa) and s.f = 2.5

Spring constants at end supports =2000(0.5/2) = 500.00 t/m

Spring constant at Penultimate supports for the end spans =2000(0.963+0.5)/2 = 1462.50 t/m

Spring constant at Int.Supports =2000(0.963+0.963)/2 = 1925.00 t/m

Spring constant for Middle support =2000(0.5+0.5)/2 = 1000.00 t/m

Spring constant at Penultimate supports of Int Span =2000(0.963+0.5)/2 = 1462.50 t/m

AB D

FE G

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Load Calculation1) COMPUTATION OF EARTH PRESSURE

SIDE A SIDE B

EARTH CUSHI =0

0.000 T/M2

0.30 T/M20.000M

0.500M

0.58 T/M2

0.975M

0.87 T/M2

1.450M

1.15 T/M2

1.925M

1.44 T/M2

2.400M

1.72 T/M2

2.875M

2.01 T/M2

2.31 T/M2 3.350

3.850M2) SURCHARGE LIVE LOAD

SURCHARGE LIVE LOAD IS CONSIDERED TO BE EQUIVALENT TO 1.2 M OF EARTH FILL

= 0.333 * 1.8 * 1.2 = 0.719 T/M2

3) DEAD LOADS

SELF WEIGHT OF TOP SLAB = 0.35x1x2.4 = 0.84 T/m 8 T

SELF WT. OF BOTTOM SLAB = 0.35x1x2.4 = 0.84 T/m 8 T

SELF WEIGHT OF SIDE WALLS = 0.35x1x2.4 = 0.84 T/m 13 T

LOAD DUE TO W/C = 0.075x1x2.2 = 0.17 T/m 2 T

LOAD DUE TO FILL = 0x1x1.8 = 0.00 T/m 0 T

WEIGHT OF FINISHES = 0.00 T/m 0 TWEIGHT OF HAUNCH =8x 0.45x0.5x0.15x2.4 = 0.65 T 0.65 T

WEIGHT OF CRASH BARRIER (@ 0.67t/m) = 0.67x1 = 0.67 T/m 7 T

TOTAL = 4.00 T/m 38 T

TOTAL BASE AREA = 10.05 M2

TOTAL AVERAGE BOTTOM PRESSURE = (38.272+2.943x4.85x1)/10. = 5.23 T/M2

< SBC So, Safe4) LIVE LOADS

a. Water Live load inside the Box cell = 3.5 kN/m2 It is very negligible values it will not govern th

0.333*1.8*3.850 =

0.333*1.8*1.450 =

0.333*1.8*1.925 =

0.333*1.8*3.350 =

0.333*1.8*0 =

0.333*1.8*0.5 =

0.333*1.8*0.975 =

0.333*1.8*2.400 =

0.333*1.8*2.875 =

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b. Wheel Load

CASE 1: CLASS 70R TRACK LOAD :

MAXIMUM BENDING MOMENT AT MID SPAN

CALCULATION FOR EFFECTIVE WIDTH OF LOADING 0 ) = 1.443

DIRECTION OF TRAFFIC

TOTAL LOAD 70T

0.84

4.57

35T 35T 4.85

2.05

X = 4.85 / 2 = 2.425 Mbw = 0.84+2X(0.075+0.000) = 0.99 M

As per IRC-6-2000

k = 2.48 As per IRC-2

B eff 0.990+2.48X2.425(1-(2.425/4.85)) = 3.997 M

3.997/2>2.05/2 THEREFORE OVERLAPING DUE TO LOAD DISPERSION OCCURS

EFFECTIVE WIDTH =0.5+1.2+0.84/2+2.05+3.997/2 = 6.169 M

Total Dispersion width along Span di =4.57+2(0.075+0.35/2+0.00) = 5.070 M

WIDTH ALONG SPAN VEHICLE PLACED AT MIDDLE OF TOTAL BOX =4.57+2(0.075+0.00+0.35/2 = 5.070 M

WIDTH ALONG SPAN VEHICLE PLACED AT MIDDLE OF END SPAN =4.85/2 + (4.57+2*(0.075+0.000 = 4.960 M

WIDTH ALONG SPAN VEHICLE PLACED AT START OF END SPAN =4.57+0.075+0.000+0.35/2 = 4.820 M

LOAD INTENSITY AT MIDDLE OF TOTAL BOX LENGTH =70/(6.169*5.07 = 2.238 T/M

LOAD INTENSITY AT MIDDLE OF END SPAN =70/(6.169*5.07 = 2.288 T/M

LOAD INTENSITYWHEN VEHICLE PLACED AT START OF END SPAN =70/(6.169*5.07 = 2.354 T/M

Impact factor = 25% = 25.00 % As per IRC-6

Actual Impact factor =(3-0) x 25.000/3 = 25.00 %

INCREASING DUE TO IMPACT FOR VEHILE IN MIDDLE OF BOX =2.238x1.253 = 2.798 T/M

INCREASING DUE TO IMPACT FOR VEHILE IN MIDDLE OF END SPAN =2.288x1.253 = 2.860 T/M

INCREASING DUE TO IMPACT WHEN VEHICLE PLACED AT START OF END SPAN =2.354x1.253 = 2.943 T/M2

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CASE 2 : CLASS A LOAD 2 WEELS OF 11.4T (Max Loads) considered

MAXIMUM BENDING MOMENT AT MID SPAN

TOTAL LOAD 22.8T

0.5

0.25

5.7 5.7

1.45 1.2 4.85

5.7 5.7

X = 4.85 / 2-1.2/2 = 1.825 M

bw = 0.5+2 X(0.075+0.000) = 0.65 M

As per IRC-6-2000

k = 2.48 As per IRCB eff 0.650+2.48X1.825(1-(1.825/4.85)) = 3.473 M

3.473/2>2.3/2 THEREFORE OVERLAPING DUE TO LOAD DISPERSION OCCURS

EFFECTIVE WIDTH =0.5+1.2+0.5/2+2.3+3.473/2 = 5.9865 M

Total Dispersion width of load in long direction = 1.95 M

WIDTH ALONG SPAN VEHICLE PLACED AT MIDDLE OF TOTAL BOX =1.45+2(0.075+0.00+0.35/ = 1.95 M

WIDTH ALONG SPAN VEHICLE PLACED AT MIDDLE OF END SPAN =1.45+2(0.075+0.00+0.35/ = 1.95 M

WIDTH ALONG SPAN VEHICLE PLACED AT START OF END SPAN =1.45+0.075+0.000+0.35/2 = 1.700 M

LOAD INTENSITY AT MIDDLE OF TOTAL BOX LENGTH =22.8/(5.987*1. = 1.9531125 T/M2

LOAD INTENSITY AT MIDDLE OF END SPAN =22.8/(5.987*1. = 1.9531125 T/M2

LOAD INTENSITYWHEN VEHICLE PLACED AT START OF END SPAN =22.8/(5.987*1. = 2.2403349 T/M2

Impact factor = 25% = 25.00 % As per IRC-6-2

Actual Impact factor =(3-0) x 25.000/3 = 25.00 %

INCREASING DUE TO IMPACT FOR VEHILE IN MIDDLE OF BOX =1.953x1.253 = 2.441 T/M2

INCREASING DUE TO IMPACT FOR VEHILE IN MIDDLE OF END SPAN =1.953x1.253 = 2.441 T/M2

INCREASING DUE TO IMPACT WHEN VEHICLE PLACED AT START OF END SPAN =2.24x1.253 = 2.800 T/M2

2.3

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STAAD INPUT FILE

STAAD PLANE

START JOB INFORMATION

ENGINEER DATE 8-Dec-13

END JOB INFORMATION

INPUT WIDTH 79

UNIT METER Mton

JOINT COORDINATES

*END SIDE WALL

1 0.00 0 0.00; 2 0.00 0.5 0.00; 3 0.00 0.975 0.00; 4 0.00 1.45 0.00

5 0.00 1.925 0.00; 6 0.00 2.4 0.00; 7 0.00 2.875 0.00; 8 0.00 3.35 0.00

9 0.00 3.85 0.00;

* TOP SLAB

10 0.5 3.85 0.00; 11 1.463 3.85 0.00; 12 2.425 3.85 0.00

13 3.388 3.85 0.00; 14 4.35 3.85 0.00; 15 4.85 3.85 0.00

16 5.35 3.85 0.00; 17 6.313 3.85 0.00; 18 7.275 3.85 0.00

19 8.238 3.85 0.00; 20 9.2 3.85 0.00; 21 9.7 3.85 0.00

* END SIDE WALL

22 9.7 3.35 0.00

23 9.7 2.875 0.00; 24 9.7 2.4 0.00; 25 9.7 1.925 0.00; 26 9.7 1.45 0.00

27 9.7 0.975 0.00; 28 9.7 0.5 0.00

* BOTTOM SLAB

29 9.7 0 0.00; 30 9.2 0 0.00; 31 8.238 0 0.0032 7.275 0 0.00; 33 6.313 0 0.00; 34 5.35 0 0.00

35 4.85 0 0.00; 36 4.35 0 0.00; 37 3.388 0 0.00

38 2.425 0 0.00; 39 1.463 0 0.00; 40 0.5 0 0.00

*INTERMEDIATE SIDE WALL

41 4.85 3.35 0.00

42 4.85 2.875 0.00; 43 4.85 2.4 0.00; 44 4.85 1.925 0.00; 45 4.85 1.45 0.00

46 4.85 0.975 0.00; 47 4.85 0.5 0.00

MEMBER INCIDENCES

1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11

11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 18

18 18 19; 19 19 20; 20 20 21; 21 21 22; 22 22 23; 23 23 24

24 24 25; 25 25 26; 26 26 27; 27 27 28; 28 28 29

29 29 30; 30 30 31; 31 31 32; 32 32 33; 33 33 34; 34 34 35; 35 35 36

36 36 37; 37 37 38; 38 38 39; 39 39 40;40 40 1;*INTERMEDIATE SIDE WALLS

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41 15 41; 42 41 42;43 42 43;44 43 44;45 44 45;46 45 46;47 46 47;48 47 35

DEFINE MATERIAL START

ISOTROPIC MATERIAL1

E 2.73861e+006

POISSON 0.15

DENSITY 2.4

DAMP 2.8026e-044

END DEFINE MATERIAL

CONSTANTS

MATERIAL MATERIAL1 MEMB 1 TO 48

MEMBER PROPERTY INDIAN

1 TO 8 21 TO 28 41 TO 48 PRIS YD 0.35 ZD 1

9 TO 20 PRIS YD 0.35 ZD 1

29 TO 40 PRIS YD 0.35 ZD 1

**SUPPORT SPECS*********

*CONSIDERING MOD. OF SUBGRADE RXN AS 1500 T/CUM

SUPPORTS

1 FIXED BUT FX FZ MX MY MZ KFY 500

29 FIXED BUT MX MY MZ KFY 500

30 34 36 40 FIXED BUT FX FZ MX MY MZ KFY 1462.5

31 TO 33 37 TO 39 FIXED BUT FX FZ MX MY MZ KFY 1925

35 FIXED BUT FX FZ MX MY MZ KFY 1000

****LOADING ON THE STRUCTURE****************LOAD 1 DEAD LOAD FOR MAX FILL

MEMBER LOAD

1 TO 8 21 TO 28 41 TO 48 UNI GY -0.84

9 TO 20 UNI GY -0.84

29 TO 40 UNI GY -0.84

*LOAD DUE TO EARTH CUSHION

9 TO 20 UNI GY 0

*LOAD DUE TO EARTH PRESSURE AND LL SURCHARGE DUE TO MAXIMUM HEIGHT OF FILL AT BOTH SIDES

LOAD 2 EARTH PRESSURE FOR MAX FILL

MEMBER LOAD

8 TRAP GX 0.3 0

7 TRAP GX 0.584 0.3

6 TRAP GX 0.869 0.584

5 TRAP GX 1.154 0.8694 TRAP GX 1.439 1.154

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3 TRAP GX 1.723 1.439

2 TRAP GX 2.008 1.723

1 TRAP GX 2.308 2.008

21 TRAP GX 0 -0.3

22 TRAP GX -0.3 -0.584

23 TRAP GX -0.584 -0.869

24 TRAP GX -0.869 -1.154

25 TRAP GX -1.154 -1.439

26 TRAP GX -1.439 -1.723

27 TRAP GX -1.723 -2.008

28 TRAP GX -2.008 -2.308

LOAD 3 LL SURCHARGE

MEMBER LOAD

8 UNI GX 0.71928

7 UNI GX 0.71928

6 UNI GX 0.71928

5 UNI GX 0.71928

4 UNI GX 0.71928

3 UNI GX 0.71928

2 UNI GX 0.71928

1 UNI GX 0.71928

21 UNI GX -0.71928

22 UNI GX -0.7192823 UNI GX -0.71928

24 UNI GX -0.71928

25 UNI GX -0.71928

26 UNI GX -0.71928

27 UNI GX -0.71928

28 UNI GX -0.71928

LOAD 4 70R TRACKED LL IN MIDDLE OF END SPAN

MEMBER LOAD

9 TO 14 UNI GY -2.86

15 UNI GY -2.86 0 0.060

LOAD 5 70R TRACKED LL IN MID SPAN OR PENAULTIMATE SUPPORT

MEMBER LOAD

12 TO 17 UNI GY -2.798

11 UNI GY 0 0.845 0.9618 UNI GY 0 0 0.115

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LOAD 6 70R TRACKED LL AT START OF END SPAN

MEMBER LOAD

9 TO 13 UNI GY -2.943

14 UNI GY -2.943 0 0.0.30

LOAD 7 CLASSA LIVE LOAD IN MIDDLE OF END SPAN

MEMBER LOAD

10 TO 13 UNI GY -2.441

9 UNI GY -2.441 0.4835 0.5

14 UNI GY -2.441 0 0.0165

LOAD 8 CLASSA LIVE LOAD IN MID SPAN OR PENAULTIMATE SUPPORT

MEMBER LOAD

14 TO 15 UNI GY -2.441

13 UNI GY -2.441 0.0135 0.48

16 UNI GY -2.441 0 0.4665

LOAD 9 CLASSA LIVE LOAD AT START OF END SPAN

MEMBER LOAD

9 TO 11 UNI GY -2.8

12 UNI GY -2.8 0 0.258

****LOAD COMBINATIONS***************

LOAD COMB 10 DL + EP + SUR + 70R IN MIDDLE OF END SPAN

1 1.0 2 1.0 3 1.0 4 1.0

LOAD COMB 11 DL + EP + SUR + 70R IN MID SPAN OR PENAULTIMATE SUPPORT1 1.0 2 1.0 3 1.0 5 1.0

LOAD COMB 12 DL + EP + SUR + 70R AT START OF END SPAN

1 1.0 2 1.0 3 1.0 6 1.0

LOAD COMB 13 DL + EP + SUR + CLASSA IN MIDDLE OF END SPAN

1 1.0 2 1.0 3 1.0 7 1.0

LOAD COMB 14 DL + EP + SUR + CLASSA IN MID SPAN OR PENAULTIMATE SUPPORT

1 1.0 2 1.0 3 1.0 8 1.0

LOAD COMB 15 DL + EP + SUR + CLASSA AT START OF END SPAN

1 1.0 2 1.0 3 1.0 9 1.0

LOAD COMB 16 DL + EP + SURCHARGE

1 1.0 2 1.0 3 1.0

PERFORM ANALYSIS

PRINT MAXFORCE ENVELOPE LIST 1 TO 48

START SCRIPT LANGUAGEUNIT MET KNS

OPEN FILE REACTION.DAT

FOR SUPPORT ALL

FOR LOAD ALL

WRITE REACTION JOINT FY MX MZ

FORMAT=I5,3F8.2

CLOSE

END SCRIPT LANGUAGE

FINISH

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STRUCTURAL DESIGNSUMMARY OF MOMENTS (FROM STAAD Pro)

MAX. MOMENT IN TOP SLAB IN MID SPAN = 5.400 T-M

MAX. MOMENT IN TOP SLAB AT SUPPORT = 7.294 T-M

MAX. MOMENT IN SIDE WALL = 5.433 T-M

MAX. MOMENT IN INTERMEDIATE WALL = 2.435 T-M

MAX. MOMENT IN BOTTOM SLAB IN MID SPAN = 5.162 T-M

MAX. MOMENT IN BOTTOM SLAB AT SUPPORT = 7.354 T-M

DEPTH OF TOP SLAB = 350 MM

DEPTH OF SIDE WALL = 350 MM

DEPTH OF INTERMEDIATE WALL = 350 MM

DEPTH OF BOTTOM SLAB = 350 MM

GRADE OF CONCRETE M30 = 1000 T/M2

GRADE OF STEEL Fe415 = 20000 T/M2

MODULAR RATIO = 10

k = 1/(1+sst/m*scb = 0.333

j = 1-k/3 = 0.889

Q = 0.5*k*j*scbc = 151.02

TOP SLABDEPTH CHECK

Considering clear cover of 75 mm for the base slab and 40 mm for all the othert faces

DEPTH OF TOP SLAB PROVIDED = 350 mm x MM

EFFECTIVE DEPTH PROVIDED 350-40-10 = 300 MM

MAXIMUM MOMENT = 7.3 TM

EFFECTIVE DEPTH REQUIRED SQRT(7.294/(151.02))*1000 = 220 MM OK

DEPTH PROVIDED IS SUFFICIENT

SHEAR CHECK FOR TOP SLAB AT THE LOCATION OF THE WALLS

LET US PROVIDE A TOP HAUNCH OF 150 mm x 450 mm

EFFECTIVE DEPTH ( deff ) = 300 = 300 mm

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TOTAL SHEAR FORCE = 9.566 T

Shear carried by concrete :

Sl.

No.

Section consideredSection

location

Net Shear F (t)tv

(N/mm

2

)

tmax (N/mm2) r % K

tc

(N/mm

2

)

SF (t)

carried

by

concret

e,

tc*b*d

1 Top slab/Wall Loc. at deff. 10 0.319 2.200 0.536 1.00 0.319 9.56

Provide Shear Reinforcement

Shear Strength = 0.006 Mt

Shear Reinforcement Asw= Vsx s/(ssx d) = 0.2057 As per IRC-21-2000 cl:304.7.1.4

10 mm dia @ 220mm C/C

Area of steel provided = 357.00 mm2 OK

At junction of top slab and end side wall :

Reinforcement Details

Depth of slab = 350 mm Effective depth 300 mmMax moment on top surface = 7.29 tm Steel reqd = 1367.6 mm2

Provide 16 mm dia @ 250mm C/C + 16 mm dia @ 250mm C/C


Depth of slab = 350 mm Effective depth 300

Max moment on bottom surface = 5.40 tm Steel reqd = 1012.5 mm2



BOTTOM SLAB

DEPTH CHECK

DEPTH OF BOTTOM SLAB PROVIDED = 350 MM





SHEAR CHECK FOR THE BOTTOM SLAB AT THE LOCATION OF THE WALLS


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Sl.

No.Section considered

Section

locationNet Shear F (t)

tv

(N/mm2)

tmax (N/mm2) r % K

tc

(N/mm2)

SF (t)

carried

by

concre

e,

tc*b*d

1Bottom Slab/Wall

Loc.at deff. 10 0.364 2.200 0.607 1.00 0.336

8.90

Provide Shear Reinforcemen

Shear Strength = 0.741 Mt

Shear Reinforcement Asw= Vsx s/(ssx d) = 30.7423 As per IRC-21-2000 cl:304.7.1.4

10 mm dia @ 220mm C/C


Reinforcement Details

Depth of slab = 350 mm Effective depth 265 mm

Max moment on top surface = 5.16 tm Steel reqd = 1095.7 mm2

Provide 16 mm dia @ 300mm C/C 16 mm dia @ 300mm C/C


Depth of slab = 350 Effective depth 265

Max moment on bottom surface = 7.35 tm Steel reqd = 1561.0 mm2

Provide 16 mm dia @ 250mm C/C 16 mm dia @ 250mm C/C


SIDE WALL

DEPTH CHECK

DEPTH OF SIDE WALL PROVIDED = 350 MM





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SHEAR CHECK FOR SIDE WALLS



Sl.

No.Section considered

Section

locationNet Shear F (t)

tv

(N/mm2)

tmax (N/mm2) r % K

tc

(N/mm2)

SF (t)

carried

by

concret

e,

tc*b*d

1 Top slab at deff. 5.2 0.174 2.200 0.419 1.00 0.239 7.16

End side wall :

Depth of wall = 350 mm Effective depth = 300 mm

Max moment on outer surface = 5.43 tm Steel reqd = 1018.7 mm2



Provide same reinforcement on the inner face

Minimum reinforcement on the inner faceMinimum Steel = 0.12 % of C/S = 360 mm2Provide 12 mm dia @ 300mm C/C + 12 mm dia @ 300mm C/C


INTERMEDIATE WALLDEPTH CHECK

DEPTH OF INTERMEDIATE WALL PROVIDED 350-40-10 = 350 MMEFFECTIVE DEPTH PROVIDED = 300 MM

MAXIMUM MOMENT = 0.700 TMEFFECTIVE DEPTH REQUIRED SQRT(0.7/(151.02))*1000 = 68 MM OK

DEPTH PROVIDED IS SUFFICIENTSHEAR CHECK FOR INTERMEDIATE WALL


Hence OK

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Sl. Section considered Section Net Shear F (t) tv tmax (N/mm2) r % K tc SF (t)

1 Top slab at deff. 0.5 0.017 2.500 0.251 1.00 0.239 7.16

Hence OK

Intermediate side wall :

Depth of wall = 350 mm Effective depth = 300 mmMax moment on outer surface = 2.44 tm Steel reqd = 456.6 mm2



Provide same reinforcement on the inner face

Minimum reinforcement on the inner face

Minimum Steel = 0.12 % of C/S = 360



DISTRIBUTION STEEL :TOP SLAB 0.12% Effective Area

Case1 : = 360 mm2

PROVIDE 10 mm dia @ 150mm C/C 0 mm dia @ 300mm C/C


BOTTOM SLAB

Case1 : 0.12% Effective Area

MIN STEEL = 318 mm2


Area of steel provided = 523.60 mm2

OK

SIDE WALL


MIN STEEL = 360 mm2


Area of steel provided = 523.60 MM2

OK

INTERMEDIATE WALL



Area of steel provided = 523.60 MM2 OK

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Design of Skew Box culvert ::

L = 8.86

0 t/m 0 t/m

8 m

869 #N/A

DL LL

Width of the Assumed beam = 450 mm 0.5m

Slab thickness = 800.000 m

Wearing coat thickness = 0.065 m

Filling height = 5.500 m

Density of slab = 2.400 t/m

3

Density of wc = 2.200 t/m3

Density of filling = 1.800 t/m3

Normal Clear Span of Culvert = 7.700 m

Angle = 29.62 deg

= 0.517 radians

Calculation of dead load

Due to Slab thickness = 864.000 t/m

Due to wc = 0.064 t/m

Due to filling = 4.455 t/m

DL intensity = 868.519 t/m

LL intensity = #N/A t/m

Total intensity = #N/A t/m

Design intensity of load #N/A = #N/A t/m

Load per m run of the beam = #N/A t/m

Span of the assumed beam = 8.856 m

Design Bending Moment = #N/A t-m

Grade of Concrete = M30 1000 T/M2

Grade of Steel = Fe415 20000 T/M2

Q = +sst m sc c = 1.481 MpaK = 1-k/3 = 0.333

J = 0.5*k*j*scbc = 0.889

dreqd #N/A = #N/A mm

dprovd. = 1200 mm #N/A

Ast reqd. #N/A = #N/A mm2

Provide Y32 At 70 mm spacing

No. of Bars = 7 nos.

Ast provide =+(3.1432^2/4)7 = 5627 mm2 #N/A

B.M. (For distribution steel) = #N/A t-m

Ast reqd. = #N/A mm2

Provide Y25 At 75 mm spacing

No. of Bars = 6

Ast provide = 2944 #N/A

Angle

Angle

Skew Box Culvert

Angle

Angle

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b/l0 a

0.1 0.4

0.2 0.8

0.3 1.16

0.4 1.44

0.5 1.68

0.6 1.84

0.7 1.96

0.8 2.08

0.9 2.16

1.0 2.24

1.1 2.28

1.2 2.36

1.3 2.4

1.4 2.48

1.5 2.48

1.6 2.52

1.7 2.56

1.8 2.6

1.9 2.60

2 2.60

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Live load intensity :

Clear Span (m ) Effec t ive Span (m ) Intensity due to l ive load

(t/m2)

4.50 7.00 2.94

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S.No. Bar Mark Usage Bar Dia(mm) Bar Shape Density (kg/m) Cut length(mm) Nos. Total Length

1 5 Top Slab Bottom 16 1.58 9050 9 81.45

2 6 Top Slab Top-Throughout 16 1.58 10230 6 61.4

3 6a Top Slab Top-Supp Xtra 16 1.58 3250 6 19.5

4 2 Bottom Slab Top 16 1.58 9000 9 81.05 1 Bottom Slab Bottom-Thr 16 1.58 10180 6 61.1

6 1a Bottom Slab Bottom-Supp Xtra 16 1.58 3250 6 19.5

7 4 Side Wall Inner Face 16 1.58 5080 8 40.6

8 3 Side Wall Outer Face 16 1.58 3900 8 31.2

9 12 Intermediate Wall Inn 16 1.58 3900 5 19.50

10 12 Intermediate Wall Out 16 1.58 3900 5 19.50

11 7 Distribution (Top Slab) 10 0.62 1150 35 80.5

12 9 Distribution (Bottom Slab) 10 0.62 1150 35 80.5

13 8 Haunch Reinf 8 0.4 924 31 28.7

14 7 Distribution (Int.Wall) 10 0.62 1150 20 46.0

15 10 Edge Beam 10 0.62 3900 57 222.3

16 11 Edge Beam 10 0.62 8500 12 102.0

TOTAL

23.4 cum

44 kg/cum With Edge Beams

17.0 cum

49 kg/cum Without Edge Beams

VOLUME OF CONCRETE FOR 1 m LENGTH :

Reinforcement Density

Reinforcement Density

BAR BENDING SCHEDULE FOR THE BOX CULVERT

For Normal Spans:For 1 m length of the culvert

VOLUME OF CONCRETE FOR 1 m LENGTH :

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Total Weight (kg)

128.69

96.98

30.81

127.98

96.5130.81

64.21

49.30

30.81

30.81

49.91 For Top and Bottom

49.91 For Top and Bottom

11.46 In 4 haunches

28.52 For Inner and Outer

137.83

63.24

1027.77

NOT CONSIDERED

IN TENDER

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COMPARISON OF 3.75 X 3.0 pup WITH 4.0 x 3.0 Box Culvert

Steel Weight per cum of Concrete




Bottom slab thickness = 0.35 mSide wall thickness = 0.35 m



Width of Carriage way = 7.00 mHaunch Size 0.45 0.15

C/S area = 6.225 m3

Bar No. Dia of Bar Spacing Weight/m Length Number Total Kg

1 16 mm dia @ 250 mm c/c 1.57834 7.920 4 50

2 12 mm dia @ 250 mm c/c 0.88781 15.040 4 53.41

3 16 mm dia @ 300 mm c/c 1.57834 5.820 4 36.74

4 16 mm dia @ 300 mm c/c 1.57834 3.150 4 19.895 12 mm dia @ 300 mm c/c 0.88781 4.820 8 34.23

6 16 mm dia @ 300 mm c/c 1.57834 5.820 4 36.74

7 16 mm dia @ 300 mm c/c 1.57834 3.150 4 19.89

8 16 mm dia @ 250 mm c/c 1.57834 7.920 4 50

7 10 mm dia @ 150 mm c/c 0.61654 1.000 112 69.05

8 10 mm dia @ 150 mm c/c 0.61654 1.000 140 86.32

9 10 mm dia @ 120 mm c/c 0.61654 1.050 36 23.31

Shear 10 mm dia @ 220 mm c/c

479.6

Density of Steel = 77.0 Kg/m3

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Steel Weight per cum of Concrete




Bottom slab thickness = 0.35 mSide wall thickness = 0.35 m



Width of Carriage way = 7.00 mHaunch Size 0.45 0.15

C/S area = 6.225 m3

Bar No. Dia of Bar Spacing Weight/m Length Number Total Kg

1 10 mm dia @ 200 mm c/c 0.61654 7.920 5 24.415

2 20 mm dia @ 200 mm c/c 2.46615 15.040 5 185.45

3 12 mm dia @ 200 mm c/c 0.88781 5.820 5 25.835

4 16 mm dia @ 200 mm c/c 1.57834 3.150 5 24.8595 12 mm dia @ 175 mm c/c 0.88781 4.820 12 51.351

6 16 mm dia @ 200 mm c/c 1.57834 5.820 5 45.93

7 8 mm dia @ 200 mm c/c 0.39458 3.150 5 6.2147

8 10 mm dia @ 200 mm c/c 0.61654 7.920 5 24.415

7 10 mm dia @ 200 mm c/c 0.61654 1.000 84 51.789

8 10 mm dia @ 200 mm c/c 0.61654 1.000 104 64.12

9 10 mm dia @ 150 mm c/c 0.61654 1.050 28 18.126

522.51

Density of Steel = 83.9 Kg/m3

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