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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
Area of steel provided = 1608.50 mm2 OK
Depth of slab = 350 mm Effective depth 300
Max moment on bottom surface = 5.40 tm Steel reqd = 1012.5 mm2
Provide 16 mm dia @ 300mm C/C + 16 mm dia @ 300mm C/C
Area of steel provided = 1340.41 mm2 OK
BOTTOM SLAB
DEPTH CHECK
DEPTH OF BOTTOM SLAB PROVIDED = 350 MM
EFFECTIVE DEPTH PROVIDED 350-75-10 = 265 MM
MAXIMUM MOMENT = 7.3540 TM
EFFECTIVE DEPTH REQUIRED SQRT(7.35/(151.02))*1000 = 221 MM OK
DEPTH PROVIDED IS SUFFICIENT
SHEAR CHECK FOR THE BOTTOM SLAB AT THE LOCATION OF THE WALLS
TOTAL SHEAR FORCE = 9.636 T
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Shear carried by concrete :
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
Area of steel provided = 357.00 mm2 OK
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
Area of steel provided = 1340.41 mm2 OK
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
Area of steel provided = 1608.50 mm2 OK
SIDE WALL
DEPTH CHECK
DEPTH OF SIDE WALL PROVIDED = 350 MM
EFFECTIVE DEPTH PROVIDED 350-40-10 = 300 MM
MAXIMUM MOMENT = 5.433 TM
EFFECTIVE DEPTH REQUIRED SQRT(5.433/(151.02))*1000 = 190 MM OK
DEPTH PROVIDED IS SUFFICIENT
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SHEAR CHECK FOR SIDE WALLS
TOTAL SHEAR FORCE = 5.226 T
Shear carried by concrete :
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 16 mm dia @ 250mm C/C + 12 mm dia @ 250mm C/C
Area of steel provided = 1256.64 mm2 OK
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
Area of steel provided = 753.98 mm2 OK
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
TOTAL SHEAR FORCE = 0.512 T
Hence OK
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Shear carried by concrete :
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 12 mm dia @ 300mm C/C + 12 mm dia @ 300mm C/C
Area of steel provided = 753.98 mm2 OK
Provide same reinforcement on the inner face
Minimum reinforcement on the inner face
Minimum Steel = 0.12 % of C/S = 360
Provide 12 mm dia @ 300mm C/C + 12 mm dia @ 300mm C/C
Area of steel provided = 753.98 mm2 OK
DISTRIBUTION STEEL :TOP SLAB 0.12% Effective Area
Case1 : = 360 mm2
PROVIDE 10 mm dia @ 150mm C/C 0 mm dia @ 300mm C/C
Area of steel provided = 523.60 mm2 OK
BOTTOM SLAB
Case1 : 0.12% Effective Area
MIN STEEL = 318 mm2
PROVIDE 10 mm dia @ 150mm C/C 0 mm dia @ 200mm C/C
Area of steel provided = 523.60 mm2
OK
SIDE WALL
Case1 : 0.12% Effective Area
MIN STEEL = 360 mm2
PROVIDE 10 mm dia @ 150mm C/C 0 mm dia @ 200mm C/C
Area of steel provided = 523.60 MM2
OK
INTERMEDIATE WALL
Case1 : 0.12% Effective Area
PROVIDE 10 mm dia @ 150mm C/C 0 mm dia @ 200mm C/C
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
Clear width = 4.50 m
Clear height = 3.50 m
Top slab thickness = 0.35 m
Bottom slab thickness = 0.35 mSide wall thickness = 0.35 m
Height of fill in left = 0.00 m
Height of fill in Right = 0.00 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
Clear width = 4.50 m
Clear height = 3.50 m
Top slab thickness = 0.35 m
Bottom slab thickness = 0.35 mSide wall thickness = 0.35 m
Height of fill in left = 0.00 m
Height of fill in Right = 0.00 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