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Samaila Consultant Limited
SAMAILA CONSULTANT LIMITED Consulting Engineers & Planners 1c Collage Road Kaduna
CULVERT No.
CV 9 (2 x 2 Single Box Culvert)
LOCATION
15 + 548
DATE
June.04
DESIGN CODES: 1. BS 8110 : Part 1, 1985 2. BS 5400 : Part 2, 1989
SOIL PARAMETER: Allowable Bearing Capacity
200
kN/m2
25
N/mm2
410
N/mm2
DESIGN DATA: Strength of Concrete, Fcu Strength of Steel,
Fy
Weight of Concrete
gconc
24
kN/m3
Weight of Soil (Filling)
gsoil
18
kN/m3
Weight of Asphalt
gasph
23
kN/m3
1
Samaila Consultant Limited
Ta=100 f= 7200 d=300
2300.=h H=2000 b=300 t=300
2000 B=
300
2300
BS 5400: Part 2 LOADINGS Table 1
gf1 =
1.15
For Self Weight of Culvert
gf2 =
1.50
For Earthfill
gf3 =
1.50
For HA Vehicle
gf4 =
1.30
For HB Vehicle
gf5 =
1.00
For Asphalt
DEAD LOAD 1
For Top Slab
.=
gf1 (d gconc) .=
8.28 kN/m2
2
For Bottom Slab
.=
gf1 (b gconc) .=
8.28 kN/m2
3
For Walls
.=
gf1 (2 t Hgconc) .=
12.74 kN/m2
4
Weight of Fill
.=
5
Weight of Asphalt
.=
gf2 (f gsoil)
.=
194.40 kN/m2
gf5 (Ta gasph) .=
2.30 kN/m2 Total Dead Load =
TOTAL 226.00 kN/m2
226 kN/m2
IMPOSED LOAD BS 5400: Part 2 Clauses 6.2.5 6.2.6 and 6.4.1.5
sHA
1 Stresses due to HA Vehicle,
P=100 kN
2:1
340
7200
2300
2300
Contact Length =
7540mm
sHA =
P/ (Contact Area)
sHA = .=
1.76
2
1.76 kN/m2
kN/m
2
Samaila Consultant Limited
BS 5400: Part 2 Clauses 6.3.1 6.3.2 and 6.3.3
sHB
2 Stresses due to HB Vehicle,
1.8m
6m
1.8m
A 7200
2:1
361
2300
2300 A
P
P 1m
P 1m
P 1m
7200
2300
SECTION A-A Assuming 45 Units HB Vehicle, then the Load Per Axle is 450 kN Contact Width =
7561 mm
Contact Length =
10561 mm
sHB =
BS 5400:
450 / (Contact Area)
sHB =
Part 2 Clause 6.2.7
.=
HB Loading
5.64
>
2
5.64 kN/m2
kN/m
HA Loading
gf4 sHB
Design Load = .=
7.33
Design Load = 7.33 kN/m2
2
kN/m
EARTH PRESSURE ON WALLS BS 5400: Part 2 Clause
f=
5.8.1
Ka =
30
deg
1 - sinf 1 + sinf .=
0.33
3
Samaila Consultant Limited
H2 = 7200 q1 H1 = 9500 2300
q2 2300
At the Bottom of the Culvert q2 = KaH1gsoilgf2 q2 = .=
kN/m2
85.5
85.5 kN/m2
q1 = KaH2gsoilgf2 q1 = .=
64.8
kN/m2
20
kN/m2
64.8 kN/m2
HYDROSTATIC PRESSURE Pw = gw h = SURCHARGE PRESSURE
H1 = 9500
q3
q3 = Ka(Load due to Vehicle + Fill) q3 = .=
kN/m2
67.24
### kN/m2
CHECKING SOIL BEARING CAPACITY 200 kN/m2
Allowable Soil Bearing Capacity = To ta l Loa d on the S oil =
(De ad Lo ad + Impo se d Loa d) .=
233.32
kN/m2
4
Samaila Consultant Limited
ANALYSIS OF FORCES Total Bending Pressure on Members Top Slab =
[ Slab Wt + Fill + Asphalt + HB] =
212.31 kN/m2
Bottom Slab =
[ Top Slab Wt + Base Wt + Walls Wt] =
233.32 kN/m2
Side Walls, q1 =
[ q1 + Surchage Pressure] =
132.04 kN/m2
q2 = [ q2 + Surchage Pressure] =
152.74 kN/m2
212.31 132.04
132.04 A
B
D
C
152.74
152.74 233.32
h=
2.3 m
ts =
0.3 m
L=
2.3 m
tw =
0.3 m
N = [h/L] [ts/tw]3 =
1
N1 = N + 1 =
2
N2 = N + 2 =
3
N3 = N + 3 =
4
N4 = 4N + 9 =
13
N5 = 2N + 3 =
5
N6 = N + 6 =
7
N7 = 2N + 7 =
9
N8 = 3N + 8 =
11
5
Samaila Consultant Limited
Moments due to roof loads
212.31 kN/m2]
[q=
MA = MB = MC = MD = [ -qL2/12N1] =
-46.80kNm
Moments due to weight of walls q = [2G]/[1 + tw] =
22.15 kN/m2
MA = MB = [ +qL2N/12N1N3] =
1.22kNm
MC = MD = [ -N5/N]MA =
-6.10kNm
Moments due to earth pressure
[q=
MA = MB = [ -qh2NN7/60N1N3] = MC = MC = [N8/N7]MA =
85.50 kN/m2] -8.48kNm -10.37kNm
Moments due to surcharge pressure[ q = MA = MB = MC = MD = [ -qh2N/12N1] = Moments due to hydrostatic pressure[ q =
67.24 kN/m2] -14.82kNm 20.00 kN/m2]
MA = MB = q[h2NN7/60N1N3] =
1.98kNm
MC = MD = [N8/N7]MA =
2.42kNm
Moments due to excessive hydrostatic internal pressure[ q = MA = MB = q[h2NN3+L2N5]/[12N1N3] =
9.92kNm
MC = MD = qN[h2N3-L2]/[12N1N3] =
4.35kNm
SUMMATION OF MOMENTS Case 1: culvert empty MA = MB =
-68.88kNm
MC = MD =
-78.09kNm
Case 1: culvert empty MA = MB =
-58.96kNm
MC = MD =
-73.73kNm
6
20 kN/m2]
Samaila Consultant Limited
Moments At The Spans (i) Spans AB 212.31 A
B 68.88
RA =
244.15kN
RB =
244.15kN
x=
2.3
68.88
2.3
78.09
1.15 m
Mmax =
71.51kNm
(Ii) Spans CD 233.32 C
D 78.09
RC =
268.32kN
RD =
268.32kN
x=
1.15 m
Mmax =
76.20kNm
(iii) Spans AD & BC 20.7
9x 132.04
D,C
A,B 73.73
2.3
68.88 y=
RA =
161.89kN
RF =
165.61kN
x=
0.64 m
Mmax =
7.38kNm
(From C)
Bending Moment Diagram 68.88 68.88 71.51 7.38
7.38
76.20 78.09
7
9
Samaila Consultant Limited
DESIGN OF WINGWALLS C 1400 1900 300 300
F C
h/3
300 5700 L=6000
q
Force due to Earth Pressure on the Walls is given by: F = gf [0.5Kagsoil h2] =
23.81kN
This Force is acting at h/3 from the base of the wall Design Moment, M is given by M = F(h/3) = 18.25kNm K=
0.01
As =
215.43
z=
237.5mm
Provide R16 @ 200mm c/c (1005mm2) Base Slabs of Wing Walls The upward Pressure at the base slab is: 7.2 kN/m2
q = (self wt of the slab) = Midspan Moment = ql2/8 = K=
0.02
As =
382.45
32.4kNm z=
237.5mm
Provide R16 @ 200mm c/c (1005mm2) DESIGN OF REINFORCEMENT TOP SLAB REINFORCEMENT Support Moment M, (kNm)
cover = d= Midspan
68.88
71.51
K
0.04
0.05
Z
237.50
237.50
AS
813.03
844.12
R20 @ 200mm (1571mm2)
R20 @ 200mm (1571mm2)
BOTTOM SLAB REINFORCEMENT Support Moment M, (kNm)
Midspan
78.09
76.20
K
0.05
0.05
Z
237.50
237.50
AS
921.74
899.47
R20 @ 200mm (1571mm2)
R20 @ 200mm (1571mm2)
Distribution Bars Area of steel required, As = 0.13%bh =
390 mm2
Provide R16 @ 200mm c/c
8
40 mm 250 mm
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