Sheet1SAMAILA CONSULTANT LIMITEDConsulting Engineers & Planners1c Collage RoadKaduna

CULVERT No.CV 9 (2 x 2 Single Box Culvert)

LOCATION15 + 548

DATEJune.04

DESIGN CODES:

1. BS 8110 : Part 1, 1985

2. BS 5400 : Part 2, 1989

SOIL PARAMETER:

Allowable Bearing Capacity200kN/m2

DESIGN DATA:

Strength of Concrete, Fcu25N/mm2

Strength of Steel, Fy410N/mm2

Weight of Concretegconc24kN/m3

Weight of Soil (Filling)gsoil18kN/m3

Weight of Asphaltgasph23kN/m3

Ta=100

f=7200

d=300

2300.=hH=2000

b=300

t=3002000300

B=2300

BS 5400:Part 2LOADINGSTable 1gf1 =1.15For Self Weight of Culvert

gf2 =1.50For Earthfill

gf3 =1.50For HA Vehicle

gf4 =1.30For HB Vehicle

gf5 =1.00For Asphalt

DEAD LOAD

1For Top Slab.=gf1 (d gconc).=8.28kN/m2

2For Bottom Slab.=gf1 (b gconc).=8.28kN/m2

3For Walls.=gf1 (2 t Hgconc).=12.74kN/m2

4Weight of Fill.=gf2 (fgsoil).=194.40kN/m2

5Weight of Asphalt.=gf5 (Tagasph).=2.30kN/m2Total Dead Load =TOTAL = 226.00kN/m2225.9984615385kN/m2

IMPOSED LOAD

BS 5400:1Stresses due to HA Vehicle, sHAPart 2P=100 kNClauses6.2.56.2.6and2:134072006.4.1.5

2300

2300

Contact Length =7540mm

sHA =P/ (Contact Area)sHA =.=1.7589654469kN/m21.7589654469kN/m2

BS 5400:2Stresses due to HB Vehicle, sHBPart 2Clauses6.3.16.3.21.8m6m1.8mand6.3.3A

72002:1361

2300

2300

A

PPPP1m1m1m

7200

2300

SECTION A-A

Assuming 45 Units HB Vehicle, then the Load Per Axle is 450 kN

Contact Width =7561mm

Contact Length =10561mm

BS 5400:sHB =450 / (Contact Area)Part 2sHB =Clause.=5.6354452273kN/m25.6354452273kN/m26.2.7

HB Loading>HA Loading

Design Load =gf4 sHBDesign Load =.=7.3260787955kN/m27.3260787955kN/m2

EARTH PRESSURE ON WALLSBS 5400:Part 2f =30degClause5.8.1Ka =1 - sinf1 + sinf

.=0.3333333333

H2 =7200q1H1 =95002300

q2

2300

At the Bottom of the Culvert

q2 =KaH1gsoilgf2q2 =.=85.5kN/m285.5kN/m2

q1 =KaH2gsoilgf2q1 =.=64.8kN/m264.8kN/m2

HYDROSTATIC PRESSURE

Pw = gw h =20kN/m2

SURCHARGE PRESSURE

H1 =9500

q3

q3 =Ka(Load due to Vehicle + Fill)q3 =.=67.2420262652kN/m267.2420262652kN/m2

CHECKING SOIL BEARING CAPACITY

Allowable Soil Bearing Capacity =200kN/m2

Total Load on the Soil =(Dead Load + Imposed Load)

.=233.3245403339kN/m2

ANALYSIS OF FORCESTotal Bending Pressure on Members

Top Slab =[ Slab Wt + Fill + Asphalt + HB] =212.3060787955kN/m2

Bottom Slab =[ Top Slab Wt + Base Wt + Walls Wt] =233.3245403339kN/m2

Side Walls, q1 =[ q1 + Surchage Pressure] =132.0420262652kN/m2

q2 =[ q2 + Surchage Pressure] =152.7420262652kN/m2

212.3060787955

132.0420262652132.0420262652AB

DC152.7420262652152.7420262652

233.3245403339

h =2.3mts =0.3mL =2.3mtw =0.3m

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

Moments due to roof loads [ q =212.31kN/m2]

MA = MB = MC = MD = [ -qL2/12N1] =-46.80kNm

Moments due to weight of walls

q = [2G]/[1 + tw] =22.15kN/m2

MA = MB = [ +qL2N/12N1N3] =1.22kNm

MC = MD = [ -N5/N]MA =-6.10kNm

Moments due to earth pressure [ q =85.50kN/m2]

MA = MB = [ -qh2NN7/60N1N3] =-8.48kNm

MC = MC = [N8/N7]MA =-10.37kNm

Moments due to surcharge pressure[ q =67.24kN/m2]

MA = MB = MC = MD = [ -qh2N/12N1] =-14.82kNm

Moments due to hydrostatic pressure[ q =20.00kN/m2]

MA = MB = q[h2NN7/60N1N3] =1.98kNm

MC = MD = [N8/N7]MA =2.42kNm

Moments due to excessive hydrostatic internal pressure[ q =20kN/m2]

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

Moments At The Spans

(i) Spans AB 212.31

AB68.87682350972.368.8768235097

RA =244.15kN

RB =244.15kN

x =1.15m

Mmax =71.51kNm

(Ii) Spans CD233.32

CD78.08600139432.378.0860013943

RC =268.32kN

RD =268.32kN

x =1.15m

Mmax =76.20kNm

(iii) Spans AD & BC

20.79x132.0420262652

D,CA,B73.732.368.8768235097

y =9RA =161.89kN

RF =165.61kN

x =0.64m(From C)

Mmax =7.38kNm

Bending Moment Diagram

68.8768235097

68.88

71.51

7.387.38

76.2078.09

DESIGN OF WINGWALLS

C1400

1900F300300Ch/3

3005700L=6000q

Force due to Earth Pressure on the Walls is given by:

F = gf[0.5Kagsoil h2] =23.805kN

This Force is acting at h/3 from the base of the wall

Design Moment, M is given by M = F(h/3) =

18.2505kNm

K =0.01z =237.5mm

As =215.43

Provide R16 @ 200mm c/c (1005mm2)

Base Slabs of Wing Walls

The upward Pressure at the base slab is:

q = (self wt of the slab) =7.2kN/m2

Midspan Moment = ql2/8 =32.4kNm

K =0.020736z =237.5mm

As =382.4531893232

Provide R16 @ 200mm c/c (1005mm2)

DESIGN OF REINFORCEMENTcover =40mmd =250mmTOP SLAB REINFORCEMENTSupportMidspan

Moment M, (kNm)68.8871.51

K0.040.05

Z237.50237.50

AS813.03844.12

R20 @ 200mm R20 @ 200mm (1571mm2) (1571mm2)

BOTTOM SLAB REINFORCEMENT

SupportMidspan

Moment M, (kNm)78.0976.20

K0.050.05

Z237.50237.50

AS921.74899.47

R20 @ 200mm R20 @ 200mm (1571mm2) (1571mm2) Distribution Bars

Area of steel required, As = 0.13%bh =390mm2

Provide R16 @ 200mm c/c

&"Times New Roman,Regular"&18Samaila Consultant Limited

&P

Sheet2

Sheet3