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Culvert Design 2 | Infrastructure | Mechanical Engineering
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Samaila Consultant Limited
CULVERT No. CV 9 (2 x 2 Single Box Culvert)
LOCATION 15 + 548
DATE June.04
1. BS 8110 : Part 1, 1985
2. BS 5400 : Part 2, 1989
SOIL PARAMETER:
Allowable Bearing Capacity 200 kN/m2
Strength of Concrete, Fcu 25 N/mm 2
Strength of Steel, Fy 410 N/mm 2
Weight of Concrete gconc 24 kN/m3
Weight of Soil (Filling) gsoil 18 kN/m3
Weight of Asphalt gasph 23 kN/m3
00 kN/m 226 kN/m IMPOSED LOAD BS 5400: 1 Stresses due to HA Vehicle.00 For Asphalt DEAD LOAD 2 1 For Top Slab .2.= gf1 (2 t Hgconc).=h H= 2000 b= 300 t= 300 2000 300 B= 2300 BS 5400: Part 2 LOADINGS Table 1 gf1 = 1.30 For HB Vehicle gf5 = 1.= gf1 (d gconc) .758965447 kN/m2 1.= gf5 (Ta gasph) .74 kN/m 2 4 Weight of Fill .4.= gf2 (f gsoil) .= 194.30 kN/m Total Dead Load = 2 2 TOTAL 226.= 1.76 kN/m2 2 .= 2.1.40 kN/m 2 5 Weight of Asphalt . sHA Part 2 P=100 kN Clauses 6.= 12.50 For HA Vehicle gf4 = 1.15 For Self Weight of Culvert gf2 = 1.Samaila Consultant Limited Ta= 100 f= 7200 d= 300 2300 .28 kN/m 2 2 For Bottom Slab .= gf1 (b gconc) .28 kN/m 2 3 For Walls .50 For Earthfill gf3 = 1.= 8.5 6.6 and 2:1 340 7200 6.= 8.5 2300 2300 Contact Length = 7540 mm sHA = P/ (Contact Area) sHA = .2.
2 1.7 HB Loading > HA Loading Design Load = gf4 sHB Design Load = .8m 6m 1. then the Load Per Axle is 450 kN Contact Width = 7561 mm Contact Length = 10561 mm BS 5400: sHB = 450 / (Contact Area) Part 2 sHB = Clause .= 7.3333333 3 .sinf 1 + sinf .Samaila Consultant Limited BS 5400: 2 Stresses due to HB Vehicle.64 kN/m2 6. sHB Part 2 Clauses 6.1 6.3.= 5.3.2.= 0.1 Ka = 1 .326078795 kN/m2 7.33 kN/m2 EARTH PRESSURE ON WALLS BS 5400: Part 2 f = 30 deg Clause 5.3 A 7200 2:1 361 2300 2300 A P P P P 1m 1m 1m 7200 2300 SECTION A-A Assuming 45 Units HB Vehicle.8m and 6.635445227 kN/m2 5.3.8.
5 kN/m2 q1 = KaH2gsoilgf2 q1 = .3245403 kN/m2 4 .8 kN/m2 HYDROSTATIC PRESSURE Pw = gw h = 20 kN/m2 SURCHARGE PRESSURE H1 = 9500 q3 q3 = Ka(Load due to Vehicle + Fill) q3 = .Samaila Consultant Limited H2 = 7200 q1 H1 = 9500 2300 q2 2300 At the Bottom of the Culvert q2 = KaH1gsoilgf2 q2 = .= 85.= 64.= 233.5 kN/m2 85.2 kN/m2 CHECKING SOIL BEARING CAPACITY Allowable Soil Bearing Capacity = 200 kN/m2 Total Load on the Soil = (Dead Load + Imposed Load) .8 kN/m2 64.= 67.242026 kN/m2 67.
3 kN/m2 Bottom Slab = [ Top Slab Wt + Base Wt + Walls Wt] = 233.3 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 .3 m L= 2.7 233. q 1 = [ q1 + Surchage Pressure] = 132 kN/m 2 q2 = [ q2 + Surchage Pressure] = 152.3 m ts = 0.32 h= 2.7 152.3 kN/m2 2 Side Walls.31 132 132 A B D C 152.Samaila Consultant Limited ANALYSIS OF FORCES Total Bending Pressure on Members Top Slab = [ Slab Wt + Fill + Asphalt + HB] = 212.7 kN/m 212.
80 kNm Moments due to weight of walls 2 q = [2G]/[1 + tw] = 22.98 kNm MC = MD = [N8/N7]MA = 2.09 kNm Case 1: culvert empty MA = MB = -58.48 kNm MC = MC = [N8/N7]MA = -10.00 kN/m2] MA = MB = q[h2NN7/60N1N3] = 1.42 kNm Moments due to excessive hydrostatic internal pressure[ q = 20 kN/m2] MA = MB = q[h2NN3+L2N5]/[12N1N3] = 9.73 kNm 6 .50 kN/m2] MA = MB = [ -qh2NN7/60N1N3] = -8.10 kNm Moments due to earth pressure [q= 85.Samaila Consultant Limited Moments due to roof loads [q= 212.88 kNm MC = MD = -78.24 kN/m2] MA = MB = MC = MD = [ -qh2N/12N1] = -14.22 kNm MC = MD = [ -N5/N]MA = -6.35 kNm SUMMATION OF MOMENTS Case 1: culvert empty MA = MB = -68.96 kNm MC = MD = -73.37 kNm Moments due to surcharge pressure[ q = 67.31 kN/m2] MA = MB = MC = MD = [ -qL2/12N1] = -46.15 kN/m MA = MB = [ +qL2N/12N1N3] = 1.82 kNm Moments due to hydrostatic pressure[ q = 20.92 kNm MC = MD = qN[h2N3-L2]/[12N1N3] = 4.
61 kN x= 0.89 kN RF = 165.73 2.3 78.09 RC = 268.51 kNm (Ii) Spans CD 233.20 kNm (iii) Spans AD & BC 20.09 7 .B 73.64 m (From C) Mmax = 7.876824 2.15 m Mmax = 76.3 68.31 A B 68.15 kN x= 1.Samaila Consultant Limited Moments At The Spans (i) Spans AB 212.086001 2.7 9x 132.51 7.38 7.32 C D 78.38 76.38 kNm Bending Moment Diagram 68.15 m Mmax = 71.20 78.3 68.88 y= 9 RA = 161.877 68.88 71.32 kN x= 1.04 D.15 kN RB = 244.88 RA = 244.C A.32 kN RD = 268.
13%bh = 390 mm Provide R16 @ 200mm c/c 8 .50 AS 813.2505 kNm K= 0.50 AS 921.5 mm As = 382.47 R20 @ 200mm R20 @ 200mm (1571mm 2) (1571mm 2) Distribution Bars 2 Area of steel required.01 z= 237.88 71.50 237.20 K 0.Samaila Consultant Limited DESIGN OF WINGWALLS C 1400 1900 F 300 300 C h/3 300 5700 L= 6000 q Force due to Earth Pressure on the Walls is given by: F = gf[0.45319 Provide R16 @ 200mm c/c (1005mm 2) DESIGN OF REINFORCEMENT cover = 40 mm d= 250 mm TOP SLAB REINFORCEMENT Support Midspan Moment M.05 Z 237.05 0.03 844.50 237.020736 z= 237.2 kN/m2 Midspan Moment = ql2/8 = 32.5 mm As = 215.12 R20 @ 200mm R20 @ 200mm (1571mm 2) (1571mm 2) BOTTOM SLAB REINFORCEMENT Support Midspan Moment M.4 kNm K= 0.5Kagsoil h2] = 23.09 76.74 899.805 kN This Force is acting at h/3 from the base of the wall Design Moment.05 Z 237.43 Provide R16 @ 200mm c/c (1005mm 2) Base Slabs of Wing Walls The upward Pressure at the base slab is: q = (self wt of the slab) = 7. (kNm) 68. As = 0. M is given by M = F(h/3) = 18.04 0. (kNm) 78.51 K 0.
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