Rcc box culvert

Rcc

1. MOUNT ZION COLLEGE OF ENGINEERING & TECHNOLOGY

2. PROJECT GUIDE -MS. MENAKA, M.TECH, ASSISTANT PROFESSOR, CIVIL DEPT, MZCET. BATCH MEMBERS - L.ARUL PANDIAN -P.ARUN PANDIYAN -P.SHIVAJI

3. DESIGN PROJECT TITLE: RCC BOX CULVERT

4. ABSTRACT LITERATURE REVIEW ADVANTAGE METHODOLOGY PLAN DESIGN AUTOCADD DRAWING STADD PRO CONCLUSION REFERENCE CONTENT

5. This project deals with the planning, designing of the RCC BOX CULVERT. Carrying out a complete planning and design of the main structural elements. In this project a brief planning of RCC BOX CULVERT is done using AUTOCAD 2014 software and the design of the main structural elements are carried out manually. ABSTRACT

6. Kornel Kerenyi , J. Sterling Jones, Kevin Goeden, Richard Phillips, and PaulOien, Study done by the South Dakota DOT on the effect of inlet geometry on the flow of water through precast and cast-in-place concrete box culverts. LITERATURE REVIEW

7. Load Performance of In Situ Corrugated Steel Highway CulvertsJ. Perf. Constr. Fac. This examines a study of 39 in-service corrugated steel culverts in Ohio of varying sizes. The strains of the culverts resulting from the dynamic and static loads of trucks driving across the bridges were experimentally obtained. The researchers look for a correlation between backfill height and loading conditions and the strain induced.

8. Vinod and Chava They studied study about design of box culvert and comparative study of reinforcement details. They had done analysis on box culvert using STAAD Pro and SAP200 and find out B.M, S.F. and stresses. Size of the box culvert was 3mx3m. Area of reinforcement for top and bottom slab was also calculated.

9. Pavan D. Tikate and S.N. Tande They studied the effect of the variation of cushion depth, coefficient of earth pressure, width or angle of dispersion on the structural behaviour of the three-dimensional box culvert and to examine the accuracy of FEM by comparing the FEM results with IS Code methods.

10. The box is structurally strong, stable and safe and easy to construct. The main advantage is, it can be placed at any elevation within the embankment with varying cushion which is not possible for other type of culverts. A multi cell box can cater for large discharge and can be accommodated within smaller height of embankment. Bearings are not needed. ADVANTAGE

11. It does not require separate elaborate foundation and can be placed on soft soil by providing suitable base slab projection to reduce base pressure within the safe bearing capacity of foundation soil . It is convenient to extend the existing culvert in the event of widening of the carriageway at a later date as per future requirement, without any problem of design and/or construction.

12. PLAN OF BOX CULVERT size of box culvert is 3mx3m.For box[1/3 x 3/0]and[1/3 x 3/5]   DESIGN OF BOX CULVERT Load calculation Moment calculation Distribution factor Moment distribution Design of section METHODOLOGY

13. AUTOCADD DRAWINGS Plan of box culvert Elevation of box culvert Section of box culvert STADD PRO ANALYSIS STAAD is a structural analysis and design computer program. It is widely used in analyzing and designing structures such as – building, bridges, towers, transportation, industrial and utility

14. 4.1 RCC BOX CULVERT, SPECIFICATION: [1/3 x 3/0]   Design a box culvert size of [1/3 x 3/0] , except the cushion which is 5.0 m total height above top slab which is constructed in embankment which come in the way of natural flow of storm water and refer the given data below. SPECIFICATION Clear span = 3 m Concrete grade M25 = 25 Mpa Clear height = 3 m DESIGN: [1/3 x 3/0]

15. Steel grade Fe 415 = 415 Mpa Top slab thickness = 0.42 m E Sc (Concrete ) = 8.33 Mpa Bottom slab thickness = 0.42 m E St (Steel ) = 200 Mpa Side wall thickness = 0.42 m Modular ratio = 10 Unit weight of concrete = 24 kN/m3 n (for depth of neutral axis ) = 0.294 Unit weight of earth = 18 kN/m3 j (for effective depth) = 0.902

16. Unit weight of water = 10 kN/m3 k (for moment of resistance) = 1.105 Mpa Co-efficient of earth pressure at rest = 0.5 Total cushion on top = 0.0 m Thickness of wearing coat = 0.065 m Carriageway = 8 lane divided All dimensions are in meter All moments are in kN. m and shear force in kN.

17. 2 LOAD CALCULATION   2.1 Top Slab 2.1.1 Dead Load a) Cushion = 5 x 18 = 90 kN/m² b) Self weight of top slab = 0.42 x 24 =10.08 kN/m² c) Total = 100.08 kN/m² 2.1.2 Live Load Consider moving load of 70R (T). The dispersal and position of load shall be as under: Dispersal perpendicular to span = 0.84 + 2 x 0.065 = 0.97 m Dispersal in span direction = 4.57 + 2t +2d = 4.57 + 0.13 = 4.70 m  

18. Note: 1) Since the length of wheel is more than total width of box at top that is 3.84 m further dispersal by “2d” shall not be possible, hence not taken. In case where the length of load is less than the width of box but works out more when “2d” is added, the dispersed length shall be restricted to top width of box.

19. 2 ) As the load of wheel after dispersal does not over lap, both wheels need to be taken separately. 3 ) For dispersal refer IRC:21-2000 Clause 305.16.3. 4) Impact as per IRC:6-2000 Clause 211 shall be taken. 5) This shall be the load when α is zero and live load is taken to disperse through wearing coat only.  

20. Load per unit area = 350/4.7 x 0.97 = 76.77 kN/m² Impact factor for 70R(T) shall be 25 % as per IRC:6-2000 Load including impact = 95.96 kN/m² 2.1.3 Total Load (D.L.+L.L .) = 12.08 + 95.96 = 108.04 kN/m² 2.2 Bottom Slab 2.2.1 Dead Load Load from top slab = 12.08 kN/m² Load of walls = 2 x 3 x 0.42 x 24/3.84 = 15.75 kN/m² Total Load = 27.83 kN/m²

21. 2.2.2 Live Load   The Live Load on top of box will disperse through walls and when arranged on the carriage way. Taking reduction for simultaneous additional lane loadings at 20% (refer IRC:6-2000),

22. The load on unit area of bottom slab for two track loading works out to 20.51 kN/m² If one track without reduction is considered restricting area of dispersal the load per unit area works out 19.8 kN/m². The dispersed live load on bottom slab can be taken to be 21 kN/m².

23. 2.2.3 Total Load   (DL +LL) = 27.83 + 21 = 48.83 kN/m² Adopt 50 kN/m²   2.3 Side Wall   2.3.1 Case 1: Box empty, earth pressure with live load surcharge equivalent to 1.2 m height of earth on both sides fills.   Earth Pressure at base due to live load surcharge = 1.2 x 18 x 0.5 = 10.8 kN/m² Earth Pressure at base due to earth fill = 18 x 3.42 x 0.5 = 30.78 kN/m²

24. 2.3.2 Case 2 : Box full, Live load surcharge on side fill. Water pressure inside and out side will balance each other and hence not taken. Earth Pressure at base due to live load surcharge = 10.8 kN/m² Earth Pressure at base due to submerged earth = (18-10) x 3.42 x 0.5 = 13.68 kN/m²  2.3.3 Case 3 : Box full, no live load surcharge on side fill.  Earth Pressure at base due to submerged earth = 8 x 3.42 x 0.5 = 13.68 kN/m² Earth Pressure due to live load =

25. 2.4 Base Pressure   2.4.1 Dead load   Load from top slab and walls including wearing course = 27.83 kN/m² Self weight of bottom slab = 0.42 x 24 = 10.08 kN/m² Total Load = 37.91 kN/m²  2.4.2 Live Load  There is no live load except coming from top slab without impact = 21 kN/m²   2.4.3 Base pressure = 58.91 kN/m² (Is safe for a S.B.C of 150 kN/m²)

26. 3 MOMENT CALCULATION   3.1 Top Slab   Fixed end moment due to dead load = 12.08 x 3.42 x 3.42/12 = 11.77 Fixed end moment due to live load = 95.96 x 3.42 x 3.42/12 = 93.55 Total fixed end moment = 105.30 kN.m Mid span moment due to dead load = 12.08 x 3.42 x 3.42/8 = 17.66 Mid span moment due to live load = 95.96 x 3.42 x 3.42/8 = 140.30 Total Mid Span Moment = 157.96 kN.m

27. 3.2 Bottom Slab   Fixed end moment due to dead load = 27.13 Fixed end moment due to live load = 20.5 Total fixed end moment = 47.63 kN.m Mid span moment due to dead load = 40.69 Mid span moment due to live load = 30.75 Total Mid Span Moment = 71.45 kN.m

28. 3.3 Side Wall   3.3.1 Case 1 : Box empty, surcharge load on side fill.   F.E.M at top due to dead load = 12 F.E.M at top due to live load = 10.8 x 3.42 x 3.42/12 = 10.53 Total F.E.M at top = 22.53 kN.m F.E.M at base due to dead load = 18 kN.m F.E.M at base due to live load = 10.53 Total F.E.M at base = 28.53 kN.m Mid span moment due to dead load= 22.5 Mid span moment due to live load = 10.8 x 3.42 x 3.42/8 = 15.79 Total Mid Span Moment = 38.29 kN.m

29.  3.3.2 Case 2 : Box full, live load surcharge on side fill. F.E.M at top due to dead load = 13.68 x 3.42 x 3.42/30 = 5.33 F.E.M at top due to live load = 10.53 Total F.E.M at top slab = 15.86 kN.m   F.E.M at base due to dead load = 13.68 x 3.42 x 3.42/20 = 8 F.E.M at base due to live load = 10.53 Total F.E.M at bottom = 18.53 kN.m Mid span moment due to DL = 13.86 x 3.42 x 3.42/16 = 10 Mid span moment due to live load = 15.79 Total Mid Span Moment = 25.79 kN.m

30. 3.3.3 Case 3 : Box full, no live load surcharge   F.E.M at top due to dead load = 5.33 F.E.M due to live load = 0 Total F.E.M at top = 5.33 kN.m   F.E.M at base due to dead load = 8 F.E.M at base due to live load = 0 Total F.E.M at base = 8 kN.m   Mid span moment due to dead load = 10 Mid span moment due to live load = 0 Total Mid Span Moment = 10 kN.m

31. 4 DISTRIBUTION FACTORS Junction Members 4EI/L = K d³/L SUM 4EI/L Distribution factors A & B AB/AD, BA/BC K 0.42 3 /3.42 2K0.42 3 /3.42 0.5 0.5 C & D DA/DC, CD/CB K 0.42 3 /3.42 2K 0.42 3 /3.42 0.5 0.5

32. 5 MOMENT DISTRIBUTION   5.1 F.E.M Due to Dead Load   Mab = Mba = 11.77 kN.m Mdc = Mcd = 27.13 kN.m   Mad = Mbc = 12 kN.m (case 1), 5.33 kN.m (case 2), 5.33 kN.m (case 3 ).   Mda = Mcb = 18 kN.m (case 1), 8 kN.m (case 2), 8 kN.m (case 3)

33. 5.2 F.E.M Due to Live Load   Mab = Mba = 93.55 kN.m Mdc = Mcd = 20.50 kN.m   Mad= Mbc =10.53 kN.m (case 1), 10.53 kN.m (case 2), (case 3)   Mda = Mcb = 10.53 kN.m (case 1), 10.53 kN.m (case 2), (case 3)

34. 5.3 F.E.M Due to Total Load   Mab = Mba = 105.32 kN.m Mdc = Mcd = 47.63 kN.m   Mad= Mbc = 22.53 kN.m (case 1), 15.86 kN.m (case 2), 5.33 kN.m (case 3)   Mda = Mcb = 28.53 kN.m (case 1), 18.53 kN.m (case 2), 8 kN.m (case 3)

35. Table 1 Moment Distribution for Total Load on Top & Bottom Slab and Case 1 Load on Walls Joint A B C D Member AB AD BA BC CB CD DC DA DF 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 F.E.M -105.32 22.53 105.32 -22.53 28.53 -47.63 47.63 -28.53 DIST 41.39 41.39 -41.39 -41.39 9.55 9.55 -9.55 -9.55 CO -20.69 -4.78 20.693 4.776 -20.69 -4.776 4.776 20.693 DIST 12.73 12.73 -12.73 -12.73 12.73 12.73 -12.73 -12.73 CO -6.37 -6.37 6.367 6.367 -6.367 -6.367 6.37 6.367 DIST 6.37 6.37 -6.37 -6.37 6.37 6.37 -6.37 -6.37 CO -3.18 -3.18 3.184 3.184 -3.184 -3.184 3.184 3.184 DIST 3.18 3.18 -3.18 -3.18 3.18 3.18 -3.18 -3.18 CO -1.59 -1.59 1.592 1.592 -1.592 -1.592 1.592 1.592 DIST 1.59 1.59 -1.59 -1.59 1.59 1.59 -1.59 -1.59 FINAL -71.89 71.89 71.89 -71.89 30.12 -30.12 30.12 -30.12

36. Table 2 Support Moments LOAD DISTRIBUTED MOMENTS AT SUPPORTS REMARKS CASE M AB M DC M AD M DA (M BA ) (M CD ) (M BC ) (M CB ) DEAD LOAD (1) -10.72 23.74 10.72 - 23.74 Load on top slab and bottom slab remains same in all cases, only load on side wall varies. Without braking Force. (2) -6.96 19.15 6.96 - 19.15 (3) -6.96 19.15 6.96 - 19.15 LIVE LOAD (1) -61.17 6.38 61.17 - 6.38 (2) -61.17 6.38 61.17 - 6.38 (3) -55.91 1.12 55.91 - 1.12 TOTAL LOAD (1) -71.89 30.12 71.89 - 30.12 (2) -68.13 25.53 68.13 -25.53 (3) -62.87 20.27 62.87 - 20.27 Maximum All cases 71.89 30.12 71.89 30.12

37. Members Case 1 Case2 Case3 Remarks M AB 157.96 - 71.89 = 86.07 157.96 - 68.13 = 89.83 157.96 - 62.87 =95.09 When surcharge is not taken the wall bends outwardly in all three cases. M DC 71.45 - 30.12 = 41.33 71.45 - 25.53 = 45.92 71.45 - 20.27 = 51.18 M AD 38.29 - (71.89 + 30.12)/ 2AQ = -12.72 25.79 - (68.13 + 25.53)/2 = -21.04 10 - (62.87 + 20.27)/2 = -31.57 Table 3 Mid Span Moments

38. 6 BRAKING FORCE   6.1 LOAD: one wheel load is considered as there is no over lapping .   No impact as per IRC:6-2000 Clause 214.2. The braking force shall be 20 % for the first lane load The braking force = 350 x 20/100 = 70 kN Load on top of box which will affect the box = 3.84 x 70/4.7 = 57.19 kN 6.2 Moment Due to Braking Force   M AD =M DA =M CB =M BC = 57.19 x 3.42/2 = 97.79 kN.m The moments at top and bottom slab ends shall all be zero.

39.   After distribution of moments among all the members a moment of 48.9kN.m is obtained at all ends. This moment is added to the maximum moments obtained for various combination of loadings at the ends of members to get design moments. Since braking force can also act from the reverse direction the moment at junctions are added irrespective of its sign.

40. 7 DESIGN OF SECTION 7.1 Design Moments Table 4 Load Case Maximum Distributed Moments at Supports Mab Mdc Mad Mda Total Load Maximum of all cases 71.89 30.12 71.89 30.12 Braking Force Distributed Moments at support 48.90 48.90 48.90 48.90 Design Moments Support Moments including braking 120.79 79.02 120.79 79.02

41. Table 5 Moment and Reinforcement at Salient Section Member M AB M DC Mid span AB DC AD Moment in kN .m 120.79 79.02 95.09 51.18 31.57 Area of steel in mm² 1849.6 1299.8 1456 841.8 483.4

42. 7.2 Top Slab   Maximum moment support/mid span including breaking = 120.79 kN.m  Depth required = = 330.6 mm   Provided 362 mm is safe   Ast = = = 1849.6 mm 2

43.   Check for Shear Shear force at deff from face of wall = =117.54 kN Shear Stress = 0.3247 N/mm² > 0.312 N/mm² permissible Steel percentage = = 0.511 Permissible shear stress = =0.312 N/mm 2 Increase tension steel to increase permissible shear stress. Required steel = = 0.5735% Steel area = = 2076 mm 2 Hence, provide tension steel = 2076 mm² in place of 1849.6 mm² required for moment only.

44.  7.3 Bottom Slab B.M . (Max) = 79.02 kN.m d = = 267.4mm Provided 337 mm is OK. Ast = = 1299.8 mm 2   Check for Shear   SF = = 54.53kN Shear Stress = 0.1613 N/mm² < 0.2715N/mm² permissible, hence safe.

45. 7.4 Side Walls   Moment at junction are same as slabs hence same tensile bars shall continue.  Check for Shear R A =18.460 + 17.545 = 36.01 kN R D = 18.468 + 35.090 = 53.56 kN S.F. at deff from D = R D – = 53.56 – 11.92 – 4.45 = 37.19 kN S.F. at deff from   A= R A – 0.5x 3.708x 0.412-4.45 =36.01- 0.764 – 4.45 = 30.796 kN Maximum Shear Stress (near base) = 0.100 N/mm² (safe)

46. Design a box culvert size of [1/3 x 3/5] ,except the cushion which is 5.0 m total height above top slab which is constructed in embankment which come in the way of natural flow of storm water and refer the given data below. SPECIFICATION Clear span = 3 m Concrete grade M25 = 25 Mpa Clear height = 3 m Steel grade Fe 415 = 415 Mpa Top slab thickness = 0.42 m E Sc (Concrete) = 8.33 Mpa Bottom slab thickness = 0.42 m 4.2 RCC BOX CULVERT, SPECIFICATION: [1/3 x 3/5]

47. E St (Steel) = 200 Mpa Side wall thickness = 0.42 m Modular ratio = 10 Unit weight of concrete = 24 kN/m 3 n (for depth of neutral axis) = 0.294 Unit weight of earth = 18 kN/m 3 j (for effective depth ) = 0.902 Unit weight of water = 10 kN/m 3 k (for moment of resistance ) = 1.105 Mpa Co-efficient of earth pressure at rest = 0.5 Total cushion on top = 0.0 m Thickness of wearing coat = 0.065 m Carriageway = 8 lane divided All dimensions are in meter All moments are in kN. m and shear force in kN.

48. LOAD CALCULATION 2.1 Top Slab  2.1.1 Dead Load   a) Cushion = 5 x 18 = 90 kN/m² b) Self weight of top slab = 0.42 x 24 =10.08 kN/m² c) Total = 100.08 kN/m²   2.1.2 Live Load  Consider moving load of 70R (T). The dispersal and position of load shall be as under: Dispersed area when 1 track loading is considered = 12.9 x 14.57 = 187.95 m² Load per unit area when 1 track load (covering 2-lanes) is considered = 700/187.95 = 3.724 kN/m² Load per unit area when 2 track load (covering4-lanes) is considered = 1400 x 0.8/17 x 14.57 = 4.52 kN/m² The larger of the two that is 4.52 kN/m² is considered.

49. Note:   1 ) As the load of wheel after dispersal over lap both wheels need to be taken together. 2) For dispersal refer IRC:21-2000 Clause 305.16.4. 3) No impact as per IRC:6-2000 Clause 211.7 due to cushion more than 3.0m.   2.1.3 Total load = 104.6 kN/m²   2.2 Bottom Slab   2.2.1 Dead Load   Load from top slab including cushion=100.08 kN/m² Load of walls = 2 x 3 x 0.42 x 24/3.84 = 15.75 kN/m² Total load = 115.83 kN/m²  

50. Live Load   Load from top slab without impact= 4.52 kN/m² Note: Some designers take further dispersal of liveload from top slab. Although further dispersal through walls can not be denied but will affect only marginally,therefore, the load on top without impact can be taken for bottom slab also, which is already without impact in this case.  

51. 2.3 Side Wall   2.3.1 Case 1: Box empty, earth pressure with live load surcharge equivalent to 1.2 m hight of earth on both sides fills.   Pressure due to submerged earth = 13.68 kN/m² Pressure due to earth surcharge = 45 kN/m² Pressure due to live load surcharge = 1.2 x 18 x 0.5 = 10.80 kN/m² Pressure due to earth surcharge = 5 x 18 x 0.5 = 45 kN/m² Pressure due to earth fill = 0.5 x 18 x 3.42 = 30.78 kN/m²

52. 2.3.2 Case 2 : Box full, Live load surcharge on side fill.   Water pressure inside and outside will balance each other and hence not taken. Pressure due to live load surcharge= 10.8 = 10.8 kN/m² Pressure due to earth surcharge =45=45 kN/m² Pressure due to submerged earth =0.5x(18-10 ) x 3.42 = 13.68 kN/m²   2.3.3 Case 3 : Box full, no live load surcharge on side fill.

53. 2.4 Base Pressure Dead load Load from top slab and walls including cushion =115.83kN/m² Self weight of bottom slab = 0.42 x 24 =10.08 kN/m² Total Load = 125.91 kN/m² Live Load There is no live load except coming from top slab without impact = 4.52 kN/m²   2.4.1 Base pressure = 130.43 kN/m² (Is safe for a S.B.C of 150 kN/m²)

54. 3 MOMENT CALCULATION   3.1 Top Slab   Fixed end moment due to dead load= 100.08 x 3.42 x 3.42 /12 = 97.55 Fixed end moment due to live load = 4.52 x 3.42 x 3.42/12 = 4.41 Total fixed end moment = 101.96 kN.m Mid span moment due to dead load = 100.08 x 3.42 x 3.42/8 = 146.32 Mid span moment due to live load = 4.52 x 3.42 x 3.42/8 = 6.61 Total Mid Span Moment = 152.93 kN.m

55. 3.2 Bottom Slab   Fixed end moment due to DL = 115.83 x 3.42 x 3.42/12 = 112.9 Fixed end moment due to LL = 4.41 Total fixed end moment = 117.31 kN.m Mid span moment due to DL = 115.83 x 3.42 x 3.42/8 = 169.35 Mid span moment due to LL = 6.61 Total Mid Span Moment = 175.96 kN.m

56. 3.3 Side Wall   3.3.1 Case 1: Box empty, earth pressure with live load surcharge equivalent to 1.2 m height of earth on both sides fills. 3.3.1 Case 1 : Box empty, surcharge load on side fill  F.E.M at top due to dead load = 45 x 3.42 x 3.42/12 +30.78 x 3.42 x 3.42/30 = 55.86 F.E.M at top due to live load = 10.8 x 3.42 x 3.42/12 = 10.53 Total F.E.M at top = 66.39 kN.m

57. F.E.M at base due to DL = 43.86+30.78 x 3.42 x 3.42/20 = 61.86 kN.m F.E.M at base due to LL = 10.53 Total F.E.M at base = 72.39 kN.m Mid span moment (DL) = 45x3.42x3.42/8+30.78x3.42x3.42/16 = 88.29 Mid span moment (LL) = 10.8 x 3.42 x 3.42/8 = 15.79 Total Mid Span Moment = 104.08 kN.m

58. 3.3.2 Case 2 : Box full, live load surcharge on side fill.   F.E.M at top (DL ) = 43.86+13.68 x 3.42 x 3.42/30 = 49.19 F.E.M at top (LL) = 10.53 Total F.E.M at top = 59.72 kN.m F.E.M at base (DL ) = 43.86+13.68 x 3.42 x 3.42/20 = 51.86 F.E.M at base (LL) = 10.53 Total F.E.M at bottom = 62.39 kN.m Mid span moment (DL) = 65.79+13.68 x 3.42 x 3.42/16 = 75.79 Mid span moment (LL) = 15.79 Total Mid Span Moment = 91.58 kN.m

59. 3.3.3 Case 3 : Box full, no live load surcharge   F.E.M at top due to dead load = 43.86 + 5.33 =49.19 kN.m F.E.M due to live load = Total F.E.M at top = 49.19 F.E.M at base due to dead load = 43.86 + 8 = 51.86 F.E.M at base due to live load = Total F.E.M at base = 51.86 kN.m Mid span moment due to DL = 65.79+13.68x3.42x3.42/16 = 75.79 Mid span moment due to live load = Total Mid Span Moment = 75.79 kN.m

60. 4 DISTRIBUTION FACTORS Junction Members 4EI/L = K d³/L SUM 4EI/L Distribution factors A & B AB/AD, BA/BC K 0.42 3 /3.42 2K0.42 3 /3.42 0.5 0.5 C & D DA/DC, CD/CB K 0.42 3 /3.42 2K 0.42 3 /3.42 0.5 0.5

61. 5 MOMENT DISTRIBUTION   5.1 F.E.M Due to Dead Load   M ab = M ba = 97.54 kN.m M dc = M cd = 112.90 kN.m M ad = M bc = 55.86 kN.m (case 1), 49.19 kN.m (case 2), 49.19 kN.m (case 3) M da = M cb = 61.86 kN.m (case 1), 51.86 kN.m (case 2), 51.86 kN.m (case 3)

62. 5.2 F.E.M Due to Live Load   M ab = M ba = 4.41 kN.m M dc = M cd = 4.41 kN.m M ad = M bc = 10.53 kN.m (case 1), 10.53 kN.m(case 2), (case 3) M da = M cb = 10.53 kN.m (case 1), 0.53 kN.m (case 2), (case 3)

63. 5.3 F.E.M Due to Total Load   M ab = M ba = 101.95 kN.m M dc = M cd = 117.31 kN.m M ad = M bc = 66.39 kN.m (case 1), 59.72 kN.m(case 2), 49.19 kN.m (case 3) M da = M cb = 72.39 kN.m (case 1), 62.39 kN.m (case 2), 51.86 kN.m (case 3)

64. Table 1 Moment Distribution for Total Load on Top & Bottom Slab and Case 1 Load on Walls Joint A B C D Member AB AD BA BC CB CD DC DA DF 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 F.E.M -101.955 66.39 101.955 -66.389 72.389 -117.307 117.307 -72.389 DIST 17.78 17.78 -17.78 -17.78 22.46 22.46 -22.46 -22.46 CO -8.89 -11.23 8.892 11.229 -8.892 -11.229 11.229 8.892 DIST 10.06 10.06 -10.06 -10.06 10.06 10.06 -10.06 -10.06 CO -5.03 -5.03 5.03 5.030 -5.030 -5.03 5.03 5.03 DIST 5.03 5.03 -5.03 -5.30 5.03 5.03 -5.03 -5.03 CO -2.52 -2.52 2.515 2.515 -2.515 -2.515 2.515 2.515 DIST 2.52 2.52 -2.52 -2.52 2.52 2.52 -2.52 -2.52 CO -1.26 -1.26 1.258 1.258 -1.258 -1.258 1.258 1.258 DIST 1.26 1.26 -1.26 -1.26 1.26 1.26 -1.26 -1.26 FINAL -83.00 83.00 83.00 83.00 96.02 -96.02 96.02 -96.02

65. Table 2 Support Moments LOAD DISTRIBUTED MOMENTS AT SUPPORTS REMARKS CASE M AB M DC M AD M DA (M BA ) (M CD ) (M BC ) (M CB ) DEAD LOAD (1) -75.54 88.55 75.54 -88.55 Load on top slab and bottom slab remains same in all cases, only load on side wall varies . no braking force need be considered due to cushion. (2) -71.79 83.97 71.79 -83.97 (3) -71.79 83.97 71.79 -83.97 LIVE LOAD (1) -7.47 7.47 7.47 -7.47 (2) -7.47 7.47 7.47 -7.47 (3) -2.20 2.20 2.20 -2.20 TOTAL LOAD (1) -83.00 96.02 83.00 -96.02 (2) -79.25 91.43 79.25 -91.43 (3) -73.99 86.17 73.99 -86.17 Maximum All cases -83.00 96.02 83.00 -96.02

66. Members Case 1 Case2 Case3 Remarks M AB 152.93-83.0=69.93 152.93-79.25=73.68 152.93-73.99=78.94 When surcharge is not taken the wall bends outwardly. M DC 175.96-96.02=79.94 175.96-91.43=84.53 175.96-86.17=89.79 M AD 104.08-(83+96.02)/2 =14.57 91.58-(79.25+91.43)/2 =6.24 75.79-(73.99+86.17)/2 =-4.29 Table 3 Mid Span Moments

67. 6 DESIGN OF SECTION Table 4 Moment and Reinforcement at Salient Section Member M AB M DC Mid span AB DC AD Moment in kN .m 83.0 96.02 78.94 89.79 14.57 Area of steel in mm² 1271 1579 1209 1477 223

68. 6.1 Top Slab Maximum moment support/mid span = 83.0 kN.m Depth required =274 mm , provided = 362mm ( 420-50-8=362) is ok Ast = 1271mm² CHECK FOR SHEAR Shear force at d eff from face of wall113.80 kN Shear stress = 0.3144 N/mm² Permissible shear stress = 0.2623 N/mm² % of steel =0.351 [Refer IRC : 21:2000 Table 12 B]  

69. Provide shear reinforcement Shear capacity = 0.2623 x 1000 x 362 = 94953N = 94.95 kN Balance Shear = 113.80 – 94.95 = 18.85 kN Take spacing 250 c/c of 8 mm Shear capacity of section = 0.2623 x 362 = 94.95kN Say x is the distance from the face of wall where shear force equals shear capacity of the section. Then, x = 0.543 m, say 600 mm Provide shear reinforcement upto 600 mm from face of near wall on both sides.

70. 6.2 Bottom Slab Maximum Moment support/mid span = 96.02 kN.m Depth required = 294.8 mm Provided = 420–75–8 = 337 mm is o.k. Ast = 1579.4 mm²   Check for Shear Shear force =133.95 kN  shear Stress = 0.3975 N/mm² Permissible shear stress = 0.299 N/m² % steel =0.4685

71. Provide shear reinforcements Shear Capacity = 0.299 x 337 x 1000 = 100763 N =100.76 kN Balance shear force = 133.95 – 100.760 =33.19 kN Asw = 123 mm² Provide 10ф @ 250 mm c/c x is the distance from face of wall where shear force equals shear capacity of the section Then , and x = 0.613 m say 650 mm Provide shear reinforcement upto 650 mm from face of near wall on both sides.

72. 6.3 Side Walls Maximum moments at junctions of slabs and walls are same as slabs. Hence provide same reinforcements as slabs at junctions/supports. Check for Shear Maximum shear near top at deff from top slab is obtained as under : R A =112.92 kN R D =30.51 kN

73. S.F. near top at d eff = 112.96 – 45 x 0.622 – 10.8 x 0.622 – ½ x 5.6 x 0.622 =76.51kN Maximum shear stress =0.2166 N/mm² Less than 0.23 N/mm²hence safe for 0.25% steel.

74. Autocadd Drawings

75. Stadd analysis WHOLE STRUCTURE DISPLACEMENT

76. REACTION BASE PRESSURE

77. FORCES BEAM STRESS

78. GRAPHS 3D VIEW

79. GEOMETRY PROPERTY

80. SHEAR BENDING DEFLECTION

81. CONCRETE DESIGN

82.   At the completion of the project, We conclude that there is difference between theoretical and the practical work. As per the Indian standard code specification, the manual design of structural elements and the plan of RCC BOX CULVERT using AUTOCAD and STADD PRO we have been completed successfully. CONCLUSIONS

83.   1. IRC:5-1998, “Standard Specifications and Code of Practice for Road Bridges”, Section I. 2. IS:1893-1984, “Criteria for Earthquake Resistant Design of Structures”, Fourth Revision. 3. IRC:78-2000, “Standard Specifications and Code of Practice for Road Bridges”, Section VII, Foundation and Substructure. 4. Terzaghi and Karl, “Theoretical Soil Mechanics”, John Wiley and Sons, ING. Tenth Printing, 1962. 5. Gulhati, Shashi K. and Datta, Manoj, “Geotechnical Engineering”, Tata McGraw-Hill Publishing Company Limited, 2005. 6. IRC:21-2000, “Standard Specifications and Code of Practice for Road Bridges”, Section III. 7. MORT&H (Ministry of Road Transport and Highways), “Standard Drawings for Box Cell Culverts”, New Delhi, 2000. 8. Krishna, Jai and Jain, O.P., “Plain and Reinforced Concrete”, Volume II, Nem Chand & Bros., Roorkee (U.P.), 1966. 9. AASHTO (American Association of State Highways and Transportation Officials), “Standard Specifications for Highway Bridges”, 17th Edition, 2002. 10. IRC:6-2000, “Standard Specifications and Code of Practice for Road Bridges”, Section II. 11. Ramamurtham, S., “Design of Reinforced Concrete Structures”, Dhanpat Rai Publishing Company, Tenth Edition, 1985. REFERENCES

84. THANK YOU