AssumptionsDesign considerations and assumptions made in this design.1. Design method used is Working stress Method for all components.2. Grade of concrete is M20 and for steel it is Fe415. The materialused shall confirm with relevant related codes with latest editions.3. Structural steel shall be mild steel with yield stress 250 N/mm24.Load combination as per IS 1893 - 2002 Imposed load as per IS 875Live load = 0.5 kN/m2 on bridge floor area.Dead load : Self wt of members and weight of checker plate on floor.Wind load : Intensity of wind considered = 39 m/sk1 = 1.00 k2 = 1.06 and k3 = 1.00Design speed = 41.34 m/sDesign wind pressure = 1025 N/m25. ReferencesI.S. 800I.S. 456I.S. 875 - Part IIIDesign of steel Structures - S. Ramamruthm.Kasheef and AssociatesConsulting and Structural EngineerAurangabad.

load calculationsLoad calculations Sheet1. Load due to Wind :Bridge Height = 2.25 mMax. size of member TUBE 89 89 4.5Exposed area of wind = Area of all members per bay of 1.875 m length= ( 2.25 x 3 + 2.93 ) x 0.089 = 0.862 m2For both sides = 2 x 0.862 = 1.724 m2Wind Velocity = 39 m/sProbability or risk factor = k1 = 1.00Terrain height and structure size factor = k2 = 1.06Topography factor = k3 = 1.0Design wind speed = Vd = k1 k2 k3 Vb = 1 x 1 x 1.06 x 39 = 41.34 m/sDesign wind pressure = 0.6 Vd x Vd = 0.6 x 37 x 37 = 1025 N/m2Effective area of pipe = 0.67 x 0.7 x 1.875 = 0.88 m2Total area exposed to wind = 0.88+ 1.724 = 2.604 m2Total wind force = 1.025 x 2.604 = 2.669 kN( On each bay of 2.1 m length)Increase for gusset plates and any other obstruction by 15 %= 1.15 x 2.669 = 3.07 kNLoad per panel point = 3.07 / 4 = 0.77 say 0.80 kN.For end points = 0.4 kNThis is to be applied in both the directions ( + and - )2. Live Loads due to Maintanence etc.Live load intensity considered is 0.5 kN/m2 on bridge floor area.3.0 Dead loads of bridge :Weight of checker plates and other arrangement for walk way = 80 kg/m2= 0.8 kN/m2Weight of 8 mm tk 700 mm dia pipe = 140 kg/m = 1.4 kN/mWeight of water = 3.85 kN/mTotal weight = 5.25 kN/mWeight on each horizontal member = 1.875 x 5.25 = 9.85 kNWeight of supporting arrangament of pipe = 0.5 kNTotal weight = 10.35 kN say 10.5 kN on inner and 5.25 kN on outer member.All these loads are applied on the STAADpro model in which self weight factor isgiven as 1.1 to accommodate weight gusset plates. The results are tabulatedand the CODE CHECK commond is used for IS 800.

Seismic force calculationsSeismic force calculationsTotal seismic weight of Bridge= 203 kN ( Sum of Reactions for DL+LL )Earthquake Zone Considered = Zone IISeismic base Shear Wh = ( Z/2 ) x ( I / R ) ( Sa / g ) WTime period = 0.085 H0.75 = 0.404 s ( Using H = 8.0 m )Seismic coefficient Z = 0.10I = 1.0 R = 4 , Sa/g = 2.5Wh = 6.35 kN ( Seismic force )This load is much less than wind loads ( 0.8 x 4 x16 = 51.20 kN )Hence wind will govern the design.Design of Bolts at Support :Using 20 mm dia Bolts and 12 mm tk Base plateStrength of Bolt in Shear = ( 3.14 / 4 ) x 20 x 20 x 100 = 31.41 kNStrength in Bearing = 20 x 12 x 300 = 72.0 kNSafe load = 31.41 kNNo of Bolts required = 149.075 / 31.41 = 4.75 Say 8.0 NosUse length of bolt = 40 x 20 = 800 mm embeded in concrete.( No tension hence nominal bolt length as 40 x dia )

Pier and Pile DesignDESIGN OF PIER PILE AND PILE CAPDesign of Pier :Loads on itermidiate pier :Load from Bridge Vertical =232.84kN( 4 x 58.21 kN See reactions )Horizontal Fz =10kNHorizontal Fx =252kNWind on Pier:Wind load = 1.025 x 6.0 x 0.6 = 3.69 kN considered 1/3 on topConsidering Ht. Of Pier 6.0 m above River Bed.Pressure due to water current on pier =Water pressure = wh2/3 = 10 x 5 x 5 / 3 = 83.33 kNConsidering dynamic effects = 2 x 83.33 = 166.67 acting at 1.67 m from base.Weight of Pier = 6 x 3.7 x 0.6 x 25 = 333 kNDesign force at base of pierAxial Force = 233 + 333 = 566 Say 570 kNMoment Mz = 252 x 6 = 1512 say 1550 kN-mMoment Mx = 10 x 6 + ( 3.69 / 3 ) X 6 + 166.67 x 1.67 = 345.72 kN-m say = 350 kN-mConcrete Grade M20Permissible stresses6ac =5N/mm26bc =7N/mm2Area of cross section for pier =2.22m2M.I. For pier section Iz =2.13m4Ix =0.063Interaction Ratio :( 6ac/6acp ) + ( 6bcx / 6bcxp ) + ( 6bcz / 6bczp ) < 1.336ac =256.76kN/m20.257N/mm26bcz =1667.67kN/m21.67N/mm26bcx =1346.24kN/m21.35N/mm2Interaction Ratio :( 0.257 / 5 ) + ( 1.67 / 7 ) + ( 1.35 / 7 ) = 0.483 < 1.00 Hence safeDESIGN OF PILE CAP :Pile cap =RectangularC/c of Piles =1800mmProjection Beyond pile face =400mmDepth =750mmEq. Length of Beam=1800mmLoad on each beam=Direct load on beam ( P/4 ) =570 / 4 = 143 kNLoad due to Mz = Mz/ L =1550 / 2.7 = 575 kNMoment due to Mz =M = ( Mx/3)/4 =(350/4 ) / 4 = 22 kN-mLoad on each beam=718kNM =22kN-mMax. Total B.M =183.55kN-mConcrete Grade =M206bc =7N/mm26st =150N/mm2m =13.33j =0.872k =0.384Steel Required for Beam =2005mm2Used steelBar dia =20mmNos=7.00say 8 nosAst =2199mm2SafeLoop R/f 20 % of Ast =401mm2Bar dia =10mmNo of Rings =6NosDESIGN OF PILE :Overall size of PileLoad on pile cap from pier ( P/6 ) =570/5 = 130 kNkNLoad due to Mz =( M/L )/2 =( 1550 / 2.7 ) /2 = 287 kNLoad due to Mx =( M/L )/2 =( 350 / 1.8 ) /2 = 97.50 kNWt of Pile Cap =254kNHeight =4.1mWidth =3.1mLoad on Each pile =565kNDepth =0.8mLength of Pile =5m ( Approx )Eff. Length =5mDia of Pile =500mmSteel used Dia =16mmMin steel 1.25 %No of Bars required =12.2062454say =12NosSlenderness Ratio =10Strength one Pile =1154.09kNCapacity of pile Group :Bearing capacity at end of pile =120kN/m2Shear modulus of soli( c ) =20kN/m2AssumedEq. Plan Area =12.71m2Eq. Perimeter =14.4mLength of pile =5Capacity in Direct Bearing =1525.2kNCapacity in Shear =1440kNTotal Capacity =2965.2kNCapacity of Single pile :Dia =0.5munit wt of soil w =18kN/m3Length =5mAngle of repose =30Deg.friction factor =0.35kp = ( 1 + sin0 / 1- sin0)Capacity in friction =370.91kNkp =3Capacity in end bearing =23.56kNCapacity = kp x ( wl2/2 ) Mu x perimetertotal capacity =394.47kNCapacity of all piles in group =1972.35kN

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