SYPHON-DESIGNDESIGN OF ROAD CSY AT CH. 14290 MANPURA SUB BRANCH CANALDischarge below 3.0 CumecsSl. No.DESCRIPTIONU/SD/SUNITDRoad1Design Discharge:-2.8322.832m3/sec2Canal Bed Level:-42.40842.408mR.L. of H.M.37.1113Full Supply Level:-43.40843.408mDepth :-4Total Free Board:-0.60.6mS.M. =4.2505Top Bank Level:-44.00844.008mH.M. =0.0006Natural Surface Level:-42.11142.111m7Structural Head Loss:-0mWidth of Metalled Road3.8m8Free Board (Unlined ):-0.3mWidth of Side Drains0mLINED CANAL SECTIONThickness of Foundation Concrete =0.151Side Slope Outer:-2:122Bed Width:-2.5mFOR FREE BOARD3Full Supply Depth:-1.00mFBL0.34Side Slope Inner:-1.5:1FBU0.35Inner Slope:-1.56Bank Top Width:-1.5m7Bed Gradient:-1:30008Velocity of Canal (VC):-0.708m/sec9Designed Velocity in Pipe:-0.902m/secROAD DETAILS1Catchment Area:-0.5km22Design Discharge for 50 Year return period:-m3/sec3Calculated High Flood Level:-42.111m4Drain Bank Level:-42.411m1Angle of crossing:-90Degree2Existing Road Level:-42.111m3Width of Road:-35m4Earthquake zone:-IVOTHERS1Rugosity Coefficient:-0.0182Gravitational Acceleration:-9.81m/sec23Pipe Slope:-1 : 500Offset of fn. Concrete:-0.15mThickness of fn. Concrete:-0.15mDischarge factor:-1.4Minimum cushion above pipe:-3.837mCover:-0.05mWATER CUSHION1.150.9-0.75HYDRAULIC DESIGN :-Step -1Selection of pipe :-Rows of Pipe=1No.Assume Velocity of Pipe =1.4 * VC=1.4*0.708(Subjected to maximum of 1.5 m/sec)=0.9912m/secDischarge=2.832Area of Pipe Required, A = Q / V=2.832 / 0.9912=2.8571m2A = p / 4 ( D )2D = Sqrt( A * 4 / p)=Sqrt( 2.8571 * 4 / 3.14 )=1.9078mProvide Diameter of Pipe ==2mArea provided = p / 4 ( D )2=3.14 / 4 * ( 2 )^2=3.14m2Velocity in Pipe ==2.832 / 3.14=0.9019m/sec= Canal VelocityLength of Pipe ( L )=Width of road=35L=35mStep - 2Head Loss Through Pipe :-D/4 =0.5HL = ( 1 + f1 + f2 * L / R) * V2 / 2gWhere,R = D / 4=0.5f1=0.505f2 = 0.00316 * ( 1+ 0.0305 / R )=0.00316 * ( 1 + 0.0305 / 0.5 )=0.0034HL = ( 1 + f1 + f2 * L / R) * V2 / 2g =(1+ 0.505 + (0.0034*35 / 0.5)) *(0.9019)^2 / (2*9.81)=0.0723mHL < Structure lossExcess head loss will be adjusted in affluxProvide 2 m Dia. Pipe.Thickness of Pipe for 2 m Dia. ==0.02mOuter Diameter of Pipe=2.04mSTRUCTURAL DESIGN :-Step - 1Diameter of Well :-It shall be maximum of following :-1Minimum=1.2m2Bed width of the Canal=2.5m3Twice the Outer Diameter of Pipe=2 * ( 2.04 )proposed for syphon=4.08m4For Two Rows of Pipe = 2.13 * x/2=2.13 *( 2 * 2.04 + 0.3 ) / 2where, x = 2* Outer Dia + 0.3=4.66well Dia. ==Max( 1.2,2.5,4.08 )=4.032mProvide well Dia. As per guidelines.=4.032mStep - 2Foundation of Well :-It should be Lowest of the following :-1MIN( N.S.L.,U/S C.B.L.,D/S C.B.L ) - 1.5=MIN( 42.111,42.408,42.408 ) - 1.5=40.611m2Road Level - Cushion of Pipe - Dia. of Pipe - 1*Thickness of Pipe - water cushion=42.111 - 3.8372 - 2 - 1*0.02 - 1.15=35.104m3H.F.L. of Drain - 2Rwhere, R = Scour DepthR = 0.473 ( Q / f )1/3f = Silt factor=1R = 0.473 ( Q / f )1/3=0.473 * ( / 1 )^(1/3)=0mH.F.L. of Drain - 2R=42.111 - 2 * ( 0 )=42.111mStep - 3Casing Pipe Invert Level :-2.4Provide Foundation R.L. of Well=Top RL=38.65380.02=37.861mCasing Dia=2.4Fn. RL of retaining wall = Fn. RL of Well=37.861mCasing Thik=0.02Step - 3Pipe Invert Level :-Casing Length=30=1At U/S End = Fn. R.L. + 1.05=37.861 + 1.151At U/S End ==36.2338m=39.011m=2At D/S End = Pipe invert level at U/S end - ( L / 500 )2At D/S End = Pipe invert level at U/S end - ( L / 500 )=39.011 - ( 35 / 500 )=36.2338 - ( 30 / 500 )=38.941m=36.174mStep - 4Height of Well (HW) :-Carrying Pipe Invert Level :-HW = Top of Well - ( Bottom of Fn Level + Th. of fn. Concrete) )where, Top of Well should be maximum of following,F.L.1Top of Well = T.B.L. + 1.2=44.008 +1.21At U/S End =36.2538m35.1038NOT O.K=45.208mCarrying Pipe Top Level :-2Top of Well = max(G.L., Road EL) + 1.2=42.111 + 1.2=43.311m1At U/S End =38.2738m3Top of Well = H.F.L. + 0.6=42.111 + 0.6=42.711mTop of Well = max(45.208,43.311)=45.208mCushion from Road Level ===42.111-38.2738(RASTA LEVEL/GROUIND LEVEL)3.837mHW = Top of Well - ( Bottom of Fn Level + Th. of fn. concrete)=45.208 - ( 37.861 + 0.15 )=7.197mStep - 5Thickness of Well :-For 4.032 m Dia. Of Well & Height of 7.197 mthe Steining of well should be as follows.2.408mm520.5280.3m20.5280.45m20.5280.6m20.5280.75m20.5280.9mThickness of Well=0.4mTOTAL HIGHT7.347Height of Well=20.528Step - 6Ring Beam :-Ring beam of R.C.C. M - 15 should Provided at every 1.2 m c/c.Size of Ring Beam = 0.15 * 0.15 m.No. of Ring Beam=INT((42.408-(37.861+0.3))/1.2)*2=6Step - 7Grills :-In the Wells at C.B.L. Level, a horizontal Grills of 20 mm Dia. Bars in one directionI.e. perpendicular to the direction in of flow with framed and hinged opening shall be provided.Step - 8Sill Concrete :-Provide 150 thick sill Concrete M - 15above 300 thick foundation concrete of M -15.Thickness of wellmm0.3mStep - 9Wing Wall & Key Wall :-Length = ( ( T.B.L. - C.B.L. ) * Side slope + 0.2 ) / Sin 45 + KeyLength = ( ( 44.008 - 42.408 ) * 1.5 + 0.2 ) / Sin 45 + 1.5Length =5.177mTotal Length of Wing Wall =5.177mOut of Total Length of the wing wall initial 1.2 m length at well side have thefoundation level of =37.861mAnd Remaining length should have Foundation levelFL = min( N.S.L., C.B.L. ) - 1.5=MIN ( 42.111,42.408 ) - 1.5=40.611mSplay should be at 45 degre up to lower edges of bank top and key into the bank at rightangle to it.C/S of wing wall is Shown in Stability Analysis.Step - 6Width of Notch :-Bt = Q / 1.704 * (F.S.D.)^1.5WhereBt = Notch Width in mQ = Discharge in cumecsBt = Q / 1.704 * (F.S.D.)^1.5=2.832 / 1.704 *( 1 )^1.5=1.66mSTEP - 6Top of finished Road LevelMin. cushion above pipe including road crust =3.8372m( a ) Finished Road level =invert R.L. + inner dia. of pipe + thickness of pipe + cushion= 39.011 + 2 + 0.02 + 3.837244.868m( b ) Existing road level =42.111mTop of RL of Road Level =44.868mSTEP - 7Length of ApproachLength = 20*( Top R.L. of road - existing road R.L.)= 20*(44.8682 - 42.111)55.144mSTEP - 8Height of Retaining WallH1 = Top R.L. of well - bottom level of foundation - thickness of foundation concrete= 45.208 - 37.861 - 0.157.197mDESIGN OF BOX TYPE SYPHON AQUEDUCTHydraulic DesignBed width of the drain=35mHigh Flood Level Of The Drain=42.111mStep-1Canal WaterwayBed Width of Canal=2.5mSection Area of the canal A=( BD + nD2 ).=((2.5 * 1 ) + ( 1.5 * (1)^2))=4.00m2Velocity, V = Q / A=2.832 / 4=0.708m/sHeight of Barrels=1.5mWidth of barrel=1.5mVelocity through the barrels=1.26m/s