DesignDESIGN OF WELL FOUNDATION1.0HYDRAULIC PARTICULARSDesign discharge through the bridge=2800CumecsEffective linear water wayLWW=125.00mMaximum mean velocity of flow at HFLV=3.30m/secHigh Flood LevelHFL=516.95mAfflux assumedh=0.15mScour Depths with Silt Factor of 1.25 for Medium SandMean depth of scourdsm=5.647mMaximum depth of scour at PierD=11.29mMaximum depth of scour at AbutmentsD=7.17mFounding Levels of WellsPiersP1=497.755mP2=492.416mP3=496.114mAbutmentsA1=505.063mA2=505.063mSafe Bearing Capacity for Foundations on Sand=75t/m2

2.0TECHNICAL DATANumber of Spans. PSC Girder=3NosSpan c/c of Piers=34.8mSkew of the Bridge (Right Crossing)=NilHeighest Flood LevelHFL=516.950mBottom of DeckBOD=518.784mRoad Formation LevelRFL=520.849mHeight of Deck + Gradient + W.C=2.065mHeight of Pedastal for resting Bearings=0.150mThickness of Elastomeric Bearings=0.078mMinimum Thickness of Cross Beam=-mTop of Bed Block=518.556mBearing Level=518.706mLow Water LevelLWL=509.916mTop of Well cap (150 mm above LWL)=510.066mOuter Diameter of Pier=3.10mInner Diameter of Pier=1.50mThickness of Pier=0.80mDepth of Caping Beam=2000mmThickness of Well cap=2.25mBottom of Well cap=507.816mScour Levels with dsm=5.647mFor Pier 2 dsm=505.656mFor Abutment 1.27 dsm=509.77831mClause 222.4 of IRC:6-2000. For Seismic90% For Pier 1.8 dsm=506.7854m90% For Abutment 1.143 dsm=510.495479mBottom of Foundations as per Scour calculations (Well Foundations)Piers - P2=501.891mProvided considering existing soils=492.416mAbutments - A2=505.063mLinear waterway provided (Right crossing) =125.000mMax. mean Velocity of water flow at HFL=3.30m/secAllowable Tilts & Shift of wellTilt=1 in 80Shift=0.15mDiameter of Wells - Pier=7.00m - Abutment=CaissonThickness of steining=0.900mSlant height of well curb=1.665mStraight Returns FlywingsMaximum Foundation Pressure=56.880t/m2Maximum Steining Stress=129.27t/m2Design of Caping BeamM.R=2079.66t-mM=1192.12t-m

3.0SUPER STRUCTURE AND LOADINGS & TYPE OF SUBSTRUCTURESpan length c/c of piers=34.8mTotal width of decking=12mWidth of roadway in between Crash Barriers=11mWidth of Footpaths=NAWidth of Crash Barriers=0.50mType of Superstructure=PSC GirderCamber considered in slab in one direction=2.5%Thickness of Uniform Wearing coat in M30=0.078mType of Substructure=RCC Hollow Circular PiersType of Foundation for Piers=RCC Circular Well &RCC CaissonType of Well caps=RCC Circular4.0DESIGN LOADINGSUnit Weight of Dead Loads as per IRC:6-2000Unit Weight of PSC=2.50t/m3Unit Weight of RCC=2.40t/m3Unit Weight of PCC=2.30t/m3Weight of Crash Barriers=0.80t/mWeight of Wearing Coat=0.18t/m2Type of Live Loads=One lane of Class - 70 R +One lane of Class ASeismic Effect:- Zone=IISeismic Coefficient=0.021Parts of the structure embedded in soil shall not be considered to produce any Seimic forces.Wind force=As per IRC:6-2000Type of Bearings=Elastomeric BearingsExpansion Joints=30 mm Strip sealDrainage Spouts=As per IRC Standards5.0DESIGN OF SUBSTRUCTURESpan-1, c/c of Piers=34.80mSpan-2, c/c of Piers=34.80mThickness of Expansion Joints=30mmTotal length of Girder -1=34.05mTotal length of Girder -2=34.05mc/c of bearings with end distance of 40 mm

Caping BeamDESIGN OF PIER CAPING BEAM1.0DEAD WEIGHTWeight of rectangular portion=1100mm=12.00m=3.10m=98.21tBeam=0.00tWeight of Tapered portionArea @ top=37.20sqmArea @ bottom=15.81sqmAverage area=26.51sqmWeight of Taper portion