Design Pad & ChimneyDate:April 21, 2009By:MAKDESIGN OF PAD & CHIMNEY FOUNDATIONTower Type "A10"(Towers Include: # PI - 21)1. INTRODUCTION:* The purpose of the foundation is to transfer the loads from the structure to the ground without causing the ground to fail in shear or to allow excessive settlement of the structure to occur. These requirements are met by ensuring the bearing pressure below the foundation does not exceed permissible bearing pressure.* The purpose of this calculation is to design Pad & Chimney foundation for "A10" type lattice steel tower structure.* The foundation is subjected to upward, downward and horizontal forces.* Foundation loads will be obtained from the tower reactions multiplied by over load capacity factors. These factored loads will be used in the sizing of the foundation. However, to design steel reinforcements reactions without the OCFs will be used.2. TOWER GEOMETRY:h =26100mmTower Body Hieghta =5000mmTower Dimension at the Topb =15962mmTower Dimension at the Bottom10.330degLeg Slope angel with Respect to Vertical1000mm11.860deg1021.812mmTower First Leg Slope1016.476mmTower Second Leg Slope3. LOADING IN THE VERTICAL AND HORIZONTAL DIRECTION:* The maximum vertical and horizontal reactions have been given in the PTS (clause: 4.09 A) for this kind of tower as follow:Pc0Pu0Ph-x0Ph-y01600.001192.00242.00212.00Note :Above Loads excludes over load capacity factors.Pc0= Compression ForcePu0= Uplift ForcePh-x0= Resultant Shear Force in X-DirectionPh-y0= Resultant Shear Force in Y-Direction4. FACTORED LOADS:In CompressionSFc=1.5In UpliftSFu=1.5As per SES-P-122.06In ShearSFs=1.5Pc=Pc0 SFc =2400.00KNCompression ForcePu=Pu0 SFu =1788.00KNUplift ForcePh-x =Ph-x0 SFs =363.00KNResultant Shear Force in X-DirectionPh-y =Ph-y0 SFs =318.00KNResultant Shear Force in Y-Direction321.73KN482.59KNHorizontal ReactionMoment Reaction5. PROPOSED SIZE OF FOUNDATION:Assumed Footing WidthB=4mAssumed Footing LengthL=4mThickness of PadFd=600mmAssumed Footing Depthh=3.5mExposed Height, including theEh=500mm300 mm structure padAssumed Pedestal Sizea=600mmCncrete Covercov=85mmThickness to be Ignored inT=600mmAs per PTS (05WO307 clause 4.09 item 3)Calculating Uplift Resistance6. MATERIAL PROPERTIES:6.1 CONCRETE:=24KN/mConcrete Unit Weight=28MPaConcrete Compressive StrengthPTS (clause: 4.09 A-1)=420MPaSteel Yield StrengthPTS (clause: 5.02)E=200000MpaSteel Elastic Modulus6.2 SOIL PROPERTIES:Soil Type:"S1"=25degAngle of Internal Friction=17KN/mUnit Weight of SoilC=0KN/mSoil Cohesionf=35degFrustum Angel7. CALCULATIONS:7.1 DETERMINE ALLOWABLE SOIL CAPACITY:Df=h+Fd=4.10mTotal Depth of FoundationKpy=17KN/mUnit Weight of Soil1014.71115.48Kpy =35Referance: Foundation Analysis and Design1216.26Kpy1317.04by: Joseph E. Bowles1518.61417.8220251518.66.425351619.881.28=2.71030521721.1635821822.44401411923.72=12.720450202521271022292=25.135233124332535=9.7022638.4172741.83.42845.2=1176.449KN/m2948.63052315830=294.1121696779KN/mSF = 4 Safty FactorAllowable Bearing Capacity3264633707.2 CHECK FOUNDATION DISPLACEMENT:3476358259=30SPT N value3693.811.837105.6=50mmTolerable Settlement38117.439129.2B=4mFooting Width4014141004200=1216.034KN/m=Min (,q )=294.112KN/m4304407.3 DETERMINE PEDESTAL SIZE:7.3.1 BASED ON CONCRETE BEARING :Ap=Pc / (0.35*fc)=0.245mGross Pedestal Areaa=494.872mm 40 mm, 1.5 Asd , 40 mm )Smin=40mmMinimum Bar SpacingS==22.6252400.000KNIf ( Pc1