Combined Foundation Design Calculation

CombinedFdnClient : KOCJob No : JI-180Page : ofPassword- "combn"Doc No : JI-180-140-ECV-CAL-006Prepared by : Nehal AkhterSubject: Design of Foundation,PW7aChecked by : RPM/FSCombined Foundation For Pipe Rack PW7a on grid E, F & G :lodGeometrical DataLX =2.40 mLZ =1.00 mh1 =0.45 mh2 =0.45 mb1 =0.45 mb2 =0.45 mA =1.50 mB =0.45 mEcc. about Z, ez =0.00 m(for sign convention refer above fig.)Thickness, d=0.30 mGW table =8.00 m(From FGL)Founding Depth =1.50 mSub.Reaction K =36000KN/m2lo =1.20 mPoisson ratio of Conc. =0.17Clear cover =0.075 mY's Modulus of Conc. =2.60E+07kN/m2Projection=0.300 m3*ls =3.41m> Lx Rigid slab, OKMaterial Data(Refer EQ. 5-1 of "Design of stuctures and Foundation for Vibrating Machines" by Arya, Oniel & Pinkus)Grade of Concrete Fc =30N/mm2Yield Strength of reinforcement Fy=414N/mm2Dia of top reinf. in direction of Lx =16mmSpacing =150 mmDia of bottom reinf. in direction of Lx =16mmSpacing =150 mmDia of Reinforcement in direction of Lz =12mmSpacing =150 mmLoad factor for Dead load =1.2Effective Depth, de =217mmGeotechnical DataSoil Unit Wt18kN/m3Conc. Wt24KN/m2Allowable net bearing pressure = (Ref. Cl.2.2.1 of Civil & Structural Design Philosophy, Doc. No. JI-180-000-ECV-SPE-001, Rev 0 )300KN/m2Surcharge0.00KN/m2F.O.S. against overturning =1.40F.O.S. against Sliding =1.40Friction angle(d) =32 degFriction Coeff, m =0.39Unfactored Load case Nos =36Factored Load case Nos =36Force Data for Stability and Bearing Capacity( For Tension FY will be negative)Node No1Node No2L/C136L/C136FX1 =0.0 KNFX2 =1.7 KNFY1 =0.0 KNFY2 =72.2 KNFZ1 =0.0 KNFZ2 =26.5 KNMX1 =0.0 KN-mMX2 =0.0 KN-mMZ1 =0.0 KN-mMZ2 =0.0 KN-mAssumption :01. Moment anti-clockwise about axis is +veCheck For Stability against overturning:Weight of Footing =17.28KNWeight of overburden =43.09KNWeight of pedestal 1=7.29KNWeight of pedestal 2=7.29KNBuoyant Force =0KNSTABILITY ABOUT ZOverturning Moments:O.T.M. Due to moments and shears only =-3.09KN-mO.T.M due to eccentricity = (Fy2-Fy1)*A/254.13KN-mTotal Over Turning Moment, Mz =51.04KN-mRestoring Moments:Total vertical load Fy =0+72.179+17.28+43.092+7.29+7.29-0=147.13kNTotal Restoring Moments =176.56KN-mStability against overturning about Z =3.46O.K.(Restoring Moments/O.T.M)STABILITY ABOUT XOverturning Moments:O.T.M. Due to moments and shears only, Mx' =47.71KN-mO.T.M due to eccentricity Mx'' =0.00KN-mTotal Over turning moment Mx =47.71Restoring Moments:Total Restoring Moments =73.57KN-mStability against overturning about X , =1.54O.K.(Restoring Moments/O.T.M)Check For Stability against SlidingSliding force in X direction =1.719KNSliding force in Z direction =26.508KNResultant total sliding force =26.56kNResisting force P *m =57.46KNStability against sliding in X direction =2.16O.K.Check For maximum bearing presssure:Total Vertical load,Fy =147.13kNForce along X, Fx =1.72kNForce along Z, Fz =26.51kNMoment about X at the center of slab , Mx =47.71kN-mMoment about Z at the center of slab , Mz =51.04kN-mp1=-111.15KN/m2p3=233.76KN/m2p2 =127.42KN/m2p4 =-4.81KN/m2ex = Mz/Fy =0.35ez = Mx/Fy =0.32011.151.31.451.61.751.92.052.222.432.672.963.333.874.445.336.676*ex/Lx + 6*ez/Lz =2.81> 1,Tension in footing0.0251.151.31.451.61.751.90252.0552.2152.42.622.883.1953.64.144.85.757.2ex/Lx ---->If there is tension in footing, Gross pressure under footing is calculated using Teng's chart:00.0250.050.0750.10.1250.150.1750.20.2250.250.2750.30.3250.350.3750.4011.151.31.451.61.751.92.052.222.432.672.963.333.874.445.336.670.0251.151.31.451.61.751.90252.0552.2152.42.622.883.1953.64.144.85.757.20.051.31.451.61.751.92.0552.212.382.582.813.093.433.874.415.166.177.730.0751.451.61.751.92.052.21752.3852.572.7853.043.3453.714.1754.7755.5756.6658.3650.11.61.751.92.052.22.382.562.762.993.273.63.994.485.145.997.1690.1251.751.90252.0552.21752.382.572.762.993.253.5553.914.3254.885.5856.5157.8059.80.151.92.0552.212.3852.562.762.963.223.513.844.224.665.286.037.048.4510.6ex/Lx =0.145ez/Lz =0.32430.1752.052.2152.382.572.762.993.223.53.814.164.555.085.736.557.669.1711.5From Teng's chart value of k =6.5000.22.222.42.582.7852.993.253.513.814.134.54.975.546.247.128.339.9812.5Modified gross pressure = K*Fy/(Lx*Lz) =398.48kN/m20.2252.432.622.813.043.273.5553.844.164.54.935.486.056.837.829.1310.914Net pressure intensities:0.252.672.883.093.3453.63.914.224.554.975.4866.677.58.57101215p1_net =371.48KN/m2Check!!!0.2752.963.1953.433.713.994.3254.665.085.546.056.677.418.379.5511.113.517.50.33.333.63.874.1754.484.885.285.736.246.837.58.379.3710.812.515.5190.3253.874.144.414.7755.145.5856.036.557.127.828.579.5510.81214.517.5220.354.444.85.165.5755.996.5157.047.668.339.131011.112.514.51719.5250.3755.335.756.176.6657.167.8058.459.179.9810.91213.515.517.519.52433Design Ultimate Load Data( For Tension FY will be negative)0.46.677.27.738.36599.810.611.512.5141517.51922253342Node No1Node No2L/C236L/C236FX1 =0.0 KNFX2 =2.0 KNFY1 =0.0 KNFY2 =92.0 KNex/LRow No.sez/b Col Nosprsr coefft va;lues from tableprsr coefftFZ1 =0.0 KNFZ2 =34.2 KNMX1 =0.0 KN-mMX2 =0.0 KN-mMZ1 =0.0 KN-mMZ2 =0.0 KN-m6713144.485.144.885.5855.0085.4445.432Ultimate Design LoadsColumnVerticalexezFYexFYezFxFzLoad FY (KN)(m)(m)(KN-m)(KN-m)(KN)(KN)10-0.750.000000ex/LRow No.sez/b Col Nosprsr coefft va;lues from tableprsr coefft291.9770.750.00-68.9827502.00434.208S/W of Ped18.75-0.750.006.560.000.000.00S/W of Ped28.750.750.00-6.560.000.000.00Totals109.473-68.9827502.00434.2087814155.5856.5156.037.046.1806.6766.448Ultimate design Foundation LoadsLoad TypeVerticalMXMZFXFZFY (KN)(KN-m)(KN-m)(KN)(KN)Pedestal Vertical109.470-68.98275Pedestal Horizontal61.57-3.612.00434.208Foundation Selfw20.74Backfill51.71Surcharge0Totals181.9261.57-72.592.0034.21p1=-2.52KN/m2p3=154.12KN/m2p2 =305.35KN/m2p4 =-153.75KN/m200.0250.050.0750.10.1250.150.1750.20.2250.250.2750.30.3250.350.3750.4ex =MZtot/PY =0.40m011.151.31.451.61.751.92.052.222.432.672.963.333.874.445.336.67ez =MXtot/PY =0.34m0.0251.151.31.451.61.751.90252.0552.2152.42.622.883.1953.64.144.85.757.26*ex/Lx+6*ez/Lz =3.027> 1,Tension in footing0.051.31.451.61.751.92.0552.212.382.582.813.093.433.874.415.166.177.730.0750.650.7250.80.8750.951.02751.1051.191.2901.5451.71502.2052.583.0853.865If there is tension in footing, Gross pressure under footing is calculated using Teng's chart:ex/L =0.166ez/B =0.3385From Teng's chart value of k =7.540Modified gross pressure = K*Fy/(Lx*Lz) =571.53kN/m2Net pressure intensities:P1 =-39.28kN/m2P2 =536.97kN/m2Load due to overburden soil & foundation (for whole width of fdn)=34.56KN/m2P3 =253.91kN/m2Net pressure intensities under the footing is given by:P4 =-322.34kN/m2p1net =0.00kN/m2p3=253.91kN/m2Pedestal 1Pdestal2p2_net =536.97kN/m2p4 =0.00kN/m2yxShearx1x2yx3x4Span Moment calculation :00.0000.00.2250.675-3361.7252.175MmidM3M1=28.3950.225-7.100.225-126.20.2250.6753451.7252.1750.451.50.23x=0.751.5Mmid =-72.01065341530.45-28.400.45-252.4y=122.02921.623Max Span Mom =-72.270-50.020.45340.76M3=50.0190.2259.950.675238.530ab10.325.490.75204.4550.56250.750-122.029Coeff a=166.8270.4549.890.9136.3032.25001.500-21.623Coeff b=-262.4030.665.401.0568.152Coeff 1=-0.8440.7572.011.20.000a=-197.7200.969.721.35-68.152253.91537.0b=310.996x=0.791.0558.541.5-136.303395.4Mmax =122.291.238.461.65-204.455280.45306.99483.91.27525.081.725-238.530510.40253.911.5-28.401.95-340.758000.45-28.401.95252.402.400.225-7.102.175126.202.4536.9700.002.40.000404.2504.504.750505.2505.505.750606.2506.50.4506.75007SectionDist fromDist fromNet Pr.CG of baseLeft edgeIntensity(m)(m)(KN/m2)left edge-1.20253.913-0.9750.225280.45C/L of col. 1-0.750.5306.99C/L of base01.2395.44C/L of col. 20.752.0483.9010.9752.18510.43Right edge1.22.40536.97Mid span moment =72.27KN-m/mMoment near support =-7.10KN-m/m( Note: Moment causing top tension in slab is +ve and bottom tension -ve)Design moments and shears in shorter directionIn shorter directon the foundation is designed for maximum net ultimate pressure intensity=Maxm Gross pressure - Soil depth*Soil density *load factor =270.8KN/m2ColumnEdge to face(2)-depthShearMomentof columnforce (KN/m)KN-m/mPed #10.28N.A.N.A.10.24Ped #20.28N.A.N.A.10.24Design of Sections as per BS8110Summary of moments per m widthDirectionSupport momentSpan momentShear at( Reinforcement at( Top Reinforcement)CriticalBottom )sectionLong-7.10 KN-m/m72.27 KN-m/m121.80 KN/mShort10.24 KN-m/m-N.A.Check for Punching shear:Ped #1Ped #2Maxm factored ultimate load applied by a column =8.7KN100.7KNThis load is on conservative side because load for punching will be load from column - Soil pressure.(Column factored load +pedestal wt)Effective depth of Foundation slab =0.217mPed #1Ped #2Height =0.450.45mWidth =0.450.45mPerimeter of pedestal Uo=1.81.8Perimeter for Punching shear =3.753.75mArea resisting punch =0.810.81m2Area Ao =0.260.26m2Area AoMax punching shear at column face =0.26N/mm2< 0.8xFc^0.5 or 5N/sq.m O.K.Max punching shear stress at dist. 1.5d from column face =-0.00N/mm2O.K.Allowable shear stress 1.25x Min( vc1, vc2) =0.34N/mm20(Ref Fig.3.15 of BS 8110)Check for one way shear:Maxm Shear stress in long dir at critical section =0.56N/mm2O.K.( at dist d from face of column)Allowable shear stress Table 3.8 & 3.4.5.8 BS8110-PART Ivc1 =1.34N/mm2Maxm Shear stress in Short dir at critical section =0.000N/mm20( at dist d from face of column)Allowable shear stress =vc2 =0.55N/mm2Reinforcement calculationLong DirectionMaximum moment at face of column =7.10 KN-m/m(For Bottom reinforcement)K= M/fcubd2 =0.0050< 0.156z= d[0.5+(0.25-k/0.9)] =215.78mm0.95*d =206.15mmHence z =206.15mmAst = M/0.95fyz =88mm2/mMinmum Reinforcement 0.13% =390mm2/mArea of reinforcement required =390mm2/mSpacing of 16 mm bar =516mmMaxm allowable spacing =330mmRequired spacing =330mmProvided spacing =150mmAst Provided =1340mm2/mMu =98KN-m/mUltimate Stress in steel fs =24.52N/mm2Maxm span moment for Top reinforcement(M) =72.27KN-m/m(Top Reinforcement)K= M/fcubd2 =0.051< 0.156z= d[0.5+(0.25-k/0.9)] =203.91mm0.95*d =206.15mmHence z =203.91mmAst = M/0.95fyz =901mm2/mMinmum Reinforcement 0.13% =390mm2/mArea of reinforcement required =901mm2/mSpacing of 16 mm bar =223mmMaxm allowable spacing =330mmRequired spacing =223mmProvided spacing =150mmAst Provided =1340mm2/mMu =98KN-m/mUltimate Stress in steel fs =261N/mm2Short DirectionMaximum moment at face of column =10.24 KN-m/m(For Bottom reinforcement)K= M/fcubd2 =0.007< 0.156z= d[0.5+(0.25-k/0.9)] =215.24mm0.95*d =206.15mmHence z =206.15mmAst = M/0.95fyz =126.00mm2/mMinmum Reinforcement 0.13% =390.00mm2/mArea of reinforcement required =390.00mm2/mSpacing of 12 mm bar =290mmMaxm allowable spacing =330mmRequired spacing =290mmProvided spacing =150mmAst Provided =754mm2/mMu =57KN-m/mUltimate Stress in steel fs =63N/mm2

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CombinedFdn00000000000

Net Pressure Intesity

PedestalClient : KOCJob No : JI-180Page : ofDoc No : JI-180-140-ECV-CAL-006Prepared by : Nehal AkhterSubject: Design of Foundation,PW7aChecked by : RPM/FSDesign of Pedestal :Size of PedestalWidth of Pedestal =0.45mDepth of Pedestal =0.45mHeight of Pedestal, lo' =1.50mDesign Parameter:d'Grade of Concrete Fc =30N/mm2Yield Strength of reinf. Fy =414N/mm2Pedestal Cross SectionUnit wt of Concrete gc =24kN/m3(reinforcements are indicative only)Young Modulus of steel, Es =205000N/mm2Cover d' =91mm (including stirrups bar dia+1/2 of main bar dia)Bar dia =16mmNos of Bar =8Depth considered in calc, h =0.45mWidth considered in calc, b =0.45mEffective depth d =0.359mUltimate Design forces :Node Number =9Load Combination nos =236Axial load Pu =102.18kN(Fy+1.4*Pedestal wt.)Shear along X direction, Fx =2.004kNe =0.0010733126Shear along Z direction, Fz =34.208kNk1 =0.4040008873Moment about X axis, Mx =51.31kN-m(Mx+Fz*lo')k2 =0.4517995471Moment about Z axis, Mz =3.01kN-m(Mz+Fx*lo')Asn=1237.2169031183Asm=-516Design Calculation :1753Axial & flexural load capacity check :Ast=11931.0556038284Effective length of Pedestal, le =3.3m(2.2*lo')( Ref.Table 3.20, BS 8110 )Ast1 =-1755018.14877044le/width =7.33< 10 short column( Ref. Cl 3.8.1.3 of BS 8110 )fst=3341.7101836045le/depth =7.33< 10 short columnfsc=0Enhanced Moment Mu =54.32kN-m( Ref.Cl.3.8.4.5, BS 8110 )Strain in compression reinf, esc =-0.0015192014Strain in tension reinf, est =0.0163010253Stress in Comp. reinf, fsc =0.00N/mm2Stress in Tension reinf, fst =394.29N/mm2Depth of NA from comp. face, x =63.5mmTotal Area of reinf provided, As =1608mm2Total Area of min. reinf , Asmin =810mm2 ( refer Table 3.25 of BS 8110)For Axial load Pu =65.06kN(0.446*Fc*b*MIN(x,h)+As/2*(fsc-fst))/1000 =PuMoment capacity M' =116.32kN-m > Mu hence OK(0.446*Fc*b*MIN(x,h)*(h/2-x/2)+As/2*(h/2-d')*(fsc+fst))/10^6(Pu-P') =-37.12kNProvide 16 mm dia bar Nos 8 equally distributed on each faceShear capacity check :Shear Stress developed tv =0.212N/mm2< 0.8*(Fc)^2 ok (refer Cl 3.4.5.2 of BS 8110)Area of reinf for shear check =402.0mm2Allowable shear stress ta =0.434N/mm2>tvMinimmum Shear ReinfStirrups bar dia =8mmNumber of legs =4nosArea of shear steel Asv =201mm2Spacing required Sv =439mmSpacing provided Sv' =175mmProvide 4 Leg 8mm dia Stirrups @175mm c/c

ZX1.5d1.5dP1P2Length(m)Moment (kN-m)BM Diagram0000000000000000000000000000000000000000000000000012231.75 for without wind or seismic case1.4 for with wind or seismic caseFY1b1b2XZh1h2LXLZABFX1FZ1MZ1PEDESTAL1PEDESTAL2projectionSUPPORT-2SUPPORT-1FX2Fy2Fz2Mz2MX1MX2+ezLength(m)Shear kNShear Diagram00000000000000000000000000000000000000000000000000fscStrain DiagramescestStress Diagram0.446FcfstxdXZCBCL

SummaryResult Summary:Design Of Foundation SlabPedestal DesignReinf. along Long directionReinf Short directionBeam ShearPunching ShearNode & L/CSlidingOTXOTZNet Bearing Pressure kN/m2Factor L/CMin Ast mm2Req Bot mm2Pro bot mm2Req Top mm2Pro Top mm2Req bot mm2Pro bot mm2allow. Long.Shear N/mm2Shear in Long. N/mm2allow. short.Shear N/mm2Shear in Short N/mm2allowable Shear N/mm2Devlp. Shear N/mm2Min Ast mm2Prov. Ast mm2Design Axial Load (kN)Design Moment (kN-m)Moment Capacity (kN-m)StirrupsAllowable Net Pressure1-2&1013.674.1611.3253.7020158552134036913401487540.980.1560.40.0590.250.03410001608129.4772.93147.124L Dia 8mm @175cc300KN/m21.751-2&1023.473.9317.1451.7720258564134038613401437540.980.1620.40.0570.250.0271000160885.9358.31139.004L Dia 8mm @175cc1.751-2&1038.1410.1011.3234.5720358536134030613401017540.980.1140.40.040.250.04210001608129.4633.87147.124L Dia 8mm @175cc1.751-2&1047.258.8017.1332.642045854513403051340957540.980.1140.40.0380.250.0361000160885.9242.29139.004L Dia 8mm @175cc1.751-2&1054.605.1257.2737.4020558549134031613401187540.980.1350.40.0470.250.02610001608105.8050.65142.744L Dia 8mm @175cc1.751-2&1062.052.2881.1781.39206585103134068113402247540.980.2780.40.0890.250.00310001608116.88109.11144.814L Dia 8mm @175cc1.751-2&10716.9818.9157.3918.272075853113402351340717540.980.0870.40.0280.250.03610001608105.7917.72142.744L Dia 8mm @175cc1.751-2&1082.973.3181.4054.9020858578134055413401777540.980.2120.40.0710.250.01610001608116.8777.59144.804L Dia 8mm @175cc1.751-2&1092.574.043.0199.67209585203134043013401787540.980.170.40.0710.250.06610001608196.55122.09159.084L Dia 8mm @175cc1.41-2&1102.574.053.3195.15210585192134044513401667540.980.1760.40.0660.250.0581000160818.8599.76125.944L Dia 8mm @175cc1.41-2&1113.359.373.0172.54211585173134032613401317540.980.1070.40.0520.250.07810001608196.5483.04159.084L Dia 8mm @175cc1.41-2&1123.359.433.3169.37212585161134033713401197540.980.1130.40.0470.250.0711000160818.8383.75125.934L Dia 8mm @175cc1.41-2&11311.6412.9663.9720.512135853013401871340707540.980.0850.40.0280.250.03410001608101.3423.31141.914L Dia 8mm @175cc1.41-2&1141.651.8370.98114.20214585139134092613402727540.980.3740.40.1090.25-0.01410001608121.34136.45145.634L Dia 8mm @175cc1.41-2&11513.3914.9164.1219.172155852413401901340667540.980.070.40.0260.250.03710001608101.3315.74141.914L Dia 8mm @175cc1.41-2&1162.192.4371.1577.71216585105134073413402257540.980.2830.40.090.250.00410001608121.32104.20145.634L Dia 8mm @175cc1.41-2&1173.133.825.8876.2321758578134049513401777540.980.1950.40.0710.250.04310001608162.7694.26153.144L Dia 8mm @175cc1.41-2&1183.133.837.3069.2221858576134047613401637540.980.1870.40.0650.250.0371000160873.9186.33136.714L Dia 8mm @175cc1.41-2&1194.985.5459.3337.6221958551134035413401237540.980.1420.40.0490.250.0310001608115.1644.87144.494L Dia 8mm @175cc1.41-2&1202.632.9361.9465.6422058585134058113401937540.980.2310.40.0770.250.01510001608121.5184.05145.664L Dia 8mm @175cc1.41-2&1212.313.442.88106.44221585201134043613401837540.980.1720.40.0730.250.05810001608183.04128.63156.734L Dia 8mm @175cc1.41-2&1222.313.453.1497.81222585191134044813401727540.980.1770.40.0690.250.051100016085.33106.65123.224L Dia 8mm @175cc1.41-2&1233.057.002.8878.38223585170134034513401367540.980.1160.40.0540.250.0710001608183.0289.58156.724L Dia 8mm @175cc1.41-2&1243.057.043.1471.04224585160134034713401257540.980.1160.40.050.250.063100016085.3290.64123.224L Dia 8mm @175cc1.41-2&1257.978.8766.3522.302255853313402051340757540.980.0910.40.030.250.0261000160887.8329.85139.364L Dia 8mm @175cc1.41-2&1261.952.1873.3579.75226585102134067313402157540.980.2750.40.0860.25-0.00510001608100.54108.22141.764L Dia 8mm @175cc1.41-2&12723.2825.9266.5112.922275851813401521340487540.980.0540.40.0190.250.0331000160887.829.20139.364L Dia 8mm @175cc1.41-2&1282.853.1773.5351.7622858575134053113401687540.980.2030.40.0670.250.0110001608100.5276.48141.764L Dia 8mm @175cc1.41-2&1293.604.0415.5651.5122958555134037713401387540.980.1590.40.0550.250.02610001608114.1968.09144.314L Dia 8mm @175cc1.41-2&1303.604.0429.0547.4523058561134037913401287540.980.1590.40.0510.250.021000160885.1451.15138.854L Dia 8mm @175cc1.41-2&1318.049.4015.5732.372315853513402871340917540.980.1070.40.0360.250.03610001608114.1829.04144.304L Dia 8mm @175cc1.41-2&1328.039.4029.0228.332325854313403011340817540.980.1120.40.0320.250.0291000160885.1335.14138.854L Dia 8mm @175cc1.41-2&1334.334.8263.4339.0423358550134032313401147540.980.1380.40.0460.250.0221000160898.0550.35141.294L Dia 8mm @175cc1.41-2&1342.102.3471.7681.1023458587134057113402027540.980.2350.40.080.250.00710001608107.5398.63143.074L Dia 8mm @175cc1.41-2&13513.6715.2263.5819.912355852913402261340677540.980.0830.40.0270.250.0331000160898.0318.38141.294L Dia 8mm @175cc1.41-2&1363.093.4471.9353.2523658569134049013401557540.980.1870.40.0620.250.01710001608107.5266.99143.074L Dia 8mm @175cc1.4

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FosL/CFos1011.751021.751031.751041.751051.751061.751071.751081.751091.41101.41111.41121.41131.41141.41151.41161.41171.41181.41191.41201.41211.41221.41231.41241.41251.41261.41271.41281.41291.41301.41311.41321.41331.41341.41351.41361.4

Teng Charteb / bf0.000.010.020.030.040.050.060.070.080.090.100.110.120.130.140.150.160.170.180.190.200.210.220.230.240.250.260.270.280.290.300.310.320.330.340.350.360.370.380.390.40el / lf0.0011.001.051.101.151.201.301.401.451.501.551.601.651.701.751.801.902.002.052.102.152.202.312.422.532.642.752.862.973.083.193.303.643.984.324.665.005.345.686.026.366.700.0121.051.101.151.231.301.381.451.501.551.601.651.701.751.831.901.982.052.102.152.232.302.412.522.632.742.852.963.073.183.293.403.754.104.454.805.155.505.856.206.556.900.0231.101.151.201.301.401.451.501.551.601.651.701.751.801.902.002.052.102.152.202.302.402.512.622.732.842.953.063.173.283.393.503.864.224.584.945.305.666.026.386.747.100.0341.151.231.301.381.451.501.551.601.651.701.751.831.901.982.052.102.152.202.252.352.452.572.692.812.933.053.173.293.413.533.654.024.384.755.115.485.846.216.576.947.300.0451.201.301.401.451.501.551.601.651.701.751.801.902.002.052.102.152.202.252.302.402.502.632.762.893.023.153.283.413.543.673.804.174.544.915.285.656.026.396.767.137.500.0561.301.381.451.501.551.601.651.701.751.831.901.982.052.102.152.202.252.332.402.502.602.732.862.993.123.253.383.513.643.773.904.294.675.065.445.836.216.606.987.377.750.0671.401.451.501.551.601.651.701.751.801.902.002.052.102.152.202.252.302.402.502.602.702.832.963.093.223.353.483.613.743.874.004.404.805.205.606.006.406.807.207.608.000.0781.451.501.551.601.651.701.751.831.901.982.052.102.152.202.252.332.402.482.552.652.752.893.023.163.293.433.563.703.833.974.104.524.935.355.766.186.597.017.427.848.250.0891.501.551.601.651.701.751.801.902.002.052.102.152.202.252.302.402.502.552.602.702.802.943.083.223.363.503.643.783.924.064.204.635.065.495.926.356.787.217.648.078.500.09101.551.601.651.701.751.831.901.982.052.102.152.202.252.332.402.482.552.632.702.802.903.053.193.343.483.633.773.924.064.214.354.795.235.676.116.556.997.437.878.318.750.10111.601.651.701.751.801.902.002.052.102.152.202.252.302.402.502.552.602.702.802.903.003.153.303.453.603.753.904.054.204.354.504.955.405.856.306.757.207.658.108.559.000.11121.651.701.751.831.901.982.052.102.152.202.252.332.402.482.552.632.702.802.903.003.103.263.413.573.723.884.034.194.344.504.655.125.586.056.516.987.447.918.378.849.300.12131.701.751.801.902.002.052.102.152.202.252.302.402.502.552.602.702.802.903.003.103.203.363.523.683.844.004.164.324.484.644.805.285.766.246.727.207.688.168.649.129.600.13141.751.831.901.982.052.102.152.202.252.332.402.482.552.632.702.802.903.003.103.203.303.473.633.803.964.134.294.464.624.794.955.455.946.446.937.437.928.428.919.419.900.14151.801.902.002.052.102.152.202.252.302.402.502.552.602.702.802.903.003.103.203.303.403.573.743.914.084.254.424.594.764.935.105.616.126.637.147.658.168.679.189.6910.200.15161.901.982.052.102.152.202.252.332.402.482.552.632.702.802.903.003.103.203.303.403.503.683.854.034.204.384.554.734.905.085.255.786.316.847.377.908.438.969.4910.0210.550.16172.002.052.102.152.202.252.302.402.502.552.602.702.802.903.003.103.203.303.403.503.603.783.964.144.324.504.684.865.045.225.405.956.507.057.608.158.709.259.8010.3510.900.17182.052.102.152.202.252.332.402.482.552.632.702.802.903.003.103.203.303.403.503.633.753.944.124.314.494.684.865.055.235.425.606.176.737.307.868.438.999.5610.1210.6911.250.18192.102.152.202.252.302.402.502.552.602.702.802.903.003.103.203.303.403.503.603.753.904.094.284.474.664.855.045.235.425.615.806.386.967.548.128.709.289.8610.4411.0211.600.19202.152.232.302.352.402.502.602.652.702.802.903.003.103.203.303.403.503.633.753.884.004.204.404.604.805.005.205.405.605.806.006.617.217.828.429.039.6310.2410.8411.4512.050.20212.202.302.402.452.502.602.702.752.802.903.003.103.203.303.403.503.603.753.904.004.104.314.524.734.945.155.365.575.785.996.206.837.468.098.729.359.9810.6111.2411.8712.500.21222.262.372.472.522.572.672.772.822.872.983.083.193.293.393.493.603.703.864.014.114.214.434.644.865.075.295.515.725.946.156.377.027.678.318.969.6110.2610.9111.5512.2012.850.22232.322.432.542.592.642.742.842.892.943.053.163.273.383.483.583.693.803.964.124.224.324.544.764.995.215.435.655.876.106.326.547.217.878.549.209.8710.5411.2011.8712.5313.200.23242.382.502.612.662.712.812.912.963.013.133.243.363.473.573.673.793.904.074.234.334.434.664.895.115.345.575.806.036.256.486.717.398.088.769.4510.1310.8111.5012.1812.8713.550.24252.442.562.682.732.782.882.983.033.083.203.323.443.563.663.763.884.004.174.344.444.544.775.015.245.485.715.946.186.416.656.887.588.288.999.6910.3911.0911.7912.5013.2013.900.25262.502.632.752.802.852.953.053.103.153.283.403.533.653.753.853.984.104.284.454.554.654.895.135.375.615.856.096.336.576.817.057.778.499.219.9310.6511.3712.0912.8113.5314.250.26272.562.692.822.872.923.023.123.173.223.353.483.613.743.843.944.074.204.384.564.664.765.015.255.505.745.996.246.486.736.977.227.968.709.4310.1710.9111.6512.3913.1213.8614.600.27282.622.762.892.942.993.093.193.243.293.433.563.703.833.934.034.174.304.494.674.774.875.125.375.635.886.136.386.636.897.147.398.158.909.6610.4111.1711.9312.6813.4414.1914.950.28292.682.822.963.013.063.163.263.313.363.503.643.783.924.024.124.264.404.594.784.884.985.245.505.756.016.276.536.797.047.307.568.339.119.8810.6611.4312.2012.9813.7514.5315.300.29302.7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MBD000C2D81.unknown

MBD000897F8.unknown