MS Excel(c) based programs for Geophysical and Geotechnical Purposes

AnasayfaLast Updated:26/9/2009

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Giri

SoilStructureEarthquakeAfter you read explanations, Run the programs !To run the programs, please click letters in the the Cell !AklamalarY.Do.Dr. Ferhat zep

Giri2000002015101020000020151010

Jeofizik Zemin Kesiti

SgveDerinSHALLOW FOUNDATIONSDEEP FOUNDATIONS

To return the begining, please click the "B" letter!!Dr. Ferhat zepTo return "main options" , click the letters !SHALLOW FOUNDATIONSDEEP FOUNDATIONS

DerinTemelBearing Capacity for Pile FoundationsBearing Capacity for Pile FoundationsFor Coarse Grained SoilsFor Fine Grained SoilsPile DataPile DataDPile Radius0.65mDPile Radius0.65mLPile Length20.00mLPile Length20.00mSoil DataSoil DatafAngle of Shearing Resistance ( f )0cuCohesion5ton/m2cuCohesion5.00ton/m20.0NcCoefficient9Soil ( g )Unit Weigth1.85ton/m3aAdhesion Coeficient0.9NqCoefficient1.0fsiFriction resistance4.54.50ton/m2NcCoefficient9.0NgCoefficient0.0ApArea of pile point0.33m2AsSurface area of pile shaft40.82m2ApArea of pile point0.33m2AsSurface area of pile shaft40.82m2QpPile Tip / base resistance14.92tonaAdhesion Coeficient0.9QsPile Skin Friction Resistance183.69tonfsiSkin Friction Resistance4.54.50ton/m2QultUltimate Pile Load198.61tonQpPile Tip / Base Resistance14.92tonFSSafety Factor2.5QsPile Skin Friction Resistance183.69tonQallowAllowable Pile Capacity79.45tonQultUltimate Pile Load198.61tonQBBuilding of Structural Load per Pile75tonFSSafety Factor2.5SafetyQallowAllowable Pile Capacity79.45tonQBBuilding of Structural Load per Pile75tonSafetyParameter EstimationcuCohesion5.00ton/m2aAdhesion Coeficient0.900.90SPTBlow Count30fsiSkin Friction resistance4.91ton/m2fsiSkin Friction resistance2.45ton/m2Figure. For Piled foundations, Angle of Shearing Resistance (f) and Nq relationships.Figure. Undrained shear strength (cu) and adhesion cofficient ( a) relationships (Tomlinson, 1980)

Dk Yerdeitirmeli KazklarYksek Yerdeitirmeli KazklarIf Angle of Shearing Resitance (f) is equal to 0, then Nq is equal to 1If internal firction angel (f) is equal 0, then Nq is equal 1To return "main options" , click the cell !Load carried by pile pointLoad carried by pile shaftLoad carried by pile pointLoad carried by pile shaftBearing Capacity for Pile FoundationsBearing Capacity for Pile Foundations

Sismik Krlma DeerlendirmeSEISMIC REFRACTION STUDIESDistance (m)P normal (travel time), msnS Revers (travel time), msnP Revers (travel time), msn2 Layer State0026.511836413.6109.53461910132820.592.53010228428122475.52614266724162858.52218305020.5203241.519223428.513.6243613.56.5000Profile1. Layer2. Layert1 (msn)VP normal (m/sn)282100012.7VP revers (m/sn)282100012.7VS (m/sn)133235162821000Shot Offset21010Geophone Space (m)21.871.87Number of Geophone12TICKNESS (VP normal)h11.87m1.87TICKNESS (VP revers)h'11.87mLast h1010Last h'h4h4'h3h3'h2h2'h11.91.9h1'S Revers (travel time), msnP Revers (travel time), msnS Revers (travel time), msnP revers (travel time), msn003 Layer State26.59145415874462483438287942103275411236714014406736164158.53218425028204341.524224428.515244513.56.5000Profile1. Layer2. Layer3. layert2 (msn)t3 (msn)VP normal (m/sn)23550020001233VP revers (m/sn)23550020001233VS (m/sn)150275500Average Vp (m/sn)2355002000Shot Offset2Geophone Space (m)2Number of Geophone12TICKNESS (VP normal)h11.6mh21.2mTICKNESS (VP revers)h'11.6mh'21.2mh1 ort.1.6mh2 ort.1.2m

Sismik Krlma Deerlendirme

&CYOL-ZAMAN GRAF&CEk-6Uzaklk (m)VS2=235 m/sVP2=1000 m/sVS1=133 m/sVP'2=1000 m/sVP'1=282 m/sZaman (ms)VP1=282 m/sTime (ms)Distance (m)P revers AtP normal AtS revers Atell

Elektrik (zdiren) Veriler

Jeofizik Zemin Kesiti

Sondaj ve SPT VerisiPresentation and Evaluation of Electrical (Resitivity) DataPoint 1Point 2h11010AB/2Apparent ResistivityEvaluation Resultsh21010325.2LayersTicknesTrue Resistivityh31515420h11025h42020516h2108h500Three layer resistivity example. Depth and distance are712h3157h600in meters, resistivity is in ohm-meters. Apparent109.9h420100h700resistivity is for the Schlumberger electrode arrangement.158.5h5h800206.8h6h92020Layer resistivities and thickness, from top to bottom:256.1h7306.6h8355.95h9206406.28506.7seed:2.556757includes phase shift for O'Neill's coefficients606.45Xinc:-0.16666666to get 6 samples per integer power of ten706.7806.43nLLd2>230?tanh(Ld2)T2Ld1>230?tanh(Ld1)T1bO'Neillconvolvex = 1/L906.381245.52196230.000001.000008.00000230.000001.0000025.0000001005.32167.27217230.000001.000008.00000230.000001.0000025.0000001205.53113.96120230.000001.000008.00000230.000001.0000025.000000477.64086230.000001.000008.00000194.102161.0000025.000000552.89611230.000001.000008.00000132.240261.0000025.000000636.03770230.000001.000008.0000090.094241.0000025.000000724.55220220.969781.000008.0000061.380501.0000025.000000816.72722150.544961.000008.0000041.818051.0000025.000000911.39612102.565091.000008.0000028.490301.0000025.000000107.7640969.876781.000008.0000019.410221.0000025.000000115.2896147.606501.000008.0000013.224031.0000025.000000123.6037732.433931.000008.000009.009431.0000025.000000132.4552222.096981.000008.000006.138050.9999924.999880141.6727215.054501.000008.000004.181800.9995324.993994151.1396110.256511.000008.000002.849030.9933224.91379814-0.00031824.8181531.00000098160.776416.987681.000008.000001.941020.9596124.474747130.00207224.4610151.467799170.528964.760650.999857.999831.322400.8673823.23525712-0.00497823.5117692.154434180.360383.243390.996967.996520.900940.7167621.082101110.0112521.3757543.162277102190.245522.209700.976207.972520.613810.5468018.42897210-0.0252117.7132474.641587200.167271.505450.906137.888220.418180.3954015.80172690.0581213.4139356.812919210.113961.025650.772167.711430.284900.2774413.4926858-0.143610.1497899.99999783220.077640.698770.603597.454230.194100.1917011.58458570.3938.40895314.677988230.052900.476070.443097.163990.132240.1314710.0714176-1.13247.46846521.544339240.036040.324340.313436.888200.090090.089858.91380852.70446.82596631.62276534250.024550.220970.217446.654340.061380.061308.0554824-3.45076.41338046.415871260.016730.150550.149426.470260.041820.041797.43468730.42486.19463768.12918030270.011400.102570.102216.332260.028490.028486.99386421.18176.09156799.99995951280.007760.069880.069766.232030.019410.019416.68488410.61946.044524146.779864290.005290.047610.047576.160760.013220.013226.47025900.23746.022995215.44337389300.003600.032430.032426.110790.009010.009016.322093-10.086886.012963316.227620140TREE LAYERS RESISTIVITY MODELLING310.002460.022100.022096.076070.006140.006146.220237-20.02356.007991464.158662175320.001670.015050.015056.052100.004180.004186.150417-30.012846.005229681.291734Model Parameters330.001140.010260.010266.035620.002850.002856.102651-4-0.0011986.003545999.999493340.000780.006990.006996.024330.001940.001946.070015-50.003042Resistivity (ohm-m)Ticknes of Layers (m)350.000530.004760.004766.016600.001320.001326.047738Rho125d12.5360.000360.003240.003246.011320.000900.000906.032541Rho28d29370.000250.002210.002216.007720.000610.000616.022178Rho36d3infinite380.000170.001510.001516.005260.000420.000426.015113

DeptSurfaceSeismic Line SerimGeophysical Soil SectionSEISMIC TIME- DISTANCE GRAPH (2 LAYER MODEL)&CYOL-ZAMAN GRAF&CEk-6Uzaklk (m)VS2=235 m/sVP2=1000 m/sVS1=133 m/sVP'2=1000 m/sVP'1=282 m/sZaman (ms)VP1=282 m/sZaman (ms)Uzaklk (m)P reversP normalS reversSEISMIC TIME- DISTANCE GRAPH (3 LAYER MODEL)To return the " main options", click cell!obtain from graph !Dr. Ferhat zepobtain from graph !

Sondaj ve SPT Verisi

Electrod Space (AB/2)Resistivity (ohm.m)

Jeofizik_Geoteknik Parametreler

Jeofizik Zemin Kesiti

Vs-SPT(N) likileriIstanbul UniversityBOREHOLEBOREHOLE METHODBORING NO:1Table 1.LOGSPT (N)Angle of Shearing Resistance (f)ANDPeck (1974)Meyerhof (1956)Department of GeophysicsSPT< 441>45DATE: 3-4 MAY 200473 mm65.0mm88.9mm80.9mm114.3mm104.7mmSPT TESTENGINEER:Ferhat zepFORMATION PROPERTIESBlow countGWL (m)1DEPT (m)CAROTE %RQD %SAMPLE TYPE and NO(Definition, Color, Density, Texture, Ground waater situation etc.)SOIL PROFILE0-15 cm15-30cm30-45cmSPT(N) 301020304050FIELD RECORDSTable for Depth and SPT (N) Graph701mDerinlik (m)SPT (N)ADSPT (Field)g (gr/cm3)CNCBCSCRSPT(corrected)N55N1(60)N (X)SPT18771414-1.5141.8151.81,71.01.00.800.00.00.00.0rt gerilemsiefektf rt gerilems,suieren tabaka kaslnlCN katsatystabak aklnl2m15-3153.3151.81.671.01.00.8020.116.415.112.931.823.90.800.802.04401.839-4.5394.8151.81.451.01.00.8017.414.213.111.2058.335.72.302.301.67351.53mSPT25871511-6116.3151.81.301.01.00.8015.612.811.710.084.847.53.803.801.45131.523-7.5237.8151.81.191.01.00.8014.211.710.79.2111.259.35.305.301.29911.54m40-9409.3151.81.101.01.00.8013.210.89.98.5137.771.06.806.801.18661.5SPT31021183922-10.52210.8151.81.051.01.00.8012.610.39.58.1164.282.88.308.301.09901.55m31-123112.3151.80.971.01.00.8011.69.58.77.5186.390.29.809.801.05321.519-13.51913.8151.80.921.01.00.8011.09.08.37.1217.2106.311.3011.300.96971.56mSPT43471121-152115.3151.80.891.01.00.8010.78.88.06.9243.7118.112.8012.800.92011.545-16.54516.8151.80.841.01.00.8010.18.27.66.5265.8125.514.3014.300.89281.57m47-184718.3151.80.811.01.00.809.77.97.36.2296.7141.715.8015.800.84021.5SPT5812112319.8151.80.781.01.00.809.37.67.06.0323.1153.417.3017.300.80731.58m21.3151.80.751.01.00.809.07.46.85.8349.6165.218.8018.800.77801.5376.1177.020.3020.300.75171.59mSPT68202040Table 2SPT (N)qu, kg/cm210m20.25SPT7610122240.5SPT(corr.)11m8115.615214.2Estimation of Aveage SPT Value12mSPT81515163130413.2Data Number =313mSPT (Average) =14.3SPT966131914mEstimation of Boring Depth for Site Investigation15mSPT10591221Store Number3mBoring Depth (Db)6.5m16mBoring Depth (Db)12.9mSPT111922234517m18mSPT1317173047CN for SPT(N), effective overburden presure correction factorCSsampling = 1CBBore radius correction. If bore radius is betwen 65 and 115 mm, then CB is 1If it has 150 mm radius, then CB is 1,05, and if it has 200 mm radius, then CB is 1,15.

DeptSurfaceElectric ArrayGeophysicalSoil SectionGWLModel CurveField DataElectrod SpaceApprent ResistivityTo return the "main option", click cell!Dr. Ferhat zepSteven D. Sheriff ApproachDr. Ferhat zep

Vs-SPT(N) likileri

ZeminLabESTIMATION OF GEOTECHNICAL PARAMETERS FROM GEOPHYSICAL DATA ( For 2 Layers)Measured Geophysical ParametersSYMBOLUNITE1.LAYER2.LAYERP WAVE VELOCITYVpm/s2821000S WAVE VELOCITYVsm/s133235DEPTH OF LAYERhm1.87?stp1spt2RESISTIVITY VALUESrohm-m522531Derived Geotechnical ParametersSYMBOLUNITE1.LAYER2.LAYERFor 30m, Avarage S (SHEAR) WAVE VELOCITYVs (30)m/sn224DENSITY (Gardner at al., 1974)ggr/cm31.271.74MAX SHEAR MODULUS (Kramer, 1996)Gmaxkg/cm2224.4961.2YOUNG MODULUS (Bowles, 1988)Ekg/cm2608.92827.5POISSON RATIO (Bowles, 1988)n-0.360.47BULK MODULUS (Bowles, 1988)Kkg/cm2709.516124.2SOIL FUNDAMENTAL PERIOD (Kanai, 1983)Tosn0.9qa (Uchiyama et al. 1984)qukg/cm20.983.55SOIL AMPLIFICATION (Midorikawa (1987)ZBRelative2.6SPT (N) VALUE (Imai and Yoshimura, 1977)SPT(30)Blow Count531WATER CONTENT (Ozcep et al, 2009)w%45344534ESTIMATION OF GEOTECHNICAL PARAMETERS FROM GEOPHYSICAL DATA ( For 3 Layers)Measured Geophysical ParametersSYMBOLUNITE1.LAYER2.LAYER3.LAYERP WAVE VELOCITYVpm/s2355001500S WAVE VELOCITYVsm/s150275500DEPTH OF LAYERhm1.61.2?RESISTIVITY VALUESrohm-m---stp1spt2spt3849301Derived Geotechnical ParametersSYMBOLUNITE1.LAYER2.LAYER3.LAYERFor 30m, Avarage S (SHEAR) WAVE VELOCITYVs (30)m/sn433DENSITY (Gardner at al., 1974)ggr/cm31.211.461.93MAX SHEAR MODULUS (Kramer, 1996)Gmaxkg/cm2272.71106.94815.7YOUNG MODULUS (Bowles, 1988)Ekg/cm2630.52840.613845.1POISSON RATIO (Bowles, 1988)n-0.160.280.44BULK MODULUS (Bowles, 1988)Kkg/cm2305.72183.336920.3SOIL FUNDAMENTAL PERIOD (Kanai, 1983)Tosn0.4qa (Uchiyama et al. 1984)qukg/cm21.295.0719.54SOIL AMPLIFICATION (Midorikawa (1987)ZBRelative1.8SPT (N) VALUE (Imai and Yoshimura, 1977)SPT(30)Blow Count849REFWATER CONTENT (Ozcep et al., 2009)w%---000

SPT (N) & Depth GraphTo return "main options", click cell !To draw SPT (N) & Depth graph, erase the blow table "No Data or UD" !Dr. Ferhat zepEnergy LevelDr. Ferhat zep(Sowers ve Sowers, 1970)To return "main options" , click the cell !Dr. Ferhat zepIf you dont have a value, please sign " - " ( dash) !If you dont have a value, please sign " - " ( dash) !55318491.88REFESTIMATION OF GEOTECHNICAL PARAMETERS FROM GEOPHYSICAL DATA ( For 2 Layers)2.6

Zemin Emniyet GerilmesiSPT (N) - Vs Velocity RelationshipsVs Veleocity - SPT (N) RelationshipsImai and Yoshimura (1977)Ohba andToriumi (1970)Ohta and Goto (1978)yisan (1994)Okamoto at al. (1989)Imai (1978)Lee (1990)Sykora and Stokoe (1983)Kiku at al. (2001)Athanasopoulos (1995)Athanasopoulos (1995)Imai and Yoshimura (1977)Ohba andToriumi (1970)Ohta and Goto (1978)yisan (1994)Okamoto at al. (1989)Imai (1978)Lee (1990)Sykora and Stokoe (1983)Kiku at al. (2001)Athanasopoulos (1995)Athanasopoulos (1995)All SoilsAll SoilsPleistoceneHaloceneAll SoilsPliestoceneHalocenePleistoceneSandSiltClayAll SoilsAll SoilsClayAll SoilsAll SoilsAll SoilsPleistoceneHaloceneAll SoilsPliestoceneHalocenePleistoceneSandSiltClayAll SoilsAll SoilsClayAll SoilsClayFine SandMiddle SandCoarse SandGravelly SandGravelClayFine SandMiddle SandCoarse SandGravelly SandGravelSandClaySandClaySandClayFine SandMiddle SandCoarse SandGravelly SandGravelClayFine SandMiddle SandCoarse SandGravelly SandGravelSandClaySandClaySandDepth (m)SPT (N)Vs (m/s)Depth (m)Vs (m/s)SPT (N)1.88151160134147144153155195103112110118119150151233186161208189159206218184125193.1168812921227.47028232881.815086159107727244493332882463473241553144176313.38151160152165162173174220116127125133134169151233186161208189159206218184125193.1168812921227.47028232883.31508675533135212416164824634732415538494164.88151160164178175186188237126137134143144182151233186161208189159206218184125193.1168812921227.47028232884.81508653322123141511103824634732415536473116.38151160173188185197199250133144142151152192151233186161208189159206218184125193.1168812921227.47028232886.31508632222017101187282463473241553545287.88151160180196193205207261138151148158159201151233186161208189159206218184125193.1168812921227.47028232887.815086322110138966182463473241553544279.38151160187203200213215271143156153163165208151233186161208189159206218184125193.1168812921227.47028232889.3150862111101067551824634732415534442610.88151160192210206219221279148161158168170214151233186161208189159206218184125193.1168812921227.470282328810.815086211110956441824634732415534442512.38151160197215211225227286152165162173174220151233186161208189159206218184125193.1168812921227.470282328812.315086211110855331824634732415534432413.88151160202220216230232293155169166177178225151233186161208189159206218184125193.1168812921227.470282328813.815086111110744331824634732415534431415.38151160206225221235237299158173169180182229151233186161208189159206218184125193.1168812921227.470282328815.315086111110644331824634732415534431416.88151160210229225240242305161176173184185234151233186161208189159206218184125193.1168812921227.470282328816.815086111100534221824634732415534431318.38151160214233229244246310164179176187189238151233186161208189159206218184125193.1168812921227.470282328818.315086111000533221824634732415534431319.88151160217237232248250315167182178190192242151233186161208189159206218184125193.1168812921227.470282328819.815086111000433220824634732415534431321.38151160220240236251253319169184181193194245151233186161208189159206218184125193.1168812921227.470282328821.315086111000423220824634732415534421322.88151160223243239255257324171187183195197249151233186161208189159206218184125193.1168812921227.470282328822.815086101000422220824634732415533421324.38151160226247242258260328174189186198200252151233186161208189159206218184125193.1168812921227.470282328824.315086100000322210824634732415533421325.88151160229250245261263332176192188200202255151233186161208189159206218184125193.1168812921227.470282328825.815086100000322110824634732415533421327.38151160232252248264266336178194190203204258151233186161208189159206218184125193.1168812921227.470282328827.315086100000322110824634732415533421228.88151160234255250267269339180196192205207260151233186161208189159206218184125193.1168812921227.470282328828.815086100000322110824634732415533421230.38151160236258253270272343181198194207209263151233186161208189159206218184125193.1168812921227.470282328830.3150861000003221108246347324155334212

To return "main options" , click the cell !Dr. Ferhat zepSPT (N) - Vs Velocity RelationshipsVs Veleocity - SPT (N) Relationships

Oturma Hesab (Kumlar)UNIFIED SOIL CLASSIFICATIONSample 1Sample 3Liquit Limid (%) =51Liquid Limit (%) =51Plastic Limit (%) =24Plastic Limit (%) =24Plastisity Index (%) =27Plastisity Index (%) =27LLPISample 2Sample 40.04.0Liquid Limit (%) =51.5Liquid Limit (%) =5125.54.0Plastic Limit (%) =24.5Plastic Limit (%) =24.530.07.3Plastisity Index (%) =27Plastisity Index (%) =26.51000.0715.430.07.3FINE GRAINED SOIL1000.0892.8PI24500Main SymbolCC50.01000.0LL51Second SymbolHPI21.7MCSoil Symbol0CHC0Figure 1. LL-PI curveUnified Soil Classification SystemSample ASample BSample CSample DSample EGrain Size (mm)Percentage Fine (%)Grain Size (mm)Percentage Fine (%)Grain Size (mm)Percentage Fine (%)Grain Size (mm)Percentage Fine (%)Grain Size (mm)Percentage Fine (%)37.500100.0037.50085.0037.50092.0037.50098.0037.50093.0020.000100.0020.00085.0020.00087.0020.00088.0020.00088.0014.000100.0014.00075.0014.00084.0014.00075.0014.00086.4010.000100.0010.00065.0010.00079.0010.00074.0010.00081.006.300100.006.30055.006.30072.006.30072.306.30073.003.35035.703.35045.003.35055.003.35046.003.35031.001.18015.4001.18014.0001.18022.0001.18019.0001.18021.0000.69.600.65.000.614.000.69.000.613.000.2121.20.21240.21240.21260.21230.0630.80.0630.90.06310.06310.0630.9Figure 2. Granulometry CurveD10 (mm)0.9D30 (mm)3D60 (mm)7Cu (uniformity coeficient)7.78Cz1.43Soil Type is such as:PassedRetainedGM,GC,SM,SCSieve No 2001000FINE GRAINED SOILFigure 1. (LL-PI curve) !First and or Second letterG=GravelS=SandM=SiltCOARSE GRAINED SOILSC=ClayO=OrganicMain SymbolPt=PeatSecond LetterPassedRetainedW= well gradedSieve No 41000P=poorly gradedTypeSANDM=SiltMain SymbolSC=ClayWELLL= Low PlastisitySub-Symbol (1)POORLYH= High PlastisityCz1.43GradingPOORLYSub-SymbolPSoil SymbolSPSub-Symbol (2)PI26LL51Soil Sub-SymbolCPI21.7MCPI KouluAlt SimgeCA izgisi KoluAlt SimgeC

Oturma Hesab (Kumlar)

&FPage &PSample ASample BSample CSample DSample EGrain Size (mm)Percentage Fine (%)

Yatak Katsays

MH&OHCHCLCL&MLML&OLML&OLCL&MLCLMH&OHCHCL&MLML&OLCLMH&OHCHA izgisiCL&MLML & OLCLMH & OHCHCL&MLML & OLCLCHMH & OHSample 1Sample 2Sample 3Sample 4Liquit Limid LL (%)Plastisity Index PI (%)

evStabiliteSOIL BEARING CAPACITY(STATIC & DYNAMIC)Soil Bearing Capacity (qa)With Geophysical (Vs velocity ) DataStructural DataRESULTS(Tezcan at al, 2006)sptDepth of Footing beneath ground surface, mDf3Safety Factor0Footing Width, mB4From Laboratory Data3Avarage ValueyasFooting Length, mL5from the Foundation depth to 2B depth00Radius for Circular Foundation, mR3Terzaghi (1943)'e GreVp600m/sn0.00Fondation Typeqult, ton/m2qa , kPaVs400m/snTable 1.0.00Strip Foundation278.69929B1.5mLaboratory Data and CoefficientsRectengular Foundation284.50948p = o + 0.002 vp (kN/m3)Cohesion, ton/m2c2.1Circular Foundation257.86860Soil Type2Unit Weigth of Backfill Soil, ton/m3g11.8Square Foundation285.95953p18kN/m3o = 16 for loose sandy, silty and clayey soils (Soil Type1)Unit Weigth of Soil beneath Footing, ton/m3 / Lower Layer from Foundationsg21.8a0.97o = 17 for dense sand and gravel (Soil Type2)294.8813565341Angle of Shearing Resistance (o)f30Meyerhof (1963)qa169kPao = 18 for mudstone, limestone, claystone, conglomerate, etc. (Soil Type 3)327.2727272727Foundation Slope from vertical direction (0)q0qult, ton/m2qa , kPao = 20 for sandstone, tuff, graywacke, schist, etc. (Soil Type 4)Bearing Capacity CoefficientsNq22.4334.461115Bearing Capacity CoefficientsNq18.3qa = 0.024 vs a196.0363636364Bearing Capacity CoefficientsNc37.0151.435718559Bearing Capacity CoefficientsNc30.0From in Situ TestsIf Vs>500 m/sn,Bearing Capacity CoefficientsNg22.3qa165kN/m2qa = 0.024 vs sv a 30.6 sptden treyen vs hzBearing Capacity CoefficientsNg15.6Avarage Valueqa175kN/m2sptdz st snr0.0Bearing Capacity CoefficientsKp2.99337.0from the Footing depth to 2B depthqa184kN/m2Shape Coefficientssc1.47930.0SPT (corrected)20qa204kN/m2sv = 1 3 x 10 -6 ( vs- 500 ) 1.60Shape Coefficientssq1.239Shape Coefficientssg1.239From SPT(N) Databirim hacimTr 117.2kN/m3Depth Coefficientsdc1.259For Max 25 mm settlementqa , kPaTr 218.2kN/m3If B value is 0 B 1,2 m, then a = 1Depth Coefficientsdq1.130Bowles (1996)295Tr 319.2kN/m3If B value is 1,2 B 3,0 m, then a = (1,13-0,11*B)Depth Coefficientsdg1.130Meyerhof (1956)151Tr 421.2kN/m3If B value is 3,0 B 12 m , then a = (0,83 - 0,001*B)Slope Coefficientsic1.000If B value is bigger then 12, then a = 0,71.Slope Coefficientsiq1.000GWL (m)1qa175Slope Coefficientsig1.000Df (m)1.5vs>500qa0B (m)2Cw (water corr. coefficient)0.8sv0175With Burland ve Burbridge (1985) ApprochSPT (N) (Uncorrected)12alfa11B (m)2alfa20.965Ic0.053alfa30.8150.710.82qa , kPa292alfaIf foundation is below the groundwater level, please use the effective unite weigth !Seismic Soil Bearing Capacity (Richards at al., 1993)Water Unit Weigth, ton/m3gw1.0Saturate Unit Weigth, ton/m3gs1.8Effective Unit Weigth, ton/m3g0.8Horizontal Accelerationkh0.3Vertical Accelerationkv0.2Acceleration Coefficientq20.57Angle of Shearing Resistance (o)f30d0KpE2.238Seismic Bearin Capacity Factors22.0NqE13.7NcE22.0NgE17.0Foundation Typeqult , ton/m2Strip Foundation181.25Circular Foundation170.69Square Foundation182.90Safety Factor3qa , kPaStrip Foundation604Circular Foundation569Square Foundation610Unit Conversion1kg/cm2For Sandy Soils10ton/m2100kN/m2or kPaWith Zeveaert (1983) Approch, variation of Angle of Shearing Resistance with AccelerationUnit Conversionf static3010ton/m2Acceleration (g)0.21kg/cm2c (coeficient)0.6666666667100kN/m2or kPaf dynamic24Unit Conversion100kN/m2or kPaWith Okamoto (1984) Approch, variation of Angle of Shearing Resistance with Acceleration10ton/m21kg/cm23.0f static301.478824817Acceleration (g)0.21.23941240851kh0.1SPT (N) Value101.23941240851SPT(N)10f301.259489383f dynamic26c, ton/m26.541.129744691511.1297446915110c*ivvme0.13333333332/3*sinfi0.33318006841-2/2sinfi0.66681993160.19995403110.80004596890.399839056

A LineTo return " main options", click cell !Dr. Ferhat zepUse Figure 2 !Use Figure 2 !Use Figure 2 !Kant (2003)To return "main options" , click the cell !Vesic (1973)From Laboratory DataDr. Ferhat zepFor qa obtained from SPT (N) data, grounwater effect correction coefficient. This (Cw) value must multyply with qa value !Craig (1992)Meyerhof (1963)Terzaghi (1943)Meyerhof (1963)Meyerhof (1973)Terzaghi (1948)for Df BSelect from Table 1Vp VelocityVs VelocityUnit Weigth from VpSoil Bearing CapacityValues must be between 5-20Values must be between 25-35Foundation WidthLaboratory and structural data must be entered in related section !Ground Water Level020SOIL BEARING CAPACITY

Deprem Risk AnaliziSETTLEMENT ANALYSIS (Static& Dynamic)Structure DataContact Presure, ton /m2q100Depth of Footing, mDf2Width of Footing , mB30Footing Length, mL2Unit Weigth, ton/m3g1.8Net Contact Presureqnet96.4ton/m2945.4kN/m2 yada kPaAnalysis with Static LoadsSettlement (Immediate, Coarse Grained Soils)Burland ve Burbrigde (1985) Approachq100ton/m2L2mB3mH5mt10ylSPT(N)Correct.10Df2mg1.8ton/m3Ic7r0.2r30.3Figure 1. Estiamtion of Ic coefficient form SPT Values For sands and gravelsZ12.2m(Burland ve Burbrigde (1985).-0.71fs0.8f1.0ft1.4qnet96.40ton/m2945.4kN/m2Average (mm)Table 1Si (Settlement)161.2r0.253.7r30.3Settlemet (Consolidation) IIE (kN/m2)12000n (poison ratio)0.3mv (m2/kN)0.00010000mv0.0001m2/kNH3mqnet145kN/m2Sc (Settlement)43.5mmEstimation Elastisity Modulus form emprical relationsSettlement (Clayed Soils) IIIEstimation of Elastisity Modulus form SPT (N) Value for SandsEstimation of elastisity modulus form SPT valueSPT (N) Value5SPT value5g20kN/m3EEm00.9Sands (normallly Consalidated)9545kPa10MN/m2Sand9560kPa10MN/m2m10.5521132kPa21MN/m2Clayed Sand3187kPa3MN/m2q240kN/m2Sands (Saturate)4773kPa5MN/m2Silt (with sand)3237kPa4MN/m2B3mSands (Overconsolidated)29250kPa29MN/m2Gravel (with sand)2747kPa3MN/m2L6mGravelly Sand and Gravel12109kPa12MN/m2Sand(min)23999kPa24MN/m2Df1.5mClayed Sand6109kPa6MN/m2Sand (max)34284kPa34MN/m2H3.5mSilty Sand3027kPa3MN/m236302747Ed7MN/m2323712949qnet210kN/m2Estimation of Elastisity Modulus form qu value for claysEstimation of elastisity modulus both SPT value and poison ratioqu98kPaSi44.55mmEPoison RatioIp > 30min4900kPa4.9MN/m2SPT value50.3max24500kPa24.5MN/m2EIp < 30 or Stiff Claymin24500kPa24.5MN/m2Sand3908kPa4MN/m2max73500kPa73.5MN/m2MinMaxkPaMN/m2kPaMN/m2Normally Consollidated Sensitive Clay9800102450025Normally Consolidated Sensitiveand weak Consolidated Clay36750375880059Strong Overconsolidated Clay73500749800098Table 2 . Elastisity modulus for different type of soilsSoil TypesE Value (MN/m2)Soft Clays2 ila 5Stiff Clay4 ila 8Firm Clay7 ila 20Sandy Clays30 ila 40Silty Clays7 ila 20Loose Sand10 ila 25Dense Sand50 ila 90Dense Gravel-Sand100 ila 200Table 3. Poison ratio for different types of SoilsSoil Typen (poison Oran)Satutated Clay0,4-0,5Unsturated Clayor Sandy Clay0,2-0,4Sand (f = 40)0,3-0,4Figure 3. Impact factors for settlementsSand (f = 20)0,1-0,2Silt0,3-0,4Rock0,1-0,4Settlement IVq240kN/m2L6mB3.5mDf2mg20kN/m3n0.5E7MN/m2qnet200kN/m2Is1.44Fexible FoundationIs1.11Rigit FoundationSettlement (Si)107.9mm(Flexible Foundation)83.2mm(Rigit Foundation)Simple Approaches (1)Settlemet (from qa obtained SPT value) Vqnet240kN/m2qa250kN/m2Settlement (Si)24.0mmSimple Approaches (2)from SPT Value (Meyerhof Approach) VIqnet240kN/m225.2SPT (N)1520.3B1.5mSettlement (Si)25.2mm30.4mmSimple Approaches (3)form SPT values (Terzaghi and Peck Approach) VIIqnet240kN/m2SPT (N)15B1.5mDf1.5mG.W.L.3mSettlement (Si)34.6mmSimple Approaches (4)form SPT value (Bowles, 1977) VIIISPT15B1.5m24q240KN/m220.80971222.9989824662Settlement (Si)23.0mmSimple Approaches (5)from SPT value (Meyerhof, 1974) IXSPT15B1.5mq240KN/m2Settlement (Si)for Silty Sand32.7mmfor Sand and Gravel16.3mmSimple Approaches (6)form SPT value (Meyerhof 1965) XSPT15B1.5m24q240KN/m233.295539234.4984736992Settlement (Si)34.5mmAnalysis with Dynamic Loads (1)Ishihara ve Yoshimine (1992) ApproachFor this analysis, you must do soil liquefaction analysis and must find Safety factor (SF) !SF0.45N1(60)6Dr40h (m)1N16.6Settlement Sd4.2DH/H %4.2cmAnalysis with Dynamic Loads (2)Tokimatsu ve Seed (1984) ApproachFor this analysis, you must do soil liquefaction analysis and must find CSR !CSR0.4N1(60)10h (m)10DH/H%2.5Settlement Sd25cmAnalysis with Dynamic Loads (2)For Dry SandsKrinitsky et al. (1993)Acceleration0.45N1(60)9h (m)10DH/H %0.35Settlement Sd3.5cm

Acceleration (g)0.20.40.30.10.5Safety Factor (SF)D H / H (%)Figure 4Figure 5Figure 6Net Structure LoadLoadFrom Figure 1Fom Table 1Fom Table 1Ticknes of Layer for AnalysisDuration (min 3 years)To return "main options" , click the cell !Average value for 2B depthDr. Ferhat zepform Figure 3form Figure 3From SPT Value or from Tablesfrom SPT Value of Tablesfrom Table 3Bowles (1988)From Figure 5; by CSR and N1 (60) valueFrom Figure 4; by SF and N1 (or Dr) valueFrom figure 6, by acceleration adn N1 (60) valueDr. Ferhat zepSafety factor for soil liquefactionCorrected SPT60 valueRelative density of soilstickness of liqeufable layerCylic Stress RatioCorrected SPT60 valuetickness of liqeufable layerAcceleration of earthquakeCorrected SPT60 valuetickness of sand layerfor Raft FoundationsFrancis (1964)Webb (1969)Webb (1969)Begeman (1974)Begeman (1974)Tromifenkov (1974)Tromifenkov (1974)Farrent (1963)0SETTLEMENT ANALYSIS (Static& Dynamic)

vme Azalm likileriESTIMATION OF SUBGRADE REACTION COEFFICIENT01. APPROACHSPT Data3. APPROCH7. YAKLAIMScot (1981)SPT (N) Value15Bowles (1988)Bowles (1988)Yaklamks2700ton/m3qa110kN/m2S (Oturma)30mmks27000kN/m3SF (safety Factor)4qnet250kN/m2Birim Dnmks17600kN/m3ks8333kN/m31kg/cm210ton/m22. APPROACH100kN/m2yada kPa4. APPROCHFrom FigureBirim Dnmqu2.0kg/cm2Bowles (1988)10ton/m2SPT(N)13qu620kN/m21kg/cm2ks24.000-48.000kN/m3100kN/m2yada kPaBy using qu or SPT(N) values, Angle of Shearing Resistance or qu,please estimate the subgrade reaction coefficient from following Figure1 !5. APPROCHBirim Dnm100kN/m2yada kPaBy using the following Table , please select the subgrade reaction coefficient !10ton/m21kg/cm2Table (Bowles, 1988)Soil Type(ks), kN/m3Loose Sand4.800 - 16.000Medium Dense Sand9.600 80.000Dense Sand64.000 - 128.000Silty Medium DenseSand24.000 - 48.000Clayed Medium Dense Sand32.000 - 80.000Clayed Soil (qu 200 kPa)12.000 - 24.000Clayed Soil (200 < qu 800 kPa)24.000 - 48.000Clayed Soil (qu > 800 kPa)>48.000Figure 1. Estimation od Subgrade Reaction coefficient ffrom SPT, qu and Angle of Shearing Resistance ( f ) (from ekerciolu, 2002)

To return "main options" , click the cell !Bowles (1988) YaklamScott (1981)For Clayed SoilsDr. Ferhat zepBowles (1988) Yaklam0ESTIMATION OF SUBGRADE REACTION COEFFICIENT

Zemin_vme SpektrumSLOPE STABILITY ANALYSIS ( STATIC AND DYNAMIC)Necessary DataSlope angel, a15Angle of Shearing Resistance, f25Acceleration (g)0.40Cohesion, c3ton/m20g (Unit weigth)1.7ton/m30001. Approch : With Static Loads0.000000000For Sandy SoilsSlope Angle, a24Angle of Shearing Resistance, f36FS1.6R, Odaktan Uzaklk (km)0.0Figure 1. Slope Parameters2. Approach: With Dynamic (Earthquake) Loads (Siyahi and Ansal, 1993)Earthquake Acceleration (g)0.4Slope Angle, a4500.10.20.30.4Angle of Shearing Resistance, f293.903.422.932.522.17N1(min)2.171.2FS1.2Table 1. Risk Levels for MicrozonationMEDIUM RISK / BSLSFRisk LevelSymbolVS1c, then "SY"To daw the graph, please erease the "VeriYok" !!!to continue the analysis II IVTo continue the analyis II IVto continue the analyis II IVBefore the analysis, please enter the data related cell !Before the analysis, please enter the data related cell !Before the analysis, please enter the data related cell !Before the analysis, please enter the data related cell !estimate from seismic hazard analysis and atenuation relationshipsTicknes of soil layerShear wave velocityCorrected SPT ValueCorrected Shear Wave Velocity (m/s)To daw the graph, please erease the "VeriYok" !!!Safety FactorSafety FactorGround Water LevelTo return begining, please click !!!

sptvsvshz 85 kk0.10.330.54GkGkCSR Zemin VS Youd ve di. 2001 ve Adrus ve StokaoedPL SPTPL (N1(60))PL VsPL Grubucsrmax0,55PL (vs1)PL GrubuPL (%) Temiz KumlarPL (%) Siltli KumlarGkGkGkGk0.150.480.730.700.700.24470.340.340.1190.11950.11955.09634021735.1011.2869297973BLCSR (Z)11.29BL82.048.4820.700.700.340.34VS ilk tabaka yzay hzlar yksek efektif gerilem dzeltme faktr0.20.60.85Tane Boyutu (mm)Arlka % olarak ince oranArlka % olarak ince oran0.580.580.24470.220.220.0940.09370.093712.762003316412.7623.5720342174BL0.2447323.57AL94.161.4940.580.580.220.220.250.70.9251000.460.460.20980.180.180.0800.07990.079922.820394518622.8234.8471127388AL0.2447334.85AL98.775.9990.460.460.180.180.30.70.92495.000.400.400.18700.150.150.0710.07090.070932.086982820532.0945.123921979AL0.2098345.12AL99.583.1100b0b1b20.400.400.150.15395.000.360.360.17130.130.130.0640.06440.064440.368929815540.3754.3619152596AL0.1870354.36AL99.786.8100Temiz Kumlar16.4476.4603-0.39760.360.360.130.13N1(60)FC292.000.330.330.15950.120.120.0590.05940.059447.579759402547.5862.5136580013AL0.1712762.51AL99.888.9100Siltli Kumlar6.48312.6854-0.18190.330.330.120.12N160'n 30'dan byk art5%%35N1(60)FC)187.000.320.320.15030.120.120.0550.05550.055553.610801514153.6169.5326229186AL0.1595369.53AL99.989.91000.320.320.120.12GkTK0.8174.8820.4020.4020.3629.4820.42.12380.9840.310.310.14290.110.110.0520.05220.052258.37287781258.3775.3838878863AL0.1503575.38AL99.990.31000.310.310.110.110.701.82.3157.2220.4020.4020.3629.4820.41.71643533680.8820.320.320.13670.110.110.0490.04950.049561.841952326561.8480.0585965098AL0.1429180.06AL99.990.11000.320.320.110.110.581.53.810145.9417.7517.7517.7126.3017.71.47901486170.7790.320.320.13150.120.120.0470.04710.047164.091549225664.0983.5837263965AL0.1367483.58AL99.889.61000.320.320.120.120.461.55.31-1.8137.8115.8315.8315.8023.9915.81.3189146380.6720.330.330.12700.120.120.0450.04510.045165.283982911665.2886.0170514798AL0.1315186.02AL99.888.81000.330.330.120.120.401.56.81-3.3131.5414.4214.4214.3922.3014.41.2016089260.5640.340.340.12310.120.120.0430.04330.043365.617365289965.6287.4270182251AL0.1270187.43AL99.888.01000.340.340.120.120.361.58.31-4.8126.4813.3313.3313.3021.0013.31.1109012940.4550.350.350.11960.120.120.0420.04170.041765.261750745765.2687.8700154771AL0.1230887.87AL99.787.11000.350.350.120.120.331.59.81-6.3122.2612.4612.4612.4319.9512.51.03805395660.3100330.350.350.11650.120.120.0400.04030.040364.322270242564.3287.3781944039AL0.1196287.38AL99.786.41000.350.350.120.120.321.511.31-7.8118.6711.7311.7311.7119.0811.70.9778829950.295180.116540.311.512.81-9.3115.5411.1311.1311.1018.3511.10.92709267950.1008020.321.514.31-10.8112.7910.6010.6010.5817.7210.60.88347427420.0907520.321.515.81-12.3110.3410.1510.1510.1317.1710.10.84548466220.0807010.331.517.31-13.8108.139.749.749.7216.699.70.81200882930.070600.341.518.81-15.3106.139.399.399.3716.269.40.78221834630.060500.351.520.31-16.8104.309.079.079.0515.889.10.75548312670.050410.351.51-18.30.040361-19.80.03301-21.34.7501000.02222.0001000.0113VS1>VSC durumu0.4251000.00912CRR (z)GkGkPL (Vs1'den)PL GrubuSvlamaDzeyi0.1501000.008110.11950.3411.3BLSV0.0751000.00790.09370.2223.6ALSV0.00690.07990.1834.8ALSV0.00580.07090.1545.1ALSV0.00470.06440.1354.4ALSV0.00370.05940.1262.5ALSV0.00260.05550.1269.5ALSV0.00160.05220.1175.4ALSV0.04950.1180.1ALSV0.04710.1283.6ALSV0.04510.1286.0ALSV0.04330.1287.4ALSV0.04170.1287.9ALSV0.04030.1287.4ALSV

CN deeri "1,7"yi amamaldr !N1(60) < 30 0lmaldr !Vs1 < Vs1* olmaldr !% 5 veya daha dk ince tane oran erisine greDeer "1"den bykse ortam gvenli yani svlamaz, kk ise gvensiz yani svlar.Deer "1"den bykse ortam gvenli yani svlamaz, kk ise gvensiz yani svlar.Svlama Olasl(% olarak)Svlama Olasl(% olarak)N1(60) 30dan bykN1(60) 30dan kkVS1 214den kkVS1 214den bykIwasaki ve di. (1989)'a greSvlama Potansiyeli (% olarak)

MBD00024AFB.doc

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