Purdue University Purdue e-Pubs JTRP Technical Reports Joint Transportation Research Program 1999 Pile Design Based on Cone Penetration Test Results Rodrigo Salgado Purdue University, rodrigo@ecn.purdue.edu Junhwan Lee Recommended Citation Salgado, R., and J Lee Pile Design Based on Cone Penetration Test Results Publication FHWA/IN/ JTRP-99/08 Joint Transportation Research Program, Indiana Department of Transportation and Purdue University, West Lafayette, Indiana, 1999 doi: 10.5703/1288284313293 This document has been made available through Purdue e-Pubs, a service of the Purdue University Libraries Please contact epubs@purdue.edu for additional information Joint Transportation Research Program JTRP FHWA/IN/JTRP-99/8 Final Report PILE DESIGN BASED ON CONE PENETRATION TEST RESULTS Rodrigo Salgado Junhwan Lee October 1999 Indiana Department of Transportation Purdue University Final Report FHWA/IN/JTRP-99/8 PILE DESIGN BASED ON CONE PENETRATION TEST RESULTS Rodrigo Salgado Principal Investigator Junhwan Lee Research Assistant and School of Civil Engineering Purdue University Joint Transportation Project File Research Program Number: C-36-450 Number: 6-18-14 Conducted in Cooperation with the Indiana Department of Transportation and the Federal The contents of this Highway Administration report reflect the views of the authors, who are responsible for The contents not Federal Highway Administration and the facts and the accuracy of the data presented herein necessarily reflect the views or policies of the the Indiana Department of Transportation This report does not constitute a standard, specification, or regulation Purdue University West Lafayette, IN 47907 October 1999 Digitized by the Internet Archive in 2011 with funding from LYRASIS members and Sloan Foundation; Indiana Department of Transportation http://www.archive.org/details/piledesignbasedoOOsalg TECHNICAL REPORT STANDARD TITLE PAGE Report No Government Accession No Recipient's Catalog No FHWA/LN/JTRP-99/8 Title and Subtitle Report Date October 1999 Pile Designs Based on Cone Penetration Test Results Authors) Performing Organization Code Pel-forming Organization Report No Rodrigo Salgado and Junhwan Lee FHWA^N/JTRP-99/8 Name and Address Transportation Research Program Performing Organization Joint 10 Work Unit No 1284 Civil Engineering Building Purdue University West Lafayette, Indiana 47907-1284 Contract or Grant No 11 SPR-2142 12 Name and Address Sponsoring Agency Type of Report and Period Covered 13 Indiana Department of Transportation Final State Office Building Report 100 North Senate Avenue Indianapolis, IN 46204 Sponsoring Agency Code 14 15 Supplementary Notes Prepared in cooperation with the Indiana Department of Transportation and Federal 16 Highway Administration Abstract The bearing capacity of piles consists of both base resistance and side resistance maximum base resistance is reached As the side resistance is The side resistance of piles is in most cases fully mobilized well before the is a key element of mobilized early in the loading process, the determination of pile base resistance pile design cone penetration is well related to the pile loading process, since it is performed quasi -statically and resembles a scaled-down pile load test In order advantage of the CPT for pile design, load-settlement curves of axially loaded piles bearing in sand were developed in terms of normalized base resistance Although the limit state design concept for pile design has been used mostly with respect to either s/B = 5% or s/B = (qv'qc) versus relative settlement (s/B) 10%, the normalized load-settlement curves obtained in this study allow determination of pile base resistance at any relative settlement level within the - 20% Static to take range The normalized base resistance for both non-displacement and displacement In order to obtain the pile base load-settlement relationship, a 3-D piles were addressed non-linear elastic-plastic constitutive model was used in finite element analyses The 3- D non-linear elastic-plastic constitutive model takes advantage of the intrinsic and state soil variables that can be uniquely determined for a given soil type and condition model A series of calibration chamber tests were modeled and analyzed using the finite element approach with the 3-D non-linear elastic-plastic stress-strain The predicted load-settlement curves showed good agreement with measured load-settlement curves Calibration chamber size effects were also investigated for different relative densities and boundary conditions using the finite element analysis The value of the normalized base resistance q> q was not a constant, varying as a function of the relative density, the confining stress, and the coefficient of pressure at rest The effect of relative density on the normalized base resistance qt/q c was most significant, while that of the confining stress at the pile base level was small At higher relative densities, the value of qb/q t was smaller (qtAfc = 12 -0.13 for Dr = 90%) than at lower relative densities (qt/q< = 19 - 0.2 for L\ = 30%) The values of the normalized base resistance qt/q c for displacement piles are higher than those for non-displacement piles, being typically in the 0.15 - 0.25 range for s/B = 5% and in the 0.22 - 0.35 range for s/B = 10% ( lateral earth The values of the normalized base resistance qjq, for silty sands are in the 12 - 17 range, depending on the relative density and the confining stress at The confining stress is another important factor that influences the value of qi/q, for silty sands For lower relative density, the value of q^qj the pile base level decreases as the pile length increases while that for higher relative density increases For effective use of CPT-based pile design methods in practice, the method proposed in this study and some other existing methods reviewed in this study were coded in a FORTRAN DLL with a window-based interface This program can be used in practice to estimate pile load capacity for a variety of pile and soil conditions with relatively easy input and output of desired data 17 Keywords piles, 18 Distribution sands, constitutive cone model, design, calibration penetration finite element bearing analysis, capacity, No restrictions This document is available to the public through the National Technical Information Service, Springfield, limit states VA 22161 chamber test 19 Security Classif (of this report) Unclassified Form DOT F 1700.7 (8-69) test, Statement 20 Security Classif (ofthis page) Unclassified 21 No of Pages 249 22 Price TABLE OF CONTENTS Page TABLE OF CONTENTS i LIST OF TABLES v LIST OF FIGURES vii IMPLEMENTATION REPORT CHAPTER x INTRODUCTION 1 Background 1.2 Statement of Problem 1.3 Objective and Scope Report Outline 1.1 1.4 CHAPTER PILE DESIGN BASED ON IN-SITU TEST RESULTS 2.1 Introduction 2.2 Estimation of Pile Load Capacity Based on 2.3 Meyerhofs method 10 Aoki and Velloso's method 11 2.2.3 Reese and O'Neill's method 12 2.2.4 Briaud and Tucker's method 14 2.2.5 Neely's method Estimation of Pile Load Capacity Based on 2.3.1 The Dutch method Schmertmann's method 2.3.2 Aoki and Velloso's method 2.3.3 15 CPT Results LCPC method Summary 17 18 20 22 22 27 METHODS OF INTERPRETATION OF LOAD-SETTLEMENT CURVES 3.2 Results 2.2.2 CHAPTER 3.1 SPT 2.2.1 2.3.4 2.4 28 Introduction Interpretation 28 Methods 29 3.3 3.4 3.5 3.2.1 90% and 80% methods 29 3.2.2 Butler and Hoy's method 31 3.2.3 Chin's method 31 3.2.4 Davisson's method 33 3.2.5 De 35 3.2.6 Permanent Beer's method set method 35 Limit States Design 37 3.3.1 Limit states design in Eurocode 3.3.2 Limit states design for pile foundations 37 39 Tolerable Settlements for Buildings and Bridge Foundations 3.4.1 Buildings 3.4.2 Bridges 43 43 47 Summary 51 CHAPTER MECHANICAL BEHAVIOR OF SAND 53 4.1 Introduction 53 4.2 Stress Tensor and Invariants 54 4.3 Elastic Stress-Strain Relationship 4.4 Elastic Behavior of Soil 60 67 67 4.5 4.6 modulus 4.4.1 Initial elastic 4.4.2 Hyperbolic stress-strain relationship 71 4.4.3 Degradation of Elastic Modulus 75 at small strain Failure Criterion and Soil Plasticity 76 76 4.5.1 Failure criterion 4.5.2 Flow 4.5.3 Soil dilatancy rule and stress and hardening critical state 79 of sand 82 Summary CHPATER 3-D 85 NON-LINEAR ELASTIC-PLASTIC STRESS-STRArN MODEL 87 5.1 Introduction 87 5.2 Intrinsic and State Soil Variables Modified Hyperbolic Model for Non-linear Elasticity Non-Linear Elastic Model for Three Dimensions 87 5.3 5.4 5.5 5.6 5.4.1 Modified hyperbolic 5.4.2 Variation of bulk modulus and Poisson's ratio 5.4.3 Determination of the parameters f and g stress-strain relationship for three Plastic Stress-Strain Relationship for Three Dimensions 90 95 dimensions 95 99 101 118 5.5.1 Drucker-Prager failure criterion 5.5.2 Non-linear failure surface and flow rule 120 5.5.3 Incremental stress-strain relationship 121 Summary 118 126 Ill CHAPTER NUMERICAL ANALYSIS AND EXPERIMENTAL INVESTIGATION OF CALIBRATION 6.1 6.2 CHAMBER TESTS Introduction Calibration 129 Chamber Plate Load Tests 129 6.2.1 Description of test and experimental procedures 6.2.2 Test material and boundary conditions for calibration chamber 129 plate load tests 6.3 6.4 6.5 131 Numerical Modeling of Plate Load Tests in Calibration Chambers ABAQUS 6.3.1 Program 6.3.2 Finite element Calibration Chamber 136 136 modeling of plate load test Predicted and measured plate resistance 6.3.3 129 Size Effects on Plate 137 139 Load Test Results 155 6.4.1 Definition of size effect 155 6.4.2 Investigation of size effects for different boundary conditions 155 Summary 161 CHAPTER DETERMINATION OF PILE BASE RESISTANCE 163 7.1 Introduction 163 7.2 Methods for Investigating Load-Settlement Response Finite Element Modeling of Pile Load Test Cone Penetration Resistance from Cavity Expansion Analysis Determination of Base Resistance for Non-Displacement Piles 7.3 7.4 7.5 7.5.1 Load-settlement response for various 7.5.2 Normalized base resistance for non-displacement 7.5.3 The soil conditions Kq effect of initial stress ratio 7.6 Determination of Base Resistance for Displacement Piles 7.7 Normalized Base Resistance for 7.8 Summary CHAPTER ASSESSMENT OF PROPOSED NORMALIZED BASE RESISTANCE VALUES BASED ON CASE HISTORIES Introduction 8.2 Non-Displacement Piles 8.4 Sands 174 181 187 189 191 198 198 8.2.1 Georgia Tech load 8.2.2 Sao Paulo load 8.2.3 Simonini's results 8.2.4 Calibration 200 200 test 200 test chamber 201 plate load tests Displacement Piles 8.3.1 Purdue university load 8.3.2 NGI Summary 167 174 196 8.1 8.3 Silty piles 164 165 load tests 201 202 test 202 204 205 IV CHAPTER PILE DESIGN USING CPT RESULTS 9.1 Introduction 9.2 Determination of Base and Shaft Resistance 9.2.1 Base resistance 9.2.2 Shaft resistance 9.2.3 Factor of safety 9.4 Use of SPT Blow Counts Program CONEPILE 9.5 Summary 9.3 CHAPTER 10.1 10 Summary Recommendations 206 206 206 209 211 214 219 223 CPT-based Method SUMMARY, CONCLUSIONS AND RECOMMENDATIONS 10.2 Conclusions 10.3 in 206 224 224 226 228 LIST OF REFERENCES 229 APPENDIX 242 237 Neely, W (1990) "Bearing Capacity of Expanded-Base Piles in Sand", Journal of ASCE, Geotechnical Engineering, Neely, W (1991) "Bearing - 87 Capacity of Auger-Cast Piles ASCE, Geotechnical Engineering, 116(1), 73 117(2), 331 - in Sand", Journal of 345 Ovesen, N.K and Orr, T (1991) "Limit State Design - The European Perspective", Geotechnical Engineering Congress, Geotechnical special publication No 27, Vol 2, ASCE, pp 1341 Parkin, A.K - 1352 Proceedings of the Elsivier, New "Chamber Testing of Piles in Calcareous Sand and Silt", First International Symposium on Calibration Chamber Testing, (1991) York, pp 289-302 Polshin, D.E and Tokar, R.A (1957) structures", Proc of th "Maximum allowable non-uniform settlement of International Conference Con on Soil Engineering, London, Vol 1, pp Mechanics and Foundation 402 - 406 Poulos, H G (1989) " Developments in the Analysis of Static and Cyclic Lateral Response of Piles", Proceedings of rv International Conference on Numerical Methods Geomechanics, Vol 3, Rotterdam, Balkema, pp 1 17 - 135 Price, G and Wardle I F (1982) "A Comparison Between Cone in Penetration Test Results and the Performance of Small diameter Instrumented Piles in Stiff Clay", Proceedings of nd European Symposium on Penetration Testing, Amsterdam, Vol 2, 775 - 780 Purzin, A M and Burland, J B (1996) "A Logarithmic Stress-Strain Function for Rocks and Soils", Geotechnique, 46(1), 157 - 164 Reese, L C and O'neill, M W and (1988) Drilled Shafts; Construction Procedures Design Methods, Report No FHWA-FfJ-88-42, U.S Dept of Transportation, Washington D.C Reese L C and O'Neill, Common Soil M W (1989) "New Design Method for Drilled Shaft from and Rock Test", Proceedings of Congress Foundation Engineering: Current ASCE, Vol 2, 1026 - 1039 Principles and Practices, Robertson, P K and Campanella, R G (1983) Geotechnical Engineering, 109(11), ASCE, 1449 - "SPT-CPT correlation", Journal of 1459 Robertson, P K and Campanella, R G (1989) Guidelines for Geotechnical Design Using the Cone Penetrometer Test and Hogentogler & Co., Columbia, MD CPT with Pore Pressure Measurement, l ed 238 Robertson, P K., Campanella, R G., Gillespie, D., and Rice, A (1985) "Seismic CPT to Measure In-Situ Shear Wave Velocity" Proceedings of Measurement and Use of Shear Wave Velocity for Evaluating Dynamic Soil Properties, ASCE, 34 - 48 Salgado, R (1993) "Analysis of Penetration Resistance in Sand", Ph.D Thesis, Univ of California, Berkeley, California Salgado, R (1995) "Design of Piles in Sands Based on CPT Results", Proceedings of Pan-American Conference of Soil Mechanics and Foundation Engineering, Vol Guadalajara, pp 1261 3, - 1274 M Salgado, R., Mitchell, J.K., and Jamiolkowski, Penetration Resistance Engineering, ASCE, in of Journal Sand", (1997a) "Cavity Expansion and and Geoenvironmental Geotechnical 123(4), 344-354 Salgado, R., Boulanger, R CPT X Liquefaction W and Resistance Mitchell, J K (1997b) "Lateral Stress Effects on Journal Correlations", of Geotechnical and Geoenvironmental Engineering, ASCE, 123(8), 726 - 735 Salgado, R., Dmevich, V.P., Ashmawy, A., Grant, W.P., and Vallenas, P (1997c) "Interpretation of Large-Strain Seismic Cross-Hole Tests", Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 123(4), 382-388 Salgado, R., Mitchell, J.K., and Jamiolkowski, Penetration Resistance Measured Geoenvironmental Engineering, in Calibration ASCE, M (1998a) "Chamber Size Effects on Chambers", Journal of Geotechnical and 124(9), 878 - 888 Salgado, R., Jamiolkowski, M., and Mitchell, J.K (1998b) "Penetration Resistance in Sand: Analysis and Applications to Liquefaction Potential Assessment and Estimation of Pile Base Resistance", Rivista Italiana di Geotecnica, Vol, XXXII, No.4, -17 Salgado, R., Bandini, P and Karim, A (1999) "Stiffness and Strength of Silty Sand", Journal of Geotechnical and Geoenvironmental Engineering, ASCE, accepted for publication Schmertmann, J H (1970) "Static Cone to Compute Static Settlement Over Sand", Journal of Soil Mechanics and Foundation Engineering Division, ASCE, 96(SM3), 1011 - 1042 Schmertmann, J H (1978) "Guidelines for Cone Penetration Test, Performance and Design", U.S Department of Transportation, FHWA-TS-78-209 239 Schmertmann, J H., Hartman, and Brown, J P., P R (1978) "Improved Strain Influence ASCE, 104(GT8), Factor Diagrams", Journal of the Geotechnical Engineering Division, 1131-1135 Schnaid, and Houlsby, G.T (1991) "An Assessment of Chamber Size Effects F., in the Calibration of In Situ Tests in Sand", Geotechnique, 41(3), 437-445 Seed, B., Tokimatsu, Procedures in Shibuya, S., 111(12), Tatsuoka, F., M, Harder, and Chung, R (1985) "Influence of Resistance Evaluations", Liquefaction Soil ASCE, Engineering, K., 1425- Journal SPT of Geotechnical 1445 Teachavorasinskun, S., Kong, X.J., Abe, F., Kim, Y., and Park, C (1992) "Elastic Deformation Properties of Geomaterials", Soils and Foundations, 32(3), 26-46 Simonini, P (1996) "Analysis of Behavior of Sand Surrounding Pile Tips", Journal of Geotechnical Engineering, 122(11), ASCE, 897 - 905 Skempton, A W (1986) "Standard Penetration Test Procedures and the Effects in Sands of Overburden Pressure, Relative Density, Particle Size, Ageing and Overconsolidation", Geotechnique, 36(3), 425 - 447 Skempton, A.W and MacDonald, D.H (1956) "Allowable settlement of buildings", Proc of Institute of Civil Engineering, Part m Vol 5, pp 727 - 768 Move", by Bozozuk, Transportation Research Board 678, Tolerable Movements of Bridge Foundation, Sand Drains, K-Test, Slopes, and Culverts, Transportation Research Board, Washington, D.C., pp 17-21 Stermac, A G (1978) "Discussion of Bridge Foundation E., and Warden, P (1994) "Footing Load Tests on Sand", Proceedings of Settlement '94, Vertical and Horizontal Deformations of Foundations and Tand, K., Funegard, Embankments, ASCE, Vol 1, pp 164 - 178 F., Siddiquee, M S A., Park, C, Sakamoto, M and Abe, F (1993) "Modelling Stress-Strain Relations in Sand", Soils and Foundations, 33(2), 60-81 Tatsuoka, Teachavorasinskun, Monotonic and S., Shibuya, Cyclic S., Torsional and Tatsuoka, F (1991) "Stiffness of Sands in Simple Shear", Proceedings of Geotechnical Engineering Congress, Geotechnical special publication No 27, Vol.1, 878 ASCE, pp 863 - 240 Teixeira, C.Z and Albiero, "A Evolucao da Reacao de Ponta de H (1994) J X Escavadas Submetidas a Sucessivas Provas de Carga", Proceedings of Conference on Soil Mechanics and Foundation Engineering, Vol.1, Foz -9 Do Estacas Brazilian Iguacu, pp Terzaghi, K (1943) Theoretical Soil Mechanics, John Wiely and Sons Inc., New York, N.Y Terzaghi, K and Peck, R B (1948) Soil Mechanics in Engineering Practice, John Wiely and Sons Inc., New York, N.Y Terzaghi, K and Peck, R B (1967) Soil Mechanics in Engineering Practice, John Wiely and Sons Tomlinson, M J New Inc., (1971) Edition, York, N.Y "Some Conference on Behavior of Piles, Trochanis, A M., Bielak, J., Effects of Pile Driving on Skin Friction", Proceedings of ICE, London, 107 - and Christiano, 14 P (1991) Study of Piles" Journal of Geotechnical Engineering, "Three-Dimensional Nonlinear ASCE, 17(3), 429 - 447 Metodo Degli Elementi Finiti Delle Prove E Pressiometriche Utilizzando La Legge Constitutiva Di Lade", Graduate Vecchia, G (1991) "Modellazione Triassiali nd School Thesis, Politecnico di Torino, Con II Italy Vesic, A.S (1972) "Expansion of Cavities in Infinite Soil Mass", Journal of Soil Mechanics and Foundation Engineering Division, ASCE, 98(3), 265 - 290 Vesic, A S (1977) "Design of Pile Foundations", NCHRP Synthesis of Practice No 42, Transportation Research Board, Washington, D.C., pp 68 Vesic, A S (1963) "Bearing Capacity of Rec No 39, Deep Foundations in Sand", Hwy Res Board 112-153 Viggiani, G and Atkinson, J.H (1995) "Interpretation of Bender Element Tests", Geotechnique, 45(1), 149-154 Vijayvergiya, V N and Focht, Clay", OTC paper 1718, th J A (1972) "A New Way to Predict Capacity of Piles in Offshore Technology Conference, Houston, TX "Estudo da Compressao Unidirecional Sedimento Moderno (Solo Vilar (1979) Cidade de Sao Carlos", M.S Thesis, School of Engineering of the University of Sao Paulo (USP), Sao Carlos, Sao Paulo Superficial) da 241 Wahls, H.E (1981) "Tolerable settlement of buildings" Journal of Geotechnical ASCE, 107 (GT11), pp 1489 - 1504 Engineering Division, Wahls, H.E (1990) "Design and Construction of Bridge Approaches", National Cooperative Highway Research Program Synthesis of Highway Practice 159, Transportation Research Board, National Research Council, Washington, D.C pp 45 Wahls, H E (1994) "Tolerable Deformations", Proceedings of Settlement '94, Vertical and Horizontal Deformations of Foundations and Embankments, Vol 2, Geotechnical Special Publication No 40, ASCE, pp 1611 - 1628 Walkinshaw, J.L (1978) TRR 678, Transportation "Survey of bridge movements in the western United States", Research Board, pp 6-12 Xanthakos, P (1995) "Bridge Substructure and Foundation Design, Prentice Hall, New Jersey Yokel, F.Y (1990) "Proposed Design Criteria for Shallow Bridge Foundations", Dept of Commerce, National Inst, of Standard and Technology, Gaithersburg, Yu, H.S and Houlsby, G.T (1991) "Finite Cavity Expansion Analysis", Geotechnique, 41, 173 - MD, pp 50 in Dilatant Soil: Loading 183 Yu, H.S and Mitchell, G.T (1998) "Analysis of Cone Penetration Resistance: Review of Methods", Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 124(2), 140 - 149 Yu, P and Richart, F.E (1984) "Stress Ratio Effects on Shear Modulus of Dry Sands", Journal of Geotechnical Engineering, ASCE, 110(3), 331-345 242 APPENDIX: THE A.l PROGRAM CONEPILE Introduction The program CONEPILE base and shaft resistances • base resistance: is for calculating the pile load capacity including both the The methods adopted in the program CONEPILE are: Aoki and Velloso's method; LCPC method; proposed method (Lee-Salgado method); • shaft resistance: Aoki and Velloso's method; LCPC The details of method each method can be found in Chapter The program CONEPILE can calculate the base and shaft resistances for both non-displacement and displacement piles Users can select the method desired to use for a given The program CONEPILE interface program calculation The for pre- consists soil condition and pile type of two different programs: and post-processing, and the FORTRAN a user-friendly code used program was developed using Visual-C for easy user-friendly interface input and output data processing A.2 A 2.1 Guidelines for Running Starting the (1) Click the icon CONEPILE program named "CONEPILE" in Windows (2) Click the "start" button (Figure A-l) (3) Click the "exit" button if the in actual program needs to be terminated (Figure A-l) (4) Click the "continue" button after reading the introduction (Figure A-2) 243 ^^s^i!?m*hWMmi\mKtJ M~'i-'^\ * » [4 r>'- J Debug AIR I li ill Wl Iffl I' | 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O^avipD^obi index njoto to pie and sol t^cxr fndexBo* ] OmlDevOlaobi -PfedametefaBi 01 OutlplpDlo,ooi - O OutypOlsobi c - Cone wwetanco at pie be** level {kPat | g CONERLE «)pioiecL*, O Continue pioiecLobi J O © ? protect pdb protect, res pwctDle, or* StoAhtoti l^ ] *? proiectpchi P ? 63KB Intemedaie Fie 1Q/2S/38 857 PM 40KB Intefroedate Fie 0/26/38 217KB IniermecWeFJe 0/25/98 57 856 PM PM IrtermeoiaieFJle 10/26/38857PM vciO jdb vciO.pdb 116KB z obrdEsJs | Figure A-6 ayMcie.JW»d-Acpji.| >jCDPtoyg-HBHB23 | |-rcotl£PILE ^ : 9Va*» LCPC method for calculating the base resistance 247 Selection of the A.2.3 method for calculating the shaft resistance (1) Click a button corresponding to the method to be used (Figure A-7) (2) Aoki-Velloso method (Figure A-8): Required input parameters: • pile index number; pile diameter (B); number of layers for shaft resistance calculation; thickeness, soil index number, and cone resistance q c of each sub-layer; • Click "pile index" and "soil index" buttons to find pile and given pile and LCPC method (Figure (3) • index numbers for soil types; Click "continue" after entering • soil all required parameters; A-9): Required input parameters: pile diameter (B); number of layers for shaft resistance calculation; thickness, LCPC index number, and cone resistance q c of each sub-layer; "LCPC index" button to find index numbers for given pile and • Click • Click "continue" after entering A.2.4 all soil types; required parameters; Output (Figure A- 10) (1) Click "show results" button to get the calculated base and shaft resistance (2) Click "end" button to terminate the program 248 £fe £* loob Uet> yiew H J Debug | Al Ft ~3 | ©1 xifctel H xtet Hi^lsSr Cortonfc of Debug' N., Sc-slTjce I Modified - j ! LcpcihafilDlgobi - Lco«hatt20lflobi ' ^ LcpcshaftDljobi '' O Lôabôe01sL0b! â LpbaieOlgobi ^ UxndodDlftobi " CALCULATION OF SHAFT FCStSTAHCE i OLwxtedlDlgobi R Lpnde»2Dtg Pleme tded obi *ie method you wsh to tae tor the calciiebon of shed wwlwu ( "» UwTdewOlQobi OutavavOlgobi ^OjavlpDtgob) - O OuHoavOlflob OiilpbDlflobi "T !?" (X OiibavDlgobi HCONERLE •H kCPC IVr*SSF£3 OutbloDtg.obi : project, ft owed obi © piotecLpch pdb _ ^ cxoiect O project, res 9» proiectDlg at* ^StdAKobi Li O vciOidb S?» vcittodb 69KB Irtermeciaie Fie 40KB Irtferrnectate Re 217KB Intwmedwte F3e 116KB Intermediate Fie 0/2S/98 B57 10/26/98 PM &5E PM 57PM 107207386- 57 PM 10/26/38 zl 2333 Jj Eistarrq Debus 3a>Pte»imHL.| -rcoNEPBj STMicrowftWcni- | ^s£ SW 130AM Figure A-7 Selection of the method for calculating the shaft resistance ^^^^fei^afeifeaissifefea - < IntJcOkjoci Belare *? LcpdhaHlDlgobi pis O Lcocihari2D 15001 ^ LcpcshattDlg,0O] O LesebeseO gg AokrVdbso method fa shaft rentance > you ertat tvj npU date &id the appropnaM ridex nmber to the aid Hri i^se* la -*hch you wjh to c*ia/ate th» jhart wnsanca -Ptendon^her Fjfatod» [j Soitniex j 10,0b, D LpbaseO^ot, ^ Lpnde»Dlg.obi -PSedHneterfcrri f~ •Naoilaacofo-jhoHn cAjiattsnPOmoxt OLondewlDlflobi O Lpndew20lo.obi LaperKo Layer thcJcnest [mt SoJrdexPta PiWa) T" Lpnde*sDlgot> O OL*avavDlo,obi P> OutovipDl^obi *? OutpavDlg.ot> OuibtoDioobi E? 0ullHlv0IO.Ob| ^ OuibJoDlg.obi HCONERU _*) protect, ft, ^ © pioiecLpch protect obi 01 ptoiect.pab O ctoiectres © PoiectDla.ofci °» StdAhtobt If? Contrae © «*0-Pdb etweti:! o^KttC ^BSw[ TTOT 0726799 57 PM d Z33K8 gjExploi«o- Debug Figure A-8 InterroecieieFile | | ^yMipowftWord- -jCPPhi»-|tt3)ll-| I l-CONEPHE ^J-i ®*> 134AM Aoki-Velloso method for calculating the shaft resistance 249 f£*pfewng.-;D«bug Efe ; a* -l.l.l.'lJJIIJIJJJiWimiMP.MIimUM.UJ |_i Debug «l Fc :J £* LoboaeOtgobi O O Lj^noexDlftobi LpndewlDlgob P* Lowfcxs2Dlg.ob ShowRosJrif O LorxiewOlgobi O Outav»vDloc*i ?* OuiovlpDigobi D OuitpovO^obi P OuHDODlaobi - Sm retiaaxs ' fcNl ?* OuiiavOl&ob O OutlsbOlg obi IkM) HC0NERL£ ^J pmjed.lt O prO|ecLob( ^ ptotectpch r* oroiec! pdb ~^~3 protect, res 01 proredDlg obi O StdArxoh O n iii vc40db vc4Q.pdb ohecl|»l**>cMd lr*eimedw*e He lu/A/3«Bb/HM 233KB iJ8SUrt[ jJEataiig Debug I 3TMioi>«iBWcri jCDPtwtlBlILl TCONEFftE Figure A- 10 Output ^is£ .0O 150AM results ... CPT for pile design, load-settlement curves of axially loaded piles bearing in sand were developed in terms of normalized base resistance Although the limit state design concept for pile design. .. s/B = = pile state design 5% or s/B B = base settlement, pile concept for pile design has = 10%, the normalized load- settlement curves obtained in this study allow determination of pile base... non-displacement displacement displacement piles, and piles piles pile foundations are classified as either Driven piles are the most drilled shafts (bored piles) are the most common common type