Ohio Department of Transportation. Development of CPT Driven Pile Direct Design Methodology for ODOT
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1 Ohio Department of Transportation John R. Kasich, Governor Jerry Wray, Director Development of CPT Driven Pile Direct Design Methodology for ODOT Alexander B.C. Dettloff, P.E. Foundations Engineer Division of Engineering Office of Geotechnical Engineering October 28, 2015
2 ODOT CPT Rig 2
3 ODOT CPT Rig Manufactured by A.P. Van den Berg Track-Mounted CPT unit Hyson 200 kn VTS-D TM30 Crawler John Deere diesel engine, 93kW = 125 hp mm CPT Rods = 41.56m = Maximum Push = 200 kn = 45 kips 15cm 2 Type 2 Piezo-Cone w/ Seismic Module Seismic Hammer Trigger Beam on jacks ODOT CPT Rig 3
4 ODOT CPT Rig 4
5 ODOT CPT Rig 5
6 ODOT CPT Rig 6
7 ODOT CPT Rig 7
8 ODOT CPT Rig 8
9 ODOT CPT Rig 9
10 ODOT CPT Rig 10
11 ODOT CPT Rig 11
12 ODOT CPT Rig 12
13 ODOT CPT Rig 13
14 ODOT CPT Rig 14
15 ODOT CPT Rig 15
16 CPT Exploration 16
17 CPT Exploration 17
18 CPT Exploration 18
19 CPT Exploration 19
20 CPT Exploration 20
21 CPT Probe 21
22 CPT Probe 22
23 CPT Probe 23
24 CPT Probe 24
25 CPT Probe 25
26 CPT Probe 26
27 CPT Probe 27
28 CPT Probe A c = projected area of cone (not surface area of cone) A s = area of friction sleeve A n = cross-sectional area of load cell or shaft a or a n = Cone Net Area Ratio q c /u 2 from laboratory triaxial cell calibration (this is not A n /A c ) CPT Probe 28
29 CPT Probe Readings Q c = force acting on the cone measured by load cell F s = force acting on the friction sleeve measured by load cell u 2 = Pore Water Pressure measured by transducer behind the cone CPT Probe Readings 29
30 CPT Probe Readings 30
31 CPT Probe Readings u 0 = Equilibrium Pore Water Pressure calculated based on water table location u 1 = Pore Water Pressure measured by transducer in the cone u 2 = Pore Water Pressure measured by transducer behind the cone u 3 = Pore Water Pressure measured by transducer behind the sleeve CPT Probe Readings 31
32 CPT Probe Readings q c = Cone (Tip) Resistance = Q c /A c (typically in MPa) f s = Sleeve Friction = F s /A s (typically in MPa or kpa) u 2 = Pore Water Pressure from transducer (typically in kpa) CPT Probe Readings 32
33 CPT Probe Readings 33
34 CPT Cone (Tip) Net Area Ratio 34
35 CPT Cone (Tip) Net Area Ratio 35
36 q c is not necessarily directly useful Need to correct for pore water pressure q t = Corrected Tip Resistance = q c + u 2 (1-a) Corrected Tip Resistance 36
37 CPT Probe Data Direct Readings Q c,f s, u 2 Primary (Derived) Values q c, f s Secondary (Derived) Values q t, R f = Friction Ratio = (f s /q t ) x 100% Tertiary (or further) Correlations S u, ϕ, γ, Q t, F r, I c, Soil Behavior Type, etc. CPT Probe Data 37
38 CPT Probe Data Correlations exist for the following: S u, undrained shear strength ϕ, effective internal friction angle γ, soil unit weight Soil Behavior Type (SBT) Q t, Normalized Cone Resistance F r, Normalized Friction Ratio I c, Soil Behavior Type Index N 60, SPT blow count normalized at ER 60% CPT Probe Data 38
39 CPT Probe Data Correlations exist for the following: S t, soil sensitivity OCR, overconsolidation ratio K o, in-situ stress ratio D r, Relative Density ψ, state parameter E, Young s modulus k, coefficient of permeability consolidation characteristics (c v, c h, M) CPT Probe Data 39
40 CPT Direct Design 40
41 CPT Direct Design 41
42 CPT Direct Design Methods Under Consideration : Schmertmann, 1978 De Ruiter and Beringen, 1979 Bustamante and Gianeselli (LCPC), 1982, The "French Method" Aoki and De Alencar, 1975 Penpile (MissDOT), Clisby et al., 1978 Philipponnat, 1980 Price and Wardle, 1982 CPT Direct Design 42
43 CPT Direct Design Methods Under Consideration: Tumay and Fakhroo, 1982 Almeida et al., 1996 Eslami and Fellenius, 1997 Jardine and Chow (MTD), 1996 Powell et al., 2001 UWA-05 (Lehane et al.), 2005 Zhou et al., 1982 CPT Direct Design 43
44 CPT Direct Design 44
45 CPT Direct Design 45
46 CPT Direct Design What do we really want? Accuracy is nice, but getting CLOSE to the target only counts in horseshoes and hand-grenades! If you are CLOSE to safety, but not quite there, you still have a failure! Overprediction = Unconservatism! CPT Direct Design 46
47 CPT Direct Design 47
48 CPT Direct Design 48
49 CPT Direct Design 49
50 CPT Direct Design 50
51 CPT Direct Design What do we really want? Best predictor of driven pile quantities! Spot-on prediction is the best but unlikely. Overprediction of capacity = quantity underrun Underprediction of capacity = excess quantity Underruns cost 2.5x the cost of overruns We want to waste the least cost in failure to predict the exact capacity (least wastage) CPT Direct Design 51
52 CPT Direct Design 52
53 CPT Direct Design 53
54 CPT Direct Design Methods we cut out right away: Tumay and Fakhroo, 1982 Almeida et al., 1996 Eslami and Fellenius, 1997 All 3 tend to greatly over-predict capacity Zhou et al., 1982 Does not predict ultimate capacity; assumes a drilled shaft load-deflection behavior CPT Direct Design 54
55 CPT Direct Design Methods we cut out right away: Jardine and Chow (MTD), 1996 UWA-05 (Lehane et al.), 2005 Both are quite complicated, and are not really CPT direct design methods. They both require additional inputs that cannot be derived through CPT probing, but need additional soil testing. CPT Direct Design 55
56 CPT Direct Design Methods using minimum path rule: Schmertmann, 1978 De Ruiter and Beringen, 1979 Tumay and Fakhroo, 1982 The Minimum Path Rule is is a graphical method that cannot be easily computerized, and is nearly impossible to implement in a spreadsheet solution. CPT Direct Design 56
57 Minimum Path Rule 57
58 CPT Direct Design Methods we reviewed further: Bustamante and Gianeselli (LCPC), 1982 Aoki and De Alencar, 1975 Philipponnat, 1980 Penpile (MissDOT), Clisby et al., 1978 Price and Wardle, 1982 Powell et al., 2001 CPT Direct Design 58
59 CPT Direct Design Equations tend to be in the form of: q s = αq c or αf s for Side Resistance q p = kq c for Tip Resistance α and k are generally functions of soil type and/or pile type CPT Direct Design 59
60 CPT Direct Design Methods and Equations: Method Factors q s q p LCPC q c q c /α k c q ca Aoki and De Alencar q c q c α s /F s q ca /F b Philipponnat q c q c α s /F s k b q ca Penpile q c,f s f s /( f s ) (in psi) 0.25q ca in clay, 0.125q ca in sand Price and Wardle q c,f s 0.53f s 0.35q ca Powell et al. q c,f s,u 2 (q c -σ vo )/k 1 (q c -σ vo )/k 2 CPT Direct Design 60
61 CPT Direct Design 61
62 CPT Direct Design 62
63 CPT Direct Design 63
64 CPT Direct Design 64
65 CPT Direct Design 65
66 CPT Direct Design 66
67 ? CPT Direct Design 67
68 CPT Direct Design Uses scaling of direct in-situ test data However, φ cpt =? Right now, AASHTO gives φ stat = 0.50 for CPT direct design with the Schmertmann method However, φ stat = 0.50 < φ dyn = 0.70 which penalizes CPT direct design compared to conventional design using SPT. CPT Direct Design 68
69 CPT Indirect Design Uses correlation to soil properties Eliminates the advantages of CPT Direct Design through multiple levels of correlation We consider this to be approximately equal to conventional design using SPT Use φ dyn = 0.70 per ODOT Bridge Design Manual Section b CPT Indirect Design 69
70 CPT Indirect Design We are utilizing the following items: Soil Behavior Type (SBT) I c, Soil Behavior Type Index S u, undrained shear strength ϕ, effective internal friction angle N 60, SPT blow count normalized at ER 60% γ, total soil unit weight Axial Resistance Software: DRIVEN, APILE, etc. CPT Indirect Design 70
71 CPT Indirect Design 71
72 Granular, Coarse Grained Cohesive, Fine Grained CPT Indirect Design 72
73 I c, Soil Behavior Type Index I c = (( log Q t ) 2 + (log F r ) 2 ) 0.5 Q t = normalized cone penetration resistance (dimensionless) = (q t σ vo )/σ vo F r = Normalized Friction Ratio (%) = (f s /(q t σ vo )) x 100% I c is used in various other correlations CPT Indirect Design 73
74 I c, Soil Behavior Type Index Generally, I c < 1.5 = Gravel to Sandy Gravel (A-1) I c = = Sand to Silty Sand (A-3) I c = = Sandy Silt to Silt (A-4) I c = = Silt and Clay to Silty Clay (A-6) I c > 3.0 = Clay (A-7) I c = 2.0 is the approximate dividing line between Granular and Cohesive soils CPT Indirect Design 74
75 Cohesive Soils Various correlations exist for Su, Peak Shear Strength However, we consider Peak Shear Strength to be unconservative for design of Driven Piles Instead, we use Remolded Shear Strength S u = f s = Sleeve Friction This gives a close agreement with conventional design using SPT correlations CPT Indirect Design 75
76 Granular Soils Various correlations exist for ϕ, Peak Friction Angle However, we consider Peak Friction Angle to be unconservative for design of Driven Piles, giving values up to 166% of what could be expected with SPT correlations Instead, we are correlating ϕ, effective internal friction angle, to N 60 and N1 60, based on AASHTO LRFD Bridge Design Specifications Article CPT Indirect Design 76
77 SPT N 60 Correlation We use a correlation developed by Robertson (2012): (qt/pa)/n 60 = 10 ( Ic) q t = Corrected Tip Resistance = q c + u 2 (1-a) p a = Atmospheric Pressure I c = Soil Behavior Type Index CPT Indirect Design 77
78 γ, Total Soil Unit Weight We use a correlation developed by Robertson (2010): γ/γ w = 0.27 [log R f ] [log(q t /p a )] R f = Friction Ratio = (f s /q t ) x 100% γ w = Unit Weight of Water p a = Atmospheric Pressure CPT Indirect Design 78
79 References AASHTO. (2014). LRFD Bridge Design Specifications. 7 th Edition, AASHTO, Washington, DC. Almeida, M.S.S., Danziger, F.A.B., and Lunne, T. (1996). Use of the piezocone test to predict the axial capacity of driven and jacked piles in clay. Can. Geotech. J., 33 (1), ASTM D (2012). Standard Test Method for Electronic Friction Cone and Piezocone Penetration Testing of Soils. ASTM International, West Conshohocken, PA, References 79
80 References Aoki, N., and De Alencar, D. (1975). An approximate method to estimate the bearing capacity of piles. Proc., 5th Pan-American Conf. of Soil Mechanics and Foundation Engineering, Buenos Aires, Vol. 1, Bustamante, M., and Gianeselli, L. (1982). Pile bearing capacity predictions by means of static penetrometer CPT. Proc., 2nd European Symp. on Penetration Testing, ESOPT-II, Amsterdam, The Netherlands, Vol. 2, Clisby, M. B., Scholtes, R. M., Corey, M. W., Cole, H. A., Teng, P., and Webb, J. D. (1978). An evaluation of pile bearing capacities. Final Report, Mississippi State Highway Department, Volume 1. References 80
81 References De Ruiter, J., and Beringen, F. L. (1979). Pile foundations for large North Sea structures. Mar. Geotech., 3(3), Eslami, A., and Fellenius, B. H. (1997). Pile capacity by direct CPT and CPTU methods applied to 102 case histories. Can. Geotech. J., 34, Hu, Z. (2007). Updating Florida Department of Transportation's (FDOT) Pile/Shaft Design Procedures Based on CPT & DTP Data. University of Florida, Gainesville, FL. References 81
82 References Jardine, R. J., and Chow, F. C. (1996). New design methods for offshore piles. MTD Publ. No. 96/103, Centre for Petroleum and Marine Technology (CPMT), London, U.K. Lehane, B.M., Schneider, J.A., and Xu, X. (2005b). CPT based design of driven piles in sand for offshore structures. UWA Report, GEO: NCHRP (2007) Synthesis 386: Cone Penetration Testing. Transportation Research Board, Washington, DC, References 82
83 References Philipponnat, G. (1980). Methode pratique de calcul d un pieu isole a l aide du penetrometre statique. Rev. Fr. Geotech., 10, Powell, J. J. M., Lunne, T., and Frank, R. (2001). Semiempirical design procedures for axial pile capacity in clays. Proc. XV ICSMGE, Istanbul. Price, G., and Wardle, I. F. (1982). A comparison between cone penetration test results and the performance of small diameter instrumented piles in stiff clay. Proc. of the 2nd European Symp. on Penetration Testing, Amsterdam, The Netherlands, Vol. 2, References 83
84 References Robertson, P.K., Cabal, K.L. (2014). Guide to Cone Penetration Testing for Geotechnical Engineering. 6 th Edition, Gregg Drilling & Testing, Inc., Signal Hill, CA. Schmertmann, J.H. (1978a). Guidelines for cone penetration test, performance and design. Rep. No. FHWA-TS , U.S. Department of Transportation, Washington, D.C., 145. Titi, H. H., and Abu-Farsakh, M. Y. (1999). Evaluation of bearing capacity of piles from cone penetration test data. Rep. No. FHWA/LA.99/334, Louisiana Transportation Research Center, Baton Rouge, LA. References 84
85 References Tumay, M. T., and Fakhroo, M. (1982). Friction pile capacity prediction in cohesive soils using electric quasistatic penetration tests. Interim Research Rep. No. 1, Louisiana Department of Transportation and Development, Research and Development Section, Baton Rouge, LA. Zhou, J., Xie, Y., Zuo, Z.S., Luo, M.Y. and Tang, X.J. (1982). Prediction of limit load of driven pile by CPT. Proc. of the 2nd European Symp. on Penetration Testing, Amsterdam, The Netherlands, Vol. 2, References 85
86 Thank You Questions? Comments? End of Presentation 86
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