Assessment of Calculation Procedures for Piles in Clay based on Static Loading Tests Anders Hust Augustesen
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1 Assessment of Calculation Procedures for Piles in Clay based on Static Loading Tests By Anders Hust Augustesen 1
2 Agenda Presentation of calculation procedures Basis for the evaluation of the calculation procedures Database Results Conclusions 2
3 Design methods in consideration API-RP2A Current API-method, long history (1969) α approach, α = α(ocr, s u ) for the skin friction s 0 u , , 1.0 s p u α 1 High values of ψ => application with engineering judgement s uu should be employed Loading conditions (compression / tension) Pile material and diameter Undrained shear strength, S u Plasticity index, I p Sensitivity, S t Overconsolidation ratio, OCR Pile/soil friction angle, f CPT tip resistance, q c Open/Closed p 0 z 3
4 Design methods in consideration ICP Jardine and his co-workers (1996) β = β (S t,δ f,ocr,i p,tip conditions,r,δz): 2R 0.8 tan rc I z rc p YSR 0.87 Ivy YSR vy log 10 S t R skin rc p outer inner Open piles : R R R Open/closed, tension/compression s ciu employed as reference strength End-bearing is function of q c and tip conditions Parameters not part of routine site investigations z Undrained shear strength, S ciu Plasticity index, I p Sensitivity, S t Overconsolidation ratio, OCR Pile/soil friction angle, f 4
5 PILCAP Assessment based on a database Focus on C/M-ratios μ C/M and σ C/M Distribution of skin friction Characteristic values Interpretation of soil conditions Interpretation of loading tests PILCAP Correction of s u Estimation of soil parameters 5
6 PILCAP Correction for time t Qt Q log 10, t0 t 100 days, Group action Pre-shearing effects Loading rate 6
7 Database Literature Norwegian and Danish companies All piles tested to failure Soil and pile ranking static loading tests on 111 sites 199 compression and 54 tension tests 153 tests on steel piles, 65 on timber and 35 on concrete piles 95 Super piles 8kPa < s uu < 600kPa 0.10m < Diameter < 0.80m Penetration depth of the longest pile exceeds 100m 7
8 Results 8
9 Results 9
10 Results Depth No. of piles API RP2A ICP μ C/M / σ C/M μ C/M / σ C/M < / / 0.32 > / / 0.63 No. of piles API-RP2A ICP μ C/M / σ C/M μ C/M / σ C/M All cases / / 0.44 Steel / / 0.49 Timber / / 0.32 Concrete / / 0.36 Super piles / / 0.58 The low average C/M-ratios provided by ICP may reflect that some input parameters are estimated based on relative uncertain correlations rather than a short-coming of the method 10
11 Results Driving/ No. of piles API-RP2A ICP Loading μ C/M / σ C/M μ C/M / σ C/M Open / TNS / / 0.31 Open / CMP / / 0.20 Closed / TNS / / 0.92 Closed / CMP / / 0.34 API-RP2A provides overall a reasonable estimate of the capacity ICP should not be used for piles driven open-ended and loaded in compression ICP provide the better estimate of the capacities of piles loaded in tension The large scatter associated with piles loaded in tension is mainly due to lack of capability to estimate the low shaft resistance measured in connection with piles in normally consolidated clay of low plasticity 11
12 Results Closed-ended: 0.25<ψ<0.5 => values lower than predicted by API-RP2A 1.50<ψ<3.0 => values greater than predicted by API-RP2A 12
13 Conclusions Assessment of API-RP2A and ICP for piles in clay based on static loading tests Consistent treatment of available tests Corrections for time and undrained shear strength Failure criterion Group action, preshearing effects and loading rate 253 pile tests distributed on 111 sites constitute the database Wide range of soil and pile conditions API-RP2A provides overall the better estimate of the capacity 13
14 Conclusions API-RP2A provides a skew distribution of C/M-ratios with penetration depth For closed-ended piles there is a tendency that for low strength-ratios API-RP2A overestimate the α-values whereas for high strength-ratios the α-values are underestimated ICP could preferable be applied to piles loaded in tension Compared to API-RP2A the skew distribution of C/M-ratios with penetration depth provided by ICP is less significantly ICP should not be used for piles driven open-ended and loaded in compression Some input parameters for the ICP method have been estimated based on relatively uncertain correlations between geotechnical parameters 14
15 The End Thank you for your attention 15
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