Design of axially and laterally loaded piles using in situ tests: A case history

1985 ◽  
Vol 22 (4) ◽  
pp. 518-527 ◽  
Author(s):  
P. K. Robertson ◽  
R. G. Campanella ◽  
P. T. Brown ◽  
I. Grof ◽  
J. M. O. Hughes
Keyword(s):  
Ground Surface ◽  
Cone Penetration Test ◽  
Load Test ◽  
Penetration Test ◽  
Cone Penetration ◽  
In Situ Tests ◽  
Below Ground ◽  
Load Tests ◽  
Pile Load Test ◽  
Laterally Loaded

A 915 mm diameter steel pipe pile was driven and tested by the B.C. Ministry of Transportation and Highways as part of their foundation studies for the proposed Annacis channel crossing of the Fraser River. The pile was driven open ended to a maximum depth of 94 m. The pile was tested axially to failure when the pile tip was at depths of 67, 78, and 94 m below ground surface. Following the final axial load test, the pile was loaded laterally to a total deflection at the ground surface of 150 mm. A slope indicator casing was installed in the pile to monitor the deflected shape during lateral loading.Adjacent to the pile, a piezometer-friction cone penetration test (CPT) and a full-displacement pressuremeter profile were made. Results of the axial and lateral load tests are presented along with the data from the CPT and the full-displacement pressuremeter tests. Results of several analyses using the data from the CPT and pressuremeter tests to predict the axial and lateral performance of the pile are presented. A comparison and discussion is presented between the predicted and measured axial and lateral behaviour of the pile, for which excellent agreement was found. Key words: pile load test, cone penetration test, pressuremeter test.

Corrected Cone Penetration Test Method for Predicting the Load Capacity of Single Pile

2011 ◽  
Vol 243-249 ◽  
pp. 2435-2438
Author(s):  
Dong Hai Jiang ◽  
Zhang Li ◽  
Nai Jian Ji ◽  
Yuan Yuan Hu
Keyword(s):  
Load Capacity ◽  
Dynamic Test ◽  
Cone Penetration Test ◽  
Practical Experience ◽  
Load Test ◽  
Test Method ◽  
Single Pile ◽  
Penetration Test ◽  
Cone Penetration ◽  
Pile Load Test

Based on the end bearing capacity and friction capacity obtained from high strain dynamic test, an adjusted equation was provided to calculate the pile load capacity. The equation was corrected again by pile load test results. Therefore, a suggested equation was finally established. Practical experience showed that, the corrected equation of cone penetration test method to estimate the load capacity of single pile performed better than that in the national code.

Geotechnical parameters of reclaimed sandfill from the cone penetration test

2005 ◽  
Vol 42 (1) ◽  
pp. 91-109 ◽  
Author(s):  
Yung-Mook Na ◽  
Victor Choa ◽  
Cee-Ing Teh ◽  
Ming-Fang Chang
Keyword(s):  
Stress Level ◽  
Cone Penetration Test ◽  
In Situ Stress ◽  
Load Test ◽  
Penetration Test ◽  
Cone Penetration ◽  
In Situ Tests ◽  
Geotechnical Parameters ◽  
Cone Resistance

Sandfill at reclaimed sites is usually formed by more than one placement method. Reclaimed sandfill is often highly variable, and the cone penetration test is most commonly used for site characterization. Correlations among the cone resistance and geotechnical parameters for sand are influenced by the in situ stress level, and it is important to incorporate the stress-level effect. In this study, cone penetration tests were performed at several levels from the top of a 10 m high surcharge, which was later removed step by step, and in situ density was determined layer by layer at the Changi East reclamation site in Singapore. Different ways of normalizing the cone resistance by the corresponding in situ stress were investigated. Specialized in situ tests including the self-boring pressuremeter test, the cone pressure meter test, the seismic cone penetration test, and the plate load test were conducted to provide the reference deformation characteristics of sandfill. Results of the in situ tests indicate that the sand density and the cone resistance profiles vary between areas formed by different sand placement methods. Site-specific correlations developed based on comparison of normalized cone resistance with the reference data obtained from laboratory tests and other in situ tests are found to be suitable for the evaluation of relevant soil parameters.Key words: stress normalization, cone resistance, correlations, geotechnical parameter, in situ characterization, granular soil.

Static cone tests and settlement of calcareous desert sands

1986 ◽  
Vol 23 (3) ◽  
pp. 297-303 ◽  
Author(s):  
Nabil F. Ismael ◽  
Abdul Majeed Jeragh
Keyword(s):  
Ground Surface ◽  
Field Tests ◽  
Standard Penetration Test ◽  
Penetration Test ◽  
Cone Penetration ◽  
Soil Pressure ◽  
Cone Penetration Tests ◽  
Below Ground ◽  
Load Tests ◽  
Penetration Tests

The results of a recent in situ testing program to establish standard penetration test – cone penetration test (SPT–CPT) correlation for the windblown calcareous desert sands of Kuwait are presented and analyzed. The program consisted of auger borings and static cone tests at five sites along a 35 km long corridor. The resulting correlation was employed for prediction of the allowable soil pressure of footings at seven sites in Kuwait where load tests were carried out on square concrete footings placed at a depth of 1 m below ground surface. A comparison of the measured to the predicted soil pressures using the Schmertmann method indicated very close agreement. The average ratio of measured to predicted soil pressure is 93% for the seven test sites. Recommendations are made for further testing to determine the long-term settlement components due to creep and cyclic loading. Key words: load tests, sands, footings, allowable pressure, settlement, field tests, borings, cone penetration tests.

Full-scale pile tests in sand and development of a computer program for predicting load capacity

2007 ◽  
Vol 34 (10) ◽  
pp. 1222-1236 ◽  
Author(s):  
J K.C Shih ◽  
J R Omer ◽  
R Delpak ◽  
R B Robinson ◽  
C D Jones
Keyword(s):  
Computer Program ◽  
Scale Effects ◽  
Soil Mechanics ◽  
Load Capacity ◽  
Pressure Coefficient ◽  
Prediction Method ◽  
Cone Penetration Test ◽  
Load Test ◽  
Penetration Test ◽  
Cone Penetration

An interactive computer program GLAMPILE has been developed for predicting the static load capacity of single piles formed in any soil profile. A variety of well-known prediction methods have been incorporated into the program, including (i) soil mechanics based formulae; (ii) direct and indirect cone penetration test (CPT) based methods with and without accounting for scale effects of the cone on pile base capacity; and (iii) a new CPT-based method that considers the effects of “critical depth” and shaft resistance distribution, although the method has only been calibrated for relatively short piles. GLAMPILE can cope with different pile types installed with or without a permanent casing. The program has been applied to predict the axial capacities of 11 piles that were recently installed in sand and statically loaded to failure. Results from the soil mechanics procedures indicate increases, on the in situ value, of the earth pressure coefficient by up to 37%, which lies within the range 0%–100% recommended in the literature. The best CPT-based prediction method applied yields a mean (µ) and coefficient of variation (COV) of predicted to measured pile head capacity (Puh(p)/Puh(m)) of 0.83 and 0.12, respectively. Scale effects are shown to be nominal for the cases analysed. An improved method is recommended, which yields µ = 1.00 and COV = 0.10, implying higher accuracy and reliability compared with the other methods.Key words: piles, cone penetration test, static and dynamic load test, modular program.

Parametric analysis of the effects of stress relief on the performance and capacity of piles in nondilative soils

2011 ◽  
Vol 48 (9) ◽  
pp. 1354-1363 ◽  
Author(s):  
Gang Zheng ◽  
Yu Diao ◽  
C.W.W. Ng
Keyword(s):  
Ground Surface ◽  
Stress Relief ◽  
Load Test ◽  
The Other ◽  
Deep Excavation ◽  
Maximum Tension ◽  
Load Tests ◽  
Pile Load Test ◽  
Effects Of Stress ◽  
Pile Load Tests

To provide support to superstructure and substructure, piles are often installed beneath a deep basement prior to its excavation. However, the effects of stress relief on the performance and capacity of piles due to deep excavation are rarely reported in the literature. In this study, two different types of pile load tests were simulated with and without considering excavation effects by conducting parametric axisymmetric finite element analyses. The first test was a pile load test on a sleeved pile from the ground surface prior to deep excavation, and the other is a load test on an unsleeved pile at the final excavated level. It is found that an excavation could reduce the pile capacity by up to 45% and pile stiffness by up to 75%. The effects of stress relief due to an excavation increase with normalized excavation depth (H/L) and excavation radius (R/H). Moreover, the maximum tension induced in a pile by excavation varies with H/L, and it has a peak value when 1 < H/L < 1.25. The value of maximum tension increases with the pile–soil modulus ratio (Ep/Esm). When Ep/Esm = 100, peak tension develops at 0.5H. On the other hand, tension reaches a peak at 0.7H when Ep/Esm = 20.

scholarly journals Estimating an empirical equation connecting subgrade reaction modulus with cone penetration test for sandy soils

2021 ◽  
Vol 9 (2) ◽  
pp. 001-008
Author(s):  
Abdelaziz Ahmed Bohagr ◽  
Ghassan Ahmed El gehani ◽  
Mohammed Mahmoud Boudejaja ◽  
Mustafa M Amami
Keyword(s):  
Sandy Soils ◽  
Cone Penetration Test ◽  
Shape Effect ◽  
Subgrade Reaction ◽  
Penetration Test ◽  
Cone Penetration ◽  
Loading Test ◽  
Reaction Coefficient ◽  
Tip Resistance ◽  
Load Tests

In geotechnical engineering, the coefficient of subgrade reaction is regarded as one of the most important parameters used for describing the interaction of soil and structure as well as describing some soil characteristics, subgrade reaction coefficient can be calculated theoretically using many different formulas, laboratory via specific well-known tests, and in site through field plate loading test. On the other hand, the cone penetration test is one of the most frequently used field tests to investigate the soil. The lately carried out researches showed a good relation between the subgrade coefficient and the tip resistance collected from the CPT, but the results obtained from the proposed method are still doubtable. In this paper, fifteen plate load tests and thirty CPTs, already collected for private site investigation project, have been used for finding the best fit equation connecting the subgrade reaction coefficient Ks with the tip resistance qc. The finds of the established equation have been compared extensively with those of other well-known related equations. The results show the ability of the concluded equation to get Ks results in the acceptable range of sandy soils. However, the depth and shape effect on the suggested formula need further investigations since all the plate load tests in this project have been carried out on the soil surface with a 45 cm diameter circular plate.

scholarly journals On the interpretation of seismic cone penetration test (SCPT) results

2013 ◽  
Vol 35 (4) ◽  
pp. 3-11 ◽  
Author(s):  
Irena Bagińska ◽  
Wojciech Janecki ◽  
Maciej Sobótka
Keyword(s):  
Test Performance ◽  
Ground Surface ◽  
Small Strain ◽  
Cone Penetration Test ◽  
Penetration Test ◽  
Cone Penetration ◽  
Soil Medium ◽  
Small Strain Shear Modulus ◽  
Different Depths ◽  
Seismic Cone Penetration Test

Abstract The paper deals with the methodology of performing and interpretation of seismic cone penetration test (SCPT). This type of test is used to determine velocity of the seismic wave in the soil medium. This study is focused on shear wave. The wave is triggered on the ground surface by hitting an anvil with a sledgehammer. Then, vibrations induced at different depths are measured. Based on recorded measurements wave velocity (Vs) and thus also small strain shear modulus Gmax may be calculated. An interpretation of exemplary seismic test results is presented. Crossover and cross-correlation methods are discussed and another, more adequate one is featured and then applied in the interpretation example. Conditions for correct test performance and interpretation are discussed.

Cone penetration test (CPT) methods for end-bearing assessment of open- and closed-ended driven piles in siliceous sand

2008 ◽  
Vol 45 (8) ◽  
pp. 1130-1141 ◽  
Author(s):  
Xiangtao Xu ◽  
James A. Schneider ◽  
Barry M. Lehane
Keyword(s):  
Small Diameter ◽  
Predictive Performance ◽  
Cone Penetration Test ◽  
Offshore Structures ◽  
Penetration Test ◽  
Driven Piles ◽  
Cone Penetration ◽  
Pile Installation ◽  
Diameter Pipe ◽  
Load Tests

The cone penetration test (CPT) has been used as a means of assessing the end bearing of driven piles in sand for many decades. This paper examines the predictive performance of four new such CPT-based methods recently included in the commentary of the 22nd edition of the American Petroleum Institute’s recommended practice for fixed offshore structures. It is demonstrated that the formulations given by one of these methods, referred to as UWA-05, provides better predictions than the three other CPT methods when tested against (i) an existing database of base-capacity measurements, (ii) results from a new series of load tests on small-diameter piles, and (iii) base capacities measured in two recently conducted load tests on 1.5 m diameter pipe piles. It is shown that the UWA-05 has better predictive performance (and hence reliability) as it accounts explicitly for the effects of partial plugging during pipe–pile installation and for variations in CPT resistance in the vicinity of the pile tip.

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