a comparison of predicted pile capacity and load test results in sand

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A COMPARISON OF PREDICTED PILE CAPACITY AND LOAD TEST RESULTS IN SANDS PRESENTED BY MUHAMMAD FAYYAZ 2007-MS-GEO-10

INTRODUCTION : 

INTRODUCTION Pile load testing is a part of design confirmation in piling practice, the world over. These provide valuable information regarding load ~ deformation behavior of the prototype pile foundations.

INTRODUCTION : 

INTRODUCTION At FATIMA FERTILIZER COMPLEX, located in southern Punjab, Pakistan, a number of pile load tests were performed. A couple of these tests were taken to the yielding stage.

INTRODUCTION : 

INTRODUCTION This presentation provides details of the subsurface conditions at the site and predicted & interpreted load carrying capacities of piles. Besides, conclusions and recommendations for sound design of pile foundations in similar situations in submerged sands are also provided.

SUBSURFACE PROFILE : 

SUBSURFACE PROFILE Subsurface at the site was explored by drilling of boreholes by straight rotary drilling method. Undisturbed and disturbed samples collected during investigation were tested at the laboratory and subsequently subsurface stratum was finalized. A generalized subsurface profile at the site was developed on the basis of field and laboratory test results.

SUBSURFACE PROFILE : 

SUBSURFACE PROFILE The top layer of firm to stiff silty clay upto an average depth of 2.0 m below top of ground is followed by medium dense to dense silty fine sand / fine sand upto the maximum investigated depth of 40 m below top of ground.

SUBSURFACE PROFILE : 

SUBSURFACE PROFILE Groundwater table was encountered at an average depth of 8.0 m below top of ground.

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A BOREHOLE AT THE SUBJECTED SITE IS SHOWN HERE

ADOPTED SOIL PARAMETERS : 

ADOPTED SOIL PARAMETERS The following parameters were defined based upon the results of field and laboratory studies, recent literature, engineering judgment and experience with similar soil conditions:

ADOPTED SOIL PARAMETERS : 

ADOPTED SOIL PARAMETERS

COMPARISION OF DESIGN LOAD AND PLT RESULTS OF A PARTICULAR PILE AT “UREA PLANT” : 

COMPARISION OF DESIGN LOAD AND PLT RESULTS OF A PARTICULAR PILE AT “UREA PLANT”

EVALUATION OF PILE CAPACITY BY TOMLINSON’S TECHNIQUE : 

EVALUATION OF PILE CAPACITY BY TOMLINSON’S TECHNIQUE

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Keeping in view the subsurface conditions and available construction technology, piles were designed as cast in-situ drilled shafts. Pile capacities were evaluated by use of static method proposed by Tomlinson. The following design parameters were used for capacity evaluation

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Critical Depth = 15 D Nq = 8 (for cast in-situ drilled shafts, with tip below groundwater table) K = 0.70 ς = 0.75 Ф Pile cap was considered to be at 2.0 m depth below top of ground

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GWT

SUMMARY OF PILE CAPACITY EVALUATION : 

SUMMARY OF PILE CAPACITY EVALUATION

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RESULTS OF PILE LOAD TEST CONDUCTED AT “UREA PLANT”

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GROSS SETTLEMENT =41.18mm REBOUND =7.64mm NET SETTLEMENT =33.54mm

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EVALUATION OF PILE LOAD TEST (PLT-5) DATA

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LOAD – SETTLEMENT CURVES

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TWO TANGENT METHOD FOR Qu

COMPARISON OF RESULTS : 

COMPARISON OF RESULTS PILE LEINGTH = 35.0m PILE DIAMETER = 1000mm ALLAOABLE DESIGN LOAD = 262 Tons ALLAOABLE LOAD FROM PLD = 299 Tons DIFFERENCE = 37 Tons

CONCLUSIONS : 

CONCLUSIONS PILE LOAD TEST IS MANDATORY FOR CONFIRMATION OF PILE DESIGN IF WE HAVE PILE LOAD TEST DATA FOR ONE PILE IT CAN BE USED IN DESIGNING AN OTHER PILE IN SIMILAR SUBSURFACE CONDITION 3. IF THERE IS MUCH DIIFERENCE IN DESIGN LOAD OF PILE AND LOAD TAKEN BY PILE DURING LOAD TEST THEN DESIGN SHOULD BE REVISED

ANY : 

ANY Question ANY

THANKS : 

THANKS THANKS THANKS