Determination of Pile Driveability and Capacity From Penetration Tests, Volume II: Appendixes

DTFH61-93-C-00047Research has been conducted on the potential improvement of dynamic wave equation analysis methodology using in-situ soil testing techniques. As a basis for this investigation, the literature was reviewed and a summary was compiled of efforts made to date on the development of models and associated parameters for pile driving analysis. Furthermore a data base was developed containing more than 150 cases of test piles with static load tests, dynamic restrike tests, soil information, driving system data and installation records. One hundred data base cases were subjected to correlation studies using both wave equation and CAPWAP. This work yielded dynamic soil model parameters which did not indicate a specific relationship with soil grain size. The in-situ soil testing device utilized was a Modified SPT which yielded data from both static and dynamic measurements. Either static uplift or torque tests yielded static ultimate shaft resistance, and uplift tests also indicated a shaft resistance quake. Static compressive tests on a special tip indicated ultimate end bearing and associated toe quake. Indirectly, by signal matching, soil damping parameters were calculated. These quantities were then used for the prediction of full-scale pile behavior. Data from the Modified SPT were gathered and analyzed on six sites with previous full-scale static pile tests and on three sites where static load tests were to be performed at a later date. Recommendations derived from these tests pertain to the current soil model and to proposals for future changes. In general, the current approach was found to yield, on the average, very reasonable results for end of installation situations. For restrike tests, standard parameters may be misleading. Any necessary modifications to the current approach, for example, the use of particularly large toe quakes or low toe damping factors, should be based on Modified SPT measurements. Differences between prediction and full-scale pile field behavior were attributed to soil strength changes over relatively small distances which cannot be detected with standard SPT spacings of 5 ft (1.5 m)

Determination of Pile Driveability and Capacity From Penetration Tests, Volume I: Final Report

DTFH61-93-C-00047Research has been conducted on the potential improvement of dynamic wave equation analysis methodology using in-situ soil testing techniques. As a basis for this investigation, the literature was reviewed and a summary was compiled of efforts made to date on the development of models and associated parameters for pile driving analysis. Furthermore a data base was developed containing more than 150 cases of test piles with static load tests, dynamic restrike tests, soil information, driving system data and installation records. One hundred data base cases were subjected to correlation studies using both wave equation and CAPWAP. This work yielded dynamic soil model parameters which did not indicate a specific relationship with soil grain size. The in-situ soil testing device utilized was a Modified SPT which yielded data from both static and dynamic measurements. Either static uplift or torque tests yielded static ultimate shaft resistance, and uplift tests also indicated a shaft resistance quake. Static compressive tests on a special tip indicated ultimate end bearing and associated toe quake. Indirectly, by signal matching, soil damping parameters were calculated. These quantities were then used for the prediction of full-scale pile behavior. Data from the Modified SPT were gathered and analyzed on six sites with previous full-scale static pile tests and on three sites where static load tests were to be performed at a later date. Recommendations derived from these tests pertain to the current soil model and to proposals for future changes. In general, the current approach was found to yield, on the average, very reasonable results for end of installation situations. For restrike tests, standard parameters may be misleading. Any necessary modifications to the current approach, for example, the use of particularly large toe quakes or low toe damping factors, should be based on Modified SPT measurements. Differences between prediction and full-scale pile field behavior were attributed to soil strength changes over relatively small distances which cannot be detected with standard SPT spacings of 5 ft (1.5 m)

Determination of Pile Driveability and Capacity from Penetration Tests, Volume III: Literature Review, Data Base and Appendixes

DTFH61-93-C-00047Research has been conducted on the potential improvement of dynamic wave equation analysis methodology using in-situ soil testing techniques. As a basis for this investigation, the literature was reviewed and a summary was compiled of efforts made to date on the development of models and associated parameters for pile driving analysis. Furthermore a data base was developed containing more than 150 cases of test piles with static load tests, dynamic restrike tests, soil information, driving system data and installation records. One hundred data base cases were subjected to correlation studies using both wave equation and CAPWAP. This work yielded dynamic soil model parameters which did not indicate a specific relationship with soil grain size. The in-situ soil testing device utilized was a Modified SPT which yielded data from both static and dynamic measurements. Either static uplift or torque tests yielded static ultimate shaft resistance, and uplift tests also indicated a shaft resistance quake. Static compressive tests on a special tip indicated ultimate end bearing and associated toe quake. Indirectly, by signal matching, soil damping parameters were calculated. These quantities were then used for the prediction of full-scale pile behavior. Data from the Modified SPT were gathered and analyzed on six sites with previous full-scale static pile tests and on three sites where static load tests were to be performed at a later date. Recommendations derived from these tests pertain to the current soil model and to proposals for future changes. In general, the current approach was found to yield, on the average, very reasonable results for end of installation situations. For restrike tests, standard parameters may be misleading. Any necessary modifications to the current approach, for example, the use of particularly large toe quakes or low toe damping factors, should be based on Modified SPT measurements. Differences between prediction and full-scale pile field behavior were attributed to soil strength changes over relatively small distances which cannot be detected with standard SPT spacings of 5 ft (1.5 m)

Wave Equation Analysis of Pile Driving WEAP Program: Volume IV, Narrative Presentation

DOT-FH-11-8830A computer program was written and tested that performs a realistic Wave Equation Analysis of Piles driven by any type of impact hammer. Conventional pile and soil models were used in addition to both a thermodynamic model for diesels and refined mechanical hammer models. The program development was aimed at providing a simple input and both a flexible and extensive output that includes automatic plotting capabilities. Pile Driving Hammer data were prepared and stored in a file for most of the commonly encountered models. The computer language is FORTRAN 4. The program was extensively tested against measured pile top force and velocity data and against measured diesel combustion pressure and stroke. This volume is the fourth in a series

Centrifugal Testing of Model Piles and Pile Groups, Volume III: Centrifugal Tests in Clay

DTFH61-81-R-00034Other reports developed in this study are FHWA-RD-84-002, Vol I, Executive Summary and FHWA-RD-84-003, Vol II, Centrifuge Tests in Sand.This volume is a detailed report of a research program conducted to evaluate the feasibility of centrifuge tests on model piles and pile groups in clay using the geotechnical centrifuge. The report describes the preparation of the clay samples, details of the model piles, methods of pile placement, centrifuge details and operation, and test procedures. Results are presented and analyzed. Conclusions are presented on the verification of the similitude relations, sensitivity of capacity to shear strength, load transfer relations, and pile group efficiencies

Centrifugal Testing of Model Piles and Pile Groups, Volume II: Centrifuge Test in Sand

DTFH61-81-R-00034Other reports developed in this study are FHWA-RD-84-002, Volume I, Executive Summary and FHWA-RD-84-004, Volume III, Centrifuge Tests in ClayThis volume is a detailed report of a research program conducted to evaluate the feasibility of conducting tests on model piles and pile groups in sand using the geotechnical centrifuge. The report describes the preparation of the sand samples, details of the model piles, method of pile placement, description of the centrifuge and its operation and test procedures. Results are presented and analyzed. Conclusions are presented on the verification of the similitude relations, sensitivity of capacity to \ua2 angle, influence of driving sequence, pile group efficiency, and load transfer relations

Centrifugal Testing of Model Piles and Pile Groups, Vol. 1, Executive Summary

DTFH 61-81-R-00034This volume describes in summary form the research program conducted to evaluate the feasibility of conducting tests of model piles and pile \ub7groups using the geotechnical centrifuge. The goals of the program are described, the testing programs in both sand and clay are briefly discussed, important results are presented and conclusions and recommendations for future research are given. Other reports developed in this study are FIIWA/RD-84/003, Vol. II, Centrifugal Tests in Sand, and FIJWA/RD-84/004, Vol, III, Centrifugal Tests in Clay. Dr. R. H. Atkinson, Atkinson-Noland & Associates served as Project Director. Prof. H-Y. Ko and G. G. Goble served as Principal Investigators. Mr. F. Harrison conducted the test program in clay while Mr. M. Manzoori conducted the test program in sand. All experimental work was conducted using the geotechnical centrifuge of the Department of Civil, Environmental, and Architectural Engineering, University of Colorado, Boulder, Colorado