Long-term Lateral Resistance of Helical Piles in Cohesive Soils
|
|
- Holly Tate
- 1 years ago
- Views:
Transcription
1 Long-term Lateral Resistance of Helical Piles in Cohesive Soils Bien Dinh, John Liu, John Dunn, Justin Zhang, Peter Huang Almita Piling Inc., Ponoka, Alberta, Canada ABSTRACT The results of ten lateral pile load tests for both helical piles and driven piles with the same shaft diameter and wall thickness are presented in this paper. The long term lateral load tests were conducted four years after the piles were installed. The test program was consisted of 6 long-term and 2 short-term helical pile loads tests and 2 long-term driven pile load tests. The test results show that both helical and driven piles have similar long-term lateral behavior. This study confirmed the previous research findings that shaft diameter and embedment depth primarily control the lateral resistance of both helical piles and driven piles. The long-term lateral resistance of the helical piles was equal to or exceeded that of the driven piles. In comparing the short-term and long-term lateral resistance of the helical piles, the long-term test results showed an average of 10% to 20% increase in lateral resistance, four years after installation. RÉSUMÉ Les résultats de dix tests de résistance latérale pour pieux vissés et battus, utilisant le même diamètre de tuyau et la même épaisseur de mur sont présentés dans ce document. Ces tests de résistance latérale ont été complétés quatre ans après l installation des pieux. Ces résultats démontrent que les pieux vissés ont le même comportement à longterme que les pieux battus. L étude a reconfirmé les résultats des recherches précédentes qui démontrent que le diamètre du pieu est le principal point de résistance du contrôle latérale des pieux vissés et battus. Par ailleurs, les résultats des tests ont aussi démontrés que la résistance latérale à longue durée des pieux vissés est égale, ou même plus élevée que celle des pieux battus. En comparant la résistance à courte et à longue durées des pieux vissés, les résultats indiquent une augmentation moyenne de 10 à 20% de la résistance latérale, quatre ans à la suite de l installation. 1 INTRODUCTION Recent development of hydraulic torque motors, coupled with advances in manufacturing techniques, now allows for the use of large diameter helical piles (up to 42 shaft diameter). Large diameter helical piles can be used in a wide variety of applications that require combined high compressive and tensile loading, as well as large lateral loading. Deep foundation application examples include wind turbines, power transmission towers, pipeline anchor blocks, and many others. Many publications have focused on the compression and uplift capacity of helical piles, while few studies have examined short-term lateral resistance, and none have examined long-term lateral resistance. Investigation of the long term lateral performance of helical piles is necessary in order to evaluate any improvement in lateral resistance over time. G. Padros et al. (2012) evaluated the lateral load performance of screw piles in cohesive soils by considering the soil disturbance from pile installation in terms of soil sensitivity. Continuing from that research, the results of a series of helical pile lateral load test programs, for both long-term and short-term durations after pile installation, are presented. The results for helical piles were also analyzed and compared to results for the long term lateral capacities of driven piles with the same shaft diameter. In November 2008, 6 helical piles and 2 driven piles were installed, to be used as long-term test piles (-LT). In July 2012, 2 helical piles were installed, to be used as short-term test piles (-ST). The lateral load tests were conducted in July 2012, only a few days after the two short-term screw piles were installed, and almost 4 years after the long-term piles were installed. 2 TEST SITE AND GEOTECHNICAL CONDITIONS The test site is located about 11.0 km (7 miles) to the north of Ponoka, Alberta (Figure 1). The subsurface investigation was conducted using cone penetration testing (CPT) and a mechanically augured test hole to a depth of 15.0m. The soil stratigraphy consists of an upper 1.0m thick layer of organic silt, underlain by 2.0m of stiff clay, followed by a 1.5m layer of very stiff silty clay, and followed by a 7.5m thick layer of hard clay till. The ground water level was measured at 1.2m below the existing ground surface. The soil properties are summarized in Table 1:
2 Figure 1: Test site location Soil Type Depth Total Unit Weight Undrained Shear Strength Frictional Angle m kn/m 3 kpa (degree) Organic silt, soft Clay, stiff Silty clay, very stiff Clay till, stiff to hard Lateral deflection was monitored at three points along the pile stick-up length: at grade level 300mm, and 500mm above the ground surface. The lateral movements were measured by three linear displacement transducers (LDTs) with 0.01mm accuracy, and a dial gauge with 0.025mm subdivisions. 3 TEST SETUP Table 1: Summary of soil properties The lateral pile load tests were conducted in general accordance with ASTM D , Standard Method of Testing Deep Foundations under Lateral Loads, Procedure A. A typical lateral load test setup is shown in Figure 2. The test was setup in order to test two piles simultaneously. The piles were installed about 3.0m away from each other. The reaction piles were placed strategically to allow them to be utilized for a number of different test piles. This arrangement reduced the amount of time required to carry out the testing program. The horizontal load was applied using a 200 ton hydraulic jack located approximately 0.3m above the ground surface. Figure 2: Typical lateral test setup
3 Pile Type Shaft Wall Helix Spacing Stick Embed. Soil Length Dia. thick. Dia. No. of Ratio Out Dep. Plugged (m) (mm) (mm) (mm) Helices (S/D) (m) (m) (m) HP1-LT HP2-LT HP3-LT HP4-LT HP5-LT HP6-LT DP1-LT DP2-LT HP7-ST HP8-ST Table 2: Summary of tested helical pile configuration and installation 4 HELICAL PILE CONFIGURATION AND INSTALLATION The test helical piles were fabricated and installed by ALMITA Piling Inc., Ponoka, Alberta. Helical piles are installed by applying a turning moment (torque) to the central shaft, whereby the helical plate(s) self- advance in a screwing motion. A downward force may also be applied to the screw pile during installation to facilitate the biting of the helices into the soil and aiding the downward movement of the pile. The pile installation equipment consisted of a hydraulic drive head mounted on a tracked excavator. In this testing program, the maximum torque of the hydraulic drive head was 156 ft.kips. A summary of tested helical pile configurations are presented in Table 2. Figure 3 illustrates a typical helical pile configuration. 5 TEST RESULTS The load test results were interpreted and analyzed to understand the long-term behaviour of helical piles under lateral loading. Concurrently, the long-term lateral performance of driven piles was investigated. For comparison purposes, the long-term (typically 4 years after installation) and short-term load-lateral deflection curves were plotted together to showcase the lateral resistance improvement of the tested helical piles over time. 5.1 Lateral Load Deflection Curves Figure 4: Lateral load-deflection curves for helical piles HP1-LT, HP2-LT, HP3-LT, HP4-LT, HP5-LT and HP6-LT Figure 3: Helical pile configuration As can be seen from Figure 4, the lateral resistance of helical piles HP1-LT and HP2-LT were approximately equal to each other, and likewise for piles HP4-LT and HP5-LT. It can be observed that the lateral behavior of the shorter helical piles (HP1-LT, HP2-LT, HP4-LT and HP5- LT) were very similar up to 12mm lateral deflection.
4 It should be noted that piles HP1-LT, HP2-LT, HP4-LT and HP5-LT all have the same shaft diameter, same number of helices, and were installed to nearly the same final embedment depths. The lateral resistance of helical piles HP3-LT and HP6-LT was about 12% to 30% higher than that of the other 4 helical piles. The increase in lateral resistance of HP3-LT and HP6-LT is likely due to the deeper embedment depths. Figure 5: Lateral load-deflection curves for driven piles DP1-LT and DP2-LT The load test results for the two driven piles were interpreted, and are presented in the Figure 5. It should be noted that piles DP1 and DP2 had the same pipe diameters, but had different final embedment depths. Pile DP1-LT was installed 3m deeper than DP2-LT. Similar to the results for the helical piles HP3-LT and HP6-LT, the lateral resistance of the longer driven pile DP1-LT was about 15% higher than that of DP2-LT. This observation reconfirmed that the lateral behavior of helical piles and driven piles are the same, and that lateral resistance is governed primarily by shaft diameter and final embedment depth. Pile ID Table 3: Summary of lateral load test results Figure 6: Lateral load-deflection curves for helical piles HP7-ST and HP8-ST In July 2012, helical piles HP7-ST and HP8-ST were installed shortly before conducting the lateral load tests. The test results for these two piles are shown in Figure 6. With both piles having the same configuration and embedment depth, the resulting lateral load-deflection curves are nearly identical. The two curves cross each other at a lateral deflection of 20mm. The results for HP7- ST and HP8-ST are representative for short-term lateral resistance. Short-term and long term lateral load test results will be compared to investigate the long-term lateral capacity improvement of helical piles in section Lateral Resistance of Tested Piles According to the Canadian Foundation Engineering Manual (2006), the lateral capacities of piles may be limited by the following factors: the lateral capacity of soils, the maximum bending moment that exceeds the structural capacity of the pile, or the maximum allowable deflection at the pile heads. Typically for helical piles, the lateral deflection criterion depends on the type of application. For oil and gas projects, usually the allowable Lateral loads (kn) at different deflection levels (measured at 300mm above grade) 6 mm 12 mm 25 mm 50 mm HP1-LT HP2-LT HP3-LT HP4-LT HP5-LT HP6-LT DP1-LT DP2-LT HP7-ST HP8-ST
5 lateral deflection is 6mm. For power transmission lines, the lateral deflection criterion could be 12mm or 25mm. Hence, it is of interest to report the lateral loads at deflections of 6mm, 12mm, 25mm and 50mm. The lateral loads at different levels are summarized in Table 3. multiplier was used for this short-term LPILE lateral analysis. 6 COMPARISON BETWEEN MEASURED AND ESTIMATED LATERAL RESISTANCES FOR HELICL PILES The computer program LPILE Plus 6 (2012) was used to predict the lateral behavior of the tested helical piles. The soil parameters used in the analysis are provided in Table 1. The loads were applied at 0.3m above ground surface to simulate the point of lateral load application for a freehead condition. The P-Y multiplier method of LPILE was employed to model and analyse the short-term and longterm lateral behavior of the test piles.. Figure 8: LPILE analysis for HP7-ST and HP8-ST Figure 7: LPILE analysis for HP1-LT and HP2-LT The LPILE analysis results for pile HP1-LT and HP2- LT are presented in Figure 7. It can be observed that the lateral resistance estimated with an assumption of no soil disturbance (1P-1Y) was about 10% to 15% higher than the measured lateral resistance of the helical piles HP1- LT and HP2-LT, 4 years after their installation. So, it is recommended to take into account soil disturbance when it comes to analyzing lateral resistance of helical piles in practical design. The detailed procedures of how to assess the potential reduction factors was investigated by G. Padros et al. (2012). It can also be seen from Figure 7 that back-analysis LPILE results were in reasonable agreement with the test results by using a Y multiplier of 2.0. The same approach was applied for the short-term analysis of helical piles HP7-ST and HP8-ST. The LPILE analysis results for HP7-ST and HP8-ST are presented in Figure 8. The estimated LPILE lateral resistance for HP7- ST and HP8-ST compared reasonably well with the values measured from the load tests. A ratio of 1P-3Y Figure 9: LPILE analysis for HP1-LT, HP2-LT, HP7-ST and HP8-ST The load test and LPILE results for HP1-LT, HP2-LT, HP7-ST, and HP8-ST were combined together and are shown in Figure 9. These 4 piles have the same pile configuration, and were installed to approximately equal final embedment depths. The experimental data clearly reveals that the long-term (4 years after installation) lateral resistance of piles HP1-LT and HP2-LT increased by approximately 10% to 20%, as compared to the shortterm lateral resistance of HP7-ST and HP8-ST. This study is among the first to consider the long-term lateral resistance of helical piles. The results help to understand and quantify the long-term improvement in lateral capacity of the tested helical piles. The results also confirmed
6 findings from previous studies by Sakr (2009) and Sakr (2010) that the P-Y multiplier method of LPILE is able to accurately model the soil disturbance that occurs during pile installation, and is a rational method for quantifying long-term soil recovery. 7 COMPARISON BETWEEN LONG-TERM LATERAL RESISTANCE OF HELICAL PILES AND DRIVEN PILES As can be seen from Table 2, the pile shaft diameters in this testing program were equal, and the lateral resistance therefore depends primarily on the final embedment depths. For comparison purposes, the results were classified in two groups determined by final embedment depth. The first group included test piles HP1-LT, HP2-LT and DP2-LT which have embedment depths of approximately 6m. The second group included test piles HP3-LT, HP4-LT, HP6-LT, and DP1-LT which have embedment depths ranging from 8.0m to 8.9m. Figure 11: Comparison between long-term lateral resistance of helical piles and long-term lateral resistance of driven piles (Longer pile group). For the second group results, it is of interest to note from Figure 11 that the lateral resistance of the driven pile DP1-LT was slightly higher than that of the helical pile HP4-LT at lateral deflections less than 12mm. However, in general, the long term test results indicated that the lateral performance of the helical piles was better than that of the driven piles. Similar load-deflection curves were also observed for both pile types. It is believed that installation conditions (weather, machine, workmanship ) can have an important impact on lateral resistance for both pile types. 8 CONCLUSIONS Figure 10: Comparison between long-term lateral resistance of helical piles and long-term lateral resistance of driven piles (Shorter pile group). It is of interest to note from Figure 10 that the helical pile HP1-LT, HP2-LT and the driven pile DP2-LT have analogous load-deflection curves, especially at the lower levels of lateral deflection. The similarity in the shape of the curves indicates both pile types have the same lateral behavior. The lateral resistance is exclusively controlled by the pile shaft diameter and the embedment depth for both types of piles. The results for this shorter pile group show that the lateral resistance of HP1-LT and HP2-LT was slightly higher than that of DP2-LT. Four years after installation, the lateral capacity of the tested helical piles has recovered well, even better than that of the tested driven pile. The following conclusions can be drawn from this study on the long-term lateral resistance of helical piles in cohesive soils. 1. The lateral behavior of helical piles and driven piles was the same, as demonstrated by the nearly identical lateral load-deflection curves for both pile types. This study reconfirmed previous research findings that shaft diameter and embedment depth almost exclusively controls the lateral resistance of both pile types. 2. In comparing the short-term and long-term lateral resistance of helical piles, the long-term test results showed an average increase of 10% to 20%, four years after the pile was installed. 3. The long-term lateral resistance of helical piles showed a considerable recovery over time. The test results indicate that the long-term lateral performance of the test helical piles was equal or even better than that of the test driven piles.
7 4. The predicted lateral resistance of different piles using LPILE 2012 compared favorably with measured values from field tests performed in this study. It is recommended that the P-Y multiplier method of LPILE be used to estimate long-term and short-term lateral resistance of helical piles. ACKNOWLEDGEMENTS The authors are grateful for the support of their employer, Almita Piling and Ken Stebner for the opportunity to conduct the load testing program in his field. Sincere thanks to Baocheng Li, Richard Schmidt, Linda Chen, Shawn MacGregor and field staff for their cooperation, enthusiasm, and immense knowledge to make this study successful. REFERENCES 1. ASTM, ASTM D (2007), Standard Test Method for Deep Foundations Under Lateral Load, Annual Book of ASTM Standards. 2. Canadian Geotechnical Society, Canadian Foundation Engineering Manual (CFEM), 4th Edition, Canadian Geotechnical Society Technical Committee on Foundations, BiTech Publishers Ltd., Richmond, B.C. 3. Padros G. et al., Assessment of Screw Pile Lateral Load Performance in Cohesive Soils Considering Disturbance due to Installation. 4. Elkasabgy M., PhD thesis: Dynamic and Static Performance of Large-Capacity Helical Piles in Cohesive Soils. University of Western Ontario. 5. Sakr, M Lateral Resistance of High Capacity Helical Piles. Canadian Geotechnical Society Conference in Calgary. 6. Sakr, M Lateral Resistance of Helical Monopole Bases. Canadian Geotechnical Society Conference in Winnipeg, Manitoba.
Step 11 Static Load Testing
Step 11 Static Load Testing Test loading is the most definitive method of determining load capacity of a pile. Testing a pile to failure provides valuable information to the design engineer and is recommended
METHOD OF STATEMENT FOR STATIC LOADING TEST
Compression Test, METHOD OF STATEMENT FOR STATIC LOADING TEST Tension Test and Lateral Test According to the American Standards ASTM D1143 07, ASTM D3689 07, ASTM D3966 07 and Euro Codes EC7 Table of Contents
Comprehensive Design Example 2: Foundations for Bulk Storage Facility
Comprehensive Design Example 2: Foundations for Bulk Storage Facility Problem The project consists of building several dry product storage silos near an existing rail siding in an open field presently
Evaluation Report CCMC 13102-R Pieux Vissés Vistech / Postech Screw Piles
Evaluation Report CCMC 13102-R Pieux Vissés Vistech / Postech Screw Piles 1. Opinion 1of 6 MASTERFORMAT: 31 62 16.01 Evaluation issued: 2003-02-13 Re-evaluated: 2015-03-13 Re-evaluation due: 2018-02-13
DRIVEN PIPE PILES IN DENSE SAND
DRIVEN PIPE PILES IN DENSE SAND BYRON BYRNE GEOMECHANICS GROUP THE UNIVERSITY OF WESTERN AUSTRALIA ABSTRACT: Piles are often driven open ended into dense sand with the aim of increasing the ease of penetration
System. Stability. Security. Integrity. 150 Helical Anchor
Model 150 HELICAL ANCHOR System PN #MBHAT Stability. Security. Integrity. 150 Helical Anchor System About Foundation Supportworks is a network of the most experienced and knowledgeable foundation repair
Dynamic Load Testing of Helical Piles
Dynamic Load Testing of Helical Piles ANNUAL KANSAS CITY SPECIALTY SEMINAR 2014 JANUARY 10, 2014 Jorge Beim JWB Consulting LLC Pile Dynamics, Inc. Main Topics Brief description of the Dynamic Load Test
CEEN 162 - Geotechnical Engineering Laboratory Session 7 - Direct Shear and Unconfined Compression Tests
PURPOSE: The parameters of the shear strength relationship provide a means of evaluating the load carrying capacity of soils, stability of slopes, and pile capacity. The direct shear test is one of the
High Capacity Helical Piles Limited Access Projects
High Capacity Helical Piles Limited Access Projects Tel 403 228-1767 Canada, USA, Russia Brendan ODonoghue 519 830-6113 Presentation Summary 1. Helical piles Background on large diameter shafts and helices
INSITU TESTS! Shear Vanes! Shear Vanes! Shear Vane Test! Sensitive Soils! Insitu testing is used for two reasons:!
In-situ Testing! Insitu Testing! Insitu testing is used for two reasons:! To allow the determination of shear strength or penetration resistance or permeability of soils that would be difficult or impossible
Transmission Foundations. helical piles and guy anchors for transmission structures. www.hubbellpowersystems.com
Transmission Foundations helical piles and guy anchors for transmission structures www.hubbellpowersystems.com Grid locked on your transmission job? Instant Foundation helical piles go places concrete
SAMPLE GUIDE SPECIFICATIONS FOR OSTERBERG CELL LOAD TESTING OF DEEP FOUNDATIONS
Page 1 of 9 SAMPLE GUIDE SPECIFICATIONS FOR OSTERBERG CELL LOAD TESTING OF DEEP FOUNDATIONS 1. GENERAL REQUIREMENTS 1. Description of Work: This work consists of furnishing all materials, equipment and
Page B-1 Hubbell Power Systems, Inc. All Rights Reserved Copyright 2014 LOAD TESTS
Page B-1 Hubbell Power Systems, Inc. All Rights Reserved Copyright 2014 Appendix B CONTENTS STATIC (TIEBACKS)... B-3 STATIC AXIAL (COMPRESSION/TENSION)... B-6 STATIC (LATERAL)... B-9 CAPACITY VERIFICATION
EVALUATING INSTALLATION DISTURBANCE OF HELICAL ANCHORS IN CLAY FROM FIELD VANE TESTS
EVALUATING INSTALLATION DISTURBANCE OF HELICAL ANCHORS IN CLAY FROM FIELD VANE TESTS Alan J. Lutenegger, John Erikson and Nicholas Williams, Department of Civil & Environmental Engineering, University
How to Design Helical Piles per the 2009 International Building Code
ABSTRACT How to Design Helical Piles per the 2009 International Building Code by Darin Willis, P.E. 1 Helical piles and anchors have been used in construction applications for more than 150 years. The
Figure A-1. Figure A-2. continued on next page... HPM-1. Grout Reservoir. Neat Cement Grout (Very Flowable) Extension Displacement Plate
Addendum HELICAL PULLDOWN Micropile (HPM) Introduction The HPM is a system for constructing a grout column around the shaft of a standard Helical Screw Foundation (see Figure A1). To begin the process,
Helical Design Theory and Applications. By Darin Willis, P.E.
Helical Design Theory and Applications By Darin Willis, P.E. Solution Systems Ram Jack utilizes two unique underpinning & anchoring systems Hydraulically driven piles (pressed) Helical piles (torqued)
Outline MICROPILES SUBJECT TO LATERAL LOADING. Dr. Jesús Gómez, P.E.
MICROPILES SUBJECT TO LATERAL LOADING Dr. Jesús Gómez, P.E. Micropile Design and Construction Seminar Las Vegas, NV April 3-4, 2008 Outline When are micropiles subject to lateral load? How do we analyze
New construction Repairing failed or old foundations Retrofit foundations Permanent battered piers Machinery/equipment foundations
from New construction foundations don t have to be a headache. The CHANCE Helical Pier Foundation System gives you the performance of concrete without the drawbacks and liabilities of driven piles and
ALLOWABLE LOADS ON A SINGLE PILE
C H A P T E R 5 ALLOWABLE LOADS ON A SINGLE PILE Section I. BASICS 5-1. Considerations. For safe, economical pile foundations in military construction, it is necessary to determine the allowable load capacity
Piezocone tests. Test standards and procedures. Seismic piezocone. June 2006
Piezocone tests Test standards and procedures Seismic piezocone June 2006 Av Érico Veríssimo, 901 / 302, 22621 180 Rio de Janeiro, Brasil P +55 21 2486 3386, F +55 21 2491 8974 www.terratek.com.br, terratek@terratek.com.br
The International Workshop on Micropiles, 2007
MICROPILE FOUNDATION REPAIR AND UNDERPINNING, ARTS AND SCIENCE MUSEUM, UNIVERSITY OF PUERTO RICO, MAYAGUEZ Presented at: International Society of Micropiles (ISM) The International Workshop on Micropiles,
Drained and Undrained Conditions. Undrained and Drained Shear Strength
Drained and Undrained Conditions Undrained and Drained Shear Strength Lecture No. October, 00 Drained condition occurs when there is no change in pore water pressure due to external loading. In a drained
KWANG SING ENGINEERING PTE LTD
KWANG SING ENGINEERING PTE LTD 1. INTRODUCTION This report represents the soil investigation works at Aljunied Road / Geylang East Central. The objective of the soil investigation is to obtain soil parameters
APPENDIX F GEOTECHNICAL REPORT
The City of Winnipeg Bid Opportunity No. 101-2016 Template Version: C420150806 - RW APPENDIX F GEOTECHNICAL REPORT AECOM 99 Commerce Drive 204 477 5381 tel Winnipeg, MB, Canada R3P 0Y7 204 284 2040 fax
PILE FOUNDATIONS FM 5-134
C H A P T E R 6 PILE FOUNDATIONS Section I. GROUP BEHAVIOR 6-1. Group action. Piles are most effective when combined in groups or clusters. Combining piles in a group complicates analysis since the characteristics
B.TECH. (AEROSPACE ENGINEERING) PROGRAMME (BTAE) Term-End Examination December, 2011 BAS-010 : MACHINE DESIGN
No. of Printed Pages : 7 BAS-01.0 B.TECH. (AEROSPACE ENGINEERING) PROGRAMME (BTAE) CV CA CV C:) O Term-End Examination December, 2011 BAS-010 : MACHINE DESIGN Time : 3 hours Maximum Marks : 70 Note : (1)
PDCA Driven-Pile Terms and Definitions
PDCA Driven-Pile Terms and Definitions This document is available for free download at piledrivers.org. Preferred terms are descriptively defined. Potentially synonymous (but not preferred) terms are identified
KINEMATIC RESPONSE OF DAMAGED RIGID SEWER UNDER EARTHLOAD
Proceedings of the 55 th Canadian Geotechnical and 3 rd Joint IAH-CNC and CGS Groundwater Specialty Conferences, Niagara Falls, Ontario, October 20-23, 2002 Edited by D. Stolle, A.R. Piggott and J.J. Crowder
GUIDELINE FOR HAND HELD SHEAR VANE TEST
GUIDELINE FOR HAND HELD SHEAR VANE TEST NZ GEOTECHNICAL SOCIETY INC August 2001 CONTENTS Page 1.0 Introduction 2 2.0 Background 2 3.0 Recommended Practice 3 4.0 Undrained Shear Strength 3 5.0 Particular
SUPPLEMENTAL TECHNICAL SPECIFICATIONS BI-DIRECTIONAL STATIC LOAD TESTING OF DRILLED SHAFTS
July 14, 2015 1.0 GENERAL BI-DIRECTIONAL STATIC LOAD TESTING OF DRILLED SHAFTS This work shall consist of furnishing all materials, equipment, labor, and incidentals necessary for conducting bi-directional
HELICAL SCREW PILES (HSP) CAPACITY FOR AXIAL CYCLIC LOADINGS IN COHESIVE SOILS
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 27 Paper No. 1567 HELICAL SCREW PILES (HSP) CAPACITY FOR AXIAL CYCLIC LOADINGS IN COHESIVE SOILS M. Hesham EL NAGGAR 1,
FOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples
FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 14-1 Load Path and Transfer to
LEGACY REPORT ER-5110. www.icc-es.org. ICC Evaluation Service, Inc. Reissued November 1, 2003. Legacy report on the 1997 Uniform Building Code
LEGACY REPORT Reissued November 1, 2003 ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900
EN 1997-1 Eurocode 7. Section 10 Hydraulic Failure Section 11 Overall Stability Section 12 Embankments. Trevor L.L. Orr Trinity College Dublin Ireland
EN 1997 1: Sections 10, 11 and 12 Your logo Brussels, 18-20 February 2008 Dissemination of information workshop 1 EN 1997-1 Eurocode 7 Section 10 Hydraulic Failure Section 11 Overall Stability Section
USE OF CONE PENETRATION TEST IN PILE DESIGN
PERIODICA POLYTECHNICA SER. CIV. ENG. VOL. 47, NO. 2, PP. 189 197 (23) USE OF CONE PENETRATION TEST IN PILE DESIGN András MAHLER Department of Geotechnics Budapest University of Technology and Economics
Design, Testing and Automated Monitoring of ACIP Piles in Residual Soils
Design, Testing and Automated Monitoring of ACIP Piles in Residual Soils Stephen W. Lacz 1, M. ASCE, P.E. and Richard C. Wells 2, F. ASCE, P.E. 1 Senior Professional, Trigon Kleinfelder, Inc., 313 Gallimore
ispan, A Light Steel Floor System
ispan, A Light Steel Floor System D.M. Fox 1, R.M. Schuster 2, and M.R. Strickland 3 Abstract Described in this paper is a cold-formed steel floor system called ispan. The system is comprised of multi-functional
Toe Bearing Capacity of Piles from Cone Penetration Test (CPT) Data
Toe Bearing Capacity of Piles from Cone Penetration Test (CPT) Data Abolfazl Eslami University of Ottawa, Civil Engineering Department PREPRINT International Symposium on Cone Penetrometer Testing, CPT
DEM modelling of the dynamic penetration process on Mars as a part of the NASA InSight Mission
Proceedings of the 4th European Young Geotechnical Engineers Conference (EYGEC), Durham, UK Osman, A.S. & Toll, D.G. (Eds.) 05 ISBN 978-0-9933836-0 DEM modelling of the dynamic penetration process on Mars
Validation of Cable Bolt Support Design in Weak Rock Using SMART Instruments and Phase 2
Validation of Cable Bolt Support Design in Weak Rock Using SMART Instruments and Phase 2 W.F. Bawden, Chair Lassonde Mineral Engineering Program, U. of Toronto, Canada J.D. Tod, Senior Engineer, Mine Design
AXIAL LOAD TESTS ON BORED PILES AND PILE GROUPS
AXIAL LOAD TESTS ON BORED PILES AND PILE GROUPS IN CEMENTED SANDS By Nabil F. Ismael, 1 Member, ASCE ABSTRACT: The behavior of bored pile groups in cemented sands was examined by a field testing program
product manual HS-4210 HS-4210_MAN_09.08 Digital Static Cone Penetrometer
HS-4210_MAN_09.08 product manual HS-4210 Digital Static Cone Penetrometer Introduction This Manual covers the measurement of bearing capacity using the Humboldt Digital Static Cone Penetrometer (DSCP).
EXAMPLE 1 DESIGN OF CANTILEVERED WALL, GRANULAR SOIL
EXAMPLE DESIGN OF CANTILEVERED WALL, GRANULAR SOIL A sheet pile wall is required to support a 2 excavation. The soil is uniform as shown in the figure. To take into account the friction between the wall
Site Investigation. Some unsung heroes of Civil Engineering. buried right under your feet. 4. Need good knowledge of the soil conditions
This is an attempt to create a stand alone self learning module on site investigation. Fasten your seat belts. Sit back, relax and enjoy. 1 2 Site Investigation Some unsung heroes of Civil Engineering
Figure 2.31. CPT Equipment
Soil tests (1) In-situ test In order to sound the strength of the soils in Las Colinas Mountain, portable cone penetration tests (Japan Geotechnical Society, 1995) were performed at three points C1-C3
Lymon C. Reese & Associates LCR&A Consulting Services Tests of Piles Under Axial Load
Lymon C. Reese & Associates LCR&A Consulting Services Tests of Piles Under Axial Load Nature of Services The company has a long history of performance of tests of piles and pile groups under a variety
Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing
Brussels, 18-20 February 2008 Dissemination of information workshop 1 Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing Dr.-Ing. Bernd Schuppener, Federal Waterways Engineering
INDIRECT METHODS SOUNDING OR PENETRATION TESTS. Dr. K. M. Kouzer, Associate Professor in Civil Engineering, GEC Kozhikode
INDIRECT METHODS SOUNDING OR PENETRATION TESTS STANDARD PENETRATION TEST (SPT) Reference can be made to IS 2131 1981 for details on SPT. It is a field edtest to estimate e the penetration e resistance
PILE FOUNDATION. Pile
PILE FOUNDATION. One or more of the followings: (a)transfer load to stratum of adequate capacity (b)resist lateral loads. (c) Transfer loads through a scour zone to bearing stratum 1 (d)anchor structures
Offshore Wind Turbine Support Structures
1 Wind Power R&D Seminar Deep Sea Offshore Wind Royal Garden Hotel, Trondheim, Norway January 21, 2011 Effect of Foundation Modeling Methodology on the Dynamic Response of Offshore Wind Turbine Support
Design of pile foundations following Eurocode 7-Section 7
Brussels, 18-20 February 2008 Dissemination of information workshop 1 Workshop Eurocodes: background and applications Brussels, 18-20 Februray 2008 Design of pile foundations following Eurocode 7-Section
DESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab,
DESIGN OF SLABS Dr. G. P. Chandradhara Professor of Civil Engineering S. J. College of Engineering Mysore 1. GENERAL A slab is a flat two dimensional planar structural element having thickness small compared
Stability. Security. Integrity.
Stability. Security. Integrity. PN #MBHPT Foundation Supportworks provides quality helical pile systems for both new construction and retrofit applications. 288 Helical Pile System About Foundation Supportworks
The advantages and disadvantages of dynamic load testing and statnamic load testing
The advantages and disadvantages of dynamic load testing and statnamic load testing P.Middendorp & G.J.J. van Ginneken TNO Profound R.J. van Foeken TNO Building and Construction Research ABSTRACT: Pile
Numerical Simulation of CPT Tip Resistance in Layered Soil
Numerical Simulation of CPT Tip Resistance in Layered Soil M.M. Ahmadi, Assistant Professor, mmahmadi@sharif.edu Dept. of Civil Engineering, Sharif University of Technology, Tehran, Iran Abstract The paper
An Automatic Kunzelstab Penetration Test
An Automatic Kunzelstab Penetration Test Yongyuth Sirisriphet 1, Kitidech Santichaianant 2 1 Graduated student: Faculty of Industrial Education in and Technology. King Mongkut's University of Technology
5/1/2013. Topics. The challenge is to better maintain native characteristics of soils during and after construction
PIN Foundations Topics Applications Design and Construction Flow Control Credits www.pinfoundations.com Copyright 2008, Pin Foundations, Inc. Curtis Hinman WSU Extension Faculty, Watershed Ecologist chinman@wsu.edu
Instrumentations, Pile Group Load Testing, and Data Analysis Part II: Design & Analysis of Lateral Load Test. Murad Abu-Farsakh, Ph.D., P.E.
Instrumentations, Pile Group Load Testing, and Data Analysis Part II: Design & Analysis of Lateral Load Test Murad Abu-Farsakh, Ph.D., P.E. Louisiana Transportation Research Center Louisiana State University
Soil behaviour type from the CPT: an update
Soil behaviour type from the CPT: an update P.K. Robertson Gregg Drilling & Testing Inc., Signal Hill, California, USA ABSTRACT: An initial application of CPT results is to evaluate soil type and soil
A case study of large screw pile groups behaviour
Jongerenforum Geotechniek 5 juni 2015 A case study of large screw pile groups behaviour Alice Manzotti Content of the presentation 2 Introduction General soil conditions at the site Foundation design -
NEGATIVE SKIN FRICTION AND SETTLEMENT OF PILES. Dr. Bengt H. Fellenius, P. Eng. University of Ottawa, Canada
Fellenius, B. H., 1984. Negative skin friction and settlement of piles. Second International Seminar, Pile Foundations, Nanyang Technological Institute, Singapore, November 28-30, 12 p. NEGATIVE SKIN FRICTION
CPTic_CSM8. A spreadsheet tool for identifying soil types and layering from CPTU data using the I c method. USER S MANUAL. J. A.
CPTic_CSM8 A spreadsheet tool for identifying soil types and layering from CPTU data using the I c method. USER S MANUAL J. A. Knappett (2012) This user s manual and its associated spreadsheet ( CPTic_CSM8.xls
Method Statement for Static Load Testing (Compression) for Micropiles
Method Statement for Static Load Testing (Compression) for Micropiles 1. INTRODUCTION This vertical compression pile maintained load test is usually carried out to ensure the structural and geotechnical
TECHNICAL REPORT ON SCALA DYNAMIC CONE PENETROMETER IRREGULARITY
TECHNICAL REPORT ON SCALA DYNAMIC CONE PENETROMETER IRREGULARITY CETANZ Technical Report TR 1 Author(s) SJ Anderson, Geotechnics Ltd Report Date First Issue May 2010 Report Revision Date September 2011
METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 45-66, Article ID: IJCIET_07_02_004 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2
Measurement of Soil Parameters by Using Penetrometer Needle Apparatus
Vol.3, Issue.1, Jan-Feb. 2013 pp-284-290 ISSN: 2249-6645 Measurement of Soil Parameters by Using Penetrometer Needle Apparatus Mahmoud M. Abu zeid, 1 Amr M. Radwan, 2 Emad A. Osman, 3 Ahmed M.Abu-bakr,
Helical Piles. A Practical Guide to Design and Installation
Brochure More information from http://www.researchandmarkets.com/reports/2216946/ Helical Piles. A Practical Guide to Design and Installation Description: An unbiased, comprehensive review of helical pile
Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur
Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur Lecture No. # 13 (Refer Slide Time: 00:18) So last class, it was
Pipe Pile. (800) 848-6249
Pipe Pile Similar to H-Piles, Pipe Piles are also designed to transfer structural loads through the foundation to soils below. Where H-Piles are typically classified as point bearing, Pipe Piles are most
Engineered, Time-Tested Foundation Repairs for Settlement in Residential and Light Commercial Structures. The Leading Edge.
TM TM Engineered, Time-Tested Foundation Repairs for Settlement in Residential and Light Commercial Structures. SM The Leading Edge. 10 One Major Causes of foundation settlement or more conditions may
Improvement in physical properties for ground treated with rapid impact compaction
International Journal of the Physical Sciences Vol. 6(22), pp. 5133-5140, 2 October 2011 Available online at http://www.academicjournals.org/ijps ISSN 1992-1950 2011 Academic Journals Full Length Research
SHAFT CONSTRUCTION IN TORONTO USING SLURRY WALLS
SHAFT CONSTRUCTION IN TORONTO USING SLURRY WALLS Vince Luongo Petrifond Foundation Co., Ltd. PROJECT DESCRIPTION The York Durham Sanitary System (YDSS) Interceptor in the Town of Richmond Hill located
Standard Test Method for Mechanical Cone Penetration Tests of Soil 1
Designation: D 3441 98 AMERICAN SOCIETY FOR TESTING AND MATERIALS 100 Barr Harbor Dr., West Conshohocken, PA 19428 Reprinted from the Annual Book of ASTM Standards. Copyright ASTM Standard Test Method
Hydraulic Drive Head Curves For Helical Pile Capacity
Hydraulic Drive Head Curves For Helical Pile Capacity Don Deardorff, P.E. Senior Application Engineer Abstract Helical piles often rely on the final installation torque for ultimate capacity verification.
CHAPTER: 6 FLOW OF WATER THROUGH SOILS
CHAPTER: 6 FLOW OF WATER THROUGH SOILS CONTENTS: Introduction, hydraulic head and water flow, Darcy s equation, laboratory determination of coefficient of permeability, field determination of coefficient
ASSESSMENT OF SHEAR WAVE VELOCITY FROM INDIRECT INSITU TESTS
Proceedings of Indian Geotechnical Conference IGC-2014 December 18-20, 2014, Kakinada, India ASSESSMENT OF SHEAR WAVE VELOCITY FROM INDIRECT INSITU TESTS Kant, L., M. Tech Student, Department of Earthquake
Numerical Analysis of Independent Wire Strand Core (IWSC) Wire Rope
Numerical Analysis of Independent Wire Strand Core (IWSC) Wire Rope Rakesh Sidharthan 1 Gnanavel B K 2 Assistant professor Mechanical, Department Professor, Mechanical Department, Gojan engineering college,
CONCEPTUAL DESIGN EVALUATION OF DIFFERENT FRICTION DEVICES THROUGH THE USE OF AXIOMATIC DESIGN.
Proceedings of ICAD2014 ICAD-2014-10 CONCEPTUAL DESIGN EVALUATION OF DIFFERENT FRICTION DEVICES THROUGH THE USE OF AXIOMATIC DESIGN. Andrea Girgenti a.girgenti@unimarconi.it Via Plinio, 44-00193 Roma Italy
SPECIFICATION FOR DYNAMIC CONSOLIDATION / DYNAMIC REPLACEMENT
SPECIFICATION FOR DYNAMIC CONSOLIDATION / DYNAMIC REPLACEMENT 1.0 SOIL IMPROVEMENT 1.1 General Soil Investigation Information are provided in Part B1 annex as a guide to the Contractor for his consideration
vulcanhammer.net This document downloaded from
This document downloaded from vulcanhammer.net since 1997, your source for engineering information for the deep foundation and marine construction industries, and the historical site for Vulcan Iron Works
Field tests using an instrumented model pipe pile in sand
Field tests using an instrumented model pipe pile in sand D. Igoe University College Dublin K. Gavin University College Dublin B. O Kelly Trinity College Dublin Reference: Igoe D., Gavin K., and O'Kelly
Step 6 Buckling/Slenderness Considerations
Step 6 Buckling/Slenderness Considerations Introduction Buckling of slender foundation elements is a common concern among designers and structural engineers. The literature shows that several researchers
Jack-in Piling Environmental Friendly Piling System
Jack-in Piling Environmental Friendly Piling System Part 1 - Chris Loh 7 Nov 12 CSC HOLDINGS LIMITED Gracious Piling Environmental Friendly Low Noise No Vibration Jack-in Piling How Many Decibels? Permissible
THE COMPOSITE DISC - A NEW JOINT FOR HIGH POWER DRIVESHAFTS
THE COMPOSITE DISC - A NEW JOINT FOR HIGH POWER DRIVESHAFTS Dr Andrew Pollard Principal Engineer GKN Technology UK INTRODUCTION There is a wide choice of flexible couplings for power transmission applications,
HOW TO DESIGN CONCRETE STRUCTURES Foundations
HOW TO DESIGN CONCRETE STRUCTURES Foundations Instructions for the Members of BIBM, CEMBUREAU, EFCA and ERMCO: It is the responsibility of the Members (national associations) of BIBM, CEMBUREAU, EFCA and
Estimation of Adjacent Building Settlement During Drilling of Urban Tunnels
Estimation of Adjacent Building During Drilling of Urban Tunnels Shahram Pourakbar 1, Mohammad Azadi 2, Bujang B. K. Huat 1, Afshin Asadi 1 1 Department of Civil Engineering, University Putra Malaysia
CIVL451. Soil Exploration and Characterization
CIVL451 Soil Exploration and Characterization 1 Definition The process of determining the layers of natural soil deposits that will underlie a proposed structure and their physical properties is generally
STRUCTURES. 1.1. Excavation and backfill for structures should conform to the topic EXCAVATION AND BACKFILL.
STRUCTURES 1. General. Critical structures may impact the integrity of a flood control project in several manners such as the excavation for construction of the structure, the type of foundation, backfill
GEAROLOGY 4-1 WORMS AND WORM GEARS WORMS AND WORM GEARS
GEAROLOGY 4-1 4 4-2 GEAROLOGY COMMON APPLICATIONS: Worm and worm gear sets are used in many, everyday products including: electrical mixers, hubometers, right Now that you have an understanding of two
Laterally Loaded Piles
Laterally Loaded Piles 1 Soil Response Modelled by p-y Curves In order to properly analyze a laterally loaded pile foundation in soil/rock, a nonlinear relationship needs to be applied that provides soil
SOIL IMPROVEMENT BY PRECOMPRESSION AT A TANK FARM SITE IN CENTRAL JAVA, INDONESIA
SOIL IMPROVEMENT BY PRECOMPRESSION AT A TANK FARM SITE IN CENTRAL JAVA, INDONESIA Kul Bhushan, President, Group Delta Consultants, Inc., Aliso Viejo, CA, USA Carlos V. Amante, Project Engineer, Group Delta
SETTLEMENT MONITORING OF DISCRETE REINFORCED SOIL LAYER BENEATH MAT FOUNDATIONS, CALIFORNIA, USA
SETTLEMENT MONITORING OF DISCRETE REINFORCED SOIL LAYER BENEATH MAT FOUNDATIONS, CALIFORNIA, USA Ken Hoevelkamp, PE Geopier Foundation Company West, Inc., Irvine, CA, USA Brendan FitzPatrick, PE Geopier
The Islamic university - Gaza Faculty of Engineering Civil Engineering Department CHAPTER (2) SITE INVESTIGATION. Instructor : Dr.
The Islamic university - Gaza Faculty of Engineering Civil Engineering Department CHAPTER (2) SITE INVESTIGATION Instructor : Dr. Jehad Hamad Definition The process of determining the layers of natural
Foundation Underpinning Process and Relationship with Groundwater in West- Central Florida
Foundation Underpinning Process and Relationship with Groundwater in West- Central Florida Ahmed Said, PhD, PE Principal Engineering Consultant, Sinkhole Geotech, Inc. e-mail: admin@sinkholegeotech.com
ASTM D 1599 Standard Test Method for Resistance to Short-Time Hydraulic Pressure of Plastic Pipe, Tubing, and Fittings
ASTM D 1599 Standard Test Method for Resistance to Short-Time Hydraulic Pressure of Plastic Pipe, Tubing, and Fittings This test method establishes the short-time hydraulic failure pressure of pipe and
A study on the Effect of Distorted Sampler Shoe on Standard Penetration Test Result in Cohesionless soil
ISSN: 319-53 (An ISO 39: 00 Certified Organization) A study on the Effect of Distorted Sampler Shoe on Standard Penetration Test Result in Cohesionless soil Utpal Kumar Das Associate Professor, Department
Anirudhan I.V. Geotechnical Solutions, Chennai
Anirudhan I.V. Geotechnical Solutions, Chennai Often inadequate In some cases, excess In some cases, disoriented Bad investigation Once in a while good ones Depends on one type of investigation, often
International Journal of Scientific & Engineering Research, Volume 4, Issue 9, September-2013 409 ISSN 2229-5518
International Journal of Scientific & Engineering Research, Volume 4, Issue 9, September-2013 409 Estimation of Undrained Shear Strength of Soil using Cone Penetration Test By Nwobasi, Paul Awo Department
DESIGN OF PILES AND PILE GROUPS CONSIDERING CAPACITY, SETTLEMENT, AND NEGATIVE SKIN FRICTION
DESIGN OF PILES AND PILE GROUPS CONSIDERING CAPACITY, SETTLEMENT, AND NEGATIVE SKIN FRICTION Introduction Bengt H. Fellenius, Dr.Tech., P.Eng. Background Notes for Demo Example for UniPile at www.unisoftltd.com