Calibration of Resistance Factors for Drilled Shafts for the 2010 FHWA Design Method

Size: px
Start display at page:

Download "Calibration of Resistance Factors for Drilled Shafts for the 2010 FHWA Design Method"

Transcription

1 Calibration of Resistance Factors for Drilled Shafts for the 21 FHWA Design Method Murad Y. Abu-Farsakh, Ph.D., P.E. Qiming Chen, Ph.D., P.E. Md Nafiul Haque, MS Feb 2, Louisiana Transportation Conference

2 Background ASD vs. LRFD ASD involves applying a FS to account for uncertainties in both the applied loads and soil resistances, LRFD separates uncertainties associated with estimated loads and resistances (load factors & resistance factors) Since the introduction of LRFD (AASHTO 1994): Bridge superstructures have been designed using LRFD, Bridge foundation were designed using ASD, This leads to inconsistent levels of reliability.

3 Background To maintain a consistent level of reliability, the FHWA & ASSHTO set up a mandate date (October 1, 27) after which all DOT bridge projects should be designed using LRFD method. To comply with this, several research efforts for LRFD calibration of 1999 FHWA drilled shafts method Paikowsky, 24, UF, FHWA, and O Neil 1996 Allen, 25, TRB Circular E-C79 Yang et al. 28, midwestern U.S., O-cell in weak rock Liang and Li 29, NCHRP Abu-Farsakh et al. 21 (7-2GT, Report # 47)

4 Background In 21, a new design manual (Brown et al. 21) was published by the FHWA in which a new design methodology for drilled shafts was introduced, In addition, more than 1 new drilled shaft load tests were collected by Louisiana DOTD since the previous study. There is a need to calibrate the resistance factors (f) for the 21 FHWA design method that reflect Louisiana soil and LA DOTD design experience.

5 Objectives The main objective of this study was to calibrate resistance factors [side (f side ), tip (f tip ), and total (f total )] of axially loaded drilled shafts installed in Louisiana using the 21 FHWA drilled shafts design method based on local load test - soil profile database, and the LA DOTD design experience/practice. The resistance factors for the 1999 FHWA design method were also developed for comparison. The target reliability value (b T ) and the corresponding resistance factor were developed for both design methods.

6 ASD versus LRFD In Allowable Stress Design (ASD) Q Q D Q L Q all Rn FS where, Q = design load; Q all = allowable design load; R n = nominal (ultimate) resistance of the structure. In Load and Resistance Factor Design (LRFD) f R n g D Q D g L Q L g Q where, Φ = resistance factor, R n = nominal resistance; g D = load factor for dead load; g L = load factor for live load; Q D = dead load; and Q L = live load. i i

7 LRFD Concepts Limit state function: g (R, Q) = R Q b g g R 2 R Q 1 Q Pf Pr (g ) Probability density functions for load and resistance Probability of failure

8 LRFD Concepts The relationship between the probability of failure and the reliability index (b): Pf 1 ( b) The strength limit state I requires: γ f i Q ni R n The limit state LRFD design equation: g(r, Q) γ i Q ni f i R ni f i R ni P f b

9 Reliability Analysis Methods for Calibration First order second moment method (FOSM) (Closed form solution) Advanced First order second moment method (AFOSM) First order reliability methods (FORM) (Iterative procedure) Second order reliability methods (SORM) (Iterative procedure) Monte Carlo Simulation method (Iterative procedure)

10 Calibration Methodology Evaluate the measured (R m ) and predicted resistance (R p ) values for drilled shafts, Evaluate the bias factor (l R =R m / R p ) and COV R, Determine distribution function (Normal, lognormal) Formulate the limit state functions (g = R - Q) Develop the reliability analysis procedure and calculate reliability index (b) Select the target reliability index (b T ) Determine the resistance factor (f) for drilled shaft design method corresponding to b T.

11 Drilled Shaft Load Test Database 19 cases from LA; 15 cases from MS Approximate locations of the investigated drilled shafts

12 Summary of Drilled Shaft Tests I.D. Dia (feet) Length (feet) Soil Type Load Test Type Predicted (21 FHWA design method (tons) Predicted (1999 FHWA design method) (tons) Measured (tons) DS Silty Clay, Sand Base Top Down DS Clay and Sand with Sand Base Top Down DS Clayey Silt, Sand Base O-cell DS Silty Sand with Sand Base O-cell DS Stiff Clay with Clay Base O-cell DS Sand Clay with Sand Base O-cell DS Fully Sand with Clay Base O-cell DS Silt,Clay with Clay Base O-cell DS Clay,Silt with Clay Base O-cell DS Clay, Silty Clay with Clay Base Top Down DS Clay with Sand Base Top Down DS Fully SAND O-cell DS Sand with Clay, Sand base O-cell DS CLAY/SAND-Sand Base O-cell DS SAND O-cell DS CLAY, SAND with SAND Base O-cell DS SAND/CLAY with SAND Base O-cell B = 2 ft to 6 ft; L = 35.1 ft m to ft

13 I.D. Summary of Drilled Shaft Tests Dia (feet) Length (feet) Soil Type Load Test Type Predicted (21 FHWA design method (tons) Predicted (1999 FHWA design method) (tons) Measured (tons) DS SAND with Sand Base O-cell DS SAND/GRAVEL/Sand Base O-cell DS Sand with Clay Interlayer and Sand base O-cell DS SAND with SAND Base O-cell DS Clay O-cell DS SAND O-cell DS SAND/CLAY, Clay Base O-cell DS Sand with Clay Base O-cell DS CLAY with Clay Base O-cell DS Fully Clay, Clay Base O-cell DS Fully Clay, Clay Base O-cell DS Fully Clay, Clay Base O-cell DS Clay, Sand with Sand Base O-cell DS Fully Sand wth Sand Base O-cell DS Sand, Clay with Sand Base O-cell DS Clay, Sand with Sand Base O-cell $ DS Clay, Sand with Sand Base O-cell B = 2 ft to 6 ft; L = 35.1 ft m to ft

14 Geotechnical Conditions Soil Description Loose tan silt Loose clayey silt mc, LL, PL c (kpa) Firm to stiff silty clay with silt Loose sandy silt with clay 6 6 Depth (ft) 8 1 Very dense silty fine sand Dense to very dense fine sand 8 1 mc LL PL 8 1 SPT c Very dense gray and green silty fine sand SPT (N) Typical summary of geotechnical data for a tested shaft

15 Measured Resistance from O-Cell Test SHAFT SIDE SHEAR SHAFT SIDE SHEAR O-cell SHAFT END BEARING Settlement curves by O-cell

16 Measured Resistance from O-Cell Test SHAFT SIDE SHEAR SHAFT SIDE SHEAR O-cell SHAFT END BEARING Equivalent top-down settlement curve

17 Measured Resistance from O-Cell Test 8 Load (MN) Upward Top of Bottom O-cell Movement (mm) % B R m-side О 1 Downward Bottom of Bottom O-cell Movement (mm) % B R m-tip О Settlement (mm) % B О R m Load (MN) a) Settlement curves by O-cell b) equivalent top-down settlement curve Determine side, tip, and total resistance at 5%B from O-cell tests 5

18 FHWA Design Method for Drilled Shafts 1999 FHWA Design Method for Drilled Shafts (O Neil and Reese) The nominal ultimate axial resistance (R p-u ) of a drilled shaft: R p-u R p-u = R p-b + R p-s = q b.a b + f si.a si Soil Condition Resistance Component Equations Cohesive Soil Cohesionless Soil Skin Friction End Bearing Skin Friction f SZ f q N sz b c β (N α S z N c uz S, ub R 1.33 (ln I.25 b 1.2 p-s βσ' 2.1 tsf, β z z r.5 L 1) R /15)( p-s z f sz, for N.5 da 6 ) I L r E 3S βσ' z 15 da for N s ub 6 15 f s q b End Bearing q.6n b SPT 3 tsf

19 FHWA Design Method for Drilled Shafts 21 FHWA Design Method for Drilled Shafts (Brown et al.) The nominal ultimate axial resistance (R p-u ) of a drilled shaft: R p-u R p-u = R p-b + R p-s = q b.a b + f si.a si Soil Condition Resistance Component Equations Cohesive Soil Skin Friction End Bearing f q N sz b c α S z N c uz S, ub R 1.33 (ln I p-s r L f sz 1), da I r E 3S s ub f s Cohesionless Soil Skin Friction f SZ βσ' 2 kpa (2.1 tsf), z ' / p p.47 N z m 6 R p-s β (1- sinf )( / )tanf K p a L βσ' z anf p da q b End Bearing q b.6n SPT 3 tsf

20 Predicted Resistance (1999 FHWA Method) The total developed load (R T ) at a specific settlement: R T = R p-b (developed) + R p-s (developed) a) Side load transfer for cohesive soil b) End load transfer for cohesive soil

21 Axial Compression Force Failure Threshhold,% Predicted Resistance (FHWA 21 Method) The total developed load (R T ) at a specific settlement: R T = R p-sn + h R p-bn 2 Cohesionless Cohesive 15 Failure Threshhold displacement,% dia. of shaft Normalized load transfer representing the average trend value for drilled shaft

22 Displacement (in.) Predicted Resistance (FHWA Methods). Load (tons) Rp Rp Rm Measured Resistance Calculated Resistance using 21 FHWA Method Calculated Resistance using 1999 FHWA Method Example of load-settlement analysis and measured value

23 Predicted Resistance (FHWA Method) Determine load settlement curves Determine predicted side, tip, and total resistance 2 Load (MN) Settlement (mm) 1-1 Interpreted side resistance (Rp_side) 5%B Load (MN) 5%B Shaft diameter = 1.52m Interpreted tip resistance (R p_tip ) Settlement (mm) Predicted Resistance ----Measured Resistance 5% of the shaft diameter Shaft diameter = 1.52 m R p R m -2 1

24 Predicted Drilled Shaft Side Resistance, Rp (tons) Predicted Drilled Shaft Resistance, Rp (tons) Predicted Drilled Shaft Tip Resistance, Rp (tons) Results Predicted versus Measured FHWA Design Method Rfit = 1.1Rm FHWA design method Rfit =.79Rm FHWA Design Method Rfit =.47Rm Louisiana Mississippi Louisiana 5 Louisiana 3 Mississippi Mississippi Measured Drilled Shaft Side Resistance, Measured Rm Drilled (tons) Shaft Resistance, Measured Rm (tons) Drilled Shaft Tip Resistance, Rm (tons) Measured vs. predicted resistance of drilled shafts 1999 FHWA Design Method

25 Predicted Drilled Shaft Side Resistance, Rp (tons) Predicted Drilled Shaft Tip Resistance, Rp (tons) Results Predicted versus Measured Predicted Drilled Shaft Resistance, Rp (tons) FHWA design method Rfit = 1.2Rm FHWA Design Method Rfit = 1.54Rm 5 Louisiana Mississippi FHWA Design Method Rfit =.47Rm Louisiana Mississippi Louisiana Mississippi Measured Drilled Shaft Side Resistance, Measured Rm Drilled (tons) Shaft Resistance, Measured Rm (tons) Drilled Shaft Tip Resistance, Rm (tons) Measured vs. predicted resistance of drilled shafts 21 FHWA Design Method

26 Results: Statistic Analyses Statistical analysis of the 21 FHWA drilled shaft design method Arithmetic calculations l R = R m /R p R p /R m Best fit calculations Mean σ COV Mean R fit /R m Statistical analysis of the 1999 FHWA drilled shaft design method Arithmetic calculations l R = R m /R p R p /R m Best fit calculations Mean σ COV Mean R fit /R m

27 Probability (%) Probability (%) Histograms of bias, l, for different resistance components 1999 FHWA Method Probability (%) Side Resistance (1999 FHWA design method) Total Resistance (1999 FHWA design Tip method) Resistance (1999 FHWA design method) Log-Normal 4 Distribution Normal Distribution Log-Normal Distribution Normal Distribution 2 1 Log-Normal Distribution Normal Distribution Rm/Rp Rm/Rp Rm/Rp

28 Histograms of bias, l, for different resistance components 21 FHWA Method Probability (%) Total Resistance (21 FHWA design Tip method) Resistance (21 FHWA design method) Side Resistance (21 FHWA design method) Log-Normal Distribution 4 Log-Normal Distribution Normal Distribution Log-Normal Distribution Normal Distribution Normal Distribution 2 3 Probability (%) 2 1 Probability (%) Rm/Rp Rm/Rp Rm/Rp

29 Cumulative Density Function (CDF) of Bias Values (l) Standard Normal Variable, Z Bias (lr) Measured Bias Value Predicted Normal Dist. Predicted Log-Normal Dist. Predicted Log-Normal Dist. (best fit to tail) 1999 FHWA Design Method Standard Normal Variable, Z Bias (lr) Measured Bias Value Predicted Normal Dist. Predicted Log-Normal Dist. Predicted Log-Normal Dist. (best fit to tail) 21 FHWA Design Method

30 Summary of Bias (l R m /R p ) for Drilled Shafts 21 FHWA Method Statistics Tip Side Total Max Min Mean (l) COV FHWA Method Statistics Tip Side Total Max Min Mean (l) COV

31 Contribution of Side and Tip Resistance Predicted resistance contribution (%) Measured resistance contribution (%) FHWA Method Side Resistance (average: 71%) Tip Resistance (average: 29%) Shaft Number 1 8 O-Cell Measurements Predicted resistance contribution (%) FHWA Method Side Resistance (average: 77%) Tip Resistance (average: 23%) Shaft Number Side Resistance (average: 52%) Tip Resistance (average: 48%) Shaft Number

32 LRFD Calibration Methods Monte Carlo Simulation method (MCS method) Target reliability index: 3. Dead load/live load ratio: 3. Load statistics and factors (AASHTO):

33 Monte Carlo Simulation g Q LL g LL g DL f Q Q DL LL l R - g LL l LL g DL l DL Q Q DL LL Random variables: l R, l L, and l D Number of simulation: 5

34 Resistance Factor, f Resistance Factor, f Resistance factors From measured bias data From "best fit to tail".9 From measured bias data From "best fit to tail" β T β T 21 FHWA Method 1999 FHWA Method

35 LRFD Calibration Methods Resistance Factors Tip Side Total f tip f tip /λ f side f side /λ f total f total /λ 21 FHWA design method design method

36 LRFD Calibration Methods b T = 3. Resistance Factor, f Efficiency Factor, f/λ Current study (21 FHWA design method) Current study (1999 FHWA design method) Liang and Li (29) Paikowsky (24) and AASHTO (27).48 in mixed soils.41 in mixed soils (best fit to tail).6 in mixed soils.5 in mixed soils (best fit to tail).45 in clay.5 in sand.35 in mixed soils.45 in cohesive soils.55 in cohesionless soils.48 in mixed soils.41 in mixed soils (best fit to tail).47 in mixed soils.38 in mixed soils (best fit to tail)

37 Summary and Conclusions Statistical analyses showed that: The 21 FHWA design method overestimates the total drilled shaft resistance by an average of two percent, The 1999 FHWA design method underestimates the total drilled shaft resistance by an average of 21 percent. The prediction of tip resistance is much more conservative than that of side resistance. A large scatter in the prediction of side resistance was observed. The tip, side, and total resistance factors for drilled shafts were calibrated using MCS reliability-based method. The lognormal distribution of bias was assumed.

38 Summary and Conclusions Based on reliability-based analyses: The resistance factors for 21 FHWA method: f total =.48, f side =.26, and f tip =.53. The resistance factors for 1999 FHWA method: f total =.6, f side =.39, and f tip =.52.

39 Acknowledgement Louisiana Transportation Research Center, LTRC Louisiana Department of Transportation and Development, LA DOTD.

40 THANK YOU Questions?

LRFD Calibration of Axially-Loaded Concrete Piles Driven into Louisiana Soils

LRFD Calibration of Axially-Loaded Concrete Piles Driven into Louisiana Soils LRFD Calibration of Axially-Loaded Concrete Piles Driven into Louisiana Soils Louisiana Transportation Conference February 10, 2009 Sungmin Sean Yoon, Ph. D., P.E. (Presenter) Murad Abu-Farsakh, Ph. D.,

More information

LRFD Application in Driven Piles (Recent Development in Pavement & Geotech at LTRC)

LRFD Application in Driven Piles (Recent Development in Pavement & Geotech at LTRC) LRFD Application in Driven Piles (Recent Development in Pavement & Geotech at LTRC) 2007 Louisiana Transportation Engineering Conference February 12, 2007 Sungmin Sean Yoon, Ph. D., P.E. and Murad Abu-Farsakh,

More information

LRFD GEOTECHNICAL IMPLEMENTATION

LRFD GEOTECHNICAL IMPLEMENTATION LRFD GEOTECHNICAL IMPLEMENTATION Ching-Nien Tsai, P.E. LADOTD Pavement and Geotechnical Services In Conjunction with LTRC WHY LRFD FHWA deadline - October 2007 LRFD is a better method Risk is quantified

More information

TECHNICAL REPORT STANDARD PAGE

TECHNICAL REPORT STANDARD PAGE TECHNICAL REPORT STANDARD PAGE 1. Report No. FHWA/LA.9/449 2. Government Accession No. 3. Recipient's Catalog No. 4. Title and Subtitle Calibration of Resistance Factors Needed in the LRFD Design of Driven

More information

Implementation of Pile Setup in the LRFD Design of Driven Piles in Louisiana

Implementation of Pile Setup in the LRFD Design of Driven Piles in Louisiana Implementation of Pile Setup in the LRFD Design of Driven Piles in Louisiana Md. Nafiul Haque (Ph.D. Candidate) Murad Y. Abu-Farsakh, Ph.D., P.E. March 1, 2016 Louisiana Transportation Conference OUTLINE

More information

INTRODUCTION TO STATIC ANALYSIS PDPI 2013

INTRODUCTION TO STATIC ANALYSIS PDPI 2013 INTRODUCTION TO STATIC ANALYSIS PDPI 2013 What is Pile Capacity? When we load a pile until IT Fails what is IT Strength Considerations Two Failure Modes 1. Pile structural failure controlled by allowable

More information

Calibration of Resistance Factor for Design of Pile Foundations Considering Feasibility Robustness

Calibration of Resistance Factor for Design of Pile Foundations Considering Feasibility Robustness Calibration of Resistance Factor for Design of Pile Foundations Considering Feasibility Robustness Hsein Juang Glenn Professor of Civil Engineering Clemson University 1 2 Outline of Presentation Background

More information

Lesson 25. Static Pile Load Testing, O-cell, and Statnamic. Reference Manual Chapter 18

Lesson 25. Static Pile Load Testing, O-cell, and Statnamic. Reference Manual Chapter 18 Lesson 25 Static Pile Load Testing, O-cell, and Statnamic Reference Manual Chapter 18 STATIC LOAD TESTING Most accurate method to determine static pile capacity Perform at design or construction stage

More information

NCHRP LRFD Design Specifications for Shallow Foundations TRB AFS30 Committee Meeting January 26, 2011

NCHRP LRFD Design Specifications for Shallow Foundations TRB AFS30 Committee Meeting January 26, 2011 Geotechnical Engineering Research Laboratory Dept. of Civil and Environmental Engineering University of Massachusetts Lowell. NCHRP 24-31 LRFD Design Specifications for Shallow Foundations TRB AFS3 Committee

More information

Neutral Plane Method for Drag Force of Deep Foundations and the AASHTO LRFD Bridge Design Specifications

Neutral Plane Method for Drag Force of Deep Foundations and the AASHTO LRFD Bridge Design Specifications Neutral Plane Method for Drag Force of Deep Foundations and the AASHTO LRFD Bridge Design Specifications Timothy C. Siegel, P.E., G.E., D.GE Dan Brown and Associates, PC, Knoxville, Tennessee USA Rich

More information

Deep Foundations 2. Load Capacity of a Single Pile

Deep Foundations 2. Load Capacity of a Single Pile Deep Foundations 2 Load Capacity of a Single Pile All calculations of pile capacity are approximate because it is almost impossible to account for the variability of soil types and the differences in the

More information

Axially Loaded Piles

Axially Loaded Piles Axially Loaded Piles 1 t- Curve Method using Finite Element Analysis The stress-strain relationship for an axially loaded pile can be described through three loading mechanisms: axial deformation in the

More information

Shear Strength of Soils

Shear Strength of Soils Shear Strength of Soils STRESSES IN A SOIL ELEMENT t s v Analyze Effective Stresses (s ) Load carried by Soil t Where: s H t t s H s = t f = s v = s H = t = s v Stresses in a Soil Element after Figure

More information

Khalid Alshibli, Ayman Okeil, Bashar Alramahi, and Zhongjie Zhang

Khalid Alshibli, Ayman Okeil, Bashar Alramahi, and Zhongjie Zhang Khalid Alshibli, Ayman Okeil, Bashar Alramahi, and Zhongjie Zhang Objectives Methodology Data Collection and Archiving Reliability Analysis Results Summary and Conclusions Implementations Acknowledgements

More information

Drilled Shaft Foundations in Limestone. Dan Brown, P.E., Ph.D. Dan Brown and Associates

Drilled Shaft Foundations in Limestone. Dan Brown, P.E., Ph.D. Dan Brown and Associates Drilled Shaft Foundations in Limestone Dan Brown, P.E., Ph.D. Dan Brown and Associates Foundation Engineering How we teach our students Fundamental understanding of soil and rock behavior (good!) Focus

More information

Engineeringmanuals. Part2

Engineeringmanuals. Part2 Engineeringmanuals Part2 Engineering manuals for GEO5 programs Part 2 Chapter 1-12, refer to Engineering Manual Part 1 Chapter 13. Pile Foundations Introduction... 2 Chapter 14. Analysis of vertical load-bearing

More information

CPT Guide 5 th Edition. CPT Applications - Deep Foundations. Gregg Drilling & Testing, Inc. Dr. Peter K. Robertson Webinar # /2/2013

CPT Guide 5 th Edition. CPT Applications - Deep Foundations. Gregg Drilling & Testing, Inc. Dr. Peter K. Robertson Webinar # /2/2013 Gregg Drilling & Testing, Inc. Site Investigation Experts CPT Applications - Deep Foundations Dr. Peter K. Robertson Webinar #6 2013 CPT Guide 5 th Edition Robertson & Cabal (Robertson) 5 th Edition 2012

More information

ASD and LRFD Methods Codes and Economics of Dynamic Testing ASTM D4945

ASD and LRFD Methods Codes and Economics of Dynamic Testing ASTM D4945 ASD and LRFD Methods Codes and Economics of Dynamic Testing ASTM D4945 Load Testing. Static Load Testing ASTM D1143 Deadload Testing React. Piles/Anchors Static Load Tests are the standard Costly: Need

More information

CHAPTER 8 CALCULATION THEORY

CHAPTER 8 CALCULATION THEORY CHAPTER 8 CALCULATION THEORY. Volume 2 CHAPTER 8 CALCULATION THEORY Detailed in this chapter: the theories behind the program the equations and methods that are use to perform the analyses. CONTENTS CHAPTER

More information

AN ABSTRACT OF THE THESIS OF

AN ABSTRACT OF THE THESIS OF AN ABSTRACT OF THE THESIS OF Nasim Adami for the degree of Master of Science in Civil Engineering presented on October 28, 213. Title: Development of an ACIP Pile-Specific Load-Displacement Model. Abstract

More information

SHEET PILE WALLS. Mehdi Mokhberi Islamic Azad University

SHEET PILE WALLS. Mehdi Mokhberi Islamic Azad University SHEET PILE WALLS Mehdi Mokhberi Islamic Azad University Lateral Support In geotechnical engineering, it is often necessary to prevent lateral soil movements. Tie rod Anchor Sheet pile Cantilever retaining

More information

A Thesis presented to the Faculty of the Graduate School at the University of Missouri-Columbia

A Thesis presented to the Faculty of the Graduate School at the University of Missouri-Columbia LRFD for Settlement Analyses of Shallow Foundations and Embankments ------ Developed Resistance Factors for Consolidation Settlement Analyses A Thesis presented to the Faculty of the Graduate School at

More information

The Bearing Capacity of Soils. Dr Omar Al Hattamleh

The Bearing Capacity of Soils. Dr Omar Al Hattamleh The Bearing Capacity of Soils Dr Omar Al Hattamleh Example of Bearing Capacity Failure Omar Play the move of bearing Capacity failure The Philippine one Transcona Grain Silos Failure - Canada The Bearing

More information

Reliability Analysis of Anchored and Cantilevered Flexible Retaining Structures

Reliability Analysis of Anchored and Cantilevered Flexible Retaining Structures LSD2003: International Workshop on Limit State Design in Geotechnical Engineering Practice Phoon, Honjo & Gilbert (eds) 2003 World Scientific Publishing Company Reliability Analysis of Anchored and Cantilevered

More information

Canadian Geotechnical Journal. Statistics of Model Factors in Reliability-Based Design of Axially Loaded Driven Piles in Sand

Canadian Geotechnical Journal. Statistics of Model Factors in Reliability-Based Design of Axially Loaded Driven Piles in Sand Statistics of Model Factors in Reliability-Based Design of Axially Loaded Driven Piles in Sand Journal: Manuscript ID cgj-2017-0542.r1 Manuscript Type: Article Date Submitted by the Author: 22-Feb-2018

More information

THE STRUCTURAL DESIGN OF PILE FOUNDATIONS BASED ON LRFD FOR JAPANESE HIGHWAYS

THE STRUCTURAL DESIGN OF PILE FOUNDATIONS BASED ON LRFD FOR JAPANESE HIGHWAYS THE STRUCTURAL DESIGN OF PILE FOUNDATIONS BASED ON LRFD FOR JAPANESE HIGHWAYS Hideaki Nishida 1,Toshiaki Nanazawa 2, Masahiro Shirato 3, Tetsuya Kohno 4, and Mitsuaki Kitaura 5 Abstract One of the motivations

More information

LRFD CALIBRATION OF AXIALLY-LOADED CONCRETE PILES DRIVEN INTO SOFT SOILS

LRFD CALIBRATION OF AXIALLY-LOADED CONCRETE PILES DRIVEN INTO SOFT SOILS Yoon, Au-Farsakh, Tsai, and Zhang LRFD CALIBRATION OF AXIALLY-LOADED CONCRETE PILES DRIVEN INTO SOFT SOILS Sungmin Yoon, Ph.D., P.E. Research Associate Louisiana Transportation Research Center Louisiana

More information

ULTIMATE LIMIT STATE RELIABILITY-BASED DESIGN OF AUGERED CAST-IN-PLACE PILES CONSIDERING LOWER- BOUND CAPACITIES

ULTIMATE LIMIT STATE RELIABILITY-BASED DESIGN OF AUGERED CAST-IN-PLACE PILES CONSIDERING LOWER- BOUND CAPACITIES Canadian Geotechnical Journal ULTIMATE LIMIT STATE RELIABILITY-BASED DESIGN OF AUGERED CAST-IN-PLACE PILES CONSIDERING LOWER- BOUND CAPACITIES Journal: Canadian Geotechnical Journal Manuscript ID cgj-2016-0145.r1

More information

Reliability of Settlement Analysis for Shallow Foundations

Reliability of Settlement Analysis for Shallow Foundations Geotechnical Engineering Research Laboratory University of Massachusetts Lowell, MA USA Reliability of Settlement Analysis for Shallow Foundations 14.533 ADVANCED FOUNDATION ENGINEERING Fall 2013 Samuel

More information

LRFD Calibration of the Ultimate Pullout Limit State for Geogrid Reinforced Soil Retaining Walls

LRFD Calibration of the Ultimate Pullout Limit State for Geogrid Reinforced Soil Retaining Walls LRFD Calibration of the Ultimate Pullout Limit State for Geogrid Reinforced Soil Retaining Walls Richard J. Bathurst, Ph.D. 1 ; Bingquan Huang, Ph.D. 2 ; and Tony M. Allen, M.ASCE 3 Int. J. Geomech. 2012.12:399-413.

More information

In-class Exercise. Problem: Select load factors for the Strength I and Service I Limit States for the. Loading Diagram for Student Exercise

In-class Exercise. Problem: Select load factors for the Strength I and Service I Limit States for the. Loading Diagram for Student Exercise In-class Exercise Problem: Select load factors for the Strength I and Service I Limit States for the problem illustrated below. Loading Diagram for Student Exercise For this exercise, complete the following

More information

Reinforced Soil Structures Reinforced Soil Walls. Prof K. Rajagopal Department of Civil Engineering IIT Madras, Chennai

Reinforced Soil Structures Reinforced Soil Walls. Prof K. Rajagopal Department of Civil Engineering IIT Madras, Chennai Geosynthetics and Reinforced Soil Structures Reinforced Soil Walls continued Prof K. Rajagopal Department of Civil Engineering IIT Madras, Chennai e-mail: gopalkr@iitm.ac.inac in Outline of the Lecture

More information

Analysis of a single pile settlement

Analysis of a single pile settlement Engineering manual No. 14 Updated: 06/2018 Analysis of a single pile settlement Program: Pile File: Demo_manual_14.gpi The objective of this engineering manual is to explain the application of the GEO

More information

Performance Based Design of Laterally Loaded Drilled Shafts

Performance Based Design of Laterally Loaded Drilled Shafts Performance Based Design of Laterally Loaded Drilled Shafts Prepared by: Robert Y. Liang Haijian Fan Prepared for: The Ohio Department of Transportation, Office of Statewide Planning & Research State Job

More information

CHAPTER 8 ANALYSES OF THE LATERAL LOAD TESTS AT THE ROUTE 351 BRIDGE

CHAPTER 8 ANALYSES OF THE LATERAL LOAD TESTS AT THE ROUTE 351 BRIDGE CHAPTER ANALYSES OF THE LATERAL LOAD TESTS AT THE ROUTE 351 BRIDGE.1 INTRODUCTION An important objective of this research is to determine whether accurate analyses of the lateral load-deflection behavior

More information

CPT Data Interpretation Theory Manual

CPT Data Interpretation Theory Manual CPT Data Interpretation Theory Manual 2016 Rocscience Inc. Table of Contents 1 Introduction... 3 2 Soil Parameter Interpretation... 5 3 Soil Profiling... 11 3.1 Non-Normalized SBT Charts... 11 3.2 Normalized

More information

PILE LOAD TEST IN OLD ALLUVIUM

PILE LOAD TEST IN OLD ALLUVIUM An evening talk organized by GeoSS PILE LOAD TEST IN OLD ALLUVIUM Wong Kai Sin 25 August 2016 1 PILE LOAD TEST IN OLD ALLUVIUM 1.Should we accept or reject the test results? 2.What are the expected unit

More information

Design of Reinforced Soil Walls By Lrfd Approach

Design of Reinforced Soil Walls By Lrfd Approach IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) ISSN: 2278-1684, PP: 16-26 www.iosrjournals.org Design of Reinforced Soil Walls By Lrfd Approach A.D. Maskar 1, N.T. Suryawanshi 2 1 Assistant

More information

TRANSPORTATION RESEARCH BOARD. Static and Seismic Design of Piles for Downdrag. Thursday, October 4, :00-3:30 PM ET

TRANSPORTATION RESEARCH BOARD. Static and Seismic Design of Piles for Downdrag. Thursday, October 4, :00-3:30 PM ET TRANSPORTATION RESEARCH BOARD Static and Seismic Design of Piles for Downdrag Thursday, October 4, 2018 2:00-3:30 PM ET The Transportation Research Board has met the standards and requirements of the Registered

More information

vulcanhammer.info the website about Vulcan Iron Works Inc. and the pile driving equipment it manufactured Terms and Conditions of Use:

vulcanhammer.info the website about Vulcan Iron Works Inc. and the pile driving equipment it manufactured Terms and Conditions of Use: this document downloaded from vulcanhammer.info the website about Vulcan Iron Works Inc. and the pile driving equipment it manufactured Terms and Conditions of Use: All of the information, data and computer

More information

Table 3. Empirical Coefficients for BS 8002 equation. A (degrees) Rounded Sub-angular. 2 Angular. B (degrees) Uniform Moderate grading.

Table 3. Empirical Coefficients for BS 8002 equation. A (degrees) Rounded Sub-angular. 2 Angular. B (degrees) Uniform Moderate grading. Hatanaka and Uchida (1996); ' 20N 20 12N 20 ' 45 A lower bound for the above equation is given as; 12N 15 ' 45 Table 3. Empirical Coefficients for BS 8002 equation A Angularity 1) A (degrees) Rounded 0

More information

S E C T I O N 1 2 P R O D U C T S E L E C T I O N G U I D E - H E L I C A L S C R E W P I L E F O U N D A T I O N S

S E C T I O N 1 2 P R O D U C T S E L E C T I O N G U I D E - H E L I C A L S C R E W P I L E F O U N D A T I O N S 1. P R O D U C T S E L E C T I O N G U I D E - H E L I C A L S C R E W P I L E F O U N D A T I O N S Helical foundation pile includes a lead and extension(s). The lead section is made of a central steel

More information

Liquefaction Induced Negative Skin Friction from Blast-induced Liquefaction Tests with Auger-cast Piles

Liquefaction Induced Negative Skin Friction from Blast-induced Liquefaction Tests with Auger-cast Piles 6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Liquefaction Induced Negative Skin Friction from Blast-induced Liquefaction Tests with Auger-cast

More information

Load and Resistance Factor Design Considering Design Robustness: R-LRFD

Load and Resistance Factor Design Considering Design Robustness: R-LRFD Load and Resistance Factor Design Considering Design Robustness: R-LRFD Hsein Juang, PhD, PE, F.ASCE Glenn Professor Glenn Department of Civil Engineering Clemson University 1 Outline 1. Background (Robust

More information

Chapter (3) Ultimate Bearing Capacity of Shallow Foundations

Chapter (3) Ultimate Bearing Capacity of Shallow Foundations Chapter (3) Ultimate Bearing Capacity of Shallow Foundations Introduction To perform satisfactorily, shallow foundations must have two main characteristics: 1. They have to be safe against overall shear

More information

Development of Preliminary Load and Resistance Factor Design of Drilled Shafts in Iowa

Development of Preliminary Load and Resistance Factor Design of Drilled Shafts in Iowa InTrans Project Reports Institute for Transportation 10-2014 Development of Preliminary Load and Factor Design of Drilled Shafts in Iowa Kam W. Ng Iowa State University Sri Sritharan Iowa State University,

More information

Module 1 GEOTECHNICAL PROPERTIES OF SOIL AND OF REINFORCED SOIL (Lectures 1 to 4)

Module 1 GEOTECHNICAL PROPERTIES OF SOIL AND OF REINFORCED SOIL (Lectures 1 to 4) Module 1 GEOTECHNICAL PROPERTIES OF SOIL AND OF REINFORCED SOIL (Lectures 1 to 4) Topics 1.1 INTRODUCTION 1.2 GRAIN-SIZE DISTRIBUTION Sieve Analysis Hydrometer Analysis 1.3 SIZE LIMITS FOR SOILS 1.4 WEIGHT-VOLUME

More information

Piles Capacity Reference Manual

Piles Capacity Reference Manual Piles Capacity Reference Manual hetge hetge geotechnics on the go Piles Capacity Reference Manual January 3, 2013 Version: PC-1.3.130103 hetge LLC Moscow Virginia Istanbul E info@hetge.com W www.hetge.com

More information

Chapter 7 GEOMECHANICS

Chapter 7 GEOMECHANICS Chapter 7 Final SCDOT GEOTECHNICAL DESIGN MANUAL August 2008 Table of Contents Section Page 7.1 Introduction...7-1 7.2 Geotechnical Design Approach...7-1 7.3 Geotechnical Engineering Quality Assurance...7-2

More information

Evaluation of Geotechnical Hazards

Evaluation of Geotechnical Hazards Evaluation of Geotechnical Hazards by Geoffrey R. Martin Appendix B: Evaluation of Geotechnical Hazards Describes Evaluation Procedures Soil Liquefaction Soil Settlement Surface Fault Rupture Flooding

More information

Developing a Resistance Factor for Mn/DOT s Pile Driving Formula

Developing a Resistance Factor for Mn/DOT s Pile Driving Formula 2009-37 Developing a Resistance Factor for Mn/DOT s Pile Driving Formula Take the steps... Research...Knowledge...Innovative Solutions! Transportation Research Technical Report Documentation Page 1. Report

More information

Chapter 5 Shear Strength of Soil

Chapter 5 Shear Strength of Soil Page 5 Chapter 5 Shear Strength of Soil. The internal resistance per unit area that the soil mass can offer to resist failure and sliding along any plane inside it is called (a) strength (b) shear strength

More information

RELIABILITY MODELS FOR COMBINATIONS OF EXTREME EVENTS

RELIABILITY MODELS FOR COMBINATIONS OF EXTREME EVENTS 17 CHAPTER 2 RELIABILITY MODELS FOR COMBINATIONS OF EXTREME EVENTS This chapter describes the models used to perform the reliability analysis of bridges subjected to extreme load events and their combinations.

More information

Civil Engineering, Surveying and Environmental Consulting WASP0059.ltr.JLS.Mich Ave Bridge Geotech.docx

Civil Engineering, Surveying and Environmental Consulting WASP0059.ltr.JLS.Mich Ave Bridge Geotech.docx 2365 Haggerty Road South * Canton, Michigan 48188 P: 734-397-3100 * F: 734-397-3131 * www.manniksmithgroup.com August 29, 2012 Mr. Richard Kent Washtenaw County Parks and Recreation Commission 2330 Platt

More information

Determination of base and shaft resistance factors for reliability based design of piles

Determination of base and shaft resistance factors for reliability based design of piles Determination of base and shaft resistance factors for reliability based design of piles X-Y Bian, X-Y Chen, H-L Lu, J-J Zheng This paper aims to propose a procedure for calculating separately the resistance

More information

Theory of Shear Strength

Theory of Shear Strength SKAA 1713 SOIL MECHANICS Theory of Shear Strength Prepared by, Dr. Hetty 1 SOIL STRENGTH DEFINITION Shear strength of a soil is the maximum internal resistance to applied shearing forces The maximum or

More information

Safety Concepts and Calibration of Partial Factors in European and North American Codes of Practice

Safety Concepts and Calibration of Partial Factors in European and North American Codes of Practice Safety Concepts and Calibration of Partial Factors in European and North American Codes of Practice The Dutch approach on Geotechnical Design by Eurocode 7 Adriaan van Seters Hein Jansen Fugro GeoServices

More information

The San Jacinto Monument Case History

The San Jacinto Monument Case History Picture obtained from http://www.laanba.net/photoblog/ January05/sanjacinto.jpg Jean-Louis Briaud Texas A&M University The San Jacinto Monument Case History 1 2 CREDITS Phillip King Fugro Briaud J.-L.,

More information

Assessment of Calculation Procedures for Piles in Clay based on Static Loading Tests Anders Hust Augustesen

Assessment of Calculation Procedures for Piles in Clay based on Static Loading Tests Anders Hust Augustesen Assessment of Calculation Procedures for Piles in Clay based on Static Loading Tests By Anders Hust Augustesen 1 Agenda Presentation of calculation procedures Basis for the evaluation of the calculation

More information

INDOT/Purdue Pile Driving Method for Estimation of Axial Capacity

INDOT/Purdue Pile Driving Method for Estimation of Axial Capacity 1 2015 Purdue Road School Transportation and Conference and Expo INDOT/Purdue Pile Driving Method for Estimation of Axial Capacity Zaheer, Mir, INDOT Salgado, Rodrigo, Purdue University Prezzi, Monica,

More information

Lateral Strength and Stiffness of Post and Pier Foundations

Lateral Strength and Stiffness of Post and Pier Foundations An ASABE Meeting Presentation Paper Number: 152190408 Lateral Strength and Stiffness of Post and Pier Foundations David Roy Bohnhoff Professor, Biological Systems Engineering Department University of Wisconsin-Madison,

More information

8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses.

8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses. 8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses. 8.2. Some soils show a peak shear strength. Why and what type(s)

More information

Project: ITHACA-TOMPKINS REGIONAL AIRPORT EXPANSION Project Location: ITHACA, NY Project Number: 218-34 Key to Soil Symbols and Terms TERMS DESCRIBING CONSISTENCY OR CONDITION COARSE-GRAINED SOILS (major

More information

Calibration of Resistance Factor for Design of Pile Foundations Considering Feasibility Robustness

Calibration of Resistance Factor for Design of Pile Foundations Considering Feasibility Robustness 1 2 3 4 Calibration of Resistance Factor for Design of Pile Foundations Considering Feasibility Robustness Dian-Qing Li 1, Xing Peng 2, Sara Khoshnevisan 3, C. Hsein Juang 4* 5 6 7 8 9 10 11 12 13 14 15

More information

EVALUATION/MODIFICATION OF IDOT FOUNDATION PILING DESIGN

EVALUATION/MODIFICATION OF IDOT FOUNDATION PILING DESIGN CIVIL ENGINEERING STUDIES Illinois Center for Transportation Series No. 09-037 UILU-ENG-2009-2008 ISSN: 0197-9191 EVALUATION/MODIFICATION OF IDOT FOUNDATION PILING DESIGN AND CONSTRUCTION POLICY Prepared

More information

GEOTECHNICAL SITE CHARACTERIZATION

GEOTECHNICAL SITE CHARACTERIZATION GEOTECHNICAL SITE CHARACTERIZATION Neil Anderson, Ph.D. Professor of Geology and Geophysics Richard W. Stephenson, P.E., Ph.D. Professor of Civil, Architectural and Environmental Engineering University

More information

Analysis of the horizontal bearing capacity of a single pile

Analysis of the horizontal bearing capacity of a single pile Engineering manual No. 16 Updated: 07/2018 Analysis of the horizontal bearing capacity of a single pile Program: Soubor: Pile Demo_manual_16.gpi The objective of this engineering manual is to explain how

More information

SHEAR STRENGTH OF SOIL

SHEAR STRENGTH OF SOIL Soil Failure Criteria SHEAR STRENGTH OF SOIL Knowledge about the shear strength of soil important for the analysis of: Bearing capacity of foundations, Slope stability, Lateral pressure on retaining structures,

More information

Analysis of Pile Foundation Subjected to Lateral and Vertical Loads

Analysis of Pile Foundation Subjected to Lateral and Vertical Loads Analysis of Pile Foundation Subjected to Lateral and Vertical Loads Thadapaneni Kanakeswararao 1, B.Ganesh 2 1,2 Department of soil mechanics and foundation engg, Lenora college of Engineering and technology,

More information

OVERVIEW REVIEW OF FOUNDATIONS & SOILS ENG.

OVERVIEW REVIEW OF FOUNDATIONS & SOILS ENG. Soil Borings. 14.485 CAPSTONE DESIGN OVERVIEW REVIEW OF 14.431 FOUNDATIONS & SOILS ENG. Geotechnical Report (not covered). Bearing Pressure Calculations. Settlement Calculations. Lateral Earth Pressure

More information

Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay

Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay 56 Module 4: Lecture 7 on Stress-strain relationship and Shear strength of soils Contents Stress state, Mohr s circle analysis and Pole, Principal stressspace, Stress pathsin p-q space; Mohr-Coulomb failure

More information

Discussion: behaviour of jacked and driven piles in sandy soil

Discussion: behaviour of jacked and driven piles in sandy soil Title Discussion: behaviour of jacked and driven piles in sandy soil Author(s) Yang, J; Tham, LG; Lee, PKK; Chan, ST; Yu, F Citation Géotechnique, 27, v. 7 n., p. 47-478 Issued Date 27 URL http://hdl.handle.net/1722/7161

More information

CHAPTER 7 ANALYSES OF THE AXIAL LOAD TESTS AT THE ROUTE 351 BRIDGE

CHAPTER 7 ANALYSES OF THE AXIAL LOAD TESTS AT THE ROUTE 351 BRIDGE CHAPTER 7 ANALYSES OF THE AXIAL LOAD TESTS AT THE ROUTE 351 BRIDGE 7.1 INTRODUCTION In this chapter, calculations using methods commonly employed in practice are presented for the pile axial load capacity,

More information

Clayey sand (SC)

Clayey sand (SC) Pile Bearing Capacity Analysis / Verification Input data Project Task : PROJECT: "NEW STEAM BOILER U-5190 Part : A-1 Descript. : The objective of this Analysis is the Pile allowable bearing Capacity Analysis

More information

DRILLED DISPLACMENT PILE PERFORMANCE IN COASTAL PLAIN AND RESIDUAL SOILS

DRILLED DISPLACMENT PILE PERFORMANCE IN COASTAL PLAIN AND RESIDUAL SOILS DRILLED DISPLACMENT PILE PERFORMANCE IN COASTAL PLAIN AND RESIDUAL SOILS Presented by: W. Morgan NeSmith, P.E. Berkel & Company Contractors Inc. 770.941.5100 mnesmith@berkelapg.com SC Engineering Conference

More information

Ch 5 Strength and Stiffness of Sands

Ch 5 Strength and Stiffness of Sands Ch. 5 - Strength and Stiffness of Sand Page 1 Ch 5 Strength and Stiffness of Sands Reading Assignment Ch. 5 Lecture Notes Sections 5.1-5.7 (Salgado) Other Materials Homework Assignment Problems 5-9, 5-12,

More information

FHWA/IN/JTRP-2008/5. Final Report. Dongwook Kim Rodrigo Salgado

FHWA/IN/JTRP-2008/5. Final Report. Dongwook Kim Rodrigo Salgado FHWA/IN/JTRP-2008/5 Final Report LIMIT STATES AND LOAD AND RESISTANCE DESIGN OF SLOPES AND RETAINING STRUCTURES Dongwook Kim Rodrigo Salgado January 2009 INDOT Research TECHNICAL Summary Technology Transfer

More information

Jose Brito, Cenor, Portugal

Jose Brito, Cenor, Portugal Jose Brito, Cenor, Portugal Carsten S. Sorensen, COWI, Denmark In this example it is asked to design a square pad foundation according to Eurocode 7. The aim is the evaluation of the foundation width with

More information

Theory of Shear Strength

Theory of Shear Strength MAJ 1013 ADVANCED SOIL MECHANICS Theory of Shear Strength Prepared by, Dr. Hetty 1 Strength of different materials Steel Concrete Soil Tensile strength Compressive strength Shear strength Complex behavior

More information

Foundation Engineering Prof. Dr. N. K. Samadhiya Department of Civil Engineering Indian Institute of Technology Roorkee

Foundation Engineering Prof. Dr. N. K. Samadhiya Department of Civil Engineering Indian Institute of Technology Roorkee Foundation Engineering Prof. Dr. N. K. Samadhiya Department of Civil Engineering Indian Institute of Technology Roorkee Module - 01 Lecture - 01 Shallow Foundation (Refer Slide Time: 00:19) Good morning.

More information

Use of Ultra-High Performance Concrete in Geotechnical and Substructure Applications

Use of Ultra-High Performance Concrete in Geotechnical and Substructure Applications Use of Ultra-High Performance Concrete in Geotechnical and Substructure Applications i PI: Muhannad Suleiman Co-PI: Sri Sritharan Graduate Research Assistant: Thomas L. Vande Voort January 13, 29 IOWA

More information

TC211 Workshop CALIBRATION OF RIGID INCLUSION PARAMETERS BASED ON. Jérôme Racinais. September 15, 2015 PRESSUMETER TEST RESULTS

TC211 Workshop CALIBRATION OF RIGID INCLUSION PARAMETERS BASED ON. Jérôme Racinais. September 15, 2015 PRESSUMETER TEST RESULTS Jérôme Racinais September 15, 215 TC211 Workshop CALIBRATION OF RIGID INCLUSION PARAMETERS BASED ON PRESSUMETER TEST RESULTS Table of contents 1. Reminder about pressuremeter tests 2. General behaviour

More information

STUDY OF THE BEHAVIOR OF PILE GROUPS IN LIQUEFIED SOILS

STUDY OF THE BEHAVIOR OF PILE GROUPS IN LIQUEFIED SOILS STUDY OF THE BEHAVIOR OF PILE GROUPS IN LIQUEFIED SOILS Shin-Tower Wang 1, Luis Vasquez 2, and Lymon C. Reese 3, Honorary Member,, ASCE ABSTRACT : 1&2 President & Project Manager, Ensoft, Inc. Email: ensoft@ensoftinc.com

More information

B-1 SURFACE ELEVATION

B-1 SURFACE ELEVATION 5A 5B LOGGED BY El. S. Bhangoo DRILLING CONTRACTOR Pitcher Drilling DRILLING METHOD Rotary Wash BEGIN DATE 12-14-12 SAMPLER TYPE(S) AND SIZE(S) (ID) SPT, MC BOREHOLE BACKFILL AND COMPLETION COMPLETION

More information

vulcanhammer.net This document downloaded from

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

More information

LOAD RESISTANCE FACTOR DESIGN (LRFD) FOR DRIVEN PILES BASED ON DYNAMIC METHODS WITH ASSESSMENT OF SKIN AND TIP RESISTANCE FROM PDA SIGNALS

LOAD RESISTANCE FACTOR DESIGN (LRFD) FOR DRIVEN PILES BASED ON DYNAMIC METHODS WITH ASSESSMENT OF SKIN AND TIP RESISTANCE FROM PDA SIGNALS LOAD RESISTANCE FACTOR DESIGN (LRFD) FOR DRIVEN PILES BASED ON DYNAMIC METHODS WITH ASSESSMENT OF SKIN AND TIP RESISTANCE FROM PDA SIGNALS By ARIEL PEREZ PEREZ A THESIS PRESENTED TO THE GRADUATE SCHOOL

More information

Geotechnical Properties of Soil

Geotechnical Properties of Soil Geotechnical Properties of Soil 1 Soil Texture Particle size, shape and size distribution Coarse-textured (Gravel, Sand) Fine-textured (Silt, Clay) Visibility by the naked eye (0.05 mm is the approximate

More information

This document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine

This document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine This document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine Don t forget to visit our companion site http://www.vulcanhammer.org Use subject to the terms and conditions of the respective

More information

Liquefaction and Foundations

Liquefaction and Foundations Liquefaction and Foundations Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Seismic Design of Reinforced Concrete Buildings 26 30 November, 2012 What is Liquefaction? Liquefaction

More information

Maximum Envelope of Lateral Resistance through Dynamic Increasing Energy Test in Piles

Maximum Envelope of Lateral Resistance through Dynamic Increasing Energy Test in Piles Maximum Envelope of Lateral Resistance through Dynamic Increasing Energy Test in Piles R.M. Valverde, F. Massad Abstract. The traditional dynamic load test, based on the one-dimensional wave propagation

More information

A presentation of UniPile software for calculation of Capacity, Drag Force, Downdrag, and Settlement for Piles and Piled Foundations

A presentation of UniPile software for calculation of Capacity, Drag Force, Downdrag, and Settlement for Piles and Piled Foundations 528 River Road, Ottawa, Ontario, Canada, K1V 1E9 E: info@unisoftgs.com A presentation of UniPile software for calculation of Capacity, Drag Force, Downdrag, and Settlement for Piles and Piled Foundations

More information

IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING. Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc.

IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING. Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc. IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc. Portland, Oregon In situ testing of soil, which essentially consists of evaluating

More information

Compute the lateral force per linear foot with sloping backfill and inclined wall. Use Equation No. 51, page 93. Press ENTER.

Compute the lateral force per linear foot with sloping backfill and inclined wall. Use Equation No. 51, page 93. Press ENTER. Sample Problems Problem 5.1 A gravity retaining wall is supporting a cohesionless soil. The active lateral force per linear foot of the retaining wall is most nearly (A) 5,000 lb/ft (B) 6,000 lb/ft (C)

More information

Geotechnical Aspects of the Seismic Update to the ODOT Bridge Design Manual. Stuart Edwards, P.E Geotechnical Consultant Workshop

Geotechnical Aspects of the Seismic Update to the ODOT Bridge Design Manual. Stuart Edwards, P.E Geotechnical Consultant Workshop Geotechnical Aspects of the Seismic Update to the ODOT Bridge Design Manual Stuart Edwards, P.E. 2017 Geotechnical Consultant Workshop Changes Role of Geotechnical Engineer Background Methodology Worked

More information

Seismic Stability of Tailings Dams, an Overview

Seismic Stability of Tailings Dams, an Overview Seismic Stability of Tailings Dams, an Overview BY Gonzalo Castro, Ph.D., P.E. Principal International Workshop on Seismic Stability of Tailings Dams Case Western Reserve University, November 2003 Small

More information

Load Resistant Factor Calibration for Tunnel

Load Resistant Factor Calibration for Tunnel Load Resistant Factor Calibration for Tunnel * S. Hooman. Ghasemi 1) *11) Department of Civil Engineering, Qazvin Branch, Islamic Azad University, Qazvin, 34158, Iran. 1 Hooman.Ghasemi@auburn.edu ABSTRACT

More information

Chapter (11) Pile Foundations

Chapter (11) Pile Foundations Chapter (11) Introduction Piles are structural members that are made of steel, concrete, or timber. They are used to build pile foundations (classified as deep foundations) which cost more than shallow

More information

!!!!!! Piles Capacity Reference Manual

!!!!!! Piles Capacity Reference Manual Piles Capacity Reference Manual Foreword July 26, 2014 Piles Capacity is simply the pocket calculator for deep foundation designers dealing with pile bearing capacity of cast-in-place bored piles (also

More information

General. DATE December 10, 2013 PROJECT No TO Mary Jarvis Urbandale/Riverside South Development Corporation

General. DATE December 10, 2013 PROJECT No TO Mary Jarvis Urbandale/Riverside South Development Corporation DATE December 10, 201 PROJECT No. 10-1121-0260- TO Mary Jarvis Urbandale/Riverside South Development Corporation CC Justin Robitaille, Urbandale Jonathan Párraga, J.L. Richards & Associates Limited FROM

More information

Effect of Correlation Structure Model on Geotechnical Reliabilitybased Serviceability Limit State Simulations

Effect of Correlation Structure Model on Geotechnical Reliabilitybased Serviceability Limit State Simulations Effect of Correlation Structure Model on Geotechnical Reliabilitybased Serviceability Limit State Simulations Jonathan C. Huffman Senior Project Engineer and Graduate Student, Foundation Engineering, Inc.

More information