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DrivenPiles - User Manual

BridgerTech, Inc.

May 12, 2015

Contents

1 Introduction 1

1.1 Feature Overview . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.1.1 Multiple Water Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.1.2 Soft Compressible Soils & Negative Skin Friction . . . . . . . . . . . . . . . . . . 21.1.3 Scourable Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.1.4 Open End Pipe Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.1.5 Capacities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.1.6 Results Presentation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31.1.7 Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31.1.8 Driveability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

2 Project Data Entry 4

2.1 Project Overview . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52.1.1 Unit System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

2.2 Soil Pro�le . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62.2.1 Depth to bottom of layer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.2.2 Total unit weight of soil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.2.3 Setup Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.2.4 Cohesive Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.2.5 Cohesionless Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

2.3 Water Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102.4 Soft & Scourable Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

2.4.1 Soft Compressible Soil/Negative Skin Friction . . . . . . . . . . . . . . . . . . . . 112.4.2 Scourable Soil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11

2.5 Pile Selection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 132.5.1 Pipe Pile - Closed End . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 142.5.2 Pipe Pile - Open End . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 152.5.3 Timber Pile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 162.5.4 Concrete Pile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 172.5.5 Raymond Uniform Taper Pile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 182.5.6 H Pile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 192.5.7 Custom H Pile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.5.8 Monotube Pile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

3 Results Visualization 23

3.1 Graphical Output . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 233.2 Tabular Output . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 233.3 Report Generation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24

i

CONTENTS ii

4 GRLWEAP Driveability 26

4.1 Pile Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 264.1.1 Shell Thickness . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 264.1.2 Depth of Tip . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26

4.2 Driving Strength Loss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 264.3 Filename . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

5 Engineering Background 30

5.1 Ultimate Vertical Load Capacity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 305.1.1 Point Resistance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31

5.2 Shaft Resistance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 325.2.1 Total Stress Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 325.2.2 E�ective Stress Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32

5.3 Plugging of Open End Pipe Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33

6 References 58

1 | Introduction

DrivenPiles is the spiritual successor to the FHWA DRIVEN software. It is written by the originalauthor of the DRIVEN program (now with 20 years of additional software development experience)and features the following:

• 100% backwards compatibility with the FHWA DRIVEN software.

� Read existing DRIVEN �les.

� Write DRIVEN formatted �les.

• Runs on both 32 and 64 bit Windows; including Windows 7, 8.0, and 8.1.

• Follows the same computational methods as DRIVEN, with one important enhancement

� Correction to the Overlying Sands & Gravels model; now extends to at least a depth of 40bregardless of the number of Cohesive soil layers.

• Accepts input in either SI or English units, including ability to switch between unit systems.

• Improved user interface.

� Better organization.

� Improved error/warning feedback mechanism.

� Improved soil pro�le data entry.

• Improved results presentation.

� Modernized graphs; ability to zoom, pan, copy to clipboard.

� Table presentation for detailed results; including copy to clipboard.

� Enhanced PDF report generation.

• Ability to generte GRLWEAP Driveability �les (gwi).

• Expanded set of H-Piles

The purpose of this manual is to provide instruction on the use of the DrivenPiles application. Thismanual highlights data entry, results visualization, discusses the engineering background used in theanalytical development of the program, and provides a detailed description of the driveability analysis.Please take the time to completely read through this manual. Only by reading through this manualcan the DrivenPiles software be utilized to its full potential.

The DrivenPiles program follows the methods and equations presented by Nordlund (1963, 1979),Thurman (1964), Meyerhof (1976), Cheney and Chassie (1982), Tomlinson (1980, 1985), and Hannigan,et.al. (1997). The Nordlund and Tomlinson static analysis methods used by the program are semi-empirical methods and have limitations in terms of correlations with �eld measurements and pile

1

CHAPTER 1. INTRODUCTION 2

variables which can be analyzed. The user is encouraged to review further information on this subjectin the "Design and Construction of Driven Pile Foundations" manual (Hannigan, et.al. 1997).

The application of this software product is the responsibility of the user. It is im-

perative that the responsible engineer understands the potential accuracy limitations of

the program results, independently cross checks those results with other methods, and

examines the reasonableness of the results with engineering knowledge and experience.

There are no expressed or implied warranties.

1.1 Feature Overview

1.1.1 Multiple Water Tables

Support for three water tables is included. One water table at the time of sampling, another watertable for restrike/driving considerations, and one water table for nominal capacity considerations.

1.1.2 Soft Compressible Soils & Negative Skin Friction

The user may specify the depth of a soft compressible soil layer at the top of the soil pro�le. Fornominal calculations, the shaft resistance from this layer can be considered in two di�erent ways,as soft compressible soil or as negative skin friction. If the shaft resistance is considered to be softcompressible soil, the skin friction for this layer is not included in the nominal skin friction capacity.If the resistance is negative skin friction, the skin friction from this layer is considered to be negativeand is subtracted from the total skin friction for nominal capacity computations. See Chapter 2for a detailed discussion on how DrivenPiles calculates the nominal capacity with soft compressiblesoils/negative skin friction conditions.

1.1.3 Scourable Soils

There are two kinds of scour conditions that the DrivenPiles program can consider: short term (local)and long term (channel degradation and contraction) scour. In both cases, there is considered tobe no shaft resistance. For the case of short term scour, the weight of the soil is still considered inthe e�ective stress computation. For long term scour, the weight of the soil is not considered whencomputing e�ective stress. See Chapter 2 for a detail discussion on how DrivenPiles calculates thenominal capacity with scour conditions.

1.1.4 Open End Pipe Piles

DrivenPiles supports the use of open-end pipe piles in its static analysis. For a detailed backgroundon how DrivenPiles computes open-end pipe pile capacities, refer to Chapter 5. This chapter providescomprehensive coverage of the engineering aspects of the software.

1.1.5 Capacities

The program computes three sets of capacities for three di�erent conditions: restrike, driving, andnominal.

Restrike

Restrike computes static skin and end bearing resistance for the entire soil pro�le. Restrike computa-tions do not consider the e�ects of soft soils or scour conditions.

CHAPTER 1. INTRODUCTION 3

Driving

The user may enter a setup factor in the soil pro�le for each soil layer due to the e�ects of driving. Thedriving computations are based upon the restrike calculations minus the soil strength loss (computedfrom the setup factor) due to driving.

Nominal

Nominal capacity computations consider the e�ects of soft soil conditions or scour. Hence, this is thenominal capacity available to resist applied loads.

1.1.6 Results Presentation

The DrivenPiles program presents the output in both tabular and graphical format. In the tabularformat, the user can inspect each set of computations (restrike, driving, and nominal) individually.The program presents each analysis depth in the pro�le with some of the contributing factors alongwith the skin, end, and total resistance. In graphical format, the program allows the user to selectbetween the three sets of computations. The graphs plot the depth versus capacity for the skin, end,and total resistance. Both tabular and graphical results can be copied to the clipboard and pastedinto other applications (e.g., MS Excel) for use in further analysis or reporting.

1.1.7 Units

DrivenPiles includes support for both English and SI units. While using the program, the appropriateunits for each data entry �eld are shown. If desired, the user can change the unit system for a projectat any time and DrivenPiles will convert all the input and output parameters to the new unit system.

1.1.8 Driveability

Finally, DrivenPiles will prepare a partial driveability �le for use by the GRLWEAP software. Theprogram requests a few input parameters from the user then generates a data �le (gwi) that containsthe soil and pile data that can be used by the GRLWEAP software to perform a driveability study.Please see Chapter 4 for a more detailed explanation.

Portions of this manual, including the engineering background, were adapted from the Federal High-

way Administration Publication No FHWA-SA-98-074 , �Driven 1.0 - A Microsoft Windows Based

Program for Determining Ultimate Vertical Static Pile Capacity�.

2 | Project Data Entry

This chapter details the sections of the user interface used for data entry. Each input section isdemonstrated and described in detail throughout this chapter.

The screenshot in Figure 2.1 shows the overall layout of the user interface. Along the top is anapplication menu, with a toolbar positioned below. At the bottom of the window is a status bar thatshows the �lename of the current project. The middle section of the window is where a project isde�ned and results presented. The middle section is composed of two primary sections, data entry andresults presentation. The screenshot in Figure 2.1 shows the data entry, which is detailed throughoutthis chapter. The next chapter, Chapter 3, discusses the results presentation.

Figure 2.1: User Interface - Overview

4

CHAPTER 2. PROJECT DATA ENTRY 5

2.1 Project Overview

The Project Overview provides options for entering meta-data about the project: name, client, data,manager, and preparer. This is also where the unit system is de�ned. Except for the unit system,these data have no impact on the computational results, they are for reference only.

Figure 2.2: Project Overview

2.1.1 Unit System

The unit system de�nes which units are used for accepting input and presenting results. The unitsystem may be switched between SI and English units by selecting the appropriate radio button.When the unit system is changed, the program will change all of the labels throughout the userinterface as appropriate, and very importantly, convert the data (both input and results) to the newunit system. In other words, you may enter data using SI units, then switch to English units andeverything converts automatically for you! Table 2.1 shows the di�erent parameters and the unitsused by the software.

Table 2.1: Unit System Details

Parameter SI Units English UnitsDepth m feetPile Diameter mm inchesFriction Angle degrees degreesUnit weight of soil kN

m3 pcfUnit weight of water 9.81kNm3 62.4 pcfUndrained shear strength kPa psfPile resistance kN kips

When a GRLWEAP driveability �le is created, the unit system reported will be that of the currently

selected project unit system.


2.2 Soil Pro�le

The soil pro�le is the core data entry for the program. A soil pro�le is composed of one or more soillayers, with each layer being either cohesive or cohesionless. The soil pro�le entry allows layers to beadded, moved, or deleted, along with options for parameterizing the soil layer.

Figure 2.3 shows a sample soil pro�le. A visual representation of the soil pro�le is rendered on theleft hand side of the view. The relative thickness and type of soil (cohesive or cohesionless) is visuallyrepresented by a clay or sandy image rendering. The right hand side provides the data entry for thecurrently selected layer.

Figure 2.3: Soil Pro�le

The mouse may be used to to directly select a soil layer on the visual representation. Whenselected, a black highlight is placed around the layer and the data entry on the right hand side changesto re�ect the soil parameters. Layers can be added by choosing the Add toolbar button below thevisual representation, then selecting the layer type. A layer may be deleted by selecting the Delete

toolbar button. Additionally, the type of a layer may be changed by selecting the Type toolbar buttonand then selecting the new soil type. Additionally, layers can be moved up and down in the pro�le byusing the green up/down arrows located to the right of the soil pro�le rendering.

Figure 2.4 shows the section of the input entitled, Layer Properties. This section is common to allsoil layers, regardless of type.

Figure 2.4: Common Layer Properties


Figure 2.5: Cohesive Soils

2.2.1 Depth to bottom of layer

This is the depth to the bottom of the soil layer (not the thickness), as measured from the groundsurface; DrivenPiles always considers the ground surface to be at 0.0 (ft or m). When using theup/down buttons to move the soil layers, the program automatically recalculates the depth for eachsoil layer based upon the computed thickness of the layer.

2.2.2 Total unit weight of soil

The total unit weight of the soil layer.

2.2.3 Setup Factor

This is the setup factor is the reconsolidation of strength in the layer following the e�ects of driving.This parameter is used to estimate the e�ects of driving on the pile capacity. This parameter is alsoused in the preparation of the GRLWEAP driveability input �le.

The FHWA DRIVEN program used the concept of driving strength loss, or soil sensitivity. The

setup factor is related to soil sensitivity as setup = 1.0sensitivity . DrivenPiles imports the soil sensitivity

from the DRIVEN formatted �les and automatically converts it to setup factor for display.

2.2.4 Cohesive Soils

Figure 2.5 shows the data entry section for cohesive soils. For a layer of this type an Undrained Shear

Strength must be entered, along with the adhesion relationship curve or a user speci�ed adhesion valueentered; refer to Chapter 5 for details on these relationships.

2.2.5 Cohesionless Soils

Figure 2.6 shows the data entry section for cohesionless soils. A layer of this type requies an internalfriction angle is entered for both Skin Friction and End Bearing. Alternatively, the friction angle maybe de�ned in terms of SPT 'N' values.

The screenshot shown in Figure 2.7 presents an example of using the SPT 'N' entry dialog, whichis used to compute an internal friction angle. Once the data for the blow counts is entered, DrivenPilescomputes the friction angle and reports it in the soil pro�le.

The program can correct the blow counts for the in�uence of the e�ective overburden pressure. Ifneeded, select the checkbox at the top of the dialog for this option. The middle section of the dialog


Figure 2.6: Cohesionless Soils

Figure 2.7: SPT 'N' Entry


provides information about the valid range of depths for the soil layer. The bottom section of thedialog allows the input of the depth versus 'N' count values. The program will not allow a depthparameter to be entered outside the limits of the valid range. When the data is entered for the layer,press Accept to return to the soil pro�le. When this is done, the program will automatically computethe internal friction angle based upon the SPT data and place that value in the appropriate internalfriction angle �eld. DrivenPiles uses the relationship between standard penetration test values and theangle of internal friction for the soil as presented by Peck, Hanson, and Thornburn (1974).


2.3 Water Tables

DrivenPiles supports three di�erent water tables: depth at time of drilling, depth at time of restrike/-driving, and depth for nominal considerations. The water table depth at the time of drilling is usedin correcting SPT blows counts, if they are used. The water table depth for restrike/driving consider-ations is used for determining the e�ective stress in the soil layers below the water table for restrikeand driving. The water table for nominal considerations is used to determine the e�ective stress insoil layers below the water table for the nominal condition.

Figure 2.8: Water Tables


2.4 Soft & Scourable Soils

The software provides options for additional design considerations in terms of soft compressible soils(negative skin friction) and scourable soils. These options apply only to the nominal capacity com-putations, they are not considered for restrike or driving. Each option is enabled by selecting thecheckbox for the labled section. It is important to note that these two options are mutually exclusive.Therefore, the DrivenPiles does not allow both options to be selected at the same time.

2.4.1 Soft Compressible Soil/Negative Skin Friction

The screenshot in Figure 2.9 shows the data entry section for a soft compressible soil. The Depth of

Soil is the depth from the ground surface to the bottom of the soft compressible soil layer; the groundsurface is always considered to be at 0.0 (ft or m). The capacity contributions are ignore to this depth.However, the weight of the soil still contributes to the e�ective stress calculations for the lower soillayers.

Figure 2.9: Soft Compressible Soil/Negative Skin Friction

Depending upon the nature of the nominal condition, the Consider soil resistance as negative

checkbox can be selected. When chosen, the skin friction within the soft compressible soil layer is con-sidered as negative resistance.

2.4.2 Scourable Soil

The screenshot in Figure 2.10 shows the data entry section for scourable soils. Ability to enter datafor local and channel degradation (and contraction) scour are availabe. If values for both are entered,e�ects from both are computed.

Figure 2.11 illustrates each type of scour. The local scour in limited to an area generally around thepier or abutment. The long term degradation and contraction scour are considered to be widespreadacross the riverbed. DrivenPiles addes the e�ect of long term degradation and contraction scourtogether since they a�ect the shaft resistance and e�ective stress in the same manner.

When the program is computing capacities for nominal conditions, the depths of the Local Scourand Channel Degradation and Contraction Scour are added together to determine the lowest depthfor the scour conditions. Skin resistance will not be considered until after this combined depth hasbeen reached for the nominal capacity calculation. The e�ect of scour is not used in the computationof restrike or driving capacities.

The local scour and the long-term degradation and contraction scour will in�uence the e�ectivestress di�erently. The local scour occurs in a limited area around the pier or abutment. The soiloutside of the local scour area is still considered to contribute to the e�ective stress for the compu-tation of nominal skin friction and end bearing capacities. However, since the long term degradation


Figure 2.10: Scourable Soil

Figure 2.11: Diagram of long term degration, contraction scour, and local scour

and contraction scour is over a wider area, the scoured soil is not considered in the e�ective stresscalculations.


2.5 Pile Selection

The Pile tab displays the currently selected pile, �elds for parameterizing the pile, and a series ofradio buttons allowing for the selection of a di�erent pile for the project. Each pile provides a uniquedata entry form, customized to the pile type. DrivenPiles suports the following pile types:

• Pipe Pile - Closed End

• Pipe Pile - Open End

• Timber Pile

• Concrete Pile

• Raymond Uniform Taper Pile

• H Pile

• Custom H Pile

• Monotube Pile

All piles share the Depth of Top of Pile in common. The depth of pile top is the depth to whichthe top of the pile is embedded into the ground. This parameter is the depth that the software willbegin to consider skin friction and end bearing for the pile. The analysis depths above this depth willhave capacities equal to 0.0 kN (kips).

For the most part, each of the pile types includes either a diameter of the pile or a length of theside for the square section piles. For tapered piles there will be two diameters to input. The �rst isthe diameter at the top of the pile, which is also the diameter of the straight section of the pile. Thesecond diameter is at the pile tip. The program will use the di�erence in the diameters (along withthe tapered section length) to compute the taper angle for the internal computations. A taper angleinput is not necessary as the program will compute this value.


2.5.1 Pipe Pile - Closed End

Figure 2.12 is the Pipe Pile - Closed End entry pane. There are two parameters for this pile: Depthof Top of Pile and Diameter of Pile.

Figure 2.12: Pipe Pile - Closed End

Depth of Top of Pile

The depth of the top of the pile is the depth from the ground surface to which the top of the pile isembedded into the ground. This parameter is the depth that the software will begin to consider skinfriction and end bearing for the pile.

Diameter of Pile

The diameter of the pile is the outside diameter of the pile. When creating the GRLWEAP driveability�le, the DrivenPiles program will request the wall thickness at that time.


2.5.2 Pipe Pile - Open End

Figure 2.13 is the Pipe Pile - Open End entry pane. There are three parameters for this pile box:Depth of Top of Pile, Diameter of Pile, and Shell Thickness. For details regarding how plugging isimplemented, please refer to Chapter 5, �Engineering Background�.

Figure 2.13: Pipe Pile - Open End


The depth of the top of the pile is the depth from the ground surface to which the top of the pile isembedded into the ground. This parameter is the depth at which the software will begin to considerskin friction and end bearing for the pile.

Diameter of Pile

The diameter of the pile is the outside diameter of the pile.

Shell Thickness

The shell thickness is the wall thickness of the pile.


2.5.3 Timber Pile

Figure 2.14 is the Timber Pile entry pane. There are four parameters for this pile: Depth of Top of

Pile, Diameter of Pile Top, Length of Tapered Portion, and Diameter of Pile Tip.

Figure 2.14: Timber Pile



Diameter of Pile Top

The pile top diameter is the diameter of the timber pile at the top. This should be the largest diameter.

Length of Tapered Portion

The length of the tapered portion is the tapered length of section of the pile as measured to the piletip.

Diameter of Pile Tip

The pile tip diameter is the diameter of the timber pile at the bottom. This should be the smallestdiameter. If a timber pile is to be used without a taper, enter 0.00 for the length of the taperedportion and make sure the diameter at the pile top is the same as the diameter at the pile tip. Theprogram will then consider the pile to be straight and have no taper.


2.5.4 Concrete Pile

Figure 2.15 demonstrates the Precast Concrete Pile entry pane. There are two inputs for this pile:Depth of Top of Pile and Side of Square Section.

Figure 2.15: Concrete Pile



Side of Square Section

The side of square section input parameter is the width of the side of the square pile.


2.5.5 Raymond Uniform Taper Pile

Figure 2.16 is the Raymond Uniform Taper Pile entry pane. There are four parameters for this pile:Depth of Top of Pile, Diameter of Pile Top, Length of Tapered Portion, and Diameter of Pile Tip.

Figure 2.16: Raymond Uniform Tapered Pile




The pile top diameter is the diameter of the uniform taper pile at the top. This should be the largestdiameter.


The length of the tapered portion is the tapered length of the pile as measured to the pile tip.


The pile tip diameter is the diameter of the pile at the bottom. This should be the smallest diameter.If the pile is to be used without a taper, enter 0.00 for the length of the tapered portion and makesure the diameter at the pile top is the same as the diameter at the pile tip. The program will thenconsider the pile to be straight and have no taper.


2.5.6 H Pile

Figure 2.17 is the H-Pile entry pane while working in English units. There is a similar pane for SIH-Pile sections to select. There are four areas where H-Pile options are entered: Depth of Top of Pile,Type of H-Pile, Pile Perimeter for Analysis, and Tip Area for Analysis.

Figure 2.17: H Pile



Type of H-Pile

This section is where the H-Pile section is chosen. Simply select the appropriately labeled radio buttonto choose the desired section.

Pile Perimeter for Analysis

The pile perimeter for analysis is the pile perimeter that will be used for the skin friction capacitycomputations. Choose the desired perimeter analysis radio button.

Tip Area for Analysis

The tip area for analysis is the bottom area of the pile that will be used for end bearing capacity.Choose the desired tip area radio button. If User Speci�ed is chosen, enter the tip area in the edit boxthat appears.


2.5.7 Custom H Pile

Figure 2.18 is the Custom H-Pile entry pane while working in English units. There are four areaswhere Custom H-Pile options are entered: Depth of Top of Pile, Pile Dimensions, Pile Perimeter for

Analysis, and Tip Area for Analysis.

Figure 2.18: Custom H Pile



Pile Dimensions

Refer to Figure 2.19 for an illustration of the terms Depth, Web Thickness, Flange Width, and Flange

Thickness. These values are used by DrivenPiles to compute the pile perimeter and pile area.

Pile Perimeter for Analysis

The pile perimeter for analysis is the pile perimeter that will be used for the skin friction capacitycomputations. Choose the desired perimeter analysis radio button.

Tip Area for Analysis

The tip area for analysis is the bottom area of the pile that will be used for end bearing capacity.Choose the desired tip area radio button. If User Speci�ed is chosen, enter the tip area in the edit boxthat appears.


Figure 2.19: H Pile Dimensions


2.5.8 Monotube Pile

Figure 2.20 is the Monotube Pile entry pane. There are four parameters for this pile: Depth of Top of

Pile, Diameter of Pile Top, Length of Tapered Portion, and Diameter of Pile Tip.

Figure 2.20: Monotube Pile




The pile top diameter is the diameter of the monotube pile at the top. This should be the largestdiameter.


The length of the tapered portion is the length of the tapered section of the pile to the pile tip.


The pile tip diameter is the diameter of the pile at the bottom. This should be the smallest diameter.

NOTE: Limited monotube pile sections are available. Please ensure the diameter and length of the

tapered section are chosen from available monotube piles.

3 | Results Visualization

The DrivenPiles software provides two di�erent ways to view results. The �rst is an integrated graphicaland tabular presentation of the data. The second is through the creation of a customizable PDFreport of the computation results. The graphical representation provides an overall at-a-glance viewof the data. The tabular presentation provides the actual computed values, along with some of theintermediate computations.

The Results tab of the main section of the section contains both the graphical and tabular resultspresentations. When this tab is selected you will see a set of additional tabs along the bottom. The�rst three contain plots sets for each of Restrike, Driving, and Nominal results. The next three containtabular results for Restrike, Driving, and Nominal computations. Select the tab for the results youwant to see.

3.1 Graphical Output

Figure 3.1 shows an example set of plots for Nominal computations. By default, plot series for SkinFriction, End Bearing, and Total Capacity are presented. Which plot series are displayed is selectableby the labeled checkboxes located immediately below the di�erent result tabs. These checkboxescontrol the plot series for all of the di�erent graphical results.

The plot can by copied to the clipboard by bringing up the context menu (usually right mouse)and selecting the Copy menu choice. This plot can then be pasted into another application (e.g., MSWord) by pressing Ctrl-V. The plot can be zoomed by left clicking with the mouse, holding it down,and then drawing a box around the area to zoom into. The zoom can be undone by bringing up thecontext menu and selecting the Un-Zoom menu choice. The plot view can be panned by pressing theCtrl key and the pressing the left mouse button and moving the mouse. Additionally, the value of apoint on the plot can be seen by hovering the mouse cursor over a point. When this is done, the pointvalue is shown in a �oating label.

3.2 Tabular Output

3.3 shows an example result set from Nominal computations. Each set of tabular results contains afurther three tabs located along the left side of the page that provide tables for Total, Skin Friction,and End Bearing results. The Total page has columns for the Depth, contributions from Skin Frictionand End Bearing, and �nally a column for Total Capacity. This is the tab you'll probably be mostinterested in. If more detail about the computations is desired, the tabs for Skin Friction and EndBearing provide greater detail each each of these contributing elements.

The data in these tables can be copied to the clipboard by using the mouse to select desired therows and columns and then pressing Ctrl-C. After the data is copied to the clipboard, it can be pastedinto another application (e.g., MS Excel) by pressing Ctrl-V. Note that the column names are alwayscopied along with the data as an aid in knowing the column lables.

23

CHAPTER 3. RESULTS VISUALIZATION 24

Figure 3.1: Nominal Results - Plotted

3.3 Report Generation

DrivenPiles provides the capability to generate a customized PDF report of the project data andcomputed results. This is available by pressing the Report toolbar button. The image in Figure3.3 shows the dialog presented when this toolbar button is pressed. The area labled Report Sections

provides a set of checkboxes that allow the user to select which sections to include in the report. Bydefault, only the Project Overview and Soil Pro�le and Nominal - Summary are selected.

Select the Browse button to select the �lename to use when generating the report. Once the�lename is selected, press the Create button to generate the report. Once the report is generated, andyour system has a PDF viewer installed, the PDF report will be displayed for review.

CHAPTER 3. RESULTS VISUALIZATION 25

Figure 3.2: Nominal Results - Tabular

Figure 3.3: Report Generation

4 | GRLWEAP Driveability

The DrivenPiles software has the ability to create a partial input �le for the GRLWEAP softwarepackage. This section is not meant to be a discussion on how to use the �le in the GRLWEAPsoftware. Please refer to the GRLWEAP documentation for information on how this �le is used inthat application. The driveability input �le can be generated once the input of the soil and pileinformation has been completed. The GRLWEAP �le that is created contains only the soil and pileinformation. To run the GRLWEAP program using this input �le, the user must edit the data onceimported into GRLWEAP and complete the data entry, such as the hammer information. To accessthis feature, select Driveability from the main toolbar. Once this choice has been made, a windowsimilar to Figure 4.1 or Figure 4.2. DrivenPiles does not allow driveability �les to be created for openended pipe or tapered piles.

Figures 4.1 and 4.2 show examples of the GRLWEAP �le creation dialog. This dialog facilitates thecreation of a driveability input �le. There are three main input sections: Pile Characteristics, DrivingStrength Loss, and Filename. Each of these is discussed below.

4.1 Pile Characteristics

Depending upon the type of pile selected for analysis, there will be one or two parameters required.In the case of closed end steel pipe piles: Shell Thickness and Depth of Tip. In the case of concretepiles and H-Piles: Depth of Tip. All other pile types are tapered and are not supported.

4.1.1 Shell Thickness

The shell thickness is the wall thickness of the pipe pile. This parameter is used to compute the crosssectional area of the pile.

4.1.2 Depth of Tip

The depth of the tip is used to locate the bottom of the pile.

4.2 Driving Strength Loss

The �ve inputs under the title Range of Estimated Driving Losses are used to compute the GRLWEAPInput Friction Loss/Gain Factor values. These values are written to the driveability �le andused by the GRLWEAP software to perform its driveability analysis. This section will brie�y overviewthe loss/gain factors and discuss how the 5 friction loss/gain factors are determined.

One to ten friction gain/loss factors for both skin friction (shaft resistance in GRLWEAP) and endbearing (toe resistance in GRLWEAP) can be entered into the GRLWEAP program. The DrivenPilesprogram will write �ve friction gain/loss factors as discussed below. DrivenPiles also writes �ve valuesof 1.0 for the end bearing friction gain/loss factors. This means the end bearing is assumed to have

26

CHAPTER 4. GRLWEAP DRIVEABILITY 27

Figure 4.1: GRLWEAP driveability input for a closed end pipe pile

Figure 4.2: GRLWEAP driveability input for an H pile


Table 4.1: Sample strength losses

Layer Estimated strength loss during driving1 20%2 35%3 10%

no strength loss during driving. The remainder of this section will concentrate on the skin frictiongain/loss factors.

Each of the friction gain/loss factors in GRLWEAP are analyzed separately. If there are �ve frictiongain/loss factors, there will be �ve driveability analyses. An individual gain/loss factor is the estimatedpercent strength remaining during driving in the soil layer that loses the most strength during driving,(expressed as a decimal). For example, assume a soil pro�le having three layers and the strength lossesfrom Table 4.1.

The layer that loses the most strength during driving is layer No. 2. It is estimated that this layerloses 35% of its strength. Given this, there is 65% (100% -35%) of the strength remaining in this layerduring driving. The shaft resistance gain/loss factor for this soil pro�le is 0.65.

During the driveability analysis, the GRLWEAP program uses a setup factor to account for thedi�erent soil layer strength losses; each soil layer has a (possibly) di�erent setup factor.

The DrivenPiles program writes �ve friction gain/loss factors � the initial one and four others basedon the initial factor. The Range of Estimated Driving Losses is used to determine the remainingfour friction gain/loss. The remainder of the section will discuss how these are calculated.

In the example soil pro�le above, the percent strength loss during driving was estimated. Thisestimate may be too high, or it may be to low. Therefore, in the driveability analysis a range offriction gain/loss factors are used. This process allows the user to evaluate a set of estimated drivinglosses.

The GRLWEAP driveability analysis is a set of one to ten analyses depending on the number ofgain/loss factors speci�ed. If there are �ve friction gain/loss factors, there will be �ve separate analysesduring the driveability analysis each using a di�erent gain/loss factor. Each analysis will use the samebasic soil pro�le, the same hammer, and the same pile. The di�erence between each analysis is theloss/gain factor. There will be a di�erent strength loss in the layer that loses the most strength asde�ned by the set of friction gain/loss factors. The strength loss in the other soil layers will be adjustedby the setup.

By default, the DrivenPiles program will write the �ve friction gain/loss factors as:

• 20% more strength loss in the layer that loses the most strength (120% of loss)

• 10% more strength loss in the layer that loses the most strength (110% of loss)

• Estimated strength loss in the layer that loses the most strength (100% of loss)

• 10% less strength loss in the layer that loses the most strength (90% of loss)

• 20% less strength loss in the layer that loses the most strength (80% of loss)

In the example above, the layer that lost the strength during driving lost 35% so the frictiongain/loss factors would be calculated as shown in Table 4.2.

Within the GRLWEAP driveability analysis, the �rst analysis will assume that the layer whichloses the most strength will lose 42% of its strength. For the second analysis, the same layer will lose38.5% of its strength, and so on until all �ve analyses are done. The strength loss in the remainingsoil layers will be accounted for by the setup factor.

The user can change the range of friction gain/loss factors by entering a new value in the Range

of Estimated Driving Losses. A value greater that 100% increases the strength loss, a value less


Table 4.2: Driving loss calculations

Range Calculation Driving Loss Friction Gain/Loss Factor20% more strength loss 0.35 (120%) 0.420 0.58010% more strength loss 0.35 (110%) 0.385 0.615Estimated strength loss 0.35 (100%) 0.350 0.65010% less strength loss 0.35 (90%) 0.315 0.68520% less strength loss 0.35 (80%) 0.280 0.720

than 100% reduces the strength loss. For further explanation of the friction loss/gain factors, pleaserefer to the GRLWEAP manual.

4.3 Filename

The �lename is the name of the driveability �le. This can be any name and must use the �.gwi�extension. The extension can be omitted when saving the �le and it will be automatically addedwhen the �le is created. The GRLWEAP software will recognize the �.gwi� extension, as a pre-2002formatted �le, and import the �le for use.

The Browse button can be pressed to bring up a �le selection dialog. This dialog is used to selectthe location and name for the driveability �le.

Once all the options for the driveability �le have been set, press the Create File button. Whenthe �le has been created, a message acknowledging it is ready is presented. Additional �les may becreated at this time or press the Exit button to close the Driveability dialog.

5 | Engineering Background

This chapter presents the engineering background used for the analytical aspects of the DrivenPilessoftware. This chapter is adapted from the Federal Highway Administration Publication No FHWA-

SA-98-074 , �Driven 1.0 - A Microsoft Windows Based Program for Determining Ultimate Vertical

Static Pile Capacity�.

DrivenPiles follows the methods and equations presented by Nordlund (1963, 1979), Thurman(1964), Meyerhof (1976), Cheney and Chassie (1982), Tomlinson (1980, 1985), and Hannigan, et.al.(1997). The Nordlund and Tomlinson static analyses methods used by the program are semi-empiricalmethods and have limitations in terms of correlations with �eld measurements and pile variables whichcan be analyzed. The user is encouraged to review further information on this subject in the "Designand Construction of Driven Pile Foundations" manual (Hannigan, et.al. 1997).

5.1 Ultimate Vertical Load Capacity

A single pile derives its load-carrying ability from the frictional resistance of the soil around the shaftand the bearing capacity at the pile tip:

Q = Qp +Qs (5.1)

where

Qp = Ap ∗ qp (5.2)

and

Qs =

∫ L

0

fsCddz (5.3)

in which

Ap = area of pile tip

qp = bearing capacity at pile tip

fs = ultimate skin resistance per unit area of shaft

Cd = e�ective perimeter of pile

L = length of pile in contact wiht soil

z = depth coordinate

The main requirement for design is to estimate the magnitude of fs with depth for friction pilesand qp for end bearing piles.

30

CHAPTER 5. ENGINEERING BACKGROUND 31

5.1.1 Point Resistance

The point bearing capacity can be obtained from the equation:

qp = cNc + qNq +γB

2Nγ (5.4)

Where, Nc, Nq, and Nγ are dimensionless parameters that depend on the soil friction angle φ. Theterm c is the cohesion of hte soil, q is the vertical stress at pile tip level, B is the pile diameter (width)and γ is the unit weight of hte soil.

The soil strength parametrs, c and φ, the unit weight γ, and the vertical stress q may be consideredin terms of e�ective stress or total stress.

Total Stress Analysis

For an undrained analysis, φ equals zero and c equals the undrained shear strength, Su. With φ = 0,Nγ = 0, and Nq = 1. Combining equations 5.2 and 5.4, and consideing the pile weight, the followingequation applies:

Qp = ApSuNc (5.5)

Values of Nc lie between 7 and 16. A value of Nc = 9 is typically used.

E�ective Stress Analysis

For these conditions, equations 5.2 and 5.4 combine as follows:

Q̄p = Ap(γ̄B

2Nγ + q̄Nq + c̄Nc) (5.6)

In most cases, 12 γ̄BNγ and c̄Nc are small when compared to q̄Nq. The net point bearing capacity can

be approximated as:

Qpnet ∼= Apq̄N′q (5.7)

Where q̄ = σ̄v0, the e�ective vertical stress at tip level, and Nq is a dimensionless bearing capacityfactor that varies with φ̄.

DrivenPiles uses a variation equation 5.7 (Thurman 1964):

Qpnet = Apq̄αN′q (5.8)

where

N ′q = bearing capacity factor from Figure 5.1

α = a dimensionless factor dependent on the depth-width relationship of the pile

If DrivenPiles computes a pile point resistance exceeding the limiting value suggested by Meyerhof(1976)(Figure 5.2), then the limiting value is used.


5.2 Shaft Resistance

The ultimate skin resistance per unit area of shaft is calculated as follows:

fs = ca + σh ∗ tan(δ) (5.9)

in which

ca = pile soil adhesion

σh = normal component of stress at pile-soil interface

δ = pile-soil friction angle

The normal stress σh is related to the vertical stress σv as σh = K ∗ σv, where K is a coe�cient oflateral stress. Substituting into equation 5.9 produces this result:

fs = ca +K ∗ σv ∗ tan(δ) (5.10)

5.2.1 Total Stress Analysis

For a φ = 0 or total stress analysis, equation 5.10 reduces as follows:

fs = ca (5.11)

Where the adhesion ca is usually related to the undrained shear strength su in the following way:

ca = α ∗ su (5.12)

Where α is an empirical adhesion coe�cient that depends mainly upon the following factors: natureand strength of the soil, type of pile, method of installation, and time e�ects. Figures ?? and ??

present the α values used by the program as suggested by Tomlinson (1979, 1980).

5.2.2 E�ective Stress Analysis

Equation 5.10 reduces to:

fs = c̄a +K ∗ σ̄v ∗ tan(δ) ∼= K ∗ σ̄v ∗ tan(δ) (5.13)

Because c̄a is either zero or small compared to K ∗ σ̄ ∗ tan(δ).The main di�culty in applying the e�ective stress approach lies in having to predict the normal

e�ective stress on the pile shaft (σ̄h = K ∗ σ̄v).Nordlund (1963, 1979) developed a method of calculating skin friction based on �eld observations

and results of several pile load tests in cohesionless soils. Several pile types are used, including timber,H, pipe, monotube, etc. The method accounts for pile taper and for di�erences in pile materials.

Nordlund (1963, 1979) suggests the following equation for calculating the ultimate skin resistanceper unit area:

fs = KδCf P̄dsin(ω + δ)

cos(ω)(5.14)

Combine equation 5.3 with equation 5.14 to calculate the frictional resistance of the soil around thepile shaft as follows:

Qs =

∫ L

0

KδCf P̄dsin(ω + δ)

cos(ω)Cddz (5.15)


Which simpli�es for non-tapered piles (ω = 0) as follows:

Qs =

∫ L

0

KδCf P̄dsin(δ)Cddz (5.16)

In which

Qs = total skin friction capacity

Kδ = coe�cient of lateral stress at depth z

P̄d = e�ective overburden pressure

ω = angle of pile taper

δ = pile-soil friction angle

Cc = e�ective pile perimeter

Cf = correction factor for Kδ when δ 6= 0

To avoid numerical integration, computations are performed for pile segments within soil layers ofthe same e�ective unit weight and friction angle. Then, equation 5.16 becomes:

Qs =

n∑i=1

KδiCfiP̄disin(δi)CdiDi (5.17)

Where

n = number of segments

Di = thickness of single segment

5.3 Plugging of Open End Pipe Piles

The DrivenPiles program follows the guidelines below for the analysis of open-end pipe piles withregard to plugging. As with other soil types, the skin friction and end bearing depend on the soiltype. However, the skin friction and end bearing for the open end pipe piles in cohesive material isalso dependant on whether it's during driving, or at a time after setup has occurred (restrike, design).In granular materials, skin friction and end bearing are also dependent on the ratio of pile width topile toe depth.

The open-ended pipe pile is considered to be either unplugged, acting like a non-displacement pile(i.e., H-pile), or plugged, acting like a displacement pile (i.e., closed end pipe pile). Table 5.1 describeswhen the pile is considered to be plugged or unplugged.


Table 5.1: Open-end Pipe Pile Plugging

CohesiveSkin Friction

Driving - Unplugged (Use alpha for L > 40B in Tomlinson's charts)Restrike/Nominal - Plugged (use actual L/B)

End BearingDriving - Unplugged (No end bearing)Restrike/Nominal - Plugged (use actual L/B)

Cohesionless (Granular)Skin Friction

Driving/Restrike/NominalL < 30 D No plug (non displacement pile)L > 30D Plugged (displacement pile)

End BearingDrivingL < 30 D No plug (no end bearing)L > 30 D Plugged (full end bearing)

Restrike/NominalPlugged (full end bearing)

Table 5.2: Nq factor for point resistance contribution

φ (degrees) Value of Nq15.0 4.817.5 6.220.0 8.222.5 12.025.0 15.027.5 21.030.0 30.032.5 43.035.0 64.037.5 98.040.0 160.042.5 265.045.0 475.0

The friction angle permitted by DrivenPiles varies between 15 and 45 degrees


Table 5.3: α factor for point resistance contribution

φ (degrees) DB = 45 D

B = 30 DB = 20

20.0 0.177 0.256 0.36520.5 0.190 0.276 0.37522.5 0.242 0.319 0.41625.0 0.318 0.389 0.47027.5 0.400 0.460 0.52530.0 0.490 0.520 0.58032.5 0.578 0.605 0.63735.0 0.660 0.670 0.68036.5 0.700 0.700 0.70037.5 0.715 0.715 0.71540.0 0.750 0.750 0.75042.5 0.780 0.780 0.78045.0 0.800 0.800 0.800

1. if φ < 20.5◦, DrivenPiles uses φ = 20.5◦

2. if φ > 45◦, DrivenPiles uses φ = 45◦

Table 5.4: Relationship between maximum unit pile point resistance and φ for cohesionless soils

φ (degrees) Limiting Unit Point Resistance (kPa)30.00 637.8031.25 1077.3032.50 1915.2033.75 3112.2035.00 5151.9036.25 7785.3037.50 11251.8038.75 15273.7040.00 19994.7041.25 25137.0042.50 30528.3043.75 35316.30

1. if φ < 30◦, DrivenPiles uses φ = 30◦

2. if φ > 43.75◦, DrivenPiles uses φ = 43.75◦


Table 5.5: Adhesion values for piles in cohesive soils(Tomlinson 1979) as presented by FHWA 1982

Undrained Shear Strength Concrete, Timber, Corrugated Steel Piles Smooth Steel Piles(kPa) L > 40B L = 10B L > 40B l = 10B11.00 11.01 12.45 11.01 11.0118.40 18.43 19.15 18.43 14.8423.90 23.94 23.94 23.94 19.6338.30 38.30 37.11 38.30 31.8447.90 47.88 45.49 45.49 38.3071.80 71.82 59.85 62.00 50.7581.40 77.57 63.44 67.27 53.6386.20 81.40 65.12 69.67 55.5495.80 86.42 65.60 72.54 55.78100.50 87.14 64.16 74.45 54.34105.30 87.14 62.72 75.65 53.63110.10 86.90 61.77 74.69 52.43114.90 86.18 58.41 74.45 50.27119.70 85.71 55.78 73.02 47.88129.30 80.44 50.27 69.90 43.09138.90 75.65 45.96 64.16 39.02143.60 72.06 44.05 62.24 37.83148.40 69.67 43.09 60.33 36.87153.20 68.23 41.18165.90 65.12 39.50

Table 5.6: Adhesion factors for driven piles in clay. (α method, Tomlinson 1980)

L < 10B L = 20B L > 40BSu (kPa) α Su (kPa) α Su (kPa) α0.000 1.000 0.000 1.000 0.000 1.000478.800 1.000 23.690 1.000 23.690 1.000

75.790 1.000 35.490 0.97288.170 0.972 46.080 0.94199.970 0.935 57.880 0.896108.960 0.899 68.380 0.845117.960 0.845 77.870 0.789128.960 0.789 88.170 0.727141.950 0.750 99.970 0.648238.920 0.750 108.960 0.592

118.960 0.535131.950 0.451142.950 0.414157.950 0.389238.920 0.389

Piles driven through overlying sands or sandy gravels



L > 20B L = 10BSu (kPa) α Su (kPa) α24.190 0.838 21.590 0.53236.790 0.778 33.890 0.46649.980 0.740 42.590 0.41663.880 0.707 53.880 0.37877.570 0.685 65.780 0.34592.570 0.677 77.570 0.323104.960 0.671 90.270 0.301117.960 0.658 102.960 0.293133.950 0.641 115.960 0.274149.950 0.616 128.960 0.266227.920 0.526 141.950 0.247

217.920 0.184

Piles driven through overlying soft clay


L > 40B L = 10BSu (kPa) α Su (kPa) α73.370 1.000 23.690 0.98483.370 0.973 33.190 0.95993.670 0.918 42.860 0.940104.960 0.822 52.580 0.907114.960 0.740 62.580 0.874124.960 0.658 73.170 0.822134.950 0.564 84.170 0.767146.950 0.479 93.670 0.707160.940 0.411 101.960 0.630172.940 0.370 108.960 0.548184.940 0.329 116.960 0.466197.930 0.301 125.960 0.392211.930 0.299 136.950 0.332238.920 0.299 146.950 0.288

160.940 0.250175.940 0.238238.920 0.238

Piles without di�erent overlying strata


Table 5.9: Design curves for evaluating Kδ for piles when φ = 25◦

Taper ω (degrees) Kδ valuesV = 0.0093 V = 0.093 V = 0.93

0.000 0.700 0.850 1.0000.100 0.739 0.902 1.0500.200 0.817 0.992 1.1360.300 0.922 1.085 1.2370.400 1.042 1.206 1.3490.500 1.194 1.353 1.4780.600 1.400 1.536 1.6460.700 1.614 1.703 1.7890.800 1.808 1.886 1.9440.900 2.073 2.116 2.1471.000 2.322 2.337 2.3611.070 2.559 2.559 2.5591.200 2.917 2.917 2.9171.300 3.169 3.169 3.1691.400 3.383 3.383 3.3831.500 3.578 3.578 3.5781.600 3.733 3.733 3.7331.700 3.869 3.869 3.8691.800 3.986 3.986 3.9861.900 4.072 4.072 4.0722.000 4.130 4.130 4.130

1. Volume in m3

m2. If φ < 25◦ then DrivenPiles uses the φ = 25◦ curve




0.000 0.850 1.150 1.4500.100 1.043 1.408 1.7450.200 1.260 1.629 1.9780.300 1.551 1.958 2.3390.400 2.017 2.435 2.7460.500 2.560 2.928 3.1800.600 3.180 3.444 3.6380.700 3.770 3.936 4.0720.800 4.332 4.421 4.4990.900 4.925 4.925 4.9251.000 5.360 5.360 5.3601.100 5.701 5.701 5.7011.200 5.934 5.934 5.9341.300 6.127 6.127 6.1271.400 6.244 6.244 6.2441.500 6.329 6.329 6.3291.600 6.399 6.399 6.3991.700 6.456 6.456 6.4561.800 6.487 6.487 6.4871.900 6.494 6.494 6.4942.000 6.494 6.494 6.494

Volume in m3

m



0.00 1.15 1.75 2.350.10 1.47 2.01 2.760.20 2.00 2.59 3.370.25 2.32 2.98 3.720.30 2.90 3.56 4.260.40 4.18 4.66 5.190.50 5.42 5.65 6.080.60 6.81 6.85 7.120.75 8.55 8.55 8.550.88 9.75 9.75 9.751.00 10.18 10.18 10.181.11 10.34 10.34 10.342.00 10.34 10.34 10.34

Volume in m3

m




0.00 1.70 3.00 4.300.10 5.12 6.35 7.040.15 7.36 8.00 8.480.22 10.56 10.56 10.560.30 13.60 13.60 13.600.40 15.84 15.84 15.840.43 16.64 16.64 16.640.50 17.28 17.28 17.280.56 17.54 17.54 17.542.00 17.54 17.54 17.54

1. Volume in m3

m2. If φ > 40◦ then DrivenPiles uses the φ = 40◦ curve

Table 5.13: Correction factor for Kδ when δ 6= φ

φ δφ =

(degrees) 0.2 0.4 0.6 0.8 1.0 1.2 1.414 0.83 0.90 0.95 0.99 1.00 1.01 1.0218 0.77 0.85 0.92 0.98 1.00 1.02 1.0322 0.71 0.80 0.89 0.97 1.00 1.02 1.0326 0.64 0.74 0.85 0.95 1.00 1.02 1.0430 0.58 0.69 0.82 0.94 1.00 1.03 1.0634 0.50 0.63 0.77 0.92 1.00 1.05 1.0838 0.42 0.56 0.72 0.90 1.00 1.07 1.1042 0.32 0.49 0.66 0.87 1.00 1.09 1.1345 0.24 0.43 0.62 0.84 1.00 1.12 1.16


Table 5.14: Relationship of δφ and pile displacement, V, for various types of piles

Volume Values of δφ

m3

m curve a curve b curve c curve d curve g curve e0.028 0.342 0.404 0.466 0.571 0.643 0.8010.037 0.410 0.466 0.525 0.637 0.696 0.8450.046 0.466 0.519 0.581 0.689 0.748 0.8880.056 0.516 0.562 0.630 0.736 0.792 0.9250.065 0.559 0.602 0.671 0.776 0.826 0.9600.074 0.593 0.637 0.708 0.814 0.860 0.9940.084 0.627 0.665 0.739 0.845 0.888 1.0250.093 0.652 0.693 0.767 0.873 0.916 1.0530.102 0.673 0.712 0.789 0.894 0.936 1.0810.111 0.697 0.734 0.813 0.917 0.958 1.1100.121 0.717 0.751 0.832 0.936 0.976 1.1350.130 0.733 0.766 0.848 0.953 0.994 1.1590.139 0.749 0.781 0.864 0.971 1.013 1.1840.149 0.763 0.793 0.877 0.985 1.024 1.2070.167 0.788 0.816 0.904 1.013 1.051 1.2520.177 0.798 0.825 0.914 1.024 1.062 1.270

If the pile volume is create than the maximum volume contained in the table, DrivenPiles uses themaximum δ

φ value.

curve a - Closed end pipe and non-tapered portion of monotubecurve b - Timbercurve c - Pre-case concretecurve d - Raymond step tapercurve e - Raymond uniform tapercurve g - Tapered portion of monotube

Table 5.15: Relationship of δφ and pile displacement, V, for non-displacement steel piles

Volume Values of δφ

m3

m curve f0.007 0.7270.009 0.7470.019 0.8270.028 0.88750.037 0.9330.046 0.9720.049 0.980

curve f - Non-displacement steel


Table 5.16: Correction for N-values in sand for in�uence of e�ective overburden pressure

E�ective Overburden (kPa) Correction Factor0.000 2.00023.940 1.47047.880 1.20071.820 1.08095.760 1.000119.700 0.940143.640 0.875167.580 0.800191.520 0.770215.460 0.740239.400 0.700263.340 0.660287.280 0.620311.220 0.600335.160 0.580359.100 0.560383.040 0.538406.980 0.520430.920 0.500454.860 0.488478.800 0.470

Table 5.17: Relationship between standard penetration test and φ (friction angle)

SPT N Value φ (degrees)5.0 28.110.0 30.015.0 31.520.0 33.025.0 34.530.0 36.035.0 37.540.0 38.845.0 40.050.0 41.055.0 42.060.0 43.0


Table 5.18: Dimensions of Metric H-Pile shapes included in DrivenPiles

Pile BoxDesignation Area (mm2) Perimeter (mm) Area (mm2) Perimeter (mm)HP 200 x 53 6,810.00 42,228.00 1,213.40 822.00HP 250 x 62 80,000.00 63,222.00 1,499.00 1,006.00HP 250 x 85 10,800.00 66,040.00 1,519.20 1,028.00HP 310 x 79 10,000.00 91,500.00 1,798.00 1,210.00HP 310 x 93 11,900.00 92,714.00 1,805.80 1,218.00HP 310 x 110 14,100.00 95,170.00 1,823.20 1,234.00HP 310 x 125 15,900.00 97,344.00 1,837.20 1,248.00HP 310 x 132 16,700.00 98,282.00 1,843.40 1,254.00HP 310 x 152 19,300.00 102,399.00 1,880.40 1,280.00HP 310 x 174 22,200.00 105,948.00 1,908.80 1,302.00HP 360 x 108 13,800.00 127,995.00 2,148.40 1,432.00HP 360 x 132 16,800.00 130,923.00 2,162.80 1,448.00HP 360 x 152 19,400.00 133,856.00 2,180.20 1,464.00HP 360 x 174 22,200.00 136,458.00 2,193.20 1,478.00HP 410 x 131 16,700.00 155,211.00 2,346.60 1,576.00HP 410 x 150 19,300.00 157,994.00 2,360.20 1,590.00HP 410 x 180 23,100.00 162,004.00 2,379.80 1,610.00HP 410 x 210 26,900.00 164,836.00 2,391.60 1,624.00HP 410 x 241 30,800.00 169,326.00 2,413.20 1,646.00HP 410 x 272 34,900.00 173,466.00 2,436.60 1,666.00HP 460 x 201 25,700.00 201,140.00 2,659.80 1,794.00HP 460 x 234 29,800.00 204,750.00 2,675.80 1,810.00HP 460 x 269 34,300.00 208,849.00 2,691.20 1,828.00HP 460 x 304 38,800.00 213,900.00 2,712.60 1,850.00


Figure 5.1: Nq factor for point resistance contribution


Figure 5.2: α factor for point resistance contribution


Figure 5.3: Relationship between maximum unit pile toe resistance and friction angle for cohesionlesssoils (after Meyerhof, 1976)


Figure 5.4: Adhesion values for piles in cohesive soils (after Tomlinson, 1979)


Figure 5.5: Piles driven through overlying sands or sandy gravels


Figure 5.6: Piles driven through overlying soft clay


Figure 5.7: Piles without di�erent overlying strata


Figure 5.8: Design curves for evaluating Kδ for piles when φ = 25◦ (after Norlund 1979)








Figure 5.12: Correction factor for Kδ when δ 6= φ (after Norlund 1979)


Figure 5.13: Relationship of δφ and pile displacement, V, for various types of piles (after Norlund 1979)


Figure 5.14: Correction for N-values in sand for in�uence of e�ective overburden pressure (after Peck,et. al., 1974)

6 | References

Bowles (1977), Foundation Analysis and Design, McGraw-Hill Book Company, New York, 2nd edition.

Cheney, R.S. and Chassie, R.G. (1982), �Soils and Foundations Workshop Manual� U.S. Departmentof Transportation, Federal Highway Administration.

Hannigan P.J., et. al. (1997), �Design and Construction of Driven Pile Foundations� U.S. Departmentof Transportation, Federal Highway Administration.

Meyerhof, G.G. (1976), �Bearing Capacity and Settlement of Pile Foundations� Journal of Geotechni-cal Engineering Division, ASCE, Vol. 102, No. GT3, Proc. Paper 11962, pp. 195-228.

Nordlund, R.L. (1963), �Bearing Capacity of Piles in Cohesionless Soils�ASCE, SM&F Journal SM-3.

Nordlund, R.L. (1979), �Point Bearing and Shaft Friction of Piles in Sand� 5th Annual Fundamentalsof Deep Foundation Design, University of Missouri-Rolla.

Peck, Hanson and Thornburn (1974) Foundation Engineering, John Wiley & Sons, New York, 2ndedition.

Stream Stabilization and scour at Highway Bridges (1995) NHI course 13046 Participants Workbook,FHWA-HI-91-011.

Thurman, A.G. (1964), �Computed Load Capacity and Movement of Friction and End-Bearing PilesEmbedded in Uniform and Strati�ed Soil� Ph.D. Thesis, Carnegie Institute of Technology.

Tomlinson, M.J. (1980), Foundation Design and Construction, Pitman Advanced Publishing, Boston,MA, 4th edition.

Tomlinson, M.J. (1985), Foundation Design and Construction, Longman Scienti�c and Technical, Es-sex, England.

58

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DrivenPiles - User Manual - · PDF fileDrivenPiles - User Manual BridgerTech, Inc. ... When a GRLWEAP driveability le is crateed, the unit system eprorted will eb that of the currently