us. Department 

Of Transportation . 

~IHighway 

Administration 

Publication No. FHWA~SA-98-074 

July 1 998 

OFFICE OF ENGINEERING 

OFFICE OF TECHNOLOGY APpLICATIONS 

400 SEVENTH STREET, SW 

WASHINGTON, DC 20590 

DRIVEN 1.0 User's Manual 

\H 11\11\ 111111\ I H\ 1\ I IH \\ 11\ 

STRUCTURAL FOUNDATIONS 

~r.~.~oe;1 :0" .••• :,;,.~~., 

Ground 

Anchors 

SOIL & ROCK INSTABIUTIES 

Mechanically Stabilized 

Earth Wall 

GROUND MODIFICATIO 

TECHNIQUES 

u.s. D~~:~~~~tCo~~:~~erce~ National Technicallnfonnation Service Springfield, Virginia 22161 

PB99-l0434l 

1. Report No. 

FHWA-SA-98-074 

4. Title and Subtitle 

1111111111111111111111111111111 

PB99-104341 

Driven 1.0: A Microsoft WindowsTM Based Program for Determining 

Ultimate Vertical Static Pile Capacity 

7. Author(s) Mr. Dean Mathias, Ms. Michelle Cribbs 

9. Perfonning Organization Name and Address 

Blue-Six Software, Inc. 

13 Fairway Lane #4 

Logan, UT 84321 

12. Sponsoring Agency Name and Address 

U.S. Department of Transportation 

Federal Highway Administration 

Office of Technology Applications 

400 Seventh Street, S.W. 

Washington, D.C. 20590 

15. Supplementary Notes 

Technical Report Documentation Page 

3. Recipient's Catalog No. 

4. Report Date 

May 1998 

6. Perfonning Organization Code: 

8. Perfonning Organization Report No. 

10. Work Unit No.(TRAlS) 

11. Contract or Grant No. 

DTFH61-94-P-01520 

DTFH61-96-P-602 

13 Type of Report and Period Covered 

14. Sponsoring Agency Code 

FHWA Contracting Officer's Technical Representative: Mr. Chien-Tan Chang (HTA-20), Ms. Michelle 

Cribbs (HNG-31) 

Technical Consultants: Mr. Richard Cheney, Mr. Jerry DiMaggio,(HNG-31) Mr. Chris Dumas (HST-03) 

16. Abstract 

The purpose of this manual is to provide instruction on the use of the computer program DRIVEN. This manual details the 

installation procedure, provides narration for each user input and output screen, discusses the engineering background used in 

the analytical development of the program, presents example problems, and fmally provides a detailed description of the 

driveability analysis. This program is a significant step forward in pile design computing capability for the engineer. Please 

take the time to completely read through this manual. Only by reading through this manual can the DRIVEN software be 

utilized to its full potential. 

The DRIVEN 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 analyses methods used by the program are semi-empirical methods and have limitations in terms of correlations with 

field measurements and pile variables which can be analyzed. The user is encouraged to review further information on this 

subject in the "Design and Construction of Driven Pile Foundations" manual (Hannigan, et.al. 1997). 

Although DRIVEN has been completely rewritten from the ground up, its legacy lies in the SPILE program. Clearly, the 

most visible change is the move to a Windows based environment. The SPILE program was also developed by the FHW A 

and released in 1993. In SPILE, the user entered a soil profile to a planned pile toe depth and "ran" the program for the 

results of this input. When using the DRIVEN program, the user enters the entire sampled soil profile to the full depth of the 

profile. Based upon this input, DRIVEN will calculate pile capacities at predetermined depth intervals. This allows the user 

to view the pile capacity as a function of depth. There are many other new features that have been added. These options are 

discussed in full detail within the user's manual. 

17. Key Words: 

ultimate, vertical, static capacity, foundations, piles 

18. Distribution Statement 

No restrictions. 

19. Security Class if. (of this report) 

Unclassified 

Form DOT F 1700.7 (8-72) 

20. Security Class if. (of this page) 

Unclassified 

21. No. of 

Pages 

112 

Reproduction of completed page authOrized 

22. Price 

Table of Contents 

Introduction 

Chapter 1 Installing the DRIVEN Software 

Chapter 2 Getting Started 

Starting the Program 

Accessing the Menu 

Chapter 3 Input User Interface Description 

Project Definition 

Soil Profile 

Pile Type Selection 

Soil Profile - Design 

Chapter 4 Output User Interface Description 

Tabular Output 

Graphical Output 

Chapter 5 Creating GRLWEAP Input File 

Chapter 6 File Management 

Chapter 7 Engineering Background 

Ultimate Vertical Load Capacity 

Point Resistance 

Shaft Resistance 

Plugging of Open End Pipe Piles 

Appendix A Tables and Figures 

Appendix B Dimensions of Metric H-piles 

Appendix C Standard Monotube Weights and Volumes 

Appendix D - Examples 

Example #1 - Precast Concrete Pile (english) 

Example #2 - Closed End Pipe Pile (metric) 

Example #3 - H-Pile (english) 

Example #4 - Precast Concrete Pile (metric) 

Example #5 - Opened End Pipe Pile (metric) 

Example #6 -,Open End Pipe Pile (english) 

Example #7 - Timber Pile (english) 

Example #8 - Raymond Uniform Taper Pile (english) 

Example #9 - Monotube Pile (metric) 

References 

Page 

1 

4 

6 

6 

7 

8 

8 

12 

17 

24 

26 

26 

28 

31 

36 

39 

39 

40 

41 

43 

45 

70 

71 

72 

76 

80 

84 

89 

93 

97 

102 

108 

112 
List of Figures 

Figure 1-1. 

Figure 1-2. 

Figure 1-3. 

Figure 1-4. 

Figure 2-1. 

Figure 2-2. 

Figure 3-1. 

Figure 3-2. 

Figure 3-3. 

Figure 3-4. 

Figure 3-5. 

Figure 3-6. 

Figure 3-7. 

Figure 3-8. 

Figure 3-9. 

Figure 3-10. 

Figure 3-11. 

Figure 3-12. 

Figure 3-13. 

Figure 3-14. 

Figure 3-15. 

Figure 3-16. 

Figure 3-17. 

Figure 3-18. 

Figure 4-1. 

Figure 4-2. 

Figure 5-1. 

Figure 5-2. 

Figure 5-3. 

Figure 6-1. 

Figure 6-2. 

Figure 6-3. 

Figure 7-1a. 

Figure 7-1b. 

Figure 7-2. 

Figure 7-3. 

Table 7-4a. 

Table 7-4b. 

Driven setup window. 

Driven setup, destination path window. 

Driven setup, destination group window. 

Driven setup, processing files window. 

Main screen for the Driven program. 

Driven File menu contents at program startup. 

Project definition input screen. 

Dialog box for SI system of units. 

Dialog box for English system of units. 

Soft compressible soils dialog box. 

Scourable soils dialog box. 

Diagram of long term degradation, contraction scour, 

and local scour. 

Soil profile input screen. 

Dialog box for determining the internal friction angle from 

Page 

4 

4 

5 

5 

6 

7 

8 

9 

9 

10 

11 

12 

13 

SPT values. 15 

Soil profile input screen for cohesive soil. 16 

Adhesion curve selection dialog box. 17 

Pipe pile - closed end dialog box. 18 

Pipe Pile - open end dialog box. 19 

Timber pile dialog box. 20 

Dialog box for pre-cast concrete pile. 21 

Raymond uniform taper pile dialog box. 21 

H-Pile dialog box for SI units. 22 

Monotube pile dialog box. 23 

Soil profile design screen. 25 

Tabular output screen. 27 

Graphical output screen. 29 

GRLWEAP driveability file dialog box for a pipe pile - closed end. 31 

GRLWEAP driveability file dialog box for a pipe pile - open end. 32 

GRLWEAP driveability file dialog box for a H-Pile. 32 

File drop down menu when a project is in memory. 36 

Open dialog box. 37 

Save As dialog box. 38 

Nq factor for point resistance contribution. 46 

0: factor for point resistance contribution. 46 

Relationship between maximum unit pile point resistance and 

<I> for cohesion less soils. 48 

Adhesion values for piles in cohesive soils (Tomlinson 1979) 50 

Adhesion factors for driven piles in clay - through over lying sands 

or sandy gravel (0: method Tomlinson 1980). 54 

Adhesion factors for driven piles in clay - through overlying soft 

clay (0: method Tomlinson 1980). 54 

ii 
Table 7-4c. 

Figure 7-5. 

Figure 7-6. 

Figure 7-7. 

Figure 7-8. 

Figure 7-9. 

Figure 7-10. 

Figure 7-11. 

Figure D-1 

Figure D-2 

Figure D-3 

Figure D-4 

Figure D-5 

Figure D-6 

Figure D-7 

Figure D-8 

Figure D-9 

Adhesion factors for driven piles in clay - without different 

overlying strata (ex method Tomlinson 1980). 54 

Design curves for evaluating ~ for piles when 4> = 250

• 56 

Design curves for evaluating ~ for piles when 4> = 300

• 58 

Design curves for evaluating ~ for piles when 4> = 350

• 60 

Design curves for evaluating ~ for piles when 4> = 400 • 62 

Correction factor for ~ when i5 ::f::. 4>. 64 . 

Relation of i5/4> and pile displacement V, for various types of piles. 66 

Chart for correction of N-values in sand for influence of effective 

overburden pressure. 68 

Profile for example #1 72 

Profile for example #2 76 

Profile for example #3 80 

Profile for example #4 84 

Profile for example #5 89 

Profile for example #6 93 

Profile for example #7 97 

Profile for example #8 102 

Profile for example #9 108 

iii 
List of Tables 

Table 7-1a. 

Table 7-1b. 

Table 7-2. 

Table 7-3. 

Table 7-4a. 

Table 7-4b. 

Table 7-4c. 

Table 7-5. 

Table 7-6. 

Table 7-7. 

Table 7-8. 

Table 7-9. 

Table 7-10. 

Table 7-11. 

Table 7-12 

Table 7-13 

Table 7-14. 

Nq factor for point resistance contribution. 

0: factor for point resistance contribution. 

Relationship between maximum unit pile point resistance and 

Page 

45 

45 

4> for cohesionless soils. 47 

Adhesion values for piles in cohesive soils (Tomlinson 1979) 49 

Adhesion factors for driven piles in clay - through over lying sands 

or sandy gravel (0: method Tomlinson 1980). 51 

Adhesion factors for driven piles in clay - through overlying soft 

clay (0: method Tomlinson 1980). 

Adhesion factors for driven piles in clay - without different 

52 

overlying strata (0: method Tomlinson 1980). 53 

Design curves for evaluating Ko for piles when 4> = 250

• 55 

Design curves for evaluating Ko for piles when 4> = 300

• 57 

Design curves for evaluating Ko for piles when 4> = 350

• 59 

Design curves for evaluating Ko for piles when 4> = 400

• 61 

Correction factor for Ko when Z> '* 4>. 63 

Relation of Z>14> and pile displacement V, for various types of piles. 65 

Chart for correction of N-values in sand for influence of effective 

overburden pressure. 

Relationship between standard penetration test and 4> 

Dimensions of Metric H-pile shapes included in DRIVEN 

Monotube Piles - Standard weights, volumes, and extensions. 

67 

69 

70 

71 

iv 
INTRODUCTION 

The purpose of this manual is to provide instruction on the use of the computer program 

DRIVEN. This manual details the installation procedure, provides narration for each user input 

and output screen, discusses the engineering background used in the analytical development of 

the program, presents example problems, and finally provides a detailed description of the 

driveability analysis. This program is a significant step forward in pile design computing 

capability for the engineer. Please take the time to completely read through this manual. Only 

by reading through this manual can the DRIVEN software be utilized to its full potential. 

The DRIVEN 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 analyses methods used by the 

program are semi-empirical methods and have limitations in terms of correlations with field 

measurements and pile variables which can be analyzed. The user is encouraged to review 

further information on this subject in 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 imperative 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. 

New DRIVEN Features 

Although DRIVEN has been completely rewritten from the ground up, its legacy lies in the 

SPILE program. Clearly, the most visible change is the move to a Windows based 

environment. The SPILE program was also developed by the FHWA and released in 1993. In 

SPILE, the user entered a soil profile to a planned pile toe depth and "ran" the program for the 

results of this input. When using the DRIVEN program, the user enters the entire sampled soil 

profile to the full depth of the profile. Based upon this input, DRIVEN will calculate pile 

capacities at predetermined depth intervals. This allows the user to view the pile capacity as a 

function of depth. There are many other new features that have been added. They are 

discussed below. These options are discussed in full detail within the user's manual. 

Multiple Water Tables 

Support for three water tables is now included. One water table at the time of sampling, 

another water table for restrike/driving considerations, and one water table for ultimate capacity 

considerations. 

Soft Compressible Soils/Negative Skin Friction 

The user may specify the depth of a soft compressible soil layer at the top of the soil profile. For 

ultimate calculations, the shaft resistance from this layer can be considered in two different 

ways, as soft compressible soil or as negative skin friction. If the shaft resistance is considered 

to be soft compressible soil, the skin friction for this layer is not include in the ultimate skin 

1 

DRIVEN - User's Manual 
friction capacity. If the resistance is negative skin friction, the skin friction from this layer is 

considered to be negative and is subtracted from the total skin friction for ultimate capacity 

computations. See Chapter 3 for a detail discussion on how the DRIVEN program calculates 

the ultimate capacity with soft compressible soils/negative skin friction conditions. 

Scourable Soils 

There are two kinds of scour conditions that the DRIVEN program can consider: short term 

(local) and long term (channel degradation and contraction) scour. In both cases, there is 

considered to be no shaft resistance. For the case of short term scour, the weight of the soil is 

still considered in the effective stress computation. For long term scour, the weight of the soil is 

not considered when computing effective stress. See Chapter 3 for a detail discussion on how 

the DRIVEN program calculates the ultimate capacity with scour conditions. 

Open End Pipe Piles 

The DRIVEN program supports the use of open-end pipe piles in its static analyses. For a 

detailed background on how DRIVEN computes open-end pipe pile capacities, refer to Chapter 

7. This chapter provides comprehensive coverage of the engineering aspects of the DRIVEN 

software. 

Capacities 

The DRIVEN program computes three sets of capacities for three different conditions: restrike, 

driving, and ultimate. 

Restrike 

Restrike computes static skin and end bearing resistance for the entire soil profile. Restrike 

computations do not consider the effects of soft soils or scour conditions. 

Driving 

The user may enter a loss of soil strength in the soil profile for each soil layer due to the effects 

of driving. The driving computations are based upon the restrike calculations minus the soil 

strength loss due to driving. 

Ultimate 

Ultimate capacity computations consider the effects of soft soil conditions or scour. Hence, this 

is the ultimate capacity available to resist applied loads. 

Output 

The DRIVEN program presents the output in both tabular and graphical format. In the tabular 

format, the user can inspect each set of computations (restrike, driving, and ultimate) 

individually. The program presents each analysis depth in the profile with some of the 

contributing factors along with the skin, end, and total resistance. In graphical format, the 

program allows the user to select between the three sets of computations. The graphs plot the 

2 

DRIVEN - User's Manual 
depth versus capacity for the skin, end, and total resistance. The tabular results may be printed 

using the report button, while the graphical output can be either printed or sent to the Windows 

clipboard. 

Units 

DRIVEN includes support of both English and 81 units. While using the program, the 

appropriate units for each data entry field are shown. If desired, the user can change the unit 

system for a project at any time and the DRIVEN program will convert all the input and output 

parameters to the new unit system. 

Driveability 

Finally, DRIVEN will prepare a partial driveability file for use by the GRLWEAP software. 

DRIVEN requests a few input parameters from the user then generates a data file that contains 

the soil and pile data that can be used by the GRLWEAP software to perform a driveability 

study. Please see chapter 5 for a more detailed explanation. 

New Windows Users 

An important note about the user's manual: The DRIVEN project was begun prior to the release 

of the Windows 95 operating system. Therefore, the DRIVEN software was written for the 

Microsoft Windows 3.1 operating environment. In August of 1995, Windows 95 was released. 

Windows 95 is backward compatible with Windows 3.1 programs, and therefore, the DRIVEN 

software will correctly run under it. Because of the timing of the release of DRIVEN relative to 

the release of Windows 95 all of the screen shots in this manual were taken under Windows 95 

in recognition of the transition from Windows 3.1 to Windows 95 that is currently taking place in 

the computer industry. 

Portions of the engineering background chapter of this manual were adapted from the Federal 

Highway Administration Publication No. FHWA-SA-92-044, "SPILE: A Microcomputer Program 

for Determining Ultimate Vertical Static Pile Capacity". 

GRLWEAP is a registered trademark of GRL & Associates. 

Windows 3.1 is a registered trademark of Microsoft Corporation. 

Windows 95 is a registered trademark of Microsoft Corporation. 

DRIVEN - User's Manual 

3 
CHAPTER 1 -INSTALLING THE DRIVEN SOFTWARE 

The minimum system requirements for using the DRIVEN software are: 

• IBM PC or 100% compatible 

.386 25MHz processor 

.4 MB RAM 

• Hard Disk with 6 MB of space available 

• 100% Microsoft compatible mouse 

• Windows 3.1 (or later) 

1. Make sure that Windows 3.1 (or later) is running (setup cannot be run from DOS). 

2. Insert the first distribution disk into the floppy drive. 

3. From the Program Manager run the "Setup.exe" program on the floppy disk, or Start ~ Run 

in Windows 95. When this program is run, the screen will show a blue background with the 

prompt shown in figure 1-1. To continue with the installation, press the button labeled 

"Continue"; otherwise press "Exit" to stop the installation. 

Setup f3 

PI The setup program will set up ~ the application and its 

associated files. 

S elect Continue to move through the 

setup process. Select Back to review or 

change responses. Select Exit to end 

the installation process. 

Figure 1-1. DRIVEN setup window. 

4. The setup program will then prompt for the directory location to install the software, as 

shown by the example in figure 1-2. By default, the setup program will select the \DRIVEN 

directory. To have it installed in a different directory, simply type in the new directory name. 

If the directory does not already exist, the setup program will create it. 

Destination Path EJ 

f.ath: 

The setup program will set up the 

application and its associated files in 

the following directory. 

.E.xit I .c.ontinue 

Figure 1-2. DRIVEN setup, destination path window. 

DRIVEN - User's Manual 

4 
5. The setup program will next prompt for the Program Group for the software. By default, the 

setup program will select "FHWA Software," as shown by the example in figure 1-3. The 

Program Group is the window in Program Manager (or Start menu in Windows 95) where 

the software icon will be located. To change this item, simply type in a new group name, or 

select the down arrow and choose an existing program group on the computer. Once the 

Program Group program group has been selected press the "Continue" button and the 

DRIVEN software will be installed onto the hard disk. 

While the DRIVEN software is being copied onto the hard disk, a progress window, as 

shown in figure 1-4, will be on the screen. Once this operation has completed, the DRIVEN 

software installation is finished and the program can be used. 

Destination Group 13 

~ The setup program will set up its ~ application icons in the following - - - Progr am td anager group. 

Group: IljW:rz."'mh 'Hit .. ~I 

Exit Back I .continue I 

Figure 1-3. DRIVEN setup, destination group window. 

Processing Files • 

Expanding: 

C:\WORK\DRlVEN\INSTALL \DRIVEN31.HL_ 

To: 

D:\DRIVEN\DRIVEN31.HLP 

Figure 1-4. DRIVEN setup, processing files window. 

6. The installation is now complete. Refer to the next chapter, entitled "Getting started," for 

an introduction on how to run the DRIVEN program. 

5 

DRIVEN - User's Manual 
CHAPTER 2 - GETTING STARTED 

Starting the Program 

The DRIVEN program is a Microsoft Windows based program. Microsoft Windows must have 

first been started and the Program Manager should be active. Inside the Program Manager is a 

program group titled "FHWA Software." Alternatively, if a different group name was selected 

during setup, that will be the program group to find the DRIVEN program. Within this program 

group is a program icon titled "DRIVEN." Start the program by double clicking on this program 

icon. A window similar to the one shown in figure 2-1 will be displayed. 

Iii Driven I!lIiII3 

file .!::!elp 

11l1~1 

Figure 2-1. Main screen for the DRIVEN program. 

From figure 2-1, note the following features on the DRIVEN software user interface. There is a 

title bar at the top of the window identifying the program as DRIVEN. Just below the title bar is 

a menu with two options, File and Help, that are available at program startup. Next, is a 

SpeedBar with two buttons corresponding to the menu options to create a new file and to open 

an existing file. At the bottom of the screen is a status bar that shows miscellaneous 

information about the program and the keyboard. For example, as the mouse passes over the 

SpeedBar, short informational messages will appear about the SpeedBar buttons functions. 

Additionally, the status bar will show the status of the Caps Lock, Num Lock, and Scroll Lock 

keys on the keyboard. 

6 

DRIVEN - User's Manual 
Accessing the Menu 

Figure 2-2 shows an example of the DRIVEN File menu. At program startup, this menu 

. contains options to create a new file, open an existing file, setup the printer, and exit the 

program. After choosing either to create a new file or to open an existing file, both the main 

menu and the File menu expand to include options available only when a project file is in the 

program memory. 

Ii Driven I!!!lIiI E3 

.. Help 

New 

.Qpen ... 

Ellit 

C:\WORK\DRIVEN\DATA\MAN2.DRV 

C:\WORK\DRIVEN\ 1 OPROBS\STATIC4.DRV 

C:\WORK\DRIVEN\ 1 OPROBS\RUT APER.DRV 

C:\WORK\DRIVEN\ 1 OPROBS\PROBLEM2.DRV 

Creates a new document 

Alt+F4 

Figure 2-2. DRIVEN File menu contents at program startup. 

To gain access to the main menu, use the mouse to single click the word File on the main 

menu. Alternatively, it is possible to open this menu by using the key combination of pressing 

<Alt> and the letter IF' at the same time. To create a new project file, select the New menu 

option. To open an existing project file, select the Open menu option. 

Refer to chapter 3, "Input User Interface Description," for a detailed discussion on each of the 

user interface screens and dialog boxes. This chapter presents each screen, dialog box, and 

input field along with a detailed description of each item and how it is used by the DRIVEN 

software. Please refer to Appendix D for 10 DRIVEN examples. For more information on file 

management within DRIVEN, please refer to chapter 6, "File Management." This chapter 

details the file management features of the DRIVEN software. 

7 

DRIVEN - User's Manual 
CHAPTER 3 - INPUT USER INTERFACE DESCRIPTION 

This chapter provides a detailed description of each of the user interface components that are 

related to data input. Each screen, dialog box, and input field is demonstrated and described in 

detail. 

Project Definition 

The Project Definition is the location of the overall project design information and options. 

Figure 3-1 presents an example of the Project Definition input screen. 

The Project Definition screen contains five important sections: Client Information, Unit System, 

Soil Layers, Water Tables, and Optional Design Considerations. Except for Client Information, 

each of these sections influences the overall project design. Each of these sections is 

discussed in more detail below. 

PlOject D efiniton ' 13 

Client Information Soil layers 

Client IJoe Engineer It S oil layers 1

3 

Proiect Name IManual Example 

Water Tables 

Proiect Manager IFHWA 

Depth at top of boring: 0.0 

Date 108/15/1997 

Depth at Time of Drilling 14.00 

Computed By lidm 

Depth for Restrike/Driying 14.00 

Unit System Depth for Design 14.00 

r. SI r English View I 

Optional Design Considerations 

r Soft Compressible Soils Oyerlying the Bearing Strata Edit I 

r Scourable Soil Oyerlying the Bearing Strata Edit I 

01( Cancel Help 

Figure 3-1. Project definition input screen. 

Client Information 

The Client Information section contains various data important to the management of the 

project. Obviously this data has no analytical bearing on the project; it is included to aid in the 

identification of the project. There are no "rules" for what may be entered into each of these 

fields. The following is a description of each input field. 

8 

DRIVEN - User's Manual 

m 

m 

m 
Client This field can be used to identify for whom the design is being performed. 

Project Name This field can be used to identify this project from all other projects. 

Project Manager This field can ·be used to identify who is responsible for the results of the 

design. 

Date This field generally represents the date the DRIVEN file was created on 

the computer. It is automatically filled in by the program when a project is 

created. The date can be changed, but the format of the date must follow 

the form of MM/DD/yyVY. 

Computed By This field can be used to identify the person who actually sat down at the 

computer, entered the data, and generated the results. 

Unit System 

The DRIVEN program works equally well in either SI or English units. This section identifies 

which unit system is currently being used by the program. The unit system may be toggled 

between SI and English by selecting the appropriately labeled radio button. When the unit 

system is toggled, the computer will convert all of the input data into the appropriate values for 

the new unit system. All the input screens and dialogs will also reflect the new unit system. 

Additionally, all of the output information will be shown according to the selected unit system. 

Just to the right of the two unit system radio buttons is a button labeled View. If this button is 

pressed, a dialog box will appear that shows what the various parameters and their units are for 

the current unit system. Figure 3-2 shows the dialog box for SI units and figure 3-3 shows the 

dialog box for English units. 

One final note to the Unit System: when a GRLWEAP driveability file is created by the DRIVEN 

software, the unit system will be that of the system currently selected. 

SIS ystem of Units 13 English System of Units 13 

Parameter Unit Parameter Unit 

Depth m Depth feet 

Pile Diameter mm Pile Diameter inches 

Friction Angle degrees Friction Angle degrees 

Unit weight of soil kN/mAJ Unit weight of soil pcf 

Unit weight of water 9.81 kN/mA3 Unit weight of water 62.4 pcf 

Undrained shear strength· kPa Undrained shear strength' pst 

Pile resistance kN Pile resistance kips 

I r:::::::::::::::Q:~:::::::::::::::~1 I t:::::::::::::);!~:::::::::::::::! I 

Figure 3-2. Dialog box for SI system of units. Figure 3-3. Dialog box for English system of 

units. 

DRIVEN - User's Manual 

9 
Water Tables 

The DRIVEN software supports three different water tables: depth at time of drilling, depth at 

time of restrike/driving, and depth for ultimate considerations. The water table depth at the time 

of drilling is used in correcting SPT blows counts, if they are used. The water table depth for 

restrike/driving considerations is used for determining the effective stress in the soil layers 

below the water table for restrike and driving. The water table for ultimate considerations is 

used to determine the effective stress in soil layers below the water table for the ultimate 

condition. 

Optional Ultimate Considerations 

The DRIVEN software also supports the ability to use soft compressible soil/negative skin 

friction or scourable soil information as part of the ultimate capacity computations. These 

options only apply to the ultimate capacity computations, they do not apply to the restrike and 

driving computations. Each of these options may be selected by pressing the appropriately 

labeled checkbox. It is important to note that these two options are mutually exclusive. 

Therefore, the DRIVEN program does not allow both options to be selected at the same time. 

When selected, a dialog box will be presented for the specific soil information. Each of these 

options is discussed further below. 

Note: It is important for the user to completely understand how the different ultimate condition 

considerations influence the ultimate capacity. The user needs to ensure that the effects of the 

ultimate considerations are applicable to their situation. 

Soft Compressible Soil/Negative Skin Friction 

Soft compressible soil information can be selected by pressing the checkbox labeled, Soft 

Compressible Soils Overlying the Bearing Strata. When selected, a dialog box will be displayed 

that requests the depth of the soft compressible soil layer. 

Figure 3-4 shows an example of the dialog box that is displayed when the option is selected. 

There is a single parameter to input along with a computational option to select. 

50ft Compressible Soils 13 

Specify the depth of the Soft Compressible Soil 

for computing Ultimate Static Pile Capacity 

Depth of soil ]0IiIiIL m 

r Consider soil resistance as negative 

(downdrag condition and embankment) 

OK Cancel Help 

Figure 3-4. Soft compressible soils dialog box. 

DRIVEN - User's Manual 

10 
The Depth of soil field is the depth from the ground surface to the bottom of the soft 

compressible soil layer. (The ground surface is always considered to be at 0.0 ft or 0.0 m). The 

capacity contributions are ignored to this depth. However, the weight of the soil still contributes 

to the effective stress calculations for the lower soil layers. 

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

checkbox option can be selected. If this option is selected, the skin friction within the soft 

compressible soil layer will be considered negative resistance. 

Seourable Soil 

Scourable soil information can be selected by pressing the checkbox labeled' Seourable Soil 

Overlying the Bearing Strata'. When selected, a dialog box will be displayed that requests the 

depths of both short-term and long-term scour. 

Figure 3-5 shows an example of the dialog box that is displayed when the option is selected. 

There are two parameters to select: Local Scour and Channel Degradation Scour and 

Contraction Scour, one or the other or both may be selected. 

Scourable Soils l3 

Specif, depth options to begin considering Scour effects 

When computing Ultimate Static Pile Capacit, 

local Scour· Pier. Abutment 1[iEiI[ 

(no reduction in vertical effective stress) 

m 

Channel Degradation Scour and Contraction Scour 10.000 m 

(reduction in vertical effective stress) 

OK Cancel Help 

Figure 3-5. Seourable soils dialog box. 

Figure 3-6 graphically displays each type of scour. The local scour in limited to an area 

generally around the pier or abutment. The long term degradation and contraction scour are 

considered to be widespread across the riverbed. The DRIVEN input requires that the long 

term degradation and contraction scour be added together since they affect the shaft resistance 

and effective stress in the same manner. 

When the program is computing capacities for ultimate conditions, the depths of the Local 

Scour and Channel Degradation and Contraction Scour will be added together to determine the 

lowest depth for the scour conditions. Skin resistance will not be considered until after this 

combined depth has been reached for the ultimate capacity calculation. The effect of scour is 

not used in the computation of restrike or driving capacities 

11 

DRIVEN - User's Manual 
The local scour and the long-term degradation and contraction scour will influence the effective 

stress differently. The local scour occurs in a limited area around the pier or abutment. The 

soil outside of the local scour area is still considered to contribute to the effective stress for the 

computation of ultimate skin friction and end bearing capacities. However, since the long term 

degradation and contraction scour is over a wider area, the scoured soil is not considered in the 

effective stress calculations. 

Bridge Deck 

abutment abutment 

pier 

long Term Degradation III:I:iI 

Contraction Scour c::::J 

local Scour ... 

Figure 3-6. Diagram of long term degradation, contraction scour, and local scour. 

This completes the discussion for the Project Definition screen. When creating a new project, 

press the OK button, and the DRIVEN program will automatically move to the Soil Profile 

screen. After a new project has been entered, the Project Definition screen can be brought 

back up by selecting it from the Project menu. 

Soil Profile 

The soil profile input screen is the heart of the data input for the DRIVEN software. This screen 

is where the soil profile is completed along with the pile parameters. 

Figure 3-7 shows an example of the Soil Profile screen. The left-hand side of the screen 

presents ~ visual representation of the soil profile. The relative thickness of the layers is shown 

by the actual drawing size. In addition, a depth scale is drawn along the left-hand side of the 

soil profile drawing. As the depth to the bottom of each layer is updated, the soil profile drawing 

is automatically updated to reflect the relative size of the soil layer in comparison to all other soil 

layers. The right hand side of this screen contains two major grouping boxes labeled Layer 

General Data and Layer Soil Type. The information contained within each of these groupings is 

specific to each layer in the profile. The current soil layer is identified just above the Layer 

General Data group box. Additionally, the soil layer that is currently being worked with is 

highlighted with a blue highlight box around the layer on the visual profile representation. 

12 

DRIVEN - User's Manual 
Finally, the pile type selection is shown in a drop-down box just below the Layer Soil Type 

grouping box. Each of the major sections of this screen is discussed in further detail below. 

Soil Layer Profile 

A visual representation of the soil profile is shown on the left-hand side of the screen under the 

title Soil Layer Profile. This profile consists of two main features. The first is the visual 

representation in relative thickness and soil hatching of each layer. The soil hatching is based 

upon standard representation of cohesive or cohesion less soils; cohesive soils are represented 

with diagonal lines and cohesion less soils are represented with dots. The second is a profile 

depth axis on the left side of the soil layer drawing. The profile and axis size will remain the 

same size at all times, but the relative size of each layer and the scale on the axis will update 

according to the data entered. . 

The mouse can be used to select a layer in two ways. The first is to simply position the pointer 

over the desired layer and click with the left mouse button. The second is to use the scroll bar 

located just to the right of the profile drawing and either click on the up and down arrows, or 

move the scroll bar box to the select the layer desired. In either case, as a new layer is 

selected, the fields on the right hand side of the screen will update to show the data for the 

currently selected layer. 

S oil Profile 13 

S oil layer Profile 

7m 

,10m 

, 12m 

14M 

17M 

19m 

22m 

; 36m 

Split layer Delete layer 

Figure 3-7. Soil profile input screen. 

S oil layer 12 

~ layer General Data 

Depth to bottom of layer i~141Jlm: m 

Total unit weight of soil 117.600 

Driving strength loss 110.000 

layer Soil Type . 

r Cohesive (i' Cohesion less 

kN/m .... 3 I 

% 

Internal. Fric.tio.n Angle 1

3200 Skin Friction . degrees 

rUse SPT 'N'Values Edit I 

Internal Frictio.n Angle 132.00 degrees End Bearing 

r Use SPT 'N' Values ~ 

Pile Type I Pipe Pile - Closed End ..:.11 Edit I 

OK Cancel 

Calculator Help 

DRIVEN - User's Manual 

13 
Layer General Data 

The Layer General Data section defines three parameters common to all soil types used within 

the DRIVEN program. These are: Depth to bottom of layer, Total unit weight of soil, and Driving 

strength loss. Below is a discussion of each parameter. 

Depth to bottom of layer 

This input field is the depth at the bottom of the soil layer. It is not the thickness of the layer; 

instead, it is the depth value at the bottom of the layer measured from the ground surface, with 

the ground surface always considered to be at 0.0 m (ft). When a new project is first created, 

the DRIVEN program takes the number of soil layers entered in the Project Definition screen 

and evenly divides 100 m (ft) between the number of layers. For example, if three soil layers 

are chosen, initially DRIVEN will divide the soil profile into three 33 m (or 33 ft) layers. This is 

the starting point for the soil layer input. As the soil data is entered, the depth to the bottom of 

the layer profile is changed to reflect the actual soil profile. 

Total unit weight 

This is the total unit weight of the soil layer selected. 

Driving strength loss 

The driving strength loss is the estimated soil strength loss due to the effects of pile driving. 

During the actual driving of the pile, in some cases the strength of the soil will be different due 

to the effects of driving. This parameter is used to estimate the effects of driving on the pile 

capacity. Also, this strength loss parameter is later used in the preparation of the GRLWEAP 

driveability input file. 

Layer Soil Type 

The Layer Soil Type section is dependent upon the type of soil chosen for the current layer. If a 

soil layer is cohesion less, the program will prompt for two internal friction angles, one for skin 

friction and one for end bearing. If the soil layer is cohesive, the program will display a box for 

undrained shear strength, along with a button to select the appropriate adhesion curve. 

The example shown in figure 3-7 demonstrates a cohesionless soil layer. For each 

cohesion less layer, two internal friction angles must be entered, one for skin resistance and one 

for end bearing. Alternatively, it is possible to define the internal friction angle by entering SPT 

'N' values. If this is desired, check the Use SPT 'N' Values check box. When this check box is 

selected for the first time, the DRIVEN program will present a dialog box that allows for the 

entry of SPT 'N' values as shown in figure 3-8. Once these values have been entered and the 

dialog box is closed, the equivalent internal friction angle is computed and entered into the 

appropriately labeled edit field. At this time (or any time after entering the SPT data), the SPT 

'N' values may be edited by selecting the Edit button. To stop using the SPT 'N' equivalent 

internal friction angle, simply un check the Use SPT 'N' Values check box and enter the desired 

internal friction angle in the edit box. 

The dialog box shown in figure 3-8 allows SPT 'N' values to be entered so the DRIVEN program 

can determine equivalent internal friction angle for the soil layer. The software will allow a 

14 

DRIVEN - User's Manual 
maximum of five different depths within each layer for blow count values. The actual number of 

values used in the soil layer can be changed by pressing the up and down arrows located just 

to the right of the field labeled Number of SPT 'N' values (five are aI/owed). If desired, the 

program will correct the blow counts for the influence of the effective overburden pressure. 

Select either the Yes or No radio buttons at the top of the dialog box for the desired setting. 

Finally, the bottom section of the dialog box allows the input of the depth versus 'N' count 

values. The middle section of the dialog provides information about the valid range of depths 

for the soil layer. The program will not allow a depth parameter to be entered outside the limits 

of the valid range. When the data is entered for the layer, press the OK button to return to the 

Soil Profile screen. When this is done, the program will automatically compute the internal 

friction angle based upon the SPT data and place that value in the appropriate internal friction 

angle field. DRIVEN uses the relationship between standard penetration test values and the 

angle of internal friction for the soil as presented by Peck, Hanson, and Thornburn (1974). 

Cohesionless S oil Layer Properties f3 

Soil Layer 12 

Correct the N - values for the influence 

of the effective overburden pressure 

reYes r No 

Number of SPT UN" values (5 are allowed) 

Depth of Top of Layer 10.000 m 

Depth of Bollom of Layer 25.000 m 

Depth N Depth 

111 m rs- 124 m 

1

15 m rs1

19 m f12 

N 

f14 

The program uses the relationship between standard 

penetration test values and angle of .internal friction of the 

soil as presented by Peck. Hanson and Thornburn (1974) 

OK Cancel Help 

Figure 3-8. Dialog box for determining the internal friction 

angle from SPT 'N' values. 

DRIVEN - User's Manual 

15 
Alternatively, the soil layer may be cohesive. Figure 3-9 shows an example of how the program 

will display the information for a cohesive soil layer. For a cohesive soil layer, two input fields 

are available within the group box. The first is an edit field for the undrained shear strength of 

the soil. The second is a button that will bring up a dialog box allowing the user to select the 

appropriate adhesion curve as shown in figure 3-10. 

Figure 3-10 shows an example of the adhesion curve selection dialog box. It is in this dialog 

box where the adhesion curve is selected. For detailed information about each of these 

adhesion curves, please refer to chapter 7 "Engineering Background" where each curve and 

table is presented. In the case of user defined adhesion, a single value will be used to 

represent the adhesion for that soil layer. When selected, an edit field becomes visible where 

the user-defined adhesion can be entered. 

Soil Profile 13 

Soil layer Profile 

Om 

tOm 

12m 

14m 

17m 

Him 

22m 

24m ~ __ ~ ________ ~~ 

26m 

29m 

Split layer Delete layer 

j 

Soil layer 11:1 

layer General Data 

Depth to bottom of layer IIIiIlI!Il: m 

Total unit weight of soil 116.500 kN/m""3 

Driving strength loss 120.000 % 

layer Soil Type 

r. Cohesive r Cohesionless 

Undrained Shear Strength 11500.00 kPa 

Select Graph I 

; Pile Type I Pipe Pile - Closed End 

~ OK Cancel 

Calculator Help 

Figure 3-9. Soil profile input screen for cohesive soil. 

DRIVEN - User's Manual 

16 
Cohesive Soil Layer Properties f3 

SoilLayer 11 

Adhesion Type 

r. General Adhesion for Cohesive Soils (Tomlinson 1979) 

r Piles Driven Through Overlying Sands or Sandy Gravels (Tomlinson 1980) 

r Piles Driven Through Soft Clay (Tomlinson 1980) 

r Piles Without Different Overlying Strata (Tomlinson 1980) 

r User Defined Adhesion 

I C::::::::::::!!K:::::::::::::U Cancel Help 

Figure 3-10. Adhesion curve selection dialog box. 

Pile Type Selection 

The Pile Type selection box displays the currently selected pile. If no pile has been selected, 

no pile type will be displayed. If a pile has already been selected, its parameters can be 

changed by pressing the 'Edit' button located just to the right hand side of the pile name. If a 

new pile type is desired, press the down arrow button located inside the selection combo box 

and a list of supported pile types will be shown. Select the desired pile type from this list. 

When making a new pile selection, the DRIVEN program will automatically bring up the proper 

dialog box for the pile that allows the pile parameters to be edited. 

Each type of pile supported by DRIVEN has its own unique input dialog box. The DRIVEN 

program supports seven different pile types: Pipe Pile - Closed End, Pipe Pile - Open End, 

Timber Pile, Concrete Pile, Raymond Uniform Taper Pile, H-Pile, and Monotube Pile. 

Each of the pile type dialog boxes has a parameter that is common to all pile types. This 

parameter is the Depth of Top of Pile. The depth of pile top is the depth to which the top of the 

pile is embedded into the ground. The ground surface is always considered to be 0.0 m (ft). 

This parameter is the depth that the software will begin to consider skin friction and end bearing 

for the pile. The analysis depths above this depth will have 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 the 

side for the square section piles. Note that on tapered piles there will be two diameters to input. 

The first is the diameter at the top of the pile, which is also the diameter of the straight section 

of the pile. The second diameter is at the pile tip. The program will use the difference in the 

diameters (along with the tapered section length) to compute the taper angle for the internal 

computations. A taper angle input is not necessary as the program will compute this value. 

17 

DRIVEN - User's Manual 
Pipe Pile - Closed End 

Figure 3-11 is the Pipe Pile - Closed End dialog box. There are two parameters for this dialog 

box: Depth of Top of Pile and Diameter of Pile. 

Pipe Pile - Closed End 13 

Depth ofT op of Pile 1[iJilil[ m 

Diameter of Pile 10.000 mm 

OK Cancel 

Figure 3-11. Pipe pile - closed end dialog box. 

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 

is embedded into the ground. This parameter is the depth that the software will begin to 

consider skin friction 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 file, the DRIVEN program will request the wall thickness at that time. 

Pipe Pile - Open End 

Figure 3-12 is the Pipe Pile - Open End dialog box. There are three parameters for this dialog 

box: Depth of Top of Pile, Diameter of Pile, and Shell Thickness. There is also a note at the 

bottom of the dialog to refer to the manual for detailed information about plugging. Please refer 

to chapter 7, "Engineering Background," for this information. 

18 

DRIVEN - User's Manual 
Depth of Top of Pile 

Pipe Pile - Open End 13 

Depth of Top of Pile 1riEiIi: m 

Diameter of Pile 10.000 mm 

Shell Thickness 10.000 mm 

OK Cancel 

Please refer to the user manual for detailed 

information on how the plugging is 

implemented. 

Figure 3-12. Pipe Pile - open end dialog box. 

The depth of the top of the pile is the depth from the ground surface to which the top of the pile 

is embedded into the ground. This parameter is the depth at which the software will begin to 

consider skin 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. 

19 

DRIVEN - User's Manual 
Timber Pile 

Figure 3-13 is the Timber Pile dialog box. There are four parameters for this dialog box: Depth 

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

Timber Pile E3 

Depth of Top of Pile IUlmu m 

Diameter of Pile Top 10.000 mm 

length of Tapered Portion 10.000 m 

Diameter of Pile Tip 10.000 mm 

OK Cancel 

Figure 3-13. Timber pile dialog box. 

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 

is embedded into the ground. This parameter is the depth that the software will begin to 

consider skin friction and end bearing for the 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 

pile tip. 

Diameter of Pile Tip 

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

smallest diameter. 

If a timber pile is to be used without a taper, enter 0.00 for the length of the tapered portion and 

make sure the diameter at the pile top is the same as the diameter at the pile tip. The DRIVEN 

program will then consider the pile to be straight and have no taper. 

20 

DRIVEN - User's Manual 
Precast Concrete Pile 

Figure 3-14 demonstrates the Precast Concrete Pile dialog box. There are two inputs for this 

dialog box: Depth of Top of Pile and Side of Square Section. 

Depth of Top of Pile 

Pre-Cast Concrete 13 

Depth of Top of Pile 1[iJi!iIi] ft 

Side of Square Section 10.000 in 

OK Cancel 

Figure 3-14. Dialog box for precast concrete 

pile. 

The depth of the top of the pile is the depth from the ground surface to which the top of the pile 

is embedded into the ground. This parameter is the depth that the software will begin to 

consider skin friction and end bearing for the pile. 

Side of Square Section 

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

Raymond Uniform Taper Pile 

Figure 3-15 is the Raymond Uniform Taper Pile dialog box. There are four parameters for this 

dialog box: Depth of Top of Pile, Diameter of Pile Top, Length of Tapered Portion, and Diameter 

of Pile Tip. 

Raymond Uniform Taper Piles E3 

Depth of Top of Pile IriIiIiE m 

Diameter of Pile Top 10•000 mm 

Length of Tapered Portion 10•000 m 

Diameter of Pile Tip 10.000 mm 

OK Cancel 

Figure 3-15. Raymond uniform taper pile dialog 

box. 

DRIVEN - User's Manual 

21 
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 

is embedded into the ground. This parameter is the depth that the software will begin to 

consider skin friction and end bearing for the pile. 

Diameter of Pile Top 

The pile top diameter is the diameter of the uniform taper 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 the pile as measured to the pile tip. 

Diameter of 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 

make sure the diameter at the pile top is the same as the diameter at the pile tip. The DRIVEN 

program will then consider the pile to be straight and have no taper. 

H - Pile 

Figure 3-16 is the H-Pile dialog box while working in 81 units. There is a similar dialog box for 

English H-Pile sections to select. There are four areas where H-Pile options are chosen: Depth 

of Top of Pile, Type of H-Pile, Pile Perimeter for Analysis, and Tip Area for Analysis. 

H Pile - 51 13 

Depth ofTopof Pileltii!i!li m 

,>Jype of HPile---

r HP 20OX53 r HP 31OX79 r HP 31OX125 r HP 36OX152 

r HP 25OX62 r HP 31OX93 r HP 36OX108 r HP 36OX17( 

r HP 25OX8!i r HP 31 OX11 0 r HP 36OX132 

i Pile Perimeter for Analysis~' 

r H Pile Perimeter 

r. BOK Perimeter 

" Tip Area for Analysis . ~ 

r. H Pile Area 

r Box Area 

r UserSelecl 

OK Cancel 

Figure 3-16. H-Pile dialog box for SI units. 

DRIVEN - User's Manual 

22 
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 

is embedded into the ground. This parameter is the depth that the software will begin to 

consider skin friction and end bearing for the pile. 

Type of H-Pile 

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

button to 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 capacity 

computations. 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 Select is chosen, enter the tip area in the edit 

box that appears. 

Monotube Pile 

Figure 3-17 is the Monotube Pile dialog box. There are four parameters for this dialog box: 

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

M onotube Piles E3 

limited monotube sizes available. see 

users manual 

Depth of Top of Pile 1[!EiIi] n 

Diameter of Pile Top j12_000 in 

length of Tapered Portion 110_000 n 

Diameter of Pile Tip 10:000 in 

OK Cancel 

Figure 3-17. Monotube pile dialog box. 

DRIVEN - User's Manual 

23 
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 

is embedded into the ground. This parameter is the depth that the software will begin to 

consider skin friction and end bearing for the pile. 

Diameter of Pile Top 

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

diameter. 

Length of Tapered Portion 

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

Diameter of Pile Tip 

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

diameter. 

NOTE: Limited amounts of monotube pile sections are available. A chart of standard 

monotube piles is included as Appendix E. It is recommended that the diameter and length of 

the tapered section be selected from this chart to ensure pile availability. 

Soil Profile - Design 

The soil profile design screen presents in a single view an overall picture of the soil information. 

It contains the relevant information about the soil profile. This representation is essentially the 

same as shown in the Soil Profile dialog box with the exception that the unit weight, strength 

parameters, and driving strength loss is shown for each layer. 

Figure 3-18 shows an example of the soil profile design screen. This screen is only for viewing 

the overall soil profile information, there are no areas where user input is needed. Each of the 

soil layers in the representation is hatched according to the type of soil; dotted for cohesionless 

soils and diagonal lines for cohesive. Within each layer are three of the soil input parameters. 

For cohesive soils, unit weight, undrained shear strength, and driving loss. For cohesion less 

soils, unit weight, internal friction angles, and driving loss. Finally, the design representation 

displays an axis on the left-hand side of the soil profile allowing the overall depth of the soil 

profile to be visualized. 

This screen also introduces the use of two program features; the ability to place the 

representation on the Windows clipboard or directly printed on the printer. 

To copy the soil profile to the Windows clipboard, press the button labeled Clipboard. The soil 

profile representation will now be on the Windows clipboard and, therefore, it will be available to 

any other program that can copy data from the clipboard. 

24 

DRIVEN - User's Manual 
To send the soil profile to the printer, press the button labeled Printer. A printer setup dialog 

box will appear for printer selection, then a small dialog box that identifies printing is taking 

place will be displayed while the computer is preparing the image to be sent to the printer. 

While this dialog box is displayed, the program will be unavailable for use. When this dialog 

box disappears the program may be used again. 

Soil Profile - Design 13 

.::.-' III 

-'.>;< III 

Soil Profil.· Desi gn 

7".':: III ~~~~~~~~~~~~~~~~~~~24~~~ 

'~~~!ii'~1~!1ii!]i~,~jii[!I:l~!~i~1:Lii:l!i:~!;i~ilili,ilil!!!!,lllil!i! :;·:.':';:i:.':';::-:.':,:":':::':::,:.':':::-:.':·:;i-:.':·:·\:;·:::':;:'::::.':':::':::.:::'::::::':;:':::::;'::;':::'::~:::·:::·:;:'::i:::'::·;·:.':':.':';.':·;.';·:'":·::i:,':·;::-:.':': ::'::;':":':'":':::::,':':'":' 

~·l·.':: 'n ::::?~/:<{::;~::~:~~t~::;:~~~:~:{~~:~~~~::;~~~:)~::;:~~~: :}:{::~~{::~:?~::::~~~:~~U~:~::;:~::;~::~::~~::;:~~;~~~~::~:~~~\~::~:~~;:{::~:\\~{::;~:<~~~::;:~~~:~~~~~~~~:~ 

§l 

:',:"!,Im 

~iiiiiiill!ii'iliiiiiiiiiiiiliiili,I'ii'ili!!ilii 

Figure 3-18. Soil profile design screen. 

DRIVEN - User's Manual 

25 
CHAPTER 4 - OUTPUT USER INTERFACE DESCRIPTION 

This chapter discusses the output generation aspects of the DRIVEN software. Although the 

output of the software is all contained within two views, there is a lot of data that can be seen. 

The DRIVEN software provides two different views of the same computation results. The first 

view is a tabular or textual representation of the results and the second is a graphical. The 

tabular representation allows the user to view the actual values that are the results of the 

computations. The graphical representation allows the user to examine the data in a qualitative 

manner. In the graphical view, the software generates various plots based upon the results of 

the computations. The values used to generate the graphs are the same as those shown in the 

tabular output. 

One important item to note at this point: there is no concept of "running" the program to 

generate the output. The DRIVEN software will compute the output results when they are 

needed. This saves the user the step of "running" the computations each time an input 

parameter is changed. The computer is fast enough to perform all the calculations without the 

user being aware of them taking place. 

The DRIVEN program's computational basis is outlined in detail in Chapter 7, "Engineering 

Background". This section discusses in detail how DRIVEN computes its results. 

Computational Note: A computational error was discovered in DRIVEN just prior to its 

release. The error occurs when computing the skin friction driving resistance for tapered piles. 

This error could not be corrected for this version of the program. The user will need to 

independently compute the skin friction driving resistance for tapered piles. The restrike and 

ultimate capacities are not affected, nor are the capacities for piles that are not tapered 

Tabular Output 

The tabular output is used to view the actual numerical results of the computations. The tabular 

output screen can be accessed either from the main menu or by a button on the SpeedBar. 

The menu choice for the tabular output is the Tabular selection under the Output choice on the 

main menu. The SpeedBar button is the eighth button from the left. This button is gray with 

several black lines running through it. Once the tabular screen has been selected, a window 

similar to the one shown in figure 4-1 will be displayed. This screen contains a great deal of 

information. There are three main areas of information displayed in the tabular output: Pile 

Type Data, Contribution Elements, and Total Capacity. 

Pile Type 

The pile selected for the input is shown. 

Contribution Elements 

The contribution elements section is located in the middle of the screen. This section displays a 

few (not all) of the important internal computed parameters that were used to determine the 

skin friction and end bearing. The skin friction elements are: Depth, Soil Type, Effective Stress, 

26 

DRIVEN - User's Manual 
Sliding Friction Angle, and Adhesion. The end bearing elements are: Depth, Soil Type, 

Effective Stress, Limiting Factor, and Bearing Capacity Factor. Of course, depending upon the 

soil type, some of these parameters may not be valid. In this case, a "N/A" symbol is placed 

instead of an actual value. 

Output - Tabular 13 

Pile Type Pipe Pile - Closed End 

CONTRIBUTION 

Depth Soil Type , Effective Strell Adhesion 

0.01 m Cohesive 36.87kPa 36.87kPa 

101 m Cohesive 36.87kPa 36.87kPa 

6.01 m. Cohesive 42.48 kPa 42.48 kPa 

9;01 m Cohesive 49.18 kPa 49.18 kPa 

9.99m Cohesive 51.37kPa 51.37kPa 

(i Skin C"' End (i Restrike C Driving C"" Design Conditions 

Depth 

0.01 m 

3.01 m 

6.01 m 

9.01 m 

9.99 m 

Skin Friction 

0.41 kN 

122.01 kN 

280.68 kN 

487.20kN 

564.24 kN 

Figure 4-1. Tabular output screen. 

Total Capacity 

End Bearing 

1298.79 kN 

1298.79kN 

1298.79kN 

1298.79 kN 

1298.79 kN 

[Q:~! 

Total CapacitJ' 

1299.20 kN 

1420.81 kN 

1579.48 kN 

1785.99 kN 

1863.03 kN ", 

Help ,I 

... 

", 

The capacity section is located in the bottom part of the screen. This section displays the 

results versus depth for the Skin Friction and End Bearing computations, along with the Total 

Capacity. 

Not all of the capacity computations can fit into the small viewing boxes. Both the contribution 

and total capacity sections have scrollbars located on the right hand sides. To view all the 

results, use the mouse to press the up and down arrow buttons to scroll through all the values. 

User control of output results to be displayed is located between the contribution elements 

section and the total capacity section. There are a series of five labeled radio buttons that 

provide the control. These radio buttons are grouped into two sections. The first section 

contains radio buttons for selecting either skin or end bearing in the contributing elements 

section. Depending upon the selection of these two radio buttons, the contribution elements will 

change to show either results for skin or end bearing computations. These two buttons do not 

affect the capacity results. The next series of radio buttons control which type of capacity 

27 

DRIVEN - User's Manual 
computations is displayed: Restrike, Driving, or Ultimate. Selecting one of these three radio 

buttons will change the results displayed in both sections of the output screen. 

When the dialog box first opens, it defaults to the skin friction results for the restrike 

computations. The Skin radio button and the Restrike radio button will be highlighted. The 

contributions and computations that are shown can be changed by selecting the appropriate 

buttons as described in the previous paragraph. For example, to view the end bearing results 

for the driving computations, select the radio button labeled End and select the radio button 

Driving. Whenever a new radio button is selected, the program will automatically display the 

results for that combination. 

One additional important feature of this dialog box is the ability to directly send this information 

in a report form to the printer. To send the information to the printer, press the button labeled 

Report. When this is done, DRIVEN will generate a full report of all input parameters and 

output results. 

Graphical Output 

The graphical output screen shows the results of the computations in a series of plots. The 

graphical output screen can be accessed either from the main menu or by selecting the 

appropriate button on the SpeedBar. The menu choice for the graphical output is the Graphical 

selection under the Output choice on the main menu. The SpeedBar button is the ninth button 

from the left that looks like it has three graphs plotted on it. Once the graphical screen has 

been selected, a window similar to the one shown in figure 4-2 will be displayed. 

28 

DRIVEN - User's Manual 
Output - Graphical E3 

o 

25 

36 

o 1000 

. Printer 

~ .. 

~I' 

[~~l: 

Clipboard 

Beillring Cillpillcit)( Gnllph - Restrike 

Pipe Pile - Closed End 

Cillpillcit)( (kN) 

Plots ,Plot Set I 

_ IX Skin Friction (i Restrike I 

_ IX End Bearing C Driving 

_ IX Total Capacity I r Design 

Figure 4-2. Graphical output screen. 

-Eo- Skin Friction 

-e-End Beilring 

-"-Totill Cilp3cit)( 

Axis Options 

X Extent 

I Help 

I Set OK 

This screen is similar to the tabular output screen. However, instead of displaying the results in 

numeric form, the screen displays a series of plots to represent the results. It shows the results 

of the skin friction, end bearing, and total capacity for restrike, driving, and ultimate conditions. 

The X-axis of the plot is the capacity and the Y-axis is the depth of the soil profile. Notice that 

the Y-axis draws a horizontal line at each of the soil layer boundaries. Each plot also displays a 

series of small symbols to represent computation points in the soil profile. Finally, a small 

legend is located in the upper right hand side of the plotting window that identifies each 

individual plot. 

The graphical output screen offers three sections for user control of the output: Plots, Plot Set, 

and Axis Options. 

Plots 

The group labeled Plots allows the user to choose which combination of the three (Skin, End, 

and Total) plots to be displayed. These plots may be selected by pressing the checkbox 

located to the left of the plot label. Located to the left of each labeled plot checkbox is a box 

that shows the color of that plot in the plotting window. Any combination of the three plots may 

be selected. 

Plot Set 

29 

DRIVEN - User's Manual 
The plot set section offers the ability to select either the Restrike, Driving, or Ultimate condition 

plot sets. These selections are made through a series of radio buttons. Only one set of plots 

can be displayed at a time. However, as described above, any combination of the three graphs 

can be selected in the Plots section. 

Axis Options 

The axis options section allows the user to define the X-axis extent. To rescale the X-axis, 

enter a value in the edit box and press Set. Once this value has been set, it will be in effect 

throughout the graphical output viewing session. The user defined X-axis value must be 

greater than the original default X value. The DRIVEN program will not rescale the axis using 

any value smaller than the original default X value. To discontinue the use of the user defined 

X-axis Extent, simply type in a 0 in the edit box and press the Set button. 

When this dialog box first comes up, it defaults to showing all three bearing graphs for the 

restrike computations. All three graphs or any combination may be displayed by selecting the 

appropriate check boxes for the skin friction, end bearing, or total capacity. When one of the 

Plot Set radio buttons (Restrike, Driving, or Ultimate) is pressed, the current set of graphs being 

displayed is changed to reflect the new group of graphs selected. 

The graphical output can be pasted to the Windows clipboard or directly sent to the printer. To 

paste the current graph to the clipboard, press the button labeled Current within the Clipboard 

section. When printing, either the current plot can be printed, or all three plots' sets (restrike, 

driving, and ultimate) can be printed on the same page. To print only the current plot, press the 

Current button within the Printer section. To print all three plot sets on the same page, press 

the All button within the Printer section. 

30 

DRIVEN - User's Manual 
CHAPTER 5 - CREATING GRLWEAP INPUT FILE 

The DRIVEN software has the ability to create a partial input file for the GRLWEAP software 

package. This section is not meant to be a discussion on how to use the file in the GRLWEAP 

software. Please refer to the GRLWEAP documentation for information on how this file is used 

in that package. The driveability input file can be generated once the input of the soil and pile 

information has been completed. The GRLWEAP file that is created contains only the soil and 

pile information. To run the GRLWEAP program using this input file, the user must edit the 

GRLWEAP file and complete the file information, such as the hammer information. To access 

this feature of the DRIVEN software, select Driveability from the main menu and then select 

Generate from the Driveability menu. Alternatively, press the SpeedBar button with the 

lightning bolt symbol on it. Once this menu choice has been made, a window similar to figures 

5-1, 5-2, and 5-3, based on pile type will be displayed. DRIVEN does not allow driveability files 

to be created for tapered piles. 

GRlWeap Driveability File 

~ Pile Characteristics . Driving Strength Loss 

Pile Type: Pipe· Closed Range of Estimated GRlWEAP Input 

Driving losses Friction Loss/Gain Factor 

Shell Thickneis in 1120.00 % 0.76 

1110.00 % 0.78 

Depth of Tip II n 1100.00 % 0.00 

190.00 % 0.02 

100.00 % 0.04 

Create File Exit Help 

Filename 

Browse 

Figure 5-1. GRLWEAP driveability file dialog box for a pipe pile - closed end. 

31 

DRIVEN - User's Manual 
GRlWeap DriveabililY File EJ 

Pile Characteristi~" Driving Strength loss 

Pile T gpe:' Pipe - 0 peri Range of Estimated GRlWEAP Input 

Driving losses Friction loss/Gain Factor 

Shell Thickness IIU!li mm 1120.00 % 0.76 

1110.00 % 0.78 

Depth of Tip m 1100.00 % 0.80 

190.00 % 0.82 

180.00 % 0.84 

Create File Exit Help 

Filename·· 

Browse 

Figure 5-2. GRLVVEAP driveability file dialog box for a pipe pile - open end. 

GRlWeap DriveabililY File EJ 

. Pile Characteristics' Driving Strength loss· -_ .. ---- -- -------

Range of Estimated GRL\rIEAP Input 

Driving Losses Friction lOss/Gain Factor 

Pile Type: H-Pipe 

1120.00 % 0.76 

In 0.00 % 0.78 

Depth of Tip m 1100.00 % 0.00 

190.00 % 0.82 

100.00 % 0.04 

Create Fde Exit Help 

Filename' 

Browse 

Figure 5-3. GRLWEAP driveability file dialog box for an H-Pile. 

32 

DRIVEN - User's Manual 
Figures 5-1, 5-2, and 5-3 show examples of the GRLWEAP file creation dialog box. This dialog 

box facilitates the creation of a driveability input file. There are three main input sections: Pile 

Characteristics, Driving Strength Loss, and Filename. Each of these sections is discussed 

below. 

Pile Characteristics 

Depending upon the type of pile selected for analysis, there will be one or two parameters 

required. In the case of open-end and closed end steel pipe piles: Shell Thickness and Depth 

of Tip. In the case of concrete piles and H-Piles: Depth of Tip. All other pile types are tapered 

and are not supported. . 

Shell Thickness 

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

cross sectional area of the pile. 

Depth of Tip 

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

considered to be 0.0 m (ft). 

Driving Strength Loss 

The five inputs under the title "Range of Estimated Driving Losses" are used by DRIVEN to 

compute the "GRLWEAP Input Friction Loss/Gain Factor values". These values are written to 

the driveability file and used by the GRLWEAP software to perform its driveability analysis. 

This section will briefly overview the loss/gain factors and discuss how the five friction loss/gain 

factors are determined by the DRIVEN program. 

One to 10 friction gain/loss factors for both skin friction (shaft resistance in GRLWEAP) and end 

bearing (toe resistance in GRLWEAP) can be entered into the GRLWEAP program. The 

DRIVEN program will write five friction gain/loss factors as discussed below. DRIVEN also 

writes five values of 1.0 for the end bearing friction gain/loss factors. This means the end 

bearing is assumed to have no strength loss during driving. The remainder of this section will 

concentrate on the skin friction gain/loss factors. 

Each of the friction gain/loss factors in GRLWEAP are analyzed separately. If there are five 

friction gain/loss factors, there will be five driveability analyses. An individual gain/loss factor is 

the estimated percent strength remaining during driving in the soil layer that loses the most 

strength during driving, (expressed as a decimal). For example, assume a soil profile having 

three layers and the following strength losses: 

33 

DRIVEN - User's Manual 
Layer Estimated strength loss during 

driving 

1 20% 

2 35% 

3 10% 

The layer that loses the most strength during driving is layer No.2. It is estimated that this 

layer loses 35% of its strength. So there is 65% (100% -35%) of the strength remaining in this 

layer during driving. The shaft resistance gain/loss factor for this soil profile is 0.65. 

During the driveability analysis, the GRLWEAP program uses a setup factor to account for the 

different soil layer strength losses. 

The Driven program writes five friction gain/loss factors -- the initial one and four others based 

on the initial factor. The "Range of Estimated Driving Losses" is used to determine the 

remaining four friction gain/loss. The remainder of the section will discuss how these are 

calculated. 

In the example soil profile above, the percent strength loss during driving was estimated. This 

estimate may be too high, or it may be to low. Therefore, in the driveability analysis a range of 

friction gain/loss factors are used. This process allows the user to evaluate a set of estimated 

driving losses. 

The GRLWEAP driveability analysis is a set of one to 10 analyses depending on the number of 

gain/loss factors specified. If there are five friction gain/loss factors, there will be five separate 

analyses during the driveability analysis each using a different gain/loss factor. Each analysis 

will use the same basic soil profile, the same hammer, and the same pile. The difference 

between each analysis is the loss/gain factor. There will be a different strength loss in the layer 

that loses the most strength as defined by the set of friction gain/loss factors. The strength loss 

in the other soil layers will be adjusted by the setup. 

By default, the Driven program will write the five 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 friction 

gain/loss factors would be calculated as: 

DRIVEN - User's Manual 

34 
RANGE CALCULATION DRIVING FRICTION GAIN/LOSS FACTOR 

LOSS (1-Driving loss) 

20% more strength loss 0.35(120%) 0.420 0.580 

10% more strength loss 0.35(110%) 0.385 0.615 

Estimated strength loss 0.35(100%) 0.350 0.650 

10% less strength loss 0.35(90%) 0.315 0.685 

20% less strength loss 0.35(80%) 0.280 0.720 

Within the GRLWEAP driveability analysis, the first analysis will assume that the layer which 

losses the most strength will loses 42% of it strength. For the second analysis, the same layer 

will lose 38.5% of its strength, and so on until all five analyses are done. The strength loss in 

the remaining soil 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 1 00% increases the strength loss, a 

value less than 1 00% reduces the strength loss. For further explanation of the friction loss/gain 

factors, please refer to the GRLWEAP manual. 

Filename 

The filename is the name of the driveability file. This can be any name, as long as it has the 

extension" .gwi". The extension can be omitted when saving the file and the DRIVEN program 

will automatically add it when the file is created. The GRLWEAP software will recognize the 

".gwi" extension and display the file for use. 

The Browse button can be pressed to bring up a standard Windows file selection dialog box. 

This dialog box is used to select the location and name for the driveability file. 

Once all the options for the driveability file have been set, press the Create File button. When 

DRIVEN is finished writing the file, it will display a message acknowledging that the driveability 

file has been created. Additional files may be created at this time or press the Exit button to 

return to the main menu of the program. 

35 

DRIVEN - User's Manual 
CHAPTER 6 - FILE MANAGEMENT 

There are three situations when it is appropriate to use the file management capabilities of the 

DRIVEN software: immediately after creating a new project, after editing an existing project, 

and when loading an existing project. DRIVEN handles file management in the same 

standardized manner as other Windows programs. 

Figure 6-1 shows the File dropdown menu when a project is in memory. There are five specific 

file management options available along with a "Most Recently Used" (referred to as MRU) file 

list. The five file operations are: New, Open, Close, Save, and Save As. The DRIVEN program 

maintains an internal list of the last four files that have been accessed, with the most recent 

files located at the top of the list. Any of these four files can be chosen by selecting it from the 

menu. DRIVEN will load the file into memory when the menu choice is made. 

Open 

ii Driven - C:\GEOTECH\DRIVEN\FINALE-1\EX9.DRV RIiIE3 

.. froiect .l:!.utput Qriveability. Help 

!:J.ew 

!!pen .. ; 

,CIoS8 

~a\le 

S~veAs; .. 

E~it 

Creates a new docurnent 

Figure 6-1. File drop down menu when a project is in memory. 

This menu choice allows a previously saved DRIVEN project to be loaded into the program 

memory. When chosen, DRIVEN will present a standard Windows open file management 

dialog box. Figure 6-2 shows an example of this dialog box. 

DRIVEN - User's Manual 

36 
File name: folders: 

c:\work\driven\progt 

.:j c:\ 

·~work 

:.J driven 

':3 progs 

tist files of b'pe: Driyes: 

I I Driven Files (".DRV) ill r-....:)-. -c;-w-or-k-dr-iv8---ij"""l 

Figure 6-2. Open dialog box. 

OK 

Cancel 

Figure 6-2 is an example of the standard Windows file management dialog box that DRIVEN 

will display. This dialog box is used to navigate through the directory structure and find the 

place where the data files are located. Using the mouse, select the desired file and press the 

OK button. DRIVEN will load the file and place it into memory for use. When a project is in 

memory, the name of the file is identified in the title bar of the DRIVEN program. For examples, 

"DRIVEN - D:\DRIVEN\DATA\FILE1.DRV." When no project is in memory, the title bar will only 

show the name of the DRIVEN program. 

Close 

When finished using the project in memory, select the Close menu choice to close the data file. 

The program will first prompt the user to save the file. To keep the changes made to the data 

file, press Yes, otherwise, the file will be closed and the updated items not saved. When 

DRIVEN closes the project, it will update the MRU list with the name of the file. 

Save 

If changes have been made to an existing project, select the Save menu item to save the data 

file. DRIVEN will use the current filename and save the project. If creating a new project and 

no filename has yet been selected, DRIVEN will automatically select the Save As function so 

that a filename for the project can be entered. 

Save As 

Select the Save As function after creating a new project, or modifying an existing project that is 

to be saved under a different filename. When this menu choice is selected, a standard 

Windows dialog box similar to the one shown in figure 6-3 will be displayed. 

37 

DRIVEN - User's Manual 
Save As IIEJ 

File name: folders: 

c:\work \driven\progs 

.,jJ c:\ 

...31 work . 

. jj driven 

~5J'progs 

Save file as !Jpe: Dri.x:el: 

!Driven Files (-.DRV) ::::oJ t"-u";;. ,;;;.. .. c:-.-w-or~k~dr~iv-e---3" 

Figure 6-3. Save As dialog box. 

OK 

Cancel 

Figure 6-3 demonstrates the Save As dialog box. This dialog box functions just like the Open 

file dialog box. It can be used to navigate the directory structure to locate the desired directory. 

When the desired location has been identified, type in a new filename making sure the file 

extension used is ".drv" and press the OK button The extension can be omitted and the 

DRIVEN program will add it automatically. The specific details of where to locate the data file 

are left up to the user. 

38 

DRIVEN - User's Manual 
CHAPTER 7 - ENGINEERING BACKGROUND 

This section discusses the engineering background used for the development of the analytical 

aspects of the DRIVEN software. 

The DRIVEN 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.a!. (1997). The Nordlund and Tomlinson static analyses methods used by the 

program are semi-empirical methods and have limitations in terms of correlations with field 

measurements and pile variables which can be analyzed. The user is encouraged to review 

further information on this subject in the "Design and Construction of Driven Pile Foundations" 

manual (Hannigan, et.a!. 1997). 

Ultimate Vertical Load Capacity 

A single pile derives its load-carrying ability from the frictional resistance of the soil around the 

shaft and the bearing capacity at the pile tip: 

where: 

and: 

in which: 

Ap = area of pile tip 

q p = bearing capacity at pile tip 

Is = ultimate skin resistance per unit area of shaft 

Cd = effective perimeter of pile 

L = length of pile in contact with soil 

z = depth coordinate 

[1 ] 

[2] 

[3] 

The main requirement for design is to estimate the magnitude of Is with depth for friction piles 

and q p for end bearing piles. 

39 

DRIVEN - User's Manual 
Point Resistance 

The point bearing capacity can be obtained from the equation: 

[4] 

Where N c ' N q , and Nr are dimensionless parameters that depend on the soil friction angle tjJ. 

The term c is the cohesion of the soil, q is the vertical stress at pile tip level, B is the pile 

diameter (width), and r is the unit weight of the soil. 

The soil strength parameters, c and tjJ, the unit weight r , and the vertical stress q may be 

considered in terms of effective stress or total stress. 

Total Stress Analysis 

For an undrained analysis, tjJ equals zero and c equals the undrained shear strength, Su. 

With tjJ = 0, N r = 0 and Nq = 1. Combining equations [2] and [4], and considering the pile 

weight the following equation applies: 

[5] 

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

Effective Stress Analysis 

For these conditions, equations [2] and [4] combine as follows: 

[6] 

In most cases, "hfBNr and eNc are small when compared to qNq • The net point bearing 

capacity can be approximated as: 

Qpnet == ApqN'q [7] 

where q = O'vo ' the effective vertical stress at tip level, and Nq is a dimensionless bearing 

capacity factor that varies with ¢. 

DRIVEN uses a variation of [7] (Thurman 1964): 

[8] 

DRIVEN - User's Manual 

40 
where: 

N; = bearing capacity factor from figure 7-1 

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

If DRIVEN computes a pile point resistance exceeding the limiting value suggested by 

Meyerhof (1976)(figure 7-2), then the limiting value is used by the program. 

Shaft Resistance 

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

in which: 

Co = pile soil adhesion 

uh = normal component of stress at pile-soil interface 

8 = pile-soil friction angle 

[9] 

The normal stress (Th is related to the vertical stress (Tv as uh = K * U v ' where K is a 

coefficient of lateral stress. Substituting into equation [9] produces this result: 

[10] 

Total Stress Analysis 

For a rp = 0 or total stress analysis, equation [10] reduces as follows: 

[11] 

where the adhesion c. is usually related to the undrained shear strength s. in the following 

way: 

c =a*s o • [12] 

where a is an empirical adhesion coefficient that depends mainly upon the following factors: 

nature and strength of the soil, type of pile, method of installation, and time effects. Figures 7-3 

and 7-4 present the a values used by the program as suggested by Tomlinson (1979, 1980). 

Effective Stress Analysis 

Equation [10] reduces to 

Is = Co + K* (Tv * tan(8) == K* U V * tan(8) [13] 

41 

DRIVEN - User's Manual 
Because ca is either zero or small compared to K * U v * tan( t5) . 

The main difficulty in applying the effective stress approach lies in having to predict the normal 

effective stress on the pile shaft (if" = K * uv ) . 

Nordlund (1963,1979) developed a method of calculating skin friction based on field 

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 

differences in pile materials. 

Nordlund (1963,1979) suggests the following equation for calculating the ultimate skin 

resistance per unit area: 

[14] 

combine [3] with [14] to calculate the frictional resistance of the soil around the pile shaft as 

follows: 

Q = LfK C P sine aJ + t5) C dz s 0 0 j d cos( aJ ) d [15] 

which simplifies for non-tapered piles (aJ = 0) as follows: 

L 

Qs = fKoCjPd sin(g)Cddz [16] 

o 

in which: 

Qs = total skin friction capacity 

Ko = coefficient of lateral stress at depth z 

Pd = effective overburden pressure 

aJ = angle of pile taper 

g = pile-soil friction angle 

Cd = effective pile perimeter 

C j = correction factor for Ko when g =j: 0 

To avoid numerical integration, computations are performed for pile segments within soil layers 

of the same effective unit weight and friction angle. The equation [16] becomes 

Qs = LKliCjiPd; sin(b;)Cd;D/ [17] 

;=1 

42 

DRIVEN - User's Manual 
where: 

n = number of segments 

D; = thickness of single segment 

Figures 7-5,7-6,7-7 and 7-8 give values of Ko versus fjJ with 0 equal to fjJ. Figure 7-9 gives a 

correction factor to be applied to Ko when 0 is not equal to fjJ. Figure 7-10 gives o/~ for 

different pile types and sizes. 

Figure 7-11 shows the correction factor of field SPT N-Values for the influence of effective 

overburden pressure. 

These figures and equations [8] and [17] are used to calculate the ultimate bearing capacity of a 

pile in sand. For a step-by-step application of Nordlund's method, the reader is referred to 

Hannigan et. al (1997). 

The remainder of this section presents graphs and tables of the above-described curves as 

used by the DRIVEN program. 

Plugging of Open End Pipe Piles 

The DRIVEN computer program follows the guidelines below for the analysis of open-end pipe 

piles with regard to plugging. As with other soil types, the skin friction and end bearing depend 

on the soil type. However, the skin friction and end bearing for the open end pipe piles in 

cohesive material is also dependant on whether it's during driving, or at a time after setup has 

occurred (restrike, ultimate). In granular materials, skin friction and end bearing are also 

dependent on the ratio of pile width to pile toe depth. 

The open-ended pipe pile is considered to be either unplugged, acting like a non-displacement 

pile (Le., H-pile), or plugged, acting like a displacement pile (Le., closed end pipe pile). The 

chart below describes when the pile is considered to be plugged or unplugged. 

In this chart, D = B = pile"width and L = pile length. 

Cohesive 

Skin Friction 

Driving - Unplugged (Use alpha for L > 40B in Tomlinson's charts) 

Restrike/Ultimate - Plugged (use actual UB) 

End Bearing 

Driving - Unplugged (No end bearing) 

Restrike/Ultimate - Plugged (use actual UB) 

DRIVEN - User's Manual 

43 
Granular 

Skin Friction 

Driving/Restrike/Ultimate 

L < 30 D No plug (non displacement pile) 

L> 30 D Plugged (displacement pile) 

End Bearing 

Driving 

L < 30 D No plug (no end bearing) 

L > 30 D Plugged (full end bearing) 

Static/Ultimate 

Plugged (full end bearing) 

DRIVEN - User's Manual 

44 
Table 7-1a. Nq factor for point resistance contribution 

(digitized curve from figure 7-1a) 

fjJ (degrees) 

15.0 

17.5 

20.0 

22.5 

25.0 

27.5 

30.0 

32.5 

35.0 

37.5 

40.0 

42.5 

45.0 

Value ofNq 

4.8 

6.2 

8.2 

12.0 

15.0 

21.0 

30.0 

43.0 

64.0 

98.0 

160.0 

265.0 

475.0 

Note: The friction angle permitted by DRIVEN varies 

between 15 and 45 degrees. 

Table 7-1b. a factor for point resistance contribution 

(digitized curves from figure 7-1b) 

Values of a 

fjJ (degrees) D/B = 45 D/B=30 D/B=20 

20.0 0.177 0.256 0.365 

20.5 0.190 0.276 0.375 

22.5 0.242 0.319 0.416 

25.0 0.318 0.389 0.470 

27.5 0.400 0.460 0.525 

30.0 0.490 0.520 0.580 

32.5 0.578 0.605 0.637 

35.0 0.660 0.670 0.680 

36.5 0.700 0.700 0.700 

37.5 0.715 0.715 0.715 

40.0 0.750 0.750 0.750 

42.5 0.780 0.780 0.780 

45.0 0.800 0.800 0.800 

Note: 1. If fjJ < 20.50 , DRIVEN uses fjJ = 20.50 

2. If fjJ > 450 , DRIVEN uses fjJ = 450 

DRIVEN - User's Manual 

45 
1.0 

0.4 

(Xt 

Coefficient 0.3 

0.2 

Dl/t F~E 

2) 

3) 

4~ 

ti :> 

~ 

~ 

, 

/ 

V 

~ ~ I' L",ooo ~ 

~ ~ 

~ ~ 

~ 

~ ~ 

i.o-' I--' "'" ~ t; ~ 

D = Embedded Pile Length 

b = Pile Diameter or Width 

~ ~ 

0.1 

15 20 25 30 35 40 45 I 7-1a 

1,000 

100 

Bearing 

Capacity 

Factor, N'q 

I 7-1b 

10 

1 

15 

,,- ~ 

~ ~ 

I' 

20 25 

~ (degrees) 

u 

lL 

IL V 

~ V 

~ 

~ 

.., I"" 

~ ~ " 

" 

30 35 40 45 

~ (degrees) 

Figure 7-1. Chart for Estimating at Coefficient and Bearing Capacity Factor N'q (Chart modified from 

Bowles, 1977). 

DRIVEN - User's Manual 

46 
Table 7-2. Relationship between maximum unit pile point resistance and 

¢ for cohesion less soils 

(digitized curve from figure 7-2) 

¢ (degrees) Limiting Unit Point 

Resistance (kPa) 

30.00 

31.25 

32.50 

33.75 

35.00 

36.25 

37.50 

38.75 

40.00 

41.25 

42.50 

43.75 

637.8 

1077.3 

1915.2 

3112.2 

5151.9 

7785.3 

11251.8 

15273.7 

19994.7 

25137.0 

30528.3 

35316.3 

Note: 1. If ¢ < 300, DRIVEN uses the value for ¢ = 300 

2. If ¢ > 43.75°, DRIVEN uses the value for ¢ = 43.75° 

DRIVEN - User's Manual 

47 
40,000 

30,000 

Limiting 

Unit Toe 20,000 

Resistance, qL 

(kPa) 

10,000 

o 

30 

:g 

I c 

CD 

~ / 

> I 

I 

/ 

'( 

'- CD V c J CD 

0 

)1 

V 

E 1/ :::J 

as / ::! 

V 

in 

0 V 0 ./ -' 

-~ V~ry L - 0081 

35 40 45 

Angle of Internal Friction, ~ (degrees) 

Figure 7-2. Relationship Between Maximum Unit Pile Toe Resistance and Friction Angle for Cohesion less 

Soils (after Meyerhof. 1976). 

48 

DRIVEN - User's Manual 
Table 7-3. Adhesion values for piles in cohesive soils (Tomlinson 1979) as 

presented by FHWA, 1982 

(digitized curves from figure 7-3) 

Undrained Shear Concrete, Timber, Corrugated Smooth Steel Piles 

Strength Steel Piles 

(kPa) L>40B L = 10B L>40B L = 10B 

11.0 11.01 12.45 11.01 11.01 

18.4 18.43 19.15 18.43 14.84 

23.9 23.94 23.94 23.94 19.63 

38.3 38.30 37.11 38.30 31.84 

47.9 47.88 45.49 45.49 38.30 

71.8 71.82 59.85 62.00 50.75 

81.4 77.57 63.44 67.27 53.63 

86.2 81.40 65.12 69.67 55.54 

95.8 86.42 65.60 72.54 55.78 

100.5 87.14 64.16 74.45 54.34 

105.3 87.14 62.72 75.65 53.63 

110.1 86.90 61.77 74.69 52.43 

114.9 86.18 58.41 74.45 50.27 

119.7 85.71 55.78 73.02 47.88 

129.3 80.44 50.27 69.90 43.09 

138.9 75.65 45.96 64.16 39.02 

143.6 72.06 44.05 62.24 37.83 

148.4 69.67 43.09 60.33 36.87 

153.2 68.23 41.18 

165.9 65.12 39.50 

49 

DRIVEN - User's Manual 
100 

80 

Pile 60 

Adhesion, ca 

(kPa) 40 

20 

o 

o 

~ 

0 / 

I .' 

./ 

I 

V ,,~ 

~ " ~ 

)/~ ~ -'~ 

,_. 

1/ " ,,' ~~ 

~.1 

50 

~ --"-

",,- ~, "' ~ D .... ' ... "- "7 

""- " r>< r-- j'.... '<.. ~- r't ""-

I--. .... ~ 

1'" " 1\ ..... ........ "-

\ '. 

D = ot 

100 150 

Undrained Shear Strength, Cu (kPa) 

Concrete, Timber, Corrugated Steel Piles 

---- Smooth Steel Piles 

I>~ 

D = Distance From Ground Surface to Bottom of Clay Layer or 

Pile Toe; Whichever is Less 

b = Pile Diameter 

Figure 7-3. Adhesion Values for Piles in Cohesive Soils (after Tomlinson, 1979). 

DRIVEN - User's Manual 

ot 

200 

50 
L < 10B 

Su (kPa) 

0.00 

478.8 

Table 7 -4a. Adhesion factors for Driven piles in clay 

(a method, Tomlinson 1980) 

(digitized curves from figure 7-4a) 

Piles Driven Through Overlying Sands or Sandy Gravels 

L=20B L>40B 

a Su (kPa) a Su (kPa) 

1.00 0.00 1.000 0.00 

1.00 23.69 1.000 23.69 

75.79 1.000 35.49 

88.17 0.972 46.08 

99.97 0.935 57.88 

108.96 0.899 68.38 

117.96 0.845 77.87 

128.96 0.789 88.17 

141.95 0.750 99.97 

238.92 0.750 108.96 

118.96 

131.95 

142.95 

157.95 

238.92 

DRIVEN - User's Manual 

a 

1.000 

1.000 

0.972 

0.941 

0.896 

0.845 

0.789 

0.727 

0.648 

0.592 

0.535 

0.451 

0.414 

0.389 

0.389 

51 
L> 20B 

Su (kPa) 

24.19 

36.79 

49.98 

63.88 

77.57 

92.57 

104.96 

117.96 

133.95 

149.95 

227.92 

Table 7-4b. Adhesion factors for Driven piles in clay 

(a method, Tomlinson 1980) 

(digitized curves from figure 7-4b) 

Piles Driven Through Overlying Soft Clay 

a 

0.838 

0.778 

0.740 

0.707 

0.685 

0.677 

0.671 

0.658 

0.641 

0.616 

0.526 

L = 108 

Su (kPa) 

21.59 

33.89 

42.59 

53.88 

65.78 

77.57 

90.27 

102.96 

115.96 

128.96 

141.95 

217.92 

DRIVEN - User's Manual 

a 

0.532 

0.466 

0.416 

0.378 

0.345 

0.323 

0.301 

0.293 

0.274 

0.266 

0.247 

0.184 

52 
L>408 

Su (kPa) 

73.37 

83.37 

93.67 

104.96 

114.96 

124.96 

134.95 

146.95 

160.94 

172.94 

184.94 

197.93 

211.93 

238.92 

Table 7 -4c. Adhesion factors for Driven piles in clay 

(a method, Tomlinson 1980) 

(digitized curves from figure 7-4c) 

Piles Without Different Overlying Strata 

a 

1.000 

0.973 

0.918 

0.822 

0.740 

0.658 

0.564 

0.479 

0.411 

0.370 

0.329 

0.301 

0.299 

0.299 

L = 108 

Su (kPa) 

23.69 

33.19 

42.86 

52.58 

62.58 

73.17 

84.17 

93.67 

101.96 

108.96 

116.96 

125.96 

136.95 

146.95 

160.94 

175.94 

238.92 

DRIVEN - User's Manual 

a 

0.984 

0.959 

0.940 

0.907 

0.874 

0.822 

0.767 

0.707 

0.630 

0.548 

0.466 

0.392 

0.332 

0.288 

0.250 

0.238 

0.238 

53 
·. .' 

1.00 ~ 

, 

IIJ l~,~~('(";~ ..•............ , Sand or 

0.75 lii~!i ;~; Sandy 

" Gravels 

Adhesion - ,.., - - 0.50 

Factor, a Stiff ./ Clay .. 0:25 ~. 

0.00 

0 50 100 150 200 250 

7-4 (a) Undrained Shear Strength, cu(kPa) 

", ". .. 

1.00 - ~ ~ Soft '. 

0.75 ..... Clay ~ 

Adhesion 

0.50 JF"'. 

Factor, a ~ Stiff 

- v Clay 0.25 ... 

0.00 

0 50 100 150 200 250 

7-4 (b) Undrairl~d Shear Strength, 'cu(kp'a) 

". " 

.. ' 

, 

1.00 , 

- 0.75 I'l 

Adhesion , I' R 0.50 "- .. Clay Factor, a ~ 11 0.25 'l/' 

ii [) 

0.00 

0 50 100 150 200 250 

" 7-4(c) ... ,,' 

Undrained Shear Strength,cu (kPa) .. ". .. ;'.;' .. . ... ,. ,"., . .., 

Figure 7-4. Adhesion factors for driven piles in clay (a method, Tomlinson 1980). 

54 

DRIVEN - User's Manual 
Table 7-5. Design curves for evaluating Ks for piles when 

t/J = 25° 

(digitized curves from figure 7-5) 

Taper OJ K. values 

(degrees) 

V = 0.0093 V = 0.093 V= 0.93 

0.00 0.700 0.850 1.000 

0.10 0.739 0.902 1.050 

0.20 0.817 0.992 1.136 

0.30 0.922 1.085 1.237 

0.40 1.042 1.206 1.349 

0.50 1.194 1.353 1.478 

0.60 1.400 1.536 1.646 

0.70 1.614 1.703 1.789 

0.80 1.808 1.886 1.944 

0.90 2.073 2.116 2.147 

1.00 2.322 2.337 2.361 

1.07 2.559 2.559 2.559 

1.20 2.917 2.917 2.917 

1.30 3.169 3.169 3.169 

1.40 3.383 3.383 3.383 

1.50 3.578 3.578 3.578 

1.60 3.733 3.733 3.733 

1.70 3.869 3.869 3.869 

1.80 3.986 3.986 3.986 

1.90 4.072 4.072 4.072 

2.00 4.130 4.130 4.130 

Notes: 1. Volume in m3/m 

2. If t/J < 25° then DRIVEN uses the t/J = 25° curve 

55 

DRIVEN - User's Manual 
tan co 

7 

6 

5 

4 

3 

2 

1.00'--1 

0.85 -

0.70 r 

01.001.001.001.001.00 

01'-1.0(\.101'-1.0(\.101'-1.0 

O..-(W')I.OI'-CX)O(\.loq-l.Ol'-

000000..-..-..-..-..-

00000000000 

cicicicicicicicicicici 

./ 

~ 

.,. ...oIIII!!I ~ 

~ r ~ ~ ;;..' 

-.....:::; ~ ~ --v =c .93 

---~ i--""'" ? l-I---

---:. ~ i""" .......... --v =c .09 - ~ .... V =c .00 

o 

0.0 0.5 1.0 

./ 

~ 

m" 

3rT 

93 

L 

m 

"1m 

n"l 

co (degrees) 

". i--""'" 

V 

./ '" 

rn 

1.5 

Figure 7-5. Design curves for evaluating K6 for piles when t/J = 25° (after Norlund 1979). 

DRIVEN - User's Manual 

-~ 

2.0 

56 
Table 7-6. Design curves for evaluating K6 for piles when 

(J = 30° 

(digitized curves from figure 7-6) 

Taper OJ K6values 

(degrees) 

V = 0.0093 V = 0.093 V= 0.93 

0.00 0.850 1.150 1.450 

0.10 1.043 1.408 1.745 

0.20 1.260 1.629 1.978 

0.30 1.551 1.958 2.339 

0.40 2.017 2.435 2.746 

0.50 2.560 2.928 3.180 

0.60 3.180 3.444 3.638 

0.70 3.770 3.936 4.072 

0.80 4.332 4.421 4.499 

0.90 4.925 4.925 4.925 

1.00 5.360 5.360 5.360 

1.10 5.701 5.701 5.701 

1.20 5.934 5.934 5.934 

1.30 6.127 6.127 6.127 

1.40 6.244 6.244 6.244 

1.50 6.329 6.329 6.329 

1.60 6.399 6.399 6.399 

1.70 6.456 6.456 6.456 

1.80 6.487 6.487 6.487 

1.90 6.494 6.494 6.494 

2.00 6.494 6.494 6.494 

Note: Volume in m3/m 

57 

DRIVEN - User's Manual 
tan co 

7 

6 

5 

4 

3 

2 

1.45-

1.15-r 

0.85-

OLOOLOOLOOLOOLOO 

OI'-LOC\.IOI'-LOC\.IOI'-LO 

O..-(I')LOI'-Q)OC\.l~LOI'-

000000..-..-..-..-..-

00000000000 

. . . . . . . . . . . 00000000000 

/ 

~ 

/ 

,J 

, 

~ /I '/ 

/// 

/1 'I 

j /1 

/1 / 

/ /' 

'1 / 

fi ./ I 

/ / 7-"-

./ ./ '" / V O. 93 n'" ~ 

./ 

, / ~ 

./-.... ....... v: O. )93 m" m ~ .............. 

'-.. V= 0; 09 3m I"'m 

o 

0.0 0.5 1.0 

./ " 

CO (degrees) 

---- i--""'"' 

1.5 

Figure 7-6. Design curves for evaluating K6 for piles when fjJ = 300 (after Norlund 1979). 

DRIVEN - User's Manual 

2.0 

58 
Taper (j) 

(degrees) 

0.00 

0.10 

0.20 

0.25 

0.30 

0.40 

0.50 

0.60 

0.75 

0.88 

1.00 

1.11 

2.00 

Table 7-7. Design curves for evaluating K/I for piles when 

fjJ = 35° 

(digitized curves from figure 7-7) 

K/lvalues 

v = 0.0093 

1.15 

1.47 

2.00 

2.32 

2.90 

4.18 

5.42 

6.81 

8.55 

9.75 

10.18 

10.34 

10.34 

v = 0.093 

1.75 

2.01 

2.59 

2.98 

3.56 

4.66 

5.65 

6.85 

8.55 

9.75 

10.18 

10.34 

10.34 

V= 0.93 

2.35 

2.76 

3.37 

3.72 

4.26 

5.19 

6.08 

7.12 

8.55 

9.75 

10.18 

10.34 

10.34 

Notes: Volume in m3

/m 

DRIVEN - User's Manual 

59 
12 

10 

8 

4 

2.35-

1.752 

1.15-

tan c.o 

01.001.001.001.001.00 

0r'--1.OC\.I0r'--1.OC\.I0r'--1.O 

0 ...... (l')1.Or'--COOC\.loq-l.Or'-- 000000 .............................. 00000000000 

. . . . . . . . . . . 00000000000 

+- ./ 

/ 

, 

I 

I 

J 

1/ 

h 

1/ 

£ fJ In 

/ '/ 'I' 

/ 1/ 

/ "j / 

./ 

, /J ~ 

/ 7- "- v =0 93 mOil m ~ A- 'V =0 09 m 1m 

V ---- V =0 00 3 r rt

3

/n 

o 

0.0 0.5 1.0 

c.o (degrees) 

1.5 

Figure 7-7. Design curves for evaluating KII for piles when tjJ = 350 (after Norlund 1979). 

DRIVEN - User's Manual 

2.0 

60 
Table 7-8, Design curves for evaluating K. for piles when 

f/J = 40° 

(digitized curves from figure 7-8) 

Taper (j) K.values 

(degrees) 

V = 0.0093 V = 0.093 V= 0.93 

0.00 1.70 3.00 4.30 

0.10 5.12 6.352 7.04 

0.15 7.36 8.00 8.48 

0.22 10.56 10.56 10.56 

0.30 13.60 13.60 13.60 

0.40 15.84 15.84 15.84 

0.43 16.64 16.64 16.64 

0.50 17.28 17.28 17.28 

0.56 17.54 17.54 17.54 

2.00 17.54 17.54 17.54 

Notes: Volume in m3/m 

For friction angles greater than 40° , DRIVEN uses the 40° table 

61 

DRIVEN - User's Manual 
20 

15 

Ka 10 

4.30~ 

3.00-

1.70-

tan ro 

OLC)OLC)OLC)OLC)OLC)O 

OI'-LC)C\lOI'-LC)C\lOI'-LC) 

O'-MLC)l'-o)OC\l~LC)1'-

000000,-,-,-,-,-

00000000000 

c::ic::ic::ic::ic::ic::ic::ic::ic::ic::ic::i 

V 

I 

II 

I 

I 

I 

I--

h "'-.. llli "-..... v o. 93 ~31 n 

~I -I--- V o. 093 rn3 rn 

r -r-- V o. 009 3rT 3/rT 

o 

0.0 0.5 1.0 

ro (degrees) 

1.5 

Figure 7-8. Design curves for evaluating K. for piles when tjJ = 40° (after Norlund 1979). 

DRIVEN - User's Manual 

2.0 

62 
Table 7-9. Correction factor for K. when 8 ¢ r/J 

(digitized curve from figure 7-9) 

Correction Factor 

r/J is / ¢ = 

(degrees) 0.2 0.4 0.6 0.8 1.0 1.2 1.4 

14 0.83 0.90 0.95 0.99 1.00 1.01 1.02 

18 0.77 0.85 0.92 0.98 1.00 1.02 1.03 

22 0.71 0.80 0.89 0.97 1.00 1.02 1.03 

26 0.64 0.74 0.85 0.95 1.00 1.02 1.04 

30 0.58 0.69 0.82 0.94 1.00 1.03 1.06 

34 0.50 0.63 0.77 0.92 1.00 1.05 1.08 

38 0.42 0.56 0.72 0.90 1.00 1.07 1.10 

42 0.32 0.49 0.66 0.87 1.00 1.09 1.13 

45 0.24 0.43 0.62 0.84 1.00 1.12 1.16 

63 

DRIVEN - User's Manual 
Correction 

Factor, CF 

1.5 

1.0 

0.5 

0.0 

o 

--r--. 

""" -

10 

....... ioo. -~ ~ t--ioo. 

i""'" -i""'" 1"-0.. r---. 

i""'" r-... I"""'-

r-.... 

20 30 

<I> (degrees) 

Figure 7-9. Correction factor for K6 when () *" fjJ {after Norlund 1979}. 

DRIVEN· User's Manual 

rr--. 

~ 

B/( ~ = 1 4 

i.--~ t:: 1 2 

-t II\. I IV 

~ r--r0- o Is ....... ....... 

i'oo.. I"""'-r--. ~ 

--r--.. u 10 ........ """ ....... r'" ~ n IA ...... i"- v • .,. 

.... r-- 1'\ I" u I' 

40 50 

64 
Table 7-10. Relation of 8/ tjJ and pile displacement, V, for 

various types of piles 

(digitized curves from figure 7-10) 

Volume Values of 8/ tjJ 

m3/m curve a curve b curve c curve d curve g 

0.028 0.342 0.404 0.466 0.571 0.643 

0.037 0.410 0.466 0.525 0.637 0.696 

0.046 0.466 0.519 0.581 0.689 0.748 

0.056 0.516 0.562 0.630 0.736 0.792 

0.065 0.559 0.602 0.671 0.776 0.826 

0.074 0.593 0.637 0.708 0.814 0.860 

0.084 0.627 0.665 0.739 0.845 0.888 

0.093 0.652 0.693 0.767 0.873 0.916 

0.102 0.673 0.712 0.789 0.894 0.936 

0.111 0.697 0.734 0.813 0.917 0.958 

0.121 0.717 0.751 0.832 0.936 0.976 

0.130 0.733 0.766 0.848 0.953 0.994 

0.139 0.749 0.781 0.864 0.971 1.013 

0.149 0.763 0.793 0.877 0.985 1.024 

0.167 0.788 0.816 0.904 1.013 1.051 

0.177 0.798 0.825 0.914 1.024 1.062 

for curve f: 

volume (m3/m) 0.007 0.009 0.019 0.028 0.037 

8/ tjJ value 0.727 0.747 0.827 0.8875 0.933 

Note: If the pile volume is greater than the maximum volume contained 

in the table, DRIVEN uses the maximum 8/ tjJ value. 

Curve a - Closed end pipe and non-tapered portion of monotube 

Curve b - Timber 

Curve c - Pre-Cast Concrete 

Curve d - Raymond Step Taper 

Curve e - Raymond Uniform Taper 

Curve f - Non-Displacement Steel 

Curve g - Tapered portion of monotube 

DRIVEN - User's Manual 

0.046 

0.972 

curve e 

0.801 

0.845 

0.888 

0.925 

0.960 

0.994 

1.025 

1.053 

1.081 

1.110 

1.135 

1.159 

1.184 

1.207 

1.252 

1.270 

0.049 

0.980 

65 
0.25 

0.20 

-!--

V I 0.15 o ume, 

V 

3 ) 0.10 (m 1m 

0.05 

0.00 

0.00 

L.,..o 

0.25 

J 

') 

~ 

V'. II' 1/ ~ ~ V 

"'", I~ 

10" ~ 

~ 

0.50 

la l 

I 

III 

I 

'/ 

~1 

II J 

J II 

I II 

'I J II 

1/ J 

If lL 

V 1/ 1/ 

1./ ~ 

1/ ~ 

1/ '/ 

IL !" . 

0.75 

0/<1> 

C (J Q e 

L II I ~. II 

J J I I 

:1 I II 

, 1/ II 

-.l-' -.J. 

II If 1/ 

J J 

II l If 

J J 

If 

'I' 

1/ f 

lL IL 

It' 

V 

1.00 1.25 

a. Closed end pipe and non-tapered portion of monotube piles 

b. Timber piles 

c. Precast concrete piles 

d. Raymond step-taper piles 

e. Raymond uniform taper piles 

f. H-piles 

g. Tapered portion of monotube piles 

1.50 

Figure 7-10. Relation of 0/ t/J and pile displacement, V, for various types of piles (after Norlund 1979). 

66 

DRIVEN· User's Manual 
Table 7-11. Chart for correction of N-values in sand for 

influence of effective overburden pressure 

(digitized curve from figure 7-11) 

Effective Overburden 

Pressure (kPa) 

Correction Factor 

o 

23.94 

47.88 

71.82 

95.76 

119.7 

143.64 

167.58 

191.52 

215.46 

239.4 

263.34 

287.28 

311.22 

335.16 

359.1 

383.04 

406.98 

430.92 

454.86 

478.8 

2.000 

1.470 

1.200 

1.080 

1.000 

0.940 

0.875 

0.800 

0.770 

0.740 

0.700 

0.660 

0.620 

0.600 

0.580 

0.560 

0.5375 

0.520 

0.500 

0.4875 

0.470 

DRIVEN - User's Manual 

67 
Effective 

Vertical 

Overburden 

Pressure, 

(kPa) 

0.4 

o 

100 

200 

300 

400 

500 

L 

I 

II 

I 

I 

I 

, 

II 

I 

I 

Correction Factor, CN 

0.8 1.2 1.6 2.0 

~ ~ 

~ "".-- V 

1/ 

/ 

J " ,/ 

I 

/ 

I 

Figure 7-11. Chart for correction of N-values in sand for influence of effective overburden pressure (after 

Peck et. al. 1974). 

68 

DRIVEN - User's Manual 
Relationship between standard penetration test 

and fjJ (friction angle) 

SPT N Value fjJ (degrees) 

5.0 

10.0 

15.0 

20.0 

25.0 

30.0 

35.0 

40.0 

45.0 

50.0 

55.0 

60.0 

28.1 

30.0 

31.5 

33.0 

34.5 

36.0 

37.5 

38.8 

40.0 

41.0 

42.0 

43.0 

DRIVEN - User's Manual 

69 
Dimensions of Metric H-Pile shapes included in DRIVEN 

(from FHWA Geotechnical Metrication Guidelines) 

PILE BOX BOX 

H-Pile Area Width Perimeter Area Perimeter 

Designation mm2 mm mm mm2 mm 

HP 360 X 174 22200 378.0 2153.0 136458.0 1478.0 

X 152 19400 376.0 2140.0 133856.0 1464.0 

X 132 16900 373.0 2122.0 130923.0 1448.0 

X 108 13800 370.0 2106.0 128020.0 1432.0 

HP 310 X 125 15800 312.0 1805.0 97344.0 1248.0 

X 110 14000 310.0 1793.0 95480.0 1236.0 

X93 11 800 308.0 1780.0 93324.0 1222.0 

X79 9970 306.0 1768.0 91494.0 1210.0 

HP 250 X 85 10800 260.0 1491.0 66040.0 1028.0 

X62 7980 256.0 1467.0 62976.0 1004.0 

HP 200 X 53 6810 207.0 1190.0 42228.0 822.0 

70 

DRIVEN - User's Manual 
MONOTUBE PILES 

Standard Monotube Weights and Volumes 

[JVPE SIZE 1 Weight (N) per m 1 EST. 

POINT DIAMETER x CONC. 

BUTT DIAMETER x LENGTH f9GAI ~ VOL. 

Lj7GA·U3GA. m3 

F Taper 1216 mm x 305 mm x 7.62 m If 248 1 1350 1 409 .329 

3.6 mm per Meter . . I~================~ 

1203 mm x 305 mm x 9.14 m I~EJ 336 .420 

t6mmx356mmx12.19mI277 321 .726l 

1203 mm x 406 mm x 18.29 m 1292 350 409 482 1.284 

203 mm x 457 mm x 22.86 m [379114521 511 1.979 

J Taper 1203 mm x 305 mm x 5.18 m 11248112921133611394lr:i1 

6.4 mm per Meter . . LJ 

111= =2=03==m=m=x=3:=:5:=:6=m=m==x==7=:.6===2=m=11263 1 321 379l:J~ 

203 mm x 406 mm x 10.06 350 409 467 0.7 

203 mm x 457 mm x 12.19 m D 379 438 

V Taper 203 mm x 305 mm x 3.05 m 248 292 

10.2 mm per Mete 

1~~==~~====~~~F-2~77~F732~1 0.260 

mm x 406 mm x 6.10 m 1292 11 350J 409 [:2] 0.42~.1 

1203 mm x 457 mm x 7.62 m 11~1379114521EJI O.~~] 

Extensions (Overall Length 0.305 m Greater than indicated) 

DIAMETER + LENGTH ~ GA'I~ 5 G 

~~~ 

305mmx6.10/12.19m 12921350 409 

ElI356 mm x 356 mm x 6.10 m 112.19_:1I_~:J 423 

!)===li====== 1 06 mm x 406 mmx6.1O-iTi112.19 mr-9] 482 

I~:=l~~~~ 457 mm x 457 mm x 6.10 m 112.19 mD 555 

Table 7-14 Monotube Piles - Standard weights, volumes, and extensions. 

DRIVEN - User's Manual 

71 
Example #1 

Oft-----------------------------------------

• = 33° Skin Friction 

• = 38° End Bearing 

'1 = 120 pcr 

10% Driving Loss 

25ft---------------------------------------

Cn =2800psr 

'1 = 110 pcr 

40% Driving Loss 

50ft----------------------------------------

Water Table 

Drilling = 10ft 

RestrlkelDriving = 10ft 

mtJmate = 0 ft 

Pile - Precast Concrete 

Side = 1210. 

Other Design Considerations: 

5 ft Local Scour 

72 
-.....J 

W 

Example #le 

Layer Analysis 

Depth 

la 0.01 

la 9.01 

la 9.99 

Ib 10.01 

lb 19.01 

lb. 24.99 

2 25.01 

2 34.01 

2 43.01 

2 49.99 -------

K-delta Cf Pd (pst) Sin delta Cd (ft) D (ft) 

mid point 

1.51 0.9015 0.60 0.427531 4.00 0.01 

1.51 0.9015 540.60 0.427531 4.00 9.01 

1.51 0.9015 599.40 0.427531 4.00 9.99 

1.51 0.9015 1200.29 0.427531 4.00 0.01 

1.51 0.9015 1459.49 0.427531 4.00 9.01 

1.51 0.9015 1631.71 0.427531 4.00 14.99 

Cu alpha Ca (pst) Cd (ft) D (ft) 

2800 1.0000 2800.00 4.00 0.01 

2800 1.0000 2800.00 4.00 9.01 

2800 0.8187 2292.39 4.00 18.01 

2800 0.6914 1935.89 4.00 24.99 ------------------_ .. _--- - - ------

Qs Qs Ap q-bar alpha Nq Q

Layer total (ft"2) (pst) 

0.00 0.00 1.0 1.2 0.722 110.4 

11.34 11.34 1.0 1081.2 0.722 110.4 

13.94 13.94 1.0 1198.8 0.722 110.4 

0.03 14.00 1.0 1200.6 0.722 110.4 

30.61 44.58 1.0 1719.0 0.722 110.4 1

56.94 70.91 1.0 2063.4 0.722 110.4 1

Su Ne 

0.11 71.07 1.0 2800 9.0 

100.91 171.87 1.0 2800 9.0 

165.14 236.10 1.0 2800 9.0 

193.51 264.47 1.0 2800 9.0 

Restrike 
........ 

.j::o. 

Example#lc 

Layer Analysis 

Depth 

la om 

la 9.01 

la 9.99 

la 10m 

Ib 19.01 

Ib 24.99 

2 25.01 

2 34.01 

2 43.01 

2 49.99 

K-delta Cf 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

Cu 

2800 

2800 

2800 

2800 

Pd (pst) Sin delta Cd (ft) D (ft) Driving Qs 

midpoint Loss Layer 

0.60 0.4775314 4.00 om 10% 0.00 

540.60 0.4275314 4.00 9.01 10% 10.20 

599.40 0.4275314 4.00 9.99 10% 12.55 

1200.29 0.4275314 4.00 0.01 10% 0.03 

1459.49 0.4275314 4.00 9.01 10% 27.55 

1631.71 0.4275314 4.00 14.99 10% 51.25 

alpha Ca(pst) Cd (ft) D (ft) 

1.0000 2800.00 4.00 0.01 40% 0.07 

1.0000 2800.00 4.00 9.01 40% 60.55 

0.8187 2292.39 4.00 18.01 40% 99.09 

0.6914 1935.89 4.00 24.99 40% 116.11 

Driving 

Qs Ap q-bar alpha Nq Q

total (ft"2) (pst) 

0.00 1.0 1.2 0.722 110.4 

10.20 1.0 1081.2 0.722 110.4 

12.55 1.0 1198.8 0.722 110.4 

12.60 1.0 1200.6 0.722 110.4 

40.12 1.0 1719.0 0.722 110.4 1

63.82 1.0 2063.4 0.722 110.4 1

Su Nc 

63.91 1.0 2800 9.0 

124.39 1.0 2800 9.0 

162.92 1.0 2800 9.0 

179.95 1.0 2800 9.0 
"'-J 

<.Tl 

Example#lc 

gwr=U"U 

Layer Analysis 

Depth 

la 0.01 

la 4.99 

la 5.00 

la 9.01 

la 9.99 

Ib 10.01 

1b 19.01 

1b 24.99 

2 25.01 

2 34.01 

2 43.01 

2 49.99 

K-delta Cf 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

1.51 0.9015 

Cu 

2800 

2800 

2800 

2800 

Pd (pst) Sin delta Cd (ft) D (ft) Qs 

mid point Layer 

0.29 0.427531 4.00 0.01 0.00 

143.71 0.427531 4.00 4.99 1.67 

144.00 0.427531 4.00 5.00 1.68 

403.49 0.427531 4.00 4.01 3.77 

431.71 0.427531 4.00 4.99 5.01 

576.29 0.427531 4.00 . 0.01 0.01 

835.49 0.427531 4.00 9.01 17.52 

1007.71 0.427531 4.00 14.99 35.16 

alpha Ca (pst) Cd (ft) D (ft) 

1.0000 2800.00 4.00 om 0.11 

1.0000 2800.00 4.00 9.01 100.91 

0.8187 2292.39 4.00 18.01 165.1.1 

0.6914 1935.89 4.00 24.99 193.51 

ultimate 

Qs Ap q-bar alpha Nq Qc

total (ftA2) (pst) (k

0.00 1.0 0.6 0.722 110.4 0

0.00 1.0 287.4 0.722 110.4 0

0.00 1.0 288.0 0.722 110.4 22

3.77 1.0 519.0 0.722 110.4 4

5.01 1.0 575.4 0.722 110.4 45

5.04 1.0 576.6 0.722 110.4 45

22.55 1.0 1095.0 0.722 110.4 87

40.19 1.0 1439.4 0.722 110.4 114

Su Nc 

40.34 1.0 2800 9.0 2

141.14 1.0 2800 9.0 2

205.37 1.0 2800 9.0 2

233.74 1.0 2800 9.0 2
Example #2 

Om--------------------------------------------

• = 30° Skin Friction 

• = 30° End Bearing 

1= 18kN/m3 

20% Drlving Loss 

5m~-----------------------------------------

• = 35° Skin Frlction 

• = 35°End Bearing 

1=20kN/m3 

10% Drlving Loss 

10m--------------------------------------------

Water Table 

DrllHng = Om 

RestrikelDrlving = 3 m 

Ultlmate = 1 m 

Pile - Closed End Pipe 

diameter = 508 mm 

Other Design Considerations: 

2 mLong Tenn Scour 

76 
"'-.J 

"'-.J 

Example#2m 

Layer Analysis 

Deoth(m) 

I, 0.01 

I, 0.99 

I, 1.00 

I, 1.01 

I, 2.99 

I, 3.00 

I, 3.01 

I, 4.99 

I. 5.00 

2 S.OI 

2 8.01 

2 9.99 

Analysis 

Deoth(ft) 

0.033 

3.248 

3.281 

3.314 

9.810 

9.843 

9.875 

16.371 

16.404 

16.437 

26.280 

32.n6 

Midpoint K-delia Cf 

oflayer(ft) 

0.016 1.2516 0.9388 

1.624 1.2516 0.9388 

1.640 1.2516 0.9388 

3.297 1.2516 0.9388 

6.545 1.2516 0.9388 

6.562 1.2516 0.9388 

9.859 1.2516 0.9388 

13.107 1.2516 0.9388 

13.123 1.2516 0.9388 

16.421 1.9533 0.9134 

21.342 1.9533 0.9134 

24.590 1.9533 0.9134 

Pd(psl) Pd(Kpa) Sin delta Cd(ft) D(ft) Qs(k) Qs(k) 

mid point mid point Layer total 

1.880 0.09 0.405n98 5.2360 0.03 0.00 0.00 

186.098 8.91 0.405n98 5.2360 3.25 1.51 1.51 

187.978 9.00 0.405n98 5.2360 3.28 1.54 1.54 

m.83S 18.09 0.405n98 5.2360 0.03 0.03 1.57 

750.032 35.91 0.405n98 5.2360 6.53 12.23 13.76 

751.911 36.00 0.4057798 5.2360 6.56 12.32 13.86 

1128.723 54.04 0.405n98 5.2360 0.03 0.09 13.95 

1298.242 62.16 0.4057798 5.2360 6.53 21.16 35.02 

1299.098 62.20 0.405n98 5.2360 6.56 21.28 35.14 

1471.395 70.45 0.4683925 5.2360 0.03 0.21 35.35 

1790.901 85.75 0.4683925 5.2360 9.88 n.39 112.53 

2OOl.n5 95.84 0.4683925 5.2360 16.37 143.40 178.54 

Restrike 

Qs(kN) Ap q-bor q-bor alpha Nq Qcak: 

total ll~ (PSI) _(kPa) . (k) 

0.00 2.18 3.76 0.18 . 0.58 30 0.14 

6.71 2.18 372.20 17.82 0.58 30 14.13 

6.85 2.18 375.96 18.00 0.58 30 14.27 

6.99 2.18 379.72 18.18 0.58 30 14.41 

61.23 2.18 1124.11 53.82 0.58 30 42.67 

61.64 2.18 1127.87 54.00 0.58 30 42.81 

62.05 2.18 1129.58 54.08 0.58 30 42.88 

155.76 2.18 1468.62 70.32 0.58 30 55.75 

156.30 2.18 1470.33 70.40 0.58 30 55.82 

157.24 2.18 1472.46 70.50 0.68 64 139.80 

500.51 2.18 2111.47 101.10 0.68 64 200.48 

794.13 2.18 2533.22 121.29 0.68 64 240.52 
-....J 

00 

Example.2m 

I .. yeo: 

:= I, 0.01 

I, 0.99 

I, 1.00 

I, 1.01 

I, 2.99 

I. 3.00 

I, 3.01 

I, 4.99 

I, S.OO 

2 S.OI 

2 8.01 

2 9.99 

=) 0.033 

3.248 

3.281 

3.314 

9.BIO 

9.843 

9.875 

16.371 

16.404 

16.437 

26.280 

32.776 ----

Midpoint K-ddla Cf 

oflayeo:(ft) 

0.016 1.2516 0.9388 

1.624 1.2516 0.9388 

1.640 1.2516 0.9388 

3.297 1.2516 0.9388 

6.545 1.2516 0.9388 

6.562 1.2516 0.9388 

9.859 1.2516 0.9388 

13.107 1.2516 0.9388 

16.388 1.2S16 0.9388 

16.421 1.9533 0.9134 

21.342 1.95n 0.9134 

_24.590 1.95]) 0.9134 

Pd(pol) Pd(Kpe) Sinddta Cd(ft) D(ft) IlIivq QoO<) QoO<) 

mid point mid point Lou l.ayeo: Iotal 

1.880 0.09 0.4057798 5.2360 0.03 20% 0.00 0.00 

186.098 B.91 0.4057798 5.2360 3.25 20% 1.21 1.21 

187.978 9.00 0.4057798 5.2360 3.28 20"" 1.23 1.23 

m.m '. 18.09 0.4057798 5.2360 0.03 20% 0.02 1.26 

750.032 35.91 0.4051798 5.2360 6.53 20% 9.78 11.01 

7SI.911 36.00 0.4057798 S.2360 6.56 20"" 9.8S 11.09 

1128.723 54.04 0.4057798 S.2360 0.03 20% 0.07 11.16 

1298.242 62.16 O.40S7798 5.2360 6.53 20% 16.93 28.01 

1469.473 70.36 0.4057798 5.2360 0.03 10% 0.11 28.12 

1471.39S 70.45 0.4683925 S.2360 0.03 10% 0.19 28.31 

1790.901 8US 0.4683925 S.2360 9.88 10"" 69.65 97.77 

2001.775 95.84 0.4683925 5.2360 16.37 10% 129.06 _157.18 

Driving 

Qo(kN) 

I(~) %.~ ~ alpha Nq 

~ 

Iotal 

0.00 2.1B 3.76 O.1B O.SH 30 0.14 

5.37 2.1B m.20 17.82 O.SH 30 14.13 

5.48 2.18 375.96 18.00 O.SH 30 14.27 

5.59 2.18 379.72 18.J8 O.SH 30 14.41 

48.98 2.18 1124.11 53.82 O.SH 30 42.67 

49.31 2.IB 1127.87 54.00 O.SH 30 42.BI 

49.64 2.18 1129.SH 54.OS O.SH 30 42.88 

124.61 2.1B 1468.62 70.32 O.SH 30 5U5 

125.09 2.18 1470.33 70.40 O.SH 30 55.82 

125.94 2.18 1472.46 70.50 0.68 64 139.80 

434.89 2.1B 2111.47 101.10 0.68 64 200.48 

699.14 2.1B 2533.22 121.29 0.68 64 240.52 
-.J 

1.0 

ExampleN2m 

Layer 

1=:) 

1. 0.01 

1. 0.99 

1. 1.00 

1. 1.01 

1. 1.99 

1. 2.00 

1. 2.99 

1. 3.00 

1. 3.01 

1. 4.99 

1. 5.00 

2 5.01 

2 8.01 

2 9.99 

=) 0.033 

3.248 

3.281 

3.314 

6.529 

6.562 

9.810 

9.843 

9.875 

16.371 

16.404 

16.437 

26.280 

32.776 

Midpoint K-ddia Cf 

of Javor (ft) 

0.0000 0.0000 0.0000 

0.0000 0.0000 0.0000 

0.0000 0.0000 0.0000 

0.0000 0.0000 0.0000 

0.0000 0.0000 0.0000 

0.0000 0.0000 0.0000 

1.624 1.1516 0.9388 

1.640 1.1516 0.9388 

3.297 1.1516 0.9388 

6.545 1.1516 0.9388 

9.826 1.1516 0.9388 

9.859 1.9533 0.9134 

14.780 1.9533 0.9134 

18.028 1.9533 0.9134 

Pd(pol) Pd(Kpa) Sin delta Cd(ft) D(ft) Qa(l<) Qa(l<) 

midpoint mid p(,;ru Layer toW 

0.0000 0.00 0.0000 0.0000 0.00 0.00 0.00 

0.0000 0.00 0.0000 0.0000 0.00 0.00 0.00 

0.0000 0.00 0.0000 0.0000 0.00 0.00 0.00 

0.0000 0.00 0.0000 0.0000 0.00 0.00 0.00 

0.0000 0.00 0.0000 0.0000 0.00 0.00 0.00 

0.0000 0.00 0.0000 0.0000 0.00 0.00 0.00 

84.759 4.06 0.4057798 5.2360 3.25 0.69 0.69 

85.616 4.10 0.4057798 5.2360 3.28 0.70 0.70 

172.087 8.24 0.4057798 5.2360 0.03 0.01 0.72 

341.606 16.36 0.4057798 5.2360 6.53 5.57 6.27 

512.838 24.55 0.4057798 5.2360 0.03 0.04 6.31 

514.759 24.65 0.4683925 5.2360 0.03 0.07 6.39 

834.265 39.94 0.4683925 5.2360 9.88 36.05 42.36 

1045.139 SO.04 0.4683925 5.2360 16.37 74.87 81.18 

Design 

Qa(kN) Jql q-bar q-bar oJpba Nq 

~ ::; 

toW 1 (ft"2) (POl) (kPa) 

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0

3.06 2.18 169.52 8.12 0.58 30 6.44 28

3.12 2.18 171.23 8.20 0.58 30 6.SO 28

3.18 2.18 172.94 8.28 0.58 30 6.57 29

27.89 2.18 511.98 24.51 0.58 30 19.44 86

28.07 2.18 513.69 24.60 0.58 30 19.5O 86

28.40 2.18 515.82 24.70 0.68 64 48.98 217

188.42 2.18 1154.84 5S.29 0.68 64 109.65 487

361.09 2.\8 IS76.58 75.49 0.68 64 ,---1.~69...._66S

------------------
Example #3 

g ~=:\---- - - - --/ 

Cn = 900 psf 

., = 110 pcf 

400/0 Driving Loss 

15ft----------------------------------------

depth 'N' 

20-22 

25-14 

30-18 

35-23 

45 ft 26 

., = 118pcf 

100/0 Driving Loss 

Water Table PRe - H-PRe 

Drilling = 5 ft HP 12X63 

RestrikelDrivlng = 10 ft top ofpne = 2 It 

Intimate = 1-ft 

Other Design Considerations: 

8 ft Soft son - downdrag condition 

80 
ex3.xls 

Exam ~e3 

Layer Analysis Mid point 

Depth of layer Ca (pst) Cd (ft) D (ft) Os-layer (k) Os-total (k) Ap( ft1\2) Cu (psf) Nc 

1 0.01 0.00 

O::l 

....... 

1 1.99 f-----.-..... r---=-~ .. -. 0.00 _ ......... -.... _. __ . 

1-··· -2:00 73250- 5.95 0.00 ·---0.00 0.00 --0-.f3 --966 _·_·--.... !'foo 

1 9.01 732.50 5.95 7.01 30.53 30.53 0.13 900 9.00 

1 14.99 . 746.07 5.95 12.99 57.62 57.62 0.13 900 9.00 

K-deita Cf Pd (psf) Sin delta Cd (ft) D (ft) Ap( ft1\2) Iq-bar alpha N'q 

15.01 0.005 1.099174 0.90 1338.28 0.43 5.95 0.01 0.03 57.71 0.13 1338.56 0.6502832 49.49 

2 24.01 4.505 1.099174 0.90 1588.48 0.43 5.95 9.01 36.42 94.09 0.13 1838.96 0.6408003 49.49 

2 33.01 9.005 1.099174 0.90 1838.68 0.43 5.95 18.01 84.27 141.94 0.13 2339.36 0.6212085 49.49 

2 42.01 13.505 1.099174 0.90 2088.88 0.43 5.95 27.01 143.57 201.25 0.13 2839.76 0.6082939 49.49 

2 44.99 14.995 1.099174 MQ J1I1·72 0.43 5.9§. ~m __ L6§·74 223.41 0.13 - -- 3005.44 0.60401?~ --- 49.49 

Restrike 
ex3.x1s 

Exam le3 

Layer Analysis Mid point Driving 

Depth of layer Ca (pst) Cd (ft) D (ft) Loss Qs-Iayer (k) Qs-total (k) Ap(ftA2) Cu (pst) Nc 

1 0.01 0.00 

1 1.99 0.00 

1 ........ · .. .. · ...... 2:00 ... _--. .. _._ .............. .._ .... _-._._ ............... .... 732:5-· ........ · ........ 5:95· · ...... _-0·:00 .... _· .... ·-40% · .... _ .. -0:-00 .... _ .... ·_· .. 0:00 ·_ .. _ ........ ·0:·1·3 .. · ................ ·900 ............ · .... 9:00· . ...........

~ 1 9.01 732.5 5.95 7.01 40% 18.32 18.32 0.13 900 9.00 

1 14.99 746.1 5.95 12.99 40% 34.57 34.57 0.13 900 9.00 

K-delta Cf Pd (pst) Sin delta Cd (ft) D (ft) ,Ap(ftA2) q-bar alpha N'q 

15.01 0.005 1.099174 0.90 1338.278 0.43 5.95 0.01 10% 0.03 34.64 0.13 1338.56 0.6502832 49

2 24.01 4.505 1.099174 0.90 1588.478 0.43 5.95 9.01 10% 32.78 67.39 0.13 1838.96 0.6408003 49

2 33.01 9.005 1.099174 0.90 1838.678 0.43 5.95 18.01 10% 75.84 110.45 0.13 2339.36 0.6212085 49

2 42.01 13.505 1.099174 0.90 2088.878 0.43 5.95 27.01 10% 129.22 163.83 0.13 2839.76 0.6082939 49

2 44.99 14.995 1.099174 0.90 2171.722 0.43 5.95 29.99 10% 149.16 183.78 0.13 3005.44 0.6040178 49

Driving 
co 

c.> 

Exam le3 

Layer Analysis 

Depth· 

1 0.01 

1 1.99 -1 -. 2.00 

1 7.99 

1 8.00 

-1- --9':'01 

1 14.99 

15.01 

2 24.01 

2 33.01 

2 42.01 

2 44.99 

Mid point 

of layer 

K-delta Cf 

0.005 1.099174 

4.505 1.099174 

9.005 1.099174 

13.505 1.099174 

14.995 1.099174 

Ca (pst) Cd (ft) D (ft) 

732.50-' 5.95 --0-.00 

732.50 5.95 5.99 

_._-- -I~~L~- 5.95 6.00 

---5:95 1.0-1 732.50 

746.07 5.95 6.99 

Pd (pst) Sin delta Cd (ft) D (ft) 

0.90 776.678 0.43 5.95 0.01 

0.90 1026.878 0.43 5.95 9.01 

0.90 1277.078 0.43 5.95 18.01 

0.90 1527.278 0.43 5.95 27.01 

0.90 1610.122 0.43 5.95 29.99 

ex3.x1s 

as-layer (k) as-total (k) Ap(ft"2 Cu (pst) Nc 

0.00 

0.00 

---0.00 --,ioo --0~f3 '---goo ---"-'9:00' ........ _--_ .. 

26.09 -26.09 0.13 900 9.00 

26.13 -26.13 0.13 ------~ 9.00 

4~40 --21"~73 --0.13 -----9~OO ........... _--- 900 

31.01 4.88 0.13 900 9.00 

Ap(ft"2 q-bar alpha N'q 

0:02 4.94 0.13 776.96 0.65028 49.49 

23.54 28.47 0.13 1277.36 0.64080 49.49 

58.53 63.45 0.13 1777.76 0.62121 49.49 

104.97 109.90 0.13 2278.16 0.60829 49.49 

122.88 127.80 0.13 2443.84 0.60402 49.49 

Ultimate 
Example #4 

Om--------------------------------------------

Cn = 50kPa 

1= 14kN/m3 

40% D:dving Loss 

25m------------~---------------------------

• = 33 ° Skin Friction 

• = 33°End Bearlng 

1= 18kN/m3 

10% Driving Loss 

40m--------------------------------------------

Water Table 

Drilling = 0 m 

RestrikeJDriving = 3 m 

Ultimate = 0 m 

Plle - Square Concrete 

Side = 610 mm 

Other Design Considerations: 

a) 4 m Soil Soll 

b) 4 m negative skin friction 

84 
co 

0'1 

Exam)Je4 I 

I 

Layer 

D(m) 

1 0.01 

1 3.01 

1 6.01 

1 9.01 

1 12.01 

1 15.01 

~ 18.01 

1 -21.01 

1 24.01 

1 24.99 

2 25.01 

2 28.01 

2 31.01 

2 34.01 

2 37.01 

2 39.99 

D(ft) 

0.03 

9.88 

19.72 

29.56 

39.40 

49.25 

59.09 

68.93 

78.77 

81.99 

82.05 

91.90 

101.74 

111.58 

121.42 

131.20 

I 

I 

Ca (psi) 

L.Jb inter 

0.0164 976.57 

4.9344 976.57 

9.8525 976.57 

14.7705 1001.8 

19.6885 1027.9 

24.6066 1053.9 

29.5246 1080 

34.4426 1106 

39.3607 1132 

40.9672 1135.4 

midpoint ( midpoint 

25.005 82.037 

26.505 86.959 

28.005 91.88 

29.505 96.801 

31.005 101.72 

32.495 106.61 

I I I I 

I I I I 

Skin Friction 

ca (kPa) Cd(m) Cd(ft) 

46.76 2.44 8.0052 

46.76 2.44 8.0052 

46.76 2.44 8.0052 

47.97 2.44 8.0052 

49.21 2.44 8.0052 

50.46 2.44 8.0052 

51.71 2.44 8.0052 

52.96 2.44 8.0052 

54.20 2.44 8.0052 

54.36 2.44 8.0052 

"'.(psi) "'.(\eN) Ko C, Sin Ii Cd 

######## 134.41 1.7993 0.96775 0.5024 8.00525 

3064.015 146.71 1.7993 0.96775 0.5024 8.00525 

3320.862 159.00 1.7993 0.96775 0.5024 8.00525 

3577.709 171.30 1.7993 0.96775 0.5024 8.00525 

3834.556 183.60 1.7993 0.96775 0.5024 8.00525 

4089.691 195.81 1.7993 0.96775 0.5024 8.00525 

ex4.xls 

J L _L I I ~ 

1 J J I _L I L 

End Bea

Os (kip) Os(kN) Os-total (I Ap(ft2) Cu(ps!) Cu (kPa) Nc 

0.25648 1.14 1.14 4.00525 1044.28 50.00 9.0 

77.2019 343.39 343.39 4.00525 1044.28 50.00 9.0 

154.147 685.65 685.65 4.00525 1044.28 50.00 9.0 

237.07 1054.49 1054.49 4.00525 1044.28 50.00 9.0 

324.221 1442.13 1442.13 4.00525 1044.28 50.00 9.0 

415.475 1848.03 1848.03 4.00525 1044.28 50.00 9.0 

510.832 2272.18 2272.18 4.00525 1044.28 50.00 9.0 

610.294 2714.59 2714.59 4.00525 1044.28 50.00 9.0 

713.859 3175.25 3175.25 4.00525 1044.28 50.00 9.0 

745.218 3314.73 3314.73 4.00525 1044.28 50.00 9.0 

D a. (kips) a.(kN) a.(kN) Ap(It") q-bar (pst q-bar (kp '" N. Qpca

0.0328 0.64502 2.87 3318.93 4.00525 2808.02 1:34.45 0.6007 47.2 31

9.8753 211.917 942.60 4258.66 4.00525 3321.72 159.04 0.5944 47.2 37

19.718 458.599 2039.85 5355.90 4.00525 3835.41 183.64 0.5944 47.2 43

29.56 740.691 3294.60 6610.65 4.00525 4349.11 208.24 0.5944 47.2 48

39.403 1058.19 4706.85 8022.91 4.00525 4862.80 232.83 0.5944 47.2 54

49.18 1408.64 6265.62 9581.68 4.00525 5373.07 257.26 0.5944 47.2 60

Restrike 
00 

0> 

EXam 

Laver 

1 

1 

1 

1 

1 

1 

1 

1 

1 

1 

2 

2 

2 

2 

2 

2 

le4 

Oem) 

0.01 

3.01 

6.01 

9.01 

12.01 

15.01 

18.01 

21.01 

24.01 

24.99 

25.01 

28.01 

31.01 

34.01 

37.01 

39.99 

I I 

Dim lib 

0.03 0.0164 

9.88 4.9344 

19.72 9.8525 

29.56 14.7705 

39.40 19.6885 

49.25 24.6066 

59.09 29.5246 

68.93 34.4426 

78.77 39.3607 

81.99 40.9672 

midpoint ( 

82.05 25.005 

91.90 26.505 

101.74 28.005 

111.58 29.505 

121.42 31.005 

131.20 32.495 

I I. I 

I j J 

Ca~ 

inter Ca(kPa Cd(m) 

976.566 46.76 2.44 

976.566 46.76 2.44 

976.566 .45.76 2.44 

1001.83 47.97 2.44 

1027.87 49.21 2.44 

1053.91 SO.46 2.44 

1079.95 51.71 2.44 

1105.99 52.96 2.44 

1132.04 54.20 2.44 

1135.42 54.36 244 

midpoint <>'.(poft <>'.(kN) 

82.0374 2807.17 134.41 

86.9587 3064.02 146.71 

91.8799 3320.86 159.00 

96.8012 3577.71 171.30 

101.722 3834.56 183.60 

106.611 4089.69 195.81 

I I I I I I I 

I I I I I 

Skin Friction 

Cd (It) 

8.0052 40% 

8.0052 40% 

8.0052 40% 

8.0052 40% 

8.0052 40% 

8.0052 40% 

8.0052 40% 

8.0052 40% 

8.0052 40% 

8.0052 40% 

K. C, Sin 6 C, 0 

1.7993 0.96775 0.5024 8.005249 0.03281 10% 

1.7993 0.96775 0.5024 8.005249 9.87533 10% 

1.7993 0.96775 0.5024 8.005249 19.7178 10% 

1.7993 0.96775 0.5024 8.005249 29.5604 10% 

1.7993 0.96775 0.5024 8.005249 39.4029 10% 

1.7993 0.96775 0.5024 8.005249 49.1798 10% 

ex4.xls 

I I I I I I 

I I I I _1 

End 

Qs(kip) Qs(kN) Qs-total (kN) Ap(!!,) Cu (psi) Cu (kPa) Nc 

0.153891 0.68 0.68 4.00525 1044.28 SO.OO 9.0 

46.32116 206.04 206.04 4.00525 1044.28 SO.OO 9.0 

92.48843 411.39 411.39 4.00525 1044.28 so.oo 9.0 

142.2423 632.69 632.69 4.00525 1044.28 SO.OO 9.0 

194.5324 865.28 865.28 4.00525 1044.28 SO.OO 9.0 

249.2847 1108.82 1108.82 4.00525 1044.28 SO.OO 9.0 

306.4994 1363.31 1363.31 4.00525 1044.28 SO.OO 9.0 

366.1763 1628.75 1628.75 4.00525 1044.28 SO.OO 9.0 

428.3154 1905.15 1905.15 4.00525 1044.28 SO.OO 9.0 

447.1309 1988.84 1988.84 4.00525 1044.28 SO.OO 9.0 

Q, (kips) Q,(kN) Q,(kN) Ap(!!') q-bar (pst q-bar(kpa a N. 

0.580522 2.58 1992.61 4.00525 2808.02 134.45 0.601 47.2 

190.7249 848.34 2838.38 4.00525 3321.72 159.04 0.594 47.2 

412.7388 1835.86 3825.89 4.00525 3835.41 183.64 0.594 47.2 

688.6223 2965.14 4955.17 4.00525 4349.11 208.24 0.594 47.2 

952.3753 4236.17 6226.20 4.00525 4862.80 232.83 0.594 47.2 

1267.775 5638.06 7629.09 4.00525 5373.07 257.26 0.594 47.2 

Driving (2) 
00 

-.l 

Exam Ie 4 

Laver 

D(m) 

1 0.01 

1 3.01 

1 3.99 

1a 4.00 

1a 6.01 

1a 9.01 

1a 12.01 

1a 15.01 

1a 18.01 

1a 21.01 

1a 24.01 

1a 24.99 

2 25.01 

2 28.01 

2 31.01 

2 34.01 

2 37.01 

2 39.99 

D(ft) 

0.03 

9.88 

13.09 

13.12 

19.72 

29.56 

39.40 

49.25 

59.09 

68.93 

78.77 

81.99 

82.05 

91.90 

101.74 

111.58 

121.42 

131.20 

Ca(psf) 

Ub inter Ca(kPa 

0.0164 976.5664 46.76 

4.9344 976.5664 46.76 

6.5410 976.5664 46.76 

6.5574 976.5664 46.76 

9.8525 976.5664 46.76 

14.7705 1001.8270 47.97 

19.6885 1027.8689 49.21 

24.6066 1053.9108 50.46 

29.5246 1079.9527 51.71 

34.4426 1105.9946 52.96 

39.3607 1132.0364 54.20 

40.9672 1135.4219 54.36 

midpoint(m midpoint (ft) o'.(psf) 

25.005 82.037402 2193 

26.505 86.958661 2449.8 

28.005 91.879921 2706.7 

29.505 96.801181 2963.5 

31.005 101.72244 3220.4 

32.495 106.61089 3475.5 

I 

Skin Friction 

Cd(m) Cd(ft) D 

2.44 8.0052 0.01 0.0328 

2.44 8.0052 3.01 9.8753 

2.44 8.0052 3.99 13.091 

2.44 8.0052 4.00 13.123 

2.44 8.0052 2.01 6.5945 

2.44 8.0052 5.01 16.437 

2.44 8.0052 8.01 26.28 

2.44 8.0052 11.01 36.122 

2.44 8.0052 14.01 45.965 

2.44 8.0052 17.01 55.807 

2.44 8.0052 20.01 65.65 

2.44 8.0052 20.99 68.865 

o'.(IcN) K. C, Sino Cd D 

105.00 1.7993 0.9678 0.5024 8.00525 0.0328 

117.30 1.7993 0.9678 0.5024 8.00525 9.8753 

129.60 1.7993 0.9678 0.5024 8.00525 19.718 

141.89 1.7993 0.9678 0.5024 8.00525 29.56 

154.19 1.7993 0.9678 0.5024 8.00525 39.403 

166.41 1.7993 0.9678 0.5024 8.00525 49.18 

I I I 

End Bea

Os (kip) Os(kN) Os-total (k Ap(tr) Cu(psf) Cu (kPa) Nc 

0.25648 1.14 0.00 4.00525 1044.28 50.00 9.0 

77.2019 343.39 0.00 4.00525 1044.28 50.00 9.0 

102.337 455.20 0.00 4.00525 1044.28 50.00 9.0 

102.594 456.34 0.00 4.00525 1044.28 50.00 9.0 

51.5535 229.31 229.31 4.00525 1044.28 50.00 9.0 

131.823 586.35 586.35 4.00525 1044.28 50.00 9.0 

216.237 961.82 961.82 4.00525 1044.28 50.00 9.0 

304.755 1355.55 1355.55 4.00525 1044.28 50.00 9.0 

397.377 1767.53 1767.53 4.00525 1044.28 50.00 9.0 

494.103 2197.77 2197.77 4.00525 1044.28 50.00 9.0 

594.932 2646.26 2646.26 4.00525 1044.28 50.00 9.0 

625.936 2784.16 2784.16 4.00525 1044.28 50.00 9.0 

Q. (kips) Q.(kN) Q.(kN) Ap(ft') q-bar (pst q-bar (kp ct N. Qpca

0.5039 2.24 2787.73 4.00525 2808.02 134.45 0.601 47.2 31

169.438 753.66 3539.15 4.00525 3321.72 159.04 0.5944 47.2 37

373.784 1662.59 4448.08 4.00525 3835.41 183.64 0.5944 47.2 43

613.539 2729.02 5514.51 4.00525 4349.11 208.24 0.5944 47.2 48

888.706 3952.96 6738.45 4.00525 4862.80 232.83 0.5944 47.2 54

1197.09 5324.68 8110.17 4.00525 5373.07 257.26 0.5944 47.2 60

UKimate - soft soil 
(» 

(X) 

Exam le4 

Layer 

D(m) 

1 0.01 

1 3.01 

1 3.99 

1a 4.00 

1a 6.01 

1a 9.01 

1a 12.01 

1a 15.01 

1a 18.01 

1a 21.01 

1a 24.01 

1a 24.99 

2 25.01 

2 28.01 

2 31.01 

2 34.01 

2 37.01 

2 39.99 

D(ft) 

0.03 

9.88 

13.09 

13.12 

19.72 

29.56 

39.40 

49.25 

59.09 

68.93 

78.77 

81.99 

82.05 

91.90 

101.74 

111.58 

121.42 

131.20 

I I 

I I 

Ca (psI) 

Ub inter 

0.0164 976.5664 

4.9344 976.5664 

6.5410 976.5664 

6.5574 976.5664 

9.8525 976.5664 

14.7705 1001.6270 

19.6885 1027.8689 

24.6066 1053.9108 

29.5246 1079.9527 

34.4426 1105.9946 

39.3607 1132.0364 

40.9672 1135.4219 

midpoint(m midpoint (ft) 

25.005 82.037402 

26.505 86.958661 

28.005 91.879921 

29.505 96.801181 

31.005 101.72244 

32.495 106.61089 

I I I 

I I I 

Skin Friction 

Ca (kPa Cd(m) Cd(ft) D 

46.76 2.44 8.0052 0.01 0.0328 

46.76 2.44 8.0052 3.01 9.8753 

46.76 2.44 8.0052 3.99 13.091 

46.76 2.44 8.0052 4.00 13.123 

46.76 2.44 8.0052 2.01 6.5945 

47.97 2.44 6.0052 5.01 16.437 

49.21 2.44 8.0052 8.01 26.28 

50.46 2.44 8.0052 11.01 36.122 

51.71 2.44 8.0052 14.01 45.965 

52.96 2.44 8.0052 17.01 55.807 

54.20 2.44 8.0052 20.01 65.65 

54.36 2.44 8.0052 20.99 68.865 

o'v(PSt) o'v(kN) K. Cr Sin 8 Cd 

2193 105.00 1.7993 0.9678 0.5024 8.00525 

2449.8 117.30 1.7993 0.9678 0.5024 8.00525 

2706.7 129.60 1.7993 0.9678 0.5024 8.00525 

2963.5 141.89 1.7993 0.9678 0.5024 8.00525 

3220.4 154.19 1.7993 0.9678 0.5024 8.00525 

3475.5 166.41 1.7993 0.9678 0.5024 8.00525 

ex4.xls 

I I I I I I 

I I I 

End Be

Os (kip) Qs(kN) Os-total (k Ap(tf) Cu (psI) Cu (kPa) Nc 

0.25648 1.14 -1.14 4.00525 1044.28 50.00 9.0 

77.2019 343.39 -343.39 4.00525 1044.28 50.00 9.0 

102.337 455.20 -455.20 4.00525 1044.28 50.00 9.0 

102.594 456.34 -456.34 4.00525 1044.28 50.00 9.0 

51.5535 229.31 -227.03 4.00525 1044.28 50.00 9.0 

131.823 586.35 130.01 4.00525 1044.26 50.00 9.0 

216.237 961.82 505.48 4.00525 1044.28 50.00 9.0 

304.755 1355.55 899.21 4.00525 1044.28 50.00 9.0 

397.377 1767.53 1311.20 4.00525 1044.28 50.00 9.0 

494.103 2197.77 1741.43 4.00525 1044.28 50.00 9.0 

594.932 2646.26 2189.92 4.00525 1044.28 50.00 9.0 

625.936 2784.16 2327.82 4.00525 1044.28 50.00 9.0 

D O. (kips) O.(kN) O.(kN) Ap(ft') q-bar (psf q-bar (kp IX N. Op 

0.0328 0.5039 2.24 2331.39 4.00525 2808.02 134.45 0.601 47.2 3

9.8753 169.438 753.66 3082.81 4.00525 3321.72 159.04 0.5944 47.2 3

19.718 373.784 1662.59 3991.74 4.00525 3835.41 183.64 0.5944 47.2 4

29.56 613.539 2729.02 5058.17 4.00525 4349.11 208.24 0.5944 47.2 4

39.403 888.706 3952.96 6282.11 4.00525 4862.80 232.83 0.5944 47.2 5

49.18 1197.09 5324.68 7653.83 4.00525 5373.07 257.26 0.5944 47.2 6

Uttimate - neg. skin friction 
Example #5 

°Tm S --------7 

Cll = 100 kPa 

1= 18 kN/m3 

17% Drlving Loss 

10m---------------------------------------- , = 32° Skin Frlction 

, = 32° End Bearing 

1 = 18.5 kN/m3 

8% Drlving Loss 17m--------~-------------------------------

,=36°Skin Frlction 

,=36°End Bearing 

1 = 18.5 kN/m3 

8% Drlving Loss 

24m-----------------------------------------

• = 38° Skin Frlction 

• = 38°End Bearing 

1= 19kN/m3 

5% Drlving Loss 

31m--------------------------------------------

Water Table Pile - Opened End Pipe 

Drilling = 2 m Diameter = 508 nun 

RestrlkeJDrlving = 2 m Shell 'Thickness = 6.35 nun 

Intimate =Om 

Other Design Considerations: 

1.5 m Soft Soil 

89 
co 

o 

Exam la5 

L~r Analvsis 

Depth m 

1 0.01 

1 0.99 

1 1.00 

1 3.01 

1 6.01 

1 9.01 

1 9.99 

2 10.01 

2 13.01 

2 15.23 

2b 15.25 

2b 16.99 

3 17.01 

3 20.01 

3 23.01 

3 23.99 

4 24.01 

4 27.01 

4 30.01 

4 30.99 --

I 

Analvsis Ca (ps!) 

Depth ft Ub inter 

0.03 0.0000 1138.43358 

3.25 0.0000 1138.43358 

3.28 0.0000 1138.43358 

9.88 3.9567 1138.43358 

19.72 9.8622 1138.43358 

29.58 15.7677 1217.64131 

32.78 17.6969 1244.13400 

midpoint (It ,,'v (PSt) 

32.84 32.8248 2122.67 

42.88 37.7A61 2395.18 

49.97 41.3878 2596.84 

50.03 50.0184 3074.64 

55.74 52.8707 3232.70 

55.81 55.7907 3394.39 

65.85 60.7119 3866.90 

75.49 65.6332 3939.41 

78.71 67.2408 4028.44 

78.77 78.7566 4666.16 

88.62 63.6778 4954.34 

98.46 88.5991 5242.52 

101.67 90.2067 5336.66 

~ In nClon 

Ca kPa Cd m Cd ft Oft 

0.00 1.59593 5.23599 0 

0.00 1.59593 5.23599 0 

54.51 1.59593 5.23599 0 

54.51 1.59593 5.23599 6.59 

54.51 1.59593 5.23599 16.44 

58.30 1.59593 5.23599 26.28 

59.57 1.59593 5.23599 29.49 

<>'v(kPa) K. Cf Sino C, D 

101.63 0.98356 0.89839 0.41 5.24 0.03281 

114.88 0.98356 0.89639 0.41 5.24 9.87533 

124.34 0.96358 0.89839 0.41 5.24 17.15879 

147.21 1.53229 0.92865 0.43 5.24 0.03281 

154.78 1.53229 0.92865 0.43 5.24 5.74147 

162.52 2.2507 0.90835 0.48 5.24 0.03281 

175.57 2.2507 0.90835 0.48 5.24 9.87533 

188.62 2.2507 0.90635 0.48 5.24 19.71785 

192.88 2.2507 0.90835 0.48 5.24 22.93307 

223.42 2.84558 0.89820 0.50 5.24 0.032808 

237.21 2.84558 0.89820 0.50 5.24 9.875328 

251.01 2.84558 0.89820 0.50 5.24 19.7178 

255.52 2.84558 0.89820 0.50 5.24 22.9331 

exS.xls 

I ~na e

as kip) as kNl Os-total (kNl Ap(ft) Cu (psI) Cu (kPa Nc 

0 0.00 0.00 0.00000 2088.55 100.00 9.0 

0 0.00 0.00 0.00000 2088.55 100.00 9.0 

0 0.00 0.00 2.18166 2088.55 100.00 9.0 

39.3086 174.84 174.84 2.18166 2088.55 100.00 9.0 

97.9781 435.81 435.81 2.18166 2088.55 100.00 9.0 

167.547 745.25 745.25 2.18188 2088.55 100.00 9.0 

192.137 854.62 854.62 2.18166 2088.55 100.00 9.0 

0, (kips) Q, (kN) 0, (kN) Ap(ft') q-bar (pst q-bar (kpa .. N Qp 

0.132 0.59 858.35 2.18166 2123.58 101.88 0.6258 40.40 

44.889 198.77 1054.54 2.18166 2668.60 127.77 0.6045 40.40 

84.186 374.46 1230.22 2.18166 3071.92 147.08 0.5881 40.40 

0.324 1.44 1232.51 2.18166 3075.55 147.26 0.58796 40.40 

59.612 265.16 1496.22 2.18166 3391.67 162.39 0.5817 40.40 

0.573 2.55 1500.38 2.18166 3395.30 162.57 0.8892 77.60 

188.317 828.74 2326.55 2.18166 3940.32 188.66 0.8879 77.60 

399.661 1777.69 3275.51 2.18166 4485.35 214.76 0.6867 77.60 

475.335 2114.29 3612.10 2.18166 4863.39 223.28 0.6867 77.60 

1.034 4.60 3620.20 2.18166 4687.13 223.46 0.722 110.40 

330.578 1470.41 5066.01 2.18166 5243.48 251.06 0.722 110.40 

898.450 3106.71 6722.31 2.18166 5819.83 278.65 0.722 110.40 

826.927 3678.17 7293.78 2.18166 6008.11 287.67 0.722 110.40 

Restrike 
ex5.xls 

Exam Ie 5 

::;Kln rnclion n

Layer Analysis Analysis Ca (psi) Driving Loss 

Depth m Depth It Ub inter Ca kPa Cd m Cd It D It % as kip) as kN as-total Ap(rr) CU (psi) Cu kPa Nc 

1 0.01 0.03 40.0000 1550.42189 0.00 1.59593 5.23599 0 17% 0 0.00 0.00 0.00000 0.00 100.00 9.0 

1 0.99 3.25 40.0000 1550.42189 0.00 1.59593 5.23599 0 17% 0 0.00 0.00 0.00000 0.00 100.00 9.0 

1 1.00 3.28 40.0000 1550.42189 54.51 1.59593 5.23599 0 17% 0 0.00 0.00 2.18166 0.00 100.00 9.0 

1 3.01 9.88 40.0000 1550.42189 74.23 1.59593 5.23599 6.59 17% 44.4332111 197.64 197.64 2.18166 0.00 100.00 9.0 

1 6.01 19.72 40.0000 1550.42189 74.23 1.59593 5.23599 16.44 17% 110.751437 492.62 492.62 2.18166 0.00 100.00 9.0 

1 9.01 29.56 40.0000 1550.42189 74.23 1.59593 5.23599 26.28 17% 177.069662 787.61 787.61 2.18166 0.00 100.00 9.0 

1 9.99 32.78 40.0000 1550.42189 74.23 1.59593 5.23599 29.49 17% 198.733616 883.97 883.97 2.18166 0.00 100.00 9.0 

~ mldpoint(1t ,,',(psi) ,,',(kPa) K. Cr Sin a Cd D a,(kips) Q,(kN) Q,(kN) Ap(!!,) iq-bar (psi q-bar (kp a. N 

2 10.01 32.84 32.8248 2122.67 101.63 0.98356 0.89839 0.41 5.24 0.03281 8% 0.121 0.54 885.60 2.18166 2123.58 101.68 0.0000 40.40 

2 13.01 42.68 37.7461 2395.18 114.68 0.98356 0.89839 0.41 5.24 9.87533 8% 41.114 182.87 1067.93 2.18166 2668.60 127.77 0.0000 40.40 

.2 15.23 49.97 41.3878 2596.84 124.34 0.98356 0.89839 0.41 5.24 17.15879 8% 77.451 344.50 1229.56 2.18166 3071.92 147.08 0.0000 40.40 

2b 15.25 50.03 50.0184 3074.84 147.21 1.53229 0.92865 0.43 5.24 0.03281 8% 0.298 1.33 1231.66 2.18166 3075.55 147.26 0.58796 40.40 

2b 16.99 55.74 52.8707 3232.70 154.78 1.53229 0.92865 0.43 5.24 5.74147 8% 54.843 243.94 1474.28 2.18166 3391.67 162.39 0.5817 40.40 

3 17.01 55.81 55.7907 3394.39 162.52 2.2507 0.90835 0.48 5.24 0.03281 8% 0.527 2.34 1478.09 2.18166 3395.30 162.57 0.6892 77.60 

3 20.01 65.65 60.7119 3666.90 175.57 2.2507 0.90835 0.48 5.24 9.87533 8% 171.411 762.44 2238.18 2.18166 3940.32 188.66 0.6879 77.60 

3 23.01 75.49 65.6332 3939.41 188.62 2.2507 0.90835 0.48 5.24 19.71785 8% 367.688 1635.48 3111.22 2.18166 4485.35 214.76 0.6867 77.60 

3 23.99 78.71 67.2408 4028.44 192.88 2.2507 0.90835 0.48 5.24 22.93307 8% 437.308 1945.15 3420.89 2.18166 4663.39 223.28 0.6867 77.60 

4 24.01 78.77 78.7566 4666.16 223.42 2.84556 0.89820 0.50 5.24 0.032808 5% 0.983 4.37 3428.59 2.18166 4667.13 223.46 0.722 110.40 

4 27.01 88.62 83.6778 4954.34 237.21 2.84556 0.89820 0.50 5.24 9.875328 5% 314.049 1396.89 4821.11 2.18166 5243.48 251.06 0.722 110.40 

4 30.01 98.46 88.5991 5242.52 251.D1 2.84556 0.89820 0.50 5.24 19.717848 5% 663.528 2951.37 6375.59 2.18166 5819.83 278.65 0.722 110.40 

4 30.99 101.67 90.2067 5336.66 255.52 2.84556 0.89820 0.50 5.24 22.933071 5% 785.581 3494.26 6918.48 2.18166 6008.11 287.67 0.722 110.40 

Driving 
exS.xls 

8am le5 

I I I I I I I 

Skin Friction End B

Layer Analysis Analysis Ca (psll 

Depth m Depth (It) Ub inter Ca (l<Pa Cd m Cd It D(1t) Os kip) Os kN) Os-total (kN) Ap(ft" Cu (psi) Cu kPa Nc 

1 0.01 0.03 0.0000 1138.43358 0.00 1.59593 5.23599 0 0 0.00 0.00 0.00000 2088.55 100.00 9.0 

1 0.99 3.25 0.0000 1138.43358 0.00 1.59593 5.23599 0 0 0.00 0.00 0.00000 2OBB.55 100.00 9.0 

1 1.00 3.28 0.0000 1138.43358 54.51 1.59593 5.23599 0 0 0.00 0.00 0.00000 2088.55 100.00 9.0 

1.49 4.89 0.9646 1138.43358 54.51 1.59593 5.23599 0 0 0.00 0.00 0.00000 2088.55 100.00 9.0 

1.50 4.92 0.9843 1138.43358 54.51 1.59593 5.23599 0 0 0.00 0.00 2.18166 2088.55 100.00 9.0 

1 3.01 9.88 3.9567 1138.43358 54.51 1.59593 5.23599 4.95 29.5303 131.35 131.35 2.18166 2OBB.55 100.00 9.0 

1 6.01 19.72 9.8622 1138.43358 54.51 1.59593 5.23599 14.80 BB.1999 392.31 392.31 2.18166 2088.55 100.00 9.0 

1 9.01 29.56 15.7677 1217.64131 58.30 1.59593 5.23599 24.64 157.066 698.73 698.73 2.18166 2088.55 100.00 9.0 

:s 1 9.99 32.78 17.6969 1244.13400 59.57 1.59593 5.23599 27.85 181.451 807.09 807.09 2.18166 2088.55 100.00 9.0 

midpoint (It O",(ps1) cr',(kPa) K. C, Sin5 C, D 0, (kips) 0. (kN) 0.(kN) Ap(tt') q-bar (pst q-bar (kpa a; No 

2 10.01 32.84 32.8248 1713.22 82.03 0.98356 0.89839 0.41 5.24 0.03281 0.106 0.47 808.69 2.18166 1714.13 82.07 0.6258 40.40 

2 13.01 42.68 37.7461 1985.73 95.08 0.98356 0.89839 0.41 5.24 9.87533 37.049 164.80 973.01 2.18166 2259.15 108.17 0.6045 40.40 

2 15.23 49.97 41.3878 2187.39 104.73 0.98356 0.89839 0.41 5.24 17.15879 70.912 315.42 1123.64 2.18166 2662.47 127.48 0.5881 40.40 

2b 15.25 50.03 50.0164 2665.20 127.61 1.53229 0.92865 0.43 5.24 0.03281 0.281 1.25 1125.62 2.18166 2666.10 127.65 0.58796 40.40 

2b 16.99 55.74 52.8707 2823.25 135.18 1.53229 0.92865 0.43 5.24 5.74147 52.062 231.57 1355.94 2.18166 2982.22 142.79 0.5817 40.40 

3 17.01 55.81 55.7907 2984.94 142.92 2.2507 0.90835 0.48 5.24 0.03281 0.504 2.24 1359.58 2.18166 2985.85 142.96 0.BB92 77.60 

3 20.01 65.65 60.7119 3257.45 155.97 2.2507 0.90835 0.48 5.24 9.87533 165.512 738.20 2093.54 2.18166 3530.87 169.06 0.BB79 77.60 

3 23.01 75.49 65.6332 3529.97 169.01 2.2507 0.90835 0.48 5.24 19.71785 358.122 1592.93 2950.27 2.18166 4075.90 195.15 0.BB67 77.60 

3 23.99 78.71 67.2408 3818.99 173.28 2.2507 0.90835 0.48 5.24 22.93307 427.022 1899.39 3256.73 2.18166 4253.94 203.68 0.BB67 77.60 

4 24.01 78.77 78.7566 4256.72 203.81 2.84558 0.89820 0.50 5.24 0.032808 0.944 4.20 3264.12 2.18166 4257.BB 203.86 0.722 110.40 

4 27.01 BB.62 83.6778 4544.89 217.61 2.84556 0.89820 0.50 5.24 9.875328 303.257 1348.89 4608.82 2.18166 4834.03 231.45 0.722 110.40 

4 30.01 98.46 88.5991 4833.07 231.41 2.64556 0.89820 0.50 5.24 19.7178 643.900 2864.07 6124.00 2.18166 5410.38 259.05 0.722 110.40 

_. 

4 30.99 101.67 90.2067 4927.21 235.91 2.84556 0.89820 0.50 5.24 22.9331 763.482 3395.97 6655.90 2.18166 5598.66 268.06 0.722 110.40 

Ultimate 
Example #6 

o It depth 'N' 

5-12 

'\----------; 2ft 

1 = 120 pcf 

10-17 15% Driving Loss 

15 It- 15-14 ----------------

20- 21 

25- 27 

30-23 

351t- 35-31 

Cu = 2500 psf 

1= 120pcf 

1 = 120 pcf 

100/0 Driving Loss 

400/0 Driving Loss 

701t-------------------------------------

Water Table 

DrlIIing = 6 It 

RestrlkeJDriving = 3 It 

Ultimate = I-It 

Pile - Open Ended Pipe 

diameter = 36 in. 

wall thickness = 0.5 in. 

Other Design Considerations: 

I-It local scour 

3 It long tenn scour 

93 
<0 

~ 

Example 6 

Layer Analysis 

Depth 

1 0.01 

1 0.99 .1" ................... "'''''-':(01' 

1 1.99 

1 2.00 .:r ................... ··· .. ·····2:99 .1' ........... _ ..... ··········"3:0·:;-

1 12.01 

1 14.99 

15.01 

2 24.01 

2 33.01 

2 34.99 

3 35.01 

3 44.01 

3 53.01 

4 62.01 

5 69.99 

Mid point 

of laver K-delta 

.... _ ............. .......................... 

1.500 ···· .. ··2:·495 ·····1·:25360· ···· .. ··3:·005 ·····1":"25360· 

7.505 1.25360 

8.995 1.25360 

15.005 1.47415 

19.505 1.47415 

24.005 1.47415 

24.995 1.47415 

Cf Pd (pst) Sin delta Cd (ft) D (ft) 

........................ ................................ ............................ . .................. .................. 

0.00 

·_ .. ····ii"974· ········ .. ····299:4·0 · .. ··· .. ······0:·500 ····· .. ··9:42 ······0:99 ······ .. ··0:·974· ··············360:29 · .. ···········if500 ·· .. ·····9:42 ·······0:01· 

0.974 619.49 0.500 9.42 9.01 

0.974 705.31 0.500 9.42 11.99 

0.9696 1051.49 0.532 9.42 0.01 

0.9696 1310.69 0.532 9.42 9.01 

0.9696 1569.89 0.532 9.42 18.01 

0.9696 1626.91 0.532 9.42 19.99 

Cu (pst) alpha Ca(pst) Cd (ft) D (ft) 

2500.00 1.00 . 2500.00 9.42 0.01 

2500.00 1.00 2500.00 9.42 9.01 

2500.00 1.00 2500.00 9.42 18.01 

2500.00 1.00 2500.00 9.42 27.01 

2500.00 0.97 2431.86 9.42 34.99 

exG.xls 

Qs (k) Ap( ftl\2) q-bar alpha N'q 

.............................. ... _ ...................... .......................... . .............................. . ....................... .............................. 

7.07 240.00 0.63437 42.4 

····· .. ··· .. ···· .. ·1~:i1' ··· .. ······ .. ·· .. ·1·:71· .. ·· .. ·· .. ···""7:07 · .. ··········"35i3:"80 "'0:6343:7" ···················42·:4 

··················0:02 ··· .. ··· .. ····· .. ·1":75 ·· .. ···········7:07 ··············360:·58 "'0:6343:7" ··············· .. ··42·:4 

32.14 33.86 7.07 878.98 0.63437 42.4 

48.69 50.42 7.07 1050.62 0.63437 42.4 

0.08 50.55 7.07 1051.78 0.67483 61.47 

84.71 135.19 7.07 1570.18 0.67483 61.47 

202.81 253.29 7.07 2088.58 0.67483 61.47 

233.28 283.76 7.07 2202.62 0.67483 61.47 

Ap Su Nc 

0.24 284.16 7.07 2500.00 9.00 

212.29 496.21 7.07 2500.00 9.00 

424.35 708.27 7.07 2500.00 9.00 

636.41 920.33 7.07 2500.00 9.00 

801.96 1085.88 7.07 2500.00 9.00 

Restrike 
co 

(J"1 

Example 6 

Layer Analysis 

Depth 

1 0.01 

1 0.99 1·_ ... ····· ... ···- ·_·····1":CH· 

1 1.99 

1 2.00 f'--""''''- ··--····2:99 

f·_······ ... ···- ---"-:3:cH' 

1 12.01 

1 14.99 

15.01 

2 24.01 

2 33.01 

2 34.99 

3 35.01 

3 44.01 

3 53.01 

4 62.01 

5 69.99 

I 

I 

Mid point 

of layer K-deHa Cf 

._ ................... ......................... . _ .................... 

1.500 '-'-'2:495 "-'1":25360 ····_···0:974 

"'''''"3:005 ""'1":25360 ·········0:974 

7.505 1.25360 0.974 

8.995 1.25360 0.974 

15.005 1.47415 0.9696 

19.505 1.47415 0.9696 

24.005 1.47415 0.9696 

24.995 1.47415 0.9696 

Cu (psf) 

2500.00 

2500.00 

2500.00 

2500.00 

2500.00 

Driving 

Pd (psf) Sin deHa Cd (ft) D (ft) Loss (%) 

............................... ............................ . ................... ...... -.......... . ..................... 

180.00 .. ···_···_·29·il:40· '--'-"'cf"soo ··_····9·:42· '-"i5:99 ······_···1·5°k 

·············36·0:29· '-"-"'-"0:500 ··_····9·:42· '-"'i5:o'f "'-''''''1'5% 

619.49 0.500 9.42 9.01 15% 

705.31 0.500 9.42 11.99 15% 

1051.49 0.532 9.42 0.Q1 10% 

1310.69 0.532 9.42 9.01 10% 

1569.89 0.532 9.42 18.01 10% 

1626.91 0.532 9.42 19.99 10% 

alpha Ca (psf) Cd eft) D eft) 

0.53 1325.52 9.42 0.01 22% 

0.53 1325.52 9.42 9.01 22% 

0.53 1325.52 9.42 18.01 22% 

0.53 1325.52 9.42 27.01 22% 

0.53 1325.52 9.42 34.99 22% 

exG.xls 

Qs (k) Ap{ ftJ\2) Iq-bar alpha N'q 

............................ ..................... _ ........ _ .......... .... _ ...................... ....................... ... _ ......................

0.00 240.00 0.63437 42.4 

_········ ... ·····f:45 ···· ... ···1":45· _·_····0:00 "-'-"'-"35if80 "15":63437 ···_·········_··42:4

··········_·····0·:02 _··_····1":49 ··· ... _····0:00 ··_·········3615:"58 "Ci":63437 ··_··············4::E4

27.32 28.78 0.00 878.98 0.63437 42.4 

41.39 42.85 0.00 1050.62 0.63437 42.4 

0.07 42.98 0.00 1051.78 0.67483 61.47 

76.24 119.15 0.00 1570.18 0.67483 61.47 

182.53 225.44 0.00 2088.58 0.67483 61.47 

209.96 252.86 0.00 2202.62 0.67483 61.47 

lAp Su Nc 

0.097 253.09 0.00 2500.00 9.00 

87.797 340.78 0.00 2500.00 9.00 

175.496 428.48 0.00 2500.00 9.00 

263.195 516.18 0.00 2500.00 9.00 

340.955 593.94 0.00 2500.00 9.00 

Driving 
co 

(j) 

Example 6 

Layer Analysis 

Depth 

1 0.01 

1 0.99 f··--·· __ · ···_······Uj·1· 

1 1.99 

1 2.00 

1 2.99 

1 3.00 . 1"-.. _ .... _ .. _ .. ···········3:0·1" 

1 3.99 

1 4.00 

1 12.01 

1 14.99 

15.01 

2 24.01 

2 33.01 

2 34.99 

3 35.01 

3 44.01 

3 53.01 

4 62.01 

5 69.99 

Mid point 

of layer K-delta 

...................... .......................... 

...................... ....... _ ... _ ............ 

0.000 

4.005 1.25360 

5.495 1.25360 

15.005 1.47415 

19.505 1.47415 

24.005 1.47415 

24.995 1.47415 

Cf Pd (pst) Sin delta Cd (ft) D (ft) 

...................... -............................... .......................... .................. .................. 

.... _ ....... _ ........ ................................ ........................... .................... .................. 

0.974 288.29 0.500 9.42 8.01 

0.974 374.11 0.500 9.42 10.99 

0.9696 691.49 0.532 9.42 0.01 

0.9696 950.69 0.532 9.42 9.01 

0.9696 1209.89 0.532 9.42 18.01 

0.9696 1266.91 0.532 9.42 19.99 

Cu (pst) alpha Ca(pst) Cd (ft) D (ft) 

2500.00 1.00 2500.00 9.42 0.01 

2500.00 1.00 2500.00 9.42 9.01 

2500.00 1.00 2500.00 9.42 18.01 

2500.00 1.00 2500.00 9.42 27.01 

2500.00 0.97 2431.86 9.42 34.99 

exS.xls 

Qs (k) Ap( ft1\2) q-bar alpha N'q Q

............................. ............ _ ............ .......................... ......... _ ................... ........................ ............................. .

.............................. . ............................ .......................... ............................... .... _ ...•.. -.......... ....... _ ... _ ...... _ ........ .

7.07 57.60 0.63437 42.4 

13.30 13.30 7.07 518.98 0.63437 42.4 

23.67 23.67 7.07 690.62 0.63437 42.4 

0.05 23.76 7.07 691.78 0.67483 61.47 

61.44 85.15 7.07 1210.18 0.67483 61.47 

156.30 180.02 7.07 1728.58 0.67483 61.47 

181.66 205.38 7.07 1842.62 0.67483 61.47 

lAp Su Nc 

0.24 205.74 7.07 2500.00 9.00 

212.29 417.80 7.07 2500.00 9.00 

424.35 629.86 7.07 2500.00 9.00 

636.41 841.92 7.07 2500.00 9.00 

801.96 1007.47 7.07 2500.00 9.00 

Ultimate 
Example #7 

Oft-----------------------------------------

Cn = 1580 psr 

1 = 110 pcr 

200/0 Driving Loss 

10ft-----------------------------------------

4» = 27° Skin Friction 

4» = 33°End Bearing 

1 = 120 pcr 

100/0 Driving Loss 

20ft-----------------------------------------

4» = 38°Skin Friction 

• = 38°End Bearing 

1 = 120 pcr 

2 % Driving Loss 

30ft-----------------------------------------

Water Table 

Drilling = 0 ft 

RestrikeJDriving = 5 ft 

Ultimate = 0 ft 

Pile - Timber 

diameter at top = 12 in. 

diameter at bottom = 8 in. 

length or taper = 30 ft 

Other Design Considerations: 

3 ft Soft Soil 

97 
<D 

00 

Example 7 

Laye Analysis 

Depth 

1 0.01 

1 9.01 

1 9.99 

1 10.01 

2 10.01 

1 19.01 

2 19.01 

1 19.99 

2 19.99 

1 20.01 

2 20.01 

3 20.01 

29.01 

29.01 

29.01 

29.99 

29.99 

29.99 

0-10 

10-10.01 

0-10 

10-19.01 

0-10 

10-19.99 

0-10 

10-20 

20.-20.01 

0-10 

10-20 

20-29.01 

0-10 

10-20.00 

20-29.9~ 

Mid point 

of layer Ca (pst) 

0.005 1280.000 

4.505 1302.969 

4.995 1314.245 

Ca (pst) 

K-delta Cf Pd (pst) Sin delta 

5.000 - - - 1314.340 

0.005 1.3629018 0.7473127 788.29 0.20875 

5.000 - - - 1299.301 

4.505 1.3793281 0.7665019 1047.49 0.22410 

5.000 - - - 1297.88 

4.995 1.3810471 0.76838 1075.71 0.22560 

Ca(pst) 

K-delta Cf Pd (pst) Sin delta 

5.000 1297.852 

5.000 1.3810995 0.7684346 1076 0.225642 

0.005 9.7959605 0.5875655 1364.29 0.248254 

5.000 1286.37 

5.000 1.4105515 0.8036173 1076 0.253635 

4.505 9.8117149 0.6142635 1623.49 0.310612 

5.000 1285.266 

5.000 1.4135395 0.807118 1076 0.25641 

,-----4.995 9.8133636 0.6168723 . 1651.71 0.312667 

ex7.xls 

Cd (ft) D (ft) Qs layer Qs total Ap( ftA2 Su Nc 

2.095 0.01 0.03 0.03 0.35 1580.00 9.000000 

2.252 9.01 26.43 26.43 0.35 1580.00 9.000000 

2.269 9.99 29.79 29.79 0.35 1580.00 9.000000 

Cd (ft) D (ft) 

Cd (ft) D (ft) Ap( ftA2 q-bar alpha N'q 

2.269 10.00 29.83 

2.095 0.01 0.00 29.83 0.35 788.58 0.645600 47.2000 

2.583 10.00 33.57 

2.252 9.01 5.03 38.60 0.35 1306.98 0.622099 47.2000 

2.618 10.00 33.97 

2.269 9.99 5.84 39.81 0.35 1363.42 0.618041 47.2000 

Cd (ft) D (ft) 

Cd (ft) D (ft) 

2.61834 10 33.98 

2.26928 10 5.85 

2.09457 0.01 0.04 39.87 0.35 1364.58 0.722000 110.4000 

2.9325 10 37.72 

2.58344 10 7.99 

2.25165 9.01 61.66 107.37 0.35 1882.98 0.722000 110.4000 

2.96671 10 38.13 

2.61764 10 8.24 

2.26875 9.99 70.86 117.23 0.35 - 1939.42 0.722000 110.4000 

Restrike 
(0 

to 

Example 7 

Laye Analysis 

Depth 

1 0.01 

1 9.01 

1 9.99 

1 10.01 

1 10.01 

2 10.01 

1 19.01 

1 19.01 

2 19.01 

1 19.01 

1 19.01 

2 19.99 

1 20.01 

1 20.01 

2 20.01 

2 20.01 

3 20.01 

1 29.01 

1 29.01 

2 29.01 

2 29.01 

3 29.01 

29.99 

29.99 

29.99 

29.99 

29.99 

Mid point 

of layer 

0.005 

4.505 

4.995 

K-delta 

0-9.99 4.995 - 9.99-10 - 10-10.01 0.005 1.363 

0-9.99 4.995 - 9.99-10 9.995 - 10-19.01 4.505 1.379 

0-9.99 4.995 -

9.99-10 9.995 -

10-19.99 4.995 1.381 

K-delta 

0-9.99 

9.99-10 

10-19.99 1.381 

19.99-20 1.363 

20.-20.01 9.796 

0-9.99 

9.99-10 

10-19.99 1.411 

19.99-20 1.395 

20-29.01 9.812 

0-9.99 

9.99-10 

10-19.99 1.398 

19.99-20 1.414 

20-29.99 9.813 

Ca (psf) Cd (ft) 

1280.000 2.095 

1302.969 2.252 

1314.245 2.269 

Ca (psf) Cd (ft) 

Cf Pd (psf) Sin delta Cd (ft) 

- - 1314.245 2.269 

- - 1324.566 2.269 

0.7473 788.29 0.20875 2.095 

- - 1299.185 2.584 

- - 1307.163 2.409 

0.7665 1047.49 0.22410 2.252 

- - 1297.767 2.618 

- - 1305.532 2.443 

0.76838 1075.71 0.22560 2.269 

Ca (psf) Cd (ft) 

Cf Pd (psf) Sin delta Cd (ft) 

1297.738 2.61852 

1305.499 2.44398 

0.7685 1075.712 0.225658 2.26945 

0.7474 1939.712 0.208778 2.09492 

0.5876 1364.29 0.248254 2.09457 

1286.268 2.93268 

1292.419 2.75814 

0.8036 1075.712 0.253649 2.58361. 

0.7843 1363.712 0.238287 2.40908 

0.6143 1623.49 0.310612 2.25165 

1285.166 2.96689 

1291.173 2.79235 

0.7883 1075.712 0.24149 2.44329 

0.8071 1363.712 0.256424 2.61782 

0.6169 1651.71 0.312667 2.26875 

ex7.xls 

Driving Driving 

D (ft) Qs layer Loss Qs lay Qstotal Ap( ftA2) Su Nc 

0.01 0.03 20% 0.02 0.02 0.35 1580.00 9.000000 

9.01 26.43 20% 21.15 21.15 0.35 1580.00 9.000000 

9.99 29.79 20% 23.83 23.83 0.35 1580.00 9.000000 

D (ft) 

D (ft) Ap( ftA2) Iq-bar alpha N'q 

9.99 29.79 20% 23.83 

0.01 0.03 10% 0.03 

0.01 0.00 10% 0.00 23.86 0.35 788.58 0.645600 47.200

9.99 33.53 20% 26.83 

0.01 0.031 10% 0.03 

9.01 5.035 10% 4.53 31.39 0.35 1306.98 0.622099 47.200

9.99 33.94 20% 27.15 

0.01 0.03 10% 0.03 

9.99 5.84 10% 5.25 32.43 0.35 1363.42 0.618041 47.200

D (ft) 

D (ft) 

9.99 33.95 20% 27.16 

0.01 0.03 10% 0.03 

9.99 5.84 10% 5.26 

0.01 0.01 2% 0.01 

0.01 0.04 2% 0.04 32.49 0.35 1364.58 0.722000 110.400

9.99 37.68 20% 30.15 

0.01 0.04 10% 0.03 

9.99 7.98 10% 7.18 

0.01 0.01 2% 0.01 

9.01 61.66 2% 60.43 97.80 0.35 1882.98 0.722000 110.400

9.99 38.09 20% 30.47 

0.01 0.04 10% 0.03 

9.99 6.99 10% 6.29 

0.1 0.10 2% 0.10 

9.99 70.86 2% 69.44 106.34 0.35 1939.42 0.722000 110.400

DrMng 
->. 

o 

o 

Example 7 

Laye Analysis 

Depth 

1 0.01 

2.99 

3.00 

1 9.01 

1 9.99 

1 10.01 

2 10.01 

1 19.01 

2 19.01 

1 19.99 

2 19.99 

1 20.01 

2 20.01 

3 20.01 

29.01 

29.01 

29.01 

29.99 

29.99 

29.99 

Mid point 

of layer 

0.005 

1.495 

1.500 

4.505 

4.995 

K-delta 

0-10 5.000 -

10-10.01 0.005 1.3629018 

0-10 5.000 -

10-19.01 4.505 1.3793281 

0-10 5.000 -

10-19.99 4.995 1.3810471 

K-delta 

0-10 5.000 

10-20 5.000 1.3810995 

20.-20.01 0.005 9.7959605 

0-10 5.000 

10-20 5.000 1.4105515 

20-29.01 4.505 9.8117149 

0-10 5.000 

10-20.00 5.000 1.4135395 

20-29.99 4.995 9.8133636 

Ca (pst) Cd (ft) 

0.000 2.095 

0.000 2.147 

0.000 2.147 

1305.642 2.199 

1317.164 2.216 

Ca (pst) Cd (ft) 

Cf Pd(pst) Sin delta Cd (ft) 

- - 1317.261 2.217 

0.7473127 476.29 0.20875 2.095 

- - 1301.548 2.531 

0.7665019 735.49 0.22410 2.252 

- - 1300.07 2.565 

0.76838 763.71 0.22560 2.269 

Ca (pst) Cd (ft) 

Cf Pd (Il§f)_ Sin delta Cd (ftl 

1300.04 2.56598 

0.7684346 764 0.225642 2.26928 

0.5875655 1052.29 0.248254 2.09457 

1288.109 2.88014 

0.8036173 764 0.253635 2.58344 

0.6142635 1311.49 0.310612 2.25165 

1286.966 2.91435 

0.807118 764 0.25641 2.61764 

0.6168723 1339.71 0.312667 2.268~ 

ex7.xls 

D (ft) Qs layer Qstotal Ap( ft"2 Su Nc 

0.01 0.00 0.00 0.35 0.00 9.00 

2.99 0.00 0.00 0.35 0.00 9.00 

3.00 0.00 0.00 0.35 0.00 9.00 

6.01 17.26 17.26 0.35 1580.00 9.00 

6.99 20.41 20.41 0.35 1580.00 9.00 

D (ft) 

D (ft) IAp( ft"2 !q-bar alpha N'q 

7.00 20.44 

0.01 0.00 20.44 0.35 476.58 0.645600 47.2000 

7.00 23.06 

9.01 3.54 26.60 0.35 994.98 0.622099 47.2000 

7.00 23.35 

9.99 4.14 27.49 0.35 1051.42 0.618041 47.2000 

D (ft) 

D (ft) 

7 23.35 

10 4.15 

0.01 0.03 27.53 0.35 1052.58 0.722000 110.4000 

7 25.97 

10 5.67 

9.01 49.81 81.45 0.35 1570.98 0.722000 110.4000 

7 26.25 

10 5.85 

L-9.99 57.47 .... 89.58 0.35 1627.42 0.722000 110.4000 

Ultimate 
ex7.xls 

Example 7 

Laye Analysis Mid point 

Depth of layer Ca (pst) Cd (ft) D (ft) Qs layer Qs total Ap( ftl\2 Su Nc Qc

1 0.01 0.005 1280.000 2.096 0.01 -0.03 -0.03 0.35 0.00 9.00 

2.99 1.495 1280.000 2.147 2.99 -8.22 -8.22 0.35 0.00 9.00 

3.00 1.500 1280.000 2.147 3.00 -8.24 -8.24 0.35 0.00 9.00 

1 9.01 0-3 1280.000 2.357 3.00 -9.05 0.35 1580.00 9.00 

1 9.01 3-9.01 1305.642 2.199 6.01 17.26 8.21 

1 9.99 0-3 1280.000 2.391 3.00 -9.18 0.35 1580.00 9.00 

1 9.99 3-9.99 1317.164 2.216 6.99 20.41 11.23 

Ca (pst) Cd (ft) D(ft) 

K-delta Cf Pd (pst) Sin delta Cd (ft) D (ft) Ap( ftl\2 q-bar alpha N'q 

10.01 0-3 1280.000 2.391 3.00 -9.18 

1 10.01 3-10 - - - 1317.261 2.217 7.00 20.44 

2 10.01 10-10.01 0.005 1.3629018 0.7473127 476.29 0.20875 2.095 0.01 0.00 11.26 0.35 476.58 0.645600 47.2000 

1 19.01 0-3 - - - 1280.000 2.706 3.00 -10.39 

19.01 3-10 - - - 1301.548 2.531 7.00 23.06 

~ 2 19.01 10-19.01 4.505 1.3793281 0.7665019 735.49 0.22410 2.252 9.01 3.54 16.21 0.35 994.98 0.622099 47.2000 

1 19.99 0-3 - - - 1280.00 2.740 3.00 -10.52 

1 19.99 3-10 - - - 1300.07 2.565 7.00 23.35 

2 19.99 10-19.99 4.995 1.3810471 0.76838 763.71 0.22560 2.269 9.99 4.14 16.97 0.35 1051.42 0.618041 47.2000 

Ca (pst) Cd (ft) D (ft) 

K-delta Cf Pd (pst) Sin delta Cd (ft) D (ft) 

1 20.01 0-3 - - - 1280.00 2.74052 3 -10.52 

1 20.01 3-10 - - - 1300.04 2.56598 7 23.35 

2 20.01 10-20 5.000 1.3810995 0.7684346 764 0.225642 2.26928 10 4.15 

3 20.01 20.-20.01 0.005 9.7959605 0.5875655 1052.29 0.248254 2.09457 0.01 0.03 17.01 0.35 1052.58 0.722000 110.4000 

1 29.01 0-3 - - - 1280.00 3.05468 3 -11.73 

1 29.01 3-10 - - - 1288.11 2.88014 7 25.97 

2 29.01 10-20 5.000 1.4105515 0.8036173 764 0.253635 2.58344 10 5.67 

3 29.01 20-29.01 4.505 9.8117149 0.6142635 1311.49 0.310612 2.25165 9.01 49.81 69.72 0.35 1570.98 0.722000 110.4000 

1 29.99 0-3 - - - 1280.00 3.08888 3 -11.86 

1 29.99 3-10 - - - 1286.97 2.91435 7 26.25 

2 29.99 10-20.00 5.000 1.4135395 0.807118 764 0.25641 2.61764 10 5.85 

3 ,---29.~9 20-29.99 - 4.995 9.8133636 0.6168723 1339.71 0.312667 2.26875 9.99 57.47 77.72 0.35 1627.42 0.722000 110.4000 

Ultimate - nsf 
Example #8 

o tl 0.5 ft \ - - - - - I 

• = 31 ° Skin Friction 

• = 36°End Bearlng 

y = 114 pcf 

12% Driving Loss 

20tl----------------------------------------

Cll = 2000 psf 

1 = 110 pcf 

20% Driving Loss 

30tl-----------------------------------------

• = 35° Skin Friction 

• = 35° End Bearlng 

y=120pcf 

7% Driving Loss 

48tl-----------------------------------------

Water Table 

Drilling = 0 tl 

RestrlkeJDriving = 6 tl 

Ultimate = 3 tl 

Pile - Raymond Unifonn Taper 

diameter at top = 54 in. 

diameter at bottom = 36 in. 

length of taper = 50 tl 

Other Design Considerations: 

a) 2 tl Local Scour 

b) 2 tl Long Tenn Scour 

c) I-tl Local and I-tl Long Tenn Scour 

102 
..... 

o 

v:J 

I Example8 

Layer lAna lysis 

Jeplh 

~0.01 

ICf IPd (psI) ISin della ICd (ft 

_Ojlo()I ___ 0 L 0.0000 ! ___ ol ___ () 

ex8.xl 

Os layer lOs 101 

.OO~O.OOI 0.00 

!q-bar _ ___ I alpha I N'q 

;93 1071. 

).4S 0.0001 01 0.00001 01 .001 0.001 0.00 01 0.6931 77.6 1071 

).5 l2501 0 I 0.0000 .001 0.001 0.00 571 0.6931 77.6 1071 

Iv.00-0.5 I 0.25015.710231 1.04551 28. 

IU.oU-~.~~ 1.74515.709911 1.04551 198.9, 

0.00-0.50 

0,50,3.00 

13.00-3.01 3 00515 70H641~0455 

9.6831 0.00 

9.5421 2.49 

01 01 0.00 9.544 2.50 

_9A25Lo.Ol 

0.00 

18.2251 18.2317.0685831 340.86 1 0.693 

O. 

lB.35 

0.121 18.4817.0685831 343.141 -0.693 

.00-0.50 I 0.2501 01 0.00001 01 01 01 0.001 0.00 

l.50-3.00 

3.00-5.99 

1.75015.7105 

4.50015.7099 

6.00515.7096 

15.7123 

15.7118 

15.7106 

5.7133 

5.7128 

19 10.99515.711 

)-0.50 

)-3.00 

)-6. 

1-20.00 

2 

15.7133 

5.7128 

5.711' 

10',(1;j4 

5~I~ 

.00 I 13.Uool0.l1:t 

~4. 

9.8: 

51310.645921811 9.56 

1684.25810.645921811 9.4. 

199.510.645921811 10. 

51310.645921811 10. 

I 916.4581 0.645921811 9.8-01 

199 

51 11. 1D. 11044.~ _10.0BU 

~ 

513 0.6459 

1045.2 0.6459 

199. 

~ 

1045. 

~ 

..1.4. 

5 

75.921 7.06858: 684.521 0.69: 

~" 

313.641 396.0117.0685831 1148~0"6~~ 

56 

0.00 

21.45 

64.64 

569.18 

654.6217.0685831 1405.8841 0.693 

Ap( ftA2) Su Nc 

).1891 655.451 7.068583 200C 9 

6 

I ~7.4917.068583 20001 9 

v.vv~v ..... v V.,L;JU U v.DODO v u u V.VV u.vu 

77.61 129.631 1071.60

77.61 130.501 1071.6

260.33 1.6

]I6L.j36.9411071.60

77.61 534.671 1071.6

127.23 

127.23 

0.5C1-3.oo 1.750 5.71346 1.0455 199.5 0.64592181 12.09 2.50 23.26 I I I I I I 

"""""" .. " 5.71346 1.0455 5130.64592181 11.83 3.00 -"" 

5.71309 1.0455 1045.2 0.64592181 11.03 14.00 6 

24.505 2000 9.896 9.99 197.7131 913.6817.0685831 20001 91 I 127.231 

)-0.50 

>=3.00 199. 

l-6.OO 51 

l.50 

)-3.00 

l-6.oo 

1-20.00 

)-0.50 

)-3.00 

l-6.oo 

)-20.00 

24.5051 1 1 2000 1.0655 1682.69 0.7109945 

1

5 7134 

.

5.7134 

513 0.645921 

)45.2 0.645921 u , 

2000 

1 H 559591 1.065512141.89 109945 

.(1~ 

15.7134 

1Q~ 

1045. 

1.06551 2400.51 

o 

2000 

109945 

0.00 

23.26 

70.24 

622.58 

197.939 

IAp( ftA2) Iq-bar lalpha IN'q 

1.291 915.3117.0685831 1882.981 0.68 

2362.1317.0685831 2401.381 0.68 

2::' •. 

3~12.71.1 4269.6617.0685831 2918.621 0.68 

841 579.251 760.5

641 738.721 760.5

641 897.841 760.5
-" 

o 

~ 

IF""rmle8 

I Depth Tol laver ~ Cf IPdfPsiITSin della ICd(ft) 

0.01 0.000 0 0.0000 0 0 0_. 

0.49 .1 0.000 0 0.0000 0 0 0 o. 0.250 0 0.0000 0 0 0 O. 

r.-;;. 

~ 

~ 

eX8.lds 

0.00-0.50 

0.50-3.00 

0.250 O.OC 

1.750 16.6, 

49.73 

0.00-0.50 I 0.250 0 0.0000 0 0.00 0.00 12% O.OC 

1.750 5.7106 1.0455 199.5 0.6459218 9.826 2.50 18.90 12% 16.6, 

4.500 5.71 1.0455 513..). 0.64592114 9.56Ij. 3.00-1- 56.77-1-12%-1- 49.9E 

6.005 5.7096 1.0455 684.2EU 0.6459218 9.425 0.01 0.25] 

0.00-0.50 0.250 0 0.0000 0 0 0 0.00 0.00 12% O.OC 

0.50-3.00 1.750 5.7124 1.0455 199.5 0.6459218 10.67 2.50 20.54 12% 18.07 

3.00-6.00 4.500 5.7118 1.0455 513 0.6459218 10.42 3.00 61.63 12% 54.41 

6.00-15.01 6.005 5.7106 1.0455 916.46 0.6459218 9.849 9.01 313.64 12'.4 276.00 

0.00-0.50 0.250 0 0.0000 0 0 0 0.00 0.00 12'.4 O.OC 

0.50-3.00 1.750 5.7133 1.0455 199.5 0.6459218 11.14 2.50 21.44 12'.4 18.87 

3.00-6.00 4.500 5.7128 1.0455 513 0.6459218 10.88 3.00 64.63 12'.4 56.87 

6.00-19.99 10.995 5.7111 1.0455 1044.9 0.6459218 10.08 13.99 668.55 12'.& 

0.00-0.50 

10.50-3.00 1.7501 5.71: 

13.00-6.00 4.5001 5.71: 

I~ M.19.99 12.9961 5.71 

19.99-20.00 19.995 5.7C 

20.00-20.01 20.005 

0.00-0.50 0.250 n J::n "l 00 1.750 5.71~ 

4.500 5.71, 

'995 571: 12. 

19.9951 5.71· 

24.505 

0.~.50 

199. 

513. 

1

1044. 1406. 

0.64592 

:0:64592 

0.64592 

0.64592 

~ 

o f1 

0.0000 u u 

1.0455 199.5 0.6459218 11.99 

1.0455 513 0.6459218 11.13 

1.0455 1044.94 0.6459218 10.93 

0.6459218 10.27 

~oool 9.845 

10.50-3.00 1.7501 5.71351 1.04551 199.51 0.64592 

3.00-6.00 4.500 5.7135 1.0455 513 0.64592 

6.00-19.99 12.995 5.7131 1.0455 1044.9 0.64592 

19.99-20.00 19.995 5.7117 1.0455 1406.14 0.6459218 10.37 0.01 0.56] 

20.00-29.99 24.505 2000 9.896 9.99 197., 

Qs total n'2 or 8 N' Qcaic k 

0.00 7.06858 0 0.693 77.6 0.00 

0.00 7.06858 0 0.693 77.6 0.00 

0.00 7.06858 57 0.693 77.6 21.68 

0.69: 77.61 129.6311071.60

16.261 7.06858 343.141 0.693 77.61 130.5011071.60

0.69: 

0.69: 

0.69: 1107 

534.6711071.60

I 7.06858 1 1405.684 1 0.693 Ani n'2\ SU Nc 

766 7.06858 2000 

127.231 

lallha -1- -l- -l-Ap(n·2l..).q.bar 0.00-0.50 0.250 0 0.0000 0 0 0 0.00 0.00 12'h 

0.50-3.00 1.750 5.7135 1.0455 199.5 0.6459218 12.09 2.50 23.2~12'h 

3.00-6.00 4.500 5.7135 1.0455 513 0.6459218 11.83 3.00 7( 

6.00-19.99 13.000 5.7131 1.0455 1045.2 0.6459218 11.03 13.99 622 .• u ., 

19.99-20.00 19.995 5.7117 1.0455 1406.14 0.6459218 10.37 0.01 0.56 0' 

20.00-29.99 24.995 2000 9.897 9.99 197.751 

29.99-30.00 29.995 2000 9.426 0.01 0.189 

30.00-30.01 30.005 9.5596 1.0655 1882.7 0.7109945 9.425 0.01 1.29.1 

0.00-0.50 0.250 0 0.0000 0 0 

0.50-3.00 1.750 5.7135 1.0455 199.5 0.6459218 

3.00-6.00 4.500 5.7135 1.0455 513 0.6459218 

- -- .- ~ 12.995 5.7135 1.0455 1045.2 0.6459218 

19.995 5.7135 1.0455 1406.14 0.64592 

1.00-0.50 

0.50-3.00 

1 24.995 20 

1-:::~19.559611.06551 2141.91 0.71~ 

4.500 -5.713i 

0.00 

2.50 

1~:: 6~0.0611:zoM5.! 0.01 0.61 20% 

9.99 205.302120%1 16 

0:011 0.2051 

6.00-19.99 12.996 5.7135 1.0455 1045.2 0.6459218 12.72 13.99 717.81 12% 63 

19.99-20.00 19.996 5.7135 1.0455 1406.14 0.6459218 12.06 0.01 0.65 20% 

579.251 760.58

12122.91 f7.0685i! r-2'j(l1.38I 0.61: 641 738.721 760.58

20.00-29.99 24.995 2000 11.59 9.99 231.608 20% 185.<~ 

29.99-30.00 29.995 2000 11.12 0.01 0.222 7% 0.21 T T 30.00-47.99 34.505 9.5596 1.0655 2400.5 0.7109945 10.27 17.993212.71 7% 2987.82 3899.52 7.06858 2918.62 0.68 64 897.84 760.58 

DrMng 
-.>. 

o 

0'1 

ex8.x1s 

[Layer IAnalysis IMid poi-nt 

I.oth laflayer K-delta Cf Pdlosfl Sindela Cdlft) Dlft Oslaver Os total Aolft"2 l<>-bar aloha N'o Oeale k OoimlkllOoIk) Qtlk) 

,u.01 0.000 0 0.0000 0 0 0 0.00 0.00 0.00 7.06858 0 0.693 n.6 0.00 1071.60 0.00 

Q,49 -+ 0.000 0 0.0000 0 0 0 0.00 0.00 0.00 7.06858 0 0.693 17.6 0.00 1071.60 0.00 

1.250 0 0.0000 0 0 0 0.00 0.00 0.00 7.06858 0 0.893 n.8 0.00 1071.80 0.00 

0.00-0.5 1 0.250 0 0.0000 28.5 0.Q15 0 0.00 0.00 

0.5()'1.9~ 1.245 5.71 1.0455 198.93 0.6459218 9.58.9 0.00 0.000 0.00 7.06858 0 0.693 17.6 0.00 1071.60 0.00 

0.00-0.5 

0.00-0.5 

0.5().2.00 

2.0()'2.99 

0.250 0.000 28. 0.Q15 0.00 0.1 

0.250 0 0.0000 0 0.1 

1.250 0 0.0000 0 0.1 

2.500 5.7098 1.0455 285 10.41 

3.005 5.7096 1.0455 342.26 

)().Q.5O I 0.250 1 01 0.0000 1 01 01 01 0.00 0.00 

:DC 00 0 0 0 0.00 

"' 

,.~55 285 0.6459218 9.754 1.00 10.72 

86.7111071.601 86.711 8

14

• 0().5.99 4.495 5.71 1.0455 419.14 0.6459218 9.566 2.99 46.23 56.95 7.06858 496.28 0.693 17.6 188.74 1071.60 188.74 24

0.5().2.00 1.250 0 0.0000 0 0 0 0.00 0.00 

5.7104 1.0455 285 0.6459218 9.756 1.00 10.72 

5.71 1.0455 419.4 0.6459218 9.56'7 

5.7096 1.0455 497.06 0.6459218-1-9.4~ 57.321 7.0e858 497.321 0.69, 189. 1071.601189; _24

I@QJ 

1 5.712211.04551 2851 0.64592181 10. 

1 5.711811.04551 419.41 0.6459218110., 

365.7511071.601365.751 67

uOOOoo 

o 0.0000 0 0 0 0.00 0.00 

5.7132 1.0455 285 0.6459218 11.07 1.00 12.18 

5.7128 1.0455 419.4 0.6459218 10.88 3.00 52.83 

0.6459218 10.08 13.99 466.70 531.71 7.06858 1218.68 0.693 n.8 463.48 1071.80 463.48 9

Ap(ft'2L 50___ Nc. 

0.00-0.50 I 0.250 1 01 0.0000 1 01 01 

~.5O 0.250 0 0.0000 0 0 0 0.00 

'2.00 1.250 0 0.0000 0 0 0 0.00 

~.OO-3.oo 2.500 5.7135 1.0455 285 0.6459218 11.92 1.00 1".11 

" "().6.00 4.500 5.7135 1.0455 419.4 0.6459218 11.73 3.00 56.97 

'20.00 13.000 5.7129 1.0455 858.00 0.6459218 10.93 14.00 506.69 

~29.01 24.505 2000 9.849 9.01 117.486 754.26 7.0e858 2000 9 127.23 127.23 8

~0.5O 

).50.2.00 ~6 5:711 2.00-3.00 2.500 5.7135 1.0455 28_ 

0.645921 

0.645921 

51-. 

3.0Q.8.oo 4.500 5.7135 1.0455 419.4 0.6459218 " 1.0.;) ".UU .n.~001 

r 6.00-20.00 13.000 5.7131 1.0455 858.00 0.6459218 11.03 14.00 511.08 

20.00-30.00 25.000 2000 9.897 10.00 197.939 

1

IAp(ft"2) I<t!>ar lalpha iN'CL 

30.00-30.01 30.005 9.5596 1.0655 1695.5 0.7109945 9.425 0.01 1.1~ 780.8!t 7.0e858-\. 1695.74 0.68-\. 6~ 521.66-\. 780.58-1-521.66-!- 13

0.00-0.50 0.250 0 0.0000 0 0 0 0.00 0.1 

).5()'2.00 1.250 0 0.0000 0 0 0 0.00 0.00 

2.00-3.00 2.500 5.7135 1.0455 285 0.6459218 12.87 1.00 14.15 

3.00-6.00 4.500 5.7135 1.0455 419.4 0.6459218 12.68 3.00 61.54 

6.00-20.00 13.000 5.7135 1.0455 858.00 0.6459218 11.88 14.00 550.42 

2000 10.75 10.00 214.90 

9.559611.06551 1954. 64 1681.141 21

0.00-0.50 I 0.250' 0 0.0000 0 0 

0.50-2.00 1.250 5.7181 1.0455 0 0.6459218 '''.D.) U.UU U.UU 

2.00-3.00 2.500 5.7135 1.0455 285 0.6459218 13.71 1.00 15.06 

3.00-6.00 4.500 5.7135 1.0455 419.4 0.6459218 13.52 3.00 65.65 

6.00-20.00 13.000 5.7135 1.0455 858.00 0.6459218 12.72 14.00 58.9.65 

20.00-30.00 25.000 2000 11.5~ 10'~-l- ~!2~~ 3664.36 7.06858 2731.42 0.68 64 840.25 780.58 760.58 46

Ultimate-1 
~ 

o 

0) 

Layer 

'eoth MI lK·d~Cf 

- T.Ooiiol 1.49 ).00001 

ex8.xls 

ICd (tt) 10 (tt) las layer ).00 OJ 

).001 OJ 

as lotal IAp{ ftA2) I g-bar 

).00 7.06858 

).001 7.068581 

u.Q()-0.5 1" 0.25at at 0.0000 0 -----o.o:;s 0 0.00 O.Ou 

~ 

0.693 u P() IQt!k

0.0011071.60[ 0.00 

0.693 0.0011071.601 0.001 

ru 

0.50.1.99 -I- 1.24~ 5.711-1.0455 0 0.6<459218 9.589 0.00 0.000 0.00 7.06858 0 0.893 n.6 0.00 1071.60 0.00 

).0000 0 0.015 0 0.00 0.00 

fci.50.2.oo 1.745 0 0.0000 0 0.6<459218 0 0.00 0.000 0.00 7.06858 0 0.693 n.6 0.00 1071.60 0.00 

).00-0.5 0.250 5.7102 1.0455 0 0.6<459218 9.683 0.00 0.00 

0.5().2.oo 1.250 5.71 1.0455 0 0.6459218 9.589 0.00 0.00 

2.0()'2.99 H95 5.7097 1.0455 58.43 0.6459218 9.471 0.99 2.04 2.04 7.06858 112.86 0.693 n.6 42.92 1071.60 42.92 

10.Q()-0.50 0.250 0 0.0000 0 0 0 0.00 0.00 

0.5()'2.oo 1.250 0 0.0000 0 0 0 0.00 0.00 

2.0()'3.oo 2.500 5.7098 1.0455 57 0.6<459218 9.473 1.00 2.08 

3.Q()-3.01 3.0OS 5.7096 1.0455 114.26 0.6<459218 9.425 0.01 0.04 2.12 7.06858 114.52 0.693 n.6 43.55 1071.60 43.55 

0.00-0.50 0.250 0 0.0000 0 0 0 0.00 0.00 

0.5()'2.oo 1.250 0 0.0000 0 0 0 0.00 0.00 

2.0().3.oo 2.500 5.7104 1.0455 57 0.6<459218 9.754 1.00 2.14 

3.Q()-5.99 4.495 5.71 1.0455 191.14 0.6<459218 9.566 2.99 21. 1.221 7.06858 268.281 0.693 102 1

0.Q()-0.50 0.250 0 0.0000 0 0 0 

n .r:n ... nn ..... .r:n a 0.0000 0 0 0 U.UU u.uu 

5.7104 1.0455 57 0.6<459218 9.75" • "" ••• 

191.40 0.6459218 9.58 

~ 

5.712 

3.0().6.oo 4.500 5.711 

6.Q()-15.01 10.5OS 5.710 

1.0000\ 

'.0000 

1.0455 191 

1.045~ 501 

o 0.5()'2.00 1.250 0 0.0000 0 0 

2.Q()-3.oo 2.500 5.7132 1.0455 57 0.6<459218 

10 

9.6<4 

0.693 

196.951 7.06858 733.721 0.693 279.1 4

5.712~ 1.0455 191.40 0.6459218 10.88 3.00 24.11 

62Q.74 0.6459218 10.08 13.99 342.64 369.19 7.08858 9go.88 0.89~ n.~ 378.n+lQ71.8QJ.376.77-1- 7

Ap{ ftA2) Su No 

~ ;---+-, IS.71: 

rs:71: 

1.0001ll. 

.0455 

~ Q1. 20001 9.4: 369.821 7.068581 2000 127.23 4

'.00-0.50 u 0.0000 u u u U.UU U.UU 

o 0.0000 0 0 0 0.00 0.00 

KHI.OO t 4.500 ~:~:~~ ::~:~~ 191.~ ~::~:~:: :::~~ ~:~ 2~:~ 0.Q()-20.oo 13.000 5.7129 1.0455 630.00 0.6<459216 10.93 14.00 372.05 

J;!0.Q()-29.01.l24.505 2000 9.6<49 9.01 In.486 578.15 7.06858 2000 9 127.23 127.23 7

g CQ,50 . 

• 2.00 I 1.250~ 

1-3.00 

.a.OO 4.500 5.7135 1.0451 

.20.00 13.000 5.7'" 

0.6<4592' 

57 0.64592' 

191.40 0.6<4592' 

630.00 0.6<4592' 37 

0-29.99 24.505 2000 9.896 9.99 197.713 601.76 7.06858 2000 : 197 1:2L '.23 1

,0,,( 11"2 <>bar ._ N'a 

-0.50 0.250 0 0.0000 0 0 0 0.00 0.00 

.5().2.OO 1.250 5.7152 1.0455 0 0.6<459218 12.14 0.00 0.00 

.Q()-3.oo 2.500 5.7135 1.0455 57 0.6<459218 12.02 1.00 2.6<4 

o.0Q.6.oo 4.500 5.7135 1.0455 191.40 0.6<459218 11.83 3.00 2··" 

".Q()-20.oo 13.000 5.7131 1.0455 630.00 0.6<459218 11.03 14.00 37 

0.00-30.00 25.000 2000 9.897 10.00 197 .G~13 

0.Q()-3O.01 30.005 9.5596 1.0655 1487.5 0.7109945 9.425 0.01 1.00 603.06 7.06858 1487.78 0.68 6<4 451.52 760.58 451.52 10

).0000 

).0000 

2.Q()-3.oo 

13.Q()-6.00 

u.; 

rs:; 1.0455 57 0.6459218 "".01 

6.Q()-20.oo 1: 

2O.Q()-3O.oo 21 

3O.Q()-39 n • 

I;:Q()-;:oo 

~00-20.I 

120.00-30.00 30.00-47.99 

1.0455 191.40 0.6<459218 12.88 3.00 

1.0455 630.00 0.6<459218 11.88 14.00 4 

2000 10.75 10.00 21 

! 9.5596 .~,~ .... I 0.71~~L9.6<49L 9.011 1109.701 1L~9~6!17.068581 1986.181 0.681 6<41 611}'OLL60.5816.11.ooL237

~ 

5.7135 1.0455 57 0.6<4592' 

5.7135 1.0455 191.40 0.6<4592' 

5.7135 1.0455 630.00 0.64592' 

20{ 

0.71099-

4: 

231 

265 3354.791 7.068581 2503.42 

Ulimale ~2 

).68 6<41 no: 41
~ 

o 

..... 

Example8 

Layer Analysis 

Depth 

1 0.01 

0.49 

0.5 

0.D<Hl.5 

0.50-1.99 

0.DO-O.5 

0.50-2.00 

0.DO-O.5 

0.50-2.00 

2.DO-2.99 

0.D<Hl.50 

0.50-2.00 

2.DO-3.00 

3.DO-3.01 

0.D<Hl.50 

0.50-2.00 

2.DO-3.00 

3.DO-5.99 

O.DO-O.50 

0.50-2.00 

2.DO-3.00 

3.DO-6.00 

6.DO-6.01 

0.D<Hl.50 

0.50-2.00 

2.DO-3.00 

3.00-6.00 

6.DO-15.01 

0.D<Hl.50 

0.50-2.00 

2.DO-3.00 

3.00-6.00 

6.DO-19.99 

0.D<Hl.50 

0.50-2.00 

2.DO-3.00 

3.DO-6.00 

6.DO-20.00 

20.DO-20.01 

0.DO-O.50 

0.50-2.00 

2.DO-3.00 

3.00-6.00 

6.DO-20.00 

20.DO-29.01 

0.DO-O.50 

0.50-2.00 

2.DO-3.00 

3.DO-6.00 

6.DO-20.00 

20.DO-29.99 

0.D<Hl.50 

0.50-2.00 

2.DO-3.00 

3.DO-6.00 

6.DO-20.00 

20.DO-30.00 

30.DO-30.01 

0.D<Hl.50 

0.50-2.00 

2.DO-3.00 

3.DO-6.00 

6.00-20.00 

20.DO-30.00 

3O.DO-39.01 

0.D<Hl.50 

0.50-2.00 

2.DO-3.00 

3.DO-6.00 

6.DO-20.00 

20.DO-30.00 

30.00-47.99 

Mid point 

of laver 

0.000 

0.000 

0.250 

0.250 

1.245 

0.250 

1.745 

0.250 

1.250 

2.495 

0.250 

1.250 

2.500 

3.005 

0.250 

1.250 

2.500 

4.495 

0.250 

1.250 

2.500 

4.500 

6.005 

0.250 

1.250 

2.500 

4.500 

10.505 

0.250 

1.250 

2.500 

4.500 

12.995 

0.250 

1.250 

2.500 

4.500 

13.000 

20.005 

0.250 

1.250 

2.500 

4.500 

13.000 

24.505 

0.250 

1.250 

2.500 

4.500 

13.000 

24.505 

0.250 

1.250 

2.500 

4.500 

13.000 

25.000 

30.005 

0.250 

1.250 

2.500 

4.500 

13.000 

25.000 

34.505 

0.250 

1.250 

2.500 

4.500 

13.000 

25.000 

38.995 

K-delta Cf 

o 0.0000 

o 0.0000 

o 0.0000 

o 0.0000 

5.71 1.0455 

o 0.0000 

o 0.0000 

5.7102 1.0455 

5.71 1.0455 

5.7097 1.0455 

o 0.0000 

o 0.0000 

5.7098 1.0455 

5.7096 1.0455 

o 0.0000 

o 0.0000 

5.7104 1.0455 

5.71 1.0455 

o 0.0000 

o 0.0000 

5.7104 1.0455 

5.71 1.0455 

5.7096 1.0455 

o 0.0000 

o 0.0000 

5.7122 1.0455 

5.7118 1.0455 

5.7106 1.0455 

o 0.0000 

o 0.0000 

5.7132 1.0455 

5.7128 1.0455 

5.7111 1.0455 

o 0.0000 

o 0.0000 

5.7132 1.0455 

5.7128 1.0455 

5.7111 1.0455 

o 0.0000 

o 0.0000 

5.7135 1.0455 

5.7135 1.0455 

5.7129 1.0455 

o 0.0000 

5.7152 1.0455 

5.7135 1.0455 

5.7135 1.0455 

5.7131 1.0455 

o 0.0000 

5.7152 1.0455 

5.7135 1.0455 

5.7135 1.0455 

5.7131 1.0455 

9.5596 1.0655 

o 0.0000 

o 0.0000 

5.7135 1.0455 

5.7135 1.0455 

5.7135 1.0455 

9.5596 1.0655 

o 0.0000 

5.7181 1.0455 

5.7135 1.0455 

5.7135 1.0455 

5.7135 1.0455 

9.5596 1.0655 

Pd (ps!) Sin delta Cd ft D ft 

0 0 0 0.00 

0 0 0 0.00 

0 0 0 0.00 

0 0.015 0 0.00 

o 0.6459218 9.589 0.00 

0 0.015 0 0.00 

o 0.6459218 0 0.00 

o 0.6459218 9.683 0.00 

o 0.6459218 9.589 0.00 

170.43 0.6459218 9.471 0.99 

0 0 0 0.00 

0 0 0 0.00 

171 0.6459218 9.473 1.00 

228.26 0.6459218 9.425 0.01 

0 0 0 0.00 

0 0 0 0.00 

171 0.6459218 9.754 1.00 

305.14 0.6459218 9.566 2.99 

0 0 0 0.00 

0 0 0 0.00 

171 0.6459218 9.756 1.00 

305.4 0.6459218 9.567 3.00 

383.06 0.6459218 9.425 0.01 

0 0 0 0.00 

0 0 0 0.00 

171 0.6459218 10.6 1.00 

305.4 0.6459218 10.42 3.00 

615.26 0.6459218 9,849 9.01 

0 0 0 0.00 

0 0 0 0.00 

171 0.6459218 11.07 1.00 

305.4 0.6459218 10.88 3.00 

743.74 0.6459218 10.08 13.99 

0 0 0 0.00 

0 0 0 0.00 

171 0.6459218 11.08 1.00 

305.4 0.6459218 10.89 3.00 

744.00 0.6459218 10.09 14.00 

2000 9.425 0.01 

0 0 0 0.00 

0 0 0 0.00 

171 0.6459218 11.92 1.00 

305.4 0.6459218 11.73 3.00 

744.00 0.6459218 10.93 14.00 

2000 9.849 9.01 

0 0 0 0.00 

o 0.6459218 12.13 0.00 

171 0.6459218 12.02 1.00 

305.4 0.6459218 11.83 3.00 

744.00 0.6459218 11.03 14.00 

2000 9.896 9.99 

0 0 0 0.00 

o 0.6459218 12.14 0.00 

171 0.6459218 12.02 1.00 

305.4 0.6459218 11.83 3.00 

744.00 0.6459218 11.03 14.00 

2000 9.897 10.00 

1581.5 0.7109945 9.425 0.01 

0 0 0 0.00 

0 0 0 0.00 

171 0.6459218 12.87 1.00 

305.4 0.6459218 12.68 3.00 

744.00 0.6459218 11.68 14.00 

2000 10.75 10.00 

1640.7 0.7109945 9.649 9.01 

0 0 0 0.00 

o 0.6459218 13.83 0.00 

171 0.6459218 13.71 1.00 

305.4 0.6459218 13.52 3.00 

744.00 0.6459218 12.72 14.00 

2000 11.59 10.00 

2099.3 0.7109945 10.27 17.99 

ex8.xls 

Os layer Os total IAp(ftA2 IQ-bar a_ N'O Ocalc k Opim k Qp (k) at (k) 

0.00 0.00 7.06858 o 0.693 n.6 0.00 1071.60 0.00 0.

0.00 0.00 7.06858 o 0.693 n.6 0.00 1071.60 0.00 0.

0.00 0.00 7.06858 o 0.693 n.6 0.00 1071.60 0.00 0.

0.00 

0.000 0.00 7.06858 o 0.693 n.6 0.00 1071.60 0.00 0.

0.00 

0.000 0.00 7.06856 114 0.693 n.6 43.36 1071.60 43.36 43.

0.00 

0.00 

6.16 6.16 7.06858 226.86 0.693 n.6 66.28 1071.60 86.28 92.

0.00 

0.00 

6.25 

0.08 6.33 7.06858 228.52 0.693 n.6 86.91 1071.60 86.91 93

0.00 

0.00 

6.43 

33.65 40.09 7.06858 382.28 0.693 n.6 145.39 1071.60 145.39 185

0.00 

0.00 

6.43 

33.80 

0.14 40.37 7.06858 383.32 0.693 n.6 145.78 1071.60 145.78 186

0.00 

0.00 

6.99 

36.81 

210.56 254.36 7.06858 647.72 0.693 n.6 322.39 1071.60 322.39 576

0.00 

0.00 

7.31 

38.47 

404.67 450.45 7.06858 1104.68 0.693 n.6 420.12 1071.60 420.12 870

IAp(""2 50 No 

0.00 

0.00 

7.31 

38.48 

405.16 

0.189 451.13 7.06858 2000 9 127.23 127.23 578

0.00 

0.00 

7.87 

41.48 

439.37 

In.486 666.20 7.06858 2000 9 127.23 127.23 793

0.00 

0.00 

7.93 

41.81 

443.09 

197.713 690.54 7.06858 2000 9 127.23 127.23 817

Ap(ftA2 Q-bar ._ N' 

0.00 

0.00 

7.93 

41.82 

443.17 

197.939 

1.08 691.93 7.06858 1581.78 0.68 64 486.59 760.58 486.59 1178.

0.00 

0.00 

8.49 

44.81 

4n.29 

214.904 

1182.97 1928.46 7.06858 2100.18 0.68 64 646.07 760.58 646.07 2574.

0.00 

0.00 

9.05 

47.81 

511.30 

231.831 

2809.60 3609.59 7.06858 2617.42 0.68 64 805.18 760.58 760.58 4370

Llltimate-3 
Example #9 

o m--o-.S-m- -:s - - ~ - - - - - - -/ 

Cll = 90kPa 

1 = 15 kN/m3 

20% Driving Loss 

8m-------------------------------------------

• = 32 DSkin Friction 

• = 36°End Bearlng 

1= 18kN/m3 

8% Driving Loss 

20m----------------------------------------------

Water Table 

Drilling = 2 m 

RestrikeJDriving = 2 m 

Intimate = 1 m 

Plle - Monotllbe 

J-taper 203 nun x 356 nun x 10.06 m 

Extension 356 nun x 356 nun x 12.12 m 

Other Design Considerations: 

2mSoilSoll 

108 
Exam le9 

Layer Top of Bottom 0 Midpoint of Ca (psI) Cd(ft) D(ft) 

Layer Layer Layer K-delta Cf Pd (psI) Pd (kPa) Sin delta Cd@ DJft) Qs-Iayer (k) 

1 0.01 0.00 

1 0.49 0.00 

1 0.50 0.00 

1 0.00 0.500 0.00 0.00 0.0 0.00 

1 0.50 3.010 1175.75 2.29 8.235 22.16 

1 0 0.5 0.00 0.00 0.0 0.00 

1 0.5 6.01 1294.03 2.52 18.077 59.05 

1 0 0.5 0.00 0.00 0.0 0.00 

1 0.5 7.99 1360.73 2.68 24.573 89.59 

1 0.00 0.50 0.00 3.31 0.0 0.00 

1 0.50 8.00 1360.87 2.68 24.606 89.80 

2 8.00 8.01 8.005 3.390501 0.84 1278.88 61.23 0.37197 2.09 0.03 0.09 

1 0.00 0.50 0.00 3.67 1.640 0.00 

1 0.50 0.95 1161.99 3.67 1.476 6.29 

1 0.95 8.00 1318.36 3.12 23.130 95.04 

2 8.00 11.01 9.505 3.427158 0.87 1535.73 73.53 0.39443 2.33 9.88 41.56 

1 0.00 0.50 0.00 3.67 1.840 0.00 

1 0.50 3.95 1161.99 3.67 11.319 48.26 

1 3.95 8.00 1299.98 3.35 13.287 57.90 

2 8.00 14.01 11.005 3.460285 0.90 1792.57 85.83 0.41779 2.56 19.72 118.11 

1 0.00 0.50 0.00 3.67 1.840 0.00 

1 0.50 6.95 1247.75 3.67 21.161 96.89 

1 6.95 8.00 1284.01 3.59 3.445 15.87 

2 8.00 17.01 12.505 3.490503 0.93 2049.42 98.13 0.43889 2.80 29.56 241.53 

1 0.00 0.50 0.00 3.67 1.640 0.00 

1 0.50 8.00 1278.91 3.67 24.606 115.47 

1 8.00 9.93 8.965 1.402583 0.84 1443.26 69.10 0.36390 3.67 6.33 14.38 

2 ~3 1~ L-__ 1~ ~482 0.93 2469.79 118.25 0.44523 2.88 33.01 341.98 

exS.xls 

Os-layeukN) Os-totalJl<1 Ap(ftA2) Cu psi) 

0.35 1879.70 

0.35 1879.70 

0.35 1879.70 

0.00 

98.58 98.58 0.35 1879.70 

0.00 

262.65 262.65 0.35 1879.70 

0.00 

398.51 398.51 0.35 1879.70 

IAP(ftA2 -bar 

0.00 

399.43 

0.41 399.85 0.348379 1279.74 61.27 

0.00 

28.00 

422.74 

184.88 635.62 0.35 1793.43 85.87 

0.00 

214.66 

257.53 

525.35 997.54 0.35 2307.12 110.47 

0.00 

430.95 

70.57 

1074.32 1575.84 0.35 2820.82 135.06 

0.00 

513.61 

63.97 

1521.12 2098.70 0.35 3331.09 159.49 

Restrike 

Nc 

9.00 

9.00 

9.00 

9.00 

9.00 

9.00 

alpha N'q 

0.6879 7

0.68666667 7

0.68666667 7

0.68666667 7

0.68666667 7
ex9.xls 

Exam le9 

Laver Topol Bottom Midpoint 01 Ca(psl) Cd ft D ft Driving 

Layer Layer Layer K-detta Cf Pd (pst) Pd (kPa) Sin delta Cd (ft) D(ft) Loss Qs-Iayer (k) Qs-la~r(kN Qs-total(k) Ap(ftA2) Cu (pst) Nc 

1 0.01 0.00 0.35 1879.70 9.00 

1 0.49 0.00 0.35 1879.70 9.00 

1 0.50 0.00 0.35 1879.70 9.00 

1 0.00 0.500 0.00 0.00 0.0 20% 0.00 0.00 

1 0.50 3.010 1169.69 2.29 8.235 20% 17.64 78.46 78.46 0.35 1879.70 9.00 

1 0 0.5 0.00 0.00 0.0 0.00 0.00 

1 0.5 6.01 1235.92 2.52 18.077 20% 45.12 200.68 200.68 0.35 1879.70 9.00 

1 0 0.5 0.00 0.00 0.0 20% 0.00 0.00 

1 0.5 7.99 1273.26 2.68 24.573 20% 67.07 298.32 298.32 0.35 1879.70 9.00 

Ap(ftA2 -bar alpha N'q 

1 0.00 0.50 0.00 3.31 0.0 20% 0.00 0.00 

1 0.50 7.99 1273.07 2.68 24.573 20% 67.14 298.62 

1 7.99 8.00 1321.13 2.09 0.033 8% 0.08 0.37 

2 8.00 8.01 8.005 3.390501 0.64 1278.68 61.23 0.37197 2.09 0.03 8% 0.09 0.36 299.37 0.348379 1279.74 61.27 0.6879 77

1 0.00 0.50 0.00 3.67 1.640 20% 0.00 0.00 

1 0.50 0.95 1161.99 3.67 1.476 20% 5.04 22.40 

1 0.95 7.99 1249.31 3.12 23.097 20% 71.97 320.11 

1 7.99 8.00 1281.11 2.56 0.033 8% 0.10 0.44 

2 8.00 11.01 9.505 3.427156 0.87 1535.73 73.53 0.39443 2.33 9.88 8% 36.24 170.09 513.04 0.35 1793.43 85.87 0.6886667 77

1 0.00 0.50 0.00 3.67 1.640 20% 0.00 0.00 

1 0.50 3.95 1161.99 3.67 11.319 20% 36.61 171.73 

1 3.95 7.99 1239.04 3.35 13.255 20% 44.05 195.93 

1 7.99 8.00 1253.49 3.04 0.033 8% 0.11 0.51 

2 8.00 14.01 11.005 3.460285 0.90 1792.57 85.83 0.41779 2.56 19.72 8% 106.66 483.32 851.49 0.35 2307.12 110.47 0.6866667 77

1 0.00 0.50 0.00 3.67 1.640 20% 0.00 0.00 

1 0.50 6.95 1210.01 3.67 21.161 20% 75.16 334.33 

1 6.95 7.99 1230.12 3.59 3.412 20% 12.05 53.59 

1 7.99 8.00 1233.28 3.51 0.033 20% 0.11 0.50 

2 8.00 17.01 12.505 3.490503 0.93 2049.42 98.13 0.43889 2.60 29.56 8% 222.21 988.37 1376.79 0.35 2820.82 135.06 0.6866867 77

1 0.00 0.50 0.00 3.67 1.640 20% 0.00 0.00 

1 0.50 7.99 1227.29 3.67 24.573 20% 88.53 393.78 

1 7.99 8.00 1227.45 3.67 0.033 8% 0.14 0.60 

1 8.00 9.93 8.965 1.402583 0.64 1443.26 69.10 0.38390 3.67 6.33 8% 13.23 56.85 

2 9.93 19.99 14.96 3.500482 0.93 2469.79 118.25 0.44523 2.88 33.01 8% 314.62 1399.43 1852.67 0.35 3331.09 159.49 0.6866667 77

Driving 
Exam le9 

Layer Top of Bottom 0 Midpoint of Ca (psf) Cd(ft) D (ft) 

Layer Layer Layer K-delta Cf Pd (psf) Pd (kPa) Sin delta Cd(ft) D (ft) Qs-Iayer (k) 

1 0.01 0.00 

1 0.49 0.00 

1 0.50 0.00 

1 0.00 2.000 0.00 0.00 0.0 0.00 

1 2.00 3.010 1182.21 2.17 3.314 8.51 

1 0 2 0.00 0.00 0.0 0.00 

1 2 6.01 1305.64 2.41 13.156 41.34 

1 0 2 0.00 0.00 0.0 0.00 

1 2 7.99 1374.69 2.56 19.652 69.21 

1 0.00 2.00 0.00 3.19 0.0 0.00 

1 2.00 8.00 1374.83 2.56 19.685 69.40 

2 8.00 8.01 8.005 3.390501 0.84 1074.16 51.43 0.37197 2.09 0.03 0.08 

1 0.00 0.50 0.00 3.67 1.640 0.00 

1 0.50 0.95 0.00 3.67 1.476 0.00 

1 0.95 2.00 0.00 3.67 3.445 0.00 

1 2.00 8.00 1325.47 3.03 19.685 79.17 

2 8.00 11.01 9.505 3.427158 0.87 1331.00 83.73 0.39443 2.33 9.88 36.02 

1 0.00 2.00 0.00 3.67 6.562 0.00 

1 2.00 3.95 1161.99 3.67 6.398 27.28 

1 3.95 8.00 1299.98 3.35 13.287 57.90 

2 8.00 14.01 11.005 3.460285 0.90 1587.85 76.03 0.41779 2.56 19.72 104.62 

1 0.00 2.00 0.00 3.67 6.562 0.00 

1 2.00 6.95 1247.75 3.67 16.240 74.35 

1 6.95 8.00 1284.01 3.59 3.445 15.87 

2 8.00 17.01 12.505 3.490503 0.93 1844.70 88.32 0.43889 2.80 29.56 217.40 

1 0.00 2.00 0.00 3.67 6.562 0.00 

1 2.00 8.00 1278.91 3.67 19.685 92.38 

1 8.00 9.93 8.965 1.402583 0.84 1238.54 59.30 0.38390 3.67 6.33 12.34 

2 9.93 19.99 14.96 3.500482 0.93 2265.07 108.45 0.44523 2.88 33.01 313.83 

ex9.xls 

Qs-Iayer kN) Os-total (k) Ap ftA2) Cu (psf) Nc 

0.35 1879.70 9.00 

0.35 1879.70 9.00 

0.35 1879.70 9.00 

0.00 

37.84 37.84 0.35 1879.70 9.00 

0.00 

183.88 183.88 0.35 1879.70 9.00 

0.00 

307.84 307.84 0.35 1879.70 9.00 

Ape ftA2 -bar alpha 

0.00 

308.67 

0.35 309.02 0.348379 1075.01 51.47 0.6879 

0.00 

0.00 

0.00 

352.17 

160.23 512.40 0.35 1588.71 76.07 0.68666667 

0.00 

121.33 

257.53 

465.35 844.21 0.35 2102.40 100.66 0.68666667 

0.00 

330.73 

70.57 

967.00 1368.30 0.35 2616.09 125.26 0.68666667 

0.00 

410.89 

54.89 

1395.03 1860.82 0.35 3126.36 149.69 0.68666667 

Ultimate 

N'Q 

77

77

77

77

77
REFERENCES 

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

edition. 

Cheney, RS. and Chassie, RG. (1982), "Soils and Foundations Workshop Manual" U.S. 

Department of Transportation, Federal Highway Administration. 

Hannigan P.J., et. al. (1997), "Design and Construction of Driven Pile Foundations," U.S. 

Department of Transportation, Federal Highway Administration. 

Meyerhof, G.G. (1976), "Bearing Capacity and Settlement of Pile Foundations," Journal of 

Geotechnical Engineering Division, ASCE, Vol. 102, No. GT3, Proc. Paper 11962, pp. 195-228. 

Nordlund, RL. (1963), "Bearing Capacity of Piles in Cohesion less Soils," ASCE, SM&F Journal 

SM-3. 

Nordlund, RL. (1979), Point Bearing and Shaft Friction of Piles in Sand," 5th Annual 

Fundamentals of Deep Foundation Design, University of Missouri-Ro"a. 

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

2nd edition. 

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 

Piles Embedded in Uniform and Stratified 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 Scientific and 

Technical, Essex, England. 

'U.S. GOVERNMENT PRINTING OFFICE; 1998-443-570-90670 

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