Publication No. FHWA-RC-14-001

 February 2014 

 

 

Implementation Guidance for Using Spread 

Footings on Soils to Support Highway Bridges 
NOTICE

The contents of this report reflect the views of the authors, who are responsible for the facts and 

accuracy of the data presented herein. The contents do not necessarily reflect policy of the U.S. 

Department of Transportation. This report does not constitute a standard, specification, or 

regulation. The U.S. Government does not endorse products or manufacturers. Trademarks or 

manufacturers’ names appear in the document only because they are considered essential to the 

objective of this document. 
 i 

Technical Report Documentation Page

1. Report No.

FHWA-RC-14-001 

4. Title and Subtitle 5. Report Date

Implementation Guidance for Using Spread Footings on Soils to May 2014 

Support Highway Bridges 6. Performing Organization Code

 

7. Author(s) 8. Performing Organization Report No.

Naser M. Abu-Hejleh, Ph.D., P.E; Daniel Alzamora, P.E.; 

Khalid Mohamed, P.E, PMP; Thomas Saad, P.E; and 

Scott Anderson, Ph.D., P.E

9. Performing Organization Name and Address 10. Work Unit No. (TRAIS)

 FHWA Resource Center (see below for address) 

11. Contract or Grant No.

 

12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered

 Federal Highway Administration Report

 Resource Center 

 4749 Lincoln Mall Drive, Suite 600 14. Sponsoring Agency Code

 Matteson, IL 60443 

15. Supplementary Notes. This report is issued by the FHWA Resource Center as a deployment aid to help highway 

engineers and agencies recognize the value of spread footings and overcome obstacles to their effective use. This 

report reinforces and supports the guidance for selection, design, and construction of spread footings provided by 

the AASHTO and FHWA technical references cited herein. 

16. Abstract. Recent FHWA national surveys revealed that State Departments of Transportation (DOTs) have 

safely and economically constructed highway bridges supported on spread footings bearing on competent and 

improved natural soils as well as engineered granular and MSE fills, and that many State DOTs may be missing 

an opportunity to save time and costs by not doing so more often. The goal of this report is to promote the 

consideration and use of spread footings on soils when appropriate to support highway bridges. Initially, 

perceived obstacles in using spread footings are identified. Then, the report presents recommendations to address 

these obstacles and a guidance to help State DOTs implementing these recommendations that are centered 

around: 1) deployment of AASHTO and FHWA technical resources; 2) highlighting practices of State DOTs that 

actively use spread footings, especially for selection of spread footings; 3) a performance review of bridges 

constructed with spread footings bearing on soils; and 4) LRFD implementation for spread footings. State DOTs’ 

concerns with using spread footings on engineered and MSE fills and with integral abutments are addressed.

Consideration of load tests on spread footings, instrumentation programs for bridges with spread footings, and 

deployment of adequate subsurface investigation and construction programs are recommended. The main 

concern of State DOTs that do not consider spread footings is excessive settlement of bridges. This report 

advances a rational procedure for settlement analysis of bridges supported on spread footings bearing on soils. 

This procedure and the results of the national surveys demonstrate that bridges with spread footings on soil can 

perform very well with respect to settlement. Development of LRFD design bearing resistances for footings on 

various types of soils is discussed. Based on the previous recommendations, the report finally provides a 

technical resource for State DOTs to develop LRFD guidance that would allow selection of spread footings in 

design when appropriate, and development of accurate and economical design methods for spread footings. 

17. Key Words: Bridge, Spread Footings, Soils, Obstacles, AASHTO, 18. Distribution Statement

Advantages, FHWA, LRFD, Implementation, Performance, Selection, No restriction. This document is 

Design, Specifications, Construction, Settlement, Tolerable Settlement, available to the public from the 

Improved Soils, Granular Fill, MSE Fill, Integral Abutment, Semi-Integral sponsoring agency.

Abutment, Bearing Resistance, Instrumentation, Load Tests. 

19. Security Classif. (of this report) 20. Security Classif. (of this page) 21. No. of Pages 22. Price

Unclassified Unclassified 83 

Form DOT F 1700.7 (8-72) Reproduction of completed page authorized

2. Government Accession No. 3. Recipient's Catalog No.
ii

SI CONVERSION FACTORS

APPROXIMATE CONVERSIONS FROM SI UNITS

Symbol When You Know Multiply By To Find Symbol

LENGTH

Mm millimeters 0.039 inches In 

m meters 3.28 feet ft

m 

km

meters

kilometers

1.09

0.621

yards

miles

yd

mi

AREA

2 mm2 m2 m 

ha

km2

square millimeters

square meters

square meters

hectares

square kilometers

0.0016

10.764

1.195

2.47

0.386

square inches

square feet

square yards

acres

square miles

in2

ft2

yd2

ac

mi2

VOLUME

Ml millimeters 0.034 fluid ounces fl oz

l 

3 m3 m

liters

cubic meters

cubic meters

0.264

35.71

1.307

gallons

cubic feet

cubic yards

gal

ft3

yd3

MASS

G 

kg

tonnes

grams

kilograms

tonnes

0.035

2.202

1.103

ounces

pounds

tons

oz

lb

tons

TEMPERATURE

ΕC Celsius 1.8 C + 32 Fahrenheit ΕF

WEIGHT DENSITY

3 kN/m kilonewton / cubic 

meter 6.36 poundforce / cubic foot Pcf

FORCE and PRESSURE or STRESS

N 

kN

kPa

kPa

newtons 0.225 poundforce

kilonewtons 225 poundforce

kilopascals 0.145 poundforce / square inch

kilopascals 20.9 poundforce / square foot

lbf

lbf

psi

psf
PREFACE

Recent FHWA national surveys revealed that many State DOTs have safely and economically 

constructed highway bridges supported on spread footings bearing on competent and improved 

natural soils as well as engineered granular and MSE fills, and that many State DOTs may be 

missing an opportunity to save time and money by not actively considering spread footings to 

support highway bridges. The goal of this report is to promote the consideration and use of 

spread footings on soils when appropriate (cost-effective) to support highway bridges. Initially, 

perceived obstacles in using spread footings are identified. Then, the report presents 

recommendations to address these obstacles and a guidance to help State DOTs implementing 

these recommendations that are centered around: 1) deployment of AASHTO and FHWA 

technical resources; 2) highlighting practices of State DOTs that actively use spread footings, 

especially for selecting spread footings; 3) a performance review of bridges constructed with 

spread footings bearing on soils; and 4) LRFD implementation for spread footings. State DOTs 

reported good performance of their bridges constructed on spread footings bearing on soil, with 

performance similar to bridges supported on deep foundations. The report demonstrates that 

bridges with spread footings bearing on soil can perform very well with respect to settlement. 

Based on the previous recommendations, the report finally provides a technical resource for State 

DOTs to develop LRFD guidance that would allow selection of spread footings in design when 

appropriate, and development of accurate and economical design methods for spread footings. 

Implementation. The materials in this report will be of immediate interest to State DOTs that 

rarely use spread footings on soils to support highway bridges since it provides recommendations 

to address their concerns. State DOTs can choose which recommendations to implement based 

on their specific needs. Concerns of bridge settlement should not limit State DOTs from using 

spread footings. Implementation of the LRFD platform for spread footings as presented in this 

report provides an excellent opportunity for State DOTs to change and improve the selection and 

design practices for spread footings. This report will help both geotechnical and structural 

engineers understand the advantages of spread footings over deep foundations, understand their 

respective roles in the selection and design of spread footings, and enhance their understanding 

of the engineering practices and resources for quality design of spread footings.

This report continues and supplements FHWA efforts published in two recent publications: 

• Selection of Spread Footings on Soils to Support Highway Bridge Structures (FHWA, 

2010b). The goal of this publication is to promote the use of spread footings on soils to 

support bridges. 

• Implementation of LRFD Geotechnical Design for Bridge Foundations (FHWA, 2010a). 

The goal of this publication is to assist State DOTs in successfully developing LRFD 

design guidance for bridge foundations. 

iii
iv

The authors wish to thank Jennifer Nicks, Ph.D., from FHWA, for her in-depth and 

comprehensive review of this report and for providing excellent suggestions to improve it. Also, 

the authors wish to thank Ben Rivers, P.E.; Justice Maswoswe, Ph.D., P.E.; Barry Siel, P.E., and 

Silas Nichols, P.E., all from FHWA, for communicating with their contact states and compiling 

their survey information. 
TABLE OF CONTENTS

CHAPTER 1 – OVERVIEW ............................................................................................ 1-1 

1.1 BACKGROUND AND PURPOSE ......................................................................... 1-2 

 1.2 LIMITATIONS DUE TO SCOUR AND OTHER CONDITIONS............. 1-4 

 1.3 PERCEIVED OBSTACLES TO SPREAD FOOTINGS USE ................... 1-6 

 1.4 RECOMMENDATIONS TO ADDRESS THE PERCEIVED OBSTACLES IN 

USING SPREAD FOOTINGS ON SOILS TO SUPPORT HIGHWAY 

BRIDGES ................................................................................................................. 1-6 

CHAPTER 2 – AASHTO AND FHWA TECHNICAL RESOURCES ........................ 2-1 

2.1 AASHTO LRFD DESIGN SPECIFICATIONS FOR BRIDGE 

FOUNDATIONS ...................................................................................................... 2-1 

 2.1.1 AASHTO LRFD Design Specifications for Spread Footings .......................... 2-2 

2.2 FHWA TECHNICAL REFERENCES AND TRAINING COURSES FOR 

SPREAD FOOTINGS .............................................................................................. 2-2 

CHAPTER 3 – FHWA NATIONAL SURVEY RESULTS: USE,

PERFORMANCE, AND SELECTION OF SPREAD FOOTINGS ... 3-1 

 3.1 USE AND PERFORMANCE OF HIGHWAY BRIDGES CONSTRUCTED 

ON SPREAD FOOTINGS BEARING ON SOILS ................................................ 3-1 

 3.1.1 Overview ........................................................................................................... 3-1 

 3.1.2 Midwest Region ................................................................................................ 3-5 

 3.1.3 Northeast Region. ............................................................................................. 3-6 

 3.1.4 Southeast Region .............................................................................................. 3-7 

 3.1.5 Southwest Region ............................................................................................. 3-7 

 3.1.6 Northwest Region ............................................................................................. 3-9 

 3.1.7 Other Reported Performance Information for Spread Footings ....................... 3-9 

 3.2 PRACTICES FOR SELECTING SPREAD FOOTINGS ...................................... 3-10 

 3.2.1 Types of Foundation Soils for Spread Footings ............................................... 3-10 

 3.2.2 Favorable Conditions for Using Spread Footings ............................................. 3-11 

 3.2.3 Unfavorable Conditions for Using Spread Footings. ........................................ 3-12 

CHAPTER 4 – SPREAD FOOTINGS ON ENGINEERED GRANULAR AND 

MSE FILLS, AND WITH SEMI-INTEGRAL AND INTEGRAL 4-1 

 v 
ABUTMENTS ............................................................................................

 4.1 CONSIDERATION OF SPREAD FOOTINGS ON ENGINEERED 

GRANULAR AND MSE FILLS .............................................................................. 4-1 

 4.2 CONSIDERATION OF SPREAD FOOTINGS WITH SEMI-INTEGRAL AND 

INTEGRAL ABUTMENTS ..................................................................................... 4-2 

 

CHAPTER 5 – LOAD TESTS AND INSTRUMENTATION PROGRAMS ................. 5-1 

 5.1 LOAD TESTS ON SPREAD FOOTINGS ............................................................... 5-1

 5.2 INSTRUMENTATION OF BRIDGES WITH SPREAD FOOTINGS ................... 5-2 

CHAPTER 6 – SUBSURFACE INVESTIGATION AND CONSTRUCTION 

PROGRAMS .............................................................................................. 6-1 

 6.1 ADEQUATE SUBSURFACE INVESTIGATION PROGRAM ............................. 6-1 

 6.2 ADEQUATE CONSTRUCTION AND QUALITY CONTROL 

PROCEDURES......................................................................................................... 6-2 

CHAPTER 7 – SETTLEMENT ANALYSIS FOR BRIDGES SUPPORTED ON

SPREAD FOOTINGS BEARING ON SOILS ....................................... 7-1 

 7.1 TYPES OF SETTLEMENTS AND BRIDGE PERFORMANCE PROBLEMS ..... 7-1 

 7.2 THE SERVICE LIMIT STATE FOR SETTLEMENT OF BRIDGES .................... 7-3 

 7.3 BRIDGE TOLERABLE SETTLEMENT AT FOUNDATION LOCATIONS 7-5 

 7.4 ESTIMATION OF THE BRIDGE SPREAD FOOTING SETTLEMENT (SF) ...... 7-8 

 7.5 ESTIMATION OF THE BRIDGE SETTLEMENT THAT IMPACTS 

BRIDGE PERFORMANCE (SBP) ............................................................................ 7-9 

 7.6 SUMMARY AND CONCLUSIONS ..................................................................... 7-10 

CHAPTER 8 – DESIGN BEARING RESISTANCES FOR SPREAD FOOTINGS 

ON SOILS ................................................................................................ 8-1 

 8.1 REPORTED ALLOWABLE BEARING RESISTANCES .................................... 8-1 

 8.2 DEVELOPMENT OF APPROPRIATE BEARING RESISTANCES ................... 8-2 

8.2.1 Bearing Resistances for Engineered Granular Fills and Improved 

Natural Soils .................................................................................................... 8-2 

8.2.2 Bearing Resistances for MSE Abutment Fills .................................................. 8-3 

CHAPTER 9 – LRFD GUIDANCE FOR SELECTION AND DESIGN OF 

SPREAD FOOTINGS ON SOILS ......................................................... 9-1 

 

 

 

 

 

 vi 
 9.1 A ROADMAP FOR DEVELOPING LRFD GUIDANCE FOR BRIDGE 

FOUNDATIONS .................................................................................................... 9-1 

 9.2 DEVELOPMENT OF LRFD GUIDANCE FOR SELECTION OF THE 

MOST APPROPRIATE FOUNDATION TYPE ................................................... 9-3 

9.2.1 Design Specifications for Selection of Candidate and Most Appropriate 

Foundation Types.............................................................................................. 9-3 

9.2.2 Design Process for Selection of Candidate and Most Appropriate 

Foundation Types ............................................................................................ 9-5 

 9.3 DEVELOPMENT OF LRFD GUIDANCE FOR DESIGN OF SPREAD 

FOOTINGS ON SOILS .......................................................................................... 9-6 

9.3.1 LRFD Specifications for Design of Spread Footings ....................................... 9-7 

9.3.2 LRFD Process for Design of Spread Footings on Soils ................................... 9-8 

CHAPTER 10 – SUMMARY ........................................................................................... 10-1

REFERENCES ................................................................................................................... A-1 

 

 

 

 

 vii 
viii

LIST OF FIGURES

Figure 2.1 Details of a Spread Footing on Engineered Granular Fill ................................... 2-5 

Figure 3.1 A Cross Section from the Colorado Founders/Meadows Bridge ........................ 3-8 

Figure 7.1 Types of Bridge Settlements ................................................................................ 7-2 

Figure 7.2 Conservative Assumptions for Computations of Bridge Differential

Settlements and Angular Distortions ................................................................. 7-4 

Figure 9.1 LRFD Process for Selecting the Most Appropriate Foundation Type ................ 9-7 

Figure 9.2 LRFD Process for Design of Spread Footings .................................................... 9-9 

Figure 9.3 Flowchart of the LRFD Process for Design of Spread Footings ...................... 9-10 
LIST OF TABLES

Table 1.1 Lead States in Deploying Spread Footings for Bridges ...................................... 1-2 

Table 2.1 FHWA Materials and Construction Requirements for Engineered 

Granular Fills ...................................................................................................... 2-4 

Table 3.1 Use and Performance of Bridges with Spread Footings on Soils: 

Midwest States .................................................................................................... 3-2 

Table 3.2 Use and Performance of Bridges with Spread Footings on Soils: 

Northeast States .................................................................................................. 3-3 

Table 3.3 Use of Bridges with Spread Footings on Soils: Southeast States ....................... 3-4 

Table 3.4 Use and Performance of Bridges with Spread Footings on Soils: 

Southwest States ................................................................................................. 3-4 

Table 3.5 Use and Performance of Bridges with Spread Footings on Soils: 

Northwest States ................................................................................................. 3-5 

Table 7.1 Development of Bridge Tolerable Settlements (SBT) .......................................... 7-8 

Table 8.1 Reported Allowable Bearing Resistances for Spread Footings .......................... 8-1 

Table 8.2 Reported Allowable Bearing Resistances for Engineered Granular Fills ........... 8-2 

Table 9.1 Example for Estimating Bridge Settlement that Impacts Bridge Performance 9-14 

ix
LIST OF SYMBOLS AND ABBREVIATIONS

New Symbols and Abbreviations Introduced in this Report are listed in Italics

AASHTO American Association of State Highway and Transportation Officials

ASD Allowable stress design 

B, B’ Footing width, effective width

bpf Blows per foot 

CPT Cone penetration test

Df Depth of footing base below finished grade

Df-min Minimum embedment depth for spread footing, developed based on 

depth to competent soil layers (from subsurface investigation 

program); scour depth for check flood (AASHTO Article 2.6.4.4.1); 

depths for frost, erosion, and liquefaction; depth to groundwater, 

seepage, and drainage issues; and slope stability

DMT Flat plate dilatometer Test

DOSI Depth of significant influence

DOT Department of transportation 

DSC Different site conditions

FHWA Federal Highway Administration

ft

ft2

Foot (or feet)

Square feet

GRS Geosynthetic-reinforced soil 

IGM Intermediate geomaterial

in

in2

Inch (or inches)

Square inch (or inches)

Ksf Kips per square foot

L, L’ Foundation length, effective length

LRFD Load and resistance factor design 

MSE Mechanically stabilized earth

N SPT N-value (uncorrected)

N60 SPT N-value corrected for hammer efficiency

N160 SPT N-value corrected for both overburden and hammer efficiency 

NCHRP National Cooperative of Highway Research Program 

NHI National Highway Institute

Qser-1, Qser-2, Qser-3, Qser-4, The service limit state axial compression loads applied on the spread 

Qser-5, ... Qser-final, footings at various stages during and after construction

Qstr The factored axial compression load applied on the spread footings 

at the strength limit state

qser-1, qser-2, qser-3, qser-4, The footing factored total bearing stresses that correspond to 

qser-5, ... qser-final, qstr Qser-1, Qser-2, Qser-3, Qser-4, Qser-5, ... Qser-final, and Qstr loads

qnser-1, qnser-2, qnser-3, qnser-4, The footing factored net bearing stresses that correspond to Qser-1, 

qnser-5, ... qnser-final, qnstr Qser-2, Qser-3, Qser-4, Qser-5, ... Qser-final, and Qstr loads, computed as the 

factored total bearing stresses minus the factored overburden 

stresses at footing base level

Rn Foundation net nominal bearing resistance at the strength limit state

ROW Right of way

 x 
S Settlement

SF Foundation settlement

SB Bridge settlement at foundation locations (SB ≤ SF)

SBP Bridge settlement at foundation locations that impacts bridge 

performance (SB ≤ SBP) 

SBT Bridge tolerable settlement

SCPT Seismic cone penetration testing

SPT Standard penetration test

φ Resistance factor for bearing resistance at the strength limit state

xi
1- 1 

CHAPTER 1

OVERVIEW

1.1 BACKGROUND AND PURPOSE

The use of spread footings to support highway bridges has many advantages (FHWA, 2010b, 

2006a, 2002a, and 2001): 

• Cost savings in design, construction, quality control, and maintenance. 

• Accelerated design, construction, and maintenance. 

• Simple and flexible design, construction, quality control, and maintenance. For example, 

when compared to deep foundations, construction quality control is simpler for spread 

footings because the bearing area and foundation can be visually inspected and improved 

if needed during construction. 

• Spread footings are appropriate for situations where pile driving or drilled shaft 

installations are not recommended, such as to a) accommodate the presence of aquifers, 

underground structures such as utilities and obstructions beneath foundations; b) generate 

less noise, ground vibrations, and movements of nearby structures, including residential 

and historical buildings; and c) reduce excavation of contaminated soils such as in the 

case of drilled shafts. 

• Construction of spread footings utilizes common materials, and can be constructed with 

readily available labor, simple and small equipment, and without the need for specialty 

construction contractors. 

• Finally, the use of spread footings alleviates the bump at the end of the bridge problem, 

creating a safer and smoother transition between the bridge and approach embankment 

(Briaud et al., 1997; Abu-Hejleh et al., 2006). 

In 2007, the FHWA developed and distributed a national survey of State DOT geotechnical 

practices. Survey results from geotechnical engineers in 44 states indicated that the average 

distribution of bridge foundation types considered by State DOTs across the United States was

approximately 24 percent (%) spread footings (11.5% on soils, 12.5% on rock) and 76% deep 

foundations (56.5% driven piles and 19.5% drilled shafts). Paikowsky et al. (2010) recently 

reported similar results. The FHWA national survey identified the states with significant and 

moderate use of spread footings on soils to support highway bridges and the states with limited 

or no use (less than 5%). Table 1.1 presents some of the results from the FHWA national survey,

which illustrate that the use of spread footings is up to 50% in the Northeast, 30% in the 

Southwest, 20% in the Northwest, and 10% in the Midwest. The Southeast region as well as

some states in other regions reported no or limited use. The survey also revealed that State DOTs 

have safely and economically constructed highway bridges supported on spread footings bearing 
on competent and improved natural soils as well as engineered granular and MSE fills. 

Engineered granular fill is defined as a high quality granular soil selected and constructed to 

meet certain material and construction specifications (also called “compacted structural fill” and 

“compacted granular soil”). 

1- 2 

Table 1.1. Lead States in Deploying Spread Footings for Bridges (2007 National Survey) 

States Spread Footings (%) Deep Foundations (%)

Soil Rock Driven Piles Drilled Shafts

Northeast 

Connecticut 50 25 20 5

Vermont 40 10 45 5

Massachusetts 35 15 20 27

New Hampshire 30 30 30 10

New York 30 15 47 3

New Jersey 30 20 40 5

Southwest 

New Mexico 30 10 30 30

Nevada 25 3 18 54

Northwest 

Idaho 20 10 60 10

Oregon 20 10 60 10

Midwest 

Michigan 10 5 80 5

The use of spread footings may not be suitable or economical under certain design conditions, 

for example, at sites with large scour or liquefaction depths. However, a number of State DOTs 

do not consider spread footings as an alternate foundation type under any circumstances, even 

when the design conditions are appropriate and spread footings would perform well. Reasons for 

not considering and using spread footings when they are appropriate are called “perceived 

obstacles” in this report. Based on the above, the FHWA concluded that State DOTs could save

time and cost if spread footings bearing on soil are considered to support highway bridges. 

The goal of this report is to promote the consideration and use of spread footings bearing on 

competent and improved natural soils as well as on engineered granular fills and mechanically 

stabilized earth (MSE) fills when appropriate to support highway bridges. This required 

identifying the State DOTs’ perceived obstacles in using spread footings and developing 

recommendations to address these obstacles and a guidance to implement these 

recommendations. To achieve this goal, two additional national surveys of State DOTs were 
performed in 2009 to get more insight from State DOTs regarding their perceived obstacles and 

practices and experiences with the use of spread footings on soils to support highway bridges. 

One survey targeted geotechnical engineers and the other targeted bridge engineers. 

 

The remaining sections in this chapter briefly discuss the valid design conditions that limit the

use of spread footings on soils to support highway bridges, the perceived obstacles to their use, 

and recommendations to address these obstacles. Chapters 2 through 9 discuss the 

implementation of these recommendations. The national survey results revealed that excessive 

settlement of bridges is the main concern of State DOTs in using spread footings; Chapter 7 

addresses thoroughly this concern. Based on the recommendations discussed in this report, 

Chapter 9 provides a technical resource for State DOTs to develop LRFD guidance for using 

spread footings that would allow selection of spread footings in the design when appropriate, and 

for developing more accurate and economical design methods than are commonly used. 

This report continues and supplements FHWA’s efforts published in two recent reports: 

• Selection of Spread Footings on Soils to Support Highway Bridge Structures (FHWA, 

2010b), which promoted the use of spread footings on soils to support highway bridges.

• Implementation of LRFD Geotechnical Design for Bridge Foundation (FHWA, 2010a). 

The goal of this report is to assist State DOTs in the successful development of LRFD 

design guidance for bridge foundations.

Note: In the remainder of this report, unless otherwise stated, “spread footing” refers to spread 

footings bearing on soils to support highway bridges. Although the report uses the term “spread 

footings,” to be consistent with recent technical references from the American Association of 

State Highway and Transportation Officials (AASHTO) and FHWA, the recommendations of 

this report are applicable to all types of shallow foundation systems. 

1.2 LIMITATIONS DUE TO SCOUR AND OTHER CONDITIONS 

The use of spread footings bearing on soils to support highway bridges may not be suitable or 

economical under certain design conditions, for example, presence of deep soft soil near the 

ground surface or very high lateral loads (e.g., due to a major earthquake), and at sites with large 

scour or liquefaction depths. These conditions need to be evaluated in the design during selection 

of the appropriate foundation type. 

The 2007 and 2009 FHWA national surveys revealed that many State DOTs do not consider 

spread footings at water crossings, mainly due to concerns with scour. The recently updated 

FHWA Hydraulic Engineering Circular (HEC-18), Evaluating Scour at Bridges (FHWA, 2012), 

describes the scour evaluation and design procedures with the use of spread footings on soils to 

1- 3 
support both piers and abutments. According to the 2012 AASHTO LRFD Bridge Design 

Specifications (referred to hereafter as “AASHTO LRFD”) and HEC-18, the majority of bridge 

failures in the United States are due to scour. To avoid these failures, both AASHTO LRFD and 

HEC-18 recommend placing the bottom of the spread footings below the total scour depths 

estimated for the flood at the extreme event limit state. This flood is called “check flood” or 

“superflood” in AASHTO LRFD and “scour design check flood” in HEC-18. Thus, the use of 

spread footings may be found appropriate and economical at stream crossings with a small total 

scour depth. 

1.3 PERCEIVED OBSTACLES TO SPREAD FOOTINGS USE 

The following obstacles were identified primarily from the results of the 2007 and 2009 FHWA 

national surveys: 

• Limited knowledge and use of the AASHTO and FHWA technical references and 

training courses for selection, LRFD design, construction, and performance of 

spread footings on soils to support highway bridges. The AASHTO and FHWA 

technical resources allow for the use of spread footings on all types of soils (competent 

and improved natural soils as well as engineered granular fill and MSE fills to support 

bridges and provide the state of the practice for their selection, LRFD design, 

construction, and quality control. The following practices were collected from the FHWA 

national surveys and demonstrate that some State DOTs do not follow the FHWA 

technical references for selecting the most appropriate foundation type: 

• State DOTs only consider a standard or favorite foundation type to support bridges

instead of all appropriate foundation alternatives. 

• Some structural engineers, who often control the selection of foundation type for 

structures, have unrealistic concerns or perceived higher risk in the use of spread 

footings for bridge support. 

• Costs are not considered in many cases during the selection of an appropriate 

foundation type. Deep foundations with higher costs are used in cases where the more 

economical choice is spread footings. 

• Communication between the structural and geotechnical engineers is one of the main 

impediments for increased use of spread footings. Geotechnical groups may not be 

consulted when the foundation type is selected. Several respondents indicated that

education and training for both the structural and geotechnical engineers are required 

to clarify their roles in the design process. 

Note that many of the obstacles listed next can also be attributed to the limited 

knowledge and use of AASHTO and FHWA technical resources. 

1- 4 
1- 5 

• Limited knowledge of the successful use by many State DOTs of spread footings as a 

safe and economical foundation alternative to support highway bridges with good 

performance. This lack of knowledge may explain the variation in the use of spread

footings, even among neighboring states with similar conditions, as will be discussed in 

Chapter 3. 

• Concerns about using spread footings bearing on engineered granular fill and MSE 

fill. A number of State DOTs have allowed and constructed spread footings on natural 

soils but not on engineered granular and MSE fills. These State DOTs are concerned with 

the quality and uniformity of placed fill and their effects on the performance (settlement) 

of bridges. Colorado DOT used spread footings on MSE walls to support the abutments 

of the Bridge/Meadow Bridge and reported that this bridge required longer spans, which 

could make them cost more than using driven piles to support the abutments. Many State 

DOTs prefer to use abutments supported on piles placed in MSE walls.

• Increased use of integral abutments. In the integral abutments, the foundation and 

abutment are rigidly connected to the bridge superstructure. The primary concern with 

integral abutments is the cyclic seasonal movements (expansion and contraction) of the 

bridge superstructure and their effects on the bridge abutment, the fill behind the 

abutment, and on the abutment footing. Dunker and Liu (2007) and the 2007 and 2009 

FHWA national surveys indicate that H-pile is the typical foundation type considered by 

DOTs to support integral abutments. This foundation type (H-pile) is considered flexible

and therefore is selected to accommodate cyclic seasonal movements of the bridge 

superstructure with integral abutments. Spread footings are considered stiff foundations 

(Dunker and Liu, 2007), so special design details or limitations are needed for their use 

with integral abutments. Recently, State DOTs use of integral abutments has significantly 

increased, which has further reduced the use of spread footings. 

• Limited use of load tests on spread footings and bridge instrumentation programs to 

verify the design and performance of spread footings. 

• Inadequate subsurface investigation programs, leading to construction and bridge 

performance concerns. These concerns are perceived to be more critical for spread 

footings than for deep foundations. Mainly, some State DOTs are concerned with 

differing site conditions (DSC) during construction than those assumed in the design, 

such as the presence of soft soils not expected in the design that would require increasing 

the size or depth of the footings, and an unexpected rise of groundwater during 

construction that would require dewatering. These factors would require costly 

modifications during construction or result in poor foundation performance. Problems 

associated with DSC are often encountered in the case of a limited number of borings in 

the subsurface investigation, or when the subsurface investigation is performed in the 
early stages of the project—not at the exact locations of bridge foundations, which could 

be finalized in the later stages of a project. 

• Inadequate construction quality program, leading to construction and bridge 

performance concerns. These concerns, which could have an impact on bridge 

performance, are perceived to be more critical for spread footings than for deep 

foundations. An example of this obstacle is the unavailability of adequately experienced 

State DOT staff in the field who can verify bearing capacity of spread footings. 

• Use of conservative settlement analysis for bridges supported on spread footings.

The main concern of most State DOTs with the use of spread footings is bridge 

settlement and the potential for costly and difficult bridge repairs to address bridge 

settlement problems. This concern led to the use of conservative settlement analysis. For 

example, selection of unrealistic tolerable settlements (e.g., 0.5 inch), use of conservative 

methods to predict settlement, overestimating the loads considered to compute 

settlements, and not allowing the use of spread footings on cohesive soils. A conservative 

settlement analysis would lead to a more costly design and perhaps the exclusion of 

spread footings from consideration in the design. 

• Selection of conservative or presumptive bearing geotechnical resistances in the 

final design of spread footings. Use of presumptive bearing geotechnical resistances 

may lead to a more costly design and perhaps the exclusion of spread footings from 

consideration in the design. 

• Problems with implementation of LRFD platform for spread footings. The LRFD

platform provides a rational approach for considering spread footings on soils, when 

appropriate, as a suitable alternative to deep foundations. Implementation of the LRFD 

platform provides an excellent opportunity for State DOTs to address the obstacles listed 

above, and improve their geotechnical selection and design practices for spread footings. 

These perceived obstacles have resulted in the use of costlier and complex deep foundations for 

bridge projects where the more economical and simple spread footings could have been used. 

1- 6 

1.4 RECOMMENDATIONS TO ADDRESS THE PERCEIVED OBSTACLES IN 

USING SPREAD FOOTINGS ON SOILS TO SUPPORT HIGHWAY BRIDGES

The following recommendations were developed based on AASHTO and FHWA technical 

resources, national survey results for the performance of bridges constructed on spread footings 

bearing on soils, the practices of State DOTs that frequently use spread footings, LRFD 

implementation for spread footings, published literature, and the authors’ experiences and 

judgment. 
1- 7 

1. Deploy the AASHTO LRFD design specifications and FHWA technical references 

and training courses. These technical resources:

• Allow for the use of spread footings on competent and improved natural soils as well 

as engineered granular and MSE fills to support bridges by providing the state of the 

practice for their selection, LRFD design, construction, and quality control. 

• Require fair evaluation and consideration of all foundation types for bridges

(including spread footings) in the preliminary design, and selection of the most 

appropriate (economical) foundation type in the final design. 

• Present more accurate and economical design methods for spread footings than 

commonly used in practice. 

• Provide training courses to address most of the State DOTs’ perceived obstacles in 

using spread footings on soils. These courses cover a) application conditions and 

advantages of spread footings; b) rational design process for selecting the appropriate 

foundation type; c) roles of the project geotechnical and structural engineers in the 

selection and design of spread footings, including the importance of communication 

and cooperation between them (e.g., in the settlement analysis); d) appropriate 

settlement analysis of bridges supported on spread footings; and e) LRFD 

implementation for spread footing design (FHWA, 2005, 2010a, 2010b, and 2012).

2. Review the FHWA national survey results for the a) extent of use and performance 

of highway bridges constructed on spread footings bearing on various types soils; 

and b) experiences and practices of State DOTs that frequently use spread footings 

for selection, design, and construction of spread footings. State DOTs that have 

limited or no use of spread footings can benefit from the experiences and practices of 

State DOTs that frequently use spread footings. 

3. Consider spread footings on granular and MSE fills as well as with semi-integral 

and integral abutments. This will help State DOTs deploy these applications when they 

are appropriate. 

4. Consider load tests on spread footings and instrumentation of bridges supported on

spread footings, and review documented performance data from load tests and 

instrumented bridges. This will help State DOTs verify the design, construction, and 

performance of spread footings, and address concerns about their use. Additionally, data 

from load tests and instrumentation program provide performance data for reliability 

calibration and improvements of the LRFD geotechnical design methods for spread 

footings (FHWA, 2010a). Additionally, these data are needed for implementation of 

many recommendations presented in this report. 

5. Deploy adequate subsurface investigation, construction, and quality control

procedures. This will help State DOTs to minimize risks and problems during 

construction as well as improve the performance of spread footings. One of the 
advantages of spread footings over deep foundations is that they allow for visual 

inspection of the bearing area and foundation during construction so that improvements 

can be made, if needed. 

6. Advance a rational procedure for settlement analysis of bridges supported on 

spread footings bearing on soils. This will help State DOTs to develop and use more 

accurate and economical LRFD design specifications to address the service limit state for 

settlement of bridges supported on spread footings bearing on soils.

7. Advance a rational procedure to determine the LRFD design bearing resistances for 

spread footings bearings on competent and improved natural soils, and engineered 

granular and MSE fills. This will help State DOTs to develop and use accurate and 

economical LRFD design specifications for spread footings. 

8. Based on the above recommendations, develop LRFD guidance for spread footings 

that consists of: 

• LRFD specifications and a process for selecting spread footings in the design when 

appropriate. 

• LRFD specifications and a process for accurate and economical design of spread 

footings. 

Chapters 2 to 9 of this report are developed to assist State DOTs with implementation of, 

respectively, recommendations 1 to 8 listed above.

1- 8 
CHAPTER 2

AASHTO AND FHWA TECHNICAL RESOURCES

2-1 

This chapter presents information to help State DOTs deploy AASHTO and FHWA technical 

resources (implementation of recommendation 1). These resources allow for the use of spread 

footings on all types of soils (competent and improved soils as well as engineered granular and 

MSE fill) to support bridges, and include state-of-the-practice procedures for their selection, 

LRFD design, and construction. These technical resources are employed in subsequent chapters 

to implement many recommendations developed to address DOT’s obstacles in using spread 

footing on soils to support highway bridges. 

2.1 AASHTO LRFD DESIGN SPECIFICATIONS FOR BRIDGE FOUNDATIONS

There are three principal differences between the AASHTO LRFD design platform and the 

allowable stress design (ASD) platform for bridge foundations (FHWA, 2010a): a) the 

incorporation of limit state designs; b) the use of load and resistance factors to account for 

uncertainties; and c) new and improved methods to determine foundation loads, displacements, 

and resistances. A limit state is a condition beyond which a bridge component ceases to satisfy 

the provisions for which it was designed. All possible structural and geotechnical failure modes 

for foundations that can lead to bridge failure are grouped into three distinct structural and 

geotechnical limit states (AASHTO, 2012): 

• Service limit states. Failure modes are related to the function and performance problems 

of bridge foundations under loads and conditions applied continuously or frequently 

during the bridge design life. For example, the foundations must have adequate structural 

and geotechnical resistances to keep the bridge displacements less than the bridge 

tolerable displacements. 

• Strength limit states. Failure modes are related to the strength and stability of the 

foundations under loads and conditions applied continuously or frequently during the 

bridge design life. For example, the foundations must have adequate structural and 

geotechnical resistances to resist the loads applied on them with an adequate margin of 

safety against damage or collapse.

• Extreme event limit states. Failure modes are related to the strength and stability of the 

foundations under loads and conditions applied during certain events that have a return 

period greater than the bridge design life (e.g., failures during major earthquakes or 

floods). For example, the foundations must have adequate structural and geotechnical 

resistances to withstand the extreme events that the bridge may experience during its life 

without causing the bridge to collapse. The design concern is survival of the bridge and 

protection of life safety. (Some damage to the structure is allowable.) 
2-2 

Section 10 in AASHTO LRFD (2012) presents LRFD design specifications for bridge 

foundations (spread footings, driven piles, drilled shafts, and micropiles) at all limit states.

Computation of foundation loads at various limit states and foundation structural and hydraulic 

designs are briefly described in Section 10; more specific details are provided in Sections 2 to 8.

Article 10.4 describes the determination and selection of soil and rock properties needed for 

foundation design and construction. Tolerable movement of bridge foundations at the service 

limit state are discussed in Articles 10.5.2. Resistance factors, φ, for bridge foundations at all 

limit states are described in Article 10.5.5. 

2.1.1 AASHTO LRFD Design Specifications for Spread Footings

The design of spread footings at all limit states is discussed in Article 10.6 of AASHTO LRFD 

(2012). Service limit state design, discussed in Article 10.6.2, covers the settlement and overall 

stability of spread footings. Article 10.6.2.4 describes the methods that should be used to 

estimate settlement of bridge spread footings on cohesionless and cohesive soils. Strength limit 

state design, discussed in Article 10.6.3, covers the bearing resistance of soil, eccentric load 

limitations, and failure by sliding. Article 10.6.3.1 describes the methods used to determine 

bearing resistance of bridge spread footings on soils. The overturning stability in the ASD 

method has been replaced with the eccentricity limit under LRFD. Eccentricity provisions are 

different from those in ASD because they are based on factored loads. The tolerable eccentricity 

of loading at the strength limit for footings on soils was changed in 2012 AASHTO LRFD from 

one fourth (1/4) to one third (1/3).

2.2. FHWA TECHNICAL REFERENCES AND TRAINING COURSES FOR SPREAD 

FOOTINGS 

FHWA developed several LRFD National Highway Institute (NHI) training courses and LRFDbased technical reports to help State DOTs implement the 2012 AASHTO LRFD design 

specifications for bridges with spread footings. Additionally, some of the FHWA ASD technical 

references and training courses on spread footings are still valuable resources because they 

include materials referenced in the AASHTO and FHWA LRFD technical references, and they 

cover issues (e.g., settlement analysis, construction) that did not change in the LRFD design 

platform. Following are brief descriptions of the FHWA technical resources on spread footings 

that include training courses: 

• NHI Reference Manual and Training Course 132083: “Implementation of LRFD 

Geotechnical Design for Bridge Foundation” (FHWA, 2010a). The goal of this course 

is to assist State DOTs in the successful development of LRFD design guidance for 

bridge foundations based on the 2010 AASHTO LRFD Bridge Design Specifications and 

their local practices. The principal differences between the AASHTO LRFD platform and
2-3 

the ASD platform are presented for all foundation types, including spread footings. The 

LRFD implementation options are thoroughly discussed, and a roadmap for developing 

LRFD design guidance for bridge foundations is presented.

• NHI Reference Manual and Training Course 132094: “LRFD Seismic Analysis and 

Design of Transportation Structures, Features, and Foundations” (FHWA, 2011).

This comprehensive course provides practical training in seismic analysis and design of 

transportation geotechnical features, including shallow foundations. 

• NHI Reference Manual and NHI Training Course 132042: “Design and 

Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes” 

(FHWA 2009). Section 6.1.1 of this manual presents a discussion of the design of spread 

footings on MSE walls to support bridge abutments. 

• NHI Reference Manual and Training Course 132012: “Soils and Foundations” 

(FHWA, 2006a). Chapter 8 of this manual describes the design and construction of 

shallow foundations. Topics include settlement of spread footings, spread footings on 

compacted embankment fills, the effect of deformation on bridge structures, and 

construction inspection. 

• NHI Reference Manual and Training Course 132034: “Ground Improvement 

Methods” (FHWA, 2006b). This course covers the selection, limitations, advantages, 

disadvantages, design, construction, and quality control and quality assurance of various 

ground improvement techniques. 

• NHI Reference Manual and Training Course 1320082: “LRFD for Highway Bridge 

Substructures and Earth Retaining Structures” (FHWA, 2005). This course provides 

examples of LRFD design of spread footings bearing on soil. Note: This course is based 

on the 2006 AASHTO LRFD interim revisions. 

• NHI Reference Manual and Training Course 132037: “Shallow Foundations” 

(FHWA, 2001). In 2012, the training course was updated in accordance with 2012 

AASHTO LRFD. The course describes the state of the practice of LRFD design and 

construction procedures for spread footings, the selection and design process, the design 

and construction of spread footings on compacted and problematic soils, and the 

application of various ground improvement techniques. 

• NHI Reference Manual and Training Course 132041: “Geotechnical 

Instrumentation” (FHWA, 1998). This course provides the necessary knowledge and 

skills to plan, select, and implement instrumentation programs in geotechnical features 

for construction monitoring and performance verification. 

Following are brief descriptions of the FHWA technical manuals on spread footings: 
2-4 

• Hydraulic Engineering Circular 18 (HEC-18): Evaluating Scour at Bridges, Fifth 

Edition (FHWA, 2012). This manual provides guidance for scour evaluation and design 

procedures for the use of spread footings on soils to support both piers and abutments. 

• Geotechnical Engineering Circular 6: Shallow Foundations (FHWA, 2002a). Topics 

discussed in this manual include shallow foundation selection, design process, materials 

and construction specifications for structural fill, and LRFD design of shallow 

foundations. This manual presents most of the FHWA materials and construction 

specifications for engineered granular fill (Table 3.1) and details of a spread footing on 

engineered granular fill (Figure 3.1).

• Design examples of spread footings on natural soil and compacted structural fill using 

ASD and LRFD design methods are discussed. Note: The LRFD examples are not based 

on the 2012 AASHTO LRFD design specifications. 

• Selection of Spread Footings on Soils to Support Highway Bridge Structures

(FHWA, 2010b). This report promotes the use of spread footings on soils to support 

bridges. Appendix E presents comprehensive LRFD guidance and examples for the 

design of spread footings. 

• Geotechnical Engineering Circular 5: Evaluation of Soil and Rock Properties

(FHWA, 2002b). This manual presents state-of-the-practice information about the 

evaluation of soil and rock properties for geotechnical design applications. 

Table 2.1. FHWA Materials and Construction Requirements for Engineered 

Granular Fills (FHWA, 2002a). 

Gradation

(AASHTO T-27) 

U.S. Sieve Size Percent Passing (%)

4 inch 100

Sieve #40 0-70

Sieve #200 0-15

Plasticity Index (PI) (%) 

(AASHTO T-90)

PI < 6

Soundness AASHTO T-104

Compaction Level 100% of T-99 (standard proctor); moisture content 

should be ±2% of optimum moisture 
2-5 

Figure 2.1. Details of a Spread Footing on Engineered Granular Fill (FHWA, 2002a) 
3-1 

CHAPTER 3

FHWA NATIONAL SURVEY RESULTS: USE, PERFORMANCE, 

AND SELECTION OF SPREAD FOOTINGS

This chapter presents and discusses results of the FHWA national surveys for the use, 

performance, and selection of spread footings for highway bridges (implementation of 

recommendation 2). This will help State DOTs that have limited or no use of spread footings to 

benefit from the experiences and practices of State DOTs that frequently use spread footings.

This chapter includes three topics: 

1. Use and performance of highway bridges constructed on spread footings bearing on soils. 

2. Type of foundation soils considered acceptable by State DOTs.

3. State DOTs favorable and unfavorable conditions for using spread footings. 

The FHWA national surveys were performed in 2007 and 2009, and it is possible that states 

might answer survey questions differently today. Nevertheless, the survey responses when 

aggregated show important use and performance trends. 

3.1 USE AND PERFORMANCE OF HIGHWAY BRIDGES CONSTRUCTED ON 

SPREAD FOOTINGS BEARING ON SOILS

3.1.1 Overview 

Tables 3.1 to 3.5 summarize the approximate use and performance of highway bridges 

constructed on spread footings bearing on soils in five regions of the United States: the 

Northeast, Midwest, Northwest, Southwest, and Southeast. These summaries suggest that use of 

spread footings varies significantly across the country and even among states located within the 

same region. Use of spread footings is up to 50% in the Northeast, 30% in the Southwest, 20% in 

the Northwest, 10% in the Midwest, and no or limited use in the Southeast. All of the regions 

have some states with very limited or no use of spread footings. The significant variation in 

using spread footings suggests that many State DOTs are missing an opportunity to save 

construction time and costs by not actively considering spread footings when appropriate. A 

small number of State DOTs (e.g., Ohio and Michigan) reported a decrease in the use of spread 

footing on soils due to the perceived obstacles discussed in Chapter 1. Other State DOTs (e.g., 

Delaware, Virginia, Minnesota, and Indiana) reported an increased use of spread footings and 

indicated they are more receptive to their use primarily because of the good performance of these 

foundations. 

State DOTs reported good performance of their bridges constructed on spread footings bearing 

on competent and improved natural soils, and engineered granular and MSE fills. Some DOTs
(e.g., Michigan and New Mexico) reported that the performance of bridges supported on spread 

footings was similar to the performance of bridges supported on deep foundations. 

3-2 

Table 3.1. Use and Performance of Bridges with Spread Footings on Soils: Midwest States. 

State

 

2007 Survey,

Estimated Use (%), 

Spread Footings on:

2009 Survey:

Use/Performance of Spread Footings on Soils 

Soil Rock

Michigan 10 5 Hundreds of bridges with spread footings on soils 

constructed in Michigan (70% before 1980, reduced to 

50% by 1990, and currently 10%). “Their overall 

performance is adequate, as bridges with deep 

foundations.”

Illinois 5 10 Use with piers on hard tills and dense sand; one bridge 

with MSE abutments. “No performance or movement 

problems with these bridges.”

Wisconsin 7.5* 10 Roughly 75 bridges supported on stiff natural soils 

constructed in the last 10 years. Very limited use with 

MSE walls. Use with multispan bridges, piers, and 

abutments. “These bridges are performing well or as 

good as bridges with piles.”

Indiana 1 5 Recently allowed spread footers for interior pier support 

on some grade separation bridges only in glacial tills, 

IGMs, and engineered fills. In process to allow them over 

MSE walls. Successfully used in the Accelerate I-465 

project. “There has been no visible evidence of 

excessive settlement.”

Minnesota 7 2 Recently used spread footing in simple span bridges (at 

abutments only) on dense sand and gravel, approximately 

four bridges per year, and with MSE walls. Use expected 

to increase in corridor and design-build projects. 

Employed with ground improvement in a value 

engineering project. “Bridges appear to be in fine 

shape and perform well.” 

Ohio 5 1 Since 1998, built 244 bridges with spread footing on 

MSE walls and rocks. Presently, use of spread footings 

on MSE walls is not allowed. Current use is with dense 

sand and in few cases with very stiff clays. “No major 

problems are observed.”

Missouri Little* 5

Iowa 0 5 No use.

* From the 2009 survey (not 2007 survey). 
3-3 

Table 3.2. Use and Performance of Bridges with Spread Footings on Soils: 

Northeast States

State

2007 Survey,

Estimated Use (%), 

Spread Footings on:

2009 Survey: 

Use/Performance of Spread Footings on Soils 

Soil Rock

Connecticut 50 25 Used at every opportunity. Good performance.

Vermont 40 10 Good performance.

Massachusetts 35 15 Good performance.

New Hampshire 30 30 To support abutments and piers. On MSE wall 

abutments. Used at every opportunity. Good 

performance.

New York 30 15 To support abutments and piers. On MSE wall 

abutments. Good performance.

New Jersey 30 20 Used at every opportunity. On MSE wall 

abutments. Good performance

Delaware 13* 4* Where feasible, more recent use. Good performance.

Pennsylvania 10 60 Good performance.

Rhode Island 10* * In glacial till. Good performance.

Maine 2 45 Used at every opportunity. Good performance.

Virginia 10 30 To support abutments and piers. On MSE wall 

abutments. Good performance.

Maryland 15* Good performance.

West Virginia 0 20 No use.

District of 

Columbia 

Rarely used*

 * From the 2009 survey (not 2007 survey). 
3-4 

Table 3.3. Use of Bridges with Spread Footings on Soils: Southeast States. 

State 2007 Survey,

Estimated Use (%), 

Spread Footings on:

State 2007 Survey,

Estimated Use (%), 

Spread Footings on:

Soil Rock Soil Rock

Tennessee 1 40 Kentucky <1* 40*

Florida 1 0 Georgia 2-3* 7-8*

Alabama 5 10 Mississippi 5 0

North Carolina 0 10 South Carolina Rarely used*

Arkansas 1 22 Louisiana 0 0

* From the 2009 survey (not 2007 survey).

Table 3.4. Use and Performance of Bridges with Spread Footings on Soils: 

Southwest States. 

State

2007 Survey,

Estimated Use (%), 

Spread Footings on:

 2009 Survey 

Use/Performance of Spread Footings on Soils 

Soil Rock

New Mexico 30 10 Extensive use of spread footings on MSE walls (30 of 

55 bridges in the I-25/I-40 interchange). “Performed 

well, better than deep foundations as there is no 

bridge bump.”

Nevada 25 3 Considered with all types of bridges. Saved money. 

“No known issues. They are performing well.” 

Arizona 20 5 Performance not reported, but expected to be OK.

California 5 (30% - 50% in 

Southern California)*

Significant savings. Considered with all bridge types. 

“Performed very well. No indications of poor 

performance.”

Utah 5 5 Mostly single-span bridges. “Performed well.” 

Colorado 3 bridges on soils* Two bridges on MSE walls, third bridge on 2:1 

approach embankment. “All performing well.” 

Oklahoma Rarely used*

Texas 0 No use.

Kansas 0 No use.

* From the 2009 survey (not 2007 survey). 
 

Table 3.5. Use and Performance of Bridges with Spread Footings on Soils: 

Northwest States. 

3-5 

State

2007 Survey,

Estimated Use (%), 

Spread Footings on:

2009 Survey: 

Use/Performance of Spread Footings on Soils 

 Soils Rocks

Idaho 20 10 Not aware of any performance issues with spread 

footings.

Oregon 20 10 For piers and abutments. Not aware of any performance 

issues with spread footings.

Washington 10 * A very long history with successful use of spread 

footings on compacted granular embankments and with 

piers to support bridges. FHWA (1982) reported very 

good conditions of 148 bridges. Currently not aware of 

any performance issues with spread footings.

Nebraska 10* * Not aware of any performance issues with spread 

footings.

Montana 5 5 For piers and abutments. Not aware of any performance 

issues with spread footings.

Wyoming 5 17 Not aware of any performance issues with spread 

footings.

Alaska 30% for abutments;

<10% for piers*

Mostly to support abutments on MSE wall 

embankments. With piers on very dense glacial till. Not 

aware of any performance issues with spread footings.

Hawaii 7 2 For piers. Not aware of any performance issues with 

spread footings.

South Dakota 0 5 No use.

North Dakota * * No use.

* From the 2009 survey (not 2007 survey). 

3.1.2 Midwest Region

The use of spread footings on soils to support highway bridges in the Midwest ranges from zero

(Iowa) to 10% (Michigan), as shown in Table 3.1. State DOTs that constructed bridges with 

spread footings in this region reported good bridge performance. Minnesota DOT has successful 

experience with spread footings constructed on top of MSE walls. Indiana and Wisconsin DOTs 

also reported successful experience using spread footings on hard glacial tills and dense granular 

soils to support bridge piers. 

In Michigan, hundreds of bridges with spread footings on soils were constructed successfully

(around 70% before 1980, reduced to 50% by 1990). Michigan DOT reported that in past years, 
3-6 

the process used for design verification of spread footings during construction allowed for using

allowable bearing pressure as high as 5 ksf. Currently, with fewer staff available to verify 

competent soil layer in the field, the allowable bearing pressure is reduced to around 3 ksf, which

significantly reduced the use of spread footings to support bridges (approximately 10%). 

Minnesota DOT has recently implemented instrumentation programs, extensive construction 

quality control, cone penetration tests (CPTs) and advanced settlement analysis to justify the use 

of bridges constructed on spread footings and to ensure their adequate design and performance. 

In a value engineering project, deep mixing and the “remove-and-replace” techniques were 

employed to improve foundation soils below spread footings. The monitoring data indicated 

good performance and supported the future consideration of spread footings bearing on improved 

soil. In a design-build project, spread footings were used to support seven bridges. The 

settlements occurred relatively quickly during construction, and postconstruction settlements 

were minimal (Bentler and Hoppe, 2010). The final abutment settlements were just under the 

allowed 1 inch. Due to the good performance of spread footings, their use in Minnesota to 

support bridges is expected to increase, especially in corridor projects and design-build contracts. 

Between 1990 and 2006, Ohio DOT sponsored two major research projects on new highway 

bridges where 54 spread footings were instrumented to monitor their performance (Sargand and 

Masada, 2006; Sargand et al., 1997). Instrumentation monitoring results indicate good bridge 

performance and confirm that spread footings are a viable option for support of bridges. Ohio 

DOT chose not to allow spread footings on MSE walls because of problems with MSE walls (not 

with spread footing performance) that led to the adoption of much tighter construction 

requirements for MSE walls. This action increased the cost of MSE walls in Ohio and resulted in 

the increased use of conventional walls. 

In the recent Indiana DOT Accelerate I-465 project, spread footings were used to support the 

piers located in the median of I-465. Excavation to a relatively deep depth was required to 

accommodate drainage in the median. This use of spread footings eliminated the need for pile 

driving equipment, assisted in accelerating construction, and provided cost savings. 

3.1.3 Northeast Region 

As indicated in Table 3.2, the use of spread footings on soils in Northeast states ranges from zero

(West Virginia) to very high (Connecticut, 50%; Vermont, 40%). State DOTs that constructed 

bridges on spread footings reported good performance of these bridges. Spread footings are the 

preferred and most frequently used foundation type to support bridges by some State DOTs in 

this region. The extensive use of spread footings in this region is attributed to the presence of 

very competent natural soils near the ground surface, economics, deployment of good design and 
3-7 

construction procedures, and the long-term good performance of existing bridges supported on 

spread footings. Table 3.2 suggests State DOTs that have no use or very limited use (less than 

5%) of spread footings on soils have extensive use of spread footings on rocks (e.g., West 

Virginia, Virginia, and Maine). The extensive use of spread footings on rocks by these states 

would help them to increase their use of spread footings on soils. 

The FHWA report (1987) presents the long-term settlement performance of 21 bridges located in 

Connecticut, Massachusetts, New York, Rhode Island, and Vermont. These bridges were

constructed with spread footings on natural cohesionless soils. The report describes the bridges, 

soils, loads, and the instrumentation and monitoring programs to measure the settlement and 

tilting of these bridges. The average settlement was 1 inch, with 0.75 inch (three-quarters of total 

settlement) occurring before placement of the bridge decks and only one-quarter settlement 

occurring after construction of the bridge deck. These results demonstrate the successful 

performance of spread footings to support highway bridges. 

3.1.4 Southeast Region 

The very limited use of spread footings on soils in the Southeast region (Table 3.3) is due to the 

presence of very poor soft soil conditions near the ground surface and problematic grounds such 

as areas with high sinkhole potential in central and south Florida. Other reasons are the large 

axial loads on foundations and the concerns with bridge movements. Based on the region’s 

geology, however, some areas have subsurface conditions that are favorable for constructing

spread footings on soils, as will be discussed in Section 3.2. Georgia reported the use of spread 

footings with bridges on both natural soils and well-compacted fill using allowable bearing 

capacity around 4 ksf. Kentucky has not used spread footing on well-compacted fill. Table 3.3 

suggests there are states in the Southeast that have significant use of spread footings on rocks to 

support highway bridges (e.g., Tennessee and Kentucky, 40%; Arkansas, 22%; Alabama and 

North Carolina, 10%). The extensive use of spread footings on rocks by these states would help 

them to increase their use of spread footings on soils. 

3.1.5 Southwest Region 

As indicated in Table 3.4, the use of spread footings in the Southwest ranges from zero (Kansas 

and Texas) to 30% (New Mexico). State DOTs that constructed bridges on spread footings 

reported good bridge performance. 

New Mexico’s use of spread footings is considered to be very high (30% footings on soils), 

providing significant cost and time savings. New Mexico DOT reported extensive use of spread 

footings on MSE walls to support bridge abutments in many projects. Out of 55 bridges 
3-8 

constructed in the I-25/I-40 interchange in Albuquerque, 30 bridges were constructed using 

spread footings on MSE (FHWA, 2006a), which resulted in a significant cost savings. New 

Mexico reported that these bridges are performing well. Use of spread footings in this project 

eliminated the bump at the end of the bridge, thus providing better performance compared to 

bridges constructed on deep foundations. 

Colorado’s Founders/Meadows Bridge structure, constructed in 1998 over I-25, is considered the 

first built bridge in the United States where abutment spread footings were placed on top of 

geosynthetic-reinforced soil (GRS) walls with block facings, as shown in Figure 3.1 (Abu-Hejleh 

et al., 2001). Competent shale bedrock existed below the GRS wall and the piers of this two-span 

bridge. GRS fill was also placed behind the abutment wall. The reinforced soil zone extends 

gradually in length from the base of the GRS wall to the top of the GRS fill behind the abutment 

wall. This design integrated the support for the bridge structure with the approach roadway 

structure, and alleviated the differential settlement (bridge bump problem) between these 

structures. The structure was heavily instrumented to monitor its performance during and after 

construction. Data analysis revealed the design of this structure was conservative. Since 1998, 

the performance of the structure has been excellent, with spread footing settlement less than 

1 inch in the first year of service, negligible movements after that, and no bridge bump problem. 

 

 UX2 

UX3 

UX3 

UX3 Geogrid

 

 

UX6 Geogrid

Connector

Block Unit (0.2 m high)

Leveling Pad (0.15 m high) Bedrock

7.8 m

0.4 m

Geogrid 1st layer Embedment Length is 8 m 

 Foundation (3.81 m x 0.61 m)

Approach Slab (3.72 m x 0.3 m) Roadway (0.35 m high)

Girder (0.89 m high)

Bridge Deck (0.13 m high)

 0.4 m high

 CDOT Class 1 Backfill 

Front GRS Wall 

22 Rows for Section 200 (4.5 m high)

 29 Rows for Sections 400, 800 (5.9 m high) 0.45 m Min. Embedment

Membrane & Collector Pipe

The geogrid reinforcement length 

increases linearly from 8 m at the 

bottom with one to one slope 

toward the top 

1.755 m 2.055 m

 Abutment Wall (0.76 m wide) 

 Width of the Reinforced Soil Zone, 11 m for Section 200, 

12.97 m for Sections 400 and 800 

2 m 

Slope paving 75 mm Expanded Polystyrene

Sleeper Foundation 

0.3 m limit of 19 mm max. size crushed stone 

1.35 m

Drainage Blanket with Pipe Drains

UX6 Geogrid

Figure 3.1. A Cross Section from the Colorado Founders/Meadows Bridge (Abu-Hejleh et 

al., 2001) Cap Unit (0. 1 m high) 
Texas DOT has not used spread footings on soils or rocks to support highway bridges, even at 

locations where spread footings are technically feasible. The primary reason is the low cost of 

drilled shafts in the state due to the availability of drilled shaft contractors. However, Texas and 

other State DOTs could increase their use of spread footings when appropriate if they

a) deployed AASHTO and FHWA technical resources, b) followed the practices of State DOTs

that use spread footings, c) constructed and monitored bridges with spread footings on a number 

of selected pilot projects, and d) required contractors to consider spread footings for bridges in 

design-build and value engineering projects. 

3-9 

3.1.6 Northwest Region 

In the Northwest, the use of spread footings on soils ranges from zero (South Dakota) to 20% 

(Idaho and Oregon), as shown in Table 3.5. State DOTs that constructed bridges with spread 

footings reported good performance of these bridges.

Washington State DOT has a very long history with successful use of spread footings on 

compacted fill to support bridges. In this state, the performance of 148 bridges supported by 

spread footings on compacted fill were investigated (FHWA, 1982). The conditions of these 

bridges were visually inspected followed by detailed investigation of the foundation movements 

of 28 bridges. All bridges were in good to very good condition. Washington State DOT

concluded that: 

• Spread footings can provide a satisfactory alternative to piles, especially with highquality compacted fill and with good foundation soils. 

• Spread footings were 50% to 65% less expensive than piles. 

• Bridges can easily tolerate differential settlements of 1 to 3 inches without significant 

distress. 

3.1.7 Other Reported Performance Information for Spread Footings

Appendix B of the FHWA report (2010b) summarized the results from 78 instrumented highway 

bridges in five databases. The summary includes footing dimensions (width, length, and depth); 

the uncorrected and overburden corrected standard penetration test (SPT) values; maximum 

footing contact pressure; measured settlement, S, at service conditions; and computed values of 

settlement to footing width (S/B) expressed as a percentage. According to the findings: 

• All bridges performed very well. 

• The typical contact pressure under the footing varied from 3 to 6 ksf. 

• The settlement of 69 bridges was less than 1 inch, between 1 and 2 inches for eight 

bridges, and 2.26 inches for one bridge. 
• The S/B ratio ranged from 0.1% to 1.0% for footing widths greater than 10 ft. 

The FHWA report (2010) also compared the settlement results for these instrumented bridges 

with the load test results reported by Akbas and Kulhawy (2009). It was concluded that spread 

footings for these bridges performed well with respect to settlement and have a large margin of 

safety with respect to the bearing failure since the measured service bearing pressures (3 to 6 ksf) 

were well below the foundation nominal (or ultimate in the ASD) geotechnical bearing 

resistance. 

3-10 

3.2 PRACTICES FOR SELECTING SPREAD FOOTINGS 

According to the FHWA national survey results, State DOTs that used spread footings on soils to 

support highway bridges (i.e., states in the Northeast region along with Arizona, California, 

Minnesota, New Mexico, and Washington) consider conditions that are similar to those 

recommended in the AASHTO and FHWA technical references. These conditions are discussed 

in the following subsections. 

3.2.1 Types of Foundation Soils for Spread Footings 

State DOTs constructed spread footings on competent and improved natural soils, and on 

engineered granular and MSE fills. 

Competent Natural Soils. State DOTs have used spread footings on: 

• Hard and very hard glacial tills (many State DOTs). 

• Dense to very dense granular sand and gravel soils (many State DOTs). 

• Cemented sand (New Mexico). 

• Very stiff cohesive soils (Washington State). 

Based on a survey discussed in NCHRP Report 651 (Paikowsky et al., 2010), 28 states out of 39

responding states, or 72%, do not build spread footings on cohesive soils. In these states, 

cohesive soils will be removed to a maximum depth of 10 ft when using spread footings. (Piles 

will be considered for depths of cohesive soils exceeding 10 ft.) Only 12% of spread footings are

built on cohesive soils and 88% are built on granular soils. Sixty percent (60%) of spread 

footings on cohesive soils are built without ground improvements. The State DOTs leading in 

building spread footing on cohesive soils are Washington State, Vermont, Idaho, Michigan, and 

Nevada. In Washington State, the cohesive soils used are very hard glacial soils with SPT-N 

values exceeding 30 blows per foot (bpf) for silt and between 40 and 100 bpf for clays. These 

materials can be considered intermediate geomaterials (IGMs).
3-11 

Improved Natural Soils. This alternative is considered if unsuitable foundation soils were 

encountered at the footing location. However, many State DOTs avoid this option since it adds 

construction costs and time to the project and requires a more thorough subsurface investigation 

and construction quality control. The most common and simplest practices used by State DOTs

to improve ground conditions are removing unsuitable (cohesive) soils and replacing them with 

granular compacted fill, and/or preloading unsuitable soils by using fill material or by lowering 

the groundwater for a period of time to allow the unsuitable soils to consolidate before placement 

of spread footings. These ground improvement techniques require adequate time during 

construction to allow foundation soils to settle and to reduce post-construction settlement to 

tolerable settlement. Minnesota DOT successfully used deep mixing with a remove-and-replace 

technique to improve foundation soils below spread footings. 

Compacted Engineered Granular and MSE Fills. A number of State DOTs (including 

Washington State, New Mexico, and Minnesota) have successfully utilized these materials. 

3.2.2 Favorable Conditions for Using Spread Footings 

State DOTs that use spread footings cite the following favorable conditions for their use: 

• Competent natural soils are present within shallow depth. 

• Foundation width is expected to be relatively smaller (e.g., with relatively small axial 

compression loads; very small inclined, lateral, and uplift loads; and overturning 

moments). 

• Spread footings can be placed at an economical depth, considered by many State DOTs

as less than 10 ft. 

• Groundwater is not an issue. 

• Quality granular fill materials are available. 

• Minimal constructability issues (e.g., deep shored excavations) exist. Adequate room for 

shoring may be needed with spread footings. 

• To support both piers and abutments. 

• To support single- and multi-span bridges (e.g., Arizona, Nevada, and New Mexico). 

Some states (e.g., Minnesota and Utah) prefer to use spread footings in simple span 

bridges to address concerns with differential settlements (e.g., Minnesota and Utah). 

• For grade separation structures.

• At sites where erosion and liquefaction are not concerns. 

• Stream crossings have low scour potential or low scour depth so the bottom of spread 

footings can be economically placed below scour depth. Many State DOTs (e.g., New

York and Maryland) allow spread footings for bridges in waterways only if good rock is 

located near the surface. Oregon DOT allows spread footings for stream crossings when 
3-12 

the abutment is well above the stream, the stream is an incised channel that is not 

expected to migrate laterally, the foundation is nonerodible bedrock, or the estimated 

scour depth is low. In New Hampshire, a pier with spread footings can be placed in a 

river where it is totally surrounded by sheet piles for scour protection. 

• There is an established need to excavate to deep depths to construct other structures (e.g., 

to accommodate drainage). 

• Design-build contracts and value engineering projects, where contractors will be more 

interested in reducing project costs and accelerating construction time. 

• At locations where there are concerns with using deep foundations. For example, pile 

driving may not be allowed in urban areas and locations near residential or historical 

buildings because of potential damage and noise concerns to the surrounding structures. 

In these and other similar cases, spread footings may be considered even if they are not 

the most economical alternative. 

3.2.3 Unfavorable Conditions for Using Spread Footings 

According to State DOTs that use spread footings, the following conditions are not favorable for 

spread footings:

• Thick, unsuitable soils are present near the ground surface that would require significant 

ground improvement (e.g., locations with underlying karst formations, such as

Pennsylvania, or high sinkhole potential, such as Florida). 

• Large size and deep spread footings are required, leading to significant costs. 

• Locations require relatively large spread footings to resist inclined, lateral, or uplift loads 

and overturning moments. 

• Steep slopes are present. 

• Liquefaction is a concern and will not be economically addressed using ground 

improvement techniques. 

• At water crossings due to scour (erosion) and constructability concerns. FHWA 

recommends placing spread footings below the maximum scour depth expected during the 

design life of the bridge. Therefore, spread footings may be appropriate and economical 

only at stream crossings with a small scour depth. 

• Groundwater is an issue, especially where cofferdams are expensive. 

• Locations have limited access such as the median of a busy freeway where lanes cannot be 

taken or due to right of way (ROW).

• Environmental concerns, for example where large excavation in contaminated soils is 

needed.

• Where use of deep foundations would result in the elimination of cofferdams, a reduction 

in ROW, and environmental concerns. 
3-13 

• Construction constraints such as deep excavation and/or large spread footings would 

require shoring. 

• Deep frost is an issue.
4-1 

CHAPTER 4 

SPREAD FOOTINGS ON ENGINEERED GRANULAR AND MSE FILLS, AND WITH 

SEMI-INTEGRAL AND INTEGRAL ABUTMENTS

This chapter addresses concerns of some State DOTs with using spread footing on engineered 

granular and MSE fills and with semi-integral and integral abutments (implementation of 

recommendation 3). It will help State DOTs to consider these applications when they are 

appropriate. 

Engineered granular fill is defined as a high quality granular soil selected and constructed to 

meet certain material and construction specifications (also called “compacted structural fill” and 

“compacted granular soil”).

4.1 CONSIDERATION OF SPREAD FOOTINGS ON ENGINEERED GRANULAR 

AND MSE FILLS 

Many State DOTs that do not implement spread footings on granular and MSE fills have 

concerns related to the quality and uniformity of compacted fill materials as well as costly design 

and construction for footings on MSE walls. However, the AASHTO and FHWA technical 

references given in Chapter 2 describe state-of-the-practice procedures for selecting, designing, 

and constructing spread footings in these applications. They require high-quality material and 

construction specifications for fill materials and stringent quality control of placed fill considered 

in both embankments and MSE walls (see Table 2.1 and Figure 2.1). NCHRP Report 651 

(Paikowsky et al., 2010) reported higher resistance factors for the compacted granular fill than 

the natural granular soil because of better control for compacted fill. 

In addition, a number of State DOTs have successfully constructed spread footings on compacted 

granular and MSE fills, and have reported good performance. For example, based on a survey of 

148 bridges in Washington, FHWA (1982) concluded that spread footings on compacted fill can 

provide a satisfactory alternative to deep foundations, especially if high-quality fill materials are 

constructed over competent foundation soil. New Mexico DOT reported extensive use of spread 

footings on MSE walls to support bridge abutments in many projects with good performance and 

significant cost savings. 

Based on the instrumentation results of the Founders/Meadows Bridge (Figure 3.1), Abu-Hejleh 

et al. (2001) reported that the design of the MSE walls and spread footings in this bridge is 

conservative. Many of the design details used for the Founders/Meadows Bridge (e.g., distance 

of 4 ft from the edge of footing to the wall face) are more conservative than the 

recommendations presented in the FHWA (2009) manual on MSE wall. 
4-2 

To address the concerns about these applications, State DOTs should consider implementing the 

recommendations presented in this report, mainly: 

• Deploy AASHTO and FHWA technical resources for selecting, designing, and 

constructing spread footings on compacted granular embankments and MSE walls. 

• Incorporate the successful and cost-effective practices of State DOTs that have 

constructed spread footings on compacted granular embankments (e.g., Nevada, New 

Mexico, and Washington State) and on MSE walls (e.g., Arizona, Minnesota, New 

Hampshire, New Jersey, and New Mexico).

• Construct and monitor bridges with spread footings over compacted granular 

embankments and MSE walls on selected pilot projects. 

• Allow contractors in design-build and value engineering projects to consider bridges with 

spread footings on compacted granular embankments and MSE walls. 

4.2 CONSIDERATION OF SPREAD FOOTINGS WITH SEMI-INTEGRAL AND 

INTEGRAL ABUTMENTS 

Initially, bridge designers should consider replacing integral abutments with semi-integral 

abutments, where only the abutment (not abutment footing) is rigidly connected to the bridge 

superstructure. In semi-integral abutment, the abutment footing is isolated from the abutment 

wall with an expansion material and/or bearing pad, so the footings will not be impacted with the 

thermal cyclic movements of the bridge superstructure. Many of the advantages of integral 

abutments can be achieved with semi-integral abutments. Many State DOTs, such as Nevada 

(FHWA, 2010b) and Colorado (Abu-Hejleh et al., 2001), have had success using spread footings 

with semi-integral abutments. 

Integral abutment with spread footings can be considered where the cyclic seasonal (expansion 

and contraction) movements of the bridge superstructure are not significant, as with short-span 

bridges. To determine the conditions where these movements are not significant, the designers 

can consider the practices of State DOTs that successfully used spread footings with integral 

abutments. According to the survey reported in NCHRP Report 651 (Paikowsky et al., 2010), 

25% of bridges with integral abutments are supported on spread footings (Utah, 100%; 

Tennessee, 90%; Wisconsin, 75%; Idaho, 10%; Maine, 6%; Georgia, 5%; Hawaii, 5%; Kansas, 

5%). Dunker and Liu (2007) reported that the use of spread footings with integral abutments has 

been limited to relatively short bridges. In Maine, spread footings with integral abutments are 

considered for steel structures up to 80 ft (24 m) long and concrete structures up to 140 ft (42 m) 

long, with abutments up to 8 ft (2.44 m) tall and skews up to 25 degrees. 
4-3 

Finally, with both semi-integral and integral abutments, designers should consider implementing 

measures that minimize the impacts of significant cyclic seasonal movements of the bridge 

superstructure. For example, consider constructing a wrapped facing of GRS fill behind the 

abutment/spread footing, and allowing for a small gap filled with compressible material (which 

acts as a joint) between the abutment/spread footing and the GRS fill. In the Colorado 

Founders/Meadows Bridge (Figure 1.2), GRS fill was placed behind the abutment. A small gap 

was left between the abutment and the GRS fill, and filled with 75-mm-thick, low-density 

expanded polystyrene sheet (which acts like a joint) to reduce the impact of the cyclic thermal 

movements of the bridge superstructure. One of the abutment backfill alternatives developed by 

Colorado DOT is compacted quality granular fill reinforced with layers of geofabric wrapped at 

the facing that allows for a gap filled with compressible material between the abutment and the 

retained reinforced fill. Abu-Hejleh et al. (2006) described this alternative and concluded it is 

performing well.

 
5-1 

CHAPTER 5 

LOAD TESTS AND INSTRUMENTATION PROGRAMS 

This chapter assists State DOTs with implementing load tests and instrumentation programs on 

bridges with spread footings, and reviewing documented performance data from load tests and 

instrumented bridges (implementation of recommendation 4). Load tests and instrumentation 

programs would help State DOTs verify the design, construction, and performance of spread 

footings, which could increase their use of spread footings to support highway bridges.

Additionally, load tests and instrumentation programs provide foundation performance data 

needed in the LRFD reliability calibration to develop more accurate and economical design 

methods (FHWA, 2010a). 

5.1 LOAD TESTS ON SPREAD FOOTINGS 

Load testing is the most accurate design approach to determine and verify spread footing 

nominal bearing resistance (bearing capacity) at the strength limit and settlement at the service 

limit state. Load tests can also be considered to address design and construction uncertainties and 

concerns with spread footings and confirm their good performance. As an example, for a bridge 

over a railroad on I-359 in Tuscaloosa County in Alabama, load tests were performed to verify 

design and support the use of spread footings (FHWA, 2006a). 

State DOTs are encouraged to compile existing load tests on spread footings that are relevant to 

their practices and consider new load tests in the preliminary design of large highway bridge 

projects. They might also benefit from reviewing documented results of load tests on other 

spread footings. To implement these recommendations, State DOTs should consider the 

following publications: 

• FHWA (2010b) report: Selection of Spread Footings on Soils to Support Highway 

Bridge Structures. 

• NCHRP Report 651 (Paikowsky et al., 2010) provides recommendations for changes in 

Section 10 of AASHTO LRFD (2012) for the strength limit state of shallow foundations. 

Resistance factors for the bearing resistance of footings placed on granular soils (natural 

and compacted fills) and rocks are recommended based on the reliability analysis of 

measured and predicted bearing resistances at load test sites. For granular soils, the 

effects of soil friction angle and loading conditions (eccentricity and load inclination) are 

considered in the calibration. At the same friction angle and loading conditions, the 

calibrated resistance factors are higher for the compacted granular fill than the natural 

granular soil because the conditions for the compacted granular fill are more controlled. 

Several LRFD design examples are presented in Appendix H of NCHRP Report 651. 
5-2 

• Akbas and Kulhawy (2009) described the results of 167 full-scale axial compression load 

tests at 37 sites on cohesionless soils. The report presents the results of the subsurface 

geotechnical investigation; dimensions of test foundations (width, length, and depth); and 

load tests. Note that the size of the footings in this study (less than 3 ft) is much smaller 

than the footing size often considered for highway bridges (approximately 10 ft). “Failure 

load” was defined at the point where a small increase in the load would generate 

significant settlement. Normalized load is defined as the ratio of applied load and failure 

load and normalized settlement is defined as the ratio of settlement and footing width. 

Normalized load settlement curves were developed for all load test results. The 

normalized settlement at failure load (normalized load = 1) was 5.39%, and the 

normalized load at settlement of 0.23% and 1% were 0.13 and 0.42, respectively. The 

study provides recommendations for estimating the bearing resistance (failure load). 

• FHWA (1997) report: Large-Scale Load Tests and Data Base of Spread Footings on 

Sand. In this report, a database of load tests on spread footings was developed for use as 

a design tool as well as a research tool. Researchers performed five large-scale load tests 

on sand and analyzed the results to evaluate several settlement and bearing resistance 

prediction methods and identify the best methods. 

5.2 INSTRUMENTATION OF BRIDGES WITH SPREAD FOOTINGS 

Instrumentation and monitoring of bridges assist in understanding bridge performance and 

building confidence for increased future use of bridges supported on spread footings. 

A number of resources are available for developing instrumentation programs, including the 

FHWA instrumentation manual (1998) and FHWA (2010b) report. Also, consider published 

research studies where bridges were instrumented; these studies are summarized in Chapter 3 

(Minnesota, Ohio, Northeast states, and Washington State). To establish an effective 

instrumentation program, it is important to a) characterize fully the foundation soils from 

adequate subsurface investigation program; b) describe the different construction stages of the

bridge and footings, and obtain the loads applied on the bridge footings at these stages; and c)

compile and analyze the collected performance data from the instrumentation program (e.g., 

settlement) at various stages during construction, and after construction at various times. 

Additionally, State DOTs would benefit from reviewing the documented performance of 

instrumented bridges with spread footings, as described in Chapter 3. 

 
6-1 

CHAPTER 6 

SUBSURFACE INVESTIGATION AND CONSTRUCTION PROGRAMS

This chapter assists State DOTs deployment of adequate subsurface investigation, construction, 

and quality control procedures (implementation of recommendation 5). This will help to 

minimize risks during construction and improve the performance of spread footing.

The FHWA national survey results indicate that some State DOTs have concerns with 

construction and bridge performance concerns due to inadequate subsurface investigation and 

construction procedures. These concerns are perceived by some State DOTs to be more critical 

for spread footings than for deep foundations. However, these concerns should be less with 

spread footings since they provide the opportunity to visually inspect the bearing area and 

foundation directly during construction and improve them, if needed. 

6.1 ADEQUATE SUBSURFACE INVESTIGATION PROGRAM

The goal of the subsurface investigation is to provide reliable soil, rock, and groundwater 

information needed in the design and construction of bridge foundations. Groundwater 

information includes the highest anticipated groundwater table at all applicable LRFD design 

limit states and during construction. When the quantity and quality of data collected during the 

subsurface investigation program increase, the reliability of the design increases, and this may 

lead to a more accurate and economical design and fewer problems during construction. 

Several resources are available to support State DOTs as they develop adequate subsurface 

exploration programs, including the subsurface exploration program described Article 10.4, “Soil 

and Rock Properties,” of AASHTO LRFD (2012) and FHWA manuals (2001, 2002b, 2006a). 

The level of subsurface exploration in AASHTO LRFD Table 10.4.2-1 for the location, number, 

and depth of borings should be considered a minimum and can be increased based on variability 

in subsurface conditions, importance of the structure (interstate highways), past experience, and 

design and construction requirements. The FHWA manual on LRFD implementation (2010a) 

described a rational procedure for evaluation and addressing project site variability. CPT and 

geophysical tests could be considered to increase testing coverage of subsurface soils, as 

successfully implemented by many State DOTs (e.g., Louisiana and Minnesota). 

For major structures, the FHWA manual on drilled shafts (2010c) recommend dividing the field 

exploration program into two phases: a preliminary phase (based on a few borings and 

geophysical tests) that provides sufficient information for planning and optimizing the 

subsequent more comprehensive investigation phase. A staged investigation program provides 

sufficient information for preliminary design (including preliminary selection of foundation 
6-2 

types) and defers much of the cost of the site investigation until the structure’s exact location and 

layout are finalized. 

The depth of significant influence (DOSI) below the base of the footing, where applied stresses 

are significant in the soil, varies from 2B for L/B = 1 to 4B for L/B = 10, where L and B are 

length and width, respectively, of the spread footing (FHWA, 2010b). The stiffness and strength 

properties of the subsurface soil within the DOSI zone affect the performance (e.g., settlement) 

of a spread footing. Therefore, it is important to increase the quality and quantity of subsurface 

data collected in this zone in the subsurface investigation, for example, by considering CPT

soundings to supplement the SPT borings. 

 

The subsurface exploration program should identify unsuitable foundation soils and problematic 

conditions. The types of unsuitable soils for spread footings are discussed in many FHWA 

publications (FHWA, 2001, 2010b) and include alluvial soils (fans), fluvial soils (flood plains), 

colluvial soils, swelling soils, collapsing soils (e.g., loess), liquefiable soils, soils in areas of 

potential karst activity and void formation (sinkholes), loose sand and silt, soft clays, highly 

plastic and organic soils (where creep settlement is a concern), nondurable or frozen fill 

materials, and soils at disposal sites. It is possible to improve unsuitable soils to become 

competent to support spread footings. Chapter 6 of the FHWA manual on shallow foundations 

(2001) discusses how to identify collapsible or swelling soils, karstic ground, and liquefiable 

soils, and how to consider them in the design and construction of spread footings with ground 

improvements. 

Effective DOT Practices. Ohio DOT successfully used CPT to improve settlement predictions 

of spread footings on cohesionless soils (Sargand et al., 2003). In Minnesota, the soundings of 

seismic cone penetration testing (SCPT) and laboratory soil tests allowed for the use of spread 

footings to support seven bridges in design-build highway projects (Bentler and Hoppe, 2010). 

Researchers concluded that the SCPT allowed for economical, detailed, and accurate assessment 

of stratigraphy, depth, and settlement of the glacial till soils at bridge sites. Minnesota DOT 

attributed its increased use of spread footings to the deployment of more accurate tests, like CPT 

and flat plate dilatometer test (DMT). 

 

6.2 ADEQUATE CONSTRUCTION AND QUALITY CONTROL PROCEDURES 

Deployment of appropriate construction techniques and methods for construction quality control

are critical to ensure that the foundations and their surrounding soils, especially the soil within 

the foundation DOSI, meet the design requirements; minimize construction problems and ensure 

successful completion of the project; and ensure adequate in-service performance of the spread 
6-3 

footings. Construction reliability impacts design reliability, and better construction procedures 

and quality control would lead to more accurate and economical LRFD design procedures. 

FHWA manuals (2001, 2002a, 2006a) discuss construction inspection and monitoring of spread 

footings, and list construction inspector’s responsibilities during footings construction. Chapters 

9 and 10 of Geotechnical Engineering Circular 6 (FHWA, 2002a) describe the construction 

techniques for spread footings. Chapter 8 of the FHWA manual on shallow foundations (2001) 

discusses several construction techniques for spread footings such as excavation and subgrade 

preparation, cofferdams, backfilling, and groundwater control. Seepage analysis is needed in the 

design of foundations that will extend below the groundwater table and would require 

dewatering during construction. FHWA (2001, 2006b) describes the construction, quality 

control, and quality assurance of various ground improvements. AASHTO LRFD (2012) and 

FHWA manuals (2001, 2006a) emphasize the importance of proper selection criteria for fill 

materials and the application of adequate and uniform compaction to prevent uneven settlement 

of fill materials. Appendix A of Geotechnical Engineering Circular 6 (FHWA, 2002a) lists the 

materials and construction specifications for structural fill materials recommended by FHWA 

and a few other states (e.g., Michigan, Nevada, and Washington State). Proper foundation site 

drainage measures need to be implemented with compacted fill to prevent softening of subsoil 

due to improper drainage (FHWA, 2010b). 

The construction specifications for foundations need to be consistent with the design 

specifications for bridge foundations. The design specifications should briefly describe the 

foundation construction specifications needed in the design (e.g., the degree of fill compaction). 

Design and construction specifications should also address the potential for problems during 

construction and the corrective measures needed to resolve those problems. For example, 

differing site conditions (DSC) from those assumed in the design (see Section 1.3) is a common 

source of contractor claims on highway construction projects. Federal law requires that a DSC

clause be incorporated into all Federal-Aid Highway projects. Geotechnical Engineering 

Notebook Issuance GT-15 (FHWA, 1996) was prepared to provide guidance on geotechnical 

DSC. 

Effective DOT Practices. To support the use and ensure adequate performance of the deepmixing technique with bridge spread footings, Minnesota DOT employed an extensive quality 

control program that incorporated pressuremeter test, CPT, and GeoGauge soil stiffness test. 

This or similar program could be used for spread footings even when ground improvement is not 

considered. 
7-1 

CHAPTER 7 

SETTLEMENT ANALYSIS FOR BRIDGES SUPPORTED ON SPREAD FOOTINGS

BEARING ON SOILS

This chapter presents a rational procedure for settlement analysis of bridges supported on spread 

footings bearing on soils (implementation of recommendation 6). The materials in this chapter 

will help State DOTs to develop and use more accurate and economical LRFD design 

specifications to address the service limit state for settlement of bridges supported on spread 

footings bearing on soils. 

7.1 TYPES OF SETTLEMENTS AND BRIDGE PERFORMANCE PROBLEMS

For the purpose of this report, there are three types of settlement:

• Bridge foundation settlement, SF. 

• Bridge settlement at foundation locations, SB, (SB ≤ SF). 

• Bridge settlement at foundation locations that impacts bridge performance, 

SBP, (SBP ≤ SB). 

Bridge foundation settlement, SF, is generated from loads transferred to the foundation soil: 

• During construction of the bridge substructure, which may include placement of spread 

footings, columns for piers, abutment and wing walls, and earth fill behind the abutment. 

• During construction of the bridge superstructure, such as girders and decks. 

• After construction, due to traffic loads. Also in this stage, time-dependent foundation 

settlements may also develop from creep. 

Bridge settlement (SB) is equal to the settlements of bridge foundation (SF) that is generated 

during and after placement of a bridge superstructure. The bridge settlements at various 

foundation locations during these stages lead to (Figure 7.1):

• Bridge uniform settlements due to uniform foundation settlements. 

• Bridge differential settlement when the foundations do not settle uniformly. This 

differential settlement can be longitudinal, when developed between footings of adjacent 

bents (piers and abutments, Figure 7.1), or transverse, when developed between footings 

of adjacent columns within the same bent, or can be caused by the rotation of a single 

large footing. 

• Bridge angular distortion (or rotation) defined as the differential settlement between 

any two points (often at the foundation locations) divided by the distance between these 

two points (span length), as demonstrated in Figure 7.1. 
7-2 

• Differential settlement between the bridge and its associated structures (e.g., the 

approach roadway, utilities on the bridge, wing walls, and drainage grades). 

 

Figure 7.1. Types of Bridge Settlements (FHWA, 2006a; Duncan and Tan, 1991) 

Excessive bridge settlements can lead to the following problems that may impact bridge 

performance 

• Structural distress and cracking of components of the bridge superstructure. Excessive 

angular distortion may lead to increased internal structural shear and moment stresses, 
7-3 

and deformations in the bridge superstructure that are generally manifested by cracks in 

the bridge deck and/or girders or damage to the bearings at the support locations. 

• Other bridge problems, including reduction of the bridge clearance; rideability problems 

within the bridge and between the bridge and approach roadway; and drainage, safety, 

and aesthetic problems. 

• Damage to the structures associated with the bridge. 

The project’s structural, geotechnical, and construction engineers should work closely to address 

the bridge performance problems developed due to foundation settlement. For example, the 

bridge and foundation design elevations can be slightly raised to compensate for the anticipated 

foundation post-construction settlement. Note that the bridge bump problem is generated mainly 

from the approach embankment settlement (not the bridge foundation settlement), and the use of 

spread footings will help to alleviate this problem. Measures, like approach slab, should be 

considered to alleviate the bridge bump problem. The potential distress and cracking of the 

bridge superstructure due to bridge differential settlement and angular distortion often control the 

selection of bridge tolerable settlement. Bridge differential settlements often develop because of 

site variability, nonuniform applied stresses on foundations, and construction sequence. Bridge 

differential settlement can be minimized during: 

• Design, by sizing the foundations for uniform bridge settlements at all foundation 

locations (SB).

• Construction, by changing the construction sequence and adopting construction measures 

that could reduce bridge differential settlements and increase bridge tolerance to 

differential settlements. 

The final type of settlement, bridge settlement that impacts bridge performance (SBP), can be less 

than SB because some of the bridge settlement that occurs during the placement of the bridge 

superstructure could be accommodated by the structure or corrected during construction with 

little or no consequence to the integrity of the bridge or structures associated with the bridge. 

7.2 THE SERVICE LIMIT STATE FOR SETTLEMENT OF BRIDGES 

 

In AASHTO LRFD (2012), load and resistance factors for the settlement analysis at the service 

limit state are assumed to equal 1 because reliability based load and resistance factors are not yet 

developed. Additional research is needed to develop reliability-based settlement analysis for 

bridges. Until that time, the settlement analysis should remain on the conservative side by 

adopting the following assumptions (see also FHWA, 2006a, 2010b): 
7-4 

• The computed bridge differential settlement between two footings equals the larger of 

the computed bridge settlement at both footings, as shown in Figure 7.2. This is 

equivalent to assuming zero settlement for the footing with the smaller settlement value. 

• The bridge tolerable settlement, SBT, equals the bridge tolerable differential settlement. 

Hence, SBT at any foundation location can be estimated from the bridge tolerable angular 

distortion or bridge tolerable differential settlement. 

Figure 7.2. Conservative Assumptions for Computations of Bridge Differential 

Settlements and Angular Distortions (FHWA, 2010b) 

By accepting these assumptions, the governing equation for the service limit state for settlement 

of a bridge can be simplified to: 

SBP ≤ SBT (7.1) 

where SBP is the computed bridge settlement that impact bridge performance, and SBT is the 

bridge tolerable settlement at the foundation location. With the above assumptions, this equation 

will ensure that the computed bridge differential settlement or angular distortion is smaller than 

the bridge tolerable differential settlement or angular distortion. Note that the purpose of the 

service limit state (Eq. 7.1) is to ensure adequate performance of the bridge and not the bridge 

foundation. 
7-5 

The remainder of this chapter will discuss the estimation of SBP, SF, SB, and SBP. 

7.3 BRIDGE TOLERABLE SETTLEMENT AT FOUNDATION LOCATIONS (SBT) 

The bridge tolerable settlement, SBT, is defined as the bridge settlement that will not cause any 

performance and function problems to the bridge and its associated structures during their design 

service lives (see Table 7.1). These problems include: 

• Structural damage of the bridge superstructure components. The concerns with bridge 

structural distress and cracking due to excessive angular distortion in both the longitudinal 

and transverse directions often govern the selection of SBT, especially for continuous span 

bridges. To control this problem, develop the bridge tolerable angular distortion and use it 

with span length to develop the bridge tolerable differential settlement and SBT. The 

tolerable differential settlement of a bridge between its adjacent columns within a single 

bent may be significantly smaller than between its adjacent piers. Bridge structural 

tolerance to differential settlement is a function of bridge stiffness; bridge type (simple or 

continuous); bridge materials (steel or concrete); length of bridge span; type of 

connections between the superstructure and support abutment or piers (pinned or fixed); 

type and tolerance of bearings; type and location of expansion and construction joints; and 

construction procedure, tolerance, and stages. The effect of these factors can be examined 

in the design through a structural analysis of the entire bridge structure when subjected to 

various settlements and angular distortions. For example, in the FHWA study of tolerable 

movement criteria for highway bridges (1985), researchers investigated the effect of 

bridge differential settlements on the development of stresses in continuous bridges. This 

effect was found to be a primary function of the bridge span length and stiffness. The 

following results are applicable to the conditions and assumptions used in that study. For 

continuous steel bridges, researchers determined that differential settlements of 1 inch or 

more would be intolerable for a span length less than 50 ft. With differential settlements of 

3 inches, the increases in stresses were modest for span lengths between 100 and 200 ft, 

and negligible for span lengths in excess of 200 ft. Continuous concrete bridges with a 

span length less than 100 ft are very sensitive to differential foundation settlements, while 

those with span lengths of 200 ft or more can tolerate differential settlements as large as 3 

inches with only a relatively small change in stresses. Paikowsky (2005) suggested 

preliminary tolerable settlement criteria based on type of materials (concrete or steel), 

construction stage (before or after bridge completion), and type of bent (abutment or pier).

• Poor and unsafe riding quality within the bridge (function of the bridge). In simple 

span bridges, no significant structural internal stresses will develop (FHWA, 1985), and 

rideability or aesthetics could be the primary concern (FHWA, 2010b). Develop SBT

based on the tolerable changes in slopes of the bridge riding surface induced by bridge 

differential settlements (consult with the project traffic engineer).
7-6 

• Bridge clearance problem. Develop SBT based on the bridge tolerance to this problem. 

• Drainage problems. Develop the permissible SBT to avoid drainage problems in and 

around the bridge (consult with the project hydraulic engineer).

• Damage to structures associated with the bridge (e.g., wing walls, utilities, drainage 

structures). Develop SBT based on the tolerance of these structures to bridge settlement. 

As indicated by the FHWA (2006a), a re-sequencing of the construction of these 

structures may address their potential performance problems. 

The performance problem with the smallest tolerable settlement at any span will control the 

selection of SBT for that span. If one SBT would be developed for the entire bridge, consider the 

smallest SBT of all bridge spans. The above performance and function problems vary from 

project to project, depending on the type and details of the bridge and its associated structures. 

Therefore, it is recommended that the project engineers develop in the final design a 

project specific bridge tolerable settlement that prevents the above performance problems. 

In this development also consider the bridge design life, the importance of the bridge (e.g., traffic 

volume), aesthetics, and past successful experiences.

In the preliminary design, it is recommended to consider the following information (summarized 

in Table 7.1) just as a reference for an acceptable range of bridge tolerable settlements: 

1. Documented settlement measurements of bridges that performed well during their 

service life. It is fair to assume that the bridges tolerate these settlements since no bridge 

performance problems are developed due to these settlements. Based on the measured 

movements of 28 bridges constructed with spread footings on compacted fill, FHWA 

(1982) concluded that bridges can tolerate differential settlements of 1 to 3 inches 

without significant distress. Based on measured settlements of 21 bridges on cohesionless 

soils, FHWA (1987) reported good performance of these bridges with settlement up to 

1 inch. FHWA (2010b) presented the measured settlements of 78 bridges performing well 

during service, where 69 bridges had less than or equal to 1 inch settlement, eight bridges 

had settlement of 1 and 2 inches, and one bridge had settlement of 2.26 inch. Below is a 

definition of intolerable movement given in the 1985 FHWA report: 

Movement is not tolerable if damage requires costly repair and/or repair and more 

expensive construction to avoid this would have been preferable. 

According to FHWA (2006), this definition is somewhat subjective. The 1985 FHWA 

study analyzed the footing movement data (not the bridge movement data) of 280 bridges 

and determined the angular distortions for 56 simple span bridges and 119 continuous 

span bridges. They found that a longitudinal angular distortion of 0.004 is acceptable for 
7-7 

94% of the analyzed continuous span bridges (79 bridges), and 0.005 is acceptable for 

97% of the analyzed simple span bridges (36 bridges). These tolerable angular 

distortions, which are referenced in AASHTO LRFD (2012), suggest that for a 100-ft 

span, a differential settlement of 4.8 inches would be acceptable for a continuous span 

and 6 inches would be acceptable for a simple span. Such relatively large values of 

tolerable differential settlements are often reduced due to concerns with these large 

values and to address other performance and function problems with the bridge and its 

associated structures (FHWA, 2006a). 

2. Practices of State DOTs that successfully constructed bridges with spread footings.

Table 7.1 suggests that most State DOTs employed a tolerable settlement of 1 inch. A 

number of State DOTs that frequently use spread footings (Maine and Massachusetts) 

reported tolerable settlements as high as 2 inches. According to FHWA (2002a), bridges 

are often designed for tolerable differential settlements of less than 1 inch for continuous 

span bridges and 1.5 to 2 inches for simple span bridges. 

It is important to note that the above information was developed for certain practices and 

conditions (e.g., certain structure types and details, type of bearings and connections, 

span lengths) that may not be appropriate for all bridges. Also, it is unfortunate that in 

many cases, settlement or differential settlements are reported with no information about 

span lengths that are needed to establish the angular distortion. Finally, in many cases, it 

is not clear if the reported settlements are for the bridges or for footings. Therefore, it is 

important to finalize the bridge tolerable settlements based on the project-specific 

conditions as discussed earlier. These tolerable settlements could be smaller or higher 

than those given in the information developed based on documented bridge settlement 

measurements and practices of State DOTs.
7-8 

Table 7.1. Development of Bridge Tolerable Settlements (SBT) 

 

I. Final Design. Develop a project specific bridge tolerable settlement to prevent the 

following problems: 

• Structural damage to all components of the bridge structure due excessive angular 

distortion (develop bridge tolerable angular distortion). 

• Bridge clearance

• Poor and unsafe riding quality within the bridge 

• Drainage problems.

• Damage to structures associated with the bridge (e.g., wing walls).

Also, consider the bridge importance, design life, aesthetics, and past successful experiences.

II. Preliminary Design. Consider Documented Performance and Published Criteria: 

1. Settlement measurements of bridges that performed well during service

Reference Reported Measurements Conditions

FHWA (1985) Tolerable angular distortions:

• Simple span bridges: 0.005 

• Continuous span bridges: 0.004 

See conditions in Section 7.3 of this 

report developed based on FHWA 

reports (1985, 2006). 

FHWA (1982) • Settlement: 1-3 in 

 

Based on 28 bridges with spread 

footings on compacted soils. 

FHWA (1987) • Settlement: ≤ 1 in Based on 21 bridges with spread 

footings on granular soils. 

FHWA 

(2010b) 

• Settlement: ≤ 1 in. in 69 bridges

• Settlement: 1-2 in. in 8 bridges

• Settlement: 2.26 in. in 1 bridge 

Based on 78 bridges.

Minnesota,

Colorado 

bridges 

• Settlement: ≤ 1 in See Chapter 3. 

2. Practices of State DOTs that successfully constructed bridges with spread 

footings:

• Settlement of 1 inch: Most states. 

• Settlement greater than 1 inch: Maine and Massachusetts (2 in.), Utah (1.5 in.). 

• Differential settlement (FHWA, 2002a): 

o ≤ 1 in. for continuous bridges.

o ≤ 1.5-2 in. for simple span bridge.

7.4 ESTIMATION OF THE BRIDGE SPREAD FOOTING SETTLEMENT (SF)

Total foundation settlement is the summation of elastic or immediate settlement, which occurs

quickly within a short period of time (important to consider in granular soils), and timedependent consolidation settlement, which occurs during and after construction (important to 

consider in cohesive soils). Spread footings for bridges are normally not advised for organic and 
highly plastic soils that generate significant creep settlement. According to AASHTO LRFD

(2012), transient live loads may be omitted in the time-dependent consolidation settlement of 

foundations bearing on cohesive soils but needs to be considered for granular soil. The FHWA 

manual on soils and foundations (FHWA, 2006a) discusses the estimation of consolidation 

settlements of cohesive soils and settlement of footings on structural fills. 

Although AASHTO LRFD (2012) suggests using the elastic theory or the empirical Hough 

method to estimate the settlement of footings on cohesionless soils (in-situ soil or engineered 

fill), these methods generally generate conservative settlement estimates. FHWA (1987) 

compared various settlement prediction methods and concluded that the Hough method is the 

least accurate and most conservative method. Sargand et al. (2003) employed the measured 

settlement of spread footings at various bridges in Ohio to evaluate various settlement prediction 

methods using SPT and CPT data and found that: 

• The modified Schmertmann method (Schmertmann et al., 1978) is more reliable than 

other methods for normally consolidated (loose) sands. The preloading effect (due to 

compaction) was incorporated by using higher soil stiffness. 

• Using CPT data (continuous subsurface data) in the settlement prediction methods 

provides more accurate results than SPT data (series of isolated data). 

Based on these findings, the modified Schmertmann method is recommended for estimating 

immediate settlement of spread footing on cohesionless soils. This method is described and 

demonstrated with examples in FHWA (2006a, 2001) using SPT data. It can more accurately be 

applied using CPT data. According to FHWA (2001), the use of SPT data with this method often 

overestimates settlement (conservative). 

Effective DOT Practices. Minnesota DOT attributed its increased use of spread footings on 

soils to the deployment of more reliable field-testing procedures (e.g., CPT and DMT) and 

computer programs (e.g., SIGMA, FLAC) to predict settlement. 

7-9 

7.5 ESTIMATION OF THE BRIDGE SETTLEMENT THAT IMPACTS BRIDGE 

PERFORMANCE (SBP) 

SBP should be considered to address the service limit state for settlement of bridges and not the 

footing settlement (SF) as considered by some engineers. As will be discussed next, SBP is 

smaller than SF and can be smaller or equal to the bridge settlement, SB. 

According to FHWA (1987), the average settlement of 21 bridges supported by spread footings 

on cohesionless soils was 1 inch, with 0.75 inch occurring before placement of the bridge decks 

and only 0.25 inch occurring after construction of the bridge deck. Bridge foundation settlement, 
7-10 

SF, that occurs before placement of the bridge superstructure should not be considered when

computing bridge settlements SB and SBP. To explain this point, FHWA (2010b) provides an 

LRFD design example for a 15-ft-wide bridge spread footing with a tolerable settlement of 0.9 

inch, and where the computed foundation settlement, SF, is 0.87 inch and the computed bridge 

settlement, SB, is 0.36 inch (41% of SF). Since 0.36 inch is much less than 0.87 inch, a 

foundation width smaller than 15 ft can be considered to meet the service limit state for 

settlement. In this case, most likely, the strength limit state would control the design footing 

width. 

Several references (e.g., FHWA, 2001, 2006a) reported that some of the bridge settlements that 

occur during placement of the bridge superstructure, SB, can be accommodated by the structure 

or corrected during construction with little or no consequence to the integrity of the bridge, 

depending on bridge type, construction method, and construction sequence. For example, it may 

be possible to correct for settlement of the spread footings due to the placement of girders in the 

final constructed grades. Then, this settlement would not impact performance of the bridge and 

should not be included in the computation of SBP. FHWA (2010b) reported that settlements that 

are relevant to the bridge structure performance are often 25% to 50% of the footing settlement.

In a related study (FHWA, 1987), FHWA reported that foundation settlements that occurred

prior to bridge deck construction may not adversely affect the bridge, and for continuous span 

bridges, only post-deck settlement can cause bending moments and stresses in the structural 

frame. The settlement that may affect the bridge structure is the settlement that occurs after the 

girders are set and integrated as a structure. Based on the above, portions of the foundation 

settlements, SF, that occur during placement of the bridge superstructure may not impact bridge

performance (structural distress) or the performance of structures associated with the bridge. 

This portion of settlement should not be considered when estimating bridge settlement that 

impacts bridge performance, SBP. 

In summary, certain loads (not all the loads applied on the footings) and stages should be 

considered when estimating the bridge settlement that impacts performance, SBP. It is 

recommended that the project geotechnical engineer computes the bridge foundation settlement, 

SF, at various stages during and after construction. The project structural engineer need to discuss 

and agree with the project geotechnical and construction engineers on the stages that would 

impact bridge performance, and to use the settlements at these stages to compute the bridge 

settlement that impacts bridge performance, SBP. 

7.6 SUMMARY AND CONCLUSIONS 

 

It is widely accepted that the service limit state for settlement would generally control the design 

for spread footings of highway bridges because: 
• Tight bridge tolerable settlement is often required in the design (e.g., ≤ 0.5 inch). 

However, information presented in Section 7.4 demonstrates that bridges can tolerate 

larger settlements. 

• Many State DOTs use the large foundation settlement, SF, to address the service limit 

state. Large footings (>10 ft wide), often considered with bridges, generate deeper DOSI 

and larger footing settlements. However, the settlement that impacts bridge performance, 

SBP, needs to be considered to address the service limit state, not the foundation 

settlements, SF. This SBP could be much smaller than SF. 

The presented rational procedure for settlement analysis demonstrates that the computed bridge 

settlement and bridge tolerable settlement, needed to address the service limit state for bridges, 

are smaller and larger, respectively, than commonly considered in practice. This rational 

procedure will help State DOTs develop more accurate and economical LRFD design 

specifications to address the service limit state for settlement of bridges supported on spread 

footings bearing on soils. It also may lead to a design (footing width) that is controlled by the 

strength limit or extreme event limit states, and not the service limit state for bridge settlement. 

The settlement analysis presented in this chapter and the performance results of the national 

surveys presented in Chapter 3 demonstrate that spread footings bearing on soil can perform very 

well with respect to settlement. Therefore, concerns of bridge settlement should not limit State 

DOTs from considering spread footings on soils to support highway bridges. 

7-11 
CHAPTER 8 

DESIGN BEARING RESISTANCES FOR SPREAD FOOTINGS ON SOILS

8-1 

This chapter discusses development of appropriate design bearing resistances for spread footings 

bearing on competent and improved natural soils as well as on engineered granular and MSE fills

(implementation of recommendation 7). This will help State DOTs to develop and use accurate 

and economical LRFD design specifications for spread footings. 

8.1 REPORTED ALLOWABLE BEARING RESISTANCES 

Bearing resistance at the service limit state (LRFD) is equal to the bearing pressure that will 

generate bridge settlement, SBP, equal to the bridge tolerable settlement, SBT. This bearing 

resistance is called allowable bearing resistance in the ASD platform. 

Tables 8.1 and 8.2 list results from the FHWA national surveys for the allowable bearing 

resistances considered by State DOTs for the design of spread footings on natural soils and 

compacted fill materials. These bearing resistances can be conservative. AASHTO LRFD (2012) 

provides presumptive bearing resistances for spread footings on various types of soils at the 

service limit state. FHWA (2001, 2006a) recommends that presumptive bearing resistances are 

used only to estimate foundation dimensions in the preliminary evaluation of spread footings, not 

for final foundation design. 

Table 8.1. Reported Allowable Bearing Resistances for Spread Footings 

 

Natural Soils

• Table C10.6.2.6.1-1 in AASHTO LRFD (2012): Presumptive allowable bearing resistances.

• Approximately 4 ksf: Most commonly used by State DOTs. 

• Up to 10 ksf: California, Idaho, Nevada, New Hampshire, Utah, Wyoming DOTs. 

• Varies depending on subsurface conditions: Many states, including Connecticut, 

Massachusetts, New Hampshire, New York, and Vermont.

Engineered Granular Fill

• FHWA (2001): 4 to 6 ksf.

• Varies; many states. 

• Approximately 4 ksf: Most commonly used by State DOTs. 

• 2 ksf: Illinois DOT. 

• Up to 6 ksf: Maine, Virginia DOTs. 

• Up to 9 ksf: New Mexico, Wyoming DOTs. 

• Michigan, Nevada, Washington State DOTs (See Table 8.2).
8-2 

Table 8.2. Reported Allowable Bearing Resistances for Engineered Granular Fills 

(FHWA, 2002a). 

Agency Allowable Bearing 

Capacity

Associated Anticipated 

Settlement

Fill Material 

Specified*,**

Washington 

State DOT 290 kPa (3 tsf) <40 mm (1.5 in.) Gravel Borrow

Nevada DOT 190 kPa (2 tsf) <32 mm (1.25 in.) Type 1A Aggregate 

Base

Michigan DOT 170 kPa (1.75 tsf) Not available Granular Material 

Class III *

Specifications included in Appendix A of the FHWA report (2002a) **Specifications must state levels of control quality for fill material (e.g., gradation, durability), lift 

thickness, and compactive effort.

8.2 DEVELOPMENT OF APPROPRIATE BEARING RESISTANCES 

The estimated bearing resistances for spread footings at the service and strength limit states are a 

function of the strength and stiffness properties of the foundation soil; the footing size and depth; 

the bridge (not footing) tolerable settlement; the accuracy of the resistance and settlement 

determination methods; and other parameters for MSE walls and embankments, such as

distances from the center and edge of the spread footings to the edge of the embankment or wall. 

FHWA reports (2010b, 2005, 2006a) discuss the development of bearing resistances at service 

and strength limit states based on this information. 

The strength and stiffness properties of the natural foundation soils can be obtained from the 

subsurface investigation program. These properties need to be verified in the field during 

construction. 

8.2.1 Bearing Resistances for Engineered Granular Fills and Improved Natural Soils 

With these soils, certain strength and stiffness properties are often assumed in the design and 

later are verified during construction. The common practice is to assign certain material and 

construction requirements for the engineered fill and improved natural soils during design, and

then require the contractor to meet these requirements during construction. Information about 

estimating the design bearing resistances for improved natural soils is available in the FHWA 

manuals on shallow foundations (2001) and ground improvement methods (2006b). 

The strength and stiffness properties of the engineered fill materials can be measured either 

before construction using the direct shear or triaxial tests of compacted fill samples, or during 
8-3 

construction through in-situ tests (e.g., SPT, CPT) of the placed compacted fill. These measured 

stiffness and strength properties can be used to develop design bearing resistances at the strength 

and service limit states using the methods considered for natural soils. These properties are 

mainly a function of the characteristics of fill material (e.g., gradation and quality) and the 

degree of the compaction or density achieved in the field, which are specified in the fill material 

and construction specifications. For an engineered fill, it is recommended to develop a 

correlation between the fill material and construction specifications and its design strength and 

stiffness properties. Based on this correlation, appropriate design strength and stiffness properties 

should be developed. Table 2.1 lists most of the FHWA materials and construction specifications 

for engineered granular fill (FHWA, 2002a; 2009). If an engineered fill meets these FHWA 

specifications, a design friction angle of 34 degrees can be assumed in most cases. FHWA 

(2006a) also suggested using an SPT-N value (N160) of 23 for estimating settlement with the 

Schmertmann’s modified method (1978). 

Effective DOT Practices. Michigan, Nevada, and Washington State DOTs developed allowable 

bearing resistance values (see Table 8.2) for compacted fill materials meeting their material and 

construction specifications, which are presented in Appendix A of the Geotechnical Engineering 

Circular on shallow foundations (FHWA, 2002a). 

8.2.2 Bearing Resistances for MSE Abutment Fills 

For MSE abutments, FHWA (2009) recommends: 

• Up to a factored bearing resistance of 7 ksf at the strength limit state. 

• Up to a factored bearing resistance of 4 ksf at the service limit state that would limit the 

postconstruction settlement within the reinforced fill to less than 0.5 inch. To determine 

the footing settlement, add the settlement of the reinforced fill to the foundation soil 

settlement. 

These recommendations were developed based on successful experience with constructing

bridge spread footings on top of MSE walls. Consideration of these factored resistances requires 

that all AASHTO (2012) and FHWA (2009) design and construction requirements for the MSE 

abutments are addressed and met, including: 

• Design checks for spread footings and MSE walls at all applicable limit states (service, 

strength, and extreme events). 

• Layout conditions of spread footings on top of MSE walls, such as minimum distance 

from the wall face to the edge of the footing. 

• Material and construction requirements for granular fill and reinforcements. 

 
9-1 

CHAPTER 9 

LRFD GUIDANCE FOR SELECTION AND DESIGN OF

SPREAD FOOTINGS ON SOILS 

Based on the recommendations discussed in previous chapters, this chapter implements 

recommendation 8 by providing a technical resource to help State DOTs develop LRFD 

guidance for spread footings that includes: 

• LRFD specifications and a process for selecting the most appropriate foundation type, 

with a focus on selecting spread footings, when appropriate. 

• LRFD specifications and a process for accurate and economical design of spread 

footings. 

The materials in this chapter will help State DOTs with implementation of the new AASHTO 

LRFD bridge design specifications for spread footings. It will also help both the geotechnical 

and structural engineers understand their respective roles in the selection and design of spread 

footings. 

9.1 A ROADMAP FOR DEVELOPING LRFD GUIDANCE FOR BRIDGE 

FOUNDATIONS 

 

To develop LRFD design manuals for bridges, the FHWA manual on LRFD implementation 

(2010a) recommends that State DOTs follow the sequence presented in AASHTO LRFD (2012). 

State DOTs should develop sections to cover the LRFD design specification on loads and on 

hydraulic and structural designs based on information in Sections 1 to 8. These sections will be 

referred to in the development of LRFD guidance for bridge foundations that will focus on the 

geotechnical design.

The FHWA manual on LRFD implementation (2010a) provides recommendations for 

developing LRFD design guidance for bridge foundations based on Section 10 of AASHTO 

LRFD, the FHWA technical references, and local experiences and practices. Initially, the 

following principal changes in the AASHTO design specifications from the ASD to LRFD are 

discussed: 

• Incorporation of limit state designs.

• Use of load and resistance factors to account for uncertainties in the estimated loads and 

resistances.

• AASHTO LRFD presents new and improved methods to determine foundation loads, 

displacements, and resistances. 
9-2 

Next, three options for LRFD implementation are suggested: adopting AASHTO’s LRFD 

methods, developing local LRFD design methods by fitting them to ASD practices, or 

conducting a reliability analysis of data collected at load test sites. The implementation and 

comparison of these three options and selection of the most appropriate option are thoroughly 

discussed. A procedure for evaluating and addressing project site variability is also provided. 

Finally, recommendations for developing LRFD design guidance for bridge foundations are 

presented. These recommendations include materials needed for developing the guidance, the 

roles and responsibilities of various engineers (structural, geotechnical, hydraulic, and 

construction) in developing the guidance, and the contents that should be included. 

There are two stages in developing LRFD guidance for bridge foundations: 

• Stage 1: Describe the common design issues among all foundation types. Briefly 

describe the LRFD design platform for bridge foundations and the principal changes 

between AASHTO ASD and LRFD design platforms for bridge foundations (discussed 

earlier). Also, discuss the subsurface geotechnical investigation program (AASHTO 

Article 10.4, see Chapter 5 of this report) and the bridge tolerable settlements (AASHTO 

Article 10.5, see Chapter 6 of this report). Finally, develop LRFD guidance for selecting

the most appropriate foundation type that consists of design specifications and a design 

process (see Section 9.2 of this report). 

• Stage 2: For each foundation type, describe the design specifications at all LRFD 

limit states and a design process to address these limit states (For spread footings, see

Section 9.3 of this report). 

Design Processes. The design process presents a) tasks or steps needed in design, and b) roles 

and responsibilities of various members of the project team in performing these design tasks. It 

serves as a guide to all project engineers (structural, geotechnical, hydraulic, and construction)

for selecting the most appropriate foundation type and for the LRFD design of the selected 

bridge foundation type. The project structural engineer is typically the engineer of record, who 

will finalize the foundation selection and design. The design process should ensure continuous, 

close, and effective interaction and communication among various members of the project team. 

LRFD implementation also requires strong interaction between all project engineers, especially 

the structural and geotechnical engineers, to address all applicable foundation structural and 

geotechnical limit states. A foundation design should not be considered complete until the 

foundation construction has been successfully completed. In the construction phase, the project 

structural and geotechnical engineers should work with the project construction engineer to 

ensure that all construction design requirements are met (e.g., quality control). 
9-3 

9.2 DEVELOPMENT OF LRFD GUIDANCE FOR SELECTION OF THE MOST 

APPROPRIATE FOUNDATION TYPE 

AASHTO and FHWA technical resources do not endorse practices that rely on a standard or 

favorite foundation type. These resources promote evaluating and considering all foundation 

types for bridges, including spread footings, and selecting the most appropriate foundation. State 

DOTs need to develop a guidance for selection of candidate foundation types in the preliminary 

design and select the most appropriate (e.g., economical) foundation type in the final design 

phase. For all foundation types, this guidance needs to describe their applications, advantages

and disadvantages, favorable and unfavorable conditions for consideration in the selection 

process, and the criteria for selecting the most appropriate foundation type (often costs). Such 

materials are described in the FHWA technical references on foundations (e.g., FHWA, 2010c). 

The focus next is on the selection of spread footings as a candidate and most appropriate 

foundation type. 

9.2.1 Design Specifications for Selection of Candidate and Most Appropriate Foundation 

Types

These design specifications need to cover for spread footings the applications, advantages (see 

Section 1.1) and disadvantages, and favorable and unfavorable conditions for consideration in 

the preliminary design. Most important, these specifications need to allow for fair selection of 

spread footings bearing on competent and improved natural soils, on granular and MSE fills to 

support highway bridges, and for using spread footings with semi-integral and integral 

abutments. This can be achieved by implementing the recommendations described in the 

previous chapters: 

• Deploy the AASHTO and FHWA technical references (Chapter 2), which allow for the 

use of spread footings on all types of foundation soils (competent and improved soils, and 

engineered granular and MSE fills) to support bridges and describe the state-of-thepractice procedures for their selection. 

• Deploy State DOTs practices for selecting spread footings that include: 

• Favorable and unfavorable conditions for considering spread footings (Sections 3.2.2

and 3.2.3 of this report). 

• Successful practices for using spread footings bearing on competent and improved 

natural soils, on granular and MSE fills (Sections 3.1, 3.2.1, and 4.1), and with semiintegral and integral abutments (Section 4.2). 

• Deploy more economical design and construction procedures for spread footings

(Chapters 5 through 8): 
9-4 

• Consider load tests on spread footings and an instrumentation program of bridges 

supported on spread footings (Chapter 5). 

• Conduct appropriate subsurface geotechnical and construction quality programs 

(Chapter 6). 

• Deploy a rational procedure for settlement analysis for bridges supported by spread 

footings bearing on soils (Chapter 7). 

• Deploy a rational procedure to determine the LRFD bearing resistances for spread 

footings bearing on various types of foundation soils (Chapter 8).

• Consider using spread footings in selected pilot projects as well as in design-build 

and value engineering projects.

Additionally, consider the following selection factors to develop design specifications for 

selecting the candidate and most appropriate foundation types: 

• Bridge type and layout, structural details, location, importance, and design life. 

• Design factors. Spread footings become less favorable with increases in size and depth.

Using the geotechnical design methods and procedures recommended in this report 

would lead to selecting spread footings with more economical sizes and depths. The sizes 

and depths of foundations are controlled by:

• Type, direction, and magnitude of foundation loads at all limit states. Often, deep 

foundations are more economical for the support of relatively large inclined, lateral, 

and uplift loads and overturning moments. 

• Results of the subsurface investigation program and the type of tests considered 

in this investigation (Chapter 6). The results include strength and stiffness properties 

of the soil within the DOSI of spread footings and location of the groundwater table. 

• Minimum embedment depth for spread footings, Df-min (Article 10.6.1.2 in 

AASHTO LRFD). This depth is determined based on depth to competent soil layers 

(from the subsurface investigation program); scour depth for check flood (Article 

2.6.4.4 in AASHTO LRFD); depths for frost, erosion, and liquefaction; groundwater, 

seepage, and drainage issues; and slope stability. Spread footings are often considered 

when they can be placed at an economical depth, considered by many State DOTs as 

less than 10 ft. 

• Design requirements. These include types of geotechnical design methods and their 

resistance factors, bridge tolerable displacements, and design requirements for 

extreme events like earthquakes and scour. 

• Consideration of load tests on spread footings (most accurate design method) 

and instrumentation of the bridge and its foundations (Chapter 5). 

• Construction factors. These include:

• Available time for construction.
9-5 

• Types of available construction techniques and construction quality control methods 

for different foundation types (Chapter 6).

• Impacts of construction space on traffic and ROW.

• Possible construction damage to adjacent foundations and structures.

• Construction noise in residential areas.

• Construction constraints (including overhead clearance; access; ROW; and the 

presence of shallow underground obstructions, structures such as utilities, or 

aquifers).

• Availability of local construction contractors and workforce, equipment, and 

materials. No special experience or equipment is required for construction of spread 

footings. 

• Environmental factors. Environmental impact of foundation construction should be 

considered; for example, the disposal of contaminated excavated spoils can impact the 

foundation construction time and cost. 

• Maintenance factors. Using spread footings will reduce the bridge maintenance costs, 

time, and traffic disruption. Using spread footings also alleviates the bridge bump 

problem, creating a safer and smoother transition between the bridge and approaching 

roadway. 

• Total costs of candidate foundation types considering all factors listed above. To 

compare costs of various candidate foundation types and select the most economical 

foundation type, State DOTs should consider the foundation support concept (FHWA, 

2006a), which divides the total cost of the foundation system by the load the foundation 

can support (dollar per ton load). For major projects, if the estimated costs of any 

candidate foundation types are within 15% of each other, then designs for these candidate 

foundations should be considered for inclusion in the contract documents. Spread 

footings, where feasible, are expected to save considerable costs over deep foundations in 

many cases. 

9.2.2. Design Process for Selection of Candidate and Most Appropriate Foundation Types 

The flowchart for the design process should be developed based on the design specifications 

developed for selecting the most appropriate foundation type. Effective communications between 

the structural and geotechnical engineers should be emphasized in this process. Figure 9.1 

provides a proposed general flowchart of the LRFD design process for choosing the most 

appropriate foundation type. Below is a summary of the stages and some steps in this flowchart: 

• Select feasible foundation types. Per Step 4 (Figure 9.1), consider performing a 

preliminary subsurface investigation program (such as a few borings and geophysical 

tests). Based on the results of Steps 1 through 4, identify the feasible foundation types. 
9-6 

• Select the candidate foundation types. From the subsurface investigation (Step 5), 

obtain all of the soil, rock, and groundwater information needed for the design and 

construction of all feasible foundation alternatives. Decide if the subsurface conditions 

are favorable for using spread footings, even with ground improvements, and if special 

construction measures would be needed (e.g., cofferdams, groundwater control). Based 

on the results of subsurface investigation information and other factors discussed in 

Section 9.2.1., finalize the minimum bearing depths for spread footings, Df-min (Step 6). 

Then, consider load tests and instrumentation programs (Step 7), as discussed in 

Chapter 5. If spread footings are appropriate as a candidate foundation type, the project 

geotechnical engineer should advise and discuss with the project structural engineer the 

viability, advantages, and good performance of spread footings. After evaluating all of 

the information collected in Steps 1 through 7 and the design specifications for selecting 

the most appropriate foundation type (see previous section), the project design and 

construction teams need to meet and decide if spread footings, even with ground 

improvements and/or over granular and MSE fills, should be considered as a candidate 

foundation type (Step 8). 

• Select the most appropriate foundation type. Enlist the project structural and 

geotechnical engineers to work together to design all candidate foundation types to the 

extent needed to estimate approximate total costs (Step 9). Based on the information 

collected in Steps 1 through 9, the design specifications for selecting the most appropriate 

foundation type, and after consultation with the project geotechnical, construction, and 

hydraulic engineers, the project structural engineer shall finalize the selection of the most 

economical foundation type (Step 10). The project structural engineer should select 

spread footings if they are the most appropriate for the project. 

9.3 DEVELOPMENT OF LRFD GUIDANCE FOR DESIGN OF SPREAD 

FOOTINGS ON SOILS 

To develop this guidance, State DOTs need to review and deploy the AASHTO and FHWA 

technical references (Chapter 2), and implement other recommendations for the design of spread 

footings discussed in the previous chapters. FHWA report (2010b) presents comprehensive 

LRFD guidance and examples for designing spread footings. 
*For more information about this step, see (FHWA, 2010c). 

1. Establish global project performance requirements 

(e.g., bridge tolerable settlement) and constraints.*

3. Define the preliminary project geotechnical site conditions.* 

2. Consider conducting a preliminary subsurface investigation 

program (e.g., few borings and geophysical tests).

4. Determine substructure loads and load combination at the 

foundation level. Identify the feasible foundation types.* 

5. Develop and execute a subsurface exploration program.* 

6. Determine the minimum bearing depths for 

spread footings (Df-min). 

8. Evaluate the above information and select the candidate 

foundation types.* 

9. Design the selected candidate foundation types to 

the extent necessary to compare their costs. 

10. Evaluate the above information and select the 

most appropriate foundation type. 

7. Consider foundation load tests and instrumentation 

programs for the bridge and foundations. 

9-7 

Figure 9.1. LRFD Process for Selecting the Most Appropriate Foundation Type

9.3.1 LRFD Specifications for Design of Spread Footings 

Consider the following recommendations to develop these specifications: 

1. Initially, develop a section that provides general considerations and specifications needed 

to design spread footings at all limit states. (See Article 10.6.1 in AASHTO LRFD.) 

Discuss the computation of eccentricity and effective footing dimensions at various limit 
9-8 

states (where B’ is effective footing width and L’ is effective foundation length), and use 

the effective dimensions to estimate the uniform bearing stresses at various limit states. 

For footings on soils, these uniform bearing stresses are needed in the design methods to

address footing settlements at the service limit state and bearing failure at the strength 

limit state (AASHTO LRFD, 2012). Present the procedure to determine the minimum 

embedment depth for spread footings, Df-min (discussed in Section 9.2.1). 

2. Based on Article 10.6 in AASHTO LRFD (2012); FHWA manuals (2005, 2006a, 2009, 

2010b, 2011); and the recommendations discussed in the previous chapters, identify and 

present the design methods and procedures for spread footings bearing on all types of 

foundation soils (competent and improved soils, as well as engineered granular and MSE 

fills) at all limit states. For example, deploy the settlement analysis described in Chapter 

7 and procedures to determine bearing resistances described in Chapter 8. 

3. Document the resistance factors for all geotechnical design methods at all limit states, 

and discuss the methods and conditions considered to develop these resistance factors. 

(See Article 10.5.5 in the AASHTO LRFD, and Chapters 4 and 5 in the 2010 FHWA 

manual on LRFD implementation). 

4. Consider the effective footing dimensions (B’ and L’) to estimate the footing settlements 

at the service limit state and the footing bearing resistance at the strength limit state. 

5. Develop the service limit state design (Article 10.6.2 in AASHTO LRFD). Cover 

settlement analysis (Chapter 7 of this report) and the overall stability of spread footings. 

Article 11.6.3.4 in AASHTO LRFD discusses the evaluation of overall stability. Note 

that FHWA (2005, 2010b) also requires the evaluation of eccentricity at the service limit 

state with tolerable settlement of one-sixth of footing width.

6. Develop the strength limit state design (Article 10.6.3 in AASHTO LRFD). Cover the 

methods and procedures to determine bearing resistance of spread footings (Chapter 8 of 

this report), eccentric load limitations, and failure by sliding. 

7. Develop the extreme event limit state design (Article 10.6.4 in AASHTO LRFD). The 

design checks for spread footings at the extreme include bearing resistances, eccentricity, 

sliding, and overall stability. Articles 10.6.4.2 and 11.6.5 in AASHTO LRFD discuss 

tolerable eccentricity of spread footing at the extreme event limit states. FHWA (2011) 

discusses seismic analysis and design of spread footings. 

8. Develop the structural design (See Article 10.6.5 in AASHTO LRFD.) 

9.3.2 LRFD Process for Design of Spread Footings on Soils 

Chapter 6 of the FHWA Geotechnical Engineering Circular on shallow foundations (2002a) 

presents a design process for spread footing that lists various design tasks and defines for each 

task the responsible party and any necessary communications with other parties. The FHWA 

manual on shallow foundations (2001) discusses an ASD process for spread footings; this 
9-9 

process was updated to the LRFD platform in 2012 (Figure 9.2) when the NHI training course 

132037 was updated in accordance with the AASHTO LRFD (2012). The LRFD process for 

design of spread footings (Figure 9.3) is discussed in several FHWA reports (2005, 2010b). 

Figures 9.2 and 9.3 provide the most recent FHWA design processes for spread footings. 

Figure 9.2. LRFD Process for Design of Spread Footings (FHWA 2001, 2012) 
9-10 

 

Figure 9.3. Flowchart of the LRFD Process for Design of Spread Footings (FHWA, 2010b) 

 
Information Needed in the Design Process. Below is a summary of the primary design 

information needed in the design process of bridge spread footings and the party responsible for 

obtaining this information:

• Project geotechnical engineer: Provides the geotechnical design properties for the 

foundation soil. Identifies the geotechnical design methods and procedures for spread 

footings and their resistance factors (e.g., the methods to determine the nominal and 

factored bearing resistances of the footings at the strength limit state and the foundation 

settlement at the service limit state). 

• Project geotechnical and hydraulic engineers: Determine the minimum embedment 

footing depth, Df-min. 

• Project structural engineer: 

• Develops the footing factored loads that are needed to evaluate all possible failure 

modes at the service limit state (eccentricity, overall stability, and settlement). These 

include the service axial compression loads that will be applied on the spread footings 

at various stages during and after construction (Qser-1, Qser-2, Qser-3, Qser-4, Qser-5, ... 

Qser-final), including placement of spread footings, columns for piers, abutment and 

wing walls, earth fill behind the abutment, girders, and decks, and after construction 

due to traffic loads. 

• Develops the footing factored loads that are needed to evaluate all possible failure 

modes at the strength and extreme event limit states. These include the factored axial 

compression load that will be applied on the spread footings at the strength limit state, 

Qstr.. 

• Identifies the construction stages (or loads) where foundation settlement, SF, will not 

impact bridge performance and need not be considered in the computation of SBP, as 

discussed in Section 7.5. 

• Develops the bridge tolerable settlement, SBT. 

• Develops the length of the footing, L. For sake of illustration, it is assumed that 

footing effective length, L’, equals footing length, L. 

• Project structural and geotechnical engineers: 

• Develop the trial dimensions for the footing width, B, developed based on past 

experiences, any presumptive bearing resistances (Table 8.1), and layout of the 

bridge. 

• Develop footing depth, Df, which needs to be equal to or larger than Df-min. Trial 

footing depths, Df, can be considered in the design process to allow selection of the 

most cost-effective footing depth and elevation. For sake of illustration, it is assumed 

that one footing depth, Df, is considered in the design process. 

9-11 
Goal of the Design Process. The goal of the design process is to determine the minimum footing 

width, B, needed to meet all applicable limit states. In the evaluation of each limit state, the trial 

footing width, B, is increased, if needed, until the minimum footing width to meet all applicable 

limit states is determined. 

Steps in the Design Process. AASHTO (2012) and FHWA (2006a) recommend initially sizing 

the footings based on settlement since settlement often controls the design. It is recommended to 

start the design by evaluating the failure mode that will most likely control the design or footing 

width. For example, if the spread footing is near to slope, start by evaluating overall stability; if 

the footing is subjected to large horizontal loads, start by evaluating failure by sliding. Hence, the 

sequence for addressing various failure modes for the footing in the design process may vary 

from project to project. 

Below are the some general steps for developing the LRFD design process for spread footings: 

Step 1. Select the footing length, L; the footing depth; and the initial trial dimensions for 

footing width, B. 

Step 2. Address the easy design checks:

• Geotechnical engineer: Address overall stability using Qservice load. Increase trial B, if 

needed, to meet the design requirements.

• Structural engineer: Address eccentricities at the service and strength limit state loads. 

Use the foundation service limit loads at various construction stages and the foundation 

strength limit loads to compute eccentricities and ensure they are smaller than the 

tolerable eccentricity values at the service limit state (B/6) and at the strength limit state 

(B/3). Increase trial B, if needed, to meet the design requirements. 

Step 3. Determine the design stresses needed to check settlements at the service limit state

and bearing failure at the strength limit state. The structural engineer: 

• Use the computed eccentricities (Step 2) to compute the footing effective dimensions (B’ 

and L’) at the strength and service limit states.

• Use the computed footing effective dimensions to compute the footing factored total

bearing stresses, qser-1, qser-2, qser-3, qser-4, qser-5, ... qser-final, at the service limit state, and qstr

at the strength limit state as the factored axial compression loads acting on the foundation 

divided by the footing effective area (e.g., qser-final = Qser-final/(B’ x L’)).

• Compute the footing factored net bearing stresses, qnser-1, qnser-2, qnser-3, qnser-4, qnser-5, ... 

qnser-final, at the service limit state, and qnstr at the strength limit state as the total footing 

factored bearing stresses minus the factored soil overburden stress at footing base level. 

9-12 
Step 4. Check bearing failure at the strength limit state. 

• Geotechnical engineer: For the updated trial foundation width, B, use its corresponding 

effective width, B’, at the strength limit state to compute the net nominal bearing 

resistances at the strength limit state, Rn, and the factored net bearing resistance of the 

spread footings at the strength limit states, φRn. Note that φRn represents that maximum 

factored net bearing stress that the footing can support at the strength limit. To expedite 

the process for meeting Equation 9.1, consider developing a curve relating B’ to φRn.. 

• Structural engineer: Address the bearing failure as: 

qnstr ≤ φRn (9.1) 

 

Increase trial B, if needed, to address this failure. 

Step 5. Check bridge settlement at the service limits state. 

• Geotechnical engineer: For the updated trial foundation width, B, compute the bridge 

foundation settlement, SF, due to various footing service limit states factored net bearing 

stresses (qnser-1, qnser-2, qnser-3, qnser-4, qnser-5, ... qnser-final) at different construction stages, and 

summarize the results in a table as demonstrated in Table 9.1. 

• Structural engineer: Discuss and agree with the project geotechnical and construction 

engineers on the construction stages that would impact bridge performance, and use the 

settlements at these stages to compute the bridge settlement that impacts bridge 

performance, SBP. Then, develop for various net bearing stresses (qnser-1, qnser-2, qnser-3, 

qnser-4, qnser-5, ... qnser-final) at the service limit state the bridge settlements that impact bridge 

performance, SBP, as demonstrated in Table 9.1 Use the final maximum computed SBP

value to check the settlement at the service limit state as:

SBP ≤ SBT (9.2) 

 

Increase trial B, if needed, to meet Equation 9.2. 

Step 6. Address all other applicable limit states. Use the updated trial foundation width based 

on previous steps to check all other applicable limit states, including the sliding resistance under 

the strength limit, all applicable extreme event limit states, and the structural limit states. If

needed, increase this width to meet these limit states. Also, perform a structural design to finalize 

the details of the footings. After consultation with the project geotechnical and hydraulic 

engineers, the project structural engineer shall finalize the design of spread footing. 

9-13 
9-14 

Table 9.1. Example for Estimating Bridge Settlement that Impacts Bridge Performance.* 

Construction 

Stage 

Footing Factored Net 

Bearing Stresses at the 

Service Limit State

Foundation 

Settlement 

(SF)

Bridge Settlement that 

Impacts Bridge 

Performance (SBP)

1 qnser-1 SF1 0

2 qnser-1 SF2 0

3 qnser-1 SF3 SF3 - SF2

4 qnser-1 SF4 SF4 - SF2

5 qnser-1 SF5 SF5 - SF2

Final qnser-final SF-service SF-service - SF2

*Assuming foundation settlements up to Stage 2 will not impact bridge performance. 
10-1 

 CHAPTER 10 

SUMMARY 

The use of spread footings on soils to support highway bridges has many advantages, mainly cost 

and time savings in the design, construction, quality control, and maintenance of foundations. 

Recent FHWA national surveys revealed that many State DOTs have safely and economically 

constructed highway bridges supported on spread footings bearing on competent and improved 

natural soils as well as on engineered granular and mechanically stabilized earth (MSE) fills, and 

that many State DOTs may be missing an opportunity to save time and costs by not actively 

considering spread footings to support highway bridges. The main concern of the State DOTs not 

considering spread footing is excessive settlement of bridges with spread footings bearing on 

soil. The goal of this report is to promote the consideration and use of spread footings on various 

types of soils (competent and improved natural soils, and engineered granular and MSE fills) 

when appropriate to support highway bridges. To achieve this goal, the report presents: 

1. Perceived obstacles to using spread footings. 

2. Recommendations to address the perceived obstacles.

3. Guidance to implement the recommendations.

National surveys of State DOTS in 2007 and 2009 identified several perceived obstacles to using 

spread footings on soils to support highway bridges. Sections 1.3 and 1.4 of the report present 

the perceived obstacles and the following recommendations to address them: 

• Deploy the AASHTO LRFD design specification and FHWA technical references 

and training courses. These resources allow for the use of spread footings on all types of 

soils (competent and improved natural soils as well as engineered granular and MSE fills) 

to support bridges and provide the state of the practice for their selection, LRFD design, 

construction, and quality control, and for LRFD implementation. 

• Review the FHWA national survey results for a) extent of use and performance of 

highway bridges constructed on spread footings bearing on soils; and b) experiences 

and practices of State DOTs that frequently use spread footings for selection, design 

and construction of spread footings. This will help State DOTs that have limited or no 

use of spread footings to benefit from the experiences and practices of State DOTs that 

frequently use spread footings. 

• Consider spread footings on granular and MSE fills as well as with semi-integral 

and integral abutments. This will help State DOTs deploy these applications when they 

are appropriate. 

• Consider load tests on spread footings and instrumentation of bridges supported on 

spread footings, and review documented performance data from load tests and 
instrumented bridges. This would help State DOTs verify the design, construction, and 

performance of spread footings and address concerns about their use.

• Deploy adequate subsurface investigation, construction, and quality control 

procedures. This would help State DOTs to minimize risks and problems during 

construction and improve the performance of spread footings. 

• Advance a rational procedure for settlement analysis of bridges supported on 

spread footings bearing on soils. This will help State DOTs to develop and use accurate

and economical LRFD design specifications to address the service limit state for 

settlement of bridges supported on spread footings bearing on soils. 

• Advance a rational procedure to determine the LRFD design bearing resistances for 

spread footings bearings on competent and improved natural soils, and engineered 

granular and MSE fills. This will help State DOTs to develop and use accurate and 

economical LRFD design specifications for spread footings. 

• Based on the above recommendations, develop LRFD guidance for spread footings 

that consists of: 

• LRFD specifications and a process for selecting spread footings in the design when 

appropriate. 

• LRFD specifications and a process for accurate and economical design of spread 

footings. 

Chapters 2 through 9 of this report assist State DOTs with implementing these recommendations.

This implementation is mainly based on the deployment of AASHTO and FHWA LRFD 

technical references and the practices of state DOTs that used spread footings.

 

Chapter 3 presents the approximate use and performance of highway bridges constructed on 

spread footings in five regions of the United States: the Northeast, Midwest, Northwest, 

Southwest, and Southeast. The use of spread footings varies significantly across these regions 

and even among states located within the same region. In the Northeast, use of spread footings is 

up to 50 percent (%); in the Southwest, up to 30%; in the Northwest, up to 20%; in the Midwest, 

up to 10%; and almost no use in the Southeast. Many State DOTs reported good performance

and economical use in hundreds or thousands of bridges. Chapter 3 also summarizes the 

favorable and unfavorable conditions for using spread footings. 

Chapter 7 provides a rational procedure for settlement analysis of bridges supported on spread 

footings and includes a discussion of the following topics: 

• Types of settlements and bridge performance problems. Three types of settlement are 

defined: a) settlement of the bridge foundation, SF, b) settlement of the bridge at 

foundation location, SB, and c) settlement of the bridge at foundation location that 

10-2 
impacts bridge performance, SBP. Excessive bridge settlements can lead to a) structural 

distress and cracking of the bridge superstructure components due to excessive angular 

distortion; b) problems with bridge clearance, rideability, drainage, safety, and aesthetics; 

and c) damage to the structures associated with the bridge (e.g., wing walls) Several 

design and construction measures to address the bridge performance problems are 

presented.

• Service limit state for settlement of bridges (not footings). The recommended 

governing equation for this limit state is: 

SBP ≤ SBT 

where SBT is the bridge tolerable settlement at the foundation location. Note that this limit 

state is for the bridge, not the footing. 

• Bridge tolerable settlements at foundation locations (SBT). In the preliminary design, 

it is recommended to consider the following information just as a reference for an

acceptable range of bridge tolerable settlements: a) documented settlement measurements 

of bridges that performed well during service life; and b) practices of State DOTs that 

successfully constructed bridges with spread footings. This information and its 

limitations and conditions are described in Section 7.3. In the final design, Section 7.3 of 

the report also discusses the development of the bridge-specific tolerable settlement, 

defined as the bridge settlement that will not cause any performance or function problems 

to the bridge and its associated structures (described before) during their service lives. 

The concerns with distress and cracking of the bridge superstructure components due to 

excessive angular distortion often govern the selection of SBT, especially for continuous 

span bridges. Other factors to consider in the development of final SBT are the bridge 

design life, the importance of the bridge (e.g., traffic volume), aesthetics, and past 

successful experiences.

• Estimation of bridge spread footing settlements (SF). The Schmertmann’s modified

method FHWA (2006a, 2001) is recommended for estimating immediate settlement of 

spread footings on cohesionless soils. 

• Estimation of the bridge settlement that impacts bridge performance. Some of the 

bridge settlements that occur during placement of the bridge superstructure (SB) can be 

accommodated by the structure or corrected during construction with little or no 

consequence to the integrity of the bridge, depending on bridge type and construction 

method and sequence. Then, this settlement would not impact the performance of the 

bridge and should not be included in the computation of SBP. Several references support

this conclusion and suggest that SBP could be much smaller than settlement of the 

footings, SF. 

10-3 
The presented rational procedure for settlement analysis demonstrates that the computed 

settlements and tolerable settlements are smaller and larger, respectively, than commonly 

considered in practice. This procedure will help State DOTs develop more accurate and 

economical LRFD design specifications to address the service limit state for settlement of 

bridges supported on spread footings bearing on soils. The settlement analysis (Chapter 7) and 

the results of the national surveys for good performance of bridges (Chapter 3) demonstrate that 

spread footings bearing on soils can perform very well with respect to settlement. 

Finally, Chapter 9 provides a roadmap for developing LRFD guidance to select and design 

spread footings based on the materials presented in the previous chapters. It discusses the 

development of: 

• LRFD guidance for bridge foundations. 

• LRFD guidance for selection of the most appropriate foundation type. 

• Design specifications for selection of spread footings. 

• Design process for selection of candidate and most appropriate foundation types. 

• LRFD guidance for design of spread footings on soils. 

• Design specifications.

• Design process.

The materials in Chapter 9 will help State DOTs to implement the new AASHTO LRFD bridge 

design specifications for spread footings, choose spread footings for the design when 

appropriate, and develop more accurate and economical LRFD design methods of spread 

footings than are commonly used in practice. The information in this chapter will also help the 

project’s design and construction engineers (in particular, the geotechnical and structural 

engineers) understand their respective roles in the selection and design of spread footings. The 

project geotechnical engineer needs to advise the project structural engineer of the viability of 

spread footing in the preliminary design. The project structural engineer needs to understand the 

advantages and conditions of utilizing spread footings, and select them when they are the most 

appropriate to support highway bridges. 

10-4 
A-1

REFERENCES

AASHTO References:

AASHTO (2012). “AASHTO LRFD Bridge Design Specifications, 6th Edition.” American 

Association of State Highway and Transportation Officials, Washington, D.C.

FHWA References: 

FHWA (2012). “Evaluating Scour at Bridges, 5th Edition.” FHWA-HIF-12-003, Authors: 

Arneson, L.A., Zevenbergen, L.W., Lagasse, P.F., and Clopper, P.E., Federal Highway 

Administration, U.S. Department of Transportation, Washington, D.C.

FHWA (2011). “LRFD Seismic Analysis and Design of Transportation Structures, Features, and 

Foundations.” FHWA-NHI-11-032, Authors: Kavazanjian, E., Wang, J-N.J., Martin, 

G.R., Shamsabadi, A., Lam I., Dickenson, S., and Hung, C.J., Federal Highway 

Administration, U.S. Department of Transportation, Washington, D.C. 

FHWA (2010a). “Implementation of LRFD Geotechnical Design for Bridge Foundations: 

Reference Manual.” FHWA-NHI-10-039, Authors: Abu-Hejleh, N., DiMaggio, J.A., 

Kramer, W.M., Anderson, S., and Nichlos, S., National Highway Institute, Federal 

Highway Administration, Washington, D.C.

FHWA (2010b). “Selection of Spread Footings on Soils to Support Highway Bridge Structures.” 

FHWA-RC/TD-10-001, Authors: Samtani, N.C., Nowatzki, E.A., and Mertz, D.R. 

Federal Highway Administration, U.S. Department of Transportation, Washington, D.C.

FHWA (2010c). “Drilled Shafts: Construction Procedures and Design Methods.” FHWA-NHI10-016, Authors: Brown, D, Turner, J., and Castelli, R., Federal Highway 

Administration, Washington, D.C. 

FHWA (2009). “Design and Construction of Mechanically Stabilized Earth Walls and 

Reinforced Soil Slopes.” FHWA NHI-09-083, Authors: Berg, R.R., Christopher, B.R.,

and Samtani, N.C., Federal Highway Administration, U.S. Department of Transportation, 

Washington, D.C.

FHWA (2006a). “Soils and Foundations: Reference Manual.” FHWA-NHI-06-088, Authors: 

Samtani, N.C., and Nowatzki, E.A., Federal Highway Administration, U.S. Department 

of Transportation, Washington, D.C.

FHWA (2006b). “Ground Improvement Methods.” FHWA-NHI-06-019 (Vol. I) and FHWANHI- 06-020 (Vol. II), Authors: Elias, V., Welsh, J., Warren, J., Lukas, R., Collin, J.G.,
and Berg, R.R., Federal Highway Administration, U.S. Department of Transportation, 

Washington, D.C. 

FHWA (2005). “LRFD for Highway Bridge Substructures and Earth Retaining Structures: 

Reference Manual.” FHWA-NHI-05-094, Federal Highway Administration, U.S.

Department of Transportation, Washington, D.C.

FHWA (2002a). “Geotechnical Engineering Circular 6, Shallow Foundations.” FHWA SA-02-

054, Author: Kimmerling, R.E., Federal Highway Administration, U.S. Department of 

Transportation, Washington, D.C. 

FHWA (2002b). “Geotechnical Engineering Circular 5: Evaluation of Soil and Rock Properties.” 

FHWA-IF-02-034. Authors: Sabatini, P.J., Bachus, R.C., Mayne, P.W., Schneider, J.A., 

and Zettler, T.E., Federal Highway Administration, U.S. Department of Transportation, 

Washington, D.C. 

FHWA (2001). “Shallow Foundations: Reference Manual.” FHWA-NHI-01-023, Authors: 

Munfakh, G., Arman, A., Collin, J.G., Hung, J.C.-J., and Brouillette, R.P., Federal 

Highway Administration, U.S. Department of Transportation, Washington, D.C. In 2012, 

the training course was updated in accordance with the AASHTO LRFD Bridge Design

Specifications, 5th Edition, 2010.

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