554 KB

UFC 3-250-10FA

16 January 2004

UNIFIED FACILITIES CRITERIA (UFC)

PAVEMENT DESIGN FOR ROADS,

STREETS, AND OPEN STORAGE

AREAS, ELASTIC LAYERED

METHODS

INACTIVE

APPROVED FOR PUBLIC RELEASE; DISTRIBUTION UNLIMITED

UFC 3-250-10FA

16 January 2004

UNIFIED FACILITIES CRITERIA (UFC)

PAVEMENT DESIGN FOR ROADS, STREETS, AND OPEN STORAGE AREAS,

ELASTIC LAYERED METHODS

Any copyrighted material included in this UFC is identified at its point of use.

Use of the copyrighted material apart from this UFC must have the permission of the copyright holder.

U.S. ARMY CORPS OF ENGINEERS (Preparing Activity)

NAVAL FACILITIES ENGINEERING COMMAND

AIR FORCE CIVIL ENGINEER SUPPORT AGENCY

Record of Changes (changes are indicated by \1\ ... /1/)

Change No. Date Location

INACTIVE

This UFC supersedes TM 5-822-13, dated 24 October 1994. The format of this UFC does not conform to UFC 1-300-01; however, the format will be adjusted to conform at the next revision.

The body of this UFC is the previous TM 5-822-13, dated 24 October 1994.

1

UFC 3-250-10FA

16 January 2004

FOREWORD

\1\

The Unified Facilities Criteria (UFC) system is prescribed by MIL-STD 3007 and provides planning, design, construction, sustainment, restoration, and modernization criteria, and applies to the Military Departments, the Defense Agencies, and the DoD Field Activities in accordance with USD(AT&L) Memorandum dated 29 May 2002. UFC will be used for all DoD projects and work for other customers where appropriate. All construction outside of the United States is also governed by Status of forces Agreements (SOFA), Host Nation Funded Construction

Agreements (HNFA), and in some instances, Bilateral Infrastructure Agreements (BIA.)

Therefore, the acquisition team must ensure compliance with the more stringent of the UFC, the

SOFA, the HNFA, and the BIA, as applicable.

UFC are living documents and will be periodically reviewed, updated, and made available to users as part of the Services’ responsibility for providing technical criteria for military construction. Headquarters, U.S. Army Corps of Engineers (HQUSACE), Naval Facilities

Engineering Command (NAVFAC), and Air Force Civil Engineer Support Agency (AFCESA) are responsible for administration of the UFC system. Defense agencies should contact the preparing service for document interpretation and improvements. Technical content of UFC is the responsibility of the cognizant DoD working group. Recommended changes with supporting rationale should be sent to the respective service proponent office by the following electronic form: Criteria Change Request (CCR) . The form is also accessible from the Internet sites listed below.

UFC are effective upon issuance and are distributed only in electronic media from the following source:

• Whole Building Design Guide web site http://dod.wbdg.org/ .

Hard copies of UFC printed from electronic media should be checked against the current electronic version prior to use to ensure that they are current.

AUTHORIZED BY:

______________________________________

DONALD L. BASHAM, P.E.

______________________________________

DR. JAMES W WRIGHT, P.E.

Chief, Engineering and Construction

U.S. Army Corps of Engineers

______________________________________

KATHLEEN I. FERGUSON, P.E.

Chief Engineer

Naval Facilities Engineering Command

INACTIVE

The Deputy Civil Engineer

DCS/Installations & Logistics

Department of the Air Force

______________________________________

Dr. GET W. MOY, P.E.

Director, Installations Requirements and

Management

Office of the Deputy Under Secretary of Defense

(Installations and Environment)

2

ARMY TM 5-822-13

AIR FORCE AFJMAN 32-1018

PAVEMENT DESIGN FOR

ROADS, STREETS, AND

OPEN STORAGE AREAS,

ELASTIC LAYERED METHOD

INACTIVE

APPROVED FOR PUBLIC RELEASE: DISTRIBUTION IS UNLIMITED

DEPARTMENTS OF THE ARMY AND THE AIR FORCE

OCTOBER 1994

TM 5-822-13/AFJMAN 32-1018

REPRODUCTION AUTHORIZATION/RESTRICTIONS

This manual has been prepared by or for the Government and is public property and not subject to copyright.

Reprint or republications of this manual should include a credit substantially as follows: “Joint Departments of the Army and Air Force, TM 5-822-13/AFJMAN

32-1018 Pavement Design for Roads, Streets, and Open Storage Areas, Elastic

Layered Method, October 1994.”

INACTIVE

T

ECHNICAL

M

ANUAL

No. 5-822-13

A

IR

F

ORCE

J

OINT

M

ANUAL

N o . 3 2 - 1 0 1 8

TM 5-822-13/AFJMAN 32-1018

HEADQUARTERS

DEPARTMENT OF THE ARMY

AND THE AIR FORCE

W

ASHINGTON

,

DC, 24 October 1994

PAVEMENT DESIGN FOR ROADS, STREETS, AND OPEN STORAGE AREAS,

ELASTIC LAYERED METHOD

C

HAPTER

1.

C

HAPTER

2.

C

HAPTER

3.

C

HAPTER

4.

C

HAPTER

5.

C

HAPTER

6.

C

HAPTER

7.

Paragraph Page

GENERAL

P u r p o s e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

S c o p e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

R e f e r e n c e s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Computer-Program..............................................

BASIS OF PAVEMENT DESIGN

Design Principles. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .

Design Variables. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Pavement Response Model. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Frost Considerations. . . . . . . . . . . . . . . . . . . ..

VEHICULAR TRAFFIC

Effect on Pavement Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Vehicle Representative Configurations . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Traffic Evaluation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

ELASTIC MODULI OF PAVEMENT MATERIALS

Climatic Factors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Material Characterization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Nondestructive Testing Procedure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1-1

1-2

1-3

1-4

2-1 2-1

2-2 2-1

2-3 2-1

2-4 2-2

3-1 3-1

3-2 3-1

3-3 3-1

4-1 4-1

4-2 4-2

4-3 4-7

DESIGN CRITERIA

DamageFactor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

VehicleOperations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Concrete Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Flexible Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

5-1 5-1

5-2 5-1

5-3 5-1

5-4 5-1

FLEXIBLE PAVEMENT DESIGN

Design Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..

Determination of Pavement Thickness.............................

Design Example for a Conventional Flexible Pavement ..............

Design Example for an All-Bituminous Concrete (ABC) Pavement....

INACTIVE

A p p l i c a t i o n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Design Procedure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Design Procedures for Stabilized Foundations. . . . . . . . . . . . . . . . . . . . . .

Reinforced Concrete Pavements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Design Examples . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

J o i n t s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Design Details. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

6-1 6-1

6-2 6-1

6-3 6-2

6-4 6-2

6-5 6-4

7-1 7-1

7-2 7-1

7-3 7-1

7-4 7-2

7-5 7-2

7-6 7-6

7-7 7-6

1-1

1-1

1-1

1-1

This publication with special software (app D) has a value of less than $100.00 per copy, and does not require accountability under provision of AR 735-17 and AR 710-2-l.

APPROVED FOR PUBLIC RELEASE; DISTRIBUTION IS UNLIMlTED

TM 5-822-13/AFJMAN 32-1018

C

HAPTER

8.

A

PPENDIX

A:

A

PPENDIX

B:

A

PPENDIX

A

PPENDIX

C:

D:

Paragraph

OVERLAY PAVEMENTS

General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-1

Definitions for Overlay Pavement Design . . . . . . . . . . . . . . . . . . . . . . . . . . 8-2

Preparation of Existing Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-3

Rigid Overlay of Existing Rigid Pavement . . . . . . . . . . . . . . . . . . . . . . . . . 8-4

Rigid Overlay of Flexible and Composite Base Pavements . . . . . . . . . . . 8-5

Flexible Overlay of Rigid Base Pavements . . . . . . . . . . . . . . . . . . . . . . . . . 8-6

Flexible Overlay of Flexible Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-7

REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

PROCEDURE FOR DETERMINING THE MODULUS OF . . . . . . . . . . . . . . . . . . .

ELASTICITY OF UNBOUND GRANULAR BASE AND

SUBBASE COURSE MATERIALS

PROCEDURES FOR DETERMINING THE FATIGUE LIFE OF . . . . . . . . . . . . .

BITUMINOUS CONCRETE

COMPUTER AIDED DESIGN FOR PAVEMENT DESIGN . . . . . . . . . . . . . . . . . . .

FOR ROADS, STREETS, AND OPEN STORAGE AREAS,

ELASTIC LAYERED METHODS ii

list of Figures

Figure 4-1.

4-2.

4-3.

4-4.

Relationships Between Design (Mean) Pavement Temperature . . . . . . . . . . . . . . . . . . .

and Design Air Temperature.

Prediction of Asphalt Concrete Modulus for Bituminous Layers. . . . . . . . . . . . . . . . . . .

Relationship Between Equivalent Cracked Section Modulus and . . . . . . . . . . . . . . . . . .

Unconfined Compressive Strength.

Correlation Between Resilient Modulus of Elasticity and Static . . . . . . . . . . . . . . . . . .

Modulus of Soil Reaction.

5-1.

7-1.

Subgrade Strain Criteria for Roads and Streets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Reinforced Concrete Pavement Design. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

8-1. Chart for Determining C r

8-2.

8-3.

for Concrete Overlays. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Chart for Determining C b

for Flexible Overlays. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Determination of Effective k Value on Top of Base Course. . . . . . . . . . . . . . . . . . . . . . .

8-4.

B-1.

Chart for Determining F-factor for Flexible Overlays. . . . . . . . . . . . . . . . . . . . . . . . . . . .

Relationships Between Modulus of Layer n and Modulus of . . . . . . . . . . . . . . . . . . . . . .

Layer n + 1 for Various Thicknesses of Unbound Base Course and Subbase Course.

C-1.

c-2.

c-3.

Initial Mixture Bending Strain Versus Repetitions to Fracture in . . . . . . . . . . . . . . . . .

Controlled Stress Tests.

Repeated Flexure Apparatus. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

INACTIVE

Representative Configuration Data. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Minimum Unconfined Compressive Strengths for Cement, Lime, and . . . . . . . . . . . . .

Combined Lime-Cement Flyash Stabilized Soils.

Table 3-l.

4-1.

4-2.

5-1.

5-2.

6-1.

6-2.

Modulus of Soil Reaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Operations Per Coverage Ratio, Flexible Pavements. . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Operations Per Coverage Ratio, Rigid Pavements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Strain Values and Damage for Trial Thicknesses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Bituminous Concrete Moduli for Each Month for ABC Pavement Design . . . . . . . . . .

Based on Bituminous Concrete Strain.

Bituminous Concrete Moduli for Each Month for ABC Pavement Design . . . . . . . . . .

Based on Subgrade Strain.

6-3.

5-4

7-3

8-2

8-4

8-5

8-6

B-2

4-2

4-3

4-5

4-6

C-2

C-3

C-3

3-2

4-4

4-5

5-2

5-3

6-3

6-4

6-5

Page

8-1

8-1

8-1

8-1

8-3

8-3

8-3

A-1

B-1

C-1

D-1

Table 6-4.

7-1.

7-2.

7-3.

7-4.

7.6.

TM 5-822-13/AFJMAN 32-1018

Paragraph

Page

list of Tables (Continued)

Strain Values and Damage for ABC Pavement, 32-kip Tandem-Axle, ..............

Dual Wheels.

Computed Design Coverages for Example 2 .....................................

Computations of Cumulative Damage for Example 2. ............................

Cumulative Damage Computed for M1 Tank. ...................................

Computed Design Coverages for Example 4. ...................................

Computations of Cumulative Damage for Example 4. ............................

6-6

7-4

7-5

7-6

7-7

7-8

INACTIVE

iii

TM 5-822-13/AFJMAN 32-1018

1-1. Purpose.

This manual provides an elastic layered method for the thickness design of pavements for roads, streets, walks, and open storage areas at US Army and Air

Force installations for the loadings and conditions set forth herein.

1-2. Scope.

The elastic layered procedure is used to determine thickness requirements of flexible and rigid pavement structures subject to vehicular traffic loads. This manual treats the thickness design of concrete pavements (both plain and reinforced), conventional flexible pavements, bituminous concrete pavements, and flexible pavements with stabilized layers. Other aspects of design, such as the preliminary investigation, mix design, material requirements, joints, overlays, reinforced concrete pavements, and the requirements for compaction and frost considerations are described in TM 5-822-5/AFM 88-7, Chap. 3.

CHAPTER 1

GENERAL

1-3. References.

Appendix A contains a list of references used in this manual.

1-4. Computer Program.

A user-friendly road design computer program

LEDROAD designed to be run on IBM or IBM-compatible personal computer has been prepared and is attached in appendix D. Stresses and strains are calculated with the JULEA computer program within

LEDROAD. Any questions concerning the program should be directed to:

US Army Corps of Engineers Division, Omaha

ATTN: CEMRD-ED-TT

12565 West Center Road

Omaha, Nebraska 68144-3869

Telephone: (402) 221-7496 o r

US Army Engineer Waterways Experiment Station

ATTN: CEWES-GP

3909 Halls Ferry Road

Vicksburg, MS 39180-6199

Telephone: (601) 634-3423

INACTIVE

l-l

TM 5-822-13/AFJMAN 32-1018

CHAPTER 2

BASIS OF PAVEMENT DESIGN

2-1. Design Principles.

a. Concrete pavements. The basic principle for the elastic layered design procedure is to limit the tensile stresses in the portland cement concrete (PCC) to levels that are sufficiently below the flexural strength of the concrete such that failure occurs only after the pavement has sustained a number of load repetitions.

The tensile stress is modeled by the use of Burmister’s solution for elastic multilayered continua. The computed tensile stress divided into the concrete strength is the design parameter and is referred to as the design factor. This parameter has been related to pavement performance through a study of test section data.

Use of a cumulative damage concept determines the required concrete thickness. Correlations among theory, small-scale model studies, and full-scale accelerated traffic tests have shown that maximum tensile stresses in the pavement occur when the vehicle wheels are placed at a free or unsupported edge of the pavement. Only interior stresses are computed using the elastic layered method while edge stresses can be computed with the Westergaard solution. The former is always less than the latter; the difference depends upon the load configuration and pavement geometry and properties. Stresses for the condition of the vehicle wheels placed at a longitudinal or transverse joint are less severe because of the use of loadtransfer devices or aggregate interlock in these joints to transfer a portion of the load to the adjacent slab.

In military roads and streets, dowel bars are generally installed in the transverse joints and tie bars in the longitudinal joints. Since traffic loads travel near the pavement (free) edges and free edge stresses govern the pavement design thickness, interior stresses computed with JULEA does not simulate the edge stress condition. Thus the computed stress will be multiplied by a factor of 1.33.

b. Flexible pavements. The basic principle for the design procedure is to select a pavement thickness required to limit the vertical strains in the subgrade and the horizontal strains at the bottom of the bituminous concrete induced by design vehicular traffic loads at select traffic levels. The purpose is to prevent shear failure in the subgrade and cracking in the bituminous surface course. Use of a cumulative damage concept permits the rational handling of variations in the bituminous concrete properties and subgrade strength caused by cyclic climatic conditions. The strains used for entering the criteria are computed by the use of Burmister’s solution for multilayered elastic continua. The solution of Burmister’s equations for most pavement systems will require the use of computer programs and the characterization of the pavement materials by the modulus of elasticity and

Poisson’s ratio.

2-2. Design Variables.

The prime factor influencing the structural design of a pavement is the load-carrying capacity required. The pavement thickness necessary to provide the desired load-carrying capacity is a function of the following.

a. Principal variables.

(1) Vehicle wheel load or axle load.

(2) Configuration of vehicle wheels or tracks.

(3) Volume of traffic during the design life of pavement.

b. Additional rigid pavement variables.

(1) Modulus of rupture (flexural strength) of the concrete.

(2) Elastic moduli and Poisson’s ratios of concrete, base course, and subgrade soils.

c. Additional flexible pavement variables.

(1) Elastic moduli of each layer of the pavement structure and the subgrade soils.

(2) Poisson’s ratios of each layer of the pavement structure and the subgrade soils.

2-3. Pavement Response Model.

INACTIVE mogeneous. Each layer is to extend to infinity in the horizontal direction and have, except for the bottom layer, a finite thickness. The applied loads to the pavement are considered as static, circular, and uniform over the contact area. The program chosen for the analysis is JULEA computer code. The program provides different degrees of bond between interfaces.

With the program the performance criteria for rigid pavements are developed with the assumptions that the interface between the PCC slab and the supporting subgrade is considered smooth with no bond, i.e., there is no frictional resistance at the interface. All other interfaces are considered to be completely

2-1

TM 5-822-13/AFJMAN 32-1018

bonded. With these codes the performance criteria for flexible pavements are developed with the assumptions that the interfaces between each layer of the flexible pavement are considered completely bonded, i.e., complete frictional resistance at interfaces.

2-4. Frost Considerations.

For the design and construction of pavements placed on subgrade or base course materials subject to seasonal frost action, the criteria and procedures given in TM 5-822-5/AFM 88-7, Chap. 3, are applicable.

2-2

INACTIVE

TM 5-822-13/AFJMAN 32-1018

CHAPTER 3

VEHICULAR TRAFFIC

3-1. Effect on Pavement Design.

Pavement thickness is determined from anticipated traffic data which include types, distribution, and loadings of vehicles. Types include cars, light and heavy trucks, tanks, and forklifts. Distribution covers the average daily volume of each type of vehicle which, in turn, determines the total volume of traffic anticipated during the design life of the pavement. Vehicle loadings include maximum single-and tandem-axle pneumatic-tire loads and gross weight of the heaviest tracked vehicle. For most pavements, the magnitude of the axle load is of greater importance than the gross weight of pneumatic-tired vehicles. Thus, for the case of pneumatic-tired vehicles having equal axle loads, the increased severity of loading imposed by conventional four-or five-axle trucks as compared with that imposed by two- or three-axle trucks is largely a fatigue effect resulting from an increased number of load repetitions per vehicle operation. For forklift trucks where the loading is concentrated largely on a single axle, the severity of the loading is a function of the gross weight of the vehicle and the frequency of loading. For tracked vehicles where the loading is evenly divided between the two tracks and nearly evenly divided among the bogies, the severity of the track loading is a function of the gross weight of the vehicle, number of bogies, and the frequency of loading. In pavement design, one operation of a single axle is one stress application for both flexible and rigid pavements, but one operation of a tandem axle is one stress repetition in a rigid pavement and is more than one stress repetition in a flexible pavement. For instance, for one operation of a tandem-axle dual-wheel load, it is one stress repetition in a rigid pavement and two stress repetitions in a flexible pavement. Relations between load repetition and required pavement thickness developed from accelerated traffic tests of fullscale pavements have shown that, for any given vehicle, increasing the gross weight by as little as 10 percent can be equivalent to increasing the volume of traffic by as much as 300 to 400 percent. On this basis, the magnitude of the vehicle loading must be considered as a more significant factor in the design of pavements than the number of load repetitions.

3.2 Vehicle Representative Configurations.

For determining pavement design requirements, vehicles have been divided into three general groups.

They are pneumatic-tired vehicles (cars, trucks, buses, etc.) tracked vehicles, and forklift trucks (including both solid and pneumatic tires). Each group has been divided into representative load configurations, and table 3-1 shows data for these representative configurations.

3-3. Traffic Evaluation.

Procedures for the evaluation of future traffic and determination of a design index are contained in

TM 5-822-2/AFM 88-7, Chap. 5.

INACTIVE

3-1

TM 5-822-13/AFJMAN 32-1018

Table 3-1. Representative Configuration Data. *

Confirmration

Tire or

Grouser Average Average

Contact Tire Wheel Load

Range Area Width** Spacing† kips sq in. In.

in.

Passenger Cars. Trucks. Buses. etc.

Pneumatic tires

Single axle, single wheels 0 - 5

5-10

Single axle, dual wheels

0-10

10-20

20-30

Tandem axle, single wheels††

Tandem axle, dual wheels††

0-10

10-15

10-15

15-20

20-50

39

42-46

46-50

46-50

46-50

50

50

50

50

50

7.5

9.5

9.0

9.6

10.5

7.5

10.0

7.5

11.0

12.0

62.0

72.0

70.0†

72.0

72.0†

72.0

76.0

67.5

72.0†

72.0

Forklift Truck

Pneumatic tires

Single axle, dual wheels 10-35

Solid rubber tires

Single axle, single wheels 0-5

5-10

10-20

--

19-42

19-42

19-42

Solid rubber grousers

(cleat)

Tracked Vehicles

0-20

20-35

35-50

50-70

70-120

28

28

--

54

54

7.5

5.0

6.0

7.0

15.0

16.0

16.0

19.0

23.0

72.0

28.0

28.0

28.0

64.0

83.0

99.0

100.0

110.0

*Based on characteristics of military vehicles.

**Width of track for tracked vehicles.

†Distance between center lines of single wheels or tracks; distance between center lines of dual wheels.

††Wheel spacings are 13-l/2 x 58-l/2 x 13-l/2. Tandem-axle spacing is 48 inches.

INACTIVE

TM 5-822-13/AFJMAN 32-1018

CHAPTER 4

ELASTIC MODULI OF PAVEMENT MATERIALS

4-1. Climatic Factors.

In the design system, two climatic factors, temperature and moisture, are considered to influence the structural behavior of the pavement. Temperature influences the stiffness and fatigue of bituminous material and is the major factor in frost penetration. Moisture conditions influence the stiffness and strength of the base course, subbase course, and subgrade. Temperature does not influence the stiffness and fatigue of the PCC, but temperature differential in the concrete can cause the slab to warp and break easily. In concrete pavements, moisture differential can also cause the slab to warp but the effect is relatively minor.

a. Design pavement temperature. Pavement is generally designed for two different failure modes. One is for the shear failure in the subgrade and the other is for the fatigue cracking in the surface layers. The design procedure requires the determination of one design pavement temperature for consideration of vertical compressive strain at the top of the subgrade and horizontal tensile strain at the bottom of cement- or lime-stabilized layers and a different design pavement temperature for consideration of the fatigue damage of the bituminous concrete surface. In either case, a design air temperature is used to determine (figure 4-1) the design (mean) pavement temperature. Temperature data for computing the design air temperatures are available from the

National Oceanic and Atmospheric Administration (NOAA) “Local Climatological Data Annual Summary with

Comparative Data.” With respect to subgrade strain and fatigue of cement- and lime-stabilized base or subbase courses, the design air temperature is the average of two temperatures: (1) the average daily mean temperature and (2) the average daily maximum temperature during the traffic period. The traffic period is normally 1 month.

For consideration of the fatigue damage of bituminous materials, the design air temperature is the average daily mean temperature. Thus, for each traffic period, two design air temperatures are determined. For design purposes, it is best to use the long-term averages such as the 30-year averages given in the annual summary. As an example, the determination of the design pavement temperatures for lo-inch bituminous pavement can be demonstrated by considering the climatological data for Jackson, Mississippi as tabulated below. For the month of

August, the average daily mean temperature is 81.5 degrees F., and the average daily maximum is 92.5 degrees

F.; therefore, the design air temperature for consideration of the subgrade strain is 87 degrees F., and the design pavement temperature determined from figure 4-1 would be approximately 100 degrees F. For consideration of bituminous fatigue, the design air temperature for August in Jackson, Mississippi is 81.5 degrees F., resulting in a design pavement temperature of approximately 92 degrees F. (from fig 4-1). These design pavement temperatures are determined for each of the traffic periods.

Month

January

February

March

April

Average Daily Maximum

58.4

61.7

68.7

78.2

Temperature, degrees F.

Average Daily Mean

49.8

56.1

65.7

May

June

July

85.0

91.0

92.7

72.7

79.4

81.7

August

September

92.5

88.0

81.5

76.0

October

November

80.1

68.5

65.8

55.3

December 60.5

48.9

4-1

TM 5-822-13/AFJMAN 32-1018

4-2

Figure 4-1. Relationship Between Design (Mean) Pavement Temperature and Design Air Temperature.

b. Thaw periods. The effects of temperature on subgrade materials are considered only with regard to frost penetration. The basic requirements for frost protection are given in TM 5-822-5/AFM 88-7, Chap. 3.

c. Subgrade moisture content for material characterization. Pavement design is usually predicated on a subgrade which is assumed to be near-saturation. The design may be based on subgrade with lower moisture content if available field measurements indicate that the subgrade will not reach saturation. These measurements must reflect the period of the year when the water table is at its highest level, and such designs must be approached with caution.

4-2. Material characterization.

INACTIVE defined by a failure criterion. The use of layered elastic design procedures does not negate the material requirements set forth in TM 5-822-5/AFM 88-7, Chap. 3.

a. Modulus of elasticity.

(1) Bituminous mixtures. The term “bituminous mixtures” refers to a compacted mixture of bitumen and aggregate designed in accordance with standard practice. The modulus for these materials is determined by use of the repetitive triaxial tests. The procedure for preparation of the sample is given in TM-5-825-2-1/AFM 88-6,

Chap. 2, Section A with the procedure for the conduct of the repetitive triaxial test given in chapter 9 of the same manual.

(a) The stiffness of the bituminous mixtures will be greatly affected by both the rate of loading and temperature. For roads and streets design, a loading rate of 2 to 4 hertz is recommended. Specimens should be tested at temperatures of 40, 70 and 100 degrees F. so that a modulus-temperature relationship can be established. If temperature data indicate greater extremes than 40 and 100 degrees F., tests should be conducted at

TM 5-822-13/AFJMAN 32-1018

Figure 4-2. Prediction of Asphalt Concrete Modulus for Bituminous Layers.

these extreme ranges, if possible. The modulus value to be used for each strain computation would be the value applicable for the specific pavement temperature determined from the climatic data.

(b) An indirect method of obtaining an estimated modulus value for bituminous concrete is presented in detail in TM 5-825-2-1/AFM 88-6, Chap. 2, Section A. Use of this method requires that the ring-and-ball softening point and the penetration of the bitumen as well as the volume concentration of the aggregate and percent air voids of the compacted mixture be determined. The modulus of bituminous concrete may also be estimated from the design pavement temperature using figure 4-2.

(2) Portland cement concrete (PCC). The modulus of elasticity and flexural strength of PCC will be determined from static flexural beam tests in accordance with ASTM C 78. When test results are not available, a

INACTIVE

(3) Unbound granular base and subbase course materials. The terms “unbound granular base course material” and “unbound granular subbase course material” as used herein refer to materials meeting grading requirements and other requirements for base and subbase for roads and streets, respectively. These materials are characterized by use of a chart in which the modulus is a function of the underlying layer and the layer thickness. The chart and the procedure for use of the chart are given in appendix B. The modulus values of unbound granular bases may also be determined from cyclic triaxial tests on prepared samples. The recommended test procedure is outlined in TM 5-825-3-1/AFM 88-6, Chap. 3, Section A. The base course under a rigid pavement can be unbound granular or a chemically stabilized material. Design using stabilized materials is described in the next section.

(4) Stabilized material. The term “stabilized material” as used herein refers to soil treated with such agents as bitumen, portland cement, slaked or hydrated lime, and flyash or a combination of such agents to obtain a substantial increase in the strength of the material over the material’s untreated natural strength.

4-3

4-4

TM 5-822-13/AFJMAN 32-1018

Stabilization with portland cement, lime, flyash, or other agent that causes a chemical cementation to occur shall be referred to as chemical stabilization. Chemically treated soils having unconfined compressive strengths greater than the minimum strength are considered to be stabilized materials and should be tested in accordance with the methods specified for stabilized materials. Chemically treated soils having unconfined compressive strengths less than the minimum strength are considered to be modified soils. Most likely this will result in using the maximum allowable subgrade modulus. Bituminous-stabilized materials should be characterized in the same manner as bituminous concrete. Stabilized materials other than bituminous stabilized should be characterized using cracked section criteria, which is explained later in conjunction with figure 4-3.

(a) Stabilized materials for the base and subbase must meet the strength and durability requirement of

TM 5-822-14/AFJMAN 32-1018. The basic strength requirements are presented in table 4-1.

Table 4-1. Minimum

Unconfined

Compressive Strengths for Cement, Lime, and Combined Lime-Cement Flyash Stabilized Soils.

Minimum Unconfined Compressive Strength,* pounds per square inch

Stabilized Soil Layer

Base Course

Subbase course, select material, or subgrade

Concrete

Pavement

500

200

Flexible

Pavement

750

250

*Unconfined compressive strength determined at 7 days for cement stabilization and 28 days for lime or lime-cement-flyash stabilization.

(b) Lime-stabilized materials will continue to gain strength with time; therefore, if sufficient evidence is available that indicates a lime-stabilized material will acquire adequate strength prior to traffic, then the 28-day strength requirement may be waived.

(c) For concrete pavements having a stabilized base or subbase, the determination of elastic modulus values becomes more complicated than for the pavement with unbound granular base. Two cases in particular should be considered. In the first case, where the stabilized layer is considered to be continuous with cracking due only to curing and temperature, the elastic modulus values may be determined from flexural beam tests. In the second case, the stabilized layer is considered cracked because of load. Once the cracks have developed extensively in the stabilized base, the layer would behave as a granular material but with a higher modulus value. The cracked stabilized base course is represented by a reduced resilient modulus value, which is determined from the relationship between resilient modulus and unconfined compressive strength shown in figure

4-3. This relationship may be used for concrete pavement design for roads and streets.

(d) The general, material, and compaction requirements of base courses under a pavement are described in TM 5-822-5/AFM 88-7, Chap. 3.

(5) Subgrade soils. The term “subgrade” as used herein refers to the natural, processed, or fill soil foundation not meeting the requirements for a base or subbase on which a pavement structure is placed. The modulus of the subgrade is determined through the use of the repetitive triaxial test. The procedure is described in TM 5-

825-2-1/AFM 88-6, Chap. 2, Section A. For most subgrade soils, the modulus is greatly affected by changes in moisture content and state of stress. As a result of normal moisture migration, water table fluctuation, and other factors, the moisture content of the subgrade soil can increase and approach saturation with only a slight change in density. Since the strength and stiffness of fine-grained materials are particularly affected by such an increase in moisture content, these soils should be tested in the near-saturation state.

INACTIVE of flexible pavement design, the maximum allowable modulus for a subgrade soil should be restricted to 30,000 pounds per square inch (psi).

(b) In areas where the subgrade is to be subjected to freeze-thaw cycles, the subgrade modulus must be determined during the thaw-weakened state. Testing soils subject to freeze-thaw requires specialized test apparatus and procedures. The Cold Regions Research and Engineering Laboratories (CRREL) can assist in characterizing subgrade soils subjected to freeze-thaw.

(c) For some design situations, estimating the resilient modulus of the subgrade (M,) based on available information may be necessary when conducting the repetitive load triaxial tests. An estimate of the resilient modulus can be made from the relationship of M

R

= 1500 l

CBR, where CBR is the California

Bearing Ratio. This relationship provides a method for checking the reasonableness of the laboratory results. The relationship shown in figure 4-4 may be used to estimate the elastic modulus from the modulus of

TM 5-822-13/AFJMAN 32-1018

UNCONFINED COMPRESSIVE STRENGTH, PSI

Figure 4-3. Relationship Between Equivalent Cracked Section Modulus and

Unconfined Compressive

Strength.

soil reaction k. It is to be noted that the relationship shown in figure 4-4 is established based on limited data. The modulus of soil reaction k can be determined using the plate-bearing test in the field or from table

4-2 when field test results are not available.

Table 4-2. Modulus of Soil Reaction.*

Moisture content percentage

Type of material

Silts and clays, LL greater than 50 (OH, CH, MH)

Silts and clays, LL less than 50 (OL, CL, ML)

Silty and clayey sands (SM and SC)

Sand and gravelly sands (SW and SP)

Silty and clayey gravels (GM and GC)

Gravel and sandy gravels (GW and GP)

1 5 9 13 17 21 25 to to to to to to to Over

4 8 12 16 20 24 28 28

INACTIVE

7 5

5 0 25

50

300 250 225 200 1 5 0

- - -

350 300 250 - - - - -

400 3 5 0 300 250 - - - -

500 4 5 0 -

-

- - - -

Notes:

1. Values of k shown are typical for materials having dry densities equal to 90 to 95 percent of the maximum. For materials having dry densities less than 90 percent of the maximum, except that a k of 25 pci will be the minimum used for design.

2. Values shown may be increased slightly if density is greater than 95 percent of the maximum except that a k of 500 pci will be the maximum used for design.

3. Frost-melting-period k values are given in TM 5-822-5/AFM 88-7, Chap. 3.

*Typical values k in pci for rigid pavement design.

4-5

TM 5-822-13/AFJMAN 32-1018

4-6

b. Poisson’s ratio. Poisson’s ratio is difficult to determine and has relatively minor influence on the design compared to other parameters. Therefore, commonly recognized values of Poisson’s ratio are used. These values are as follows:

Pavement Material

INACTIVE

Poisson’s Ratio v

Portland cement concrete

Bituminous concrete

0.15 ˜ 0.20

0.5 for E < 500,000 psi

0.3 for E > 500,000 psi

0.3 ˜ 0.35

0.2

Unbound granular base or subbase course

Chemically stabilized base or subbase course

Subgrade

Cohesive subgrade

Cohesionless subgrade

0.4

0.3

TM 5-822-13/AFJMAN 32-1018

4-3 Nondestructive Testing Procedure.

When computer programs are used to compute the stresses and strains in a pavement, the input needed is the elastic moduli of the pavement layers. The modulus values may be determined using the nondestructive testing

(NDT) procedure presented in TM 5-826-5/AFP 88-24, Chap. 5. The NDT procedure used in this manual is the falling weight deflectometer (FWD). With the FWD the deflection basins of the pavement can be measured.

Based on the measured deflection basins, the elastic modulus of the pavement material in each layer can be backcalculated by a computer program WESDEF available at US Army Engineer Waterways Experiment Station (WES) (TM 5-826-5/AFP 88-24, Chap. 5).

INACTIVE

4-7

TM 5-822-13/AFJMAN 32-1018

CHAPTER 5

DESIGN CRITERIA

5-1. Damage Factor.

The damage factor is defined as DF = n/N where n is the number of effective stress or strain repetitions and N is the number of allowable stress or strain repetitions. The cumulative damage factor is the sum of the damage factors for all vehicles. The value of n is determined from the number of vehicle operations, and the value of N is determined from the computed stress or strain and the appropriate criteria. The pavement thickness is determined when the cumulative damage factor equals one.

5-2. Vehicle Operations.

When vehicle operations (passes) are given, an operation-per-coverage ratio is needed for the particular design vehicle to convert operations to coverages. The operation-per-coverage ratios for the representative configurations are shown in tables 5-1 and 5-2 for rigid and flexible pavements, respectively. In LEDROAD computer program, the operations-per-coverage ratio is computed based on the standard deviations listed in the tables.

The computations are based on the assumption that the wheels wander in a normal distribution across the traffic lane. The operations-per-coverage ratio computed in LEDROAD will be different from those listed in the tables and consequently the values computed using LEDROAD may be slightly different from those presented in this manual.

5-3. Concrete Pavement.

The limiting stress (fatigue) criteria are the basis for the design of concrete pavements. The thickness of the portland cement concrete slab is selected so that the maximum tensile stress at the bottom of the slab does not exceed the preselected value. The criteria are presented as a relationship between design factor and allowable coverages by the equation:

N = 10 x where

N = allowable coverages

(eq 5-1)

X = (R/ó-A)

B

A = 0.2967 + 0.002267 (SCI)

B = 0.3881 + 0.000039 (SCI)

R = flexural strength, psi

ó

1.33 times the maximum tensile stress at bottom of the slab computed with elastic layered method

SCI = Structural condition index. SCI = 80 for the first-crack condition, and SCI = 50 for the shattered slab condition

5-4. Flexible Pavement.

INACTIVE

Basically, there are two criteria for determining the allowable stress (or strain) repetitions N. The first is the allowable number of operations as a function of the vertical strain at the top of the subgrade. The second is the allowable number of operations as a function of the horizontal strain at the bottom of the asphalt layer. There is no strain criteria for unbound base. In developing the procedure, it was assumed that unbound base and subbase that meet CE guide specification for quality will perform satisfactorily.

a. Asphalt strain criteria.

(1) The primary means recommended for determining the limiting horizontal tensile strain for bituminous concrete is the use of the repetitive load flexural beam test on laboratory-prepared specimens. Procedures for the test are presented in detail in appendix C. Several tests are run at different stress levels and different sample temperatures such that the number of load repetitions to fracture can be represented as a function of

5-1

TM 5-822-13/AFJMAN 32-1018

Configuration

Table 5-1. Operations Per Coverage Ratio, Flexible Pavements.

(1)

Load

Range k i p s

(2)

Contact

Width* in,

(3)

Wander** in.

(4)

Standard

Deviation† in.

Passenger Cars. Trucks. Buses. etc,

Pneumatic tires single axle, single wheels

Single axle, dual wheels

Tandem axle, single wheels

Tandem axle, dual wheels

0-5

5-10

0-10

10-20

20-30

0-10

10-15

10-15

15-20

20-50

5.63

7.14

6.75

7.20

7.77

5.63

7.50

64.37

52.86

44.25

41.20

39.60

54.37

48.50

5.63

8.25

9.00

49.38

38.75

37.00

Forklift Trucks

21.46

17.62

14.75

13.73

13.20

18.13

16.16

16.46

12.92

12.34

Pneumatic tires

Single axle, dual wheels

Solid rubber tires

Single axle, single tires

10-35

0-5

5-10

10-20

5.63

44.88

5.00

6.00

7.00

51.00

50.00

49.00

Tracked Vehicles

14.93

17.00

16.67

16.34

Solid rubber grousers

0-20

20-35

35-50

50-70

70-120

11.22

12.00

12.00

14.25

17.25

56.75

37.00

21.00

17.75

4.75

18.92

12.34

7.00

5.92

1.58

(5)

Operations per

Coverage

1 . 4 3

0.89

0.55

0.43

0.33

9.59

6.25

2.95

2.64

2.37

4.05

2.73

1.93

1.23

1.03

3.52

8.36

7.00

5.90

5-2

Note: Traffic lane width (P w

) - 11 ft (except for solid-rubber-tired forklift trucks; P w

- 7 ft), T w

- average tire width from table 3-1.

Spacing between dual wheels(s) - 2 in., W s

- average wheel spacing from table 3-1.

*Contact width (C w

- 0.75 T w truck where C w

- T w

.

(except for solid-rubber-tired forklift

**Wander (B w wheels, B w

) for single wheels or track - P w

- P w

- (W, + 1.75 T w

+ S).

- (W s

+ C w

); for dual

†Standard deviation (a) - B w

/3.

INACTIVE the tensile strain of the bituminous concrete.

(2) An alternate method for determining values of limiting tensile strain for bituminous concrete is the use of the provisional laboratory fatigue data employed by Heukelom and Klomp (1964). These data are presented in appendix C in the form of a relationship between stress, strain, load repetitions, and elastic moduli of bituminous concrete. The data may be approximated by the following equation where

Allowable coverage = 10 x

X = 5 log S

A

S

A

+ 2.665 log

10

(E/14.22) + 0.392

= tensile strain of asphalt (in./in.)

E = elastic modulus of the bituminous concrete (psi)

The equation used to determine the allowable tensile strain at the bottom of the asphalt layer is:

Allowable strain

,

AC

=

10

-A

(eq 5-2)

(eq 5-3)

Configuration

Table

5-2. Operations

Per

Coverage

Ratio, Rigid Pavements.

TM 5-822-13/AFJMAN 32-1018

(1)

Load

Range k i p s

(2)

Contact

Width* i n .

(3)

Wander*+ in.

(4)

Standard

Deviation† in.

Passenger Cars. Trucks. Buses. etc,

(5)

Operations per

Coverage

Pneumatic tires single axle, single wheels

Single axle, dual wheels

Tandem axle, single wheels

Tandem axle, dual wheels

0-5

5-10

0-10

10-15

20-30

0-10

10-15

10-15

15-20

20-50

5.63

7.14

6.75

7.20

7.77

5.63

7.50

5.63

8.25

9.00

64.37

52.86

44.25

41.20

39.60

54.37

48.50

49.38

38.75

37.00

Forklift Trucks

21.46

17.62

14.75

13.73

13.20

18.13

16.16

16.46

12.92

12.34

9.59

6.29

2.95

2.64

2.37

8.1

5.46

3.86

2.46

2.06

Pneumatic tires

Single axle, dual wheels

Solid rubber tires

Single axle.

single tires

10-35

0-5

5-10

10-20

5.63

44.88

5.00

6.00

7.00

51.00

50.00

49.00

Tracked Vehicles††

14.93

17.00

16.67

16.34

3.52

8.36

7.00

5.90

Solid rubber grousers

0-20

20-35

35-50

50-70

70-120

11.22

12.00

12.00

14.25

17.25

56.75

37.00

21.00

17.75

4.75

18.92

12.34

7.00

5.92

1.58

8.58(1.43)

5.36(0.89)

4.38(0.55)

2.59(0.43)

2.0 (0.33)

Note:

Traffic lane width (P w forklift trucks; P

Spacing between dual wheels(s) - 2 in., W from table 3-1.

w

) - 11 ft (except for solid rubber-tired

- 7 ft), T w

- average tire width from table 3-1.

s

- average wheel spacing where

A =

N = log

10

*Contact width (C w truck where C w

**Wander (B w wheels, B w

- 0.75 T w

- T w

).

) for single wheels or track - P w

- P w

- (W s

+ 1.75 T

†Standard deviation (a) - B w

(except for solid rubber-tired forklift

/3.

w

+ S).

- (W s

+ C w

; for dual

††The values shown in the parentheses are for conservative type of design.

N + 2.665 log

10

INACTIVE

(coverage)

5

E = elastic modulus of the bituminous concrete (psi)

b. Subgrade strain criteria. Failure criteria (fig 5-1) for roads and streets are approximated by the equation

Allowable strain ,

SUB G where

= 10

-A

A = 0.1408 log

10

(coverage) + 2.408

Equation 5-5 can also be written as

(eq 5-4)

Allowable coverage = 10

-A where

A = (2.408 + log

10

( ,

SUBG

))/0.1408

(eq 5-5)

5-3

TM 5-822-13/AFJMAN 32-1018

INACTIVE

TM 5-822-13/AFJMAN 32-1018

CHAPTER 6

FLEXIBLE PAVEMENT DESIGN

6-1. Design Requirements.

Flexible pavement designs will provide the following:

a. Adequate thickness above the subgrade and above each layer together with adequate quality of the select material, subbase, and base courses to prevent detrimental shear deformation under traffic and, when frost conditions are a factor, to control or reduce to acceptable limits effects of frost heave or permafrost degradation.

b. Sufficient compaction of the subgrade and of each layer to prevent objectionable settlement under traffic.

c. Adequate drainage of base course to provide for drainage of base course during spring thaw.

d. A stable, weather-resistant, wear-resistant, waterproof, nonslippery pavement.

6-2. Determination of Pavement Thickness.

a. Bituminous concrete. When the computed thickness of the bituminous concrete is a fractional value, it will be rounded to the nearest full or half inch thickness. Values falling midway between the full and half inch values will be rounded upward.

b. Conventional flexible pavements.

(1) General. Conventional flexible pavements for roads, streets, and open storage areas consist of relatively thick aggregate layers with a thin (3- to 5-inch) wearing course of bituminous concrete. In this type of pavement, the bituminous concrete layer is a minor structural element of the pavement, and thus, the temperature effects on the stiffness properties of the bituminous concrete may be neglected. Also, it must be assumed that if the minimum thickness of bitumi-

INACTIVE sign problem is one of determining the thickness of pavement required to protect the subgrade from shear deformation. The steps for determining the required thickness for nonfrost areas are:

(a) Since summer temperature condition is considered most severe for subgrade shear failure, i.e., largest subgrade vertical strain under load, a modulus value of 200,000 psi (considered to be small for bituminous concrete) is used for the bituminous concrete.

(b) The traffic data determine the design loadings and coverages.

(c) An initial pavement section is determined using the minimum thickness requirements from

TM 5-822-5/AFM 88-7, Chap. 3 or by estimation. The resilient modulus of the base and of the subbase is determined from figure B-l and the initial thickness.

(d) The vertical strain at the top of the subgrade is computed using JULEA for each axle load being considered in the design.

(e) The number of allowable coverages for each computed strain is determined from the subgrade strain criteria using equation 5-5.

(f) The value of n/N is computed for each axle load and summed to obtain the cumulative damage.

(g) The initial thicknesses are adjusted to make the value of the cumulative damage approach 1. This may be accomplished by first making the computations for three or four thicknesses and developing a plot of thickness versus damage. From this plot the thickness that gives a damage of 1 may be selected.

(2) Frost conditions. Where frost conditions exist and the design thickness is less than the thickness required for complete frost protection, the design must be based on weakened subgrade condition. In some cases, it may be possible to replace part of the subgrade with material not affected by cycles of freeze-thaw but which will not meet the specifications for a base or subbase. In this case, the material must be treated as a subgrade and characterized by the procedures given for subgrade characterization. For information on designing for frost conditions, see

TM 5-822-5/AFM 88-7, Chap. 3.

c. All-bituminous concrete pavements. The allbituminous concrete pavement differs from the conventional flexible pavement in that the bituminous concrete is sufficiently thick (greater than 5 inches) to contribute significantly to the strength of the pavement. In this case, the variation in the stiffness of the bituminous concrete caused by yearly climatic variations must be taken into account by dividing the traffic into increments during which variation of the resilient modulus of the bituminous concrete is at a minimum. One procedure is to determine the resilient modulus of the bituminous concrete for each month, then group the months when the bituminous concrete has a similar resilient moduli. Since the bituminous concrete is a major structural element, the failure of this element due to fatigue cracking must be checked.

6-1

TM 5-822-13/AFJMAN 32-1018

6-2

d. Pavements with a chemically stabilized base

course. For a pavement having a chemically stabilized base course and an aggregate subbase course, damage must be accumulated for subgrade strain and for horizontal tensile strain at the bottom of the asphalt surface layer. Normally in this type of pavement, the base course resilient modulus is sufficiently high

( 100,000 psi) to prevent fatigue cracking of the bituminous concrete surface course (where the bituminous concrete surface course has a thickness equal to or greater than the minimum required for the base course given in TM 5-825-2), and thus, this mode of failure is only a minor consideration. For most cases, a very conservative approach can be taken in checking for this mode of failure; i.e., all the traffic can be grouped into the most critical time period and the computed bituminous concrete strain compared with the allowable strain. If the conservative approach indicates that the surface course is unsatisfactory, then the damage should be accumulated for different traffic periods. For the pavement having a stabilized base or subbase, the stabilized layer is considered cracked for the purpose of design. The cracked stabilized base course is represented by a reduced resilient modulus value, which is determined from the relationship between resilient modulus and unconfined compressive strength shown in figure 4-3. When the cracked base concept is used, the subgrade criteria generally control the design. The section obtained should not differ greatly from the section obtained by use of the equivalency factors presented in TM 5-822-5/AFM 88-7, Chap. 3.

6-3. Design Example for a Conventional Flexible

Pavement.

Design a conventional flexible pavement to support the following traffic:

Passenger car

3-axle trucks

As stated in TM 5-822-8/AFM 88-7, Chap. 3, this traffic results in a design index of 6 and the required pavement thickness is determined to be 22 inches for a subgrade CBR of 4.

2,000 operations per day

200 operations per day subbase layers are determined from the chart in figure B-l of appendix B. The strains calculated using

JULEA are tabulated in table 6-1. Based on the strain values, the allowable coverages (N i

) are determined from figure 5-1. The corresponding damage for each thickness under each axle load is computed as n i

/N and is tabulated in the last column of table 6-1. The i total damage for each thickness is the sum of the damage of each axle load. A plot of the damage against the thickness indicates that the required thickness is

22 inches for a damage of one, which is the same thickness derived using the design index method in TM 5-

822-5/AFM 88-7, Chap. 3. The subbase is therefore 12.0

inches. Table 6-1 shows that the damage caused by the passenger cars is so small that their inclusion in the damage computation could actually be neglected.

6-4. Design Example for an All-Bituminous Concrete

(ABC) Pavement.

INACTIVE axle, single wheel) carries 9,000 pounds and the rear axle of the truck (dual-axle, dual wheels) carries 32,000 pounds. The total number of operations and their corresponding coverages (n

1

) for each axle load are tabulated in table 6-1. The design using the layered elastic method is discussed in the following paragraph.

b. Three pavement thicknesses (16, 20, and 24 inches) are assumed for the design. The bituminous concrete surface and base layers are 4 and 6 inches, respectively. The subgrade strains are computed for each thickness under each axle load using the layered elastic method. The modulus values of the base and

Design an ABC pavement for the same condition shown in previous example. For computation of the fatigue damage and subgrade damage, monthly temperature variations are considered; the corresponding variations of bituminous concrete modulus are shown in tables 6-2 and 6-3, respectively. Three pavement thicknesses of 8, 10, and 12 inches are used for damage computation. Normally for ABC design the subgrade damage will be the controlling criteria and thus the thickness for satisfying the subgrade criteria is first determined. The design is carried out in the following steps:

a. Subgrade failure.

(1) The subgrade strains are computed for each thickness under each axle load for each month using

JULEA computer program. The bituminous concrete moduli for each month are shown in the last column of table 6-3. Because the effect of passenger cars on damage computation was proven to be negligible in the previous example, damage computation for passenger cars was not done.

(2) The allowable coverages N i

for each pavement are computed from the failure criteria shown in figure 5-1.

(3) The damage increments for each month are computed. The strains, allowable coverages, and the cumulative damage for the 32-kip tandem-axle, dualwheels loads are tabulated in table 6-4. Cumulative damage for the 9-kip load is negligible. It is seen that nearly all the subgrade damage in the flexible pavement is done during the warmer months, i.e., May,

June, July, August, and September.

(4) Similar computations are made for 9-kip singleaxle, single-wheel loads. A plot of the cumulative damage for both 32-kip and 9-kip loads and pavement thickness indicates that for a damage of one, the required ABC thickness is 10.05 inches. For design purpose lo-inches are used.

INACTIVE

6-4

TM 5-822-13/AFJMAN 32-1018

Table 6-2. Bituminous Concrete Moduli for Each Month for ABC Pavement Design Based on Bituminous Concrete Strain.

Month

Average†

Daily Mean

Air

Temperature degrees F.

Design††

Pavement

Temperature degrees F.

Dynamic†††

Modulus

|E*|

10

3

psi

Jan

47.5

54

1,600

Feb

Mar

50.7

58.0

57

64

1,400

1,060

Apr

May

Jun

66.1

73.3

80.5

72

80

88

700

460

280

Jul

Aug

Sep

Oct

Nov

Dec

83.1

82.7

77.3

67.2

56.2

49.3

91

91

85

73

61

56

230

230

340

670

1,200

1,500

†For fatigue damage of bituminous materials, the design air temperature is the average daily mean temperature.

††Obtained from figure 4-1.

i.e., n i

/N i

†††Obtained from laboratory tests or other sources.

b. Fatigue failure in the bituminous concrete. To check if the lo-inch thick ABC pavement would fail by fatigue cracking, the cumulative damage in the bituminous concrete layer is computed for each month. The monthly modulus values of the bituminous concrete used in computations are from table 6-2. The results of the analysis indicate that the fatigue damage factor,

, is 0.36 which is considerably less than 1; thus a pavement thickness of lo-inches meets both the subgrade criteria and the asphalt fatigue criteria.

INACTIVE

Typical details for the design and construction of shoulders, curbs, and gutters of flexible pavements for military roads and streets are contained in TM 5-822-5/

AFM 88-7, Chap. 3.

TM 5-822-13/AFJMAN 32-1018

Table 6-3. Bituminous Concrete Moduli for Each Month for ABC Pavement Design Based on Subgrade Strain.

Average

Daily Mean

Air

Average

Daily

Design

Maximum Air Design Air†

Pavement

Dynamic

Modulus

Temperature Temperature Temperature Temperature |E*|

Month degrees F.

degrees F.

degrees F.

degrees F. 10

3

psi

47.5

56.4

52

Jan

Feb

57

62

1,600

1,150

Mar

Apr

May

Jun

50.7

58.0

66.1

73.3

80.5

60.1

68.0

76.0

83.2

90.4

55

63

71

78

85

70

77

86

95

790

540

320

180

Jul

Aug

Sep

Oct

Nov

Dec

83.1

82.1

77.3

67.2

56.2

49.3

92.9

92.8

87.4

78.1

66.4

58.3

88

88

82

73

61

54

97

97

91

82

69

61

†With respect to subgrade strain, the design air temperature is the average of the average daily mean temperature and the average daily maximum temperature.

INACTIVE

160

160

230

400

830

1,200

6-5

INACTIVE

TM 5-822-13/AFJMAN 32-1018

CHAPTER 7

CONCRETE PAVEMENTS

7-1. Application.

In general, all concrete pavements for roads, streets, and open storage areas on military installations will be plain concrete unless otherwise approved by Headquarters, Department of the Army (CEMP-ET), Washington,

DC 20314-1000, or the appropriate Air Force Major Command. Roller-compacted concrete pavements (RCCP) are plain concrete pavements constructed using a zero-slump PCC mixture that is placed with an asphalt concrete paving machine and compacted with vibratory and rubber-tired rollers. Most of the engineering and material properties of RCCP are similar to those of conventional concrete. Pavements constructed using RCCP have been approved for use in parking and storage areas and for road and street classes where vehicle speed does not exceed 45 miles per hour.

7-2. Design Procedure.

The design of a concrete pavement for mixed vehicular loads and traffic levels is based on Minor’s hypothesis. It involves selecting a thickness of the PCC slab in which the maximum tensile stress does not exceed a certain value. This tensile stress is calculated using the JULEA computer program, and the limiting stress criteria are based on equations 5-1 and 5-2. Since traffic loads travel near the pavement (free) edges, load transfer is not considered in the design for roads and streets but is considered for parking and storage areas.

a. Select several concrete slab thicknesses and compute the maximum tensile stresses under each design axle load using the layered elastic method. The concrete thickness required using the conventional design procedure may be used as a starting point. The computed maximum stresses should be multiplied by 1.33 for roads and streets.

b. Based on the computed stresses, determine the allowable coverages N i

using equation 5-1 for each thickness.

c. Compute the damage which is equal to the sum of the ratios of the design coverage n i coverage N i

to the allowable

, where i varies to account for each design axle load. For instance, if there are three different axle loads involved in the design, i varies from 1 to 3.

d. Select the thickness at a damage of 1.

e. Select the slab thickness for the damage value of 1 from the relationship between the damage and slab thickness.

f. The selection of an unbound granular base or a stabilized base under the concrete slab is a matter of engineering judgment depending on many factors such as cost, material availability, frost protection requirement, pumping, and subgrade swell potential. Subgrade soil may be stabilized to gain strength or modified to increase its workability and reduce swell potential.

g. All plain concrete pavements will be uniform in cross-sectional thickness. The minimum thickness of con-

INACTIVE

7-3. Design Procedures for Stabilized Foundations.

a. Soil stabilization or modification. Soils that have been treated with additives such as cement, lime, flyash, or bitumen are considered to be either stabilized or modified. A stabilized soil is one that shows improvement in load-carrying capability and durability characteristics. A modified soil is one that shows improvement in its construction characteristics but which does not show an increase in the strength of the soil sufficient to qualify as a stabilized soil. The principal benefits of soil modification or stabilization include a stable all-weather construction platform, a reduction of concrete pavement thickness requirements, and when applicable, a reduction of swell potential and susceptibility to pumping and strength loss due to moisture.

b. Requirements. The design of the stabilized or modified layers will follow TM 5-822-4/AFM 88-7, Chap. 4, and TM 5-822-5/AFM 88-7, Chap. 3. To qualify as a stabilized layer, the stabilized material must meet the unconfined compressive strength and durability requirements in TM 5-822-14/AFJMAN 32-1019; otherwise, the layer is considered to be modified.

7-1

TM 5-822-13/AFJMAN 32-1018

c. Thickness design. The thickness requirements for a plain concrete pavement on a modified soil foundation will be designed as if the layer is unbound using the k value measured on top of the modified soil layer. For stabilized soil layers, the treated layer will be considered to be a low-strength base pavement and the thickness determined using the following modified partially bonded overlay pavement design equation:

7-2

where h h

E

E f o d h

S c

= thickness of plain concrete pavement overlay required over the stabilized layer, inches

= design thickness of equivalent single slab placed directly on foundation determined from layered elastic method

= modulus of elasticity of concrete, usually taken as 4 x 10

6

psi

= flexural modulus of elasticity of the stabilized soil. The modulus value for bituminous stabilized soils will be determined according to the procedures in appendix B of TM 5-822-5/AFM 88-7, Chap. 3.

The modulus value for lime and cement stabilized soils will be determined using equations in appendix B of TM 5-822-5/AFM 88-7, Chap. 3

= thickness of stabilized layer, inches

7-4. Reinforced Concrete Pavements.

Figure 7-1 is a design chart for determining the thickness of reinforced concrete pavement based on the thickness of the plain concrete pavement and the amount of steel to be used in the pavement. Figure 7-1 also shows the maximum allowable length of reinforced concrete slab.

7-5. Design Examples.

a. The input information needed for the design are as listed in paragraph 2-2. Based on the trial pavement sections, the critical stresses and strains are computed using the elastic layered computer codes. Damage from each vehicle group is summed and the design thickness is determined when the cumulative damage is equal to one.

b. In the computation, the following values are used.

(1) The interface between the concrete slab and the subgrade soil is assumed to be frictionless and the parameter equal to 10,000 is used in the computation.

(2) The moduli and Poisson’s ratio of the PCC and the subgrade are 4,000,000 psi, 0.2, 10,000 psi, 0.4, respectively.

(3) The tire contact pressure is assumed to be 70 psi. In tracked vehicle, the track width is constant and the contact pressure varies with the gross load.

c. Example No. 1. This example is to show the procedures for determining the elastic modulus values of unbound granular base and subbase courses from figure B-l.

(1) Assume a concrete pavement having a base course thickness of 4 inches and a subbase course thickness of 8 inches over a subgrade having a modulus of 10,000 psi. Initially, the subgrade is assumed to be layer n + 1 and the subbase course to be layer n. Entering figure B-l with a modulus of layer n + 1 of 10,000 psi and using the 8-inch subbase course curve, the modulus of the subbase (layer n) is found to be 18,500 psi. In order to determine the modulus value of the base course, the subbase course is now assumed to be layer (n + 1). Entering figure B-l with a modulus of layer n + 1 of 18,500 psi and using the 4-inch base course curve, the modulus of the base course is found to be 36,000 psi.

(2) If, in this example, the design thickness of the subbase course had been 12 inches, it would have been necessary to divide this layer into two 6-inch-thick sublayers. Then, using the procedure above, the modulus values determined for the lower and upper sublayers of the subbase course and for the base course are 17,500,

25,500, and 44,000 psi, respectively.

d. Example No. 2.

INACTIVE

(1) As an example of the application of the design procedures given for nonstabilized foundations, determine thickness requirements for a plain concrete road to carry the following traffic:

Passenger cars

Panel and pickup trucks

Trucks, 2-axle

Trucks, 3-axle

2,000 per lane per day

1,300 per lane per day

150 per lane per day

50 per lane per day

For each type of vehicle, the operations per coverage ratios are obtained from table 5-1 and used to convert operations to coverages according to axle configurations. The computed coverages for each axle type are tabulated in table 7-1.

(eq 7-1)

TM 5-822- 13IAFJMAN 32- 10 18

INACTIVE

(2) The required concrete thickness is first determined using the current design procedure presented in

TM 5-822-5/AFM 88-7, Chap. 3 as a starting point. Assuming an E value of 10,000 psi for the subgrade soil, four concrete thicknesses were selected as shown in table 7-2, and the maximum stresses were computed using JULEA computer program for all the axle configurations. The stresses are tabulated in column 4 of table 7-2. Since load transfer is not considered in roads and streets for concrete pavements as wheel and track loads travel along the concrete slab edges, stresses computed with codes such as JULEA (interior stresses) do not simulate the edge stress condition and thus the computed stresses will be multiplied by a factor of 1.33. The modified stresses are shown in column 5 of the table. Assuming a 28-day flexural strength R for the concrete of 675 psi and a SC1 of

80, the allowable coverages were computed using equation 5-l. The damage is computed as the ratio of design coverage ni to the allowable coverage Ni, and is presented in column 8 of the table; the cumulative damage for design thicknesses of 6, 7, 8, and 10 inches is 58.6, 3.8, 0.2, and 0.0, respectively. A plot of these values indicates a required concrete thickness of 7.2 inches for a damage factor of one. This thickness value would be rounded off to 7.5 inches for design.

7-3

INACTIVE

INACTIVE

7-6

TM 5-822-13/AFJMAN 32-1018

e. Example No. 3.

(1) To illustrate the design procedure for tracked vehicles, it is assumed that a concrete pavement is to be designed for an average of 10 M1 tanks per lane per day. The Ml tank has the following characteristics:

Gross weight

Track spacing (c to c)

Track width

Track contact width

Track length

Number of bogies per track

Operations per coverage ratio

120 kips

112 inches

25 inches

18.75 inches (= 0.75 x 25)

180 inches

7.0

0.33 (from table 5-1)

(2) To use computer codes such as the JULEA computer program, the track load will be converted into eight uniformly distributed circular loads. Each circle has a diameter of 17.25 inches (the width of the track) and a load of 7,500 pounds. The distance between bogies is 20.4 inches center to center. The computed maximum stresses for several concrete thicknesses are tabulated in column 2 of table ‘7-3. The maximum stress in this case occurs under the center load. In other cases, the location of the maximum stress needs to be determined. This is done by computing stresses in many locations and selecting the maximum stress. Following the procedures in example 2, a plot of concrete thickness (column 1) against damage (column 6) shows that the design concrete thickness is 13.7 inches. This thickness value would be rounded off to 14.0 inches for design.

Table 7-3. Cumulative Damage Computed for M1 Tank.

Slab Thickness

8

10

12

14

Maximum Stress max

(2)

347

275

224

185

1.33 x max

(3)

461.5

365.8

297.9

246.1

Allowable* Coverage

N

(4)

i

329

3,124

37,137

615,013

*SCI = 80, R = 625 psi.

**Design coverages for 25 years is 25 x 365 x 10/0.33 = 273,204.

Design ** Coverage

273,204

273,204

273,204

273,204

Damage n i

/N i

(6)

830

87

7.4

0.4

f. Example No. 4. To illustrate the procedure for conventional traffic plus forklift trucks and tracked vehicles, design a concrete pavement road for the following traffic:

Passenger cars

Panel and pickup trucks

Trucks, 2-axle

Trucks, 3-axle

Track-laying vehicles, 120,000 pounds (Ml tank)

Forklift trucks, 25,000 pounds (Pneumatic tires)

300 per lane per day

200 per lane per day

100 per lane per day

40 per lane per day

2 per lane per day

20 per lane per day

Table 7-4 shows the design coverages for each wheel or track configuration, and table 7-5 shows the computed maximum stresses and damage. The cumulative damage for concrete thicknesses of 8, 10 and 12 inches is 34.2,

3.4 and 0.3, respectively. A plot of these values indicates a required concrete thickness of 11.2 inches for a damage of one. This thickness value would be rounded off to 11 inches for design.

7-6. Joints.

INACTIVE

The design and construction of joints for plain and roller-compacted concrete, the design and installation of dowel bars, special provisions for slipform paving, and joint sealing are presented in TM 5-822-5/AFM 88-7,

Chap. 3.

7-7. Design Details.

Typical details for the design and construction of plain concrete pavements are contained in TM 5-822-5/AFM

88-7, Chap. 3.

INACTIVE

INACTIVE

TM 5-822-13/AFJMAN 32-1018

CHAPTER 8

OVERLAY PAVEMENTS

8-1. General.

Normally, overlays of existing pavements are used to increase the load-carrying capacity of an existing pavement, or to correct a defective surface condition on the existing pavement. Of these reasons, the first requires a structural design procedure for determining the thickness of overlay, whereas the second requires only a thickness of overlay sufficient to correct the surface condition, and no increase in load-carrying capacity is considered.

The design method for overlays included in this chapter determines the thickness required to increase loadcarrying capacity. These methods have been developed from a series of full-scale accelerated traffic tests on various types of overlays and is therefore empirical. These methods determine the required thickness of overlay that, when placed on the existing pavement, will be equivalent in performance to the required design thickness of a new plain concrete pavement placed on subgrade.

8-2. Definitions for Overlay Pavement Design.

The following terms and symbols apply to the design of overlay pavements and are defined for the purpose of clarity.

a. Rigid base pavement. An existing rigid pavement on which an overlay is to be placed.

b. Flexible base pavement. Existing pavement to be overlaid is composed of bituminous concrete, base, and subbase courses.

c. Composite pavement. Existing pavement to be overlaid with rigid pavement is composed of an all-bituminous or flexible overlay on a rigid base pavement.

d. Overlay pavement. A pavement constructed on an existing base pavement to increase load-carrying capacity.

e. Rigid overlay. A rigid pavement used to strengthen an existing flexible or rigid pavement.

f. Flexible overlay. A flexible pavement (either all-bituminous or bituminous with base course> used to strengthen an existing rigid or flexible pavement.

8-3. Preparation of Existing Pavement.

Existing pavement is prepared according to procedures in TM 5-822-5/AFM 88-7, Chap. 3.

8-4. Rigid Overlay of Existing Rigid Pavement.

The concrete overlay thickness for roads and streets can be determined using overlay equations 8-1 to 8-3. The conditions for the use of the equations are described in TM 5-822-5/AFM 88-7, Chap. 3.

h o

= h d

- h

E

INACTIVE

Partially bonded

Nonbonded

(eq 8-1)

(eq 8-2) where h o h

E

= required thickness of concrete overlay, inches

= thickness of existing concrete slab, or equivalent thickness of plain concrete pavement having the same load-carrying capacity as the existing pavement, inches

8-1

TM

5-822-13/AFJMAN 32-1018

8-2

(PCI

STR

COMPUTED FROM TRAFFIC LOAD DISTRESS ONLY)

Figure

8-1. Chart for Determining C r

for

Concrete Overlays.

h d

= required single slab thickness above existing subgrade determined using the elastic layered method with the design flexural strength of the overlay, inches h e

= required single slab thickness above existing subgrade determined using the elastic layered method with the measured flexural strength of the existing rigid pavement, inches

C

C r r

= condition factor for plain concrete pavement and reinforced concrete pavement

For plain concrete pavement, C

C r

C r joints or cracks.

r

is assigned according to the following conditions:

= 1.00 - Pavements are in good condition with little or no structural cracking due to load.

= 0.75 - Pavements exhibit initial cracking due to load but no progressive cracking or faulting of

= 0.35 - Pavements exhibit progressive cracking due to load accompanied by spalling, raveling, or faulting of cracks and joints.

For reinforced concrete pavement, C

INACTIVE r

is assigned according to the following conditions:

C r

= 1.00 - Pavements are in good condition with little or no short-spaced transverse (1- to 2-foot) cracks, no longitudinal cracking, and little spalling or raveling along cracks.

C r

= 0.75 - Pavements exhibit short-spaced transverse cracking but little or no interconnecting longitudinal cracking due to load and only moderate spalling or raveling along cracks.

C r

= 0.35 - Pavements exhibit severe short-spaced transverse cracking and interconnecting longitudinal cracking due to load, severe spalling along cracks, and initial punchout type failures.

An estimate of condition factor C r

may also be made using the structural condition index (SCI) of the existing rigid pavement. The SCI is that part of the pavement condition index (PCI) related to structural distress types or deduct values. The relationship is shown in TM 5-623. If PCI condition survey data are available, C r obtained from figure 8-1 using the structural PCI (PCI computed using only load related distresses).

can be

TM 5-822-13/AFJMAN 32-1018

8-5. Rigid Overlay of Flexible and Composite Base Pavements.

This type of design includes rigid overlay of either flexible or composite base pavements. The design procedure for these types of overlays are contained in TM 5-822-5/AFM 88-7, Chap. 3.

8-6. Flexible Overlay of Rigid Base Pavements.

The flexible overlay thickness for roads and streets can be determined using equation 8-4.

where

t o

= 3.0 (Fh d

- C b h

E

)

(eq 8-4) h

E t o

= required flexible overlay thickness, inches

F = a factor that projects the cracking expected to occur in the base pavement during the design life

, h

C b d of the overlay

= defined in equation 8-1 to 8-3

= condition factor

Condition factors for existing plain concrete pavements are assigned based on the following conditions:

C b

= 1.00 - Pavements are in good condition with some cracking due to load but little or no progressivetype cracking.

C b

= 0.75 - Pavements exhibit progressive cracking due to load and spalling, raveling, and minor faulting at joints and cracks.

C b

= 0.50 - Pavements exhibit multiple cracking along with raveling, spalling, and faulting at joints and cracks.

Condition factors for existing reinforced concrete pavement are assigned based on the following conditions:

C b

= 1.00 - Pavements are in good condition but exhibit some closely spaced load-induced transverse

C b cracking, initial interconnecting longitudinal cracks, and moderate spalling or raveling of joints and cracks.

= 0.75 - Pavements in trafficked areas exhibit numerous closely spaced load-induced transverse and longitudinal cracks, rather severe spalling or raveling, or initial evidence of punchout failures.

The estimate of condition factor C for plain concrete pavement may be made from the SCI of the existing rigid pavement. The SCI is that part of the PCI related to structural distress types or deduct values. The relationship

, the only distresses is shown in TM 5-825-3-1/AFM 88-6, Chap. 3, Section A. However, when determining C b considered are those associated with structural loading. These include: a. Longitudinal, transverse, and diagonal cracks of medium to high severity.

b. Corner breaks of any severity.

c. All large patches of load associated failures.

d. Pumping.

e. Settlement or faulting of any severity.

f. Shattered slabs of any severity.

g. Certain types of joint spalls believed to be load-associated.

If the PCI is calculated using only these structural distresses (SCI), C b

can be obtained from figure 8-2.

(1) The F-factor is a function of the foundation k value and design traffic, an is determined as follows.

(2) The modulus of subgrade reaction k may be estimated using the following relationship between subgrade modulus and static modulus of soil reaction or from table 4-2:

k = 10 x where

X = log

10

E - 1.415

1.284

INACTIVE k = modulus of subgrade reaction, pci

E = subgrade modulus, psi

(eq 8-5)

(2) If a base or subbase is present above the subgrade, an effective k is determined from figure 8-3.

(3) The F-factor is then obtained from figure 8-4.

8-7. Flexible Overlay of Flexible Pavements.

The flexible overlay thickness above a flexible pavement is the difference between the existing pavement thickness and a new pavement thickness determined using the layered elastic procedure and the modulus value of the existing subgrade. For instance, if the existing flexible pavement is 16 inches (i.e., 4-inch bituminous concrete,

6-inch base, and 6-inch subbase) and the new pavement thickness is determined by the layered elastic method to be 19 inches, the flexible overlay thickness will be 3 inches.

8-3

TM5822-13/AFJMAN 32-1018

8-4

INACTIVE

TM 5-822-WAFJMAN 32-1018

INACTIVE

8-5

TM 5-822-13/AFJMAN 32-1018

INACTIVE

TM 5-822-13/AFJMAN 32-1018

APPENDIX A

REFERENCES

Government Publications

Departments of the Army and Air Force

TM 5-623

Pavement Maintenance Management

TM 5-822-2/AFM 88-7, Chap. 5

General Provisions and Geometric Design for Roads, Streets, Walks and Open Storage Areas

TM 5-822-5/AFM 88-7, Chap. 3 Pavement Design for Roads, Streets, Walks, and Open Storage Areas

TM 5-822-7/AFM 88-6, Chap. 8

Standard Practice for Concrete Pavements

TM 5-822-14/AFJMAN 32-1018

Soil Stabilization for Pavements

TM 5-825-2-1/AFM 88-6, Chap. 2,

Flexible Pavement Design for Airfields, Elastic Layered Method

Section A

TM 5-825-3-1/AFM 88-6, Chap. 3, Rigid Pavement Design for Airfields, Elastic Layered Method

Section A

TM 5-826-5/AFP 88-24, Chap. 5 Nondestructive Procedures for Airfield Pavement Evaluation

Nongovernment Publications

American Society for Testing and Materials (ASTM) Specifications: 1961 Race Street, Philadelphia, PA 19103

D 3202-83

Recommended Practice for Preparation of Bituminous Mixture Beam

Specimens by Means of the California Kneading Compaction

C 78-84

Flexural Strength of Concrete (Using Single Beam with Third-Point

Loading)

INACTIVE

A-l

TM 5-822-13/AFJMAN 32-1018

APPENDIX B

PROCEDURE FOR DETERMINING THE MODULUS OF ELASTICITY OF UNBOUND

GRANULAR BASE AND SUBBASE COURSE MATERIALS

B-l. Procedure.

a. The procedure is based on relationships developed for the resilient modulus of unbound granular layers as a function of the thickness of the layer and type of material. The modulus relationships are shown in figure

B-l. Modulus values for layer n (the upper layer) are indicated on the ordinate, and those for layer n + 1 (the lower layer) are indicated on the abscissa. Essentially linear relationships are indicated for various thicknesses of base and subbase course materials. For subbase courses, relationships are shown for thicknesses of 4,5,6,7, and 8 inches. For subbase courses having a design thickness of 8 inches or less, the applicable curve or appropriate interpolation can be used directly. For a design subbase course thickness in excess of 8 inches, the layer should be divided into sublayers of approximately equal thickness and the modulus of each sublayer determined individually. For base courses, relationships are shown for thicknesses of 4, 6, and 10 inches. These relationships can be used directly or by interpolation for design base course thicknesses up to 10 inches. For design thicknesses in excess of 10 inches, the layer should also be divided into sublayers of approximately equal thickness and the modulus of each sublayer determined individually.

b. To determine modulus values from this procedure, figure B-l is entered along the abscissa using modulus values of the subgrade or underlying layer (modulus of layer n + 1). At the intersection with the curve applicable to this value with the appropriate thickness relationship, the value of the modulus of the overlying layer is read from the ordinate (modulus of layer n). This procedure is repeated using the modulus value just determined as the modulus of layer n + 1 to determine the modulus value of the next overlying layer.

B-2. Examples.

ct. Assume a pavement having a base course thickness of 4 inches and a subbase course thickness of 8 inches over a subgrade having a modulus of 10,000 psi. Initially, the subgrade is assumed to be layer n + 1 and the subbase course to be layer n. Entering figure B-l with a modulus of layer n + 1 of 10,000 psi and using the 8-inch subbase course curve, the modulus of the subbase (layer n) is found to be 18,500 psi. In order to determine the modulus value of the base course, the subbase course is now assumed to be layer n + 1 and the base course to be layer n. Entering figure B-l with a modulus value of layer n + 1 of 18,500 psi and using the 4-inch base course relationship, the modulus of the base course is found to be 36,000 psi.

b. If, in the first example, the design thickness of the subbase course had been 12 inches, it would have been necessary to divide this layer into two 6-inch-thick sublayers. Then, using the procedure described above for the second example, the modulus values determined for the lower and upper sublayers of the subbase course and for the base course are 17,500, 25,500, and 44,000 psi, respectively.

c. The relationships indicated in figure B-l can be expressed as follows for base course materials:

E n where

= E n+1

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E n = a layer in the pavement system n

= resilient modulus ( in psi) of layer n

E n+l

= the resilient modulus (in psi) of the layer beneath t = the thickness (in psi) of layer n

The relationship can be expressed as follows for subbase course materials:

E n

= E n+1

(1 + 7.18 log t - 1.56 log E n+1 log t)

B-l

TM5822-13/AFJMAN 32-1018

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TM 5-822-13/AFJMAN 32-1018

APPENDIX C

PROCEDURES FOR DETERMINING THE FATIGUE LIFE OF BITUMINOUS CONCRETE

C-l. laboratory Test Method.

a. General. A laboratory procedure for determining the fatigue life of bituminous concrete paving mixtures containing aggregate with maximum sizes up to 1½ inches is described in this appendix. The fatigue life of a simply supported beam specimen subjected to third-point loadings applied during controlled stress-mode flexural fatigue tests is determined.

b. Definitions. The following symbols are used in the description of this procedure:

(1) = initial extreme fiber strain (tensile and compressive), inches per inch.

(2) N f

= fatigue life of specimen, number of load repetitions to fracture.

Extreme fiber strain of simply supported beam specimens subjected to third-point loadings, which produces uniaxial bending stresses, is calculated from

=

12td

(3L

2

- 4a

2

)

where t = specimen depth, inches d = dynamic deflection of beam center, inches

L = reaction span length, inches a = L/3, inches

c. Test equipment.

(1) The repeated flexure apparatus is shown in figure C-l. It accommodates beam specimens 15 inches long with widths and depths not exceeding 3 inches. A 3,000-pound-capacity electrohydraulic testing machine capable of applying repeated tension-compression loads in the form of haversine waves for 0.1-second durations with 0.4-second rest periods is used for flexural fatigue tests. Any dynamic testing machine or pneumatic pressure system with similar loading capabilities is also suitable. Third-point loading, i.e., loads applied at distances of L/3 from the reaction points, produces an approximately constant bending moment over the center 4 inches of a 15 inch-long beam specimen with widths and depths not exceeding 3 inches. A sufficient load, approximately 10 percent of the load deflecting the beam upward, is applied in the opposite direction, forcing the beam to return to its original horizontal position and holding it at that position during the rest period. Adjustable stop nuts installed on the flexure apparatus loading rod present the beam from bending below the initial horizontal position during the rest period.

(2) The dynamic deflection of the beam’s center is measured with a Linear Variable Differential Transformer (LVDT). An LVDT that has been found suitable for this purpose is the Sheavitz type 100 M-L. The LVDT core is attached to a nut bonded with epoxy cement to the center of the specimen. Outputs of the LVDT and the

INACTIVE controlling temperatures within ± ½ degree F. A Missimer’s model 100 x 500 carbon dioxide plug-in temperature conditioner has been found to provide suitable temperature control.

d. Specimen preparation. Beam specimens 15 inches long with 3½-inch depths and 3¼-inch widths are prepared according to ASTM D 3202. If there is undue movement of the mixture under the compactor foot during beam compaction, the temperature, foot pressure, and number of tamping blows should be reduced. Similar modifications to compaction procedures should be made if specimens with less density are desired. A diamondblade masonry saw is used to cut 3-inch or slightly less deep by 3-inch or slightly less wide test specimens from the 15-inch-long beams. Specimens with suitable dimensions can also be cut from pavement samples. The widths and depths of the specimens are measured to the nearest 0.01 inch at the center and at 2 inches from both sides of the center. Mean values are determined and used for subsequent calculations.

e. Test procedures.

(1) Repeated flexure apparatus loading clamps are adjusted to the same level as the reaction clamps. The specimen is clamped in the fixture using a jig to position the centers of the two loading clamps 2 inches from the

C-l

TM 5-822-13/AFJMAN 32-1018

C-2

Figure C-l. Repeated Flexure Apparatus.

beam center and to position the centers of the two reactions clamps 6½ inches from the beam center. Double layers of Teflon sheets are placed between the specimen and the loading clamps to reduce friction and longitudinal restraint caused by the clamps.

(2) After the beam has reached the desired test temperature, repeated loads are applied. Duration of a load repetition is 0.1 second with 0.4-second rest periods between loads. The applied load should be that which produces an extreme fiber stress level suitable for flexural fatigue tests. For fatigue tests on typical bituminous concrete paving mixtures, the following ranges of extreme fiber stress levels are suggested:

Temperature, degrees F.

Stress Level Range, psi

55

70

85

150 to 450

75 to 300

35 to 200

The beam center point deflection and applied dynamic load are measured immediately after 200 load repetitions for calculation of extreme fiber strain The test is continued at the constant stress level until the specimen

INACTIVE stress levels for flexural fatigue tests at any temperature should not exceed that which causes specimen fracture before at least 1,000 load repetitions are applied.

(3) A set of 8 to 12 fatigue tests should be run for each temperature to adequately describe the relationship between extreme fiber strain and the number of load repetitions to fracture. The extreme fiber stress should be varied such that the resulting number of load repetitions to fracture ranges from 1,000 to 1,000,000.

f. Report and presentation of results. The report of flexural fatigue test results should include the following:

(1) Density of test specimens.

(2) Number of load repetitions to fracture, N,.

(3) Specimen temperature.

(4) Extreme fiber stress,

The flexural fatigue relationship is plotted in figure C-2.

TM 5-822-13/AFJMAN 32-1018

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C-3

TM 5-822-13/AFJMAN 32-1018

C-2. Provisional Fatigue Data for Bituminous Concrete.

Use of the graph shown in figure C-3 to determine a limiting strain value for bituminous concrete involves first determining a value for the elastic modulus of the bituminous concrete. Using this value and the design pavement service life in terms of load repetitions, the limiting tensile strain in the bituminous concrete can be read from the ordinate of the graph.

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TM 5-822-13/AFJMAN 32-1018

APPENDIX D

COMPUTER AIDED SIGN FOR PAVEMENT DESIGN FOR ROADS, STREETS, AND

OPEN STORAGE AREAS, ELASTIC LAYERED METHODS

C o m p u t e r a i d e d p r o g r a m s f o r P a v e m e n t D e s i g n f o r R o a d s , S t r e e t s a n d

Open Storage Areas, Elastic Layered Methods, LEDROADS Version 1.0 are located in the tools area on CCB.

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D-1

The proponent agency of this publication is the Office of the Chief of Engineers,

United States Army. Users are invited to send comments and suggested improvements on DA Form 2028 (Recommended Changes to Publications and

Blank Forms) to HQUSACE (CEMP-ET), WASH, DC 20314-1000.

By Order of the Secretaries of the Army and the Air Force:

GORDON R. SULLIVAN

General, United States Army

Chief of Staff

Official:

OFFICIAL

MILTON H. HAMILTON

Administrative Assistant to

The Secretary of the Army

JAMES E. M

C

CARTHY, Maj General, USAF

The Civil Engineer

Distribution:

Army: To be distributed in accordance with DA Form 12-34-E, block 4559 requirements for TM 5-822-13.

Air Force: F

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