Joe Tank Road _ Pavement Report_Final.pdf

FHWA CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FINAL PAVEMENT DESIGN SUMMARY

JOE TANK ROAD, AZ FLAP FR136 (1)

JUNE 06, 2023

CONFIDENTIAL

Please be advised that, effective September 21, 2022, Wood Environment & Infrastructure Solutions, Inc. was acquired by WSP. Due to the acquisition, we have changed our name to WSP USA Environment & Infrastructure Inc. No other aspects of our legal entity or capabilities have changed for this report, including our Federal Tax ID which remains 91-1641772. Correspondence for this report should continue to be addressed to the undersigned.

FINAL PAVEMENT

DESIGN SUMMARY

JOE TANK ROAD, AZ

FLAP FR136 (1)

FHWA CENTRAL FEDERAL LANDS

HIGHWAY DIVISION

FINAL (VERSION)

CONFIDENTIAL

PROJECT NO.: 32782202.11

DATE: JUNE 06, 2023

WSP USA ENVIRONMENT & INFRASTRUCTURE INC.

4600 EAST WASHINGTON STREET, SUITE 600

PHOENIX, ARIZONA 85034-1917

T: +1 602-733-6000

WSP.COM

WSP USA Environment & Infrastructure Inc.

4600 East Washington Street, Suite 600 Phoenix, Arizona 85034-1917

T: +1 602-733-6000 wsp.com

June 06, 2023

Confidential

FHWA Central Federal Lands Highway Division 12300 W. Dakota Avenue Lakewood, CO 80228

Attention: Mr. Dustin Robbins

Dear Mr. Robbins:

Subject: Final Pavement Design Summary Joe Tank Road

AZ FLAP FR136 (1)

Show Low, Arizona

WSP USA Environment & Infrastructure Inc. (WSP), formerly Wood Environment & Infrastructure Solutions, Inc., has completed a Final Pavement Design Summary in support of the improvements for Joe Tank Road for approximately 0.6 miles from State Route 260 to Apache-Sitgreaves National Forest Land Los Caballos Trailhead in Show Low, Arizona. This work was performed in general accordance with our Scope of Work for Geotechnical, dated September 2, 2021.

This report presents a project description, a discussion of roadway subgrade conditions, and recommended flexible pavement structure thicknesses.

We at WSP are committed to providing quality engineering services combined with client satisfaction to achieve a continuing relationship with our clients. We appreciate the opportunity to provide these services for you.

Respectfully submitted, Rachelle Mason, PE Senior Geotechnical Engineer

Mark Hartig, PE Senior Geotechnical Engineer c: Addressee (PDF)

G:\Geotechnical\2021 Projects\32782202 Joe Tank Road\04 Engtech\06_Report\Report\Joe Tank Road _ Pavement Report_Final.Docx p yy

Rachelle Masonnnnnnnnnnnnnnnnnnnnnnnnnnn, PE

Final Pavement Design Summary Project No. 32782202.11 FHWA Central Federal Lands Highway Division

WSP

June 2023

Page i

TABLE OF

CONTENTS

1 INTRODUCTION

2 PROJECT DESCRIPTION

3 PAVEMENT SUBGRADE

CHARACTERIZATION

3.1 Site Conditions

3.2 Geological Setting

3.3 Geotechnical Profile

3.3.1 Existing Pavement Thickness

3.3.2 Roadway Subgrade

3.4 Soil Support

4 PAVEMENT DESIGN

4.1 Design Parameters

4.1.1 ESALs Determination

4.1.1.1 Traffic Data

4.1.1.2 Truck Traffic Percentage

4.1.1.3 Growth Rate

4.1.1.4 Directional Distribution

4.1.1.5 Lane Distribution Factor

4.1.1.6 ESAL Calculations

4.1.2 Combined Standard Error and Level of Reliability

4.1.3 Serviceability Index

4.1.4 Seasonal Variation Factor

4.1.5 Resilient Modulus and Modulus of Subgrade Reaction

4.1.6 Drainage Coefficient

4.1.7 Construction Control R-Value

4.2 Flexible Pavement Design

4.2.1 Structural Number

4.2.2 Structural Coefficients

4.2.3 Pavement Sections

5 MATERIAL SOURCES

BIBLIOGRAPHY

FHWA Central Federal Lands Highway Division

WSP

June 2023

Page ii

TABLES

TABLE 3.1 SUMMARY OF EXISTING

PAVEMENT THICKNESSES

TABLE 3.2 SUMMARY OF R-VALUES

TABLE 4.1 PAVEMENT STRUCTURAL

COEFFICIENTS

TABLE 4.2 SUMMARY OF RECOMMENDED

PAVEMENT DESIGNS

FIGURES

FIGURE 1 SITE PLAN SHOWING TEST PIT

LOCATIONS

APPENDICES

A FIELD INVESTIGATION LOGS

B LABORATORY DATA

C PHOTOGRAPH LOG

D ESALS AND PAVEMENT DESIGN CALCULATIONS

FHWA Central Federal Lands Highway Division

WSP

June 2023

1 INTRODUCTION

Presented herein are the results of the pavement design analysis completed in support of the planned improvements for Joe Tank Road in Show Low, Arizona. The project is identified as FHWA Project AZ FLAP FR136 (1). The scope of services was performed in general accordance with our Scope of Work for Geotechnical, dated September 2, 2021. Evaluations of the geotechnical conditions beneath the planned roadways were performed to support the design of the planned pavement structures. This report presents a summary of the geotechnical profile and subgrade conditions encountered along the alignment.

FHWA Central Federal Lands Highway Division

WSP

June 2023

2 PROJECT DESCRIPTION

The purpose of this project is to improve Joe Tank Road stemming from the significant deterioration of the roadway surface and safety concerns for visitors of the National Forest lands. The improvements are intended to provide a wider roadway bench and paved shoulders. It is anticipated that the improvements will consist of the removal or pulverization of the existing chip seal surface and base material and the construction of a new asphalt surface. The project improvements will provide a new paved surface, ditch construction or reconditioning to improve drainage, extending, or replacing culverts, the replacement of a cattle guard, and the installation of new street signage. The existing roadway bench width of approximately 20 feet is proposed to be widened to 28 feet, allowing for paved shoulders and ribbon curb on both sides of Joe Tank Road.

FHWA Central Federal Lands Highway Division

WSP

June 2023

3 PAVEMENT SUBGRADE

CHARACTERIZATION

3.1 SITE CONDITIONS

Joe Tank Road currently consists of approximately 1 inch of chip seal over 5 to 6 inches of asphalt millings. It is one-lane in each direction roadway within the project limits. The existing roadway appears to be in poor condition with considerable alligator, block, edge, longitudinal, and transverse cracking; as well as raveling and potholes in numerous areas. The area is mountainous, and the existing roadway does not include curbs. The eastern portion of Joe Tank Road is bounded by the AZ 260 on the east and residential lots of varying sizes to the south. The northern and western portions of Joe Tank Road are bounded by residential lots and undeveloped land.

3.2 GEOLOGICAL SETTING

The project site is located in Navajo County, Arizona in the northwest portion of the City of Show Low. The site is located in an area with recreational and residential use that gives access to National Forest lands. This area lies within the Colorado Plateau physiographic province, which is divided into six sub-provinces, the Navajo, Grand Canyon, Canyon Lands, High Plateau, Uinta Basin, and Datil. The Colorado Plateau province is a large stable area of mostly undeformed structurally uplifted continental crust. This area is characterized by gentle to steep uplifts, board plateaus, buttes, mesas, river gorges, and deeply incised canyons that expose the flat lying sedimentary rock sequences ranging from Precambrian to the Tertiary and lava flows deposited during Quaternary and Tertiary.

The site is located within the White Mountains near the Fools Hollow Recreational area located approximately

1.0 mile to the east. Published geologic mapping indicates that the surficial geologic unit at the project site consists of Cretaceous sedimentary rocks (Richard., et al 2000). This unit consists primarily of unconsolidated deposits associated with modern fluvial systems. This unit consists primarily of sandstone and shale deposited in beach, river delta, and shallow sea settings.

3.3 GEOTECHNICAL PROFILE

3.3.1 EXISTING PAVEMENT THICKNESS

WSP determined the existing pavement section thicknesses at test pit locations TP-01, TP-02, and TP-03 by performing measurements during the field investigation. Measured pavement section thicknesses are provided in Table 3.1 and are presented on the test pit logs in Appendix A.

FHWA Central Federal Lands Highway Division

WSP

June 2023

Table 3.1 Summary of Existing Pavement Thicknesses

TEST PIT ID ROADWAY

CHIP SEAL

(INCHES)

AC MILLINGS

(INCHES)

TOTAL THICKNESS

(INCHES)

TP-01 Joe Tank Road 1 5 6

TP-02 Joe Tank Road 1 5 6

TP-03 Joe Tank Road 1 6 7

3.3.2 ROADWAY SUBGRADE

Near surface subgrade soils encountered within the test pits to depths of 5 feet consisted of moist clayey sands (SC) with variable amounts of gravels and plasticity indices ranging from low to high. Thin layers of sand (SP) and silty sands (SM) were also encountered. A summary of the test results along with descriptions of the test procedures and individual test worksheets are presented in Appendix B. Test pit locations are shown on Figure

1. Photographs taken during the field investigation are presented in Appendix C. Logs of the completed test pits are presented in Appendix A.

The site soils along the project alignment have been identified as poor subgrade. These soils will require subgrade improvement such as over-excavation and replacement or incorporation of geotextiles such as geogrid. As requested by the City of Show Low, the following pavement design analysis incorporates geogrid at the subgrade surface in lieu of over-excavation and replacement.

3.4 SOIL SUPPORT

Recommended design and construction control R-values were developed based on the results of laboratory testing on the subgrade soils and procedures presented in the ADOT PDM (ADOT 2017). Soil samples used to evaluate the pavement subgrade were obtained from within 5 feet or less of the proposed finished grade and are representative of the materials that will form the final roadway subgrade.

Table 3.2 presents the results of correlated R-values determined using Table 2-3 in the ADOT PDM and laboratory R-value tests determined in accordance with ASTM D2844. The design procedure outlined in the ADOT PDM for determining the design R-value resulted in a calculated design R-value of 18. However, WSP recommends using a design R-value of 28 which includes stabilization of the subgrade using geogrid.

FHWA Central Federal Lands Highway Division

WSP

June 2023

Table 3.2 Summary of R-values

TEST PIT

ID

SAMPLE

DEPTH

(FEET)

USCS

GROUP

SYMBOL

PLASTICITY

INDEX

PERCENT

FINES

TESTED

R-VALUE

CORRELATED

TESTED

R-VALUE

CORRELATED

R-VALUE

TP-01 0.5-5.0 SC 12 34 --- 25 39

TP-02 0.5-5.0 SC 36 48 8 --- 13

TP-03 0.5-5.0 SC 20 41 --- 16 26

Count 3 3

Average 16 26

Standard Deviation 8.5 13.3

Adjusted Average 16.3 20.7

Rmean 18

Design R Value for Geogrid Reinforced Subgrade 281

Seasonal Variation Factor 3.4

MR (psi) 7,995

Notes:

1 ADOT PDM states Geogrid should be used when soils have an R-value between 10 and 19. For purpose of design, the Mean R-value should be increased by 10 when a geogrid is used.

FHWA Central Federal Lands Highway Division

WSP

June 2023

4 PAVEMENT DESIGN

The flexible pavement design presented in the following sections was completed in accordance with the methods presented in the ADOT PDM (ADOT 2017) and current ADOT guidance and procedures. WSP evaluated the available traffic data to determine the appropriate equivalent single-axle loads (ESALs) to be used in the pavement design for Joe Tank Road. The following sections provide the information regarding the development of the design ESALs.

4.1 DESIGN PARAMETERS

4.1.1 ESALS DETERMINATION

4.1.1.1 TRAFFIC DATA

Average Daily Traffic (ADT) count was provided by the City of Show Low in the Arizona Federal Lands Access Program Project Application Packet for AZ FLAP FR136 (1) and correspondence with the design team. The traffic data for the current segment had a reported volume of 250 vehicles. It has been noted that during the winter months about half of the vehicles were Forest Service dump trucks and during the summer an increase of passenger vehicles. Design assumptions and resulting equivalent single-axle loads (ESALs) utilized for pavement design were per the 1993 AASHTO design approach and ADOT PDM.

4.1.1.2 TRUCK TRAFFIC PERCENTAGE

A truck traffic percentage of 10% was utilized for the pavement design.

4.1.1.3 GROWTH RATE

A yearly growth rate of 4% was utilized for the pavement design.

4.1.1.4 DIRECTIONAL DISTRIBUTION

A directional distribution of 50 percent was used based on the assumption of equal traffic flow on both sides of the roadway.

4.1.1.5 LANE DISTRIBUTION FACTOR

Table A-2 of the ADOT PDM (ADOT 2017) provides lane distribution factors based on the construction type and the number of lanes in the design direction. A lane distribution factor of 1.0 was used since the construction type is reconstruction and the number of lanes is 1 in the design direction.

4.1.1.6 ESAL CALCULATIONS

The previous parameters were used to calculate ESALs for the project. A design life of 20 years was utilized. The ESALs for the flexible pavement design are presented in Appendix D. The calculated design ESALs for the project is 328,026.

4.1.2 COMBINED STANDARD ERROR AND LEVEL OF RELIABILITY

A combined standard error of 0.45 was used for flexible pavement in accordance with current ADOT PDM (ADOT 2017).

Based on Table 2-1 “Reliability and ZR Values,” in the ADOT PDM (ADOT 2017), a level of reliability and standard normal deviate ZR were determined as a function of the roadway classification. A level of reliability of 75 percent was selected for design, requiring that a standard normal deviate (ZR) value of -0.674 be used for design.

FHWA Central Federal Lands Highway Division

WSP

June 2023

4.1.3 SERVICEABILITY INDEX

Initial and terminal serviceability index values for the roadways were selected using the criteria in Table 2-2 of the ADOT PDM (ADOT 2017). A change in serviceability (psi) of 1.6 was assigned.

4.1.4 SEASONAL VARIATION FACTOR

A seasonal variation factor of 3.4 was obtained from Table 2-4 of the ADOT PDM (ADOT 2017) for Show Low, Arizona.

4.1.5 RESILIENT MODULUS AND MODULUS OF SUBGRADE REACTION

As discussed in Section 3.4, a design R-value of 28 was selected. Based on the formula for resilient modulus (MR) in the ADOT PDM (ADOT 2017), using the selected design R-value and a seasonal variation factor of 3.4, an MR of 7,995 psi was calculated.

4.1.6 DRAINAGE COEFFICIENT

A drainage coefficient of 0.84 was assigned, in accordance with Table 2-7 of the ADOT PDM (ADOT 2017), based on a seasonal variation factor of 3.4 for the project area and fair drainage conditions associated with typical aggregate base.

4.1.7 CONSTRUCTION CONTROL R-VALUE

Construction control R-value of 30 is recommended. Materials with a correlated R-value below 30 should not be accepted for use within 3 feet of finished subgrade elevation.

4.2 FLEXIBLE PAVEMENT DESIGN

WSP recommends a pavement section consisting of AC over aggregate base (AB) with a geogrid stabilized subgrade to provide the required thickness to meet the pavement structural requirements.

4.2.1 STRUCTURAL NUMBER

The required structural number (SN) for the planned roadway were calculated using the design parameters presented in Section 4.1. The required SN is 2.55.

4.2.2 STRUCTURAL COEFFICIENTS

The structural coefficients in Table 4.1 were utilized for flexible pavement design as outlined in the ADOT PDM

(ADOT 2017):

FHWA Central Federal Lands Highway Division

WSP

June 2023

Table 4.1 Pavement Structural Coefficients

PAVEMENT

COMPONENT

STRUCTURAL

COEFFICIENT

Asphaltic Concrete 0.44

Aggregate Base 0.14

A drainage coefficient of 0.84, as discussed in Section 4.1.6, was applied to the aggregate base structural coefficient listed above to calculate section thicknesses.

4.2.3 PAVEMENT SECTIONS

The required structural components for the AC pavement were determined to meet the required structural number of 2.55. The recommended pavement section is 3.5 inches of AC over 9 inches of AB, which has a calculated structural number of 2.60. During discussions with the City of Show Low, it was requested to have geogrid improved subgrade due to the expansive nature of the native soils. Design calculations are presented in Appendix D. The recommended flexible pavement sections are summarized in Table 4.2.

Table 4.2 Summary of Recommended Pavement Designs

ROADWAY LIMITS

DESIGN

ESALS

MINIMUM

REQUIRED

SN1

AC2

THICKNESS

(INCHES)

AB3

THICKNESS

(INCHES)

CALCULATED

SN1

Joe Tank Road

State Route 260 to Apache-Sitgreaves

National Forest Land Los Caballos Trailhead

328,026 2.55 3.5 9 2.60

1 SN = Structural Number 2 AC = asphaltic concrete 3 AB = Aggregate Base

FHWA Central Federal Lands Highway Division

WSP

June 2023

5 MATERIAL SOURCES

Suppliers for asphaltic concrete and aggregate base are local to the Show Low, Arizona area.

FHWA Central Federal Lands Highway Division

WSP

June 2023

BIBLIOGRAPHY

— AASHTO Guide for Design of Pavement Structures, 1993. American Association of State Highway and

Transportation Officials. Washington, D.C.

— Arizona Department of Transportation (ADOT), 2021. Standard Specifications for Road and Bridge Construction. Phoenix, Arizona: ADOT, Highways Division.

— Arizona Department of Transportation (ADOT) 2017. Pavement Design Manual, Roadway Engineering Group, Pavement Design Section. September 29.

— Arizona Federal Lands Access Program 2020. Project Application Packet Information – AZ FLAP FR136 (1).

May 4.

— Richard, S.M., Reynolds, S.J., Spencer, J.E., and Pearthree, P.A., 2000, Geologic Map of Arizona: Arizona Geological Survey Map 35, 1 sheet, scale 1:1,000,000.

FIGURE

W Tatanka

Loop

136B

N B is on

C t

Bison Ct

W Bison Ln

W C overed W agon Trl

N C lark R d

W Ta ta nk a Loop

N C ov er

W ag on Lo op

W Tatanka Dr

136A

N Cottage Trl

W Cottage Loop

W Stagecoach Trl

N B is on

Ridg e Trl

N Mustang Run

Joe Tank Rd

TP1

TP2

TP3

P at h:

X

:\P ro je ct s\

P ro je ct s\

J oe

T an k R oa d\

M X

D \J oe T an k

R oa d.

ap rx

0 300100 200

Feet

P at h:

X

:\P ro je ct s\

P ro je ct s\

J oe

T an k R oa d\

M X

D \J oe T an k

R oa d.

ap rx

Legend

0 Test Pit Location

FIGURE

Job No.

PM:

Date:

Scale:

Joe Tank Road Show Low, Arizona

Exploration Plan The map shown here has been created with all due and reasonable care and is strictly for use with WSP USA Environment & Infrastructure Inc. Project Number 32782202.

This map has not been certified by a licensed land surveyor, and any third party use of this map comes without warranties of any kind. WSP USA Environment & Infrastructure Inc. assumes no liability, direct or indirect, whatsoever for any such third party or unintended use.

32782202

JH

2/8/2022 1" = 300 feet

£¤60

Show Low

Site Location

Site Vicinity

APPENDIX

A FIELD

INVESTIGATION

LOGS

TERMINOLOGY USED TO DESCRIBE THE RELATIVE DENSITY,

CONSISTENCY OR FIRMNESS OF SOILS

The terminology used on the boring logs to describe the relative density, consistency or firmness of soils relative to the standard penetration resistance is presented below. The standard penetration resistance (N) in blows per foot is obtained by the ASTM D1586 procedure using 2" O.D., 1 3/8" I.D. samplers. When a modified California sampler is used (ASTM D3550), an approximate N-value is obtained by multiplying by two-thirds.

1. Relative Density. Terms for description of relative density of cohesionless, uncemented sands and sand-gravel mixtures.

N Relative Density

0-4 Very loose 5-10 Loose

11-30 Medium dense 31-50 Dense 50+ Very dense

2. Relative Consistency. Terms for description of clays which are saturated or near saturation.

N Relative Consistency Remarks

0-2 Very soft Easily penetrated several inches with fist.

3-4 Soft Easily penetrated several inches with thumb.

5-8 Medium stiff Can be penetrated several inches with thumb with moderate effort.

9-15 Stiff Readily indented with thumb, but penetrated only with great effort.

16-30 Very stiff Readily indented with thumbnail.

30+ Hard Indented only with difficulty by thumbnail.

3. Relative Firmness. Terms for description of partially saturated and/or cemented soils that commonly occur in the Southwest including clays, cemented granular materials, silts and silty and clayey granular soils.

N Relative Firmness

0-4 Very soft 5-8 Soft 9-15 Moderately firm

16-30 Firm 31-50 Very firm 50+ Hard

TERMINOLOGY USED TO DESCRIBE CEMENTATION

Uncemented No reaction to HCI, or easily broken with finger pressure

Weakly Reacts with HCI, and some calcium carbonate filaments, and possibly nodules, and crumbles with moderate finger pressure and N>15

Moderately Reacts strongly with HCI, and filaments continuous throughout, and nodules present, and sample is white/gray, and considerable finger pressure required to break soil into chunks, and blowcount for 3rd interval >30

Strongly Reacts strongly with HCI, filaments continuous and almost indistinguishable, nodules are larger, and sample is white, and will not crumble with firm finger pressure, and refusal blowcounts (blowcount >50 for 6-inch interval)

FIELD INVESTIGATION EQUIPMENT AND PROCEDURES

Description of Subsurface Exploration Methods

Test Pit Excavation – Excavation through subsurface materials is performed with either a backhoe or trackhoe with a steel bucket. Metal teeth are normally used on the bucket so they can penetrate soft rock or strongly cemented soils. Caterpillar, John Deere and Komatsu are trade names of different brands. A truck-mounted backhoe or track-mounted excavator is used to excavate the test pit. The maximum digging depth varies depending on type but typically ranges from 10 to 30 feet. Refusal to penetration of the bucket typically occurs when cemented soils, boulders or harder bedrock are encountered. Samples, as described in Sampling Procedures, are taken as needed, with the sampling interval and type being indicated on the test pit logs. The make and model of the backhoe or trackhoe and bucket width are indicated on the test pit log.

Test Pit Records

Field operations are directed by our field engineer or geologist who examines soil recovery and prepares the boring logs. Soils are visually classified in general accordance with the Description and Identification of Soils (Visual-Manual Procedure) (ASTM D2488), the Unified Soil Classification System (ASTM D2487) and Wood procedures, with appropriate group symbols being shown on the boring logs.

CHIP SEAL, 1-inch thick ASPHALT MILLINGS, 5-inch thick SAND, occasional fine to coarse angular gravel, predominantly fine to coarse angular sand, nonplastic, reddish brown SILTY SAND, rare rounded to subrounded cobble, occasional fine to coarse angular to subangular gravel, predominantly fine to medium subangular sand, nonplastic to low plasticity, light brown, organics CLAYEY SAND, rare rounded to subrounded cobble, trace fine to coarse angular to subangular gravel, predominantly fine sand, weakly cemented, low plasticity, brown to light reddish brown, occasional cemented filaments and nodules, black filaments, and organics Bucket stopped at 5 feet Backfilled with cuttings and topped with asphalt millings moist moist moist

SP

SM

SC8.3

A

PROJECT LOCATION:PROJECT:

OPERATOR:

VISUAL CLASSIFICATION

LOGGED BY:

32782202

Joe Tank Road

Neundorff, J.

Airwood, T.

City of Show Low

CAT420F2

02-17-22

02-17-22 ---

PROJECT FEATURE:

EXCAVATOR: COORDINATE SYS:

D ep th in

F ee t

REMARKS

Joe Tank Road

S am pl e

OPERATOR FIRM:

G ra ph ic al Lo g

S am pl e

T yp e

U ni fie d

S oi l C la ss ifi ca tio n

E le va tio n in

F ee t

D ry

D en si ty lb s.

p er

C ub ic ft

M oi st ur e C on te nt P er ce nt o f D ry W ei gh t

BUCKET WIDTH:

SURFACE ELEV. (FT):

STATION/OFFSET:

REFERENCE:

Show Low, AZ

Latitude/Longitude

34.26227º N, 110.09946º W

24"

VERTICAL DATUM:

COORDINATES:

COMPLETION DATE:

START DATE:

COMPLETION TIME:

START TIME: 0901

WOOD PROJECT #:

VisualMETHOD

SAMPLE TYPEDEPTH(ft) HOUR ---None ---

GROUNDWATER

DATE

A - Excavation Spoils S - 2" O.D. 1.38" I.D. tube sample U - 3" O.D. 2.42" I.D. tube sample T - Thin Walled Shelby tube sample NR - No Recovery

TEST PIT I.D.: TP-1

11Page of

WSP USA Environment & Infrastructure Inc.

Phoenix, Arizona 85034

CLAYEY SAND, rare rounded to subrounded cobble, occasional fine to coarse rounded to subrounded gravel, predominantly fine sand, low plasticity, brown, organics SAND, occasional fine to coarse rounded to subrounded gravel, predominantly fine to medium subrounded sand, nonplastic, reddish brown, organics CLAYEY SAND, rare rounded to subrounded cobble, occasional fine to coarse rounded to subrounded gravel, predominantly fine sand, high plasticity, brown Bucket stopped at 5 feet Backfilled with cuttings and topped with asphalt millings moist moist moist

SC

SP

SC19.3

A

PROJECT LOCATION:PROJECT:

OPERATOR:

VISUAL CLASSIFICATION

LOGGED BY:

32782202

Joe Tank Road

Neundorff, J.

Airwood, T.

City of Show Low

CAT420F2

02-17-22

02-17-22 ---

PROJECT FEATURE:

EXCAVATOR: COORDINATE SYS:

D ep th in

F ee t

REMARKS

Joe Tank Road

S am pl e

OPERATOR FIRM:

G ra ph ic al Lo g

S am pl e

T yp e

U ni fie d

S oi l C la ss ifi ca tio n

E le va tio n in

F ee t

D ry

D en si ty lb s.

p er

C ub ic ft

M oi st ur e C on te nt P er ce nt o f D ry W ei gh t

BUCKET WIDTH:

SURFACE ELEV. (FT):

STATION/OFFSET:

REFERENCE:

Show Low, AZ

Latitude/Longitude

34.26578º N, 110.09666º W

24"

VERTICAL DATUM:

COORDINATES:

COMPLETION DATE:

START DATE:

COMPLETION TIME:

START TIME: 0950

WOOD PROJECT #:

VisualMETHOD

SAMPLE TYPEDEPTH(ft) HOUR ---None ---

GROUNDWATER

DATE

A - Excavation Spoils S - 2" O.D. 1.38" I.D. tube sample U - 3" O.D. 2.42" I.D. tube sample T - Thin Walled Shelby tube sample NR - No Recovery

TEST PIT I.D.: TP-2

11Page of

WSP USA Environment & Infrastructure Inc.

SILTY SAND, rare rounded to subrounded cobble, trace fine to coarse rounded to subrounded gravel, predominantly fine sand, non plastic, dark brown CLAYEY SAND, rare rounded to subrounded cobble, some fine to coarse rounded to subrounded gravel, predominantly fine sand, medium plasticity, reddish brown

Bucket stopped at 5 feet Backfilled with cuttings and topped with asphalt millings moist moist

SM

SC15.1

A

PROJECT LOCATION:PROJECT:

OPERATOR:

VISUAL CLASSIFICATION

LOGGED BY:

32782202

Joe Tank Road

Neundorff, J.

Airwood, T.

City of Show Low

CAT420F2

02-17-22

02-17-22 ---

PROJECT FEATURE:

EXCAVATOR: COORDINATE SYS:

D ep th in

F ee t

REMARKS

Joe Tank Road

S am pl e

OPERATOR FIRM:

G ra ph ic al Lo g

S am pl e

T yp e

U ni fie d

S oi l C la ss ifi ca tio n

E le va tio n in

F ee t

D ry

D en si ty lb s.

p er

C ub ic ft

M oi st ur e C on te nt P er ce nt o f D ry W ei gh t

BUCKET WIDTH:

SURFACE ELEV. (FT):

STATION/OFFSET:

REFERENCE:

Show Low, AZ

Latitude/Longitude

34.26769º N, 110.09400º W

24"

VERTICAL DATUM:

COORDINATES:

COMPLETION DATE:

START DATE:

COMPLETION TIME:

START TIME: 1033

WOOD PROJECT #:

VisualMETHOD

SAMPLE TYPEDEPTH(ft) HOUR ---None ---

GROUNDWATER

DATE

A - Excavation Spoils S - 2" O.D. 1.38" I.D. tube sample U - 3" O.D. 2.42" I.D. tube sample T - Thin Walled Shelby tube sample NR - No Recovery

TEST PIT I.D.: TP-3

11Page of

WSP USA Environment & Infrastructure Inc.

B LABORATORY

DATA

Pavement Report Joe Tank Road

AZ FLAP FR136 (1)

Show Low, Arizona

Begin End

TP-01 0.5 5.0 SC 34 27 12 8.3 13.6 115.2 2.4 7.8 1,721 6 34

TP-02 0.5 5.0 SC 48 56 36 19.3 24.5 93.2 7.2 8 8.3 757 13 35

TP-03 0.5 5.0 SC 41 35 20 15.1 16.3 107.7 4 8.4 1,515 5 9

Average 41 39 23 14 --- 18 105 5 8 8 1331 8 26 --- --- Standard Deviation 5.7 12.2 10.0 4.5 --- 4.6 9.1 2.0 0.0 0.3 414.5 3.6 12.0 --- ---

Maximum 48 56 36 19 --- 25 115 7 8 8 1721 13 35 --- --- Minimum 34 27 12 8 --- 14 93 2 8 8 757 5 9 --- ---

Count 3 3 3 3 0 3 3 3 1 3 3 3 3 0 0 Notes:

1 - pcf = pounds / cubic feet 2 - Performed at 95% max dry density and -2% optimum moisture content 3 - Ohm-cm = Ohm Centimeters 4 - ppm = parts / million

Bo rin g N um be r

D ep th (f t)

U

SC

S/ G ro up

S ym bo l

(A

ST

M D

Pe rc en t F in es

(m in us

(A

ST

M C

7/

C1

Li qu id L im it

(A

ST

M D

Pl as tic ity

In de x (A

ST

M

D

M oi st ur e Co nt en t (

(A

ST

M

D

In -P la ce

D ry en si ty (p cf )1

(A

ST

M D

O pt im um

M oi st ur e Co nt en t (

(A

ST

M

D

8)

Table B-1: Summary of Laboratory Test Results

Su lfa te s

(p pm

)4

(A Z

3b

Ch lo rid es s

(p pm

)4

(A Z

6b

C on so lid at io n Te st

Pe rf or m ed (A

ST

M

D

D ire ct S he ar

Te st P er fo rm ed

(A

ST

M

D

M ax im um ry en si ty (p cf )1

(A

ST

M D

8)

O ne

-D im en si on al

Sw el l (

)2

(A

ST

M D

R- Va lu e

(A

ST

M D pH (A

Z

6d

M in im um

R es is tiv ity (O hm -c m )3

(A Z

6d

Project No. 32782202.11 1 of 1

LABORATORY TESTING PROCEDURES

Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates (ASTM C136) or Standard Test Method for Particle-Size Analysis of Soils (ASTM D422) or Sieving of Coarse and Fine Graded Soils and Aggregates (AZ 201)

A particle-size analysis indicates the range of soil particle diameters included in a particular sample.

The distribution of particle sizes larger than 75 μm (retained on the No. 200 sieve) is determined by sieving, while the distribution of particle sizes smaller than 75 μm is determined by a sedimentation process, using a hydrometer to secure the necessary data. Unless otherwise stated the sedimentation process using a hydrometer was not performed. The particle-size analysis is utilized to aid in soil classification.

Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (ASTM D4318) or Determining the Plastic Limit and Plasticity Index of Soils (AASHTO T 90)

The liquid limit, plastic limit and plasticity index (Atterberg Limits) are used to characterize the fine-grained fractions of soils. The liquid limit is the water content, in percent, of a soil at the arbitrarily defined boundary between the semi-liquid and plastic states. The plastic limit is the water content, in percent, of a soil at the boundary between the plastic and semi-solid states. Samples may be prepared as wet or dry, unless otherwise stated the dry preparation method was utilized. Additionally, the test may be conducted using Method A, which is a multipoint test, or Method B, which is a one-point test.

Unless otherwise stated, Method B was utilized. The plasticity index and liquid limit are utilized to aid in soil classification. The liquid limit, plastic limit and plasticity index of soils are also used extensively, either individually or together, with other soil properties in establishing a correlation between soil behavior and its index properties.

Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass (ASTM D2216)

Water content determinations of soil, rock and similar materials by mass where the reduction in mass by drying is due to loss of water. For many materials, the water content is one of the most significant index properties used in establishing a correlation between soil behavior and its index properties.

Standard Test Methods for One-Dimensional Swell or Collapse of Soils (ASTM D4546)

These test methods cover two laboratory test methods for measuring the magnitude of one-dimensional wetting-induced swell or collapse of unsaturated soils and one method for measuring load-induced compression subsequent to wetting-induced deformation. Soil samples contained in a 1-inch high by 2.42-inch outside diameter thin-walled cylinder are placed in the consolidometer apparatus, subjected to appropriate surcharge loads and inundation. The loads are maintained until the expansion versus log of time curve indicates the completion of primary swell or consolidation. Additionally, the test may be conducted using Method A, which is a one-dimensional measure on a remolded specimen test, Method B, which is collected as a one-dimensional measure on an intact thin-walled cylinder test (also known as single-point wetting-after-loading test), or Method C, which is a procedure for measuring load-induced strains on wetting-induced remolded or intact sample (also known as loading-after-wetting test). The test method will be indicated on the laboratory sheet. The swell/collapse strains measured can be used to develop estimates of heave or settlement, swell pressure and free swell strain of a confined soil profile.

Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort

(ASTM D698)

This laboratory test generally consists of compacting soil at known moisture content into a cylindrical mold of either 4 or 6 inches using a compactive effort of controlled magnitude (12,400 ft-lbf/ft3). The soil is compacted into the mold in three equal layers, each receiving 25 or 56 blows, depending on method, from a standard weighted hammer (5.5 pounds) at a height of 12 inches. The test may be conducted using: Method A, which utilizes material passing the No. 4 sieve; Method B, which utilizes material passing the 3/8-inch sieve; or Method C, which utilizes material passing the 3/4-inch sieve. This process is then repeated for various moisture contents and the dry densities are determined for each. The graphical relationship of the dry density to moisture content is plotted to establish the compaction curve. The laboratory data sheet will indicate the method utilized. The test results are used to determine the maximum dry density from the peak point of the compaction curve and its corresponding moisture content, also known as the optimum water or moisture content.

Determining pH and Minimum Resistivity of Soils and Aggregates (AZ Test Method 236) pH and electrical resistivity values are obtained in the laboratory for remolded samples for the subsurface materials. pH readings are recorded with a pH meter of soil-distilled water mixture. Electrical resistivity samples are placed in a soil box at in situ moisture content. Resistivity is an intrinsic material property, which can be obtained with a resistance meter by measuring the electrical resistance across the sample of known cross-sectional area and thickness with a known electrical current flowing through it at a known voltage. The resistance readings should decrease for several readings before an increase is noted. The lowest resistance reading before an increase will be the reading used for calculating the minimum resistivity of the soil. The test results are typically used to evaluate the degradation potential of the on-site soils on steel.

Sulfate in Soils (AZ Test Method 733)

This test method determines sulfate content in soil by weight (also called water-soluble sulfate (SO4) in soil.) using a turbidmeter. The test results are used to evaluate the degradation potential of the on-site soils on concrete.

Chloride in Soils (AZ Test Method 736)

This test method determines chloride content (also called water-soluble chloride ion (CL-) in soil by a standard addition technique using a chloride electrode. The test results are typically used to evaluate the corrosion potential of the on-site soils on steel.

Standard Test Method for Resistance R-Value and Expansion Pressure of Compacted Soils (ASTM D2844)

This test method covers the procedure for testing both treated and untreated laboratory compacted soils or aggregates with the stabilometer and expansion pressure devices to obtain results indicative of performance when placed in the base, subbase or subgrade of a road subjected to traffic. The test procedure to determine the R-value requires the laboratory prepared samples to be fabricated near 100 percent saturation. The R-value is calculated from the ratio of the applied vertical pressure to the developed lateral pressure and is essentially a measure of the material’s resistance to plastic flow. The R-value graphs present test results as a plot of R-value versus exudation pressure.

PROJECT: Joe Tank Road JOB NO:

LOCATION: Show Low, AZ WORK ORDER NO: 1 MATERIAL: See Test Pit Logs DATE ASSIGNED:

Silt or Clay

Location & Depth USCS LL PI #200 #100 #50 #40 #30 #16 #10 #8 #4 1/4" 3/8" 1/2" 3/4" 1" 1 1/4" 1 1/2" 2" 3" 6" Lab # TP-01 (0.5-5.0') SC 27 12 34 63 75 79 81 84 86 87 91 92 95 96 98 99 100 100 100 100 100 22-1173-01 TP-02 (0.5-5.0') SC 56 36 48 68 82 86 89 92 94 94 96 96 97 98 99 99 99 100 100 100 100 22-1173-02 TP-03 (0.5-5.0') SC 35 20 41 58 65 68 70 74 76 77 81 83 87 89 93 95 96 98 99 100 100 22-1173-03

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

GROUP SYMBOL, USCS (ASTM D2487)

GRAVEL

Coarse

32-78-2202.11

PERCENT PASSING BY WEIGHT

SAND

FineCoarseMedium Fine

COBBLES

2/22/22

MECHANICAL SIEVE ANALYSIS (ASTM C136/C117) PLASTICITY INDEX (ASTM D4318)

PROJECT: Joe Tank Road JOB NO: 32-78-2202.11

MATERIAL: See Test Pit Logs DATE ASSIGNED: 2/22/22

MECHANICAL SIEVE ANALYSIS GRAPHS

3" 3/4" #4 #10 #40 #200

0.010.11101001000

Pe rc en t P as si ng

Grain Size (mm)

TP-01 (0.5-5.0') TP-02 (0.5-5.0') TP-03 (0.5-5.0')

MATERIAL: See Test Pit Logs DATE ASSIGNED: 2/22/22

LAB # WET WT. DRY WT. MOISTURE

(gram) (gram) CONTENT

22-1173-01 954.8 881.5 8.3% 22-1173-02 1214.7 1017.8 19.3% 22-1173-03 1599.6 1389.3 15.1%

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

MOISTURE CONTENT OF SOIL (ASTM D2216)

BORING & DEPTH

TP-01 (0.5-5.0')

TP-02 (0.5-5.0')

TP-03 (0.5-5.0')

MATERIAL: See Test Pit Logs LAB NO: 22-1173-01

SAMPLE SOURCE: TP-01 (0.5-5.0') DATE SAMPLED: 2/22/22

MAXIMUM DRY DENSITY (pcf): 115.2

OPTIMUM MOISTURE (%): 13.6

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING

STANDARD EFFORTS (12,400ft-lb-ft/cu.ft) (ASTMD698A)

105.0

106.0

107.0

108.0

109.0

110.0

111.0

112.0

113.0

114.0

115.0

116.0

117.0

118.0

7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0

D ry

D en si ty

(p cf

Moisture (%)

MATERIAL: See Test Pit Logs LAB NO: 22-1173-02

SAMPLE SOURCE: TP-02 (0.5-5.0') DATE SAMPLED: 2/22/22

MAXIMUM DRY DENSITY (pcf): 93.2

OPTIMUM MOISTURE (%): 24.5

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING

STANDARD EFFORTS (12,400ft-lb-ft/cu.ft) (ASTMD698A)

83.0

84.0

85.0

86.0

87.0

88.0

89.0

90.0

91.0

92.0

93.0

94.0

95.0

96.0

18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0

D ry

D en si ty

(p cf

MATERIAL: See Test Pit Logs LAB NO: 22-1173-03

SAMPLE SOURCE: TP-03 (0.5-5.0') DATE SAMPLED: 2/22/22

MAXIMUM DRY DENSITY (pcf): 107.7

OPTIMUM MOISTURE (%): 16.3

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING

STANDARD EFFORTS (12,400ft-lb-ft/cu.ft) (ASTMD698A)

98.0

99.0

100.0

101.0

102.0

103.0

104.0

105.0

106.0

107.0

108.0

109.0

110.0

111.0

11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0

D ry

D en si ty

(p cf

MATERIAL: See Test Pit Logs LAB NO: 22-1173-01

SAMPLE SOURCE: TP-01 (0.5-5.0') DATE SAMPLED: 2/22/22

SAMPLE PREP: Remolded to 95% max dry density and 2% below optimum moisture LOAD: 144 psf

Max dry density D698A 115.2 pcf @ 13.6 opt. moisture

INITIAL DRY DENSITY (PCF) 109.8

FINAL DRY DENSITY (PCF) 107.3

INITIAL MOISTURE CONTENT 11.5%

FINAL MOISTURE CONTENT 18.6%

MOIST. PICK-UP (% DRY WT.) 7.1%

MOIST. PICK-UP (% IN. VOL.) 12.5%

SWELL (% INITIAL HT.) 2.4%

TYPE OF WATER USED TAP WATER

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

ONE DIMENSIONAL SWELL OR SETTLEMENT POTENTIAL OF COHESIVE SOILS (ASTM D-4546)

89.00

90.00

91.00

92.00

93.00

94.00

95.00

96.00

97.00

98.00

99.00

100.00

101.00

102.00

103.00

104.00

105.00

0.1 1 10 100 1000 10000

Ex pa ns io n o f i ni tia l h ei gh t)

Time (min)

Expansion - Log Time Curve

MATERIAL: See Test Pit Logs LAB NO: 22-1173-02

SAMPLE SOURCE: TP-02 (0.5-5.0') DATE SAMPLED: 2/22/22

SAMPLE PREP: Remolded to 95% max dry density and 2% below optimum moisture LOAD: 144 psf

Max dry density D698A 93.2 pcf @ 24.5% opt. moisture

INITIAL DRY DENSITY (PCF) 88.9

FINAL DRY DENSITY (PCF) 83.2

INITIAL MOISTURE CONTENT 22.0%

FINAL MOISTURE CONTENT 35.3%

MOIST. PICK-UP (% DRY WT.) 13.3%

MOIST. PICK-UP (% IN. VOL.) 19.0%

SWELL (% INITIAL HT.) 7.2%

TYPE OF WATER USED TAP WATER

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

ONE DIMENSIONAL SWELL OR SETTLEMENT POTENTIAL OF COHESIVE SOILS (ASTM D-4546)

95.00

96.00

97.00

98.00

99.00

100.00

101.00

102.00

103.00

104.00

105.00

106.00

107.00

108.00

109.00

110.00

0.1 1 10 100 1000 10000

Ex pa ns io n o f i ni tia l h ei gh t)

MATERIAL: See Test Pit Logs LAB NO: 22-1173-03

SAMPLE SOURCE: TP-03 (0.5-5.0') DATE SAMPLED: 2/22/22

SAMPLE PREP: Remolded to 95% max dry density and 2% below optimum moisture LOAD: 144 psf

Max dry density D698A 107.7 pcf @ 16.3% opt. moisture

INITIAL DRY DENSITY (PCF) 102.6

FINAL DRY DENSITY (PCF) 98.9

INITIAL MOISTURE CONTENT 14.0%

FINAL MOISTURE CONTENT 23.8%

MOIST. PICK-UP (% DRY WT.) 9.8%

MOIST. PICK-UP (% IN. VOL.) 16.2%

SWELL (% INITIAL HT.) 4.0%

TYPE OF WATER USED TAP WATER

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

ONE DIMENSIONAL SWELL OR SETTLEMENT POTENTIAL OF COHESIVE SOILS (ASTM D-4546)

95.00

96.00

97.00

98.00

99.00

100.00

101.00

102.00

103.00

104.00

105.00

106.00

107.00

108.00

109.00

110.00

0.1 1 10 100 1000 10000

Ex pa ns io n o f i ni tia l h ei gh t)

MATERIAL: See Test Pit Logs LAB NO: 22-1173-02

SAMPLE SOURCE: TP-02 (0.5-5.0') DATE SAMPLED: 02/22/22

SPECIMEN ID A B C

Moisture Content 25.8% 26.8% 28.8% Compaction Pressure (psi) 150 150 150 Specimen Height (inches) 2.53 2.55 2.52

Dry Density (pcf) 99.8 96.0 96.0 Horiz. Pres. @ 1000lbs (psi) 30.0 41.0 56.0 Horiz. Pres. @ 2000lbs (psi) 94.0 112.0 140.0

Displacement 3.19 3.73 4.46 Expansion Pressure (psi) 9.2 3.0 1.2 Exudation Pressure (psi) 716 621 282

R Value 35 22 7

R Value at 300 PSI = 8

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

RESISTANCE R-VALUE AND EXPANSION PRESSURE OF COMPACTED SOILS (ASTM D2844)

050100150200250300350400450500550600650700750800

R- Va lu e

Exudation Pressure (psi)

MATERIAL: See Test Pit Logs DATE ASSIGNED: 02/22/22

LAB NO SAMPLE SOURCE RESISTIVITY pH (Ohm-cm)

22-1173-01 1,721 7.8 22-1173-02 757 8.3 22-1173-03 1,515 8.4

WSP USA

3630 E Wier Ave.

Phoenix, AZ 85040 REVIEWED BY

TP-03 (0.5-5.0')

pH & RESISTIVITY (AZ 236)

TP-01 (0.5-5.0')

TP-02 (0.5-5.0')

Wood Franco Escalante 4600 E. Washington Street Suite 600 Phoenix, Arizona 85034 Date Reported: 2/25/2022

Date Received: 2/23/2022 Project: 32-78-2202.11 WO1

Laboratory Analysis Report

PO Number: 3278220211

Lab Number: 940756-1 22-1173-01 TP-01 (0.5'-5.0')

Test Parameter UnitsMethod Result Levels

6ARIZ 733b ppmSulfate 34ARIZ 736b ppmChloride

Lab Number: 940756-2 22-1173-02 TP-02 (0.5'-5.0')

Test Parameter UnitsMethod Result Levels

13ARIZ 733b ppmSulfate 35ARIZ 736b ppmChloride

Lab Number: 940756-3 22-1173-03 TP-03 (0.5'-5.0')

Test Parameter UnitsMethod Result Levels

5ARIZ 733b ppmSulfate 9ARIZ 736b ppmChloride

3540 E Corona Ave., Phoenix AZ 85040 602-454-2376 (Phone) 602-454-9243 (Fax) Page 1 of 1

C PHOTOGRAPH

LOG

Appendix B - Photograph Log

Photograph 1.

Test Pit 1: 0 to 5 ft below ground surface (bgs). View looking northeast.

Photograph 2.

Pot hole near Test Pit 1.

View looking west.

Photograph 3.

Test Pit 2: 0 to 5 ft bgs.

View looking southwest.

Photograph 4.

Alligator cracking near Test Pit 2.

Photograph 5.

Alligator and edge cracking near Test Pit 2.

Photograph 6.

Alligator, longitudinal and transverse cracking, and potholes near Test Pit 2.

northeast.

Photograph 7.

Test Pit 3: 0 to 5 ft bgs.

Photograph 8.

Alligator, longitudinal and transverse cracking, patches, potholes, and raveling near Test Pit 3.

southeast.

Photograph 9.

Alligator, edge, and longitudinal cracking, patches, potholes, and raveling near Test Pit 3.

northeast.

Photograph 10.

Alligator and longitudinal cracking, and patching near Test Pit 3.

D ESALS AND

PAVEMENT

DESIGN

CALCULATIONS

Project Name: Joe Tank Road

Project Number: 32782202

Date: 3/29/2022

Calculations by: REM

Reviewed By: ###########

Case:

Equations: ESALi = (AADTi )(365){[(1+Gi ) t ‐1]/Gi }(fd )(Pi )(fi )

ESALT = ESALi

Vehicle Category AASHTO DESCRIPTION Percent, Pi Design Life Traffic

Truck Equivalency Factor*, f i

ESALi

Design Life, t = 20 years Bikes ‐ ‐ 0 ‐ Average Daily Traffic, AADTi = 250 vehicles Cars & Trailers ‐ 2 Axle Passenger Cars 1,086,824 0.08 86,946

Growth, Gi = 4.0 percent Cars & Trailers ‐ 2 Axle Long Panel & Pickup Trucks 652,166 0.6 391,299 Design Lane Factor, f d = 1.0 (decimal) (AASHTO 1993) Buses Buses 21,786 0.8 17,429

Truck Factor = 1.2 (ADOT Recommends 1.2) 2 Axle ‐ 6 Tire 2‐Axle/6 Tire Trucks 21,786 1.6000 34,858 3 Axle ‐ Single 3 or More Axle Trucks 2,143 0.2 429 4 Axle ‐ Single 3 or More Axle Trucks 1,071 0.12 129

Design Factor <5 Axle ‐ Double 3 Axle Tractor Semi Trailer ‐ 0.8646 ‐ 1 5 Axle ‐ Double 5+ Axle Tractor Semi Trailer ‐ 2.3719 ‐

0.8 to 1.0 >5Axle ‐ Double 5+ Axle Tractor Semi Trailer ‐ 2.3719 ‐

0.6 to 0.8 <6 Axle ‐ Multi 5 Axle Double Trailer ‐ 2.3187 ‐

0.5 to 0.75 6 Axle ‐ Multi 6+ Axle Double Trailer ‐ 2.3187 ‐

>6 Axle ‐ Multi 6+Axle Double Trailer ‐ 2.3187 ‐ Source: Table 10.2.2 MCDOT 2017 Pavement Design Manual 531,090

Vehicle Category Percent (Pi) ESALi ESAL Trucks 10 30 326,070 Cars 90 0.18 1,956

328,026

Total Equivalent Single Axle Load, ESAL

Total ESALs

ESALS USING TRUCK FACTOR (USED WHEN BREAKDOWN UNKNOWN)

AASHTO (1993) Design Lane Factors No. Lanes in each direction

ESAL CALCULATIONS

TRAFFIC CALCULATIONS

AC

Project Name:

Project Number:

Date:

Calculations by:

Reviewed By:

Case:

Equations: log(W18) = ZRSo+9.36log(SN+1)-0.20+log{[(Po-Pt)/(4.2-1.5)]/[0.40+(1094/(SN+1)5.19]}+2.32log(MR)-8.07

Design ESAL, W18 = 328,026 Reliability, R = 75

Std. Normal Deviation, ZR = ‐0.674 Standard Deviation, So = 0.45 Initial Serviceability, Po = 4.00

Terminal Serviceability, Pt = 2.40 Subgrade R-Value, R = 28

Resilient Modulus, MR = 7,995 Minimum Structural Number = 1.35

Structural Number, SN = 2.55 Target =1.0

5.52 = 5.52 1.00

FLEXIBLE PAVEMENT SECTION CALCULATIONS

STRUCTURAL NUMBER CALCULATION

Iteration

AC

Joe Tank Road

32782202

3/29/2022

REM

SOLVE FOR SN

3.4 Soil Support