Plans_H7147_KCTI_PDS_FINAL_sealed_09.28.2023.pdf

I-40 Kingman Crossing Traffic Interchange

Pavement Design Summary

Kingman Healthcare, Inc

AECOM Project number: 60667904

Project number: 040 MO 54 H7147 01C

Federal Aid No. 040-B(AUE)

September 28, 2023

FINAL

I-40 Kingman Crossing Traffic Interchange Kingman, Arizona ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

FINAL Project number: 60667904

Prepared for: Kingman Healthcare, Inc

AECOM

i

Quality information

Prepared by Checked by Verified by Approved by

Elizabeth Young P.E., Ph.D.

Senior Staff Geotechnical Engineer

Stoney Mather, P.E.

Senior Geotechnical Engineer

Jeff Heyman, P.E.

Senior Engineer

Dale Wiggins, P.E.

Senior Transportation Engineer

Revision History

Revision Revision date Details Authorized Name Position

Final Draft 4/11/23 Revised for Final

Final Draft 9/07/23 Revised Pavement Sections

Final 9/28/23 Issued Report

Distribution List

# Hard Copies PDF Required Association / Company Name

09/28/2023

ADOT TRACS No. 040 MO 54 H714701C;

ii

Prepared for:

Kingman Healthcare, Inc

3269 Stockton Hill Road

Prepared by:

Elizabeth Young P.E., Ph.D.

Senior Staff Geotechnical Engineer

T: +1-602-389-8212

M: 334.740.7866

E: elizabeth.g.young@aecom.com

Prepared by:

Stoney Mather P.E.

Senior Geotechnical Engineer

M: +1.385.266.6288

T: +1-801-904-4000

E: Stoney.Mather@aecom.com

7720 North 16th Street

Phoenix, AZ 85020 aecom.com

Copyright © 2023 by AECOM

All rights reserved. No part of this copyrighted work may be reproduced, distributed, or transmitted in any form or by any means without the prior written permission of AECOM.

mailto:elizabeth.g.young@aecom.com

ADOT TRACS No. 040 MO 54 H714701C;

iii

Table of Contents

1. Introduction

2. Roadway Description

2.1 Project Location

2.2 Geometric and Cross-Sectional Elements

2.3 Other Characteristics

2.3.1 Design Traffic

3. Project Scope

3.1 Purpose of the Project

3.2 Scope of Work

4. Pavement History and Visual Observations

4.1 Existing Pavement Section

4.2 Existing Pavement Condition

4.3 Other Conditions

5. Test Data

5.1 Pavement Management System Information

5.2 Geotechnical Data

5.2.1 Subsurface Conditions

5.2.2 Laboratory Test Data–Subgrade Soils

5.3 Pavement Cores

6. Design Calculations and Discussion

6.1 New Pavement Design

6.1.1 Design ESALs

6.1.2 Subgrade Parameters

6.1.3 Flexible Pavement Structural Number

6.1.4 Rigid Pavement Section

7. Recommendations

8. Limitations

9. References

Figures

Figure 1. Field Exploration Site

Figure 2. Pavement Structural Sections

Figure 3-4. I-40 Typical Sections

Figure 5. Ramp A & B Typical Sections

Figure 6. Ramp C & D Typical Sections

Figure 7. I-40 & Ramps Infield Grading Typical Sections

Figure 8-9. Kingman Crossing Blvd Typical Sections

Figure 10. Detour Typical Sections

ADOT TRACS No. 040 MO 54 H714701C;

iv

Tables

Table 1. Roadway Geometries Table 2. Design Traffic Summary Table 3. I-40 Pavement History Table 4. Pavement Distress Ratings Table 5. Pavement Management System for I-40 Asphalt Concrete Pavement Table 6. Summary of Subsurface Materials Encountered Within Borings Table 7. Project Roadway Design ESAL Summary Table 8. R-values and Mr for Pavement Areas Table 9. Design Structural Number and Additional Parameters Table 10. Recommended Flexible Pavement Section Table 11. Additional Rigid Pavement Parameters Table 12. Roadway Pavement Design Thickness

Acronyms and Abbreviations

AADT Average Annual Daily Traffic

AB aggregate base

AC asphalt concrete

ACFC asphaltic concrete friction course

ADOT Arizona Department of Transportation

AR asphalt rubber

B-## bridge boring bgs below ground surface

CL lean clay

EB eastbound

EP edge of pavement

ESAL Equivalent Single Axle Load

GWSI Groundwater Site Inventory

HPMS Highway Performance Monitoring System

I-40 Interstate 40

IRI International Roughness Index

KCTI Kingman Crossing Traffic Interchange mi mile(s)

ADOT TRACS No. 040 MO 54 H714701C;

v

ML sandy silt

MP milepost mph miles per hour

Mr resilient modulus

NAVD88 North American Vertical Datum of 1988

PCCP Portland cement concrete pavement pci pound(s) per cubic inch

PMS Pavement Management System psi pound(s) per square inch

R-## roadway boring

R-value resistance value

Rc Correlated R-value

ROW right of way

RW-## retaining wall boring

Rmean mean resistance value

Rt Laboratory Tested R-value

SC clayey sand

SM silty sand

USCS United States Classification System

WB westbound

ADOT TRACS No. 040 MO 54 H714701C;

1. Introduction

AECOM has prepared this Pavement Design Summary to provide recommendations for rigid and flexible pavement in accordance with the Arizona Department of Transportation (ADOT) Pavement Design

Manual (ADOT 2017) for the proposed Kingman Crossing Traffic Interchange (KCTI) in Kingman, AZ. The conclusions and recommendations in this summary are based on the Kingman Area Transportation Study

(Kimley-Horn 2023) and the results of the geotechnical investigation and laboratory testing presented in the I-40 Kingman Crossing Traffic Interchange Geotechnical Data and Design Report (AECOM 2023a).

The pavement design procedures and guidelines used for the project are based on the ADOT Pavement

Design Manual (ADOT 2017). A summary of the relevant materials design information for the project can be found in the I-40 Kingman Crossing Traffic Interchange Materials Design Report (AECOM 2023b).

2. Roadway Description

2.1 Project Location

The project site is near the east side of the City of Kingman, AZ; the sites include ADOT right of way

(ROW) along Interstate 40 (I-40) from milepost (MP) 54.30 (Station 2844+00) to MP 55.90

(Station 2920+00) and City of Kingman ROW along Kingman Crossing Boulevard, Santa Rosa Drive, and

Prospector Street.

2.2 Geometric and Cross-Sectional Elements

Kingman Crossing Boulevard is planned to extend from the existing intersection with Santa Rosa Drive to just south of a planned interchange with I-40; Kingman Crossing Boulevard will extend below the existing

I-40 at the planned interchange. Planned improvements along Prospector Street include two lanes in each direction from Santa Rosa Drive to the north for approximately 550 feet. However, only two of the four lanes along Prospector Street will be constructed during this project. Kingman Crossing Boulevard and Santa Rosa Drive will be improved to accommodate two left-turn lanes and a right-turn lane. Santa

Rosa Drive is also planned to include two left-turn lanes at the new intersection. Improvements to extend

Santa Rosa Drive from Kingman Crossing Boulevard to Prospector Street are planned, with two lanes in each direction. Detailed descriptions of the roadway geometry for each of the roadways listed are summarized in Table 1. The specific layout information for the intersection of Santa Rosa Drive and

Prospector Street was unavailable at the time of this investigation.

Table 1. Roadway Geometries

Maximum Grades

Total Roadway

Width (feet)

Total Number of Through

Lanes

Maximum Width of

Each Lane (feet)

Cross Slope

I-40 mainline 3 38 4 12 1.5

Ramp A 1.5 28 2 12 2

Ramp B 1.1 22 2 12 2

Ramp C 5 28 2 12 2

Ramp D 3.7 28 2 12 2

Kingman Crossing Blvd. 3.2 115 4 12 2

Santa Rosa Dr. 2.1 N/A 4 12 2

Prospector St. 2.0 N/A 4 12 2

ADOT TRACS No. 040 MO 54 H714701C;

2.3 Other Characteristics

The average ground surface elevation in the project area is 3550 feet (North American Vertical Datum of

1988 [NAVD88]).

The posted and design speed limits within the project limits vary by roadway. The I-40 design speed limit is 75 miles per hour (mph), and the posted speed limit is 75 mph. The I-40 entrance access ramps design speed limit is 65 mph, and the posted speed limit will be 50 mph. The I-40 exit ramps design speed is

70 mph, and the posted speed limit will be 50 mph. The Kingman Crossing Boulevard design speed limit is 45 mph, and the posted speed limit will be 45 mph. The Santa Rosa Drive design speed limit is 45 mph, and the posted speed limit will be 45 mph. The Prospector Street design speed limit is 45 mph, and the posted speed limit will be 45 mph. The I-40 detours design speed limit is 55 mph, and the posted speed limit will be 55 mph.

2.3.1 Design Traffic

The estimated traffic projection data that the AECOM project manager provided are based on the

Kingman Area Transportation Study (Kimley-Horn 2023). The 2045 Average Annual Daily Traffic (AADT), truck percentages, and related design data are summarized in Table 2.

Table 2. Design Traffic Summary

Roadway Location/Description 2045

AADT

Trucks (Percent)

D Factor (Percent)

Lane Factor

(Percent)

Growth (Percent)

I-40 mainline Interstate travel lanes 58,900 20 50 90 1.28

I-40 ramps Eastbound (EB) & westbound (WB) on- and off-ramps

11,800 3 50 100 1.28

Kingman Crossing Blvd. From I-40 extending north & south 25,400 3 50 90 1.28

Santa Rosa Dr. Travel lanes north of I-40 12,900 3 50 90 1.28

Prospector St. Travel lanes north of I-40 4,800 3 50 90 1.28

3. Project Scope

3.1 Purpose of the Project

The KCTI project will create a new traffic interchange on I-40 approximately 1.5 miles east of Andy Devine

Avenue. The new interchange is intended to provide improved access to the Kingman Regional Medical

Center Hualapai Mountain Campus, residential areas, and areas of future commercial growth in the eastern portion of Kingman near the intersection.

3.2 Scope of Work

The project consists of seven areas where improvements will include new paved roadways:

• I-40 mainline, flexible pavement

• I-40 detour lanes, flexible pavement

• I-40 access ramps, flexible pavement

• Kingman Crossing Boulevard, flexible pavement

• Kingman Crossing Boulevard, rigid pavement

• Santa Rosa Drive, flexible pavement

ADOT TRACS No. 040 MO 54 H714701C;

• Prospector Street flexible pavement

Prospector Street has been designed for two travel lanes in each direction. However, only two of the four design lanes of Prospector Street will be constructed during this project. The remaining two lanes will be constructed at a future date. The pavement design for Prospector Street is based on traffic data that consider two lanes in each direction.

The recommendations for pavement sections and relevant material for I-40, the access ramps for the interchange, Kingman Crossing Boulevard, Santa Rosa Drive, and Prospector Street are provided herein and in the Materials Design Report (AECOM 2023b). The geotechnical recommendations for subgrade soil, slope stability, corrosion potential, bridge foundations, and retaining walls are provided in the I-40

Kingman Crossing Traffic Interchange Geotechnical Data and Design Report (AECOM 2023a).

4. Pavement History and Visual Observations

4.1 Existing Pavement Section

A summary of the pavement history of I-40 within the project limits (MP 54.30 to MP 55.90) is provided in

Table 3. The pavement history is based on a review of record drawings by AECOM. Pavement history information for Santa Rosa Drive was unavailable at the time this study was performed. Kingman

Crossing Boulevard and Prospector Street are currently unpaved within the project limits.

Table 3. I-40 Pavement History

Year Roadway Location

Mill (inches)

AB

(inches)

Select Material (inches)

AC

(Misc. Str.)

(Special) (inches)

AR-

ACFC

(inches)

ACFC

(inches)

Total Thickness (inches)

1970 Travel lanes — 4.00 15.00 3.50 — 0.50 23.00

1984 WB travel lanes — — — 2.00 — 0.50 2.50

1984 EB travel lanes — — — 2.25 — 0.50 2.75

1998 Travel lanes 5.00 — — 3.00 — 0.50 8.50

1998 Shoulder — — — 3.00 — 0.50 3.50

2010 Travel lanes 6.00 — — 5.50 0.50 — 12.00

2010 Shoulder 3.50 — — 3.00 0.50 — 7.00

— = not applicable

AB = aggregate base

AC = asphalt concrete

ACFC = asphaltic concrete friction course

AR = asphalt rubber

Str. = structure(s)

4.2 Existing Pavement Condition

The pavement distress ratings for I-40 were obtained from the Pavement Management System (PMS)

Database, which is maintained by the ADOT Pavement Management Group. Table 4 summarizes I-40 pavement conditions within the project limits.

ADOT TRACS No. 040 MO 54 H714701C;

Table 4. Pavement Distress Ratings

Direction From

MP

From

MP

Offset

To

MP

To MP Offset

Date IRI Rating

Rutting Rating

Cracking Rating

Faulting Rating

Overall Rating

East 54 0.2 54 0.3 4/16/21 good fair good null fair

East 54 0.3 54 0.4 4/16/21 good fair good null fair

East 54 0.4 54 0.5 4/16/21 good fair good null fair

East 54 0.5 54 0.6 4/16/21 good fair good null fair

East 54 0.6 54 0.7 4/16/21 good fair good null fair

East 54 0.7 54 0.8 4/16/21 good fair good null fair

East 54 0.8 54 0.9 4/16/21 good fair good null fair

East 54 0.9 55 0.0 4/16/21 good fair good null fair

East 55 0.0 55 0.1 4/16/21 good fair good null fair

East 55 0.1 55 0.2 4/16/21 good fair good null fair

East 55 0.2 55 0.3 4/16/21 good fair good null fair

East 55 0.3 55 0.4 4/16/21 good fair good null fair

East 55 0.4 55 0.5 4/16/21 good fair good null fair

East 55 0.5 55 0.6 4/16/21 good fair good null fair

East 55 0.6 55 0.7 4/16/21 good fair good null fair

East 55 0.7 55 0.8 4/16/21 good fair good null fair

East 55 0.8 55 0.9 4/16/21 good fair good null fair

West 54 0.2 54 0.3 4/16/21 good good good null good

West 54 0.3 54 0.4 4/16/21 good good good null good

West 54 0.4 54 0.5 4/16/21 good good good null good

West 54 0.5 54 0.6 4/16/21 good good good null good

West 54 0.6 54 0.7 4/16/21 good fair good null fair

West 54 0.7 54 0.8 4/16/21 good fair good null fair

West 54 0.8 54 0.9 4/16/21 good good good null good

West 54 0.9 55 0.0 4/16/21 good good fair null fair

West 55 0.0 55 0.1 4/16/21 good fair fair null fair

West 55 0.1 55 0.2 4/16/21 good fair fair null fair

West 55 0.2 55 0.3 4/16/21 good fair good null fair

West 55 0.3 55 0.4 4/16/21 good fair good null fair

West 55 0.4 55 0.5 4/16/21 good fair good null fair

West 55 0.5 55 0.6 4/16/21 good fair good null fair

West 55 0.6 55 0.7 4/16/21 good fair good null fair

ADOT TRACS No. 040 MO 54 H714701C;

MP

From

MP

Offset

To

MP

To MP Offset

Date IRI Rating

Rutting Rating

Cracking Rating

Faulting Rating

Overall Rating

West 55 0.7 55 0.8 4/16/21 good fair good null fair

West 55 0.8 55 0.9 4/16/21 good fair good null fair

IRI= International Roughness Index

4.3 Other Conditions

The existing I-40 roadway is a rural principle arterial divided interstate with two lanes in each direction.

The interstate is constructed on approximately 15 inches of select fill material (AECOM 2023a) with drainage culverts and a grassy median. Currently, Kingman Crossing Boulevard and Prospector Street are unpaved roads. Approximately 750 feet of Santa Rosa Drive east of the intersection of Kingman

Crossing Boulevard and Santa Rosa Drive is currently paved with asphalt concrete. There is a traffic signal at the intersection of Kingman Crossing Boulevard and Santa Rosa Drive.

Within the project limits, the area north and south of I-40 is undeveloped and generally flat and is covered with sparse brush, cacti, and other desert vegetation; relatively small ephemeral washes of various lengths provide relief in the landscape. Similarly, the land east and west of Prospector Street is currently undeveloped. The Kingman Regional Medical Center Hualapai Mountain Campus is to the north of Santa

Rosa Drive.

5. Test Data

5.1 Pavement Management System Information

The main pavement distress indicators for I-40 and KCTI within the project limits include the measured distresses indicated in Table 5. These results were obtained from the PMS Database. The data in Table 5 are from the 2021 PMS.

Table 5. Pavement Management System for I-40 Asphalt Concrete Pavement

Direction From

MP

From MP Offset

To

MP

To MP offset

Date Avg IRI Rutting HPMS Cracking

East 54 0.2 54 0.3 4/16/21 41.1 0.3 1

East 54 0.3 54 0.4 4/16/21 32.6 0.3 1

East 54 0.4 54 0.5 4/16/21 32.0 0.3 0

East 54 0.5 54 0.6 4/16/21 30.2 0.3 0

East 54 0.6 54 0.7 4/16/21 35.1 0.3 0

East 54 0.7 54 0.8 4/16/21 36.2 0.3 0

East 54 0.8 54 0.9 4/16/21 35.2 0.3 0

East 54 0.9 55 0.0 4/16/21 33.9 0.2 0

East 55 0.0 55 0.1 4/16/21 31.3 0.3 0

East 55 0.1 55 0.2 4/16/21 31.6 0.3 2

East 55 0.2 55 0.3 4/16/21 30.4 0.3 0

East 55 0.3 55 0.4 4/16/21 46.2 0.3 0

ADOT TRACS No. 040 MO 54 H714701C;

MP

From MP Offset

To

MP

To MP offset

Date Avg IRI Rutting HPMS Cracking

East 55 0.4 55 0.5 4/16/21 41.0 0.3 0

East 55 0.5 55 0.6 4/16/21 33.1 0.3 0

East 55 0.6 55 0.7 4/16/21 28.1 0.2 0

East 55 0.7 55 0.8 4/16/21 26.1 0.3 0

East 55 0.8 55 0.9 4/16/21 29.3 0.2 0

West 54 0.2 54 0.3 4/16/21 51.5 0.2 0

West 54 0.3 54 0.4 4/16/21 31.3 0.2 0

West 54 0.4 54 0.5 4/16/21 26.8 0.2 0

West 54 0.5 54 0.6 4/16/21 28.4 0.2 0

West 54 0.6 54 0.7 4/16/21 25.9 0.2 0

West 54 0.7 54 0.8 4/16/21 25.7 0.2 0

West 54 0.8 54 0.9 4/16/21 34.0 0.2 0

West 54 0.9 55 0.0 4/16/21 35.1 0.2 7

West 55 0.0 55 0.1 4/16/21 52.4 0.2 18

West 55 0.1 55 0.2 4/16/21 45.8 0.2 16

West 55 0.2 55 0.3 4/16/21 43.5 0.2 2

West 55 0.3 55 0.4 4/16/21 38.2 0.3 1

West 55 0.4 55 0.5 4/16/21 37.3 0.2 0

West 55 0.5 55 0.6 4/16/21 39.6 0.3 1

West 55 0.6 55 0.7 4/16/21 26.9 0.2 0

West 55 0.7 55 0.8 4/16/21 22.6 0.2 0

West 55 0.8 55 0.9 4/16/21 27.2 0.2 0

HPMS = Highway Performance Monitoring System

5.2 Geotechnical Data

AECOM contracted Resilient Drilling Services LLC to perform borings at 21 locations along the shoulders of I-40, 6 locations near the planned EB and WB I-40 bridge structures, 14 locations along planned ramp and retaining walls, and 5 locations along Santa Rosa Drive and Prospector Street. Drilling was performed from September 12 to September 23, 2022. Boreholes were drilled to depths that ranged from

6.5 to 100.5 feet below ground surface (bgs), which correspond to elevations that range from approximately 3507.6 to 3618.5 feet above sea level.

5.2.1 Subsurface Conditions

A generalized description of the geotechnical profile, based on visual and laboratory classification of soils sampled during the subsurface investigation is provided in Table 6. Soil layers found in one area may or may not exist in the other areas. For information regarding the soils encountered at a specific location, refer to the logs provided in Appendix A of the I-40 Kingman Crossing Traffic Interchange Geotechnical

Data and Design Report (AECOM 2023a).

ADOT TRACS No. 040 MO 54 H714701C;

Table 6. Summary of Subsurface Materials Encountered Within Borings

Area

Designation

Boring ID Approximate

Elevation

(ft NAVD88) /

Termination

Depth [ft])

Typical Material & USCS

Encountered

Notes

West of

Kingman

Crossing Blvd

R-01, R-02, R-03, R-04, R-15, R-16, R-17, RW-01,

RW-02

3535–3503 /

0–20

• Upper 5–10 ft silty sand (SM) or clayey sand (SC) soils over sandy lean clay (CL) layer

• Occasional sand lenses embedded in CL layer

• Relative density/consistency:

Medium dense to very dense / medium stiff to hard

Kingman

Crossing Blvd and Access

Ramps

RW-03, RW-04,

RW-05, RW-06,

RW-07, RW-08,

RW-09, RW-10,

RW-11, RW-12,

R-05, R-06, R-

07, B-1, B-2, B-3, B-4, B-5, B-6

3552–3444 /

0–99

• Predominately SC or SM soils with pockets of CL or sandy silt (ML) throughout

• Fine grain pockets range in thickness from approx.

5–15 ft

• Gravel layer in B-3 at elevation 3516 to 3501

• Relative density/consistency: Very loose to very dense / very soft to hard

• Encountered potentially hydro-collapsible soils

East of

Kingman

Crossing Blvd

R-08, R-09, R-10, R-11, R-12, R-13, R-14, R-18, R-19, R-20, R-21, RW-13,

RW-14

3618–3514 /

0–35

• Predominately SC or SM soils with pockets of CL throughout

• Fine grain pockets range in thickness from approx.

5–15 ft

• Gravel layer in R-13 at elevation 3531 to 3521

• Relative density/consistency: Loose to very dense / very soft to hard

Santa Rosa/

Prospector

R-22, R-23, R-24, R-25, R-26

3553–3509 /

0–15

• Upper 5–15 ft SM or SC soils over CL or ML

• Occasional sand lenses embedded in CL/ML layer

• Relative density/consistency: Loose to very dense / medium stiff to hard

B-## = bridge boring

R-## = roadway boring

RW-## retaining wall boring

USCS = United States Classification System

Auger refusal was encountered in boring B-3, and weathered rock fragments were observed in boring B-6 at 45 feet and in boring R-23 at 5 feet. However, competent rock was not encountered during the subsurface investigation.

Groundwater was not encountered in the subsurface explorations. The Arizona Groundwater Site

Inventory (GWSI) includes well data indicating groundwater at elevations (NAVD88) ranging from 3582 feet (403 ft bgs) to 2698.17 feet (602 ft bgs) (ADWR 2022) somewhat near the project site.

It is anticipated the engineering characteristics of the on-site soils would not preclude the construction and performance of the proposed roadway and associated traffic interchange.

ADOT TRACS No. 040 MO 54 H714701C;

5.2.2 Laboratory Test Data–Subgrade Soils

In accordance with the ADOT Geotechnical Project Development Manual (ADOT 2022), resistance value

(R-value) testing was performed on bulk samples collected from zero to 5 feet bgs at intervals of less than

½ mile for the total length under construction. Laboratory results indicated the presence of hydro-collapsible soil layers onsite.

The complete laboratory results can be found in Appendix B, Laboratory Testing, of the I-40 Kingman

Crossing Traffic Interchange Geotechnical Data and Design Report (AECOM 2023a).

5.3 Pavement Cores

Core samples of the existing pavement were not collected as part of the geotechnical investigation.

6. Design Calculations and Discussion

6.1 New Pavement Design

The pavement design procedures and guidelines for the project are based on the ADOT Pavement

Design Manual (ADOT 2017) and the 1993 AASHTO Guide for Design of Pavement Structures

(AASHTO 1993).

6.1.1 Design ESALs

Estimated traffic projection data were used to estimate the Equivalent Single Axle Loads (ESALs) for each of the pavement sections under consideration.

With the exception of the temporary detour pavement section, the pavement analyses were performed for a 20-year design period using the roadway-specific design ESALs summarized in Table 7.

Table 7. Project Roadway Design ESAL Summary

Roadway Location/Description 2045

AADT

Single Units

(Percent)

Combo Units

(Percent)

Design ESAL for Flexible

Pavement

Design ESAL for

Rigid Pavement

I-40 mainline Interstate travel lanes 58,900 11 89 47,026,048 -

I-40 ramps EB & WB on- and off-ramps 11,800 90 10 665,382 -

Kingman Crossing Blvd.

From I-40 extending north & south

25,400 90 10 1,422,118 1,614,285

Santa Rosa Dr. Travel lanes north of I-40 12,900 90 10 721,963 -

Prospector St. Travel lanes north of I-40 4,800 90 10 267,741 -

6.1.2 Subgrade Parameters

Specific mean resistance value (Rmean) and R-values for the I-40 mainline pavement, I-40 access ramps, Kingman Crossing Boulevard, Santa Rosa Drive, and Prospector Street were evaluated using data for soils sampled within about ½-mile of the area being considered. These values are summarized in Table 8.

A seasonal variation factor of 1.7 was estimated for Kingman, AZ, from Table 2−4 in the ADOT Pavement

Design Manual (ADOT 2017).

ADOT TRACS No. 040 MO 54 H714701C;

Table 8. R-values and Mr for Pavement Areas

Roadway Rt avg (psi)

Rc avg (psi) σt (psi) σc (psi)

Rmean (psi)

Mr (psi)

I-40 mainline 50.6 42.6 18.4 15.1 43.7 19,680

I-40 access west ramps 28 39.3 0 20.6 28 12,110

I-40 access east ramps 50.6 49.7 18.4 8.9 49.8 22,980

Kingman Crossing Blvd. 46 41.4 20.7 12.7 41.8 18,680

Santa Rosa Dr. 46 40.7 20.7 12.4 41.1 18,340

Prospector St. 50.6 49.6 18.4 9.1 49.7 22,960

Mr = resilient modulus

Rc = correlated R-value σc = standard deviation of correlated R-values

Rt = laboratory tested R-value σt = standard deviation of tested R-values

Rc was calculated based on the procedures described in the ADOT Pavement Design Manual

(ADOT 2017). Based on the information in Table 8 and the procedures in the ADOT Pavement Design

Manual (ADOT 2017), AECOM recommends a project-wide control R-value of 35.0 psi. Because laboratory test results for samples collected within the upper 3 feet of final subgrade show that some of the in-situ soils have tested and correlated R-values of less than 35.0 psi and should be considered unsuitable for use within 3 feet of final subgrade elevation.

6.1.3 Flexible Pavement Structural Number

The additional parameters required to calculate the design structural number and the calculated design structural number are presented in Table 9 for the flexible pavement sections within the project limits.

Table 10 summarizes the recommended flexible pavement sections, the layer coefficients, and the resulting structural number. For each pavement section, the structural number provided exceeds the design structural number. Figure 2 shows the typical sections.

Table 9. Design Structural Number and Additional Parameters

Roadway Level of Reliability

Standard Deviation

Initial Serviceability

Terminal Serviceability

Average R-Value

Design R- Value

SVF Design Structural Number

I-40 mainline

99 0.45 4.2 3 43.7 35.0 1.7 5.82

I-40 ramps east

99 0.45 4.2 3 49.8 35.0 1.7 2.61

I-40 ramps west

99 0.45 4.2 3 28.0 35.0 1.7 3.45

Kingman Crossing Blvd.

95 0.45 4.2 2.8 41.8 35.0 1.7 2.82

Prospector St.

90 0.45 4.1 2.6 49.7 35.0 1.7 1.81

Santa Rosa Dr.

90 0.45 4.1 2.6 41.1 35.0 1.7 2.35

ADOT TRACS No. 040 MO 54 H714701C;

Table 10. Recommended Flexible Pavement Section

Roadway Asphalt

Concrete

Layer

Coefficient

Base Layer

Coefficient

Asphalt Concrete

Layer Thickness

(in.)

Base Layer

Thickness

(in.)

Provided

Structural

Number

I-40 mainline 0.44 0.14 10.5 12 6.08

I-40 ramps east 0.44 0.14 6 8 3.76

I-40 ramps west 0.44 0.14 6 8 3.76

Kingman Crossing Blvd. 0.44 0.14 4 8 2.88

Prospector St. 0.44 0.14 4 8 2.88

Santa Rosa Dr. 0.44 0.14 4 8 2.88

6.1.4 Rigid Pavement Section

A limited amount of rigid pavement is planned for Kingman Crossing Boulevard near I-40. The additional parameters required to calculate the design structural number and the calculated design structural number for the rigid pavement section under consideration are presented in Table 11. For the rigid pavement section, the structural number provided by the recommended section exceeds the needed design structural number.

Table 11. Additional Rigid Pavement Parameters

Design Parameter Kingman Crossing Blvd. near I-40

Level of reliability 95

Standard deviation 0.25

Initial serviceability 4.2

Terminal serviceability 2.8

Load transfer coefficient 3.9

Concrete elastic modulus (psi) 4,000,000

Concrete modulus of rupture (psi) 670

Drainage coefficient 0.92

Loss of Support 0.75

Effective modulus of subgrade reaction (pounds per cubic inch [pci])

Corrected modulus (pci) 366

Recommended Portland cement concrete pavement thickness (inches)

ADOT TRACS No. 040 MO 54 H714701C;

7. Recommendations

Based on the information provided by the AECOM Project Manager, the ADOT Pavement Design Manual

(ADOT 2017), and the AASHTO Guide for Design of Pavement Structures (AASHTO 1993), the complete pavement recommendations for the KCTI project are as presented in Table 12. Pavement rehabilitation that consists of pavement milling has been included into the pavement design thickness for the I-40

Detour Existing Surface.

Table 12. Roadway Pavement Design Thickness

Roadway*

(Station Range)

Total

Section

Thickness

Mill Tack

Coat

AR-

ACFC

AC-EP;

Special

(3/4″)

AC;

Special

(Misc.

Str.)

AB; Class-

PCCP

(inches) (inches) (inches) (inches) (inches) (inches) (inches)

I-40 Mainline (Sta.

2876+00 to 2876+35.82;

Sta. 2878+11.91 to

2878+55.00)

22.5 --- yes** 0.5 10 --- 12 ---

I-40 Mainline Existing

Surface (Sta. 2844+00 to 2856+99.59; Sta.

2906+85.56 to

2919+99.77)

0.5 0.5 yes** 0.5 --- --- --- ---

I-40 Shoulders (Sta.

2876+00 to 2876+35.82;

Sta. 2878+11.91 to

2878+55.00)

22.0 --- yes --- 10 --- 12 ---

I-40 Shoulders Existing

Surface (Sta. 2844+00 to 2856+99.59; Sta.

2906+85.56 to

2919+99.77)

0.5 --- yes** 0.5 --- --- --- ---

I-40 Ramps (Ramp A

Sta. 14+21.81 to

29+15.33; Ramp B Sta.

19+75.35 to 33+80.67;

Ramp C Sta. 13+44.79 to 32+12.39; Ramp D

11+38.65 to 31+22.37)

14.5 --- yes** 0.5 6 --- 8 ---

Ramp C (Sta. 11+26.81 to 13+44.79) and

Kingman Crossing Blvd

(Sta. 47+96.78 to

60+96.39)

15 --- no --- --- --- 6 9

Kingman Crossing Blvd

(Sta. 43+80.67 to

12 --- yes --- 4 --- 8 ---

ADOT TRACS No. 040 MO 54 H714701C;

Roadway*

(Station Range)

Total

Section

Thickness

Mill Tack

Coat

AR-

ACFC

AC-EP;

Special

(3/4″)

AC;

Special

(Misc.

Str.)

AB; Class-

PCCP

46+80.58; Sta.

56+49.12 to 60+96.39)

I-40 Detours 12 --- yes --- --- 6 6 ---

I-40 Detours Existing

Surface

3 3 yes --- --- 3 --- ---

I-40 Detours Emergency

Vehicle Access

3 --- no --- --- 3 --- ---

Santa Rosa Drive (Sta.

41+89.16 to 56+17.22)

12 --- --- --- 4 --- 8 ---

Prospector Drive 12 --- --- --- 4 --- 8 ---

NOTES:

* See the project roadway plan sheets for exact locations and stations.

**Tack coat will consist of PG oil between the AR-ACFC and upper AC level AR-ACFC = Asphaltic Concrete Friction Course (Asphalt Rubber).

AC-EP = Asphaltic Concrete – End Product (3/4) (Special Mix).

AC = Asphaltic Concrete.

AB = Aggregate Base.

PCCP = Portland Cement Concrete Pavement.

8. Limitations

AECOM conclusions, opinions, and recommendations are based on the completed subsurface investigation, visual observations, and the review of plans prepared by others. It is possible that conditions could vary beyond the data evaluated. AECOM makes no guarantee or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided. This report may be used only by the client and its representatives, and only for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both on-site and off-site), or other factors may change over time, and additional work may be required with the passage of time. Any party other than the client who wishes to use this report shall notify AECOM of such intended use. Based on the intended use of the report, AECOM may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release AECOM from any liability resulting from the use of this report by any unauthorized party.

ADOT TRACS No. 040 MO 54 H714701C;

9. References

AASHTO (American Association of State Highway and Transportation Officials). 1993. AASHTO Guide for

Design of Pavement Structures, 1993. Washington, DC: AASHTO.

ADOT (Arizona Department of Transportation). 2017. Pavement Design Manual. Available at:

https://apps.azdot.gov/files/materials-manuals/Preliminary-Engineering-

Design/PavementDesignManual.pdf. Accessed January 2023.

ADOT (Arizona Department of Transportation). 2022. Geotechnical Project Development Manual.

Available at: https://azdot.gov/sites/default/files/media/2022/09/ADOT-GPDM-2022.pdf. Accessed

January 2023.

ADWR (Arizona Department of Water Resources). 2022. Arizona Groundwater Site Inventory (GWSI).

Available at: https://azwatermaps.azwater.gov/gwsi. Accessed November 2022.

AECOM. 2023a. I-40 Kingman Crossing Traffic Interchange Geotechnical Data and Design Report.

Prepared for Kingman Healthcare, Inc. February.

AECOM. 2023b. I-40 Kingman Crossing Traffic Interchange Materials Design Report. Prepared for

Kingman Healthcare, Inc. February.

Kimley-Horn. 2023. Kingman Area Transportation Study. Prepared for City of Kingman.

https://apps.azdot.gov/files/materials-manuals/Preliminary-Engineering-Design/PavementDesignManual.pdf https://apps.azdot.gov/files/materials-manuals/Preliminary-Engineering-Design/PavementDesignManual.pdf https://azdot.gov/sites/default/files/media/2022/09/ADOT-GPDM-2022.pdf https://azwatermaps.azwater.gov/gwsi

West of Kingman Crossing Blvd

Kingman Crossing Blvd and Access Ramps

East of Kingman Crossing Blvd

Santa Rosa Drive/ Prospector Street

Figure 1

PAVEMENT STRUCTURAL SECTIONS

G-02.01

SECTION NO. 4

6" AB (Class 2) Subgrade

Tack Coat

8" AB (Class 2)

SECTION NO. 5

Subgrade

Total Thickness = 22½"

SECTION NO. 1

Total Thickness = 15.0"

(Plain Jointed)

9" PCCP

I-40 Ramps

Kingman Crossing Blvd

Tack Coat

8" AB (Class 2)

Total Thickness = 14½"

SECTION NO. 3

Subgrade

½" AR-ACFC

I-40 Ramps

Tack Coat

12" AB (Class 2)

Subgrade

Tack Coat

6" AB (Class 2)

Total Thickness = 12"

SECTION NO. 6

Subgrade

3" AC (Misc Str) (Special)

½" AR-ACFC

I-40 Mainline

3" AC-EP (¾") (Special)

3½" AC-EP (¾") (Special)

3½" AC-EP (¾") (Special)

3" AC-EP (¾") (Special)

3" AC-EP (¾") (Special)

2" AC-EP (¾") (Special)

Detours

2" AC-EP (¾") (Special)

Total Thickness = 12"

Kingman Crossing Blvd, I-40 TI to Santa Rosa Dr

3" AC ( Misc Str) (Special)

Total Thickness = ½"

SECTION NO. 7

Surface

Exst Pavement

I-40 Mainline

½" AR-ACFC

Total Thickness = 3"

SECTION NO. 8

Surface

Exst Pavement

Detour (I-40 Shoulders)

Tack Coat

Mill 3"

Total Thickness = 9"

SECTION NO. 9

6" AB (Class 2)

Subgrade

Guardrail Installation

3" AC (Misc Str) (Special)

Total Thickness = 3"

SECTION NO. 10

Subgrade

Detour Emergency Vehicle Access Pavement

Tack Coat (Asphalt Cement)

Tack Coat (Asphalt Cement)

3" AC (Misc Str) (Special)

3" AC (Misc Str) (Special)

Tack Coat (Asphalt Cement)

Fog Coat

Section Not Used

SECTION NO. 2

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

9/27/2023 by: HyeW4:05:21 PM@ pw://aecom-na-pw.bentley.com:AECOM_USA_Arizona/Documents/60667904-I-40_Kingman_Crossing_TI/900-CAD GIS/910_CAD/20_SHEETS/Roadway/h7147_ds03.dgn

DWG NO:

H7147 01CTRACS NO.

www.aecom.com

AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

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I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

M CARRILLO

M CARRILLO

08/23

08/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

Review

NOT FOR

CONSTRUCTION

OR RECORDING

PRELIMINARY

STAGE IV

040-B(AUE)

040-B(AUE)

Figure 2

TYPICAL SECTIONS

I-40

G-03.01

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

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AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

R E

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01/23

I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

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M CARRILLO

01/23

01/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

STAGE III

60%

040-B(AUE)

040-B(AUE)

4'

22' 16'

12' 12'

2'

20' Min

Exst

54'

6:1 6:1

TYPICAL SECTION - WB I-40

2'

20' Min

Exst

12'

54'

6:1 6:1

TYPICAL SECTION - EB I-40

38' Exst Roadway

12'10'

12'

Varies 0' to 12', Sta 2844+00.00 to Sta 2847+00.00

Sta 2906+85.56 to Sta 2919+99.77

Sta 2844+00.00 to Sta 2856+99.59

6:1 6:1

0.015$

0.015$

38' Exst Roadway

22'16'

4' 12' 12' 10'

12'

* 10', Sta 2851+55.79 to Sta 2852+01.09

Varies 12' to 0', Sta 2845+00.00 to Sta 2848+00.00

Sta 2903+84.63 to Sta 2919+99.77

Sta 2845+00.00 to Sta 2852+01.09

6"

Pvmt Str Sct No. 1 Pvmt Str Sct No. 1

Shldr Shldr

2'

12'

20' Min

54'

Ramp

\ Cst \

10'

6:1

Exst I-40Exst WB I-40 Med Cst \

Varies

TYPICAL SECTION - WB I-40

2'

12'

20' Min

54'

Ramp

\Cst \

10'

6:1

Exst EB I-40

Varies

TYPICAL SECTION - EB I-40

38' Exst Roadway

22'

12' 12'

16'

4'

38' Exst Roadway

16'

4' 12' 12'

22'

0.015$ 0.015$Exst Exst

* 10', Sta 2852+01.09 to Sta 2862+45.89

Varies 14' to 10', See Roadway Plans

Sta 2897+07.42 to Sta 2903+84.63

Varies, See Roadway Plans

Sta 2856+99.59 to Sta 2862+40.74

6:1

6:1

6:1

6:1

2'

Varies

Gore

Ramp

Varies

Pvmt Str Sct No. 3

2'

Varies

Gore

Ramp

Varies

Pvmt Str Sct No. 3

Sta 2897+35.00 to Sta 2899+31.41

Sta 2861+19.01 to Sta 2862+40.74

Paved Gore

Sta 2897+07.42 to Sta 2898+40.37

Sta 2862+00.89 to Sta 2864+01.63

Paved Gore

Pvmt Str Sct No. 7Pvmt Str Sct No. 7

Pvmt Str Sct No. 2

Exst ACFC Exst ACFC

Pvmt Str Sct No. 7

Pvmt Str Sct No. 2

Pvmt Str Sct No. 1 Pvmt Str Sct No. 7Pvmt Str Sct No. 7

Pvmt Str Sct No. 2

Exst ACFC

Pvmt Str Sct No. 1

Pvmt Str Sct No. 7

Pvmt Str Sct No. 2 Pvmt Str Sct No. 7

Exst ACFC

Pvmt Str Sct No. 7

TYPICAL SECTION - WB I-40 TYPICAL SECTION - EB I-40

X

Sta X

X

Sta X

Pvmt Str Sct No. 7

Pvmt Str Sct No. 2

Pvmt Str Sct No. 7

Exst ACFC

38' Exst Roadway

Cst \

Exst WB I-40 Exst I-40

Med Cst \ 54' 54'

Cst \

Exst EB I-40

38' Exst Roadway

22'16'22' 16'

4' 12' 12'12' 12' 4'

Exst Exst

Pvmt Str Sct No. 7

Pvmt Str Sct No. 2 Pvmt Str Sct No. 7

Exst ACFC

10' 10'

Exst WB I-40

Cst \

Exst I-40

Med Cst \

Exst EB I-40

Cst \

Figure 3

I-40

G-03.02

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

12/21/2022 aecompw15ics01$5:09:48 PM@

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AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

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01/23

I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

M CARRILLO

M CARRILLO

01/23

01/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

STAGE III

60%

040-B(AUE)

040-B(AUE)

22' 16'

12' 12'

Exst

6:1

54' Cst \

Exst I-40Exst WB I-40

Med Cst \

TYPICAL SECTION - WB I-40 AND EB I-40

54' Cst \

Exst EB I-40

22' 16'

38' Exst Roadway

10'

Pvmt Str Sct No. 1

38' Exst Roadway

22'16'

Pvmt Str Sct No. 1

12' 12' 6'

0.015$ 0.015$

6" (Typ) 6" (Typ)

22'16'

12'12'

Exst

Shldr Shldr

Shldr Shldr

12' 12'

Sta 2878+11.91 to Sta 2878+55.00

Sta 2876+00.00 to Sta 2876+35.82

2'

11'

Shldr

2'

TYPICAL SECTION - WB I-40, WIDENING FOR GUARDRAIL TYPICAL SECTION - EB I-40, WIDENING FOR GUARDRAIL

11'

2'

Shldr

2'

11'

2'

6:1

2'

Shldr Shldr

2'

6:1

11'

2'

See Dwg No. G-03.05 For Ramp Infield Grading Slopes See Dwg No. G-03.05 For Ramp Infield Grading Slopes

Var ies

E x s t

E P

2'

Sawcut

10:1

11'

No. 9 (Typ)

Pvmt Str Sct

2'

2'-8"

Std C-10.01

Guardrail Installation

2'

11'

2'

N e w

P

Std C-10.03

W-Beam Guardrail MGS, 10'

No. 9 (Typ)

Pvmt Str Sct

4'

6:1

No. 9 (Typ)

Pvmt Str Sct

10'4'

Detail 'AA' (Typ)

Wedge See Shoulder

Detail 'AA' (Typ)

WedgeSee Shoulder

Std C-10.30 to Conc Barrier, Guardrail Transition

DETAIL 'AA'

WEDGESHOULDER

4' 10'

Detail 'BB' (Typ)

WedgeSee Shoulder

Detail 'BB' (Typ)

See Shoulder Wedge

10' Shldr

10' Shldr

2'-8"

Detail 'BB' (Typ)

WedgeSee Shoulder

Detail 'AA' (Typ)

Wedge See Shoulder

54' Cst \

Exst I-40Exst WB I-40

Med Cst \ 54'

Cst \

Exst EB I-40

38' Exst Roadway 38' Exst Roadway

Var ies

10:1

Std C-10.01

Guardrail Installation No. 9 (Typ)

Pvmt Str Sct

DETAIL 'BB'

WEDGESHOULDER

See Dwg No. G-03.05 For Ramp Infield Grading Slopes

Sta 2878+55.00 to Sta 2881+43.41

Sta 2875+05.17 to Sta 2876+00.00

Sta 2878+55.00 to Sta 2882+03.41

Sta 2874+80.17 to Sta 2876+00.00

Sta 2878+55.00 to Sta 2879+67.56

Sta 2872+44.32 to Sta 2876+00.00

Sta 2878+55.00 to Sta 2879+42.56

Sta 2873+04.32 to Sta 2876+00.00

No. 2Pvmt Str Sct No. 2Pvmt Str Sct

Figure 4

RAMP A & B

G-03.03

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

12/21/2022 aecompw15ics02$5:10:05 PM@

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AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

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I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

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M CARRILLO

01/23

01/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

STAGE III

60%

040-B(AUE)

040-B(AUE)

0.020$

12' 12'

36.9' to 56.9'

14'

6:1

2' 2'

Profile Grade

14'

28'

Ramp A

TYPICAL SECTION - RAMP A

6:1

20' Min

22'

12'

0.020$ 6:16:1

Profile Grade

Ramp B

TYPICAL SECTION - RAMP B

3:1

12'12'

20' Min26'14'

40'

12'

0.020$

Grade

Profile 2' 2'

6:16:1

Ramp B

TYPICAL SECTION - RAMP B

3:1

6:1

6:1

6:1

No. 3

Pvmt Str Sct No. 3

Pvmt Str Sct

No. 3

Pvmt Str Sct

2'

8'

Sta 14+21.81 to Sta 29+15.33

6:1 6:1

6:1 6:1

Varies 8' to 26', Sta 25+67.69 to Sta 31+67.65

Sta 19+75.35 to Sta 31+67.65

6:1 6:1

Cross Slope Varies. See Dwg No. C-03.07

Cross Slope Varies. See Dwg No. C-03.08

Sta 31+67.65 to Sta 33+80.67

20'

20'

20'

Between I-40 And Ramps

See Dwg No. G-03.05 For Slope Details

Between I-40 And Ramps

See Dwg No. G-03.07 For Slope Details

Between I-40 And Ramps

See Dwg No. G-03.05 For Slope Details

Sta 27+50.00 to 29+15.33, Pvmt Str Sct No. 4.

Sta 31+67.65 to 33+80.67, Pvmt Str Sct No. 4.

0'-12' Varies

16'-28' Varies

12'4'

Sta 27+95.00 to Sta 28+15.41

Fence On Top of Wall

New 4' Chain Link

3:1

32" Type 'F' (PCCP Pvmt) w/ 2.5' Gutter

Concrete Half Barrier

ADOT Std C-10.52

32" Type 'F' (AC Pvmt)

Concrete Half Barrier

ADOT Std C-10.50

Line

Telephone

Relocated

R/W Control Access

New

Esmt Util New

13'

Esmt 10'

24.9'-25.6'

Retaining Wall

ADOT Std SD 7.01

3:1

0'-13' Varies

Sta 22+90.33 to Sta 27+75.00

66.5' to 68.9'

Link Fence

Control Chain

New 6' Access

R/W Control Access

New

Esmt 10'

Esmt Util New

Varies

Link Fence

Control Chain

New 6' Access

Line

Telephone

Relocated

2'

20'

10:1

12'

No. 10

Pvmt Str Sct

Sta XX+XX.XX to Sta XX+XX.XX

3.7:1

See Detour plans for locations and details.

Temporary Emergecy Vehicle Access Pvmt*

Slope

Emb

Temp

Grade

Final Finished

Figure 5

RAMP C & D

G-03.04

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

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AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

R E

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RECORD DRAWING

01/23

I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

M CARRILLO

M CARRILLO

01/23

01/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

STAGE III

60%

040-B(AUE)

040-B(AUE)

12' 12'

28' 14'

12'

0.020$

Grade

Profile 2'

6:1

Ramp C

TYPICAL SECTION - RAMP C

20' Min 12'

0.020$ 6:1 6:1

Profile Grade

Ramp C

3:1

TYPICAL SECTION - RAMP C

10'

0.020$

12'12'

20' Min14'

6:1 6:1

2'2'

Profile Grade

14'

28'

Ramp D

3:1

TYPICAL SECTION - RAMP D

6:1

6:1

No. 3

Pvmt Str Sct

No. 3

Pvmt Str Sct

No. 4

Pvmt Str Sct

6'

Sta 11+38.65 to Sta 31+22.37

6:1

6:1

6:1 6:1

6:1

42'

28'

20'

20'

20'

Sta 11+38.65 to 12+50.00, Pvmt Str Sct No. 4.

Cross Slope Varies. See Dwg No. C-03.10

Between I-40 And Ramps

See Dwg No. G-03.05 For Slope Details

Between I-40 And Ramps

See Dwg No. G-03.05 For Slope Details

Between I-40 And Ramps

See Dwg No. G-03.05 For Slope Details

Sta 11+26.81 to Sta 13+44.79

Varies 24' to 10', Sta 13+44.79 to Sta 19+44.96

Varies 42' to 28', Sta 13+44.79 to Sta 20+00.00

Sta 13+44.79 to Sta 32+12.39Varies

Sta 13+44.79 to Sta 18+50.00

Varies 2' to 6', Sta 19+00.00 to 20+00.00

2', Sta 13+44.79 to Sta 19+00.00

3:1

20'

6:1

Sta 11+61.50 to Sta 25+11.50

See Drainage Plans

Detention Basins

Chain Link Fence

New 6' Access Control

3:1 Line

Telephone

Relocated

32" Type 'F'

Concrete Half Barrier

ADOT Std C-10.50

Varies 42' to 22'

R/W Control Access

New

Esmt 10'

Esmt Util New

3:1

4'

10.74'

20'

10:1

12'

No. 10

Pvmt Str Sct

Sta XX+XX.XX to Sta XX+XX.XX*

8.74'12'

R/W Control Access

New

Line

Telephone

Relocated

On Top of Wall

New 4'Chain Link Fence

Varies 42' to 22'

32" Type 'F'

Concrete Half Barrier w/ 2.5' Gutter

ADOT Std C-10.52

12' 8.74'

10.74'

1'

Esmt Util New

Chain Link Fence

New 6' Access Control

Esmt 10'

Esmt Util New

Esmt Util New

1'

On Top of Wall

Link Fence

New 4'Chain

3.7:1

See Detour plans for locations and details.

Temporary Emergecy Vehicle Access Pvmt*

Grade

Finished

Final

Slope

Emb

Temp

Figure 6

INFIELD GRADING

I-40 & RAMPS

G-03.05

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

12/21/2022 aecompw15ics02$5:10:41 PM@

\\aecompw15ics01\iCS_pdf_work_dir\73325\3179_24\h7147_ty05.dgn www.aecom.com

AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

R E

V

IS

IO

N

R V

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

R E

V

IS

IO

N

R V

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

RECORD DRAWING

01/23

I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

M CARRILLO

M CARRILLO

01/23

01/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

STAGE III

60%

040-B(AUE)

040-B(AUE)

Cst \

Exst I-40

E x s t

E P

6:16:1

3:1

VariesVaries 20' Varies

I-40 & RAMPS

TYPICAL SLOPES

Ramp Cst

6:16:1

3:1

VariesVaries

Ramp Cst

22'

I-40 & RAMPS

TYPICAL SLOPES

6:1

Varies Varies

E x s t

E P

Ramp D Sta 11+20.00 to 21+35.00

Ramp C Sta 11+20.00 to 20+60.00

Ramp B Sta 26+00.00 to 34+03.65

Ramp A Sta 19+10.00 to 29+15.33

* WB Shown, EB Similar

Cst \

Exst I-40

WB

Var ies

8:1 Min, 3:

1 M ax

Ramp D Sta 21+35.00 to 31+22.37

Ramp C Sta 20+60.00 to 30+15.65

Ramp B Sta 21+76.06 to 26+00.00

Ramp A Sta 15+26.98 to 19+10.00

33'

11'

H in g e

P o in t

Figure 7

KINGMAN CROSSING BLVD

G-03.06

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

12/21/2022 aecompw15ics02$5:09:37 PM@

\\aecompw15ics01\iCS_pdf_work_dir\73325\3179_25\h7147_ty06.dgn www.aecom.com

AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

R E

V

IS

IO

N

R V

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

R E

V

IS

IO

N

R V

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

RECORD DRAWING

01/23

I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

M CARRILLO

M CARRILLO

01/23

01/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

STAGE III

60%

040-B(AUE)

040-B(AUE)

Profile Grade

12'12' 11' 6.5'12' 12'11'6.5'8'2'

TYPICAL SECTION

H=6" (Typ)

MAG Dtl 220, Type A

New Conc Curb & Gutter

0.020$ 0.020$

2'8'12'

115' Roadway

57.5'

8'

0.015$0.015$

H=6" (Typ)

MAG Dtl 222, Type A

New Conc Single Curb

Sta 47+96.78 to Sta 51+98.35

2:

12'

57.5'

Cst

Kingman Crossing Blvd

MAG Dtl 230

Sidewalk (Typ)

New 8' Conc

Lane Lt Turn

Lane Lt Turn

Lane Lt Turn

Lane Lt Turn

Profile Grade

2:1

Profile Grade

11' 6.5'12'11'6.5'8'2'

TYPICAL SECTION

H=6" (Typ)

MAG Dtl 220, Type A

New Conc Curb & Gutter

0.020$ 0.020$

2'8'

115' Roadway

57.5'

28'

0.015$0.015$

H=6" (Typ)

MAG Dtl 222, Type A

New Conc Single Curb

Sta 43+80.67 to Sta 46+80.58

3:1

12'

57.5'

Cst

Kingman Crossing Blvd

MAG Dtl 230

Sidewalk (Typ)

New 8' ConcProfile Grade

28'

4' 12' 12'

Lane Lt Turn

Lane Lt Turn

28'

Profile Grade Profile Grade

Intersection With Ramps B & D NB Lt Turn Lane at

4.5' 14'

Lane Rt Turn

Intersection With Ramp D NB Rt Turn Lane at

3:1

Pvmt Str Sct No. 5

Pvmt Str Sct No. 4

Figure 8

KINGMAN CROSSING BLVD

G-03.07

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

12/21/2022 aecompw15ics03$5:11:54 PM@

\\aecompw15ics01\iCS_pdf_work_dir\73325\3179_26\h7147_ty07.dgn www.aecom.com

AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

R E

V

IS

IO

N

R V

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

R E

V

IS

IO

N

R V

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

RECORD DRAWING

01/23

I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

M CARRILLO

M CARRILLO

01/23

01/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

STAGE III

60%

040-B(AUE)

040-B(AUE)

Profile Grade

11' 6.5'12'11'6.5'8'

2'

TYPICAL SECTION

H=6" (Typ)

MAG Dtl 220, Type A

New Conc Curb & Gutter

0.020$ 0.020$

Varies

Varies

Varies

0.015$

H=6" (Typ)

MAG Dtl 222, Type A

New Conc Single Curb

Sta 53+23.41 to Sta 60+96.39

12'

Varies

MAG Dtl 230

Sidewalk (Typ)

New 8' ConcProfile Grade

Varies

4'12'12'

Lane Lt Turn

Lane Lt Turn

28'

Profile Grade Profile Grade

Intersection With Ramps A & C SB Lt Turn Lane at

4.5' 14'

Lane Rt Turn

Santa Rosa Dr NB Rt Turn Lane at

Cst

Kingman Crossing Blvd

28'-15' 28'-15'

12' 12'

Lane Lt Turn

Lane Lt Turn

Varies

Profile Grade Profile Grade

Santa Rosa Dr NB Lt Turn Lane at

Varies

4.5'14'

Lane Rt Turn

Ramp A and Driveway SB Rt Turn Lane at

0.015$

8'2'

3:1

See Wall Plans

New Retaining Wall (Typ)

Pvmt Str Sct No. 4

8'

2'

0.015$

0.015$

8' 2'

3:1

Sta 56+39.08 to Sta 60+96.39 Sta 56+32.17 to Sta 60+96.39

Sta 56+49.12 to 60+96.39, Pvmt Str Sct No. 5.

Figure 9

DETOUR

G-03.08

040 MO 054

STATE

F.H.W.A.

REGION

ARIZ.

PROJECT NO.

SHEET

NO.

TOTAL

SHEETS

ARIZONA DEPARTMENT OF TRANSPORTATION

DESIGN

DRAWN ROADWAY DESIGN SERVICES

CHECKED

NAME

TRACS NO. OF

LOCATIONROUTE

DATE

12/21/2022 aecompw15ics03$5:11:53 PM@

\\aecompw15ics01\iCS_pdf_work_dir\73325\3179_47\h7147_ty08.dgn www.aecom.com

AECOM TECHNICAL SERVICES, Inc.

TRANSPORTATION

T 602.371.1100

Phoenix, Arizona 85020

7720 N. 16th St., Suite 100

INFRASTRUCTURE DELIVERY AND OPERATIONS DIVISION

R E

V

IS

IO

N

R V

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

R E

V

IS

IO

N

R V

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

RECORD DRAWING

01/23

I-40 KINGMAN CROSSING TI - KINGMAN

D WIGGINS

M CARRILLO

M CARRILLO

01/23

01/23 Review

NOT FOR

CONSTRUCTION

OR RECORDING

STAGE III

60%

040-B(AUE)

040-B(AUE)

Construction

Profile Grade

RAMP DETOUR TYPICAL SECTION

No. 6 (Typ)

Pvmt Str Sct

6:1

14' 14'

EB Ramp Detour

Sta XX+XX.XX to Sta XX+XX.XX

15'

Varies

Cross Slope Varies. See Dwg No. C-XX.XX

1.5:1 (Typ)

15'

10:1

12'

No. 10

Pvmt Str Sct

Exst

Cst \

Exst EB I-40

DETOUR TYPICAL SECTION - EB I-40

38' Exst Roadway

22'16'

12' 12'

Sta XX+XX.XX to Sta XX+XX.XX

10'

10:1

No. 10 (Typ)

Pvmt Str Sct

12'

14'

4'

16'

12'

Exst

DETOUR TYPICAL SECTION

Exst

Cst \

Exst EB I-40

16'

4' 12'

Sta XX+XX.XX to Sta XX+XX.XXSta XX+XX.XX to Sta XX+XX.XX

Cst \

Exst WB I-40

12'14'Varies

Varies

12' 14' Varies

Varies

DETOUR TYPICAL SECTION

Cst \

Exst EB I-40

Cst \

Exst WB I-40

6'14'

Varies

Sta XX+XX.XX to Sta XX+XX.XX

14'12'

No. 6 (Typ)

Pvmt Str Sct

No. 6 (Typ)

Pvmt Str Sct

No. 6 (Typ)

Pvmt Str Sct

No. 8 (Typ)

Pvmt Str Sct

No. 8 (Typ)

Pvmt Str Sct

Cst \ Detour

EB or WB

Cst \ Detour

EB

Cst \ Detour

EB or WB

Cst \ Detour

WB

10:1 10:1

2' 2'

No. 10 (Typ)

Pvmt Str Sct

2'

10:1

No. 10 (Typ)

Pvmt Str Sct

No. 6 (Typ)

Pvmt Str Sct

No. 10 (Typ)

Pvmt Str Sct

2' 12' 12' 2'2'2'

28'

2'

3'

3:1 Max (Typ)

Sawcut

0.02$

Profile Grade

3:1 Max (Typ)

Profile Grade Profile Grade

Exst Pavement

To Remain

WB*

* Mirror for EB Detour

3:1 Max (Typ)

Exst Pavement

To Remain

Profile Grade

SHOULDER WEDGE DETAIL

After Detour Pavement Removal

Exst Detour AC Pavement

Remove

3' 10' Shoulder

6:1

No. 6

Pvmt Str Sct

Figure 10

ADOT TRACS No. 040 MO 54 H714701C;

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