I-40 Kingman Crossing Traffic Interchange and Kingman Crossing East & West Tract 6055

Materials Design Report - Final

Kingman Healthcare, Inc

AECOM Project number: 60667904

Project number: 040 MO 54 H7147 01C

Federal Aid No. 040-B(AUE)

Traffic Interchange

MP 54.30 (Station 2844+00) to MP 55.90 (Station 2920+00)

September 29, 2023

FINAL

I-40 Kingman Crossing Traffic Interchange FINAL Project number: 60667904

Prepared for: Kingman Healthcare, Inc

AECOM

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

Final Draft 8/29/23

Final 9/28/23 Issued Report

Distribution List

# Hard Copies PDF Required Association / Company Name

09/28/2023

Prepared for:

Kingman Healthcare, Inc

Prepared by:

Elizabeth Young P.E., Ph.D.

Senior Staff Geotechnical Engineer

T: +1-602-389-8212

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

Table of Contents

1. Pavement Structure

1.1 Structural Thickness

2. Subgrade, Subbases and Bases

2.1 Subgrade Construction Control

2.2 Aggregate Base (Class 2)

3. Surface Treatments and Pavements

3.1 Tack Coat

3.2 Asphaltic Concrete-End Product (3/4) (Special Mix)

3.3 Asphaltic Concrete (Miscellaneous Structural) (Special Mix)

3.4 Asphaltic Concrete Friction Course (Asphalt Rubber)

3.5 Portland Cement Concrete Pavement (PCCP - Plain)

3.6 Pavement Smoothness (Kingman Crossing Traffic Interchange – Kingman)

4. Materials Sources – Geotechnical Analysis

4.1 Material Sources

4.2 Ground Compaction

4.3 Earthwork and Slope Factors

4.4 Water Requirements

4.5 Corrosion Potential of Soils (Ph and Resistivity)

4.6 Removal of Unsuitable Material

5. Miscellaneous

5.1 Bituminous Pavement Removal

5.2 Remove Bituminous Pavement From AC (Milling Friction Course)

5.3 Disposal Of Existing Asphaltic Concrete

5.4 Shoulder Build-Up

5.5 Responsibility for Repair

6. References

Appendix A Preliminary Pavement Structure Cost Estimation

Figures

Figure 1. Pavement Structural Sections

Figure 2-3. I-40 Typical Sections

Figure 4. Ramp A & B Typical Sections

Figure 5. Ramp C & D Typical Sections

Figure 6. I-40 & Ramps Infield Grading Typical Sections

Figure 7-8. Kingman Crossing Blvd Typical Sections

Figure 9. Detour Typical Sections

Figure 10. Subgrade Acceptance Chart

Figure 11. Field Exploration Site

Tables

Table 1. Roadway Pavement Design Thickness Table 2. Ground Compaction Factors Table 3. Global Average of Estimated Earthwork Factor Table 4. I-40 Corrosion Laboratory Results Summary Table 5. Kingman Crossing Blvd. Corrosion Laboratory Results Summary Table 6. Preliminary Pavement Structure Cost Estimate Table 7. Incentive Cost Estimate – Smoothness & Material Quality

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

040‐B(AUE)

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-ACFC asphalt rubber - asphaltic concrete friction course

B-## bridge boring bgs below ground surface

CL lean clay

CV Correction Value

DC Disincentive Constant

EB eastbound

EP edge of pavement

ESAL Equivalent Single Axle Load

GWSI Groundwater Site Inventory

HPMS Highway Performance Monitoring System

IC Incentive Constant

I-40 Interstate 40

IRI International Roughness Index

KCTI Kingman Crossing Traffic Interchange

LMAX a dollar amount per tested lane-mile

MAX a single dollar amount specified as the maximum smoothness incentive for the project mi mile(s)

ML sandy silt

MP milepost mph miles per hour

Mr resilient modulus

NAVD88 North American Vertical Datum of 1988

PCCP Portland cement concrete pavement

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

pci pound(s) per cubic inch

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

R-## roadway boring

R-value resistance value

Rcontrol construction control R-value

ROW right of way

RW-## retaining wall boring

Rmean mean resistance value

SC sand with clayey fines

SM sand with silty fines

USCS United States Classification System

WB westbound

XX pavement smoothness value

YY pavement smoothness value

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

1. Pavement Structure

AECOM prepared pavement structure recommendations for the proposed Kingman Crossing Boulevard

Traffic Interchange (KCTI) project in Kingman, Arizona within milepost (MP) 54.30 (Sta. 2844+00) to MP

55.90 (Sta. 2920+00) (ADOT TRACS No. 040 MO 54 H714701C). This report presents materials information for the I-40 access ramps, I-40 mainline and shoulders, Kingman Crossing Boulevard, Santa

Rosa Drive, and Prospector Street.

1.1 Structural Thickness

Based on the information provided in the I-40 Kingman Crossing Traffic Interchange Pavement Design

Summary Report (AECOM 2023a), and in accordance with Arizona Department of Transportation (ADOT)

Pavement Design Manual (ADOT 2017), the pavement structure recommendations for each roadway are shown in Table 1 and the typical sections, Figures 1 through 9 attached.

Table 1. 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 ---

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

Roadway*

(Station Range)

Total

Section

Thickness

Mill Tack

Coat

AR-

ACFC

AC-EP;

Special

(3/4″)

AC;

Special

(Misc.

Str.)

AB; Class-

PCCP

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

46+80.58; Sta.

56+49.12 to 60+96.39)

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

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.

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

Figure 10. Subgrade Acceptance Chart

2. Subgrade, Subbases and Bases

The subgrade parameters used to calculate the design R-value of the planned pavements and construction control R-value were determined in accordance with the ADOT Pavement Design Manual

(ADOT 2017). The correlated R-values ranged from 27 to 78, and the laboratory R-values ranged from 28 to 76. A construction control R-value of 35.0 was selected, based upon the correlated R-values. For more information, please refer to I-40 Kingman Crossing Traffic Interchange Pavement Design Report

Summary (AECOM 2023b).

2.1 Subgrade Construction Control

The attached Subgrade Acceptance Chart, as shown in Figure 10, shall be used during construction to determine whether subgrade materials are suitable, as outlined in Section 203-3.03 (D) of the ADOT

Construction Manual (ADOT 2015).

2.2 Aggregate Base (Class 2)

Aggregate Base should consist of the following:

1. Class 2 Aggregate Base as specified in Section 303 of the Standard Specifications.

The estimated haul distance for the Aggregate Base is 11 miles.

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

3. Surface Treatments and Pavements

Based on the information presented in the I-40 Kingman Crossing Traffic Interchange Geotechnical Data and Design Report (AECOM 2023a), and AECOM’s assumptions in accordance with ADOT Pavement

Design Procedure (ADOT 2017), recommended pavement surface materials are presented below.

3.1 Tack Coat

The tack coat shall be as specified in Section 404 of the Standard Specifications and Contracts and

Specifications Stored Spec. "404BITUM."

3.2 Asphaltic Concrete-End Product (3/4) (Special Mix)

The asphaltic concrete shall be as specified in Sections 403 and 416 of the Standard Specifications, and

Contracts and Specifications Stored Specs. "403ACHP" and "416ACES.”

The effective voids shall be 5.5 ± 0.2%.

The ratio of the mix design composite gradation target for the No. 200 sieve, including admixture, to the effective asphalt content shall be a minimum of 0.8 to a maximum of 1.2.

For estimating purposes, the unit weight of the bituminous mix is 147 pounds per cubic foot and the asphalt cement is 5.0%.

The asphalt cement type shall be PG 70-22 PM.

The estimated haul distance for the asphaltic concrete is 11 miles.

3.3 Asphaltic Concrete (Miscellaneous Structural) (Special Mix)

The asphaltic concrete shall be as specified in Section 409 of the Standard Specifications, and Contracts and Specifications Stored Spec. "409AGGR".

For estimating purposes, the unit weight of the bituminous mix is 147 pounds per cubic foot.

The asphalt cement type shall be PG 70-22.

The estimated haul distance for the asphaltic concrete is 11 miles.

3.4 Asphaltic Concrete Friction Course (Asphalt Rubber)

The asphaltic concrete friction course (asphalt-rubber) shall be as specified in Section 414 of the

Standard Specifications, and Contracts and Specifications Stored Spec. "414ACFAR."

Quantities are estimated on a spread rate of 59 lbs per square yard which includes 25% for leveling to provide a minimum 0.5-inch thickness.

For estimating purposes, the amount of asphalt-rubber is 9.7%.

The asphalt-rubber shall be CRA Type 2.

The average elevation of the roadway for this project is 3,550 feet (NAVD88).

The estimated haul distance for the (asphaltic rubber) asphaltic concrete friction course (AR-ACFC) is 11 miles.

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

3.5 Portland Cement Concrete Pavement (PCCP - Plain)

The work under this Item shall consist of furnishing all materials and constructing a Plain Jointed Portland

Cement Concrete Pavement as specified in Section 1006 of the Standard Specifications, and Contracts and Specifications Stored Specifications "1006PCC.

3.6 Pavement Smoothness (Kingman Crossing Traffic Interchange – Kingman)

The final asphaltic concrete pavement surface shall be evaluated for smoothness as specified in

Contracts and Specifications Stored Specifications "109PAVSM."

The following values shall be used in the Incentive/Disincentive Formulas for this project:

• XX = 53

• YY = 65

• (IC)= $ 2,700

• (DC)= $ 1,200

The following values must also be used:

• Contract Value (CV)= 86

• LMAX = $11,000 per tested lane-mile

4. Materials Sources – Geotechnical Analysis

Information for material sources and requirements for recommended specifications for the materials sources and design parameters are provided in the section.

4.1 Material Sources

Materials sources shall be as specified in Contracts and Specifications Section Stored Specifications

“1001MATL” and “104ENVIR.”

The estimated haul distance for materials is 11 miles.

4.2 Ground Compaction

The following ground compaction factors shall be considered on embankment sections outside the existing roadway prism.

Table 2. Ground Compaction Factors

Location (Station) Ratio (Compacted/InSitu)

West of Kingman Crossing Blvd. 0.82

Kingman Crossing Blvd. & Ramps 1.02-1.22

East of Kingman Crossing Blvd. 1.00-1.16

Santa Rosa Dr. & Prospector St. 1.24

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

4.3 Earthwork and Slope Factors

To better describe the subsurface materials encountered, the project site has been divided into four areas

(West of Kingman Crossing Blvd, Kingman Crossing Blvd and Access Ramps, East of Kingman Crossing

Blvd, and Santa Rosa/ Prospector), as shown on Figure 11. The areas were chosen based on groups of borings, soils encountered, proposed structures and/or roadway improvement areas.

The area shown as “West of Kingman Crossing Blvd” includes a portion of I−40, portions of project retaining walls and access ramps A and B (located west of the planned I−40 bridges). The area designated as “Kingman Crossing Blvd and Access Ramps” encompasses portions of I-40 and the I−40 bridges, Kingman Crossing Boulevard south of I−40, and Kingman Crossing Boulevard north of I−40 to the end of the retaining wall at Ramp A and the start of the retaining wall at Ramp C. The area identified as “East of Kingman Crossing Blvd” encompasses portions of I−40 and project retaining walls, and access ramps C and D (east of the planned I−40 bridges). The area called “Santa Rosa/ Prospector” includes Santa Rosa Drive, Prospector Street, and the portion of Kingman Crossing Boulevard extending north of the project retaining walls. The delineation of these areas is meant to aid in the discussion of subsurface materials and design considerations and not to delineate spatial boundaries between soil formations.

An earthwork shrinkage factors was estimated using a global average of the laboratory results for the in-situ dry density and maximum dry density. An estimated global average earthwork factors for the project are provided in Table 3.

Table 3. Global Average of Estimated Earthwork Factor

In-Situ Moist

Density (pcf)

Compacted (95.0%)

Moist Density (pcf)

Density Ratio

(Compacted/In-Situ)

Estimated Shrinkage

118.8 130.4 1.10 -10.0%

Earthwork factors may vary depending on subsurface conditions across the site. The earthwork shrinkage values are expected to be higher in areas where the in-situ soils have a lower relative density.

The earthwork factor had an average shrinkage value of 10% and standard deviation of ±8%.. Due to the complexities of soil disturbances and mixing caused by the process of excavation, hauling, stockpiling, and placement of soil, the estimated earthwork factors should be considered highly unreliable. Earthwork factors are a highly variable estimate, and the unreliability increases when a single shrinkage/swell factor is used in planning earthwork activities. Planned embankment fills are anticipated up to 6 feet on the project; a ground compaction factor of 0.15 feet should be applied for in areas of embankment fill placed outside areas of over excavation.

Temporary slopes for excavations or trenches should be constructed in accordance with Occupational

Safety and Health Administration (OSHA) Subpart P Appendix B (OSHA 2020). Any fills present on-site should be considered Type C soils. For excavations less than 20 feet in height, OSHA indicates a maximum allowable unshored slope of 1.5H:1V for Type C soils. Flatter slopes may be needed where either sandy soils are encountered or where the soils become excessively wet and soft. All other sloped excavations shall be in accordance with OSHA 1926.652(b).

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

4.4 Water Requirements

Approximately 61 gallons of water per cubic yard should be estimated for compaction of base and subgrade materials.

The application of water to subgrade materials is more than what is calculated using the difference between in-situ and optimum moisture content of compacted materials and includes a conservative overrun for losses due to seepage, evaporation, inadequate mixing, spillage, etc. Precipitation during and/or before construction may reduce the required amount of water.

4.5 Corrosion Potential of Soils (Ph and Resistivity)

If corrugated metal pipe culverts are to be used, then the type of metal pipe and coating should consider the pH and resistivity of in-place materials summarized in Table 4 and/or Table 5.

Table 4. I-40 Corrosion Laboratory Results Summary

I-40 (Station) pH Resistivity (ohm-cm) Chloride (ppm) Sulfate (ppm)

A 2876+46.97 7.9 2900 4 14

A 2877+23.62 -- -- 3 75

A 2877+98.95 8.0 720 -- --

A 2878+05.72 -- -- 12 21

Table 5. Kingman Crossing Blvd. Corrosion Laboratory Results Summary

Kingman Crossing Blvd.

(Station) pH Resistivity (ohm-cm) Chloride (ppm) Sulfate (ppm)

A 2871+53.17 7.6 1800 4 16

A 2881+19.43 -- -- 3 45

For further information regarding the corrosion potential of soils, please refer to I-40 Kingman Crossing

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

4.6 Removal of Unsuitable Material

The subgrade materials from Station 2850+00 to Station 2933+00 that do not meet requirements provided in the subgrade acceptance chart, as shown in Figure 10, shall be over excavated to a depth of

3 feet below finished subgrade elevation and replaced with suitable borrow material, approved by the

Engineer. Based on the laboratory test data presented in I-40 Kingman Crossing Traffic Interchange

Geotechnical Data and Design Report (AECOM 2023a) unsuitable materials have been identified in the vicinity of RW-09 from depth to 0-5 feet bgs. Based on the current design, this area has planned excavation to depths greater than 5 feet from the existing ground surface. Accordingly, no additional over-excavation is needed in this area. Unsuitable material has not been identified in other areas.

As approved by the Engineer, if subgrade material that does not meet requirements is encountered, it shall be over excavated to a depth of 3 feet below finished subgrade elevation and replaced with suitable material in accordance with the requirements of Section 203 “EARTHWORK” of the Arizona Department of Transportation Standard Specifications for road and bridge construction (ADOT 2021).

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

Considering the variation in the existing subgrade soils encountered in geotechnical explorations performed for the project, it is recommended that subgrade testing during construction include at least one test every 200 lineal feet, or less, to help identify changes in subgrade materials.

For further information regarding the corrosion potential of soils, please refer to I-40 Kingman Crossing

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

5. Miscellaneous

5.1 Bituminous Pavement Removal

The work under this Item consists of removal and disposal of asphaltic concrete pavement material as specified in Section 202 of the Arizona Department of Transportation Standard Specifications for road and bridge construction (ADOT 2021).

5.2 Remove Bituminous Pavement From AC (Milling Friction Course)

The work under this item (No. 2020077) shall consist of milling the existing asphaltic concrete friction course at the locations and depths shown on the plans, as directed by the Engineer, and in accordance with the requirements of these specifications.

The milling AC friction course on AC base shall be as specified in Section 202 of the Standard Specifications and Contracts and Specifications Stored Spec. "202ACMIL."

5.3 Disposal Of Existing Asphaltic Concrete

Upon removal, disposal of the existing asphaltic concrete shall be the responsibility of the contractor.

5.4 Shoulder Build-Up

Shoulder build-up material shall be placed and shaped along the edge of pavement in accordance with the details shown on the project plans, the applicable requirements of Subsection 203-10.03(A) of the specifications, and as directed by the Engineer. Rubbish, debris, and other objectionable matter shall be removed prior to placement of shoulder buildup material. Vegetation shall be cleared as necessary to accommodate placement of shoulder buildup material but minimized to the maximum extent practicable.

203-11.05 Basis of Payment: the last paragraph of the Standard Specifications is revised to read:

No additional measurement or direct payment will be made for clearing vegetation, removing rubbish, debris, and other objectionable matter, the construction or compaction of temporary slope fillets, or for borrow used for shoulder build-up, the costs being considered as included in the price of shoulder build-up.

5.5 Responsibility for Repair

Lane closures and restrictions are used to control traffic, while phased construction is used to move traffic through different parts of the project. In most cases, a line of barricades and perhaps a small buffer zone are the only means that separate the traffic from the work. In this case the Contractor is responsible for maintaining and repairing work damaged either by the public or by natural causes until formal partial or final acceptance is given. Regardless of what construction phases have been completed or what new lanes are opened to traffic, the Contractor is still responsible until acceptance (ADOT 2005).

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

6. References

ADOT (Arizona Department of Transportation). 2015. Construction Manual. Available at:

https://azdot.gov/adot-construction-manual. Accessed January 2023.

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). 2021. Standard Specifications for Road and Bridge

Construction. Available at:

https://azdot.gov/sites/default/files/media/2021/04/2021_Standard_Specifications_for_Road_and_Bridge_

Construction_PC.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.

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 Pavement Design Report Summary. Prepared for Kingman Healthcare, Inc. February.

OSHA (Occupational Safety and Health Administration). 2020. Part 1926, Safety and Health Regulations for Construction, Subpart P, Appendix B. Available at: https://www.osha.gov/laws-regs/regulations/standardnumber/1926. Accessed December 2022.

https://azdot.gov/adot-construction-manual https://apps.azdot.gov/files/materials-manuals/Preliminary-Engineering-Design/PavementDesignManual.pdf.%20Accessed%20January%202023 https://apps.azdot.gov/files/materials-manuals/Preliminary-Engineering-Design/PavementDesignManual.pdf.%20Accessed%20January%202023 https://azdot.gov/sites/default/files/media/2021/04/2021_Standard_Specifications_for_Road_and_Bridge_Construction_PC.pdf https://azdot.gov/sites/default/files/media/2021/04/2021_Standard_Specifications_for_Road_and_Bridge_Construction_PC.pdf https://azdot.gov/sites/default/files/media/2022/09/ADOT-GPDM-2022.pdf.%20Accessed%20January%202023 https://azdot.gov/sites/default/files/media/2022/09/ADOT-GPDM-2022.pdf.%20Accessed%20January%202023 https://www.osha.gov/laws-regs/regulations/standardnumber/1926 https://www.osha.gov/laws-regs/regulations/standardnumber/1926

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

Appendix A Preliminary Pavement Structure Cost Estimation

The Preliminary Pavement Structure Cost Estimate has been developed based upon the recommended pavement structures. This estimate reflects recent bid prices applied to the recommended pavement sections. The cost estimates listed in Table 6 includes costs for the pavement structures and related items for each roadway within the project limits. Table 7 summarizes the incentive cost estimate for the pavement smoothness on roadways within the project limits. Based on both tables listed, the preliminary pavement cost estimate is $7,287,912.00 and pavement smoothness cost estimate is $92,582.00. Subject to design changes, additions, alterations and corrections, the programmed amount for the project is $38,950,354.75.

Table 6. Preliminary Pavement Structure Cost Estimate

Item No. Item Description Unit Quantity Price Unit Amount

2020029 Removal of AC Pavement S. Y. 29,502 $10.00 $295,020.00

2020077

Remove Bituminous Pavement From Ac (Milling Friction Course)

S.Y. 42,126 $2.00 $84,252.00

2020085 Remove Bituminous Pavement (Milling) (3″)

S. Y. 3.601 $5.00 $180,050.00

3030022 Aggregate Base, Class 2 C. Y. 17,157 $70.00 $1,200,990.00

4010009 Portland Cement Concrete Pavement (9″)

S.Y. 17,614 $70.00 $1,232,980.00

4040111 Bituminous Tack Coat TON 36 $750.00 $27,000.00

4040112 Bituminous Tack Coat (Asphalt Cement)

Ton 95 $750.00 $71,250.00

4040116 Apply Bituminous Tack Coat

HOUR 241 $120.00 $28,920.00

4040125 Fog Coat Ton 4 $1000.00 $4,000.00

4040165 Blotter Material S.Y. 10,064 $120.00 $1,276,800.00

4040274 Asphalt Binder PG 70-22 (for Asphaltic Concrete-EP (3/4″) (Special))

TON 1,043 $730.00 $761,390.00

4090006 Asphaltic Concrete (Mics.

Str.) (Special Mix)

TON 2,461 $170.00 $418,370.00

4140040 AR-ACFC (Asphalt Rubber) TON 3,0513 $80.00 $244,080.00

4140042 Asphalt Rubber (For AR-

ACFC)

TON 275 $850.00 $233,750.00

4140044 Mineral Admixture (For AR-

ACFC)

TON 27 $150.00 $4.050.00

4160004 Asphaltic Concrete-EP (3/4″)(Special)

TON 18,394 $65.00 $1,195,610.00

4160031

Mineral Admixture

(for Asphaltic Concrete-EP (3/4″)(Special))

TON 196 $150.00 $29,400.00

TOTAL $7,287,912

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

Table 7. Incentive Cost Estimate – Smoothness & Material Quality

Item Unit Quantity Unit Cost Amount

Asphalt (AR-ACFC) Smoothness LANE MILE 3.4 $11,000 $ 37,400.00

Material Quality AC (3/4″) AC-EP (3/4″) (Special) TON 18,394 $3.00 $ 55,182.00

TOTAL $ 92,582.00

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

R E

V

IS

IO

N

S

U

R V

E Y

N O

F

IN

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H E

D P

L A

N

L O

C A

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D A

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N

C A

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IO

T E

RECORD DRAWING

08/23

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 Figure 2 Figure 2

Figure 1

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

12/21/2022 aecompw15ics02$5:09:38 PM@

\\aecompw15ics01\iCS_pdf_work_dir\73325\3179_20\h7147_ty01.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

E Y

F

IN

IS

H E

D

P

L A

N

C A

T

IO

T E

R E

V

IS

IO

N

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F

IN

IS

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D

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C A

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IO

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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)

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 2

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@

\\aecompw15ics01\iCS_pdf_work_dir\73325\3179_21\h7147_ty02.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

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IS

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F

IN

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P

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C A

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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)

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 3

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@

\\aecompw15ics01\iCS_pdf_work_dir\73325\3179_22\h7147_ty03.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

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IS

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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)

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 4

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

12/21/2022 aecompw15ics02$5:09:36 PM@

\\aecompw15ics01\iCS_pdf_work_dir\73325\3179_23\h7147_ty04.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)

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 5

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 6

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 7

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 8

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 9

West of Kingman Crossing Blvd

Kingman Crossing Blvd and Access Ramps

East of Kingman Crossing Blvd

Santa Rosa Drive/ Prospector Street

Figure 10

ADOT TRACS No. 040 MO 54 H714701C;

040‐B(AUE)

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