AZ_FLAP_237(1)_Pavements_Report_Signed.pdf

MORMON LAKE ROAD

COCONINO COUNTY, ARIZONA

AZ FLAP 237(1)

PAVEMENT AND MATERIALS REPORT

AUGUST 2018

Report prepared by:

U.S. Department of Transportation Federal Highway Administration

Central Federal Lands Highway Division Lakewood, Colorado http://www.google.com/imgres?sa=X&biw=1280&bih=819&tbm=isch&tbnid=gtpyJEKxSQX6SM:&imgrefurl=http://portal.hud.gov/hudportal/HUD?src=/press/press_releases_media_advisories/2010/HUDNo.10-242&docid=0hzyuk4oobnONM&imgurl=http://portal.hud.gov/hudportal/images/hudimg?id=dot_logo_41193.jpg&w=520&h=528&ei=uGw7Uoy6Ksjk4AOC_IDQBw&zoom=1&iact=hc&vpx=567&vpy=131&dur=635&hovh=226&hovw=223&tx=151&ty=150&page=1&tbnh=154&tbnw=162&start=0&ndsp=30&ved=1t:429,r:26,s:0,i:171

AZ FLAP 237(1) Mormon Lake Road ii

Written by: ________________________________________________________ Robert Norick, Staff Pavements & Materials Engineer

Reviewed by: ________________________________________________________ Mike Voth, Pavements & Materials Team Lead

Approved for distribution by:

Mike Voth, Pavements & Materials Team Lead Date

Electronic Distribution:

Construction Project Development Project Management Technical Services iii

TABLE OF CONTENTS

I. INTRODUCTION

II. CLIMATE

III. GEOLOGY

IV. PAVEMENT ASSESSMENT

V. EXISTING PAVEMENT & SOILS

VI. PAVEMENT DESIGN INPUTS

VII. PAVEMENT RECOMMENDATIONS & DISCUSSION

VIII. MATERIALS RECOMMENDATIONS

APPENDICES

A – Location Maps & General Photos B – DCP Data & Pavement Assessment Photos C – Pavement Design Calculations D – LTPPBind & Climate Data

I. INTRODUCTION

This report is written to document the existing road conditions and provide pavement recommendations for the planned AZ FLAP 237(1) Mormon Lake Road project. The project consists of the reconstruction and widening of the entire 9.8 mile length of Mormon Lake Road. The existing asphalt paved road is 24 feet wide with 11 foot lanes and 1 foot shoulders in each direction. The proposed road cross section consists of a 34 foot paved width with 12 foot lanes and 5 foot shoulders in each direction. The 5 foot paved shoulders will serve bicyclists and pedestrians. Mormon Lake is located approximately 30 miles southeast of Flagstaff, Arizona along Arizona Forest Highway 3, Lake Mary Road. Mormon Lake Road loops around the lake on the north, west and south; beginning and ending with “T” intersections with Lake Mary Road. This road serves as the primary access to the community of Mormon Lake and several campgrounds and is used by residents, tourists, and bicyclists. The project’s vicinity and site maps are provided in Appendix A in addition to general project photos. The milepost designations for the road are shown on Maps 2 and 3. Milepost 0.0 is located at Mormon Lake Road’s south “T” intersection with Lake Mary Road. The road’s posted speed limit is 45 mph with reduced speed limits within town.

II. CLIMATE

The climate data for Mormon Lake was obtained from the Intellicast website. The data is summarized in Table 1 below and provided in Appendix D. The average annual precipitation for this area is approximately 27.5 inches. The project is located at an elevation that receives both snow and rain, dependent upon the time of year. The project ranges in elevation from ≈7,100 feet to ≈7,300 feet. Mormon Lake receives approximately 80 inches of snow annually.

Table 1. Weather Data

Month Average

HIGH

Record

HIGH

Average

LOW

Record

LOW

Average

PRECIP.

January 40 65 15 -35 3.26”

February 43 76 16 -16 3.10”

March 47 72 20 -12 3.69” April 54 76 26 -2 1.56”

May 64 87 33 12 0.96”

June 75 97 41 22 0.44”

July 79 94 49 31 2.55”

August 76 90 48 30 3.01”

September 71 87 41 24 2.36” October 60 80 31 10 2.04”

November 48 70 22 -5 2.13” December 41 68 16 -27 2.43”

Temperatures are in °F and precipitations are in inches.

III. GEOLOGY

Based upon the on-line National Geologic Map database, Mormon Lake Road is underlain by Quaternary period alluvial deposits (present to 2.6 million years ago), as well as, Tertiary period volcanic basalt (2.6 to 66 million years ago). The volcanic units are typically underlain by the Kaibab Formation (250 million years old). Quaternary alluvium (river deposits) is described as unconsolidated clay, silt, sand, and gravel of local derivation and can include small colluvial (gravity), eolian (wind), and fan deposits.

Volcanic rocks in the project area are typically medium to dark gray basalt with local silicic ash deposits and some andesite and dacite. The Kaibab Formation consists of silty to sandy dolomite, limestone, and fine-grained sandstone. The area is characterized by a gentle rolling and undulating surface of thin deposits (of alluvial, colluvial, and residual soils) underlain by bedrock. The thin soil deposits include both granular materials of silty sand and gravel and finer grained deposits of silty to sandy clay. The clay is a common weathering product of the basalt and is typically high in plasticity. The exposed bedrock includes basalt and limestone and are generally firm and slightly weathered.

IV. PAVEMENT ASSESSMENT

A comprehensive pavement and subgrade investigation was not requested for the project.

On July 24-26, 2017, a less intensive pavement assessment was conducted for the road including fifteen 12” to 18” deep hand dug test pits (without soil samples). The test pit locations alternated between the left and right edge of pavement. For six of the test pits, Dynamic Cone Penetration (DCP) tests were conducted from the bottom of the test pits to assess the underlying soils. CFL personnel logged the findings including depth of boring, visual soil classification, pavement thickness, and DCP measurements. Table 2 below summarizes the test pit location data (See Map 2, Appendix A for Milepost locations).

Table 2. Test Pit Locations Test Pit # Milepost Left/Right Cut/Fill Elevation Depth DCP (Y/N)

TP-1 0.4 Left Fill 7235’ 18” Yes TP-2 0.7 Right Fill 7210’ 18” Yes TP-3 1.3 Left Fill 7140’ 18” Yes TP-4 2.1 Right Fill 7140’ 18” No TP-5 2.7 Left Fill 7150’ 18” No TP-6 3.1 Left Rock Cut 7160’ 18” No TP-7 3.4 Left Rock Cut 7150’ 12” No TP-8 4.0 Left Rock Cut 7190’ 12” No TP-9 5.0 Right Fill 7140’ 12” No TP-10 5.5 Left Rock Cut 7140’ 12” No TP-11 6.0 Right Fill 7135’ 12” Yes TP-12 7.5 Right Fill 7245’ 12” Yes TP-13 8.0 Left Fill 7235’ 12” Yes TP-14 9.0 Right Fill 7210 12” No TP-15 9.5 Left Fill 7170 12” No

V. EXISTING PAVEMENT & SOILS

The existing roadway was found to be in fair condition. The existing pavement exhibits transverse, longitudinal, block, and edge cracking that comes with an old age hardened road. There is very little evidence of road subgrade issues (e.g. alligator cracking, rutting, and depressions). The pavement thickness along Mormon Lake Road consists of a 3” depth of hot mix asphalt over a 2” depth of asphalt treated base. Beneath the treated base is a 8” to 20” depth of a volcanic red sandy gravel (cinders). This pavement section is confirmed by the road’s 1968 “as-built” construction plans (See Figure 1 below). “As- Built” Station 514+00 corresponds to Milepost 0.0, while Station 107+50 corresponds to Milepost 7.7. Five of the six DCP tests along the roadway encountered soft clay subgrade soils at depths between 24” and 28” (clay residue adhered to DCP upon extraction). One DCP test encountered refusal (rock fragment or bedrock) at approximately 22” depth. See Appendix B for pavement assessment photos and DCP data.

Figure 1. Mormon Lake Road As-Built Road Section (1968)

VI. PAVEMENT DESIGN INPUTS

The pavement design for the Mormon Lake Road project utilized design criteria established in the Federal Lands Highway (FLH) Project Development Design Manual (PDDM). The criteria shown in Table 4 below were selected based on the project’s scope and traffic levels.

Table 3. Design Criteria Design Performance Period (3R) 20 years Initial Serviceability 4.2 Terminal Serviceability (for ADT of 500 to 5,000) 2.5 Design Reliability Level 75% Overall Standard Deviation 0.49 Directional Distribution 60%

Subgrade Soil Resilient Modulus

Six in-situ DCP tests (ASTM D6951) were conducted to determine the California Bearing Ratio (CBR) and Resilient Modulus for the road’s subgrade soils. In accordance with ASTM D6951, the California Bearing Ratio can be estimated from the DCP index value using the following US Corps of Engineers equation; CBR (%) = 292 / DCP1.12.

Based upon the CBR and Exhibit 11.4.2.C of the FLH PDDM, the subgrade’s Resilient Modulus can be estimated (See Appendix C).

Five of the DCP tests indicate soft clay subgrade soils at depths between 24” and 28” (clay residue adhered to DCP upon extraction). These five DCP tests found the subgrade soils to have consistent DCP index values around 32 mm/blow with a corresponding CBR of 6% and a Resilient Modulus of 5,500 psi. One DCP test (TP-11) encountered refusal (rock fragments or bedrock) at approximately 22” depth. A summary of the DCP data is provided in Table 4 below.

Table 4. Subgrade DCP Data

Test Pit # Milepost Subgrade Material

Subgrade Depth

Surface Elevation

DCP Index mm/blow

TP-1 0.4 Soft Clay 27” 7235’ 32 TP-2 0.7 Soft Clay 28” 7210’ 32 TP-3 1.3 Soft Clay 28” 7140’ 34.5 TP-11 6.0 Rock Refusal at 22” 7135’ N/A TP-12 7.5 Soft Clay 25” 7245’ 30 TP-13 8.0 Soft Clay 24” 7235’ 31

Design DCP Index Value 32 mm/blow Design CBR Value 6.0%

Design Resilient Modulus Value 5,500 psi

Traffic

Mormon Lake Road is the primary access for the community of Mormon Lake and several campgrounds and is used by residents, tourists, and bicyclists. The vast majority of vehicles that use this route are passenger vehicles, pickups, and SUVs; constituting more than 95% of the daily traffic (based upon several site visits). There are occasional delivery trucks and freight trucks serving the community, as well as, recreational vehicles. Coconino County’s FLAP application specifies an average daily traffic (ADT) of 758 vehicles/day with an assumed 2% growth.

As part of the previous Lake Mary Road project (AZ FLAP 234(3)), Coconino County conducted traffic counts with vehicle classifications for Lake Mary Road just south of Mormon Lake Road’s southern intersection (See Appendix C). These traffic counts were for the two week period between 7/24/2014 and 8/7/2014. According to these traffic counts, the majority of the vehicles along Lake Mary Road are Class 2-3 cars/pickups (80%), Class 5 motor homes and two axle delivery trucks (15%), and Class 8 four axle tractor trailers (5%). Based upon several site visits, the truck traffic along Mormon lake Road is estimated to be 20-25% of the truck traffic along Lake Mary Road. As such, the Mormon Lake Road vehicle distributions are as follows: 95% Class 2-3 cars/pickups;

4% Class 5 motor homes and delivery trucks; and 1% Class 8 tractor trailers.

Accurate traffic load estimates expressed as 18-kip equivalent single axle loads (ESALs) are critical for the pavement design. Load estimates are based on vehicle counts and classifications with a 20-year, 2% growth factor of 24.3. Standard load equivalency truck factors are used to convert the various vehicle axle loads to 18-kip ESALs. The following truck factors were assumed for the vehicle classifications in accordance with PDDM Exhibit 11.2-A: 0.004 for Class 2-3; 0.5 for Class 5, and 1.75 for Class 8.

Based upon the design criteria and assumptions shown above and the 1993 AASHTO pavement design procedure, the project’s 20-year-18-kip equivalent single axle loads (ESALs) are calculated to be 166,580 (see Appendix C).

Structural Layer Coefficients

Standard structural layer coefficients were selected for asphalt concrete pavement, 0.44;

full depth reclamation (FDR) and aggregate base course (CAB), 0.12; and select borrow/volcanic cinders, 0.06, in accordance with Exhibit 11.2-C of the PDDM.

A drainage coefficient of 1.0 was used for all proposed layers.

Structural Number Calculations

The Pavement Interactive App for the 1993 AASHTO pavement design procedure is used to determine the required pavement structural numbers (SN) for Mormon Lake Road.

Based upon the ESALs, the subgrade Resilient Modulus, and the aforementioned design criteria, the following required pavement design structural number is calculated.

Required Mormon Lake Road SN = 2.75 inches (See Appendix C)

VII. PAVEMENT RECOMMENDATIONS & DISCUSSION

Project Recommendations

In accordance with the 1993 AASHTO pavement design procedure, a 20 year pavement design requires a Structural Number (SN) of 2.75. After evaluating various alternatives and performing various iterations, the following pavement structural section is proposed:

- 3” of Asphalt Pavement (SN = 3” x 0.44 = 1.32”)

- 8” of Aggregate Base/FDR mix (SN = 8” x 0.12 = 0.96”)

- 8” of Select Borrow / Existing Volcanic Cinders (SN = 8” x 0.06 = 0.48”)

- TOTAL SN = 2.76 inches

Aggregate base may consist of a homogeneous mixture of existing pulverized asphalt and base, imported crushed aggregate, or imported cinders from the forest service pit with the maximum allowable volume of imported cinders as shown in Table 5 below. The pulverizing depth shown is measured relative to the existing pavement surface.

Table 5 Aggregate Base Mix – Volume of Imported Cinders

Pulverizing Depth Maximum Allowable

Volume as Percent of Mix

6 inches 50% 8 inches 33% 10 inches 16% 12 inches 0%

There is no restriction on the volume of imported crushed aggregate within the mix. The mixing of the aggregate base can be performed on-grade. The Contractor shall submit a plan for the mixing of the aggregate base mixture to be approved by the CO including the proposed mixture proportions for segments along the road alignment with a minimum 2000 linear foot segment length. Material for shoulder finishing to be entirely imported crushed aggregate. The pulverizing of the existing asphalt and base to be in accordance with FP-14 Section 304. Pulverization should be for the full width of the existing asphalt treated base. No existing pavement or asphalt treated base should remain after the road is pulverized. The imported cinders to be processed to meet the gradation of Table 6 below.

Table 6 Imported Cinders Gradation

Sieve Size

Percent by Mass Passing Designated Sieve

(AASHTO T 27 and T 11) 1½ inch (37.5 mm) 100

No. 4 (4.75 mm) 25 – 75 No. 200 (75 µm) 0.0 – 15.0

VIII. MATERIALS RECOMMENDATIONS, SCRs, AND

CONSTRUCTION CONSIDERATIONS

Selection of Asphalt Binder

LTPPBind and the PDDM standards were utilized for the selection of the asphalt binder for the project (See Appendix D). A PG 58-28 binder is recommended for the project’s asphalt concrete pavement. This binder grade was also used for the previous Lake Mary Road project. The hot mix asphalt shall be in accordance with FP-14 Section 401.

Prime and Tack Coats, Fog Seal and Blotter

For this project, a Prime Coat and Blotter applied to the base prior to asphalt placement, a Tack Coat applied between asphalt lifts, and a Fog Seal applied to the final pavement surface are recommended.

Subexcavation

The pavement assessment identified a soft clay subgrade 2 feet beneath the existing pavement surface, but did not identify specific areas requiring subexcavation. To avoid subexcavation, excavation into the existing base should be avoided. With the soft clay subgrade, lowering the existing road grade to generate fill material may prove to be uneconomical. Exposing the soft clay subgrade may require subexcavation, waste, and imported select borrow material; create more impacts to locals; and require more traffic control to construct. Areas of soft subgrade may need to be stabilized during construction, and therefore, it is recommended that an appropriate quantity of subexcavation be included in the contract to be used at the discretion of the CO.

Subexcavation should be to a depth of 2 feet with the placement of a geotextile separation fabric (nonwoven, Class 1,Type E) in the bottom of the excavation and the placement of suitable backfill material on top of the fabric.

SCRs and Construction Concerns

CFLHD standard SCRs related to pavements and materials are expected to be used with the project with the exception of the Section 302 for minor crushed aggregate. The 302 SCR to provide the requirements for the Aggregate Base/FDR mix in accordance with Section VII. PAVEMENT RECOMMENDATIONS & DISCUSSION of this report.

Any additional SCRs may be developed as needed.

Materials for Culvert Pipe and Concrete Structures

A comprehensive pavement and subgrade investigation was not requested for the project.

A less intensive pavement assessment without the collection subgrade soil samples was conducted on July 24-26, 2017. Without the testing of the subgrade soils for corrosion potential (resistivity, Ph, sulfates, and chlorides), recommendations regarding pipe materials and cement type are not available. A visual corrosion assessment of the existing pipes and concrete structures should be conducted during the 95% field review.

Pavement Roughness

It is recommended that pavement roughness be evaluated as Type III-A in accordance with FP-14 Section 401.16(d) and Table 401-5.

Bid Items

Suggested FP-14 pay items for the proposed structural section are shown in Table 7.

Table 7: Recommended Pay Items Item

Number Item Description Unit Remarks.

20402-0000 Subexcavation CUYD 30203-2000 Roadway Aggregate, Method 2 (FDR mix) SQYD

40101-5600 Asphalt Concrete Pavement, Gyratory Mix, 1/2- Inch or 3/4-Inch Nominal Maximum Size Aggregate, 0.3 To <3 Million ESAL

TON

40105-3000 Antistrip Additive, Type 3 TON 40601-0000 Fog Seal TON 41102-1000 Prime Coat, Method 1 SQYD 41105-0000 Blotter TON 41201-0000 Tack Coat TON

APPENDICES

A – Location Maps & General Photos

B – DCP Data & Pavement Assessment Photos

C – Pavement Design Calculations

D – LTPPBind & Climate Data

APPENDIX A – Location Maps & General Photos

Coconino National Forest

State Trust

Hopi Tribal Land

UV179

UV89A

UV87

§̈¦40

§̈¦17

YAVAPAI

¨0 2 41

Miles

Mormon Lake Road Widening Vicinity Map

THIS MAP IS FOR GENERAL PUPOSES ONLY.

NO WARRANTY OF ACCURACY IS GIVEN OR IMPLIED.

DRAWN BY: E.Henricksen

Lake Mary Road

MOHAVE APACHE

NAVAJO

YAVAPAI

GILALA

PAZ MARICOPA GREENLEEGRAHAMYUMA PINAL

PIMA COCHISE

SANTA

CRUZ

SAN

JUANKANEWASHINGTON

Coconino

Project Area

Mormon Lake Road

Project Area

Flagstaff City Limits

Map #1

Lake Mary Road

Mormon Lake

Mormon Lake Road Widening Project Area Map

0 0.5 10.25 Miles

Mormon Lake Road

Lake Mary Road

Possible Major Wall Work

Double Box Culvert

Map #2

THIS MAP IS FOR GENERAL PUPOSES ONLY.

NO WARRANTY OF ACCURACY IS GIVEN OR IMPLIED.

DRAWN BY: E.Henricksen

Dairy Springs

Campground

Double Springs

Campground Mormon Lake

Photos #1,2Photo #3Photo #4

Photos #5,6

Photo #7

Photo #8

Fire Station

Photo #9 Photo #10

Mormon Lake Road Widening Aerial Photo

Map #3

Begin Route, MP 0.0

End Route, MP 9.8

Photo #1, South Intersection with Lake Mary Road at MP 0.0, Looking Back

Photo #2, Typical Road Conditions at MP 0.0, Looking Ahead

Photo #3, Typical Road Conditions at MP 1.0, Looking Back

Photo #4, Typical Road Conditions at MP 1.3, Looking Ahead

Photo #5, Typical Road Conditions at MP 1.6, Looking Back

Photo #6, Typical Road Conditions at MP 1.9, Looking Ahead

Photo #7, Typical Road Conditions at MP 5.5, Looking Ahead

Photo #8, Typical Road Conditions at MP 8.0, Looking Ahead

Photo #9, Typical Road Conditions at MP 9.0, Looking Ahead

Photo #10, North Intersection with Lake Mary Road at MP 9.8, Looking Ahead

APPENDIX B – DCP Data & Pavement Assessment Photos

MORMON LAKE ROAD DCP Data - AZ FLAP 237(1)

TP-1 DCP Data 07/24/2017

Loaction: Left EOA at fill section betweem culvert and "no passing" sign; MP 0.4.

Zero Pt (mm) = 260 Begin test 18" below asphalt surface; Elevation ≈ 7235'.

Incremental Depth below # of Blows Penetration Penetration DCP Index CBR % Asphalt Surface

(mm) (mm) (mm/blow) (inches)

5 310 50 10 22.2 20.0 5 355 45 9 24.9 21.7 5 390 35 7 33.0 23.1 5 420 30 6 39.3 24.3 5 450 30 6 39.3 25.5 5 490 40 8 28.4 27.1 5 650 160 32 6.0 33.4 5 810 160 32 6.0 39.7

Note: Clay layer encountered at 27" depth below asphalt surface.

TP-2 DCP Data 07/24/2017

Location: Right EOA at fill section, 150' west of center of Ranger Station Rd; MP 0.7.

Zero Pt (mm) = 260 Begin test 18" below asphalt surface; Elevation ≈ 7210'.

Incremental Depth below # of Blows Penetration Penetration DCP Index CBR % Asphalt Surface

(mm) (mm) (mm/blow) (inches)

5 305 45 9 24.9 19.8 5 340 35 7 33.0 21.1 5 365 25 5 48.1 22.1 5 395 30 6 39.3 23.3 5 415 20 4 61.8 24.1 5 435 20 4 61.8 24.9 5 455 20 4 61.8 25.7 5 480 25 5 48.1 26.7 5 520 40 8 28.4 28.2 5 680 160 32 6.0 34.5 5 710 30 6 39.3 35.7

Note: Clay layer encountered at 28" depth below asphalt surface.

TP-3 DCP Data 07/24/2017

Location: Left EOA at fill section, just east of sharp corner; MP 1.3.

Zero Point = 260 Begin test 18" below asphalt surface; Elevation ≈ 7140'.

Incremental Depth below # of Blows Penetration Penetration DCP Index CBR % Asphalt Surface

(mm) (mm) (mm/blow) (inches)

5 355 95 19 10.8 21.7 5 435 80 16 13.1 24.9 5 515 80 16 13.1 28.0 5 690 175 35 5.4 34.9 5 860 170 34 5.6 41.6

Note: Clay layer encountered at 28" depth below asphalt surface.

TP-11 DCP Data 07/25/2017

Location: Right EOA at fill section at MP 6.0.

Zero Point = 250 Begin test 12" below asphalt surface; Elevation ≈ 7135'.

Incremental Depth below # of Blows Penetration Penetration DCP Index CBR % Asphalt Surface

(mm) (mm) (mm/blow) (inches)

5 300 40 8 28.4 14.0 5 350 50 10 22.2 15.9 5 400 50 10 22.2 17.9 5 445 45 9 24.9 19.7 5 480 35 7 33.0 21.1 5 515 35 7 33.0 22.4

Note: Refusal at 22" depth below asphalt surface (rock fragment).

TP-12 DCP Data 07/25/2017

Location: Right EOA at fill section at MP 7.5.

Zero Point = 260 Begin test 12" below asphalt surface; Elevation ≈ 7245'.

Incremental Depth below # of Blows Penetration Penetration DCP Index CBR % Asphalt Surface

(mm) (mm) (mm/blow) (inches)

5 320 60 12 18.1 14.4 5 380 60 12 18.1 16.7 5 435 55 11 19.9 18.9 5 485 50 10 22.2 20.9 5 590 105 21 9.6 25.0 5 785 195 39 4.8 32.7

Note: Clay layer encountered at 25" depth below asphalt surface.

TP-13 DCP Data 07/25/2017

Location: Left EOA at fill section at MP 8.0.

Zero Point = 260 Begin test 12" below asphalt surface; Elevation ≈ 7235'.

Incremental Depth below # of Blows Penetration Penetration DCP Index CBR % Asphalt Surface

(mm) (mm) (mm/blow) (inches)

5 300 40 8 28.4 13.6 5 340 40 8 28.4 15.1 5 380 40 8 28.4 16.7 5 420 40 8 28.4 18.3 5 460 40 8 28.4 19.9 5 500 40 8 28.4 21.4 5 550 50 10 22.2 23.4 5 680 130 26 7.6 28.5 5 855 175 35 5.4 35.4

Note: Clay layer encountered at 24" depth below asphalt surface.

Typical Road Conditions in Fill Section at MP 0.7, TP-2, Looking Back

Cinder Borrow Material beneath 2” Asphalt Treated Base at MP 0.7, TP-2

Typical Road Conditions in Fill Section at MP 1.3, TP-3, Looking Forward

Clay Subgrade Material adhered to DCP at MP 1.3, TP-3

Typical Road Conditions in Rock Cut at MP 3.1, TP-6, Looking Back

Cinder Borrow Material beneath 2” Asphalt Treated Base at MP 3.1, TP-6

Typical Road Conditions in Rock Cut at MP 3.4, TP-7, Looking Back

Cinder Borrow Material beneath 2” Asphalt Treated Base at MP 3.4, TP-7

Typical Road Conditions in Rock Cut at MP 4.0, TP-8, Looking Ahead

Cinder Borrow Material beneath 2” Asphalt Treated Base & 3” HACP at MP 4.0, TP-8

Typical Road Conditions in Fill Section at MP 5.0, TP-9, Looking Back

Cinder Borrow Material beneath 2” Asphalt Treated Base & 3” HACP at MP 5.0, TP-9

Typical Road Conditions in Rock Cut at MP 5.5, TP-10, Looking Ahead

Cinder Borrow Material beneath 2” Asphalt Treated Base at MP 5.5, TP-10

Typical Road Conditions in Fill Section at MP 6.0, TP-11, Looking Ahead

Cinder Borrow Material beneath 2” Asphalt Treated Base at MP 6.0, TP-11

Typical Road Conditions in Fill Section at MP 7.5, TP-12, Looking Back

Cinder Borrow Material beneath 2” Asphalt Treated Base & 3” HACP at MP 7.5, TP-12

APPENDIX C – Pavement Design Calculations

Mormon Lake Road, Coconino County, Arizona

Pavement Design Structural Number (SN) Calculation

Rigorous ESAL Calculations

Project: AZ FLAP 237(1) - Mormon Lake Road Date: 8/9/2017 Location: Coconino National Forest, Coconino County, Arizona

Mormon Lake Road ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 758 Number of Lanes in Design Direction 1 Percent of Trucks in Design Lane 100% Percent of Trucks in Design Direction 60%

Accumulated Average Initial 18-kip ESALs for

Vehicle Percent Annual % Growth Truck Factor Performance Class of ADT Growth Factor (ESALs/Truck) Period

2-3 95% 2% 24.30 0.004 15,327 5 4% 2% 24.30 0.5 80,668 8 1% 2% 24.30 1.75 70,585

Total 166,580

Aggregate Surfacing Design Standards and Guidance November 2010

CFLHD Supplement 11.4.2-1 4 of 5

1 2 3 4 5 6 7 8 9 10 11 12 13 1 2 3 4 5 6 7 8 9 10 11 12 13

7/24/2014 163 0 0.47 0.32 0.01 0.1 0.01 0 0.08 0.02 0 0 0 0 0 0.03 0.21 1.71 7.91 1.14 0 18.6 7.53 0 3.4 0 0 40.5

7/25/2014 533 0.013 0.48 0.3 0.01 0.12 0 0 0.07 0.01 0 0 0 0 0 0.1 0.64 6.4 32.5 0 0 52.8 10.6 0 3.2 0 0 106.2

7/26/2014 633 0.024 0.51 0.29 0.01 0.13 0 0 0.04 0 0 0 0 0 0 0.13 0.73 7.6 41.1 1.9 0 36.1 0 2.53 0 0 0 90.1

7/27/2014 664 0.005 0.5 0.3 0.01 0.13 0 0 0.05 0 0 0 0 0 0 0.13 0.8 7.97 43.2 0 0 53.8 4.38 0 4 0 0 114.2

7/28/2014 321 0.003 0.48 0.32 0 0.15 0.01 0 0.04 0.01 0 0 0 0 0 0.06 0.4 1.44 24.1 1.93 0 17.8 6.36 0 0 0 0 52.1

7/29/2014 274 0.004 0.45 0.29 0.01 0.18 0.02 0 0.03 0.02 0 0 0 0 0 0.05 0.32 2.88 24.5 4.93 0 13.6 9.04 0 5.8 0 0 61.1

7/30/2014 327 0.012 0.45 0.33 0 0.1 0.01 0.01 0.07 0.02 0 0 0 0 0 0.06 0.44 1.47 15.5 2.94 2.94 35.8 15.1 0 0 0 0 74.3

7/31/2014 334 0.006 0.49 0.29 0.01 0.11 0.02 0 0.07 0.02 0 0 0 0 0 0.07 0.38 3.01 18.5 6.01 0 33.1 11 0 0 0 0 72.1

8/1/2014 475 0.002 0.5 0.3 0.01 0.12 0.01 0 0.07 0.01 0 0 0 0 0 0.09 0.57 4.28 27.6 2.85 0 46.3 11.5 0 0 0 0 93.1

8/2/2014 467 0.009 0.51 0.3 0.01 0.15 0 0 0.02 0 0 0 0 0 0 0.09 0.56 6.3 34.6 0 0 16.8 4.11 0 0 0 0 62.4

8/3/2014 599 0.02 0.5 0.29 0 0.13 0 0 0.06 0 0 0 0 0 0 0.12 0.69 1.8 37.4 1.2 0 55.7 3.95 0 3.6 0 0 104.5

8/4/2014 310 0 0.45 0.33 0 0.14 0.03 0 0.04 0.01 0 0 0 0 0 0.06 0.41 0 22 8.06 0 18.1 6.82 1.86 0 0 0 57.4

8/5/2014 283 0.004 0.46 0.29 0.01 0.13 0.03 0 0.06 0.01 0 0 0 0 0 0.05 0.33 4.67 18.5 7.92 1.7 25.5 8.72 0 3.4 0 0 70.8

8/6/2014 287 0 0.48 0.31 0.01 0.13 0.01 0 0.05 0.02 0 0 0 0 0 0.06 0.36 3.01 18.5 2.01 0 19.4 10.7 0 2.6 0 0 56.6

8/7/2014 130 0.016 0.41 0.29 0.02 0.17 0 0 0.07 0.02 0 0 0 0 0 0.02 0.15 4.49 11.2 0 0 13.7 4.58 0 0 0 0 34.1

Average 414.3 0.008 0.47 0.3 0.01 0.13 0.01 0 0.05 0.01 0 0 0 0 0 0.07 0.47 3.8 25.1 2.73 0.31 30.5 7.63 0.29 1.7 0 0 77.8

NOTE: 7/24 and 8/7 were counted as one day because each was about a half day collection 20‐year ESALs: 568,084

1 2 3 4 5 6 7 8 9 10 11 12 13 1 2 3 4 5 6 7 8 9 10 11 12 13

7/24/2014 210 0.022 0.42 0.31 0 0.22 0 0 0.04 0 0 0 0 0 0 0.04 0.26 0 22.6 0 0 12 0 0 0 0 0 34.8

7/25/2014 673 0.019 0.44 0.31 0 0.15 0 0 0.06 0.01 0 0 0 0 0 0.12 0.85 3.03 50.1 0 0 64.6 13.3 0 0 0 0 132.1

7/26/2014 754 0.089 0.49 0.28 0.01 0.12 0 0 0.02 0 0 0 0 0 0 0.15 0.83 5.66 44.9 0.75 0 22.6 0 0 2.3 0 0 77.1

7/27/2014 521 0.031 0.52 0.28 0 0.12 0 0 0.04 0 0 0 0 0 0 0.11 0.58 3.13 31 0 0 31.3 2.29 0 6.3 0 0 74.6

7/28/2014 347 0.009 0.49 0.29 0.01 0.14 0.01 0 0.04 0 0 0 0 0 0 0.07 0.4 6.25 24.5 3.12 0 22.4 2.29 0 3.1 0 0 62.1

7/29/2014 315 0.025 0.47 0.28 0.01 0.15 0.02 0 0.04 0.01 0 0 0 0 0 0.06 0.35 2.84 23.9 5.99 0 18 9.01 1.89 0 0 0 62.0

7/30/2014 331 0.03 0.44 0.32 0 0.1 0.02 0 0.06 0.02 0 0 0 0 0 0.06 0.43 1.49 17 5.96 0 29.8 10.9 0 6 0 0 71.7

7/31/2014 392 0.036 0.45 0.29 0.01 0.15 0.02 0 0.05 0.01 0 0 0 0 0 0.07 0.45 4.7 28.4 5.88 0 27 8.62 0 0 0 0 75.2

8/1/2014 665 0.029 0.46 0.29 0 0.14 0.01 0 0.06 0.01 0 0 0 0 0 0.12 0.78 0 46.9 3.99 0 59.9 8.78 0 10 0 0 130.4

8/2/2014 588 0.048 0.51 0.28 0.01 0.14 0 0 0.02 0 0 0 0 0 0 0.12 0.65 4.41 40 0 0 19.4 2.59 0 3.5 0 0 70.7

8/3/2014 407 0.01 0.55 0.27 0 0.1 0 0 0.07 0 0 0 0 0 0 0.09 0.44 0 19.9 0 0 43.3 1.79 0 0 0 0 65.6

8/4/2014 310 0.006 0.44 0.28 0.01 0.15 0.02 0 0.07 0.02 0 0 0 0 0 0.05 0.35 4.65 22.5 7.13 0 31.6 15.7 1.86 0 0 0 83.8

8/5/2014 285 0.053 0.44 0.26 0.03 0.13 0.03 0 0.06 0.02 0 0 0 0 0 0.05 0.29 10.7 18.5 7.13 0 23.9 13.2 0 0 0 0 73.8

8/6/2014 320 0.031 0.46 0.28 0.01 0.17 0 0 0.05 0.01 0 0 0 0 0 0.06 0.35 4.32 26.6 0.96 0 22.6 6.34 0 2.9 0 0 64.0

8/7/2014 189 0.059 0.39 0.29 0.03 0.16 0.01 0 0.05 0.02 0 0 0 0 0 0.03 0.22 9.07 14.6 0.95 0 15 8.73 0 0 0 0 48.7

Average 450.5 0.033 0.46 0.29 0.01 0.14 0.01 0 0.05 0.01 0 0 0 0 0 0.08 0.48 4.01 28.8 2.79 0 29.6 6.9 0.25 2.3 0 0 80.5

NOTE: 7/24 and 8/7 were counted as one day because each was about a half day collection 20‐year ESALs: 587,433

2014 AADT: 865 2014 SB % Trucks: 22%

2037 AADT: 1364 (assumes 2% growth rate) 2014 NB % Trucks: 22%

2014 ESAL: 29372

2037 ESAL: 46317 (assumes 2% growth rate)

Design ESALs: 756,887

Lake Mary Road, South of Mormon Lake Road, NORTHBOUND LANE

Date Total

Vehicles

Percent by Class ESAL by Class Total

ESALs

Lake Mary Road, South of Mormon Lake Road, SOUTHBOUND LANE

Percent by ClassTotal

Vehicles Date

ESAL by Class Total

ESALs

APPENDIX D – LTPPBind & Climate Data

LTPPBind V3.1 Data

Climate Data