Final_Tech_Memo_Fremont_Canyon_Road_4-22-14_.pdf

Final

Fremont Canyon Road

WY FLAP 408(1)

Pavement Technical Memorandum

Natrona County, Wyoming

Yeh Project No.: 213-275

April 22, 2014 Prepared for:

Atkins

Attn: Lee Kunselman, P.E.

4701 DTC Boulevard, Suite 700

Denver, Colorado 80237

Prepared by:

Yeh and Associates, Inc.

2000 Clay Street, Suite 200

Denver, Colorado 80211

Phone: 303-781-9590 Fax: 303-781-9583 i

Table of Contents

1. PURPOSE AND SCOPEOF STUDY 1

2. PROJECT LOCATION 1

3. GEOLOGICAL SETTING 1

4. SUBSURFACE INVESTIGATION 2

5. PAVEMENT DESIGN 3

5.1 TRAFFIC LOADING 3

6. SUBGRADE STRENGTH 3

7. HACP MIX AND BINDER RECOMMENDATIONS 4

8.CORROSION POTENTIAL 5

List of Figures

FIGURE 1 – LTPPBIND RECOMMENDED BINDER FOR PATHFINDER DAM 5

List of Tables

TABLE 1 EXISTING PAVEMENT THICKNESS

TABLE 2 TRAFFIC LOADING

TABLE 3 – DESIGN PARAMETERS

TABLE 4 – THICKNESS RECOMMENDATIONS

List of Appendices

APPENDIX A BORING LOCATION MAP FIELD EXPLORATION METHODS AND RESULTS

APPENDIX B BORING LOG AND SOIL TEST DATA

APPENDIX C TRAFFIC LOADING CALCULATION

APPENDIX D PAVEMENT DESIGN PROGRAM OUTPUT

1. PURPOSE AND SCOPEOF

The purpose of this investigation is to provide

Fremont Canyon Road (CR 408)

2. PROJECT LOCATION

Fremont Canyon Road is located in project begins at Fremont Canyon Brid

Road (CR 409).

3. GEOLOGICAL SETTING

The geologic map of Wyoming indicates and White River Formation (Twr) have been mapped in this area. Granitic Rock is predominately granite. Miocene r conglomerate in upper and lower parts pink block tuffaceous claystone and lenticular arkosic conglomerate.

WY FLAP 408(1)

SCOPEOF STUDY

The purpose of this investigation is to provide information to support the pavement design

Fremont Canyon Road (CR 408).

Fremont Canyon Road is located in central Wyoming west of Casper in Natrona

Fremont Canyon Bridge and continues southwest for 3.9 miles to

SETTING

The geologic map of Wyoming indicates that the granitic rock (Wg), Miocene and White River Formation (Twr) have been mapped in this area. Granitic Rock is rock is white soft tuffaceous sandstone and locally derived conglomerate in upper and lower parts of sequence. White River Formation is white to pale pink block tuffaceous claystone and lenticular arkosic conglomerate.

Yeh 213-275 to support the pavement design for entral Wyoming west of Casper in Natrona County. This miles to Pathfinder ock (Wg), Miocene rock(Tm) and White River Formation (Twr) have been mapped in this area. Granitic Rock is ock is white soft tuffaceous sandstone and locally derived of sequence. White River Formation is white to pale-

Fremont Canyon Road WY FLAP 408(1) Yeh 213-275

4. SUBSURFACE INVESTIGATION

A total of 16 borings were drilled through the pavement at approximately 1/4 mile intervals for the length of the project. The borings were drilled to a depth of approximately 3 to 5 feet. Both bulk and California tube samples were taken in each boring for testing. A boring location map is presented in Appendix A.

The subgrade soils are quite variable.. The AASHTO classifications of the soils tested were

A-2-4, A-2-6, A-4, A-6 and A-7-6.

Swell / Consolidation measurements were taken on four of the California tube samples with results that ranged from -0.4 percent consolidation to 0.9 percent swell, therefore, no consolidation or swelling problems are anticipated on this project.

The R-value in accordance with AASHTO T199 was measured on four samples from Fremont

Canyon Road. The R-values were 17 and 23 on the A-6 soils, 38 on the A-2 soils and 6 on the

A-7-6 soils. Because of the low traffic volumes, the R-value of 20 was used to represent the subgrade for pavement design, the 50th percentile. Boring logs and soil test data is presented in Appendix B.

A thickness measurement of the existing asphalt pavement was made at each boring location.

No aggregate base was observed in the subgrade immediately below the HACP. Table 1 presents the asphalt pavement thickness for each boring.

Table 1 Existing Pavement Thickness

Boring Number

Thickness (inches)

Boring Number

Thickness (inches)

YA-1 6 YA-9 5

YA-2 5 YA-10 4

YA-3 4 YA-11 5

YA-4 4 YA-12 5

YA-5 5 YA-13 5

YA-6 4 YA-14 10

YA-7 5 YA-15 6

YA-8 5 YA-16 4

Average Thickness = 5 inches

5. PAVEMENT DESIGN

5.1 Traffic Loading

The traffic volume estimates for year 2013 and 20-year projected traffic volumes for year 2033 were provided by Atkins. No breakdown of vehicle classifications were presented in that report.

The daily design volume was calculated by determining the average daily volume (ADT) using the 2013 and 2033 volumes. The average daily traffic (ADT) for 2013 is 100 and the projected

ADT for Year 2033 is 120. In order to calculate 20-year equivalent single axle loads (ESAL), the percentage of vehicle in each classification presented in Table 2 was assumed to represent a typical mix of vehicles on this type of road. In addition to the individual classification volumes, ESAL loading factors from the Federal Lands Project Development and Design Manual (PDDM) are also listed in Table 2.

Table 2 Traffic Loading

Vehicle Class

Vehicle Type ESAL Factor

Used % of Volume

Daily Design Volume

2 Passenger Cars 0.0004 68.0 75

3 Pick Ups 0.004 25.8 28

5 Campers & Trash Trucks 0.5 6.0 7

9 5-axle Semis 2.0 0.2 0.2

The resulting Design 20-Year ESAL is 17,009. For low volume roads, the PDDM states that if the design ESAL is less than 50,000, the designer should use a design ESAL value of 50,000.

Calculation of design ESALs is presented in Appendix D.

6. SUBGRADE STRENGTH

Using the following equations from NCHRP Study 72-6 a subgrade resilient modulus of 4,940 psi was calculated from the R-value of 20. This resilient modulus value was used in the

AASHTO Pavement Thickness Design program DARWin, Version 3.1.

Using strength coefficients from the PDDM, Table 3 lists the design parameters used to design the minimum Hot Asphalt Concrete Pavement (HACP) thickness for two treatment options.

Table 3 – Design Parameters

Design Parameter

Parameter Value

Design Parameter

Parameter Value

HACP 0.4/inch Reliability 75%

Cold Recycle 0.25/inch Initial Serviceability 4.2

Pulverization/Millings 0.12/inch Terminal

Serviceability 2.0

R-value 20 Overall Deviation 0.44

Resilient Modulus, psi

4,940 Resulting Structural

Number 2.20

Two alternate treatments were calculated to reconstruct this pavement.

The first option is to pulverize to a depth of 6 inches and then place a minimum of 3.5 inches of new HACP. The second option is to cold recycle existing 5 inches of asphalt pavement followed by placement of 2.5 inches of new HACP. Table 4 presents the two reconstruction options considered.

Table 4 – Thickness Recommendations

Treatment Treatment Thickness

Minimum New

HACP

Pulverization 6 3.5

Cold Recycle 5 2.5

The output from the DARWin pavement thickness program is presented in Appendix D.

7. HACP MIX AND BINDER RECOMMENDATIONS

Using the Long Term Pavement Performance program LTPPBIND, the recommended binder to provide 98% reliability against low temperature cracking and rutting for Pathfinder Dam located at the west end of the project is PG 52-34. The output from the LTPPBIND program is presented in Figure 1.

As presented in Figure 1, the recommended binder is PG 52-34. If that binder is not available, a binder meeting the requirements for PG 58-34 is also acceptable.

We recommend that the HACP mix for this project be a nominal 1/2 inch mix, Grading D or E, containing the Performance Graded Binder PG 52-34 or PG 58-34.

Figure 1 – LTPPBIND Recommended Binder for Pathfinder Dam

8.CORROSION POTENTIAL

The combined soil samples used for R-value testing were also submitted for chemical testing.

The four samples were tested for soluble chloride, pH, resistivity and soluble sulfate. The pH was basic and ranged from 7.7 to 8.1. The soluble chloride concentration ranged from 0.005 percent to 0.0023 percent and the soluble sulfate ranged from 0.080 percent to 0.002 percent.

The resistivity ranged from 727 ohm-centimeters to 2801 ohm-centimeters.

The soluble sulfate range indicate a severity of exposure to sulfate attack of ACI Class 0, so no special requirements are needed for the cementitious materials used on this project. The soluble chloride values are also do not indicate any problems for either concrete or metal exposed to this soil.

The corrosion potential measurements should be used in helping to determine the type of culvert materials to be used in contact with the soils on this project.

Appendix A

BORING LOCATION MAP

Fremont Canyon Road WY FLAP 408(1) Yeh No. 213-275

Boring Location Map

Appendix B

BORING LOGS AND SOIL TEST DATA

16/10

0.0 - 0.5 ft. ASPHALT 6 inches.

0.5 - 6.0 ft. clayey SAND, tan, moist, medium dense, calcareous.

Bottom of Hole at 6.0 ft.

MC= 13.8 %

#200= 46 %

LL= 30

PL= 16

PI= 14

R-Value= 23

AASHTO: A-6 (3)

USCS: SC

MC= 12.5 %

DD= 87.5 pcf #200= 46 %

LL= 33

PL= 17

PI= 16

S/C= -0.4 %

AASHTO: A-6 (4)

USCS: SC

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5936.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-6F/35mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-01 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

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P J

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/2 8/

31/29

0.0 - 0.4 ft. ASPHALT 5 inches.

0.4 - 6.0 ft. clayey SAND, tan, moist, dense.

Bottom of Hole at 6.0 ft.

MC= 18 %

#200= 38 %

LL= 29

PL= 13

PI= 13

R-Value= 23

AASHTO: A-6 (1)

USCS: SC

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5932.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-6F/35mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-02 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

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O N

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P J

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/2 8/

22/50

0.0 - 0.3 ft. ASPHALT 4 inches.

0.3 - 5.0 ft. clayey SAND, tan, moist.

5.0 - 5.9 ft. sandy CLAY, tan, moist, very hard.

Bottom of Hole at 5.9 ft.

MC= 18 %

#200= 49 %

LL= 29

PL= 15

PI= 14

AASHTO: A-6 (3)

USCS: SC

MC= 20 %

DD= 100.6 pcf #200= 75 %

LL= 40

PL= 24

PI= 16

AASHTO: A-6 (12)

USCS: CL

Depth Date Time

Total Depth: 5.9 ft Ground Elevation: 5894.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/35mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-03 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

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-2

C

F L

F R

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/2 8/

29/40

0.3 - 6.0 ft. clayey SAND, tan, moist, very dense, inter-layered with sandy CLAY, dark brown, calcareous, moist.

Bottom of Hole at 6.0 ft.

MC= 6.7 %

#200= 31 %

LL= 26

PL= 16

PI= 10

R-Value= 38

AASHTO: A-2-4 (0)

USCS: SC

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5815.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/35mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-04 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

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N .G

P J

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H A

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/2 8/

50:5"

0.4 - 5.0 ft. clayey SAND, brown, moist, calcareous.

5.0 - 5.4 ft. gravelly SAND, tan, damp, very dense.

Bottom of Hole at 5.4 ft.

MC= 8 %

#200= 32 %

LL= 28

PL= 13

PI= 15

R-Value= 38

AASHTO: A-2-6 (0)

USCS: SC

50:5"

Depth Date Time

Total Depth: 5.4 ft Ground Elevation: 5703.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/35mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-05 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

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H A

S S

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IA

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/2 8/

50:6"

0.3 - 5.0 ft. sandy CLAY, brown, moist.

5.0 - 5.5 ft. clayey GRAVEL, tan, moist, very dense.

Bottom of Hole at 5.5 ft.

MC= 14.1 %

#200= 62 %

LL= 64

PL= 19

PI= 45

R-Value= 6

AASHTO: A-7-6 (25)

USCS: CH

MC= 6.9 %

DD= 117.4 pcf #200= 20 %

LL= 49

PL= 22

PI= 27

S/C= 0.2 %

AASHTO: A-2-7 (0)

USCS: GC

50:6"

Depth Date Time

Total Depth: 5.5 ft Ground Elevation: 5695.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-06 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

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H A

S S

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IA

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T

/2 8/

25/33

0.4 - 6.0 ft. silty SAND, brown, damp, dense, gravelly, calcareous.

Bottom of Hole at 6.0 ft.

MC= 5.2 %

#200= 28 %

LL= NV

PL= NP

PI= NP

AASHTO: A-2-6 (0)

USCS: SM

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5715.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-07 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

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H A

S S

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/2 8/

10/10

0.4 - 5.0 ft. clayey SAND, brown, moist, gravelly, calcareous.

5.0 - 6.0 ft. clayey SAND, brown to tan, moist, medium dense, calcareous.

Bottom of Hole at 6.0 ft.

MC= 14.1 %

#200= 47 %

LL= 44

PL= 15

PI= 29

AASHTO: A-7-6 (9)

USCS: SC

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5729.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-08 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

Y E

H A

S S

O C

IA

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/2 8/

9/11

0.4 - 6.0 ft. sandy CLAY, brown, moist, very stiff, gravelly.

Bottom of Hole at 6.0 ft.

MC= 22.5 %

#200= 67 %

LL= 60

PL= 19

PI= 41

R-Value= 6

AASHTO: A-7-6 (26)

USCS: CH

MC= 23.8 %

DD= 96.6 pcf #200= 75 %

LL= 52

PL= 25

PI= 27

S/C= 0.8 %

AASHTO: A-7-6 (21)

USCS: CH

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5792.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-09 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

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H A

S S

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IA

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/2 8/

20/18

0.3 - 6.0 ft. sandy CLAY, brown, moist, hard, gravelly.

Bottom of Hole at 6.0 ft.

MC= 23 %

#200= 75 %

LL= 72

PL= 22

PI= 50

AASHTO: A-7-6 (39)

USCS: CH

MC= 25.6 %

DD= 87.2 pcf #200= 80 %

LL= 54

PL= 27

PI= 27

S/C= 0.9 %

AASHTO: A-7-6 (23)

USCS: CH

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5870.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-10 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

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H A

S S

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IA

T

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/2 8/

12/10

0.4 - 4.0 ft. silty SAND, brown-tan, moist, gravelly.

4.0 - 6.0 ft. silty SAND, tan, moist, medium dense, fine grained.

Bottom of Hole at 6.0 ft.

MC= 11.3 %

#200= 40 %

LL= NV

PL= NP

PI= NP

AASHTO: A-4 (0)

USCS: SM

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5786.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-11 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

Y E

H A

S S

O C

IA

T

E S

.G D

T

/2 8/

5/8

0.4 - 1.5 ft. clayey SAND, brown, moist.

1.5 - 5.0 ft. clayey SAND with some gravel, brown, moist.

5.0 - 6.0 ft. sandy CLAY, moist, stiff.

Bottom of Hole at 6.0 ft.

MC= 9.8 %

#200= 37 %

LL= 41

PL= 16

PI= 25

AASHTO: A-7-6 (4)

USCS: SC

MC= 21.4 %

DD= 107.0 pcf #200= 50 %

LL= 38

PL= 18

PI= 20

AASHTO: A-6 (6)

USCS: CL

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5743.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-4F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-12 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

Y E

H A

S S

O C

IA

T

E S

.G D

T

/2 8/

16/13

0.4 - 6.0 ft. sandy CLAY, tan, moist, very stiff, gravelly.

Bottom of Hole at 6.0 ft.

MC= 9.3 %

#200= 59 %

LL= 32

PL= 15

PI= 17

AASHTO: A-6 (7)

USCS: CL

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5700.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-2F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-13 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

Y E

H A

S S

O C

IA

T

E S

.G D

T

/2 8/

9/11

0.0 - 0.8 ft. ASPHALT 10 inches.

0.8 - 6.0 ft. sandy CLAY, tan, moist, very stiff, calcareous.

Bottom of Hole at 6.0 ft.

MC= 11 %

#200= 50 %

LL= 34

PL= 14

PI= 20

R-Value= 17

AASHTO: A-6 (6)

USCS: CL

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5750.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-2F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-14 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

Y E

H A

S S

O C

IA

T

E S

.G D

T

/2 8/

28/30

0.0 - 0.5 ft. ASPHALT 6 inches.

0.5 - 3.5 ft. sandy CLAY, moist.

3.5 - 6.0 ft. silty SAND, tan, moist, dense, gravelly.

Bottom of Hole at 6.0 ft.

MC= 15.4 %

#200= 59 %

LL= 37

PL= 14

PI= 23

R-Value= 17

AASHTO: A-6 (10)

USCS: CL

MC= 7.3 %

DD= 111.8 pcf #200= 15 %

LL= NV

PL= NP

PI= NP

AASHTO: A-1-b (0)

USCS: SM

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5794.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-2F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-15 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

Y E

H A

S S

O C

IA

T

E S

.G D

T

/2 8/

28/20

0.3 - 6.0 ft. silty SAND, brown, moist, dense, gravelly.

Bottom of Hole at 6.0 ft.

MC= 4.8 %

#200= 25 %

LL= NV

PL= NP

PI= NP

AASHTO: A-1-b (0)

USCS: SM

MC= 4.2 %

#200= 25 %

LL= NV

PL= NP

PI= NP

AASHTO: A-2-4 (0)

USCS: SM

Depth Date Time

Total Depth: 6.0 ft Ground Elevation: 5659.0 ft Location:

Coordinates: N: E:

Boring Began: 12/9/2013

Drilling Method: Solid-Stem Auger (4" O.D.)

Drill: CME 55, Manual Hammer

Driller: Dakota Drilling

Logged By: J.El-Hehiawy

Final By: S. Holder

Inclination: Vertical

Completed: 12/9/2013 Drill Bit:

Casing:

Weather: Clear/Cold/Windy (-2F/40mph)

Ground Water Notes:

Rock

GEOTECHNICAL ENGINEERING CONSULTANTS

R Q

D

R ec ov er y

Blows per 6 in

YEH AND ASSOCIATES, INC.

R un

S am pl e T yp e

D ep th (f ee t)

E le va tio n (f ee t)

Boring: YA-16 Project Number: 213-275 Date: 1/28/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: CFL Fremont Canyon

Material Description

Li th ol o gy

B O

R

IN

G L

O G

-2

C

F L

F R

E M

O N

T C

A N

Y O

N .G

P J

Y E

H A

S S

O C

IA

T

E S

.G D

T

/2 8/

Project No: Date: 1/7/2014

Gradation Atterberg

Chloride R-

% Value

YA-1 0.5-5 Bulk 13.8

4 50 46 30 16 14

A-6 ( 3 ) SC

YA-1 5 CA 12.5 87.5 1 52 47 33 17 16

-0.4

A-6 ( 4 ) SC

YA-2 0.42-5 Bulk 18.0

5 57 38 29 13 13

A-6 ( 1 ) SC

YA-3 0.25-5 Bulk 18.0

9 42 49 29 15 14

A-6 ( 3 ) SC

YA-3 5 CA 20.0 100.6 0 25 75 40 24 16

A-6 ( 12 ) CL

213-275 Project Name:

Sample Location

Sample

Type

Natural

Dry

Density

(pcf)

Gravel

> #4

Natural

Moisture

Content

(%) USCSAASHTO

PI

Water

Soluble

Sulfate

% Swell (+) /

Consoli-dation (-) pH Resistivity ohm.cm

YEH & ASSOCIATES, INC

CFL Fremont Canyon

Summary of Laboratory Test Results

CLASSIFICATION

Sand

Fines <

#200

LL PL

Boring

NO.

Depth (ft)

YA-3 5 CA 20.0 100.6 0 25 75 40 24 16 A-6 ( 12 ) CL

YA-4 0.3-5 Bulk 6.7

7 62 31 26 16 10

A-2-4 ( 0 ) SC

YA-5 0.42-4 Bulk 8.0

9 59 32 28 13 15

A-2-6 ( 0 ) SC

YA-6 0.33-5 Bulk 14.1

9 30 62 64 19 45

A-7-6 ( 25 ) CH

YA-6 5 CA 6.9 117.4 52 28 20 49 22 27

0.2

A-2-7 ( 0 ) GC

YA-7 0.42-5 Bulk 5.2

4 68 28 NV NP NP

A-2-6 ( 0 ) SM

YA-8 0.42-4 Bulk 14.1

10 42 47 44 15 29

A-7-6 ( 9 ) SC

YA-9 0.42-4 Bulk 22.5

3 30 67 60 19 41

A-7-6 ( 26 ) CH

YA-9 5 CA 23.8 96.6 2 23 75 52 25 27

0.8

A-7-6 ( 21 ) CH

YA-10 0.3-5 Bulk 23.0

3 22 75 72 22 50

A-7-6 ( 39 ) CH

YA-10 5 CA 25.6 87.2 2 18 80 54 27 27

0.9

A-7-6 ( 23 ) CH

YA-11 0.42-5 Bulk 11.3

4 56 40 NV NP NP

A-4 ( 0 ) SM

Rev 2 - 8/02 Page 1 of 1

Project No: Date: 1/7/2014

Gradation Atterberg

Chloride R-

% Value

YA-12 0.42-5 Bulk 9.8

11 52 37 41 16 25

A-7-6 ( 4 ) SC

YA-12 5 CA 21.4 107.0 17 33 50 38 18 20

A-6 ( 6 ) CL

YA-13 0.42-4 Bulk 9.3

7.0 34.0 59 32 15 17

A-6 ( 7 ) CL

YA-14 0.75-5 Bulk 11.0

6 44 50 34 14 20

A-6 ( 6 ) CL

YA-15 0.5-5 Bulk 15.4

2 39 59 37 14 23

A-6 ( 10 ) CL

LL

YEH & ASSOCIATES, INC

Summary of Laboratory Test Results

213-275 Project Name: CFL Fremont Canyon

Sample Location Natural

Moisture

Content pH

Water

Soluble

Sulfate

Boring NO.

Depth

(ft)

Sample

Type

Gravel

> #4

Sand

Fines <

#200

Natural

Dry

Density

(pcf)

PL PI

AASHTO USCS

Resistivity ohm.cm

CLASSIFICATION

YA-15 0.5-5 Bulk 15.4 2 39 59 37 14 23 A-6 ( 10 ) CL

YA-15 5 CA 7.3 111.8 12 73 15 NV NP NP

A-1-b ( 0 ) SM

YA-16 0.5-5 Bulk 4.8

31 44 25 NV NP NP

A-1-b ( 0 ) SM

YA-16 5 CA 4.2

13 62 25 NV NP NP

A-2-4 ( 0 ) SM

Mix1: (YA-1)+(YA-2) 0.25-5 Bulk

8.1 0.004 1805 0.0019 23

Mix2: (YA-4)+(YA-5) 0.3-5 Bulk

8.2 0.002 2801 0.0017 38

Mix3: (YA-6)+(YA-9) 0.42-4 Bulk

7.8 0.007 770 0.0023 6

Mix4: (YA-14)+(YA-15) 0.5-5 Bulk

7.7 0.080 727 0.0005 17

Rev 2 - 8/02 Page 1 of 1

Appendix C

TRAFFIC LOADING CALCULATIONS

ESAL Calculations for Fremont Canyon Road 213-275

ESAL Estimated

Given: Factor % of Daily

Segment 1 - USFS Boundart to Half Moon Lake Class Veh type ESAL Factors Used Volume Volume

Year ADT 2 Passenger Cars 0.0004 0.0008 0.0004 68.0% 75

3 PU 0.0004 0.004 0.004 25.8% 28

2013 100 5 Campers & Trash Trk 0.3 0.7 0.5 6.0% 7

9 5-Axle Trucks 2.0 2.3 2 0.2% 0.22

Projected 2033 120

100.0% 110

Design ADT Volume = (Year 1 + Year 20)/2

20-Yr Design Vol (ADT) = (100 + 120)/2 = 110 veh/day

Des ESALs 110 X veh % X ESAL Factor X 365 days/yr X 20 Years = Design ESALs

ESAL

Class Veh type Volume Factor days years ESALs

2 Passenger Cars 74.8 0.0004 365 20 218

3 PU 28.38 0.004 365 20 829

5 Campers & Trash Trk 6.6 0.5 365 20 24090

9 5-Axle Trucks 0.22 2 365 20 3212

Total ESALs = 28349

Lane Correction factor = 0.6

Total Design ESALs = 17009

The PDDP States that for low volume roads, if the Calculated Design ESALs are below 50,000 that 50,000 be used for pavement design.

For Pavement design, USE 50,000 ESALs

Appendix D

PAVEMENT DESIGN PROGRAM OUTPUT

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Richard Johnson

Flexible Structural Design Module

213-275

Pulverized/Milled HMA

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 50,000 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.44 Roadbed Soil Resilient Modulus 4,940 psi Stage Construction 1

Calculated Design Structural Number 2.20 in

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 HMA 0.44 1 3.5 12 1.54

2 Pulverized/Milled HMA 0.12 1 6 12 0.72

Total - - - 9.50 - 2.26

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Richard Johnson

Flexible Structural Design Module

213-275

Cold Recycle

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 50,000 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.44 Roadbed Soil Resilient Modulus 4,940 psi Stage Construction 1

Calculated Design Structural Number 2.20 in

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 HMA 0.44 1 2.5 12 1.10

2 Cold Recycle 0.25 1 5 12 1.25

Total - - - 7.50 - 2.35