Final_Pavement_Design_Report_JFK_Memorial_Drive_CA_FLAP_CR4F009(1)_8-19-2014.pdf

J. F. Kennedy Memorial Drive

CA FLAP CR4F009(1)

Final Pavement Design Report

Whiskeytown National Recreation Area

Shasta County, California

Yeh Project No.: 214-037

August 14, 2014

Prepared for:

AECOM

717 17th Street, Suite 2600 Denver, Colorado 80202

Attn: Corey Lang, P.E.

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 SCOPE OF STUDY 1

2. PROJECT LOCATION 1

3. GEOLOGICAL SETTING 1

4. ROADWAY CONDITIONS AND SUBSURFACE INVESTIGATION 2

5. DEEP PATCH AREA 3

6. PAVEMENT DESIGN 5

6.1 TRAFFIC LOADING 5

7. SUBGRADE STRENGTH 6

8. HACP MIX AND BINDER RECOMMENDATIONS 7

9. REFERENCES 8

10.LIMITATIONS 8

List of Tables

Table 1 - Pavement and Base Thickness

Table 2 - Deep Patch Locations

Table 3 - Traffic Loading

Table 4 - Pavement Design Parameters

Table 5 - Pavement Thickness Recommendations

List of Appendices

APPENDIX A ROADWAY CONDITION PHOTOS

APPENDIX B BORING LOCATIONS AND LOGS

APPENDIX C SOIL TEST DATA

APPENDIX D TRAFFIC LOADING

APPENDIX E PAVEMENT DESIGN AND BINDER DATA

J. F. Kennedy Memorial Drive CA FLAP CR4F009(1) Yeh 214-037

1. PURPOSE AND SCOPE OF STUDY

The purpose of this investigation is to provide information to support the pavement design for pavement rehabilitation and also to create a consistent width of the pavement for 4.64 miles from the intersection with CA SR 299 to the bridge over Brandy Creek.

2. PROJECT LOCATION

This project is located in Whiskeytown National Recreation Area (NRA) in Shasta County, California on the south side of Whiskeytown Lake.

Figure 1 - Location Map

3. GEOLOGICAL SETTING

The roadway is constructed on cuts and fills over its entire length. The road intersects many drainages, many of which are steeply incised but generally well vegetated.

The project is located in the Klamath Mountains of California's Coast Range Geomorphic

Province. The Klamath Mountains which are accreted terrains, were created through tectonic events associated with plate convergence. The bedrock varies from Cambrian to layers

Project Location

Jurassic aged rocks, both sedimentary and volcanic in origin, occur as north-south trending belts. The project lies in the eastern Klamath Belt. The Keswick Fault is the controlling fault at the project location and can be found within 5 miles to the east of the project.

There are no bridge structures associated with the proposed project. JF Kennedy Memorial

Drive flanks the Whiskeytown Reservoir in mountainous terrain.

Slopes adjacent to the road were inspected during the geotechnical review and rock fall hazards were not observed.

4. ROADWAY CONDITIONS AND SUBSURFACE INVESTIGATION

Appendix A contains photographs of the existing roadway conditions. As described in the

Scoping Report, the pavement is in poor condition with thermal transverse cracks as well as aging pavement proceeding to block cracking. There are also numerous deteriorated locations with advanced fatigue cracking and patches.

Twenty borings were taken through the pavement to depths of 2 feet to 5 feet. Representative soil samples were taken from 6 of the borings and submitted to the laboratory for testing.

Appendix B presents a Google map of boring locations as well as boring logs for all 20 borings and typical the drilling photographs.

The pavement consists of a thin asphalt pavement over an aggregate base course (ABC) constructed over local material. Table 1 presents the approximate pavement and base thickness measured during the geotechnical investigation.

Table 1 - Pavement and Base Thicknesses

Boring Number

Asphalt Thickness (inches)

ABC

Thickness (inches)

Boring Number

Asphalt Thickness (inches)

ABC

Thickness (inches)

TH-1 1.5 6 TH-11 2.5 6

TH-2 1.5 5 TH-12 2.5 10

TH-3 1.5 6 TH-13 2.5 6

TH-4 2.5 7 TH-14 4 7

TH-5 1.5 4 TH-15 2.5 7

TH-6 4 5 TH-16 4 5

TH07 1.5 6 TH-17 2.5 7

TH-8 2.5 6 TH-18 1.5 8

TH-9 2.5 4 TH-19 4 -

TH-10 4 - TH-20 4 6

Average Thickness (inches)

2.7 5.6

Subgrade samples were tested and the resulting AASHTO soil classifications were A-1-b or A-2.

Four of the six samples tested were clayey sand with gravel with the remaining two being gravel with sand and silt, and silty sand respectively.

R-values were tested on four of the samples in accordance with AASHTO T190. The results were 33, 36, 37. and 43. Appendix C contains the summary of soil test results.

5. DEEP PATCH AREA

This project contains numerous locations where deep patches will be required. The causes of the various patch areas is either weakened and failing subgrade, fill settlement or in one case ground water. Table 2 presents an updated summary of the deep patch locations following the geotechnical investigation and recommended treatment for each location.

Table 2 - Deep Patch Locations

Location Number

Approximate Station

Suspected Cause (See below)

(Subex.

depth w/geotextile (feet)

Subex. width (feet)

Approximate Area (yd2)

1 14+00 - 15+30 1 2 24 133

2 50+50 - 51+00 2 2 12 67

3* 54+00 - 55+30 3 2 24 347

4* 83+10 - 83+60 3 2 12 67

5* 89+00 - 90+00 3 4 24 267

6* 180+50 - 181+50 2 4 12 133

7* 193+00 - 197+00 1 2 12 533

8* 256+00 - 260+00 1 2 24 1,067

* Field Verify

1 - Weakened/failing subgrade

2 - Weakened subgrade with groundwater

3 - Fill settlement

In order to verify the appropriate size or depth of subexcavation needed to address the subgrade problems in these deep patch areas, they will be field verified during construction.

In addition to the areas identified in Table 2, several areas were previously identified for subexcavation, but upon close inspection during the 70% and 95% project reviews many areas were eliminated because it was determined that the pulverization was adequate to address shallow subgrade problems.

The patches should be subexcavated, compacted, then a stabilization geotextile placed on the compacted subgrade followed by a select material such as aggregate base course (ABC) or material meeting the requirements for Minor Crushed Aggregate conforming to Section 308 of the Standard Specifications for Construction of Roads and Bridges on Federal Highway

Projects, FP-03. The select material should be placed up to an elevation that allows placement of the entire pavement section which will be Hot Asphalt Concrete Pavement over 6 inches of pulverized material or ABC, Class D.

For site 7, a free draining fill materials used for the underdrain will be needed below the ABC.

The free draining material should be daylighted at the edge of the fill to insure lateral drainage.

6. PAVEMENT DESIGN

6.1 Traffic Loading

The traffic volume estimates for year 2012 and year 2033 projected traffic volumes were provided by Atkins in the Scoping Report. Two volumes were presented, an average daily volume (ADT) for 2012 of 418 and a seasonal volume of 600 and ADTs in 2033 of 510 to 732.

The design ADT was calculated by determining the average daily volume (ADT) using the 2012 and 2033 volumes. Park Service personnel reported the volume of trash trucks and campers at

15-20 with the remainder being cars and pick-ups. No combination trucks were anticipated.

The mid range of the projected traffic was used for the calculations. The average daily traffic

(ADT) used for 2012 was 509 and the projected ADT used for Year 2033 was 621. In order to calculate 20-year equivalent single axle loads (ESAL), the percentage of vehicles in each classification presented in Table 1 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 3.

Table 3 Traffic Loading

Vehicle Class

Vehicle Type ESAL Factor

Used % of Volume

Daily Design Volume

2 Passenger Cars 0.0004 68.0 384

3 Pick Ups 0.004 29.0 164

5 Campers & Trash Trucks 0.5 3.0 17

9 5-axle Semis 2.0 0.0 0

Total 565

Total 20-Year ESALs 38,081

The resulting Design 20-Year ESAL is 38,081. Calculation of design ESALs are presented in

Appendix D.

7. SUBGRADE STRENGTH

Using the following equations from NCHRP Study 72-6 a subgrade resilient modulus of 8,065 psi was calculated using an R-value of 35.

S1 = [(R-5)/11.29] + 3

MR = 10[(S1 + 18.72)/6.24)]

Where:

MR = resilient modulus

S1 = the soil support value

R - the R-value obtained from the Hveem Stabilometer (AASHTPO T188.

The resilient modulus value of 8,065 psi was used in the AASHTO Pavement Thickness Design program DARWin, Version 3.1.

Using strength coefficients from the PDDM, Table 4 lists the design parameters used to design the minimum Hot Asphalt Concrete Pavement (HACP) thickness for two treatment options.

Table 4 – Pavement Design Parameters

Design Parameter

Parameter Value

Design Parameter

Parameter Value

HACP 0.40 /inch Reliability 75%

Initial Serviceability 4.2 Terminal

Serviceability 2.0

Pulverization 0.12/inch Existing ABC /inch 0.10

R-value 35 Overall Deviation 0.49

Resilient Modulus, psi

8,065 Resulting Structural

Number 1.85

As mentioned in the scoping report, the first option considered for rehabilitation is to pulverize the existing pavement and base to a depth of 6 inches followed by a new hot asphalt concrete pavement (HACP).

This option resulted in a new HACP thickness of 3 inches, and we recommend 3.0 inches of

HACP over the pulverized material.

The second option considered was to overlay the existing pavement. This options only requires a 3 inch HACP overlay, but is not recommended because of reflective cracking issues and the numerous deep patch areas and other possible grading issues on this project. Table 5 presents the recommended pavement thickness for the two options considered.

Table 5 – Pavement Thickness Recommendations

Treatment Pulverization

Thickness Minimum New

HACP

Pulverization Treatment

6 3.0

Overlay - 3.0

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

8. 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 Shasta and Redding, California is PG 70-10, however, Caltrans has published binder recommendations for the entire state of California, and the Caltrans recommended binder for the Low Mountain area is PG 64-

16.

We recommend that this project follow the Caltrans recommendations since HACP mixes with the PG 64-16 binder should be readily available from local suppliers.

The LTPP program output and Caltrans recommendations are presented in Appendix E following the pavement design program outputs.

The new HACP overlay should be either a nominal ½-inch or 3/4 inch mix with the above recommended binder. Grading Designation D or E mix is recommended (as per FP-03). The

Superpave Mix Design system and a 75-gyration mix design is recommended but a local

Hveem design may also be available. The quantity of binder can be estimated at 6% by weight of the mix and the unit weight can be estimated at 145 lbs/ft3.

The application of tack coat (at 0.10 gallons/ yd2) is required on the pulverized base material prior to paving. The tack coat material should be CSS-1, CSS-1h, SS-1, or SS-1h. A tack coat at the above rate should be included between each lift of HACP.

9. REFERENCES

JF Kennedy Memorial Drive, Project CA FLAP CR4F009(1) Scoping Report, Atkins, August, Federal Highway Administration (FHWA), 2003, Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-03.

Federal Highway Administration (FHWA), Central Federal Lands Division (CFL), Project Development and Design Manual (PDDM), 2011

Google Earth, 2011

NCHRP Report No. 128, 1972.

10.LIMITATIONS

This study was conducted in accordance with generally accepted geotechnical engineering practices in this area for use by the client for design and construction purposes.

The conclusions and recommendations submitted in this report are based upon the data obtained from exploratory borings and field review and the proposed type of construction.

Subsurface variations across the site are likely and may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation of excavations and pavement subgrade conditions by a representative of the geotechnical engineer.

Appendix A

ROADWAY CONDITION PHOTOS

Appendix A - Pavement Condition Photographs

High severity fatigue and thermal cracking

Block cracking with high severity fatigue cracking in the left wheelpath

Fatigue cracking with patches - subgrade failure

Block cracking with fatigued wheelpaths - age related with some patching

Fatigue cracking in wheelpath with patching

Linear cracking possibly caused by settlement

Aged block cracking with severe raveling of the surface

Deteriorated edge of pavement and block cracking, occurs in numerous locations

Appendix B

BORING LOCATION AND LOGS

~GE98.kmz

Date: 3/12/14Project Number: 214-037

Project: J.F. Kennedy Memorial Drive

Legend for Symbols Used on Borehole Logs

Soil Lithology

Lab Test Abbreviations

Sample Types

YEH AND ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING CONSULTANTS

Auger Cuttings Standard Penetration Test

Bedrock Lithology

Asphalt Bedrock USCS Poorly-graded Sandy Gravel GRANITE

USCS Clayey Sand USCS Silty Sand USCS Poorly-graded Gravelly Sand Weathered Bedrock

MC-Moisture Content DD-Dry Density #200-Percent Passing #200 Sieve LL-Liquid Limit PL-Plastic Limit PI-Plasticity Index S-Sulfate Content Chl-Chloride Content S/C-Swell/Consolidation UCCS-Unconfined Compressive Strength Re-Resistivity PtL-Point Load Test AASHTO-AASHTO Classification USCS-USCS Classification

* Indicates that gradation analysis was performed, Atterberg limits were not performed, but the USCS classification was applied assuming non plastic characteristics

4/5/4

2/10/50 for 4"

0.0 - 0.1 ft. Asphalt.

0.1 - 0.6 ft. silty GRAVEL with some sand, gray, wet, BASE.

0.6 - 4.8 ft. sandy GRAVEL with some silt, gray, moist, loose.

4.8 - 4.8 ft. Weathered metavolcanic bedrock, green, crushed by SPT, SP, green-gray, moist.

Bottom of Hole at 4.8 ft.

MC= 8 %

#200= 23 %

LL= 22

PL= 18

PI= 4

pH= 6 S= 0.004 % R-Value= 43 Re= 13587 ohms-cm AASHTO: A-1-b (0)

USCS: GM-GC9

for 4"

Depth Date Time

Total Depth: 4.8 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-01 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

11/11/12

0.0 - 0.1 ft. Asphalt.

0.1 - 0.5 ft. sandy GRAVEL some sand, gray, moist, BASE.

0.5 - 2.5 ft. silty SAND some silt, SM, yellowish brown, moist, medium dense, weak cementation, weathered bedrock.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-02 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

26/24/18

0.1 - 0.6 ft. sandy GRAVEL some sand, gray, moist, BASE.

0.6 - 2.5 ft. silty SAND some fine gravel, some silt, yellowish brown, moist, dense, FILL, derived from adjacent cut slopes.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-03 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

9/8/6

0.0 - 0.2 ft. Asphalt.

0.2 - 0.8 ft. sandy GRAVEL some sand, gray, moist, BASE.

0.8 - 2.5 ft. silty SAND some silt, yellowish brown, moist, medium dense, weak cementation, Decomposed bedrock, in through cut section.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-04 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

0.1 - 0.4 ft. sandy GRAVEL some sand, gray, moist, BASE.

0.4 - 0.7 ft. silty SAND some silt, reddish brown, moist.

0.7 - 1.8 ft. Bedrock, white, fresh, hard, In through cut section, Auger refusal at 1.8 feet.

Bottom of Hole at 1.8 ft.

MC= 2.4 %

#200= 18 %

LL= NV

PL= NP

PI= NP

AASHTO: A-1-b (0)

USCS: SM

Depth Date Time

Total Depth: 1.8 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-05 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

12/38/45

0.0 - 0.3 ft. Asphalt.

0.3 - 0.7 ft. sandy GRAVEL some sand, gray, moist, BASE.

0.7 - 2.5 ft. silty SAND some silt, trace fine gravel, yellowish brown, moist, very dense, FILL.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-06 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

0.1 - 0.6 ft. sandy GRAVEL some sand, gray, moist, BASE.

0.6 - 1.8 ft. silty SAND some fine gravel, greenish gray, wet, Weathered bedrock, wet area at base of cut slope.

Bottom of Hole at 1.8 ft.

Depth Date Time

Total Depth: 1.8 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-07 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

43/50 for 5"

0.2 - 0.7 ft. sandy GRAVEL some sand, trace silt, grayish white, moist, BASE.

0.7 - 2.5 ft. silty SAND some silt, trace fine gravel, grayish white, moist, very dense, Dam FILL, blow couints distorted from driving a coasrse gravel.

Bottom of Hole at 2.5 ft.

for 5"

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-08 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

42/50 for 5"

0.2 - 0.5 ft. sandy GRAVEL some sand, trace silt, grayish white, moist, BASE.

0.5 - 2.5 ft. clayey SAND some silt, some fine gravel, yellowish brown, moist, very dense.

Bottom of Hole at 2.5 ft.

MC= 4.4 %

#200= 24 %

LL= 28

PL= 16

PI= 12

R-Value= 37

AASHTO: A-2-4 (0)

USCS: SC

for 5"

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/11/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/11/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-09 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

31/45/50 for 5"

0.0 - 0.3 ft. Asphalt.

0.3 - 2.6 ft. gravelly SAND trace fine gravel, yellowish brown, moist, very dense, moderate cementation, (Fill) from adjoining cut slope.

Bottom of Hole at 2.6 ft.

for 5"

Depth Date Time

Total Depth: 2.6 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-10 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

16/40/42

0.2 - 0.7 ft. gravelly SAND some fine gravel, trace silt, yellowish brown, moist, BASE.

0.7 - 2.5 ft. silty SAND some silt, some fine gravel, yellowish brown, moist, very dense, moderate cementation, Decomposed bedrock, MV.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-11 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

5/10/9

12/13/13

0.0 - 0.2 ft. Asphalt.

0.2 - 1.0 ft. gravelly SAND some fine gravel, trace silt, yellowish brown, moist, BASE.

1.0 - 5.0 ft. clayey SAND trace fine gravel, yellowish brown, moist, medium dense, FILL.

Bottom of Hole at 5.0 ft.

MC= 7.2 %

#200= 30 %

LL= 28

PL= 18

PI= 10

R-Value= 36

AASHTO: A-2-4 (0)

USCS: SC

Depth Date Time

Total Depth: 5.0 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-12 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

8/31/25

0.2 - 0.7 ft. gravelly SAND some fine gravel, trace silt, yellowish brown, moist, BASE.

0.7 - 2.5 ft. silty SAND some silt, trace fine gravel, light reddish brown, moist, very dense, FILL.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-13 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

13/36/50 for 5"

0.0 - 0.3 ft. Asphalt.

0.3 - 0.9 ft. gravelly SAND some fine gravel, trace silt, yellowish brown, moist, BASE.

0.9 - 2.4 ft. silty SAND some silt, trace fine gravel, yellowish brown, moist, very dense, FILL.

Bottom of Hole at 2.4 ft.

for 5"

Depth Date Time

Total Depth: 2.4 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-14 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

7/16/19

0.2 - 0.8 ft. sandy GRAVEL some sand, trace silt, gray, moist, BASE.

0.8 - 2.5 ft. silty SAND some silt, trace fine gravel, yellowish brown, moist, dense, FILL.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-15 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

11/9/7

0.3 - 0.7 ft. gravelly SAND some fine gravel, trace silt, grayish brown, moist, BASE.

0.7 - 2.7 ft. silty SAND some silt, trace fine gravel, grayish brown, moist, FILL.

Bottom of Hole at 2.7 ft.

Depth Date Time

Total Depth: 2.7 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-16 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

13/30/41

24/37/36

0.0 - 0.2 ft. Asphalt.

0.2 - 0.8 ft. sandy GRAVEL some sand, trace silt, yellowish brown, moist, BASE.

0.8 - 5.0 ft. clayey SAND some silt, some fine gravel, yellowish brown, very dense, moderate cementation, Weathered bedrock, soil like with rock structure present, residium.

Bottom of Hole at 5.0 ft.

MC= 5.3 %

#200= 34 %

LL= 32

PL= 18

PI= 14

R-Value= 33

AASHTO: A-2-6 (1)

USCS: SC

Depth Date Time

Total Depth: 5.0 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-17 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

16/32/26

0.1 - 0.8 ft. sandy GRAVEL some sand, trace silt, yellowish brown, moist, BASE.

0.8 - 2.5 ft. silty SAND some silt, trace fine gravel, yellowish brown, very dense, FILL.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-18 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

5/5/3

0.3 - 2.5 ft. clayey SAND some fine gravel, reddish brown, moist, loose, FILL.

Bottom of Hole at 2.5 ft.

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-19 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

5/6/15

0.3 - 0.8 ft. clayey SAND some clay, trace fine gravel, SC, reddish brown, moist, BASE.

0.8 - 2.5 ft. clayey SAND some clay, white -black, moist, medium dense, Decomposed granite, friable with finger pressure.

Bottom of Hole at 2.5 ft.

MC= 14.1 %

#200= 34 %

LL= 36

PL= 20

PI= 16

pH= 5.8 S= 0.003 % Re= 17007 ohms-cm

AASHTO: A-2-6 (1)

USCS: SC

Depth Date Time

Total Depth: 2.5 ft Ground Elevation:

Location:

Coordinates: N: E:

Boring Began: 3/12/2014

Drilling Method: Hollow-Stem Auger (8" O.D.)

Drill: Mobile B59

Driller: Diamond Core Drilling

Logged By: W.Hoon

Final By: W.Hoon

Inclination: Vertical

Completed: 3/12/2014 Drill Bit: N/A Casing: None Weather: Clear, warm, breezy

Ground Water Notes: DRY

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: TH-20 Project Number: 214-037 Date: 3/12/14

Field Notes and

Lab Tests

Sheet 1 of 1

Soil Samples

N

Project: J.F. Kennedy Memorial Drive

Material Description

Li th ol o gy

B O

R

IN

G L

O G

J F

K M

E M

O R

IA

L

D R

IV

E

.G P

J Y

E H

A S

S O

C

IA

T E

S .G

D T

/1

4/

Boring and Sampling Photos

JFK TH-1

JFK TH-2

JFK TH-3

JFK TH-4

JFK TH-5

JFK TH-6

JFK TH-7

JFK TH-8

JFK TH-9

JFK TH-10

JFK TH-11

JFK TH-12

JFK TH-13

JFK TH-14

JFK TH-15

JFK TH-16

JFK TH-17

JFK TH-18

JFK TH-19

JFK TH-20

Appendix C

SOIL TEST DATA

Project No: Date: 4/15/2014

Gradation Atterberg Unconf.

Comp.

Strength

(psf)

TH-1 0.4-2 Bulk 8.0

40 38 23 22 18 4

43 A-1-b ( 0 ) GM-GC

TH-5 0.2-1.8 Bulk 2.4

37 46 18 NV NP NP

_ A-1-b ( 0 ) SM

TH-9 0.5-2.5 Bulk 4.4

24 52 24 28 16 12

37 A-2-6 ( 0 ) SC

TH-12 0.5-2.5 Bulk 7.2

20 50 30 28 18 10

36 A-2-4 ( 0 ) SC

214-037 Project Name:

Sample Location

Sample

Type

Natural Dry

Density

(pcf)

PL

Boring

NO.

Depth (ft)

Gravel

> #4

Natural

Moisture

Content

(%) USCSAASHTO

PI

Water

Soluble

Sulfate

% Swell (+) /

Consoli-dation (-) pH

YEH & ASSOCIATES, INC

JFK Memorial Drive

Summary of Laboratory Test Results

CLASSIFICATION

Sand

Fines <

#200

LL

R-VALUE

TH-12 0.5-2.5 Bulk 7.2 20 50 30 28 18 10 36 A-2-4 ( 0 ) SC

TH-17 1-3 Bulk 5.3

28 38 34 32 18 14

33 A-2-6 ( 1 ) SC

TH-20 1-2.1 Bulk 14.1

17 49 34 36 20 16

_ A-2-6 ( 1 ) SC

Water

Soluble

Chloride Resistivity

% ohm-cm

TH-1 0.4-2 6.0 0.004 0.0004 13587

TH-20 1-2.1 5.8 0.003 0.0003 17007

Water

Soluble

Sulfate pH

Rev 2 - 8/02 Page 1 of 1

Appendix D

TRAFFIC LOADING

ESAL Calculations: JFK Memorial Hwy 214-037

JF Kennedy Memorial Drive

Given: High ESAL Estimated Design

Year ADT ADT Average Factor % of Daily

Class Veh type ESAL Factors Used Volume Volume

2012 418 600 509 2 Passenger Cars 0.0004 0.0008 0.0004 68.0% 384

3 PU 0.0004 0.004 0.0004 29.0% 164

Projected 2033 510 732 621 5 Campers & Trash Trk 0.3 0.7 0.5 3.0% 17

9 5-Axle Trucks 2.0 2.3 2 0.0% 0.00

100.0% 565

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

20-Yr Design Vol (ADT) = (100 + 120)/2 = 565 veh/day (Design Volume)

Des ESALs 565 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 384 0.0004 365 20 1122

3 PU 164 0.0004 365 20 478

5 Delivery & Trash Trk 17 0.5 365 20 61868

9 5-Axle Trucks 0.00 2 365 20 0

565 Total ESALs = 63468

Lane Correction factor = 0.6

Total Design ESALs = 38081

CFLHD Minimum ESALS = 50000

Appendix E

PAVEMENT DESIGNS AND BINDER DATA

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Richard Johnson

Flexible Structural Design Module

J.F. Kennedy Memorial Drive 214-037

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 0.49 Roadbed Soil Resilient Modulus 8,065 psi Stage Construction 1

Calculated Design Structural Number 1.85 in

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 HACP 0.4 1 3 12 1.20

2 Pulverization 0.12 1 6 12 0.72

Total - - - 9.00 - 1.92

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Richard Johnson

Flexible Structural Design Module

J.F. Kennedy Memorial Drive 214-037

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 0.49 Roadbed Soil Resilient Modulus 8,065 psi Stage Construction 1

Calculated Design Structural Number 1.85 in

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 HACP 0.4 1 3 12 1.20

2 Existing Pavement 0.2 1 1.5 12 0.30

3 ABC 0.1 1 5 12 0.50

Total - - - 9.50 - 2.00

LTPP Binder Selection Program Output