CA FTFS 0007(1) Fibreboard Road Pavement Report -Final.pdf

CA FTFS 0007(1) Fibreboard Road Tahoe National Forest

PAVEMENT AND MATERIALS REPORT

March 2021

Report Prepared By

U.S. Department of Transportation Federal Highway Administration

Central Federal Lands Highway Division Lakewood, Colorado ii

Written by: ________________________________________________________ Marty Fey, Pavements & Materials Engineer

Reviewed and approved for distribution by:

Mike Voth, Pavements and Materials Team Lead

Distribution:

Project Development Project Management Construction Materials Pavements Geotech iii

TABLE OF CONTENTS

I. INTRODUCTION

II. CLIMATE

III. EXPLORATION

IV. EXISTING PAVEMENT & SOILS

V. PAVEMENT DESIGN CALCULATION INPUTS

VI. PAVEMENT RECOMMENDATIONS & DISCUSSION

VII. MATERIALS RECOMMENDATIONS

APPENDICES

A – Location Map B – Laboratory Reports and Boring Log C – Photographs D – AASHTO ’93 Flexible Pavement Design E – PG LTPPBIND Software

I. INTRODUCTION

This report is written to provide pavement and materials recommendations for CA FTFS 0007(1) Fibreboard Road. Fibreboard Road, also known as FR 07, begins just west of SH 89 about 15 miles north of Truckee, CA in the Tahoe National Forest. Fibreboard Road runs from about 0.1 mile south of the intersection of Bear Valley Road and continues west for approximately 13 miles. This report is only intended to cover the first 3 miles of the route which is all that is funded at this time. If work past MM 3 is to be performed at a later date, an additional investigation and/or analysis will be required. A location map can be found in Appendix A.

An email which was sent in January, 2021 provided pavement recommendations as well as the proposed pay items. The pavement recommendations have been finalized and are discussed in Part VI of this report.

II. CLIMATE

Climate data was obtained from noaa.gov. This data is summarized in Table 1 below. The average annual precipitation for this area is approximately 31.24 inches. The project is located in a mountainous area and at an elevation that receives both snow and rain, dependent upon the time of year.

Table 1: Weather Data

Month Average

LOW (°F)

Average

HIGH (°F)

Average

MEAN (°F)

Average

PRECIP. (in)

January 14.3 41.3 27.8 5.14

February 16.1 44.0 30.0 4.98

March 20.6 49.0 34.8 4.35

April 24.5 54.8 39.7 2.16

May 30.5 64.4 47.5 1.30

June 35.9 73.9 54.9 0.73

July 40.6 82.7 61.7 0.28

August 39.7 82.3 61.0 0.43

September 33.8 75.2 54.5 0.87

October 26.8 63.8 45.3 1.82

November 20.3 49.3 34.8 3.83

December 14.8 40.4 27.6 5.35

III. EXPLORATION

On September 21st, 2020 CFLHD pavement & materials engineer Marty Fey completed a field investigation which included boring and subgrade sampling. Technicon Engineering was hired through the CFLHD BPA to assist with the field investigation. A Simco 2800 truck-mounted drill rig with a 6” O.D. solid stem auger was used to complete the borings. Pavement borings were logged at 19 locations along Fibreboard Road. Although this report only covers the first 3 miles, 9.5 miles of Fibreboard Road were investigated with the last boring placed just east of the intersection of FR 86. The depth of existing asphalt and roadbase were measured and recorded. Subgrade samples were collected and tested in the laboratory. Boring locations, test results, and other information can be found in Appendix B.

IV. EXISTING PAVEMENT & SOILS

The existing pavement of Fibreboard Road was observed to consist of old, oxidized asphalt pavement with high severity thermal cracking and alligator cracking extending throughout the length of the project. This roadway would be good candidates for full depth reclamation.

Subgrade materials supporting Fireboard Road consist primarily of clayey and silty sands. The subgrade supporting the first 4 miles of Fibreboard Road was found to have a moderate R-value and relatively good support characteristics. However, low subgrade R-values were found around MM 6.

Low R-values indicate the material has very poor support characteristics and will require a stronger pavement section be developed for those areas.

Table 2, below, summarizes the data gathered and laboratory test results. For more complete and detailed results, see the attached boring logs and lab test reports in Appendix B.

Table 2: Summary of Sampling and Test Results

Segment Pavement

Depth Roadbase

Depth Subgrade R-Value

Plasticity Index

Fibreboard Rd MM 0.1 to 4.0

3 to 4 “ 4 to 4.5“ 46 2 to 10

Drilling efforts were relatively easy, with refusal in 13 borings encountered at depths ranging from 1.5 to 4.5 feet. The Fibreboard Road project is in a mountainous area, cobbles and boulders may be encountered during construction.

V. PAVEMENT DESIGN CALCULATION INPUTS

Design Parameters

Traffic counts for Fibreboard Road were provided with the FLAP application and were used to develop ESAL estimates. An average daily traffic (ADT) of 400 with estimated truck percentages of 10% class 5 and 1% class 8 was used. Additionally, a large number of Class 9 lumber trucks were observed during site visits. The forest service has confirmed that logging leases are expected to continue in the area for the foreseeable future. Because of this extra traffic, a truck percentage of 8% class 9 was also used. The roadway is not maintained or accessible during the winter months, and the estimated ADT has been adjusted accordingly, resulting in a calculated cumulative equivalent single axel load (ESALs) of 481,796 for a 20-year period. The assumptions made in the ESAL calculations as well as related design factors are included in Appendix D. Design factors used in the ESALs calculations as well as the structural coefficients were taken from the CFLHD Project Development Design Manual (PDDM), Chapter 11.

Roadbed Soil Resilient Modulus

The soil resilient modulus was converted from R-Values, AASHTO T 190, using the following equation:

Resilient Modulus (psi) = 10[ ( S

+ 18.72 ) / 6.24 ] where S1 = [(R-Value – 5) / 11.29] + 3

An average R-value of 46 was used to generate a design resilient modulus of 11,500 psi.

VI. PAVEMENT RECOMMENDATIONS & DISCUSSION

Utilizing AASHTO 93 Flexible Pavement Design (Appendix D), a 20-year pavement design required a Calculated Design Structural Number (SN) of 2.33. After evaluating various alternatives and performing various iterations, the following is the recommended pavement structural section:

Table 3: Recommended Pavement Section, Fibreboard Road (MM 0.0 to 3.0) Layer Thickness

HACP 3 inches (two lifts) Full Depth Reclamation (FDR) w/ Cement or Aggregate Base in reconstructed areas

6 inches

SN = 2.40

An estimated application rate of 3% cement should be used for design purposes.

VII. MATERIALS RECOMMENDATIONS

Selection of Asphalt Binder

LTPPBind software was utilized to assist in the selection of asphalt binder. The information presented in LTPPBind is shown in Appendix E. LTPPBind indicated that a PG 64-28M binder should be used.

Consideration was given to the location of the project as well as performance of past projects in similar condition.

Prime and Tack Coats, Blotter and Fog Seal

Prime Coat and Blotter are recommended for this project. A tack coat applied between pavement lifts is recommended. It is also recommended that a fog seal be applied to the final surfacing.

Drainage and Subexcavation

During the field investigation, areas of pavement distress were present. However, they appeared to be the result of fatigue and age. No major water damage or drainage problems pertaining to the existing traveled way were observed. If any drainage issues are encountered, the scope of the project allows for partial reconstruction. A quantity of 100 cubic yards of subexcavation should be included in the contract. This quantity should remain in the Contract in the event that areas in need of repair are encountered.

Bid Items

Suggested FP-14 pay items for the proposed structural section are shown in Table 4 below.

Table 4: Recommended Pay Items

Item Number Item Description Unit

20402-0000 Subexcavation CUYD

30202-2000 Roadway Aggregate, Method 2 TON

30502-0600 Full Depth Reclamation w/ Cement, 6-inch SQYD

30510-0000 Cementitious Material TON

40301-0100 Asphalt Concrete Pavement, Type 1 TON

40601-0000 Fog Seal TON

40605-0000 Blotter TON

41101-1000 Prime Coat, Method 1 TON

41105-0000 Blotter TON

41201-0000 Tack Coat TON

Special Contract Requirements

CFLHD standard SCRs related to pavements and materials will be used. An SCR for the CalTrans PG 64-28M grading requirements should be included.

APPENDICES

A – Location Map

B – Laboratory Reports and Boring Log

C – Photographs

D – AASHTO ’93 Flexible Pavement Design

E – PG LTPPBind Software

Appendix A: Location Map

Appendix B: Laboratory Reports and Boring Logs

Project:

Sample

Number

Station or

Location

Offset from CL

Date

Sampled

Depth of

Bore

Container

Type

Pavement/ABC Thickness R‐Value Class

Liquid Limit /

Plasticity

Resistivity, ohm.cm pH Sulfate % Chloride %

0 to 3"

3" to 7.5"

7.5" to 5'

0 to 4"

4" to 8"

8" to 2'

0 to 4"

4" to 8"

8" to 2.5'

0 to 3.75"

3.75" to 7.75"

7.75" to 2.5'

0 to 3.75"

3.75" to 7.75"

7.75 to 1.5'

1.5' to 5'

0 to 4.25"

4.25" to 8.25"

8.25" to 1.5'

0 to 4"

4." to 8"

8" to 1.5'

0 to 4"

4." to 8"

8" to 2'

0 to 3.75"

3.75" to 8"

8" to 2.5'

0 to 4"

4" to 8"

8" to 3'

0 to 4"

4" to 8.25"

8.25" to 2'

0 to 3.75"

3.75" to 7.75"

7.75" to 4.5'

0 to 3.5"

3.5" to 8"

8" to 2'

0 to 3.75"

3.75" to 7.75"

7.75" to 5'

Sand Silty w/ Organics, Brown

SM / A‐2‐4(0) 19 / 2

15 29 / 14

46 SC / A‐2‐4 (0)

Sand Clayey, Brown

Aggregate Base Course, Brown Sand Clayey, Brown

4" / 4"

SC / A‐2‐4 (0)

Refusal @ 3'

Refusal @ 2'

P‐8 MM 3.5 3' LT 9/22/2020 1.5'

5‐gal bucket

Asphalt

P‐11 MM 4.9

P‐9 MM 4.0

Sand Clayey, Brown Aggregate Base Course, Brown

5‐gal bucket

Asphalt

3' RT

Classification, R‐Value

5‐gal bucket

Classification

9/22/2020 2' 5‐gal bucket

Asphalt

3.75" / 4"Aggregate Base Course, Brown Sand Clayey, Brown

Classification, R‐Value

9/22/2020 5‐gal bucket

Sand Clayey w/ Organics, Brown

26 / 10SC / A‐4 (0)

Simco 2800 PTO driven truck mounted drill rig (6"O.D. SSA)

Technicon Pavement Investigation ‐ Shallow Borings and Cores ‐ Log & Sampling Summary

3.75" / 4"

4.25" / 4"

4" / 4"

3.75" / 4.25"

4" / 4"

4" / 4.25"

3.5" / 4.5"

3.75" / 4"

SC / A‐2‐4 (0)

SM / A‐2‐4 (0)

SC / A‐6 (3)

SM / A‐1‐b (0)

2' RT 9/22/2020 1.5'

5‐gal bucket

Asphalt Classification

Refusal @ 1.5', Sample lost in shipping.

Aggregate Base Course, Brown Sand Silty, Brown

P‐2 MM 0.5 4' LT 9/22/2020 5'

5‐gal bucket

Asphalt Classification, R‐ValueAggregate Base Course, Brown

Sand Clayey, Brown

P‐4 MM 1.5 3' LT 9/22/2020

Asphalt Aggregate Base Course, Brown Sand Clayey, Brown, Moist

Classification

Refusal @ 2.5'

2.5'

P‐6

P‐5

MM 2.5

5‐gal bucket

Asphalt

3.5' RT MM 2.0

Asphalt

Sand Silty, Brown

Classification Refusal @ 2'Aggregate Base Course, Brown

P‐7 MM 3.0

Comments

Not drilled, in county ROW.

Refusal @ 2.5'

Testing Requested

CA FTFS 0007(1) Fibreboard Road Contractor:

Logged By: Equipment:Sampled By:Marty Fey Marty Fey

9/22/20203' RTMM 0.1

Boring Observations (grey = sample depth )

Asphalt

P‐3 MM 1.0 2.5' RT 9/22/2020

5‐gal bucket

9/22/2020

2.5' 4" / 4"

3.75" / 4"

2' 5‐gal bucket

Classification Refusal @ 2' 4" / 4"

3" / 4.5"

Classification Refusal @ 2.5'Aggregate Base Course, Brown

Asphalt Classification

Aggregate Base Course, Brown

Aggregate Base Course, Brown

Refusal @ 2'Aggregate Base Course, Brown Sand Clayey w/ Cobbles, Brown

Asphalt

Refusal @ 1.5'Aggregate Base Course, Brown Sand Silty, Brown

Classification, R‐Value Refusal @ 4.5'

Classification

Classification

Aggregate Base Course, Brown

3.5' RT 9/22/2020 5'

5‐gal bucket

Asphalt

P‐15 MM 7.0

9/22/2020 4.5' 5‐gal bucket

2.5 RT

2' LTP‐14 MM 6.5 9/22/2020 2'

5‐gal bucket

P‐13 MM 6.0

P‐10 MM 4.5 9/22/20202.5' LT 2.5'

P‐12 MM 5.5

2' RT 9/22/2020 3'

2'

5' 5‐gal bucket

Classification, R‐Value2.5' LT

Asphalt Aggregate Base Course, Brown Sand Clayey, Brown

Asphalt

3' LT

30 /10

P‐1

9/22/2020

SM / A‐1‐b (0) Sand Silty, Brown

SC / A‐7‐6(7) 21 / 6

27 / 9

NV / NP

Sand Clayey to Silty, Brown

24 / 5SC‐SM / A‐2‐4 (0)

NV / NP

SC / A‐2‐4 (0) 22 / 8

26 /10

NV / NP

NV / NPSM / A‐1‐b (0)

Sample

Number

Station or

Location

Offset from CL

Date

Sampled

Depth of

Bore

Container

Type

Pavement/ABC Thickness R‐Value Class

Liquid Limit /

Plasticity

Resistivity, ohm.cm pH Sulfate % Chloride %CommentsTesting RequestedBoring Observations (grey = sample depth )

0 to 3.75"

3.75" to 8"

8" to 5'

0 to 4"

4" to 8"

8" to 1'

0 to 3.5"

3.5" to 7.75"

7.75" to 5'

0 to 3.75"

3.75" to 7.75"

7.75" to 4'

0 to 3.5"

3.5" to 7.75"

7.75" to 5'

Aggregate Base Course, Brown Sand Clayey to Silty, Brown

P‐20 MM 9.4 2' LT

P‐18 MM 8.5 3' LT 9/22/2020

3' LT

9/22/2020 5' 5‐gal bucket

9/22/2020 1' 5‐gal bucket

Asphalt Classification Refusal @ 1'Aggregate Base Course, Brown

Sand Clayey, Brown

Asphalt Classification, R‐Value

3.75" / 4"

3.75" / 4.25"

4" / 4"

3.5" / 4.25"

3.5" / 4.25"

Refusal @ 4'Aggregate Base Course, Brown Sand Silty, Brown

ClassificationP‐19

Classification, R‐ValueAggregate Base Course, Brown Sand Silty, Brown

9/22/2020

5' 5‐gal bucket

Asphalt Classification, R‐Value

MM 8.0

MM 9.0

Aggregate Base Course, Brown

2' RT

9/22/2020 5' 5‐gal bucket

Asphalt

P‐16 MM 7.4

P‐17

Sand Clayey, Dark Brown

4' 5‐gal bucket

Asphalt

2.5 LT

SM / A‐1‐b (0) 19 / 2

25 / 9SC / A‐2‐4 (0)

SC / A‐2‐4 (0) 24 / 8

SC‐SM / A‐2‐4 (0) 26 / 759

SM / A‐1‐b (0) 20 / 2

N W Elev.

P‐1 0.1, 3' RT 39.504640 ‐120.282612

P‐2 0.5, 4' LT 39.500741 ‐120.282658

P‐3 1.0, 2.5' RT 39.492955 ‐120.261247

P‐4 1.5, 3' LT 39.492262 ‐120.298985

P‐5 2.0, 3.5' RT 39.494210 ‐120.307618

P‐6 2.5, 2.5' LT 39.494009 ‐120.307311

P‐7 3.0, 2' RT 39.497676 ‐120.325265

P‐8 3.5, 3' LT 39.497231 ‐120.334763

P‐9 4.0, 3' RT 39.498254 ‐120.343777

P‐10 4.5, 2.5' LT 39.498263 ‐120.343833

P‐11 4.9, 2' RT 39.495560 ‐120.352670

P‐12 5.5, 3' LT 39.490860 ‐120.369837

P‐13 6.0, 2.5' RT 39.488656 ‐120.377867

P‐14 6.5, 2' LT 39.486675 ‐120.384365

P‐15 7.0, 3.5' RT 39.485666 ‐120.390545

P‐16 7.4, 2.5' LT 39.490200 ‐120.403600

P‐17 8.0, 2' RT 39.494739 ‐120.408620

P‐18 8.5, 3' LT 39.494515 ‐120.416153

P‐19 9.0, 3' RT 39.498276 ‐120.425003

P‐20 9.4, 2' LT 39.498701 ‐120.433271

Refusal @ 2', Organics Refusal @ 4.5'

Refusal @ 2'

Not Drilled

Refusal @ 2'

Refusal @ 2.5' Refusal @ 3'

Refusal @ 2.5' Refusal @ 2.5'

Refusal @ 1.5' Refusal @ 1.5'

Refusal @ 2'

Refusal @ 1'

Refusal @ 4'

Coordinates & Elevation Comments

CA FTFS 0007(1)

Fibreboard Road Boring Locations

Boring Number

Mile Post & Lane

Appendix C: Photographs

Photo 1: Fibreboard Road, Typical Pavement

Photo 2: Lateral Thermal Cracking

Photo 3: P‐4, Thermal and Longitudinal Cracking

Photo 4: P‐6, Alligator Cracking

Photo 5: Severe Thermal Cracking, P‐11

Photo 6: Road Damage, P‐13

Photo 7: P‐17, Lateral and Longitudinal Cracks

Photo 8: Drilling Operations

Photo 9: Sample Collection

Photo 10: P‐20, Drilling Operations, East of Intersection with FR 86

Appendix D: AASHTO ’93 Flexible Pavement Design

AASHTO FLEXIBLE PAVEMENT DESIGN

Layer Thickness Determination Using Trial and Error

Layer Drainage Layer Layer No. Description Coefficient, ai Coefficient, mi Thickness, in SN

(topmost) Layer 1 AC Layer 0.40 1.00 3.00 1.20 Layer 2 FDR w/ Cement 0.20 1.00 6.00 1.20 Layer 3 Gran. Subbase 0.12 1.00 0.00 0.00 Layer 4 Select Borrow 0.08 0.90 0.00 0.00 Layer 5 0.00 Layer 6 0.00 Layer 7 0.00

(bottommost) Layer 8 0.00 Subgrade Subgrade N/A N/A N/A N/A

AC Layer 401 = 0.44 Trial SN 2.40

403 = 0.40

CAB 301 = 0.14 Design SN to Match 2.33 Subbase/Minor agg 302 = 0.12

FDR 304 = 0.12 Design is sufficient Select borrow 204 = 0.06 to 0.08

(Refer to Exhibit 11.2-C in Chapter 11 of PDDM for additional guidance on coefficients)

AASHTO FLEXIBLE PAVEMENT DESIGN

SN Determination

Design Inputs W18 = 481,000 ESALs Applications Over Design Period Typ. Range 50k to 10 million

R = 75 % Reliability Typ. Range 75 to 95%

So = 0.49 Standard Deviation AASHTO Standard

MR = 11,500 psi Subgrade Resilient Modulus Typ. Range 3000 to 15000 psi

Pi = 4.2 Initial Serviceability Typ. Range 4.2 to 4.4

Pt = 2 Terminal Serviceability Typ. Range 2.0 to 3.0

DESIGN SN = 2.33

R-Value = 46 S1 = 6.632 MR = 11554 R-Value = 46 S1 = 6.632 MR = 11554

R‐Value Correlation to Resilient Modulus*

Only change the R-values in C4 or C5. The rest is automatically calculated.

*CDOT method. Similar to results from Figure FF.6 in Volume 2 of AGDPS and used by CFLHD.

ADT 400 Annual Growth 0.02 Design Years 20

Directional Distribution

0.6

Lane Distribution

Classification Percent Truck

Factor Growth Factor ADT Yr 1

Design Lane

ESALs ADT at N

Autos 47.0% 0.0006 188 0 279 Values Pickups, Vans 34.0% 0.004 24.29737 136 2895 202

594 (calculated) Class 4 buses 0.0% 1.5 24.29737 0 0 0 400 Class 5 trucks/RVs 10.0% 0.5 24.29737 40 106422 59 2020 Class 6 0.0% 1 24.29737 0 0 0 2040 Class 8 1.0% 1.5 24.29737 4 31927 6

2 Class 9 8.0% 2 24.29737 32 340552 48 100.00% 481796 594

(refer to Exhibit 11.2‐A in the PDDM for additional guidance on truck factors)

GR = Growth Rate (%)

Future ADT Calculation ADTf = ADTi (1 + GR)(F‐I)

ADTf = Average daily traffic for future year ADTi = Average daily traffic for initial year

I = Initial year for ADT F = Future year for ADT

Appendix E: PG LTPPBind Software

BindReport‐5Closest.txt

Five Closest Weather Stations For Latitude/Longitude= 39.347/120.212 Report Date: 3/18/2021 (LTPPBind V3.0 Alpha)

Fibreboard Road

General A=3 km B=4 km C=10 km D=10 km E=22 km Station ID CA9043 CA2467 CA7641 CA0931 CA8758 County/District nevada nevada nevada nevada placer Weather Station truckee ranger donner memorial sagehen creek boca tahoe city Elevation, m 1705 1682 1795 1579 1765 Latitude, Longitude 39.33 ,120.18 39.32 ,120.23 39.43 ,120.23 39.38 ,120.1 39.17 ,120.13 Last Year Data Available 1997 1997 1997 1996 1997

Air Temperature Mean ( Std, N ) Mean ( Std, N ) Mean ( Std, N ) Mean ( Std, N ) Mean ( Std, N ) High Temperature 31.6 (15,33) 31.3 (15,34) 29.8 (14,18) 32.5 (13,35) 28.6 (12,35) Low Temperature ‐21.9 (38,34) ‐22.2 (46,35) ‐25 (48,19) ‐26.5 (57,34) ‐17.4 (33,35) Low Temperature Drop 28.1 (22,34) 28.6 (31,35) 26.8 (12,19) 33.4 (32,34) 23.3 (21,35) Degree‐Days > 10C 2247 (223,33) 2174 (183,34) 2018 (201,18) 2444 (224,35) 1865 (214,35)

PG High Low Rel. High Low Rel. High Low Rel. High Low Rel. High Low Rel.

Pavement Temperature, C 49.8 ‐14.8 49.1 ‐15.0 47.5 ‐17.0 51.7 ‐18.1 46.0 ‐11.5 50% Reliability PG 52‐16 (98,64) 52‐16 (98,60) 52‐22 (98,89) 52‐22 (63,80) 46‐16 (53,92) >50% Reliability PG 52‐22 (98,98) 52‐22 (98,96) 52‐28 (98,98) 58‐22 (98,80) 52‐16 (98,92) = 52‐28 (98,98) 58‐28 (98,98) 52‐22 (98,98)