2017-09-01_CA_FLAP_INY_CR2022(1)_Pavements_Report.pdf

SOUTH LAKE ROAD

INYO COUNTY, CALIFORNIA

CA FLAP INY CR2022(1)

PAVEMENT AND MATERIALS REPORT

AUGUST 2017

Report prepared by:

U.S. Department of Transportation Federal Highway Administration

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

CA FLAP INY CR2022(1) South Lake Road ii

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

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

Approved for distribution by:

Mike Voth, Pavements & Materials Team Lead Date

Electronic Distribution:

Construction Project Development Project Management Technical Services iii

TABLE OF CONTENTS

I. INTRODUCTION

II. CLIMATE

III. EXPLORATION

IV. EXISTING PAVEMENT & SOILS

V. PAVEMENT DESIGN INPUTS

VI. PAVEMENT RECOMMENDATIONS & DISCUSSION

VII. MATERIALS RECOMMENDATIONS

APPENDICES

A – Location Maps and Climate Data B – Laboratory Reports and Boring Log C – Photographs D –Traffic Counts and Loads E – Pavement Design Calculations F – LTPPBind and CALTRANS Binder Data G – Memorandums and Pipe Selection Criteria

I. INTRODUCTION

This report is written to document the existing road conditions and provide pavement recommendations for the planned CA FLAP INY CR2022(1) South Lake Road project.

The project is located approximately 15 miles southwest of the Town of Bishop in Inyo County, California. South Lake Road begins at the intersection with State Route 168 and continues approximately 6.9 miles south to South Lake. Location maps for the project are provided in Appendix A.

II. CLIMATE

Climate data was obtained from RAWS USA Climate Archive for the South Lake, CA weather station. The data is summarized in Table 1 below and provided in Appendix A.

The average precipitation for this area is approximately 18.45 inches. The project is located at an elevation that receives both snow and rain, dependent upon the time of year.

The project ranges in elevation from ≈7,900 feet to ≈9,800 feet.

Table 1. Weather Data

Month Average

HIGH

Record

HIGH

Average

LOW

Record

LOW

Average

PRECIP.

January 38.7 68 12.5 -19 2.63”

February 38.0 65 11.8 -18 3.39”

March 42.0 67 15.0 -14 2.41”

April 47.0 65 21.9 -11 1.51”

May 52.6 69 30.0 4 0.74”

June 61.5 78 38.4 18 0.55”

July 69.3 82 45.3 30 0.61”

August 68.3 90 44.1 28 0.73”

September 62.1 84 37.8 14 0.85”

October 52.7 70 29.8 0 0.95” November 45.2 63 23.2 -10 1.58” December 39.5 62 16.3 -22 2.49”

Temperatures are in °F and precipitations are in inches.

III. EXPLORATION

On July 6-7, 2016, a pavement and subgrade investigation was conducted for the project, including 28 shallow borings. The road was drilled at approximately ¼ mile increments, with boring locations alternating between lanes. Borings were also drilled at the Forks, Four Jeffrey, and Willow campgrounds. CFL personnel logged the findings including depth of boring, visual soil classification, pavement thickness, areas of distress, and road width. During the site visit, fifteen samples were collected. These samples were submitted to the CFLHD laboratory for testing to determine engineering properties. The laboratory results and boring logs are provided in Appendix B.

IV. EXISTING PAVEMENT & SOILS

The existing roadway was found to be in fair condition. The existing pavement exhibits transverse, longitudinal, block, edge, and alligator cracking that comes with an old age hardened road. The pavement thickness along South Lake Road ranged between 2 and

8.5 inches, while the pavement thickness within the campgrounds ranged between 1.5 and 2.5 inches. The depth of the borings and the observed pavement thicknesses are shown in Table 2 below. In general, the borings were drilled to 5 foot depth. Boring depths less than or greater than 5 feet reflect borings that encountered refusal (boulders or bedrock). Table 3 below summarizes the soil classifications for the various borings.

Table 2. Asphalt Thicknesses (inches) and Boring Depths (feet) Boring B-1 B-1A B-2 B-3 B-4 B-4A B-5 B-6 B-7 B-8 B-9 B-10 B-11 B-12

Milepost 0.3 CG 0.5 0.8 1.0 CG 1.2 1.5 1.7 2.0 2.3 2.5 2.7 3.0 Thickness 5” 2” 6” 5.5” 6” 2.5” 6.5” 7” 8.5” 6” 7” 7.5” 5.5” 6”

Depth 5’ 4’ 3.5’ 1.2’ 3’ 5’ 5’ 2.5’ 2.5’ 5’ 1.5’ 5’ 2.5’ 5’ Boring B-13 B-14 B-15 B-16 B-16A B-17 B-18 B-19 B-20 B-20A B-21 B-22 B-23 B-24

Milepost 3.2 3.4 3.7 3.9 3.9 4.3 4.5 4.8 5.0 CG 5.2 5.7 6.2 6.8 Thickness 6” 5” 6.5” 8” 8” 5.5” 7.5” 5” 6.5” 1.5” 6.5” 6” 2” 2”

Depth 3’ 3.5’ 5’ 13.5’ 13.5’ 5’ 1.5’ 7’ 5’ 2.5’ 5’ 3.5’ 1.5’ 5’

Table 3. Subgrade Soil Classifications Soil Boring Designation B-1 B-1A B-2 B-4A B-5

Location / Milepost 0.3 Forks CG 0.5 Four

Jeffrey 1.2

Soil Classification

AASHTO

M 145 A-1-b (0) A-1-b (0) A-1-b (0) A-1-b (0) A-1-b (0)

ASTM D

2487 SM SM SM SM GC-GM

Location B-8 B-10 B-12 B-16 B-16A

Location / Milepost 2.0 2.5 3.0 3.9 3.9

Soil Classification

AASHTO

M 145 A-2-4 (0) A-2-4 (0) A-1-b (0) A-2-4 (0) A-4 (0)

ASTM D

2487 SC SC-SM SM SM SC-SM

Location B-18 B-19 B-20A B-22 B-24

Location / Milepost 4.5 4.8 Willows

CG 5.7 6.8

Soil Classification

AASHTO

M 145 A-1-b (0) A-1-b (0) A-2-4 (0) A-1-b (0) A-1-b (0)

ASTM D

2487 SM SM SM SM SM

In general, the underlying soils through the project limits were fairly consistent; silty sands with and without gravel. Silty and clayey sands and gravels were encountered at four locations.

V. PAVEMENT DESIGN INPUTS

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

Table 4. Design Criteria Design Performance Period (3R) 20 years Initial Serviceability 4.2 Terminal Serviceability for South Lake Road 2.5 Terminal Serviceability for Campgrounds/Parking 2.0 Design Reliability Level 75% Overall Standard Deviation 0.49 Directional Distribution 50%

Traffic

South Lake Road is used primarily for recreational purposes. The vast majority of vehicles that use this route are passenger vehicles, pickups, SUVs and recreational vehicles. There are occasional delivery trucks or freight trucks that service the campgrounds along this route. The majority of the campgrounds and resorts along South Lake Road operate for less than 6 months per year (including Four Jeffrey Campground and Creekside RV Park). Further, the roadway is subject to road closure during inclement weather in the winter months. As such, traffic counts are subdivided into two six month seasons; peak season (May-October) and off-season (November-April).

Inyo County provided CFLHD roadway traffic counts from two peak season time periods; July 1999 and August 2016. Both sets of traffic counts were measured just west of the intersection with State Route 168. The seven day time period between July 14-20, 1999 had a two way traffic count of 5,149 vehicles or 735 ADT. The six day time period between August 18-23, 2016 had a two way traffic count of 4,082 vehicles or 680 ADT.

Based upon these traffic counts, the peak season, two way traffic ADT is assumed to be 700 vehicles per day. With the closure of the campgrounds and resorts, the off-season ADT is assumed to be less than 100 vehicles per day. Based upon the peak season and off-season ADTs, the average annual ADT for the South Lake Road pavement design is 400 vehicles per day with a 2% growth factor.

In 2011, South Lake Road peak season traffic data was collected for the Inyo National Forest Alternative Transportation Study. The 2011 traffic counts were measured 2 miles south of the intersection with State Route 168 with an ADT of 180 vehicles per day. The vast majority of the RV spaces along South Lake Road are in the northern 2 miles (including the Four Jeffrey Campground and Creekside RV Park). The Four Jeffrey

Campground (with nearly 100 spaces) accounts for nearly half of the total RV spaces along South Lake Road. As such, the peak season ADT for the Four Jeffrey Campground is estimated to be half of the difference in the South Lake Road ADTs at State Route 168 (700 vehicles per day) and Milepost 2 (180 vehicles per day) or 260 vehicles per day. The Four Jeffrey Campground is only open during the peak season, and therefore, the average annual ADT is half of the peak season ADT or 130 vehicles per day. This ADT is conservatively used for the pavement design for all campgrounds and parking areas.

Based upon CFLHD’s field observations during the pavement and subgrade investigations, the following vehicle classifications and distributions are assumed for the project’s pavement designs: 66% Class 2-3 cars/pickups, 33% Class 5 motor homes, and 1% Class 9 tractor trailer trucks. Vehicle classifications and truck factors used in the ESALs calculations are taken from Exhibit 11.2-A in Chapter 11 of the PDDM.

Based on the design criteria and assumptions shown above and the 1993 AASHTO pavement design procedure, the 20-year-18-kip equivalent single axle loads (ESAL) are calculated to be 332,819 for South Lake Road and 108,166 for the campgrounds and parking areas.

Subgrade Soil Resilient Modulus

Eleven subgrade soil samples were submitted for testing to determine their respective R-Values (AASHTO T 190). These test results and their calculated Resilient Modulus values are summarized in Tables 5 below. The design R-Value and respective Resilient Modulus values are also shown in the table. The subgrade Resilient Modulus is calculated from the R-Value (AASHTO T 190) using the following correlation equation:

Resilient Modulus, MR (psi) = 10[ ( S

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

Table 5. South Lake Road Resilient Modulus Values

Sample Number Location R-Value Resilient Modulus

B-1 South Lake Rd MP 0.3 77 31,826 psi B-1A South Lake Rd MP 0.3 73 27,925 psi B-2 South Lake Rd MP 0.5 72 27,027 psi

B-4A Four Jeffrey Campground 71 26,158 psi B-8 South Lake Rd MP 2.0 56 16,021 psi B-12 South Lake Rd MP 3.0 75 29,812 psi B-16 South Lake Rd MP 3.9 58 17,103 psi

B-16A South Lake Rd MP 3.9 49 12,745 psi B-20A Willow Campground 65 21,500 psi B-22 South Lake Rd MP 5.7 75 29,812psi B-24 South Lake Rd MP 6.8 73 27,925 psi

Design Value Used 58 17,000 psi

Structural Layer Coefficients

Standard CFLHD structural layer coefficients were selected for asphalt concrete pavement (0.44), aggregate base course (0.12), and full depth reclamation (0.10) in accordance with Exhibit 11.2-C of the PDDM. A drainage coefficient of 1.0 was utilized for all proposed layers.

Structural Number Calculations

The Pavement Interactive App for the 1993 AASHTO pavement design procedure is used to determine the required pavement structural numbers (SN) for South Lake Road and the campground and parking areas. Based upon the ESALs, the subgrade Resilient Modulus, and the aforementioned design criteria, the following required pavement design structural numbers are calculated.

South Lake Road SN = 1.95 inches

Campground/Parking SN = 1.60 inches

VI. PAVEMENT RECOMMENDATIONS & DISCUSSION

Project Recommendations

In accordance with the 1993 AASHTO pavement design procedure and the required pavement structural numbers, the following pavement structural sections are proposed:

SOUTH LAKE ROAD PAVEMENT SECTIONS

3 inches Asphalt Pavement (SN = 3” x 0.44 = 1.32”) 8 inches FDR - Pulverize (SN = 8” x 0.10 = 0.80”)

TOTAL SN = 2.12 inches

6 inches Aggregate Base (SN = 6” x 0.12 = 0.72”)

TOTAL SN = 2.04 inches

CAMPGROUNDS/PARKING AREA PAVEMENT SECTION

6 inches FDR – Pulverize (SN = 6” x 0.10 = 0.60”) TOTAL SN = 1.92 inches

Pulverization should be from edge of pavement to edge of pavement. No existing pavement should remain after the road is pulverized. The hot mix asphalt (HACP) shall be in accordance with FP-14 Section 401. The full depth reclamation shall be in accordance with FP-14 Section 304.

More specific recommendations for the individual campgrounds are described below and shown on the following exhibits.

Forks Campground: For the “L” shape road to the picnic area, we recommend a 6” deep full depth reclamation with a 3” deep HACP.

Four Jeffery Campground: The campground entrance road and two of the four campground loops were recently patched and overlaid (2” depth). Our recommendation is to reconstruct the two campground loops that were not previously overlaid, as well as, the connector road between loops 1 and 4, and the dump station road. We recommend a 6” deep full depth reclamation with a 3” deep HACP. Additionally, we recommend a fog seal for the two campground loops and the entrance road that were previously overlaid.

Willow Campground: Not much is left of the Willow’s road pavement. The subgrade soils are a silty sand with some organics. We recommend roadbed reconditioning (6” depth) topped with a 6” depth of surface course aggregate. We also recommend a paved apron off of South Lake Road consisting of a 6” deep full depth reclamation with a 3” depth of HACP.

Mountain Glen: Reconstruct and widen the paved apron off of South Lake Road. We recommend a 6” deep full depth reclamation with a 3” deep HACP.

South Lake Trailhead and Parking Areas: The South Lake parking areas were reconstructed with a new asphalt pavement, asphalt curbs, and micro surfacing in the Fall 2015. The earthwork for the project was acceptable, but there were problems with the asphalt pavement. Based upon the construction photos, the new asphalt pavement was plagued by coarse aggregate segregation on the pavement surface. Micro surfacing was placed to seal voids on the pavement surface. The micro surfacing was placed in October 2015 and may not have fully cured. The micro surfacing is “shedding” some aggregate particles which is normal. Our recommendation is to reconstruct the entrance road with small parking area, as well as, the boat trailer parking area. We recommend a 6” deep full depth reclamation with a 3” deep HACP for this reconstruction. Additionally, we recommend a 1.5” HACP overlay for the South Lake parking lots.

VII. MATERIALS RECOMMENDATIONS, SCRs, AND

CONSTRUCTION CONSIDERATIONS

Selection of Asphalt Binder

LTPPBind On-line, the PDDM standards, and the CALTRANS’ binder selection criteria were utilized for the selection of the asphalt binder for the project (See Appendix F). The CALTRANS’ binder selection criteria identifies this project as located in the High Desert region of the state of California. Based on these considerations, a PG 64-28 M binder should be used. This binder grade is used by CALTRANS and appears to be available at several refineries in the area.

Pavement Roughness

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

Prime and Tack Coats, Fog Seal and Blotter

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

Drainage

During the pavement and subgrade investigation, water seepage was observed. There is some potential for water under the road in some areas. Ditch maintenance and underdrains may be needed to prevent water from saturating the roadbed.

Materials for Culvert Pipe / Cement

The pH and resistivity of the project soils do not show a need to specify special culvert materials in accordance with the pipe selection criteria in Appendix G. Based upon this information, the project soils are considered non-corrosive.

SCRs and Construction Concerns

CFLHD standard SCRs related to pavements and materials are expected to be used with the exception of the SCR for FP-14 Section 702 which must be tailored for the CALTRANS PG 64-28M binder. Any additional SCRs may be developed as needed.

Bid Items

Suggested FP-14 pay items for the proposed structural section are shown in Table 6.

Table 6: Recommended Pay Items Item

Number Item Description Unit Remarks.

30202-2000 Roadway Aggregate, Method 2 TON 30303-1000 Roadbed Reconditioning SQYD 30401-5500 Full Depth Reclamation, Method 2, 8-Inch Depth MILE 30402-5300 Full Depth Reclamation, Method 2, 6-Inch Depth SQYD

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

TON

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

AC section of road:

FHWA recommendation:

- 6” deep full depth reclamation with 3” deep HACP

Loop 1 (north) FHWA recommendation:

- Fog Seal Only

Loop 2 (mid-north) FHWA recommendation:

- 6” deep full depth reclamation with 3” deep HACP

Loop 3 (mid-south) FHWA recommendation:

- 6” deep full depth reclamation with 3” deep HACP

Loop 4 (south)

- Fog Seal Only

Entrance Road

- Fog Seal Only

Dump Station Road FHWA recommendation:

- 6” deep full depth reclamation with 3” deep HACP

Connector Roads FHWA recommendation:

- 6” deep full depth

Reclamation with 3” deep HACP

Connector Roads FHWA recommendation:

- 6” deep full depth

Reclamation with 3” deep HACP

Paved Apron – for 30’ min

- Reconstruct and widen with 6” deep full depth reclamation

Willow CG

- 30’ long paved apron with 6” deep full depth reclamation with 3” deep HACP

- 6” deep roadbed reconditioning with

6” deep aggregate surface course for remainder of campground road

South Lake TH Parking 2015 new AC pavement with micro seal FHWA recommendation:

1.5” HACP overlay

South Lake TH Parking 2015 crack & slurry seal FHWA recommendation:

6” deep full depth reclamation with 3” deep HACP

South Lake TH Parking 2015 new AC pavement with micro seal FHWA recommendation:

6” deep full depth reclamation with 3” deep HACP for roadway & parking

South Lake TH Parking 2015 crack and slurry seal FHWA recommendation:

6” deep full depth reclamation

APPENDICES

A – Location Maps and Climate Data

B – Laboratory Reports and Boring Log

C – Photographs

D – Traffic Counts and Loads

E – Pavement Design Calculations

F – LTPPBind and CALTRANS Binder Data

G – Memorandums and Pipe Selection Criteria

APPENDIX A – Location Maps and Climate Data

South Lake Road Reconstruction Project

Regional Map

Green Area = National Forest or National Park land

End Point

Start Point

So ut h La ke R d

Hi gh wa y

North Lake Rd

Sa br in a

R d

C ar di na l R d

C at ar ac t R d

Sage R d

Federal Lands Access Program South Lake Road

Reconstruction Project

Project Start Point

Project End Point

APPENDIX B – Laboratory Reports and Boring Log

Resilient Modulus Calculation

Project: CA FLAP INY CR2022(1) - South Lake Road

Location: Inyo National Forest, Inyo County, California

Date: 9/16/2016

Resilient

Boring # R-Value S1 Modulus

B-1 77 9.4 31,826

B-1A 73 9.0 27,925

B-2 72 8.9 27,027

B-4A 71 8.8 26,158

B-8 56 7.5 16,021

B-12 75 9.2 29,812

B-16 58 7.7 17,103

B-16A 49 6.9 12,745

B-20A 65 8.3 21,500

B-22 75 9.2 29,812

B-24 73 9.0 27,925

Mean 68 8.5 23,435

Design Value 58 17,000 mailto:=@sum(h7:h24)

Project:

Sample

Number

Station or

Location

Offset

(from c/l)

Date

Sampled

Depth of

Bore

Container

Type

0 to 5"

5" to 1.5'

1.5' to 5'

0 to 2"

2" to 3'

3' to 4'

4'

0 to 6"

6" to 1.5'

1.5' to 3.5'

3.5'

0 to 5.5"

5.5" to 14"

14"

0 to 6"

6" to 3'

3'

0 to 2.5"

2.5" to 3.5'

3.5' to 5'

0 to 6.5"

6.5" to 2'

2' to 5'

0 to 7"

7" to 2.5'

2.5'

0 to 8.5"

8.5" to 1'

1' to 2.5'

2.5' asphalt

No Sample Tough drillingbrown sandy silt with gravel

Refusal

In through cut leveling material cobbles

Refusal asphalt

No Sample Cut on rightbrown sandy silt with gravel

Refusal

B-6 MP 1.5 5.5'RT 7/6/2016 2.5' N/A

asphalt

No Sample In through fillbrown sandy silt with gravel

Refusal asphalt

7/6/2016 5' 5-gal bucket

5-gal bucket

B-5 MP 1.2 7/6/2016

CA FLAP INY CR2022(1) South Lake Road Account Number:

Submitted By: Date Submitted:Sampled By:Mike Voth Mike Voth

7/6/20166'RTMP 0.3B-1 5'

5-gal bucket

15A6062022001 M10.PE.15G0.06 160600000

12-Jul-16

Pavement Investigation - Shallow Borings

Comments brown silty sand

1,2,3 asphalt

No Sample asphalt

N/A

5-gal bucket

3.5'7/6/20167'LTMP 0.5B-2

B-4A Four

Jeffrey CG n/a

B-3 MP 0.8 5'RT 7/6/2016 14" N/A

6'LT 5'

B-4 MP 1.0 6'RT 7/6/2016 3' N/A

B-7 MP 1.7 6' LT 7/6/2016 2.5'

Pavement Investigation Boring Log

Tough drilling

Easy drilling

In through cut asphalt brown silty sand brown silty sand with gravel asphalt brown sand-silt mix, some PI

Refusal

1,2,3,16,17,AASHTO T

290 & T 291

Boring Observations (grey = sample depth )

1,2,3,4, Testing Requested brown silty sand with gravel yellow-brown silty sand w/gravel

1,2,3,4 brown sand-silt mix brown silty, clayey gravel w/ sand brown gravelly sand-silt asphalt brown silty sand with gravel

Refusal

1,2,3,4B-1A Forks CG n/a 7/6/2016 4' 5-gal bucket

0 to 6"

6" to 2'

2' to 5'

0 to 7"

7" to 1.5'

1.5'

0 to 7.5"

7.5" to 5'

0 to 5.5"

5.5" to 2.5'

2.5'

0 to 6"

6" to 5'

0 to 6"

6" to 18"

18" to 3'

3'

0 to 5"

5" to 3.5'

3.5'

0 to 6.5"

6.5" to 5'

0 to 8"

8" to 7.5'

7.5' to 11.5'

11.5' to 13.5'

13.5'

0 to 8"

8" to 7.5'

7.5' to 11.5'

11.5' to 13.5'

13.5'

0 to 5.5"

5.5" to 3'

3' to 5'

Sample

Number

Station or

Location

Offset

(from c/l)

Date

Sampled

Depth of

Bore

Container

Type Boring Observations (grey = sample depth) Testing Requested Comments

5-gal bucket asphalt 1,2,3 In through cut brown silty, clayey sand w/ gravel brown silty sand with gravel

Cut on right

B-9 MP 2.3 4.5'LT 7/6/2016 1.5' N/A

asphalt

No Sample In through cut, tough drilling brown sandy silt with gravel

Refusal asphalt

1,2,3,4 on bulk bucket sample

AASHTO T 265 on baggy sample asphalt dark brown clayey sand

Refusal brown silty sand

7'LT

B-12 MP 3.0 6'RT 7/6/2016 5'

B-10 MP 2.5 6'RT 7/6/2016 5'

7/6/2016 2.5'

B-8 MP 2.0 5'RT 7/6/2016 5'

MP 3.9 6.5'RT 7/7/2016

13.5' (SPT

location)

5-gal bucket + baggy asphalt brown silty sand

Refusal

B-16

B-16A MP 3.9 7/7/2016

13.5' (SPT

location)

5-gal bucket + baggy

5-gal bucket

N/A

5-gal bucket

1,2,3,4 on bulk bucket sample

AASHTO T 265 on baggy sample

1,2,3,4,5

1,2,3,4 asphalt brown sandy fill material

Cut on right, fill on left

In through cut

Baggy sample - 5' SPT

In through cut

Baggy sample - 10' SPT

Refusal

No Sample asphalt

B-11 MP 2.7

brown silty sand with gravel

B-14

Cut on right, fill on left, tough drilling at 18" moist, lt brown clayey sand-silt moist, brown silty sand w/gravel moist, lt brown silty, clayey sand moist, brown silty sand w/gravel

MP 3.4 5'RT 7/6/2016 3.5' N/A

asphalt

No Sample In through fill, tough drillingbrown silty sand with gravel

Refusal

B-13 MP 3.2 7'LT 7/6/2016 3' N/A

asphalt

No Sample In through cut, tough drilling brown silty sand with gravel

Refusal brown silty sand with cobbles

B-15 MP 3.7 7'LT 7/6/2016 5' N/A

asphalt

No Sample Cut on right, easy drilling brown silty sand

B-17 MP 4.3 4.5'LT 7/6/2016 5' N/A

asphalt

No Sample Cut on leftbrown silty sand brown silty sand with gravel

0 to 3"

3" to 18"

18"

0 to 5"

5" to 7'

7'

0 to 1.5"

1.5" to 5'

0 to 6.5"

6.5" to 2.5' brown silty sand with gravel

2.5' Refusal

0 to 6.5"

6.5" to 3.5'

3.5' to 5'

0 to 6"

6" to 3.5'

3.5'

0 to 2"

2" to 18"

18"

0 to 2"

2" to 18"

18" to 5'

No Sample

Boring Observations (grey = sample depth) Testing Requested

Note: Grey background indicates sample location.

B-20 MP 5.0 6'RT 7/7/2016 2.5' N/A Tough drilling at 2'

B-19 MP 4.8 5.5'RT 7/7/2016

7' (SPT

location)

5-gal bucket + baggy asphalt 1,2,3 on bulk bucket sample

AASHTO T 265 on baggy sample

Cut on left, fill on right

Baggy sample - 4' SPT brown silty sand

Refusal

B-18 MP 4.5 5.5'LT 7/7/2016 18" baggy asphalt wet, silty sand

Refusal

1,2,3 (if enough material available) and AASHTO T

Note: Baggy was placed in

B-22, 5-gal bucket sample.

Cut on left, fill on right

B-24 MP 6.8 4.5'RT 7/7/2016 5'

5-gal bucket asphalt

B-22 MP 5.7 6'RT 7/7/2016 3.5'

5-gal bucket

B-23 MP 6.2 6'LT

1,2,3,4 Cut on left, fill on right brown silty sand with gravel dark brown silty sand

1,2,3,4,5

Note: Baggy in bucket is from B-18 location.

Cut on right, fill on left asphalt

1,2,3,4,16,17, AASHTO T

290 & T 291 Cut on right, fill on leftdark brown silty sand with gravel

Refusal dark brown silty sand with organics

& peat asphalt asphalt asphalt

No Sample Cut on left, fill on right dark brown silty sand with gravel

Refusal asphalt

No Sample In through fillbrown silty sand with gravel gray moist silty sand with gravel

Sample

Number

Station or

Location

Offset

(from c/l)

Date

Sampled

Depth of

Bore

Container

Type Comments

5-gal bucket 5'7/7/2016n/aWillow CGB-20A

7/7/2016 18" N/A

B-21 MP 5.2 6'LT 7/7/2016 5' N/A

APPENDIX C – Photographs

Typical Road Conditions at MP 0, Looking Ahead

Typical Road Conditions at MP 0.5, BH-2, Looking Back

Typical Road Conditions at MP 1.2, BH-5, Looking Back

Subgrade Material at MP 1.2, BH-5, Silty Clayey Gravel with Sand

Pavement Damage and Wet Area at MP 1.7, BH-7, Looking Ahead

Cobble Subgrade Material at MP 1.7, BH-7, Looking Ahead

Typical Road Conditions at MP 2.5, BH-10, Looking Back

Subgrade Material at MP 3.0, BH-12, Silty Sand with Gravel

Typical Road Conditions at MP 3.3, BH-12, Looking Back

Road Damage at MP 3.9, BH-16, Looking Ahead

Pavement Edge Cracking at MP 4.5, BH-18, Looking Ahead

Subgrade Material at MP 4.8, BH-19, Silty Sand

Typical Road Conditions at MP 5.0, BH-20, Looking Ahead

Typical Road Conditions at MP 5.7, BH-22, Looking Ahead

Traverse and Alligator Cracking at MP 6.2, BH-23

Cut Slope Seepage and Pavement Damage at MP 6.4

Road Damage at MP 6.8, BH-24, Looking Ahead

Left Cut Slope Water Seepage and Ponding at MP 6.8, BH 24

Typical Road Conditions at Forks Campground, Looking Back

Subgrade Material at Forks Campground, BH-1A, Silty Sand with Gravel

APPENDIX D – Traffic Counts and Loads

SOUTH LAKE ROAD TRAFFIC SUMMARY

South Lake Road is used primarily for recreational purposes. The vast majority of vehicles that use this route are passenger vehicles, pickups, SUVs and recreational vehicles. There are occasional delivery trucks or freight trucks that service the campgrounds along this route. The majority of the campgrounds and resorts along South

Lake Road operate for less than 6 months per year (including Four Jeffrey Campground and Creekside RV Park). Further, the roadway is subject to road closure during inclement weather in the winter months. As such, traffic counts are subdivided into two six month seasons; peak season (May-October) and off-season (November-April).

Inyo County provided CFLHD roadway traffic counts from two peak season time periods; July 1999 and August 2016. Both sets of traffic counts were measured just west of the intersection with State Route 168. The seven day time period between July 14-20, 1999 had a two way traffic count of 5,149 vehicles or 735 ADT. The six day time period between August 18-23, 2016 had a two way traffic count of 4,082 vehicles or 680 ADT.

Based upon these traffic counts, the peak season, two way traffic ADT is assumed to be

700 vehicles per day. With the closure of the campgrounds and resorts, the off-season

ADT is assumed to be less than 100 vehicles per day. Based upon the peak season and off-season ADTs, the average annual ADT for the South Lake Road pavement design is

400 vehicles per day with a 2% growth factor.

In 2011, South Lake Road peak season traffic data was collected for the Inyo National

Forest Alternative Transportation Study. The 2011 traffic counts were measured 2 miles south of the intersection with State Route 168 with an ADT of 180 vehicles per day. The vast majority of the RV spaces along South Lake Road are in the northern 2 miles

(including the Four Jeffrey Campground and Creekside RV Park). The Four Jeffrey

Campground (with nearly 100 spaces) accounts for nearly half of the total RV spaces along South Lake Road. As such, the peak season ADT for the Four Jeffrey Campground is estimated to be half of the difference in the South Lake Road ADTs at State Route 168

(700 vehicles per day) and Milepost 2 (180 vehicles per day) or 260 vehicles per day. The

Four Jeffrey Campground is only open during the peak season, and therefore, the average annual ADT is half of the peak season ADT or 130 vehicles per day. This ADT is conservatively used for the pavement design for all campgrounds and parking areas.

Based upon CFLHD’s field observations during the pavement and subgrade investigations, the following vehicle classifications and distributions are assumed for the project’s pavement designs: 66% Class 2-3 cars/pickups, 33% Class 5 motor homes, and

1% Class 9 tractor trailer trucks. Vehicle classifications and truck factors used in the

ESALs calculations are taken from Exhibit 11.2-A in Chapter 11 of the PDDM.

Based on the design criteria and the assumptions shown above, the 20-year-18-kip equivalent single axle loads (ESAL) are calculated to be 332,819 for South Lake Road and 108,166 for the campgrounds and parking areas.

The ESAL calculations and traffic count data are provided on the following pages.

Rigorous ESAL Calculations

Project: CA FLAP INY CR2022(1) - South Lake Road Date: 9/15/2016

Location: Inyo National Forest, Inyo County, California

South Lake Road ESAL Calculation

Performance Period (years) 20

Two-Way Traffic (ADT) 400

Number of Lanes in Design Direction 1

Percent of Trucks in Design Lane 100%

Percent of Trucks in Design Direction 50%

Accumulated

Average Initial 18-kip ESALs for

Vehicle Percent Annual % Growth Truck Factor Performance

Class of ADT Growth Factor (ESALs/Truck) Period

2-3 66% 2% 24.30 0.004 4,683

5 33% 2% 24.30 0.5 292,662

9 1% 2% 24.30 2 35,474

Total 332,819

Campground and Parking Area ESAL Calculation

Performance Period (years) 20

Two-Way Traffic (ADT) 130

Number of Lanes in Design Direction 1

Percent of Trucks in Design Lane 100%

Percent of Trucks in Design Direction 50%

Accumulated

Average Initial 18-kip ESALs for

Vehicle Percent Annual % Growth Truck Factor Performance

Class of ADT Growth Factor (ESALs/Truck) Period

2-3 66% 2% 24.30 0.004 1,522

5 33% 2% 24.30 0.5 95,115

9 1% 2% 24.30 2 11,529

Total 108,166

PTNUM

FROM TO DIR COUNT AVG SPEED PERCENT TRUCKSAVERAGE COUNT

NAME RD NUMBER LOCATIONDIST

5/5/1999 5/11/1999 W 998 0 0142

5/5/1999 5/11/1999 E 1168 0 0166

1 97 FIVE BRIDGES RD. 1036 .1 MILES N OF HWY 6

5/5/1999 5/11/1999 N 1139 0 0162

5/5/1999 5/11/1999 S 1259 0 0179

5/14/1999 5/20/1999 N 1598 49 30228

5/23/1999 5/29/1999 S 1115 39 12159

1 98 SANIGER LN. 1106 .5 MILES N OF HWY 395

5/6/1999 5/12/1999 S 9408 26 21344

5/6/1999 5/12/1999 N 8918 22 41274

1 99 HORTEN CREEK 1089 .1 MILES S OF S. ROUND VALLEY

5/6/1999 5/12/1999 S 427 0 061

2 106 PLANT FIVE RD. 1019 .1 MILES S OF BISHOP CR.

6/3/1999 6/9/1999 S 737 0 0105

6/18/1999 6/24/1999 N 484 0 069

2 107 BISHOP CREEK RD. 2085 1.4 MILES S OF HWY 168

6/3/1999 6/9/1999 N 1004 0 0143

6/18/1999 6/24/1999 S 874 0 0124

2 115 NORTH LAKE 2025 100' W. OF HWY 168

6/30/1999 7/6/1999 S 2639 0 0377

6/30/1999 7/6/1999 N 2493 0 0356

2 118 SOUTH LAKE RD 2022 .1 MILES E OF HWY 168

Tuesday, September 09, 2014 Page 15 of 48 csmith Highlight csmith Highlight csmith Highlight

PTNUM

FROM TO DIR COUNT AVG SPEED PERCENT TRUCKSAVERAGE COUNT

NAME RD NUMBER LOCATIONDIST

7/14/1999 7/20/1999 E 2538 0 0362

7/14/1999 7/20/1999 W 2611 0 0373

2 119 GLACIER LODGE RD. 3002 .4 MILES W.OF CONE RD.

7/14/1999 7/20/1999 E 1082 0 4154

7/14/1999 7/20/1999 W 1314 0 0187

2 120 CARDINAL RD 2090 50' W OF HWY 168

7/22/1999 7/28/1999 E 317 0 045

7/22/1999 7/28/1999 W 328 0 046

2 121 COLUMBINE DR. 2023 200' W. OF HWY 168

7/22/1999 7/28/1999 W 1255 0 0179

7/22/1999 7/28/1999 E 1010 0 0144

2 122 ALPINE DRIVE 2081 50' E OF HWY 168

7/22/1999 7/28/1999 W 264 0 037

7/22/1999 7/28/1999 E 294 0 042

2 124 CATARACT RD 2088 100' W OF COLUMBINE DR

7/30/1999 8/5/1999 W 391 0 055

7/30/1999 8/5/1999 E 400 0 057

2 125 WHITE PINE RD 2086 75' S OF CATARACT

7/30/1999 8/5/1999 S 120 0 017

7/30/1999 8/5/1999 N 114 0 016

2 126 CATARACT RD 2088 .1 MILES W OF COLUMBINE DR

7/30/1999 8/5/1999 N 233 0 033

Tuesday, September 09, 2014 Page 16 of 48 csmith Highlight

12.5 Data Collection & Analysis 417

12.0 BISHOP CREEK INYO NATIONAL FOREST

2013 Forestwide Alternative Transportation Study

No overnight parking is permitted in the Lake Sabrina core recreation area parking lots.

Overnight parking for the trailheads in the Lake Sabrina area is available along Bishop Creek Road (State Route 168) and at the Hiker Overnight dirt parking area located at the North Lake Road intersection with Bishop Creek Road. The average number of vehicles parked along Bishop Creek Road in the area where overnight parking is permitted was 12 for the peak month of August. This segment of Bishop Creek Road acts as overnight parking for the Sabrina and George Lakes trails located in the Lake Sabrina area. (See Figure: Bishop Creek – Lake Sabrina roadside parking average number of vehicles by month graph).

The parking lot occupancy for the North Lake area was calculated by average number of vehicles. The designated overnight parking lots (Trailhead Lot 1 and 2) and day-use lot (Day-use) are unpaved and unmarked. Given the large size of the parking areas and an often organic parking pattern, the average number of vehicles was used as a gauge of usage.

Parking demand in the North Lake recreation area peaked in the month of August. Average number of parked vehicles in the Trailhead Lot 1 and 2 parking areas was 57 vehicles.

Demand stayed high during the month of September with an average of 41 vehicles parked in the trailhead lots. Parking demand dropped precipitously in the month of October. Utilization of the Day-use parking lot was de minimus for the entire study period.

(See Figure: Bishop Creek – North Lake area parking lots average number of vehicles by month graph).

Figure: Bishop Creek Canyon traffic data collection dates

12.5.2.3 TRAFFIC SURVEY METHODOLOGY

Traffic data was collected using MetroCount 5600 vehicle classification equipment during the study period of May 1st through October 31st, 2011. The vehicle classifier collects rich data that can be mined to produce custom analyses. The firmware associated with the equipment can distill traffic volume, speed, gap between vehicles, type of vehicle, direction and time and date easily from the data collected. Data may be analyzed using any of these characteristics. The traffic graphs presented in this report were developed by combining the data collected over the 6 time periods into 1 data set.

418 12.5 Data Collection & Analysis

INYO NATIONAL FOREST 12.0 BISHOP CREEK

Forestwide Alternative Transportation Study 2013

ÆQ

ÆQ

ÆQ

ÆQ Forks Campground

To N or th

L ak e/ Sa br in a L ak e

ÆQ

4 Jeffrey Campground

Big Trees Campground

Aspendell

To S ou th

L ak e

Habeggers

Intake 2 Campground and Intake 2 Walk-In

Campground

Bishop Park Campground

Mt. Glen Campground

ÆQ

Lee Vining

Traffic Counter Locations - Bishop Creek

0 0.2 0.4 0.6

Miles

BishopCreek_traffic_Final Figure: Bishop Creek Canyon Inyo National Forest traffic counter locations map

12.5 Data Collection & Analysis 419

12.0 BISHOP CREEK INYO NATIONAL FOREST

2013 Forestwide Alternative Transportation Study

Figure: Bishop Creek – South Lake virtual day distribution by time of day graph

Traffic data was collected at 2 locations in Bishop Creek Canyon. On South Lake Road the traffic count equipment was installed at the road closure gate after the Habeggers community. Traffic data for the combined Lake Sabrina and North Lake areas was collected at the road closure gate after the Aspendell community on Bishop Creek Road (State Route 168). (See Figure: Bishop Creek Canyon Inyo National Forest traffic counter locations map). The data includes all vehicles entering (inbound) and exiting (outbound) the South Lake and combined Lake Sabrina/ North Lake areas. This includes local and seasonal residents, area business employees and recreational visitors. The traffic counters were located after the major community centers as to minimize the collection of residential area related traffic.

12.5.2.4 TRAFFIC DATA ANALYSIS

Temporal distributions of traffic data were analyzed by virtual day and week to determine periods and levels of demand. The traffic data is presented separately by South Lake Road and Bishop Creek Road traffic count stations.

About 30,600 vehicles were counted for both directions at the South Lake count station during the study period. The calculated average daily traffic (ADT) was 179 vehicles.

The daily distribution of vehicles for a typical day at South Lake Road is shown in the graph below. The inbound peak traffic hour was between 10:30am and 11:30am with an average of 16 vehicles. The outbound peak hour was between 1:45pm and 2:45pm with an average of 17 vehicles leaving the South Lake recreation area during that hour.

APPENDIX E – Pavement Design Calculations

South Lake Road, Inyo County, California

Pavement Design Structural Number (SN) Calculation

South Lake Campgrounds & Parking Areas, Inyo County, CA

Pavement Design Structural Number (SN) Calculation

APPENDIX F – LTPPBind & CALTRANS Binder Data

South Lake Road at South Lake, CA - LTPPBind On-line Data

South Lake Road at CA-168, CA - LTPPBind On-line Data

Bishop, CA - LTPPBind On-line Data

Note: Markers indicate County/Route/Post Mile of State Hwys. at region boundaries. When there is no marker, the region follows a county boundary.

<------------- SITE

Table 2.0 – ASPHALT BINDER GRADE

Binder

Climatic Region

Conventional Asphalt Rubberized Asphalt

Dense Graded Open Graded Gap

Graded Open

GradedTypical Special

PG PG

PG

Polymer Modified

PG

PG

Polymer Modified2

PG PG

South Coast Central Coast Inland Valleys

64-10 70-10 64-28PM 64-10 58-34PM 64-16 64-16

North Coast 64-16 N/A 64-28PM 64-16 58-34PM 64-16 64-16

Low Mountain South Mountain 64-16 N/A 64-28PM 64-16 58-34PM 64-16 64-16

High Mountain High Desert 64-28 N/A 58-34PM 64-28 58-34PM 58-22 58-22

Desert 70-10 N/A 64-28PM 70-10 58-34PM 64-16 64-16

Notes:

1. For asphalt concrete dikes use PG 70-10. For tack coats use either 64-10 or 64-16.

special location identified by DME.

For conventional Dense Graded Asphalt concrete, values are given for typical and special conditions. Special conditions are defined as those roadways or portion of roadways which meet any of the following criteria:

Scales etc.)

It should be noted that special binder grades may help to meet the requirements for the above criteria. However, there are other provisions that may also be necessary to address the above special conditions. The District Materials Engineer should be consulted for additional recommendations for these locations. Final decision as to whether a roadway meets the criteria for special conditions rests with the District.

For more detailed information on PG binder selection, refer to technical guides available on pavement web site at http://www.dot.ca.gov/hq/oppd/pavement/guidance.htm.

3.0 COST ESTIMATING

The use of PG binder should not affect the unit price for asphalt concrete for projects that have not been advertised. Asphalt concrete binders that use PBA binders are typically 20 to 30% more expensive than conventional binders like PG or AR.

http://www.dot.ca.gov/hq/oppd/pavement/guidance.htm

SECTION 92 ASPHALT BINDERS

PG Asphalt Binders

Quality characteristic Test method

Requirement

PG

58-22a

PG

64-10

PG

64-16

PG

64-28

PG

70-10 Original Binder

Flash point (min, °C) AASHTO T 48

230 230 230 230 230

Solubilityb (min, %) AASHTO T 44

99 99 99 99 99

Viscosity at 135 °Cc

(max, Pa•s)

AASHTO

T 316 3.0 3.0 3.0 3.0 3.0 Dynamic shear

Test temperature at 10 rad/s (°C) G*/sin(delta) (min, kPa) G*/sin(delta) (max, kPa)

AASHTO

T 315 58

1.00 2.00

1.00 2.00

1.00 2.00

1.00 2.00

1.00 2.00

RTFOf teste mass loss (max, %)

AASHTO

T 240 1.00 1.00 1.00 1.00 1.00

RTFOf Test Aged Binder Dynamic shear

Test temperature at 10 rad/s (°C) G*/sin(delta) (min, kPa)

AASHTO

T 315 58

2.20

2.20

2.20

2.20

2.20 Ductility at 25 °C (min, cm) AASHTO

T 51 75 75 75 75 75 PAVg

Test temperature (°C)

AASHTO

R 28 100 100 100 100 110 RTFOf Test and PAVg Aged Binder

Dynamic shear, Test temperature at 10 rad/s (°C) G*sin(delta) (max, kPa)

AASHTO

T 315 22d

31d

28d

22d

34d

Creep stiffness, Test temperature, °C S-value (max, MPa) M-value (min)

AASHTO

T 313

-12

0.300

0.300

-6

0.300

-18

0.300

0.300 aUse as asphalt rubber base stock for high mountain and high desert area.

bThe Engineer waives solubility requirements if the supplier is an authorized material source as defined by the Department's Certification Program for Suppliers of Asphalt.

cThe Engineer waives this specification if the supplier provides written certification the asphalt binder can be adequately pumped and mixed at temperatures meeting applicable safety standards.

dTest the sample at 3 °C higher if it fails at the specified test temperature. G*sin(delta) remains 5000 kPa maximum.

eThe residue from mass change determination may be used for other tests.

fRTFO means rolling thin film oven.

gPAV means Pressure Aging Vessel.

PG modified asphalt binder must comply with the requirements shown in the following table:

California Trans. 9/22/16

SECTION 92 ASPHALT BINDERS

PG Modified Asphalt Binders

Quality characteristic Test method Requirement

PG

58-34 M

PG

64-28 M

PG

76-22 M

Original Binder Flash point (min, °C) AASHTO T 48 230 230 230 Solubility (min, %) AASHTO T 44a 97.5 97.5 97.5b

Viscosity at 135 °Cc

(max, Pa•s) AASHTO T 316 3.0 3.0 3.0 Dynamic shear, Test temperature at 10 rad/s (°C) G*/sin(delta) (min, kPa)

AASHTO T 315 58

1.00

1.00

1.00

RTFOg testd, Mass loss (max, %) AASHTO T 240 1.00 1.00 1.00

RTFOg Test Aged Binder Dynamic shear, Test temperature at 10 rad/s (°C) G*/sin(delta) (min, kPa)

AASHTO T 315 58

2.20

2.20

2.20

Dynamic shear, Test temperature at 10 rad/s, °C Delta (max, degree)

AASHTO T 315

80e 80e 80e

Elastic recoveryf, Test temperature (°C) Recovery (min, %)

AASHTO T 301 25

PAVh, Temperature (°C) AASHTO R 28 100 100 110

RTFOg Test and PAVh Aged Binder Dynamic shear, Test temperature at 10 rad/s (°C) G*sin(delta) (max, kPa)

AASHTO T 315 16

Creep stiffness, Test temperature (°C) S-value (max, Mpa) M-value (min)

AASHTO T 313 -24

0.300

-18

0.300

-12

0.300 aThe Department allows ASTM D5546 or ASTM D7553 instead of AASHTO T 44. Particles recovered from ASTM D5546 or ASTM D7553 or AASHTO T 44 must be less than 250 m.

bReport only for spray application.

cThe Engineer waives the viscosity requirements if the supplier provides written certification the asphalt binder can be adequately pumped and mixed at temperatures meeting applicable safety standards.

dThe residue from mass change determination may be used for other tests.

eTest temperature is the temperature at which G*/sin(delta) is 2.2 kPa. A graph of log G*/sin(delta) plotted against temperature may be used to determine the test temperature when G*/sin(delta) is 2.2 kPa. A graph of (delta) versus temperature may be used to determine delta at the temperature when G*/sin(delta) is 2.2 kPa. The graph must have at least 2 points that envelope G*/sin(delta) of 2.2 kPa, and the test temperature must not be more than 6 degree C apart. The Engineer also accepts direct measurement of delta at the temperature when G*/sin(delta) is 2.2 kPa.

fTests without a force ductility clamp may be performed.

gRTFO means rolling thin film oven.

hPAV means Pressure Aging Vessel.

Do not modify PG modified asphalt binder using polyphosphoric acid.

California Trans. 9/22/16

Caltrans Home > hq > esc > Translab > ormt > fpmcoc

Materials Engineering and Testing Services

Office of Roadway Materials Testing

ASPHALT BINDER & HOT MIX ASPHALT LABORATORY

5900 FOLSOM BOULEVARD

SACRAMENTO, CA 95819

APPROVED SUPPLIERS

(Updated: 06/22/2015 Caltrans Contact: Albert Vasquez (916) 227-7322)

Caltrans Performance-Graded (PG) Asphalt Binder Types are:

Non-Modified: PG58-22, PG64-10, PG64-16, PG64-28, and PG70-10 Modified: PG58-34 M, PG64-28 M, and PG76-22 M

Asphalt Supplier - Location Binder Type

Approval Status

Non-Modified Modified (M)

Albina Asphalt - Klamath Falls, OR Keven Heitschmidt - (360) 816-8560 keven.heitschmidt@albina.com

PG64-10, PG64-16,

PG64-28, & PG70-

PG58-34M,

PG64-28M

Current

Albina Asphalt - Madras, OR Keven Heitschmidt - (360) 816-8560 keven.heitschmidt@albina.com

PG64-10, PG64-16,

PG64-28, & PG70-

PG58-34M,

PG64-28M

Pending

Alon Asphalt Co. - Bakersfield, CA Brian Orr - (661) 340-6408 borr@ppcla.com

PG58-22, PG64-10,

PG64-16, PG64-28,

& PG70-10

PG58-34M,

PG64-28M,

PG76-22M

Current

Alon Asphalt Co. - Elk Grove, CA Brian Orr - (661) 340-6408 borr@ppcla.com

PG58-22, PG64-10,

PG64-16, PG64-28,

& PG70-10

PG58-34M,

PG64-28M,

PG76-22M

Current

Alon Asphalt Co. - Mojave, CA Brian Orr - (661) 340-6408 borr@ppcla.com

PG64-10, PG64-16,

& PG70-10

None Current

Current

Page 1 of 3Division of Engineering Services :: ... :: index.htm

7/29/2016http://www.dot.ca.gov/hq/esc/Translab/ormt/fpmcoc.htm

Alon Asphalt Co. - Phoenix, AZ Mohammad Rahman - (602) 794-2528 mrahman@ppcla.com

PG58-22, PG64-10,

PG64-16, PG64-28,

& PG70-10

PG58-34M,

PG64-28M,

PG76-22M

Alon Asphalt Co. - Fernley, NV Kevin McKinney - (775) 835-6366 kmckinney@ppcla.com

PG58-22, PG64-16,

& PG64-28

PG64-28M Current

Chowchilla Asphalt - Chowchilla, CA Akira Hasegawa - (559) 223-6284 ahasegawa@jaxonaggregates.com

PG64-10, & PG64-

None Current

Delta Trading LP - Bakersfield, CA Rob McElroy - (661) 834-5560 rmcelroy@deltatradinglp.com

PG64-10, & PG64-

None Current

Ergon Asphalt & Emulsions, Inc. - Las Vegas, NV Michael Holst - (702) 736-2059 michael.holst@ergon.com

PG64-10, PG64-16,

& PG70-10

PG64-28M,

PG76-22M

Current

Ergon Asphalt & Emulsions, Inc. - Pittsburg, CA

Daniel Thomas - (925) 427-6880 daniel.thomas@nustarenergy.com

PG58-22, PG64-10,

PG64-16, PG64-28,

& PG70-10

PG64-28M,

PG76-22M

Current

Lunday Thagard Refinery - South Gate, CA Gustavo Moreno - (562) 928-7000, Ext. 239 gmoreno@worldoil.net

PG58-22, PG64-10,

PG64-16, & PG70-

PG64-28M Current

Pacific Northwest Oil - Stockton, CA Patrick Sendegeya - (209) 463-4762 patrick.sendegeya@pacificnorthwestoil.com

PG58-22, PG64-10,

PG64-16, PG64-28,

& PG70-10

PG64-28M,

PG76-22M

Current

San Joaquin Refining Co. - Bakersfield, CA Don Powell - (661) 327-8248 donp@sjr.com

PG64-10, PG 64-

16, & PG70-10

PG58-34M,

PG64-28M,

PG76-22M

Current

Santa Maria Refining Co. - Santa Maria, CA Edgar Cifuentes - (805) 357-2995 edc@greka.com

PG64-10, PG64-16,

& PG70-10

None Current

SWT Group - Bakersfield, CA Jonathan Dietzel - (519) 967-1523 jdietzel@swtgroup.com

PG64-10, & PG64-

None Inactive

Syar Industries - Pittsburg, CA Michael Herlax - (707) 259-5705 mherlax@syar.com

PG64-10, & PG64-

None Inactive

Valero Marketing & Supply - Benicia, CA Brenda Mooney - (707) 745-7089 brenda.mooney@valero.com

PG58-22, PG64-10,

PG64-16, PG64-28,

& PG70-10

PG58-34M,

PG64-28M,

PG76-22M

Current

Page 2 of 3Division of Engineering Services :: ... :: index.htm

Valero Marketing & Supply - Wilmington, CA Eric Gauss - (310) 518-4000 eric.gauss@valero.com

PG58-22, PG64-10,

PG64-16, & PG70-

None Current

VSS Emultech - West Sacramento, CA Sallie Houston - (916) 397-8623 sallie.houston@slurry.com

PG64-10, & PG64-

None Current

Western Refining Co. - Phoenix, AZ Sam Huddleston - (602) 286-1982 sam.huddleston@wnr.com

PG58-22, PG64-10,

& PG64-16

None Current

The files below are being made available to asphalt suppliers who are participating in the Caltrans Certification Program for Suppliers of Asphalt. The files below describe the certification program, and acceptance testing criteria are listed in Section 92 of the Caltrans Standard Specifications. If you have any questions about the information in these files, please call Albert Vasquez at (916) 227-7322. Please note that Caltrans projects may require additional acceptance criteria or modifications to asphalt binder specifications for project acceptance testing.

1. Caltrans Certification Program for Suppliers of Asphalt: Program Guidelines Document

2. Caltrans Certification Program for Suppliers of Asphalt: Test Data Format for Submittal to Caltrans (Please submit data using a MS-Excel 2003 spread sheet, i.e., a “.xls” file format.)

3. Caltrans Certification Program for Suppliers of Asphalt: Test ID Numbers for PG Asphalt Binders

4. Caltrans Certification Program for Suppliers of Asphalt: Test ID Numbers for PG-M Asphalt Binders

5. Caltrans Price List for Asphalt Testing

[Note: Some of the Caltrans Test ID Numbers capture two test results rather than just one. For those cases, the Test Data Format file now includes columns for “Test Result 1” and “Test Result 2.”]

Conditions of Use | Privacy Policy Copyright © 2016 State of California

Page 3 of 3Division of Engineering Services :: ... :: index.htm

APPENDIX G – Memorandums & Pipe Selection Criteria

Memorandum

Subject: CA FLAP INY CR2022(1)

South Lake Road Pavement Recommendations

Date: September 14, 2016

From: Robert Norick

Staff Pavements/IA/Materials Engineer

To: Wendy Longley, PM/COE Sebastian Guzman, Lead Designer

Background:

This memorandum provides the pavement structural section recommendation for the CA FLAP INY CR2022(1) South Lake Road Project. The project is located approximately 15 miles southwest of the Town of Bishop in Inyo County, California. The route begins at the intersection with State Route 168 and continues approximately 6.9 miles south to South Lake. South Lake Road is used primarily for recreational purposes with the vast majority of the vehicles being passenger cars, pickups, SUVs, and recreational vehicles.

The majority of the campgrounds and resorts along the route operate for less than 6 months per year (including the Four Jeffrey Campground). Further, the roadway is subject to road closures during snow events in the winter months.

Recommendations:

South Lake Road, as well as, the adjacent campground and parking area roads are currently paved with varying depths of asphalt concrete pavement. The project proposes a full depth reclamation (pulverizing) of the existing asphalt pavements and the placement of hot asphalt concrete pavement (HACP). A pavement investigation was conducted by CFLHD’s senior pavement and materials engineer, Mike Voth, on July 6-7, 2016. The existing pavement was drilled at approximately ¼ mile increments, with boring locations alternating between lanes. Borings were also drilled at the Forks, Four Jeffrey, and Willow campgrounds. In general, the underlying soils through the project limits were fairly consistent; silty sands with and without gravel.