CA FTNP MOJA 12(1) Cima Road Pavement Report Signed flat.pdf

CIMA ROAD

CA FTNP MOJA 12(1)

SAN BERNARDINO COUNTY, CA

PAVEMENT AND MATERIALS REPORT

AUGUST 2021

Report prepared by:

U.S. Department of Transportation Federal Highway Administration (FHWA) Central Federal Lands Highway Division

Lakewood, Colorado

CA FTNP MOJA 12(1) Cima 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

Electronic Distribution:

Construction Project Development Project Management Technical Services

ROBERT E NORICK Digitally signed by ROBERT E NORICK Date: 2021.08.17 10:11:49 -06'00'

MICHAEL D VOTH Digitally signed by MICHAEL D VOTH Date: 2021.08.17 13:41:19 -06'00'

MICHAEL D VOTH Digitally signed by MICHAEL D VOTH Date: 2021.08.17 13:41:52 -06'00' 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 & Boring Maps B – Boring Log, Lab Report, & Design Calculations C – Site Investigation Photos D – Asphalt Binder & Climate Data E – Ivanpah Road Gravel Road Scoping Notes

I. INTRODUCTION

This report is written to document the existing road conditions and provide pavement recommendations for the planned CA FTNP MOJA 12(1) Cima Road project for the Mojave National Preserve in San Bernardino County in southeast California. The Preserve is located south of Interstate Highway 15 and north of Interstate Highway 40 between the cities of Barstow, California and Las Vegas, Nevada. The project consists of pavement rehabilitation for the 17.6-mile length of Cima Road within the Mojave National Preserve from the Preserve’s north boundary (just south of I-15’s Cima Road interchange at Exit 272) south to its terminus at its intersection with Kelso Cima Road and Morning Star Mine Road. The project also includes drainage repairs and low water crossings (LWCs) for Kelbaker Road’s one-mile road segment north of Kelso Cima Road and the Kelso Depot. Cima Road’s existing asphalt pavement is 22-feet wide with a drive lane in each direction. For Cima Road, the project proposes a 28-foot pavement width with 11 foot lanes and 3 foot shoulders in each direction. The pavement investigation also scoped the gravel segments of Ivanpah Road including recommendations.

II. CLIMATE

Climate data was obtained from the Western Regional Climate Center for the Mountain Pass, California weather station. Mountain Pass is located east of the project along I-15 at an elevation of 4,400 feet. The data is summarized in Table 1 below and provided in Appendix D. The average precipitation for this area is approximately 8.36 inches. The project is located at an elevation that receives both rain and snow, depending upon the time of year.

Table 1. Weather Data

Month Average

HIGH

Record

HIGH

Average

LOW

Record

LOW

Average

PRECIP.

January 50.4 71 29.5 3 0.92 February 53.7 79 32.4 4 0.89

March 59.0 88 35.8 12 0.89 April 66.4 90 41.0 19 0.48 May 76.3 104 49.8 20 0.27 June 87.0 109 59.2 32 0.20 July 92.8 110 66.5 42 1.04

August 89.9 109 64.5 44 1.23 September 83.9 102 56.6 33 0.59

October 72.4 96 46.3 20 0.54 November 58.9 89 36.2 8 0.68 December 51.1 70 30.2 -2 0.63

Temperatures are in °F and precipitations are in inches.

III. EXPLORATION

On July 29-31, 2020, a pavement and subgrade investigation was conducted for the project consisting of 59 shallow borings (5’ and 10’ depths) with associated subgrade sampling. Boring depths less than 5-feet reflect borings that encountered refusal (boulders or bedrock). The roads were drilled at approximately 0.30 mile increments with borings alternating between lanes. At Boring B-50, the pavement was saw cut for a sample of the asphalt pavement. CFL personnel logged the findings including depth of boring and subgrade soils, visual soil classification, pavement and aggregate base thicknesses, and areas of distress. During the site visit, 40 samples were collected. These samples were submitted to the CFLHD laboratory for soil classification and additional testing (R-Value, pH, and resistivity). The boring log and lab report are provided in Appendix B. Photos from the pavement investigation are provide in Appendix C.

IV. EXISTING PAVEMENT & SOILS

The Preserve became a unit of the National Park Service (NPS) in 1994. Prior to 2013, the roads within the Preserve were under the jurisdiction of the county. In 2015, NPS applied a single course chip seal to Cima Road. Cima Road’s existing asphalt pavement has aged and is beyond its design life. The asphalt is highly oxidized with transverse, longitudinal, block, fatigue, and edge cracking that comes with an old age hardened road.

In addition, the pavement has a significant quantity of asphalt patches. It is no longer cost effective to extend the pavement life with pavement preservation methods (e.g. chip seals and overlays).

Geologically, the Preserve encompasses broad alluvium-filled valleys separated by mountain ranges, dry river beds, mesas, sand dunes, cinder cones, domes, and lava flows.

Soils within the project vicinity generally consist of alluvial (sand and gravel) and eolian (silt and sand) deposits from volcanic and sedimentary sources. Besides Cima Road’s northern quarter mile (underlain with lean clay) and southern 1.8 miles (underlain with clayey sand), the subgrade soils along Cima Road are predominantly silty sands. For Kelbaker Road’s one-mile segment north of Kelso Depot, the subgrade is also silty sand.

For both roads, the existing asphalt pavement was placed on the native subgrade soils.

Cima Road’s pavement thickness ranges between 3 and 5 inches, while Kelbaker Road’s pavement thickness ranges between 2 and 3 inches. At Cima Road Boring B-50, the pavement was saw cut for a sample of the asphalt pavement (see photos in Appendix C).

This saw cut revealed that the asphalt pavement consists of a 2-inch thick hot asphalt concrete pavement (HACP) over a 2-inch thick asphalt road mix (asphalt cold-mixed by blade with the native sands directly on-grade and compacted). The 2-inch thick HACP was not bonded to the road mix and a hand pick could easily “dig” through the road mix.

According to the pavement report for the previous FHWA Mojave project, CA FTNP MOJA 10(1), the binder for this road mix was a SE800.

V. PAVEMENT DESIGN INPUTS

The pavement design for Cima Road utilized the design criteria established in the Federal Lands Highway Project Development Design Manual (PDDM) and the 1993 AASHTO

Guide for Design of Pavement Structures (AGDPS). The criteria shown in Table 2 below were selected based on the project’s scope and traffic levels.

Table 2. Design Criteria Design Performance Period for 3R Road Segments 20 years Design Performance Period for 4R Road Segments 25 years Initial & Terminal Serviceability 4.2 & 2.0 Design Reliability Level 75% Overall Standard Deviation 0.49 Annual Traffic Volume Growth Rate 2.0% Directional Distribution for Cima & Kelbaker Roads 60% Directional Distribution for I-15 Truck Traffic 50%

Traffic

Accurate traffic load estimates expressed as 18-kip equivalent single axle loads (ESALs) are critical for the pavement design. Load estimates are based on vehicle counts and classifications. Standard load equivalency truck factors are used to convert the various vehicle axle loads to 18-kip ESALs. The following truck factors were assumed for the FHWA vehicle classifications along the roads in accordance with PDDM Exhibit 11.2-A:

0.002 for Class 2-3 cars, pickups, and SUVs; 0.5 for Class 5 two-axle trucks (e.g. RVs and delivery trucks); 1.0 for Class 6 three-axle trucks (e.g. RVs and dump trucks); and

2.0 for Class 9 five-axle tractor trailers. See Appendix B for project’s ESAL calculations.

The roads within the Mojave National Preserve (Cima Road, Ivanpah Road (Morning Star Mine Road), and Kelbaker Road) are used primarily for site seeing in the Preserve and as connecting routes between I-15 and I-40 (depending upon I-15 traffic and accidents). Based upon NPS’ 2018 and 2019 traffic counts, the two-way annual average daily traffic (AADT) for these three roads are as follows: 120 for Cima Road; 620 for Ivanpah Road (Morning Star Mine Road); and 500 for Kelbaker Road. Following the Cima Road improvements, the Preserve anticipates that the majority of the traffic on Morning Star Mine Road will transition to Cima Road due to its superior pavement condition. As such, the design two-way AADT for both Cima Road and Kelbaker Road has been estimated to be 500 with 95% Class 2-3 cars, pickups, and SUVs, 3% Class 5 two-axle trucks, 1% Class 6 three-axle trucks, and 1% Class 9 five-axle tractor trailers (observed on Cima Road during the pavement investigation due to I-15 closure). Based upon the design criteria, the 1993 AASHTO pavement design procedure, and the above assumptions, the 20-year 18-kip ESALs for Cima Road and Kelbaker Road are estimated to be 125,000 (see ESAL calculations in Appendix B).

A gas station and a large gravel lot are located along the north end of Cima Road just south of the Preserve’s north boundary and the I-15 interchange. During the pavement investigation, a large number of trucks were observed on the north quarter mile of Cima Road. The gas station and gravel lot serves as an informal truck stop. A Cima Road traffic sign indicating “No Commercial Vehicles” is located south of the gas station. An informal gravel truck turnaround is also located at this location. Caltrans’ 2016 “annual average daily truck traffic” (AADTT) report indicates that the two-way AADTT on I-15 is 7,500 with 25% Class 5 two-axle trucks, 5% Class 6 three-axle trucks, and 70% Class

9 five-axle tractor trailers. Assuming that 1% of the I-15 trucks exit at Cima Road for a short stop and then return to I-15, the two-way AADTT for this additional truck traffic is 150 with the same distribution of trucks as I-15. Based upon the design criteria, the 1993 AASHTO pavement design procedure, and the above assumptions, the 25-year 18-kip ESALs for the north quarter mile of Cima Road are estimated to be 1,500,000 (see ESAL calculations in Appendix B).

Subgrade Soil Resilient Modulus

Forty subgrade samples were submitted to the CFLHD laboratory for soil classification.

Eight of the samples were tested for pH and resistivity. R-Values (resistance values on a scale of 0 to 100 per AASHTO T 190) were determined for twelve samples. Besides Cima Road’s northern quarter mile (underlain with lean clay) and southern 1.8 miles (underlain with clayey sand), the subgrade soils along the routes are predominantly silty sands. For sands, the subgrade Resilient Modulus is calculated from the R-Value using the following correlation equation. The R-Values and Resilient Modulus values along the routes are summarized in Table 3 below including the design resilient modulus values.

Resilient Modulus, MR (psi) = 10[ ( S1 + 18.72 ) / 6.24 ] where the S1 factor = [(R-Value – 5) / 11.29] + 3

Table 3. Subgrade Resilient Modulus Values

Sample # Location Sample Description R-Value Resilient Modulus

B-3A Kelbaker MP 33.8 Sand w/ Silt & Gravel 67 22,953 psi B-8 Cima Rd MP 16.6 Silty Sand 65 21,500 psi B-13 Cima Rd MP 15.0 Sand with Silt 67 22,953 psi B-19 Cima Rd MP 13.0 Silty sand 76 30,802 psi B-24 Cima Rd MP 11.35 Silty Sand 69 24,503 psi B-29 Cima Rd MP 9.7 Silty Sand 63 20,140 psi B-38 Cima Rd MP 6.65 Silty, Clayey Sand 38 8,896 psi B-46 Cima Rd MP 4.09 Silty Sand 60 18,259 psi B-49 Cima Rd MP 3.1 Silty Sand 43 10,475 psi B-53 Cima Rd MP 1.86 Sand with Silt 69 24,503 psi

Average Resilient Modulus Value for Silty Sands 20,500 psi Design Resilient Modulus Value for Silty Sands 10,000 psi

B-57 Cima Rd MP 0.54 Clayey Sand 26 6,010 psi B-59 Kelso Cima Rd Clayey Sand 21 5,104 psi

Average Resilient Modulus Value for Clayey Sands 5,560 psi Design Resilient Modulus Value for Clayey Sands 5,500 psi

For Cima Road at the gas station, the subgrade soils consist of lean clays (ASTM CL soils) beneath a 12-inch layer of gravel with clay and sand (similar to FP-14 select borrow material). In accordance with PDDM Exhibit 11.4.2.B, these lean clays are considered “poor quality” subgrade material. In accordance with PDDM Exhibit 11.4.2.C, a conservative Resilient Modulus value of 4,500 psi was assumed for the pavement design for the road’s northern quarter mile.

Structural Layer Coefficients

Standard CFLHD structural layer coefficients were selected for asphalt concrete pavement (0.44), “select borrow” (0.08), and aggregate base and full depth reclamation (0.12) 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 1993 AASHTO pavement design procedure is used to determine the required pavement structural numbers (SN) for the project. Based upon the ESALs, the subgrade Resilient Moduli, and the aforementioned design criteria, the following required pavement design structural numbers are calculated for the project (See Appendix B).

Required SN for Cima Road at Gas Station = 3.86 inches

Required SN for North Cima Road & Kelbaker Road = 1.98 inches

Required SN for Cima Road’s South 1.8 Miles = 2.47 inches

VI. PAVEMENT RECOMMENDATIONS & DISCUSSION

Project Recommendations

The 1993 AASHTO pavement design procedure requires a Structural Number (SN) of

3.86 for Cima Road at the gas station, 1.98 for North Cima Road and Kelbaker Road, and

2.47 for Cima Road’s southern 1.80 miles. Sections of the unpaved Ivanpah Road should also be improved. After evaluating alternatives, the following pavement structural sections are recommended.

Cima Road at Gas Station (Milepost 17.53 to 17.60)

5 inches of Asphalt Concrete Pavement in 2 or 3 lifts (SN = 5” x 0.44 = 2.20”) 6 inches of Crushed Aggregate Base (SN = 6” x 0.12 = 0.72”) 12 inches of Existing Select Borrow (SN = 12” x 0.08 = 0.96”) TOTAL SN = 3.88 inches

North Cima Road (Milepost 1.80 to 17.53) & Kelbaker Road 3 inches of Asphalt Concrete Pavement in two lifts (SN = 3” x 0.44 = 1.32”) 6 inch Full Depth Reclamation - Pulverize (SN = 6” x 0.12 = 0.72”) TOTAL SN = 2.04 inches

South Cima Road (Milepost 0.0 to 1.80)

4 inches of Asphalt Concrete Pavement in two lifts (SN = 4” x 0.44 = 1.76”) 6 inch Full Depth Reclamation - Pulverize (SN = 6” x 0.12 = 0.72”) TOTAL SN = 2.48 inches

Note: For shoulder widenings, road realignments, and pavement reconstruction at low water crossings, the 6 inch full depth reclamation of the recommended pavement sections to be replaced with a 6 inch depth of crushed aggregate base.

Ivanpah Road’s Gravel Road Segments: Recommend resurfacing Ivanpah Road Segments 2 (MP 8.8 to 13.6) and 4 (MP 15.0 to 20.0) with a 6-inch depth of aggregate surface course in combination with a reconditioning of the existing aggregate surfacing (see scoping notes and photos in Appendix E). Mileposts are measured from the intersection of Ivanpah Road with Morning Star Mine Road, heading south. Segment 4 is the top priority to reduce vehicle damage and flat tires from sharp rocks. Segment 2 is a secondary priority to alleviate the rough ride from wash boarding and cobbles.

VII. MATERIALS RECOMMENDATIONS, SCRs, AND

CONSTRUCTION CONSIDERATIONS

Selection of Asphalt Binder

The LTPPBind software, the PDDM standards, and the Caltrans binder selection criteria were utilized for the selection of the asphalt binder for the project (See Appendix D). The Caltrans binder selection criteria identifies the site as being located in California’s Desert Region with a typical PG 70-10 asphalt binder grade. Based upon the above resources, a PG 70-10 binder is recommended for the project. This binder grade is used by Caltrans and is available at several refineries in the area.

Pavement Roughness

With a design speed of 55 mph, it is recommended that pavement roughness be evaluated as Type III-A in accordance with FP-14 Section 401.16(d) and Table 401-5.

Bid Items

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

Table 4: Recommended Pay Items Item Number Item Description Unit 30202-2000 Roadway Aggregate, Method 2 TON 30110-0000 Aggregate Surface Course TON 30301-5000 Aggregate surface reconditioning MILE 30401-5300 Full Depth Reclamation, Method 2, 6-Inch Depth MILE

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

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.

SCRs and Construction Concerns

CFLHD standard SCRs related to pavements and materials are expected to be used. The standard Section 401 SCR (Asphalt Concrete Pavement by Gyratory Mix Design Method) to specify a Type III-A pavement roughness and a PG 70-10 asphalt binder. The 401 asphalt will likely be supplied from the Las Vegas, Nevada metropolitan area, 1 hour northeast of the project. Any additional SCRs may be developed as needed.

APPENDICES

A – Location & Boring Maps

B – Boring Log, Lab Report, & Design Calculations

C – Site Investigation Photos

D – Asphalt Binder & Climate Data

E – Ivanpah Road Gravel Road Scoping Notes

APPENDIX A – Location & Boring Maps

Lo ca tio n

M ap

APPENDIX B – Boring Log, Lab Report, & Design Calcs.

Boring # MP c/l offset Depth Sample Type Testing

0 to 2"

2" to 5'

0 to 2"

2" to 10"

10" to 5' Ziplock bag sample Classification 5' to 10' Ziplock bag sample Classification 0 to 3"

3" to 15" Classification, R Value, 15" to 5' 5 gallon bucket pH, & Resistivity 5' to 10' Ziplock bag Classification 0 to 3"

3" to 5' Ziplock bag Classification 5' to 10' Ziplock bag Classification 0 to 2"

2" to 2'

2' to 6' Ziplock bag Classification 6' to 10' Ziplock bag Classification 0 to 4"

4" to 5'

0 to 5"

5" to 12" Ziplock bag Classification 12" to 5'

0 to 5" Classification, R Value, 5" to 5' 5 gallon bucket pH, & Resistivity 0 to 3.5"

3.5" to 10"

10" to 5'

0 to 4"

4" to 14"

14" to 4' Ziplock bag Classification 4' to 5'

0 to 4"

4" to 10"

10" to 4' Ziplock bag Classification 4' to 5'

0 to 4"

4" to 10"

10" to 3.5' 5 gallon bucket Classification 3.5' to 5'

0 to 5" Classification, R Value, 5" to 5' 5 gallon bucket pH, & Resistivity 0 to 5"

5" to 5' Ziplock bag Classification 0 to 4"

4" to 5'

0 to 5"

5" to 5'

0 to 5"

5" to 5'

0 to 5"

5" to 3'

3' to 4'

4' to 5'

0 to 4" Classification, R Value, 4" to 5' 5 gallon bucket pH, & Resistivity 0 to 4"

4" to 8' Ziplock bag Classification 8' to 10' Ziplock bag Classification 0 to 4"

4" to 16"

16" to 5'

CA FTNP MOJA 12(1) BORING LOG (July 29 31,2020) tan silty sand tan sand tan gravel with silt and sand tan silty sand tan gravel with clay and sand tan silty, clayey sand tan silty sand

MP 15.90 5'L

Cima Road

B 20 asphalt tan silty sand asphalt tan silty fine sand (sample from 9' 10' depth)

MP 33.8 5'R

Kelbaker Road tan sand with silt and gravel tan sand w/ silt & gravel (sample from 4' 5') tan gravel with clay and sand asphalt tan gravel with clay and sand asphalt tan gravel with silt and sand tan gravel with clay and sand asphalt tan gravel with clay and sand tan clay with sand (sample from 4' 5' depth) tan silty sand light tan silty fine sand asphalt tan silty fine sand

B 11 MP 15.60 5'R

Cima Road asphalt tan sand

B 10

MP 13.35 6'L

Cima RoadB 18

MP 12.60 6'L

Cima Road tan gravel with clay and sand tan silty sand (sample from 4' 5' depth)

B 19 MP 13.00 6'R

Cima Road tan sand w/silt (sample from 4' 5' depth) asphalt

MP 17.60 5'R

Cima Road

B 8 MP 16.60 5'L

Cima Road

B 6 MP 17.20 5'L

Cima Road

B 7 MP 16.87 5'R

Cima Road asphalt tan clayey fine sand asphalt tan gravel with clay and sand

B 16 MP 14.00 5'L

Cima Road

B 2 tan gravel with silt and sand asphalt

MP 33.5 5'L

Kelbaker Road

MP 34.05 5'L

Kelbaker RoadB 4

B 9 MP 16.30 5'R

Cima Road

B 5

B 3 asphalt tan silty sand with gravel asphalt tan sand with silt (sample from 9' 10' depth)

MP 33.0 6'R

Kelbaker RoadB 1 asphalt light tan clay with sand (sample from 9' 10') asphalt asphalt tan sand with gravel tan silty sand (sample from 9' 10' depth) asphalt tan silty fine sand brown sand asphalt tan silty sand (sample from 9' 10' depth) tan sand with silt and gravel

B 13 MP 15.00 5'R

Cima Road

B 12 MP 15.30 5'L

Cima Road tan sand with gravel

B 15 MP 14.35 5'R

Cima Road

B 14 tan silty sand with gravel

Note: For Cima Road Borings B 6 through B 58, the bottom 1.5" to 2" of asphalt consists of an asphalt road mix (aspahlt cold mixed by blade with native sands directly on grade and compacted). The remaining asphalt above this road mix is hot asphalt concrete pavement.

MP 14.70 6'L

Cima Road

B 21 MP 12.30 6'R

Cima Road asphalt tan silty sand

Boring Observations (grey = sample depth) tan silty sand with gravel

B 17 MP 13.70 4'R

Cima Road asphalt asphalt

0 to 3"

3" to 5' Ziplock bag Classification 0 to 4"

4" to 5'

0 to 4"

4" to 5' 5 gallon bucket Classification & R Value 0 to 4"

4" to 5'

0 to 3"

3" to 5' Ziplock bag Classification 0 to 4"

4" to 5'

0 to 4"

4" to 4' Ziplock bag Classification 4'

0 to 4.5"

4.5" to 5' 5 gallon bucket Classification & R Value 0 to 4.5"

4.5" to 5'

0 to 4"

4" to 5'

0 to 4.5"

4.5" to 3' Ziplock bag Classification 3' to 5'

0 to 5"

5" to 12"

12" to 5'

0 to 7"

7" to 12"

12" to 3'

3' to 6' Ziplock bag Classification 6' to 10' Ziplock bag Classification 0 to 4.5"

4.5" to 4' Ziplock bag Classification 4' to 5'

0 to 4"

4" to 3.5' Ziplock bag Classification 3.5' to 5'

0 to 5"

5" to 16"

16" to 5'

0 to 5"

5" to 9" Classification, R Value, 9" to 5' 5 gallon bucket pH, & Resistivity 0 to 4"

4" to 8"

8" to 4'

4' to 5'

0 to 5"

5" to 3'

3' to 5'

0 to 5"

5" to 2.5'

2.5' to 5'

Note: For Cima Road Borings B 6 through B 58, the bottom 1.5" to 2" of asphalt consists of an asphalt road mix (aspahlt cold mixed by blade with native sands directly on grade and compacted). The remaining asphalt above this road mix is hot asphalt concrete pavement.

B 31 MP 9.00 6'R

Cima Road asphalt tan silty sand

B 30 tan silty sand with gravel

B 32 MP 8.70 7'L

Cima Road asphalt tan silty sand light tan silty sand

B 33 MP 8.40 5'R

Cima Road asphalt tan silty sand

MP 7.35 7'L

Cima Road tan silty sand

MP 9.36 6'L

Cima Road asphalt tan silty sand

B 29 MP 9.70 5'R

Cima Road asphalt tan silty sand

B 28 MP 10.00 6'L

Cima Road asphalt refusal on boulder tan silty sand

B 27 MP 10.30 5'R

Cima Road

B 26 MP 10.63 6'L

Cima Road asphalt tan silty sand asphalt tan silty sand asphalt tan silty sand asphalt

CA FTNP MOJA 12(1) BORING LOG (July 29 31,2020)

Boring Observations (grey = sample depth)

B 25 MP 11.00 5'R

Cima Road

B 23 MP 11.70 6'R

Cima Road asphalt tan silty sand

B 24 MP 11.35 7'L

Cima Road

B 22 MP 12.00 6'R

Cima Road asphalt tan silty sand

B 36 asphalt tan silty fine sand tan sand

B 35 MP 7.67 6'R

Cima Road asphalt tan sand with silt tan sand

B 34 MP 8.04 7'L

Cima Road asphalt tan silty sand with gravel tan silty sand tan sand w/ silt & gravel (sample from 4' 5') tan clayey sand (sample from 9' 10')

B 41 MP 5.65 5'R

Cima Road asphalt tan silty, clayey sand light tan silty, clayey sand

B 37 MP 7.04 5'R

Cima Road asphalt tan silty fine sand tan clean sand

B 38 MP 6.65 5'L

Cima Road asphalt brown sand with gravel tan silty, clayey sand

B 39 MP 6.30 5'R

Cima Road asphalt brown sand with gravel tan silty, clayey sand light tan silty, clayey sand

B 40 MP 6.00 7'L

Cima Road asphalt tan silty, clayey sand light tan silty, clayey sand

0 to 3"

3" to 2'

2' to 5' Ziplock bag Classification 5' to 10' Ziplock bag Classification 0 to 3"

3" to 4' Ziplock bag Classification 4' to 5'

0 to 4"

4" to 4' Ziplock bag Cassification 4' to 5'

0 to 4"

4" to 4'

4' to 5'

0 to 4" Classification, R Value, 4" to 5' 5 gallon bucket pH, & Resistivity 0 to 4"

4" to 12"

12" to 2'

2' to 3'

3' to 4'

4' to 5'

0 to 4"

4" to 4'

4' to 5'

0 to 3" Classification, R Value, 3" to 5' 5 gallon bucket pH, & Resistivity 0 to 4"

4" to 4' Ziplock bag Classification 4' to 5'

0 to 4"

4" to 5'

0 to 4"

4" to 18"

18" to 2'

2' to 5'

0 to 4"

4" to 10"

10" to 5' 5 gallon bucket Classification & R Value 0 to 4"

4" to 5'

0 to 4"

4" to 5' Ziplock bag Classification 0 to 4"

4" to 8"

8" to 5'

0 to 3" Classification, R Value, 3" to 5' 5 gallon bucket pH, & Resistivity 0 to 3"

3" to 10"

10" to 2'

2' to 3.5'

3.5' to 5'

0 to 4"

4" to 10"

10" to 5' 5 gallon bucket Classification & R Value

Note: For Cima Road Borings B 6 through B 58, the bottom 1.5" to 2" of asphalt consists of an asphalt road mix (aspahlt cold mixed by blade with native sands directly on grade and compacted). The remaining asphalt above this road mix is hot asphalt concrete pavement.

B 59 Kelso Cima Road 7' South of c/l asphalt tan clayey sand tan sand tan sand

CA FTNP MOJA 12(1) BORING LOG (July 29 31,2020)

Boring Observations (grey = sample depth)

B 42 MP 5.35 5'L

Cima Road asphalt brown sand tan clayey sand (sample from 4' 5' depth) tan clayey sand (sample from 9' 10' depth)

B 43 MP 5.10 5'R

Cima Road asphalt tan silty, clayey sand tan sand

B 44 MP 4.75 5'L

Cima Road asphalt tan silty sand tan sand

B 45 MP 4.40 7'R

Cima Road asphalt tan silty sand tan sand

B 46 MP 4.09 5'L

Cima Road asphalt tan silty sand

B 47 MP 3.75 6'R

Cima Road asphalt tan silty sand tan sand tan silty sand light tan silty sand

B 48 MP 3.40 5'L

Cima Road asphalt tan silty sand tan sand

B 50 MP 2.85 5'L

Cima Road asphalt tan silty, clayey sand light tan silty sand

B 49 MP 3.10 5'R

Cima Road asphalt tan silty fine sand

B 51 MP 2.60 6'R

Cima Road asphalt tan silty sand

B 52 MP 2.19 5'L

Cima Road asphalt tan silty sand cobble layer tan silty sand

B 53 MP 1.86 6'R

Cima Road asphalt tan sand with clay and gravel tan sand with silt

B 54 MP 1.53 5'L

Cima Road asphalt tan clayey sand

B 55 MP 1.20 6'R

Cima Road asphalt tan clayey sand

B 56 MP 0.87 5'L

Cima Road asphalt dark brown sand tan clayey sand

B 57 MP 0.54 5'R

Cima Road asphalt tan clayey sand

B 58 MP 0.18 5'L

Cima Road asphalt dark brown sand tan sand tan clayey sand tan sand

Mojave NPRES Bookmark this report: https://irma.nps.gov/Stats/SSRSReports/Park%20Specific%20Reports/Traffic%20Counts

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

TRAFFIC COUNT AT CIMA ROAD (SOUTHBOUND)

2020 2,381 1,504 1,566 992 1,288 1,065 2,968 1,134

2019 985 1,311 1,971 1,701 1,673 1,913 1,121 1,520 1,907 2,100 1,505 1,554

2018 1,994 2,201 2,242 2,200 2,460 1,571 1,970 1,695 2,163 1,981 1,882 1,541

2017 1,234 1,365 1,881 1,944 720 4,120 2,354 2,218 1,963 2,176 2,408 954

2016 1,288 1,138 1,828 2,128 4,215 1,500 2,075 1,679 1,243 1,252 618 1,337

2015 1,359 1,382 1,497 1,740 1,421 1,468 1,182 1,421 1,283 1,197 1,567 1,175

2014 1,144 1,472 1,427 1,632 1,329 1,381 1,225 1,106 1,243 1,055 1,422 1,487

2013 1,006 1,472 3,204 1,980 1,348 1,151 1,009 1,160 1,249 986 1,097 1,390

2012 1,374 1,363 1,450 2,241 2,287 1,560 615 2,000 1,200 1,500 3,346 1,245

2011 1,555 0 1,561 3,047 3,134 2,982 2,671 2,710 1,240 1,522 1,481 1,389

2010 0 0 0 0 0 0 1,099 1,099 1,821 1,718 1,248 1,334

2009 0 0 0 0 0 0 0 0 0 0 0 0

2008 0 0 0 0 0 0 0 0 0 0 0 0

2007 2,000 1,500 1,900 1,500 1,500 1,750 1,500 1,200 1,500 1,800 2,000 1,800

2006 0 0 0 0 0 0 0 0 0 0 0 0

2005 1,907 1,580 1,891 1,617 3,705 2,175 1,500 0 0 0 0 0

2004 2,135 1,787 1,574 614 1,518 1,656 1,601 1,165 2,145 1,800 2,000 1,800

2003 1,607 1,404 2,050 2,076 1,769 1,455 1,665 1,663 7,880 2,092 2,308 1,895

2002 1,851 1,528 0 2,120 1,410 1,200 1,113 1,405 1,329 1,684 1,783 1,344

2001 0 1,529 1,940 1,741 1,734 1,222 1,174 1,538 1,430 1,931 1,887 1,870

2000 1,206 1,500 0 0 0 0 0 0 0 0 0 0

1999 0 0 0 0 0 0 0 0 0 0 0 0

1998 0 0 0 0 0 0 0 0 0 0 0 0

1997 1,436 1,163 2,231 1,783 1,907 1,911 1,209 1,882 0 0 0 0

TRAFFIC COUNT AT ESSEX ROAD (NORTHBOUND)

2020 1,102 1,040 994 378 558 594 495 360

2019 833 776 1,627 1,326 1,211 609 543 648 739 1,310 1,545 903

2018 1,292 1,134 1,320 1,200 2,500 1,902 496 392 773 1,173 1,138 978

2017 944 679 916 1,015 607 949 497 571 1,098 1,307 1,564 1,152

2016 1,152 1,152 1,349 1,158 1,158 1,124 1,016 682 734 1,056 928 733

2015 916 697 816 992 801 735 614 729 698 1,328 876 826

2014 934 751 789 998 795 688 465 572 624 879 921 653

2013 376 796 375 1,200 786 552 483 824 525 816 883 546

2012 938 725 1,250 727 797 493 517 600 550 1,100 707 794

2011 843 1,200 898 1,691 1,752 587 456 608 556 1,092 559 846

2010 888 1,204 1,422 1,492 1,562 1,587 680 680 756 1,255 782 893

2009 1,164 1,162 1,328 1,777 1,104 1,010 706 710 769 1,200 1,557 889

2008 751 1,172 1,121 1,257 991 819 482 572 1,104 1,184 1,634 499

2007 986 1,046 1,162 1,612 991 733 670 768 827 1,024 1,499 865

Current calendar year data are preliminary and subject to change. Data will be finalized by the end of the first quarter of next calendar year.

Traffic Counts Page 1 of 4 10/23/2020 5:45:27 PM

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

2006 872 1,341 936 1,922 1,956 1,793 800 832 1,290 1,458 1,256 691

2005 1,036 1,074 1,373 1,864 1,416 1,814 842 1,288 1,687 1,245 1,487 912

2004 1,180 1,071 1,084 1,662 796 859 610 679 1,164 1,169 1,206 703

2003 1,234 1,040 1,125 1,689 1,290 654 873 698 686 1,117 1,136 872

2002 1,364 1,950 0 1,900 1,186 699 647 645 656 1,227 1,176 729

2001 1,092 941 1,179 1,608 1,092 654 584 773 890 1,431 1,383 832

2000 600 900 0 0 0 0 0 0 0 0 0 1,186

1999 0 0 0 0 0 0 0 0 0 0 0 0

1998 0 0 0 0 0 0 0 0 0 0 0 0

1997 1,498 0 1,017 71 1,088 30 0 0 0 0 0 0

TRAFFIC COUNT AT IVANPAH ROAD (SOUTHBOUND)

2020 10,172 9,652 6,925 2,050 4,315 5,718 11,245 5,086

2019 7,851 6,880 9,829 9,174 8,870 10,678 9,154 10,280 10,107 10,131 14,076 12,461

2018 7,790 8,260 8,000 10,200 8,709 7,382 7,930 8,364 10,219 9,047 11,172 10,268

2017 9,954 6,778 7,838 10,021 8,111 9,033 6,913 5,288 7,702 7,230 10,244 8,715

2016 885 885 9,527 7,514 7,514 6,910 9,995 6,567 7,036 7,827 7,827 7,204

2015 6,287 9,716 9,758 7,468 5,987 8,697 6,291 6,974 6,468 7,695 9,782 7,727

2014 6,115 9,746 9,683 7,451 5,928 6,749 5,715 6,469 6,523 7,597 9,267 7,361

2013 5,825 7,149 14,437 8,172 6,438 6,205 6,519 6,570 5,810 7,083 8,618 0

2012 7,631 6,926 6,500 7,048 7,115 6,607 4,367 6,200 6,000 6,700 8,200 7,129

2011 7,368 8,400 6,759 0 2,742 6,620 5,879 6,620 5,766 6,815 6,776 6,597

2010 3,635 7,453 6,941 7,133 7,418 7,562 6,095 6,484 6,148 6,771 15,223 15,644

2009 6,919 10,645 6,670 3,613 2,831 5,713 5,680 6,001 6,266 5,623 9,676 8,986

2008 7,823 7,726 6,782 6,851 6,409 6,016 6,855 6,959 11,853 11,999 22,084 4,775

2007 6,821 6,904 6,960 7,724 6,435 6,278 5,795 6,119 5,810 6,396 10,538 6,906

2006 5,688 6,946 5,772 7,049 7,382 5,972 5,756 5,848 7,313 8,685 8,876 6,783

2005 4,827 5,309 5,839 6,459 5,000 6,996 5,264 11,726 10,853 8,957 25,462 5,719

2004 7,992 6,976 5,892 0 5,142 6,199 6,080 5,689 5,930 5,511 8,458 6,700

2003 7,086 5,383 7,143 11,050 14,955 20,604 0 0 4,424 7,625 7,625 6,875

2002 6,836 5,839 0 7,175 6,060 5,808 5,340 6,553 5,454 5,908 8,381 6,347

2001 630 4,592 5,047 6,772 8,626 5,159 4,360 5,355 4,684 6,334 6,826 5,554

2000 300 400 0 0 0 0 0 0 0 0 0 342

1999 4,640 4,508 5,054 5,792 5,326 6,922 5,641 4,822 4,503 4,411 4,661 5,170

1998 4,829 5,222 5,479 3,222 4,879 6,087 5,897 4,457 3,122 5,026 4,364 4,650

1997 0 0 5,159 4,985 4,102 4,855 3,071 4,356 5,520 3,601 4,829 6,976

TRAFFIC COUNT AT KELBAKER (NORTHBOUND)

2020 2,088 2,340 2,011 967 1,470 1,024 3,182 2,039

2019 1,086 2,321 2,825 3,196 2,090 1,678 1,864 2,842 1,433 1,984 2,259 5,838

2018 10,113 8,058 11,000 13,575 5,000 4,299 1,319 1,179 1,653 1,810 2,108 13,378

2017 10,584 7,227 9,992 12,517 11,666 11,266 9,697 9,781 13,014 9,348 22,158 11,362

2016 7,920 7,920 12,454 9,160 12,454 8,000 4,953 4,953 7,553 8,562 9,467 7,243

2015 6,964 8,894 9,374 9,682 8,210 7,943 5,783 7,864 6,867 8,172 8,746 6,493

2014 6,831 8,769 8,935 9,582 8,120 7,550 6,694 6,869 6,967 7,953 9,867 7,839

2013 5,986 7,482 16,414 9,466 8,679 7,825 1,120 7,632 6,025 7,946 9,719 7,645

2012 8,474 7,310 8,200 8,573 8,651 10,346 4,968 6,550 6,400 6,500 8,557 1,481

2011 7,188 6,200 8,248 8,496 8,538 7,396 7,364 7,472 6,434 6,570 6,458 6,265

2010 5,416 4,164 7,810 7,946 8,276 8,639 6,243 6,243 6,494 6,350 7,493 7,607

Traffic Counts Page 2 of 4 10/23/2020 5:45:27 PM

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

2009 7,278 8,496 7,618 2,599 7,806 7,721 6,715 7,967 6,137 6,245 10,834 8,686

2008 6,601 8,123 8,847 9,098 8,111 7,105 6,849 7,028 6,682 6,783 10,941 6,441

2007 7,964 8,212 8,192 9,902 8,266 7,631 7,166 7,543 7,314 7,312 10,289 7,872

2006 7,741 7,357 7,861 7,853 8,763 7,615 7,116 7,479 7,934 10,216 10,676 9,601

2005 6,276 6,765 8,863 1,982 8,134 7,999 6,140 4,895 5,894 4,528 8,837 7,822

2004 8,607 7,546 7,881 10,458 6,527 7,895 7,049 7,825 6,316 6,213 11,051 7,746

2003 7,830 6,849 7,270 9,044 7,947 7,258 7,468 7,673 4,200 7,543 11,257 7,861

2002 1,928 1,950 0 9,119 6,922 6,698 5,889 6,867 5,673 6,221 9,838 6,492

2001 1,962 1,611 2,213 2,230 3,953 1,674 1,106 1,283 5,299 2,119 1,943 1,588

2000 6,287 6,000 2,400 3,000 3,700 3,000 2,500 2,100 3,000 4,500 8,580 1,440

1999 6,913 5,071 6,338 5,936 7,320 7,503 6,153 6,499 4,010 6,385 4,509 6,287

1998 4,999 5,175 8,899 4,620 12,647 7,056 6,271 0 3,511 5,924 4,036 6,913

1997 5,196 5,039 4,323 7,342 6,884 3,906 5,349 3,376 3,901 6,465 4,669 6,565

TRAFFIC COUNT AT KELBAKER ROAD (SOUTHBOUND)

2020 13,503 12,858 10,813 2,421 6,787 8,064 1,122 6,573

2019 10,018 10,122 13,112 15,416 13,516 12,672 11,987 15,382 13,148 12,360 18,009 21,282

2018 2,042 4,336 1,718 7,291 12,360 12,500 11,150 8,802 12,643 11,716 18,875 2,045

2017 3,383 1,585 2,237 2,558 2,009 3,450 1,131 1,220 1,640 1,650 1,678 1,431

2016 1,406 2,558 3,121 2,125 2,836 1,200 3,649 3,649 1,543 1,702 1,462 1,237

2015 1,286 2,587 1,927 1,923 6,012 1,198 1,986 1,596 1,475 1,636 2,163 1,354

2014 1,179 2,496 1,844 1,992 1,078 1,185 1,083 0 1,284 1,526 1,784 1,375

2013 1,177 1,621 3,553 1,521 1,614 1,216 2,500 1,400 1,183 1,479 1,662 1,100

2012 1,727 1,585 6,350 1,497 1,575 1,353 2,494 1,450 1,450 1,425 3,097 1,046

2011 1,661 4,500 1,933 3,692 3,738 1,543 1,329 1,485 1,752 1,366 1,294 1,271

2010 1,537 4,827 6,573 6,921 7,259 7,394 1,771 1,771 1,282 1,742 1,387 1,431

2009 1,815 4,316 6,376 9,846 1,759 1,584 1,245 1,414 1,384 1,658 2,234 1,502

2008 1,506 2,674 2,086 2,113 1,764 1,320 1,398 1,443 1,793 1,899 22,084 1,461

2007 2,058 2,159 2,108 2,278 1,831 1,422 1,438 1,446 1,667 2,143 4,758 1,585

2006 1,489 1,875 1,511 1,721 1,799 0 2,139 1,285 2,270 2,601 2,601 1,176

2005 1,936 1,982 3,051 2,806 1,679 1,646 1,238 8,755 9,058 7,463 5,336 1,547

2004 1,977 1,839 2,169 2,346 1,567 1,345 1,148 1,394 1,749 1,800 4,764 1,575

2003 2,688 1,857 2,305 2,953 2,287 1,511 1,579 1,780 1,511 2,028 2,158 1,742

2002 7,769 6,698 2,207 2,396 1,713 1,219 1,293 1,474 1,327 2,095 1,991 2,952

2001 5,263 6,217 6,995 7,734 6,397 5,784 5,498 5,887 1,062 3,250 8,731 6,324

2000 3,012 1,900 3,070 6,000 9,000 5,271 6,398 5,000 5,926 4,947 18,071 10,000

1999 1,371 1,098 2,152 1,984 1,906 1,671 1,982 1,048 1,592 2,004 1,946 1,871

1998 2,179 1,850 2,729 1,474 1,879 1,593 1,853 292 900 3,036 1,486 1,371

1997 4,290 1,442 2,604 1,290 1,393 1,352 1,905 1,504 2,179 1,859 2,147 2,217

TRAFFIC COUNT AT LANFAIR ROAD (NORTHBOUND)

2020 1,100 1,100 500 0 0 0 0 0

2019 260 241 389 314 292 275 189 210 174 326 400 300

2018 297 384 297 322 400 291 300 118 217 373 328 249

2017 258 196 257 322 293 203 183 241 218 311 613 443

2016 318 318 455 722 722 238 323 157 206 385 385 424

2015 361 379 506 589 422 399 421 376 421 816 593 493

2014 321 428 495 588 417 381 82 59 68 793 732 304

2013 0 381 400 500 500 500 350 300 400 751 664 249

Traffic Counts Page 3 of 4 10/23/2020 5:45:27 PM

ESAL CALCULATIONS

Project: CA FTNP MOJA 12(1) Cima Road Date: 02/20/2021 Location: San Bernardino County, CA

Cima Road South of Gas Station (17.5 miles) & Kelbaker Road

Performance Period (years) 20 Two Way Traffic (ADT) 500 Number of Lanes in Design Direction 1 Percent of Trucks in Design Lane 100% Percent of Trucks in Design Direction 60% Accumulated

Average Initial 18 kip ESALs for Vehicle Percent Annual % Growth Truck Factor Performance Class of ADT Growth Factor (ESALs/Truck) Period

2 3 95% 2% 24.30 0.002 5,055 5 3.0% 2% 24.30 0.5 39,908 6 1.00% 2% 24.30 1.0 26,606 9 1.00% 2% 24.30 2.0 53,211

Total 124,780 Design ESALs 125,000

100%

North Cima Road at Gas Station

Performance Period (years) Two Way Traffic (AD T) Number of Lanes in Design Direction Percent of Trucks in Design Lane 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 ** 2% 32.03 0.002 ** 5 25.0% 2% 32.03 0.5 109,604 6 5.00% 2% 32.03 1.0 43,841 9 70.00% 2% 32.03 2.0 1,227,561

Total 1,381,006 Design ESALs 1,500,000 **

** Cima Road's design ESALs at gas station include traffic continuing south from above.

AASHTO STRUCTURAL NUMBER CALCULATIONS

Cima Road at Gas Station

North Cima Road & Kelbaker Road

Cima Road’s South 1.8 Miles

APPENDIX C – Site Investigation Photos

Boring B-5, MP 17.60, Looking Ahead at Fatigue Cracking & I-15 Interchange

Boring B-5, MP 17.60, Large Gravel Lot as Informal Truck Stop

Boring B-6, MP 17.20, Boring with Silty, Sandy Gravel

Boring B-6, MP 17.20, Looking Back at Drill Rig & Block Cracking

Boring B-8, MP 16.87, Tan Silty Fine Sand Subgrade Material

Boring B-9, MP 16.30, Looking Ahead at Block & Longitudinal Cracking

Boring B-11, MP 15.60, Looking Ahead at Block & Longitudinal Cracking

Boring B-11, MP 15.60, 4” Asphalt over 6” of Silty, Sandy Gravel

Boring B-24, MP 11.35, Looking Ahead at Block Cracking

Boring B-36, MP 7.35, Looking Back at Block and Longitudinal Cracking

Boring B-44, MP 4.75, Looking Back at Asphalt Patches and Fatigue Cracking

Boring B-47, MP 3.75, Looking Ahead at Asphalt Patches and Fatigue Cracking

Boring B-50, MP 2.85, Saw Cut Showing HACP Slab over Asphalt Road Mix

Boring B-50, MP 2.85, Tan Silty Sand Directly Beneath Asphalt at Saw Cut

Boring B-57, MP 0.54, Tan Silty Sand Subgrade Material

Boring B-3, MP 33.80, Looking Ahead at Kelbaker Road Low Water Crossing (LWC)

APPENDIX D – Asphalt Binder & Climate Data

630-6 Highway Design Manual July 1, 2020

Special conditions in Table 632.1 are defined as those roadways or portion of roadways that need additional attention due to conditions such as:

Table 632.1

Asphalt Binder Performance Grade Selection

Climate Region (6)

Binder Grade for Hot Mixed Asphalt (HMA)(1), (2) Dense Graded HMA Open Graded HMA Gap and

Open Graded Rubberized Hot Mix Asphalt

(RHMA)

Typical Special(3)

Placement Temperature

> 70°F ≤ 70°F

South Coast Central Coast Inland Valley

PG 64-10

PG 70-10

or

PG 64-28

M

PG 64-10 PG 58-34 M PG 64-16

North Coast PG 64-16 PG 64-28

M PG 64-16 PG 58-34 M PG 64-16

Low Mountain South Mountain

PG 64-16 PG 64-28

M PG 64-16 PG 58-34 M PG 64-16

High Mountain High Desert

PG 64-28 PG 58-34

M(4) PG 64-28 PG 58-34 M PG 58-22

Desert PG 70-10 PG 64-28

M PG 70-10

PG 58-34 M

or

PG 64-28

M(5)

PG 64-16

NOTES:

(1) PG =Performance Grade

(2) M = Modified (Polymers, crumb rubber, or both)

(3) PG 76-22 M may be specified for conventional dense graded hot mix asphalt for special conditions in all climate regions when specifically requested by the District Materials Engineer.

(4) PG 64-28 M may be specified when particularly requested by the District Materials Engineer.

(5) Consult with the District Materials Engineer for which binder grade to use.

(6) Refer to Topic 615 for determining climate region for project.

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

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:

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.

APPENDIX E – Ivanpah Road Gravel Road Scoping Notes

Mojave NWP – Robert Norick’s Ivanpah Road Scoping Notes (07/28/2020) (Morning Star Mine Road to Ox Ranch / New York Mountain Road)

Mileposts are measured from the intersection of Ivanpah Road with Morning Star Mine Road;

heading south. Key road segments along the route are as follows. Segment 4 is the road segment from PMIS 230482 (per Debra Hughson).

- Segment 1: Asphalt road segment (MP 0.0 - 8.8).

- Segment 2: Gravel road segment from end of asphalt to Hart Mine Rd (MP 8.8 - 13.6).

- Segment 3: Gravel road segment in good condition south of Hart Mine Rd (MP 13.6 - 15.0).

- Segment 4: 5 mile road segment with a lot of 3” surface rock fragments (MP 15.0 - 20.0).

- Segment 5: Gravel road segment in good condition north of Ox Ranch (MP 20.0 - 21.2).

Scoping observations at specific mileposts are summarized below (applicable photos follow).

- MP 2.8: Begin rough asphalt desert mix with many potholes.

- MP 6.4: Railroad crossing.

- MP 8.8: Asphalt ends; some 3” minus cobbles; some 12” minus rocks; some washboard.

- MP 10.0: Rough gravel road with some 12” minus rocks; no bedrock.

- MP 11.0: Through cut; no bedrock.

- MP 12.6: Gravel road narrows.

- MP 12.8: 200’ long rock cut with a little bedrock on surface.

- MP 13.0: 200’ long, one lane, through rock cut, bedrock shallow.

- MP 13.1: Cut section in fractured rock; a lot of 3” minus surface cobbles; some bedrock.

- MP 13.3: 200’ long through rock cut in fractured rock with a little bedrock on surface.

- MP 13.4: Fill section with a lot of 3” minus surface cobbles and some 12” minus rocks.

- MP 13.5: 200’ long through rock cut in fractured rock; road improves immediately south.

- MP 14.4: Summit of hill; some clay material on surface; rolling terrain.

- MP 15.5: Road narrows; a lot of 3” minus surface cobbles and some 12” minus rocks.

- MP 17.3: Start descending into high valley.

- MP 18.2: A lot of 3” minus surface cobbles and some 12” minus rocks; no bedrock.

- MP 19.5: 4’ x 4’ bedrock on road surface; can be removed.

- MP 20.0: Begin gravel road in good condition without 3” minus cobbles; clay in surfacing

(road condition south of Ox Ranch similar to road conditions south of MP 20.0).

MP 8.8: Some 3” minus surface cobbles with some 12” minus rocks

MP 9.5: A lot of 3” minus surface cobbles with some 12” minus rocks

MP 9.7: Some washboarding

MP 9.9: Windrows with washboarding

MP 10.0: Rough gravel road with some 12” minus rocks; no bedrock

MP 11.0: Through cut with no bedrock

MP 11.6: Gravel road with windrows

MP 12.6: Gravel road narrows

MP 12.8: Rock cut with a little bedrock on surface

MP 13.1: Cut section in fractured rock; a lot of 3” minus surface cobbles; some bedrock

MP 15.5: Road narrows; a lot of 3” minus surface cobbles and some 12” minus rocks

MP 18.2: A lot of 3” minus surface cobbles and some 12” minus rocks; no bedrock