ID FLAP Canyon MULTI(1)_GM3623 Final Foundation and Geotechnical Recommendations Memo.pdf

158377846

M E M O R A N D U M Western Federal Lands Highway Division

610 E. Fifth Street Vancouver, WA 98661

DATE: December 20, 2023

TO: Wendy Schmidt Project Manager

FROM: Max Gummer Geotechnical Engineer

SUBJECT: Geotechnical Memo 3623 Final Bridge Foundation and Geotechnical Recommendations Indiana and Orchard Shared Roadway ID FLAP Canyon MULTI(1) Canyon County, Idaho

INTRODUCTION

This memorandum summarizes subsurface investigation results and provides bridge foundation recommendations and geotechnical recommendations for the Indiana and Orchard Shared Roadway project. This memorandum supersedes all other publications for the subject project.

The subsurface investigation was performed July 29, 2022 with WFLHD Geotechnical personnel present. The coordinates and orthometric elevations referenced in this report are based on the Idaho West SPCS NAD83 2011 coordinate system and the NAVD88 GEOID18 vertical datum unless stated otherwise. A site photography log may be found in Attachment A, site maps may be found in Attachment B, subsurface exploration logs may be found in Attachment C, and laboratory test results may be found in Attachment D.

PROJECT DESCRIPTION

The project alignment extends approximately 3.8 miles along Orchard Avenue and Indiana Avenue in Canyon County, Idaho. Project work contains approximately 1.5 miles along Orchard Avenue and 2.3 miles along Indiana Avenue. Refer to Figure B-1 for a project location map and Figure B-2 for a vicinity map.

Project Scope

This project includes roadway widening of Indiana Avenue and Orchard Avenue with 4-foot paved shoulders. Roadway widening improvements for Indiana Avenue will span from its intersection with Roosevelt Avenue to its intersection with Orchard Avenue. Roadway widening improvements for Orchard Avenue will span from its intersection with Indiana Avenue to its intersection with Riverside Road. The project also includes replacement of the Burris Lateral Bridge, located approximately 200 feet east of the Orchard Avenue and Riverside Road intersection. The existing bridge will be replaced with a 50-foot long three-sided precast, reinforced concrete box culvert on spread footings.

GEOLOGY

The project area is in the Deer Flat National Wildlife Refuge directly north of Lake Lowell. As shown in below, Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho (Othberg K.L., Stanford, L.R., 1992), the project area is located within the vicinity of upper Pliocene to lower Pleistocene-aged terrace gravels named Tenmile Gravel (QTtg) underlain by Pliocene-aged tertiary sediments named Glenns Ferry Formation. Tenmile Gravel deposits consist of sandy pebble and cobble gravel grading westward to sandy pebble gravel and pebbly sand at depth of about 50 feet. Remnant sideslopes of the formation expose the underlying Glenns Ferry Formation, which consists of greenish gray, poorly consolidated siltstone and fine sandstone.

Figure 1. Excerpt of the Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho (Othberg, K.L., Stanford, L.R., 1992)

Burris Lateral Bridge

Indiana Avenue

According to the Web Soil Survey, near-surface soils within the vicinity of the project area are mapped as Purdam silt loam and Vickery-Marsing silt loam. Purdam and Vickery-Marsing soils are described as poorly-drained silts with moderately slow permeability.

SITE CONDITIONS

Initial site reconnaissance was conducted July 20, 2022 to locate and mark geotechnical borings and subgrade borings prior to commencement of subsurface exploration during a second visit on July 29, 2022. The approximate 3.8 miles of roadway along Orchard and Indiana Avenue and Panther Creek Bridge contains minimally observed pavement distress. Overhead powerlines were observed running parallel with the south side of Orchard Avenue, and on the west side of Indiana Avenue. Lake Lowell is located south of Orchard Avenue and West of Indiana Avenue. A gravel pit is located west of the south half of Indiana Avenue, between the roadway and Lake Lowell. Generally speaking, land adjacent to the site consists of agricultural and residential property.

At the bridge location, private driveways are located each of the four corners of the existing bridge. Three of the four driveways are gravel-surfaced, and the southwestern driveway is paved with a parking area. An overhead power line runs parallel with the south side of the bridge. Water in Burris Lateral is assumed to be an irrigation supply source for agriculture in the vicinity of the site. Site vegetation consists of grass and light brush on the banks of the lateral, deciduous trees southeast of the bridge, and coniferous trees northwest of the bridge. Please refer to Attachment A for photographs of site conditions.

SUBSURFACE CONDITIONS

The subsurface investigation for this project consisted of two geotechnical boreholes (BH22-01 and BH22-02) and two subgrade borings (SG22-01 and SG22-02). Geotechnical boreholes BH22-01 and BH22-02 were advanced to depths of 31.4 feet and 30.8 feet below ground surface (bgs), respectively. Subgrade borings SG22-01 and SG22-02 were advanced to 6.5 feet bgs. Drilling methods for geotechnical borings included asphalt coring and hollow-stem auger.

Drilling methods for subgrade borings included asphalt coring and solid-stem auger. Sampling methods within geotechnical borings included 2-inch outside diameter split-spoons driven during Standard Penetration Tests (SPT). Sampling methods within subgrade borings included bulk grab samples utilizing hand tools and 2-inch diameter split-spoons driven during SPTs.

Explorations BH22-01, BH22-02, and SG22-01 were conducted on Orchard Avenue and exploration SG22-02 was conducted on Indiana Avenue. Table 1 summarizes the subsurface exploration program performed for this project and Figure B-3 displays approximate subsurface exploration locations. Note that locations are not surveyed and based on a handheld, recreational grade, GPS device.

Table 1 Subsurface exploration locations and depths

*Location not surveyed

Geotechnical Borings

Geotechnical boreholes BH22-01 and BH22-02 were advanced directly east and west on the north side of the existing Burris Lateral bridge. Subsurface lithology in geotechnical boreholes was similar and may generally be grouped into three categories: roadway prism fill, Purdam silt loam, and Terrace gravels.

Roadway prism fill consisted of a well-graded crushed aggregate product with a maximum nominal particle size of approximately one inch. Roadway prism fill was encountered between ground surface and 1 foot bgs. Fill soils were visually classified as brown-gray, well-graded SAND with silt and gravel and described as damp and medium dense. Particle size in fill soils ranged from fine sand to coarse sand with some gravel.

Fill soils were underlain by brown sandy SILT with trace gravel. Sandy silt soils may be described as moist, stiff, and with sand particle sizes ranging from fine to coarse. Sandy silt soils were encountered between 1 and 5 feet bgs. Silt soils had low plasticity. Native silt soils were underlain by light brown silty SAND with trace gravel. Silty sand soils may be described as moist, dense, and with sand particle sizes ranging from fine to coarse. Silty sand soils were nonplastic. Silty sand soils were encountered between 5 and 13 feet bgs.

Silty sand soils were underlain by brown to red, poorly-graded GRAVEL with sand and silt in BH22-01 at depths between 7½ and 12½ feet bgs. Poorly-graded gravel soils may be described as moist, very dense, and with sand particle sizes ranging from medium to coarse. Due to the nature of SPT sampling, maximum particle size of gravelly soils was not discerned. Poorly-graded gravel soils were underlain by tan, poorly-graded SAND. Poorly-graded sand soils may be described as moist, medium dense to very dense, and with particle sizes ranging from medium to coarse. Poorly-graded sand soils extended from 12½ and 13 feet bgs to termination depths of 31.4 and 30.8 feet bgs in BH22-01 and BH22-02, respectively.

Groundwater was not observed during exploration. Surface water was observed in the Burris Lateral, however, this water is likely associated with irrigation and not indicative of static groundwater tables within the vicinity of the site.

Subgrade Borings

Subgrade boreholes SG22-01 and SG22-02 were advanced along the 2.3-mile long portion of Orchard Avenue and 1.5-mile long portion of Indiana Avenue. Roadway sections along both

Exploration No. Station (feet) Offset (feet) Latitude (degrees) Longitude (degrees) Elevation (feet) Depth (feet)

BH22-01 101+88 17 LT 43.5962 -116.7222 2546.1 31.4

BH22-02 102+33 17 LT 43.5963 -116.7220 2547.5 30.8

SG22-01 140+01 5 RT 43.5921 -116.7001 2555.7 6.5

SG22-02 11+62 5 RT 43.5783 -116.6738 2623.0 6.5

roadways contain approximately 5 ½ inches of Hot Mix Asphalt Concrete (HMAC) underlain by base consisting of poorly-graded SAND with silt and gravel. Poorly-graded sand soils extended approximately 2 to 2½ feet bgs where they were underlain by sandy SILT with gravel. Sandy silt soils were moist, stiff, and had sand particle sizes ranging from medium to coarse with subrounded to rounded gravels. Sandy silt soils extended to a termination depth of 6½ feet bgs in subgrade boring SG22-01. In subgrade boring SG22-02, sandy silt soils were underlain by gray to light red poorly-graded SAND with silt and gravel. Poorly-graded sand soils were moist, very dense, and extended to a termination depth of 6½ feet bgs in subgrade boring SG22-02.

Boring logs and associated lab testing results may be found in Attachment C – Subsurface Exploration Logs and Attachment D – Laboratory Test Results.

DESIGN RECOMMENDATIONS

Foundations

Based on the 95% Design Plan Set, the footings for the proposed precast, reinforced concrete box culvert at STA 102+13 are expected to bear at approximately elevation 2540 feet. Based on the subsurface investigation, we recommend the culvert be founded on shallow foundations.

As indicated in the attached borings, medium to very dense poorly-graded sand with trace to some gravel were observed in borings BH22-01 and BH22-02, which were advanced in direct proximity to the proposed precast box culvert. We calculated the Factored Bearing Resistance based on the Strength 1 Limit State utilizing a resistance factor of 0.45. We calculated the bearing resistance at the Service Limit State on native granular materials as shown below in Figure 2. The factored bearing resistance values presented in Table 2 correspond to the Strength 1 Limit State. Footings should rest directly on dense gravel or rock, or be replaced with structural concrete up to the design footing elevation. Settlement estimates are based on elastic soil theory and are anticipated to be less than an inch from loads of up to 300 kips per abutment.

Shallow footings should be embedded at least 2 feet below the adjacent grade.

Table 2. Footing Width vs. Bearing Resistance

Footing Width, B’ (ft) Factored Bearing Resistance, qR

Nominal Bearing Resistance, qN

2 1.97 4.39 3 2.31 5.14 4 2.64 5.87 5 2.97 6.60 6 3.29 7.31 7 3.60 8.01

Figure 2. Shallow Strip Footing Bearing Resistance Chart

Lateral Earth Pressures

Lateral earth pressures of backfill material acting on the proposed culvert are based on the Structural Backfill specification (FP-14 Subsection 704.04) and do not include load or resistance factors.

2 3 4 5 6 7 8

Be ar in g

Re sis ta nc e (k sf

Footing Width, B' (ft)

Shallow Strip Footing Bearing Resistance Chart

Nominal Bearing Resistance (Ultimate)

Strength I Limit State

Service I Limit State for 1-in Settlement

Service I Limit State for 0.5-in Settlement

Table 1. Recommended Lateral Earth Pressure Parameters

Parameter Value

Backfill Moist Unit Weight 130 pcf Backfill Angle of Internal Friction 34 degrees

Backfill Interface Friction Angle, δ 26 degrees At-Rest Earth Pressure Coefficient, K0 0.44

At-Rest Equivalent Fluid Pressure 57 psf/ft Passive Earth Pressure Coefficient, Kp 3.54

Passive Equivalent Fluid Pressure 460 psf/ft Base Soil Moist Unit Weight 125 pcf

Base Soil Angle of Internal Friction 35 degrees Coefficient of Sliding Along the Base1, tan δ 0.65

Equivalent Height of Soil for Vehicle Loading of Abutment End Walls2, heq 3.5 ft Equivalent Height of Soil for Vehicle Loading of Abutment Wing Walls3, heq 2.0 ft

Notes:

1 A resistance factor of 1.0 is recommended for sliding resistance of semigravity walls at the strength limit state (AASHTO Table 11.5.7-1)

2 Interpolated from Table 3.11.6.4-1 in AASHTO LRFD Bridge Design Specifications.

3 From Table 3.11.6.4-2 in AASHTO LRFD Bridge Design Specifications.

CONSTRUCTION CONSIDERATIONS

Excavation

Excavation of subsurface material is expected to be feasible with conventional equipment and should be performed in accordance with the FP-14. Based on soils encountered during exploration, temporary excavation slopes should be performed according to OSHA safety requirements for Type C soils (min. slope grade 1½H:1V) and in general accordance with the Plan Set. Based on review of subsurface exploration logs, bedrock excavation is not anticipated on this project. If boulders or cobbles are encountered with protrusions in excess of four inches at the bottom of excavations, the surface should be smoothed and leveled using rock breaking equipment and techniques. If organics are encountered, they should be removed and backfilled with material meeting Section 704.06 Unclassified Borrow.

Unsuitable Materials

Unsuitable materials are defined as materials not capable of creating stable foundations, embankments, or roadbeds. Unsuitable material includes muck, sod, or soils with high organic contents, such as those generated during clearing and grubbing operations for the project.

Unsuitable material was not encountered during the subsurface investigation. However, if it is encountered during construction, it should be transported offsite to a legal disposal site or stockpiled locally for later use in landscaping and/or non-structural fill applications.

Subgrade Preparation

For all excavations within the roadbed and wherever subgrade is exposed, prepare the subgrade in accordance with Section 204.06(b) by scarifying 6 inches below the subgrade and compacting according to Section 204.11.

REFERENCES

American Association of State Highway and Transportation Officials (2020), AASHTO LRFD Bridge Design Specifications, 9th Edition, Washington, D.C.

FLH (2017), Federal Lands Highway Soil and Rock Characterization Guidelines, Federal Highway Administration, December 2017.

Othberg K.L., Stanford, L.R. (1992), Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho, Geologic Map 18, U.S. Geological Survey.

Web Soil Survey (2022): https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx, accessed November, 2022.

CLOSING

Please contact Max Gummer at (360) 953-9242 or max.gummer@dot.gov with any questions regarding this memorandum.

CC: James Neighorn – Hydraulics Engineer Benn Oltmann – Structural Team Lead Cyrus Bullock – Environmental Protection Specialist

Thao Truong – Highway Design Engineer Vera Anderson – Right-of-Way/Utilities Engineer

Doug Anderson – Geotechnical Team Lead Geotechnical File

Attachments:

Attachment A – Site Photographs Attachment B – Vicinity Map, Project Map, Exploration Location Maps Attachment C – Subsurface Exploration Logs Attachment D – Laboratory Test Results mailto:max.gummer@dot.gov

ATTACHMENT A – SITE PHOTOGRAPHS

A-1. Drilling for Subgrade Boring SG22-02 on Indiana Avenue.

A-2. Split-Spoon Sample at 2½ feet Below Ground Surface in Subgrade Boring SG22-02.

A-3. Drilling for Subgrade Boring SG22-01 on Orchard Avenue.

A-4. Downhole Stratigraphy of Pavement Section in Subgrade Boring SG22-01.

A-5. Drilling for Geotechnical Boring BH22-01, Facing West from East Side of Burris

Lateral Bridge.

A-6. Split-Spoon Sample of Poorly-Graded Sand at 12½ feet Below Ground Surface in

BH22-01.

A-7. Drilling for Geotechnical Boring BH22-02, Facing West from East Side of Burris

Lateral Bridge

Photo A-1. Drilling for Subgrade Boring SG22-02 on Indiana Avenue.

Photo A-2. Split-Spoon Sample at 2½ feet Below Ground Surface in Subgrade Boring SG22-02.

Photo A-3. Drilling for Subgrade Boring SG22-01 on Orchard Avenue.

Photo A-4. Downhole Stratigraphy of Pavement Section in Subgrade Boring SG22-01.

Photo A-5. Drilling for Geotechnical Boring BH22-01, Facing West from East Side of Burris Lateral Bridge.

Photo A-6. Split-Spoon Sample of Poorly-Graded Sand at 12½ feet Below Ground Surface in BH22-01.

Photo A-7. Drilling for Geotechnical Boring BH22-02, Facing West from East Side of Burris Lateral Bridge.

ATTACHMENT B – SITE MAPS

Figure B-1: Project Location Map Figure B-2: Project Vicinity Map Figure B-3: Test Pit Exploration Map

610 East Fifth Street

Vancouver, WA 98661

Project No. Project Location Map FigureID FLAP Canyon MULTI(1) Scale

Indiana and Orchard Shared Roadway Canyon County, Idaho B-1

See Scale File Name:

Figure B-1.pptx Date:

November 2, 2022

Project Location

Vancouver, WA 98661

Project No. Vicinity Map FigureID FLAP Canyon MULTI(1) Scale

Indiana and Orchard Shared Roadway Canyon County, Idaho B-2

See Scale File Name:

Figure B-2.pptx Date:

November 2, 2022

Project Area

Vancouver, WA 98661

Project No. Boring Location Map AttachmentID FLAP Canyon MULTI(1) Scale

Indiana and Orchard Shared Roadway Canyon County, Idaho B-3-1

See Scale File Name:

Fig B-3-1.pptx Date:

November 2, 2022

R iv er si de R oa d

BH22-01 BH22-02

Vancouver, WA 98661

Project No. Boring Location Map AttachmentID FLAP Canyon MULTI(1) Scale

Indiana and Orchard Shared Roadway Canyon County, Idaho B-3-2

See Scale File Name:

Fig B-3-2.pptx Date:

November 2, 2022

R iv er si de R oa d

SG22-01

Vancouver, WA 98661

Project No. Boring Location Map AttachmentID FLAP Canyon MULTI(1) Scale

Indiana and Orchard Shared Roadway Canyon County, Idaho B-3-3

See Scale File Name:

Fig B-3-3.pptx Date:

November 2, 2022

R iv er si de R oa d

In di an a

Av en ue

SG22-02

ATTACHMENT C – SUBSURFACE EXPLORATION LOGS

Descriptive Terminology for Boring Logs Boring Legend Geotechnical Borings BH22-01 and BH22-02 Subgrade Borings SG22-01 and SG22-02

10/04/2018

A B

E

C D

C D

E

D,F

D,F

I

C H

C H

I

F,H

F,H

J K,L,M

J K,L,M

K,L,M,N

K,L,M,O

K,L,M

K,L,M

K,L,M,P

K,L,M,Q

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

Q

Descriptive Terminology for Boring Logs

10/04/2018 cannot can

If rock is considered to be completely weathered, use FLH Soil Description and Identification Guidelines to describe the residual soil material.

If rock is considered to be completely weathered, use FLH Soil Description and Identification Guidelines to describe the residual soil material.

H ol lo w

S te m A ug er

5-6-7 (8" = 44%)

7-16-27 (10" = 56%)

28-40-45 (6" = 33%)

15-25-18 (4" = 22%)

4-8-10 (4" = 22%)

22-23-29 (6" = 33%)

27-50/4" (4" = 40%)

S-1

S-2

S-3

S-4

S-5

S-6

S-7

Fines = 83%

SG = 2.69

Fines = 3%

SG = 2.62

Well graded GRAVEL with silt and sand (SW-SM), medium dense, light brown, dry, fine gravel to medium sand, subangular to subrounded, non plastic. Roadway prism/driveway 1"- 0 crushed aggregate product. Fill.

1 ft Sandy SILT (ML), stiff, brown, moist, fine sand to medium sand, low plasticity. A-4.

5 ft Silty SAND (SM), dense, brown, moist, medium sand to coarse sand, non plastic to low plasticity, trace fine gravel. A-4.

7.5 ft Poorly graded GRAVEL (GP), very dense to dense, pinkish gray to greyish brown, moist, coarse sand to medium sand, rounded to subrounded, non plastic. A-1-a.

12.5 ft Poorly graded SAND (SP), medium dense to very dense, tan to light brown, moist, medium sand to fine sand, rounded to subrounded, non plastic, trace fine to coarse gravel, some fine to coarse gravel. A-1-b.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

BH22-01

Sheet: 1 of 2

Project Location: Canyon County, Idaho

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Indiana and Orchard Shared Roadway D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

1/

/2

2:

C :\P

W -W

O R

K \D

\I N

D

IA

N A

A N

D O

R C

H A

R D

S H

A R

E D

R O

A D

W A

Y .G

P J

Station and Offset: 101+88 17 ft Lt.

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: No Groundwater Encountered At Completion: ---

Groundwater not encountered in boring. Surface water observed in Burris Lateral at 2 feet bgs, likely solely related to irrigation.

Latitude: 43.596288° Longitude: -116.722245° Datum: WGS84

Weather: Sunny, 105ºF

Date Started: 7/29/22 Date Completed: 7/29/22 Driller/Company: Chris Peterson/Haztech

Logger/Company: Hayden Gluck/WFLHD

Drill CME-750 Hammer Type: 140 lbs Automatic

G ra ph ic

L og lo w

S te m A ug er

24-50/5" (4" = 36%)

25-50/6" (8" = 67%)

30-22-50/5" (6" = 36%)

S-8

S-9

S-10

Poorly graded SAND (SP), medium dense to very dense, tan to light brown, moist, medium sand to fine sand, rounded to subrounded, non plastic, trace fine to coarse gravel, some fine to coarse gravel. A-1-b. (continued)

31.4 ft Bottom of borehole at 31.4 ft.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

BH22-01

Sheet: 2 of 2

Project Location: Canyon County, Idaho

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Indiana and Orchard Shared Roadway D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

1/

/2

2:

C :\P

W -W

O R

K \D

\I N

D

IA

N A

A N

D O

R C

H A

R D

S H

A R

E D

R O

A D

W A

Y .G

P J

Station and Offset: 101+88 17 ft Lt.

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: No Groundwater Encountered At Completion: ---

Groundwater not encountered in boring. Surface water observed in Burris Lateral at 2 feet bgs, likely solely related to irrigation.

Latitude: 43.596288° Longitude: -116.722245° Datum: WGS84

Weather: Sunny, 105ºF

Date Started: 7/29/22 Date Completed: 7/29/22 Driller/Company: Chris Peterson/Haztech

Logger/Company: Hayden Gluck/WFLHD

Drill CME-750 Hammer Type: 140 lbs Automatic

G ra ph ic lo w

S te m A ug er

2-2-2 (12" = 67%)

7-9-5 (8" = 44%)

5-6-12 (6" = 33%)

10-7-7 (4" = 22%)

3-35-50/6" (8" = 44%)

12-36-50/6" (10" = 57%)

29-50/4" (4" = 40%)

S-1

S-2

S-3

S-4

S-5

S-6

S-7

Well graded SAND with silt and gravel (SW-SM), medium dense, light brown, dry, fine gravel to medium sand, subangular to subrounded, non plastic. Roadway prism/driveway 1"- 0 crushed aggregate product. Fill.

1 ft Sandy SILT (ML), soft, brown, moist, fine sand to medium sand, low plasticity. A-4.

5 ft Silty SAND (SM), medium dense, tan, moist, fine sand to medium sand, non plastic to low plasticity, trace fine gravel. A-4.

13 ft Poorly graded SAND (SP), very dense, tan to light brown, moist, medium sand to coarse sand, rounded to subrounded, non plastic, trace fine to coarse gravel, some fine to coarse gravel. A-1-b.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

BH22-02

Sheet: 1 of 2

Project Location: Canyon County, Idaho

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Indiana and Orchard Shared Roadway D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

1/

/2

2:

C :\P

W -W

O R

K \D

\I N

D

IA

N A

A N

D O

R C

H A

R D

S H

A R

E D

R O

A D

W A

Y .G

P J

Station and Offset: 102+33 17 ft Lt.

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: No Groundwater Encountered At Completion: ---

Groundwater not encountered in boring. Surface water observed in Burris Lateral at 2 feet bgs, likely solely related to irrigation.

Latitude: 43.596298° Longitude: -116.722074° Datum: WGS84

Weather: Sunny, 105ºF

Date Started: 7/29/22 Date Completed: 7/29/22 Driller/Company: Chris Peterson/Haztech

Logger/Company: Hayden Gluck/WFLHD

Drill CME-750 Hammer Type: 140 lbs Automatic

G ra ph ic lo w

S te m A ug er

40-50/4" (0" = 0%)

25-50/3" (4" = 44%)

23-50/4" (4" = 42%)

S-8

S-9

S-10

Poorly graded SAND (SP), very dense, tan to light brown, moist, medium sand to coarse sand, rounded to subrounded, non plastic, trace fine to coarse gravel, some fine to coarse gravel. A-1-b. (continued)

30.8 ft Bottom of borehole at 30.8 ft.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

BH22-02

Sheet: 2 of 2

Project Location: Canyon County, Idaho

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Indiana and Orchard Shared Roadway D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

1/

/2

2:

C :\P

W -W

O R

K \D

\I N

D

IA

N A

A N

D O

R C

H A

R D

S H

A R

E D

R O

A D

W A

Y .G

P J

Station and Offset: 102+33 17 ft Lt.

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: No Groundwater Encountered At Completion: ---

Groundwater not encountered in boring. Surface water observed in Burris Lateral at 2 feet bgs, likely solely related to irrigation.

Latitude: 43.596298° Longitude: -116.722074° Datum: WGS84

Weather: Sunny, 105ºF

Date Started: 7/29/22 Date Completed: 7/29/22 Driller/Company: Chris Peterson/Haztech

Logger/Company: Hayden Gluck/WFLHD

Drill CME-750 Hammer Type: 140 lbs Automatic

G ra ph ic

A sp ha lt

C or e S ol id

S te m A ug er

5-4-8

7-5-5

SUB

S-1

S-2

Fines = 63%

SG = 2.68

ASPHALT. 5.5" of HMAC, 3" base lift and 2.5" wearing lift.

0.458 ft Poorly graded SAND with silt and gravel (SP-SM), medium dense, light brown, moist to dry, coarse sand to medium sand, subrounded to rounded, non plastic. A-1-a.

Fill.

0.833 ft Sandy SILT (ML), stiff, brown, moist, fine sand to medium sand, low plasticity. A-4.

Bottom of borehole at 6.5 ft.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

SG22-01

Sheet: 1 of 1

Project Location: Canyon County, Idaho

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Indiana and Orchard Shared Roadway D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

1/

/2

2:

C :\P

W -W

O R

K \D

\I N

D

IA

N A

A N

D O

R C

H A

R D

S H

A R

E D

R O

A D

W A

Y .G

P J

Station and Offset: 140+01 5 ft Rt.

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: No Groundwater Encountered At Completion: ---

Subgrade grab sample from 1.2 to 4 ft bgs.

Latitude: 43.592146° Longitude: -116.700023° Datum: WGS84

Weather: Sunny, 105ºF

Date Started: 7/29/22 Date Completed: 7/29/22 Driller/Company: Chris Peterson/Haztech

Logger/Company: Hayden Gluck/WFLHD

Drill CME-750 Hammer Type: 140 lbs Automatic

G ra ph ic

A sp ha lt

C or e S ol id

S te m A ug er

3-3-6

14-42-43

SUB

S-1

S-2

Fines = 34%

SG = 2.66

ASPHALT. 5.75" of HMAC, 3" base lift and 2.75" wearing lift.

0.479 ft Poorly graded SAND with silt and gravel (SP-SM), medium dense, light brown, moist to dry, coarse sand to medium sand, subrounded to rounded, non plastic. A-1-a.

Fill.

1.167 ft Silty SAND (SM), loose, tan, moist, fine sand to medium sand, non plastic to low plasticity, trace fine gravel. A-4.

5 ft Well graded SAND with silt and gravel (SW-SM), very dense, pinkish gray to greyish brown, moist, medium sand to fine sand, rounded to subrounded, non plastic, trace fine to coarse gravel, some fine to coarse gravel.

A-1-b.

6.5 ft Bottom of borehole at 6.5 ft.

D ril lin g

M et ho d

Field Blow Count (Recovery)No.

T yp e

Test Results

SAMPLE

SG22-02

Sheet: 1 of 1

Project Location: Canyon County, Idaho

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Indiana and Orchard Shared Roadway D ep th ft)

MATERIAL DESCRIPTION

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

L O

G

F H

W A

_D A

T A

T E

M P

LA

T

E .G

D T

1/

/2

2:

C :\P

W -W

O R

K \D

\I N

D

IA

N A

A N

D O

R C

H A

R D

S H

A R

E D

R O

A D

W A

Y .G

P J

Station and Offset: 11+62 5 ft Rt.

Groundwater Depth:

Notes:

After Drilling: ---

While Drilling: No Groundwater Encountered At Completion: ---

Subgrade grab sample from 1.2 to 3 ft bgs.

Latitude: 43.578304° Longitude: -116.673808° Datum: WGS84

Weather: Sunny, 105ºF

Date Started: 7/29/22 Date Completed: 7/29/22 Driller/Company: Chris Peterson/Haztech

Logger/Company: Hayden Gluck/WFLHD

Drill CME-750 Hammer Type: 140 lbs Automatic

G ra ph ic

ATTACHMENT D – LABORATORY TEST RESULTS

Station:

Western Federal Lands

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0855-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: SO-PS

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: SUB

Lot No.:

Date Sampled: 7/29/2022

Depth: 1.2-4' Hole No.: SG22-01

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Liquid Limit From T 89 30

Plastic Limit from T 90 21

Plasticity Index 9

Methods: T 89 & T 90 - AASHTO Atterberg Limit Test Date: 9/16/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/19/2022

Version 1

Unit of MeasureResult

Classification A-4 (3)

Gravel (2.00-mm and larger) 12.2 %

Coarse sand (2.0 to 0.42-mm) 9.4 %

Fine Sand (0.42 to 0.074-mm) 15.3 %

Silt-clay (0.002 and smaller) 63.1 %

Methods: M 145 - AASHTO (AASHTO M 145 is not an AAP accredited test) Test Date: 9/21/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/21/2022

Version 1

Unit of MeasureResult

Specific Gravity @ 20°C 2.678

Methods: T 100 - AASHTO Test Date: 9/21/2022 Tested By: Don RoweVersion 1

All reported results apply to the sample as received.

Page 1 of 2Sample ID: W-22-0855-GS

Con tro lle d C op y

Comments:

Test Validated By: Don Rowe Validated Date: 9/21/2022

Unit of MeasureResult

R value by Exudation @ 300 psi 34

Density @ R Value 108.9 pcf

Moisture @ R Value 18.0 %

Methods: T 190 AASHTO Test Date: 9/29/2022 Tested By: Don Rowe

Comments:

Test Validated By: Eric Wilson Validated Date: 10/3/2022

Version 2

Unit of MeasureResult

See Attached Report Document

Methods: AASHTO T 88 - Interim Test Date: 9/19/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/21/2022

Version 1

All reported results apply to the sample as received.

Page 2 of 2Sample ID: W-22-0855-GS

Con tro lle d C

AASHTO T 88

Particle Size Analysis of Soils Laboratory ID #

➖➖➖ Results ➖➖➖

6" sieve ( 152.4 mm) % Passing - %

5" sieve ( 127 mm) % Passing - %

4" sieve ( 101.6 mm) % Passing - %

3.5" sieve ( 88.9 mm) % Passing - %

3" sieve sieve ( 76 mm) % Passing - %

2.5" sieve ( 63.5 mm) % Passing - %

2" sieve (50.0 mm) % Passing 100.0 %

1.5" sieve (37.5 mm) % Passing 99.1 %

1" sieve (25.0 mm) % Passing 97.5 %

3/4" sieve (19.0 mm) % Passing 96.0 %

1/2" sieve (12.5 mm) % Passing 92.9 %

3/8" sieve (9.5 mm) % Passing 91.6 %

No. 4 sieve (4.75 mm) % Passing 90.0 %

No. 10 sieve (2.0mm) % Passing 87.8 %

No. 40 Sieve (0.425mm) % Passing 78.4 %

No. 200 Sieve (0.075mm) % Passing 63.1 % interpolated .020 mm % Passing 27.4 % interpolated .010 mm % Passing 19.6 % interpolated .005 mm % Passing 13.8 % interpolated .002 mm % Passing 10.1 % interpolated .001 mm % Passing - %

W-22-0855-GS

Attachment - Page 1 of 1

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0857-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: SO-PS

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: SUB

Lot No.:

Date Sampled: 7/29/2022

Depth: 1.2-3' Hole No.: SG22-02

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Liquid Limit From T 89 26

Plastic Limit from T 90 17

Plasticity Index 9

Methods: T 89 & T 90 - AASHTO Atterberg Limit Test Date: 9/21/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/22/2022

Version 1

Unit of MeasureResult

Classification A-2-4 (0)

Gravel (2.00-mm and larger) 32.3 %

Coarse sand (2.0 to 0.42-mm) 18.2 %

Fine Sand (0.42 to 0.074-mm) 15.1 %

Silt-clay (0.002 and smaller) 34.4 %

Methods: M 145 - AASHTO (AASHTO M 145 is not an AAP accredited test) Test Date: 9/22/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/22/2022

Version 1

Unit of MeasureResult

See Attached Report Document

Methods: AASHTO T 88 - Interim Test Date: 9/19/2022 Tested By: Don RoweVersion 1

All reported results apply to the sample as received.

Page 1 of 2Sample ID: W-22-0857-GS

Con tro lle d C

Unit of MeasureResult

Specific Gravity @ 20°C 2.656

Methods: T 100 - AASHTO Test Date: 9/21/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/21/2022

Version 1

Unit of MeasureResult

R value by Exudation @ 300 psi 45

Density @ R Value 123.5 pcf

Moisture @ R Value 10.8 %

Methods: T 190 AASHTO Test Date: 9/29/2022 Tested By: Don Rowe

Comments:

Test Validated By: Eric Wilson Validated Date: 10/3/2022

Version 2

All reported results apply to the sample as received.

Page 2 of 2Sample ID: W-22-0857-GS

Con tro lle d C

Laboratory ID #

➖➖➖ Results ➖➖➖

6" sieve ( 152.4 mm) % Passing - %

5" sieve ( 127 mm) % Passing - %

4" sieve ( 101.6 mm) % Passing - %

3.5" sieve ( 88.9 mm) % Passing - %

3" sieve sieve ( 76 mm) % Passing - %

2.5" sieve ( 63.5 mm) % Passing 100.0 %

2" sieve (50.0 mm) % Passing 98.6 %

1.5" sieve (37.5 mm) % Passing 96.3 %

1" sieve (25.0 mm) % Passing 92.0 %

3/4" sieve (19.0 mm) % Passing 89.0 %

1/2" sieve (12.5 mm) % Passing 84.3 %

3/8" sieve (9.5 mm) % Passing 82.1 %

No. 4 sieve (4.75 mm) % Passing 78.3 %

No. 10 sieve (2.0mm) % Passing 67.7 %

No. 40 Sieve (0.425mm) % Passing 49.5 %

No. 200 Sieve (0.075mm) % Passing 34.4 % interpolated .020 mm % Passing 16.9 % interpolated .010 mm % Passing 12.4 % interpolated .005 mm % Passing 9.7 % interpolated .002 mm % Passing 7.4 % interpolated .001 mm % Passing - %

W-22-0857-GS

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0859-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-1

Lot No.:

Date Sampled: 7/29/2022

Depth: 2.5-4' Hole No.: BH22-01

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Liquid Limit From T 89 27

Plastic Limit from T 90 22

Plasticity Index 5

Methods: T 89 & T 90 - AASHTO Atterberg Limit Test Date: 9/27/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/28/2022

Version 1

Unit of MeasureResult

Classification A-4 (3)

Gravel (2.00-mm and larger) 0.8 %

Coarse sand (2.0 to 0.42-mm) 4.5 %

Fine Sand (0.42 to 0.074-mm) 11.7 %

Silt-clay (0.002 and smaller) 83.0 %

Methods: M 145 - AASHTO (AASHTO M 145 is not an AAP accredited test) Test Date: 9/28/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/28/2022

Version 1

Unit of MeasureResult

Specific Gravity @ 20°C 2.686

Methods: T 100 - AASHTO Test Date: 9/21/2022 Tested By: Don RoweVersion 1

All reported results apply to the sample as received.

Page 1 of 2Sample ID: W-22-0859-GS

Con tro lle d C

Unit of MeasureResult

Drying Temperature 140 ° F

% Moisture 22.04 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 9/9/2022

Version 1

Unit of MeasureResult

See Attached Report Document

Methods: AASHTO T 88 - Interim Test Date: 9/19/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/21/2022

Version 1

All reported results apply to the sample as received.

Page 2 of 2Sample ID: W-22-0859-GS

Con tro lle d C

Laboratory ID #

➖➖➖ Results ➖➖➖

6" sieve ( 152.4 mm) % Passing - %

5" sieve ( 127 mm) % Passing - %

4" sieve ( 101.6 mm) % Passing - %

3.5" sieve ( 88.9 mm) % Passing - %

3" sieve sieve ( 76 mm) % Passing - %

2.5" sieve ( 63.5 mm) % Passing - %

2" sieve (50.0 mm) % Passing - %

1.5" sieve (37.5 mm) % Passing - %

1" sieve (25.0 mm) % Passing - %

3/4" sieve (19.0 mm) % Passing - %

1/2" sieve (12.5 mm) % Passing - %

3/8" sieve (9.5 mm) % Passing 100.0 %

No. 4 sieve (4.75 mm) % Passing 99.8 %

No. 10 sieve (2.0mm) % Passing 99.2 %

No. 40 Sieve (0.425mm) % Passing 94.7 %

No. 200 Sieve (0.075mm) % Passing 83.0 % interpolated .020 mm % Passing 30.6 % interpolated .010 mm % Passing 19.6 % interpolated .005 mm % Passing 11.5 % interpolated .002 mm % Passing 6.6 % interpolated .001 mm % Passing - %

W-22-0859-GS

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0860-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: SO-COM

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-5

Lot No.:

Date Sampled: 7/29/2022

Depth: 12.5-14' Hole No.: BH22-01

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Liquid Limit From T 89 Not Run

Plastic Limit from T 90 Non-Plastic

Plasticity Index Not Applicable

Methods: T 89 & T 90 - AASHTO Atterberg Limit Test Date: 9/21/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/21/2022

Version 1

Unit of MeasureResult

Classification A-1-b (1)

Gravel (2.00-mm and larger) 3.1 %

Coarse sand (2.0 to 0.42-mm) 59.8 %

Fine Sand (0.42 to 0.074-mm) 34.0 %

Silt-clay (0.002 and smaller) 3.1 %

Methods: M 145 - AASHTO (AASHTO M 145 is not an AAP accredited test) Test Date: 10/3/2022 Tested By: Wilson Eric

Comments:

Test Validated By: Eric Wilson Validated Date: 10/3/2022

Version 1

Unit of MeasureResult

See Attached Report Document

Methods: AASHTO T 88 - Interim Test Date: 9/9/2022 Tested By: Don RoweVersion 1

All reported results apply to the sample as received.

Page 1 of 2Sample ID: W-22-0860-GS

Con tro lle d C

Test Validated By: Eric Wilson Validated Date: 10/3/2022

Unit of MeasureResult

Specific Gravity @ 20°C 2.620

Methods: T 100 - AASHTO Test Date: 9/21/2022 Tested By: Don Rowe

Comments:

Test Validated By: Don Rowe Validated Date: 9/21/2022

Version 1

Unit of MeasureResult

Drying Temperature 140 ° F

% Moisture 6.31 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Rob Lange Validated Date: 9/9/2022

Version 1

All reported results apply to the sample as received.

Page 2 of 2Sample ID: W-22-0860-GS

Con tro lle d C

Laboratory ID #

➖➖➖ Results ➖➖➖

6" sieve ( 152.4 mm) % Passing - %

5" sieve ( 127 mm) % Passing - %

4" sieve ( 101.6 mm) % Passing - %

3.5" sieve ( 88.9 mm) % Passing - %

3" sieve sieve ( 76 mm) % Passing - %

2.5" sieve ( 63.5 mm) % Passing - %

2" sieve (50.0 mm) % Passing - %

1.5" sieve (37.5 mm) % Passing - %

1" sieve (25.0 mm) % Passing - %

3/4" sieve (19.0 mm) % Passing - %

1/2" sieve (12.5 mm) % Passing - %

3/8" sieve (9.5 mm) % Passing 100.0 %

No. 4 sieve (4.75 mm) % Passing 98.9 %

No. 10 sieve (2.0mm) % Passing 96.9 %

No. 40 Sieve (0.425mm) % Passing 37.1 %

No. 200 Sieve (0.075mm) % Passing 3.1 % interpolated .020 mm % Passing 0.0 % interpolated .010 mm % Passing 0.0 % interpolated .005 mm % Passing 0.0 % interpolated .002 mm % Passing 0.0 % interpolated .001 mm % Passing - %

W-22-0860-GS

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0856-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: SUB MC

Lot No.:

Date Sampled: 7/29/2022

Depth: 1.2' Hole No.: SG22-01

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 3.55 %

Methods: T 265 - AASHTO Test Date: 8/10/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0856-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0858-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: SUB MC

Lot No.:

Date Sampled: 7/29/2022

Depth: 1.3-1.5' Hole No.: SG22-02

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 14.00 %

Methods: T 265 - AASHTO Test Date: 8/12/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0858-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0861-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-8

Lot No.:

Date Sampled: 7/29/2022

Depth: 20-21.5' Hole No.: BH22-01

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 3.66 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0861-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0862-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-9

Lot No.:

Date Sampled: 7/29/2022

Depth: 25-26.5' Hole No.: BH22-01

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 2.30 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0862-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0863-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-10

Lot No.:

Date Sampled: 7/29/2022

Depth: 30-31' Hole No.: BH22-01

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 14.80 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0863-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0864-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-2

Lot No.:

Date Sampled: 7/29/2022

Depth: 5-6.5' Hole No.: BH22-02

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 21.66 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0864-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0865-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-4

Lot No.:

Date Sampled: 7/29/2022

Depth: 10-11.5' Hole No.: BH22-02

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 4.42 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0865-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0866-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-6

Lot No.:

Date Sampled: 7/29/2022

Depth: 15-16.5' Hole No.: BH22-02

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 5.25 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0866-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0867-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-9

Lot No.:

Date Sampled: 7/29/2022

Depth: 25-26.5' Hole No.: BH22-02

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 7.85 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0867-GS

Con tro lle d C

Project No.: ID FLAP CANYON MULTI(1) Sample ID: W-22-0868-GS

Materials Laboratory

ISO/IEC 17025:2017 Accredited

Material Description: T 265 - Moisture Content of Soils

MilePost:

Offset:

Intended Use:

Remarks:

Source Name:

Source Location:

Sample Location: Other

Submitted By: Hayden Gluck

Quantity Represented:

Item No.:

Field Sample No.: S-10

Lot No.:

Date Sampled: 7/29/2022

Depth: 30-31' Hole No.: BH22-02

Project Name: INDIANA AND ORCHARD SHARED

ROADWAY

Unit of MeasureResult

Drying Temperature 230 ° F

% Moisture 3.23 %

Methods: T 265 - AASHTO Test Date: 9/8/2022 Tested By: Rob Lange

Comments:

Test Validated By: Chuck Miller Validated Date: 9/15/2022

Version 1

All reported results apply to the sample as received.

Page 1 of 1Sample ID: W-22-0868-GS

Con tro lle d C