OR SF MAL 16(1) FR 16 Pavement Memo.pdf

Terracon Consultants, Inc. 1392 13th Ave SW Great Falls, Montana 59404 P [ 406 ] 453 5400 F [ 406 ] 761 6655 terracon.com

September 14, 2018

DJ&A, P.C.

3203 Russell Street Missoula, MT 59801

Attn: Mr. Dan Lautzenheiser, P.E.

Re: Geotechnical Engineering Services

Forest Road 16 Repairs, OR FS Malheur 16(1) Malheur National Forest, Grant County, Oregon DTFH7015D0003, Task Order No. 69056718F000043 Terracon Project No. C4185010

Dear Mr. Lautzenheiser:

In accordance with our revised proposal dated July 10.,2018, Terracon has provided geotechnical engineering services for rehabilitation design of an approximate 11.5-mile segment of USFS Road 16 (Logan Valley Road) extending from US 395 in Seneca, OR to the intersection of USFS Road 1500. The purpose of our involvement has been to perform observation of the existing pavement/embankment conditions, conduct a geotechnical site and laboratory exploration in general accordance with the Pavement Evaluation and Investigation

Recommendation document, and provide geotechnical input of conceptual design alternatives in support of preliminary design for rehabilitation of the road segment reviewed.

Based on the observed distress mechanisms and the findings of the subsurface exploration program, collaboration between Terracon, DJ&A and Western Federal Land Highway Division personnel has been undertaken to provide the following rehabilitation alternative general concepts. The proposed repairs have been recommended to reasonably ascertain that the rehabilitation options provided meet the current concepts, life expectancy, and budget. The following paragraphs along with the included Appendices provide a summary of geotechnical observations and input for design assistance.

Project Background

The project includes an 11.4-mile segment of USFS Road 16 beginning at the intersection of US

395 at the township of Seneca and extending east to the intersection with USFS Road 15. The site is located within a generally rolling terrain with numerous embankment fills and rock cuts along the alignment of USFS Road 16. The alignment of USFS Road 16 generally falls along the boundary between the southern edge of the Blue Mountain geologic setting and the northern edge of the High Lava Plains. The general subsurface profile consists of recent deposits of alluvium overlying intermittent outcrops of interbedded sandstone and shale (Jurassic) and predominant Columbia River Basalt Group and Strawberry Volcanics (Miocene).

Report of Geotechnical Engineering Services Forest Road 16 Repairs ■ Mahler National Forest, Grant County, OR September 14, 2018 ■ Terracon Project No. C4185010

Responsive ■ Resourceful ■ Reliable

The project alignment of the two-lane road has been divided into three segments for the planned rehabilitation approach to assist in delineation of repair alternatives. The first segment

(Segment 1) is located from the intersection of US 395 to approximately MP 0.4 with approximate width of 25 feet, which includes the township of Seneca, Oregon. Segment 1 is bituminous surfacing with an apparent slurry seal with asphalt section thickness varying from approximately 4.0 to 5.5 inches. The second segment (Segment 2) is located from approximately MP 0.4 (Seneca City Limits) to MP 3.6 which is approximately 24.5 feet wide to

MP 3.5 where it widens to approximately 31.5 feet. Segment 2 is bituminous surface with a chip seal and pavement asphalt section thickness varying from approximately 4.75 to 8.0 inches.

The third segment (Segment 3) is located from approximately MP 3.6 to MP 11.4 (end of project) which is approximately 31.7 feet wide. Segment 3 is bituminous surface with chip seal and pavement asphalt section thickness varying from 8.5 to 11 inches.

In general, embankment and cut slopes along the alignment are in good condition and laid back at appropriately stable slopes. The only noted exception occurs near MP 2.0 (Segment 2), where an isolated (approximately 60 linear feet) over-steepened section of the embankment, resting at approximately 1.75H:1V to 2H:1V slope which appears to have become over-steepened due to concentrated surface runoff from the pavement section. The concentrated runoff has resulted in some slope wash/channelization erosion of the embankment. This section of embankment, as well as those sections on either end of the isolated over-steepened section, shows no signs of existing slope instabilities or pavement section undermining at present. This section will be discussed further in the recommendations section, primarily in the approach of rehabilitation to prevent potential future instabilities.

The general condition of the pavement is fair to poor, with the primary distress mechanism full depth, severe transverse cracking which has resulted in poor ride quality. Apparent overlays and chip seals have been placed with extensive reflective cracking observed at existing surface.

Block cracking was observed throughout the alignment ranging from moderate to high severity along with some isolated low severity fatigue cracking observed sporadically. Low to moderate severity edge cracking was observed primarily in Segment 2. Delamination of surface chip seal was observed intermittently in Segments 2 and 3, with delamination zones generally smaller than 5 inches in diameter. Our observations of surface drainage indicated that the overall alignment is generally well drained with appropriate elevation of embankment to provide positive surface drainage and base course drainage. Cut sections had sufficient ditching and positive discharge from the cuts to limit potential impoundment of surface moisture. We did not observe any indications of frost related movements (heavy fatigue cracking, alligator cracking, or pot-holing) to indicate significant past frost-heave issues.

Field Reconnaissance and Subsurface Conditions

The field reconnaissance was conducted between July 23 and 24, 2018 by our Senior

Geotechnical Project Manager with accompaniment by your Project Manager, Quality Control

Manager and a representative of FHWA. During the field reconnaissance, the entire alignment was driven to visually assess the condition of the existing road section and alignment. Several locations of severe pavement distress, along with culverts and timber livestock underpasses were reviewed in more detail. A photography log is included which highlights the general condition of pavement, embankment, and structures reviewed during this reconnaissance.

The subsurface exploration was conducted between July 24 and July 26, 2018 by our Senior

Geotechnical Project Manager. Asphalt coring was conducted on July 24th, with coring performed using a diamond impregnated carbide 4-inch core barrel for recovery of samples to be returned to our laboratory in Great Falls, Montana. Each core was obtained, the core thickness measured in the field and all cores marked and placed in appropriate containers for transport to the laboratory. On July 25th and 26th advancement of solid-stem, subgrade auger sections were conducted at each boring/core location using a CME 75 truck-mounted drill.

Auger advancement was performed by Haz-Tech Drilling, Inc. out of Meridian, Idaho using a subgrade auger system they have specifically fabricated for FHWA roadway explorations with all 16 borings advanced to approximately 6.5 feet below existing grade. Sampling was conducted as directed by our Senior Geotechnical Project Manager and consisted collection of bulk samples of representative base course, subbase course and subgrade samples from auger cuttings and split-barrel sampling to obtain Standard Penetration Test (SPT) N-values at discrete depths for determination of relative density/consistency. Samples were collected, labeled, stored in appropriate containers and returned to our laboratory for select testing. Field logs were generated based on visual classification of recovered samples and response of drilling equipment. Final boring logs include interpretation of field logs, laboratory test results, and engineering judgment based on past experience.

Based on the results of the borings, subsurface conditions on the project site can be generalized as follows:

Stratum Approximate Depth to

Bottom of Stratum (feet)

Material Description Consistency/

Density

Asphalt Surfacing Layer

0.3 to 0.9

(4” to 11”)

ASPHALT CONCRETE N/A

Base Course 1.0 to 3.0 Existing Base Course Medium Dense to

Dense

Subbase Course

1.8 to 3.6

(B01, B02, B03 and B07 only)

Existing Subbase Course Medium Dense to

Dense

Stratum 3

Subgrade 6.5+

Varying; Clayey SAND with Gravel; Clayey SAND; Clayey

GRAVEL with Sand; Silty GRAVEL with Sand; Lean CLAY with Sand; Lean/Fat CLAY

Soft to Medium Stiff

Loose to Medium Dense

Subsurface conditions encountered are described in further detail on the Logs of Boring in

Appendix A of this report and in the paragraphs below. Stratification boundaries on the Logs represent the approximate location of changes in soil types as could be estimated from field observation and laboratory test data; the in-situ transition between materials may be gradual.

Logs of Boring are attached in Appendix A for review.

Asphalt surfacing layers varied in thickness and consistency throughout the site. In general, the asphalt surfacing encountered during coring operations indicated a minimum of two layers. The base asphalt layer encountered was highly oxidized and poorly bonded, resulting in several locations in which the lower layer of asphalt was not able to be retrieved from the core hole following cutting. When recovered the base layer consisted of open-graded material generally consistent with a traditional BST (bitumen surface treatment layer) which was likely the historical surfacing treatment on the forest road. The upper asphalt layer was generally more well bonded, with more mineral filler present and smaller aggregate than the underlying BST. As noted in the Project Information section, the asphalt layer was heavily distressed with large

(sometimes as wide as 3 to 4 inches) full-depth, transverse cracking and block cracking. The distress pattern in the upper asphalt layer is likely the result of reflective cracking of the previous generation of asphalt (base) when overlaid. Based on the heavy (apparent) thermal cracking, it is likely that the shrinkage cracking of the base asphalt layer was a leading distress mechanism and that the upper layer may have been placed using an unmodified binder (PG 58-22, or similar). Based on discussions with local City of Seneca staff, the alignment can see temperature swings of 60-80 degrees in a short period of time, with lows as low as -54° F reported. It is recommended that overlay asphalt mix be designed using a modified binder with a PG 70-28 to mitigate potential thermal cracking.

Select laboratory testing was conducted on the predominant base course, subbase, and subgrade materials encountered along the alignment to include Atterberg Limits, particle-size analysis (by hydrometer method), moisture-density relationship, and California Bearing Ratio

(CBR). Results of the laboratory program are attached in Appendix B and discussed in general below.

The crushed base course (poorly-graded gravel with silt and sand) material was consistent throughout the alignment, was non-plastic with approximately 10 percent of the material passing the No. 200 sieve. Laboratory saturated California Bearing Ratio (CBR) testing was conducted on a composite sample of the base course with a resulting value of approximately 55. This is generally a high quality, existing base course product for use in support of planned rehabilitation of the roadway.

A subbase material, clayey gravel with sand, was highly variable in thickness when encountered and was only encountered in four borings along the alignment. Borings B01 and B02 within

Segment 1 encountered subbase thicknesses between 9.5 and 21.5 inches. Borings B03 and

Boring B07 within Segment 2 encountered subbase thicknesses between 26.0 and 28.75 inches. No subbase material was logged within Segment 3 during our field exploration. The subbase material generally included large gravels, between 2 and 3 inches in size, with more fines. A sample of subbase was found to have a Liquid Limit of 34, a Plasticity Index of 14 and

18 percent of the material passing the No. 200 sieve. A laboratory saturated CBR value of approximately 17 was found for the predominantly clayey gravel with sand subbase material.

The alignment encountered several distinct subgrade conditions with varying amounts of fines

(clay and silt) and were in general low to moderately plastic. The conditions tested for the project site included what by visual classification we expected to be the weakest and strongest subgrade along with the most prevalent conditions. Based on index testing the subgrade conditions varied from clayey sand with gravel, clayey gravel with sand and silty gravel with sand, with Liquid Limit and Plasticity Index values ranging between 29 to 39 and 8 to 22, respectively. The fines content ranged from 18 to 44 percent, with natural moisture content ranging between 5 and 40 percent, but generally found to be in the high teens to low 20’s.

Laboratory saturated CBR values for the clayey sand with gravel of approximately 2.6 to 12 were found, with CBR of the clayey gravel with sand approximately 4 and the silty gravel with sand approximately 12. The lowest subgrade CBR values correspond to borings within

Segment 2, with the controlling CBR of 2.6 encountered within the embankment fill material

(clayey sand with gravel) at Boring B05.

The borings were observed while drilling and immediately after completion for the presence and level of groundwater. Groundwater was not encountered within the shallow depths explored in any of the borings. The field investigation does not fully reflect seasonal or long-term groundwater conditions which will be influenced by precipitation, hydrologic impacts originating off-site, and other factors beyond the scope of this investigation. Therefore, groundwater levels during construction or at other times in the life of the structure may vary from the conditions indicated on the Log. It should be noted that the absence of observed groundwater within the depth of exploration and generally low moisture content within the subgrade reduces the potential for frost action, even with high fines content soils.

Design Input and Recommendations

Based on these findings, and with consideration for the desired project concepts, life expectancy, and budget, an approach for each segment has been selected as outlined below.

Segment 1 consists of the alignment within the City Limits of Seneca, which in general had the least amount of observed distress. Low to moderate severity transverse cracking, moderate to high severity edge cracking on both sides of the roadway between Avenue C and Ave D, along with isolated low to moderate severity fatigue cracking east of Avenue D was encountered.

Within this segment the selected approach is to maintain the current overall and lane widths and will include a mill and fill approach, utilize a 2-inch mill depth and replacement with 2 inches of new hot mix asphalt cement (HMA). This approach will provide some improved capacity to the pavement section by removing the existing asphalt section with moderate oxidation and moderate asphalt bond, and replace it with new HMA product with modified binder to reduce potential for additional thermal cracking of the new surfacing. This approach will not eliminate the potential for reflective cracking of the lower asphalt layer cracks (such as utility trench patching, and transverse full-depth temperature cracks) to the new surface overtime, but will provide a similar structural capacity with better ride quality.

Segment 2 was selected for reduction of the existing lane width from approximately 25 feet to a total width of 20 feet and receive a combination rehabilitation approach of mill and spoil of 2 inches along with Full Depth Reclamation (FDR) of 6 inches with a new HMA surfacing layer of

3 inches. The lane width reduction was incorporated to allow for grade control and reduce the risk/need for embankment stabilization/widening. The FDR approach is guided by the severity of the cracking and the depth of the combined approach is controlled by the need to remove the entire asphalt section to reduce the risk of reflective cracking and re-shape the reclaimed base.

The controlling case for Segment 2 is Boring B06, in which 8 inches of asphalt was encountered with an underlying thickness of 9 inches of existing base course. With the planned FDR approach, the entire asphalt layer in Segment 2 (which varies from 4.75 to 8 inches) will be pulverized and reclaimed to provide an unbound blended base material or a stabilized FDR with foamed asphalt. We performed laboratory testing of a blended asphalt and base course sample obtained from Boring B08, in which the asphalt and base course were blended 50/50 to determine the soaked CBR value for use in determination of appropriate support characteristics of this approach. The blended asphalt/base course CBR value was found to be 16 or consistent with the existing subbase material in general. Based on discussions with Western Federal Land

Highway Division (WFLHD) Materials personnel, it may be desired to provide a stabilized FDR section using FDR with foamed asphalt to improve the structural capacity of the new base layer prior to placement of new HMA surfacing course. The advantage of the additional structural capacity should be compared with the economic impact of the stabilization methods prior to selection of the stabilized FDR with foamed asphalt alternative.

Segment 3 was selected to reduce the existing lane width from approximately 31.7 feet to a total width of 24 feet and to receive a FDR of 12 inches with new HMA surfacing layer of 3 inches.

Again, the lane width reduce is a means to allow for the rehabilitation to control final grade within the existing section and secondly for budgetary constraints. The FDR approach is guided by the severity of the cracking and the depth of the combined approach is controlled by the need to remove the entire asphalt section to reduce the risk of reflective cracking and re-shape the reclaimed base. The controlling case for Segment 3 is Boring B13, in which 11 inches of asphalt was encountered with an underlying thickness of 17.75 inches of existing base course.

With the planned FDR approach, the entire asphalt layer in Segment 3 (which varies from 8.5 to

11 inches) will be pulverized and reclaimed to provide an unbound blended base material.

For our pavement section analysis, AASHTO Guide for Design of Pavements and Structures using Low-Volume Road Design was utilized to assess the current structural support and analyze selected rehabilitation approached for each segment to ensure the design provides sufficient structural capacity for the planned design life of the new pavement. The following input into the Low-Volume Road Design was used in our analysis:

• Climatic Region VI

• ADT provided of 50 (15% trucks) in 2017, projected to ADT 65 (15% trucks) in 2037; this results in design life ESAL of approximately 60,000 or Low Traffic Level

• 75% Reliability

• Poor Soil Roadbed Support Characteristic for Segment 2 (minimum laboratory soaked

CBR value of 2.6); and Fair Soil Roadbed Support Characteristic for Segments 1 and 3

(minimum laboratory soaked CBR value of 12)

The recommended range of Structural Number (SN) for the inputs above is 2.5 to 3.2 for

Segment 2 and 2.3 to 2.9 for Segments 1 and 3 based on Low-Volume Road Design

(AASHTO). Using this range, the existing road conditions observed or estimated for the site were analyzed using published ranges of recommended layer coefficients for existing materials from AASHTO Green Book (1993) and FHWA Publication NHI-05-037 - Geotechnical Aspects of Pavements Reference Manual. For analysis purposes, we utilized the following coefficients:

Existing Section Layer Thickness and Calculated SN

Existing Layer Coefficients Utilized

Asphalt Section 0.20

Base Course 0.10

Subbase 0.08

Se gm en t

Existing Section Thickness Calculated

Boring No. AC (in) BC (in) Subbase (in) SN

B01 5.5 6.5 9.5 2.51

B02 4 10.5 21.5 3.57

Se gm en t

B03 5.625 8.75 28.75 4.30

B04 5.75 17 2.85

B05 6.625 29.375 4.26

B06 8 9 2.50

B07 5.25 11.5 26 4.28

B08 4.75 21.75 3.13

Se gm en

B09 9.75 17.75 3.73

B10 8.5 14.25 3.13

B11 9 9 2.70

B12 8.875 8 2.58

B13 11 17.75 3.98

B14 9 16.25 3.43

B15 9.5 18 3.70

B16 9.5 7.25 2.63

Minimum SN* 2.50

Maximum SN* 4.30

Median SN* 3.28

* Project wide values

Based on the analysis, and consistent with observation of distress mechanisms made during field reconnaissance, the existing pavement section in general provides sufficient structural capacity for the existing and planned traffic volume. Following this check, we analyzed the selected rehabilitation approaches to verify that the structural capacity will remain capable of supporting planned traffic conditions.

Proposed FDR Section Layers with Calculated SN

Layer Coefficients Utilized

Asphalt Section 0.40 New

Asphalt Section 0.20 Existing

FDR w/ Foam 0.25

FDR 0.10

Base Course 0.10 Existing

Subbase 0.08 Existing

Se gm en

Proposed Section Thickness Calculated

AC (in) AC (in) FDR (in) FDR (in)

Boring No. New Existing Foamed Asphalt Unbound BC (in)

Subbase

(in) SN

B01 2 3.5 - - 6.5 9.5 2.91

B02 2 2 - - 10.5 21.5 3.97

Se gm en

B03 3 6 6.375 28.75 5.64

B04 3 6 14.75 4.18

B05 3 6 28 5.50

B06 3 6 9 3.60

B07 3 6 8.75 26 5.66

B08 3 6 18.5 4.55

Se gm en

B03 (alt #2) 3 6 6.375 28.75 4.74

B04 (alt #2) 3 6 14.75 3.28

B05 (alt #2) 3 6 28 4.60

B06 (alt #2) 3 6 8.75 2.68

B07 (alt #2) 3 6 8.75 26 4.76

B08 (alt #2) 3 6 18.5 3.65

Se gm en

B09 3 12 15.5 3.95

B10 3 12 10.75 3.48

B11 3 12 6 3.00

B12 3 12 4.875 2.89

B13 3 12 16.75 4.08

B14 3 12 13.25 3.73

B15 3 12 15.5 3.95

B16 3 12 4.75 2.88

All Data Points

Unbound Segment 2 Data Points

Minimum SN 2.68

Minimum SN 2.68

Median SN 3.95

Median SN 4.13

Maximum SN 5.66

Maximum SN 4.76

Section 1 (Seneca) will receive 2" mill with 2" New AC fill

Section 2 (MP 0.4 to MP3.6), Alt #1; 2" mill, FDR 6" with foamed asphalt 3” New AC

Section 2 (MP 0.4 to MP3.6, Alt #2; 2" mill, FDR 6" unbound with 3” New AC

Section 3 (MP 3.6 to 11.4), 12" FDR with 3" New AC

Based on the results of the analysis, the use selected rehabilitation will result in an overall improvement of the structural capacity of the alignment as well as ride quality. The use of Full

Depth Reclamation will eliminate potential for reflective cracking in Segments 2 and 3, and even with the unbound approach will provide sufficient capacity for the planned traffic.

Closure

The foregoing summary of observations and associated improvement concepts is based on discrete exploratory boring conducted and laboratory program discussed above. Asphalt section thickness and subsurface conditions are likely to change between the boring locations and the extent of such variation will only become apparent during construction. It is therefore important to contact us if changes are observed to review conditions and modify recommendations as necessary following review of such changes. Due to the cursory nature of the observations, there is a significant risk of variability in subsurface conditions and their areal extent that could impact conclusions and design concepts presented herein as well as construction efforts and quantities. Please contact us with any questions regarding this report or for further geotechnical assistance in the development of final designs.

Sincerely, Terracon Consultants, Inc.

Matthew D. Hofmann, P.E. Kenneth D. Munski, P.E.

Senior Geotechnical Project Manager Senior Materials Engineer

Great Falls Office Manager

Attachments:

Appendix A – Boring Logs (Exhibits A-1 to A-16)

Appendix B – Laboratory Test Results (Exhibits B-1 to B-17)

Appendix C – Asphalt Core Photographs (Exhibits C-1 to C-16)

Appendix D – Site Photography Log (Exhibits D-1 to D-9)

APPENDIX A

BORING LOGS

29-20-9

11-17-11 N=28

2-3-5 N=8

2-3-4 N=7

ASPHALT, total thickness of 5 1/2"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light brown to light gray, moist, medium dense, existing crushed base course gravel, 1 1/2" maximum particle size, low plasticity, subangular to angular gravels CLAYEY GRAVEL WITH SAND (GC), brown, moist, medium dense, subbase course, 2 1/2" maximum particle size, low to moderate plasticity, subround to round gravels CLAYEY SAND WITH GRAVEL (SC), dark brown, moist to very moist, loose, scattered subround gravels, fine-grained sands

SILTY SAND (SM), light brown, moist to very moist, loose to very loose, trace gravels, trace oxidation

Boring Terminated at 6.5 Feet

0.5

1.0

1.8

6.0

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

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ATTERBERG

LIMITS

LL-PL-PI

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A T

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LE

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E STRENGTH TEST

F

IE

LD

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E S

T R

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U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B01

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-1

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 174155.33 Easting: 8603287.79

See Exhibit A-2

Station: 11+02.5 Offset: 6.2' Lt

34-20-14

11-14-19 N=33

10-4-3 N=7

3-5-8 N=13

ASPHALT, total thickness of 4"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light brown, slightly moist, dense, existing crushed base course gravel, 1 1/2" maximum particle size, low plasticity, subangular to angular gravels

CLAYEY GRAVEL WITH SAND (GC), brown, moist, dense, subbase course, 2 to 3" maximum particle size, low to moderate plasticity, subround to round gravels

LEAN CLAY WITH SAND (CL), dark brown, moist to very moist, medium stiff, scattered subround gravels

CLAYEY SAND (RESIDUAL SOIL) (SC), mottled gray/orange/brown, moist to very moist, medium dense, residual sand matrix, intermediate geomaterial (IGM), completely weathered sandstone, sandstone inclusions in matrix, moderate plasticity, oxidized Boring Terminated at 6.5 Feet

0.3

1.2

3.0

5.5

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

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IN

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G

IS

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ATTERBERG

LIMITS

LL-PL-PI

W A

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R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B02

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-2

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 174155.36 Easting: 8604197.39

Station: 20+12.1 Offset: 5.8' Rt

12-13-19 N=32

8-12-8 N=20

4-7-14 N=21

ASPHALT, total thickness of 5 5/8"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray, slightly moist, dense, existing crushed base course gravel, 1 1/2" maximum particle size, low plasticity, subangular to angular gravels CLAYEY GRAVEL WITH SAND (GC), brown, moist, dense, subbase course, 3" maximum particle size, low to moderate plasticity, subangular to subround gravels

CLAYEY SAND (SC), dark brown, slightly moist, medium dense, scattered subround to subangular gravels

LEAN CLAY (RESIDUAL SOIL) (CL), mottled light gray/tan, slightly moist, stiff, residual clay matrix, intermediate geomaterial (IGM), completely weathered shale with ash, poorly welded rock/ash fabric, scattered sandstone inclusions in matrix, moderate plasticity, heavily oxidized Boring Terminated at 6.5 Feet

0.5

1.2

3.6

5.3

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B03

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-3

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 174470.93 Easting: 8605888.46

Station: 37+42.0 Offset: 5.0' Lt

14-22-12 N=34

6-4-4 N=8

2-5-8 N=13

ASPHALT, total thickness of 5 3/4"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray, slightly moist, dense, existing crushed base course gravel, 1 1/2" maximum particle size, low plasticity, subangular to angular gravels

FILL - LEAN CLAY/FAT CLAY (CL/CH), dark gray to black, moist, medium stiff, reworked clay shale with gravel and sand, scattered shale fragments, trace organics

SHALE, gray, completed weathered, very soft rock, slightly blocky structure, trace oxidation, high plasticity

Boring Terminated at 6.5 Feet

0.5

1.9

5.7

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B04

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-4

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 175115.82 Easting: 8608377.02

Station: 63+13.6 Offset: 7.0' Rt

39-23-16

11-15-16 N=31

9-3-4 N=7

1-7-14 N=21

ASPHALT, total thickness of 6 5/8"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, low plasticity, subangular to angular gravels

FILL - CLAYEY SAND WITH GRAVEL (SC), dark gray, very moist, loose, moderate plasticity, trace roots, scattered sand and gravels

CLAYEY SAND (SC), brown and orange, moist to very moist, loose to medium dense, residual soil matrix, very highly oxidized, scattered sandstone gravels, coarse-grained sands

Boring Terminated at 6.5 Feet

0.6

3.0

5.1

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B05

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-5

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 176713.58 Easting: 8612787.46

Station: 87+26.6 Offset: 12.5' Lt

5-4-5 N=9

2-3-3 N=6

1-3-4 N=7

ASPHALT, total thickness of 8"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray to light brown, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, low plasticity, subangular to angular gravels FILL - CLAYEY SAND (SC), mottled brown/orange/black, moist, loose to medium dense, embankment fill, scattered gravels, sandstone and shale fragments within matrix, highly oxidized, moderate plasticity

Boring Terminated at 6.5 Feet

0.7

1.4

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B06

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-6

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 174869.39 Easting: 8610767.79

Station: 116+43.7 Offset: 11.2' Lt

10-12-15 N=27

5-8-8 N=16

3-5-10 N=15

ASPHALT, total thickness of 5 1/4"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light brown, slightly moist, dense, existing crushed base course gravel, 1 1/2" maximum particle size, low plasticity, subangular to angular gravels

CLAYEY GRAVEL WITH SAND (GC), brown, slightly moist to moist, dense, subbase course, 3" maximum particle size, low to moderate plasticity, subround to round gravels

FILL - LEAN CLAY WITH SAND (CL), dark brown, moist, medium stiff to stiff, scattered subround gravels, trace organics

SILTY SAND (RESIDUAL SOIL) (SM), tan, slightly moist, medium dense, residual sand matrix, intermediate geomaterial (IGM), completely weathered sandstone, sandstone fragments in matrix, moderate plasticity, oxidized Boring Terminated at 6.5 Feet

0.4

1.4

3.6

6.2

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B07

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-7

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 178480.51 Easting: 8614369.91

Station: 140+46.8 Offset: 9.5' Rt

NP

39-17-22

14-24-18 N=42

6-9-16 N=25

18-22-28 N=50

ASPHALT, total thickness of 4 3/4"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light brown, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, low plasticity, subangular to angular gravels

CLAYEY GRAVEL WITH SAND (GC), light brown and orange, slightly moist, medium dense to dense, residual clayey gravel matrix, intermediate geomaterial (IGM), completely weathered sandstone, scattered sandstone fragments, scattered carbons, coarse-grained sand, some silt, moderate plasticity, trace oxidization

Boring Terminated at 6.5 Feet

0.4

2.2

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B08

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-8

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 179366.73 Easting: 8617336.94

Station: 172+46.9 Offset: 12.0' Rt

11-13-8 N=21

17-23-28 N=51

4-6-5 N=11

ASPHALT, total thickness of 9 3/4"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, low plasticity, subangular to angular gravels

CLAYEY SAND (SC), light brown, moist, medium dense to dense, residual soil matrix, trace cementation, trace oxidization, scattered sandstone gravels, coarse-grained sands

Boring Terminated at 6.5 Feet

0.8

2.3

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B09

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-9

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 181145.26 Easting: 8621655.5

Station: 219+64.4 Offset: 4.7' Lt

10-10-10 N=20

6-8-8 N=16

4-6-4 N=10

ASPHALT, total thickness of 8 1/2"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, low plasticity, subangular to angular gravels

FILL - CLAYEY SAND (SC), dark brown, slightly moist to moist, medium dense, scattered gravels, trace oxidation gray to dark gray light brown, trace silt, more heavily oxidized, trace organics

Boring Terminated at 6.5 Feet

0.7

1.9

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B10

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-10

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 84217.36 Easting: 862689.9

Station: 275+49.3 Offset: 11.7' Rt

9-6-10 N=16

11-18-17 N=35

7-11-10 N=21

ASPHALT, total thickness of 9"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, low plasticity, subangular to angular gravels CLAYEY GRAVEL WITH SAND (GC), brown, moist, dense to very dense, subrounded gravels, moderate plasticity, trace cobbles, trace oxidation

Boring Terminated at 6.5 Feet

0.8

1.5

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-25-2018

BORING LOG NO. B11

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-25-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-11

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 184846.98 Easting: 8632262.35

Station: 337+655 Offset: 8.8' Lt

10-11-9 N=20

5-6-8 N=14

3-14-50/1"

ASPHALT, total thickness of 8 7/8"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, low plasticity, subangular to angular gravels FILL - CLAYEY SAND WITH GRAVEL (SC), brown, moist, loose to medium dense, trace oxidation, some zones of higher clay content in fill matrix CLAYEY GRAVEL WITH SAND (GC), brown to red, moist, medium dense, 2 to 3" maximum particle size, subround to subangular gravels, low plasticity, trace cobbles

Boring Terminated at 6.1 Feet

0.7

1.4

2.2

6.1

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-26-2018

BORING LOG NO. B12

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-26-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-12

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 186477.34 Easting: 8637816.31

Station: 395+66.1 Offset: 12.5' Rt

7-14-12 N=26

4-4-7 N=11

1-5-10 N=15

ASPHALT, total thickness of 11"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, low plasticity, subangular to angular gravels

FILL - CLAYEY GRAVEL WITH SAND (GC), mottled red/green/brown, moist, medium dense, embankment fill, scattered cobbles, subround to subangular gravels, coarse-grained sands, trace oxidation green to light gray, cobble/boulder

Boring Terminated at 6.5 Feet

0.9

2.4

6.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street Seneca, OR

SITE:

Advancement Method:

Solid Stem - Subgrade Auger

Abandonment Method:

Borings backfilled with soil cuttings upon completion.

Sealed with bituminous cold patch at surface.

Notes:

Project No.: C4185010

Drill Rig: CME 75

Boring Started: 07-26-2018

BORING LOG NO. B13

DJ&A PCCLIENT:

Missoula, MT

Driller: Haztech/Dave

Boring Completed: 07-26-2018

Exhibit:

Mr. Dan Lautzenheiser, P.E.

A-13

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Forest Road 16 Repairs, OR FS Malheur 16(1)

1392 13th Ave SW Great Falls, MT

WATER LEVEL OBSERVATIONS

No free water observed during augering

G R

A P

H

IC

L O

G LOCATION

Northing: 187501.74 Easting: 8643386.94

Station: 454+81.6 Offset: 5.3' Lt

8-12-11 N=23

12-15-12 N=27

4-12-13 N=25

ASPHALT, total thickness of 9"

POORLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM), light gray to gray, slightly moist, dense, existing crushed base course gravel, 1 1/2 to 2" maximum particle size, trace of low plasticity clay, subangular to angular gravels

CLAYEY GRAVEL WITH SAND (GC), brown to gray, slightly moist to moist, medium dense to dense, subangular to subrounded gravels, scattered cobbles/boulders augers grinding/practical auger refusal at 4.0'

Auger Refusal at 5.5 Feet

0.8

2.1

5.5

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

Boring logged by M. Hoffmann

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G E

O S

M A

R T

L O

G -N

O W

E

LL

C

F

O R

E S

T R

O A

D

R

E .G

P J

T E

R R

A C

O N

_D A

T A

T E

M P

LA

T

E .G

D T

/1

2/

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(p sf

T E

S T

T Y

P E

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T pc f)

ATTERBERG

LIMITS

LL-PL-PI

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

S A

M P

LE

T

Y P

E STRENGTH TEST

F

IE

LD

T

E S

T R

E S

U

LT

S

1st Street…