GM19-15_Final_GT_Recommendations.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

Date: May 28, 2015 In Reply Refer To: HFL-17

From: Robert Kraig Geotechnical Engineer

To: Tom Lonergan Project Manager

Subject: Geotechnical Memorandum GM19-15 Granite Hill Highway OR BAKER 520(1)

Final Geotechnical Recommendations & Construction Information

INTRODUCTION

This memorandum provides final geotechnical recommendations and construction information for the Granite Hill Highway Reconstruction Project OR BAKER 520(1), also known as the Elkhorn Scenic Byway. These geotechnical recommendations supersede the preliminary recommendations presented in GM19-14 (November 20, 2014), which was intended to support the project design team in the early stages of project development. The Project is located in Baker County, Oregon, as shown in Figure 1.

Figure 1: Project Location Map

The Granite Hill Highway provides access to the Wallowa-Whitman, Malheur and Umatilla National Forests. In addition, it is the only year-round access to the community of Granite. The project extends from MP 3.72, west of Sumpter, to MP 10.05, a total length of approximately

6.33 miles. (Sumpter is located about 29 miles driving distance west from Baker City, OR.) A Project Vicinity Map is provided as Figure 2. The route, previously designated as Oregon Forest Highway 113, was reconstructed by the Western Federal Lands Highway Division (WFLHD) in 1983 from MP 2.7 to MP 6.8 with the scope of that work including aggregate base and pavement reconstruction from MP 2.7 to MP 4.7 and subgrade topping, aggregate base and pavement reconstruction from MP 4.7 to MP 6.8.

Figure 2: Project Vicinity Map

Gold was discovered in Baker County in 1861 and led to rapid settlement and growth in the area. Gold mining consisted of both lode type and placer type mining. Placer type mining consisted of dredging the local alluvial deposits for gold and other ores. It is said that the local stream beds were “turned upside down” in pursuit of the ore. The remnants of this activity can be seen throughout the local area in the form of dredge and tailings piles spread over many acres, including at the material source location designated for the project.

SCOPE

The project’s main scope of work includes rehabilitating the pavement structure in the first 2 miles of the project from MP 3.72 (Station 27+40) to MP 5.72 (Station 133+01), and mill and overlay from MP 5.72 to MP 10.05 (Station 361+98). Additional work will include replacing worn culverts, culvert cleaning and ditch reconditioning. The project scope requires construction to stay within the existing right-of-way, which is understood to be 30 feet each side of centerline. Even though not included in the scope, the WFLHD Geotechnical Section

Baker City, OR

29 miles was requested to inspect the condition of the adjacent slopes outside of the existing ROW for issues that might impact the serviceability of the road, as discussed in the following section.

The resulting observations supported some of the recommendations appearing in this memorandum.

SITE OBSERVATIONS AND SUBSURFACE CONDITIONS

Site reconnaissance was performed on September 30 & October 2, 2014. Site reconnaissance included visually inspecting the conditions of the roadway surface, cutslopes and fillslopes, and ditches. The reconnaissance also included inspection of the Government provided material source located approximately 4 miles southeast of the project near the junction of the Granite Hill Highway and Highway 7. The Government provided material source is discussed on Page 11. Refer to Attachment A for project photographs.

Many fill sections are located in the first 2.28 miles of the alignment (stations 27+40 to 148+00) with the remaining portion being primarily constructed as half-width or full-width cuts. Cut sections are into rock, soil, or a combination of both.

The existing pavement is in poor condition along the entire project. Approximately 2.11 miles near the beginning of the alignment (approx. stations 30+40 to 142+00) are in exceptionally poor condition where severe alligator cracking (fatigue failure) is evident. There are numerous areas with large transverse cracks, beginning at about station 142+00 (Photo 6), with some isolated areas of fatigue failure. In addition, there are isolated areas of weakened subgrade adjacent to the inside ditch as described below, beginning at about station 226+00. (Photos 28, 29, 34, 35, 38 through 40 and 50.)

Existing cutslopes are in generally stable condition, with no evidence of global instability;

however, some cuts are steep and contain little vegetation. These sections are experiencing raveling—probably occurring mostly during freeze/thaw conditions. Raveled material collects in the ditches and requires periodic removal. Under some circumstances the ditch debris can affect the efficiency of the ditch by impeding flow in the ditches and allowing water to seep into the adjacent roadway base and subgrade leading to structurally weakened conditions for the overlying pavement.

Fill slopes were observed to be in generally stable condition, although some areas appear to be steep and with less vegetation. Fill slopes adjacent to the areas plagued with cutslope raveling appear to be topped with sidecast material resulting from ditch maintenance efforts. No evidence of global instability was observed. Some pavement edges exhibit edge cracking and/or loss, or interpreted to be imminent, as can be seen in Photos 22, 23, 30 through 33, 41, 42 and 45 through 49.

SUBGRADE DRILLING INVESTIGATION

The site reconnaissance coincided with the start of the subgrade drilling investigation.

Subgrade drilling was performed by the Oregon Department of Transportation (ODOT) drill crew and inspector beginning on September 30th and ending on October 1st, 2014, with 15 subgrade holes drilled. Subgrade drillhole locations are shown in Figure 3.

Figure 3: Subgrade boring locations.

Six holes were drilled within the first 2 miles in the segment located between stations 27+40 and 133+01, and the remaining holes (nine) drilled in the remainder of the project. Each of the segments represents a different type of pavement rehabilitation design as discussed under the PAVEMENT RECOMMENDATIONS section near the end of this memorandum. The holes are designated as GHH2014-SG01 through GHH2014-SG15 and were drilled in the center of the right or left travel lanes, generally alternating from right to left lanes, wherever practical.

All holes were drilled to 5 feet below the pavement surface and encountered asphaltic pavement overlying aggregate base underlain by subgrade, although no aggregate base was encountered in the GHH2014-SG12 hole. Subgrade drillhole designations, approximate location, relative position to centerline, pavement thickness, base thickness and material descriptions appear in Table 1. All laboratory-determined soil descriptions are noted by the presence of the USCS and AASHTO classifications. All other soil descriptions are field descriptions determined through visual and textural observations. All information appearing in the table was obtained from the boring logs and laboratory test results appearing in Attachment B.

Table 1: Subgrade Drilling Investigation Results Subgrade Drillhole Designation

Station (approx.)

Hole Position, Relative to CL

Pavement Thickness / Aggregate Base Thickness (feet)

Base Descriptions:

USCS Classification / AASHTO Classification or NT (Not Lab Tested)

Subgrade Descriptions:

GHH2014-

SG01

28+00 Rt 0.3 / 1.0 Silty GRAVEL with sand

/ GM

/ A-1-a(0)

Clayey GRAVEL with sand.

/ GC

/ A-2-6(0)

GHH2014-

SG15

30+40 Rt 0.1 / 0.3 Silty GRAVEL /

/ NT

Silty GRAVEL with sand and cobbles to 3.5’ then GRAVEL with silt and sand to bottom of hole.

/ NT

/ NT

GHH2014-

SG02 3.

54+50 Lt 0.1 / 1.9 Silty GRAVEL with sand

/ NT

/ NT

Silty GRAVEL with sand and cobbles.

/ NT

/ NT

GHH2014-

SG03

79+75 Rt 0.1 / 1.1 Silty GRAVEL with sand

/ NT

/ NT

Silty GRAVEL with sand and cobbles.

/ NT

/ NT

GHH2014-

SG04

104+40 Lt 0.2 / 1.1 Well-graded GRAVEL with silt and sand

/ GW-GM

/ A-1-a(0)

Silty, clayey GRAVEL with sand.

/ GC-GM

/ A-1-b(0)

GHH2014-

SG05

131+50 Rt 0.1 / 1.2 Silty SAND with gravel

/ NT

/ NT

Sandy SILT with gravel to 3.3’ then Clayey SILT with some gravel to BOH.

/ NT

/ NT

GHH2014-

SG06

158+50 Lt 0.3 / 0.9 Silty GRAVEL

/ NT

/ NT

Silty GRAVEL alternating with Gravelly SILT.

/ NT

/ NT

GHH2014-

SG07

192+10 Rt 0.3 / 0.3 Clayey GRAVEL with sand

/ GC

/ A-2-4(0)

Silty, clayey SAND with gravel and cobbles to 3’ then GRANITE to BOH.

/ SC-SM

/ A-2-4(0)

GHH2014-

SG08

215+00 Lt 0.2 / 0.4 Silty GRAVEL

/ NT

/ NT

Silty GRAVEL alternating with gravelly SILT.

/ NT

/ NT

GHH2014-

SG09

238+50 Rt 0.3 / 0.3 GRAVEL with silt

/ NT

/ NT

Clayey GRAVEL with sand to 1.6’ then Silty SAND with gravel to BOH.

/ GC to 1.6’ then SM / A-2-4(0)

Table 1: Subgrade Drilling Investigation Results (cont.)

Subgrade Drillhole Designation

Station (approx.)

Hole Position, Relative to CL

Pavement Thickness / Aggregate Base Thickness (feet)

Base Descriptions:

Subgrade Descriptions:

GHH2014-

SG10

263+15 Lt 0.2 / 0.3 Silty GRAVEL with sand

/ NT

/ NT

Silty GRAVEL to 1.5’ then GRANITE to bottom of hole.

/ NT

/ NT

GHH2014-

SG11

291+30 Rt 0.2 / 0.5 GRAVEL with silt and sand

/ NT

/ NT

Silty GRAVEL with sand to 3’ then GRAVEL to BOH.

/ NT

/ NT

GHH2014-

SG12

316+40 Lt 0.4 / 0 (Not encountered) Silty GRAVEL with some clay.

/ NT

/ NT

GHH2014-

SG13

343+00 Rt 0.3 / 0.2 GRAVEL

/ NT

/ NT

Clayey SAND with gravel

/ SC

/ A-2-4(0)

GHH2014-

SG14

361+80 Lt 0.3 / 0.4 Silty GRAVEL

/ NT

/ NT

SILT with gravel and clay.

Asphaltic pavement thicknesses ranged from 0.1 foot to 0.4 foot overall, but were thinnest in the holes located between stations 30+40 to 131+50 located within the first 2 miles, where the highest concentration of fatigue failures were observed. (See Photo 2 for an example of severe fatigue failure in the first 2 miles of the project.) As shown in Table 1, pavement thicknesses of slightly more than 0.1 feet were encountered in subgrade holes GHH2014-SG02, GHH2014-SG03, and GHH2014-SG05. Pavement thickness was measured at just slightly less than 0.2 feet in GHH2014-SG15. GHH2014-SG01, drilled near the beginning of the project at 28+00 (within the first 2 miles), was measured at about 0.3 feet. However, in contrast to the other holes located in this section, GHH2014-SG01 is the only hole that was drilled in a cut section, and appears to be located within the end limits of a previous maintenance project, as shown in Photos 1 and 2. (Note in Photo 2 that the pavement appears to be more recent and is in markedly better condition at the location of GHH2014-SG01.) The severe fatigue cracking in the first 2 miles was observed to begin in the vicinity of GHH2014-SG15 (about station 30+40), which corresponds with the transition from a cut section to a fill section. As shown in the table, pavement thicknesses in the subgrade holes in the remainder of the project ranged from about 0.2 feet to 0.4 feet.

With the exception of GHH2014-SG12, base thicknesses varied from 0.3 foot to 1.9 feet and in all cases described primarily as SAND or GRAVEL with minor constituent quantities of sand, silt, gravel or some combination thereof.

Subgrade materials consist of GRAVEL or SAND as the major component, with minor components of cobbles, gravel, silt or some combination thereof. The one exception was clayey SILT encountered below 3.3 feet in GHH2014-SG05. Granite bedrock was encountered in GHH2014-SG07 and GHH2014-SG10 at 3 feet and 1.5 feet, respectively.

RECOMMENDATIONS

Areas having Cutslope Instability and Ditch Debris

Several areas of surficial cutslope instability (raveling) were observed. Several areas were identified where ditches were too shallow and/or ditches contained a large amount of raveled material deposited from the eroding cutslopes. As discussed under SITE OBSERVATIONS AND SUBSURFACE CONDITIONS, soil and rock material collecting in ditches leads to obstruction of ditch flow, promoting seepage into the base and subgrade materials adjacent to the obstructed areas. This situation can be made worse by insufficient ditch depth. Ditch reconditioning is planned for these areas.

Recommendations for the areas where surficial cutslope instability exists and where ditch reconditioning (cleaning) is planned appear in Table 2. Also shown in the table are the station range affected, approximate length, cause, and photo references in Attachment A.

Table 2: Areas Recommended for Ditch Reconditioning Station Range (approx.)

Length, ft (approx.) Cause Photo Reference (Attachment A)

150+00 – 165+00 1500 Raveling rock cut 8 through 12 170+00 – 174+50 450 Raveling rock cut 13 176+20 – 180+25 405 Raveling rock/soil cut 16 & 17 208+10 – 211+80 370 Raveling soil cut 25 & 26 226+00 – 228+20 220 Raveling soil cut 28 & 29 248+00 – 250+00 200 Raveling rock cut 37

Since slope stabilization is not within the scope of this project, scheduled maintenance of ditches is recommended to promote drainage and subgrade stability.

Areas Displaying Weakened Subgrade Conditions

Some areas displayed fatigue failure at the pavement surface and/or rutting that is typically indicative of weakened or poor subgrade conditions. Mitigation in the form of Subexcavation or Subgrade Reinforcement has been designed for these locations. Other areas were observed where weakened base and subgrade conditions were interpreted based on the location and type of the most recent repairs, specifically some of the areas adjacent to debris-filled or shallow ditches, where moisture in the subgrade is interpreted to have caused the weakened conditions.

Based on the observations and interpretations discussed above, the recommendations appearing in Table 3 are made for areas displaying weakened subgrade conditions. Also shown in the table are the approximate station range, approximate length and width, interpreted cause and/or observation, and photo reference to Attachment A. The design for Conceptual Subgrade Reinforcement Repair is shown in Figure 4 and the design for Conceptual Subexcavation Repair is shown in Figure 5. Refer to the contract documents for final design and material requirements.

Table 3: Recommendations for Areas Exhibiting Weakened Subgrade Conditions Station Range / Position 1.) Length, ft Width, ft Interpreted Cause Recommended Repair Photo 2.)

138+00 – 142+00 / Lt 400 14 Fatigue failure Subgrade reinforcement 3, 4 & 5

173+50 – 178+00 / Lt 450 14 Wheel rutting and fatigue failure Subgrade reinforcement 14 & 15

187+80 – 189+80 / Lt 200 14 Fatigue failure Subgrade reinforcement 19 & 20

194+00 – 196+50 / Lt 250 14 Fatigue failure and wheel rutting Subgrade reinforcement 24

226+00 – 228+20 / Rt 220 7 Weakened subgrade Subexcavation 28 & 29 239+60 – 240+50 / Rt 90 7 Weakened subgrade Subexcavation 34 & 35 241+00 – 241+35 / Lt 35 14 Fatigue failure Subgrade reinforcement 36 277+00 – 280+00 / Rt 300 7 Weakened subgrade Subexcavation 38, 39 & 40

333+00 – 335+00 / Rt 200 7 Weakened subgrade Subexcavation (Shallow culvert present.) 50

1.) Position relative to centerline.

2.) Project photos contained in Attachment A.

Figure 4: Conceptual Illustration of Subgrade Reinforcement Repair

Figure 5: Conceptual Illustration of Subexcavation Repair

Areas Exhibiting Pavement Edge Loss

There is little to no setback between the edge of pavement (outside shoulder) and the crest of the fill slope through several areas of the project. This situation has resulted in the outside edge of the paved section having become undermined at several locations, thus resulting in loss of pavement (edge loss), or nearing a state at which edge loss is interpreted to be imminent. It is likely that the conditions leading to the undermining will continue to occur (erosion, animal migrations, etc.), thus the undermining can be expected to progress into the paved travel way unless mitigation measures are taken to provide long-term shoulder support. Mitigation in the form of Deep Patch Shoulder Stabilization Repair has been designed for the areas that exhibit pavement edge loss, and for the areas where pavement edge loss is considered imminent.

Table 4 shows the sections for which Deep Patch Shoulder Stabilization Repair are intended, including the approximate section repair length, width, and photo references to Attachment A.

The conceptual design is shown in Figure 6. Refer to the contract documents for final design and material requirements.

Table 4: Areas Requiring Deep Patch Shoulder Stabilization Station Range 1.) Length, ft Width, ft Photo Link

(Attachment A) 190+50 – 192+10 160 14 22 & 23 233+00 – 234+40 140 14 30 & 31 235+75 – 236+20 45 14 32 237+80 – 238+50 70 14 33 281+78 – 283+60 182 14 41 & 42 304+40 – 305+10 70 14 45 317+50 – 318+00 50 14 46 & 47 326+50 – 327+50 100 14 48 & 49 344+50 – 346+00 150 14 51

1.) All positions are left of centerline.

Figure 6: Conceptual Illustration of Deep Patch Repair

CONSTRUCTION ADVISORY FOR SUBEXCAVATION, SUBGRADE

REINFORCEMENT, AND DEEP PATCH REPAIR AREAS

Subexcavation, subgrade reinforcement and deep patch repair areas were not targeted for specific subsurface investigation; however, it is anticipated that the excavated materials will be similar to the materials described under the Subgrade Drilling Investigation section. Based on the boring logs, encountering scattered cobbles and organics may be possible. Although not encountered in the subgrade borings, it is possible that voids may be encountered. The constructor should anticipate the possible need to fill and compact voids with borrow material prior to constructing the repair sections, and removing organics and backfilling, if necessary.

Consultation with the project geotechnical engineer may be required.

The bottom of the excavations should be compacted prior to placement of any geotextile and/or geogrid (geosynthetic) and backfilled in accordance with the requirements in the “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects (FP-14)” and the project SCRs. The use of a sheep’s foot type roller is not allowed wherever geosynthetic materials are used.

For areas where an existing culvert is located and is to be replaced or remain in place (e.g, the Subexcavation Repair located at 333+00 to 335+00), the constructor should coordinate with the CO to verify culvert depths within the repair areas. During construction, if a portion of an exposed culvert pipe is above the bottom of the repair excavation and more than half of the pipe cross-section is exposed, the geogrid should be trimmed so that it butts up along the entire length of the pipe. If the exposed portion is less than half the pipe cross-section, the geogrid should be placed over the pipe as a continuous reinforcement layer. For either scenario the geotextile component should not be cut. Only light weight compactors should be used over culvert pipes until sufficient cover has been provided.

PAVEMENT RECOMMENDATIONS

As discussed earlier, several areas of fatigue failure were observed throughout the project. The most severe and consistent failure was observed within the limits of the first two miles of the project. The fatigue failures occurring within the first two miles of the project (MP 3.72 to MP 5.72) are interpreted to be the result of inadequate pavement structure (i.e., pavement thickness’ ranging from 0.1 to 0.2 feet as shown in Table 1), and are not attributable to weak subgrade conditions that would require subexcavation. Instead, an appropriate pavement design has been provided by the WLHD Materials Section and transmitted to the project design team in a memorandum entitled “INFORMATION: Final Structural Pavement Recommendation, Granite Hill Highway Reconstruction, OR BAKER 520(1) (January 15, 2014).

Pavement designs were based on the existing asphalt surfacing, base and subbase material thicknesses, R Values, and the traffic conditions anticipated for a twenty year pavement design life. A copy of the referenced pavement design memorandum is provided as Attachment C.

Refer to the final project plan set for any changes to the recommendations shown in this memorandum. The following is a summary of the structural pavement recommendations for the project:

Segment 1: MP 3.72 to MP 5.72

• 3 inches – Asphalt concrete pavement, ½-inch or ¾-inch nominal maximum size aggregate

• 3 inches – Asphalt pavement milling, 3-inch depth

Segment 2: MP 5.72 to MP 10.05

• 2 inches – Asphalt concrete pavement, ½-inch or ¾-inch nominal maximum size aggregate

• Cold in-place recycled asphalt base course, 3-inch depth

MATERIAL SOURCES

Figure 7: Location of Government provided material source.

A Government provided material source will be made available for the project. As discussed earlier, the material source is located near the intersection of the Granite Hill Highway and Highway 7 about 4 miles southeast driving distance from the beginning of the project, and is shown in Figure 7. (See Photos 53 through 59 in Attachment A.) The material source consists of dredge and tailings piles that resulted from the ore mining operations. The unprocessed material is comprised of mostly subrounded to rounded gravel and cobbles of various rock types. There are several aggregate stockpiles that were processed from one or more previous operations that are located at the source site. It is our understanding that the processed gravel along with the unprocessed materials will be made available to the constructor. (See Photos 56 through 58.) The County has reported that materials processed from this site have been utilized successfully in previous local road construction projects.

~~ End Memorandum ~~

Cc: Kimber Miller, Design Brad Neitzke, Materials Megan Chatfield, Materials Geotechnical Memorandum File

Attachment A

Photo References

(Intentionally blank.)

Photo 1: Beginning of project looking ahead. ODOT drilling GHH2014-SG15.

Photo 2: 30+40 looking ahead.

Begin Project

Fatigue Failure

GHH2014-SG01

GHH2014-SG01

Photo 3: 138+00 looking ahead.

Photo 4: 140+00 looking ahead.

Fatigue failure

Photo 5: 142+00 back. Fatigue failure observed.

Photo 6: 142+00 looking ahead. Transverse pavement cracking begins.

Transverse cracking

Photo 7: 148+00 looking ahead. End of predominantly fill sections, begin predominantly cut sections.

Photo 8: 150+00 looking ahead. Raveled materials collect in ditch.

Raveled material

Photo 9: 152+00 looking ahead. Over-steepened fill slope.

Photo 10: 154+00 looking ahead.

Photo 11: 158+00 looking ahead.

Photo 12: 162+00 looking ahead.

Photo 13: 174+50 looking back. Note raveling rock cut.

Photo 14: 174+50 looking ahead.

Photo 15: 178+00 looking back.

Photo 16: 178+00 looking ahead. Note raveling cutslope.

Photo 17: 180+25 looking back.

Photo 18: 186+00 looking ahead.

Photo 19: 187+80 looking ahead. Note fatigue failure.

Photo 20: 189+00 looking ahead. Note fatigue failure.

Photo 21: 190+00 looking ahead. Note fatigue failure.

Photo 22: 190+50 looking ahead. Note active edge loss.

Edge loss

Photo 23: 192+10 looking back. Note slump with fatigue failure and edge loss.

Photo 24: 194+00 looking ahead.

Slight slump with fatigue failure

Photo 25: 208+00 looking ahead.

Photo 26: 210+00 looking ahead.

Photo 27: 241+00 looking ahead.

Photo 28: 226+00 looking ahead. Note weak subgrade at inside curve.

Weakened subgrade

Photo 29 228+20 looking back. Note weakened subgrade at inside curve.

Photo 30: 233+00 looking ahead.

subgrade

Active edge loss

Photo 31: 234+40 looking back. Note active edge loss.

Photo 32: 235+75 looking ahead. Note edge loss.

Photo 33: 237+80 looking ahead. Note active edge loss.

Photo 34: 239+60 looking ahead. Note weakened subgrade inside curve.

Photo 35: 240+00 looking back. Note weakened subgrade condition at inside curve.

Photo 36: 241+00 looking ahead. Note fatigue failure.

subgrade

Fatigue failure

Photo 37: 250+00 looking back. Raveling rock cut that does not affect the road.

Photo 38: 278+00 looking ahead. Note weakened subgrade conditions at cutslope side.

Photo 39: 278+00 looking back. Note weakened subgrade conditions at cutslope side.

Photo 40: 280+00 looking back. Note weakened subgrade conditions at cutslope side.

subgrade

Photo 41: 281+78 look ahead. Interpreted imminent edge loss.

Photo 42: 284+00 looking back. Note imminent interpreted edge loss.

Imminent interpreted edge loss

Imminent interpreted edge loss

Photo 43: 287+10 looking ahead.

Photo 44: 287+10 looking ahead.

Photo 45: 304+40 looking ahead. Note active edge loss.

Photo 46: 317+50 looking ahead. Note interpreted imminent edge loss. 12”+ pavement thickness observed.

Active edge loss

Imminent

Photo 47: 318+00 looking back. Interpreted imminent edge loss. 12”+ pavement thickness observed.

Photo 48: 326+50 looking ahead. Interpreted imminent edge loss.

interpreted edge loss

Imminent

Photo 49: 328+00 looking back. Interpreted imminent edge loss.

Photo 50: 333+00 looking ahead. Weakened subgrade conditions. Raveling cutslope.

interpreted edge loss

Photo 51: 344+50 looking ahead.

Photo 52: 362+20 looking back. End project.

Photo 53: Government provided material source. Subrounded to rounded alluvial material.

Photo 54: Government provided material source. Subrounded to rounded alluvial material.

Photo 55: Government provided material source. Subrounded to rounded alluvial material.

Photo 56: Government provided material source. Processed aggregate stockpile.

Photo 57: Government provided material source. Processed aggregate stockpiles.

Photo 58: Government provided material source. Processed aggregate stockpiles.

Photo 59: Government provided material source location.

Attachment B

USCS Soil Classification System gINT Boring Logs

Laboratory Test Reports

A

A

SH

TO

M

-2 gINT Boring Logs

0.0 - 0.3

ASPHALT

0.3 - 1.3

AGGREGATE BASE:

Silty GRAVEL with sand (GM), angular gravel.

Laboratory Test Results:

Soil Classification:

USCS; Silty GRAVEL with sand

(GM)

AASHTO;

A-1-a(0)

SI-SA-GRAVEL

Atterberg Limits:

LL = NP

PI = NP

1.3 - 5.0 SUBGRADE: Clayey GRAVEL with sand, (GC)

Laboratory Test Results:

Soil Classification:

USCS; Clayey GRAVEL with sand

(GC)

AASHTO;

A-2-6(0)

SA-CL-GRAVEL

Atterberg Limits:

LL = 31

PI = 12

R Value Results:

R value = 32

MS- 1 (1.3-1.8) silty GRAVEL with sand; GM;

Subrounded to subangular gravel

MS- 2 (3.8-4.3) silty GRAVEL with sand; GM;

Subrounded to subangular gravel

MS- 3 (5.0-5.5) silty GRAVEL with sand; GM;

Subrounded to subangular gravel

Backfill: 4" asphalt cap on top of native backfill

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

All descriptions are field descriptions unless otherwise noted by laboratory test results.

MS1

MS2

MS3

September 30, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

September 30, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG01Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.75

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.21

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

LO

G

R A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

0.0 - 0.1

0.1 - 2.0

AGGREGATE BASE:

silty GRAVEL with sand, (GM), subangular to subrounded gravels, gravels up to 2"

2.0 - 5.0 SUBGRADE: silty GRAVEL with sand and cobbles, (GM), subrounded gravel and cobbles, (FILL)

MS- 1 (2.0-2.5) silty GRAVEL with sand and cobbles;

GM; (FILL)

MS- 2 (3.0-3.5) silty GRAVEL with sand and cobbles;

GM; (FILL)

MS- 3 (3.5-4.0) silty GRAVEL with sand and cobbles;

GM; (FILL)

Backfill: 4" asphalt cap on top of native backfill

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

When auger was pulled, hole collapsed. Unable to dig manually past 3.5'.

Last moisture sample at 3.5'.

All descriptions are field descriptions unless otherwise shown by laboratory test results.

MS1

MS2

MS3

September 30, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

September 30, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG02Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.75

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.22

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

ASHPALT

0.1 - 1.2

AGGREGATE BASE:

silty GRAVEL with sand, (GM), subrounded to rounded gravel

1.2 - 5.0 SUBGRADE: silty GRAVEL with sand and cobbles, (GM), subrounded to rounded gravels and cobbles, (FILL)

MS- 1 (1.2-1.7) silty GRAVEL with sand and cobbles;

GM; Subrounded to rounded gravels and cobbles;

Cobbles >5"; (FILL)

MS- 2 (3.7-4.2) silty GRAVEL with sand and cobbles;

GM; Subrounded to rounded gravels and cobbles;

Cobbles >5"; (FILL)

MS- 3 (5.0-5.5) silty GRAVEL with sand and cobbles;

GM; Subrounded to rounded gravels and cobbles;

Cobbles >5"; (FILL)

Backfill: 4" asphalt cap on top of native backfill

Very slow drilling throughout aggregate base and subgrade, difficult to distinguish transition from aggregate base to subgrade, larger gravels and cobbles in subgrade

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

All descriptions are field descriptions unless otherwise noted by laboratory test results.

MS1

MS2

MS3

September 30, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

September 30, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG03Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.76

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.23

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

0.0 - 0.2

0.2 - 1.3

AGGREGATE BASE:

Well-graded GRAVEL with silt and sand, (GW-GM), angular to subrounded gravel.

Laboratory Test Results:

Soil Classification:

USCS;

Well-graded GRAVEL with silt and sand

(GW-GM)

AASHTO;

A-1-a(0)

SI-SA-GRAVEL

Atterberg Limits:

LL = NP

PI = NP

1.3 - 5.0 SUBGRADE: Silty, clayey GRAVEL with sand, (GC-GM), subrounded to rounded, (FILL).

Laboratory Test Results:

Soil Classification:

USCS; Silty, clayey GRAVEL with sand (GC-GM)

AASHTO;

A-1-b(0)

SI-SA-GRAVEL

Atterberg Limits:

LL = 23

PI = 5

R Value Results:

R value = 64

MS- 1 (1.3-1.8) sitly GRAVEL with sand; GM;

Subrounded to rounded gravel; (FILL)

MS- 2 (3.3-3.8) sitly GRAVEL with sand; GM;

Subrounded to rounded gravel; (FILL)

MS- 3 (5.0-5.5) sitly GRAVEL with sand; GM;

Subrounded to rounded gravel; (FILL)

Backfill: 4" asphalt cap on top of native backfill

Very slow DR

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

All descriptions are field descriptions unless otherwise noted by laboratory test results.

MS1

MS2

MS3

September 30, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

September 30, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG04Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.76

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.23

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

0.1 - 1.3

AGGREGATE BASE:

silty SAND with gravel, (SM)

1.3 - 3.3 SUBGRADE: sandy SILT with gravel, (ML), subrounded gravel, brown

3.3 - 5.0 SUBGRADE: clayey SILT with some gravel, (ML), subrounded gravel, red

GS- 1 (1.3-1.8) sandy SILT with gravel; ML; Brown;

Organics present (dark color, wood); Subrounded gravel

GS- 2 (3.3-3.8) clayey SILT with gravel; ML-CL; Red;

Subrounded gravel

GS- 3 (5.0-5.5) clayey SILT with gravel; ML-CL; Red;

Subrounded gravel

Backfill: 4" asphalt cap on top of native backfill

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

All descriptions are field descriptions unless otherwise noted by laboratory test results.

GS1

GS2

GS3

September 30, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

September 30, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG05Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.76

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.24

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

0.3 - 1.2

AGGREGATE BASE:

silty GRAVEL, (GM), subrounded to rounded gravel

1.2 - 5.0 SUBGRADE: silty

GRAVEL, (GM),

alternating with gravelly SILT, (ML), angular gravel, (FILL)

MS- 1 (1.2-1.7) sitly GRAVEL; GM; Angular gravel;

(FILL)

MS- 2 (3.2-3.7) gravelly SILT; ML; Angular gravel; (FILL)

MS- 3 (5.0-5.5) sitly GRAVEL; GM; Angular gravel;

(FILL)

Backfill: 4" asphalt cap on top of native backfill

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

All descriptions are field descriptions unless otherwise noted by laboratory test results.

MS1

MS2

MS3

September 30, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

September 30, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG06Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.76

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.25

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

0.3 - 0.6

AGGREGATE BASE:

Clayey GRAVEL with sand, (GC), angular to subrounded gravel.

Laboratory Test Results:

Soil Classification:

USCS; Clayey GRAVEL with sand

(GC)

AASHTO;

A-2-4(0)

SI-SA-GRAVEL

Atterberg Limits:

LL = 28

PI = 8

0.6 - 3.0 SUBGRADE: Silty, clayey SAND with gravel (SC-SM), some cobbles, subangular to angular granite

(FILL).

Laboratory Test Results:

Soil Classification:

USCS; Silty, clayey SAND with gravel (SC-SM)

AASHTO;

A-2-4(0)

SI-SA-GRAVEL

Atterberg Limits:

LL = 25

PI = 6

R Value Results:

R value = 55

3.0 - 5.0

SUBGRADE:

GRANITE, moderately weathered

MS- 1 (0.6-1.1) sandy SILT with gravel and cobbles; ML;

Subangular to angular gravels; Granite gravels (FILL)

MS- 2 (2.5-3.0) sandy SILT with gravel and cobbles; ML;

Subangular to angular gravels; Granite gravels (FILL)

MS- 3 (4.5-5.0) GRANITE; Moderately Weathered

Backfill: 4" asphalt cap on top of native backfill

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

Refusal

All descriptions are field descriptions unless otherwise shown by laboratory test results.

MS1

MS2

MS3

September 30, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

September 30, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG07Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.77

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.26

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

0.2 - 0.6

AGGREGATE BASE:

silty GRAVEL, (GM), angular gravel to subangular gravel, fine gravel, gray

0.6 - 5.0

SUBGRADE:

alternating silty GRAVEL, (GM), and gravelly SILT, (ML), subangular to angular gravel, brown (FILL)

MS- 1 (0.6-1.0) silty GRAVEL; GM; Brown; Subangular to angular gravel (FILL)

MS- 2 (2.5-3.0) gravelly SILT; ML; Brown; Subangular to angular gravel (FILL)

MS- 3 (5.0-5.5) silty GRAVEL; GM; Brown; Subangular to angular gravel (FILL)

Backfill: 4" asphalt cap on top of native backfill

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

All descriptions are field descriptions unless otherwise noted by laboratory test results.

MS1

MS2

MS3

October 1, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

October 1, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG08Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.77

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.26

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

0.3 - 0.6

AGGREGATE BASE:

GRAVEL with silt, (GP-GM), angular gravel

0.6 - 1.6 SUBGRADE: Clayey GRAVEL with sand, (GC), subangular to subrounded gravel

(FILL).

Laboratory Test Results:

Soil Classification:

USCS; Clayey GRAVEL with sand

(GC)

AASHTO;

A-2-4(0)

SI-SA-GRAVEL

Atterberg Limits:

LL = 32

PI = 9

1.6 - 5.0 SUBGRADE: Silty SAND with gravel (SM) with wood, roots, organics.

Laboratory Test Results:

Soil Classification:

USCS; Silty SAND with gravel

(SM)

AASHTO;

A-2-4(0)

SA-SI-GRAVEL

Atterberg Limits:

LL = 33

PI = 5

R Value Results:

R value = 47

MS- 1 (0.6-1.1) silty GRAVEL; GM; Subangular to subrounded gravel; (FILL)

MS- 2 (2.5-3.0) organic SILT with gravel; ML-OL;

Red-brown; Wood, roots, organic smell

MS- 3 (5.0-5.5) organic SILT with gravel; ML-OL;

Red-brown; Wood, roots, organic smell

Backfill: 4" asphalt cap on top of native backfill

Ravine to east of hole likely source of organic soil

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

All descriptions are field descriptions unless otherwise noted by laboratory test results.

MS1

MS2

MS3

October 1, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

October 1, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG09Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.76

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.27

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK: Rock Name, Color, Weathering, Hardness, SOIL: Soil Name, USCS, Color, Plasticity, Unit Description

T es t T yp e, N o.

D ep th ft

Soil

D ri vi ng

R es is ta nc e

B ac kf il l/ In st ru m en ta ti on

G ra ph ic

L og

P er ce nt

N at ur al

M oi st ur e

P er ce nt

R ec ov er y

W at er L ev el

D at e

D ri ll in g M et ho ds , S iz e an d

R em ar ks

Rock

D is co nt in ui ty D at a

O r

R Q

D

O D

O T

D R

IL

L

A

N

IT

E H

IL

LH

IG

H

W A

Y S

G .G

P J

O D

O T

_M A

N .G

D T

/2

0/

0.2 - 0.5

AGGREGATE BASE:

silty GRAVEL with sand, (GM), subangular to angular gravel, coarse sand

0.5 - 1.5 SUBGRADE: silty

GRAVEL, (GM),

subangular to subrounded gravel

(FILL)

1.5 - 5.0

SUBGRADE:

GRANITE, slightly weathered to moderately weathered

MS- 1 (0.5-1.0) silty GRAVEL; GM; Subangular to subrounded gravel; (FILL)

MS- 2 (2.5-3.0) GRANITE; Slightly Weathered to Moderately weathered

MS- 3 (5.0-5.5) GRANITE; Slightly Weathered to Moderately weathered

Backfill: 4" asphalt cap on top of native backfill

Bulk samples of aggregate base and subgrade were collected throughout their thicknesses for laboratory testing.

All descriptions are field descriptions unless otherwise noted by laboratory test results.

MS1

MS2

MS3

October 1, 2014

Test Type

Granite Hill

CME 75

Start Date End Date

Purpose

County

Driller

October 1, 2014

DRILL LOG

OREGON DEPARTMENT OF TRANSPORTATION

Project

Highway

Hole Location

Equipment

Project Geologist

Typical Drilling AbbreviationsRock Abbreviations

GHH2014-SG10Hole No.

E.A. No.

Key No.

Start Card No.

Bridge No.

Ground Elev.

Tube Height5.0 ft

44.76

Drilling Remarks LW - Lost Water WR - Water Return WC - Water Color DP - Down Pressure DR - Drill Rate DA - Drill Action

Recorder

Total Depth

-118.27

Curtis Ehlers

Baker

Ed Duffy

Emerald Shirley

Granite Hill Highway

Shape Pl - Planar C - Curved U - Undulating St - Stepped Ir - Irregular

"A" - Auger Core "X" - Auger "C" - Core, Barrel Type "N" - Standard Penetration "U" - Undisturbed Sample "T" - Test Pit

Discontinuity J - Joint F - Fault B - Bedding Fo - Foliation S - Shear

Northing: Easting:

Page of1

Surface Roughness P - Polished Sl - Slickensided Sm - Smooth R - Rough VR - Very Rough

Drilling Methods WL - Wire Line HS - Hollow Stem Auger DF - Drill Fluid SA - Solid Auger CA - Casing Advancer HA - Hand Auger

Discontinuity Spacing, Joint Filling, Core Recovery, Formation Name.

Material Description

Moisture, Consistency/Relative Density, Texture, Cementation, Structure, Origin.

ROCK:…