GM 09-20 OR FS ERFO 2017(1)-18(6) Rogue River ERFO 2017 Final.pdf

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

610 E. Fifth Street Vancouver, WA 98661

DATE:

TO:

FROM:

SUBJECT:

June 8, 2020

Helen Oppenheimer Project Manager

Nicholas J. Farny Engineering Geologist

Nicole Garcia Geotechnical Specialist

Eric Lim Senior Geotechnical Engineer

Geotechnical Memo 09-20

Final Geotechnical Recommendations Rogue River Repairs 2017

OR FS ERFO 2017(1)-18(6)

INTRODUCTION

This memorandum provides the Western Federal Lands Highway Division’s (WFLHD) final geotechnical recommendations for the OR FS ERFO 2017(1)-18(6) Rogue River Repairs 2017 project. This project pertains to two landslides at Mile Post 13 and 20, approximately, on USFS Road 33 (Agness Rd) and to a washout at MP 19.75 on USFS Road 2308 (Burnt Ridge Rd) within the Rogue River Siskiyou National Forest. The damages at these locations were the result of a heavy rain event in 2017, and was subsequently reported to the Emergency Relief for Federally Owned (ERFO) Roads Program Manager for eligibility. At the request of the USFS, WFLHD provided technical assistance in preparation of the Damage Survey Report (DSR). WFLHD subsequently designed the repairs and will administer the construction contract on behalf of the

USFS.

As part of the geotechnical scope of work, Brian Collins (Sr. Geotechnical Engineer) performed a site visit and visual reconnaissance of the sites in February 2018. A subsurface investigation was also performed in August 2018, and a series a of subsequent site visits, visual inspections, and instrumentation readings were performed by Nicholas J. Farny (Engineering Geologist) from

Nicholas Farny for Nicole Garcia 6/8/2020

Nicholas Farny for Eric Lim 6/8/2020

September 2018 to September 2019. This memorandum contains a summary of our geotechnical observations and recommendations for design and construction.

PROJECT DESCRIPTION AND PREVIOUS REPAIRS

USFS Road 33 MP 13 Site

The primary cause of the damage at MP 13 is a landslide that has been documented as moving since at least 2003. During a heavy rain events, such as the 2017 event, the downhill movement accelerates due to increased pore water pressure in the subsurface (FLH, 2017a).

It is our understanding the roadway at MP 13 has been repaired several times due to past movement. According to plan sheets provided to WFLHD from Paul Posesta (US Forest Service), in 2003 a drainage trench approximately 16 feet deep and 6 wide was installed on the south side of the roadway at the location of the landslide (USFS, 2003).

In 2011 WFLHD delivered the Agness Road Reconstruction Phase 2 project, which was part of the American Recovery and Reinvestment Act (ARRA). During construction, a 3 foot thick deep patch spanning half the width of the roadway was installed (WFL, 2010).

The road started moving again in 2013. In 2014, WFLHD reconstructed the deep patch, extending it to 5.5 feet deep and expanding it to span the entire roadway width (WFLHD, 2014). With assistance from the Western Transportation Institute, a horizontal shape accel array (SAA) and several linear variable differential transformers (LVDTs) were installed inside the deep patch to monitor its performance.

USFS Road 33 MP 20 Site

The primary cause of the damage at MP 20 is a landslide that has been documented as moving since at least 2004. It is our understanding the roadway at MP 20 has been repaired several times due to past movement. The USFS provided plans and drill logs for a deep trench dated 2004, however this deep trench was not installed until 2011 as part of the Agness Road Reconstruction Phase 2 Project (WFLHD, 2010).

In 2012 the USFS reported that the site started to move again. At that time, the USFS installed a 2-foot thick deep patch. The site continued to move and the most recent repair was a 5-foot thick deep patch that extended the full width of the roadway (FLH, 2017b).

USFS Road 2308 MP 19.75 Site

The damage at MP 19.75 appears to be the result of erosion. Continual heavy rains oversaturated a very steep fill slope which lead to increased pore water pressure and a decrease in stability and subsequent failure. As a result of the fill slope failure, four feet of roadway width has been lost (FLH, 2017c)

GEOLOGY

A description of the mapped geology for each site is provided below. In general, the mapped geology agrees with the material encountered during the subsurface investigation. While there are numerous mapped faults in the area (Coleman, R.G., 1972), no active Quaternary faults are mapped in the immediate vicinity of the project sites (USGS, 2020).

The site is mapped as the Colebrooke Schist (Jc), which is described as light-gray to black phyllite and schist consisting mainly of quartz, chlorite, mica, albite, lawsonite, and epidote. Serpentinite (*sp), which is described as mostly sheared serpentinite with some areas of blocky serpentinite, is also mapped adjacent to this project area (Coleman, R.G., 1972).

USFS Road 33 MP 20 Site

Like the above site, this site is mapped as the Colebrooke Schist (Jc). The Dothan and Otter Point Formations (Jdo) are also mapped within the MP 20 site. Dothan consists of predominantly medium-grained indurated graywacke and interbedded black slaty shales with some red and green chert and minor amounts of submarine volcanic rocks. Otter Point is predominantly massive graywacke containing more volcanogenic debris and lesser amounts of interbedded shale.

Submarine volcanic rocks of basaltic and andesitic composition are more abundant than in the Dothan and does include some red and green chert and coarse-grained conglomerates. Serpentinite (*sp) as described above, is also mapped adjacent to this project area (Coleman, R.G., 1972).

USFS Road 2308 MP 19.75 Site

The site is mapped as the Umpqua Formation (Tu) and consists of basal conglomerate consisting of gabbro, diorite, and ultramafic debris. This formation grades upward into massive sandstone interbedded with dark shale (Coleman, R.G., 1972).

SITE CONDITIONS

The approximate site location is shown on the maps in Appendix A. The existing roadway is surfaced with asphalt pavement, has a general northwest-southeast trend at MP 13, and slopes gently to the west. The surrounding topography at the project site is steep and heavily forested and generally slopes to the northeast towards the Rogue River and its tributary Quosatana Creek.

The landslide (Figure 1), as observed in September 2019, is affecting approximately 245 feet of the roadway. Since the last repair of the site in 2014, the fill slope and portions of the roadway shoulder on the north side of the road have dropped up to approximately 10 feet exposing the deep patch along approximately 170 feet of the roadway (Figure 2). In certain areas, this exposed deep patch is currently being undermined by erosion.

The shoulder of the road in the failure area is currently only 2 to 5 feet wide in most areas, and for length of approximately 36 feet, the shoulder is completely gone (Figure 3). The landslide damage extends slightly past the existing fogline for a distance of approximately 6 feet (Figure 4). The underdrain for the wall is now sheared and the location of its drain pipe is unknown. A recent overlay of the asphalt pavement section was observed for approximately 285 lineal feet of roadway at the landslide location.

The headscarp of the landslide is interpreted to be located directly at the base of the existing roadway embankment. No recent landslide movement was observed uphill (southwest) of the roadway during the site visits and instrumentation monitoring in 2018 and 2019. Directly below the existing roadway embankment, the landslide is approximately 245 feet wide. The landslide extends from the roadway to the northeast towards Quosatana Creek. The interpreted toe of the landslide was observed to be approximately 260 feet northeast of the edge of the roadway (Figure 5).

USFS Road 33 MP 20 Site

The approximate site location is shown on the maps in Appendix A. The existing roadway is surfaced with asphalt pavement, has a general northeast-southwest trend at MP 20, and slopes gently to the west. The surrounding topography at the project site is steep and heavily forested and generally slopes to the northwest towards the Rogue River.

LEGEND

Figure 1. The approximate extent of the landslide at MP 13 of Agness Road and its major features.

Approximate extent of landslide

Location and direction of figure

Approximate direction of movement

Approximate extent of landslide headscarp

Approximate extent of landslide toe

Boring location

Figure 2. The failure at MP 13 of Agness Road. The fill slope along the roadway shoulder that was constructed in 2014 has completely dropped away, leaving behind the erosion control fabric which is now draped over the exposed portions of the deep patch. The view of the photo is southwest.

Figure 3. Photo showing the shoulder at MP 13 on Agness Rd. The view of the photo is to the southeast.

Figure 4. Close-up showing the dropped shoulder with damaged fog line on Agness Rd at MP 13. The view of the photo is to the southeast.

Figure 5. Deformation interpreted to be part of the landslide toe at Agness Road MP 13. The dashed line represents the approximate location of the landslide toe. The view of the photo is to the southwest.

Figure 6. Deformation interpreted to be the landslide side scarp at Agness Road MP 13. The dashed line represents the approximate location of the landslide side scarp. The view of the photo is to the southeast.

The landslide (Figure 7), as observed in May 2019, was affecting approximately 90 feet of the roadway (Figure 8). The asphalt pavement was fractured at the roadway centerline (See Figure 9) and had settled 2 to 5 inches in the southbound lane and shoulder. Sometime between the May 2019 and September 2019 site visits, this area of settled asphalt was overlaid with new asphalt.

The headscarp of the landslide is interpreted to be located approximately 90 feet to 115 southeast of the southern edge of the roadway along a clear cut associated with a transmission line (Figure 10). The interpreted toe of the landslide was observed to be approximately 20 to 30 feet north of the northern edge of the roadway (Figure 11).

USFS Road 2308 MP 19.75 Site

The approximate site location is shown on the maps in Appendix A. The existing roadway is surfaced with gravel, has a general west-east trend and slopes gently to the west. The surrounding topography at the project site is steep and heavily forested and generally slopes to the south.

At the time of the September 2019 site visit, the failure, which is on the south side of the road, was approximately 110 feet long, extended approximately 7 to 8 feet below the roadway elevation, and impacted approximately 5 feet of the traveled way (Figures 12 and 13).

LEGEND

Figure 7. The approximate extent of the landslide at MP 20 of Agness Road and its major features.

Approximate extent of landslide

Location and direction of figure

Approximate direction of movement

Approximate extent of landslide headscarp

Approximate extent of landslide toe

Boring location

Figure 8. The pavement deformation and subsidence associated with the active landslide at MP 20 of Agness Road.

The dashed lines represent the approximate location of the landslide side scarps. The view of the photo is to the southwest.

Figure 9. The pavement deformation at the roadway centerline at MP 20 of Agness Road. The dashed line represents the approximate location of the landslide side scarp. The view of the photo is to the southwest.

Figure 10. The topography in the vicinity of the headscarp of the Agness Road MP 20 landslide. Note the tilted trees.

The view of the photo is to the southwest.

Figure 11. The topography in the vicinity of the toe of the active landslide at MP 20 of Agness Road. Note the tilted trees. The view of the photo is to the northeast.

Figure 12. The roadway failure at FS 2308 MP 19.75. The view is to the east.

Figure 13. The roadway failure at FS 2308 MP 19.75. The view is to the west.

SUBSURFACE INVESTIGATION AND CONDITIONS

Eight borings (designated RR18-01 to RR18-08) were advanced to investigate the subsurface conditions at the project sites. Boring location maps are shown in Appendix A and boring logs are contained in Appendix B. Laboratory testing was performed on select soil samples obtained during the subsurface investigation, and the results of the laboratory testing are presented on the boring logs and in Appendix C.

Vibrating wire piezometers (VWPs) and slope inclinometer pipes were installed in borings RR18- 01 to 05. These instruments were read over a period of approximately one year from September 2018 to September 2019, and the results are charted in Appendix D and Appendix E. The precipitation data plotted with the VWPs is from the Gold Beach, Oregon weather station.

Three subsurface borings were completed at this site, designated RR18-01 to RR18-03. These borings were advanced to total depths ranging from 70 to 80 feet below the ground surface (bgs).

Asphalt and material interpreted to be fill were encountered in boring RR18-02. The asphalt is approximately 5 inches thick, and the underlying fill extends to a depth of 5 feet bgs. The fill is comprised of a silty gravel with sand, and is medium dense in terms of density. This is interpreted to be part of the existing deep patch.

Native soils interpreted to be silty to clayey gravel with sand were encountered in all borings either at the ground surface or below the fill materials to depths of 2.5 to 10 feet bgs. The native soils are loose to medium dense in density.

The native soils are underlain by extremely weak to medium strong (R0-R3) Serpentinite and Schist rock that is often weathered to a residual soil. Samples of the residual soil/rock that were subjected to laboratory testing classified as silty sand (SM); silty sand with gravel (SM); silty gravel with sand (GM); and silty, clayey sand with gravel (SC-SM).

A moderately shallow water table exists at the top of the Schist rock. The water table was encountered during the subsurface investigation at depths of 6.4 feet, 20.5 feet, and 8.6 feet in borings RR18-01, RR18-02, and RR18-03, respectively. The VWP data plots indicate that the ground water depth at the last reading in September 2019 was approximately 5 feet, 16 feet, and 7 feet in boreholes RR18-01, RR18-02, and RR18-03, respectively.

The slope inclinometer plots of RR18-01 shows no measurable movement. However, RR18-02 shows a slight deflection in the upper 14 feet starting in May of 2019. This is interpreted as subsurface deformation in the roadway along the northern shoulder as the result of undermining of the existing deep patch.

RR18-03 shows no deflection from September 2018 to November 2018. Starting in January 2019, a slight deflection was recorded in the upper 24 feet. The rate of movement accelerated after January 2019, with over 1.5 inches of total deflection occurring from January 2019 to May of 2019. Only very slight movement occurred between May and September of 2019. The movement in RR18-03 appears to be correlated with rain events in the winter and spring and corresponding water table rise.

USFS Road 33 MP 20 Site

Two subsurface borings were completed at this site, designated RR18-04 and RR18-05. Borings were advanced to a total depth of 50 to 60 feet bgs.

A layer of asphalt was encountered in boring RR18-05, and is approximately 4 inches thick.

Materials interpreted to be fill were encountered in both borings from the ground surface or below the asphalt layer to depths of 7 to 7.5 feet bgs. The fill material is comprised of silty gravel with sand and is loose to medium dense in density. Fragments of geogrid from the existing deep patch were also recovered in some samples.

The fill materials are underlain by native soils in boring RR18-05. The native soils are comprised of a clayey gravel that is loose to medium dense in density.

Rock was encountered in both borings below the fill and/or native soils. The rock is comprised of extremely weak to medium strong rock (R0-R3) Schist that is often weathered to a residual soil.

In RR18-05 the water table was recorded at depth 35.5 feet bgs during the subsurface investigation.

No water table was encountered in RR18-04. The VWP data plots show that the ground water depth at the last reading in September 2019 was at 47 feet and 45 feet in boreholes RR18-04, and RR18-05, respectively.

The slope inclinometer plots for both borings show no deflection from September 2018 to March 2019. However, from March 2019 to September 2019, deflections of up to 1.75 inches and 4.75 were observed in borings RR18-04 and RR18-05, respectively, with the greatest movement occurring between January 2019 and March 2019. Movement is concentrated in the upper 14 feet in RR18-04 and upper 18 feet in RR18-05. The movement appears to be correlated with rain events in the winter and spring and corresponding water table rise.

USFS Road 2308 MP 19.75 Site

Three subsurface borings were completed at this site, designated RR18-06 to RR18-08. Borings were advanced to a total depth of 25 feet bgs.

Asphalt was encountered in borings RR18-07 and 08. The asphalt layer was approximately 2 inches thick.

Soil interpreted to be fill was encountered in all borings either below the asphalt layer or at the ground surface. The fill extends to depths ranging from 0.3 to 0.7 feet bgs and is comprised of silty gravel with sand.

In all borings, rock was encountered below the fill materials. The rock is comprised of an extremely weak to medium strong (R0 to R3) Sandstone and/or Conglomerate that is often weathered to a residual soil. Samples of the residual soils that were subjected to laboratory testing classified as clayey gravel with sand (GC) and silty sand with gravel (SM).

Groundwater was not encountered in any of the borings during the subsurface investigation.

SLOPE STABILITY ANALYSIS

Slope stability analyses were performed using the RocScience Slide 2019 software to evaluate the existing conditions of the landslides at FS 33 MP 13 and MP 20. A general back-analysis of these landslides was conducted utilizing available subsurface information gathered from the borings and instrumentation data and from site observations of the landslides. These back-analyses were utilized to determine soil and rock strength parameters and possible landslide subsurface geometry for the design of long-term solutions. The slope stability analysis models and results are presented in Appendix F.

DESIGN RECOMMENDATIONS

The repairs for these sites will consist of a reconstructing the existing roadway alignment using soldier pile retaining walls at FS 33 MP 13 and MP 20 and a mechanically stabilized earth (MSE) wall at FS 2308 MP 19.75.

Our understanding is that there will be minimal cut and fill slopes associated with the repairs. To maintain stability, we recommend that cut and fill slope angles be limited to a maximum of 1V:2H.

MSE Wall Design

The MSE wall for the FS 2038 MP 19.75 site will utilize cellular confinement system, or geocells, for facing elements stepped back for an effective batter of 2V:1H. The geocell units used for wall applications are typically 6 inches in height with 3 rows of cells. The front cell is typically filled with topsoil to allow for the growth of vegetation and the two rear cells are filled with aggregate, such as select granular backfill. Reinforcement geosynthetics, such as geotextiles and geogrids, are used for reinforcement within the soil mass.

The design software MSEW 3.0 by ADAMA Engineering, Inc. was used to perform internal and external stability calculations of the MSE wall as a geosynthetic reinforced structure, while Slide 2019 software by RocScience was used to perform global stability of the MSE wall. The soil parameters used for design of the MSE wall in MSEW 3.0 are summarized in Table below, and the results of the MSEW 3.0 analyses are included in Appendix G. Results of the Slide 2019 global stability analysis are included in Appendix H.

Table 1. MSEW 3.0 MSE Wall Soil Parameters

Material Friction Angle

(degrees)

Cohesion

(lb/ft2)

Unit Weight

(lb/ft3)

Reinforced Fill 34 0 125

Retained Soils 32 0 125

Foundation Soils 36 0 120

A 1V:2H foreslope was assumed in the model. Traffic loads were simulated as a 250 psf live load uniform surcharge. A maximum 8-foot tall wall was modeled with a 2-foot wide (minimum) 1V:3H backslope to a flat roadway surface.

The 2V:1H face batter results in an effective face angle of 63 degrees from horizontal. Technically, structures with face batters steeper than 70 degrees from horizontal are typically classified as walls, and structures with face angles less than 70 degrees are typically classified as reinforced soil slopes

(RSS). We have chosen to call this structure a MSE wall to be consistent with the project development, pay items, and common use of the term “wall” for steeper reinforced soils structures.

Soldier Pile Retaining Wall Design

Based on the geotechnical investigation, we recommend soldier pile walls at FS 33 MP 13 and MP

20. Initially, we were going to design these as cantilever walls due to the limited height of the existing roadway. However, after analyses of the instrumentation data and boring information, the depth of the slide plane was much lower than anticipated and the resulting retained height would be greater than typical cantilever retaining wall heights. Furthermore, the higher loads due to the weak slide soils and ground in front of the wall continuing to slide away from the wall base resulted in the need for greater lateral resistance. Based on suggestions from industry shoring engineers, it may be more cost effective to use a tieback anchor instead of an excessively strong and deep cantilever steel section due to the higher risk of slow shaft drilling in rock. Criteria for structural design of the soldier piles and tiebacks have been provided to the Structures group in Geotechnical Memo GM 8-20, revision dated March 13, 2020.

CONSTRUCTION CONSIDERATIONS

The requirements of the Standard Specifications for Construction of Roads and Bridges on Federal

Highway Projects (FP-14) will apply to these projects. FP-14 should be amended with Special Contract Requirements (SCRs) using the following SCRs from the Library of Specifications (LOS) for geotechnical considerations. Additional SCR language will be provided for geotechnical design elements as needed.

• 201 – Clearing and Grubbing

• 204 – Excavation and Embankment

• 207 – Earthwork Geosynthetics

• 255 – Mechanically Stabilized Earth Walls

• 629 – Rolled Erosion Control Products and Cellular Confinement Systems

Bedrock will be encountered at these sites based on site observations and the geologic mapping.

The contractor should be prepared to use large excavators with rock teeth, bulldozers with ripping shanks, and/or hydraulic breakers (e.g., hoe-rams) to remove boulders and excavate into the rock as required by the design and specifications. Temporary slope cuts will be the responsibility of the contractor and depend on the soil and rock conditions encountered.

The contractor should also control surface water to prevent directing runoff into the construction site and the failed areas. The use of temporary diversion berms and/or trenches, erosion control best management practices (BMPs), and staged construction methods could be utilized as needed and determined by the contractor.

LIMITATIONS

This memo has been prepared to assist WFLHD with the engineering design and evaluating constructability of Rogue River Repairs 2017 OR FS ERFO 2017(1)-18(6). It should not be used, in part or in whole for other purposes without contacting the WFL Geotechnical Section for a review of the applicability of such reuse. These data are not to be used for other purposes.

The conclusions and recommendations contained in this report are based on WFL’s Geotechnical Section’s understanding of the project at the time that the report was written and onsite conditions that existed at time of the field observations and subsurface exploration. If significant changes to the nature, configuration, or scope of the project occur during the construction phase of the work, the Geotechnical Section should be consulted to determine the impact of such changes on the final geotechnical design recommendations and conclusions presented in this report.

Subsurface exploration and associated laboratory testing describes subsurface conditions only at the sites of subsurface exploration and at the intervals where samples are collected. These data are interpreted by members of the WFL Geotechnical Section, who then render a professional geotechnical opinion regarding the general subsurface conditions. The distribution, continuity, thickness, and characteristics of identified (and unidentified) subsurface materials may vary considerably from that indicated by the subsurface data. In addition, the observed water levels and/or conditions indicated on the test boring logs are recorded at the time of the exploration. The water levels and/or conditions may vary considerably, with time, according to the climate, rainfall, and other factors and are otherwise dependent on the duration of, and methods used in, and interpretations made from the subsurface exploration program.

This report should be made available to prospective contractors for their information, or as factual data only, and not as a warranty of ground conditions.

CLOSING

Please contact Nicholas Farny at 360-619-7670 or nicholas.farny@dot.gov with any questions regarding this memorandum.

CC: Thinh Phan, Highway Designer Holly Weiss-Racine, Acting Geotechnical Functional Manager

Geotechnical File

Attachments: Appendix A: Site, Vicinity, and Boring Location Maps

Appendix B: Soil and Rock Descriptive Terminology Boring Log Legend

Boring Logs Appendix C: Laboratory Testing Results

Appendix D: Vibrating Wire Piezometer Graphs Appendix E: Slope Inclinometer Graphs Appendix F: Slope Stability Models Appendix G: MSE Wall MSEW 3.0 Results Appendix H: MSE Wall Global Stability Results

REFERENCES

Coleman, R.G., 1972, Colebrooke Schist of southwestern Oregon and its relation to the tectonic evolution of the region: U.S. Geological Survey, Bulletin 1339, scale 1:125,000.

Federal Lands Highway, FP-14, Standard Specifications for Construction of Roads and

Bridges on Federal Highway Projects, U.S. Department of Transportation, Federal Highway Administration.

FLH, 2017a, Damage Survey Report No. 0610-33-13 Disaster Number OR 2017-1 FS, FHWA.

FLH, 2017b, Damage Survey Report No. 0610-33-20.1 Disaster Number OR 2017-1 FS, FHWA.

FLH, 2017c, Damage Survey Report No. 0610-2308-19.75 Disaster Number OR 2017-1

FS, FHWA.

mailto:Eric.Lim@dot.gov

Geotechnical Memorandum GM 8-20, 2020, Lateral Earth Pressures on Soldier Pile Walls, OR FS ERFO 2017(1)-18(6), prepared by the WFLHD Geotechnical Section.

USFS, 2003, Road 33 M.P. 13.05 - Plan and Back Views Trench Layout General Notes, Road 33 M.P. 13.05 - Typical Trench Detail and Outlet Pipe at Sta. 0.060, US Department of Agriculture, Siskiyou National Forest, The Pacific Northwest Region, Sheets 28A and 30A.

USFS, 2004, Road 33 M.P. 20.31 - Plan and Back Views Trench Layout General Notes, Road 33 M.P. 20.31 - Road Template Details, US Department of Agriculture, Siskiyou National Forest, The Pacific Northwest Region.

USGS, 2020, Quaternary fault and fold database for the United States, accessed January 7, 2020 from USGS site: http//earthquake.usgs.gov/hazards/qfaults/

WFLHD, 2010, OR FS ARRA FDR 33(4) Agness Road Reconstruction Phase 2, FHWA, US Department of Transportation.

WFLHD, 2014, OR FS ERFO 121-19102 Agness Road Slide Repair MP 13.2, FHWA, US Department of Transportation.

APPENDIX A

Site, Vicinity, and Boring Location Maps

Site and Vicinity Map Figure A.1

Legend

Populated Place

Site Location

9 mi

N

N© 2019 Google

© 2019 Google

© 2019 Google

Image © 2020 TerraMetrics

Image © 2020 TerraMetrics

Image © 2020 TerraMetrics

Data SIO, NOAA, U.S. Navy, NGA, GEBCO

Data SIO, NOAA, U.S. Navy, NGA, GEBCO

Data SIO, NOAA, U.S. Navy, NGA, GEBCO

Boring Location Map USFS Road 33 MP 13 Figure A.2

Legend

Boring Location

200 ft

N

N © 2019 Google

© 2019 Google

USFS Road 33 MP 20 Figure A.3

Legend

Boring Location

100 ft N

N © 2020 Google

© 2020 Google

© 2020 Google

USFS Road 2308 MP 19.75 Figure A.4

Legend

Boring Location

100 ft

N

N © 2019 Google

APPENDIX B

Soil and Rock Descriptive Terminology

Boring Log Legend

Boring Logs

10/04/2018

SOIL CLASSIFICATION CHART

Criteria for Assigning Group Symbols and Group Name Using Laboratory TestsA Group

Symbol Group NameB

COARSE-GRAINED

SOILS

More than 50% retained on No. 200 Sieve

GRAVELS

More than 50% of coarse fraction retained on No. 4 Sieve

Clean GRAVELS Less than 5% fines E

Cu ≥ 4 and 1 ≤ Cc ≤ 3C GW Well-graded GRAVEL D

Cu < 4 and/or 1 > Cc > 3 C GP Poorly-graded GRAVEL D

GRAVELS with fines More than 12% fines E

Fines classify as ML or MH GM Silty GRAVEL D,F Fines classify as CL or CH GC Clayey GRAVEL D,F

SANDS

Less than 50% retained on No. 4 Sieve

Clean SANDS Less than 5% fines I

Cu ≥ 6 and 1 ≤ Cc ≤ 3 C SW Well-graded SAND H

Cu < 6 and/or 1 > Cc > 3 C SP Poorly-graded SAND H

SANDS with fines More than 12% fines I

Fines classify as ML or MH SM Silty SAND F,H Fines classify as CL or CH SC Clayey SAND F,H

FINE-GRAINED

SOILS

50% or more passes the No. 200 Sieve

SILTS and CLAYS Liquid limit less than 50

Inorganic PI > 7 and plots on or above the “A” line J CL Lean CLAY K,L,M PI < 4 or plots below “A” line J ML SILT K,L,M

Organic Liquid limit – oven dried Liquid limit – not dried < 0.75 OL Organic CLAY K,L,M,N

Organic SILT K,L,M,O

SILTY and CLAYS Liquid limit 50 or more

Inorganic PI plots on or above “A” line CH Fat CLAY K,L,M PI plots below “A” line MH Elastic SILT K,L,M

Organic Liquid limit – oven dried Liquid limit – not dried < 0.75 OH Organic CLAY K,L,M,P

Organic SILT K,L,M,Q

HIGHLY ORGANIC

SOILS

Primarily organic matter, dark in color, and organic odor PT PEAT A Based on material passing the 3-inch sieve.

B If field sample contains cobbles or boulders, add “with cobbles” or “boulders” or both, to group name.

C Cu = D60/D10 Cc = (D30)2 / (D10 x D60) D If soil contains ≥15% sand, add “with sand” to group name.

E Gravels with 5 to 12% fines require dual symbols:

GW-GM well-graded GRAVEL with silt GW-GC well-graded GRAVEL with clay GP-GM poorly-graded GRAVEL with silt GP-GC poorly-graded GRAVEL with clay

F If fines classify as CL-ML, use dual symbol GC-GM or SC-SM G If fines are organic, add “with organic fines” to group name.

H If soil contains ≥15% gravel, add “with gravel” to group name.

I Sand with 5 to 12% fines require dual symbols:

SW-SM well-graded SAND with silt SW-SC well-graded SAND with clay SP-SM poorly-graded SAND with silt SP-SC poorly-graded SAND with clay J If Atterberg limits plot in hatched area, soil is a CL-ML, silty

CLAY.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel”, whichever is predominant.

L If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to beginning of group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to beginning of group name.

N PI ≥ 4 and plots on or above “A” line.

O PI < 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

APPARENT DENSITY OF COARSE-

GRAINED SOIL

SPT N-value (blows per foot) Apparent Density

0 to 4 Very Loose

5 to 10 Loose

11 to 30 Medium Dense

31 to 50 Dense

> 50 Very Dense

CONSISTENCY OF

FINE-GRAINED SOIL

SPT N-value (blows per foot)

Consistency

0 to 1 Very Soft

2 to 4 Soft

5 to 8 Firm

9 to 15 Stiff

16 to 30 Very Stiff

> 30 Hard

SOIL STRUCTURE TERMS

Stratified Alternating layers of varying material or color with layers > 1/4 inch (6 mm), note thickness and inclination.

Laminated(1) Alternating layers of varying material or color with layers < 1/4 inch (6 mm), note thickness and inclination.

Fissured(1) Breaks along definite planes of fracture with little resistance to fracturing.

Slickensided(1) Fracture planes appear polished or glossy, sometimes striated.

Blocky(1) Cohesive soil that can be broken down into smaller angular lumps which resists further breakdown.

Disrupted Soil structure is broken and mixed. Infers that material has moved substantially -landslide debris.

Homogeneous Same color and appearance throughout.

Lensed Inclusion of small pockets of different soil, such as small lenses of sand scattered through a mass of clay; < 1/4 inch (6 mm) note thickness.

(1) Do not use laminated, fissured, slickensided, or blocky for coarse-grained soils.

Descriptive Terminology for Boring Logs

Field descriptions of borings are based on the FLH Soil and Rock Description and Identification Guidelines that generally follow the Visual-Manual Procedure (ASTM D 2488). The soil classifications shown on the boring logs are based on laboratory tests (ASTM D 2487) when the two-letter group symbol follows the group name in parenthesis.

Standard Penetration Test (SPT): the SPT consists of driving a 2 in (50 mm) O.D. split barrel sampler a depth of 18 in (450 mm) or 24 in (600 mm) using a 140 lb (63.6 kg) hammer with a 30 in (750 mm) drop. The blow count is the number of blows recorded for each 6 inch (50 mm) increment.

The N-value is the total number of blows for the second and third increments. Note that the N-values shown on the boring logs do not include any corrections for non-standard sampler size, hammers, drill rods, etc.

ANGULARITY OF

COARSE-GRAINED SOILS

Angular

Sharp edges and relatively plane sides with unpolished surfaces

Subangular

Similar to angular description, but with rounded edges

Subrounded

Nearly plane sides, but will have well-rounded corners and edges.

Rounded

Smoothly curved sides and no edges

PARTICLE SIZE OF COARSE-GRAINED SOILS

Component Grain Size Limits

Boulders > 12” (> 300 mm)

Cobbles 3 – 12” (75 – 300 mm)

Coarse Gravel 3/4 - 3" (19 - 75 mm)

Fine Gravel #4 Sieve - 3/4" (4.75 - 19 mm)

Coarse Sand #10 - #4 Sieve (2.00 - 4.75 mm)

Medium Sand #40 - #10 Sieve (0.425 - 2.00 mm)

Fine Sand #200 - #40 Sieve (0.075 - 0.425 mm)

10/04/2018

GRAIN/CRYSTAL SIZE FOR ROCKS (MODIFIED AFTER WENTWORTH, 1972)

Grain Size Description Criteria

Less than 0.003 inches

(<0.075 mm) Very fine grained Cannot be distinguished by unaided eye. Few to no mineral grains are visible with a hand lens.

0.003 to 0.02 inches (0.075 to 0.425 mm) Fine grained

Few grain/crystal boundaries are visible; grains can be distinguished with difficulty by the unaided eye but can be somewhat distinguished by hand lens.

0.02 to 0.08 inches (0.425 to 2 mm) Medium grained Most grain/crystal boundaries are visible; grains distinguishable by eye and with the aid of a hand lens.

0.08 to 0.2 inches

(2 to 4.75 mm) Coarse grained Grain/crystal boundaries are visible; grains distinguishable with the naked eye and hand lens.

Greater than 0.2 inches

(>4.75 mm)

Very coarse grained

Grain/crystal boundaries are Clearly visible; grains are distinguishable with the naked eye.

GRAIN SHAPE (FOR SEDIMENTARY ROCKS)

Description Characteristic

Angular Showing very little evidence of wear. Grain edges and corners are sharp. Secondary corners are numerous and sharp.

Subangular

Showing definite effects of wear. Grain edges and corners are slightly rounded off. Secondary corners are slightly less numerous and slightly less sharp than in angular grains.

Subrounded Showing considerable wear. Grain edges and corners are rounded to smooth curves. Secondary corners are reduced greatly in number and highly rounded.

Rounded Showing extreme wear. Grain edges and corners are smoothed off the broad curves. Secondary corner are few in number and rounded.

Well-rounded Completely worn. Grain edges or corners are not present. No secondary edges or corners are present. DEGREE OF WEATHERING

Term Description Grade

Fresh No visible sign of rock material weathering; slight discoloration on major discontinuity surface is possible. I

Slightly Weathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All rock material may be discolored by weathering and the external surface may be somewhat weaker than in its fresh condition.

II

Moderately Weathered

Less than half the rock material is decomposed and/or disintegrated to a soil.

Fresh or discolored rock is present either as a discontinuous framework or as corestones. A minimum 2-inch (50 mm) diameter sample cannot be broken readily by hand across the rock fabric.

III

Highly Weathered

More than half of the rock is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones.

A minimum 2-inch (50 mm) diameter sample can be broken readily by hand across the rock fabric.

IV

Completely Weathered

All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. Material can be granulated by hand. If rock is considered to be completely weathered, use FLH Soil Description and Identification Guidelines to describe the residual soil material.

V

Residual Soil

All rock material is converted to soil. The mass structure and material fabric are destroyed but the apparent structure remains intact. There may be a large change in volume, but the soil has not been significantly transported. Material can be easily broken-down by hand. If rock is considered to be completely weathered, use FLH Soil Description and Identification Guidelines to describe the residual soil material.

VI

RELATIVE STRENGTH OF SOIL INFILLING (ISRM, 1978 & 1981)

Grade Description Field Identification

Approximate Uniaxial

Compressive Strength

S1 Very Soft Easily penetrated several inches by fist

<3.5 psi (<25 kPa)

S2 Soft Easily penetrated severl inches by thumb

3.5 - 7 psi (25 - 50 kPa)

S3 Firm

Can be penetrated several inches by thumb with moderate effort

7 - 14.5 psi (50 - 100 kPa)

S4 Stiff

Readily indented by thumb but penetrated only with great effort

14.5 - 36 psi (100 - 250 kPa)

S5 Very Stiff Readily indented by thumbnail

36 - 72.5 psi (250 - 500 kPa)

S6 Hard Indented with difficulty by thumbnail

>72 psi (>500 kPa)

RELATIVE STRENGTH OF INTACT ROCK SPECIMENS (ISRM, 1978 &1981)

Grade Description Field Indentificaiton Approximate Uniaxial Compressive Strength

R0 Extremely Weak Rock Specimen can be indented by thumbnail 35 - 150 psi

(250 - 1,000 kPa)

R1 Very Weak Rock

Specimen crumbles under sharp blow with point of geological hammer, and can be peeled with a pocket knife.

150 - 725 psi (1,000 - 5,000 kPa)

R2 Weak Rock Shallow cuts or scrapes can be made in a specimen with a pocket knife. A firm blow with a geological hammer point creates shallow indents.

725 - 3,500 psi (5,000 - 25,000 kPa)

R3 Medium Strong Rock

Specimen cannot be scraped or cut with a pocket knife.

Specimen can be fractured with a single firm blow with a geologic hammer point.

3,500 - 7,250 psi (25,000 - 50,000 kPa)

R4 Strong Rock Specimen requires more than one firm blow of the geologic hammer point to fracture.

7,250 - 14,500 psi (50,000 - 100,000 kPa)

R5 Very Strong Rock

Specimen requires many firm blows from the hammer end of the geologic hammer to fracture.

14,500 - 36,250 psi (100,000 - 250,000 kPa)

R6 Extremely Strong Rock

Specimen can only be chipped with firm blows from the hammer end of the geologic hammer.

>36,250 psi (>250,000 kPa)

JRC RANGES (ISRM, 1978 &1981)

DISCONTINUITY CONDITION (ISRM, 1978, 1981)

Condition Description

Excellent Condition

Very rough surfaces, no separation, hard discontinuity wall (>R2).

Good Condition

Slightly rough surfaces, separation less than ~0.04 inches (1 mm), hard discontinuity wall (>R2).

Fair Condition

Slightly rough surface, separation greater than ~0.04 inches (1 mm), soft discontinuity wall (<R3).

Poor Condition

Slickensided surfaces, or soft gouge less than ~0.2 inches (5 mm) thick, or open discontinuities between ~0.4 and 0.2 inches (1 to 5 mm).

Very Poor Condition

Soft gouge greater than ~0.2 inches (5 mm), or open discontinuities greater than ~0.2 inches (5 mm).

DISCONTINUITY SPACING (INCLUDES

JOINTS/FRACTURES, BEDDING, AND FAULTS

Description Spacing of Discontinuity

Extremely Widely Spaced

>20 feet (>6 m)

Very Widely Spaced

~6 to 20 feet (2 to 6 m)

Widely Spaced ~2 to 6 feet (600 mm to 2 m)

Moderately Spaced

~8 inches to 2 feet (200 to 600 mm)

Closely Spaced ~2 to 8 inches (60 to 200 mm)

Very Closely Spaced

~3/4 to 2 inches (20 to 60 mm)

Extremely Closely Spaced

<3/4 inches (<20 mm)

𝑅𝑅𝑅𝑅𝑅𝑅 (%) =

𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝑆𝑆𝑜𝑜𝑆𝑆𝐿𝐿𝑆𝑆 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑖𝑖𝐿𝐿 𝑝𝑝𝑖𝑖𝐿𝐿𝑝𝑝𝐿𝐿𝑝𝑝 > 4 𝑖𝑖𝐿𝐿𝑝𝑝ℎ𝐿𝐿𝑝𝑝 (100 𝑚𝑚𝑚𝑚)

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝑆𝑆𝐿𝐿

𝑥𝑥 100

𝐹𝐹𝐹𝐹 =

𝑁𝑁𝑆𝑆𝑚𝑚𝑁𝑁𝐿𝐿𝐶𝐶 𝑜𝑜𝑜𝑜 𝐿𝐿𝑇𝑇𝐿𝐿𝑆𝑆𝐶𝐶𝑇𝑇𝑇𝑇 𝑜𝑜𝐶𝐶𝑇𝑇𝑝𝑝𝐿𝐿𝑆𝑆𝐶𝐶𝐿𝐿𝑝𝑝

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝑇𝑇𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝑝𝑝𝑜𝑜𝐶𝐶𝐿𝐿 𝐶𝐶𝐿𝐿𝑝𝑝𝑜𝑜𝑟𝑟𝐿𝐿𝐶𝐶𝐿𝐿𝑆𝑆 (𝑜𝑜𝐿𝐿𝐿𝐿𝐿𝐿)

𝐶𝐶𝑅𝑅 (%) = �

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝐿𝐿𝑝𝑝𝑜𝑜𝑟𝑟𝐿𝐿𝐶𝐶𝐿𝐿𝑆𝑆

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝑆𝑆𝐿𝐿 𝑅𝑅𝐶𝐶𝑖𝑖𝑇𝑇𝑇𝑇𝐿𝐿𝑆𝑆

� ∗ 100

Project Name: Rogue River Repairs 2017 Project Location: Rogue River-Siskiyou National Forest, OR

Fracture Frequency (fractures per foot) Percent Passing No. 200 Sieve Liquid Limit (%) Non-Plastic Plastic Limit (%) Pocket Penetrometer Reading Rock Core Recovery Rock Quality Designation Specific Gravity Unconfined Compressive Strength Vibrating Wire Piezometer Water Content (%)

BORING LOG LEGEND

DRILLING METHOD SYMBOLS

SAMPLE TYPE SYMBOLS

Rock Core Standard Penetration Test (2" OD)

2.5" OD Split Spoon 3" OD Split Spoon

Shelby Tube

Core Hollow Stem Auger

ABBREVIATIONS

FF

Fines

LL

NP

PL

PP

Rec

RQD

SG

UC

VWP

WC

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

B O

R

IN

G L

O G

L E

G E

N D

F

H W

A _D

A T

A T

E M

P

LA

T E

_2

3.

G

D T

0/

/1

9:

C :\P

W -W

O R

K \D

9\

R O

G U

E R

IV

E

R E

R F

O .G

P J

2-3-2 (13" = 72%)

2-1-2 (9" = 50%)

48-35-50/5" (17" = 100%)

50/6" (6" = 102%)

5-8-13 (16" = 89%)

9-11-9 (18" = 100%)

S-1

S-2

S-3

S-4

S-5

S-6

Silty GRAVEL with sand, blue to gray, moist.

El. 138.5 ft 2.5 ft Gravelly lean CLAY, soft to firm, dark gray, moist to wet, residual soil. Rock is SCHIST, completely weathered, extremely weak rock (R0).

El. 134 ft 7 ft Gravelly SILT with sand, dark gray, very fine grained, wet, residual soil. Rock is SCHIST, highly weathered, extremely to very weak rock (R0-R1), quartz veins.

At 11.0', drilling resistance decreases.

At 15.5', quartz with calcite, strong HCl reaction.

Groundwater Depth:

While Drilling: --- At Completion: 6.4 ft / Elev 134.6 ft After Drilling: 6.4 ft / Elev 134.6 ft

Notes:

VWP SN 1801977 installed at 21.0'.

Slope Pipe installed to 71.5'.

Surface Elevation: 141 ft Latitude: 42.490804° Longitude: -124.237898°

Weather: Overcast, 60's

Date Started: 8/22/18 Date Completed: 8/23/18 Driller/Company: Aaron Delvalle/Haztech Hammer Type: 140 lbs Automatic

Drill: Haztech

Logger/Company: Sean Brady/Verdis

RR18-01BORING LOG

Sheet: 1 of 4

Project Location: Rogue River-Siskiyou National Forest, OR

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Rogue River Repairs 2017

E le va tio n (f t)

D ep th ft)

D ril lin g

M et ho d

Field Blow Count (Recovery)

Core Rec., RQD, and Frac. Freq.

No. Test Results

T yp e

SAMPLE

MATERIAL DESCRIPTION

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

B O

R

IN

G L

O G

F

H W

A _D

A T

A T

E M

P

LA

T E

_2

.G

D T

/2

/2

0:

C :\P

W -W

O R

K \D

\R O

G U

E R

IV

E

R E

R F

O .G

P J

20 40 60 80

Recovery

RQD

G ra ph ic

L og

Q

25-23-23 (15" = 83%)

16-23-27 (15" = 83%)

23-37-6 (18" = 100%)

Rec = 71%

RQD = 10%

Rec = 100%

RQD = 0%

Rec = 100%

RQD = 0%

Rec = 0%

RQD = 0%

S-7

S-8

S-9

R-1

R-2

R-3

R-4

Gravelly SILT with sand, dark gray, very fine grained, wet, residual soil. Rock is SCHIST, highly weathered, extremely to very weak rock (R0-R1), quartz veins. (continued)

At 27.0', drilling resistance increases.

El. 109.5 ft 31.5 ft SCHIST. medium gray, fine grained, slightly weathered, weak to medium strong rock (R2-R3). Discontinuities are closely spaced and in good condition. Joints/fractures range from 10 to 85 degrees from assumed horizontal. Hairline calcite infilling, mild HCl reaction.

Run 1: CR = 71%, RQD = 10%, FF = 10, RCT = 8 minutes.

At 34.8', dark gray, very fine grained, highly weathered, very weak rock (R1). Discontinuities are very closely spaced and in poor condition. Joints/fractures range from 60 to 90 degrees from assumed horizontal.

Run 2: CR = 100%, RQD = 0%, FF = 12, RCT = 4 minutes

Run 3: CR = 100%, RQD = 0%, FF = 12, RCT = 4.5 minutes

Run 4: CR = 0%, RQD = 0%, FF = N/A, RCT = 4 minutes

At 42.5', slightly weathered. Discontinuities are closely spaced and in fair to good condition. Joints/fractures range

RR18-01BORING LOG

Sheet: 2 of 4

Project Location: Rogue River-Siskiyou National Forest, OR

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Rogue River Repairs 2017

E le va tio n (f t)

D ep th ft)

D ril lin g

M et ho d

Field Blow Count (Recovery)

Core Rec., RQD, and Frac. Freq.

No. Test Results

T yp e

SAMPLE

MATERIAL DESCRIPTION

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

B O

R

IN

G L

O G

F

H W

A _D

A T

A T

E M

P

LA

T E

_2

.G

D T

/2

/2

0:

C :\P

W -W

O R

K \D

\R O

G U

E R

IV

E

R E

R F

O .G

P J

20 40 60 80

Recovery

RQD

G ra ph ic

Rec = 100%

RQD = 30%

Rec = 100%

RQD = 20%

Rec = 87%

RQD = 0%

Rec = 97%

RQD = 0%

Rec = 73%

RQD = 27%

Rec = 83%

RQD = 50%

Rec = 53%

RQD = 33%

Rec = 63%

RQD = 0%

Rec = 60%

RQD = 0%

Rec = 87%

RQD = 0%

R-5

R-6

R-7

R-8

R-9

R-10

R-11

R-12

R-13

R-14 from 15 to 45 degrees from assumed horizontal.

Run 5: CR = 100%, RQD = 30%, FF = 4, RCT = 6 minutes SCHIST. medium gray, fine grained, slightly weathered, weak to medium strong rock (R2-R3). Discontinuities are closely spaced and in good condition. Joints/fractures range from 10 to 85 degrees from assumed horizontal. Hairline calcite infilling, mild HCl reaction.

Run 1: CR = 71%, RQD = 10%, FF = 10, RCT = 8 minutes.

(continued) Run 6: CR = 100%, RQD = 20%, FF = 6, RCT = 4.5 minutes At 46.5', extremely weak rock (R0).

Run 7: CR = 87%, RQD = 0%, FF = 20, RCT = 5 minutes From 48.0' to 49.5', very weak rock (R1). Discontinuities are in poor condition. Joints/Fractures at 20 degrees from assumed horizontal.

Run 8: CR = 97%, RQD = 0%, FF = 20, RCT = 6 minutes

Run 9: CR = 73%, RQD = 27%, FF = 10, RCT = 5 minutes

Run 10: CR = 83%, RQD = 50%, FF = 4, RCT = 5.5 minutes From 55.5' to 57.0', very weak rock (R1). Discontinuities are moderately spaced and in good condition.

From 57.0' to 58.9', extremely weak rock (R0). Contact at approximately 20 degrees from assumed horizontal.

Run 11: CR = 53%, RQD = 33%, FF = 4, RCT = 6 minutes

Run 12: CR = 63%, RQD = 0%, FF = 20, RCT = 6 minutes

Run 13: CR = 60%, RQD = 0%, FF = 8, RCT = 6 minutes

Run 14: CR = 87%, RQD = 0%, FF = 20, RCT = 5 minutes

RR18-01BORING LOG

Sheet: 3 of 4

Project Location: Rogue River-Siskiyou National Forest, OR

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Rogue River Repairs 2017

E le va tio n (f t)

D ep th ft)

D ril lin g

M et ho d

Field Blow Count (Recovery)

Core Rec., RQD, and Frac. Freq.

No. Test Results

T yp e

SAMPLE

MATERIAL DESCRIPTION

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

B O

R

IN

G L

O G

F

H W

A _D

A T

A T

E M

P

LA

T E

_2

.G

D T

/2

/2

0:

C :\P

W -W

O R

K \D

\R O

G U

E R

IV

E

R E

R F

O .G

P J

20 40 60 80

Recovery

RQD

G ra ph ic

Rec = 0%

RQD = 0%

23-32-6 (11" = 61%)

R-15

S-10

SCHIST. medium gray, fine grained, slightly weathered, weak to medium strong rock (R2-R3). Discontinuities are closely spaced and in good condition. Joints/fractures range from 10 to 85 degrees from assumed horizontal. Hairline calcite infilling, mild HCl reaction.

Run 1: CR = 71%, RQD = 10%, FF = 10, RCT = 8 minutes.

(continued) Run 15: CR = 0%, RQD = 0%, FF = N/A, RCT = 4 minutes

El. 71 ft 70 ft Fat CLAY, hard, dark gray to black, moist, very high dry strength, no dilatancy, medium toughness, high plasticity, residual soil. Rock is SCHIST, gray, fine grained, completely weathered to residual soil, extremely weak rock (R0).

El. 69.5 ft 71.5 ft Bottom of borehole at 71.5 ft.

RR18-01BORING LOG

Sheet: 4 of 4

Project Location: Rogue River-Siskiyou National Forest, OR

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Rogue River Repairs 2017

E le va tio n (f t)

D ep th ft)

D ril lin g

M et ho d

Field Blow Count (Recovery)

Core Rec., RQD, and Frac. Freq.

No. Test Results

T yp e

SAMPLE

MATERIAL DESCRIPTION

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

B O

R

IN

G L

O G

F

H W

A _D

A T

A T

E M

P

LA

T E

_2

.G

D T

/2

/2

0:

C :\P

W -W

O R

K \D

\R O

G U

E R

IV

E

R E

R F

O .G

P J

20 40 60 80

Recovery

RQD

G ra ph ic

13-14-14 (18" = 100%)

10-8-5 (17" = 94%)

3-2-6 (12" = 67%)

1-2-2 (11" = 61%)

(28" = 117%)

1-1-2 (15" = 83%)

1-1-2 (16" = 89%)

S-1

S-2

S-3

S-4

S-5

S-6

S-7

Fines = 21%

ASPHALT, 5" thick.

El. 141.6 ft 0.4 ft

Silty GRAVEL with sand, medium dense, gray, dry, FILL.

El. 137 ft 5 ft Clayey GRAVEL with sand, medium dense to loose, brown and gray, moist.

El. 132 ft 10 ft Silty GRAVEL with sand, very loose to loose, green to blue, moist, residual soil. Rock is SCHIST, extremely weak to very weak rock (R0 to R1), completely weathered.

El. 122 ft 20 ft

Groundwater Depth:

While Drilling: --- At Completion: 20.5 ft / Elev 121.5 ft After Drilling: 20.5 ft / Elev 121.5 ft

Notes:

VWP SN 1801974 installed at 25.0'.

Slope Pipe installed to 70.0'.

Surface Elevation: 142 ft Latitude: 42.490836° Longitude: -124.237762°

Weather: Sunny, 60-90's

Date Started: 8/18/18 Date Completed: 8/20/18 Driller/Company: Aaron Delvalle/Haztech Hammer Type: 140 lbs Automatic

Drill: Haztech

Logger/Company: Sean Brady/Verdis

RR18-02BORING LOG

Sheet: 1 of 4

Project Location: Rogue River-Siskiyou National Forest, OR

20 40 60 80

PL LLWC

N VALUE

20 40 60 80

Project Name: Rogue River Repairs 2017

E le va tio n (f t)

D ep th ft)

D ril lin g

M et ho d

Field Blow Count (Recovery)

Core Rec., RQD, and Frac. Freq.

No. Test Results

T yp e

SAMPLE

MATERIAL DESCRIPTION

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY DIVISION

F H

W A

B O

R

IN

G L

O G

F

H W

A _D

A T

A T

E M

P

LA

T E

_2

.G

D T

/2

/2

0:

C :\P

W -W

O R

K \D

\R O

G U

E R

IV

E

R E

R F

O .G

P J

20 40 60 80

Recovery

RQD

G ra ph ic

(18" = 300%)

10-9-10 (14" = 78%)

18-26-24 (16" = 89%)

13-22-31 (14" = 78%)

39-31-27 (14" = 78%)

14-30-30 (17" = 94%)

S-8

S-9

S-10

S-11

S-12

S-13

Fines = 16%

Silty, clayey SAND with gravel, medium dense to very dense, wet, residual soil. Rock is SCHIST, gray to dark gray, very fine grained, completely weathered, extremely to very weak rock (R0-R1). Discontinuities are extremely to very closely spaced and in poor to fair condition.

From 25.9' to 26.0', quartz vein, no HCl reaction.

At 30.0', Rock is SCHIST with quartz.

RR18-02BORING LOG

Sheet: 2 of 4

Project Location: Rogue River-Siskiyou National Forest, OR

20 40 60 80

PL LLWC

N…