Physical_Data_GM23-15_Peavine.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

Geotechnical Memorandum GM23-15 June 30, 2015

To: Kevin Gray, Project Manager In Reply Refer to: HFL-17 Geotechnical Memorandum GM23-15

From: Robert Kraig, Geotechnical Engineer

Date: June 30, 2015

Subject: Geotechnical Final Design & Construction Recommendations, Peavine Road ERFO Project, BLM ERFO 151-3202

Background and Objective

The Peavine Road ERFO project is located in Southwest Oregon in Josephine County approximately 25 miles driving distance to the northwest of Grants Pass and about 6 miles driving distance to the west of Galice. A Project Location Map is provided as Figure 1 and a Project Vicinity Map appears as Figure 2.

Figure 1: Project Location Map

Geotechnical Memorandum GM23-15 June 30, 2015

Figure 2: Project Vicinity Map

The site experienced a local heavy rain event of unknown magnitude and duration in early February 2015 that resulted in embankment fill slope failure at MP 3.40 of the Peavine Road (BLM Road 35-8-2.0). Damage in the form of embankment loss occurred along approximately 37 feet of the road, extending about 8 feet into the paved surface. Project photos are provided in Attachment 1.

The mechanism of failure is not well understood but it is certain that it is related to the heavy precipitation event and probably due to some combination of surface flow and saturated ground. Alteration of the ditch to provide local access around the failure may have eradicated evidence of ditch blockage and storm water overflow that may have contributed to the failure.

No culvert was observed at the failure site.

The objective of this project is to reestablish a stable fill slope and reconstruct the roadway and shoulder that were lost as a result of damage. The Peavine Road provides the only winter access to much of the BLM and Forest Service lands west of Galice, and serves one residence.

Site Conditions

Project reconnaissance was conducted on June 2nd and 3rd, 2015. The site was accessed from the north on the Peavine Road as entering from the south was not possible at the time of the reconnaissance. Reconnaissance included visual inspection of the condition of the site and surrounding areas, and a subsurface investigation using a hand-operated dynamic cone penetrometer. Hand-operated dynamic cone penetrometers are similar to full-scale automated penetration tests but allow testing of soil in areas that are difficult to access with tracked or wheeled drill testing equipment or are otherwise impractical to test. Penetration resistance is measured by the number of blows required by a 15.85 kg (35 lb) hammer dropped 0.381 meter (15 inches) to advance the driving tip of the penetrometer into the soil in 10 centimeters (about

4.0 inches) increments.

Two penetration tests (WC-01 and WC-02) were performed at the approximate locations shown in Figure 3. Results of the penetration tests appear in Table 1. No corrections or adjustments were applied to the field results. The tests were intended to get a sense of relative improvement in density with depth to interpret probable native (“undisturbed”) ground contact.

Figure 3: Plan View Showing Approximate Locations of Penetration Tests

The test depths ranged from 190 cm (about 6.2 feet) in WC-01 to 130 cm (approximately

4.3 feet) in WC-02 as shown in Table 1. Two previous test holes (not shown in the table) were attempted adjacent to the WC-02 location but both tests met practical refusal at 70 cm (28 inches) below ground surface (BGS) with blow counts of 27/5 cm (27/2-inches). As shown in the figure WC-02 is located near the scarp at the back of the failure and may have encountered a large chunk of buried asphalt pavement. “Undisturbed” dense native ground is interpreted at approximately 4.0 feet BGS in WC-01 and about 2.0 feet BGS in WC-02.

Table 1: Results of Dynamic Cone Penetration Tests

Depth BGS, cm (in)

WC-01 WC-02

Blows / 10 cm (4 in) Blows / 10 cm (4 in)

10 (4) 6 5 20 (8) 4 7

30 (12) 1 6 40 (16) 3 6

Table 1: Results of Dynamic Cone Penetration Tests (cont.)

Depth BGS, cm (in)

WC-01 WC-02

Blows / 10 cm (4 in) Blows / 10 cm (4 in) 50 (20) 2 9 60 (24) 2 12 70 (28) 2 22 80 (32) 3 43 90 (36) 7 25

100 (40) 6 20 110 (44) 8 24 120 (48) 11 38 130 (52) 10 60 140 (56) 15 --- 150 (60) 12 --- 160 (64) 15 --- 170 (68) 13 --- 180 (72) 13 --- 190 (76) 13 ---

Soils at the site were interpreted to classify as silty fine sand (SM), or sandy silt (ML). Visual and textural methods were used to interpret the classification. No laboratory tests were performed, although a bagged sample was obtained from the site. The in-situ fine-grain material showed evidence of cementation, which helps to explain the nearly vertical face at the head and sidewalls of the failure and the moderate difficulty encountered when shovel sampling into the sidewalls. No bedrock was observed at the failure surface faces or in the cutslope above the road.

The weather was dry at the time of the site visit in June, but it was reported that the site received some precipitation several days before the site visit. The near-vertical face of the failure surface beneath the road was observed to be moist below the road fill as shown in Photos 02, 04, 05 and 06. No active seepage was observed.

Tables 2a and 2b provide long term (1981 to 2010) monthly normal temperature and precipitation data for the two weather reporting stations located nearest to the project. The Grants Pass station is located about 18.6 miles direct distance S.E. from the project at a reported elevation of 930 feet. The Sexton Summit Station is at a reported elevation of 3832 feet and is located approximately 13.5 miles direct distance E.N.E from the project. Elevation at the project site is about 2150 feet. Precipitation data from the reported period of the storm event and landslide failure in February, 2015 was not available for the immediate project vicinity. The weather reporting stations are not shown on the figures in this memorandum Climate data reports are provided as Attachment 2.

Table 2a: Temperature and Precipitation Data*

1981 – 2010 (Grants Pass Station) Month Temperature Precipitation

Mean (inches) Daily Max. Daily Min. Mean January 46.6 35.1 40.9 4.77 February 52.9 35.7 44.3 3.95 March 58.8 37.3 48.1 3.38 April 64.4 39.9 52.2 2.12 May 72.4 45.2 58.8 1.36 June 79.7 50.4 65.1 0.68 July 88.5 55.0 71.8 0.32 August 88.8 53.7 71.3 0.30 September 82.2 47.2 64.7 0.64 October 69.1 41.3 55.2 1.93 November 52.1 38.7 45.4 5.04 December 44.3 35.3 39.8 6.49

*Data obtained from the National Climatic Data Center (NCDC), Station: Grants Pass, OR, US GHCND:USC00353445.

Table 2b: Temperature and Precipitation Data* 1981 – 2010 (Sexton Summit Station)

Month Temperature Precipitation Mean (inches) Daily Max. Daily Min. Mean

January 42.6 33.1 37.8 5.19 February 44.0 33.0 38.5 4.00 March 46.5 32.9 39.7 3.87 April 52.0 35.4 43.7 2.58 May 60.0 40.4 50.2 2.22 June 67.1 45.7 56.4 0.88 July 75.3 52.2 63.8 0.33 August 75.7 53.3 64.5 0.40 September 69.5 50.0 59.8 0.78 October 58.2 43.0 50.6 2.50 November 45.8 35.8 40.8 5.37 December 41.4 32.6 37.0 7.04

*Data obtained from the National Climatic Data Center (NCDC), Station: Sexton Summit, OR, US GHCND:USW00024235.

Note that the data provided is for the most recent climate normal and is not a summary of all possible observations at those stations. Precipitation taking the form of snow is included in the tables. (Snow accumulations are not shown but are provided in the attachment.) Seasonal mean snowfalls are reported to be about 71 inches for the Sexton Summit reporting station (October into May). Mean snow totals were not reported for the Grants Pass station.

The road corridor in the project vicinity appears to be constructed utilizing partial-to-full bench and sidecast construction methods. The corridor in the vicinity of the project is narrow with a paved travel width of about 16 feet and minimal shoulders.

Adjacent fill slopes appeared to be stable and were measured at inclinations of about 33 degrees and 36 degrees to the north and south, respectively. The cutslopes above the road to the north and south of the failure zone stand at about 40 degrees. There is a bowl-shaped feature above the failure zone, possibly indicating a previous slope failure at this location, as can be seen in Photos 14 and 15.

Evidence of scour across the road surface or outside of the failure zone was not observed.

Analysis & Design

The site was modeled by assuming a pre-failure geometry with water at the modeled surfaces (worst case) and back-analyzed to a Factor of Safety (FOS) of 1.0, with the failure surface modeled to simulate that observed at the site. (i.e., the head of the failure about 8 feet from the outside edge of the paved surface and the toe of the failure approximately 49 feet slope distance downslope.) The interpreted pre-failure geometry of the site is illustrated in Figure 4.

Figure 4: Interpreted Pre-Failure Geometry of MP 3.40

Soil parameters used in the analysis are shown in Table 3. Soil parameters used in the analysis for the proposed reinforced soil slope (RSS) are also shown in the table.

Table 3: MP 3.40 Soil Parameter used in Analyses RSS Structural

Backfill, Unit Weight, pcf

Cemented Native Soil Unit Weight, pcf

Phi, degrees

(Cemented Native Soil)

Phi, degrees

(RSS

Structural Backfill)

Cemented Native Soil Cohesion, psf Interpreted Pre- Failure Condition

--- 115 21.5 --- 325

Reconstructed Condition (RSS)

120 115 21.5 34.0 ---

Both the pre-failure condition and the RSS designed for the project were analyzed following the procedures and guidelines set forth in the Federal Highway Administration Publication No.

FHWA-NHI-10-025, “Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes.” The computer software program ReSSA Version 3.0 (a reinforced soil slope analysis program developed by ADAMA Engineering) was used to analyze the RSS system for reinforcement length, vertical spacing, and deep-seated and other stability requirements. (The pre-failure condition was modeled with no reinforcements.) The ReSSA program follows the design guidelines set forth in FHWA-NHI-10-025. A three-part wedge failure mechanism was assumed for both analyses based on the type of soil at the project site and the observed geometry of the failure surfaces.

The groundwater conditions were modeled at the back of the RSS to reflect the effect of the drainage elements that are incorporated in the RSS design. A live load of 240 psf was modeled to simulate traffic loads.

Settlement and bearing capacity failure were not considered in the RSS analysis since the RSS will be constructed on top of existing foundation materials that were present prior to the failure. Cohesionless soils in the reinforced zone were modeled to have a minimum strength (angle of internal friction) of 34 degrees as shown in the table.

The resulting FOS for the RSS designed with specified reinforcement lengths was 1.26.

Results of both analyses are contained in Attachment 3. Required reinforcement lengths appear in the final contract documents.

Geotechnical Recommendations

An approximately 25 foot high RSS has been designed for the project. An RSS is constructed by placing alternating layers of reinforcement and compacted backfill. Geogrid reinforcement, spaced at 2 foot spacings and wrapped at the face, is recommended and 2” minus structural backfill material will be used as compacted backfill. The RSS will be constructed on a 2 foot thick drainage blanket to promote drainage at the base of the RSS. Sheet drains that drain into a perforated collector pipe will be placed at the back of the RSS. Solid wall outlet pipes will transmit water from the collector system to daylight below the toe of the RSS. Figure 5 illustrates the RSS concept that has been designed for the project. Refer to the contract plans and specifications for any changes to the information appearing in Figure 5.

Figure 5: MP 3.40 Reinforced Soil Slope (RSS)

Construction Advisory

The portion of the Peavine Road leading into the site from the south was not observed during the reconnaissance but is assumed to be the preferred direction of entry to the site. The BLM reported that accessing the site from the south should not present problems during mobilization. It is recommended that the Contractor be advised to assess access issues prior to bidding the project. It is thought to be impractical to route around to the site from the north due to tight corridors and curved and winding roads. The Peavine Road will remain closed during construction, thus allowing the existing roadway and pullouts to be used for construction staging.

Road grade and general elevation increases to the north in the vicinity of the project. It is anticipated that construction ramp access into the excavation will be from the south. The RSS is designed to be benched into the embankment on both sides as well as the back face of the failed zone.

No survey was conducted for the project. All locations and dimensions appearing in this memorandum are approximate.

No Government-provided material source will be available. The Contractor will be responsible for providing construction materials from available sources. At the time of memorandum release, it was anticipated the wasted materials will be disposed of offsite. Refer to the final contract documents for the requirements for wasting materials. Excavated material is considered unsuitable for RSS backfill.

As discussed earlier, soils at the site were observed to be predominantly fine-grained, granular, and dense, and that a limited subsurface investigation was conducted. Bedrock was not observed. However, there is the possibility that excavation of bedrock may be necessary.

(Excavation into bedrock, if necessary, is anticipated to be no more than 20 percent of the total excavation volume.) If bedrock is encountered, reinforcement lengths may be reduced to limit the amount of excavation into bedrock contingent upon approval from the CO and the project geotechnical engineer.

It is recommended that construction proceed during the drier months from July into September.

Benching into the adjacent embankment slopes will be required to reduce the possibility of developing artificial slip planes. Bottom-up construction of the RSS will extend into the ramp area as construction proceeds.

A reinforcement geogrid with a minimum nominal long-term strength (Tal) of at least 1,000 lb/ft is required. Tal is determined by the method described under 714.04 in the Special Contract Requirements (SCRs).

~ ~ ~ ~ ~ End Memorandum ~ ~ ~ ~ ~

CC: Shay Witucki, Designer Chris Kelly, Environmental Engineer Malcolm Ulrich, Geotechnical Team Lead Geotechnical File

ATTACHMENT 1

Project Photos

(Intentionally blank)

Photo 01: Looking north across failure.

Photo 02: Looking into failure from the south side.

Road fill

Interpreted cemented fine-grained native soil Moist

Photo 03: Looking south across failure.

Photo 04: Looking west at scarp below road. Note fill above interpreted native soils.

Road fill

Interpreted grained native soil

Photo 05: Looking west at scarp below road. Note fill above interpreted native soils and moist zone.

Photo 06: Looking west at head scarp below road. Note fill above interpreted native soils.

Interpreted cemented fine-grained native soil

Road fill

Moist

Moist

Road fill

Interpreted grained native soil

Photo 07: Close-up of cemented fine-grained native soil below road fill.

Photo 08: Looking northerly. Note cutslope standing at about 40 degrees.

Photo 09: Ditch filled-in by property owner at south side of failure zone.

Photo 10: Looking to the south from below the failure zone. Elevation is lower to the south.

Photo 11: Ditch filled-in by property owner at north side of failure zone.

Photo 12: Looking north above the failure zone.

Photo 13: Cutside above failure zone.

Photo 14: Cutside above failure zone. Note bowl-shaped feature. (Possible remnants of a previous failure?)

Photo 15: Cutside above failure zone. Note bowl-shaped feature. (Possible remnants of a previous failure?)

ATTACHMENT 2

Climate Reports

U.S. Department of Commerce Summary of Monthly Normals

1981-2010 Generated on 06/29/2015

National Climatic Data Center National Oceanic & Atmospheric Administration 151 Patton Avenue National Environmental Satellite, Data, and Information Service Asheville, North Carolina 28801

Elev: 3832 ft. Lat: 42.600° N Lon: 123.364° W

Station: SEXTON SUMMIT, OR US GHCND:USW00024235

Temperature (°F)

Mean Cooling Degree Days Heating Degree Days

Mean Number of Days Base (above) Base (below)

Month Daily Max

Daily Min

Mean

Long Term Max Std.

Dev.

Long Term Min Std.

Dev.

Long Term Avg Std.

Dev.

55 57 60 65 70 72 55 57 60 65 Max

Max

Max

Max

Min

Min

1 42.6 33.1 37.8 3.6 3.1 3.2 -7777 -7777 0 0 0 0 532 594 687 842 0.0 0.0 6.1 3.2 14.2 0.0 2 44.0 33.0 38.5 3.9 3.0 3.3 -7777 -7777 -7777 0 0 0 462 518 602 742 0.0 0.0 6.8 1.9 12.5 0.0 3 46.5 32.9 39.7 4.0 2.5 3.1 3 1 -7777 -7777 0 0 477 537 629 784 0.0 0.0 10.4 0.8 14.9 0.0 4 52.0 35.4 43.7 3.9 2.8 3.3 18 12 5 1 -7777 -7777 357 411 494 640 0.0 0.0 15.3 0.2 11.6 0.0 5 60.0 40.4 50.2 4.3 2.7 3.4 63 48 30 12 3 2 212 259 334 470 0.0 -7777 24.9 0.0 3.9 0.0 6 67.1 45.7 56.4 3.0 2.5 2.7 122 92 57 21 6 3 79 110 165 278 0.0 0.2 29.0 0.0 0.3 0.0 7 75.3 52.2 63.8 4.1 3.3 3.7 283 231 162 74 25 15 12 22 46 113 0.0 0.8 30.9 0.0 0.0 0.0 8 75.7 53.3 64.5 2.4 1.8 2.0 302 249 178 88 32 19 8 16 39 104 0.0 1.0 31.0 0.0 0.0 0.0 9 69.5 50.0 59.8 4.1 3.0 3.4 197 159 110 51 18 11 54 76 118 208 0.0 0.6 29.0 0.0 0.2 0.0

10 58.2 43.0 50.6 4.5 2.7 3.4 64 46 26 8 2 1 201 244 318 455 0.0 0.0 22.8 -7777 2.0 0.0 11 45.8 35.8 40.8 4.2 3.1 3.6 5 2 -7777 -7777 0 0 430 488 576 726 0.0 0.0 8.4 0.8 9.1 0.0 12 41.4 32.6 37.0 3.7 2.9 3.2 -7777 -7777 0 0 0 0 558 620 713 868 0.0 0.0 4.6 3.6 15.0 0.0

Summary 56.5 40.6 48.6 3.8 2.8 3.2 1057 840 568 255 86 51 3382 3895 4721 6230 0 2.6 219.2 10.5 83.7 0

@ Denotes mean number of days greater than 0 but less than 0.05.

-7777: a non-zero value that would round to zero Empty or blank cells indicate data is missing or insufficient occurrences to compute value.

1981-2010 Generated on 06/29/2015

National Climatic Data Center National Oceanic & Atmospheric Administration 151 Patton Avenue National Environmental Satellite, Data, and Information Service Asheville, North Carolina 28801

Elev: 3832 ft. Lat: 42.600° N Lon: 123.364° W

Station: SEXTON SUMMIT, OR US GHCND:USW00024235

Precipitation (in.)

Totals Mean Number of Days

Precipitation Probabilities Probability that precipitation will be equal to or less than the indicated amount

Means Daily Precipitation Monthly Precipitation

vs. Probability Levels

Month Mean >= 0.01 >= 0.10 >= 0.50 >= 1.00 .25 .50 .75 1 5.19 14.6 9.2 2.7 0.8 2.65 4.76 6.77 2 4.00 13.6 8.3 2.3 1.0 2.55 3.35 4.94 3 3.87 16.3 10.4 2.2 0.5 2.87 3.44 5.14 4 2.58 13.1 6.8 1.4 0.3 1.37 2.22 3.12 5 2.22 9.1 5.0 0.6 0.2 0.96 1.51 2.62 6 0.88 5.6 2.9 0.4 -7777 0.46 0.75 1.07 7 0.33 2.2 0.9 0.1 0.0 0.00 0.11 0.46 8 0.40 2.4 0.9 0.1 0.1 0.00 0.11 0.62 9 0.78 4.1 2.3 0.5 0.0 0.21 0.64 1.19

10 2.50 8.3 4.6 1.9 0.5 0.90 2.41 4.18 11 5.37 16.0 10.6 3.5 0.9 2.58 4.43 8.23 12 7.04 16.0 10.8 4.7 1.9 2.69 6.20 10.04

Summary 35.16 121.3 72.7 20.4 6.2 17.24 29.93 48.38

@ Denotes mean number of days greater than 0 but less than 0.05.

1981-2010 Generated on 06/29/2015

National Climatic Data Center National Oceanic & Atmospheric Administration 151 Patton Avenue National Environmental Satellite, Data, and Information Service Asheville, North Carolina 28801

Elev: 3832 ft. Lat: 42.600° N Lon: 123.364° W

Station: SEXTON SUMMIT, OR US GHCND:USW00024235

Snow (in.)

Totals Mean Number of Days Snow Probabilities

Probability that snow will be equal to or less than the indicated amount

Means Snowfall >= Thresholds Snow Depth >= Thresholds Monthly Snow vs. Probability Levels

Values derived from the incomplete gamma distribution.

Month Snowfall

Mean

0.1 1.0 3.0 5.0 10.0 1 3 5 10 .25 .50 .75

1 12.4 6.6 3.4 1.3 0.5 0.0 @ @ @ @ 3.6 9.0 21.7 2 14.5 6.2 4.0 1.9 0.5 0.1 @ @ @ @ 3.6 11.2 28.1 3 13.1 8.4 4.5 1.5 0.3 0.0 @ @ @ @ 6.1 10.8 24.8 4 7.9 4.9 2.1 0.7 0.4 0.1 @ @ @ @ 1.7 5.9 10.0 5 1.5 1.5 0.5 0.2 0.0 0.0 @ @ @ @ 0.1 0.8 2.5 6 0.0 0.0 0.0 0.0 0.0 0.0 @ @ @ @ 0.0 0.0 0.0 7 0.0 0.0 0.0 0.0 0.0 0.0 @ @ @ @ 0.0 0.0 0.0 8 0.0 0.0 0.0 0.0 0.0 0.0 @ @ @ @ 0.0 0.0 0.0 9 0.0 0.0 0.0 0.0 0.0 0.0 @ @ @ @ 0.0 0.0 0.0

10 0.5 0.5 0.2 0.0 0.0 0.0 @ @ @ @ 0.0 0.0 0.5 11 8.8 5.3 2.8 1.1 0.2 0.0 @ @ @ @ 2.6 7.6 14.9 12 15.4 7.4 3.7 1.7 0.9 0.1 @ @ @ @ 3.2 13.0 24.2

Summary 74.1 40.8 21.2 8.4 2.8 0.3 0.0 0.0 0.0 0.0 20.9 58.3 126.7

@ Denotes mean number of days greater than 0 but less than 0.05.

1981-2010 Generated on 06/29/2015

National Climatic Data Center National Oceanic & Atmospheric Administration 151 Patton Avenue National Environmental Satellite, Data, and Information Service Asheville, North Carolina 28801

Elev: 930 ft. Lat: 42.424° N Lon: 123.324° W

Station: GRANTS PASS, OR US GHCND:USC00353445

Temperature (°F)

Mean Cooling Degree Days Heating Degree Days

Mean Number of Days Base (above) Base (below)

Month Daily Max

Daily Min

Mean

Long Term Max Std.

Dev.

Long Term Min Std.

Dev.

Long Term Avg Std.

Dev.

55 57 60 65 70 72 55 57 60 65 Max

Max

Max

Max

Min

Min

1 46.6 35.1 40.9 2.0 3.8 2.7 -7777 -7777 -7777 0 0 0 439 501 594 749 0.0 0.0 9.1 -7777 9.3 0.0 2 52.9 35.7 44.3 2.7 3.4 2.5 2 1 -7777 0 0 0 301 356 440 580 0.0 0.0 18.1 0.0 7.9 0.0 3 58.8 37.3 48.1 3.4 2.8 2.6 8 3 1 0 0 0 224 281 371 525 0.0 0.0 26.3 0.0 6.5 0.0 4 64.4 39.9 52.2 3.6 2.3 2.6 47 30 13 2 -7777 -7777 133 176 249 388 0.0 0.0 28.4 0.0 2.2 0.0 5 72.4 45.2 58.8 3.6 1.9 2.3 157 118 73 28 8 4 39 62 110 220 -7777 1.9 31.0 0.0 0.4 0.0 6 79.7 50.4 65.1 3.3 2.5 2.4 305 251 177 83 28 16 4 9 25 81 0.2 4.4 30.0 0.0 0.0 0.0 7 88.5 55.0 71.8 3.7 2.0 2.7 519 457 365 221 104 69 -7777 -7777 1 12 2.2 13.9 31.0 0.0 0.0 0.0 8 88.8 53.7 71.3 2.3 2.0 1.6 504 442 350 206 92 59 -7777 -7777 2 13 2.0 14.8 31.0 0.0 0.0 0.0 9 82.2 47.2 64.7 3.8 1.6 2.2 296 242 169 72 19 9 5 11 28 81 0.3 6.0 30.0 0.0 0.1 0.0

10 69.1 41.3 55.2 4.0 2.6 2.1 79 53 26 4 -7777 -7777 73 109 175 308 0.0 0.7 30.9 0.0 2.5 0.0 11 52.1 38.7 45.4 3.1 3.6 3.0 4 2 -7777 0 0 0 292 350 438 588 0.0 0.0 17.9 0.0 4.3 0.0 12 44.3 35.3 39.8 2.6 3.2 2.7 -7777 -7777 0 0 0 0 471 533 626 781 0.0 0.0 6.0 0.6 8.5 0.0

Summary 66.7 42.9 54.8 3.2 2.6 2.5 1921 1599 1174 616 251 157 1981 2388 3059 4326 4.7 41.7 289.7 0.6 41.7 0

@ Denotes mean number of days greater than 0 but less than 0.05.

1981-2010 Generated on 06/29/2015

National Climatic Data Center National Oceanic & Atmospheric Administration 151 Patton Avenue National Environmental Satellite, Data, and Information Service Asheville, North Carolina 28801

Elev: 930 ft. Lat: 42.424° N Lon: 123.324° W

Station: GRANTS PASS, OR US GHCND:USC00353445

Precipitation (in.)

Totals Mean Number of Days

Precipitation Probabilities Probability that precipitation will be equal to or less than the indicated amount

Means Daily Precipitation Monthly Precipitation

vs. Probability Levels

Month Mean >= 0.01 >= 0.10 >= 0.50 >= 1.00 .25 .50 .75 1 4.77 16.7 9.7 3.2 1.0 2.54 4.43 6.11 2 3.95 14.2 8.4 2.8 0.7 1.84 3.15 5.26 3 3.38 15.6 8.2 1.8 0.5 2.30 2.91 4.04 4 2.12 12.4 6.1 1.1 0.2 1.07 1.87 3.30 5 1.36 8.7 4.3 0.4 0.1 0.61 0.95 1.82 6 0.68 4.5 2.1 0.3 -7777 0.19 0.45 1.12 7 0.32 1.8 1.0 0.1 -7777 0.00 0.03 0.49 8 0.30 2.0 0.9 0.2 0.0 0.00 0.06 0.50 9 0.64 3.5 1.8 0.4 -7777 0.05 0.45 1.00

10 1.93 8.3 4.1 1.4 0.4 0.63 2.01 3.34 11 5.04 17.2 9.9 3.4 0.8 2.72 3.73 7.46 12 6.49 17.4 10.6 4.4 1.7 2.60 5.69 10.02

Summary 30.98 122.3 67.1 19.5 5.4 14.55 25.73 44.46

@ Denotes mean number of days greater than 0 but less than 0.05.

1981-2010 Generated on 06/29/2015

National Climatic Data Center National Oceanic & Atmospheric Administration 151 Patton Avenue National Environmental Satellite, Data, and Information Service Asheville, North Carolina 28801

Elev: 930 ft. Lat: 42.424° N Lon: 123.324° W

Station: GRANTS PASS, OR US GHCND:USC00353445

Snow (in.)

Totals Mean Number of Days Snow Probabilities

Probability that snow will be equal to or less than the indicated amount

Means Snowfall >= Thresholds Snow Depth >= Thresholds Monthly Snow vs. Probability Levels

Values derived from the incomplete gamma distribution.

Month Snowfall

Mean

0.1 1.0 3.0 5.0 10.0 1 3 5 10 .25 .50 .75

1 0.4 0.4 0.2 -7777 0.0 0.0 0.2 -7777 0.0 0.0 0.0 0.0 0.0 2 0.1 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0.1 0.1 0.0 0.0 0.0 0.0 -7777 0.0 0.0 0.0 0.0 0.0 0.0 4 -7777 -7777 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

10 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 -7777 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12 0.3 0.3 0.2 -7777 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0

Summary 0.9 1.1 0.5 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0

@ Denotes mean number of days greater than 0 but less than 0.05.

ATTACHMENT 3

Analyses Results

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

ReSSA -- Reinforced Slope Stability Analysis Peavine Road MP 3.40 Present Date/Time: Tue Jun 30 10:27:07 2015 C:\.....ects\Peavine Road\Computer Analyses\Peavine Road MP 3.40 (Assumed Original Geometry 3).MSE

Peavine Road MP 3.40 Report created by ReSSA(3.0): Copyright (c) 2001-2012, ADAMA Engineering, Inc.

PROJECT IDENTIFICATION

Title: Peavine Road MP 3.40 Project Number: - Client: BLM Designer: Robert Kraig

Description:

Prefailure Condition. (Assumed original geometry with controlled search limits.)

Company's information:

Name: FHWA WFLHD Street: 610 E 5th St

Vancouver, WA 98685 Telephone #: 360.619.7699 Fax #:

E-Mail: robert.kraig@dot.gov

Original file path and name: C:\MyFiles ..... ine Road MP 3.40 (Assumed Original Geometry 3).MSE Original date and time of creating this file: Fri Jun 05 12:35:29 2015

PROGRAM MODE: Analysis of a General Slope using NO reinforcement material.

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40 Copyright © 2001-2012 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301356

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:27:07 2015 C:\.....ects\Peavine Road\Computer Analyses\Peavine Road MP 3.40 (Assumed Original Geometry 3).MSE

INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT)

SOIL DATA

=========== Soil Layer #: =========== Unit weight, [lb/ft ³]

Internal angle of friction, [deg.] Cohesion, c

[lb/ft ²]

...........................................................................1 Native Soil 115.0 21.5 325.0

REINFORCEMENT

Analysis of slope WITHOUT reinforcement.

WATER

Unit weight of water = 62.45 [lb/ft ³] Water pressure is defined by phreatic surface in Effective Stress Analysis.

SEISMICITY

Not Applicable

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:27:07 2015 C:\.....ects\Peavine Road\Computer Analyses\Peavine Road MP 3.40 (Assumed Original Geometry 3).MSE

DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input

-- Problem geometry is defined along sections selected by user at x,y coordinates.

-- X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on.

-- Xw,Yw represents the coordinates of phreatic surface.

GEOMETRY

Soil profile contains 1 layers (see details in next page)

WATER GEOMETRY

Phreatic line was specified.

UNIFORM SURCHARGE

.......................................................................Surcharge load, Q1 None .......................................................................Surcharge load, Q2 None .......................................................................Surcharge load, Q3 None

STRIP LOAD

.......................................................................None

Toe point

4 5 6

SCALE:

0 5 10 15 20 25 30 [ft]

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:27:07 2015 C:\.....ects\Peavine Road\Computer Analyses\Peavine Road MP 3.40 (Assumed Original Geometry 3).MSE

TABULATED DETAILS OF GEMERAL SPECIFIED GEOMETRY

Soil profile contains 1 layers. Coordinates in [ft.] Water was described by phreatic line.

# Xi Yi Top of Layer 1 1 0.00 33.70

2 44.00 66.00 3 50.00 70.00 4 82.00 93.00 5 90.00 93.00 6 107.00 93.00 7 140.00 120.70

Top of Phreatic Line 9 0.00 33.70 10 44.00 66.00 11 82.00 93.00 12 107.00 93.00 13 140.00 120.70

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:27:07 2015 C:\.....ects\Peavine Road\Computer Analyses\Peavine Road MP 3.40 (Assumed Original Geometry 3).MSE

TABULATED DETAILS OF SPECIFIED GEOMETRY

Soil profile contains 1 layers. Coordinates in [ft.] Water was described by phreatic line. Y values are tabulated in the right most column.

# X Y1 Yw (phreatic)

1 0.00 33.70 33.70 2 44.00 66.00 66.00 3 50.00 70.00 70.26 4 82.00 93.00 93.00 5 90.00 93.00 93.00 6 107.00 93.00 93.00 7 140.00 120.70 120.70

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:27:07 2015 C:\.....ects\Peavine Road\Computer Analyses\Peavine Road MP 3.40 (Assumed Original Geometry 3).MSE

CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES

Rotational (Circular Arc; Bishop) Stability Analysis

N O T C O N D U C T E D

Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis

N O T C O N D U C T E D

Three-Part Wedge Stability Analysis Minimum Factor of Safety = 1.00 Critical Three-Part Wedge: (X2 = 19.92, Y2 = 48.33) [ft]

(X-left = 52.10, Y-left = 54.00) [ft] (X-right = 90.10, Y-right = 87.10) [ft] (X1 = 92.13, Y1 = 93.00) [ft] (Number of slices used = 45 ) Interslice resultant force inclination = 26.95 [degrees]

REINFORCEMENT LAYOUT: DRAWING

SCALE:

0 5 10 15 20 25 30 [ft]

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:20:07 2015 C:\.....cts\Peavine Road\Computer Analyses\Peavine Road MP 3.40 RSS (Expanded Search Limits 3).MSE

Peavine Road MP 3.40 Report created by ReSSA(3.0): Copyright (c) 2001-2012, ADAMA Engineering, Inc.

PROJECT IDENTIFICATION

Title: Peavine Road MP 3.40 Project Number: - Client: BLM Designer: Robert Kraig

Description:

24 foot high Reinforced Soil Slope with Traffic Surcharge and Groundwater Behind Reinforced Mass. Expanded search limits.

Company's information:

Name: FHWA WFLHD Street: 610 E 5th St

Vancouver, WA 98685 Telephone #: 360.619.7699 Fax #:

E-Mail: robert.kraig@dot.gov

Original file path and name: C:\MyFiles ..... ne Road MP 3.40 RSS (Expanded Search Limits 3).MSE Original date and time of creating this file: Fri Jun 05 10:04:42 2015

PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material.

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:20:07 2015 C:\.....cts\Peavine Road\Computer Analyses\Peavine Road MP 3.40 RSS (Expanded Search Limits 3).MSE

INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT)

SOIL DATA

=========== Soil Layer #: =========== Unit weight, [lb/ft ³]

Internal angle of friction, [deg.] Cohesion, c

[lb/ft ²]

...........................................................................1 Reinforced Fill 120.0 34.0 0.0

...........................................................................2 Rock Blanket 138.0 45.0 0.0

...........................................................................3 Native Soil 115.0 24.5 325.0

REINFORCEMENT

R e i n f o r c e m e n t

Type # Geosynthetic Designated Name

Ultimate Strength, Tult

Reduction Factor for Installation Damage, RFid

Reduction Factor for Durability, RFd

Reduction Factor for Creep, RFc

Additional Reduction Factor, RFa

Coverage Ratio, Rc

[lb/ft]

1 Geosynthetic type #1 1000.00 1.00 1.00 1.00 1.00 1.00

I n t e r a c t i o n P a r a m e t e r s

Type # Geosynthetic Designated Name

== Direct Sliding == ==== Pullout ====

Cds-phi Cds-c Ci Alpha

1 Geosynthetic type #1 0.80 0.00 0.80 0.80

Relative Orientation of Reinforcement Force, ROR = 0.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: Comprehensive Bishop.

WATER

Unit weight of water = 62.45 [lb/ft ³] Water pressure is defined by phreatic surface in Effective Stress Analysis.

SEISMICITY

Not Applicable

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:20:07 2015 C:\.....cts\Peavine Road\Computer Analyses\Peavine Road MP 3.40 RSS (Expanded Search Limits 3).MSE

DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input

-- Problem geometry is defined along sections selected by user at x,y coordinates.

-- X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on.

-- Xw,Yw represents the coordinates of phreatic surface.

GEOMETRY

Soil profile contains 3 layers (see details in next page)

WATER GEOMETRY

Phreatic line was specified.

UNIFORM SURCHARGE

Load Q1 = 250.00 [lb/ft²] inclined from verical at 0.00 degrees, starts at X1s = 82.00 and ends at X1e = 107.00 [ft].

.......................................................................Surcharge load, Q2 None .......................................................................Surcharge load, Q3 None

STRIP LOAD

.......................................................................None

Toe point

10 11 12 13 14

SCALE:

0 2 4 6[ft]

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:20:07 2015 C:\.....cts\Peavine Road\Computer Analyses\Peavine Road MP 3.40 RSS (Expanded Search Limits 3).MSE

TABULATED DETAILS OF GEMERAL SPECIFIED GEOMETRY

Soil profile contains 3 layers. Coordinates in [ft.] Water was described by phreatic line.

# Xi Yi Top of Layer 1 1 0.00 33.70

2 44.00 66.00 3 47.00 68.00 4 50.00 70.00 5 82.00 93.00 6 107.00 93.00 7 140.00 120.70

Top of Layer 2 8 0.00 33.70 9 44.00 66.00 10 47.00 68.00 11 64.00 68.00 12 69.00 72.00 13 73.50 74.00 14 82.00 80.00 15 87.00 82.00 16 92.00 86.00 17 103.00 92.00 18 107.00 93.00 19 140.00 120.70

Top of Layer 3 20 0.00 33.70 21 44.00 66.00 22 61.00 66.00 23 64.00 68.00 24 69.00 72.00 25 73.50 74.00 26 82.00 80.00 27 87.00 82.00 28 92.00 86.00 29 103.00 92.00 30 107.00 93.00 31 140.00 120.70

Top of Phreatic Line 33 4.00 33.70 34 61.00 66.00 35 69.00 72.00 36 73.50 74.00 37 82.00 80.00 38 87.00 82.00 39 92.00 86.00 40 103.00 92.00 41 107.00 93.00 42 140.00 118.00

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:20:07 2015 C:\.....cts\Peavine Road\Computer Analyses\Peavine Road MP 3.40 RSS (Expanded Search Limits 3).MSE

TABULATED DETAILS OF SPECIFIED GEOMETRY

Soil profile contains 3 layers. Coordinates in [ft.] Water was described by phreatic line. Y values are tabulated in the right most column.

# X Y1 Y2 Y3 Yw (phreatic)

1 0.00 33.70 33.70 33.70 33.70 2 4.00 36.64 36.64 36.64 33.70 3 44.00 66.00 66.00 66.00 56.37 4 47.00 68.00 68.00 66.00 58.07 5 50.00 70.00 68.00 66.00 59.77 6 61.00 77.91 68.00 66.00 66.00 7 64.00 80.06 68.00 68.00 68.25 8 69.00 83.66 72.00 72.00 72.00 9 73.50 86.89 74.00 74.00 74.00 10 82.00 93.00 80.00 80.00 80.00 11 87.00 93.00 82.00 82.00 82.00 12 92.00 93.00 86.00 86.00 86.00 13 103.00 93.00 92.00 92.00 92.00 14 107.00 93.00 93.00 93.00 93.00 15 140.00 120.70 120.70 120.70 118.00

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:20:07 2015 C:\.....cts\Peavine Road\Computer Analyses\Peavine Road MP 3.40 RSS (Expanded Search Limits 3).MSE

RESULTS OF 3-PART WEDGE ANALYSIS

Results in the table below represent the critical slip surface composed of a three-part wedge and identified by the specified points (X-left, Y-left) and (X-right, Y-right) and angles Zeta(L) and Zeta(R). ReSSA finds the (X,Y) coordinates, as well as the angles Zeta, based on user-specified search domain.

The trace of the critical three-part wedge is fully defined by four points: (X1, Y1), (X-left, Y-left), (X-right, Y-right), (X2, Y2).

Critical 3-part wedge (Automatic search):

(X2, Y2) [ft]

Zeta(L) [degrees]

( X-left, Y-left ) [ft]

( X-right, Y-right ) [ft]

Zeta(R) [degrees]

( X1, Y1 ) [ft]

Fs

(20.01, 48.39) -10.00 (66.00, 56.50) (105.10, 87.47) 71.00 (107.01, 93.01) 1.262

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:20:07 2015 C:\.....cts\Peavine Road\Computer Analyses\Peavine Road MP 3.40 RSS (Expanded Search Limits 3).MSE

CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES

Rotational (Circular Arc; Bishop) Stability Analysis

N O T C O N D U C T E D

Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis

N O T C O N D U C T E D

Three-Part Wedge Stability Analysis Minimum Factor of Safety = 1.26 Critical Three-Part Wedge: (X2 = 20.01, Y2 = 48.39) [ft]

(X-left = 66.00, Y-left = 56.50) [ft] (X-right = 105.10, Y-right = 87.47) [ft] (X1 = 107.01, Y1 = 93.01) [ft] (Number of slices used = 45 ) Interslice resultant force inclination = 23.73 [degrees]

REINFORCEMENT LAYOUT: DRAWING

SCALE:

0 2 4 6[ft]

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Present Date/Time: Tue Jun 30 10:20:07 2015 C:\.....cts\Peavine Road\Computer Analyses\Peavine Road MP 3.40 RSS (Expanded Search Limits 3).MSE

REINFORCEMENT LAYOUT: TABULATED DATA & QUANTITIES

Layer

Reinf.

Type #

Geosynthetic Designated Name

Height Relative to Toe [ft]

Embedded Length [ft]

Covergae Ratio, Rc

( X, Y ) front [ft]

( X, Y ) rear [ft]

Lsv * [ft]

Lre [ft]

1 1 Geosynthetic type #1 0.00 0.00 1.00 154.20 223.10 154.20 223.10 0.00 0.00 2 1 Geosynthetic type #1 2.00 0.00 1.00 157.20 225.10 157.20 225.10 0.00 0.00 3 1 Geosynthetic type #1 4.00 0.00 1.00 159.98 227.10 159.98 227.10 0.00 0.00 4 1 Geosynthetic type #1 6.00 0.00 1.00 162.76 229.10 162.76 229.10 0.00 0.00 5 1 Geosynthetic type #1 8.00 0.00 1.00 165.55 231.10 165.55 231.10 0.00 0.00 6 1 Geosynthetic type #1 10.00 0.00 1.00 168.33 233.10 168.33 233.10 0.00 0.00 7 1 Geosynthetic type #1 12.00 0.00 1.00 171.11 235.10 171.11 235.10 0.00 0.00 8 1 Geosynthetic type #1 14.00 0.00 1.00 173.90 237.10 173.90 237.10 0.00 0.00 9 1 Geosynthetic type #1 16.00 0.00 1.00 176.68 239.10 176.68 239.10 0.00 0.00 10 1 Geosynthetic type #1 18.00 0.00 1.00 179.46 241.10 179.46 241.10 0.00 0.00 11 1 Geosynthetic type #1 20.00 0.00 1.00 182.24 243.10 182.24 243.10 0.00 0.00 12 1 Geosynthetic type #1 22.00 0.00 1.00 185.03 245.10 185.03 245.10 0.00 0.00 13 1 Geosynthetic type #1 24.00 0.00 1.00 187.81 247.10 187.81 247.10 0.00 0.00

* Vertical distance between layers.

QUANTITIES

Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft²] / length of slope [ft] 1 Geosynthetic type #1 1.00 232.00

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

Peavine Road MP 3.40