ALBERTA TRANSPORTATION GEOHAZARD ASSESSMENT PROGRAM PEACE REGION – PEACE-HIGH LEVEL 2017 INSPECTION Site Number Location Name Hwy km PH009-3 Peace River Shafsbury Trail - Shop Slide 684:02 30.990 Legal Description UTM Co-ordinates SW¼ 31-083-21 W5M 11V E 480339 N 6232158 Date PF CF Total Previous Inspection: 6-Jun-2016 15 6 90 6-Jun-2017 15 5 85 Current Inspection: Road AADT: 3420 Year: 2016 Rocky Wang, TRANS Don Proudfoot, Thurber Inspected By: Ed Szmata, TRANS Shawn Russell, Thurber Photographs Report Attachments: Plans Maintenance Items Landslide affecting the Hwy 2 off-ramp. Active landslide movement is Primary Site Issue: most pronounced at NW end of slide, near junction with 99 Avenue. Active landslide affects approximately 200 m length of off-ramp, while dormant slide extends over approximately 300 m length of road. Dimensions: Slide extends upslope (SW) 90 m and downslope (NE) 80 m (plan distances) of the off-ramp. Crest of dormant slide is at EL. 409 m and toe of active slide is near EL. 370 m. In Fall of 2010, the Town of Peace River replaced pipe rack supports for water and sewer line pipes, re-graded the site around the pipes and covered the disturbed areas with coconut matting. The Town also re-graded area of about 30 m in width by about 50 to 60 m in length, to the south of the pipe racks, after a surface slide occurred on May 13-14, 2011. In 2013, the Town offloaded more material and placed geomembrane sheets below the off-ramp embankment to channel the seepage from the springs and the ditches. Maintenance: In 2015/2016 the Town re-aligned the storm and water lines to the north around the slide site and removed the pipes and pipe racks. In 2016 TRANS removed the outer NBL of the Highway 2 off-ramp including some slope off loading along the shoulder of the roadway and removed the concrete median and placed a new steel post guardrail. CNR continuously cleans debris that encroaches in to the west side of right-of-way emanating from the slide acidity below the geomembrane. Client: Alberta Transportation Date: June 6, 2017 File No.: 13351 Page 1 of 4 E File: \\H\13351 2017 PH009-3 Inspection Report
Observations: Description Worsened? Changes in cracking / dip at north end of slide. Cracks across regional pathway have grown (Photos 1 and 2). The backscarp of the slide feature along the NBL sideslope of the Hwy 2 off-ramp has Pavement Distress retrogressed further into the roadway shoulder (Photos 1, 2, 3, 5 and 11). TRANS repaved the roadway in 2016 and the old scarps and cracks have just begun to reflect through the new ACP (Photo 15). Pavement distress and fresh cracking on the slope indicate further movement of the lower (active) slide area. The flow slide in the bush with a 6 m drop off at the end of the geomembrane sheets shows enlargement in the north-south direction. Slope Movement The landslide scarp noted above the rail line at the southern end of the site continues to grow and the slide block has a vertical offset of about 4.5 m and a backscarp height of 1.5 m to 2 m. A new skin failure has appeared in the backslope below the cell phone communications tower There is on-going erosion in the flow slide mass. The gabion mattresses in the SBL ditch Erosion of the Highway 2 off-ramp are being undermined and scours are forming along their flanks (Photos 13 and 14). Seepage emanating from several gravel seams within the Highway 2 off-ramp embankment is Seepage shedding water over the re-graded area. (Photos 4 to 7). The rip rap armouring at the inlet to a 500 mm Bridge/Culvert Distress diameter centerline smooth wall steel pipe culvert has been dislodged. Other Instrumentation: Low rate of movement (10 mm/ yr.) – no significant movement at depth. SI05-1 Sheared at 10.7 m (SI05-2) to 17.5 m (SI05-3) depth. Significant movement at SI05-2 & 3 10-12 m depth in SI05-2 and 16 -18 m in SI05-3. Has sheared off at a depth of 6.7 m since the spring 2011 readings and had exhibited SI05-4 roughly 55 mm total cumulative movement at 6.5 m depth. Located near the former water and sewer pipeline alignment at the NW end of the site. About 150 mm of movement to 2.2 m depth observed in SI09-1 in June 2011, with about 4 mm and 11 mm at 8 m and 12 m depths, respectively. SI09-1and 2 SI09-1 was assessed to have been sheared at 1.8 m on September 22, 2011. Near surface movement of roughly 150 mm (upper 2 m) since Fall 2010 in SI09-2. Instrument was destroyed during the sewer line pipe rack repair in Fall of 2011. Client: Alberta Transportation Date: June 6, 2017 File No.: 13351 Page 2 of 4 E File: \\H\13351 2017 PH009-3 Inspection Report
Small creep movements observed in SI09-3 since 2010 (toe of slope between rail SI09-3 line and Shaftsbury Trail). SP05-1 and Variations in water level of between -2.23 m to +0.43 m since the fall SP05-3 to 2016 readings. SP05-5 VW09-1, 3 and VW09-4 Variations in water level of between -0.49 m to +0.28 m since the fall 2016 readings. SP09-5 to 7, SP09-10 and 11 SP09-8 and 9 Have remained dry since installation in 2009. Assessment: As indicated in previous Geohazard inspection reports, this site is characterized by a complex, deep-seated slide movement affecting the hillside above and below the road. The slide bowl above the road appears to be currently dormant to slowly creeping, while the lower slide is active. The highest rates of movement appear to be at the NW corner of the lower slide bowl, where the Town of Peace River had to re-grade the slope to protect a sewer and water supply line in 2008/2013, replaced the pipe rack supports for both the water and sewer lines in 2010 and have since relocated both utility lines further to the north outside the limits of the landslide. The lower slide scarp remains active. Movement has continued in the area unloaded by the Town at the north end of the slide, as the slope inclinometers have sheared in the area. Cracking and retrogression of slide movement continues upslope of the unloaded area – the area of the road affected by slide movement is expected to expand to the north in the near future. Water continues to pour onto the slope from gravel seams within the roadway embankment. Although the Town has placed geomembrane sheets to line a channel to contain the water, this only extends about partway down the slope and the scour below the end of the membrane continues to grow , with the flow slide encroaching into CNR’s right of way and the resulting debris fan regular ly obstructing the west railway line ditch. CNR has been removing the slumped soil from the west ditch and placing it on the east side of the railway trunk. TRANS has now removed the outer NBL of the Highway 2 off-ramp and have performed some minor off-loading of the slope for the same. The Town of Peace River has relocated the utility pipes that used to run through the site. This has reduced the consequence of failure for the site as reflected in our revised risk rating, although the value is still very high. Thurber had previously submitted a preliminary engineering assessment for the site with suggested repair options in 2009. This assessment will need to be updated, and possibly revised, based on the developments at the site since then prior to proceeding to a detailed design and tender package preparation for the repair. Recommendations: Cost $350,000 FLOW SLIDE: Install subdrains feeding into a larger downslope collector drain pipe, located below, a gabion mattress lined channel, extending down the valley through the slide area. Re-grade the sides of the flow slide area (outside the gabion lined channel) to a consistent slope to mitigate enlargement at this slide area. Due to the increased concentrated water flow that would be generated at the base of the slope, a centerline culvert should be installed beneath the CNR track by auger boring at the same location to provide an outlet for the flow. PATH: Re-align pathway outside of slope backscarp and possibly fence off the landslide area. Client: Alberta Transportation Date: June 6, 2017 File No.: 13351 Page 3 of 4 E File: \\H\13351 2017 PH009-3 Inspection Report
$5,000,000 HIGHWAY: Carry out the long term remedial measures which constitute the refined Option E as described in our engineering report dated November 6, 2009. These consist of removing the climbing lane and flattening the sideslope at an inclination varying from 3.5 to 4.5H: 1V, constructing an earth-fill toe berm retained by a 3.5 to 5 m high MSE wall to avoid encroachment into the CNR ROW, installing a pile wall under the MSE wall to satisfy local stability issues related to the wall and installing a series of sub-horizontal drains extending from 100 m to 120 m into the hillside to lower the groundwater table. The removal of the outer NB lane was completed earlier this year. Client: Alberta Transportation Date: June 6, 2017 File No.: 13351 Page 4 of 4 E File: \\H\13351 2017 PH009-3 Inspection Report
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