SHOP SLIDE Photo 1. Looking northwest at cracking across the - PDF document

SHOP SLIDE Photo 1. Looking northwest at cracking across the footpath at the end of the Hwy 2 EB to Hwy 684 SB off ramp at the 99 Ave. intersection. Drop in asphalt trail (background) has worsened since 2013 and is now at 300 mm. Photo 2. Looking southeast from trail at the Hwy 2 WB to Hwy 684 SB offramp (at 99 Avenue intersection) embankment downslope failures. The Town has offloaded soil and installed a series of geomembrane sheets to collect and channel the water emanating from gravel seems in the embankment and the ditch surface water runoff. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 3. Looking southwest from northeast side of Hwy 684/99 Avenue intersection at oxidised water flow emanating from the gravel seems. The use of the geomebrane sheets appears to have temporarily halted the backscarp/scour retrogression where it has been placed. Photo 4. Looking west from end of the geomembrane sheets below the area offloaded by the Town at backscarp and the scour further downslope. Both the scour and retrogression have worsened since 2013. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 5. Looking northeast from edge of geomembrane sheets at scour and resulting debris flow below. The debris flows downslope (northeast) towards the CNR right-of-way. Photo 6. Looking southwest from CNR right-of- way at debris flow fan. CNR periodically has to remove the debris accumulation to avoid overflow onto the rails. Additional movement of the slope toe was also observed \\H\15\16-305 2014 PH9 Inspection Photos

Photo 7. Looking southeast from Hwy 684/99 Avenue intersection along upslope ditch. Utility poles are now tilted from 5 degrees to 16 degrees from vertical. Telus have notified Alberta Transportation of their intent to install a buried fiber optics cable along this ditch. Photo 8. Looking northwest along Hwy 684 northbound lane at 99 Avenue intersection, above the Town’s utility pipes. Backscarp of slide above the municipal utility pipes has grown and now encroaches past guardrails. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 9. Looking southeast along northeast side of the Hwy 2EB/Hwy 684 SB offramp and 99Avenue intersection, above the Town’s water and sewer pipe racks. The main slide backscarp has grown since 2013. Photo 10. Looking north across the road at the south end of the median island. Note the dip in the road at the scarp for the lower slide bowl. Cracks have visibly grown since 2013 (20 mm drop and a 30 mm width). \\H\15\16-305 2014 PH9 Inspection Photos

Photo 11. Looking north along the Hwy 2 EB/Hwy 684 SB offramp at the upper slide backscarp. Noticeable dip in the road surface. Photo 12. Looking northwest from south end of the Shop landslide along Hwy 2 EB/Hwy 684 SB off-ramp. Dips in pavement are now discernable in in previously observed cracked areas. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 13. Looking northwest along scarp of landslide along treeline at the crest of the slope above the CNR right-of-way, near piezometer SP10- 9. The overall landslide feature block drop at backscarp is now at about 3 m and the backscarp height is at about 1.5 m. Photo 14. Looking northwest at the spoil pile of slide debris pile the CNR has cleared from opposite side of railway (from left to right) at the toe of the flow slide. \\H\15\16-305 2014 PH9 Inspection Photos

OVERPASS SLIDE Photo 15. Looking northwest from west side ditch of the Hwy 684 SBL, on the south side of the Hwy 2 overpass. Photo 16. Looking northwest from the south side of the Hwy 2 overpass along the northbound lane of the Hwy 684 NBL. Voids between the pier columns and the sliding of the concrete headslope protection have been filled with concrete. Hwy 684 NBL shoulder has been repaved. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 17. Looking northeast at the east abutment seat. Bolt pins where installed and base plates were grouted at each girder seat. Brackets have been installed connecting the underside of the girders and the front of the abutment seat block. Asphalt has been place to fill the void between the east abutment seat and the concrete headslope protection. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 18. Looking northwest along the top of the east abutment seat block. Recently installed connection bolt pins are bent and grout is cracked on the west side of the recent repair. Photo 19. Looking southwest along the top of the east abutment at the recent repair in the asphalt at the approach slab. During the summer of 2013, a void had opened in the road surface and was repaired. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 20. Looking northwest along the ditch at the CNR rail line. Note buckling at the toe of the concrete facing and poor drainage along the toe through the railway ballast. Photo 21. Looking southeast at the concrete facing at the toe of the slope on the northwest side of overpass. Gap openings are now at about 280 mm to 300 mm by about 460 mm to 600 mm deep. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 22. Holes are visible in concrete slope protection, with a 200m mm deep void beneath, at the pier located between the CNR tracks and the Hwy 684 SBL. Photo 23. Looking west from the south side of the Hwy 2 overpass west abutment at the pedestrian trail crossing. Some minor rill erosion and poor vegetation growth. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 24. Cracks have appeared at the west end of the west abutment approach slab. Cracks are about 20 mm wide and 20 mm deep. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 25. Looking northwest from below the west abutment drainage trough. A scour is forming at the end of the trough and the sideslope is eroding below. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 26. Looking upstream (west) at the upper gabion mattress of the eastbound lane ditch on the south side of the Hwy 2 overpass. No significant change since 2013. Photo 27. Looking upstream (northwest) along the lower gabion mattress lined channel on the south side of Hwy 2. There is continuing gradual collapse of the gabions, presumably due to erosion of soil beneath. \\H\15\16-305 2014 PH9 Inspection Photos

Photo 28. Looking northwest towards the west abutment seat from the south side of the Hwy 2 overpass. Concrete was poured to fill the voids at the base of the abutment seat and beneath the drainage though. Photo 29. Looking upstream (southwest) along the Hwy 2 westbound lane ditch, at the west abutment of the Hwy 2 overpass. Rills and erosion gullies are present on the north side of the west abutment fill and through the base of the ditch profile (1.6 m wide by 0.7 m deep). \\H\15\16-305 2014 PH9 Inspection Photos

Photo 30. Looking southwest from north side of the Hwy 2 overpass west abutment. Erosion of the abutment sideslope beneath the drainage trough has exposed a spring in the abutment flank. \\H\15\16-305 2014 PH9 Inspection Photos