4937 SEA BREEZE WAY 2017-01-13 - Laserfiche WebLink

� INTRODUCTIOIv � Geotechnical Engineering Evaluation Pepe Property Everett, Washington This report presents the results of our geotechnical engineering investigation and evaluation of the failing retaining wall at the Pepe Property located at 4937 Seabreeze Way in Fvere[t, Washington, as shown on the Vicinity Map in Figure l. The site is occupied by a two-story, single-family residence whicl� is located on a flat bench of1� of the eastern side of Seabreeze Way. A failing soldicr pilc retaining wall is located between the house and a steep slope below, which descends into Powder Mill Gulch Creek Some of the settlement-related issues that we observed include a long tension crack within the edge of the driveway; a large depression located in the yard area between the house and the wall; undermining of walkways around the house; a crack in the garage where the wall is separating from the slab; and cracks in the foundation walls. The site layout and existing residence location are shown on the Site Plan in Figure 2. For our use, we were provided with the following documents: • A site plan titled "Freudenberg Property — Grading and Pile Plan," prepared by Meta Gngineering, dated August 12, 1993. • A wall profile titled "Frcudenberg Property — Pile Profile & Details," prepared by Meta Engineering, dated A�igust 12, 1993. The providcd plans indicate that the wall was designed as an 8-loot tall soldier pile wall with 26 steel piles spanned with Dura-Lagg lagging. Tl�e wall extends from the start of the driveway towards the soutlleastern corner of the house. Plans indicate that the steel beams were a total of 24 feet long and were spaced 6.1 fect on center. Four independent vertical concrete piers are shown roughly 12 feet behind the wall and two steel stress rods were attached to each pier with one rod attached to a corresponding pile. An approximate 13-foot tall, 36-foot long deadman is shown to be approximately 3.5 feet below the previous ground surface behind piles 14 through 21. Stress rods are shown to be attached from the beams to the deadman anchor. Two vertical piers were also shown below the deadman anchor. We observed that the lagging is over-stressed and bulging in some areas close to the bottom of the wall, and that several beams are leaning significantly. NELSON GEOTECHNICAL ASSOC/ATES, INC.