1001 E MARINE VIEW DR SITE WORK AND UTILITIES 2018-01-01 MF Import

Sfehen Jacobson JN 98313 Augustl7 1998 Page 6 The aoove recommendations are not intended to waterproof the below-grade walls. If moist conditions or some seep2ge through the walls are not acceptahle, waterproofing should be provided. This typically includes limiting cold-joints and wall penetrations, znd using bentonite panels or membranes on the outside of the walls. F,pplying a thin coat of asphalt emulsion is not considered waterproofing, but it will only help to prevent moisture, generated from water vapor or capillary action, from seeping through the concr�te. Excavations and Slopes Excavation slopes should not exceed the lirnits specifed in local, state, and national government safety regulations. Temporary cuts to a de�th of about 4 feet may be attempted vertically in unsaturated soil if there are no indications of slope instability. Based upon Washington Administrative Code (WAC) 296, Part N, the dense glacial till soil at the subject site would be classified as Type A. Therefore, temporary cut slopes greater than 4 feet in heigh! cannot be excavated at an inclination steeper than 0.75:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The weathered and fill soils are Type B, thus. temporary cuts greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (H:V), ertending coniinuously between the top and the bottom of a cut. Temporary cut slopes should extend no closer than 5 feet to traveled streets, alleys, or parking areas. Other excavation considerations are discussed in the General section. The above recommended temporary slope inclination is based on what has been successfui at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slop=s shouid be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without warning. Utility contractors should be made especially aware of this potential danger. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its finai inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seedeci with an appropriate species of vegetation to reduce erosion an.i improve the stability of the surficial layer of soil. Temporerv Shoring This section presents design considerations for cantilevered or tied-back soldier pile walis. We suggest that the contractor work closely with the structural engineer during the shoring design. The design should be submitted to Geotech Consultants. Inc. for review prior to beginning site excavation. We are available and would be pleased to assist in this design effort. GIiO'I�GCI I COASUI.1�.A.A�l5.INC.