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May 6, 2015 Page 7 of 1 1 pavement, organic soil, fill, vegetation and any other encountered unsuitable soil removed in an and with controlled fill placed thereon as necessary, are adequate for slab support. It is not recommended to abate site preparation below slabs or pavements in any manner. Slabs should have clearance from maximum anticipated aquifer groundwater level and should be protected from intrusion by surface waters. There does not appear to be any aquifer groundwater on the site that would impact construction nor long-term use of the building. 5. Fill Placement: Fill material, as required, should be mineral soil, free of debris, boulders and organic material, of such suitable moisture content that it can be readily compacted to specified levels. Fill should be placed and compacted in a manner that will allow complete compacfion of the total fill layer fo 98% of Sfandard Maximum Densify according fo ASTM D 698. Frozen material should not be used in fill construction, nor should any part of the completed fill be allowed to freeze. In the upper 3' of embankments in parking and drive areas, this fill should be compacted to 100% of Standard Maximum Density. If crushed rock or any other very coarse granular soil or aggregate (>30% 3/4" or coarser) is used in isolated areas, the above Standard Maximum Density would not be applicable. In this case, the fill should be compacted to 60% of Maxim Index Density according to ASTM D 4253. A soil compaction test should be conducted for every two feet of fill in appropriate seqments of fhe area. Top of fill should extend at leasf one foof horizonfally beyond the structure pad or foofing limits. The fill surface may then extend downward and outward on a 1:1 slope to competent soil. It is upon this basis that required oversizing should be computed. 6. Inspection and Testin_q_: The Client should retain a geotechnical engineering firm to inspect excavations, make field judgments as to subsoil adequacy, and to carry out a program of field and laboratory testing of engineered fill and possibly other materials. This firm should bear full responsibility for knowledge of contents of this report and for proper interpretation and correlation of data, and be prepared fio make any further analysis as necessary. 7. Final Site Topographx: Final soil surfaces should be graded to provide adequate drainage from structures and hard surfaces so that as little water as possible infiltrates into soils adjacent to the structure. 12. WATER RESOURCES MPCA Comment: There are several bodies of water and wetlands located in close proximity to the Project site. Langton Lake is located approximately 0.17 miles northeast of the site. There are wetlands located across Cleveland Avenue from the site, and a number of smaller lakes located within this wetland area. These should be described under this section. ROSEVILLE's Comment: If the groundwater depth is known it can be added here as well as any information regarding dewatering during construction. RAMAKER Comment: Based on geotechnical data, it appears that the groundwater exists at the site in a perched layer between 7 and 15 feet below grade. The permanent groundwater aquifer appears to exist at a depth of approximately 45 feet. If dewatering is required during the construction stage of the project, all dewatering will follow the guidances outlined in the forthcoming Waste Handling Plan (see 13 A. & B., below). The Waste Handling Plan will provide a summary on when dewatering will occur and how the water is to be treated (stormwater sewer, stanitary sewer, or bulk storage for off-site disposal, etc.). Further details will follow, and will be made available prior to fihe initiation of construction.