4933 GLENWOOD AVE 2016-01-01 MF Import

Jordan Construction ' JN 00284 July 25, 2000 Page 3 dense till. Based on this, it is our opinion the proposed residence r.an be constructed on conventional foundations, or on lean-mix (1 1/2 sack) concrete placed above these dense native soils. Overexcavation may be needed to reach the competent bearing material. Based on the location and elevation of the residential footprint, the existing rockery should not be impacted by the construction of this residence. The footprint of the residence is 30 feet from the top of the rockery at its closest point. No additional fill shouid be placed on the slope above the rockery. It is our opinion that the slope is stable and will remain so if no fill is placed on the slope. The proposec 30-foot setback from the rockery is adequate. The existing :eplic system within the proposed footprint of the residence will need to be removed. The depth and make up of the septic system is unknown. If the tank is located in the foundation areas, it should be removed and replaced with controlled density fill (CDF). The erosion c:ontrol measures needed during the site development will depend heavily on the weather condi:ions that are encountered. We anticipate that a silt fence will be needed around the downslope sid= of any cleared areas. Following rough grading, it may be necessary to muich or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revision� to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. CONVENT/ONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, dense, glaciafly deposited, gravelly, silty sand (glacial till) native soil, or on structural fill, or on lean-mix (1 1/2 sack) concrete placed on this competent, native soil. See the later sub-section entitied GENERAL EARTHWORK AND STRUCTURAL FILL for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fili should be verified with frequent density testing during fill placement. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. They should be bottomed at least 18 inches below the lowest I adjacent finish ground surface. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require rem�ving the disturbed soil by hand. Depending on the finai site grades, some overexcavation may be required below the footings to expose competent, nalive soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the _ � �; !��% GFOTECH CONSULTANTS, INC. / �