2824 GRAND AVE NAUTICA CONDOMINIUMS 2018-01-02 MF Import

GEOTECHNICAL ENGINEERING STUDY Cascasia Pacific Properties, Ltd. E-8602 July 15, 1999 Page 4 Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engin ^ring characteristics of the soil encountered. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring and test pit logs. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. ECI cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion the property can be developed as planned, provided the recommendations contained in this report are incorporated into the final design. The primary geotechnical considerations for the project are foundation st-pport, and limiting the influence of foundation loads on the Burlington Northern train tunnel underlying the central portions of the site. Burlington Northern should be contacted to discuss guidelines for building loads above or adjacent to the tunnel structure. Temporary shoring for the proposed below grade excavations, and limiting disturbances to the existing two-story building north of the site, are also important geotechnical considerations. In our opinion, the proposed fives ry apartment building can be supported on conventional continuous and spread footings earing on competent, undisturbed native soils, or structural fill. Influences on the to rom foundation loading can be limited by maintaining a minimum foundation setback of 1.5B from the edges of the tunnel, were B is the v` idth of the footing. Use of the above setbac assumes a minimum cut of two feet will be necessary to achieve design grades over the tunnel alignment. The use of pile foundations adjacent to the tunnel alignment can also be considered for minimizing the influence of building loads on the train tunnel structure. Further discussion of foundation recommendations and setbacks are presented in the "Foundations" section of the report. Eenh Coniukema, hw.