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

GEOTECHNICAL ENGINEERING STUDY Cascasia Pacific Properties, Ltd. July 15, 1999 E-8602 Page 9 For soldier pile deflection calculations, a modulus of horizontal subgrade reaction can be applied to the embedded portion of the pile. Based on the medium dense to dense soil conditions anticipated along the embedded portion of the soldier pile, it is our opinion a value of one hundred twenty-five (125) pounds per cubic inch (pci) is appropriate for the site. Whenever excavations are made adjacent to existing streets, utilities and structures, there exists the potential for movements. A monitoring program should include the surveying of adjacent streets and structures for purposes of detecting any horizonta! or vertical movements during construction. We recommend the establishment of a monitoring program such that excessive movements are detected early, to allow for remedial actions to be taken to prevent serious damage to adjacent facilities and structures. Prior to beginning the proposed excavation, we recommend performing a detailed photo survey on the adjacent roadways and structures. Periodic monitoring of these structures should be performed throughout the duration of construction. Survey points should also be established at the top and bottom of each soldier pile. Surveying of these points should be performed by a licensed surveyor. The survey points at the top of the piles should be monitored on a daily basis during the excavation to monitor lateral and vertical movements. After the excavation is complete, the survey points should be monitored at least on a Neekly basis until the construction of the basement walls is completed. The survey readings should be reviewed by an engineer from our office. We estimate lateral movements at the top of the soldier piles will not exceed one inch. However, movements in excess of one inch may occur as a result of construction related disturbances or unforeseen site conditions. Piles with movements in excess of one inch should be evaluated by ECI. Foundations In our opinion, the proposed structure can be supported or conventional spread and continuous footings b--aring on competent native soils, or structural fill. Due to the planned mass excavation throughout much of the site, we anticipate competent soil conditions will be encountered at footing grades. The exception is at the north end of the site where little or no excavation is planned. In these areas, some overexcavation of loose soils and replacement with structural fill or lean mix may be necessary in the footing areas. As an alternative to replacing overexcavated areas with structural fill or lean mix, the footings can be advanced through the upper deposit of loose soils, and placed directly on competent native soils. Eenh Con..N.nt.. Inc.