1600 W MARINE VIEW DR 2016-01-01 MF Import

, ' ' , , ' July 30, 1997 HWA Project No. 96028 4.3.2 sronedwater Groundwater was obsavcd in both boring� completed for this study, u dept6t � from about 10'f. to i 8'h feet bdow the exiating ground surfacx. It is amidpued t6u groundwater condidons will change in reaponae to aaeoq local wbs�uface coadidons, ddal fluctuadons, and other fictors. Furthertno% the groundwater conditions reported on the boring logs are for the speafic dates and locatione indicated, and tha�doro auy not necessarily be indicative of other times and/or locations. 5.0 CONCLUSIONS AND RECO�NDATIONS Based oa the rewlts of the Seld explorarioq laboratory testing, and engineering wly�a ' perfortned, it is our opinion that thc proposed new public access pier and tnnsiarc moorage facility are feasible as plsnned from a geoteclmic,�l perspective, provided t6e ' recommendations presented in this report ue implaea�ted during design �nd conswction. Recommendations related to seismic consideruions, pile foundation design, and pile driving and con4tructability are provided below. t5.1 SEI9MIC CON19mERATIONS The project site Ges within Seismic Zone 3 as deSned in the Uniform Building Code ' (iJBC, 1994). Zonc 3 includes the Puget Sound regioq aed repraa►u �n area of signi6cant seismic risk. CoaxqueMly, moderate levels of arthqueke �luldng �hodd be ' anticipated during the design life of the proposed improvements; however, the seismic ri� at the project site is not considered greater than surrounding areas in the vicinity of the ' project site. As such, the proposed pubGc acce� pier and transient moorage fuality should be designed to resist earthquake loading in accordance with the methodology described in the 1994 edition of the UBC. 1 ' ' ' t , Assuming the soil conditions observed in our explorations are representative of subsurface conditions in the general vicinity of the project area, UBC Soil Profile S2 may be aswmed for the project site. UBC Soil Profile Sz rc :es to a S Factor of 1.2 for u�e in detign. The corresponding normalized response spectra for the assumed UBC Soil Profile is considered adequate for the project site; however, if a site specific response spectra is necessary for design, the geotechnical engineer should be consulted. Liquefaction occurs when loose, saturated and relatively cohesionless soil deposits temporarily lose strength as a result of earthquake shaldng. Primary factors controlling the development of soil liquefaction include intensity and duration of ground motioq characteristics of subsurface soil, in-situ stress conditions, and the depth to groundwata. ' 96036RF.D0�: HoNo Wesrd Asaactnres, Iwc.