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

1 1 July 30, 1997 FiWA Project No. 96028 Sevaal wly�es were performed for varying pile embedments, to detennine the roquited ' minimum embedments for the mooring and foundadons piles. Based on r•�aulq of our analyais, we recommend mooring piles be embedded a minimum of S fat .,.o tbe glacially ' consoGdsted material undalying the undocwnented Sll and ahutine depos�ts. Our u�alysis indicates tlut foundadon pilea for the pubGc accesa pier a�d gangway aystan should be embedded a minimum of 10 feet into glacidly consoGdated mu«ial. ' 1 ' 1 1 1 ' 1 1 ' 1 ' , Information provided to us by Reid Ivfiddleton indicates ttut the mudline in the vicieity of the proposed piling for the moorage 9oats is at appro�dtmtely Elevation -8 fat. Assuming that lateral loads will be trensmitud hy the moorage 8at to the piling about 1 foot above the water line, the most cridcal condition will be at higl� ddq ebout Elevation +12 feet (Iv1E�I�. Therofore, in our anatysis, the Iatenl load avas appGed 21 feet above the mudline. Axial loads were not included in the analysis. In additioq our analyses assumed free-end condidons at pile tops. Results of the laterally loaded pile analysis for mooring piles with 5-foot embedment and foundation piles with 10.foot embedment in glacially consoGdated material are presented in Table 2. It appears that the foundation piles supporting the pubGc access pier and gangway aystem will also be subjected to Iateral loads. Based on infocmation provided to us by Rdd Middleton, the unsupported lengths of these piles above the e�asting ground surface or mudline will range &om a.bout 1 to 21 feet. In our analysis, lateral loads are applied to the pile tops. M axial compression load of 25 Idps is included in the analysis. In addition, a free-head condition was assumed. Analyses were nu► for the gangway system foundation piles and the fand-side foundation piles for the pubGc accats pier; results of the wlyses are presented in Table 2. If the actual design a�dal load is less than assumed in the analysis (25 kips), the maximum bending moments witl be less than shovm in Table 2. HWA is available to revise the analysis if necessary, for other pile sizes or loading wnditions. IfNAVFAC desig,� methodology is used to determine point offixity and roquired embedment depth, we recommend using a coefficient of variation of subgrade reaction (4J of 60 pounds pe: cubic inch (pci). It should be noted that the recommend lateral subgrade reaction value :�•ill decrease with time due to cyclic loading and under long-teRn loading conditions. pile deflections will increase as the lateral subgrade reaction decreases. Consequently, piling used to support portions of the proposed structure that will be subjected to cyclic loads (from wave action and moored boats) should be designed using a reduced subgrade reaction value. To approximate the ef%cts of cycGc and long-term loading conditions, NAVFAC recommends reducing the subgrade reaction value for sands to 80 to 90 percent of the initial value. ' 96028RF.DOC HoNo Wesr.� Asaocures, Iric.