3500 TERMINAL AVE Geotech Report 2022-10-25

16 I Port of Everett—South Terminal Wharf& Electrical Upgrades—Phase 2 should include simultaneous consideration of both soil and pile behavior. Soil support in resisting lateral loads will depend largely on the allowable lateral deflections of the piles. Development of lateral pile criteria requires the structural engineer to assume the degree of fixity at the pile head.A pile is considered free-headed if the top is free to rotate. If the top of the pile is fixed against rotation by embedment in a pile cap that is sufficient to develop a fixed-end moment,the pile is considered restrained and fixed-headed.We expect that the piling would be structurally connected to the pile cap and,therefore,fixed against rotation until pile hinging occurs. Idealized Profiles for Lateral Analysis To facilitate structural modeling,the site was divided into three sections along the length of the terminal based on our generalized subsurface profiles.The south section is from the southern end of the terminal to about midway between borings HC-1 and HC-2, and the north section is from about the midpoint between HC-2 and HC-4 to the north end of the terminal.The middle section is between the south and north sections.We estimated the soil layering assuming negligible variation in soil properties along the length of the terminal within each section.We recommend LPILE parameters for each layer in the profile to be used in a lateral pile analysis. Tables 13 and 14 summarize the LPILE parameters for the south and middle sections of the terminal, respectively,and Tables 15 through 17 summarize those for the north section. One profile was used for the south and middle sections since the slope of the soil layers in these areas are nearly horizontal and the primary variation is in the mudline elevation.The north section profile shows more steeply-sloped soil layers,and was divided into three groups in the direction of the slope. The LPILE parameter tables include P-multipliers(mr)for liquefied conditions.These should be applied in evaluation of the liquefied cases to account for reduced soil strength due to liquefaction. P-multipliers for liquefaction should not be combined with P-multipliers for group effects,which are provided in the section below.Sloping ground should be modeled in LPILE as appropriate in order to account for decreased lateral soil resistance in the direction of the slope. Table 13 — LPILE Input Parameters for South Section (Rows A to H) Effective Friction P-Y P- Elevation Unit ESU (ft) Soil Type Weight Angle Modulus Multiplier (pcf) (deg) (k) (pci) (mr) ESU 2 10 to-35 API Sand 63 35 80 1 ESU 6 -35 to-45 API Sand 58 32 50 1 [0.2] ESU 4 -45 to-70 API Sand 63 38 120 1 ESU 8 -70 to-120 API Sand 68 40 155 1 Note:[]denotes liquefied condition. 19232-01 V December 6,2017 HARTCRowsER