3500 TERMINAL AVE Geotech Report 2022-10-25

1\seats\projects\Notebooks\1923201_Port of Everett Marine Terminal Upgrades\Analysis and Calcs\Piles\ Compressive Resistance in Kips Uplift Resistance in Kips 0 200 400 600 800 1000 1200 1400 0 100 200 300 400 500 600 700 800 0 0 10 10 - --f 20 20 - 30 30 - m f o u. �` u. ‘ E 40 - 5 40 c ` ` ' 50 - � • g • 50 ` 3 o • o • d ` y ` m t 60 - ,_ m 60 •. o. `` a `. of m o a �` .2 70 - ```,`. 70 - ``'`. m m a a 80 - si. 80 - u, D co N O el — v * 90 90 - g D CD 100 100 -- -- K m t'n Fi m c CCD ^ m o Allowable Compressive Resistance Allowable Uplift Resistance 11 °a di, CD s -----Allowable Post-Liquefied Compressive Resistance —----Allowable Post-Liquefied Uplift Resistance 1 Er rn m Approx.Top of Bearing Layer Approx.Top of Bearing Layer DI 11 n s 3 —• fo T- i 0 co m m Notes: 5. xm F * a.Assumes restrike occurs a minimum of 5 days after installation. 0 A. N m b.Compressive loading includes both skin friction resistance and end bearing resistance.Charts include a factor of safety of 2.0 for static compression and to y, static uplift,and 1.0 for post-liquefied compression and post-liquefied uplift. Factor of safety values are based on dynamic testing of 2%of all production D Po m piles or 4 total piles,whichever is larger. —Io o ccii N E c.Axial resistance computed using the American Petroleum Institute(API)Recommended Practice(RP)2A method. Co n " d.An unfactored downdrag load of 35 kips should be applied to the pile head in post-liquefied compressive loading. `D V n v e. Piles should not penetrate more than 5 feet into bearing layer for close-ended piles.Bearing layer is estimated to be near elevation-95 feet and is z shown for reference on the above plots. f. Piles are to be driven close-ended.