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Substantive Requirements Review Landau Associates <br /> The same parameters were used to calculate the maximum ESAL value of a pavement section that <br /> consists of 9 inches of HMA over 12 inches of crushed rock base course. LAI found that the reduced, <br /> 14-inch thick pavement section would support approximately 0.5 percent of the ESALs supported by <br /> the design, 21-inch-thick pavement section. Additionally, the 14-inch-thick pavement section is likely <br /> to experience distress from buried structures. LAI recommends that reduced pavement sections are <br /> limited to traffic from light passenger vehicles. <br /> 3.4 Cargo Container Containment Area Foundation Support <br /> LAI understands that construction of a cargo container containment area is proposed directly south of <br /> the existing public utility district (PUD) substation. The containment facility would measure <br /> approximately 41 ft by 141 ft and could be used to store containers of potentially hazardous <br /> materials. The containment facility would be installed in a sloped asphalt area with bound and <br /> unbound layer thicknesses similar to the rest of the site. Proposed fill in this area is anticipated to <br /> extend up to 3 ft. LAI developed primary settlement estimates for loading conditions specific to the <br /> proposed containment area. LAI assumed that the containment cell footprint would be loaded <br /> uniformly, per the conditions in Table 4. <br /> Table 4.Anticipated Primary Settlement for Cargo Container Containment Area <br /> Loading Condition Anticipated Primary Settlement <br /> (includes 3 ft of new fill) (inches) <br /> Single Shipping Container <br /> 7.5 <br /> (720 psf) <br /> Shipping Containers,Stacked 2 High 9.5 <br /> (1,050 psf) <br /> Shipping Containers,Stacked 4 High 14 <br /> (1,710 psf) <br /> ft=feet <br /> psf=pounds per square foot <br /> To help reduce primary settlement, LAI recommends that the proposed containment cell area is <br /> preloaded, per the recommendations in Section 3.3.1 of this report. Following removal of the preload, <br /> up to 2 inches of recompression settlement should be anticipated as new loads are applied. For <br /> reference, where buried wood waste is not present, are anticipated to experience up to 5.5 inches of <br /> static settlement. <br /> 3.5 Light Pole Foundations <br /> LAI understands that 75-ft-tall high mast light poles may be supported by drilled shaft foundations. <br /> Drilled shaft foundations would provide little to no lateral support in organic-rich soils and would <br /> need to be embedded in non-organic soil (below the wood waste layers) to satisfy force equilibrium. <br /> Embedment depths should be determined by the structural engineer. Non-organic site soils are <br /> Geotechnical Engineering Report 0121049.040.041 <br /> Norton Terminal Development&MTCA 3rd Interim Action 3-7 May 7,2021 <br />