1202 SHUKSAN WAY 2018-01-01 MF Import

f � ( dean crushcd cravcl. �rilh a m:uimum pattidc siu of I'/ inclus and ncglicihlc s;�nd or sih. II water vapor mieratirni through Ihe slahs is ulijcclionablc,ihe gravcl should be co�cred ��ilh a hc:i�� � plastic shect to act as a vapor barricr. lliis will be desirable whcrc the slabs �+�ill he surfaced ��iih tile or�vill be c�mcted. \1'e recrnnmcnd that Ihe plastic shect hc covercd ��ith 2 inches of sand io prrnect it durine constniction and to aid in curing of Ihc slab concrcte. Tliis sand should nol hc Iallowed to become saturalcd prior to casting the slab concre�c,othcrn�ise curing of the concrelc n'.a� bc advcrscly affccicd. 1 I3ccausc Ihc Slabs wiil support travclling loads from equipment. we rccommend that nm e�pansion or constniction joints hc rcinforccd��i1h dm�•cls to hclp limit �crtical mo�cmcnt hctwccn the adj�ccnt scements,and help reduce cdge spalling. � Prior to placing the sand or gravel layer, the subgradc sliould bc prooGolled as descrihed previously in Section 4:L3. If necessary, thc subgrade should be recompacted to a finn and I unyielding condition. Yrovided thc slabs arc constructed on a firtn and unyielding subgrade. Ihc slabs can hc dcsigncd usinF a modulus of subgradc rcaction of 1�0 pounds per cuhic inch. � 1 4.5 RETAINING WALLS ' 4.5.1 Design Paremeters � 1 ihe proposed building �cill include dock-high ��'alls at the truck loading areas. The dock-high � H�alls should be des�gned as retaining N•alls. We expect that the �ralls will not be strucwrally I restrained;thereforc,active la�eral earth pressures are appropriate for design ofthe�valls. The walls will also be surchareed by live loads Gom equipment used to wiload delivery trucks and p�ssibly h� stacked merchandise. I 71ie retaining ��'alls should be designed to resist la�eral soil pressurcs equal to an equivalent �I i Fluid densiq�of 35 pcL If the tops of the walls will be structurally restrained, higher pressures will � be appropriate. \1'alls are assumed ro be restrained if top movement during backfilling is less than � H/1000,where H is the H�all heighL Addi[ionnl lateral pressures should be �uperimposed on the soil pressure to account for surcharges. \\'e recommend assuming a uniform lateral pressure of 100 psf � for equipment surcharges and/or stacked merchandise. T'he values for soil bearing, frictional resistance and passive resistance presented above for � foundation desien are applicable to retaining�eall design. 4.5.2 Dreinage I Tliese pressures assume the"�alls are no[subjected to hydrostatic pressures from «'ater building up behind the walls. Becausc the dock-high walls at the truck loading areas will not be eaposed to rain, we do not anticipate that water will build up behind die walls. Nevertheless, we recommend ( that the backfill within 2 feet of the walls consist of free-draining material. Free-draining material should consist of a mixturc of about 30 to 40 percent clean mcdium to coarse sand and 60 to � 70 percent fine gra��cl, �aith less t(ian 3 percent fines. Tlicse ��alls do not require a pedorated collector pipe within the free-draining roaterial. 1 1 G e o [ n � i n c c r s 14 FileNo. 7584-002•DD•1130\050101 ��Y