1202 SHUKSAN WAY 2018-01-01 MF Import

r � Cfoatprint (B-5. p-G.and D-7). Thc fill was placcd in this arca witl�ou� GcoGnginccrs abscn�ing tlic �round condi�irnis prior �o filline. Pill along tl�is arca ranecs from ahout 4 l0 7 fccl dccp :md thc ' lo��'cr portion is likcly old orerburden fill soils. Pill soils along thc southem one-Ihird to one-half o( the ��'est building limits is about G to 7 fcc� decp. Tlie fill cncoumcred in D-R was �cncrally lonsc and wet from 4 to 7 fcct deep. Also,during grading last fall, wc obsen•ed si�nificant pumping and fruttine of ihe eround sarfacc in d�e souihwcst pnrtion of ihe site such Ihat wc advised against fil ling in tliis arca until Ihc subgradc conditions were rcpaircd. The apprn�ima�e limits of Ihis arca arc ' shon7i in Figure 2. Structural fill csists in thc south•cenlral and southcast arcas of ihe huilding fool print. l�hc structural fill ��as placcd ��•ith scrapers and compacicd to at Icast 92 perccnt of the maximum dry � density (MDD) per ASTM D 1�57. Wc obscn•ed fill placcment and compaction on a part-timc basis �vhen a subslxntial amount of the fill was placed during 1998. \1'c also drilled onc boring � (D-1) through this fill in Aucust 1998, which �ras near ihe southeast comer of tlie proposed JanSport buildine as sho��m in Figure 2. In general,the swctural fill ��as compacted io a medium dense to dcnse state and consists of silty fine sand :�ith gravcl. Tlic ficld copy of boring D-1 from � 1998 is shoµm in Figurc A-1 I in Appendix A. 3.4.2 Ground Water iNo ground �vatcr w�as encountered during drilling, ho�eever wet soils were encountcred in horine I3-8 ben�•cen depths of 4 to 7 fcet. The��et soils likely are the result of the fill bcing placed � in thc northern end of the stonm�atcr collection depression whilc the pond contained ��a1cr and wet soils. � 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL � In our opinion,development of the proposed JanSport facility on Lots I and 2 is geotechnicaily feasible provided that the cor,siderations and recommcndations presented in [his report are incorporated into the planned de��elopment. The primary geotechnical considerations for the project ( am as follows: � 1. Ponions of the e�isting fill under the site have not been compacted to a condition that �vill 1 support the building loads��•ithout the potential for future settlement and subsequent damage. 2. The old overburden fill that has not been prcloaded(area shown in Figure 2)should be removed to a depth of at least 5 feet and replaced with s[ructur.: 511 compacted to at least 95 percent � T�4DD. The bottom of the eacaeation should extent at ea�a 10 feet beyond thc limits shoµm in Figure 2 and the cacavation side slopes should be not s e:per than 2H:1 V. 3. The existing loose/soft undocumented fill soil below 'he site is compmssible and will settle Iunder the �aeight of new swctural loads and f.'�. T� mitigate the potential for differential settlement under the building loads on Ihe north and west sides of the building, u•e recommend f that the footings Iceated over the old overburden fill soils be overexcavated a minimum of � 3 feet and replaced with s[ructural fill compacted to at least 95 percent MDD. The shallow 1 � G e o E n g i n c c r 5 6 FilcNo. 7584-002-00-11301050101 � /v �V D