11020 19TH AVE SE BARTELL DRUGS 2016-01-01 MF Import

f � I Subsurface Ezpforation and Silrer Lab'e htall BartellOn�g Smre Georechnical Engineering Report Lcerett, R'nshing�on Design Retommeridation_ -- I ��.fter the recompacted, exposed ground is tested and approved, or a free-draining rock course is laid, strucr�ral fiii may be placed to attain desired grades. Strucmral fili is deFined as non- � organic soil, acceptable to the geo[echnical enginNer, placed in maximum 8-inch loose lifts { with each lift being compacted to at least 95 percent of the modified Proctor maximum densiry using ASTM:D 1557 as the standard. In the case of roadway and u[ility trenctt filling, the � backfili should be placed and compacted in accordance with current local or county codes and � standards. Tlie top of tlte compacted itll should cxtend horizontally out�vard a minimum I distance of 3 feet Ueyond d�e location of the perimeter footings or roadway edge before sloping do�vn at <m angle of 2H:1 V. � The contracror should note that any proposed fill soils must be evaluated by r\GSI prior to dieir use in tiils. "I':iis �vould reyuire th;i[ .. have a sample ol the materia'. 72 hours in adva�ice of tilling activities to perform a Pructo� [est and determine its field comp�ction standard. Soils in , �vhicli thc amount of fiur-grained material (smaller than die No. 200 sieve) is greater than ! approximately S percent (measured on the minus Nu. 4 sieve size) shoaid be considered moisWre-sensitive. Use of moiswre-sensi[ive soil in structural fills should be limited to 1 favorable dry wcather conditions. 1'he on-site soils generally contained significant amounts of silt and are considered moisture-sensitive. In addition, constrr.r.tion equipment traversing the � site when die soils are wet can cause considerable disturbancc. If 611 is placed during wet �veadier or if �roper compaction cannot be obtaincd, a selec� import material consisting af a clean, free-draining grave] and/or sand sliould be used. Pree-draining fill consists of non- � organi� soil with the amount of fine-grained material limited ro � percen[ by weight wlien measured on [he minus No. 4 sieve fraction and at least 2� percent retained on the No. 4 sieve. IA representative fYom our fi�m shoi�id inspect the stripped subgrade and be present during , placement oP structural till to observe the work and perform a representative number of in- place densiry tests. In [his way, the adequacy of the earthwork may be evaluated as fillin� ( progresses and any problem areas may be corrected at that time. It is important to understand � that takin� random compxtiou tests on a part-time hasis �vill not assure uniformity or accep[able performance of a lill. As such, wr, ar� available to aid the owner in deve(oping a � suitable monitoring and testing frequency. � 8.0 I=OUNDr1TI0NS I Spread footines may be used for buildin� suppor[ when founded on very dense natural soils (till) or svuctural fill placed as previously diseussed. We recomm�nd that an allowable � bearing pressm•e of 2,500 pounds per square foot (ps� be utilized for desi�;n purpuses, I including both dead and live loads. II' higlier bearing pressures are needed. P.ESI can re- evaluate thc soil bearing conditions. An incre�se of one-third may be used for short-term wii�d or seismic loading. Perimeter footines should be buried at !east 13 inches inro the surrounding i Decr�mber 30, 200d �ISSOG.4TC•D E•IRTH SClE,VCES, lNC. �� � l.re�ae-.rsah�vca.�r.o��«�cwJnsnxFurr Page8 �