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Report (158) � TERRA ASSOCIATESES Inc. r .$ ' ` Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences October.23, 2003I .. Project No.T-4924 111 Mr.Roger Frickie Opus Northwest,LLC I1000 SW Broadway, Suite 1130 Portland, Oregon 97205 Subject: Supplemental Geotechnical Engineering Recommendations Building Pad Preparation and Foundation Design Bridgeport Village Tualatin,Oregon • References:. 1. Supplemental pp tal Geotechnical Engineering Study,Bridgeport Village,Project No.T-4924, prepared by Terra Associates; Inc., dated August 27,2003,revised September 11,2003 I 2 -Geotechnical Report,Bridgeport Village,Project No. T-4924,prepared by Terra Associates,Inc., dated March 11,2003 Dear Mr.Frickie; ISince the completion of the referenced reports, as requested, we have completed additional analysis to further- define building pad preparation and foundation design recommendations reflecting the various building configurations and foundation loading that will be constructed. Based on the results of our additional analysis,the Ifollowing supplemental recommendations can be considered in constructing the reinforced soil cement pads (RSCP) and dimensioning foundation footings that they will support. RSCP Thickness Reinforcing Grid Maximum Column Design Allowable Loading Soil Bearing. 3 feet Two layers Mirafi SXT, or equal 100 kips 3,000 psf I 4 feet Three layers Mirafi 10XT,or equal 200 kips 5,000 psf 5 feet Four layers Mirafi 10XT,or equal 300 kips 6,000 psf I The first layer of geog d should be placed at thebottom of the RSCP, with subsequent layers evenly spaced vertically within the pad thickness. OFFICE COPY 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax(425) 821-4334 I Mr. Roger Frickie October 23, 2003 All other recommendations contained in the referenced geotechnical reports continue to remain valid. Site Igrading and preparation of the soil cement building pads must be completed as outlined in the Site Design and Preparation sectio n and the Supplemental Site Grading Comments section of the referenced March 11, 2003. and September 11 20 p 03 reports,respectively.I The exception to the recommended building pad preparation outlined in the referenced reports will be in the mof the inched reinforcement. , We originally recommended that the geogrid joints be overlapped a installation ogees. Upon further review, we have determined that thed joints" grl must be mechanically connected in order to maintain the tensile strength of the grids across the joint. The mechanical connection can be accomplished by weaving the grid together using fiber glass reinforcement rods or pins that are used as shear. connectors for Keystone block, or alternatively, a No. 4 steel reinforcing bar that is epoxy coated for.corrosion. The mechanical connection should be continuous along the length of the joint and the overlap can be reduced 1 from 12 to 6 inches. In addition to mechanical connection of the joint, with the revised foundation design using lower allowable soil bearing capacities, the grid extension beyond the building perimeters can be reduced. For building foundations dimensioned for allowable bearing capacities of 3,000 pounds per square foot(psf), 5,000. psf, and 6,000""psf, as outlined in the preceding table, the grid extension beyond the building perimeter can be reduced from 10 feet to 5.5 feet, 6.5 feet, and 7.5 feet for, each bearing capacity, respectively. These extensions Imust also be maintained beyond interior column footings adjacent utility corridors. An additional design discussion we have had regarding foundation support relates to the bearing elevation of the 1 footings relative to the elevation of the RSCP. As we understand,perimeter footings for some buildings will be 4- • foot square and 15 inchesthick, with braced and moment frame footings up to 12-foot square and 24 inches thick. IFor the 5-foot thick RSCP, we would allow recessing the 24-inch thick footings up to 12 inches into the pad, as long as the geogrid reinforcing was not disturbed. You indicated that your design layouts positioned the 5-foot thick RSCP at a depth of 27 inches below the slab-on-grade elevation, and that these'lateral footings would be recessed approximately 9'.inches into the pad. Recessing the moment frame footings in a similar manner will also II be acceptable for the four-foot thick RSCP. However, recessing the footings in this manner is not recommended where the RSCP is only three feet thick. IIf you have any questions or require additional information,please se call. ISincerely 0 PROP . TE .0 '. .P. ^ 6 s 6 . / 740 :P% p Tr t°—Z-3'.�� 111 e000re . Scs..,,_ .E. IPrinci.:l �e cc: ff9iEb, `r_ ,Opus Northwest,LLC EXPIRATION DATE;Cdrg/d Project No.T-4924 Page No. 2:. \,l'\,'',.... 11' \\4;i TERRA• ASSOCIATES ,• . ' Consultants rn Geotechnical Engineering, Geology:' ' and Environmental Earth`Sciences I August 2•7,2003_ � i . - Revised.8.epteiriber 1003-.` Project No:'T-492# " Mr Roger Fricke :Opus-Northwest,LLG - 1000 SW Broadway, Suite 1130` PPortland,Oregon :97205. • Subject Supplemental Geotechnical fizgineering Study I Bridgeport Village Tualatin, Oregon , Reference • Geotechhicar Report,Bridgeport Village,Project No 'T=4924,,prepared-by Terra Associates,kid., dated March1T,,2003 - Dear Mr Fricke As requested, we completed supplemental site exploration and•geotechnical enguieermg analysis for the subject, ', project Our supplemental work focused on"the parking,garage:and adjacent-south office pad located in the" Iwestern poriion of'the site The"purpose of our work was to further define the,transition from'competent;native-:- soils to uncontrolled reclamation fill, as described iii the:referenced report, and develop, recon rriendatior s for supporting these structures on a combined conventional spread footing/pile,foundation-° - Our supplerental site ekploration included'sobservnng the excavation of 12 additional.soil fest pits and.drilling of: . • 2 additional-soil test borings, The approximate test pit and boring locations ares iown;.on attached Figure 1 The boring and test pits were field located by tape measurements frons.buildug corner stakes that weresurveyed and installed prior to arrival at the'site Logs of the test,pita and test'boringa;describing soil conditions observed:are_ attached as:Figures 3 through.10 Elevations shown on:.tbe. logs are. apptoximate:,.and Were determined by interpolation from contour elevations showri ou,the site plain:, , I12525Wif loN0. Road, Suit 101;Iirkfan;d, V1/ shirigtorn 9$Q4 ' -Phione•C4257' 821-7777 (4,251821`"'4-3.X4' . . - . _ , .. IRoger Fricke Auguste 27,r20U3 • e Revised September l 1,203 r DISCUSSION 1ND REC01�MENDATIONS t . I = Subsurfaces `o C hditions,••- h. ISoil conditions at ilk,suppleme tal test.pits and test,borings,were consistent with those`previously observed and =4, described.m the referenced geoteehnical*ort Native soil conditions,which were neaT,surface overthe majority:: of the parking garage, are-:composed ona dense to very dense reddish-brown to,browivsilty,,sandy gravel :These Inative soils contain cobble and baulder.inclusions, The fill rnaterial was composed of.a variety of mineral'soils ranghig•from silty:,sa'nd, sandy silt, and sandy:cla.yey--silt The field condition of;the:filljyaried,signifa`cantly from loose;and soft to very dense, as,observed below'a depth of 40 feet in test,boring$--10`1."The fill vas characterised: IIIby containing a considerable amount of construction'debris including asphalt-and concrete, along with organic ;; and boulderinclusions We were unable;to Peretratethe fill material ata dept}i 54feet o"test r ing p4.91'. In test boring B 102,refusal-was encountered ata depth°of 31;feet tThis tori it, was relocatedr5-feet west,"where we ,r; were able to penetrate thefill and,observe native material at a depth of approximately 40,'feet. .. - I Groundwater'seepage wasencountered at 1,of the supplemental test pits at depthsrangirg from.°o to.12 feet below Iexisting surface grade 'these' test pits included,TP 105,TP-107,'and TP-1.08:--d±oundwaterwas also'observed at: a depth of 50 feet within the fill-inaterial m test'borin B 101; IUsing the resultof this supplemental exploration,along with data,from the referenced geotechnical report,and ati environmental report reared•b Geo Design titled, "Methane Remedial Investigation and Focused Feasibility',' Study;", or Fmer Durham Ouarry,:dated•�une 10, 2003,�we developed a contour iriap of;the competent t native soil=' w; I „'underlying the reclamation fill The approximate contour elevations of the native:.soil formation are:plotted fln the as site"plan attached as Figure 1 A method,:of triangulation with``l nearint , ,olation-avas-used to determine the approximate contour elevations 2' From:review of the:resulting eontours, it can be seen-that the majority ofthe garage willbe founded on competent - native soils:` The exception occurs'oh the tiortheast and• southwest corners of the structure .: Off,the northeast'°. Icorner, evidence of the-previous,mine,high wall can be seen where contour•elevationsof the native soil-,contact ' descend rapidly to-:the northeast°corner of the structure Off the,:southwest coiner, it appears that the thlryhg operationwas relatively limited'with,the depth_to native soils indicated to range from 155to 20 feet below existing surface grade - . Foundations <F I Piles Based on the results of our supplementalsnppleiner.411.ekPloTatioh, it s,our opinion.that it woul be feasbleto`support the parking garage on. a cornbuied'spread:footin le" foundation Su ortm the :-� :foot-gig/pile pp g garage in,.flus manner would :- eliminate the risk sof building damage"due to differential;foundation :performance across,the native soil and Ireinforced soil cement pad transition,•as described n%the iefereneed geotechnical report In,.additionx .if a"five ` stony;office structure is'caristru'eted on'the building pact immediately south' ',014-0171414hestructure, because of 11.,;.:,: `< heavy:building loads that would be imposed and the variable depth ,of the ,unsuitable reclamation fill, pile I `foundations should,also lie used for support to avoid potentia' huildmg:-damage due;;t&differential foundation perfotixianre: f a lighter building similar to the other retail buildings it:constructed ann this site,,spread tooting-,- ` foundations-supported on a reinforced soil cement pail;as clesoribedXin the-refereneed report,can be.used � _ Project Nc T-4`924 '� ' Page 10 2 r A '....;'';' ....-,,,,,,,...'•,•,•:;,--,,".:-0=';'.-,' 4o-: IMr Roger Fricke August 27,; 003 " . Revised September 1 1,2003 • ,} --' 1 t ,_+, • y ; Ar Due=to the amount of construct�ot debris contained within the reclamation fill, installation of pile foundations-will > -. Ibe .difficult Conventional driven files or augeicast` piles;w 11 l ltely :encounter frequent `refusal':witlmiri the 3;} construction debris,well .1 ove the native sal bearing:stratum. Also,with;these conditions, it wile be`difficult to ° verifythat piles have been advanced to suitable en:,:i'-', . ang conditions with this".considered,we reconmiend that the ?piles,be constructed using open-hole drilling techniques Ope-1.:=-4::'::1,--.e drilling,techniques iwill allow the contrae or,eta'eith thr h; ':,:,-,-,-.2. ' ' t ei,drill pug the ohatruction by;coring rix to•remove the o struchonyby.down hole fracturizmg, and contended angering : Open-hole drilling techniques wills also a11ow for verification that the'piles leave been advanced to,,'the -.:71,1'-'b-1.,' native bearing .stratum by allowing`visual'`exami•nation:0:1'4e Shaft bottoms. Casing will be , , required as'the drill shafts are advance,,.,,,,,-,;,.,..,..,:„....,,:;,,;;-„,,aa,the.fill,material•to iriaintain them in o en'condition aril reduce;. groundwater intrusion ` r We.recommend that the piles extend •a:minimum depth of three feet into.1he native bearirig',stratum Based on proposed.construction grades and with the variable fill depth,,.,,;/,,,,, Tenths;:should.vary,.from l0 to 65. feet ire the x northeast ortio of the, u P , n Pdeg,.inY.;- age -; to 20 feet iii they"south est portion; and 20'to 50 feet from no tli to ' •$outh across the office structur:; 'the capacity of the piles,will also vary'with the pile lengths Tie allowable end-bearing'capacity will increase in a 1'iriear fashion with creasing depth For design.ata depth of 10 feet, an , allowable end bearing capacitv,.of 1S tons per square foot;ktsfj can`be used, increasing linearly.to a i axtrium of 100-tsf at a:depth of 65 feet The fill material will provide limited shaft'resistance or friction `or-design we }j I ``recommend using art allowable shaft friction of;2100 pounds per Squ•'...-' 1:40§47P,•:.e 'A,ssuming a three foot diameter „:.shaft will be used, estimated ile settlement, less• lie co re Aston is o e arter inch ai d le s:-,: . P � P mP �, x u qu s Lateral pile capacity will be dependent on shaft;diameter,•deflection tolerance, and the head condition Based on i` conversations with the ro ect's,sfizetur•al en neer, we understand.'ile.. ead Dari .e.con si p J • g. p h,, s ; -- s derpd T.to be in a fixed coI ndition, With the pile,head fixed and assuming a three-font dia• meter shaft,;the"follow ng lateral,capacities with ` associated estimated pile ydeflections can be used in design • r',.,- > ~ '' deflection .ateral Capacity finches) (kips} r 30; '-.,-....'-,:f,'..': ::'''''..7.':1:::1;,:',' JE }' f .1.12 x. LC t1 � ,I.';',,-;:; ,, r ' V$:51° y i rt r A 110 , ,, Spread FoI otings Based�on.current proposed grades, a.:11:- .,1-,arity of the garage excavation,will expose co t.etent native soil Spread Ifootin-- g foundations bearing on these competent native soils cal;be used for building support Tlie footings can be designed using recommendations outlined in the ,referenced, geotechnical report for spread footing.foundations supported on-the reinforced soil cement;pads This,would include dimensioning-the foundations for an allowable • . r. bearing capacity of 10,000 psf.and ..using„.a "50 percent increase'in this loac ==whenl:desig i ng,for short ter T transitory loading, such as:viand and seismic dor resisting.lateral t a:ds, aafri,ction oefficient�bet�een the sol.ane the base of the foot ng of 1135kcan be used,along With the passive ear't'h pressur'!:.,,,,,5,-,-:,-t.ng on the-side,of`the footings ;� Equiva•lent•--t6-a'-414- --77;:-!cidt weighing 30 pc The'point of transitioning fxorii,spread footing to the support coli bet estimated using;•-...',1-•nativecon�tour ele }ations shown -..-,;-4.,-,,,,,,•-::ie 1 The actual loc amort of'th -tr h© Rr a e arise xi will-need to be verified by obse`Ninon in the field at the time of constructio t R t a R '6 It;',''_':':''''S''''''''''"'',i'''':,-, . ',',1',1::'''.7:', '''_":",_-;:,3:;', "-, .t'. y,_ 3;..1-!'",`..,:. r , �, Prolect'l l'o T-4924 , ; r > Fade Na 3 ,r(. .-. I.- -5t ,� � t.. ;,?,,,r':; r-�",-,,,,T33.: f x' t • g UMr.Roger Fricke August"2' ,2Q0 `" Revised September 11,200I3 =As noted, th'e depth-of unsuitable fill tn,the southwest cornier of the,,garaget is indicated to be 10-to 20 feet below ''the proposed: finished floor elevation As ar alternative-to supporting the garage on piles in "this area, ,M consideration-:can be ---'ven to cxcavatm -and removingthis.unsuitable ±3.11''and re lacin .it with'structural fill To achieve an allowable bearing capacity of 1 Or0001 psf,the replacement structural fill should consist-of soil-cement ' that is'prepared,placed, and compacted as recommended in the referenced,geotechnical report I owever,' ecause the soil cement will replace:the entire'depth of unsuitable fill iiia-tenial,installatiori:of reinfozcing geogr ds will not-. be necessary,; The soil cement structural fill should;extend.laterally from the•edge of°all Tootiiigs a minimum + distance of five feet,or oiie-half the fill depth below the,-footir g,whichever is greater _ $ SUPPLEMEN 'AL SITE GRATING COMMENTS_ Since,,_completion II, of the referenced geotechnical report, a:gradmg plan for the site has,been developed From , review'of the grading drawings,,it appears that in some locations:site grades will nc�t',be lowered the mimmuin -, five-foot depth,as"recommended in the referenced report `Due to site access requirements;'final ubuilding grades m some locations will be,nearly equivalent to existing site grades `Upon further evaluation,, and considering that structures in these areas will be relatively light,projecting coltiinns:loads of less;than 50 lops,we are amending ''o4,011 r original recommendation and reducing this requirement from a minimum of f ve feet;below existing site grade <, _,,-.,':,,,,_,i,.::',..,,.,,,,,,,,,,._,-...::,,,.',..,.,",:,,,-;,,,,,::,,,,,r,,,:....:, Ito a minimum'af two feet below site grade Wheie final siteµgrades cio not meet this requirement,the build.,,,,.,7,:,, ,:.p ad and,associated roadways. and parking areas should `be; surcharged with' a minimum. fill depth '.of fifeet. ' Settlement monuments should-be installed on the .existing 'grade,prier:to placing the suircharge,material. and '; monitored on'a weekly basis to track settlement progress For planning purposes;.the surcharge should remain in , Place'for a mimmiim time:..span of,two'months: Preparation of building support mvol'ving the-construction of.a' ,reinforced soil cement pad extending a minimum depth of five feet below the fouundation-sub,grade elevation, as: recommended in the referenced reP ort,must still'be completed / S I ISUPPLEMENTAL FOUNDATION DESIGN OOMIYIEN 'S Recommendations'in the referenced report fore support of building;foundations are based.on-a-design that will .. theoretically.limit:the' foundation stress;imposed on''the un suitable fill material underlying the reiniforced ,soil cemeIntpads;to levels tliatare.rio'greater;than that which currently exist. Tlie recommended 10 000,psf allowabl - bearing is.predicated on l uildir'ig;coluinri.loading inthe range of„100 to 300.'kips, which would result In isolated spread footing dim ensions not eieeediiig 6 by•6 feet. The recommended geognd`reinforcemernt strength is basted '' on this.10,000 sf bearing;stress.being`applied < k, We have reevairluated:o:.. . ur`recoriirnendations for reinforcement of the soil cement'pads'and have determined that -' 'the number of grid:la er can be reduced from five to,four; The id;s acio ' would be.;revised from'-12.inches to> 16 inches ,It will also-be possible to urea lower strength grid,however,th'e allowablejbearing eapacitr for design _ of foundations would also'need'to be reduced accordingly .For allowable bearing capacities`in .excess of 6,000 psf up- to 'the maximum design value of .10,000 psf,."Mirafr..'20XT' ;.:),gri, or equivalent, as cuirtently recommended, should°be'used.?':tot:,bearing-capacities of`4,9:00',_., fand 6,000 psf'Mirafi;:BXT and 10XT or r•r equivalent grid can be usecli respectively This design'alternate-is based on isolated colu nti loading not exceeding 400�lc ps A revised detail'-for preparation of`the reinforced soil cement building pads is.,attached asF:igure 11' <. ;` rJect N , t .r ooT-4.924,-', Q Fr •- .� r� d tC Mr. Ro er Fricke: August 27,:2003 ' Revised September,1 1,2003 I LIMITA'TIO1 iS We prepared this .report in'accordance with generally excepted geotechnical engineeringpractices; No. other. I p; warranty, expressed or imp•lied, m ,ismade This.report is the copyrighted property of Terra Associates;=Inc ,-a•nd is Iintended for the specific'application to the$ridgeport Village project This reportis forthe exclusive fuse of Opus Northwest,LLC and their authorized representatives ,. 111 The analysis.and recommendations presented in this report are based on data obtained from the test pits and test . `borings completed:at the site,' Variations in soil:conditions,will occur: The nature and.extent,of which may not: ' _ become evident until construction. If variations appear evident, Terra Associates, Inc should,be requested to reevaluate the recommendations in this report+prior to proceeding with construction We trust the inforirratioti presented is sufficient to meet your current needs If yoU have an•`qtiestions or require ' additional inf. .. 'i, ;; ti call Sincere `, 4 , I ' ,,' '" --- --',-'- 4 ,,,/ ,,,,i., ,. coo Principal ';,,r Encl Figure ' _±,-;,-,4:1 EXploration Plan:: e S94 lassifrcation System -Figures 3, through 8==Fest Pit Logs.} • • 1 _ Figures':s through ltd"—Boring•Logs `z Figure it Revised TypicalBuilding.Site Preparation'Section - ' 1 r 1 : :4 :.project No TH4924 _ Page,No. 1 Y 1. MAJOR DIVISIONS 1ETTER .'' • - ' • .�SYMI3,QL. TYPICAL �D�SCRI�TION 1 1. Clean'' GW ` 1Neligraded' gravels, gravel sand mixtures -little or'no L GRAVELS. Gravels fines . J • �, _ "(less than Poorly-graded gravels; gravel-sand 'mixtures,: little qF I Q o `More than 5% tines) nQ fines . ` to w 50% .of coarse c� ~ Silty gravels, gravel sand silt mixtures, non-plastic ,� m fraction is` G M.' a4 G, veEs fines W �, larger than l�lo • Z 4 sieve With Anes '' Y 1= GC.' Clayey gravels; gravel=sand clay mixtures, lastic fines. ` . � . :0,-',-2° Clean.; �� x Well grsded sands, gravelly sands, little or no'fines SANDS Sands`. z Gess than . - r; ( o Poorly graded•sands or gravelly sands, tittle or no c .More than 5/o fines) SP fines <---,--,74-."-,a3` 50% of coarse E O :fraction is•; , , SM Silty sands, sand'''''.4 t mixtures; non plastic fines 0 smaller than Sands No 4.-:''sieve,- with fines I SG;. Gla 'ey sands sand clay mixtures, plastic fines Inorganic silts,. rock flour, clayey silts,with slight o • SILTS AND CLAYS ML r, plasticity; • O N Inorganic clays'`of low;to medium plasticity;.(lean clay) E is Liquid limit is less than 50% ©Z"w 0,1._ • Organic,silts and organic clay's of low plasticity Z ' In Ri'"..) :111.1,-17-1-•-,•,-,-'•:••k•-.',-. =Inorganic silts,`elastic I S,. •••AND CLAYS W .. ;v CH Inorganic claysof higf plasticity,, fat clays Liquid limit is greater than 50°/a •OH Organia'clays'of high"plasticity HIGHLY, ORGANIC SOILS PT' Peat. . a .. • 1 ., DE,FINITION' OF TERMS'AND SYMBOLS ca Standard°l?enetratton , w 2 :optSIDE DIAMETER SPLIT. ' J t Density Resistance in Bldv�s�Foot 1; SpooN SAMPLER } ,.,,-z.'' Very I'oose., 0=4 - 2,4 INSIDE DIAMETER/RING'SAMPLER uy Loose ' '4.-1'0 ' ,'.',4" SHELBY TUBI= SAMPLER W Medium dense 1.0-30 _ dense 3f-50 WATER LEVEL (DATE) O Very dense >50 Tt; TO< VANE READINGS; tsf Y. Standard Penetration PP'. p' PENETROMETER'READING, tsf I Consistency Resistance in Blows/Foot; j ,I op DRY DENSITY, ppunds per cubic foot Very soft 0-2 LL LIQUID LIMIT e t uwt ° Soft 2=4 , perc'n 02. Medium.stiff 4 8 • P1 PLASTIC INDEX �` ,�� 8-16 , U`f Sl:tff, N". STANDARD, PENETRATION, blows pet afoot" Very, stiff 12 :, IHard >32 \,0�,®®®®��`®� Terra UNIFIED 'SOIL 'CLA SIFIC/TION SYSTEM ASSOCI'c�t s, Inc. '8.<RIDGERORT VILLAGE A Consultntsin Geotechnical Eng eenng TUALATIN, QI ECO'N Geol;te and .- Epwronmental Ectal Sciences Prot No T-4J24 Date` SEPT 2003 Figure 2 -x Test Pit 'No. TP-1012 , Logged by DPL Approximate Elev. 190' Date 8/8/03 Depth , ,. (ft.)� _ _ . Moisture ,. Content Soil Description (o/o),., 0 ` - 12 to 18 inches darkbrown organic TOPSOIL, lots of roots'wet _ .- . ' I Reddish brown sandy SILT with some gravel,some roots soft to medium , stiff wet,(ML)=. , Reddish brown silty sandy GRAVEL fine grained, dense, moist(GM) 5 _ Test rpit°terminated at 5 feet.;' No groundwater seepage observed: Test Pit No TP 102 I : Logged by.� DPL ` A roximate Date $I8/0 pp� Elev 190 ., DeptFa. Moisture, - -` (ft ) Content Soil•Description - 0 FILL,:dark brown to brown silty sartd with gravel and roots,asphalt, red brick^,and some burnt Wood,loose,wetto moist." Reddish-brown silty sandy GRAVEL,some cobbles, dense to very dense, - 5 wet to moist. (GM) Test pit terminated at 6 feet. No groundwater seepage observed • I 1t7 , "--®'' igciates, GS\q� �,1"IC. BRIDGEPORT %ILLAGE TUALATINOREGON consultants in Geatechnical Engineering GeQiogy and " ` Ehvironmenrar Earth Scienaas Pro ,No T-4924. Date EPS' 2003 Figure 3 i' ,_ Test Pit No TP=103 _ Logged by: DPL . Date 8/8/03 " - Approximate Eley. "192' Depth •° Moisture, Soil Description. : , , Conten - , FILL:,.dark brawn to brown silty sand with gravel cobbles to small boulders, old roots trace to-some organics,loosen wet, , •Reddish brown silty sandy GRAVEL,some to trace roots from 3 to4 feet, '. fine rains •. d; dense'm •.(GMj -'. 9. dense to very oast - I Teat pit terminated at` Meet:' - 7 J`' groundwater seepage observed,, ' INo 10 Test Pit _N0. TP-104 ILogged by.•'DPL - , Approximate Elev Date. 8/8/03 " 194' Moisture, (ft ) Soii Description • Content FILL dark brown to brown`silty sand With gravel to some cobbles,some ' organics,concrete and asphalt pieces,wdod-chips,.red,brick, loose°to medium dense,,Wet. t - ' - -.Reddish-brownsilty sandy GRAVEL,cobbles to small:boulders,fine grained adense,wet to moist.(0M) ' -Test pit terminated at$"fee't - I No groundwater seepage observed 10 Terrra ' - .. ,, 4®®�\\®''� `.: TEST Pil` LOGS':I �`�\�'®® Associates , RIDGEPORT VILLAGE Incn� TUALATIN bkto coneuttants in Geotechnical Engineering;r .. �r v �N • GeelogY • ,. •, ;• ,` 1 ,;• Enurronmental Earth SeienceS,� +F�raf, 06 T-494." Date S.�P,I" 2D03Figure 4 i Test ;Pit `No TP 10 r Logged by DPL r.: ' - �' � )Ap r'axlmate Elev 193 7 Date. 8/8103 Depth, - 4 .r " Moisture' q (ft 'Soil Descrrptlon Content FILL browrG seedy silt with gravel and organics;,sompM1c'ohcrete and,asphalt pieces,trace wood lopae,trioiat to wet FILL dark bl`ish-gray sandy clayey silt with some.gravel and•orgarncs1 I. corcrete,asphalt and wood pieces loose to.medium•dense;,wet M �A ,, a., a5 x i 0 Test,pltterminated at 16 feet, Very's{g'ht groundwater seepage•observed a#10 feet,: . . 20 / T 5#. "Pit No ; TP:-.1 O Logged by DPS ApproKlmate Elev: 194' Date 8/8 Q8 Depfikl Moisture:, ,. I. (f Soil Description Dontent 0 . . , , ;, ' f:) FILL brown silty sand with"gravei,some.Concrete,loose to medium dense, ,' moist - , • a FILL dark bluish-gray to greenish=gray sandy clayey siltwith.`gravel'and , ' ` } ' :organics.,lotsuof:concrete with thbacrubble,some asphalt and wood,,. :5 loose to'medium denser wet, I 1' . _ z;; ' ,FILL brown to dark.brown clayeyssilt;with ome,gravel,trace o rganics some'Gghcrete pieces,;loose wet 1 FILL darkgray to black organic clayeysiItwitt ravel,some•concrete. , ' 5 '' =•'and asphalt,trace•wood, loose;,wet `+ s g • ,`: _� tel � � � � s I Test pit:termiriated at" t 7 feed • f k , No grqundwater seepage observed 2Q Some-eavin below 8 feet ' I '''''''''''':::,:..i.1,..'''':-:;..1; ',.',.;. r - �� ®®®�®"• Te�".,.r TEST PIT LOGS`,, ®®� °associates InC �, 'SRI GEPCOf T�. ILt.A E • iorisultant$in,Ge` meal TUALATIII, bFZEGO ` fi afah En��neenng n aH Geology and. ,nvironmeri Earth Sciences ` Prod:#No .T4924' Da SEPT 200'3 .figure--. - 5, .- . .. c c Test .Pitz No TP-107 Logged.,by DPL - Approximate Eley= .192' Date 8/8/03 Depth : Moisture' i Soil'bescrl tion . _eft ) - � (%�. - FILL fightbrown siltysand with�sgravet,--some organics:,concrete and wood :pieces,loose to medium dense;moist"to wet FILL dark green black to bluish graysandy-silt to sandy clayey silt with gravel and organics,some cobbles and debris;,some concrete and asphalt, -- loose to medium dense wet:to saturated with depth ,I 15 4 T t 6 T est pittermmated at 1T feet; - Slight groundwater seepage o,bserved'at 6 feet Test, Pit No- TP-1.08 Logged by DPL _ Date. 8/8/03 Approximate -_ - 19.0' Depth Moisture:: IC'" - ontent Still Description „ , - FILL light.brown salty sand'with'gravel somercobbles;trace old roots . and sucks,medium dense,moist 5^ : FILL:bluish gray to black sandy,silt to clayey„sandy,silt with gravel,, . some rganicand construction wood debris,loose to-medium dense, FILL dark gray silty,sand with gravel,,trace organics;some old roots and- - sticks,loose to medium'.densa wet to saturated at 12 feet''-, 15 `Lar a as halt•rub'ble �.. at`15,f R feet,. Test pit'terrnrnated at 17'feet ISlight round' at r - g g.. w to seepage observed at I2 feet. 20 , ^ ® Terra TEST PIT LOGS 4' �'��`°�` _� Associates, Inc,. BRIDGE I RT Vi L.AGE g` _ TUALATIN, DREGON , consulta untsan 6eoterchniea.P Engineering Geglogyend Environmental Earth scienceg Prod `No T-4 24 Dat SEPT 20 3 fit' '' . � gore '6 Test Pit ,No.; TP:=109 I . ' Logged by, DPL J Approximate Elev192', Date: 8/8/08.. . ' i (ft ) Soil Description; Content" _ FILL brown silty,sang with gravel,some red brick,construction wood and organics,loose, moist to wet - •;'Dark reddish-brawn sandy SILT-with gravel,same roots,soft to stiff,wet.(ML) ` ',5 Darkreddish`brown silty sandy GRAVEL,some cobbles,dense,moist to 1 wet (GM) Tepiternated at feet lest pit_termiria groundwater seepage observed., , 1 I Test. P Pit NoTP-11 a I Logged by DPL Approximate Elev. 190' Date. 8/8/03 Depth p Mostur� Content II ,(ftSoil Description, (%) 0 .W _' FILL brown silty sand`with gravel,some asphalt and,concrete,white ceramic ash at 5 feet,medium dense,moist to wet, - - FILL:brown sandy clayey,silt with gravel,some organics, construction , wood,trace asphalt,trace old sticks,sorre;construction.debris,white 10 J ceramic;ash at 16 feet,:loose to medium dense wet , 15 ' T Test pit terminated at 16 feet ( ' No groundwater seepage observed 20 -`:-A-;,,,,' Terra , ,; ' TEST PIT LOGS \� .,..�NikM _ E3R1OGEPQfi T.VILLAGE _A�soc a#esu inc.„ '` TuALATH\f o eGON` Consultants in Geotechnical Eulgineering, f Geology and' K w Environmental Earth Sciences Prod: No, 1-4924 Date SEPT 20.03 Figure<7 - Test 'Pit No_. TP-111 v `° Logged by DPL Approximate Elev 190 - Date 8/8/03 Ir Depth Moisture (ft) S6jraesbi.Olop Content -':FILL, brown to"dark gray silty sand•to'sandy silt with gravel;and,cobbles, - some organics:and asphalt pieces,Alarge boulder at 5 feet,loose to , medium dense;mois;to wef.. .Grayish,brown.sandy,GRAVEL, loose to medium dense, moist (GP), Test pit terminated,at 13 feet; 4 No groundwater seepage observed. • • ;15 , Test: Pit �N 1- I Logged b DPL Approximate Elev 192' Date 8/8/03 Depth >. •,:':','••• . Moisture • � � • :SOIL Description Content L, I -., FILL light brawn silty,sand with gravel'some concrete, medium dense, moist. .i • FILL dark blush gray to blaek'Sandy.elayey Silt witn,gravet and organics, • some asphalt,•mediurrm'dense Wet. . a - .Gray silty sandy.GRAVEL,fine;to coarse grained- dense to very dense, 10Test pit terminated at 9-feet F I 'a -No grpurtdwater seepage observed' „ r 1S ® - ' ' Ca 1. TEST,•PIT LOGS \old® BRIDGEPORT VILLAGE . I _Associates, Inc TUALA ' ' TiN� GREGGN Cpnsult Rts•m GeotecFtnical Engineering • . :' aoiogy•aid j h Environments)Esrth oience�s Pro b No 4924= ,,. � �}, , T Cate SEAT 2003 Flgure-�8 •-,'-',:'...,,, ,.:.':.--::,',...!...''''-:;".. - ..2..;..'II.",-;,.,.'"=. ' - ''''.-- '-''''.,•--'„:;-......-;',":="' ',,,-.-.=',,- ''''-':,,-.',.',""-:=.:-::!.. '.'';,„, '... '''' : -i,;"''''....'-':7:".". :-:,-;. ,.-:'',. ';',._;:'-''''=';' , .. :._,.. "— '''-':,-",:-'.. '',..;,;:;-. '......: --...-,.:;' - '''::::,.., ',. ',',';', :;--......: -,,.,,',:'„:.=,:: .„,.„:„,.': •'',-,. „,"„.„,,';'-,:',.:,=,.. , ..2,:',,,,,,-.„,_-:. .,.._''; =::,„,:- ,'''-'..';;,:.'7','„,,-;±,',.'",.',:.-'':..- 6I01,.'''-','.''' 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' ::`,.'.."1,- -'T,',:.:7-`T"•"-', ;T.."'-'-';.:-: :--- :,..metkill)--:-' ;- 7 I .7.. : ,.;--,..,-..;.';`:-.•....: --==•,.. 1.::-, Dense ;`'.':::„.. -, . ,, , '',.";:' '1'.,''',* , ::.' '''',.''..*,,,,- . .,.:" •:7 '' .-... '''.''.•;.',:,:•,'''--':',,....:,:'!''' ,,....-..,,- ,,:,.T.'',."'.., f."..F:,,, ,...-.'...'','.','-•,,,:.-';',--„-....•'-''.: '•'.,' . ..• ,'''''--.'',:'_.'4,': .,•,-.":-.-,',.,::::. '''.:.'.'‘'.'..:'--7:..' -,.,%:,' , '•' '''''''';',''.•`-:•'.• .''''c'-,1-''..'2*.'''' -.•'..':'•••'-:-1. '-••'•:' ••;' • r•-'.'Y'''''T-•‘•:'''.,•,-.'','-:••,'' .-.•'''. ,'" .:' ..•,• -4r4 .'.'..':', ••-..''7`•-;:',-,..'t. '. ,,;,:li'..-..:'.'''3',' ';, ''',"-,-.l'•i',.:.''.'.; i'..S''',::'...• ,,,,,''4--'-',:..,.,-,,:',„:••.',.-4::,f,.:2.t,'' -2-....,•••:'...';'. •,-','.., '':,. . - , . 30 1. •,., ,'•'..,„,-;••...;.':•-2;.•-,,,-:;:,.,".; ''.4:,.',.':'?,4•'.•''.'•-•,.;.;'•'.- :-. .::'. , '' . .,. -,•: ,., ",•-'. .. 4''•:•,--":' :',. .",.•;:•::''-'.'''. .' -.. • - :‘,;•:7,-''.•' ,b,;':' ,:,--,.'::.,:°;,.:' '''1.:7.,•y. ';'"--.._••.'::•••',- ',;',' ''',.,'::_.-: 7'•:',,,,,...... '.)*. ..-:";:,--,?::::::::"‘','•':'.,. i.'': '7,:, ,'' r; ',..•.',, .:_..,.,-'..' .,,:'''',,,:.:.7.''J ,:.•••:."•'.i,.'''''',,;„'::,--i:1,,'. y,,, - _ .. j. .„,.'..;„..: , , •,' • ', ' , -• ---','' - .•-•- ' • • '• ' -,'' ' ' '•". '":'-',. encountered at 40 feet -,'',--' '''';, Dense.,drfil:Ing --:and at 45 feet ,,-.",:; :: -" ; .: ' ,:,- .tia.,triectiP1-60 ,,,;..,';',.' tY8rIISP:',..,:' ,''',.,.' ..1:777:L ,2',''',''''-' '",-','-:, '',7 t,:- ' ,h ' r, ,,,,.• r....:.:(''::'''. ';',...'.. -'''", • : ',',..':•'. '.,, . FILL if,b.i.., ,,,...p99,-.,...,':-,:.,..--,,:. -.,:',.,:., -.:- . -'..,:,-,','•; ..',..;-..........,:,.,,::::;,.,. ,-.1.. .* ' ',:.;;;'-' 1:0:::11::::',.::'..-:.'1 .!•':,::':::. .*:::''',";;,::,.''' :',';'-''.'.:**;-'''.':*: ,,,. ,,*„ Black asphalt 1, :*,..:t,..,',',..„,..**-;:''',..,: ''-',. ' .„-,".':-:,:'..,,:;:-•,' ''',..:.':'•'_:;:.**,:-, ' -;...". ,.,:. ::,"; ,*,:'''.. .:' ' ' .-T''':-.'.",,1..t. ;, :. .:; .-::: 7'.."'', 7T,::§0$."'„ -ai'.:6(1:fe01'.",..= ''''.--.'f-T=:. Dense...: ;-,,.-=- .-• ...:.:; ' 7,:= .'''ete at .feet7:7..'''.;'. .','' '''r: :::...- '''-.'': ' .'.1',I• :.'.:2 ..'''.'';‘,:.:•7'.' ',-. '; r'". 60. .;.,.f4.. , ',-„.'.'4'''''••.','':1":'''•-•-. -••,..,- 1-,:" ::,' ,', ..',.;; ','• 1:,.,',.',' :'....;•,:i,''...-,1'''' "_•.,'-i,,,‘,:' .,-,-;','.' :,' -,....•' ''.,..., 'Y-. '''....';',,:.i.:,./,", ,,,',4,. .,.1'.7 ,'", '.....:50/. 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' „i7... , :;„:;,,‘c:;!..:.'':',., ,,,,ii.:,:,. ,,,,: .., ,,,0..,Y.,•,.:,.-.',:. ,i ;;,-.1-;:l.,:,..'',,, , ',:y.'t .. , ::;',0141,117P::-7::--,:,' ,i.„•:_'''..",,,t''' ' ' ' -' '', .'''-,'' 7_;:,••••••',--'''-,,,,,,,;..", ;,:_,. ,'. Terrg...;. .. i ,...--. .inc,* , .•,.,..,:::.,.,,,,*`" , ,+7 .'ci.,';:,",sgPT-:-. .: '-',.: ' ''...; ,, ' ":: - .- -, t'l-ale-?1:',,.'" iiiiiv?,,,... : ' :-'.'.'74 ' .-'",.1".A.;.§:,24:c;;;=R,'1:::.•.-': •::::,'---, ,,i.,,';';'-',-'::',. .';',,,-2.---,,-.L•-,::',7,'-:-:- '--- . ,.. . . . ., ASS9..,*"'. .-,,"1":' ,44: nt6t40,0:IT!!".: -'': f!7'1,40"--. :;:ri..7";',1,'' -. - , ',--, , ,,,,--- •A,2-.''4‘I ".i'-'''-,N'V'.-;-','', ii=Geo*.,,,,,-... A..g..- , ,. ,,-:.J.= .prq.:7, .-.,..,!--. ,•.,.... ,-, ,.,,„.. ,,,,,_,,. .,,,,. --,., ,,._,,-, • ,4'., ', 144/201''' -'14ON'",,§ , '..;,':-'''-. o'47;,'„-,",!': - -'",...":;:',7:', 1.-..--:-.. ,;?.%'‘,,'",-, ;•-•_-',-.:?:','-::: '"'''..,"'f'-:.' ':'' ' ' ,I . ;,,'.', :' `. '''..:.,:•'::'. .'.,:i.,-,..:.' ..f.i,1iiinl';',E ., ,,,.,.,..,...,-,,.... .,---:,., , ' •,p,v!,r,:,(1,',:',','-, -•'''.': '',.,--::.?,,,:!'''''''',-'', ''t.-. ,.!.;-_':-.;.--'''.4,' -'‘.-'" ' '7 ,-•:..,;''';'.,.`-P••.' ,• ,',,,,-,„.''''..."..4:1.,..,-',"', 1,:.'5'.: :''' ''',. ,,,:',. -..,4Y.'',.,.'-"'':,Y_'''','-',',';'! '.-:(':,' ''_ ;7-',''-•. '''''7• '."•/4", '.'''', -'.,::'';‘'''...:7:,' :::'':''' : : :*-'-',',;'-:,:‘-1,1,'-'.:''...i.'.:.'''.:.*:,!'t' *%.:1;,*.';[.,.`""*..* : : -' .`,.....* '.',.,":',.::•:::,.-:- -1 ' ::::"'.,"-.';:',..::',..",', t::1"C,:•''' '';,;''"' :' : * . ,.. , -,• , ,: :-. , ..• • . - ,. . • Boring No B-102 i . Logged by, DPL . . - - ' �.A roximate �lev 941 Dafe �8/$/Q� � pp Cons:istencyi a ' (N) Moisture ' Soil Description Relative Depth E, Blovys! Content ' Denstt: ft o FILL-R easy drilling to 31 feet: Encountered=obstruction — 10 at 31 feet, Pulled augers, moved 5`feet west and • _ restarted drilling. Goose' ; Medium ' Brown silty SAND to dark brown sandy clayey silt with ` gravel and organics,wet. Dense 30 Dense drilling encountered'`at 41 feet —40 Gray silty sandy GRAVEL to sandy GRAVEL,wet ' Very - (GMIGP3 Dense 50%6" Boring terminatedat 5U feet.: . Auger snapped at.50 feet: .,- _ . No groundwater seepage.observed. � r ®®�.s�-' terra BORING LOG �`'®°►® •" `BRIDGEPORT VILLAGE _ Associates, inc. TUAL TIN,„ OREGON: Casuitantsan Geotechnical Engineering • ' �� ' '' — , nviFbgmental Eartt4 Sc fences, Pros' No T-4924 DateSP1 200$ Figure �Q . . 'BUILDING PERIMETER EXISTING;.RECLAIMED GRADE _ RECOMMENDED MINIMUM FINISH FLOOR ANI PAVEMENT ELEVATION 10' WIDE ,UTILITI< CORRIDOR ,n n.FOUNDA110N :SUBGRADE - _ REINFORCED idli . ,;'CEMENT MAT .- • IRAFI GEOGRD ' 1)13 ) OR EQUAL SEE NOTE NOTE: DESIGN•BEARING CAPACITY GEOGRID REINFORCEMENT : ' > 6000ypsf yto 10,000.psf MIRAFI 20XT...OR'EQUAL F 6000. psf - ' - MIRAF1 10XT.OR„EQUAL • 4000'psfMIRAFI 8XT OR EQUAL, . NOT TQ SCALE ;' REVISED FIGURE 7 FROM;MARCH • , "2003 GEOTECHNICAL REPORT • ” :- Terra REVISED TYP[CAL,_BU,tLDINC ;' a y. ►' SITE PREPARTION SECTI©N `�`®0� BRIPG EP IST VILLAGE ' 'Associates ' 0 TUAL�T'll*, OREGON ., "'• '',••_,','��, Consultants anv0eoteOhrllcai Engineering," ' t;ebtot(aart Fro ,,-•_,::T-49 4 Date SEPT 2003 Figure 11 1 Et�anronmen#al Earth Seances l EP kr• 4 \.'jkLti�,, TERRA ASSOCIATES :Inc'. 4 \ ; A\\\t\ \ wt' ..�^ 4. A , Consultants nmGeotechnical Engineering,,Geology and Environmental Earth Sciences , I March 11,2003 Project No.T-492 " Mr,Mlkke Nichols Opus Northwest,Li. -10.00.'g*Broadway,Suite 1136 Portland,Oregon 97205 ' Subject , Geoteehntcal Deport• $ndgeport Village Tualatin, Oregon - Dear Mr. Nichols:, As'requested, we;have completed a geotechnical:engineeringstudy for the subject project.'`The attached-re ort, . presents .our findi,ngs`,zfor` geotechnical engineering aspects of;proje•ct design. and,construction. . Our-work was, completed in accordance'with your instructions and authorization:; The results:of bur field exploration indicates the site underlain by reclamation'`fill, which varies considerably'm thickness and character' ''Fredoirunantly,the fill iiS comprised of sandy silt,-and.clayey silt,and°,contains,in areas, a considerable -amount of'.construction .debris'.and rubble,:along with organic,debris-.:- The;thickness of the„fill' generally ranges from a~depthof 60 to 80 feet below'current'site grades :Native';soils underlying(he:fill,consist of a very dense silty:;sand with gravel that''contains varying cobble and boulder inclusions, Iii qur opmiolt, the%existing, fill soils. are not suitable for support of the development.as planned, We are.. . • " recommending a surcharge program that involves lowering,current site.grades,,along,with-,excayation;removal ,: and replacement with engineered fill to provide suitable support for buildings,,and,.infrastructure, and mitigate ,-,-!,,•,,,-- '',,,-. nioSt t -- IImostof the potential for distortional movement caused by post construction settlement, However,,,it should be understood that "the 'procedures. region mended will:•not .entirely mitigate the; potential,-for post-construction-., settlements, If building owners are not willing to`accept some"degree oi< risk for this, occurrence, building: foundations,floor slabs; and settlemnentsensitive infrastructure should be supported on pile foundations t i ■ ,. 12525 Willows Road Suite 161-,Kirkland W shin` ✓ Phnnp'Caeca R 1-17777 'a,r (A A1, :.r " "!1,'1��I:':� forrn�livirr��.;.�rr.�r:�Fi... ..... ._ Y f.r �. Mr Mike:Nichols March 11,2003` _ We trust the information presented.in this,report is,sufficient for your current needs:.,If you_•have any,questions or l• ,• '•_••••:require additional infor nation,7please call Sincerel -y ours TERRA ASSOCIATES I eo•ore J S w •'® Ptincipal t ' l'Ai;..1 14 3111J0 Anil B tat,,PE. ,,,•,,,,•.-- is f e 3.,9� . - ff ••• ' cc ':ate . arre,.,.Opus Northwest,LLQ t * 1 : ,,- 1 , ,r 'No.'-ProjectT-49.24, •', ' . Page No 2 e j' TABLE OF'C_ ONTENT5 Page No 10 Project Description • 1 ; 20 : Site Conditions.' 3.Q Geologic Hazards <. fi 2 - 3.1 Surface .,. =' ' .. 2 - 3;2, - Soils4 .: {...,,. . 33 Groundwater:' , ,, 4 I.' 3:4 seismic 4 4.0 Discussion Old`Recommendations ... • ,,4 ' •. 4:`1 General 4' - , `' . I 4.2 ite SPreparatioon and Grading � 6 4.3 Foundations - .., 7 4.4 Slab on-Grade Construction r S 4.5 Site Retaining Walls '. .. $ t 4 Ut lities .. 9, I 4;7 Pavements .---" • 11) I5.0:: Additional Services .s:.. 1.0 6 0' Limitations .... 11 • IF gores .Vicinity Map::,,,,....,:,.....:,......:`,.. .. ..... .�. . , .:...:.Figure i -.Exploration Location Plan,. •. e 2 . Figur• ' Soil Profile Section AA'.-......,„:.:.;:.::: ...Figure 3 Soil Profile Section P B' g, Fi ure 4 Soil Profile•Section G' .. t Figure 5 Soil Profile Sectinli D JY .y: s 8 ,: Figure 6 -Typieal,Building-Site Preparation Section .: ▪ Figure 7 r •_Wall Details • • .y :-..-..::%.......‘............- r :,. , '▪ Flgute 8 I Settlement Sensitive Utility Trench .,... Figure 4 {, Appendix `Field:Exploration'and LaboratoryyTesting:....--..... Appendix A ; a4 S_ s •Geotechnical Report Bridgeport Village �. Tualatin, gr s,.,::::;:,,,....,.:., :-. ..„-.:. 1 I1 0; �,PI OJECT DESCRIPTIO) .:,; The 29=acre site will be developed pn narily as a retail complex with an office component. The site'development' plans are currently conceptual;in nature, however,;we understand the,core refer) village will be located.in the= central portion of the safe, and`will:consist-of four 30,000 to 40,000 square foot buildings ater,structed-around a ceI ntral courtyard•and bisected-by pedestrian walkways ;A major 82,500 square foot theater, c.01.1.:11;"..e,',,..,,,„-lwill. be constructed north`of this-retail-village Additional,office,and retail buildings,7,....-7ith floor plate sizes.rangng from. - approximatel. 5,'000 to 32,000 s uare feet will also>be const•ructei east and sohf',..7,:,,,,:-„,. ,r q. e central xetail vzllage, An above grade,five-level parking'structure is proposed'immedatel west,of tht;,retrail village :-:-.--7,27, I T4s we;understand, the -ypical retail` buildings will be two stones,m "height and,:wzll have:their, floor: s1, ,1:'-$:','‘..-i. bs: . constructed at.grade Office 1,structures will' vary from.two to,five h_stories'in height Vie yexpect that:these - structures: ,\,,.,..,,, belconstructed with standard steel franm g,with structural loading carried pnniarily,by..a.:531 ...--7,-,.,si:of isolated columns :Column loading in.'the-range of 100 to 300 kips?is hkely Tho western parking structure would' Ibe constructed with reinforced concrete columns andYbeams along with post tension concrete floors: Loading ori_. thin structure willbe heat , with isolated•columns'c in loads of 1 100 to-1 2 ki,.s ;« g. As,currently proposed, final site elevations ;will range from a low oflev .175 ,.--,",,,,i,,: g the north`properEy lame.' I towards tile`central portion of the site'to approxunately Elev 190 in the_--,southwest corner of;the,site Finish floor-:, elevations"for the theater-complex,retail village buildings, and parking structure are proposed'at Elev 180 .Retail. IIand:office structures in the northeastern portions,of'the site will have finish floor elevations`ranging froru X170 th. o" 175.; St�'uctures tri .41--P•' ":)suthern"portion of the site will have finish.flooir=elevat ons ranging. from:approximately ' Elev. 184 to Eley: 190 Significant site grading will be necessary to achieve desired..c'onstruction elevations Irl.'" ' s '_ particular, an xisttng low area.located in the north central. portion of the site'will require 20 to 30 feet o,;.0.4..;' ll` material to achieve desired constructI ion elevations: In the'southern portion of file site, excavations of.=10:to 15 I feet below-existing surface &r .,,:,,,,,.,,--:',:,', rades will be required, Retaining walls will ybe necessary,to accommodate expected grade transitions z;Infrastructure improvements will-'include' pavement;'along w>th vet aiid utilities:' `The dr3! . project Will,also include'a realignment of SW 72nd Avenue, which borders the eastern "'property tine:' ' Tlis : roadway will be,repositioned froi i its current,.northsouth alignment'to cut diagonally to the southwest along the east,property line 7,-...:-.1,econnect;with SW Bridgeport Roads 1 The 1 recommendations contained in the following sections of this report are based oil tyle above design information. As the development plans•are conceptual,in nature,the recommendations contained herein should.be ;,,,-„,i:-:,,.., considered preliminary and,subject to chang1. e pending'final design r >r. - March 11,-2003 ' ProjectNo 3 492'4 ,,> 2:0 SCOPE:OF WORD' , . I Our services ori,the "ro'ect wee comp I p J r p eted rn accordance;with our,proposal dated,March 19;:20.0i purscope of work included"excavating 24'soil test pits apt the site tb``depths of approximately 20"feet below existingsurface ; grade Our scope of.work also included.observing and-sampling-soil-conditions.at 11 soil test borings These borings Were drilled to varying,depths ranging from.as "shallow•as 8 feet to as deep as 85 feet-below-existing surface grades Soil samples; obtained in',the field were returned to our office for verification•of the•field, classifications and laboratory: testing to,determi-r a engineering characteristics Laboratory rteiting included determining the moisture content on eachsoil sample, and on selected samples, grain size d stributiori, Atterberg I limits, soil unit weight or density, and,consolidation The results of our field:exploration and laboratory tessting were analyzed:to develop geotechnical engineering recommendations;for project design and construction' The results of our'"findings, analysis, conclusions, and recommendations; are .summarized-in this report, which specifically addresses the following • Soil and groundwater • . ' �• Seismic designparameters , - I • Site preparation aiki grading- Foundation support alternatives Slab-on-grade support I ;: Sites. retaining walls I„` . Utilities Pavements • ' 3.6-" 'SITE CONDITIONS - Surface The site is located northwest of the intersection of SW Bridgeport Road' and SW 72nd: Avenue-in Tualatin, Oregon Light and rstrrai buildings and residential development holder the site to the north and west,respectively.,,, • -• The approitmate'locatron of die the site xs shown on the.Frguiel • Historically, the sire has been rained fora sand and gravel resource byWashing'ton County,since the early 1950s The site has been•referred to as the Durham Quarry The sand and gravel resource`was milled Over the , predominant area Of the Site to depths ranging-.from.60 to 80 feet below the surrounding surface grades Based on'7= Mmformatrosi•provided 1by Washington Co'untyy.active mining continued at tine site until the early 1990s In.,1992 r '. Washington County{contracted• withthe local area contractor•to.manage reclamatror of they site .;Refilling or:; ; , . reclamationof the..mine site has occurred since that trine, with filling operation-; only,recently ter runated vrthin - the.last year: ,, y x, Page No, 3 t` 4 f • -March''1I,2003' Project No.T=4924 Currently, reclamation work has reestablished site grades nearly equivalent-.to the surrounding property grades over.most of,the site The exception to this is in the north central.portion of the sitewherererniiants of the. previous gravet,pit remained, with site grades approximately 30 to 40 feet lower than the adjacent surrounding grade Most of the site is devoid'of surfacevegetation,'with ;large stockpiles of recycled asphalt and.concrete located"along the eastern site margin. The western portion of the site does Have some vegetation,consisting of tall grasses and brush Sonne trees and.thick brush undergrowth still remain in anisolated area in•the western portion l I .' of the property adjacent the residential community to the west. 'At the-`time°of our•site exploration, we--observed several areas'of Bonding surface water 3.2 Soils . . Based onythe results nf;our exploration and".on observations of the site,;f 11 material used to'teclaim the site consist . Ipredominantly of dark brown to dark gray sandy•silt and clayey silt with varying amounts,;of gravel inclusions We also;observed a considerable-amount' Of.construction debris nixed in with the fill that consisted-of large pieces of broken:corlcrette, asphalt,utility pipes;.rebar,brick, and dimensional lumber:` In the`north-central^portion of the site, which has not been reclaimed to the surrounding surface grades, construction,debris of this nature can be observed exposed on the fill slopes and'at.the base of the`unreclaimed area,: Wealso.noted that the.•fill Icontained varying amounts oforganic debris, including wood chips, grass, brush, and small diameter"logs ;At i, :Test Pit.`TP 5, 4-10 6 inch.diaineter logs were,'observed at_depths�onging from"14 to17 feet:. The depth of fill:material varied across the site, but ingeneral extended.60A6-80:feet bellow-the reclaimed grade: The exception to this was noted in _the-northwestern portion, of the :site immediate adjacent-the residential community where trees and,vegetation are still present'•Test•Pits TP 15 and TP 16,-and Boring B-5 advanced iii this area noted surficial f ll only•extending to depths°of four to six=-feet noted:that the condition of the fill.:varied:conslderably,across the site. In general; the fill material in the upper I20 'to 30 feet is .unconsolidated and,loosely:compacted The relative density and;eonsistency, of the,fillwere - generally noted to be loose and soft.within"this depth'range Below",this depth, field testittg tndlcates that the relative density and consistency of the fill improves with medium denseand'stiff conditions indicated ,In.some, "areas, the fill maternal was noted to he very well compacted, with verydense conditions,indicated. In particular, e this,was-observed at Boring:B=7, advanced in the south=central ortion of the site ad'"ace` �$W P . J nt .. Bridgeport Road,._ At:this Iocation, very dense gravel fill;was•Qbservect".from the surface to the boring terininatton depth 27 feet, It is Ilikely that�this fill material represents a buttress fill that was reportedlyconstructed to support the SW Br" dgeport roadway followi :. rninin or�extraction of.the sand and avel res' ur go cel The native:soils underlyiztgthe reclamation.fill are composed of..A.very dense silty:sand with gravel containing`. I , .cobble and:boi ulder nclusile ons. `Geoogialiy,-the_native soils are iiia ed as Pleistocene•a es.co .se.flood:d` PP g �' deposits consisting primarily of h.oitidett, gravel, and..,.sandy gravel,!contairiing high percentages of Columbi River;basalt; 1 class ? The preceding discussion is intended as a general review of the sail conditions observed at our test,pit and:boring explorations We have prepared generalized soil profiles or. cross sections, which further ,describe our I." interpretation of>the soil conditions relative to-the.existing site topography. These profiles are attached as Figures .. 3 through 6 For•:a.'complete description of soil conditions*observed at our exploration.Ioeat ons,'please refer to',. ' the test pit log=s and boring logs attached m AppendiX A IPage No 3 ` r March 11,2003 - Project No:T-4924 3.3. roundwater:° III We observed,light tb moderate groundwater seepage at various locations, and depths at our test pit and boring explorations T eoccurrence Of shallow groundwater at.the site.is completely random, andis the-result'of surface water either ponding and being covered by'subsequent fill Iifts during reclamation,or by surface water infiltration into the fill soils Reportedly the groundwater table at the site is an unconfined aquifer-residing in the native sand and gravel at depths Of 80 to g feet below the site's preminrng elevation eased•on undisturbed surface elevations adjacent the site, this places lthe static groundwater table_at an elevation ranging from Elea 100'to Elev 110: We observed -_ ,groundwater in-the native sand and gravel at:a depth of•70`feet or approximately Eley. 120 at.Borilgs B.:9`and B- - 3.4' Seismic a The site vicinity falls within Seismic Zone 3,-as classified by the 1997 Uniform Building Code(UBC) • Based o 'soilconditions:encountered, Table 16J of the,1997UBC indicates.that a soilrofile.tt y aof SD should d be used in structural desigin; ; Soil:liquefaction"is atphenomenon where there is a reduction or complete lossof soil strength,due to.an increase in ' water pressure. induced by vibrations. Liquefaction mainly affects geologically recent deposits of fine-grained Isands that are below the groundwater table..Based on soil'conditions we',observed at the site,,it is our opinion that the-,fll and the-underlying,native soils would'not'be:subject- to lr uefac`tion°as :a.result"of ground. `' ' q motion ori vibration induced by a design magnitude earthquake." 4.4' I)ISCUSSIONS"AND;RECOMMENDATIONS 41 General- r4i IBased on"the results of our study, it is our opinion that reclamation of the'mine site was'.not completed in a': manner that will allow.for development of_the site as "ro osed� ...The existing fill`sails mut .be- o i^� °' P P g s e modified to improve their charactenstics or buildings and;settlement sensitive infrastructure supported on pile foundations. •In the':cutrenr condition, the site.soils'are not;_suitable for support.of spread footing. foundations, `slab on-grade construction, or itifrastrueture"`improvements,including utilities,and pavements ' - ITo completely mitigate'the potential for building "settlement or',distortion due to Continued consolidation or collapse of the existing fill materials,building foundations would need to be Supported on piles The piling would - " be designed as•end bearing elements gaining<support VI the native Silty sand with gravel iorthation underlying the ' reclamation}fill Either dulled or driverf piles that:obtain end bearing 'support in the native material could be-' -' desig ned for vertical axial capacities:of 100 tons and greater However, givep the ailiciiiiit Of construction deebris' and rubble contained within the fill inaterial,;successful installation or construction of the pile foundation,would ,' --. be in question. provisions in any contract would need to:be made for'excavatron and removal of dbstructions - during pile installation,or considerablellexibility would need to be built into the design to allow for'nodifcation , or relocation of piies during construction 4 ' Page No 4 March 11,2003" . • Projeetto:T 4924° _ l I� + ' As-noted earlier,,:the upper,20 to 30 feet of,reclamation fill exhibits very low;•strength charactenstics and`,a very'' rhigh potential for settlerrient as a result of stress induced consolidation_and elastic compression Fri our opinion,;` t Y' • round modification teohni ues which wo 1 "r rove the e g ineerin�.charc " :. g _ti q , ist er 3.-fe u inp ng tier es of this up et of.: g ,. P reclamation fill, could be,considered'for support,of buildings and m restructure, as,an alternative"to foundation _ piles Ground modification techniques khat could`:be considered would include surcharging, stone columns,. eo iers or dee d namic corn-action DTSC . 3 P t y •.J ' r -"-,-:',.•''' l Stone columns and geopiers are essentially highly-densifed•columns of granular ,material that are installed using' different..construction techniques These highly compacted or. densifed gravel and stone columns would be installed lat.evenly:spaced intervals at_building pad locations and beneatli'settlement sensitiveinfrastructure B otl construction techniques modify or improve the gt and condi#ions by partial, 'replacement of the existing compressible fill,with`a•highly",`compacted stone or gravel,rcolumi, and'by densification or improvement of the' ground conditions adjacent the column•or pier as a,result of the•'energy •or compacti�e effort used to derisify the stone or gavel during construction Broth construction techinques require advanceme•nt of a probe,or for`the case ',:''''' '':;:::::---..,i:: of the geop er, drilling a;shaft to a predetermined tip elevation Therefore, these techniques;.would be subject to;' the',same difficulties with respect to encountering •obstructions during construction as, the iristallat bn, of foundation piles DDC'„,-,*:,,;I':.,•',' s a relatively simple procedure that involves using a.crane to drop'a relatively heavy weight ranging'from to 2'0 tons from,heights ranging'frorn 30 to'100 feet. The-weight:is dropped'on the."same location several-times, i. .l-:•,,-:'.-'.':,2,.,-'.' with drop locations established in a.grid pattern typically' spaced at intervals of approximately"25 feet` This I= proc`edure:results in the developmexit of 60t04-4:Pach of:the drop sites that may range from f©lir-to nine`feet iii depth Fallowing,an initial pass, referred>to as a primarypass,the craters are irfilled with granular'material, and them process in repeated with;dr i sites:located`in between,'+the initial impact locationsFollowing`this ass,•the P _ resulting craters are infilled with granular,material and a;final pass, referred to,as an'ironing pass, is completed° over the building site 'with, the weight being dropped .only a few TinP tr9r1 '' ready61r short; height; Conventional earth moving or compaction;equipment is then used to regracle file building pact and.compact tile,: upper surface material DDC is:very effective whets the rriatenal=being modified is eompgsed peominantly of granular soils It is also•effective in consolidating acid collapsing rubble debris fill However""",'the reclamation fill=. r itibi§ site ,s coni ossa rimaril of sand sif t to cla e. silt, and the effectiveness.of.DDC.`ma be~`'uestionable p $ . Y Y _ Y Y ,_q In additioir; the uxipactz of a falling weight+does induce ground vibrations that:can be felt sev'erai:hundred feet away froiri Ithe impact site This procedure may present•a'nsk fox damage claims from Che adjacent residential' d veto ,:-,„'':-‘.‘;'.' e pment to-the west,and the.hght,mdustrial buildings';xo the--north ,If DDcwiil be considered,a� the ste,•.we recommend` setting up a small.test area. on `the 'site.to evaluate ifs effectiveness.and`vibration impacts]_prior,to:' ..:I . 5 .- applying the procedure to_ tlie'entire development W6.: 1°6' f6; with Opus representatives arid, discussed,the above alternatives `for obtaining,'building and infrastructure support, along with associated 'rills related fo lure building performance Based on our discussion, we are-recoitnnendit g a procedure for preparing the'-0F"for;support•that.involves a combination o. ,-. site:surcharge and'excavation and refill: The following section of this report will describe this procedure in detail, -','.,,'.,';'.,,„f-:',.,' • with recommendations; contained in ,subsequent sections, predcated.;on 'successful completion- of `.the site' preparation process ,, Page Nod 5 , a March`,11,2003 •,Project•No;Tr4924 In'our opinion, the site.preparation process:we are recommending will mitigate a substantial portion of the risk Irelated to the potential'for future building-and infrastructure settlement:. However, it must be understood that not ' all• `therisk will.be mitigated and. that there.will be the, otential'foorcol'la se rof n ted areas debris",. p p es f debris fill and�for { settlement due-to continued decomposition of organic matter and debris contained within. the deeper portions,of the,fill In our opinion;,the,subsequent recommendations for site preparation and foundation design w,. _., tigate theepotential for-,futuresettlement to,structurally impair the buildings However, distortional movements.resulting g • y = „ in cosmetic crackin of,�fhe structures ma still occur If future building;owners are not w, , „.to.accept this risiC , r I`- then we recommend buildings, along with settlement sensitive infrastructure,be supported on,pile-founrlat tins 42 Site Design and Preparation° , For this procedure, we;recommend that building-slab-on-grade floor elevatinn�s, along with exterior pavement grades, be designed with final elevations a minimum of five feet below the current°elevation.of the fully reclaimed. 1 , area of the site Establishing,bu'Ming grades in this mannerwill essentially•reszlt in an effective surcharge equivalent:t9 approximately fz00 pqunds per;square foot(psf� I Following.stripping and,removal of existing':surface vegettation and topsoil, particularly iii the.western portion of • the site, •:existing fill excavated materials; excludingdose containing orgame debris "sand large pieces of c• onstruction rubble, can'be used to fill the low north-central portion area of the site:,`-TO prevent this fill material , from.consolidating ug nder its own weight, it'must be placed in,a controlled engineered mariner with a.moderate' degree of compactive effort applied .Large pieces of construction debris, along with boulders, can.be•placed at Che-base of this fill, however; the must be:positioned in isolated locations to'allow forun oro placementand; Icompaction of.adjacent_fill material We recommend that the•fill be placed in uniform loose lifts not exceeding 12, inches and compacted to a minimum of 90•percent of the soil's maximum dry density, as determined.by American S• ociety for Testing and Materials (ASTM)'Test Desi nation D 698 Standard proctor) Based on;the results of our exploration and laboratory".`testing, the,on site fills are primarily fire grainin ed .nature and`have moisture; contents well in excess of the soil°s optimum moisture content The earthwork contractor must be prepared to dry, I the"'Soils eithe-b by aeration during dry,weather conditions or-through the;use,'psuch d• ust'or lune to facilitate compacting the fill to the recommended minim-dm relative compaction J To prepare suitable foundation;and floor slab support at the building sites, we recommend- implementing ,an excavate and refile'procedure For'this',procedure,existing fill naterial below the elevation of the foundation. 111 subgrade,should be excavated.and removed,for a nununutn depth,of five feet` If nested constructed debris and` rubble is observed at this elevation -it aI , so be excavated and removed :Heavy compactive effort"with a sheep's foot compactor'should'then be applied at the exposed glade .This overexcav-atLon anti removal"of the , existing fill should extend a mini•mum lateral distance,of ten feet beyond the edge of the perimeter building foundation.. Following this excavation and compaction ,of exposed subgraele, We recommend 'restoring the; ,-, foundation'grade by constructing a reinforced soil-cement pad Mineral.soils excavated from the huildin - g sites', that are free of urgamc.debris,and cleaned' of construction rubble in excess of four inches..can �.:e• t reused o --" '' construct this soil cement pad Type 1 Portland cement should be added and thoroughly mixed with the soils at an appli'cation;rate Of-seven percent by dry compacted soil uznit,'weight, On a preliminar'basis, we estimate that. this :° ' wiil require g,P addinortland cement ata rate•-'of approximately eight pounds •per s uare foot`of surface.arra'per foot of compacted:depth. , Page No' _ .( F March 11, 2003 - 'Project No.,':T-4924 -" The cement amended soils should be placed in the-,overexcavated area in a loose lift thickness not"exceeding 12 ," inches,• Once placed, the soil,should be compacted with a sheep's foot;compactor to a minimum of 95 percent of the soil's:,maximum dry density, as determined by the referenced ASTMstandardL The, soil cement mixture should be placed and compacted within three hours of initial mixing of the soil with the Portland cement A minimum r28=day:compressive,strength of 300 pounds per.,square inch•(psi) should be achieved, Between'each 12-inch layer of soil ceu ent; we recommend installing Mirafi 2OXT Geogrid r'einforcemem. nt,, The -geogrid shouldbe laid Out•on a uniform compacted horizontal , overlapped a runimuni of 12 , inches - A general detail forpreparing the building sites as<discussed is at•tach•ed as Figure 7 4.3', Foundations With building pads prepared as,described in the preceding section;it is our opinion that suitable conditions will be provided•for designing and supporting the buildings on a conventional: spread-footing foundation-,,System. The - high streiigth reinforced soil cement layer will allow.for dimensionin -the foundations;for a�hi h bearin ca Y g g g aci P > thereby, reducing their, dimension and stress influence on the .underlying fill materials The rigidity of the reinforced`soil cement layer will alsosefve as a mat to uniformly distribute these loads and:reduce the potential, for distortional differential settlements: Foundations should obtain support a minimum depth of 18 inches below the final exterior grade 'for frost'' protection:;Interior foundations should bear on a miniriium of 12 inches below the bottom of the floor slab: t:' IWe recommend dimensioningspread footing foundations supported on the soilcemented pads fora an allowable bearing capacity,o€ 100.00 psf;" A 50 percent increase irr--this,capacity can be considered:when designing for ' short term transitory loading, such as windand seismic:, With expected structural loading and this bearing-stress applied,total retaiLbuilding$settleznent related to consolidation and elastic compression is esti riated to•be one inch:' II`'. and,;less, _with differential mYovementof-'one-half inch and less For the prking.':structure, estimated total settlements"approach two orches, with one-half to three quarters ;of this-movement differential in=nature, The: - • potential for differential building settlement will be most significant where the garage and retail buildings will` transition across the shallow native soils in the western portion of the Site-.to the deep mine fills This condition.; ' can be seen in section on Figure 5 Desig in ,the structures_-in a flexible`Manner, particularly across this '.: ? transition,should be considered to mitigate the impact of this potential distortional movement- IA friction coefficient between-the soil and ,of the footing equivalent to35 tan be :used-to design the, foundations to resist lateral loading; Passive earth pressure acting on the .site of-the footing ;zcan also 'be considered: We -recommend calculating the lateral resistance provided by..passive earthfpressure using an'' equivalent fluid weight of 350-pounds per cubic foot (pcf) This value assumes that-"the foundations will be backfilled with compacted granular structural•fill, E • .. ,r March 1.142901 Project No. T-4924 '''''..`414'',...:". Slab,.on-Grade Construction. l ''''''''''''''''''''::''h•-:- itthe,recommended"foundatron subgrade elevation, and when accounting fot the thickness of the footing, fill' material will be required to e§ 4$11,•,1, '.0-i.9..',.finish floor subgrade`elevat'ion; The'`fill tnatenal,must'be structural in" nature and, can .consist:of an additional•thickness o-f--'cement amended soil The fill should be compacted in" uniform loose lifts not`.excee in 2 c ,d g 1 n hes to a inimmurn of 95 percent of the soils maximum,..2.,17:..:.,..!,c,1:.-.!,::7.,,,,.,,,,.,,,y,•-:„sitI as determined by ASTM Test Designation. to.-:-.608:-"- ..°'''.--Y., -'-,'......,.'..:':-',/;.'''''' '---'.'f, .;',- ' ' -.e''' '''''-.-''' I Immediately• below the_ floor';slabs, allowance. should" be made far placing a four-inch :thick layer of clean;'_ relatively free draining coarse sand or fine gravel. This n aterial should`have a maximum fines`content,(percerit as'sin No:200 sieve ,o f.five ercent, Th• Is:;l'a er will serve•three,, u poses 7„,,,";.,ich include. j p g ,. tp Mitgate otential crackingr. floor slab due`.to reflectivecracing caused by:dry shrinkage.,of tide . underlying soil cement layer, J2 Ijrovide'a ca 11 break to'''...revent the upward migration of ioisture,;due to capillaryrise , 3 Establish grading that will,allow,for niaintainmg a relatively uniform floor slab thickness 1 Where dampness of the floor slab due:`to moisture transmission from vapI or pressure isnot desirable, the four inch ''''2:'''''',,1:'" ..:,::::1'1: thick coarse sand;or gravel layer should be covered-with a..durabl'e plastic membrane4'This should:be completed ,-;',1P-"''.all areas that will have-floor coverings, such as: tale or carpet, or in areas,that will serve as storage, The I ..-,,-,,..-:.:7,-;:-..,',... , , ,i''..' fi..;, '- .,''.,...,,- . ..,'.-...,2 ;_-_, , ,--,i, membrane should,be cowered with two'.inc es:of fine gravel to protect the layer from,damage during construction and to aid iii uniform curing of the floor slab; 4-.--5-4' ' Site Retaining Wails IWith 010-Pti44i for settlement of site infrastructure t6 occur du,e;.....-•,..`',.to continued;consolidation of,the fill material- , , from collapse of`nested debris fill or decomposition.of organic debris, site retaining walls should be designed in a`' ' flexible`manner that will allow for some distortional movement to occur without the development of stress; fracturin of the'wall"face We recommend h' this-flexible.desi" .i n co" orate.mechanicall' s abili`zed earth' : g . ,. . yYM/ Y (MSE) MSE wails,,are constructed using geotextile or geogrid re iforcement in the'wall backfill The reinforcement rs typically placed'at vertical intervals_.of tw-feet iin the wall backfill, with the reinforcement length equivalent to 70 tto $9 percent of theJwall Height "Wall facing is then.'constructed using prefabricated segmental blocksi or alternatively, .the reinforced fill can be faced With rockery construction ''Typical M E.wall desi,ns,', i using segmental blocks'or•rockery facing are shown on Figure 8 ': To.establish suitable support for.the MSE site walls,:existing reclamation fills should be excavated to a minimum depth of two feet below the base of the wall:and replaced witYi;:granular structural f 11 Alternatively;..cement`. amended fill can .be used to,reestablish foundation sup•liort iii' a manner sim lar I -to that recommended for tfie. 1 building foundations The fill iratezrial,used in the'reinforced soil zone must be,,,r., ular in na.ture;and compacted: , .,,,,,,.... ,,: : ..:,,,,.. , :,• ,, ..,,,,,,, ,, , ,,, ..:: , , L •.:. ., , ,.,- : '.;.,: ,... ....,,, .-::,‘. .:::, .-.-.. I a a . .,, ,„: ..,. a Page No $ ' } i March 11,2003• ' ` Pro)Project No.--17-494 For walls.constructed in this manner,the following soil parameters canbe used in design r,` - Allowable bearing capacity . ',..2,,00bpsf.- Reinforced soil parameters • Unit weight L,,12$pcf Soil friction 3h.-degrees - t 5 `I,- ' Retained-soil parameters Unit weight 120 pcf Soil friction 30 degrees - 4.6 Utilities I Excavations for sites utilities-must be completed in a mariner; consistent with local, state, or federal safety re'uirements The existingreclamation,fills:will be classified.as Category� , g ry G;soils by'the Occupational Safety and Health Adininistration (OSHA) Accordingly, all excavations greater than four feet in depth must"be completed with side slopees-laid back at"anunimnm inclination of 15.1 (Horizontal Vertical) ' -Where there is insufficient roam to'-complete the excavations in this,manner, or."where excavations of greater than 20 feet are planned, shoring'of the excavation will,be'required I Based on ,the results of our exploration, the contractor installing the utilities should be "prepared to dewater excavations to maintain relatively dry' aiid safe`working conditions,' Isolated"areas of light to .moderate; groundwater"seepage into the:excavations-should"be expected. In our'opinion, dewatering using conventional sump pumps, along with a system or collection trenches at the:base'of the `excavation, should be capable of handling groundwater seepage and maintaining relatively dry working conditions ; Thisinformation is provided solely for the benefit of the owner and other design Consultants, and should,not be. construed to imply that Terra Associates, Inc: assumes responsibility for job site safety 1-Ob-site safety is the sole responsibility of the project general contractor , - It is;likely that existing eclamatitrn fill excavated along the utility Corridbr&Will notbe suitable for immediate'_, reuse as trench backfill: If these soils will be-used for:trend-backfill,construction rubble and debris in excess of, ' six inches in sitze;must,be removed, along with all:organic debris Thee contractor should'be prepared to condition: • I • the'soils following removal of this material to reduce they soil's moisture"content to'facilitate''proper compaction ' Alternatively,.the°•use of ani-additive,`such as cement kiln dust+d-lime, to.stabilize the soils •and reducethe Imoisture can be considered Trench backfill-should be placed in uniform loose lifts not exceeding 12 inches and com' acted to ;rtiininu of95 P n percent of.:the soil's maximum dry.density,, as determined by•ASTM Testas Designation D-648 (Standard.Jroctor) , To reduce or mitigate the potential for continued-Settlement of-Serisitiye .infrastructure utilities, we recommend supportmethe utility with geogrid reinforcement :A recommended detail for this reinforcement"arid support is __ shown on,•Figure 9 h addition, utility connections to the buildings should be flexible and capable of sustaining,' two='inches of:movement without failure I _ a:. Page NO-0.::- F; lvlarch 11,2003 Project No T-4924 4.7 Pavements _ , I As a means to prepare a stable ubgracle and°pavement base, we •recommend using a soil cement application The. soil;cement can be constructed using'',17..-,. inorganic fill soils that.are clean of construction debris and rubble We_ recommend•scarifying the tops orches of;the subgrade;and then;blending in°Type l:Portland cement ata;cafe of 80 pounds per.,square yard of surface area, The cement.should,be blended,:uniformly with the s:Qils, with th , ' m xture also Moisture rcondntioned,, as necessary the.foil cei nt moisture should be,within +3 pefcei t of optimum moisture, as determined by'ASTM Test 3esignation I 69$ (Standard P•roctor),~prior to co• mpaction; . 'Once blended and conditioned';t•he soil cement should be compacted to a minimum of percent'of its inaximutn. dry.,density, as deterrm ed• by this ASTM standard Tl e soil `cement should achieve a minimum seven-day ' compressive strength of 200 ps%. Initial compaction of the soil cement:should.be`accomplished with a sheep's•foot compactor Once compacted;; rough grading`can be completed with,final compact©n achieved using a steel drum roller Compaction andrough grading should be comb-letd within a two hour time'period-following application and blending of the cement with , the 'soil ..•e ' After grading and"ootnpaction, traffic shouldstay•off the.soil cement base for a min mum o'fair ee-.•_, ays;to allow , a , • the base' to cure-and gain its initial comp• ressive`strength Pavement'construction' should,;then-;be completed": Ishortly following;this initial curing period' If the sail cement base will not be paved over following imtral'curing and°::traffic will',traverse_the base, we recommend placing atwo-inch thi•ck layer ofcrushed rock over the soil cement to reduce surface:'degra lation ualit control durin ,construction of the.,soil,cement base should:include Verification of the followin Q ' g r I i Cement application rate • listure and compaction - : - 4 • Compressive-strength A minimum of three test specimens:,from the same soil cement -sample should lie`prepared fpr,compressive strength testing for each dayys construction , • Traffic at the facility will mainly consist of ears and light,trucks, with.occasional heavy traffic in the form of I tractor trailer rigs,,and trash removal vehicles, We'recomri end that the pavement section constructed over;the f2' inches of'soil cement base consist of"two inches of asphalt-concre_te(AC). ISO ADDITIONAL"SERVICES Terra Associates Inc.should review the ficial design,dra'wigs and specifications in order to:verify that'earthwork: and`foundation recommendations have been'•proper ante. reted and lin• 4lemented in pro ect.deli'"; We.:should R P y , rl? P •• P J gn. also` provi ie eotechnical services Bunn construction °to` observe com liance with our desi conte ts, , g " P � P specifications[•and recciinniendations,'' This will allow for",design. changest if:subsurface conditions differ from those anticipated prior to.the start of• construction , Page , f.• 3 ` T March 1 2�� ':y ,Project No T-4924' 6 Q LIMITATIONS'- { i., We reared this re ort:in accordance with.Xgenerally acce ted°geotechnical engineering_practices: No other; ,. P .P repOr;, ,}� � warranty; expressed or in plied, is made This report is th copyrighted property°of Terra Associates, mc , and i,s - t ' intended for specific applicatto the'Brtdgeport Village'project.;^ This'report;„. is for the exclusive use of Opus ° Northwest,LLC and their`authorized,representatives The analyses and reecommendations presented in this,report are based on data obtained from the test pits excavated I on site Variations in soil conditions can occur, the nature and extent of which may not become evident until construction: If"`variations appear evident, I Terra Associates Inc 'should.,be requested; to' reevaluate the : recommendations in this report:prior to-proceeding with construction M . : ^ a - - I( x a Page No l l ,.. . a _ "---'1: y ,c,[ • ,' s c-• l SY tnGL i7a f' s ,,pt ` �: ; K ,[ P.45M • s !,:11-t0440' ` Sa SifAFTE 4't s/ L,1.. _.J u; • .., ' Al eh w.[r tnM' "s,{,,':''v. 1, Sit} as< HS 'Lx -` > /555555 Is 4 - F t I ";A i.SM"LLT Sft„ e ^� y, ,,„ rD , _ ,:Ft -,.5,1:t..../1,. 1 T Is'.,40, g s s[" .: R $ SR' 7 ^ '-',,-,',.."..,17..-'7--'-. qg `N �( �'f'..,fl -ALI_SEIb00 �-"�g��'A _ J1 �` AO . xx0 ��' � [MWD —",;.':..F. :`,.?:.i..4':.. 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"[A )}�lY4.;'�sll 'Ail A�a cori TRY 4% e i .."7.-:.' i 1 \____ BUILDING,NERIMETER EXISTING RECLAIMED GRADE , I ,RECOMMEND; MINIMUM FINISH FLOOR AMP PAVEMENT E,LEVA110N - 10 WIDE U11LIfY C.Of RIDQR OUNDAl1ON SUBGRADE — REINFORCED S01L — — — — — —— GEINFO MAT ' ; . MIRAFI.2QXT GGEOGRIP.(TYP ) - - r ..h h �- F ' r �,' terra TYP B{ 1L© NG SITE PREPA:RTION SECTION y:-= „,\�\ ° R17GPORT UILLAG ' .f �� =.f "ASSociates4 ;Ince :TuAtATIN- ORE�O'N, • • . GonsultantS,in-GeotechnicaI ngineenng,; 'Geolo and "_ ,� , F -„ t - _ .. y E�avironfnent9i,Earth ciences rod r o4;f-4,924 Date MAR,2c0 Figure? k P, N FINISHED 'GRADE', 1 (` MIRAFI 5XT GEOGRID:,. r• TRENCH BACKFILL' II i i COMPACT STRUCTURALLY I UTILITY PIPE PIPE BEDDING h . NOTE,`.DETAIL REPRESENTS MINIMUM REQUIREMENTS- FOR 1Q-FEET OF`COMPACTED BACKFILL. ABOVEPIPE ' CROWN GEOGRID REINFORCEMENT REQUIRED CAN BE ' ADJUSTED BASED. ON PIPE`COVER .. t' Terra S-ETTLEMENT SENSITVE UTIt1TY TR NCH } ,®��,`�' BRIDGEPORT VILLAGE '. , s_..,�. .•. Associates Inc. , 1-,,,, 11,A. -OREGON' • • • �=Consultants in.Geotechnical Engineering Environments Earth Sciences., Prod No;:T-492-4 '. Date MAR 2006 ; Figure 9 _ _ ;:, ,, .. : : .. ,,, „ . --- - - ' - -- - - '- ' ' - - - - - ' ' ' ' ' ' APPENDIX A FIELD EXPLORATION ANI LABORATORY TISTIlNG . Bridgeport Village Tralatri�,Oregon Our field exploration was completed iia two phases The f first phase consisted:of excavating a series of:soil test'' I` pits"to a maximum depth'of 20=feet below existing surface grades.' This work was completed Qn January 8 and 9;^ 2003 Subsequent the test pit'excavations;on January 16 through 22, 20.03, we observed the.drilling of 11 soil • - - 1 test borings to`depths ranging from 6 to 85 feet below existing surface grades The approximate locations Of the- test pits and test-borings are shown on Figure 2. Test pit and test 'boring logs are.`presented or Figures A-2 through A-24 • An engineering geologist from our off ce observed.the field ex location Our representative`maint fined • • a. a. o$ o • the soil conditions_encountered, obtained representative soil samples, recorded"water levels, and,observed other .' site features pertinent to.-the proposed;development;: At the test borings; soil samples Wereobtained in ageneral"<. r accordance.with ASTM;Test Designation D-1586:. Using this•procedure,.a two-inch•diameter split barrel sampter:' . is driven into the round.'using a 140-pound haminer falling from a height of,3,0.inches',The,number of blows' a. I -required 61 drive the sampler-12 inches followin g ax initial .6,-inch set is,referred to as the standard penetration resistance-value or-,1\t,value The N value is an°index related to the relative dersity of.cohesionless soils and lhe. Iconsisterfdy.'of cohesi e materials N values are recorded'on they test boring logs opposite the, samples Oil,Which, they were obtained Relatively,'undisturbed,soil samples were also,obtained;using Shelby tube samplers. All`soil saiiiples were visually .classified, in the field in general accordance with the Unified Soil Classification Systern'• (USCS)described on Figure A 1. - Representative soil samples obtained'were placed in closed containers and taken to our laboratory fpr,.further ^; examinationand testing The testing program consisted of determiiung the mgisture'Content of each;soil sample,' and•On selected samples,,grain size distribution, Atte`rberg limits, soil unitweight., andd'eonsolidatioti `The results• , Iof the moisture content testing, Atterberg limits, and soil unit weight,are recorded on the test:pit and boring logs,; opposite the samples on:which they were performed The results of grain size analysis are:presented-.on Figures,` :4. -s • A-25 through A 29:. Consolidation test:results are presented on Figures A-30 through A-32 -,` . ; e s '' ,Project No -492 LETTER•. •, MAJOR'DIVISIONS SYMBOL ` TYPICAL DESCRIPTION - I - Clean GW Well-:graded; gravels, gravel sand<mixtures, littleOr_no 1 GRAVELS Gravels fines. fJ o (les3.,than Poorly graded gravels, gravel sand mixtures, little Cr„, • - More than 5/b fines) GP no fines " c -a 50% of coarse - fraction fs UM Srlry=gtavels grave-sand-silt silt mixtures, non plastic 11-1'' m ' larger than'No veli nes. Gra fa Z c6.0 4 $leve ,;with fines: -- Q E o f GC Clayey gravels, gravel sand clay mixtures; plastib fines F o � Chan o SW - Well-graded°sands, gravelly sands; little or no fines SANflS= Sands uJ �? - � ; (less than �,--^ c ° Poorly graded sands or gravelly sands,'little or no c More than 5% fines) or: fines" , Q 50% of coarse O o`• fractionAis SM > Silty sands, sand silt mixtures, non plastie fines - , 0 2_ : smaller"than Sands No- 4 siege With fines -as • ISC M Clayey sands, sand-clay mixtures,`plastic fines. _ I .`_ ` Inorganic silts rock flour, Clayey`silts with slight 0- SILTS AND" CLAYS. ML plasticity -(NI CL Inorganic clays of low to mediumplasticity, (lean clay). a m '• Liquid limit is less than 50% W• �n Organic silts.and organic clays of low plasticity : MH ,Inorganic'-silts elastic SILTS AND CLAYS' 1 li Inorganic clays of high plasticity, fat claysl Z. °' ,, Liquid limit is greater than 50% IOH Organic play's of high plasticity .-Peat. , -, HIGHLY ORGANIOSOILS ; PT s DEFINITION:OF _TERM ANIS SYMBOLS -: �: ; '., ' Standarel Penetration Density Resistance inNBlowslFoot -{ Y " OUTSIQE DIAMETER SPLIT t . S�POON'.SAMPLER • - z;� :Very-loose,- . 0 4 „ •, . ; O, rY 24 INSIDE DIAMETER.RING :SAMPLER n, tea. Loose 4-10 OR SHELBY TUBE SAMPLER ' medium dense -1`0 ou i , 0 ., - Dense 3Q-50',,: a 1 WATER LEVEL (DATE):. U Very dense X50 ,, Tr TORVANE-READINGS, tsf , _ Standard, Penetration' - a Pp PENETROMETERREADING,'tsf. Consistency Resistance in Blows/Foot - . 1 ,.DD DRY•DEN�aITY,•pounds--per cubic foot, - '- g Very soft 0 LL LIQUID LIMIT, percent- w Soft - 4 _ Medium "stiff 4$ '' p-- Pl PLASTIC '1NDBX'e ,-, °.. Sf'iff B 16 Very•Stiff 1.632, , N; STANbARD PENETRATION, blows per;foot Hard - • 32 ®�®�®��®�\ Terra -UNIFIED SOIL CLASSIFICATION SYSTEM ` \\� BR.ID.GE.PORT VILLAGE' Associates- 1nc. Consultants in Geotechhicai Engineering TU 'L�TIN.� OREGQIU .Geology and cad s 1 � Envirpnrrental girth•Sciences Pro) No T-492-4,. Date MAR 2003s � �A 1 Test Pit No. TP-�1 Logged,by l51'[...-'':,: ,, Apprgxtrrtate Elev 183' Date. 118/03 - , -Depth pe - � , Moisture I, (ft,), > Soil-'Description, Coatent 2 to 18 inches BLACKASPHALT,"dense.to`loose,,- , ,' FILLS dark-brown silty sand with gravel, lots`of debris consisting of red brick concrete to 2 feet in site,steel wire, cobbles,'loose,-moist to wet 5 (Slight petroleum odor) - Medium dense to loose at 6-feet 25 , 10 FILL darkbrown to dark gray sandy"silt to clayey silt with gravel, some-debris'- consisting ofred brick,-orgenic,topsoil:with roots and wood,soft to stiff;wet ,; , I,: 15 22 7..-./- FILL:,dark brown sandy silt with gravel and orgarncs to brown sandy silt with 15' ' , some gravel,'old Sod and topsoil encountered';at 17'feet,some wood,soft tb . 20 stiff,Wet ' Test,,pit.terminated et 21,feet. , No,grouhdwaterseepage encountered.: ` - Test Pit No. TP- i i , Logged by Dpi.. Approximate EIev 186' Date 1/8 03 Depffa Moisture I -(ft..);`: ,"Soil Description Coo tent 0 • , . j -, FILL'light brown sandy silt,trace gravel some debris,consising of concrete ., 0 • ' ,:'' , ' , - pieces;wood;and'organics:,soft,wet..< 5 l. >' ALL,:gray sandy clayey silt with some gravel;'some,cobbles t9,small; _ ;z boulders,some debris-consisting of wood,old clothes,concrete pieces, , 0 organics and a piece of concrete drain pipe. ` - . , t ' „ t Test pit.terminated•at,21..;feet ,-.a _-No groundwater seepage encountered.`Same caving below 3 feet;. , . , , e.®'(®� ieSciátes, POI:kI ®��o® Inc. . . BSI°DC:EPORT VILLAGE TUALATIIii OREGQN Consultants in Geotechnical t;ngineenng Geology and: • r Environmental Earth Sciences: Pro No_ 1-4924' Date MAR 20,03 Figure A-2 Test "Pit: -N6. .`TP-3 k ILogged bar DPL 187' . Date 1/8/03 Approximate,Elev, Depth r ;Moisture - (f ), ' Soil Description • Content: FILL;,reddish brawn.to dark.gray sandy silt with gravel lots,of debris 5- consistrrtg pf red brick, concrete to 2 feet in size wood,and steel rebar, . . _ soft to stiff,wet • _ 15 _ , 26 . . Cobbles to small boulders encountered at 17 to 19.feet. • - I20 Test,pit terminated at 20;fieet, Moderate groundwater.seepage encountered et 16,5 feet: Some caving observed below 16 feet; Test Piet No,1 TP- Logged.by DPL ' Approximate Elev 18.9'Date 1/8103; , Depthsk o MCooistteufret(f) Soil Description ,-(0,t),-. -‘ 11L1(...brown to dark gray sandy sift with gravel,lots of debris consisting of ` ,.wood,red brick, old rootsto-organics; lots of'concrete and asphalt pieces ' and old ductile,iron drain pipe 3 feet'long,sokifet. .' FILL dark gray sandy,cfayey silt with some gravel,some Wood debris, 27 ' and pottery ash,soft,wet: . r .. r S• .Test pit 21:5 feet -d - '. t s ` Sligl tto moderate;.groundwater seepage enf ountered at ip feet � Some•caving observed below 10 feet: ry , ®,.®®. ®�A Te-rf a TEST: PIT LOGS', �s%k :, Assc)ciates, Inc. BREDGEPo T viLLAGE • Consultants in Geotechnical Engineering Geoiokg , - y�and G QN I 7UALA P(�, nRE . Environmental Earth$ciencesi Prof NNr 14924` 5bate !MIR, 2093 Figure A-3 I Test Put No. TP-5 LIodged by DPL ` Approx+mate Elev. 192'° ! Date 1/8/-03 - Depth. - Moisture . , Soil`Descriptio:r> CoQ tE`r�t I FILL:brown'sandy silt to Clayeysilt with. ra"vel lots of debris con ist 9 s ing of red Prick, concrete,and withJarge•concrete pieces-found at 5 and 18 5 • feet`(-22'x 3')` , .' ', Nested rocks.aid concrete at 1S to 14 feet ; 1 Asphalt pieces,wood chip,and 4-to 6-inch size logs at,14 to17.feet. 125 -r Organic rich layer at 17 feet,,, - Large boulders found at 18 feet i_, h Test pit terminated at 19,eet , 20 Slight groundwater,seepaga encountered at 1,3.5 feet, , _Somecavingobserved below 4 feet. ' Test Pit Nor TP-6 ' - r - Date Logged by DPL ,. 1/8103 I Approximate Elev. 18S' Depth Moisture (ft.)" Soil Desgription Contenf 4 (%°)n - FILL brown to dark gray sandy silt'with gravels lots of debris consisting of red brick,'concrete, asphalt,and cobbles,'soft wet: ' II `. 19 . I �1Q ' FILL dark gray sandy clayey silt with some gravel,some debris consisting 28 I15 of asphalt,wood chips,,,organics, and red brick,soft to stiff,'wet., �25 FILL reddish brown sandy clayey silt With some gravel trade debris; 2 'organics stiff,wet I Test pit_terminated at 21.5 feet No groundwaterr seepage encountered: ®�tk�� TeCr TEST..PIT LOPS -�®0'��s _.. ',_� ASS _.' ,. BI�IQQEPOFRT� VILLAGE a ociates, 19c. TUALATIN, OREGON' I ' . 'Consultant$in Geo echnicai Englneenng i* t t Geology and: • r , Environmental Earth Sciences Proj.. NQ' 1'4924 Date M1AR 2005 Figure A-4 ' ' 111 Test P;it No. '",TP-7' Logged:by DPL Approximate Efev 189' Date 1/3/08 Depth _ Moisture Soil�['esdription:, conte FILL'brown to dark gray sandy clayey silt with gravel, lots.of concrete II '' ---debris '23 feet 5 � '0- x , sizes,nested at 3 to 6 fee't,'and 16 feet, rots Ofred brick, _', rebar organic , and pvc.pipe;some cobbles to.occasional'small,boulders: soft,'wet = 4 24. FILL -brown`to;gray"sandy slit with some gravel,trace-cid roots and organics, , �Q medium stiff,;moist to.wet Test pit terminated at 21 feet I • Sligtttgroundwater_eeepa encountered at5and 16-feet ' Some caving observed below 6 feet. , Test Pit .to. '.P-8, , Logged by DPL - t Date. 1/8/03. Approximate , , DepthMoisture . fft ) --'S'oil Description: - Content .FILL,,reddish-brown sandy silt with gravel lots df red.brick and organic ` debris;soft to_sttff,wet: - 23 I+ `FILL dark graysand ,cla e siltwith gravel 'lo`#s of concrete.an _� � Y "Y ;, 9 .. d asphalt pie s':to_3 feet in length nested at,-5 feet,soft to stiff,;wet:, , ' FILL brown sandy clayey silt with some gravel large concrete pieces to, 3 feettn size;some debris consisting;of wood,organics, and asphalt,, ;_' 14 softto Stiff, .. - - wetao ino . .. ist - FILL bluish gray sandy olayey:;silt with gravel,some pottery ash and 20 concrete, softto stiff,wet :, 24 ,,' 2, Test pit terminated at 20feet Slight to moderate groundwater seepage- encountered at-1-1C,), 2 feet.; Terra TEST:PITLOGS.� vv ; l��$OOI�tL'S Inc. ' BRIDGEP(�I�T VilILAGE • • TUALATIN, OREGQf�I `, Consultants in Ge.technicai Engineering Geoiog :arid: ' Environmental• arth Sciences; , Pro) ,No.,.T..492,4 Date MAR 2003 Figure A-5 r. Test Pit N©. TP-9 Logged;by DPL ' Approximate Elev 194'Date.,1/8/0 3,;' Depth Moisture a''` (ft;) - Content Soil;De�criptiort:. (%) FILL-brown to'gray sandy silt tit silty sand With.gravel "lots of debris consisting of` .asphalt,concrete organics and:pieces:of wood to small branches at 6to-8feet,, soft-td stiff;moist to wet - " - cobbles to srnall'bou ders,asphalt.pieces and some organics, stiff,wet to - 1 5 moist: 20Test pit terminated at 105rfeet 12 No groundwater seepage encountered • Some,cavinq observed from.2 to 8-and 10 to.15 feet:•; ' t " Test- Pit: No. TP-111 , . Loggedrby DPL - Approximate Elev. 196' • Date. 1!8/03 Depth' Moister , (ft ) ,Soil De"scription Content: 0 ,','FILL:brown sandy silt with some.gravel,trace red brick,.organics,,soft to 1$ , stiff w'et ''''• -5 FILL dark gray to dark brown sandy silt with some gravel,some asphalt` - :and concrete'pieces some cobbles to small boulders;soft to'stiff,wet ,, 20 15 Organics with.topsoil at 15 feet" i `' Stili encountering concrete pieces at 20 feet •, Testpit:terminated at20 feet • •No groundwater seepage:.encountere - Some caving-oE served elow,2 feet; ®a®®'�®�� `:Terra - TEST"PIT LOGS ` , cv��®° `ASsc ciates Ind ;BRIDGEPO_ -'- 's VILLAGE �` ' Consultants Geotechnical8n-0-leering,. T AkLA;. :- - QRE'a� �r In • .r d Geology and ' Environmental earth sciences Prof No, 1-4,924,:, Date MAR 2003 Fl tare A-6 g_ i Test Pit No, -TP-11 , I L gged by, DPL . Approximatelev 196' Date*1/8/03 , Depth toisture (ft.y, Soil Description Content _ (2 to`'4 inches TOPSOILSOD) (/o) - FILL brown:to reddish brown clayey silt with some gravel trace wood and 26 ' organic5,`pve.pipe.`stiffto soft wet. FILL:dark gray sandy slit to-silty sand with same gravel,some debris encountered consisting of cpncreteadd asphalt pieces,volcanic rocks, 22 _ and-cobbles:to small boulders,'stiiff,wet. FILL:dark gray silty;sand with gravel some concrete and steel pipes, 1.5"--7, loose to medium dense wet+ - 18 t9 Test pit terminated at 22 feet No groundwater seepage encountered 'Tee{"pit'easily:caved„below 10 feet;- ', _, r Test'f Pit ..No; TP-12 k' ..:':,,"-': ,,,. .---::-:,-,,i.,•' ':-.''Logged by DFL Date..1/8103 Approximate Eley, 197' D0,:.-'1 k Moisture I _ (ft) ,Soil Description Content a 0 (%� (2 to 4`inches TOPSOIL/SOD) 22 , Z . . F1LI. brown silty sand with gravel,some concrete pieces trace asphalt to ara.18 inch asphaltlayer at 15,to 3,8 feet, large boulder encountered , > ' 577Ne at 3 feet, some cobbles and organics;;"medium dense'tooloose wet: ' -.;FILL;.dark gray sandy:clayey:silt with gravel,some organics anconcreted 15 � _ stiff,wet. _ 20 I. . Test pit terminated at 2Q feat • ,;;Slight to-moderate groundwater seepage encountered at•1.5to 3.0 feet ' , x • '•-_ , lesciates, \�klAt, ` ICIC BGPLE T[:�ALATI=N C7F�EGQ�1 ` , Consultants in Geotecttnicai Engineering #.eof :og , w yane <k Environmental Earth Sciences: Proj Nc�, 14924 ©ate MAF 2003 Figure a-7 Test. Pit No. TP-13 Logged-by DPL Approximate,Eley 194' pate: 1/8/03, Depth Moisture (ft)" - Soil.Descriptio.ri Content (2 to 4 inches TOPSOILSOD) - FILLi brawn�to gray clayey'silt to clary,trace.organics soft to stiff,Wet 30 , , FILL:brown woo d chips loose,Wet: � U` •` 1 _ FILL:,dark-brown to gray sandy silt.with some grave(,trace:organics _ soft to staff;wet FILL:darkfgray claYey silt with some gravel to dark gray,day;pieces of asphalt and concrete,'lots of;organics some steel,reber,.soft to stiff,wet. 15 23 . II 20 Test pit terminated.at 20`feet • Slight;to,moderate groundwater seepage encountered at 18 feet.. ry Test pit easilycaved below 5feef. , 7 Test Pit Nor TP-1. 4 _ Logged'by DPL Approximate Elev;; 192t Date °1/8103 t��pth Moisture f eft ) Soll`Descrtptlon Conten (2inches TOPSOILISOD) ,:: ; ‘,,,. ' . ' ' j FFLL`brown sandy,clayey silt with some gravel trace wopd and organics, soft t 20, o stiff wet 22 ' • '''.5,-'—e-- ., FILL:gray sandy silt with some gravel to gray clayey sirt with some-gravel ; some debris consisting: of wood,redbrick,as.phalt,_•pottery ash, concrete; - pieces:to sizes as large as 11072 feet soft to stiff,wet I '10 Trace"pockets,:of sand at 10,to 13 fee# 27 "7 Native: eddish=brown clayey sandy GRAVEL,medium dense to.dense,We,. ,, C). 17 Test pit terminated af22 feet \.<` Nb groundwater seepage encuntred - �,�.—: , ' Terra' ;3 TEST PIT LQ , `�� :Assocatesa Inc. ERIDGEPICORT Fk/ILLQGE v 'rConsultants�n Geote TALATII , QFEGON t chnioal Engineering • 9y nd i Environ ental Earth sciences' Prof Flo• 1-4924 Date MAR 2003 Figure .A-8 Test ?it No. TP-15 Logged by DPL Approximate Etev 194' k. ' .-:- :, - , Date 1/9/03 Depth. . - , Moisture (ft .:a Soll bescriptioyconteht , ,, ` :";FILL `reddish-brown;to•derk greyish-brown sandy silt with gravel,'lotsvof b .. debris consisting ofWood,°asphalt;°red brick,,.and cobbles,;soft to..stiff 19 , 23 Native:reddish-brown silty sandy GRAVEL,some cobbles to smuld all boers, - dense`'to very dense,.wet tci moist.(GM) , I 10 . 1 5 7 -V Test pit terminated at 15 feet, :No-groundwater seepage`encountered , I Test- P,it No. ,TP-16 Logged,by,, DPL `Approximate Elev 19'1" Ipa�ie 1./9/0 Deptht. -, Moisture' (ft ) Soil Des.crl tion ar nX, 0 p % `. RILL dark-gray sandy silt with grevei;_some red brick wood,and asphalt pieces,sott wet Native;red fish_-brown sandy.SI T witF gravel to sandy silty _RAV,EL -. some roots, medium'dense to-,dense:,wet,`,(SM/GM), T,,-:, 27 , Native:reddieh=brown,to brown silty sandy GRAVEL,fots of cobbles:to = 19 small boulders,fine to coarse grained:,.dense.to very dense below 7 feet . -_ `wet to moist.`(GM) 1 = 5 --Test pittorninated at 15leet .' _f • =No groundwater seepage`encountered , ®�.=.� Terra, F FEST PlT LOGs ��®®® BRIDGEPORT VILLAGE Associates, Inc. Tt- OREGON,,, OREGU, ';. Consultantsiin,Ge®technical.Engineenng GG4Li:0 7'J�',i .'it;" t nviro'nmental Barth Sciences` 'tPProJ,, NO�`T`-4924 Rafe MP--...2003 Fig, 'e A"-9 Test Pit No. TP-17 I Logged by: DPL Approximate Eley ,186' Date 1/9/03 , Depth -1. M ( ) Soil Description Dontenfi .; FILL brown,silty sarad with'-"gravel,:trace organics;loose t0-rhedium'dense, 13 5 FILL 'dark gray sandy clayey silt with gravel;lots ofdebris consisting of. 111 wood,' cdnorete, asphalt, pottery,ash',and-organics,sorne.of the asphalt ° _' • '' and,concrete is as large as 1 to 2 feet in size,-soft to stiff,wet. --' . 24 20— Test pit-terminated at21,•feet No groundwater seepage aricouritered -Test pit easily caved helow.2 feet. Test Pit -N0. TP-1 S - Logged oy DP-L Approximate Elev.' 188' ©ate 1/9/03- - . Depth. Moisturee'` of ) Soil D.escript or - C(%)nt :. FILL:•brown siity`sand to sandy silt with gravel;trace wood and aspbait pieces,soft,wet.' ' S ..FILL dark gray.,sandy silt to sandy, clayey silt with gravel,Iota;of debris consisting of asphalt,wood red brick,'organics pottery' ash;and concrete .t - 1- pieces to 2 inches in size 10 Very I••''s pieces of coperete(6"x 2' x 4')encountered at 10 feet,,: 24 Test pit terminated at 22 fest; :19 No groundwater eepage encountered Test pit easily,caved below 2:feet I f C 3 ,rr - :,7 , t --Nis4�� Terra TEST :(SIT LOGS s ®�®®� ,f A$soClate , Iir1 BRIDGEPORT VILLAGE I: TU LATJ I,,.OREGON -' .Constiltar is in Geotechnicaln Engtr, a ing Geology and ; Envirdnmental Earth sciences Prol'No T- 22 Date 1� A 0 e A-1© Test Pit N.o. TP-19 Logged_by D:PL 5' 04t0::1/9/93: ,:,,, . Appr4xlrrtate Elev� �8 ,-DepMoi5tvre .,•:..;,.:...,..,„,. .. ( ). crlption: rl't Soil,Des I :Do ent ` FILL ;brown,silty sand with,gravel,some d:ebns consisting of wood,,steel 17•. wire,-'red brickand•aesphalt, loose;wet = I 25 ' , FILL dark gray sandy claYeyrsilt With.gravel,lots of concrete and asphalt debris to-2 feet in size,also encountering wood,some organics,and a. ' section of cyclone-fencing at 13 feet; 1© Test pitterrninated at 22 feet No roundwaterseeps a encountered gg gg Tesfpif'easily,caged below 2 feet., "-Test, Pit." No. - TP-20 ' Logged •b•y DPL ,..Approximate Elev 190' 4 Date 119/03 • Depth`: Moisture ::. I �ft.YSoil pescri tion Content 0 p� (%) FILL:brown silty sand4'with gravel;lots of deb is consisting of wood,old ;'roots =arid branches='asphalt,,concrete,some'garba je, and:organics, loose_to medium dense,wet\to moist: 1g o FILL white pottery ash mixed,with dark graysandy clayey sift some y 28 cobbles and asphalt,.soft,wet'to moisf - 'tFILL."brown to gray siltysarid:to sandy clayey silt with:some.gravel,some `.- 15— '.debris consi tirig.of w:ood;;asphaat;,concrete;and pvc:pipe;soft to`stifP, wet $:. 20 24 • Test pit'terminatei at 22 feet 'NO roundwater aeepa e'encountered _ g Test pit easily caved below 2 feet Terra TEST PITC LQ6S _ '.ISS QCla esu X66 BRID PORT VILLAGE T JALA 'I 1, OREGON ,Consultants in Geotechnical Engineenng Gedlogy and: env ronmental Earth Sciences: Frog No: 1-4924 Date:',.MArt 2003 Figure A-11 Test Pit No. TP`-21 ILogged by'DPL Approcimate EIev 1-66' mate''¶19/03 Depth Moisture - • ( tSoil Description. Content. FILL:broWn silty sand;-to sandy silt with some grauelr.lots of debris consisting of Wood,rebar,gobbles, shalt,and concrete,some oftha asphalt and .ap17 . - concrete are large as 2 to 1 feet,loose to medium dense Wet FILL:.dark;gray sandy clayey silt with some gravel,some concrete and 10—x' asphalt 2 to'4 feet in size some nested,soft to stiff,wet, , • 14 15 FIJ_L..brown sandy silt with some-gravel,encountering lots of construction ' debris consisting of steel wire, plastic,wood,rebar, red brtck, concrete,- . and asphalt;:soft to stiff,wet: Test pit terminated at 22 feet No groundwater seepage encountered Testpit easily caved below 4 feet' Test Pit No. TP-22 '- Logged by DPL , Date. I/9/00 `Approximate Ele;� 170' Depth Moisture (ft ) . ` ,Soli Description • Content o (%) FILL brown silty sand to sandy silt with gravel,Iots;of concretepieces 1 '`•-with some as:large as 6",:i 4'x-6',also encountenng_some wood rebar, and asphalt,some of the concrete was nested,IQose;wet I24_ p FILL, dark gray sandy silt to sandy clayey silt with'some gravel,lots,of concrete stiR being encol,intered,-some wood and asphalt,.soft:tosrtiff, 10^ wet �: 3 I FILL dark gray sandy Silt-with crushed.volc'anicscgck,medium stiff to stiff,moist ; 8 FILL:.black,crushed rack crushed to a fine to coarse size,loose' 8 to mediurt�-dense moist Some rounded'fine sand grains to coarse gravel, ' ' .sizes included. 1 2� 12 Test ppit.terminated at 22 feet ,;slight'to moderateroundwater seepage encountered at 5 and T3 feet I ' R ` Test pit early caved below,2'feel • - - ' ' o�� 1®� Terra ,` TEST PIT LOGS;' g . v-:** Assoc ates Inc. BRIDGEPORT fiLt.AG' ,. -:Consultants in GeQ clinical Engineering' ... UALATIN, OREU Geology and Environmental Earth Sciences, Prof, Nc 1-4924' Date MAR 200$ Figure A-12 ,- 'Test Pit No'.TP-2 Loggedby DPL •" Approximate;Eley 150' l•- Date. 1/9/03 ' Depth Moisture ' (ft) Soil-Description Content FILL: brown,to gray silty sand with gravel somedebris cQnsistmg of cruched roc1 red brick,and-conCrete medium dense moist '< FILL:-dark gray to brown sandy clayey silt with,gravet some-cobbles, 5 concrete, and-wood,soft,to stiff moist to wet: .,. Native:I' 'hi brown,silty sandy GRAVEL lots;of cobbles tomaH-boulders,M, - fine to.coarse sand.gains moist to-wet (GIM 10 10 15 20 Test pitterrninate3i at 21 feet No groandwaterieepage encountered Si Tes pit easily daved beiow.6 feet_ . .._ f 1. - ' Testa Pity No. TP 24 _� Logge'd13--60L Approximate Elev -1-50' Date 119/03 - • pepth' - Moisture III (ft ) _ ' Soil Description Content - FILL:dark gray sandy silt to sandy clayey silt with gravel, tots of garbage debris encountered in'the top X10•feet debar plastic,telephone wire, . . : I - :Boring No B-1 Logged by DPL, , IDate, 1/13/03 ;r Approximate Elev. 1$4' Consistency/, ¢. (N) Moisture ISoil Description Relative Depth E Blows/ ,Content Density'. (ft) c f€:. (°Ca) IFILL.brown sandy clayey silt with some gravel;trace Stift . , burnt wood, wet.. to - ar f FILL brownto gray_sandysilt to silty sand with some 3; 2g gravel,trace bum't wood,asphalt,and.concrete,wet - - Soft I 7 24 f, to 10 Medium 4_ 24 Medium T T 50/x" 2 15 72/10'D" 26:. FILL dark gray silty sand with some gravel,wet. '" Loose 20 6 23 FILL:dark gray sandy silt with some gravel,trace woad„ 25 hair,'and red brick,wet Stiff' I 14 28 FILL.gray,sand to silty sand;very fine grained,moist Medium I Dense FILL brawn to dark gray sandy silt with some gravel, trace wood, pottery ash,wet: - stlf�f k 40 , - } Continued on next page: I Terra , BORING LOC ��- ' Al®�®� i ' HRIPG.EPOR VILLAGE _ - Ass_ociates., Inc. _ , TUAI ATIN ; °REG _N- Consultants in Geotechr rcal_Engineenng Geology and Q: Envir"onmentarEartjrSctences. ProjN(- T-4924- Date MA 2003FI�tl� 14 } Boring,I I No. B-1 . b DPL Logged y • (Continued) . I Date 1/1x/0 ' `. . Consistency/ '° , (N).. Moisture I Soil Description Relative Depth =_E Blows/ Content r - Density (ftp) w "ft 5 (%) y IFILL dark;gray'sandy clayey silt:to sandy silt withgravel. , = 58/4 17' trace wood,asphalt andred-brick,wet,' ' - _ . i Hard • Is ` 55 , FILL dark brown silty sand with gravel,trace organics.,; Dense :. - 48 13 wet Native gray GRAVEL, moist (GP). I; i I Native brown silty SAND to gray SAND with somegravel; Medium- _ 25 33 very fine to fine grained,moist to wet:(SM/SR)' , Dense - re c r ' ` Dense :70 Boring terminated at 71.5feet P Very Slight groundwater seepage encountered at 18 5 feet I I 's r'®� Terra - BORiNG Loi , ®-4 f - EiRIDGBP ')RT'VILLAGE , Aasoci:ates, Inc: TvLATLC�I AQRECQ(V ' Consultants in'Geotechnical Engineering " geology ant) Environmental Earth,�lences PrdNb7T-,4924,- Date MAR 2003 Flgare A=14 . Boring No. B-2 ,, - ,Logged by �DP.L I; • Date 1/14/0a • • Approximate Elev., .;166" Consisten ! _ _ • cY � Q ((V`� ', Moisture 5oil Description A Re• lative :: Depth . .E . . Blows/ Content . - Density (T,j ft (%o) s ,Il '; ',. • i •-,FILL grayish brown silty sand with some gravel,-some' > .Medium' red brick;asphalt;and wood1 wet to moist ., benne: 14 16 - ' 4Loo�, — 5 FILL black to gray sandysilt to silty sand with some medium' =,1 Q 4 3$ gravel;sorne wpod,wet to moist: ; Stiff: . • 1 8 3.g , 15 I ss 10 T 50/6", 10 FILL:graY,to brown silty sand with gravel,`lots of:concrete -?0, 0 �: 78 8 red brick,wood,wet to most p : y 1'==---. 8-'j ','. • --4.–..;,-",,5074-5"-• .10' FILL grayish brown to dark brown silty sandy gravel, trace wood,at 30 feet,disturbed appearance at 40 feet, , wet; ,Very -'35 , Boring terminated at 41 feet No groundWater'seepage-encountered, , - r Terra } . � � ` {` S � BORING LOQ I ', BRIDGBPORt VILLAGR . ;, . A�soc�ates, Inc. �ru�LATIN, ,. 'Consitar�ts in Geotechnical.Engineering �' ��N Geology and P ' Envuraen onrtal EarthSciences Prod. No T 49244 Date MAt A 2003 Figure -15 r , Burin No. B;=3 ' . , r. Logged; by .>DEL , . ; . A r`oximate Eley '18 4' Date �1./14 and 1,�15f03Approximate 4 Consistency! ' a (N) ,Moisture Boil Description, Relative Depth E Blows! :;Content Density (ft:) ft (%) IFILL brown silty-sand With gravel over a thin asphalt Medium` . �:. layer,.wet. Dense-,, " ' - rr 1.2 " 23 Medium, 5 IFILL grayish brown to brown silty-sand with gravel to Dense'.` .. 9 . ` 2A'. some gravel,trace.asphalt and organics;wet ; 5 27 ifl 1:5.; FILL brown tora..to dark — g y gray sil#y sand,with gravel, 11 pieces ofre'd brick wood,_.organics,and asphalt,,,wet •k$•e j 5` ` 15 21- Medium ` " ��t 25 36 15i' • . , FILL dark gray to black.silty sand with some gravel _ ' trace pieces of erosion control fabric,wood chips'at 25 : Dense: FILL dark gray to brown silty sand with some-gravel, wood chips encountered at:30 and'35 feet,almost . „, .w!-q. -,4,, edium clayey.sand at 40_feet,wet: Dense,', —,-,5, 85 ' Dense b r . } IFILL:dark gray sandy silt tosandycla a 'silt with`some ' off - grauel,,traoe wood,hair,and'redbrick,wet.. t I'. ” 2antinuedon�nextpage ®� Terxaf goRivG Loi ''''',-,''.4',...41!-::-•®®0`�� • ,: -,BRIDGEPO-RT VILLAGE I 1SSQCLates, fin . TUALA Consultants.in Geotechricai'Engineering ,,. TI ,, ORE�C I a Geology and ''` nvironmentaJ Earth sciences Pro)+} No 3T 4924" -1:Da_to MAR 2003 Figlure A-16 t, z _ ." 1 - , - Boring No. B- ,- 1-_:, gged by DPL Con inued _ Date 1/14 and 1/15/03 - Consistency/ ri , -(N) Moisture I Soil Description Relative, , Depth; ; 'E. Blows/'.- Content Density_ (ft.) s ft (°j) - Gravel in shoe at.SO and 55 feet — 50 - I 651 13 Ve Stiff —55 z 5014.. FILL dark grey sandy silt;trace to some.gravel,trace" to,some wood, red brick,asphalt,and' organics,wet ` 6Q ' 23 24 Piece of gravel in shoe at 7Q.5 feet 70 �� 50/2`` •• 22: Boring terry inated,at 71 feet No groundwater seepage`encountered - I ' irk .. < .. ,. t • -. ®®" .-' Terra " BORING LOG - I rs s� 4® %! Associates, -Inc 'eBea , ' ' v�� GE ` Gons Itants Iri Ge TDALATl 1, OR- --- • •, . . , � technical Engineering Geologyand' Irivironmentai rthie Scnces Proj," Mo T=4924, Date MAR 2003 Figure A 16_ r , ,- Boring,. No. B-"4 9 Logged' by 'DPL -Date '1/16 and 1117/03: Appro�clrnate E1ev 189' Conslstenc / �' y Q (N) Moisture -'111,.::(:::, Solt Description Relative " Depth E', Blowsy, Content ` D-e.nsi fit FILL dark;gray silty sand`rto sandy silt with some jravel, Medium trace asphalt,concrete;and wood'w71 - Dense 18 2y: tb _ Loose _ I 6 20 FILL' dark,gray sapdy'clayey silt,trace gravel,asphalt, T 20 and organics,wet;; Medwm --1 Q 5.. Stiff1'6. 5 21- FILL,dark.gray silty sand'to sandy silt,trace organics,, Loose :A (slight petroleum odor)wet; -1 - FILL dark gray sandy clayey silt`trace gravel,asphalt �ff - 20 '; .I_ - 10 2s' anti organics,wet. - . , I ,, - ' 6 26 - Loose FILL dark gray silty nand,trace gravel and organics, to f. i1 17 medium 4-' I Dense - 3O FILL dark gray to brown sandy clayey silt,''trace gravels, ` concrete,'red brick,;and organ cs„moist.to wet Stiff , FILL grayish brown to brown sandy siltwith gravel, Hard ,4 0 50/S” 18; trace orgenics to burn t wood,and:red britik c ,moist; to. ff I . �5 10, Native grayish brown silty SAND with gravel to silty . -:50 —r- + 50/5:;5" 8 I sandy GRAVEL,line grained,moist.(SM/GM) , x Dense —,55 t Boring terminated at 55.5 feetF, No groundwater seepage encountered . l .-" A � ®®�� Ter�raBORING LOG ®moo Assoc, 1IDGEPRT VILLAGE ' I z. Aiates t Ino. TUA TtN oR ';':','---i.., Consultants in Geotechnical En`gineenng LA :---t_..-:;,f', Geology and ;r ' Eny ronmenta+earth sciences Prof; NQ, T 4.924 Date MAY2003 Figure 17x :,,,1-:,„,,,,',.,,,: I` Boring No. B- Logged by. DPApproximate Elev• 192'Date, 1/16/0 ' , - , - , , , ,Ii , Consistency/ . a (N) Moiis"ture `" Soil Description ativ pth ,. Rel a De 1= Blows/ "�Content Density ({t ) ct3 fit. (% FILL reddish byown to grayish brown silty sand with ' gravel,organics;piiedes of burn't wood, red buck,`and I asphalt, moist Very. _ Dense 58 11` z. Fri Native gray.silty sandy GRAVEL,fine grained,moist.(GM) Very . I Dense • IIBoring terminated at 8 feet dueto obstruction No groundwater seepage"encountered. . I t. • ®' ' 1: Terra " , BORING LOG IN®/®®`-• ' )'�Associates, Inc. DRIDCTPQRT VILLAGE,. TUAtATIf�;, CSR D Consultants in Geatechrics l Engrneeriilg Geology and , I 'j lrnvironmental Earth,Scienees Pro) 'Nn T 4924 ©ate MAR "2003 Figure A.,18 Boring: NOR B`-6 Logged by DPL , Date-. :1/20/03 Approximate E eu 'r i1 Consiste cy/ Q' (N) Moisture I Soil Description _ Relative Depth .; E Blows! .Content Density (ft )'. ° , c , silt with some graveltrae:wgoti FILL dark gray sandy 13 10. and organics wet Stiff Medium; 5 1 Sti , 13' 26: FILL bluish-gray silty sand,trace wood, asphalt,`and Medium • • Iorganics,wet Dense 2 20 6 25 r J 4 FILL bluis :• ra sand cla: e silt=wir . �!•9 Y .,- Y y y with some gravel, trace red brick, organics,and wood,wet 20 - . ' . 2T t At 20 feet `LL 27 22 Soft 'DD 96.8 pcf, to • f0 26 Stiff 25 8' 26 f 30 5. 25 -FILL;brbwn'sandy,clayeY silt,trace organics,wet:` . 3tiff� _ d` 35 FILL;dark grayish brown to;brown silty sand with some gravel,•saturated at 35 feet,.wet to;moist at-40 feet': I . ' Boring. No. B-6 - Logged by DPL (Continued) ' Date I ;1/24103 Consistency/ , ' - N . Soli D�scrl �tlon . .-c3 =( )' � Moisture, P Relative Depth B-laws! Content:: . ` nsity ft .0-,t1,dark;gray to brownsandy,clayey silt with,some29 .29 I = gravei;trace organics and old topsoil,;wet Very,. _ I • Stiff , FILL dark gray silty sand-with somegravel,trace asphalt, and pieces of black plastic,wet: Me ntea' : 50 �' Dense ` 26 21 FILL dark gray sandy sil#with some ravel small ie I of black plastic stripe;wet ` _ oes. Stiff. L•V �. 15 2L At 5$feet-LL DD_yO2pcf;- 4 FILL dark'brown to gray sandy silt with some gravel,' 1 . 17 Isome to trace asphaltand, brick,wet.;. Stiff FILL, dark gray tot grayish,brown sandy.silt to silty sand,s,t with sortie,gravel;trace asphalt,,red brick,-wet.`to moist:, Me •use I-: „ Dense' - I 7� E . FILL dark gray to grayish=brown sandy clayey sift with. 16 2(3. -,some gravel,trace red brick and--organics;wet to,.moist, -,' Stiff °` 'Native grayish brown to brown sat dy SILT to silty ,: SAND with'seme g`ravel„very find to,fine.g:rained;trace ,Metlium' I rootlets (MLJSM)- Dane; - ./ J Dei 1J�.� ��I� •i ,l '.+. 4 q�j INature dark gray silty sandy GRAVEL to-silty gravelly SAND,moist to wet.(GM). Very - Dense`. $5 ISonng terrnrnatedtat 85 5 feet - : ( Groundwater seepage encountered at 34 feet. Methane m'onitorin wells installed to 40 and 80�feet , ®-�®� 'Terra BORING LOci ��® �` Assoc ates �-nc, BRIDGEPORT VILLAGE • ? y cons'ultsi)ts i Geotechtnioal Engineerirr ,TUALATI i, OR=ECON ' Geoiogy and: IEnvtrpnmentai Earth Sciences; Prod Nis :T 4924 Date MAR:200$ Figure A-19 Bwring' No. B=7 o Logged by DPL: IDatey ':1/15/03 Approximate Elev 195` Consistency/ '(N) Moisture '`{. Soil Description Relative- Depth E�, Blows/ Conten • t . :Densit. ft. ftp FILL brown to'reddish=brown silty sand'to sandy.sl t -- Very with gravel,some asphalt;concrete,brick; and organics, Dense-• -. 0/5" T' S. 21 FILL brown to gray Silty'sandy gravel,,"disturbed: Very I appearance,wet:' Dense; _ 74 1'9 10 . f 4,' 36 10 y . FILL dark gray.to dark brown Silty sandy grayel,:trace ', ,volcanic rock,wet to moist. , - Dense--. ,'15 t n 56 6 20 FILL• gray`silty sandy gravel to gray gravel,trace volcanic rock,tiny pieces of:wood at 25 feet,,moist'to we# Very - T. 50/5;5" 3 Dense 25 " I 93/11.. 1t IBoring terminated at 26 5 feet No groundwater seepage encoun#erect, ®®®®®� Terra _ BORING LOG:,. , I \�+®': ;Associates, Inc. GRID> EPQRT VfLLAGE a - 6Onsdkaiits In Geotedhnleal•Engineering T�JAL.ATI�1 (�RE�ON �" t Geology antl ; Environmental Earth,Sarences Prof Nez `-4924` Date; MAR 2003 Figure A20 T ' , Boring No■ B-8 Logged- by -:DPL - - ' ° •pate :1/22%03 Approximate.'EIev, Cnnsistancy/ Q „(N) ,Moisture Soil Description r. . Relative Depth E Blows-: Content Density (ft:): ft FILL brown silty sand with ravel,pieces of asphalt, Loose ` concrete;wet 9 FILL dark,grayish to black sandy clayey silty with organics stiff , ' to gray clay trace gravel,wood and,red brick ,wet. to l` 4 24: Soft 10' TF IFILL bluish gray clay,trace organics,wet'. Med urrr = l " ,"6 25 r Stiff FILL dark grayish to black:sandy clayey silty withvorganics;. Medium trace gravel,wood,,;red brick,and concrete,wet.'' ,Skiff `� !� 23` 20 T. 6 I FILL back.siltysand,.trace as altarl d concrete; w ph et- Loose, ' Small piece of brown clay at 23.5sand 26 5 feet`:- 8 21''' Il r:-..FILL.dark:grayish-brown.:sandy;clayey silt,trace,gravel,`', 30 wood,and'red brick,wet ,Stiff Aty91 feet `Lt 31 „ 11 2x .` I PL 22 DD 1Dp;pcf FILL brown' it san¢with' vel'to'Si, sand ravel, Nlerium _ '' s yg-., 40 small pieces of red.brick;concrete,as hale and'bu n'-, wood,wets. P. r t Dense 18 .., Native dark\gray silly sandy GRR1/EL,fine murn 5D` to ed verya -50 —r- .° 50f5" 10 '. grained,wet..(QM): erls _ 50/P Sonng terminated at 4 feet Qroundwater,seepage encounterectat 17 5.feet ,Il fvlethane monitpnng wells installed;to 25•0 and 53;5 feet.' 1 �'�®®\'®� ;Terra BORING. LO('-� *�� Ifl1SSOC11i1'S, enc BR)tGEPRT VILuO' Gonsultagtsln Geotechnical Sngirip rang TUp►LATIN OR-GO , S r i Geologynd., r - j j ;: -. Environmental Earth a_ciences; ,.Prod No, T-4924 Date [1/lAR 2003 Figure A.21 •.ti } . A '''...'„...-0-,';',.. I� i r - _ _ I Boring Logged by DPL Date, 1/15/03° f Approximate Elev 190' 3i ;:'a Consistency! a (N Moisture I Soil DescriptFon Relative Dept E Blows! Content Qensit (ft: ft o �� J cry (/oj I ' FILLbrown to dark gray silty sand-to sandy silt with some . - gavel,trace to some pieces of wood red tirck,concrete,' 1`2 18 'asphalt,and organics,wet.` rff Mediurrr : 8 21 1 ty24 FII;LL dark grayish-Jrownsandy,clayey silt to clay with some gravel,trace wood and organics,wet4` 25 At 16 feet-LL 25 Soft 5 D 172.8 pcf �" 1 21 IFILL, dark gray to brown sandy'silt to silty sand with Medium Some graver and wood, ,wet' benne , 20 5: ”28 FILL dark gray sandy silt with some;gravel,trace.organics Medium . and,woo` I 'w �..vvet. - Stiff $: 27'' Stiff + 25 12 27 30 FILL:dark gray sandy clayey siit,'trace gravel and wood 15,. Z5 . wet. • Stiff - FIL'L,;dark.gray sandy silt with graver,some'volcsnio rock, ,- 18 20 trace,Wood,v t Very �; Miff F . 40 FILL'dark gray sandy clayey-silt,trace gravel,and wood, 9 2 r wet Stift Continued on next page I �®®®® SvQGic ten, tl�.,,, BRIDGEPORT VILLAGE R ' Consultant eote G tS In �J,/ , y � CI1n�C l*Engin@erin GepJagy ani �' NE !f 9 F mentat artii.Sciences F I roJ No, T-4 I - ` > 2 924 Date MAR: 2fl®3� Figure A 22 f t •` J ., y -� _ Boring No. B , gged, by DPL Continue 1 4 Date 1/15/03 ` Cori§is*noy/ (N) " Moisture Soil Description. Relative Depth Q' E- Blows/ . Content Density (ft ) ft (ol) t`/ffJ' o I FILL dark gray sandy clayey silt with some gravel;trace I I' 12 24. asphalt,,wood,and organics,wet Stiff eery 5b Stiff: 17 23 FILL dark gray sand cla a silt to silty 55 ' Y ravel`. X Y tYtrace Vary' 18 20 g. , red bricks;;wet, Stiff, - - r to Dense FILL dark gray siity:sand,trace gravel,:wood and organics.y .50 ,_Dense 7`�' Y - 63 31;'.; 1 Native:gray silty SAND•.to sandy„SILT;very tine to fine ;` grained,trace rootlets, moist to.wet (SM/ML) 65 , Dense � - I � 48 26 42 36f Borngterrrtinated at7"1.5feet, Groundwater seepage,encountered at 70'feet. _Terra , -, •-�®\\® • 809-v0-Log LOC ASSCyciates; Inc.` 4 RIbGEP�RT LLA E ;Consultant$in.4eotecbhiial+Engineenng ,, .- R"EGa :, Geology and > ' Env ronme eta Earth Sciences ?roj, No T-4924'` Date`MAR 2003, Figure A 22., Boring No. B-1 U Logged by DPL I *' ... 3 - Approximate Eley_:.,. - 'A Consistency/ �' Soil Descn flan Ti f�►, Moisture w Relative D eR�h E lows/. Content Dense (ft.) ---co. ft (%) FILL brown to gray sandy-slit to.silty sand With gravel,' pieces of concrete and some debris,wet. • Loose I5 FILL dark gray`` ,,sa- - sl.. _ 20 1'3 to sandy clayey•silt with sorrte Medium` gravel;;pieces'of asphalt,-wood,moist to`wet.- to r .Lo se: 10 6 " �s I 'graysilty gravel eneou <,� Fi�L to blaek.s�l sandy • 9 ntermgconcrete> loose, drilluigand sampling,wet:In � to � �� 2i 15 Medium'; 15 m Dense g FILL dark grayclayey Silt with gravel to trace gravel and asphalt,some obusted-upi 3 21 26` rg' los and ductile iron pipe, wet. ($light`;petroleum odor at 20-feet) • • 20 23 _ • Very.. - I At 20 feet--LL 32 Stiff PL 28', ,tq DD =7 04 8 fief, Stiff 1 FILL dark grayish=brown sandy clayey siltwith asphalt } ' 3q and gravel,4race nrgariics wet to m_ Dist 9;' 25; ',At 33 feet- LL 26,EPl_ 22,DD `91 pcf Stiff • FILL:dark gray sandy clayey silt with some gravel,pieces 35 12 ' Iofredbnck',,concrete,asphalt,black tar,'anorganics,;' • , moist to'wet Stiff. a h Continued on next page, ®®®®1®®� 'I Terr ,3 BORI IC LO` Associaesy In , BR�DG1`i�©FST V t LAG _. Consuitarits in Geatec .T'UALaTIt OREG hTticai:l=ngine�ting � r ��' III Geology and r E'nv:rortmentaiBarth Scii�nces., ,,:Pro) '-No T-4924 `�,�Date MAF 2QlJ�':IFlure A 2 ,. r it:,- goring NQ. B-10- , , Logged by DPL - (-c--o- 'rr'tinUe• d ; I, Date 1/21!03 Consistency! • - ` w Soil De. -, ,,,ion4 '1 _Relative _ .De •th' Q- ow Moisture , --,,_-,Density. P B Blows! Coo fent 13 2D- . ILL'.:'-'d ark gray sandy clayey silt;With some of ed gravel,pieces buck,concrete asphalt,black tar,and organics, , moist to wet sty 5a , 24 , -� 55'.Z FILL dark pray to dark brown sandy clayey silt to organic Isilt;trace gravel,asphalt and old;roots,rivet to saturated. ; Stiff 60 . • &: ,_, 34 Naf�ve dark gray- black silty SAND,fine to very tine Ve 23 ggrained,.moist to tet;(SM)-° Dense r - L >tQ Medium - -70 - Dense 23 31 'fative•dark gray silty sandy GRAVEL,fine grained, e .saturated (GM) Dense- ]5 40 11 .' Boring terminated at 76 5 feet 'Groundwater seepage encaunfered at 1$;<55,and 70 feet Methane monitoringwells°instaflectito 35 and 75 feet I1 u ®®®��© Terra = Bo�))v to G,:„.,.© sues inc. B +�GEPOF4 vi; G consultants in Gecitechjr i afEngineerin� +` A �'+�+ ' OREGON; Geology an¢ . ;:• • Environmental Earth Sciences, Prof Na T.'4924''�Date MAR 20,93,_Figure A-23, Bpi-ring No. -11- ' - 7 Logged: DPL , ., t = ,- ' . :, Date 1/16/D3 - Approximate Elev `=i 94' - Consistency/ , N , Soil D�scri bion i � ) t ' Mnlsture ,", R •,Relative D fpth c Blows/ • Content. I: ., `Density Pi, 1-: > FELL brown tora, sil '" g Y fy s.,and to sandy sift with g`ravei ' to some gravel_,pieces of real brick,and asphallt;some ::Loose: -- ''7.7,_: 9 36. organics,saturated to wet: to = - `. Loose,." 14` 1 4 '32 T 4 24 FILL brown to gray sandy silt with;some gravel,tome pvcdebris,organics, and concrete,wet fo 22.'.' 1 Y t. FILL:gray-sandy silt•with some gravel•pieces•of organics, • -Stiff _ . � �13 I 40 �` 61' 1 Ib FILL^;4gray.sifty sen ly glavek to brown silty sand with Vety -` gravely Some waod'moist to'wet, Dense 3f 30- , Dense Native:gray GRAVEL to silty sandy=GRAVEL wet to - Very moist,4GP/GMS ; Dene . } :50/3"at:6a, 16, I Baring'terminated at 60 feet;: b } 5 111 ®®®�� Terra - 8ORtN LOG .,--.',-14-. °144,:!..,, Associates Inc g�RIQGEPoT VILLAGE • TUAL.ATI. ,`-pRE60.4,• 0ensultarttsin Geptechnicaailoineeritid Geology sled ;E Environmental Earth Sciences '.Prof NC T,.:4924 (Date, 204�:I Figure A24 -, r ; = r ,�.. am. ai a r . ...1.11:., ail ,^.� .11111 • , • .:,tea- .111'- :. SIEVE ANALYSIS -.SIZE.OF OPEIVING`IN INCHES NUMBER OF ' HYDROfvIETER ANALYSIS J MESH PER INCH US STANDARD - , ',-.-71-?: /�Y ,, j .,� RAiN SIZE IN MM ' - . gW -� .-+ `w ' .A N �' ,. �® � ,: 117.0... -� : ..<. - .• ... ,` ": 0 0• o � �. it,-. o o `o o,`o o, :,,-,8 JQ. �eish®imalm®®iEii®�®®� ou rn 'ti w ry " _ e ®�®�®®`�!®��it i®i� �� Si®ice®iiiiA ®®®1��®!�� U' �/ -• . ®h®I®®I4i®IiihhME ®oh®® ' �hilmh®®®®®®h�� ® !ice �ihhi®®hImiO®Ii®® 9p ®®®®h®mvston ®Ilih '� ®h® him®hi�Ili®IIloB(i®lam® ,' _ h®slo®�®I�ai®I�1® ® h®®® ®I■■®®Is18Il8hlssssss® „ +� 5'��®i>iEl�®®®®��i®® 1�® ®®h�I®III®®l!�®®� "■`� • ® merm I ®®® h� ®Mohs®ilial®®®ulei� 1(f ' .. 8h86ohh®ii®ilnsam lu�I Iimmumeth II®i®®®Rhihh v 80.: �hhh4®88s�INNIMIl8®a® 8s�8s® ®IMENI®h�®®i8i8I®IIBh < ' .� 1®�I�®INI®®IIfE 'I��Ow® li>® ®�®�®_®is®®®�® o ;,i ...I hh�h®®i8®®oihoii mko, ®I� NI®hl� Ili®ii♦®ham 0 �h®hlMINhli®IiihNIMIMI =1 ®®hh ®Ili®®�®® .",g,''57,111:.;:„ ��h®®1Innall■®8�88� ®8Ih®®II®Ihih®®®®sh8® ~ m � � : 17 7..6. 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(M a o . , 2 : ,,LGRAIN-SIZESMILLIMETE • COARSE ,'FINE COARSE MEDIUM FINE FINES• Ilr CODDLESGRAVEL- 'I , . .r,'• 17:1 • - Ezploratio� Depth!' - 1 , Key PP Ioiber ( 4USCS Description ',Moist• Content 'A • B=9 tis M sandy,SILT' _ O TP-14 21.5 GM Andy silt GRAVEL • - � SIEVE ANALYSIS: SIZEOF OPENING IN INCHES = NUMBER OF MESH PER INCH US OME ANALYSIS „ STANDARD HYDROMETER A 4.. GRAIN ..A x SIZE 1N MM .,. ._ ,,. r:•% :. -, ,.:11UQ .. _ ,ui �nt N•.A.-` �. � a ' � �N � N�•, •� !ASO® ®®® o! � oo c o0 0 0 1111 0 mazumimiessmom -• rim • 07;.,�` rai 80 , .t . _ 111 Q 1® ®®® ° (7 ®1�®®1'1A®I®®nonam Zp m " n ®®®i �®®lie®® 30 - r`' 'T� ®®®��d®®1�®® ®Y1mum 40 z co ®®®®®®amerce --,1111111111•11111118111 ' • 50 � INI11.111 ®®®®®®®®ice® 80 2g 80 N ' a s 90 M Z neli ® ma 'mminssi iinan.ween®i®nsu � 00 0.• .0: O`' 'f�T ';8° 51' GY: `'► pj_or • _ O '.O N � N �'w ., . , . . . IN MILLIMETER SIZE MILLIMETERS r- COARSE FINE. ' :' COARSE MED t7 COBBLES GRAVEL FINE IUM sAND FIN Key Exploration Depth Number !J$CS Description, Moisture TP=1512GM silty sandy GRA • �' ,Content( PL '` VEL GM sandy 16 silty .GRAVEL, _ . .' a 4 .fir . - INNr ONO 1111 ar . UM MIN ,MIN INN 1111111_, :' SIEVE ANALYSIS ` SIZE OF OPENING IN INCHES NUMBER• MER OF MESH PER INCH,US STANDARD HYDRQMETER'ANAL'YSIS � *� • GRAIN SIZE IN MM ® ...00 O> .A W N _ lx Oo�, Oa '? A N . � N ,.. �I®®® o o a o" o ': o o o Q; _of p o 6®1i69eii� ". W ®®i�®��®� 50 m -< • WWI NEB 111K\I ION � m 4Q ® ®ICS -,71: �0: - -.ft®itil�®g1pper • m `�` : �l1i®1h11®®601®III&1111 �® -5 20' ®®®i®®1®SII MIL • r G?" ®®®IIMINIMB�®® D z 0 ®®®®Ilov®a®®ENu.®u�ro®rr�® ®u®a®®a® o 11m % cow ab .o oo � � o Q10 w r GRAIN SIZEMILLIMETERS j . - � IN M( .. COARSE.G RAVEl. COARSRs MEDIUM ND ; FINE COBBLES FINES` mn d5- `, Key Expbrafipn Depth�• Number {ft)'' ABCs • Desenptlon Moisture � •� '� TP�16. 1 � _ - Content(%) N 3 ;GM 'GRAVEL with silt and sand OTP=23 11 GM 121 GRAVEL.with silt ,- . 111111 LIM- INS 11111 '111111 111111 111111 111111 INV SIEVE'ANALYSIS - HYDROMETER SIZE OF'OPENING IN INCHES NUMSER OF MESH PER INCH,US STANDARD > ANALYSIS } .: SIZE IN M -. . :.s.c,�y• - N_ m W, ,N• ,-.3.1-,....,. . .,--z.6-5-N ao_: .: ' `o _o a _ , o� o' p M$'ra ,o a ` E ` •/:!:: ®11®®®11® '�� _ •� 1111® 111 IIIA® ,a C� 11111111 20 70 I 11111 111 ,,,-,<A, ,,,_. . „,,,--0 na Z 6QIII F� � ' I iiiiiiit, . ca- 4p '', -rIiIta�ta®®®®®®e��® W0 !III 50 40 mataimsnsomie1131 -1111 ®111111 60 II IlliallinalinffilillillIMIMIS ,:'- -�; ,, m 20U1II1 -1iiin8-4514.111i0 • pip ` '; 10yy(,� ' MIN I 1111 ®®®IM , 1 ,f. ; .: 4 • car -� (n , o •.o.:, o:o, o .� ;_;_”aq,,rn i. w ,; 10 Cb GRAN. . . . ; .. ;" l SIZE IN.MILLIMETERS •gyp• co N 0 177 > .COAR '' ;COBBLES ' SE _ .I FINE. 'COARSE' MEDIUM I FINE, I I �. lyRAVEL_; I SANQ { FINES' cto Key hxploraLhon= D ep t`h USCS s -, D,escnption. Moisture t`I" PL� Nu4ft Content(/u' • -. -- • `;TR-23 '18. GM GRAVE.,,,with silt : . Ns IIIM —1E1 71111111 ..--1111111 —IMP —SIN _11111. ' Void Ratio Log Steps Curve ^, . - �� Boring B9 Q 55 Qepth 15 feet '°®` Dry:Density,`-,102 3 pof ® Moisture 12.5% i b I - v 4 05 A"® -, . ® t35 1� :. ,Stre - w 1Q0 4 Figure A230- r ; Vold,Ratio Lo St ss Curve 0.84 ,.o II®i® !® .: -' '' ' - ' ' ., , •-- 11111111111111111111111111111111mm...11111111 IIIIIIIIIIIBINII , ' '-- nioN11111.1111:millmill: -•:,- r, : ,-,_ IL , .. , 4 ti ®121111 : fl 74 IIIIIII - " , - I®®1oriny as -._ - _ ® Depth 20 feet . � ® ®'� dill P'Y Qnsity 95 8 pc110111111:, ®®Moisture 22 1 %: ib065 = -11 Im ® Ro50 �'® -‘ : s ', , ,, , - , , ., , , k . , _ , , - ,,,. • , ,,, , . , 0.55 , pec tea MIN . .., ' - III Lop II ®I,-,,, -, ,,, , 0:50 . . ®I®®® IOY. ,-, ...ii ,.,,,, : :. ...,,,,, mimmilimm, ' - - ...mmsommulue -, , i .._ivicior , , oa I , ,. ibio: ., - MIMI ZilillEEIMIIIII ' .1 . i Moines I Stress(fsfj Figure A-31 ail Ell Min 01111 - 1111111 , - Void Ratio Log Stess Curve 0x7500 - a t . . ,: r r ..--, ,. .:-, _.: . 0 7 .. v _ , w. 000 r " , ti. Depth 20 5,feet > Dry'Density- 96.6pnf, _ Moisture�;2� 0 6000 0 5500`' -' .,- _ 0 - r � ' A A R.: 0 5000 Jv. + 0.4000 0.3500` .� stress;(tsfy ,. .�