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20030685.pdfI DATE RECEIVED C1. CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS 6W1V'K4)- MAILING ADDRESS NAME CITY NAME STATE LICENSE NUMBER ZIP I TELEPHONE —4AI— - ZIP I TELEPHONE ZIP I TELEPHONE DATE CBL N PROPERTY TAX ACCOUNT PARCEL NO. NEW RESIDENTIAL PLUMBING I MECH ADDITION COMMERCIAL COMPLIANCE OR CHANGE OF USE REMODEL )5,(MULTIFAMILY SIGN 0 REPAIR GRADING CYDS o FENCE ( _x_FT) 11 DEMOLISH TANK ri OTHER PERMIT EXPIRES USE PERMIT ZON EP NUMBER&a _Z/1_6— JOB EZITEAPT41t ADDRESS / .�& PLAT NAME/SUBDIVISION NO. tLOT NO. LID NO, LID FEE S PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved RW Permit Required Street Use Permit Req'd EXISTING — PROPOSED Inspection Required Sidewalk Required REQUIRED DEDICATION— Fr Underground Wiring required El METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED I YES 13 NO C3 REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE 0 - — /x'; r z �ja 5 FIRE RE?rlay� �f DATE Ly cc VARIAfE OR CU st#RELINE OR ADB# I INSPECTION BOND POSTED __0EQ'D [Ws 13NOI$/&749.9 SEPA REVIEW SIGN AREA * HEIGHT COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED EXP , , LOT COVERAGE REQUIRED SETBACKS (FTA`!I3ROPOSED SETBACKS (Fr.) ALLOWED PROPOSED FRONT SIDE 4W5W d, FRONT L/RSIDE REAR Of 490 0 PARKIN U IT TR9 PLANNING REVIEWED 13Y "DATE REQ`13 10 I PRO IDEDf 1 V! t?, 14) GARAGE RETAINING WALL FIRE SPRINKLER One( g2A"-f— CARPORT 0 ROCKERY FIRE ALARM re-ce-wed e4a4d- 26f;tloz- (TYPE OF USE. BUSINESS OR ACTIVITY) EXPLAIN: CHECKED BY TY E OF CONST�L �CTION OCCUPANT GROUP CODE 19— NUMBER Numbdiw CRITICAL OF DWELLIW AREAS el SPECIAL INSPECTION ]AREA OCCUPANT STORIES IN NUMBE REQUIRED LOAD DESCRIBE WORK TO BE DONE A YES REMARKS PROGRESS INSPECTIONS PER UBC 1108/FINAL INSPECTION REO'D VALUATION :!Z"r Descripflon FEE Description FEE hA Fv� Plan Check State Surcharge tWAT SOU E G .119 % LCIT-21_0 Building Permit City Surcharge PLAN CHECK NO: VESTED DATE Plumbing Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO t: BE DOME ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBILIC 2 Grading 3 DOMAIN (CURBS. SIDEWALKS, DRIVEWAYS, MARQUEES, E TC.) WILL REQUIRE I=- SEPARATE PERMISSION. Engn Review PERMIT APPLICATION: 180DAYS LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS. ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposi' IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT HE DEEMED TO MODIFY WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapeinsp. Total Amt. jDueZ 2 NOR LIMIT IN ANN WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION. - Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application Is not a permit until signed by the 4UTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED TION; AND IN DOING THE WORK, Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABORJCODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKM5W'S COMPENSATIONgSURANCE AND RCW 18.27. Icl GNVA DATE SI, OWNER 0 R DATE SYN (OWNER 0 �M 1A '25) �9' �WE ep�r 77,1 -0 220 I SED BY DATE M 1333 IT IS UNZU0 USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL -FILE YELL6w. KSPECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK -OWNER GOLD -ASSESSOR 04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING CONFORMED COPY 200210100560 RETURN ADDRESS: 10/10/2002 04:56 PM Snohomish P-0002 RECORDED City of Edmonds, City Clerk County 121 5th Avenue North Edmonds WA 98020 DECLARATI-ON OF RESTRICTIVE COVENANT MULTI-FAMILy RESIDENTIAL Reference CQ&I)CO Grantor(s): (I Wak- 600_4 Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): See Twn 97 1) g t Y4 Rn OR Lot Block Plat Assessor's Tax Parcel ED#(s): 41) 004 34zo 9&n 1. (2) -Assessor's Tax Parcel 1D# not yet assigned WHEREAS, ye., -c%np_bQtC_97rhU 4nnh Pic are the owners of the following described real estate in the City of Edmonds, to wit: 'J, Property Address: -/,ton 'All Legal Description: Assessor's Tax Parcel ID # (s): 9 0 i,K; Ell IN L WHEREAS, the above named owners are desirous of imposing a restrictive covenant upon sai . d premises in compliance with Section 19.00.040 of the Edmonds Community Development Code. WITNESSETH, that for and in consideration of the premises, the above named owners do hereby declare and grant to the City of Edmonds as Grantee the following restrictive covenant, to -wit: GRANTOR State of Washington )ss County of Snpk6mis 14 I certify that I know or have satisfactory eviden ce that (is/ara) the person* who appeared before me, and said person(s) acknowledged that (he/oheAey) signed th s -execute the instrument horized to instrument, on oath stated that (he/ehtiflwy) (is/=* aut (title) of, and acknowledged it as the a —CO A/` to be the free and voluntary act of such party(ies) trument. Subscribed and sworn to before lus instrume, for the uses and purposes me ns in this ins e 4t day of 200? me this b!2/ 4C Motary Public in and for thi State of Washington 3A,14A V oirAis CC- k 9 _0_5 My commission expires CA f U R 0 AUTBORIZED FOR RECORDING C*t f Edmonds I -n 1AA, B Dat of Page LATEMMUILDINGTORMSMSTRICT TEC H .0NSMTA3qTS, INC. Goodnight Brothers Construction P�0. 430X ftg Edmonds, Washington 9mo Attention; BruceSoodnight 'Subject: GeotechnWal Engineering Study ProPmed Multi -family Development 1604 Bell Street Edmonds, Washington Dear Rk.-GoWnight 13256 NamAan 20th Suat.SuW 16 Wow, WasWrWm 98M (425) 747-5618 IFAX<425) 7474MI May 31,2= JN*2170 via facsimle: �2W) 517-4961 We are pleased to present this geoLechnical "irmerhg report for the proposed six-unij m fti- family development to be Constructed in Edmonds, Washington. The scope of our te u r*ft 4onsisted of exploring site surfam and subsurfhoe conditions. and then -deyeloping #ft Mwri to provift secommendations for general -earlttwork and design -criteria for foundations, retaining walls, and -subsurface 4drainage. This work was authorized by your acceptance of Gur proposal, .,dated May-6,2002. We V-are Provided with a Proposed site plan and an existing ske plan with spot Alevations. Carl j. Colson. Architect developed these plans, which are dated January 2002. SasW on these plans and diswss(ons with you. we anticipate that a single building w9l be consUucted in theeer4er of the ske. The first flw of the building vAll be near the existing grade, but will be -buried usirg ralsed landftape beds to -create a basement Two floors of living space would be construowd above this OW level. Slab -on -grade construction is antidpated. SITECOMMM SURFACE The Vk" WP, Plate 1, illustrates the general location of the side. The rectangWar isite,.featuses aPPmxIm8telY 90 feet of frontage akmg WI fteet to Me north and approximately 11() %Mof 'frontage along Sth Avenue to the -east An unpaved alley abuts the ske's southem line. The subjeit pmperty is relatively flat with only about 3 f" of fall from its soullwastern comer to ft northwestern comer. An old, one-story. single-family house oemVies; ft 4mriter of ft lot Numerous settlement �cradcs are visible in the old, shallow foundation, which utilizes a crawlspice. A dehx:hed garaW is located on the soutlWvestem portion of the site, and Ow remalr4er of ffw property is covered with lawn. The constructionof a muld-family building with a shallowfoundation was underway on the adjacent prop" to the east during our vM to the Sim. REC E-11,"M CITY C0P&%a&* xu BUILDING DEPT. ,4.1t 1k 0 zr. M,� GOWnight,ftowm Cofts&Wjon May 31, �2= SUBSURFA CE - JN421?0 pa"2 The subsurface conditions *Wre explored by e=v3ting two test pits at the approximate locatim ns shown -on theSiteExPloration Plan. Plate 2. 40ur*-Vloration Pmgram was baSedon ftproposed construction, anticipated subsurface -conditions and those enowntered duringAVloration, SCOPe Of work outlined in our proposal. and the The test pits wvre excavated *n May 9,2002 with a - 484*ed bWAh0e sUPP6ed -by the client W�otechnlcal engineer from our staff observed the excavation p 8. logged the - A obts'ned reWV"n1ative samples of the Soil encountered. -�Grab..Samples of se les( Pits, and SON Wen Collected from the backhoe bucket. The Test Pit Logs are attached to Wcted subswklce 3. this repo" as Plate Our test Pits revealed relatively similar subsurface conditions acrms_ the Gite. . Below Wrc.)dMately 18 irwhes Of topsoil and sod. we -encountered reddish -brown, slightly silly to Silty sands that vmre loose. The below the existing ' sands -became grsy'and medium-denSO at abo4A 3 fee grade. Dense to very dense graVellY silty sand was aneourdeved at 5 to 6.5 feet below grade in the 4est pits, arid extended 46 the Maximum explored depthof 7 feet. We would interpret this dense to very dense grs"lly sHty sand as glacial tilL �C] Perched groundwater swpage wa3 obserVed at a depth of 16.5 W-t in Test Pit 1. The test Pits were left Open for only a short time Period. Therefore, the seepage.wwjs an " logs rePFeSent the location of transient water seepage and may not indicxft the static groundwater level. AftD, some IrOn Staining of the sands at approximajely f t grade'vam observed in Test Pit 1. 5 se below This iron staining may indicate that ft grOundwaler m8Y risc to 8PPrOAMOtely this elevation during the wet season or following twzq rairbl. -be n ft Should oted that groundwater levels vary SeatSonally with rainfall and other foctm. We anWPSte that groundwater could be found in Mof* Permeable wil layws and betw &en the near -surface weathered Soil and the underlying Sh.WW till. The final logs represent a ur I"WMmtaftns of the field logs- ThOs"tiftation lines on the la go AWesent the q*fO)dm*O boundaries between "I 41m at the a#omtjon lomtjong. The actual ftaition between soil types may be.'gradual, and Subsurface co"Wons can vary between 42�0�n locabons' The logs PrOvklO sPWft subsU(NICe information -an' ly at ft kxxffions tesW. The relative densities and moisture desWptions incrmted on the descriptions based on the conditions observed during excavation. test 1* 4ogs are irdemnuve ThS mmpaction of baddN was not in the scope of 4'ur servipees. twse soil vAll thereftre be found In the area of the test pft. If this pgewnts a 'Probkm, ft backfill will need 40 be renXnad and replaced with structural IM during cOnShuction. . . ......... 01171 0 C m I .01 m 14 K;r Vi 6F Goodnight 8MMOm -,ConSft&i0J7 May 31, 2002 JN .02170 Page 3 rHIS SECrIONICONrAINS A SuMMARY OF OuRSNDY Arc, FiNDiNGsr-OR THE P4JRPOSeS4DF A GEAERAL. OVERVIEW ONLY MOW SPSCIFIC RWO)WA* NDATIONS AAO COAC"40W ARE GONT"JED 'N THE RE"41NLXR'OF THIS REPORT A1VYPAR'rYRayJJVG ON MS PEPOR T SHO LQD RE40 THE EIMRE D=WW The tam pitsconducted for this study encountered loose. a became medium -dense approximately 3 fW below the a *Uctufe may be Supported by Conventional continu(x recompacted Medium -dense native sob or on S#Wural fill If the footings are towered to bear on the ium nee med -cle subgrades be Compacted with a jumping jack or vibrator ovemxcavated to the medium -dense saNS 2nd oestomd Compacted 05 descdbed in the Gerwal Euffiwork and Sh recommend that the topsoil and loose native soils also be the structure. Thew slab areas can bi ieA-ored to grade wit The drainage and waterproofing nsoommendaboins preser prevent active seepage from flowing through concrete walls seepage Into and beneath structures, water vaporcan mign the surrounding soil, and can even be transmitted from concrete curing process. Water vapor also resubs from bathing. Excessive water vapor trapped within -structures conditions, including. but not limited-tc, moisture problems i air within occupied areas, and the growth of molds, fungi, a be haffnful to the health of the 00cWants. The 41esigner 4 vapor souFces and likely. occupant uses. and -provide s Mechanical. to prevent a build up of exaessive water vapor v A significant 900technical -considmdon for Oeveloprnent i Condition of the sty soils. Based on our observations, the .Ore Somewhat above #*optimum moisture bontent nee cOmPOdOn. These fine-grained, silly sob are sensitive to rr to OdeQuatelY C0mPW when they have moisture contentsev Moisture -content. The reuse of tl-mse soils as structural fill I during hot. dry weather. Aeration of each loose liftof -soil w Compacted. This aeration will slow the eartIrwark prooess d MuSt be Pre0afed to rework areas that don't achieve wq content Utility bench backfin in stnx:tural areas, such as p4 can be adequately compacted. Improper -compaction of - I control 6OUCtureS is a common reason for pavement distress be needed wherever it is not possible to dry the on -site soils -i )htlY,SUtY to silly -sands that generally iting ground suflaoe. The WqxmW ; Q1W Spread footings bearkv on laced above the m"um-dense scift. oils, vie nbcommend that the kmft roller. if the foundation areas are With stnxtural fin, tM fill should be fturat R11 section of this report- we wved from beneath the slab arm *f structural fill. d in this report are inkywied only to ,slabs. -Even in the absence of active I through walls, slabs, and floors from ibs and foundation walls due to the KuPant uses. such as cooking and an result in a variety of undesirable h flooring systems. examively moW I other biological organisms that may axhltect must 4consider the potential rident ventilation, either passive or iin the planned structuFe. this Site is the overly moist to wet loishm -oontents of the on -site soils ;sary for the required sftxturW fill istuie, which makis Own UnpoSQ* 12 to 3 vement above their q%mum level the site will only be suawssful be required todry it W= the lift is matically. The -earthwork conbWor r -compaction due to high m6isture Dments, must also be dried -before it ckfill in utility trenches and around rid failures. Imported granular fill will Riclentlybefore,vompaction. The erosion control measures needed -during the site -deve opment will depend heavily an 4he v*ether conditions that are encountered. While -s-ft cl�eearin . g � Nillexpose a large awa of bare soil, the erosion potential on the site is Felatiyely low due 4o tt e -gentle slope of the Vround. VVe anticipate that a -sift kanoe will be meded around the 4ow wslope sides of any .-cleared areas. Rocked-oor4truation aeoess roads -should be extended into the sileto reduoe the amount of mud Z N 0 M: C M C Z': rn ca W. 0, Q) 0 M %AL.0 I C_%In rMUL V14 IGOOdnight Brothers Gonstrvaion May 31, 2M2 -0217 JN <) PKge -4 carried,off the property by bucks and equipment Wherever Possible, these r4oads sho* follow the argriment of planned pavements. Cut slopes and -6oil stockpiles -should be covered with Plasfic during wet weather. FOHOWing rOugh "ing, areas that udil not be immediately covered with it may be neGesurY to Mulch or hydroseed bwe landscaping or an impervioussudke. C-Pectech COnsultants, Inc. should be alkwwd to review the final development plans to " thatthe recommendations presented in this report are adequately 8ddressed in the design. Such a j*n review would be additional work beyond the cunent scope of work for this study, and it may IWL revisions to Our nboommendations to accommodate site, development, and geoWchnk;W constraints that become more evident during the review process. We recommend including Oft report, In its entirely, in the PrOjW -contract docum should also be provided to any future property owners so they will be aware o Onto This Feport recommendations. f our find[* and SOSAUC CONSiDERA17ONS The site is located within Seismic Zone 3. as illustrated on Figure No. 16-2 of the 1997 Un'ifoirm Building Code (USC). In Scoardance with Table 16-J of the 1997 UBC, the site son profile within 100 feet of the ground surface is best r4epresented by Soil Profile Type S,) (stiff Soil). The ske-sok have a low potential for -seismic liquefaction because of their dense nature. CONWNIIONAL FOUNDATICWS The PrOPOSed StnrAure can be supported an -conventional continuous and spread footings -bearing on undisturbed, medium -dense, native -son. or on structural fill placed above this oompdW. nadve 501. See the section entitled GenwW Earthwot* and ftucturaf FjN- for =omrMndjftn6 regarding the PlacsMent and compaction 0 ' f sbuctural 61 bmwath stnictuves. Ad quate .vhould be verified with frequent density teang during fip.MaceMrt. compaction Of structural fill e Prior to placing sftCWMI fill beneath foundations, the OXCOvation Should be observed by th geolechnical Amegineer to tiocument that adequate bearing SOUS have been atposed. We recommend that vontinuous and individual spread footings have minimum wkft of 16 and Q4 inches. OMPOCOWIY. Footings -should also be bottomed at least IS kic*m below -the lam - The local bUllding codes should be fevievped lne if ac4scent finish ground surface Md q widths or embedment depths are required. Fooft a ra must b a different factin, to deWrm ubg des O-de nod -of kmse or disturbed soil prior to pouring concrete. Depending upon site and -equiprrMM,,con*aintx,,.. this may require removing the ifturbed soff by hand. OePending On the final site gr3d8S. OVerexcavation may be required below the footings to 4)"" competerd, natJive -son. Urgew Lean concrete is. used to. fill an ovefemavated bob, the overexcavation must be at -least as wide at the bottom as the Sum of the depth iof the OvGrexcavatio.n and the lboft width. For example, an overexcavation extending 2 f be bottom of a 24oct W . low the -Wide footing MUSt be at least 4 k4A "ddO at the base of the exavation. If -MCavation need only-extend,6 inches beyond *M edges of #*jOobM. concrete is used. the tVew lean An allowable 43earing -possure *f 2,000 pounds per square foot W.is. appropriste supported -on-competent, native "I and constructed' for koting" 'as dO6cdbed abOVe. A orm-Mird incmM in this design 4xearing i3mmure may be used whenconsidering short4erm wind or seismic foads. 'For thie above -design -crileria. it Is antk*aW 4hat the lotal Lmt-oorwrinjim 1:41 oj� M- C M 0 C m C Z1. M C Z' 0' m 0;' V U �J_ A 4 Gpodnight&oftrs,C��ion JN-02170 jx� May 31. 2002 Page-5 fourxied on comPeter:it, native soil, or 6n structural fill up to 5 feet in thickness, will be up to. I inch, with differential settlements on the order of inch in a distanoe of 50 feet along a .0ontnuous footing with a uniform load. Lateral Wads due to wind or seismic forGes may be resisted by friction between the foundation and tho'bearing soil, or by powive earth pRmure acting on the vertical, embedded portions *f the foundation. . For the latter condition, the foundation must beeither poured directly against reNdoly level, urKfisturbod soil or be surrounded by level atructural fill. We recommend using the following' ultimate values for the foundation"s resistance to lateral loading: Where: M pd a pmwft per ad* f9A and (11) pauW* eaM prowure Is computed uskm Ow equivalem fluld dw*?W. ZI N the ground In ftont of a foundsUon is loose or sloping, the passive jearth pmasure glyen above wil not be appropriate. We recommend maintaining. a saMy fador of at least 1.5 for ft foundation's 1: , . a; teiistance to lateral loading, when using the above ultimate values. 0. PERUANEMT FOUNDATION AND RETAINING WALLS ftftining walls backfiNed on only one side should be designed to resist ft-IaWralaarth PrAmures imposed by the soil they retain. The followirig recommended parameters are for walls that restrain level baddill: Z, M, WMft: M pd is pounds per cubic foot, and (a) ac*n and Pusive euth p — P res we computed uska ft eqWvawt 11kild PM"U=- For a oestia we* dw cannot d~ at least 0.002 times Is he4ft a unftm kWW pre3si it equal to 10 puffones the holoOt of ft wall Shedd be added to do above wd" equivelent: Ruid pmauro- The values given above are to be used to 4--sign -permanent foundation and retaining walls -,only. The values -do not incliude s,6q_Wy for frWon and -passive Fesistance are ulfirnate values and fttor. We mminmend a-satety-Wor of at least 1:5 lw-v4erturriing andeliding, when using0a above values 4o -&-sign the walls.,-Restraineed wall -WI parameters should be utillsed for a 41aWnee rV**- 14b 40odnight-Broftrs-Cons"ibn JN021TC May 31, 2,002 PageS AR 4, of 1 .5 times the wall height from -comers or bends in the walls. T Is is iniended to reduce the amount of craWing that can oocur where a wall is reWained by a wR er. The design values given above do not include the effeots of any hy( Postatic Ofessums; -behind the walls and assume that no wrchaW, such as those -caused by foundations will be exerted on the walls. K these conditions wmdst, 113" pes vehkin, or adjeaent pressures should be added to the above lateral soil pressures. Where sloping back in is desiced hind the walls, we will need to be given the wall dimensions and the slope of %a badd!U in r 4o pwide the apprqpfiate design earth pressures 0- Reta&.jag Wall &cM and W Badcrill placed behind retaining or foundation walls should be coame', fRwAralnino a5 -structural fill containing no organics. This backfill should conftain o more ftn S pement-sit K or day particles and have no gmvel greater then 4 kches in 41a Toter. The percentage. of :a particles passing the No. 4 sieve should be between 25 and 70 1 ement ff the native sand is used as backfill, a minimum 12-inch width of f1ree-drai ning gravel should be placed %j r-:, against the backfilled retaining walls. free -draining badcfdl or gn vel should be used for the rn entire width of the WWII where seepage is encOLKOrOd. For increased probecCm, drainage composkes could be plooed along cut slope faces, and he wags backfilled entkely r z with free -draining soil. The purpose of these backfill requirements is to ensure that the design cirkeria for a retaining wall are not exceeded because of a build -up of hydro Aatic pressure d behin the wall. The top 12 to IS inches of the bacdll should consist of a compacted,' relatively M impermeable soil or topsoil, or the surface should be paved. The §round surface must also slope away from backfilled walls to redum the potential for surface waw to percolate into the bacMill. The section entitled General Earthwor* and Structural F711 contains recommendations regarding the pla=ment and -compaction of ural fill behind letaining and foundaWn walls. The above recommendations are not intended to waterpmof beloff-grade wafts. Ow t1rhe, the perilbrmance of subsurface drainage sotern can r *d e subsurf; "' am groundweter flow patterns can -change, and Writies can break or deW:n a e a h Therefore, watWoofing should be provided where future seepage through the wags is not n ot a acceptable. This lypicay includes limiting coldipints and wall penetrations, and us us beiftnite panels or 5V membranes on the outside of the walls. Waterproofing s e s s be ini;talletl by an hould Z:, 0: experienced -contractor familiar with the anticipated nd I nd subsurface 4onditions. Applying a thin coat *of asphalt.emulsion to the outside ace a a wall is M conskWed M waterproofing, and WO only help to reduce moisture generated 4'jd m m water vapor-or4sollary action from seeping through the concrete. As with any p adequate ventilation of basement andcrawl space areas is important to pr6vent a bul up of water Vaw that is p commonly transmitted through concwte walls from the s nd nding sW, even when seepage is not present. This is.appr4opriate even when wa is applW 0 the outside of foundation and retaining walls. `w� bLU I LUH 'PAGE 0 7 13oodnight 48mthers Construc6an JN 02170 May 31. 2002 Page 7 SLADS-ON-GRADE The building floors may beconsbWed as slabs -on -graft atop medium -dense native soils, *r an structural fill. TKe subgrade soU must be in a firm. non -yielding =ndition at the fim -of slab -soft areas encountered should be excavated and. Rg construction or undersiab fill placement. Any replaced with select. imported structural fill. AM dabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness; of coarse, fie"raining structural 01 with a gradation simDar to that 0 M. discussed in Permanent Foundadon and Retaining Waft. As noted by the Ammican Concrete institute (ACI) in the GukLes for Concrete F1w and Slab Structures, proper moisture protection is -1 k desirable immediately below any onVrade slab that MR be covered. by tUe, wood, carpet, impermeable floorcoverings, or any moisture-sensitiv equip or products. ACI also notes that a ff vapor retarders, such as G-mil plaWic sheeting, are typically used. A VaW retarder is as a r defined m material with a permeartoe of less than 10.3 LOS perms per square foot (psi) per' how� as determined .0 by ASTM E 96. It is possible that -concrete admixtures may meet this specification. although the C, M. manufacturers of the admixtuies should be consulted. Where plastic sheeting is used under slabs, Wints should overlap by at least 6 irwhes and be sealed with adhesive I A 10 k ape. The sheeting -should extend to the foundation walls for rnax1mum vapor protection. If no potential for vapor passage Z; through the slab is deGired, a vapor barrier -should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate zf 0.00 perms per square foot per hour when t in esled amrdance with ASTIVI 1E 96. Reinforced membranes having sealed overlaps can meet this 0 0 requirement., rE, In the recent -past, ACI (Section 4.1-5) recommended that a ml6mum of 4 inctws of well-9taded compactable granular material, such as a 5/8-inch-minus cTu shed rock pavement base, be placed over the vapor retarder or barrier to protect them during slab �cqnstruction and to act as a "blbttero C for more own curing of the coraete slab. However, more current Ilter0ture indicates that long- term vapor problems could result where the pmtection/blotter materlal becomes wwt before the slab placement occurs. This is -especially an issue in areas vWth wet-cHmates, such as the PugetSound. Therefore, if there Js a potential that the pralectionluotterimaterial vAll bWme wet before theVab is installed, ACI now recommends that no pMectloftwer. m aiterial be used. H 6wever. they the* n recommend that the joint apacing in the -slab be reduced, alaw shrinkage oon crete mbdure be used, and "ather measures" (steel reinfoscing, -0�tc-) be utilized to reduce the potential for irregular slab -curing andexcessive shrinkage -cr�ing due 4a uneven curing. z;-, 0' We recommend that the contractor. aFch#ect, structural engineer, and the *wner discuss. these Z5, issues and review recent ACI literature and ASTM E-1643 for installatim guidelines and quidarooe on the use of the pvtectionfttter material. EXCAVA77ONS AND SLOPES No excavated slopes are anticipated other 4han for utility trenches. Excavafion slopes.,shouW not exceed the limits -specified in local, allte, and national govemment so" regulations. Temporary cuts to a depth of about 4,Jeet may be a#enNXW vertically in unsaturs4ed -soil, if Ahere am no indications of slope instability. However, vertical cuts -should not be made near property boundaries, or exWhg ualities; aW atrWuns. Based upon Washington Administrative , Gpde (INAC) 296, Part N, the soil at the-subject-sile would -generally be clessftd as Type S. Therefore. Ub/ J1 /:1UUY 14:Yb 4:1b /4 /Wabl 4*-U 1 LLki IJAL*- OU Goodnight &cfhmConstrudion .11402170 May 31. 2002 -Page a tenVorary cut slopes greater than 4 feet in height cannot be excavated at an incrMation steeper than 1: 1 (HorizontalMertiml), extending coritinuously between ft kop and the boltom 4 acut. The above reCOMMeTKIed ternporary SlW inclination is based on what has been suocessNI at other sit" wfth similar soil wriditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining s. u6r wall or dws. Temporary cut slopes should be protected with plastic sheeting during wet wesew. The OA sk)M should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand cancave suddenly " without warning. Excavation, foundation, and Wifity contractors should be made especially aware of this potential danger. All permanent cuts into native soil should be inclined no steeper. than 21 ftV). Water sMuld not be allowed to flow uncontroiled ever the top of any temporary or* permanent slope. Aj j*rrnanervay exposed slopes should be seeded with an appropriate species Of vegetation to feducevrosion and improve the stability of the suffidal layer of soil. DRAINAGE CONSIDERATIONS Foundation drains should be used around the perimeter of the proposed -structm.' Drains should Sho be Placed at the base of all earth -retaining walls. These drains obuld consist -of 44FK*I- diamter perforated PVC Pipe surrounded by at least 6 inches of 14nch-minus, washed fock and then wrapped in non -woven, geotextile fifter fabric (Miraifi 140N. Supac 4NP, or similar,material)-. At its highest point, a perforated pipe invert should be -at least 6 indws, below the bottom -of a slab floor or the level of a craW space, and it should. be sloped for drainage. All mf and surface 'water drains must be kept separate from the foundation drain systeiii. A typical drain detail is attactied to this report as Plate 4. For the best long-term performance, perforated PVC pipe is 116COrnmended for all subsurface drains. If the structure includes an elevator, it may be necessary -to provide s iall n r . pea 4W age. a waterproofing measures for the elevator pit. If no seepage into the -elevator pit is-scoeMble, -itwill be necessary to Provide -a footbig drain and ftee-draining wall backfill. and: ft walls Viould 4)-, waterproofed. If the footing drain will be too low to connect to the storm dmiinage systan, then It will likely be necessary to histall a pumped sump to <11ischarge the -collected water. Akemiatively, the elevator pit could -be designed to be entirely water;pmof., V* would include designing the pit structure to resist hydrWatic uplift pFmu;es. I As a minimum, a vapor retarder, as defined in the Slab""rade section should -be pnwkW in any crawl space area to limit the transmission of water vapor from dw underlying soils. Also, an' outlel: drain is reommended for all cmW spaces to prevent a build up of any water- that may bypass the footing drains. Groundwater was observed during our field work. K seeMe is encountered In an -excavattion, R should be drained from the site by directing it through drainage ditches, peftated pjpe,,0r-FMqCh drains. or by pumping it from sumps intecconnected by shallow -connector tvncW at Uw boftmof the excavation. The excavation and site should be graded so that surface wateir is -direoted aff#ee sio- -and a"y from the tops of sloW. Water should not be ailovied to stand in any awa whem4our4atiom, slabs, or pavements are to be oonsbucted. final ske grading in areas - adjaoent to -Vie buildi . ng C3oWMght,BFOU*rs ConstnxUw JN 02170 May 31,2002 Page 9 should slope away at least 2 ipercint, e=ept where the -area is paued. Surfam drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. GENERAL EARTHWORK AND STRUCTURAL FILL AJI building and pavement areas should be stripped of surface, vegetation, topsoil, organic eW,,and ,Other deleterious material. It -is important that existing foundation be removed *Wore she development. The stripped or removed materials should not be mixed with any material., to be used as structural fill, but they could be used in non-struMral areas, such as landscape beds. Structural fiN is defined as any fill, inducling uffidy baWII, placed under, or close Ao, a building, behind permanent retaining or foundation walls, or in othw areas where the undedft -soil rieeds to -support loads. AM structural fill should be placed in.hor ' koidal fift with a moisture-coni;ent at, or near, the optimum moisture content. The optimum moisture content is Mat mo'*Wm 'conient that results In the goestest compacted dry density. The moisture content of fig is very. Wnpottant'and must be 4losely controlled during the filling and oompaction process. The allowable thickness of the fill lift will depend an the material ty pe sekcftd, the compaction equipment used, and. the number of passes made to compact the lift. The loose Oft thickfien should not exceed 12 Inches.. We recommend testing the fill as N is placed. If the fil is riot sufficlentlycompacted, it can -be recompacted before another Oft is -placed. This eliminates the need to remove the fill to achieve the required compadtion. The following table presents recommended relative compactions for structural fill: Whwo: Minkmrn Relative conowum is the. nmft expmsea in PWMOV3. Of the amWadal dry *NO* lo the modmum doy denft n COOM11 MOCI in aftor*W" WM ASTM Tag DevignWon 0 16W.91 0110dMed Pi r_1!1�7 - 0 , If grading activities take place during wet weather, or when Ow silty, oneite soil is wet �ske preparation -costs may be higher because of delays due to rain and the paterltial need 40 import granular fill. The on-ske soil is generailly silly and theFefore molsture-sensit . he. Grading operations will be difficult during vat weathef, or when the mo1stuvecorjWrtjVf this solil exceeds the optimum moisture content The moisture content of the silty, on -she soil must be ' at or new, ft.optimmm moftW ,00ntent, as the wil ..cannot be consis" tzMaded to the requiWO1.4enSity, wtien the rnoisturevantentissignifcantly.g;eaterfAan*omum. The moisture oonwnt-of ft on-ske soll was -generally abow ft esUmMd optimum moisture content at the time cf,.our Z' ER 0 �q �'O C M Mr m 10 C Z., t'f" cc M. 0, d M -XV,! 14: eb 420 Iq lb�bi raLU I tL:H PAGE 10 C-oodnight a"Wfs CWIS(Axtion JN,02170 May 31,2002 Page 10 V explorations. The on -site slightly -silty to -silty -san underlying the topsoil 1could be used as ds i structural fill, if grading operations are conducted during hot,dry Ymather. when drying the wetter soil by aeration is possible. During -exoessively dry weather, however, ft may be neoessary to add water to achieve theoptimum moisture-oontent. 5� moistum-sensifive soil may also be susceptible to exoessive softening and "pumping" from construction equipment, or even foot Waffic, when the moisture content is greater than the Optimum moisture content. It may be beneficial to prolect Subgrades with a layer of Imported sand or4crushed rock to limit disturbance from traffic. M The GenerW section should be rieviewed for -consWeraWns related to the reuse of on -site soft. -1 -ni R Structural fill that will be placed in wet weather shouldconsist of a coarse, granular soil with a siltor day content of no more thian S pement. The peFcentage of padicles -passing the No. 20() sieve shoWd be measured from that portion of soil paWng the three-quarter4nch sieve. C M R, _UWA770AfS m ns The analyses, condusio and secommvidations contained in this report are based an site ID Z_ -conditions as they =Wed at the time of our exploration and assume ffm the soil andgroundwater conditions encountered in the test pits are representative of subsurface conditions on the sjte. K the subsurtwe conclitions encountered 4uring construction are si nificantly different from those ig observed in our explorations, we should be advised at once so that we -can review these conditions and reconsider our recommendations Where necessary. Unanticipated soil conditions are mm. commonly encountered on construction site$ and -cannot be fully anticipated by merely taldrig soil samples in test pfts. Subwdam �comfifions -mn also vary between exploration locations. Such unexpected conditions frequently r! require making additional expenditures to attain a property constructed project. It is recommended that the owner consider provicling a contingency fund to BMMModate such potential �exfta 4= andrisks. This is a standard recommendation for all projects. This repo;i has- been prepared for the. -exclusive use of Goodnight -Brothers Constniclion, NW,b representatives, for specific applicallon to this project and side. Our r000mmendations and wndusions are based an observed ske maierials. Ourconcluslons and ro'commendations ame OPP prok-ssional opinions derived In s000rdanoe with current standards of practice within the - goope -of t I Z. our servioes and wbfn budget and tWm -oonstrakft. No warranty'Is *jpessed or implied. The scope of our services does not include servises related 4o construftn safety precaubons. and our recommendatigns'are not intended to direct thecontractors mudhods, techniques, sequenees, or M'r procedures, except as specifically deserted Inour report for.,consideration in deitn. ADD MONAL SERA= Geotech Consultants, Inc. should 4;e velained to provide geotechnical oonsultation, testing, and observaftn seivices; during �oonsbuctlon. *This is to -oordirrn ftt sub6urfv= -oonditione am consistent wM those indkatedbyour -exploration, to -evaluate whWw eardwork and _11oundation construction activities comply with the Verteral intentof #* reoommendations presented in 4his ceport. and to pmvkle -suggestions for 1jesign changes ir. 4he event subsurface -oorw1dwis dNW from those anticipated prior to the etart-of-construdion. Hovyever, -our work would not Include the -supervision or4irection -of the aaWW work of dwoontractor and ftznVWyees or agents. Abo, job and siteedety, and dmensional messummerb, wilIA)e theiesponsibility of the-oontradw. d o 4 'to oo 444 144 Ax 'o "r 'P I P. U oo,'� 0- ro, 1�1 I o-' o.. # r I o' d i -s r 1, oo� E, Eo L . . . . . . . . I 05/31/2802 14*26 425747815C I GEOTECH PAGE 11 .oil L P ol to G0WI?A9hfofWftrS ConsMAWM JN 0217() May 310 00000000-� page 20 4 L d 0 4 o . P P d The follming plim"amp are aftachW to comp this mporto L I T OWND d� P 0 Plate I Vidnity Map 1 4 . I T, T 4 0 Plate 2 1 d .1 1. . to 4 Site Exploration Plan or I I 1 .1 4 E 'I �k I P d I L P I Plate 3 Tw P d P , , . o it I . P . I q I . E I t I L Plate 4 Typical no )o P''.. P -'o o, in 4 P I k r r :L.." we appeecwp the oppoftnity. to be of service on this pmjoM If you have an quesWm,.o o d A. d k y ff vie I I. , o kL 4 :1 y .1. '': :1 me' be�0 further see d 4 mce.- please do not. r o' I I I d I o. to dontaid us, L LL "L 1.�L :."of t' LEI I L to, :E d P o.. 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