Loading...
16411 75TH PL W.PDF111111111111 6078 16411 75TH PL W ADDRESS: / U/ " 7 - �� AL /V TAX ACCOUNT/PARCEL NUMBER: �,���/ r O/� D I BUILDING PERMIT (NEW STRUCTURE): NA COVENANTS (RECORDED) CRITICAL AREAS: TZ ZY DETERMINATION &nditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #' DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: % ! SHORT PLAT FILE: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) SOILS REPORT DA' STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED:: H nTRR. V A) "("I / AI I,5 Ce LOT: BLOCK: — -( o LATEMP\DSTs\Forms\Street File Checklist.doc 2 - � Landau - •; • - �, ' 'Associates� R E t E I V E.®. Environmental and Geotechnical Services M p p 1.. O 4999 R ENGINEERING March 9„ 1999 City of Edmonds- ; Development Services: 121- - 5th Avenue N. Edmonds WA 98020 Attn: ; Mr. Don Fiene RE: GEOTECHNICAL ENGINEERING SERVICES SLOPE ''FAILURE AT 16411, 75TH PLACE W. MEADOWDALE AREA EDMONDS, WASHINGTON , Dear Mr. Fiene: This letter summarizes our -observations and opinions related to the recent shallow slope failure that occurred on a portion- of the.west-facing bluff on the; Hansen property located at 16411 75`Il.:.Place W:, in Edmonds, Washington. At the City's' request, 'David.Pischer of Landau Associates, visited the site on January 22 and February 4, 1999 to observe site conditions and 'provide consultation to. the City, on the situation. - BACKGROUND. The subject property is located in the Meadowdale Area of,,Edmonds. which has a well- . documented history of landslide risk and,slope failures. The site -is located on.the east -side of 75`� Place, ' W. about 2-3 blocks north of the 'intersection of Meadowdale Beach Road and 76`' Ave.. W, and just •south of the City's •164ffi St. right -of --way. The bluff east -of 75`h Place W. has;e4erienced past slope ,failures . and has been the subject of previous investigations and geotechnical consultations., Several storm drain systems have been' constructed at . various locations across ' and' down the bluff -to collect and convey " stormwater runoff down the slope.. Numerous slide scarps and leaning trees are visible on the bluff. The portion of the'bluff just east "of the Hansen residence contains" a downset,, former slide, block that forms -an -upper bench about 80 t above the level of ,the house/north yard; this: upper bench was • accessed by the path along the west side. of the Grier residence at 1.6431 74`h Place W. A narrower; lower bench located about 20 ft...above, the level of the house/north yard appears to be part of former slide debris SOUND VIEW PLAZA • 130 2nd AVENUE SOUTH EDMONDS, WA 98020 - (425) 778-0907 • Fax:.(425) 778-6409.• T611,Free: (800) 552-5957 E=Mail: info@landaumc.com -.Edmonds Spokane, Tacoma. • deposited near the toe of this portion of -the slope "(probably including debris from the slope failure that occurred during the winter of 1996). A storm drain system, including it -shallow french drain to collect stormwater runoff and shallow groundwater; has been constructed across the east side of the upper bench " and. discharges. water'to a storm drain that•exfends:downthe slope, traverses cross slope to the north'near ..the lower bench, and then down'slope to the •portion of the storm, drain, systemin the164`h St. riglit =of way and down- to 75`h P1ace,W.• As previously indicated, past slope failures have occurred on the subject property,-, an& Landau Associates' observations regarding the. slope failure that occurred during the winter of-,1996 ate presented in our letter report dated January28, 1997. . 'OBSERVATIONS ON JANUARY 22, 1999 We understand that the recent slope failure, initially occurred about: January 21, 1999. The slide originated on the face of the downset'slide block:about 20-25 ft below the level of the upper bench -and Within a previousslidearea"that contained downed and cleared trees. 'The slide wassurficial. in nature and appeared to; consist of an' old,tree stump and a few., cubic yards of slide debris (gray -brown silt) that came loose' and slid • down to the lower bench on the slope. The slide occurred,following a period of extended and heavy rainfall; these conditions produced many, slope failures and mudslides throughout the region. • " The slide•area appeared to -be limited to the Hansen property, but may have,.ektended a very; short distance into the,164th. Street right-of-way., The exposed slide area was visually' estimated to be about 10- , 15 ft wide: and about 70 ft long: The slide mass•mayhave, been deposited over a portion of the existing ; buried storm drain (between manholes #4 and #5); however,,because the'slide was surficial rather than deep -seated, -the underground portion of the drain line was probably not .adversely affected. A small silt fan was observed to have covered the cover for manhole #4,.but it was notAetermined if thismanhole has .a solid lid or grated lid that allowed silt to enter the drainage system. At the time of our site visit,,the-slide debris was wet but' no. surface .water flow or groundwater seeps were observed on the. face +of the slide area 'or'on the adjacent ground surfaces. '.At.the toe ofthe slope, a small but steady stream•of stormwater, Was observed to be -draining to the south and, entering' - manhole #3; which is located just north of the existing garden shed on the Hansen property (note that the . toe of the winter 1996 slide•mass reportedly came'to rest against the. east side ofthis garden shed)... . Observation of conditions , along the upper bench directly above the slide area . revealed no -indications of. stormw'ater' flow .over .the 'bench or. groundwater seepage from the face of the downset block. The ground surface on"the upper. bench directly. -above the slide, area was humocky And -contained many downed .trees; it should be expected that future shallow slope failures will. cause some of the soil and tree stumps on the, face. of the slope to move further down the bluff. The,storm drain system installed across the east side of the upper bench appeared, to be functioning and'surface. water from upslope areas 03/09t99 S:IWPROC10741082\16411-.75_Itrpt.doc L,ANDAUASSOCIATES ^ 2 appeared to'be captured by the shallow fr"ench,drain system; it was noted that the" subject slope failure was located ai,a•point:on�the bluff,that was west of-'Catch.basin's #58 and #59. "A 4-inch drain line was.F observed extending down the the the upper.bluffto the.top of the downset block and connecting to • 'the -storm drain system ata location roughly east of the subject slide (area. At the time of our site visit, no water was observed flowing -downslope alongside the pipe; "and no obvious groundwater seepage from the bluff face above the downset block was. observed. OBSERVATIONS ON. FEBRUARY 4, 1999 Af the request of the ' City, -we revisited the site. on February 4,° 1999 to -observe the conditions ; following a,report:of some additional, slope movement. Based�on our observations' it a eared.that a.l-2 r rr ft. diameter tree located near the outer edge of the upper .bench' fell down -during a'period of :relatively high winds -and heavy rain, .and subsequently moved "down the' slide area, along with some additional' shallow -slide debris.. -It ;was visuallyestimated that about .10 cy of tree and slide debris had 'slid down to` -the- area of the. lower.,bencli on the slope as a result of these two slides. A ,silt fan :was observed to have flowed 'downslope from ,the -base of the debris • pile and had ,deposited silt ,up to a few inches thick. along• the north 'and part of the-. west side of the existing garden shed. Addition, may also have been deposited on the cover for stoim'drainsystem;manhole #4.,:.. Ate time- of this site visit, the slide debris- was- wet from' iecen'V stonTi ;events but "only minor storm water runoff from the_. slide area'was' observed; it was noted that someone had hand' dug a' shallow . . (less than 6-inch "deep) trench "along the'base`of the slide debris on the lower'bench to divert surface water runoff to the north. No•obvious groundwater •seeps were observed on the face of the slide area or on the adjacent -ground surfaces. -Additionally, it was, noted .that brown; silty sand was present over gray -brown silt rfiaterialin- the, exposed area where _the 'tree liad pulled out of the slope,face; However, no obvious=, groundwater seeps were observed.at the: contact of the sand and silt materials. Observation" of conditions. along the, upper ..bench -above the slide area -were, similar, to those. observed during our January,22, 1999 site:visit and revealed no indications of-stormwater flow,over the bench or groundwater ee fr m t s a e o ,the face of the downset block: g pg. - CONCLUSIONS AND RECOMMENDATIONS Based,on. our, observatio is ;the shallow slope failures were -'most likely triggered, by extended and - heavy rainfall.along with �periodic high,Wind conditions. This. weather•pattern,has;the' combined effect of, weakening the 'surficial material and increasing its weight. ,The type of slope failures observed can be, 03/09/99 SAWPROC1074\062�16411-75_trpt:doc I ADIDAUASSOCL4TES W. attributed to natural erosion and. weathering processes and is typical of the material and steep _slopes found in the area. The slide area at the Hansen property located at.16411 75'' _Place. W. includes a` buried storm -drain'systeni owned by the City. Because the slide appears to be surficial,'the underground,portion'of the drain line may nothave been- affected; however, we recommend that, the City rernove the ". slide. debris deposited over (and:possibly'in) rnarihole #4,and confirm the drain line is not., releasing waterto the'slope. The existing slide does not appear to pose an immediate threat to'the Hansen' residence hat 16411 75`h P,lace'W. However; there 'is always a potential for additional sloe movement that might'. adversely, Y P .. P g Y. 'affect'the`existi.ng City storm drain system that extends fronflhe.top of the downset block down to thetoe, of the slope. In the short term; it would-be prudent if the�exposed'slide areawere protected; tothe.ektent practicable, 'from. fiirther' erosion or. infiltration of. stormwate water by placement of plastid sheeting or other slope -protection materials. Long-term measures would include periodic inspection and maintenance of the existing storm drain systems,.revegdtati6n.of'the existing slope and upper`bench with appropriate slope stabilizing vegetation; 'and possibly removal �of leaning trees .that can be expected to,fall in the near future. We appreciate, this opportunity tobof ervi ce tothe.Ci �of Edmonds: � Please call if you have .. any -questions or if we maylie'of further service. 1 LANDAU ASSOCIATES, INC.' By J14a WAsys�' Q °y David A. Pischer, P.E: Senior Associate' 197,77 . Reviewed By. EXPIRES 7/18/;t000 Dennis `R. 'Stettler, P.1p Principal DAP/DRS/caz No., 074082.10 ' cc: Jeannine Graf,. City of Edmonds 03/09/99 S:\WPROC\074\082\16411-75_Itrptdoc LANDAuAssocL4.ms A. *STREET FILE • Critical Areas Checklist' Site Information Project Name: b Permit Number. Site Location: i � 7Jr It u f Property Tax Account Number. 5131-G1CY�_ Approximate Site Size (acres or square feet): Have you filled out a Critical Areas Checklist for a project on this site before? General Site Conditions 1. Has the site been cleared or logged? Daze of most recent action: /!50 _5 Soils / Topography 2. In the Snohomish County Soil Survey, what is the mapped soil type(s)? 3. Describe the general site topography.'Check all that apply.' Flat: less than 5 feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10 feet over a horizontal distance of 66 feet.) t—`4 Killy: slopes present on site of more than 15% and less than 30Yp ( a vertical rise of 10 feet of horizontal distance_) _:Steep: grades of greater than 30% present on site. Comments Hydrology/Vegetation. 4. Site contains areas of year-round standing water: 5. Site contains areas of seasonal standing water: Approx. Depth: 6. Site is in the floodway .hO floodplain_64jo of a water course. 7. Site contains a creek or an area where water flows across the grounds surface? flows are year-round? Flows are seasonal? L--� 4� lo-� ipC��1 3 J .�J pE;ZiNNIT COS IDN IR City of Edmonds Critical Are U as Checkst The Critical Areas Checklist contained on this form is to be'filled out by any Person said" An applicant, or his/her representative, must fill Preparing a Development Perot Application for the City of Edmonds nor out the chock/' si and date it, and submit it to the City_ Tie City will review prior to his&c r submittal of a development permit to the City_ the die ist, make a precursory site visit, and make a d etcrmination of the subsequent steps necessary to complete a development The purpose of the Checklist is to enable permit application. City staff to determine whether any potential Cortical Areas are or may be With it signed co gn PY of this form, the present on the subja:t Property. The information Hooded to appliciant should also submit a vicinity map of the paroei with enough defarl complete the Checklist shooed be easel Y awarlable from observations of the that City staffean find and identify the subject ' site or data available at City Hall (Critical Areas parcei(s)_ In addition, the applicant is inventorses, maps, or soil surveys). encouraged to include any other pertinent information o ' r CS in rn conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). $ass/ Applicant: Ap nt Representative: Namem Nae � r Title Title Street Address qSe'etAj'd;ess City, State, ZIP v, Yvu. Signature flfg---ft Phone �A/? Date \UY r� R3 City of Edmonds . Critical Areas Determination Applicant: Tommy Fong Determination #: CA-93-282 Project Name: Permit Number: Site Location: 16411 75tli Place W. Property Tax Acct #: 5131-000-089-0104 Project Description: Single Family Residence Waiver Criteria (all criteria must be found to apply): XXX There will be no alteration of the Critical Area or its required buffers; XXX The development proposal will not impact the Critical Area in a manner contrary to the goals, purposes, objectives and requirements of the Critical Areas ordinance; XXX The development proposal meets the minimum standards of the Critical Areas ordinance; XXX The above findings are based on the following conditions of approval: 1. The Geotechnical report for the final plat requires a 50 foot buffer from the toe of the slope exceeding 30%. This 50 foot buffer is the same distance required by ECDC Chapter 20.1513 with regards to Steep Slope Hazard Areas.. From this buffer, the code requries a 15 foot building setback. 2. All proposed development of the subject lot must meet the requirements of Chapter 19.05 of the Edmonds Community Development Code: Aid �91&1w5 a. -a& 1-3 Name Signature Date CZITY OF EDMONDS PULl -IC �, 40RKS DEPARTD FOR INSPECTION CA �,L permit ��� . _ 77-5—k525' Ext. 22-Q Issue Date SLDE SEWER PERMIT �c�/f, 77l- 5ZOL zgj , 1 `.PERMIT MUST BE POSTED ON JOB SITE =� 1. Address of Construction ���// f �ti_ (��. - /�;/ LYNNWOOD LINE Uj 2. Property Legal Description (include all easements) 1 1 a LL` 3. SingleFamilyResidence Multi -Family No. of Units Commercial 4. Owner and/or Builder 1 5. Contractor & License No. 12y Cf 'TOhoysy,-✓ 1 6. Invasion into City Right -of -Way: No X Yes (If Yes Right-of- way Construction Permit Required - Call Dial Dig (414fjl�H411Y before 1 1 excavation) . 1-800-454-5555 0 7. Cross other private property: Yes No _)�- Easement required - u attach legal description and county easement number. a READ THE FOLLOWING AND SIGN: 1 a. Property owners must obtain a permit to install side sewers on >1 their property. A licensed side sewer contractor must be employed to construct side sewers in the public right-of-way. w b. The side sewer contractor assumes full reponsibility for each H installation for one year. wc. Commercial establishment requires a minimum of a six inch (6") side sewer line. o d. Side sewers may not be installed closer than thirty inches (30") to any structure. e. Side sewer lines must be laid at a minimum grade. of 2%. (1.15°) o and maximum grade of 100% (450). o H f. No turn in side sewer greater than 45 (1/8,bend) is°allowed between cleanout. All 90 turns must be constructed of a 45 (1/8 bend) and wye with removable cap. g. No down spouts, footing drains or floor drains can be connected to side sewer system. h. Pea gravel is required for bedding when installing sewer lines through other than granular soil. i. Cleanouts are required at 30"-60" from each plumbing exit line and at minimum intervals of 100' aiong sewer line run. j. Trenches within City right-of-way must be restored to original conditions. Contractors shall be responsible for right-of-way failure due to poor compaction of fill. k.. Side sewer must be left uncovered until inspected and approved by the City. 1. Inspection during normal working hours only., Two (2) working days notice required. DATE: D�.------ I certify that I have read and shall comply with the above �-+ PERMIT FEE: o.3 0, p tO o CONNECTION FEE: W * PERMIT MI DISAPPROVED By: Date:_ B Date: APPROVED By: Date T BE POSTED ON JOB SITE * 44� 'Pei i-- � 0 z 0 M c 0 E 0 a LMQ .00lz iou tau: 4 'J'—w JO fau pum, 3 M 10 -0 u inq dplJfj ",19 1 44 Lo F 1� 1 1 I 1 I - 1 I co I 1 1 _ w I • 0 1 1 4 00 1 IN I O Q (.1)! 0� ,- <L J: Q J col r Q i I Ln MI in ! N wI•-I} 3F-r l in iw TGJIOD3LN 3 U_ 1 F- z ca I T LL r > .J j to N l �t' U. CJ% CL o I (T I- r co LA Ln 0 0 w i I- M O a) 7 c0 U...J .t Z I- r- 1- N 0 i Ln 4 # J inI CO LL N r ( Cc m r OD rn. OI Z 0` •-1 O z ao 3 In v 3m<Cr(If-NN(nrCJ r Q uJ J Z co V) I a. IN (n LL_ N r o -- Li - 4 our OD - Zw u.0coU) ^+r` C)_j # 1-0 (n0U1Z•-, cc0z -- • r i Q NU') ! Z# r- 1- �-N ' CID 0,4 C) C) _) . (7% 1-• v) K� (D Q _ N 3CO`. ' w?zN2 -j0 m= N V) r ►- r _j oc J u` c r in w LL r CL w '4 0 ,j .i z z a w X w zV)0 CO CD aJ0 LL Z > u F^ 1-r(1M(v)wZ0 -U I• U-0r r • =) in (r -4 U- I z U '•x 0 ma x L) {C 1 Q r L(1 LL`OOlnJzo.0 0 Z W -# -z1 -SUN [ � I a`QJd't'O w (n.�N-4 ►-.CG.Jr--4CL i w 1 aJ -+ oDcn O N # ct � CL aJ .p OU u co Cc►-Z >- JC)oc : 4. N v) \ v) 1 CJI Jv) uj I WrLLJ3z(:73w S i W 1 00 Lnz< -1 oLL.N N "LLr-1rU j -J pJLLCL .i. Li M X U LL ( C7 < Q u Li- IT v) LL • 0co#A LU Q :r rF- I I OOF- LLur-f- z C) 00 :s0 C) d MO 0 'D CIN LL 0 30ce0 N U C]Ian.-4zLn(/)LiC1Z toJ C-) Q •x 11J # r W 114 •• 0 M ; 0 a z z (n LL CO N ti Y W •-C O 0 O��I%.J C7 1- LL I cL i r- F-.0- 'O • -S f--c-, Y i <T Y { W _1z}L- r- r- tin �• "4 J CO w w z z m tt F m r J 0 1 z • oc l u in I 1 1 ! N N CD v m U` J N } a) (n Z �-•+ w C) Z O w O w -r) -t L) 0 •2 1 r J Co a CL OD W omza I O r 3 :L in O M UJ O CC _) 1 LU M r -� .Z -+ F- M?_Nd ,4 O I V LULn u j-4 N .T IF- �n o Iw .r z I-3 U Q r- v) Q Z p 1 uj -4-7 M Z .d Q, •O o in z -4 w 01LD T 0 J CO r Ln a) I! a) N ! I I 3I X 0 Z NJoC 1 f- I- 0 3 M Ir j w LL CD N T-'1 1- M o # V)I O r ca 1-- I 11 (::.) -jr- i Q In r- LL N' . 4 O U) Q 1-- N# C)V)h- 7_ irwz (nU, t r I T-JN�1 . # Z r (( J I► d S,4CD Z P- r U- ' D e Z 1-- I- 1- 3 In Ntn 30zin0 0 1-- v7 C] in 1- f u • -4 /- dz a 00 CD:9 uon* LL U X 1- in m U- ui f` N d U F-- u in 2 J = ►+ Ln in # =r>OJ in 3 O F- U_ C1 Q O z z :b r s In coNoulw •-.Ln-j1-a 0 CL <L 0 L 1- W J? Q -4 h- z LL N 1-^uLLS().0 JU Ln-# (TLL _ O Nin = zOf-O� co in N 0 # -4 u a,z r .fi 1 r- M ►-- J (T Q 1 co J • LL N Z (YN# \OZ w of- O(n N )-- u L) a) M Lr Z Ln m Y 1 C( o x 0 r W I Z.a J W pU0 v)= J aU- r 3 U`r u it ►-►- <i uw z -4 w O M r U- (D LL p V LL J )' p w N I- .J rn 'A 13 0 Z LL C: 0. z. 10 r- O.Z# t- (n<(pM C O►- L) N n (T U. • • ICJ CL ?_ i W # • YLDcor-(rwne0 IT. �C ZJr ao(.r „F LU (T N O r O' ui -i z X In Z r- O 'D N V) -4 cp co -z .-4 O .-/ Ix co h- 7_ a;. U, N C� CT f` (T n N r- •� M O U O n. Ln r- O 0 In r,j ;-r O O �-r 1 > J c0 co in In I- r) I:J In lc[ 1 !-u - n ►a -7 X. W J 1 wLuro0- �C�( M C-J0 r - z Cl ui if) 1Ln(naN V M- s w <C IN LU I-) ] y rC I 2 ►- '7 r 1_- DU u n C7o ( '1 LL -4 cL Lo I, Y1 O N Z I -I U co Q r � ! ITL► ► DNA GE®SCIENCES INC. ® ; r., ��lr ril Ul; ili �. J�.�,'i'!Nt !7( i'. R..�l It i'rr rit,., i��1:r�i, �rvri��;:t f�r���rr!t't lr�u l; 1;11 l.1� � �,r J•:,. u. .. June 11, 2013 SITY COPS ,c,65 Irl � HWA Project No. 2009-148-21 �( TO: Lance Nylander RECEIVE Dungeness Gear Works 12800 Highway 99 South JUL 2 5 2013 Everett, WA 98204 DEVELOPMENT SERVICES COUNTER Subject: Nylander (.residence Retaining Walls 1641175th Place West ]Edmonds, Washington Dear Lance; In March 2010, HWA GeoSciences Inc. (HWA) prepared a geotechnical engineering report (HWA, 2010) for your property providing subsurface information and recommendations for your remodel project. The geotechnical engineering report addressed all applicable City of Edmonds Earth Subsidence Landslide Hazard Area (ESLHA) requirements for the site and is attached to this letter report in Appendix A. On May 16, 2013, I visited the subject property to evaluate a short block retaining wall and a tiered rockery landscape wall, which were recently constructed. This letter presents my observations and conclusions regarding these walls. (BLOCK RETAINING WALL Based on information provided by Mr. Nylander, a surficial/skin landslide in early 1997 on the steep slope above his property resulted in colluvium/slide debris deposited against a small shed on the north side of his property, damaging the shed. In May 2013, Mr. Nylander excavated the slide debris against this shed and constructed a short (3 feet tall maximum) modular block retaining wall in order to repair the shed. We further understand that while trying to repair the shed, Mr. Nylander realized that it was beyond repair and decided to rebuild the shed in its original location. The three -sided block wall was constructed using 6-inch tall, 16-inch wide and 12-inch deep concrete retaining wall blocks produced by Mutual Materials. The blocks have a lip along the bottom backside of the blocks to position the blocks, provide a batter and provide ; stability. The maximum height of the wall is 3 feet (6 blocks) ,and tapers down to 6 inches tall on the sides. A separator fabric was placed against the native soils and a 3-inch diameter perforated drain pipe was placed behind the lowest row of-1312 3orh Drive sr blocks. The area behind the wall (and around the drian) was backfilled with clean 5ifi`` 110 Bothell, 4VA 98021.7010 Tel: 425.774.010E Pax: 425.774.2714 mylv.hwageo.coIII � • June 11; 2013 HWA Project No. 2009-148-21 • angle of about 2H:1V. Pictures 1 through 3 show the retaining wall and drainage features at the time of my visit. . Picture 1. Short modular block retaining wall. J 2009-148-21 Retaining Wall Letter REVISED 2 HWA GEOSCIENCES INC. -June 11, 2013 w HWA Project No. 2009-148-21 Picture 2. Block retaining wall showing fabric and drain rock. 2009-148-21 Retaining Wall Letter REVISED 3 HWA GEOSCIENCES INC. June 11, 2013 to HWA Project No. 2009-148-21 Picture 3. Drain pipe embedded in drain rock. Probing of the soils behind the wall indicated about 2 feet of medium stiff%loose silty colluvium, consisting predominantly of silty sand, over denser dative soils. Based on evaluation of the wall, it appears that it was constructed according to current standards of practice and adequate drainage was provided. In my opinion, the retaining wall does not adversely affect the slope above, will not compromise the stability of the hillside and will serve to provide a level pad to rebuild the shed damaged by the 1997 slide. It should be noted that future slides can occur and that this retaining wall is not designed to resist sliding or to provide slope stabilization. Minor creeping or movement of the wall face may occur over time and should be easily corrected with period maintenance of the wall. TIERED ROCKERY LANDSCAPE WALLS Along the west side of the house, a�three-tier rockery landscape wall is currently under construction and almost complete. The maximum height of each tier is 32 inches and the tiers are set back a distance of 3 to 4 feet. The walls are battered at about 1H:6V and rocks are positioned adequately and have good contact. Sound, durable rocks were�used for construction 2009-148-21 Retaining Wall Letter REVISED 4 HWA GEOSCIENCES INC. June 11, 2013 HWA Project No. 2009-148-21 and voids between larger rocks have been chinked with smaller spalls. We understand that a drain-pipe-was.installed-behind-the-lowest tier of rocks. Pictures 4 and 5 show the landscape rockery. Picture 4. Tiered rockery landscape wall. 2009-148-21 Retaining Wall Letter REVISED 5 HWA GEOSCIENCES INC. June 11, 2013 • HWA Project No. 2009-148-21 Picture 5. Tiered rockery landscape wall. The lower two tiers and a portion of the upper tier of the rockery have been in dace since we performed our final site assessment in August of 2012 and show no signs of movement or instability. In the fall of 2012, Mr. Nylander contacted us regarding a water feature that his earthwork contractor was constructing at the top of the rockery. I informed Mr. Nylander that we could investigate the site of the water feature and prepare a report for City of Edmonds' approval. This investigation. was not performed and upon arrival at the site on May 16, 2013, Mr. Nylander informed me that he had decided against the high maintenance water feature and instead planned to fill this area in and complete the rockery landscape wall. He further indicated that he planned to place a self-contained basalt water fountain in the lawn at the top of the highest tier. In my opinion, the self-contained water fountain will not adversely the rockery or yard. Based on this evaluation, it appears that the rockery was properly constructed, will support itself adequately and will not compromise the stability of the hillside. As each tier is less than 3 feet in height, repositioning of any loose rocks should be easily accommodated. 2009-148-21 Retaining Wall Letter REVISED 6 HWA GEOSCIENCES INC. I June 11, 2013 HWA Project No. 2009-148-21 10 In summary, to the best of our knowledge, and taking all ESLHA concerns into account, the short retaining and landscape walls constructed on the subject property were constructed in general accordance with current standards of practice and do not adversely affect the slopes on the property and do not present hazards to persons or property. We appreciate having had the opportunity to provide geotechnical engineering and inspection services on this project. If you have any questions or if we may be of further assistance, please contact the undersigned at (425) 774-0106. Sincerely, . HWA GEOSCIENCES INC. C .. Bryan K. Hawkins, P.E. Senior Geotechnical Engineer REFERENCES HWA, 2010, Geotechnical Report, Nylander Property Remodel, 16411 75"' Place West, Edmonds, Washington, HWA Project No. 2009-1 4&-21, consultant's report dated March 26, 2010. 2009-148-21 Retaining Wall Letter REVISED 7 HWA GEOSCIENCES INC. c .) 3� �� rt ,�� � � ,� s. �'��! + ff �,.r r"kr,• .r+. l i ti F ,s r t � ,� . ���i Rr'' � � ,9 +., ,!, yr r di • c.� .L'r"4 �+iT `" y e f � ` A } j � �i„k�rY f � t � � 4 rr. � r, �!�"»� '� ��y� SF�� i + a t"t•' is Ilk �R•r t`. � f 9 '- _4` '�V �iY'v �� � S:..Y ,�.. fi.� f11 '�.Hjsvb� xl r 4 p �� 0�� �ii �R �.l'-Jtij � • �. -yrs ��� r afi`r �,, � {�'�'�.+ln*ar r� a..�x rls ��f:�=R�i t+w Yt'r. �'4..�h'i. I ��,1..Y-,. -•?tr ;'"i r*�:",w'�J.v:?�4�n.s...sit��#.r.4�",��•3� _ ,bt*9.�_:...++*"s �'%`d.'V N� , vi " wF < . �� , ., ..l:y� .. +'.�,;� .e�i3 r^ . „r"�-�.�ik .., Y3"' • Sp '��"�k 16411 75`" Place W Thursday, October 8, 2009 Contractor, Mark Sshoenfeld came to the counter to apply for a remodel permit. I noticed the site was in the ESLHA . I asked the contractor if he would be doing any land disturbing activities. He mentioned the house was bought as is and that parts of the foundation were missing or crumbling. He said the owner wanted to get an interior remodel permit so he could live there while he went through the ESLHA process to lift the house and build a new foundation. The plans for the interior remodel were very vague so I asked Pat to take a look at them. While Pat was looking at the plans, the contractor mentioned that he had spoken with Ann Bullis about this project and she knows everything. He also mentioned that the deck was so rotten that he removed most of it. Since he mentioned Ann, I got Ann to come to the counter. She said she does not remember the contractor and he said it was a couple of years ago for a totally different project. Ann explained the ESLHA process. She told him to stop doing whatever he is doing and block off entries where he removed the deck. She asked for a letter from the owner describing how he wished to phase his project. She told the contractor he needed better plans for the remodel because she could not tell what they planned to do. The contractor said he would get a geotech to write up a four page report. Ann explained to the contractor that more was involved than just a four page report. We sold the contractor the ESLHA packet an said he needed to read the process and share it with the owner. Thursday, October 8, 2009 Received an email from the owner, Lance Nylander, requesting a phased project. He wishes to do the interior remodel first. Ann approved allowing the owner to apply for the interior remodel portion. Monday, October 13, 2009 The contractor came to the counter and said he wanted all getoech reports and all prior permits for the property at 16411 75`" Place W. He said he contacted HWA and they wanted way too much money. He asked for a list of geotechs because he was going to give them whatever I found on file so they could prepare a report. We used to have a binder with geotechs for peer review but I could not locate it. Later Ann told me the geotech binder went away with the new ESLA ordinance. • I had the contractor complete a request for public records. The contractor asked me how long it would take for the request for public records. I told him I would try to have it ready Tuesday, October 14, 2009. Marie Harrison Senior Permit Coordinator Landau Associates R E C E I V E-D Environmental and Geotechnical Services MAR O 1999 ENG.INE.ERI G March 9,:1999 City of Edmonds Development Services 121 - 5th Avenue N. Edmonds; WA 98020 Attn: Mr. Don Fiene RE: GEOTECHNICAL ENGINEERING SERVICES SLOPEVAMURE AT 1641175TA PLACE W. MEADOWDALE AREA EDMONDS, WASEaNGTON Dear Mr. Fiene: This. letter summarizes our observations and opinions related to the recent shallow slope failure that occurred on a portion of the.west-facing bluff on the Hansen property located at 16411 75`�.Place W.-- in. Edmonds, Washington. At the City's request, David Pischer of Landau Associates visited the site on January 22 and February 4, 1999 to observe site conditions and provide consultation to. the City on. the situation. ; BACKGROUND. The subject property is . located in the Meadowdale Area of Edmonds Which has a Well - documented history of landslide risk and slope failures. The site Js.locate.d on the east side of 75`h Place. W. about 2-3: blocks north of the. intersection of Meadowdale Beach Road and 76`h Ave. Wand just south of the City's '164`h St. right-of-way. The bluff east of 75t' Place W. has.ekperienced past slope failures . and has been the subject of.previous investigations.and geotechnical consultations.. Several storm drain systems. have been constructed at various locations across' and down the bluff to collect and convey stormwater runoff down the slope. Numerous .slide 'scarps and leaning trees are visible on the bluff. The portion of the bluff just east of the Hansen residence contains a downset, former slide, block that forms an -upper ,bench about 80 ft above the level of the house/north yard; this. upper. bench Was accessed by the path along the west side of the Grier residence at 16431. 741h Place W. A narrower; lower ..bench located about 20 ft. above the level of the house/north yard appears to be part of former slide debris SOUND VIEW PLAZA. • 130 2nd AVENUE SOUTH •. EDMONDS, WA 98020 (425) 778-0907 • Fax: (425) 778-6409 . • Toll.Free: (800) 552-5957 E-Mail: info@landauine.com Edmonds Spokane Tacoma deposited near the toe of this portion of the slope (probably including debris from the slope failure that occurred during the winter of 1996). A storm drain system, including a -shallow french drain to collect stormwater runoff and shallow groundwater, has been constructed across the east side of the upper bench and discharges water to a storm drain that.extends.down the slope, traverses cross slope to the north near the lower bench, and then down slope to the portion of the storm drain system in the 164t' St. right=of way and down to 75�' Place W. As previously indicated,. past slope failures have occurred on the subject property, -and Landau Associates' observations regarding the slope failure that occurred during the winter of .1996 are presented in our letter report dated January 28, 1997. . OBSERVATIONS ON JANUARY 22, 1999 We understand that the recent slope failure initially occurred about January 21, 1999. The slide originated on the face of the downset slide block about 20-25 ft below the level of the upper bench and within a previous slide area that contained downed and cleared trees. The slide was surficial in nature and appeared to consist of an old tree stump and a few cubic yards of slide debris (gray -brown silt) that came loose' and slid down to the lower bench on the slope. The. slide occurred following a period of extended and heavy rainfall; these conditions produced many slope failures and iriudslides throughout the region. The slide area appeared to be limited to the Hansen property, but may have extended. a very, short distance into the .164th.Street right-of-way. The exposed slide area was visually estimated to be about 10- 15 ft wide and about 70 ft long The slide mass `may have been deposited over a portion of the, existing buried storm drain (between manholes #4 and 45); however, because the slide was surficial rather than: deep-seated, the underground .portion of the draia line was probably not adversely affected. A small silt fan was observed to have covered the cover for manhole 94, but it was not determined if this `manhole has a solid lid or grated lid that allowed silt to enter the drainage system. At the time of our site visit, the -slide debris was wet but no surface water flow or groundwater seeps were observed on the face of the slide .area 'or on the adjacent ground surfaces. At. the toe of the slope, a small but steady stream of stormwater was observed to be -draining to the south and, entering manhole 43, which is located just north of the existing garden shed on the Hansen property (note that the toe of the winter 1996 slide mass reportedly came to rest against the ,east side of this garden shed). Observation of conditions • along the upper bench directly above the slide area . revealed no indications of.stormwater' .flow -over the bench or groundwater seepage from the face of the downset block. The ground surface on the upper bench directlyabove the slide area was humocky and contained many downed trees; it should be expected that future shallow slope failures will cause some of the soil and tree stumps on the face of the slope to move further down the bluff, The storm drain system installed across the east side of the upper bench appeared to be functioning and surface, water from upslope areas 03/09/99 S:\WPRCC\074\08ZN6411J5_Itrptdoc LANDAUAssociATEs 2 appeared to be. captured by the shallow french drain system; it was noted that the subject slope failure was located at a point on the bluff that was west of catch basins #58 and #59. A 4-inch drain line was observed extending down the surface of the upper bluff to the top of the downset block and connecting to the storm -drain system at a location.roughly east of the subject slide area: At the time of our site visit, no Water was observed flowing downslope alongside the pipe, and no obvious groundwater seepage from the bluff face above the downset block was observed. OBSERVATIONS ON FEBRUARY 4, 1999 At the request of the City,.we revisited the site on February 4, 1999 to observe the conditions following a report of some additional slope movement. Based on our observations, it appeared that a 1-2 ft. diameter tree located near the outer edge of the upper bench' fell down. during. a period of relatively .high winds and heavy rain, and subsequently moved down the slide area along with some additional - . shallow slide debris. It was visually estimated that about 10 cy of tree and slide debris had slid down toy the area of the lower bench on the slope as a result of these two slides. A, silt fan was observed to have flowed downslope from the, base of the.: debris pile and had deposited- silt up to a few inches thick along the north and part of the west side of the existing garden shed. Additional silt may also have been deposited on the cover for storm drain system manhole 44. At. the time of this site visit, the slide debris was wet froin" recent storm events but only minor storm water runoff from the. slide area was observed; it was noted that someone had hand dug a' shallow (less than 6-inch deep) trench. along the base of the slide debris .on the lower bench to divert surface water runoff to. the north. No obvious groundwater seeps were observed on the face of the slide area or on the adjacent ground surfaces. Additionally, it was noted .that brown silty sand was present over gray -brown silt material in the. exposed area where the tree had pulled out of the slope .face; however, no obvious groundwater seeps were observed at the contact of the sand and silt materials.. :Observation of conditions along the, upper .bench above .the slide area were, similar to those observed during our January 22, 1999 site visit and revealed no indications of stormwater flow over the bench or groundwater seepage from the face ofthe downset block. CONCLUSIONS AND RECOMMENDATIONS Based on our observations; the. shallow slope failures were most likely triggered by extended and. heavy rainfall along with periodic high wind conditions. This, weather pattern has the' combined effect of weakening the surficial material and increasing its weight. The type of slope failures observed can be 03/09/99 S:\Wk0C\0741082�18411-75_Itrpt:doe LANDAuASsociATES 3 attributed to natural erosion and. weathering processes and is typical of the material and steep slopes found in the area: The slide area at the Hansen property located at 16411 75`' Place W. includes a buried storm drain system owned by the City. Because the slide appears to be surficial, the underground portion of the drain line may not have been affected- however, we recommend that the City remove the' slide debris deposited over (and possibly in) manhole #4 and confirm the drain line is not releasing water to the slope. The existing slide does not appear to pose an immediate threat to the Hansen 'residence at 16411 75`' Place'W. However; there is always a -potential for additional slope movement that might adversely. . affect the existing- City storm drain system that extends from the top of the downset.block down to the toe . of the slope. In the short term, it would be prudent if the' exposed'slide area were protected, to the extent practicable, from further'erosion or infiltration of storniwater water by placement of plastic'sheeting or other slope -protection materials. Long-term measures would include periodic inspection and maintenance of the existing storm drain systems, revegetation of the existing slope and upper bench with appropriate slope stabilizing vegetation;' and possibly removal of leaning trees that can be expected to .fall in the near future. We appreciate this opportunity to be of service to the City of Edmonds. Please call if you have " any questions or if we maybe of further service. LANDAU ASSOCIATES, INC. • - A: PTCW By. • David A. Pischer, P.E.. - Senior Associate 1. 19777 Reviewed By: jaNAL�``' Q EXPIRES 7/18/ zcvo Dennis R. Stettler, P.E. Principal DAP/DRS/car No.• 074082.10 cc: Jeannine Graf,. City of Edmonds 03/09/99 S:\WPROC\074\08Zl64ll-75_Itrptdoc 4 rv�h`t -o :,1 C C `Ff "— 4r �•;0 �Lsyjt zc, Q` I Y -- - -•, 1 , u � 1 Y- fiy k k Y.. ji i i 2 F' 'r� LuluSA- ", - "�d a<;> : , .: 46 f • '�, r •s - " ��t ti_�� -•( ,�� - - �z �� 61 ,n, C 77� Ii o o 4al- Iz 'o - - 2< .- J a_ _i,,- - eea• r- '�_ ,.mr. n �: f Ri' f is - D D 0 c - 19 ;�,.,y —r 7 s - _ I •1 f ' R l'', --!/LANDAU ASSOC1Al''S, INC. Envirrnmentil and Geotechnical Services ENGINUE-H_NG City of Edmonds • Community Services Department 250 - 5th Avenue N. Edmonds, WA 98020 Attn: Mr. Jim Walke.r,.P.E. RE: GEOTECHNICAL ENGINEERING SERVICES LANDSLIDE AT 1641175TH PLACE W. EDMONDS, WASHINGTON Dear Mr. Walker: 0STREETi,41LE January 27, 1997 This letter summarizes our observations and recommendations related to the landslide that occurred at 16411 75th Place W.. At the City's request, Wade Gilbert of Landau Associates visited the site on January 2,1997 to observe site conditions and to provide consultation to the City on the situation and potential future action. OBSERVATIONS We understand from conversations with the residents at 16411 75th Place W. that the slide occurred during the evening of December 31, 1996, or later. The slide originated in a downset, former slide block that is part of the overall bluff east of 75th Place W. The slide is located partially within the City right-of-way (164th Street) and partially within the 16411 property and the adjacent property to the east. The slide area was visually estimated to be about 15- to 20-ft wide at the top and about 50- to 60-ft wide at the base. The slide was surficial in nature but carried a number of moderate -sized trees with it. The slide mass partially covered a stormwater catch basin within the City right-of-way at the toe of the slope. The toe of the slide mass came to rest against a garden shed on the 16411 property. A small but steady stream of water was observed flowing down the slide area to the catch basin location. Although some water and mud streams were observed on the face of the slide area, a distinct source of the water was not observed. Observation of conditions above the slide area indicated some smaller -scale sliding had occurred along the toe of the bluff above the downset block. A 4-inch PVC drain line was observed extending down from the top of the bluff to the top of the downset block at a location east of the 16411 slide area. Water was observed flowing downslope alongside, but not through, the pipe. Soil around the pipe had been almost completely eroded at the time of our visit. In addition, isolated groundwater seepage from the bluff face above the downset block appeared to occur based on I': :iffy: ,'i �, i:t `•.1'.1'`II'e', `A,% v;:(i'I>O'R;7 IAN(l10)77X-f40O �};�)1; :1 :.,:) •°IP. . e .. �`.?)�:1•"'—i: d,I; IA' f:.". A-:2I)O1 1 A X f2O()) 920-2111 observed surface water flows and the accumulation of fine-grained soil fans. Surface water (including water from along the PVC pipe) along the top of the downset block in the vicinity of the 16411 slide was being intercepted by City stormwater catch basins at the time of our visit. The landslide occurred following a very wet December and a period of snow melt and heavy rain in the last week of December. These conditions produced landslides and mudslides throughout the region. CONCLUSIONS AND RECOMMENDATIONS . The slide area at 16411 75th Place W. includes a buried storm drain owned by the City. Because the slide appears to be surficial rather than deep-seated, the underground portion of the drain line may not have been impacted; however, we suggest that the City confirm the condition of the line to avoid releasing additional water to the slope. The existing slide does not appear to pose an immediate threat to the residence at 1641175th Place W. However, there is potential for additional slope movement that could further impact and impair the existing City stormwater collection system at both the top of the downset block and at the toe of the slope. In the short term, the exposed slide area should be protected, to the extent practicable, from further erosion or infiltration of water by placing plastic sheeting or other slope - protection materials over the slope. Long-term stabilization measures should include rigorous inspection and maintenance of the existing stormwater collection systems and active measures to revegetate the existing slope. We appreciate this opportunity to be of service to the City of Edmonds. Please call if you have questions or if we may be of further service. JWG/DRS/ml No. 74064.10 01/27/97 ):\074\064\16411-75.RPT cc: Jeannine Graf, City of Edmonds LANDAU ASSOCIATES, INC. By: , . ��h . '/V� Wade Gilbert, P.E. Project Engineer Reviewed By: Dennis R. Stettler, P.E. Principal LANDAU ASSOCIATES, INC. SLOPE FAILURE AT 16411 75TH PLACE W. MEADOWDALE AREA EDMONDS, WASHINGTON Dear Mr. Fiene: This, letter summarizes our observations and. opinions related to the recent shallow slope failure that occurred on a portion of the west -facing bluff on the Hansen property located at 16411 75`h Place W: in Edmonds, Washington. At the City's request, David Pischer of Landau Associates visited the site on January 22 and February 4, 1999 to observe site conditions and provide consultation to the City on the situation. BACKGROUND The subject property is located in the Meadowdale Area of Edmonds which has a well in history of landslide risk and slope failures. The site is located on the east side of 75`' Place W. about 2-3 blocks north of the intersection of Meadowdale Beach Road and V' Ave. W, and just south of the City's 164t' St. right-of-way. The bluff east of 75`h Place W. has experienced past slope .failures and has been the subject of previous investigations and geotechnical consultations. Several storm drain systems have been constructed at various locations across and down the bluff to collect and convey stormwater runoff down the slope. Numerous slide scarps and leaning trees are visible on the bluff. The portion of the bluff just east of the Hansen residence contains a downset, former slide block that forms an upper bench about 80 ft above the level of the house/north yard; this upper bench was : . accessed by the path along the west side of the Grier residence at 16431 74'h Place W. A narrower, lower bench located about 20 ft. above the level of the house/north yard appears to be part of former slide debris SOUND VIEW PLAZA 130 2nd AVENUE SOUTH EDMONDS, WA 98020 (425) 778-0907 • Fax: (425) 778-6409 Toll Free: (800) 552=5957 E-Mail: info@landauinc.com Edmonds Spokane Tacoma deposited near the toe of this portion of the slope(probably including debris from the slope failure that - occurred during the winter of 1996).. A storm drain system, including a shallow french .drain to collect stormwater runoff and shallow groundwater, has. been constructed across. the east side of the upper bench and discharges water to a storm drain that extends down the slope, traverses cross slope to the north near :the lower bench, and then down slope to the portion of the storm. drain system in the 164`s St. right-of- way and down to 75`h Place W. As previously indicated, past slope failures have occurred on the subject property, -and Landau Associates' observations regarding the slope failure thatoccurred during the winter of .1996 are presented in our letter report dated January 28, 1997. . OBSERVATIONS ON JANUARY 22,1999 We understand that the recent slope failure initially occurred about January 21, 1999. The slide originated on the face of the downset slide block about 20-25 ft below the level of the upper bench and within a previous slide area that contained downed and cleared trees.. The slide was surficial in nature and appeared to consist. of an. old tree stump and a few cubic yards of slide debris (gray -brown silt) that came loose and slid down to the lower bench on the slope. The. slide occurred following a period of extended and heavy rainfall; these conditions produced many slope failures ana mudslides throughout the region. The slide area appeared to be limited to the Hansen property, but may have extended a very short distance into the 164th Street right-of-way.: The exposed slide area was visually estimated to be about 10- . 15. ft wide and about 70 ft long.' The slide mass may have been deposited over a portion of the existing ' buried storm drain (between manholes 94 and 45), however, because the slide was surficial rather than deep-seated, the underground portion of the drain line was probably not adversely affected. A small silt fan was observed to have covered the cover for manhole #4, but it was not determined if this manhole has ,a solid lid or grated lid that allowed silt to enter the drainage system. At the time of our site visit, the slide debris was wet but no surface water flow or groundwater seeps were observed on the face of the slide area or on the adjacent ground surfaces. At. the toe of the slope, a small but steady stream of stormwater was observed to be. draining to the south and entering manhole #3, which is located just north of the existing garden shed on the Hansen property (note that the toe of the winter 1996 slide mass reportedly came to rest against the east side of this garden shed). Observation of conditions along the upper bench directly above the slide area revealed no indications of. stormwater' flow .over the bench or groundwater' seepage from the face of the downset block. The ground surface on the upper bench directly above the slide area was humocky and contained. many downed trees; it should be expected that future shallow slope failures will cause some of the soil and tree stumps on the face of the slope to move further down the bluff. The storm drain system installed across the east side of the upper bench appeared to be functioning and surface water from upslope areas 03/09/99 S:\WPROCA074\08ZI6411-75_ibpt.doc LANDAU ASSOCIATES 2 vwci rcu vnLcuuutg uUwu uic auita�Q vt ulc upper EnuIl i0 Ine top oI Ine QOwnSet block and connecting 6 the storm'drain system at a location roughly east of the subject slide area. At the time of our site visit, no water was observed flowing downslope alongside the pipe, and no obvious groundwater seepage from the bluff face above the downset block was observed. OBSERVATIONS ON FEBRUARY 4, 1999 . At the request of the City, we revisited the site on February 4, 1999 to observe the conditions following a report of some additional slope movement. Based on our observations, it appeared that a 1-2 ft. diameter tree located near the outer edge of the upper bench fell down during. a period of relatively high winds and heavy rain, and subsequently moved down the slide area along with some additional shallow slide debris.. It was visually estimated that about 10 cy of tree and slide debris had slid down to the area of the lower bench on the slope as a result of these two slides. A silt fan was observed to have flowed downslope from the. base of the debris pile and had deposited silt up to a few inches thick along the Borth and part of the west side of the -existing garden shed. Additional silt may also have been deposited on the cover for storm drain system manhole 94. At the time of this site visit, the slide debris was wet from'recent storm events but only minor storm water runoff from the slide area was observed; it was noted that someone had hand dug a shallow (less than 6-inch deep) trench along the base of the slide debris on the lower bench to divert surface water runoff to the north. No obvious groundwater seeps were observed on the face of the slide area or on the adjacent ground surfaces. Additionally, it was noted that brown silty sand was present over gray -brown silt material in the exposed area where the tree had pulled out of the slope face; however, no obvious - groundwater seeps were observed at the contact of the sand and silt materials. Observation of conditions along the upper bench above.the slide area were similar to those observed during our January 22, 19.99 site visit and revealed no indications of stormwater flow over the bench or groundwater seepage from the face of the downset block. CONCLUSIONS AND RECOMMENDATIONS Based on our observations, the shallow slope failures were most likely triggered by extended and heavy rainfall along with periodic high wind conditions. This weather pattern has the combined effect of weakening the surficial material and increasing its weight. The type of slope failures observed can be 03/09/99 S:\WPROC\074\08Zl64ll.7S—ltrptdoc LAmAUAssociATES 3 attributed to natural erosion and weathering processes and is typical of the material and steep slopes, found _ in the area. The slide area at the Hansen property located at 16411 75`" Place W. includes a buried storm drain system owned by the City. -Because the slide appears to be surficial, the underground portion of the drain line may not have been affected; however, we recommend that the City'remove the -slide debris_ deposited over (and possibly in) manhole #4. and confirm the drain line is not releasing water to the slope. The existing slide does not appear to pose an immediate threat to the Hansen residence at 16411 75's Place W. However, there is always a -potential for additional slope movement that might adversely affect the existing City storm drain system that extends from. the top of the downset block down to the toe of the slope. In the short tern, it would be prudent if the exposed slide area were protected, to the extent practicable, from further erosion or infiltration of stormwater water by placement of plastic sheeting or other slope -protection materials. Long-term measures would include periodic inspection and maintenance of the existing storm drain systems, revegetation of the existing slope and upper bench with appropriate slope stabilizing vegetation, and possibly removal of leaning trees that can be expected to fall in the near future. We appreciate this opportunity to be of service to the City of Edmonds. Please call if you have any questions or if we may be of further service. LANDAU ASSOCIATES, INC. By: David A. Pischer, P.E. - - Senior Associate Reviewed By: Dennis R. Stettler, P.E. Principal DAP/DRS/car No. 074082.10 cc: Jeannine Graf, City of Edmonds 03/09/99 S:\WPROC1074\08Z116411-75 itmtdoc LANDAUAsscciAm 4 I STREETlil SL.09= UP 0 0) 7 1r.�cw 4 e%7) 4 q--raw" V- MAR�r-- IRS '7 a -r4 LZI Ys,&cLoFrawr�4=#14) r- r-ID-re' IT IS -r44r-- LfVT-P-k4-r TO -r4o r2",STdW b s v4 00VIGM OF ULP V��Rt "P-C)9- -r R f (o 'Bott- c- LAlbvz4Nc-7T=la i VIT, + IL lu 2 9'elp" W 10115 ""-46 G411 75 PL �V MEADOW04LE BEACH BLK 000'0-01 - TH PART LOT 89 E VAC RD ADJ THRTO'ON W Ly N OF FOL BAAP UN E LN LOT 89 152FT S OF NE COR SO LOT TH N84023 OOW 372FT TH N 75*27 39W 71#.7FT TH S75OL6 31W 4 .57FT TH N74048 OOW 2OFT TO C/L OFZ VAC RO BEING APPROX THE Nl/Z OF LOT 89 LESS EL/2 THOF TGW BEG NE COR TR 90 TH W ALG N LN SO LOTTO E BOY LN 75TH PL W T" SLY ALG SO E BOY 75TH*PL W 0137 137.40FT TH $74*48 OOE TO E LN TR 90 TH NLY ALG ELY BOY TR 90 To TPB PLUS WI/2 OF VAC ST ADJ THRTO ON THE E f-Z z Fl T5 u "r-- -74 rL ugL REB I. L EWS STATE OF W H(GTOM "cmnwn PadThicn=AU Te"� (M IS& B@PdB—SbmWmw 3=91l%WA.9MM 20&dzw= FaL M&mn4M STR E ET FILE Sitical Areas Checklist Site Information Project Name: �j�l=, Q�V— permit Number. Site Location: Property Tax Account Number. JAI 3r-G�GY�_ b�Q_ Approximate Site Size (acres or square feet): Have you filled out a Critical Areas Checklist for a project on this site before? General Site Conditions 1. Has the site been cleared or logged? Date of most recent action: Soils / Topography 2. In the Snohomish County Soil Survey, what is the mapped soil type(s)? L 3. Describe the general site topography.' Check all that apply. Flat: less than 5 fed elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10 feet over a horizontal distance of 66 feet.) t� Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10 feet of horizontal distance.) 2F____�Steep: grades of gregter than 30% present on site. Comments Hydrology/Vegetation 4. Site contains areas of year-round standing water. S. Site contains areas of seasonal standing water: Approx. Depth: 6. Site is in the floodwayfloodplain61C of a water course. 7. Site contains a creek or an area where water flows across the grounds surface?. flows are year-round? Flows are seasonal? &--� 8. Site is primarily: forested : meadow. ; shrubs ; mixed 9. Obvious wetland is present on site: 10. Wetland inventory or map indicates wetland present on site: 11. Critical Areas inventory or map indicates any Critical Area on site: WAIVER Critical areas study is n Oetermin tio* *.Nu 'b'er .2 'Rev 3/27i92 • City of Edmonds C.r*t* cat Area's Checklist lV i "s j VER3; ud)(' G r i „Ui.�f)a The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City_ The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are or may be present on the subject property_ The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City_ The City will review the diccklis'., snake a precursory, site visit, and make a determination of the subsequent steps noccssary to complete a development Permit application. I With a signed copy of this form, the applicant should also submit a vicinity map of thevarccl with enough dcfail that City staff can find and identify the subject parcel(s). In addition, the applicant is encouraged to include any other pertinent inforniation or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided -are factual, to the best of my knowledge (fill out the appropriate column below). / Applicant: Title Street Address City, State, ZIP NIVI Signature f1fz---1a Phone Date Ap nt Representative: Name 'title Street .. rAV City of Edmonds Critical Areas Determination' Applicant: Tommy Fong Determination #: CA-93-282 Project Name: Permit Number: Site Location: 16411 75th Place W. Property Tax Acct #: 15131-000-089-0104 Project Description: Single Family Residence Waiver Criteria (all criteria must be found to apply): XXX There will be no alteration of the Critical Area or its required buffers; XXX The development proposal will not impact the Critical Area in a manner contrary to the goals, purposes, objectives and requirements of the Critical Areas ordinance; XXX The development proposal meets the minimum standards of the Critical Areas ordinance; XXX The above findings are based on the following conditions of approval: 1. The Geotechnical report for the final plat requires a 50 foot buffer from the toe of the slope exceeding 30%. This 50 foot buffer is the same distance required by ECDC Chapter 20.15B with regards to Steep Slope Hazard Areas.. From this buffer, the code requries a 15 foot building setback. 2. All proposed development of the subject lot must meet the requirements of Chapter 19.05 of the Edmonds Community Development Code. �i•1�l �y�-LIS /z • / - 13 Name Signature Date 19 Page 1 of 2 SnohomishOnllne Government Information & Services County4* Washington Structure Information Close Window General Description Parcel Number 00513100008901 (R01) Structure Class Dwelling Structure Type 1 Story Year Built 1936 Exterior Features Foundation Conc or CB Exterior Siding -Lap ROOF Type: Gable Pitch Low Cover. Built Up Interior Features Bedrooms 3 Full or 3/4 Baths 2 1/2 Baths 0 r Heat Electric Baseboard Floor Area Floor 1 Base SF 1614 Finished SF .1614 Garage(s) & Carport(s) Attached Garage SF 180 Other Features http://web5.co. snohomish.wa.uslpropsys/asr-tr-propinqlPropinfoO5-StructData.asp?parcel... 10/6/2009 • 0 Page 2 of 2 Close Window http://web5.co. snohomish.wa.us/propsys/asr-tr-propinglPropInfoO5-StructData. asp?parcel... 10/6/2009 x ©� `,� r. r i0 �`S /��� . � . v , M c mar .�• ' �� �' <. . �� .j j•S'•. ,r� yr. ',r���r�• �'; � Ct _, ray ..FMo ��. 16tG�,&6W� STREEIFFILE N 61 5 . Lgypa cv�-A i .-sijaLj-- A IMEA, Stow UP vrmo Ila i WIDIC4ST15! G.F- oj01A ",%s-r� S-F- 4 CnZE;Go �� / �I 2 . J / 'T RUf.1 GL AL- -1k4L,"r-)2 7 y,.Aa F. C. Lrr C4 j40-re.. (wi-mWr To 114, -TLCobs TO 12"STLJiAf 7 r "ec,19SR bAJNC)Y CXPE2j6VSj61l 6 - 2 5 qp SL-4) 9E 7 k r Ail W V4 �5,Std' \��j j I-Zz 12 ' 515 40 PL.1,61.N IG,411 75 PL W MEAOOWO/LE!EACH BLK 000 O_O TH PART LOT ag a VAC RD ADJ THRTO ON W LY N OF FOL BAAP UN E LN LOT 89 15ZFT S OF NE CDR SO LOT TH N89*23 DON 37ZFT TH N 75027 35W 74.7FT TH S75*16 31W 42 .57FT TH N74*48 DON 20FT TO CA OF VAC RD BEING APPROX THE NI/2 OF LOT ag LESS E1/2 THOF TGW BEG NE CDR TR 90 TH W ALG N LN SO LOTTO E BOY LN 75TH PIL W T" SLY ALG SO E BOY 75TH*PL W DIST 137.40FT T" 574048 OOE TO E LN TR 90 TH NLY ALG ELY BOY TR 90 TO TP6 PLUS WI/Z OF VAC ST ADJ THRTO ON THE ALic-, a c) 24 u wr-- RED. L E EMES.,- SFATE OF !AWMTON "c3uTFJM Pets MucEm AM Teary WMIiIiiiixiiiiil CM 95&aopdA el WmwScntftWA.QUM 2MAW4rW FWL XIMM41M The subject property is located in the Meadowdale Area of Edmonds which has a well - documented history of landslide risk and slope failures. The site is located on the east side of 75`' Place W. about 2-3 blocks north of the intersection of Meadowdale Beach Road and 76t' Ave. W, and just south of the City's 164t' St. right-of-way. The bluff east of 75`h Place W. has ekperienced past slope .failures and has been the subject of previous investigations and geotechnical consultations. Several storm drain systems have been constructed at various locations across and down the bluff to collect and convey s 4 stormwater runoff down the slope. Numerous slide scarps and leaning trees are visible on the bluff. The portion of the bluff just east of the Hansen residence contains a downset, former slide block that forms an upper bench about 80 ft above the level of the house/north yard; this. upper bench was accessed by the path along the west side of the Grier residence at 16431 74 h Place W. A narrower, lower bench located about 20 ft. above the level of the house/north yard appears to be part of former slide debris SOUND VIEW PLAZA 130 2nd AVENUE SOUTH EDMONDS, WA 98020 (425) 778-0907 • Fax: (425) 778-6409 • Toll Free: (800) 552-5957 E-Mail: info@landauinc.com Edmonds Spokane Tacoma deposited near the toe of this portion of the slope (probably including debris from the slope failure 'that occurred during the winter of 1996). A storm drain system, including a shallow french,•drain to collect. _ stormwater runoff and shallow groundwater, has been constructed across. the east side of the upper bench and discharges water to a storm drain that extends down the slope, traverses cross slope to the north near the lower bench, and then down'slope to the portion of the storm, drain system in the 164`s St. right-of- way and down to 75`h Place W. As previously indicated, past slope failures have occurred on the subject - property, -and Landau Associates' observations regarding the slope failure that occurred during the winter of .1996 are presented in our letter report dated January 28, 1997... OBSERVATIONS ON JANUARY 22; 1999 We understand that the recent slope- failure initially occurred about Jan Y21 1999. The slid e originated on the face of the downset slide block about 20-25 ft below the level of the upper bench and within a previous slide area that. contained downed and cleared trees. TT a slide was surficial in nature and appeared to consist of an. old tree stump and a few cubic yards of slide debris (gray -brown silt) that came loose and slid down to the lower bench on the slope. The slide occurred.'following a period of extended r and heavy rainfall; these conditions'produced many. slope failures and mudslides throughout the region. The slide area appeared to be limited to the Hansen property, but may have extended a very short distance into the 164th.Street right-of-way. The exposed slide area was visually estimated to be about 10- , 15 ft wide and about 70 ft long: The. slide mass may have been deposited over a portion of the existing } buried storm drain (between manholes #4 and #5); however, because the slide was surficial rather than ' r deep-seated, the underground portion of the drain line was probably not adversely affected. A small silt r fan was observed to have covered the cover for manhole #4, but it was not determined if this 'manhole has .a solid lid or grated lid that allowed silt to enter the drainage system. At the time of our site visit, the slide debris was wet but no surface water flow or groundwater sees were observed on the face of the slide area or on the adjacent P � ground surfaces. Atthe toe of the slope, a small but steady stream of stormwater was observed to be -draining to the south and entering manhole #3, which is located just north of the existing garden shed on the Hansen property (note that the toe of the winter 1996 slide mass reportedly came to rest against the east side of this garden shed). Observation of conditions along the upper bench directly above the slide area revealed no indications of. stormwater' flow .over the bench or groundwater seepage from the face of the downset block. The ground surface on the upper bench directly above the slide area was humocky and contained many downed trees; it should be expected that future shallow slope failures will cause some of the soil and tree stumps on the face of the slope to move further down the bluff. The storm drain system installed across the east side of the upper bench appeared to be functioning and surface water from upslope areas 03/09/99 S:\WPROC1074\082\16411.75_lbpt.doc LANDAU Ai SOCIATEs 2 appeared to be captured by the shallow french drain system; it was noted that the subject slope failure was - located at a point on the bluff that was west of catch basins #58 and #59.- A 4=inch drain line was observed extending down the surface of the upper bluff to the top of the downset block and connecting to the storm drain system at a location roughly east of the subject slide area: At the time of our site visit, no water was observed flowing_ downslope alongside the pipe, 'and no obvious groundwater seepage from the bluff face above the downset block was observed. OBSERVATIONS ON FEBRUARY 4, 1999 At the request of the City, -we revisited the site on February 4, 1999 to observe the conditions following a report of some additional slope movement. Based on our observations, it appeared that a 1-2 ' p ft. diameter tree located near the outer edge of the upper bench fell down during. a period of relatively high winds and heavy rain, and subsequently moved down the slide area along with some additional :.. shallow.slide debris.. It was visuallyestimated that about 10 cy of tree and slide debris had slid down to # f the area of the lower bench on the slope as a result of these two slides. A silt fan was observed to have flowed downslope from the: base of the debris pile and had deposited silt up to a few inches thick along the north and part of the west side of the -existing garden shed. Additional silt may also have been deposited on the cover for storm drain system manhole #4. At the time of this site visit, the slide debris was wet from'recent storm events but only minor storm water runoff from the slide area was observed; it was noted that someone had hand dug a'shallow (less than 6-inch deep) trench along the base of the slide debris on the lower bench to divert surface water runoff to the north. No obvious groundwater seeps were observed on the face of the slide area or on the adjacent ground surfaces. Additionally, it was noted that brown silty sand was present over gray -brown silt material in the exposed area where the tree had pulled out of the slope .face; however, no obvious t groundwater seeps were observed at the contact of the sand and silt materials. Observation of conditions along the upper bench above the slide'area were similar to those observed during our January22, 19.99 site visit and revealed no indications of stormwater flow over the bench or groundwater seepage from the face of the downset block. CONCLUSIONS AND RECOMNIENDATIONS Based on our observations, the shallow slope failures were most likely triggered by extended and heavy rainfall along with periodic high wind conditions. This weather pattern has the combined effect of weakening the surficial material and increasing its weight. The type of slope failures observed can be 03/09/99 S:NVPROC\074\082\184ll.75_Itmtdoc LANDAuAssociAms 3 .attributed to natural erosion and, weathering processes and is typical of the material and steep slopes found : in the area. The slide area at the Hansen property located at 16411 75 h Place W. includes a buried storm . drain system owned by the City. Because the slide appears to be surficial, the underground portion of the drain line may not have been affected; however, we recommend that the City ' remove the' slide debris deposited over (and possibly in) manhole #4. and confirm the drain line is not releasing water to the slope. The existing slide does not appear to pose an immediate threat to'the Hansen 'residence at 16411 75's Place W, However, there is always a -potential for additional slope movement that might. adversely. affect the existing City storm drain system that extends from the top of the downset block down -to the toe of the slope. In the short term; it would be. prudent if the' exposed "slide area were protected, to the extent practicable, from further erosion or infiltration of stormwater water by placement of plastic sheeting or other slope -protection materials. Lon term measures would include periodic ' ; .g p inspection and maintenance i of the existing storm drain systems, revegetation of the existing slope and; upper bench with appropriate slope stabilizing vegetation,' and possibly removal of leaning trees that can be expected to fall in the near future... We appreciate this opportunity to be of service to the City of Edmonds. Please call if you have any questions or if we may be of further service. f DAP/DRS/car No. 074082.10 cc: Jeannine Graf, City of Edmonds LANDAU ASSOCIATES, INC. By: 4 i David A. Pischer, P.E. - s Senior Associate s T Reviewed By: Dennis R. Stettler, P.E. Principal L r 03/09/99 S:IWPROC%074W8Zl6417.75 Itrptdoc LANDAU ASSOCIATES 4 LANDAU ASSOCIATES, INC. Environmental and Geoierhrunal Services City of Edmonds Community Services Department 250 - 5th Avenue N. Edmonds, WA 98020 Attn: Mr. Jim Walke.r,.P.E JAN 27199 RE: GEOTECHNICAL ENGINEERING SERVICES LANDSLIDE AT 1641175TH PLACE W. EDMONDS, WASHINGTON Dear Mr. Walker: 4'FREFALE January 27, 1997 This letter summarizes our observations and recommendations related to the landslide that occurred at 1641175th Place W.. At the City's request, Wade Gilbert of Landau Associates visited the site on January 2,1997 to observe site conditions and to provide consultation to the City on the situation and potential future action. OBSERVATIONS We understand from conversations with the residents at 1641175th Place W. that the slide occurred during the evening of December 31, 1996, or later. The slide originated in a downset, former slide block that is part of the overall bluff east of 75th Place W. The slide is located partially within the City right-of-way (164th Street) and partially within the 16411 property and the adjacent property to the east. The slide area was visually. estimated to be about 15- to 20-ft wide at the top and about 50- to 60-ft wide at the base. The slide was surficial in nature but carried a number of moderate -sized trees with it. The slide mass partially covered a stormwater catch basin within the City right-of-way at the toe of the slope. The toe of the slide mass came to rest against a garden shed on the 16411 property. A small but steady stream of water was observed flowing down the slide area to the catch basin location. Although some water and mud streams were observed on the face of the slide area, a distinct source of the water was not observed. Observation of conditions above the slide area indicated some smaller -scale sliding had occurred along the toe of the bluff above the downset block. A 4-inch PVC drain line was observed extending down from the top of the bluff to the top of the downset block at a location east of the 16411 slide area. Water was observed flowing downslope alongside, but not through, the pipe. Soil around the pipe had been almost. completely eroded at the time of our visit. In addition, isolated groundwater seepage from the bluff face above the downset block appeared to occur based on 'iIt, :;7 4IIX,? I AN (?(I/)i778s041.) ,�}.(alr:�,.;i 'L' - - � .•'i'.'... -,.� / I^.: �":S•1:._U4).;,(, �.L:.I I'��.�t'(Ir,iV�6--15?I -.... observed surface water flows and the accumulation of fine-grained soil fans. Surface water (including water from along the PVC pipe) along the top of the downset block in the vicinity of the 16411 slide was being intercepted by City stormwater catch basins at the time of our visit. The landslide occurred following a very wet December and a period of snow melt and heavy rain in the ' last week of December. These conditions produced landslides and mudslides throughout the region. CONCLUSIONS AND RECOMMENDATIONS . The slide area at 16411 75th Place W. includes a buried storm drain owned by the City. Because the slide appears to be surficial rather than deep-seated, the underground portion of the drain line may not have been impacted; however, we suggest that the City confirm the condition of the line to avoid releasing additional water to the slope. The existing slide does not appear to pose an immediate threat to the residence at 1641175th Place W. However, there is potential for additional slope movement that could further impact and impair the existing City stormwater collection system at both the top of the downset block and at the toe of the slope. In the short term, the exposed slide area should be protected, to the extent practicable, from further erosion or infiltration of water by placing plastic sheeting or other slope - protection materials over the slope. Long-term stabilization measures should include rigorous inspection and maintenance of the existing stormwater collection systems and active measures to revegetate the existing slope. We appreciate this opportunity to be of service to the City of Edmonds. Please call if you have questions or if we may be of further service. JWG/DRS/ml No. 74064.10 01/27/97 JA074\064\16411-75.RPT cc: .Jeannine Graf, City of Edmonds LANDAU ASSOCIATES, INC. By: , . A'��h . JA/� Wade Gilbert, P.E. Project Engineer Reviewed By: Dennis R. Stettler, P.E. Principal 2 LANDAU ASSOCIAITS, INC. Message Page 1 of 1 Harrison, Marie From: Bullis, Ann Sent: Thursday, October 08, 2009 2:18 PM To: Harrison, Marie Cc: Lawler, Patrick Subject: FW: 16411 75th Place West (ESLHA) Marie, When the contractor for the above address returns for the interior remodel permit, please take it in. The plans must be for the interior remodeling only. Route to Pat for review and I will go through it with him and make conditions on the plans and permit. Scan and attach this letter from the owner in Permit Trax and put a copy in the street file. Thanks, Ann Bullis, CBO Building Official City of Edmonds 121 5th Ave N Edmonds, WA 98020 425-771-0220 -----Original Message ----- From: Lance Nylander [mailto:lance_nylander@msn.com] Sent: Thursday, October 08, 2009 1:46 PM To: Bullis, Ann Subject: permits To Whom It May Concern: I purchased the house at 1641175th PI. W. Edmonds, with the understanding that there was work that needed to be performed. After purchasing the house, several of the neighbors informed me that due to the Meadowdale slide area criteria, permits for ground disturbance took a great deal of time. The house needs both interior and exterior work performed, and the exterior work has requirements that take a good deal of time to get approved. Then why not treat them separately. So, I prefer that the interior get renovated while I get the paper work started for the exterior safety hazards to be repaired. And, if I must raise the house to repair the deteriorating foundation, I might as well increase the basement and garage areas, as well as making them structurally sound. And by getting two separate permits I can, if I choose to, live in the structure while I wait for the permits from the city, and not pay two mortgages. So, the decision to get two separate permits seems to be the only conclusion. So, the first permit is for the interior renovations that I would like to have done. And the second permit is for fixing the structural safety issues that I have to have done. Thank you, Lance Nylander 10/8/2009 fnC City of Edmond RIGHT-OF-WAY CONSTRUCTION PERMIT peat Number: Lssue Date: A. Address or Vicinity of Construction: &44 %r_1�+4 Pi- - W B. Type of Work (be specific): - / FEED_=x_ 6qpr n�}" � d C. Contractor: f '�/i B d 9 �(J���i%�IC._ Contact: Mailing Address:Phone: State License #: 5i1AF12 0— b I QA Liability Insurance: Bond: $ D. Building Permit # (if applicable): Side Sewer Permit # (if applicable): 1g9� E. ❑ Commercial ❑ Subdivision ❑ City Project Utility (PUD, GTE, WNG, ABLE,/WATER) ❑ Multi -Family ❑ Single Family ❑ Other 6. INSPECTOR: INSPECTOR: to, v . F. Pavement or Concrete Cut : ❑ Yes 14No G. Size of Cut: .x H. Charge $ APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application -to hold the City of Edmonds harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may 'be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings lAcluding defense costs and attorney fees by reason of granting this permit.' CONTRACTOR IS RESPONSIBLE FOR`WORKMANSff/P AND MATERIALS, -FORA 'PERIOD OF�ONE YEAR FOLLOW/NG THE FINAL /NSPEC- T/ON AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES rLL BE HELD UNTIL THE FINAL STREET PATCH /S COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. Two sets of construction drawings of proposed work required with permit application. A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut trench work shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. 'e," I have read the above statements and understand the permit requirements, and the pink copy of the permit will be available o�xlltkqsfor ins ection ur oses. P purposes. Signature: 4�Date: S S ontractor or Agent) CALL DIAL -A -DIG PRIOR TO BEGINNING WORK NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE Egg, Div 1997 k6A/ 44AJ s E-A.) C�,.rrn.,xTo� -ra (!�uSu-T LiJIfH �J6UL ltb KlCS DX) � CBIJDui'f' L�FO/CE � S�1�YrJl�W��! \ (2#k nB�rL L4VLE -Z Ri2Y l9,7' 6F AEEiPL FE-:mEIZ =,T C'.vs^rDrn F2,S RE:ZnLj-FS 1 1�u H-AM S E-Iv ( �SuLi L(.)TTP �UaLJG vlS 00 2,4v-rmar t (26x)bo T- 35FD2e \ (#AMBLFrZ L4&-0 2)2Y l917' OF AE AL. F:L-Z:-DEfL J=t?T Oux:,m 11 F2S R 29oa! l ,spa-�-�r^'`f"ir�'S�,• � ��-�-�+�u��M3�st���",k,`^,'�° "TMn�.rd� � �l^ti�a'�li�"�i9+g.�.:��r^�'tflrl'.'&'� �li+��.,'ffipr;;�c'^+r'��i(�fQ"+„^�7%u��"wt�:r'�` �,�'ir,�i;pra'�s;,b;+!�r�,ra.ws�9u':r^:�;ro. a Z 0 w H U a O w �J Y OF EDMONDS COMMUNITY SERVICES DEPARTMENT RIGHT-OF-WAY CONSTRUCTION PERMIT A. • Owncf: NO cU-r Wffeiercer St Mailing Address SARttl a WA 98109 City State Zip STREET FILE B: • Contractor: Permit No. �0 Issue Date Name Mailing Address City State Zip State License Number Telephone Number C. • Address or Vicinity of Construction: 16411 75 Pl W Type of Work to be Done: Install New service . D. • Work in Connection With: ❑ Sub or Plat ❑ Single Family ❑ City Projects ❑ Commercial ❑ Multifamily L] Utility E. • Pavement Cut: 1 Y ❑ N F. • Size of Cut: 2 X —4 APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and. by his signature to this application, agrees to hold the City of Edmonds harmless from any injuries, damages, or claims of.any kind or description whatsoever, forseen or unforseen, that may be made against the City of Edmonds, or any of its departme?f,.r(o etry loyees; %tclu in�p,.pr�npt�limited to the defense of any legal proceedings including defense costs, court costs, nd . tto ney fe s by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP HAND MATE i'IALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF: THE WORK. Estimated restoration fees will be held until the final street patch is completed by City forces, at which time a debit or credit will be processed for issuance to the applicant. • A 24 hour notice is required for inspection; Please call Engineering: 771-3202 • Work is to be inspected during progress and at completion. • Restoration to be in accordance with City Code. • Street to be kept clean at all times. • Traffic Control to be in accordance with City regulations. • All street -cut ditches must be patched -with asphalt or City approved material prior to end of working day; NO EXCEPTIONS. I understand the above and that this permit must be available at the job site for, inspection purposes at all times Signature: /1/iemAowm ] Date: Getob r 26, 1990_ Owner or Contractor This Permit Must be Posted at the Job Site For Inspection Purposes Call DIAL -A -DIG Prior to Beginning Work APPROVED BY: RVJ Time Authorized: Void after AN 2 8 -cis Special Conditions: KJ #t RELEASED BY: DateV PERMIT FEE: ,Restoration Fee: . Receipt No.:_ Fund, I I I Fee: — Street Cut Dimensions: x = $ INSPECTED BY NO WORK TO BEGIN PRIOR :TO PERMIT ISSUANCE Date FIELD INSPECTION N04PES (Fund I I I Route copy to Street Dept'... ti Comments: Diagram: CONTRACTOR CALLED FOR INSPECTION ❑ YES ❑ NO Partial Work Inspection by P. W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: P.. M., T,0u 105z; M Washinxiton AVvbMrxjb-Ene WG-pany .---7f- .. . WNG exi., proposed Addendum to: City of Edmonds Permit Application Engineering Aide: Kerry Walsh Washington Natural Gas 622-6767 x2761 , A �-�(,j�Vj*e main depth unknown Key: -s- sa itary sewer -w- war`er -g- gas water valve hydrant 815 Mercer St. (P.O.' Box 1869), Seattle, WA 98111(206) 622-6767 /,�1/-7,$-` P� 4` RE�EI�ED N0� .� 51985 �N�INF�RIN�. STREET FILE EDMONDS CITY COUNCIL MINUTES November 12, 1985 Work Meeting THESE MINUTES SUBJECT TO NOVEMBER 19, 1985 APPROVAL The regular meeting of the Edmonds City Council was called to order at 7:00 p.m. by Mayor Larry Naughten in the Plaza Meeting Room of the Edmonds Library. All present joined in the flag sa- lute. PRESENT Larry Naughten, Mayor Steve Dwyer Laura Hall Jo -Anne Jaech Bill Kasper Lloyd Ostrom Jack Wilson Tammy Schwartze,.Student Rep. ABSENT STAFF PRFSFNT John Nordquist Mary Lou Block, Planning Div. Mgr. Peter Hahn, Comm. Svcs. Director Steve Simpson, Parks & Rec. Director Jack Weinz, Fire Chief Bobby Mills, Acctg. Pub. Wks. Supt. Pat LeMay, Personnel Mgr. Scott Snyder, City Attorney Jackie Parrett, City Clerk Margaret Richards, Recorder Mayor Naughten congratulated the Council candidates who won election and re-election to the Coun- cil: Councilmembers Wilson, Hall & Dwyer CONSENT AGENDA COUNCILMEMBER OSTROM MOVED, SECONDED BY COUNCILMEMBER HALL, TO APPROVE THE CONSENT AGENDA. MO- TION CARRIED. The approved items on the Consent Agenda included the following: (A) ROLL CALL (B) APPROVAL OF MINUTES OF NOVEMBER 4, 1965 (C) APPROVAL OF 1986 EQUIPMENT RENTAL RATES (D) APPROVAL OF INTEP.LOCAL AGREEMENT BETWEEN CITIES OF BRIER, EDMONDS, LYNNWOOD, AND MOUNTLAKE TERRACE FOR THEIR RESPECTIVE POLICE DEPARTMENTS TO LOAN EQUIPMENT TO ONE ANOTHER ✓ (E) AUTHORIZATION TO ACCEPT AND RECORD UTILITY EASEMENT FROM MR. AND MRS. DONALD HANSEN (F) AUTHORIZATION TO ACCEPT AND RECORD EASEMENT FROM MEDICAL CLINIC AT 216th S.W. AND HIGHWAY 99 BEACH RANGER PROGRAI4 REPORT -- 1985 Parks & Recreation Director Steve Simpson noted that interest in the Beach Ranger Program has increased dramatically in the last year due largely, he felt, to Shirley Pauls, who helped to organize the program last Spring. Mr. Simpson showed a video tape of the educational component of the program. Beach Ranger Dale Dickinson related to Councilmembers that beach rangers were able to discern what people were interested in by walking the beaches observing activities and talking to them. He stated that a few problems had been encountered but were easily resolved through reprimands. Mr. Dickinson added that beach rangers see many of the children that attended the educational programs, noting that they retained much,of the information. Mr. Dickinson thanked the Police Department, Fire Department, Steve Simpson and City Council for their support. Councilmember Jaech expressed a concern that the rangers have a lot of territory to patrol, which is time consum- ing. She asked Mr. Dickinson if motorized vehicles to transport them between beaches would be useful. Mr. Dickinson stated that patrolling the beaches is time consuming and that motorized vehicles would be useful, particularly in arriving at potentially hazardous situations. Council - member Wilson asked Mr. Dickinson if he knew what percentage of the Edmonds community was utiliz- ing the beach facilities as opposed to nonresidents. Mr. Dickinson stated, in general, between five to ten percent of Edmonds citizens utilize the facilities, noting that they tend to take their resources for granted and go outside the community for recreation. He added that he has observed a lot of out -of -county users as well as out-of-state users. Councilmember Ostrom asked 0 STREET FILE 0 CITY OF EDMONDS CIVIC CENTER - EDMONDS, WASHINGTON 98020 - (206) 775-2525 OFFICE OF THE MAYOR October 29, 1985 Don Hansen '16411 - 75th P1. W., Edmonds, WA. 98020 J Dear Don: SUBJECT: FUTURE BUILDING SITE LARRY S. NAUGHTEN MAYOR We would like to take this opportunity to thank you again for your cooperation with the relocation of the drainage structures on your property. The staff cannot make commitments which require public 'hearings before the Hearing Examiner or the City Council, such as guarantying you a variance. We can promise you that the City staff will make every effort to: relocate the drainage system to avoid conflicts, support your request for a variance (if easement related), or modify the conditions of the. easement to permit your construction. Because of your ongoing cooperation with the City staff, the City certainly has an obligation to cooperate with you on your project. Sincerely, LARRY S. NAUGHTEN Mayor JWH/I-SN/st 101io. J y Haut DE i Adams Dt Rhonda March Dt Ahl etP'er Hahn IDE bl, Ow a) .r,a NON43 0 •ri O 0 ri N Er•4 O a)-9 E� a iw E-+�it 00 b 0)q E D Z -F.0 OUZO r-1 .O -r1 m 4J 0) O m 3 •ri •ri -ri () a) (1) LL 4� t 4-W�0 a-► 10 rd cd • -H 43 o $4 cr +J O a) 0 cn ko of cd r-4 U (1) W a V tjLj p 0 A4 4J as ?, -ri Arts V V a) ro m LL LH -Vri�4J �U 94J r� j .r O ,�r•.ws- cd 4J 7 r, V a- ,�' .O rq H U N • 0 9 TO N r-I r-q O cd 41 Oo O C) cd 4-) U a a 44 •rl N M -H fd N O. U 4 N 9 V •ri -H a•ri O +J a �W 41 E: b WN IDA O r co - N En r-1 U tea) a a�i EO a • 0 3 P 4-4 W •r4 $dP 4 i 0 Id HEQ(d>E w4J xo4 W ❑ m UI w z 3 1 t City of Edmonds Critical Area Notice of Decision Applicant: (-- Property Owner: /V-1 Ia4d- Critical Area File #: C� Zo p 0 S 6 Permit Number: oe� 20 (S / 1-(0 Site Location: ION � � '7s dM (' ( t1 Parcel Number: da s (3 Qd G d FS 010 Project Description: Ply 4-Q— / o X p S ESL 4 ❑ Conditional Waiver. No critical area report is required for the project described above. 1. There will be no alteration of a -Critical Area or its required buffer. 2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. Critical Area Report Required: The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: 1. -"'The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120, Mitigation sequencing; 2. l The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. l The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.1.60 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). Reviewer A zl�l Signature Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 UIAN� HWA GEOSCIENCES INC. , Geotechnical & Pavement EngEineeriog • Hydrogeology • (;eocnvirminrental • lnspe tiara & Te>rinti October 19, 2015 HWA Project No. 2009-148-21 TO: Lance Nylander Dungeness Gear Works 12800 Highway 99 South Everett, WA 98204 Subject: Nylander Residence Raised Garden 1641175th Place West Edmonds, Washington Dear Lance; RECEIVED OCT 29 2015 DEVELOPMENT SERVICES COUNTER HtETHLE In March 2010, HWA GeoSciences, Inc. (HWA) prepared a geotechnical engineering report (HWA, 2010) for your property providing subsurface information and recommendations for your remodel project. The geotechnical engineering report addressed all applicable City of Edmonds Earth Subsidence Landslide Hazard Area (ESLHA) requirements for the site and is attached to this letter report in Appendix A. In October 2015,1 evaluated two raised planter boxes at the site. This letter presents my observations and conclusions regarding these planters. RATSED PLANTER BOXES Based on information provided by Mr. Nylander, two raised planter boxes were constructed using treated timber and cedar siding. Pictures 1 and 2 show the boxes. The two planters are approximately 43 inches by 118 inches and 34 inches by 95 inches, respectively. About 1.75 cubic yards_of topsoil were used to fill both boxes. Topsoil depths in the boxes vary from about 7.5 inches to 11 inches. The topsoil is supported on a wooden platform, off the ground, to allow for drainage. Below the suspended topsoil, the ground surface is covered with separator fabric and a layer of drain rock. 21312 30th Drive SE Suite 110 Bothell, WA 98021.7010 Tel: 425.774:0106 Fax: 425.774.2714 www.hwageo.com October 19, 2015 HWA Project No. 2009-148-21 -#�"-c�t�\� %fi.'` � ki-, �,`k' t-11 �,Tq•kL ��J,+�.Q� � f'fS/ 6 U l u . � fl t .. {. (I A t P 1; 04 M�p .. Q.•" Me. .� f) `�T L •-a ,•:/). ..� �:+..� Y�54.�;,.. Picture Picture 1. Planter boxes. ,...r` rti t � ��' A� ,7(>„t�?:� ,L� _ t� trl9 k _ � c y� k► l '`�' i r-r-" r ,t41 � � LAC-_ yi'• �:'Mt t � q��`i� �� ��� �� l) �� I! �„�` �..r+�"� t !o �6 < w 0 -S, r Picture 2. Planter boxes. 2009-148-21 Letter Addressing Planter 2 HWA GEOSCIENCES INC. October 19, 2015 HWA Project No. 2009-148-21 Based on my evaluation of the boxes, it appears that they were well constructed and that adequate drainage was provided. In my opinion, these boxes do not adversely affect the slope above and below the boxes and they do not compromise the stability of the hillside. O.O In summary, to the best of our knowledge, and taking all ESLHA concerns into account, the small planter boxes constructed on the subject property were constructed in general accordance with current standards of practice and do not adversely affect the slopes on the property and do not present hazards to persons or property. We appreciate having had the opportunity to provide geotechnical engineering and inspection services on this project. If you have any questions or if we may be of further assistance, please contact the undersigned at (425) 774-0106. Sincerely, HWA GEOSCIENCES INC. Bryan K. Hawkins, P.E. Senior Geotechnical Engineer REFERENCES HWA, 2010, Geotechnical Report, Nylander Property Remodel, 16411 75'h Place West, Edmonds, Washington, HWA Project No. 2009-148-21, consultant's report dated March 26, 2010. 2009-148-21 Letter Addressing Planter 3 HWA GEOSCIENCES INC. 6(D ao/ i 63a6 M MrK 2 i au CIW F 6=W City of Edmonds Site Classification Worksheet E The project's Classification serves to identify the specific Stormwater Management requirements applicable to your site. Complete the worksheet below to determine whether your project falls into the classification of a Large Site, Small Site (Category 1 or Category 2), or a Minor Site. Sten 1: Determine the Exempt Impervious Surface Area for your project and enter it on line 1 of the table (yellow box). Sten 2: Determine the Replaced Impervious Surface Area for your project and enter it on line 2 of the table below dividing the total between Exempt and Non -Exempt (orange and blue boxes); either or both may be zero. Step 3: Determine the New Impervious Surface Area for your project. If a portion of the new impervious surface area is also Non -Exempt Replaced Impervious Surface Area subtract this from the total of the new impervious surface area. Enter the final .value on line 3 of the table below (blue box). Sten 4: Add the values in the Non-exempt column for lines 2 and 3 and enter it into line 4 (green box). Where does the existing site runoff discharge? (Check all that apply) See Watershed Map Fi ure-B, Handout pg 4 Supplement Chapter 2.3 Direct Discharge ❑ Edmonds Way Basin ❑ Creek or Lake Basin Line Type Area (square Feet) Impervious surface: How much and what type? (fill in colored boxes) Supplement Chapter 2.2 & i. Exempt P�=�.� :.... Exempt Non -Exempt See Definitions, Handout pg 9 Figure-C, Handout pg 7 Figure-C 2. Re laced P Examples, Handout pg 10 3. New S3.: Total Replaced +New (Non -Exempt) (add numbers in blue boxes) 4 Land -disturbing activity area See Definitions, Handout pg 9 Supplement Chapter 8 ���� v�mc (� �`xc I. Feozvrir sf Grading, Fill or Excavation Area 13� 8s� UTAAf- SY Hac�f r Mf A Will project convert'/e acre or more of native vegetation to ❑ YES NO lawn or landscaped area? Proceed to the Project Classification Chart (Figure D,.,pg 8) and use the data collected above to follow the flow chart and determine the classification of your project. ❑ Large Site (Handout E72a) X Small Site (Handout E72b) ❑ Minor Site (Handout E72c Revised on 719110 E72 - Stormwater Management Erosion Control-FINAL2 `N Page 5 of 11 , l ;1 �D�O-co wU D � -FI — �_ I — — — — /j / I 248.32' CALL. �16 0, .EF,2 `I T— 229. _ N88•w'40•W SID 1 I I �\ o 213.13' / 2 /uj / I / v 20' / I� EX �OF QVERH �EX SHE a I RERLAC E1( Q a / QECKI &IFR ING r. to I (SIA'E N T01 C NG ? I /� I I 1� �. ,?^, �\•' NEW ROOF OVE HANG, ffiA/e EMO EJ(/ %/CONC D�YI(ALKM ,' B 1 BUILDING" AD�f110N 103 SF' co +89.0'; " .%'/ /' /"/ REFF,R TD/ARCH PL9NS / / j27 CO ,. oA / G .6'� • / / / /)( CK, DECKING TO BE REPLAC FRAMING TO'REMAIN/ OF NEW FOU ATION ti I h EX ASP�11ALT i/ / / / / �° ! U E �UILDINC H (/(( DRIVEWAY ER/Tr STRUCy PLAN / ° t SD // // llllll/zli IGRAAEL / / / °� /A�, /4�� /r� Ay�\%ii em/l) / 1 / n� / l / T Front10 Sides S 1[ Rear /+09 SITE PLAN Other l�iO IF WATER LINE AND SEWER LINE EXPOSED WHEN REPLACING DECK FOOTINGS, WATER/SEWER SEPARATION SHALL BE VERIFIED TO MEET ACCEPTABLE VERTICAL SEPARATION OF 2FT WITH SEWER PLACED BELOW WATER LINE. IF SEPARATION IS NOT MET WATER LINE SHALL BE SLEEVED WITH PVC 20FT CENTERED ON POINT OF INTERSECTION. r DATUM: rTI SNOHOMISH COUNTY BENCHMARK SC36: TOP OF CONCRETE MONUMENT WITH 3" BRASS DISK AT THE INTERSECTION OF 68TH AVENUE W. AND 164TH STREET W. DOWN 0.3' IN MONUMENT CASE, WCCS POINT ID NO. 37. ELEVATION=429.91 FEET C, GUILL ' o� wash r �t P25385 �GISTEg�9 ZONAL ki (I5j J6 C NYLANDER RESIDENCE REMODE A DATE 06/01/10 DRAWING NO. 1e411 75TH PL W ES U B EDMONDS WA 9802e PROJECT NO. 09166.20 SCALE 1' = 30' ENGINEERING TITLE NOV 17 201uDRAWN 250 4TH AVE. S., SURE 200 BY ZOS C o . 1 EDMONDS, WASHINGTON 98020 CHECKED BY DMT PHONE (425) 778-8500 FAX (425) 778-5536 PLOT PLAN BUILDING DEPARTMENT ed APPROVED BY GAG PLUI UAIL: KILL NAML: - --- OWNER TAX ACCOUNT NUMBER LANCE NYLANDER 16411 75TH PL W EDMONDS, WA 98026 206.919.8357 LEGAL DESCRIPTION THAT PART OF TRACT 89, PLAT OF MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; LYING NORTHERLY OF A LINE DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE EAST LINE OF SAID TRACT 89, 152 FEET SOUTH OF THE NORTHEAST CORNER OF SAID LOT, THENCE NORTH 89.23' WEST 372 FEET, THENCE NORTH 75'27'35" WEST 74.70 FEET; THENCE SOUTH 80'01" WEST 61 FEET MORE OR LESS TO THE WESTERLY LINE OF SAID TRACT, TOGETHER WITH THE EAST HALF OF VACATED ROAD ON THE WEST THAT ATTACHED BY OPERATION OF LAW AS EVIDENCED BY VOLUME 39 COMMISSIONERS RECORDS PAGE 591, AND TOGETHER WITH THAT PORTION OF TRACT 90 IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY WA, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID TRACT 90; THENCE WEST ALONG THE NORTH LINE THEREOF TO THE EAST LINE OF 75TH PLACE WEST, THENCE SOUTHERLY ALONG THE EAST LINE OF SAID 75TH PLACE WEST FOR A DISTANCE OF 137.40 FEET, THENCE SOUTH 74'48'00" EAST TO THE EAST LINE OF SAID TRACT 90; THENCE NORTHERLY ALONG THE EASTERLY LINE OF TRACT 90 TO THE TRUE POINT OF BEGINNING. TOGETHER WITH THE WEST HALF OF VACATED ROAD ON THE EAST THAT ATTACHES BY OPERATION OF LAW AS EVIDENCED BY VOLUME 39 COMMISSIONERS RECORDS PAGE 591, IMPERVIOUS SURFACE CALCS ITEM TYPE AREA (SQUARE FEET) 1. EXEMPT 3236 EXEMPT NON-EXEMPT 2. REPLACED 0 9 3. 4' NEW TOTAL REPLACED + NEW (NON-EXEMPT) = 536 1468 11010199.11110 A = 95' AVG GRADE = 91.9' B = 89' ACTUAL = 109.2' C = 90' MAXIMUM = 116.9' D = 93.5' 00513100008901 EXCEPT THE EASTERLY ONE —HALF -OF THE NORTH HALF OF SAID TRACT 89, AND EXCEPT ANY PORTION OF THE ABOVE DESCRIBED LANDS LYING SOUTH OF THE FOLLOWING DESCRIBED LINE: A PORTION OF TRACTS 89 AND 90 AND VACATED ROAD, PLAT OF MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY WA, BEGINNING AT THE INTERSECTION OF THE EASTERLY LINE OF 75TH PLACE WEST WITH THE NORTH LINE OF SAID TRACT 90, THENCE SOUTHERLY ALONG SAID EASTERLY MARGINAL LINE OF 75TH PLACE WEST AND THE ARC OF A CURVE TO THE RIGHT, SAID CURVE HAVING A RADIUS OF 1452.29 FEET; AN ARC DISTANCE OF 137.40 FEET TO A POINT, THENCE CONTINUING SOUTHERLY ALONG SAID EASTERLY MARGINAL LINE OF 75TH PLACE WEST AND THE ARC OF SAID CURVE TO THE RIGHT, AN ARC DISTANCE OF 123.36 TO THE POINT OF TANGENCY OF SAID CURVE, SAID TANGENT BEARING SOUTH 24'15' WEST, THENCE SOUTH 2415' WEST CONTINUING ALONG THE EASTERLY MARGINAL LINE OF 76TH AVENUE WEST, 55.21 FEET, THENCE NORTH 68'26'19" EAST 132.84 FEET, THENCE NORTH 57.40' EAST 129.57 FEET, THENCE NORTH 0.32, WEST 25.00 FEET TO THE TRUE POINT OF BEGINNING OF SAID LINE DESCRIPTION, THENCE NORTH 75'27'35" WEST 74.70 FEET, THENCE SOUTH 75'16'31" WEST 42.57 FEET, THENCE NORTH 74'48' WEST 52.75 FEET TO THE END OF SAID LINE DESCRIPTION. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. LOT AREA GROSS LOT AREA 39204 SF NET LOT AREA 38195 SF LOT COVERAGE BUILDING FOOTPRINT 2086 SF PERVIOUS DECK 797 SF COVERED DECK 248 SF NET LOT COVERAGE 2883 SF (7.5%) LOT SLOPE = 34% /�� �OF WA SDI L�} �5385 �01STEg �1 I�NAL 11 } p` lo C NYLANDER RESIDENCE REMODEL R ES u B DATE 06/01/10 DRAWING NO. 18411 76TH PL W EDMONDS WA 98028 NOV PROJECT NO. 09166.20 SCALE NTS ENGINEERING TITLE 250 4TH AVE. S.. SURE 200 DRAWN BY ZOS CO. G n V EDMONDS. WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PLOT PLAN CALCULATION 9�Uy � E CHECKED BY DMT T PROVED ev GAG NA PLOT DATE: FILE NAME: golo -Oqq o MFq�o� RD QJ S A ,gLp PROJECT SITE J 164TH ST SW 164TH PL SW 165rH PL SW 3 166TH PL SW c Q�. O 168'O! 1 1}/ Pt SW Jy VICINITY MAP N TS ..wh' R E i FILERECEIVED JUN 2 51010 BUILDING DEPAA"t MENT CITY OF E'DM6$ GU"' wA g�,r GI5385 1� CNAL AMID NYLANDER RESIDENCE REMODEL DATE 06/01/10 DRAWING NO. 16411 75TH PL W EDMONDS WA 98028 PROJECT NO. 09166.20 SCALE NTS DRAWN BY ZDS O ENGINEERING T-E 250 4TH AVE. S.. SURE 200 `./ ■ V EDMONDS, WASHINGTON 88020 CHECKED BY DLIr PHONE (45) 778-8500 FAX (425) ne-ssSG VICINITY MAP P APPROVED BY GAG PLOT DATE: FlLE NAME: Lance Nylander c/o Dungeness Gear Works 12800 Highway 99 South Everett, Washington 98204 RECEIVE JUL 2 5 2013 DEVELOPMENT SERVICES COUNTER Subject: GEOTECHNICAL HAZARD IDENTIFICATION/DECLARATION AND MITIGATION STATEMENT OF RISK Nylander Residence Remodel 16411 751h Place West Edmonds, Washington Reference: Geotechnical Report, 1Vy1ander Property Remodel, 16411 75'1' Place West, Edmonds, Washington, by HWA GeoSciences Inc., dated March 26, 2010 Dear Mr. Nylander; HWA GeoSciences Inc. (HWA) is providing geotechnical engineering services in support of the proposed renovation/remodel of the subject residence. In preparation of this letter, we reviewed the structural and civil plans by CG Engineering, which will be submitted to the City of Edmonds in June, 2009. This letter is intended to address the requirements of Item 12 of the North Edmonds ESLHA permit submittal checklist. Based on our review of the plans, the proposed development includes removal of approximately 35 cubic yards of existing site materials and deepening the existing crawlspace/partial basement to provide space for an additional parking bay and a shop/storage space; re -constructing existing deteriorated perimeter strip foundations and interior spread footings; and reconstructing the existing decks. The structural notes confirm that our conservative recommended design values for the re-' constructed ship and spread footings, and for the low basement/crawlspace retaining wall, were incorporated in structural design of these elements. The plans show that all material excavated from the basement/crawlspace area will be a. exported from the site. Assuming an average in -place moist unit weight of 115 pounds per cubic foot, these 35 cubic yards amount to about,54 tons of z 3 t 2 30.ti, Drn� si material removed from the footprint of the structure. According to the suite i io Bothell 4VA 9J021.701t) w HWA Project No. 2009-148-21 engineer of record (Dennis Titus of CG Engineering, email correspondence June 2, 2010), the total weight of all of the proposed structure improvements amounts to not more than 30 tons. Considering the net effect, this 24-ton reduction in- load on the bearing soil beneath the structure will tend to stabilize the site. To further improve stability, the re -constructed strip and spread footings (proportioned for a maximum 1,000 psf allowable bearing pressure) will in all likelihood apply significantly lower bearing pressures than what are currently applied by the existing footings. In our judgement, the plans and specifications prepared by the structural and civil engineers conform to the recommendations of our above -referenced geotechnical report. Provided that the remodel is constructed in accordance with these plans and specifications, the risk of damage to the proposed development and to adjacent properties from soil instability, with be minimal subject to the conditions set forth in the geotechnical report. Moreover, the proposed development will not increase the potential for soil movement on the subject or adjacent properties. We base these conclusions on our experience in the ESLHA, our general geotechnical engineering judgment, and commonly accepted principals and practice in geotechnical engineering. As discussed in our geotechnical report, we evaluated the probability of failure of previously failed materials. on the subject site to be less than 30 percent in 25 years. With the proposed remodel alone this probability remains less than 30 percent in 25 years. Considering the City's recently constructed soldier pile wall immediately downslope from the structure, this probability is further reduced. As discussed in our geotechnical report, landslide hazards applicable to the site include potential re -mobilization of the existing previously failed material underlying the site (see previous paragraph);. and potential shallow skin sliding originating on the very steep X. slope above and east of the subject property. The hazard of debris flows associated with skin slides originating above and off the subject property is unchanged with the proposed remodel. Mitigation of this risk would require stabilization measures to be installed on . the adjacent property. In our view, such measures would unreasonably deny Mr. Nylander the right to live in and enjoy the subject structure. Finally, it is our opinion that the Temporary Erosion and Sediment Control (TESC) plan prepared by the civil engineer of record is adequate for the site and for this project. O.O 2009-148-21 Geotech Declaration of Risk 2 HWA GEOSCIENCES INC. HWA Project No. 2009-148-21 We trust that the foregoing adequately.addresses the requirements of Item 12 of the ESLHA checklist. However, if you have any questions or require additional information, please contact the undersigned at (425) 774-0106. We appreciate and thank you for the opportunity to provide geotechnical engineering assistance on this project. Sincerely, HWA GEOSCIENCES INC. Erik O. Andersen, P.E. Senior Geotechnical Engineer State of Washington County of Snohomish Signed and sworn before me; on June 2, 2010 by Erik 0. Andersen, P.E. Teresa P. Horton, Notary My appointment expires I A_- / a - 1p 2009-148-21 Geotech Declaration of Risk 3 HWA GEOSCIENCES INC: GEOTECHNICAL REPORT Nylander Property Remodel 16411 75th Place West Edmonds, Washington HWA Project No. 2009-148-21 Prepared for Mr. Lance Nylander March 26, 2010 STREET FILE HWAGEOSCtENCES INC. • Geweclrnicul t.igiareerhq • 1-i}'clr'gen1c)Sy • Gi,(? ivirotrr)ientril Sc°ri • Irrc�ectic►rr �: 'l.i'stirr�E JUN 25 �� Or EFDMON9s i Ri7 HWA GEOSCIENCES INC. l.`i'lruwill I'�trr;;wr,; (n��fir.�;ir� Ifr,lr,iy���!,��r ::,,�urir�ir,rfrril„t f'l�i,��urr: < i':*iiui4.ilin� March 26, 2010 HWA Project No. 2009-148-21 Lance Nylander Dungeness Gear Works 12800 Highway 99 South Everett, Washington 98204 Attention: Lance Nylander Subject: GEOTECHNICAL REPORT Nylander Property Remodel 1641175th Place West Edmonds, Washington Dear Mr. Nylander: Pursuant to your request, HWA GeoSciences Inc. (HWA) completed ageotechnical review regarding the proposed remodel of the :subject, single-family, residence in Edmonds, Washington. The results of our review are presented in the accompanying report. We appreciate the opportunity to provide geotechnical engineering services on this project. If you have any questions regarding this report, please contact the undersigned at (425) 774-0106. Sincerely, HWA GEOSCIENCES INC. Erik O. Andersen, P.E. Senior Geotechnical Engineer 21312 30th Drive SE Suite 110 Bothell, WA 98021.7010 Tel: 425.774.0106 Fax: 425.774.2714 www.hwageoxom TABLE OF CONTENTS Page 1. INTRODUCTION.............................................................................................................1 1.1 SITE DESCRIPTION..........................................................................................1 1.2 DESCRIPTION OF PROPOSED RENOVATION.....................................................2 2. GEOTECHNICAL DISCUSSION........................................................................................2 2.1 GENERAL GEOTECHNICAL CONDITIONS.........................................................2 2.2 SITE -SPECIFIC GEOTECHNICAL CONDITIONS..................................................3 3. GEOTECHINCAL CONCLUSIONS, AND RECOMMENDATIONS...........................................3 3.1 GENERAL........................................................................................................3 3.2 SPECIFIC HAZARDS AS DEFINED IN ECDC CHAPTER 19.10.........................4 3.3 GEOTECHNICAL DESIGN RECOMMENDATIONS...............................................5 3.3.1 New Foundations...........................................................................5 3.3.2 New Basement Walls.....................................................................6 3.3.3 Foundation Subgrade Verification.................................................6 3.3.4 Temporary Excavations.................................................................6 3.3.5 Structural Fill Materials and Compaction......................................6 3.3.6 Site Drainage and Erosion Control................................................7 4. CONDITIONS AND LIMITATIONS....................................................................................7 5. REFERENCES................................................................................................................9 List of Figures (Following Text) Figure 1. Vicinity Map Figure 2. Site and Exploration Plan Figure 3. Log of HWA (2008) Boring BH-3 Figures 4 & 5. Logs of HWA (2008) Hand Holes HH-5 and HH-6 Figures 6 — 9. Logs of HWA (2004) Borings BH-1 through BH-4 GEOTECHNICAL REPORT NYLANDER PROPERTY REMODEL 1641175TH PLACE WEST EDMONDS, WASHINGTON 1. INTRODUCTION 1.1 SITE DESCRIPTION The project involves renovation of an existing old residential structure located at 16411 75th Place West in the Meadowdale neighborhood of Edmonds, Washington. For purposes of this report, we refer to project north/south running parallel to 75th Place West. The subject lot is thus bounded on the north by the vacant 164th Street SW right-of-way and on the west by 751h Place West. The existing house has been in a state of disrepair and un-occupied for the past couple of years, after over a decade of neglect as a rental property. We understand that you purchased the house in late 2009 with intention of renovating it to serve as your primary residence. The existing structure is a single -story with a partial basement and partial crawlspace. According to the Snohomish County Assessor's office, the structure was originally built in 1936. By inspection of the currently -exposed crawlspace area, it seems that the original structure was supported on individual post -and -pier footings. It appears also as though the house has undergone a couple of renovations since original construction. By examination, the most obvious renovation is the relatively -recent single -car garage in the basement, and associated new continuous concrete strip foundations around this portion of the structure. There are two documented landslides that occurred in the Meadowdale area in the 1940's and 1950's. These slides are reported to have destroyed several homes in the area; however, the subject structure was clearly not one of them, nor was it apparently materially affected by these slides. Additionally, the site does not show evidence of recent land movement or foundation settlement. The exposed existing concrete perimeter strip foundation along the west wall line is not cracked and does not show evidence of differential settlement. In the fall of 2009, the City of Edmonds installed a cantilevered soldier pile wall along your western property line and the east side of the 751h Place West right-of-way, as part of the Meadowdale Walkway Improvements Project. The wall, designated as Wall 5 by the City of Edmonds, is comprised of twelve (12) W8x24 steel soldier pile elements, set in 24-inch diameter concrete shafts, on 6-foot centers. The soldier piles are embedded typically 18 feet below the March 26, 2010 HWA Project No. 2009-148-21 ground surface and approximately 3 times the exposed retained height of the soldier pile wall. HWA was the geotechnical engineer of record on this Edmonds project. 1.2 DESCRIPTION OF PROPOSED RENOVATION We understand your proposed renovation includes the following elements: 1) Excavating out a portion of the existing crawlspace to create sufficient space for a second garage bay and a shop area. The excavated material would be spread out and incorporated with the landscaping area to the west of the house in a thickness not greater than about 18 inches. 2) Raising the main floor elevation by approximately 2%2 feet to create sufficient head -space for the basement/garage expansion. 3) Replacing existing old perimeter strip foundation along the west, north, and southern wall lines with new cast -in -place strip foundations, and replacing existing interior column pier footings with new cast -in -place spread footings. 4) Constructing a new utility room, and interior stairway leading down from the main floor into the expanded basement. This interior stairway/utility room addition represents an approximately 250 square foot addition on the northeastern part of the structure. The existing deck covering the footprint of this addition will be reduced in size by an equivalent amount. 5) Re -constructing the existing deck. The new deck will occupy the same area and footprint as the existing deck. The new deck substructure would be supported on a series of new cast -in -place concrete spread footings. 6) Constructing an approximately 8-foot wide roof extension over the north side of the house to cover the north deck. The north end of the roof extension would be supported on three new posts; each supported on cast -in -place concrete footings. 2. GEOTECHNICAL DISCUSSION 2.1 GENERAL GEOTECHNICAL CONDITIONS The subject site is located within the North Edmonds Earth Subsidence and Landslide Hazard Area (ESLHA). Over the past three decades, detailed geotechnical engineering reports/studies regarding the ESLHA have been completed by others including Roger Lowe Associates (1979), GeoEngineers, Inc. (1985), and most recently, by Landau Associates (2007). The Landau study is the most current and it is referenced by City Ordinance #3632. HWA has reviewed this report. 2009-I48 Report 2 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 The location of the subject lot is within "Zone B" of the North Edmonds ESLHA, which was described by Landau (2007) as: "This zone includes the majority of the landslide mass or complex. Soils in this area are typically disturbed, although blocks of intact soil may be found within this zone. Localized small-scale failures occur in this zone from weak soils and localized ground water conditions. Large-scale sliding of the complex has the potential to affect this zone 2.2 SITE -SPECIFIC GEOTECHNICAL CONDITIONS As indicated previously, HWA recently completed geotechnical investigations along 75�h Place West for the Meadowdale Sidewalks Project (HWA, 2008), and prior to that on the next residential parcel to the north at 16319 75t` Place West (HWA, 2004). These investigations included machine drilled borings and hand borings. All of these explorations extended more than 6 feet below foundation level of the existing structure. A site map showing the locations of the recent nearby HWA explorations is presented in Figure 2. Logs of these borings are presented in Figures 3through 9. Based on our previous nearby borings and our general site knowledge, site subsurface conditions can be characterized as follows. Below a thin veneer of topsoil and reworked on -site soils, the site is underlain by old landslide debris (colluvium) consisting of a jumbled mixture of sand, silt, and clay, with variable amounts of gravel. Logs, twigs, and other organic matter are present in varying amounts and at variable locations within the slide debris. The colluvium is expected to be in excess of 30 feet thick at the site location. Below the colluvium, native pre -glacial deposits of the Whidbey Formation, consisting of stiff to hard silt and clay, exist. Ground water seepage is expected to be seasonally present at variable depths within the colluvium. Ground water tends to flow more readily through the more permeable zones in the colluvium. 3. GEOTECHINCAL CONCLUSIONS AND RECOMMENDATIONS 3.1 GENERAL Technical issues that we have considered in association with the proposed renovation include: localized slope instability, large-scale slope instability, risk to public safety, and risk to private/public property. Hazards that have been considered include encroaching landslide materials, ground failure in materials that have not previously failed, and ground failure in materials that have previously failed. 2009-148 Report 3 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 The original structure has existed for nearly 75 years. While reports indicate that other homes within the North Edmonds ESLHA were extensively damaged or destroyed in landslides of the 1940's and 1950's, this structure remains in reasonably good condition. As a result of construction of the soldier pile wall along the west property line, the risk of localized small-scale slope instabilities on Lot 5 is further reduced. In our opinion, the proposed improvements will involve minimal changes in loading conditions on the site. Up to a few feet of soil will be removed from a portion of the crawlspace area and this excavated soil will be thinly distributed in landscaped areas across the western portion of the site. The redistribution of load to the lower slope area should, if anything, improve the stability rather than reduce it. The proposed 8-foot wide roof extension over the existing northern deck area represents a very slight increase in loading, and this will occur at three discrete points rather than wide -spread areas. Similarly, the new utility and stairway addition represent a small increase in loading compared to the weight of existing deck that will be demolished to accommodate this expansion. Existing deck footings consist of 8- and 12-inch square pre -cast concrete piers set directly on the ground surface. All new deck footings will be 16-inch square cast -in -place concrete footings. Similarly, existing 8- to 12-inch wide perimeter strip footings will be replaced with wider cast - in -place strip footings. As a result of these foundation replacements, the foundation bearing pressure applied locally to the ground will be substantially less than what is currently applied. Taken as a whole, it is our professional opinion that the proposed structural modification/improvements represent an insignificant change in loading conditions on the subject site. Unlike other sites in the North Edmonds ESLHA that are being considered for new construction, this site has demonstrated relative stability for decades under current development conditions, and the proposed improvements will not materially alter existing conditions in an adverse context and will not decrease the stability of the site. 3.2 SPECIFIC HAZARDS As DEFINED IN ECDC CHAPTER 19.10 For permitting purposes, certain geological hazards must be addressed in a geotechnical report related to a proposed site development such as proposed and described above. These are discussed in the following sections. Hazards from localized slope instability: There are no significant changes in site grading; thus, the proposed renovation will introduce no new hazards due to localized slope instability. As discussed above, it may be argued that the redistribution of load to areas lower on the slope would tend to improve stability of the building footprint proper. Moreover, because of the soldier pile wall construction along 75t' Place West in front of the structure, risk of impact due to localized slope instability, at least in the vicinity of the wall, have been minimized 2009-148 Report 4 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 Hazards from large-scale slope instability: The entire Meadowdale neighborhood is underlain by slide debris material. All of the public and private properties in the subject area (the subject lot and adjacent residential lots, 75th Place West, the City Park, etc.) are theoretically susceptible to a re -activation of large-scale landsliding along the original landslide rupture surface. Based on site -specific borings, laboratory testing, and slope stability analyses performed by the undersigned professional geotechnical engineer for the nearest residential site to the north (at 16319 75th Place West), it is our conclusion that the probability of large-scale slope instability is less than 30 percent in 25 years. The proposed renovation will have no effect on the stability of the site in a large-scale context. Risks to Public Safety: Because this project is a renovation and not a new site development, there is no significant site grading or earthwork associated with the project. From a geotechnical standpoint, the work poses no risk to the public. Risks to adjacent Public/Private Property: This renovation presents no risk to adjacent properties. All of the work being undertaken is within the footprint of the existing structure. Since the work presents no risk to the subject property, there is no risk to the adjacent properties. 3.3 GEOTECHNICAL DESIGN RECOMMENDATIONS 3.3.1 New Foundations The existing strip footings along the east and southern portions of the structure appear to be in good condition and are proposed to remain in place. New foundations are planned along the north and western perimeter of the structure and within the crawlspace/basement area. In our opinion, conventional strip and spread footing support is appropriate for this project. However, the existing landslide debris underlying the site is expected to consist of a variable mixture of soft silty clay and loose silty sand, with significant amounts of organic matter potentially present in some locations. When loaded by a structurally loaded foundation for the first time, these materials will settle. For conventional strip or spread footings placed over areas inside the house footprint that have not previously been loaded, consolidation settlements of about 1 inch could potentially occur. In addition, where significant amounts of organic matter may be trapped within the slide debris, long-term biodegradation settlement, approaching 1 inch over a 30-year design life, is possible. These differential settlements can cause concrete and plaster cracking, floors to go out of level, and distortion of window and doorway openings. It should be noted, however, that this type of soil movement is not related to slope instability and associated deformations. In consideration of the foregoing, we recommend all new strip and spread footings be proportioned for an allowable soil bearing pressure of 1,000 pounds per square foot. This is a very conservative design value and is intended to ensure no localized increase in soil bearing pressure compared with original (current) conditions. This notwithstanding, differential 2009-148 Report 5 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 foundation settlements of up to 1 inch within one year of completion of construction, should be expected; particularly across areas where structural members are supported by a combination of new and existing foundation elements. Over the next 30 years, additional differential settlement of up to 1 inch may occur. Accordingly, we recommend that provisions be made in design of the foundation system to permit future re -leveling to occur. If this approach and settlements of this magnitude are not acceptable, we should be contacted to provide alternative foundation recommendations. 3.3.2 New Basement Walls Low retaining wall structures will be required in the interior of the crawlspace to facilitate the grade change from existing crawlspace to new/deepened garage/shop area. We recommend all such walls be designed based on an equivalent lateral fluid pressure of 55 pounds per cubic foot. This unbalanced earth pressure can be resisted by passive soil pressure and friction on the buried portions of the cast -in -place concrete wall footings. We recommend an allowable passive pressure of 200 pounds per cubic foot and an allowable friction value of 0.35 be utilized in design. These values are conservative and include factors of safety of greater than 1.5. 3.3.3 Foundation Subgrade Verification During construction, all foundation subgrades should be evaluated by a qualified and experienced geo-inspector or geotechnical engineer before formwork and rebar is placed. Any subgrade areas that are loose/soft should be re -compacted, and any areas that are soft/wet or otherwise unsuitable, should be removed and replaced with crushed rock. The depth and extent of removal and replacement should be determined by the geo-inspector or geotechnical engineer. 3.3.4 Temporary Excavations Excavations in the crawlspace will be up to several feet deep. State and Federal law requires any temporary excavation exceeding four (4) feet in depth to be sloped or shored. The existing near - surface material expected in the crawlspace excavations consists of Type C Soil, as defined in Washington Administrative Code (WAC) Chapter 296-155 Part N. Temporary cuts over four (4) feet deep in Type C Soil should be sloped at 1.5H:1 V (horizontal:vertical). 3.3.5 Structural Fill Materials and Compaction All new foundation and retaining walls should be backfilled with imported clean, freely -draining sand and gravel meeting the specifications for Gravel Backfill for Walls, described in Section 9-03.12(2) of the 2010 WSDOT Standard Specifications. All wall backfill - and any other structural backfill - should be compacted to 95 percent of the Modified Proctor maximum dry density as determined by test method ASTM D 1557. 2009-148 Report 6 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 The existing on -site material likely has high silt/clay content. Such materials are moisture sensitive, difficult to compact, and not freely -draining, and therefore unsuitable for foundation wall backfill. The on site material excavated from the crawlspace area can be spread out in non- structural landscaping areas in a thickness not greater than 18 inches. 3.3.6 Site Drainage and Erosion Control Good site drainage measures are essential to maintain site stability. The following recommendations should be incorporated into the plans and construction protocols. We recommend the upslope sides of all exterior perimeter foundations be outfitted with footing drains. The footings drains should consist of slotted/perforated, 4-inch diameter, plastic pipe bedded in washed 3/8-inch pea gravel. The invert level of the drain pipe should be at the foundation bearing elevation. Freely draining sand or sand and gravel should be used as backfill above the pea -gravel pipe zone bedding. Filter fabric should not be used around perforated or 7 0 slotted subdrain pipe. To the extent practical, all surface water should be diverted to strategically placed catch basins and, along with downspout water, conveyed off site in a tightline. Surface and downspout water should not flow onto the ground surface below the structure or be introduced into perforated footing subdrain pipes. During construction, the Contractor should be responsible for the control of ground and surface water in the work area. In this regard, sloping, slope protection, ditching, sumps, dewatering, and other measures should be employed, if or as necessary, to permit proper completion of the work. Although there is no significant earthwork anticipated for this project, the soils in the project area are moderately to highly susceptible to erosion. Where bare soils are exposed in cuts or fill, erosion can be controlled through the judicious use of silt fences and/or straw bales. Any disturbed soil areas on the site should be seeded as soon as possible, and growth of vegetation should be encouraged. 4. CONDITIONS AND LIMITATIONS We prepared this report for Mr. Lance Nylander and his design professionals for use in design of the proposed renovations at 163411 75t` Place West, Edmonds, Washington. The conclusions and interpretations presented herein are not a warranty of the subsurface conditions. Experience has shown that subsurface conditions can vary significantly over small distances. Inconsistent conditions can occur between explorations and may not be detected by a geotechnical study. If, during future site operations, subsurface conditions are encountered which vary appreciably from 2009-148 Report 7 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 those described herein, HWA should be notified for review of the recommendations of this report, and revision of such if necessary. Our scope of work did not include environmental assessments or evaluations regarding the presence or absence of hazardous or contaminated substances in the soil, surface water, or ground water at this site. HWA does not practice in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for safety of personnel other than our own at the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein unsafe. 0.0 We appreciate the opportunity to provide geotechnical services on this project. If you have any questions or require additional information, please contact the undersigned at (425) 774-0106. Sincerely, HWA GEOSCIENCES INC. NvILLK 1� I W1 v Erik O. Andersen, P.E. Senior Ge6technical Engineer Steven E. Greene, L.E.G. Senior Engineering Geologist 2009-148 Report 8 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 5. REFERENCES GeoEngineers Incorporated, 1985, Report of Geotechnical Consultation, Property Value Appraisals and Assessments, Meadowdale Landslide Area, Edmonds, Washington, For City of Edmonds, consultant report dated February 28, 1985. HWA GeoSciences Inc. (2004), Geotechnical Report, Rockwell Property Development, 16319 75`h Place West, Edmonds, Washington, HWA report dated February 25, 2004. HWA GeoSciences Inc. (2008), Revised Geotechnical Report, 76`h Avenue West and 75`h Place West Walkway Improvements, Edmonds, Washington, HWA report dated May 30, 2008. Landau Associates, 2007, North Edmonds Earth Subsidence and Landslide Hazard Area Summary Report, Edmonds, Washington, consultant report dated March 14, 2007 Minard, J.P., 1983, Geologic Map of the Edmonds East and part of the Edmonds West Quadrangles, Department of the Interior, United States Geological Survey, Geologic Map MF-1541 Roger Lowe Associates Inc., 1979, Final Report, Landslide Hazards Investigation, Meadowdale Area, Edmonds, Washington, for the City of Edmonds, consultant report dated October 16, 1979. Smith, M., 1975, Preliminary Surficial Geologic Map of the Edmonds East and Edmonds West Quadrangles, Washington, Washington Department of Natural Resources, Geologic Map GM-14. 2009-148 Report 9 HWA GEOSCIENCES INC a BASE MAP: CITY OF EDMONS LIDAR r•rT.i ter- rr% "IOIVDS NOT TO SCALE VICINITY MAP DRAWN BY M "" " Nylander Residence Renovation CHECKED BY -1A- HWAGEOsaENCES INC. 16411 75th Place West DATE PROJECT NO. Edmonds, Washington 03.26.10 2009-148-21 REV 00 EFK X/X/)OC S and N JAd fl `� %D Iw'63 UN .��;,;, �x NOW Oe lx W Oa Z O Q Z DRILLING COMPANY:, Environmental Drilling Inc. LOCATION: See Figure 2 DRILLING METHOD: Hollow Stem Auger DATE STARTED: 10/25/2007 SAMPLING METHOD: SPT Auto Hammer DATE COMPLETED: 10/2512007 SURFACE ELEVATION: feet LOGGED BY: D. Coltrane v 0� w12 w J_ J O m z Z tt7.6 to I- z O In 0 a El (0 � DESCRIPTION ii 8 O 0 'M Medium dense, olive brown to Ught brown, silty fine SAND with gravel, moist. S. [FILL] S-1 4-9-9 5 S-2 5-6-10 .' ML — Medium dense to dense, olive brown, silty SAND to sandy 8-3 5-8-15 SM SILT, with fine SAND seams, moist. Oxide mottling in seams of fine SAND. 10 [COLLUVIUM] 8-4 1146-16 CL Grava d ilingfromADoii.5feetBCS,------_ ML Very stiff, gray to olive gray, silty CLAY with seams of gray S-5 7-9-13 silty fine SAND, moist. SILT has organic smell. [COLLUVIAL BLOCKS] 15 S-6 4-6-10 SP Loose, ..— - i N gray, poorly graded, fine to medium SAND with slit and trace One gravel, moist to wet. 20 S-7 2-3-7 25 Drilling_ became_ hard at 25 26 feet B_GS. — S-8 6-12-23 ~� ML Hard, olive gray to olive brown, laminated SILT, moist• S-ea 30 KMedi-------------------- um dense, gray, silty fine SAND, wet. S-9 7-1212 Boring was terminated at 31.5 feet below ground surface. Minor ground water seepage was encountered during the exploration, but there was no standing ground water in the 36 hole after the auger was removed. 40 —' For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and/or locations. Standard Penetration Test (140 lb, weight, 30" drop) ♦ Blows per foot 0 10 20 30 40 50 0 20 40 60 80 Water Content ("/o) Plastic Limit F---0 Liquid Limit Natural Water Content BORING: 75th-76th Walkway,, Improvements Meadowdale W� (q)000) BH-3 PAGE: 1 of 1 nWAULUU BIL15INC. Edmonds, WA • PROJECTNO: 2006-171-21 FiGmin BORING 2006.17121.GPJ 11f15/07 100 10 25 DRILLING COMPANY: HWA Geosclences Inc. • SURFACE ELEVATION: t feet DATE STARTED: 10/8/2007 DRILLING METHOD: Hand Bucket Auger DATE COMPLETED: 10/8/2007 SAMPLING METHOD: GRAB LOGGED BY: D. Coltrane LOCATION: Sea Figure 2 E 1 4 I ti 1 6 1 7 8 DESCRIPTION SM Loose, very dark brown, silty SAND with organic material, molst. [TOPSOIL] Loose, light yellowlsh brown, gravely SAND with slit SM andcobbles. Moist (RECESSIONAL OUTWASH] Loose, verylight yellowish brown, slily, gravely SAND. Sand SM Is fine, gravel Is coarse. Soil becomes less gravely below 3.0 feet, moist. .4 Hand hole was terminated at 6.0 feet below surface level. No ground water seepage was encountered during exptoratlon. fii w Z U to C aw a w Z :O O $ ta7 a 0 S•2 NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indlc4tive of other times and/or locations. 1 • 2 3 4 i 6 8 7 Water Content (%) Plastic Limit Liquid Limit Natural Water Content 76th-76th Walkway improvements. HAND HOLE: HH-5 Meadowdale W� gyp$ • � PAGE: 1 of 1 HMGEOSCIENCES INC. Edmonds, WA PROJECT NO.: 2006-171-21 FIGURE: FiANDHOL 2008-17121.GPJ 11116/07 DRILLING COMPANY.. HWA Geosctences Inc. SURFACE ELEVATION: t feet DATE STARTED: 10/8/2007 DRILLING METHOD: Hand Bucket Auger DATE COMPLETED: 10/612007 SAMPLING METHOD: GRAB LOGGED BY: D. Coltrane LOCATION: See Figure 2 co S c4 J J N m N 0 —1 rT r rr- 1 2- 1 3- 1 4- 1 5- 1 6- 1 7— I e- DESCRIPTION Loose -medium dense, light alive gray, sandy SILT with organics. Soil was clumpy with some debris, moist. [COLLUVIUM] Soft, Ilght olive gray, silty CLAY. Chunks of silty sand, pteccs 1 of wood, and roots, moist. CL Loose, light gray to yellowish brown, silty CLAY, moist ML Hand hole terminated at 6.5 feet below surface level. No ground water seepage was encountered during exploration. W w w to v = t�i �i g n U iril off. o5a. � O CW7 0 S-1 0 S-2 0 S-3 NOTE: This log of subsurfacb conditions applies only at the specified location and on the dale Indicated l and therefore may not necessarily be Indicative of other times and/or locations. . 1 2 3 4 8 7 a Water Content (°h) Plastic Limit F--" Liquid Limit Natural Water Content HAND HOLE: 75th-76th Walkway Improvements HH-6 1 Meadowdale �� �Ob> G G'�SINC. Edmonds, WA PAGE: 1 of , HWA,. EOSCIEN PROJECT NO.: 2006-171-21 FIGURE: HANDHOL 2008-i71-21.GPJ 11115107 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 108.60 feet DATE STARTED: 1212212003 DRILLING METHOD: Hollow Stem Auger - Slmco DATE COMPLETED: J212212003 SAMPLING METHOD: SPTw/rope and calhead LOGGED BY: E. Andersen LOCATION: Southeast Portion of Site w .. Standard Penetration Test,to ' o V (140 lb. weight, 30" drop) . Z ¢ ♦ Blows per foot O (L � � O i a 0 D DESCRIPTION D O 0 10 20 30 40 60 Q V o ML Medium stiff, gray brown, sandy SILT, moist. Organics and 8-1 3.4-13 ' 0 OL wood noted. Concrete debris at 1.6 feet. WILL S-2 1-2-3 Medium stiff, brown, organic SILT, moist. Occasional gray 5 — silt with organics. N S-3 5-7-7 S (SLIDE DEBR15� SM Very loose to loose, brown and gray, slily, fine SAND, moist. !GSA 1-2-2 O . d 1773 SIII and clay lenses noted. Jumbled matrix. Organics and W 10 5 wood Holed, l� S 2-2-2 Q 10 • � S-$ 1-1-2 C- ♦ i � 15 ',( 8-7 . 2-2-3 '� 15 Becomes wet. 8-8 3-2-3 20 CL Medium stiff, gray, lean CLAY, moist. Roots noted. j� 8-9 2-3-5 '� i 20 SC '. ?4�St:sJaln li?gi)iIpa n9iq0....................................• Looselmedlum stiff, silty SAND to sandy CLAY, moist. $40 3-24 Jumbled matrix of silt, sand and clay. Organics and wood c i 25 noted. Single piece of gravel noted. Ii 5-11 2-3-4 r 25 ML Medium stlffllcose, dark brown, organic SILT to silly SAND, S 12 3 6 3 A:0 wet. Jumbled matrix with clay. Wood noted. 30 �S-13 2-1-2 �' CL Medium stiff, gray, lean CLAY, moist, Jumbled matrix with 5•14 2-5-5 A silt and sand noted. Organics and wood noted. I 35 IVIS-15 2-1-3 35 III( S-16 2-4-5 40 S-17 3-3-4 i w• i i" 40 "U S-18 2-44 45 IVS-19 2-3-4 45 50 Hard, dark brown SILT, moist Finely laminated. 20A 8-12-16 AL l—: I- lWlzATHE�FD WlilDBEXF4a.MA71QH1........ 't-20B Hard, dark grey, fat CLAY, moist. Finely laminated. lWHIDBEY FORMATIO = 55 55 Total depth = 51.5 feet. 1-Inch PVC monitoring well Installed. 60 0 20 40 60 80 100 50 .For.a proper understanding of the nature of subsurface conditions, this Water Content(%) exploration log should be read in conjunction with the text of the Plastic Limit 1 0--t Liquid Llmil geotechnical report: Natural Water Content NOTE. This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other limes and/or locations. G: ROCKWELL PROPERTY / BORING: 16319 75TH PLACE WEST �`�� HWAGEOSCIENCESINC, EDMONDS, WASHINGTON PAGE: 1 of PROJECT NO.: 2003174 FIGURE: PZO 2003174.GPJ 2124104 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 98.80 t feet DATE STARTED: 12/2212003 DRILLING METHOD: Hollow Stem Auger- Slmco DATE COMPLETED: 12123/2003 SAMPLING METHOD: SOT w/rope and cathead LOGGED BY: E. Andersen LOCATION, Southwest Portion of Site DESCRIPTION Medium stiff, gray brown with red mottling, sllghtly fine sandy SILT, moist. Trace organics. Jumbled matrix. [SLIDE DEBRIS] 61 U z g � z N o 01- CL o a O u¢i CC) 0 S-1 1nS2 2-3-3 2-2-3 10 ML ..................................................................... Medium stiff, gray, flne sandy SILT, very moist. Occasional 14 8-3 3-3-5 wood fragments. 16 CL ................................................ .... Medium stiff, gray SiLT to lean CLAY, moist. Occasional S4 3-2-4 ML fine, oxidized reddish brown sand. Jumbled matrix. 20 ML ....................................................... Stiff, gray SILT, moist. Inclined slickenslde noted. Jumbled _ S - 5 5-7-9 matrix. Very silly One sand In sampler lip (8-5). 25 SM .............................................................. ...... Medium dense, brown gray to gray, very silty, fine SAND, VV S•6 5-7-7 wet. Organics noted: Steeply Inclined tens of compressed wood noted. 30- SP ............................ ............................... Medium dense, dark gray, One to medium SAND, wet. ;S-7 8-71-12 Heave at 30 feet. 35 MH ........................................ ... Hard, dark gray with olive brown lenses, SILT, moist. Finely t110"A 9-13-19 laminated. Possible Intact block of slide debris S 8B 40 OH ........................... ............... . Finely .... , moist . . . gray io dark gray . . , fat . . CLAY . . , olive ..... stiff . . .Very. . IN S-9 9-9-12 laminated. Abundant black organic debris In top 3 inches of CH S 9. Hard, dark gray, fat CLAY, moisL Finely laminated. 45 [WHIDBEY FORMATION] �'8-10 7-1347 AL Total depth = 40.5 feet. 60 Sol) becomes wet below approximately 26 feet during driliing. 55 60 --J For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the .geotechnical report. NOTE: This log of subsurface conditions applles only at the spedfied location and on the date Indicated and therefore may not necessarily be Indicative of other times and/or locations. HWAGFASCIENCES ING ROCKWELL PROPERTY 16319 75TH PLACE WEST EDMONDS, WASHINGTON M Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot 9 10 20 30 40 60 '0 3. .j. .K .j. ............... 10 �• ;�• 15 i• i• . . 20 •I. •1• •.. •i• •i• j. . �i • 25 i. ;. 4f.... -A-; 30 .i. ... .r. .j. .j. !• .j. .j. .;. .... .j. i- i e* 35 ... 45 �• .............. �. .1. 50 .j..... j.... i. .j. 65 .. .i. j. i.... an 0 20 40 60 80 Water Content (%) Plastic Limit f --0—{ Liquid Limit Natural Water Content BORING: BH-2 PAGE: 1 of 1. 7uu N PROJECT NO.; 2003174 FIGURE: BORING 2003174.GPJ 2124104 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 03.20 f feet DATE STARTED: 12123/2003 DRILLING METHOD: Hollow Stem Auger - Simco DATE COMPLETED: 12/23/2003 SAMPLING METHOD: SPT wlrope and cathead LOGGED BY: B. Hawkins LOCATION: Northwest Portion of Site to w w v Standard Penetration Test v pow. T _ (140 lb. weight, 30" drop) z _ +�� !g~ • Blows per foot to a s w Nto DESCRIPTION rn w o..r a rn 0 1.0 20 30 40 50 o: 0 SM Loose, mottled red brown and gray, silty, fine to medium 0 SAND, moist. Wood•debris and organics noted. Some clay mixed in sample and sand lenses noted. 5 [SLIDE DEBRIS] S-1 2-2-2 c �..;. r. 5 CL Medium stiff, dark gray with oxidation stains, clayey SILT to silly CLAY, moist. Sand lenses noted. Wood debris and : 10 organics noted. IV S-2 2 3-4 10 15 Slickensides noted in clay. Abundant black organic S 3-5-5 t 15 '44f(g49.Q0trQp]snoted:...... ....... SM Loose, dark gray, silly, fine to medium SAND, wet. Trace organics. 3•inch clay lens observed in middle of S-4. . 20 20 S 4 2-3 3 S— 25S-5A Grades less silly. From 26 to 26.26 feel, mostly wood 335 25 CL'XQp9�@f4tl,.th@ItgnangQ�,tQclay: ... ... 35B Medium stiff, dark gray, silty CLAY, moist. Trace organics SP :rtpled,.�j4.pFdSling obse.ed,: _ �' 30 30 Medium dense, dark gray. One to coarse SAND, wet. Trace' j �S-6A 7-742 SM ' Wt?Qd�.�P.PrPlSilt��telY.i.tgot hga�fQ Qi0 f@61.................... S-6B Medium dense, dark brown, silty SAND to sandy SILT, wet. Finely laminated with organics and wood. Silver particles 35 CH ice ed. S-7 6 918 �. 35 Very stiff, dark gray, fat CLAY, moist. Finely laminated. [WHIDBEY FORMATION] 40 S-e 9-10-10 AL I' 40 Total depth = 41.6 feet. 45 1-inch PVC monitoring well Installed. 45 50 i 50 65 • r 55 60 For a proper understanding of the nature of subsurface conditions, 0 20 40 60 0p 100 this 60 exploration log should be read in conjunction with the text of the watereontent("�a) Plastic Limit t•-0--i Liquid Limit geotechnical report. Natural water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated ' and therefore may not necessarily be Indicative of other times andlor locations. BORING: ROCKWELL PROPERTY /��� Q, BH-3 1 16319 75TH PLACE WEST }iW A C �+4PAGE: 1 of 1 NA.GrEOSCIENCESINC. EDMONDS, WASHINGTON PROJECT NO: 2003174 FiGURE-- _ f PZO 2003174.GPJ 2124104 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 104.90 t feel DATE STARTED: 12/23/2003 DRILLING METHOD: Hollow Stem Auger- Simoo DATE COMPLETED: 12124/2003 SAMPLING METHOD: SPTw/rope and cathead LOGGED BY: B. Hawkins LOCATION: Northeast Potion of Site 5 10 15 20 25 30 35 40 45 50 55 Lu w0 of W r a � coto z m � ° O DESCRIPTION 3M Loose, dark gray, silty sand to silly clay, moist. Woodforganlcslroots noted. [SLIDE DEBRIS] M S-1 4.3-3 CL Soft, dark gray CLAY, moist. Slickensides noted. Wood debrislorganlcs noted. KA S-2 2-2-2 ML Looseimedium stiff, dark gray to olive gray, ilne sandy SILT SM to silly, line SAND, moist. Clay lenses noted. Sample Jumbled mix of sand, slit and clay. Abundant organics/wood ;pl S-3 3-4.5 lenses noted, .,....... ML ......................., ..san...dy . y—....SILT...to.....silly..SA.... ,D gray Loose/med(um stiff, dark N • SM wet. Abundant organicstwood lenses noted. S-4 244 Loose/medium stiff, dark gray, silly, clayey, fine SAND to . S-5 3-5-5 sandy SILT to silly CLAY, wet. Slickensides noted. Sample Is a Jumbled mix of sand, slit and clay. Wood and organics noted. Medium donee, dark gray and olive brown, silty, fine SAND i�S-6A 5-5.7 to as d SIL wet iI lenses t br wn or anics o ed. S-6B Very stiff, dark gray, fat CLAY, moist. Some orgaincs noted. Finely laminated. [WHIDBEY FORMATION] S-7 6-9-13 .................................................................. Hard, dark gray, fat CLAY, moist. Finely laminated. 8-8 7-10-13 Slickensides observed In S-8. Total depth = 46.5 feel. Soil becomes wet below approximately 20 feel during drilling. M 8-9 10-14-21 AL 60 —J For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other limes and/or locations. 29 0 20 40 60 80 Water Content (Ste) Plastic Limit 1-4---I Liquid Limit Natural Water Content BORING: ROCKWELL PROPERTY BH-4 16319 75TH PLACE WEST �W A (AIDO4 PAGE: 1 of 1 HWAGEOSCI as INC. EDMONDS, WASHINGTON PROJECT NO.: 2003174 FIGURE: Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot 0 10 ' 20 30 40 50 O ,. •i• ............................. ,. .i. .•i. .j. .i. .. .i. ... j..i...�. .i. ..��t. .!. .i. .i. .i. .j. .;. ,i. .;. .i. .i. ............... ;-A- i. ;. i• .i. .�. W.................j. .;. .i�. .�. .i. .i. i. .i. 1• i• ;. i. i. i• i. .;. •i• i• •i• .i• �. ;. t_.-60 100 5 10 15 25 30 55 BORING 2003174.GPJ 2/24104 HWA GEOSCIENCES INC. Geotechnical & Pavement Engineering • Fhclrogeology • Geoenvironnrerttal • Planning & Permitting • Inspection c Testing August 17, 2010 HWA Project No. 2009-148-21 Lance Nylander c/o Dungeness Gear Works 12800 Highway 99 South Everett, Washington 98204 Subject: GEOTECHNICAL ADDENDUM LETTER Nylander Residence Remodel 1641175th Place West Edmonds, Washington RESUB SEP 22 2010 References: ' Geotechnical Report, Nylander Property Remodel, 16411 75th Place West, Edmonds, Washington, by HWA GeoSciences Inc., dated March 26, 2010. Geotechnical Hazard Identification /Declaration and Mitigation Statement of Risk, Nylander Residence Remodel, 16411 75th Place West, Edmonds, Washington, by HWA GeoSciences Inc., dated June 3, 2010. Geotechnical Peer Review for Earth Subsidence and Landslide Hazard Area — PRE2010-0010, Nylander SFR —16411 75th Place West, Edmonds, Washington, by Landau Associates, dated July 26, 2010. Dear Mr. Nylander; As requested, we have prepared this geotechnical letter as an addendum to our above - referenced geotechnical report and geotechnical declaration letter. This letter is intended to address the geotechnical peer review comments by Landau dated July 26, 2010. Landau noted on page 2 of their, peer -review letter that our "geotechnical report provides a reasonably comprehensive evaluation and discussion of site conditions and risks...." However, on page 3 and 4 of their peer review letter, Landau recommended that we more specifically address the requirements of ECDC 19.10.030 D and 19.10.030 H 6, and that we "review the City files for any additional landslide information and re-evaluate the geologic hazard posed by a potential landslide upslope of the subject property." This addendum is intended to address Landau's recommendations. RECEIVED BY AUG 18 2010: CG ENGINEE"NG 21312 30th Drive SE Suite 110 Bothell, WA 98021.7010 Tel: 425.774.0106 Fax: 425.774.2714 www.hwageo.com August 17, 2010 HWA Project No. 2009-148-21 The subject property is situated within the landslide complex and it is near the base of the very steep slope, the top of which demarcates the approximate scarp of the Meadowdale Landslide Complex. From time to time, slides originate within the landslide complex. Such slides can originate near the top of the very steep slope within the scarp area as ground failure in material that has not previously failed; or can originate further down from the top of the slope as ground failure in.previously failed material. Typically, these slides are relatively small and shallow. However larger and deeper slides are possible. In general, these slides are more likely to occur in the winter months after several days or weeks of wet weather. Once these slides mobilize, depending on the degree of saturation of the sliding mass, these slides may take the form of highly mobile debris flows. The debris flows can bring trees and vegetation down along with the saturated soil. These debris flows can move very quickly and can run out a long distance before coming to rest. The subject house is potentially susceptible to being struck by a debris flow, which could damage the house. In an extreme event, a large slide could injure or even kill the occupants of the house. These risks are not unique for the subject house; practically all of the existing houses along the upslope side of 75th Place West in the immediate vicinity of the subject lot share this risk. Despite the fact that at least two documented slides have originated on the steep slope above the subject lot, we are not aware of any slides that have come down and hit the subject house in the 70+ years the house has existed. This may suggest that the topography of the slope is' such that debris flows are unlikely to run down toward the house. On the other hand, it could'be argued that, statistically, the subject house is at an increased risk of being impacted by a debris flow.. To reduce the risk of a slide hitting the house, it would be possible to design and install a debris catchment wall along the back (east) side of the house. A catchment wall might consist of soldier piles (wide flange steel sections) and lagging (either timber or concrete), with -a free-standing stickup or catchment height of 3 to 5 feet above existing grade. Given the difficult site access and weak soils that the wall would be embedded in, the construction cost for such a wall would probably run around $150 per square foot of exposed height. For a soldier pile and lagging wall with 5 feet of exposed height and about 120 feet long (600 square feet of exposed face), the construction cost would approach $90,000. Including design, permitting, and ancillary expenses the catchment wall may cost more than $100,000. It may be possible to install a somewhat less expensive catchment wall, such as lashed -together concrete jersey barriers and ground anchors, or a Brugg-style slide barrier fence. We have discussed these concepts with Mr. Nylander. 2009-148-21 Geotech Addendum Letter 1 2 HWA GEOSCIENCES INC. August 17, 2010 HWA Project No. 2009-148-21 HWA has had opportunity to either work on or to inspect the three properties to the immediate north of the Nylander property (i.e., 16319, 16315 and 16311 75 h Place West). None of these homes are equipped with catchment walls or slide barrier fences. We have not had opportunity to inspect the two properties to the immediate south of the subject house; as such we are not aware whether either of these lots is equipped with any type of slide catchment wall or fence. However, in our opinion, the risk of a debris flow hitting the Nylander property is no greater than the risk of one hitting any of these five adjacent properties. While installing a catchment wall would reduce risk of damage or personal injury, we do not consider it mandatory to require such a catchment wall to be installed. Similar to any other potentially hazardous and possibly life -threatening situation that an individual may choose to expose themselves to, we feel it should be a personal decision to choose to live in a house within an active landslide hazard area. We have discussed the situation with Mr. Nylander and he is aware of the potential risks of slides and debris flows impacting the house. We understand further that at this time, Mr. Nylander does not wish to install a catchment wall as part ofthis project. An email message to this effect from Mr. Nylander, dated August 11, 2010, is attached for the record. W We trust the foregoing is satisfactory for your current needs. However, if you have any questions or require additional information, please contact the undersigned at (425) 774-0106. We appreciate and thank you for the opportunity to provide geotechnical engineering assistance on this project. Sincerely, HWA GEOSCIENCEs INC. 3 Erik O. Andersen, P.E. Senior Geotechnical Engineer, 2009-148-21 Geotech Addendum Letter 1 3 HWA GEOSCIENCES INC. Page 1 of 2 Erik O. Andersen From: Lance Nylander [lance_nylander@msn.com] Sent: Wednesday, August 11, 2010 1:51 PM To: Erik 0. Andersen; dennist@cgengineering.com, Cc: grego@cgengineering.com; Steve E. Greene Subject: RE: Nylander Geotechnical Comments Hello Eric, As per our phone conversation, I am a where of the surface slides on or near my property that were most likely caused by the ground disturbance from when the City of Edmonds put the storm drainage system across my property in the late 1980's. I want to confirm. -that I•am aware of the risk of possible surface slides, and at this1ime it is cost prohibitive for me to consider some type of surface slide containment wall, let alone how ugly it would be. Thanks! Lance A. Nylander Subject: RE: Nylander Geotechnical Comments Date: Wed, 11 Aug 2010 08:58:05 -0700 From: EAndersen@hwageo.com To: DennisT@cgengineering.com CC: lance_nylander@msn.com; GregO@cgengineering.com; SGreene@hwageo.com Hi Lance -- we need to have this discussion: As we discussed in your report, there is a potential for slides to develop along the steep slope above your house. Landau noted in their July 26, 2010 peer review comments that one such slide occurred in late 1996, it came to rest on (and probably damaged) the garden shed on your property. There is a potential that a similar slide could occur on the steep slope above your house; the slide debris torrent, which will contain mud, rocks, trees, etc. could hit the house. The impact of this debris torrent could damage the house, or worse, could injure or even kill the inhabitants. There is also the possibility that a slide could come down and damage your landscaping or any ancillary structures/improvements not connected to the house. There are ways to reduce this risk: one way is to build a slide catchment wall upslope from the house. This would typically consist of soldier piles and lagging, similar to what was constructed along 75th Place West, however the wall would have a free-standing height (stickup) of 3 to 5 feet above the existing ground surface. When slides come down off the hillside, they would be mostly retained, by the wall. If this ever happened, you would need to go behind the wall, remove all the debris, and restore the free-standing catchment area. Please confirm that you are aware of the issue and the risks. Let us know if you would like to consider installing such a wall. Erik O. Andersen, P.E. Senior Geotechnical Engineer HWA GeoSciences Inc. 21312 30th Drive SE, Suite 110 Bothell, WA 98021-7010 Office: 425.774.0106 (extension 251) Cell: 206.794.3114 From: Dennis Titus [ma ilto:Den nisT@cgengineering.com] 8/17/2010 Page 2 of 2 Sent: Tuesday, August 10, 2010 2:59 PM To: Erik 0. Andersen Cc: Lance Nylander; Greg Guillen Subject: FW: Nylander Geotechnical Comments Erik, I have included the comments from Landau for Lance Nylander's house. We are still waiting on the city comments. We should have them by next week. I will forward them to you when we get them. I can take care of the civil comments pretty easy and can update our site plan if you let me know where the past slides are located. Thank you, Dennis Titus, P.E. C-NGINGERING P: 425.778.8500 1 F: 425.778.5536 250 4th Ave. South, Suite 200 Edmonds, WA 98020 www.cgengineering.com From: Umbaugh, Theresa [mailto:Umbaugh@ci.edmonds.wa.us] Sent: Tuesday, August 10, 2010 2:43 PM To: Dennis Titus Subject: Nylander Geotechnical Comments <<Geotech Peer Review Comments 1.pdf>> . Building has signed off, Please see above Geotechnical comments, Engineering and Planning Comments to follow. Thank you, Theresa M. Umbaugh Senior Permit Coordinator umbaugh@ci.edmonds.wa.us This email has been scanned by the MessageLabs Email Security System. For more information please visit http://www.messagelabs.com/email -This email has been scanned by the MessageLabs Email Security System. For more information please visit http://www.messagelabs.com/email This email has been scanned by the MessageLabs Email Security System. For more information please visit http://www.messagelabs.com/email 8/17/2010 070��.. 00�� GEOTECHNICAL REPORT Nylander Property Remodel, 16411 75th Place West Edmonds, Washington HWA Project No. 2009-148-21 Prepared for Mr. Lance Nylander March 26, 2010 HWAGEOSCIENCES INC. • Geoteclmical Etlgineering • .Hydrogcology Geoettvirontrterttal Services • :Inspection & Testing RECE'VE® JUN 2 5 2010 BUILDING DEPART MENI 4i t 11 HWA GEOSCIENCES INC. AlGeotech nical & Pavement Engineering - Hydrogeology • Geoctmironmcntal • Planning & Permitting • Inspection & Testing March 26, 2010 HWA Project No. 2009-148-21. Lance Nylander . Dungeness Gear Works 12800 Highway 99 South Everett, Washington 98204 Attention: Lance Nylander Subject: GEOTECHNICAL REPORT Nylander Property Remodel 1641175th Place West Edmonds, Washington Dear Mr. Nylander: Pursuant to your request, HWA GeoSciences Inc. (HWA) completed a geotechnical review regarding the proposed remodel of the -subject, single-family, residence in Edmonds, Washington. The results of our review are presented in the accompanying ! report.. We appreciate the opportunity to provide geotechnical engineering services on this project. If you have any questions regarding this report, please contact the undersigned at (425) 774-0106. Sincerely, HWA GEOSCIENCES INC. V. Erik O. Andersen, P.E. Senior Geotechnical Engineer 21312 30th Drive SE Suite 1'10 Bothell, WA 98021:7010 i•: i Tel 425J74 0106 ,.: 1 ­ V, www a hwgeo tom$ 4 ,,eyv�4 ry, . TABLE OF CONTENTS Pa e 1. INTRODUCTION.............................................................................................................1 1.1 SITE DESCRIPTION..........................................................................................1 1.2 DESCRIPTION OF PROPOSED RENOVATION.....................................................2 2. GEOTECHNICAL DISCUSSION........................................................................................2 2.1 GENERAL GEOTECHNICAL CONDITIONS.........................................................2 2.2 SITE -SPECIFIC GEOTECHNICAL CONDITIONS..................................................3 3. GEOTECHINCAL CONCLUSIONS, AND RECOMMENDATIONS...........................................3 3.1 GENERAL.........................................................................:..............................3 3.2 SPECIFIC HAZARDS AS DEFINED INECDC CHAPTER 19.10.........................4 3.3 GEOTECHNICAL DESIGN RECOMMENDATIONS...............................................5 3.3.1 New Foundations...........................................................................5 3.3.2 New Basement Walls.....................................................................6 3.3.3 Foundation Subgrade Verification ............................................ :.... 6 3.3.4 Temporary Excavations.................................................................6 3.3.5 Structural Fill Materials and Compaction......................................6 3.3.6 Site Drainage and Erosion Control................................................7 4. CONDITIONS AND LIMITATIONS....................................................................................7 5. REFERENCES................................................................................................................9 List of Figures (Following Text) Figure 1. Vicinity Map Figure 2. Site and Exploration Plan Figure 3. Log of HWA (2008) Boring BH-3 _ Figures 4 & 5. Logs of HWA (2008) Hand Holes HH-5 and HH-6 Figures 6 — 9. Logs of HWA (2004) Borings BH-1 through BH-4 ' . GEOTECHNICAL REPORT NYLANDER PROPERTY REMODEL 1641175TH PLACE WEST is ' EDMONDS, WASHINGTON 1. INTRODUCTION 1.1 SITE DESCRIPTION The project involves renovation of an existing old residential structure located at 16411 75th Place West in the Meadowdale neighborhood of Edmonds, Washington. For purposes of this report, we refer to project north/south running parallel to 75th Place West. The subject lot is thus bounded on the north by the vacant 164th Street SW right-of-way and on the west by 75th Place West. The existing house has been in a state of disrepair and un-occupied, for the past couple of years, after over a decade of neglect as a rental property. We un ersta�id that you purchased the house in late 2009 with intention of renovating it to serve as your primary residence. The existing structure is a single -story with a partial basement and partial crawlspace. According to the Snohomish County Assessor's office, the structure was originally built in 1936. By inspection of the currently -exposed crawlspace area, it seems that the original structure was supported on individual post -and -pier footings. It appears also as though the house has undergone a couple of renovations since original construction. By examination, the most ? obvious renovation is the relatively -recent single -car garage in the basement, and associated new continuous concrete strip foundations around this portion of the structure. There are two documented landslides that occurred in the Meadowdale area in the 1940's and 1950's. These slides are reported to have destroyed several homes in the area; however, the subject structure was clearly not one of them, nor was it apparently materially affected by these slides. Additionally, the site does not show evidence of recent land movement or foundation settlement. The exposed existing concrete perimeter strip foundation along the west wall line is not cracked and does not show evidence of differential settlement. In the fall of 2009, the City of Edmonds installed a cantilevered soldier pile wall along your western property line and the east.side of the 75th Place West right-of-way, as part of the Meadowdale Walkway Improvements Project. The wall, designated asWall 5 by the City of Edmonds, is comprised of twelve (12) W8x24 steel soldier pile elements, set in 24-inch diameter concrete shafts, on 6-foot centers. The soldier piles are embedded typically 18 feet below the r ` March 26, 2010 HWA Project No. 2009-148-21 ground surface and approximately 3 times the exposed retained height of the soldier pile wall. HWA was the geotechnical engineer of record on this Edmonds project. 1.2 DESCRIPTION OF PROPOSED RENOVATION We understand your proposed renovation includes the following elements: 1) Excavating out a portion of the existing crawlspace to create sufficient space for a second garag May and a shop area. The excavated material would be spread out and mcorporated with` -the landscaping area to the west of the house in a thickness not greater than about 18 inches. 2) gaising_themain o.Qj elevation.by roxi ately 21/2 feet to create sufficient head -space for the basement/garage expansion.'"'` 3) Replacing existing old perimeter strip foundation along the west, north, and southern wall lines with new cast -in -place strip foundations, and replacing existing interior column pier footings with new cast -in -place spread_fQotings. 4) Constructing a new utility room, and interior stairway leading down from the main floor into the expanded basement. This interior stairway/utility room addition represents an approximately 250 square foot addition on the northeastern part of the structure. The existing deck covering the footprint of this addition will be reduced in size by an equivalent amount. 5) Re -constructing the existing deck. The new deck will occupy the same area and footprint 4. as the existing deck. The new deck substructure would be supported on a series of new cast -in -place concrete spread footings. 6) Constructing an approximately 8-foot wide roof extension over the north side of the house to cover the north deck. The north end of the roof extension would be supported on three new posts; each supported on cast -in -place concrete footings. 2. GEOTECHNICAL DISCUSSION 2.1 GENERAL GEOTECHNICAL CONDITIONS The subject site is located within the North Edmonds Earth Subsidence and Landslide Hazard Area (ESLHA). Over the past three decades, detailed geotechnical engineering reports/studies regarding the ESLHA have been completed by others including Roger Lowe Associates (1979), GeoEngineers, Inc. (1985), and most recently, by Landau Associates (2001). The Landau study is the most current and it is referenced by City Ordinance #3632. HWA has reviewed this report. 2009-148 Report 2 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 The location of the subject lot is within "Zone B" of the North Edmonds ESLHA, which was described by Landau (2007) as: (-1 "This zone includes the majority of the landslide mass or complex. Soils in this area are typically disturbed, although blocks of intact soil may be found within this zone. Localized small-scale failures occur in this zone from weak soils and localized ground r water conditions. Large-scale sliding of the complex has the potential to affect this ij l: _A zone " 2.2 SITE -SPECIFIC GEOTECHNICAL CONDITIONS As indicated previously, HWA recently complete d„geotechnical„anvestigations�along 75Place. West for the Meadowdale Sidewalks Project-(UWA,.2.00.8),Aand,prior to that on the next residential parcel to the north at„16319 75th„ Place West(HWA, 2004). These investigations included machine drilled borings and hand borings. All of these explorations extended more than6 feet below foundation level of the existing structure. A site map showing the locations of the recent nearby HWA explorations is presented in Figure 2. Logs of these borings are presented in Figures 3through 9. Based on our previous nearby borings and our general site knowledge, site subsurface conditions -, can be characterized as follows. Below a thin veneer of topsoil and reworked on -site soils, the site is underlain by old landslide debris colluv__ium) coming of a jumbled mixture of sand, silt, _ and clay, with variable amounts of gravel. Logs,twigs, and other organic m, matter e ruse. nt-m varying amounts and at variable locations within the slide debris.,..The collu-vium.is expect d to { be in excess of 3.0_feet _thick at the, site location. Below the. colluvium,_nat Lq;�glacial deposits rof the Whidbey Formation, consisting of stiff to hard silt and clay, exist. ' = Ground water seepage is expected to be seasonally present at variable depths within the colluvium. Ground water tends to flow more readily through the more permeable zones in the colluvium. 3. GEOTECHINCAL CONCLUSIONS AND RECOMMENDATIONS 3.1 GENERAL Technical issues that we have considered in association with the proposed renovation include: localized slope instability, large-scale slope instability, risk to public safety, and risk to private/public property.Hazards that have been considered include encroaching landslide materials, ground failure in materials that have not previously failed, and ground failure in materials that have previously failed. 2009-148 Report 3 HWA GEOSCIENCES INC March 26, 2010 'c .J HWA Project No. 2009-148-21 The original structure has existed for nearly 75 years. While reports indicate that other homes within the North Edmonds ESLHA were extensively damaged or destroyed in landslides of the 1940's and 19.50's, this structure remains in reasonably good condition. As a result of construction of the soldier pile wall along the west property line, the risk of localized small-scale slope instabilities on Lot 5 is further reduced. In our opinion, t�heproposed.impromements will involve ,minimal changesm loading conditions on the site. Up to a few feet of soil will be removed from a portion of the crawlspace area and this excavated soil will be thinly distributed in landscaped areas across the western portion of the site. The redistribution of load to the lower slope area should, if anything, improve the stability rather than reduce it. The proposed 8-foot wide roof extension over the existing northern deck area represents a very slight increase in loading, and this will occur at three discrete points rather than wide -spread areas. Similarly, the new utility and stairway addition represent a small increase in loading compared to the weight of existing deck that will be demolished to accommodate this expansion. Existing deck footings consist of 8- and 12-inch square pre -cast concrete piers set directly on the ground surface. All new deck footings will be 16-inch square cast -in -place concrete footings. Similarly, existing 8- to 12-inch wide perimeter strip footings will be replaced with wider cast - in -place strip footings. As a result of these foundation replacements, the foundation bearing pressure applied locally to the ground will be substantially less than what is currently applied. Taken as a whole, it is our professional opinion that the proposed structural modification/improvements represent an insignificant change in loading conditions on the su Ject site. Unlike other sites in the North Edmonds ESLHA that are being considered for new construction, this site has demonstrated relative stability for decades under current development conditions, and the proposed improvements will not materially alter existing conditions in an adverse context and will not decrease the stability of the site. 3.2 SPECIFIC HAZARDS AS DEFINED IN ECDC CHAPTER 19.10 For permitting purposes, certain geological hazards must be addressed in a geotechnical report related to a proposed site development such as proposed and described above. These are discussed in the following sections. Hazards from localized slope instability: There are no significant changes in site grading; thus, the proposed renovation will introduce no new hazards due to localized slope instability. As discussed above, it may be argued that the redistribution of load to areas lower on the slope would tend to improve stability of the building footprint proper. Moreover, because of the soldier pile wall construction along 75th Place West in front of the structure, risk of impact due to localized slope instability, at least in the vicinity of the wall, have been minimized 4 HWA GEOSCIENCES INC 2009-148 Report - March 26, 2010 HWA Project No. 2009-148-21 ✓�zards from large-scale slope instability: The entire Meadowdale neighborhood is underlain by slide debris material. All of the public and private properties in the subject area (the subject lot and adjacent residential lots, 75t' Place West, the City Park, etc.) are theoretically susceptible to a re -activation of large-scale landsliding along the original landslide rupture surface. Based on site -specific borings, laboratory testing, and slope stability analyses performed by the undersigned professional geotechnical engineer for the nearest residential site to the north (at 16319 75t' Place West), it is our conclusion that the probability of large-scale slope instability is less than 30 percent in 25 years. The proposed renovation will have no effect on the stability of the site in a large-scale context. ,,.-Risks to Public Safety: Because this project is a renovation and not anew site development, there is no -significant site grading or earthwork associated with the project. From a geotechnical standpoint, the work poses no risk to the public. 'Risks to adjacent Public/Private Property: This renovation presents no risk to adjacent properties. All of the work being undertaken is within the footprint of the existing structure. Since the work presents no risk to the subject property, there is no risk to the adjacent properties. 3.3 GEOTECHNICAL DESIGN RECOMMENDATIONS I r 3.3.1 New Foundations The exxistuig stn___�p foot ngslalong the east and southern portions of the structure appear to be n ri _Roo condition and are proposed to remain in place. New foundations are planned along the ' north and western perimeter of the structure and within the crawlspace/basement area. In our opinion, conventional strip and spread footing support is appropriate for this prr9jgt,, However, the existing landslide debris underlying the site is expected to consistmof a variable mixture of soft siltyclay and loose silty sand, with significant amounts � o anic matte potentially resent y tY �g �g p Y p r in some locations. When loaded by_ a structurally loaded foundation for the first time, these materials will settle. For conventional strip, or sprea�.� d footings_ placed_over areas inside the house footprint that have not previously been loaded, consolidation settlement&of..aboutj inch could potentially occur. In addition, where significant amounts of organic matter may be trapped - within the slide debris, long-term biodegradation settlement, approaching 1 inch over a 30-year design life, is possible. These differential settlements can cause concrete and plaster cracking, floors to go out of level, and distortion of window and doorway openings. It should be noted, however, that this type of soil movement is not related to slope instability and associated deformations. In consideration of the foregoing, we recommend all new strip and spread footings be proportioned for an allowable soil bearing, pressure of 1,000 pounds per square foot. This is a Ji very conservative design value and is intended to ensure no localized increase in soil bearing pressure compared with original (current) conditions. This notwithstanding, differential _-� o o 2009-7.48 Repoli 5 H WA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 foundation settlements of up to 1 inch within one year of completion of construction, should be expected; particularly across areas where structural members are supported by a combination of new and existing foundation elements. Over the next 30 years, additional differential settlement of up to 1 inch may occur. Accordingly, we recommend that provisions be made in design of the foundation system to permit future re -leveling to occur. If this approach'and settlements of this magnitude are not acceptable, we should be contacted to provide alternative foundation recommendations.' c-? 3.3.2 New Basement Walls Low retaining wall structures will be required in the interior of the crawlspace to facilitate the grade change from existing crawlspace to new/deepened garage/shop area. We recommend all such walls be designed based on art equivalent.lateral fluid pressure of 55 pounds per cubic foot. This unbalanced earth pressure can be resisted by passive soil pressure and friction on the buried portions of the cast -in -place concrete wall footings. We recommend an allowable passive pressure of 200 pounds per cubic foot and an allowable friction value of 0.35 be utilized in"'"� design. These values are conservative and include factors of safety of greater than 1.5. 3.3.3 Foundation Subgrade Verification r" ? During construction, all foundation subgrades should be evaluated by a qualified and experienced geo-inspector or geotectimEM enineer before formwork and rebar is placed. Any subgrade areas that are loose/soft should be re -compacted, and any areas that are soft/wet or i otherwise unsuitable, should be removed and replaced with crushed rock. The depth and extent of removal and replacement should be determined by the geo-inspector or geotechnical engineer. 3.3.4 Temporary Excavations Excavations in the crawlspace will be up to several feet deep. State and Federal law requires any temporary excavation exceeding four (4) feet in depth to be sloped or shored. The existing near - surface material expected in the crawlspace excavations consists of Type C Soil, as defined in Washington Administrative Code (WAC) Chapter 296-155 Part N. Temporary cuts over four (4) feet deep in Type C Soil should be sloped at 1.5H:1V (horizontal:vertical). 3.3.5 Structural Fill Materials and Compaction All new foundation and retaining walls should be backfilled with imported clean, freely -draining sand and gravel meeting the specifications for Gravel Backfill for Walls, described in Section 9-03.12(2) of the 2010 WSDOT Standard Specifications. All wall backfill - and any other structural backfill - should be compacted to 95 percent of the Modified Proctor maximum dry density as determined by test method ASTM D 1557. 2009-148 Report 6 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 269-148-21 -71 The existing on -site material likely has high silt/clay content. Such materials are moisture sensitive, difficult to compact, and not freely -draining, and therefore unsuitable for foundation wall backfill. The on site material excavated from the crawlspace area can be spread out in non- structural landscaping areas in a thickness not greater than 18 inches. 3.3.6 Site Drainage and Erosion Control Good site drainage measures are essential to maintain site stability. The following recommendations should be incorporated into the plans and construction protocols. We recommend the u sllo e sides of all exterior perimeter foundations be outfitted with footing drains. The footings drains should consist of slotted/perforated, 4-inch diameter, plastic 'pipe bedded in washed 3/8-inch pea gravel. The invert level of the drain pipe should be at the foundation bearing elevation. Freely draining sand or sand and gravel should be used as backfill above the pea -gravel pipe zone bedding. Filter fabric should not be used around perforated or slotted subdrain pipe. To the extent practical, all surface water should be diverted to strategically placed catch basins and, along with downspout water, conveyed off site in a tightline. Surface and downspout water should not flow onto the ground surface below the structure or be introduced into perforated footing subdrain pipes. . During construction, the Contractor should be responsible for the control of ground and surface water in the work area. In this regard, sloping; -slope protection, ditching, sumps, dewatering, and other measures should be employed, if or as necessary, to permit proper completion of the work. Although there is no significant earthwork anticipated for this project, the soils in the project area are moderately to highly susceptible to erosion. Where bare soils are exposed in cuts or fill, erosion can be controlled through the judicious use of silt fences and/or straw bales. Any disturbed soil areas on the site should be seeded as soon as possible, and growth of vegetation should be encouraged. 4. CONDITIONS AND LIMITATIONS We prepared this report for Mr. Lance Nylander and his design professionals for use in design of the proposed renovations at 163411 75th Place West, Edmonds, Washington. The conclusions and interpretations presented herein are not a warranty of the subsurface conditions. Experience has shown that subsurface conditions can vary significantly over small distances. Inconsistent conditions can occur between explorations and may not be detected by a geotechnical study. If, i._ during future site operations, subsurface conditions are encountered which vary appreciably from 2009-148 Report 7 HWA GEOSCIENCES INC .March 26, 2010 HWA Project No. 2009-148-21 those described herein, HWA should be notified for review of the recommendations of this report, and revision of such if necessary. Our scope of work did not include environmental assessments or evaluations regarding the presence or absence of hazardous or contaminated substances in the soil, surface water, or ground water at this site. HWA does not practice in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for safety of personnel other than our own at the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein unsafe. O.O We appreciate the opportunity to provide geotechnical services on this project. If you have any questions or require additional information, please contact the undersigned at (425) 774-0106. Sincerely, HWA GEOSCIENCES INC. Mhi i-K 141 Ut 0- Erik O. Andersen, P.E. Senior Geotechnical Engineer Steven E. Greene, L.E.G. Senior Engineering Geologist 2009-148 Report 8 HWA GEOSCIENCES INC March 26, 2010 HWA Project No. 2009-148-21 & REFERENCES i GeoEngineers Incorporated, 1985, Report of Geotechnical Consultation, Property Value Appraisals and Assessments, Meadowdale Landslide Area, Edmonds, Washington, For City of Edmonds, consultant report dated February 28, 1985. HWA GeoSciences Inc. (2004), Geotechnical Report, Rockwell Property Development, 16319 75`h Place West, Edmonds, Washington, HWA report dated February 25, 2004. r HWA GeoSciences Inc. (2008), Revised Geotechnical Report, 7e Avenue West and 75`h Place West Walkway Improvements, Edmonds, Washington, HWA report dated May 30, 2008. Landau Associates, 2007, North Edmonds Earth Subsidence and Landslide Hazard Area �K Summary Report, Edmonds, Washington, consultant report dated March 14, 2007 1 i. Minard, J.P., 1983, Geologic Map of the Edmonds East and part of the Edmonds West Quadrangles, Department of the Interior, United States Geological Survey, Geologic Map MF-1541 Roger Lowe Associates Inc., 1979, Final Report, Landslide Hazards Investigation, Meadowdale ILI Area, Edmonds, Washington, for the City of Edmonds, consultant report dated October 16, 1979. i� l_1 Smith, M., 1975, Preliminary Surficial Geologic Map of the Edmonds East and Edmonds West Quadrangles, Washington, Washington Department of Natural Resources, Geologic Map 17) GM-14. 2009-148 Report 9 HWA GEOSCIENCES INC RA. A BASE MAP: CITY OF EDMONS LIDAR e%T-r%l t-%r r-Mh NDS VICINITY MAP HMGEOSCIENCES INC. Nylander Residence Renovation 16411 75th Place West Edmonds, Washington NOT TO SCALE 4WN BY GFR ECKED BY -EA- rE PROJECT NO. 03.26.10 2009-148-21 REV 00 EFK %/X/)CX 0' 25 LEGEND BH-4 HWA (2008) BOREHOLE DESIGNATION H H-6 -$- HWA (2008) HAND HOLE DESIGNATION BH-4 HWA (2004) BOREHOLE DESIGNATION BASE MAP PROVIDED BY: City of Edmonds for a previous project 0 9. 9— — I HWAGEOSCENCES INC J 2 IRO.IECT NO. 2009-148-21 DRILLING COMPANY: Environmental Drilling Inc. LOCATION: See Figure 2 DRILLING METHOD: Hollow Stem Auger DATE STARTED: 10/2512007 SAMPLING METHOD: SPT Auto Hammer DATE COMPLETED: 10/25/2007 SURFACE ELEVATION: t feet LOGGED BY: D. Coltrane m g U O m V) N o. ai 13 S) ZW!-- 0 DESCRIPTION 0 SM 7 inches of asphalt at surface. Medium dense, olive brown to light brown, silty fine SAND with gravel, moist. 5- 1 10- I Is- 1 20- 1 25 - 1 30- 1 35 - 1 40 - Of w z m W z CO U a N� ~ w Z CL � � o tan (0(L O 0 _ [FILL] S-1 4-9-9 S-2 5-6-10 ML Medium dense to dense, olive brown, silty SAND to sandy S-3 5-8-15 SM SILT, with fine SAND seams, moist. Oxide mottling in seams of fine SAND. [COLLUVIUM] S-4 11-15-16 CL Graveilydriilingfrom11to11.5feetBGS.------- ML Very stiff, gray to olive gray, silty CLAY with seams of gray S-5 7-9-13 silty fine SAND, moist. SILT has organic smell. [COLLUVIAL BLOCKS] S-6 4-6-10 SP Loose, gray, poorly graded, fine to medium SAND with silt and trace fine gravel, moist to wet. S-7 2-3-7 Drilling became hard at 25-26 feet BGS. — S8 ted SILTm238 6-12-23 MtHard, olive gray to olive brown, lamina, oist. SM Medium dense, gray, slity.fine SAND, wet. S-9 7-12-12 Boring was terminated at 31.5 feet below ground surface. Minor ground water seepage was encountered during the exploration, but there was no standing ground water in the hole after the auger was removed. For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be indicative of other times and/or locations. Standard Penetration Test (140 lb. weight, 30" drop) ♦ Blows per foot a. Z 10 20 30 40 50 m w —5 —10 1 —20' 1 I-25 1 H 35 1 0 20 40 60 80 100 Water Content (%) Plastic Limit I--0 Liquid Limit Natural Water Content BORING: 75th-76th Walkway Improvements BH-3 Meadowdale(--Looi� IMGEOSCIENCES INC. Edmonds, WA PAGE: 1 of 1 PROJECT No.: 2006-171-21 FIGURE: BORING 2006.171-21.GPJ 11/15/07 SM Loose, very dark brown, silty SAND with organic material, moist. [TOPSOIL] -— Loose, r,--Fiovisb---- ­ ght ye rown, grave gravely withslit sm andoobbles. Moist [RECESSIONAL OUTWASH] ---------------------- Loose, very light yellowish brown, silty. gravely SAND. Sand SM Is fine, gravel is coarse. Soil becomes less gravely below 3.0 _j feet, moist. HAND HOLE: 75th-76th Walkway Improvements �Wf HH-5 Meadowdale PAGE: 1 of I HMGEOSaENCES INC Edmonds, WA i. PROJECT NO.: 2006-171-21 FIGURE: HANDHOL 2006-171-21.GPJ 11115/07 DRILLING COMPANY: HWA Geosclences Inc. SURFACE ELEVATION: t feet DATE STARTED: 10/8/2007 DRILLING METHOD: Hand Bucket Auger DATE COMPLETED: 10/8/2007 SAMPLING METHOD: GRAB LOGGED BY: D. Coltrane LOCATION: See Figure 2 w gw m ¢ H to Q w CL z p x o N -j - 0 g (L O o 0)) : DESCRIPTION ran v7 a ~O �7 a 1—I Loose -medium dense, light olive gray, sandy SILT with organics. Soil was clumpy with some debris, moist. [COLLUVIUM] Soft, Ilght olive gray, silty CLAY. Chunks of silty sand, pieces ML of wood, and roots, moist. ---------------------- Loose, light gray to yellowish brown, silty CLAY, moist CL ML Hand hale terminated at 5.5 feet below surface level. No ground water seepage was encountered during exploration. n S-2 O S-3 Water Content (-�o) Plastic Limit 1 0 Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and/or locations. - HAND HOLE: �n},� 75th-76th Walkway Improvements HH-6 V1 Meadowdale ����> PAGE: 1 of t —1 1 AGEQ$CjF%1C�$jj�1C, Edmonds, WA PROJECTNO.: 2006-171-21 FIGURE: HANDHOL 2006-171-21.GPJ 11/15/07 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 108.60 ± feet DATE STARTED: 12/22/2003 DRILLING METHOD: Hollow Stem Auger - Simco DATE COMPLETED: 12/22/2003 SAMPLING METHOD: SPT w/rope and cathead LOGGED BY: E. Andersen LOCATION: Southeast Portion of Site a. o 0- 5- 10- 15- 20- 25- 30- 35 - 40- 45- 50- 55- co v0- w U d r- 1- o: U y> ui w ui y v) S (0W F Q o U U) aCo s w ow U) D DESCRIPTION Y) of o a � O N a ai 0 ML Medium stiff, gray brown, sandy SILT, moist. Organics and IN S-1 3.4-13 wood noted. Concrete debris at 1.5 feet. OL IFILLI S-2, 1-2-3 _ Medium stiff, brown, organic SILT, moist. Occasional gray silt with organics. S-3 5-7-7 - — [SLIDE DEBRIS) ............................................................... SM Very loose to loose, brown and gray, silty, fine SAND, moist. Gi S-4 1-2-2 - .' Silt and day lenses noted. Jumbled matrix. Organics and IVNV wood noted. S-5 2-2-2 ; !� 8-6 1-1-2 S-7 2-2-3 'IN S-8 3-2-3 - Becomes wet. CL Medium sOff, gray, lean CLAY, moist. Roofs noted. ]� S-9 2-3-5 Rust -stained motllipg n9Jg0...................................•• SC Loose/medium stiff, silly SAND to sandy CLAY, moist. S-10 3-2-4 Jumbled matrix of silt, sand and clay. Organics and wood noted. Single piece of gravel noted. S-11 2-3-4 ML Madium sliff/loose, dark brown, organic SILT to silty SAND, NA S-12 3-6-3 wet. Jumbled matrix with clay. Wood noted. S-13 2-1-2 CL Medium stiff, gray, lean CLAY, moist. Jumbled matrix with S-14 2-5-5 silt and sand noted. Organics and wood noted. �I '"S-15 2-1-3 ""S-16 2-4-5 l S-17 3.3.4 S-18 2-4-4 5-19 2-3-4 Hard, dark brown SILT, moist. Finely laminated. �.R-20A 8-12-16 AL fflg, TFjERED• WHIDBEY FOROATIOIJ] • •...... • • -20B Hard, dark gray, fat CLAY, moist. Finely laminated. Total depth = 51.5 feel. 1-Inch PVC monitoring well installed. 60 J .For.a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report: • NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and/or locations. Standard Penetration Test, (140 lb. weight, 30" drop) . e Blows per foot 0, 10 20 30 40 50 0! 0 41 0.. �. 10 ♦: s; .®.. 20 A ®: ;.A..; ;0. 25 A • 55 60 0 20 40 60 80 100 Water Content (%) Plastic Limit I--0 { Liquid Limit Natural Water Content BORING: ROCKWELL PROPERTY 1 iBH_1 90A 16319 75TH PLACE WEST K HWAGEOSCIENCES INC. EDMONDS, WASHINGTON PAGE: 1 of 1 PROJECT NO.: 2003174 FIGURE: PZO 2003174.GPJ 2/24/04 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 98.80 t feet DATE STARTED: 12/2212003 DRILLING METHOD: Hollow Stem Auger -Simco DATE COMPLETED: 12/23/2003 SAMPLING METHOD: SPT w/rope and cathead LOGGED BY: E. Andersen LOCATION: Southwest Portion of Site U . J J O m d cn o 42 u}i S DESCRIPTION 0 ML Medium stiff, gray brown with red mottling, slightly fine sandy SILT, moist. Trace organics. Jumbled matrix. [SLIDE DEBRIS] 5- 1 10 - 1 15- 1 20 - 25..................................................................... SM Medium dense, brown gray to gray, very silty, fine SAND, 0-6 5 7-7 i� 35 For a proper understanding of the nature of subsurface conditions, this exploration leg should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified iocatlon and on the date indicated and therefore may not necessarily be Indicative of other times and/or locations. w w U w Ca a z v Z F- - Z v c W t- z a _J w 0 a¢i ai M O f7 X S-1 2-3-3 S-2 2-2-3 Medium stiff, gray, fine sandy SILT, very moist, Occasional S-3 3.3-5 wood fragments. .................................................................... CL Medium stiff, gray SILT to lean CLAY, moist. Occasional S-4 3.2-4 ML fine, oxidized reddish brown sand. Jumbled matrix. 9**matdx. Jumbled i S-5 5-7-9 Very silty fine sand in sampler tip (S-5). 40 45 50 55 60 wet. Organics nosed. Steeply inclined fens of compressed wood noted. '. SP Medium dense, dark gray, fine to medium SAND, wet. 'N S-7 6-11-12 Heave at 30 feet. MN Hard, dark gray with olive brawn lenses, SILT, moist. Finely S-8B laminated. Passible intact block of slide debris CH .................................................... Very stiff, olive gray to dark gray, fat CLAY, moist. Finely ... � S-9 9-9-12 laminated. Abundant black organic debris in top 3 inches of CH S-9. Hard, dark gray, fat CLAY, moist. Finely lamtnated. _ [WHIDBEY FORMATION] �5-10 7-13-17 AL Total depth = 46.5 feet. Solt becomes wet below approximately 25 feel during drilling. Standard Penetration Test (140 lb. weight, 30" drop) i. Blows per foot a w 10 20 30 40 50 a 0 20 40 60 80 Water Content (%) Plastic Limit l--®—1 Liquid Limit Natural Water Content BORING: ,. ROCKWELL PROPERTY Bf-.�_2 ® 16319 75TH PLACE WEST HWAGEOSCIENCES INC. EDMONDS, WASHINGTON PAGE: 1 of 1 PROJECT NO.: 2003174 FIGURE: BORING 2003174.GPJ 2124104 r0 —5 —1a I I--15 f-20 1-25 I I-30 1 I-45 I F-50 I 100 60 I DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 93.20 t feet DATE STARTED: 12/23/2003 DRILLING METHOD: Hollow Stem Auger -Simco DATECOMPLETED: 12/2312003 SAMPLING METHOD: SPT w/rope and cathead LOGGED BY: B. Hawkins LOCATION: Northwest Portion of Site 5 11C 1 1" 1 2( I ik 1 3( 1 31 w W w z Standard Penetration Test On n t w (140 lb. weight, 30" drop) z c r A Blows per foot IUJ -- Q 0. a W ow a.. 0 _ DESCRIPTION 0- 8 0 n. CO 0 10 20 30 40 50 w 0 SM Loose, mottled red brown and gray, silty, fine to medium SAND, moist. Wood debris and organics noted. Some clay mixed in sample and sand lenses noted. [SLIDE DEBRIS] Medium stiff, dark gray with oxIdallan stains, clayey SILT to CL silty CLAY, moist. Sand lenses noted. Wood debris and organics noted. i Im Slickensides noted in clay. Abundant black organic IN de¢fislwood(ropls,nplec]•......................................... Loose, dark gray, silly, fine to medium SAND, wet. Trace SM organics. 3-inch clay lens observed in middle of S-4. J. Grades less silty. From 26 to 26.25 feet, mostly wood ;reCove{cid,,(henchanges,foclay..•,,,,,,,,,,,,,,,,,,,,,,,,,,,,• : Medium stiff, dark gray, silty CLAY, moist. Trace organics ............................... Medium dense, dark gray, fine to coarse SAND, wet. Trace .........•....... Medium dense, dark brown,'siity SAND to sandy SILT, wet. JCH Finely laminated with organics and wood. Silver particles mica? noted. Very stiff, dark gray, fat CLAY, moist. Finely laminated. [WHIDBEY FORMATION] 3-1 2-2-2 3-2 2-3-4 3-3 3-5-5 5-4 2-3-3 i-5A 3-3-5 I-5B )-6A 7-7-12 i-6B S-7 6-9-16 4 S-8 9-10A 8 AL Total depth = 41.6 feet. 45 1-Inch PVC monitoring well Installed. J 50 55 60 For a proper understanding of the nature of subsurface conditions, this exploration log should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be Indicative of other times and/or locations. 0 �.. �.. 5 e. �. 10 15 Q . ;� • 20 t�. 0 ;®. 25 _. 30 1. i� r--�► i 40 45 50 • • 55 � 60 0 20 40 60 80 100 Water Content (%) Plastic Limit F—Al --[ Liquid Limit Natural Water Content BORING: ROCKWELL PROPERTY /��� BH-3 ® 16319 75TH PLACE WEST }"�� A c `� 4 �� PAGE: 1 of 1 HWAGEOSCIENCESINC, . EDMONDS, WASHINGTON PROJECT NO.: 2003174 FIGURE: PZO 2003174.G?J V24104 DRILLING COMPANY: Holocene Drilling . SURFACE ELEVATION: 104.90 1 feet DATE STARTED: 12/23/2003 DRILLING METHOD: Hollow Stem Auger- Simco DATE COMPLETED: 12124/2003 SAMPLING METHOD: SPT wlrope and cathead LOGGED BY: B. Hawkins LOCATION: Northeast Portion of Site W. t 2( 1 2I 1 31 1 3 4 4 DESCRIPTION W Lu w U W H }a cod ~ z y c tW- O J J W of z y�z, z p = 0 l7 CA U. U SM Loose, dark gray, silty sand to silty clay, moist. Wood/organics/roots noted. [SLIDE DEBRIS] .................. ....................... ............. Soft, dark gray CLAY,.moist. Slickensides noted. Wood CL debris/organics noted. Loose/medium stiif, dark gray to olive gray, fine sandy SILT to silly, fine SAND, moist, Clay lenses noted. Sample jumbled mix of sand, silt and clay. Abundant organtcs/wood ML SM lenses noted. .......................................................:............ Loose/medium stiff, dark gray, sandy SILT to silty SAND, ML SM wet. Abundant organics/wood lenses noted. X Loose/medium stiff, dark gray, silty, clayey, fine SAND to sandy SILT to silty CLAY, wet. Slickensides noted. Sample SC Is a jumbled mix of sand, silt and clay. Wood and organics noted. Medium dense, dark gray and olive brown, silty, fine SAND to sand SILT wet. Silt lenses with brown organics noted. SM CH Very stiff, dark gray, fat CLAY, moist. Some organncs noted. Finely laminated. i [WHIDBEY FORMATION] Hard, dark gray, fat CLAY, moist. Finely laminated. CH Slickensides observed in S-8. Ix i-1 4-3-3 r-2 2-2-2 3-3 3-4-5 3-4 2-3-1 5-5 3-5-5 i-6A 5-5-7 i-6B S-7 6-9-13 S-8 7-10-13 S-9 10-14-21 AL 1 Total depth = 46.5 feet. 50 Soil becomes wet below approximately 20 feet during drilling. 55 60 For a proper understanding of the nature of subsurface conditions, this exploration fog should be read in conjunction with the text of the geotechnical report. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated and therefore may not necessarily be Indicative of other times and/or locations. Standard Penetration Test (140 lb. weight, 30" drop) A Blows per foot t— 10 20 30 40 50 0 -0 . A.. .® ®.;q. L— 60 20 40 60 80 100 Water Content (%) Plastic Limit I---0 --t Liquid Limit Natural Water Content BORING: ROCKWELL PROPERTY , I (^JC0 BH-4 16319 75TH PLACE WEST 'd' W A ) PAGE: 1 of 1 HWAGEOSCIEENCESINC. EDMONDS, WASHINGTON ' PROJECT NO.: 2003174 FIGURE: i BORING 2003174.GPJ .2124I04 -5 -10 -15 -20 —30 1 — 35 1 —40 1 1-50 1 I— 55 1 _� �• y_ 1. F r�� .Y El 1 <n) Qcrm n) w! � (n* 0� 0 ID(D m o zCnrZ p CL Z ti n CD n p Q CD r CD 3 (D O tq a) CD -a (D CL 0 CD N O (? CD v' �_ °one �Dm3 C�cn oW as � CL � o0 N N c �p o� +c p �(D o m C)2p V/ 00 p Q Cn M ID(D (� co, Er OMC�(? = -p CD p p p n W O -s cD (D SR W W� Q Cn m yn p N OCD � n oQm oo �N � r7�m @ wOp No�_o �' U CQ m om =CL �� DQCD co ��� 3 0 m 3 3 Qomg 'M0 MCD N^a� Q �sv m� a cL C3 aCD--hCL SQn N cCD�a• CD 3. c 3 6 v�o =. R X• Q. z--w- D =r m o� 6r�CD o OMCOD(D vpi CD p 0 � CD CD 0 CD CD CD CO CD 3• p � CL O .x 7,4 fs s PF �w xi _ t 01, ll 4,. 3 .f may' rti f `1 AYi' '•ii� �,-_`J r. �'��,_,r x`-s n _ 4�' CO 0— � f..� �z c � () T IV d g a C� 1 OM n _ . Pursuant to Edmonds Community Development Code Chapter 19.10 sites designated within or near the North Edmonds Earth Subsidence and Landslide Hazard Area shall be designated on this map which indicates areas of earth subsidence and landslide hazards in excess of normal allowances. In order to designate the subject project development site located at Ifoy1l -4M h, (AD Edmonds, Washington, the following maps, surveys or other noted items below were used: • Geotechnical Report Prepared by HGJ A 67M50062U� ��a9-1�f8-Zt • Land Survey Prepared by bz S rr. o i ICY i'- 1pc7m • 5'72U�-ri,Lai �7uG���ura-yR CC, C7u�,�lUi-F£-��th • AUH I TECT - 'R t�+V CDCZ�C-T7` "I certify under penalty of perjury that the site location designation has been made to the best of my knowledge and belief, following an investigation of all information and documentation in my possession as well as reasonably obtainable information in the possession of others, including public agencies. Any information which would tend to designate a differing location for the site is attached as a part of my designation as well as all information upon which I reasonably relied." Site Plotted by Signed, Title Lr-o -TEZ'T 6Li : CY1,U6-P0,- s 77-.-------- ---- --------'-* . _ _ ---- - i - -- - - -- _- ---- --- -- . 3.� r - - --- .. }+ i ,�I t T +, a Ir#-y "" FILL , � a i' p, j , 7 ,t"',. +!-r r 1 . {! ,�ra:,, i. ti kf-I. .. - £ t i�C r 1 t &f �I r p t l' F i; ITY r yt fil ,n k. . . S K'r` '`. '111 fit' . 3, t >" ,'I j OS Y.A . . T��j,`-11 3[s 1 , +,> a 3,A CJ ,r4 5 .I - a S,'� Z, i 1­:,� 4 , ,111:1, ,�:!,� ,04�� tk ril:�.��7­ e t= . . . - 1,­', )1 �:, .:� u,�, 1­!1, , . I" , . - "I ­111'­'i. : , . . ..",.1;',"­,1� _,� ,:� ", I %'�,. , }, . �!,,� ;�, � 1 att a r',�, �•.. ;�:,��:��������i''''il"�,�,,�fr,�,��� : :� I", . . '"' . :1� I ", . JS' I "",_,,' '' 1,� .tb '. "," I I -A. ", % "MmImeme .<f ", A fjtlh: 1.��,'�i,�-111,�",�,t�i�,�,,�"Itt'E ;� , ' , 1", I. ,N Y , I �L­':��:, 'N�. 1, ,,, ­� : V I I, , I 11�, : a� ..., """', I I : :1, �­ 1, 1, ", .­ 4 ,:: "I "'�l-l�ifl.'�,")"�4",�,�.'-I � � . V '46 N b Fel I H MEA I u" W ED A. L. E: , _�� .,',���,��,,;,, ", , .:�': ,- .'' ,� :j'Y1_' , b' `> ' ; . - I? � .:1.:Ai'� M N W �{ "'' r , S °tit, a (ti17 7 yIi" 3 rt zy,�'� v "', /". " + 44 t I� . '"�ERS ® S I�!ITAF YSEWERS #`f°3rNi . . . I . J , t •'i'- i I -' + i t I ,", �,n ...... . I z . I . r. ..x+ + 1. , ,_ , � ,. ,", I", I ''I. ,,,;,,�,,��, Al�w - � ­­­'�,M, '' � I (�'' .� { Kir3Y ;r I �} IC Y, '3 ri 5r ik �t _ _.,�_.__ Al �D ' ,g). , 7i.HEET ! �• _ __ .. ,.! ,�4 ,,� ;11 €i+:: t 1 �5it ,+` 11 1 , wg ?xq{ri`i Y i L t ,, k„v 3 rf <ii t I �11, () ' .. ` �` .. t' i, I Y" ,� •}fit "#1;. -_ n , !� �y _....._......_ ..._._ r v1 % .�: Y aa ~�` j i 'jl�, /> �i _-_.._.._+ Y I r k c +3 _ . 76rH �7 ,4VE. yV\\.' f`o�c� .M�irt G... z ;F 1.;WEFT S .., L _......_......_.. Y x .� ' 4.�� i r ......_........... .........-_..... .( L - 11 tt ---�-��._�,_y_ ------ .... jj _..........._........_......._ o - -- -- ; -- a1 .. 10 x i �+ _...� __....�..._......_ �J'� �� * t x ' - I ..... _........ I r _ ._. r_...._ .._ .l �3p r z g,, is i :_ �_'> -,— , ;�� , : ,, WET SPOT y * , 1. Qt Ira IS3 Y , q irk , �; "r q� "7,,,-"•. P08818LE FUTURE WORK „;, x.k. Ike .�" ,% 1 Y . �. r � a� , -w �� # - A n. `Y; �� ,�,..�-..r w `I_ .{ - K Ltd" G �i�- '11,I a HET' r 'vl A��..'������'�"►J�E } t 1•q7� C �� I� tit�,r n: r P ®J E C •, Is _ y...�' '* ti �3: :1 r q SHEET 1 1 A �i u k '�� �� �ii G'i l,. " , 1 2 I �!,� � ` ", � , �i„ I T SHEET 1 ! ' : 1�41 :� ''���`_"_ �0 9 � `�s�,1, . 1.-„�1.Q43) E SHEET 9 1 A - 4. CF�s J► I 1lL � �t 1 ' �� 01111 :,.,_, H E 'T �*$y' % lei' o : � 1 J ry (� � � y 1 � /� _. ,_-_._._-..._...._ .: 1rs . �i ) y �� i, ��^!!! ! 5 __._._ 3 . ��'*°1 i V ` w ., 1 . N T FE R C R!E�,� .. --...._._.. x O ; % - +>•- �' A 5 O .. j... Y-(. , a ~ -`A .... .... - ._....._....._....._._ ._j'._ ��t� tq"N� '�f - IF,, 1 ` I go \ 0 U 1 p R A 1 O, S ,� i 6�:- i �7 _ .. _....._._.._.__......._._..._ w 4 _y „� .. p // i 'nM'1 v Q � o f . \ ..I i W •l �� 1{:' • r ~� .. .. ... ... _._,_. --. , .. t, �4 f `7` y 0 '..... -• 8T . ` �, I - TV J �v <. i :..,. j ,� - , 1 9 .fit , : x > ... — ♦... .If. ,Aw ,p1 , V �` • - l• ,�j H E .. 3 •,I.1'. .>._. IV / , ,c ..s .c 1PJ ,.:. -. Y L �.t 4 C # i 5 7 . ! i -:. .. , 1 2 H E'i • x 14 + -, _,.., /�h11 1i SHE T 8" - '�► �..,, OA! Okla .2 0 �...;_. j r s r. :L � L I ,,:. r11.4 1IL 3 w i r. li� L...,' T y ze I z, (. 3 'r ' - i. I x' 1 s j( ir, N 1 ; °J7 r.." T # ,: j 1 ' x 7c.. -. ! ' I a�- 1 2 I r '" I a - , - r PIT R .APT :�-' , L 1. +.. •- 4a� 12 _-4-L __- , , - r 1­1111> ,tf., '�A AY s T Y2 p I I f, y,{I ; ---t a.q..,„ i !is�1'r' a � .PRAIN NO.2 �;o Ir I �. s T Al 7 �; _ .:_..._ < r ��i >z.: •.1. IN , 3 .�../ t -• '.r'+.'"st •c. fF�..... :. ......... ./ S t, 4 f w� i1 , 'i _ r4 a 1 I :...i._, I Q .... fH t ap s\ •� H E E 1 �: ... - I ; j . i ,.�_. .,. (.. ?<\ 133 r,: , Fv'' i.) H E ^ I K < #!' ' �c; wf .7 VIEW 1 � i - 4 : I �, S4 , -D-R N � E � � �`� , y f ,.>,,z, K# :E JJI :. n !{1 ti 'J' • C 1 {i : i . �� : + „ ':3: �� .� I, i? t if ;. •Eri,Y' ........... ��y �p ...., �.`� 190 •9: : R. c. '�i ; 'tr'" } x-f is ;i. o t.-r. e j w- T SIN > N t _ ., ' k �;,, S.: 6 - o ... ..I <=.. I° - CG: ��o ... 1 �' .;,,; `gym, h,;.?;y:+#,, } .. , t, w w I <. 14 1f2 t ��� G� o j;.; �4 I•NTERC�PTOR ; ..;.. I ..%_ o.',.. .... �'t - 'i'Rz �`+f Y, # f � , , I :, SH ET 7z i L. e /V I . O - . AIN I TE I >i �O, 4 , > I ET N R.GEPTO' _ _ R 99 _. - - \, " - . ,....a. _ r .: - ..... ; \ ,. +,: na - 'jq i j,..... r 1 _ t : ` . 4. , i! y z .: I ,, - --- 4VI ► JG.t> j • 3J 34 I �� �9CEdTOR i .. ::T, -{ �,, r. f S� , ��' ��Aild NO.. I+ T . P� k 6 E3Al ,___.. I t`, anH w P PTdR „�, <. tb AIN,�Vw � I;, � 41 - '� �.N w seta X 1•'i 1'(�+il A I N I� 1 A :.� R I O r j i RA N I w w 16 I 0 IN Ip'IliVO. 1 tt 3 �; ^ Q V � { r,;Mll�1�11 ,; 11 a tpit -,� . v 4 \ I ,p,. -t A �c S3RQ PL 16f , i .. ,. 7 . +<t / 1� t5 , ;a �g 3 - s, 1 � O r , � _ '� 13S t M i r I },. j n® if 53RO Alt Y5 O. * f r + i S DI E E T i 3 .a pit � o ' '1 I '�{ a sy 1 r.-. pD Pl isIN or AV % °I� o l ; ;, A!s PIO -. x: 1 �� L. '' y► . ( , � I %� 1 f t stile P# +' /Vp l€ �,, o r 1'Ii ' ; / „�*O �� ,4. =i V� ;, + , �' T T2 A VtE: �: iM' o : ... .... hU >�.,, v�� �� o ... �d. !G v v X �. _........_.........._ ....._. d . i f �. _ 15.94 o ItJ _ . , 0 1:. ; -i ,.. ; c'c; i::'7, ��r ® i. 7a: V _...L. _ ; ,. �....._._...____.__. .._....�......__........ ......_.. _ .___ .. r,. 1 j 4 k ii ,KC _._.. ®M ` t �� a, °. ... .........................y..................�_...'-`-_ ., .+, i E f d i i _............_..........__............_........_........_....._—.._..__............_........--..._.. i 0 f)i ..�,._ Y__ t� t � � __.........._........... O INDEX U __......_....._ I „ ;r..�} F SHEETS- SHEET ,,It az� 1 K : , J :ti ; ; § ,,.... : \ .. \ i . E ._ i ; _E ..... _: i, r _T I , ( i0 ��r ' °g 1� S � '�; IQ to �1 fi, x . < �, . \ ��l" `< ET S S E E R';: 6 � - l �'� (8 T € f `ri , 1K, ,,, to ?/�� P� W SHEET �- �'� I N!�, I �.. x' SHEET 1 COVER :� 2 10 a;'Ja O �:It4 5� '`� ........... I. _. -L x �. r, ,i i .. i it ®3 I 19 _.._ o ,.O tV. r f b 1; k;; `' : _ 5! t� i, I 11 : I? t : �, I to �.. } t r, SHEETS 2-0 STORM SEWERS & INTERCEPTOR DRAINS 23 : t.. x .. �CSHEET 17 .,:: ;''SHE �(. t HEE ulv, I /1 I &e `, / ,�� '•�C1J• k' t t `: S a) ` i T tw h i s ,` . d : N 8 i gg I 4 ;1 IRI 1Q0 113 1 Y: h b' , i i , Ij SHEETS 10-11 MISCELLANEOUS DETAILS11 j F. Q. ra 11 5 /� } , fi -`}.�r (;CY y ilk lL l i �+ ^J i... �� 15 r 'O . N.�y Qr.� (� r-" , !11 : : i ..,' .. ... ' SHED SHEETS 1 2-28 SANITARY SEWERS. -: o : T.�,....t, . R• `:y�r .. Z i \ .. /'� .' fr' \ > ; i It9 It8 r ram. 5 ,� 8 '.i4- :� ► O O € .. _ : : \ 4I-, \ io : ,.. �' : is tl 'a 1� L /� �:.. x3 O --- SHEETS 27-2g PUMP 8T T O to ( p _............._ Ira �. al I 9 tit �� �' �;; , D E SI 10l ;:r: I <; K o / 8 H A 1 N S T A I I-% I a H: : r,, ,. ; �. i o; I arx�9,51 �x 49 '1'' �a �' Il8 .I � �s � �� SHEET 30 SANITARY SEWER E f 4 tit SL f °I ' 103 t DETAIL � - I.... {�i n 0 4 12 , , �0 ` - i t ' O i #€ n �,. VLr,,47 t �ja , , ' _. _..._.,. !� O 37. Q r ` �( et L� //6.d 3 7G°.t1Ei _..�_.... /62.Id ...._.� 6 %� '%O -� ...�.... r _ rr. t � e ,�,tq� mom amm T 1 S _..._ !I _ 0 t .. _ . _.....-..._..... _..... _ _ �, ... /ya 76 v . .r> _ _ . 4�5 :aYic'iS X ry a. %.3.�.,Ii O j I � i '• , : : i ... t 31 33 : '�� ,: �' t0 t "i ,,c ?c y .t; 1j Q: i % a j ,' ,/ -1 � f /a h 18� k �'"Jt1 I ( 1'°1t, 1'a3 `�,� .;. ?' .3S �I. /� / IM '�-.._.-_.r_- �''' X SHEET 4- y �� Wli h\11_ '11 : J o '. /, %o _ T l a .. _. __ 15 .• ...I' s : , C i r r: _ 9� t t §,,` I _ I X - - a € IC�`j C� R,v .. 6.�x'. ... 4:^,_3 / I r* a �� y ' E f ' 1 O - _ .. ... _' *i : / / , 31 30 i 1' •. ' lay , -� -�X-- F_ I "I �, � �I O ' O,i CATCH SA8IN TYPE II OR GNIf Co I x �'�� ETA' � a �';irso.....-fl .x��3 .. ., �+.: fw + 44� I , X 99 : 90? Igq Zt k :.. _,� t 186 i ... ` CATCH SAS IN TYPE I } X 1 .. ....:i2i ;x<>,� ; +� I O �.y I, :. is j...': /ra I k 11. a 13 , I 't4 I I! �.... i L� / I AND Av�1�.A��. FOR �g�. �..�..�.....p,...,..,_ MAN O L E ��i�WQ�- R �.� . I . �, ' i +' H �ONTRATQRS TRAILER _........ i.� : :d� I 1 '#`'I}j COMMUNITY 18'I j. o ; T i` s CENTER ,_ Igo �--� — ---- C E A N OUT i `� � `\�%. Ib E 1= 66'" A VE. W. V Ir'` � D I N }'k } 3 I- _ __-_ _-_ , _........_.. _-_,..._.,--_..._................_.._.. ........_..........-........_ ..._..._..._... ._.._.._._.._.._._.._..._.._ {� __... .-__.._..._-.._..._. _ __ _ _ ............. �C /� 1 i 9' : j` .. �._.._..L. l •- �/, Ga�.S _._ ...__... : Z91.5 ._ti.L._.._..-.. .. ._._ _.._.._. __ � a�e� r 5 40 �Od S i �- - -_.._. ._. / l mqk STORM SEWERS - .. I ; C ,. �........ fj ��v b�' t Iy 1 %`'a. i � Y�k'.ai rr�� 7, j"if1 �3f icy ate.. SANITARY SEWERSt 1��;', .�., ---------------- SANITARY FORCE ' MAIN > — EXIST. CULVERT UNDER RR.. TRACKS 'I *1..'_ , ltB PROPERTY PARCEL NUMOER ' S PIEZOMETER TEST HOLES AND NUMSER ' .. . . . - l"�� +;: t 3 ,S t t�'ij� r +i 1a 5p� r; s i°.. RL '1 4 S,A,YN,fi 11 I'° 'E�J9jB Y� It': } A ti ,3 Y i -K t ,,rti Aal,*yy z�z S ' 3 t�;o 9 Y r.{� 4 Reid, {Middleton. & Asso � ��, In�A �' 4,� �, 1r0" ���: . Engineers e Surveyors * Plonners. ' , K , y a. ::•.. ` ;.. `� \ \ �� , ...: 121 5th Ave. N., Suitt 200, Edmonds, W 98020 A , Is0;I,, -, ,3 !11 ,. JOB NO. Oj-82-000 AND O 82-000 ` �� t {" ;"I ' } 1- 8�}E "i I +D, 1 O� 80 ro rt .��; }� ^ �, 4 , , /%® -i�� �7�1`�J11 SAN 8" DI IN SOU CL F MEAUUWUALt t5t/-\Lr1 DL_r\ UUU 152FT S OF NE COR SD LOT TH 20FT TO C/L OF VAC RD BEING SD LOT TO E BDY LN 75TH PL ALG ELY BDY TR 90 TO TPB PL V I I I I I , .1 .. _ . N89*23 OOW 372FT APPROX THE N1/2 W TH SLY ALG SD E US W 1/ 2 OF VAC ST TH N 75*27 35W 74.7FT TH S75* 1 6 31 W 42 .57F 1 OF LOT 89 LESS E1 /2 THOF TGW BEG NE COR TR BDY 75TH PL W DIST 137.40FT TH S74*48 OOE TO ADJ THRTO ON THE E N 90 T E LN s Building Department )F EDMONDS a DEPARTMENT T NUMBER 3 r-08'IS I/ . �11_1 B O RAB E CTT A RC H I T ECT S 1951 31ST AVE. WEST SEATTLE, WA 98199 Phone 206.283.7808 r_brian@msn.cpm ARCHITECTURE PLANNING & INTERIOR DESIGN 11 Cn 0 0 P F w n U O Ln WA r;efo r4- d 4-a ZING DIVISION _NOTED D gate:=In- 4 �i� ►� (N� �-�v 7 JI (' j13 H Lkoce Wylk"d or -- A LN LOT 89 N /4*48 OOW W ALG N LN TR 90 TH NLY U o �% 0= W N U - ai o 4� o � 5 ;H In HL 05 qqZ W oirm N3p�d,= J V WI Z O = N N O� I �UU V; g oa Z d= W Z V mW O Z � �Vw� �S��ir� �� �•c m Zai�� o�NZao Nv �m m w W a W o Z V 2 a Z O m W O - 2 Z Oriw �a Y V l OW W s �D Z CO C> a) d I=--w z¢ � :5V C N Vt 0 0 0 0 3 m OZ Z Z WW~ 2 m V Z H V J Z J VI 8 j o��� 3woo fir REGISTERED ARCHITECT R. B R I A N CIRBETT STATE OF WASHINGTON FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUB- JECT TO REVIEW AND MODIFIQATIONS BY GOVERNMENTAL AGENCIES. SITE PLAN REV 10-27-10 9/30/2009 COMPUTER FILE NAME 29017 �� ��„�„,� P�l'&ISHEO WORKQ 1999 BY R.BRLW CO�tBETT ARCHITECT JUL 2 5 2013 COUNTER STORM MANHOLE B 0 UNDA R Y T O P.O GRA PHI U SURVEY I , RIM PPS A PORTION OF LOT 89, MEADOWDALE BEACH, VOL. 5, PG: 38, $ J � . 12CPP W=75.86 , 12 PVC N=75.86 12"CONC SE=74.06 IN THE NW.. 1 /4 OF THE NW. 1 /4, SECTION 8, TOWNSHIP 27 NORTH, RANGE 4 EAST,. W:M., 18"CONC N=71: o SNOHOMISH COUNTY WASHINGTON 18"CMP W=71.15 ' i i a 6 �r ft STORM MANHOLE ' l r' ' ' uyo r RIM-88.02 [i r 36"CMP N=74.26 r r a, TYPE 2 CB . 12 CMP E=74.26 RIM=99.41 a % f ' r ► f r ! 1 6"PVC NE=91.96 12"CMP W=91.76 / / N ' r' 1' 1 rs' rn I 18"CMP E=91.91 TYPE 1 CB It RIM=78.90R----r- 8"CPP NE=76.24 o 6"PVC S=76.76 ' f r / i i ' �•'►(_ �..� COMMUNICATION PEDESTAL. 70 �p ` s , r r r , ► i „ TELEPHONE 1 r r r �9" l " 1 " C DARS 164TH STREET W PEDESTAL. ' I " a' . / STORM MANHOLE ' ' fi'ARD DRAIN LID �� �� o RIM=107.30 " (NOT OPEN) FOUND 4" CONCRETE MONUMENT I . 248.32' CALL. 247.81 F3EF. 2 ry 12 CPP NE=99.80 N88'01 40 W 1176.4T WITH 2" BRASS DISK STAMPED WITH rr ' f r ! •L MP E�'S•,.- , - ---r -�.-� NO VISIBLE -.PIPES - �� - „ _ - FOUND 4 CONCRETE MONUMENT r r +� - _ r� , 12 CPP SW=99.35 r r r ► 229.00 + DOWN 0.4 IN MONUMENT CASE WITH PUNCHED 2" BRASS DISK " $ i r r ' ShRM r MA HOLE ' - ���-r - _ _ 605.47 ' �9 6, E ^�, 1 , r RIM=84.09/. ' `. STAMPED ."LS1503, DOWN 0.4' IN VERd,Z01� .v 01 ''. r r ' c r r r 1 !v `.- MONUMENT CASE /GAULT `a 11 to 12�CONC NW=80.46 p ��� a `� �, -- - d / a \ I r,' ,� 12 CMP E� 81 y46 t �\ 700r' I o 262.63' HELD DISTANCE PER REF. 2 ��- - 571.0 MEA AND REF. 1 - 1- 665.52' CALL. PER REF. 4 RAIL ROAD TIE r r r i f N 1 ' , I o - - i , r r ► w » 1,00 e_ r r �N to Io (665.89 REF. 2) RETAINING WALL r ► ' J , ,� ro d / t o 24"CHER Y ,' ` `------ 213.13' '�'�I�■' r r ' {�!"�' + 1 ^ /r I FOUND 4 cxj CONCRETE MONUMENT , / , r , , """z"--+ / • ; WITH TACK IN LEAD SQUARE, w 7 IjECID. '� r r ' BRICK RETAINING. / Y �, r\ STORM /CB , o / o t r a ' / _ \ i r , NABLE TO 'OPEN ' l ' r �' rv/ DOWN 1.2 IN MONUMENT CASE v-, h i FOUND ''/2 R W. \ WALL �\ HE /' ' ,� �, `tr !r r , N ..,, , 262,63 r. ZOr PLA�TIC, CAP��S AMPED `�`�` . �\ , �/ �� - �,' .f 1 1 , f 1' / ,'�,! f r'!1'n „ r 645.74 REF. 4 W G4' LS $ 35 , 0.3 S. X / r / ' r f r , , ^? FOUND 5/8 REBAR 1 fI .` �! �/ �cr , t r WITH PLASTIC CAP N r t 1 , i r / a lI ► r O.3 E. OF PROP. CORNER / , , , r 1 NORM ,MA F�4L� i „ J. r `� \ `. . / / i . / ✓ . r ' ; TRIM= 14 9 ,M/ / / STAMPED WFI 16916 , Q '1 �' ' 1.0'N. X 0.8'W. OF ',P6 r PROP. CORNER Z r , l .1 / ° ' \ SET TYP. ON PROP. N APPROXIMATE SANITARY T LOCATION PER PAINT a J � / �� r` / � �x .'' /� r 8"ALDE ,' // ,' ' / „° ' ,' i � /, �' '' / ' e r r w r f GpC� , fo �r 6rAL�ffE /. rf �i r. / ,�Cr`tii / r+ LINE, 5:00 S. OF PROP.VEL I , O � M \ifs t •.� �. / r , / / / ♦ / CORNER CORNER FALLS , ! r• /rr p� Ch'. ' /IN 24" TREE STUMP 2 • � ! t "�� t � . ... / / .• r ' , DER / , ! ! / � / ' •� ti \� /' � SANITARY MANHOLE �`y t �» W / . . / / r'�W . / / , / / ;/ , ! ,' / . ✓ ,' .' ,'r RIM=82.84 /^ t '/ !/. ', yam, !/ ,' o loJ , ' ' / / / ' / / % / •' / ,'� r / 8 DI IN SOUTH, OUT NORTH J ° r I . / / ' t r t 1 , , , / 5 CL FLOWLINE=75.77. e ,' // ; \ f II ~�`- `. : .' °° / r / �r /rr' / r �. , / . �,,' ��' �>\' ,i r i I I f \ ` ` ` ,' !' r' / ' ' ` / ' /' ' t f ' r ' t 1 " LD f4 y`1 EFj � / r I 1 f 44 / 1 ',' r ' 1 1 101 / '',' / ♦ /' r` ,` ,° 1� s eft) �1 STO`RM MANHOLE �. , /a r ' r r r 1 / / / , / ,,. , o ' ' RIM=,114.73 r ' ' r' Gv �. a� 1 �� / HOUSE °/ �/ r! °/ % i' °/ rr rrr "/` ,, / / �r , f r t f r ,' ,' �° f: < , /' ��� / ' ,' O s i 6� CMP SEt112,1Er a KI5 / l r r / . / °/ �/. r/ ! �/ �r �/ �/ CMP ,NE=11,0.63 it �/ , / ,` r` i /' f ' t ' °/' ,, v o / �,' /°,, N TYPE 1 CB - ra i' / / . ! , , r r i / i ro RIM=85.92 `��c9� J_� _ ' , /rr rr �/ °/ / / r / 12 CMP SW= iT10.73 / -Ir k /r r / / r. , ! ! f i '!'' i fir'\, p/ '� 12"CMP E=82.33 t t/ r / / r i i / a 0 • A•�l, r / / i / / , ! r / t t / r , .p' it i/ N 12"GONG S=81.26 / t r•, r "' ' , � �'�°r W rr i'/ ,` ,` r.,.r' �,�, ��' /,'� �! J, / r A,!r✓,',r' / I' 12 CONC N=80.94 / r ro ,� 12"GONG ENE=81:35 ` / i /' / � tiQ,�p p� � , f , / � � r � �/ / ! �r r! r �r,r �° � r / ! r /, '`•� ., , , r jj r r , r10� Ti/ OF r , r 12 PVC S=83.06 , , r f0 ALE t r EDMC�NDS STORM r a r r / ;' / / f. 0 , P� - , , r r ., f i r r r r ' in+ ' Dc ° l r o a RENCH DRAIN ;' , ,' �' �� ,< ; pry p i; h r f o r► r f 1 r D 1 G �rA E E T r % r �1�. `il MAILBOXES KEYOSK / ' IE=87.27 :'CITE'%�OF rDMAND�'�Sr®RM' .' ^h �`1' .` ��/ ,! ! :. 1 r t 1 rr �r t 1 cd j r r\1to / / •. ' i' / ! / r r r r r !IF 83062302 2 r& !n 'r . cV 4 BOXES . .wf16. . -�� , ` `` i' {4RAIN�GE ,EASEIv1ENT AFN. r'� '� / . i tib fo r 2X8"ALD //'' r ���. / ' / /r t8"��DE p51r2�4(�1t�'I r j J !r 11 r�' f r r 2� TYPE 1 CB " . ! , 8300230,242/ 85120 0181, . ,' , '` �~ �� o p/ / ,' .'�/` , i' ' ' tr ' ' +`" % ► ` 12°PVCI N=84616 a w .- /' / , /. �� �' '' /1 i ' i . ' %� ryrV p� ' `, /� r r r f i rr i ,r rl ' !r f r' r r i z 10' GRAPHIC SCALE 40' �' c TY(�E 1 KGB , , 1ri , 6"CPP S=85.03 ' ' ' ' ' ' / / �' STORM MANHOLE / ' ~ �' i i i " . AIM=89.32 / r / / rL 4i p " r. �! SrrGMP NE=86�9 / ! , / / / ° tip, N. __ ro'• ° �' , / i j ,► ,' ,' � � r 1 1 r d / r / RIM=118.95 r' ° /' ,' 1 / , i '`"a �� Cc ' ,' ` r 1 r r r ' r , , , r r 1 INCH 20' FT. �`.�� ,' ;8 CM6 W e86.07 , / , �/ 1 . , 1 rr / ,. , , r ti ^.. txry t 1 r r GAS POST W/BOX a a i , r rr M t / ,� , ./ 6 PVC E=115.45/ / ,' ,/, 1 / ," *.�`'o"Iy JTYP'�'1 . ► , � 4 �VC ENE=86r.40 !r �. r 1 N. � ,<a ti � � �! r , , ► f ' r r r • ` ' '12 CMP NE=11 .10 / ' , , / ' ' '� , / RI =87.$1 _ - / / r / / , , „ r5 ��- -88 $ +/ � ' _-.� i . , ' r � .r / 12 DI 5E=114.75; � . , , / r , \ 1 , � � � ' t ' BASIS OF BEARINGS: / ! 8'CNtP N=86. r;. r r 1,8 APP,L ! / , I , 1 / rr 1 1 i 0`b p� �. r r r ,' �'" _ ' ��R, `` �+ , f/ ,' °' r' t ,' "/ �,' "' / /' r° /' ,' , / r r'� f 1 / 1 1 % !��'tir°,�ro� 'y rr i N88'01'40"W BETWEEN THE MONUMENTS FOUND ' APPROXIMATE LOCATION , _ _ _ r ► / .' r l ' ' i / 1 f 1 1 r p OF STORM T?-` / 1\ a IN PLACE ALONG THE CENTERLINE OF 164TH UNABLE TO LOCATE, 0 Os• r �! , , / } t ' r r r t �i ' ,' / r / r �, �, / �, ,' , i i ANY STRUCTURE �� r , ✓ , / FOUN15 1/2 REOAR WIfFI f .' ,' ' /� /' ,' , STREET SW. PER REFERENCES 1 AND 2 l - - r - -" 12"CMP,CULa/�R 'IEz95 22,'' ,PL'ASTICr6r�P STAMPE( ,` i J4;fM�}PL /' • '� r, / ` !, r° ' ' �1 i'',1 ' rr r! 1 j 1 / 1 i�r� HAINES WHARF N0. 2 9C) r r , Z r r, n r r / / 9 ' 1 ! ' / , ° ` 1 1 �t J� 1 / // ' VOL. 27 PG. 26 / . e w �2 ,.r o W p r r r r' / ,' / G4,6S' 9435 ; 0.2 S. X y / / l /r ' / / r ` ° / /' / / / 1 / ' I 1 / ' r t a d ,gz w�� wtr� &9�M_J / �, l 1 i , / `� / VERTICAL DATUM: .3f -. r �' Or7 E. OF MOP. COR ER ,� ,! r / , , / 1 , , / , ! l \ ! / 1\ / 1 1 1 ��.5 , / ', ii / ri /,'1`// ,/ , /4/ t / 4►. E/ ? ✓ r 1 r r . 1 , / i l 1 NAVD 88 PER SNOHOMISH COUNTY VERTICAL CONTROL --106 p17 / ,/ t ! , ,'. f! / ry ' ; / ` , . / 11 r , .!' ` r"� p x / rr,' r,`� fC,. ' 'Y/3• r.�'],• / f ,v d' 47 j w�. .;' I. l 1 r r ! ,��C3 ,/ 1 N 3' SPLIT RAIL -�o ; ,` ; .,� f a"w ,h.v ,' ;� ;� ; .p ' ; �� tv A�" �, r f, / ,� / ; / BENCHMARK: FENCE IS 0.4'N. / / ', �rL ;° °. ,� % ,/ 1 , ,� ,' r / ;` A ,`� r r l , r r // r. (. TYPE 1 CB / / ►t i RIM=176.05 SNOHOMISH COUNTY BENCHMARK SC36:. TOP OF CONCRETE / / �. r r r / / i / 1 , , / ' 1 , ! / N OF PROP. LINE TYPE 1 CB FOUND 1/2" REBAR WITH PLASTIC'`' �' ' l r ' ' ' 4 ' �" C° / r ' l 12"DI NW=172.05 MONUMENT WITH 3" BRASS DISK AT THE INTERSECTION OF rr r, r r '}�s r , L-'-s '-ter J-s / 88.96 1 I ". ;` ^ +.`° 1 r' r , FOUND 1/2 REBAR WITH RIM=98.76 CAP STAMPED G4 LS 9435 , 0.2 S. �`�' ti ,,' 1 1 / ` ' ' N8$�01; Q7'�` , 262.63' 68TH AVENUE W. AND 164TH STREET W. DOWN 0.3' IN `94' - 'a �� r PLASTIC CAP STAMPED 12"CMP NW=93.70 X 0.5'E. OF PROP. CORNER ' '� '' '� ,' i'/',' ,�r� �b MONUMENT CASE, WCCS POINT ID NO. 37. ELEVATION t / ,/ // a �•pc it l "G4 LS 9435", 0.2'.S. X '� 12"CMP NE=93.70 FOUND 1/2" REBAR WITH / �` '�� .`�� Jcty 429.91 FEET o> r 0.3 E. OF PROP. CORIVE6 \ 12"CMP SE=93.70 PLASTIC CAP STAMPED Of "G4 LS 9435 1.4'S. X 7 /r .. g6-_ a ` " \ 2.4'E. OF PROP. CORNER r // I I / LEGAL DESCRIPTION: Ary �o few THAT PART OF TRACT 89, PLAT OF MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF =ry�o RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; LYING NORTHERLY OF A LINE DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE EAST LINE OF SAID TRACT. 89, 152 FEET SOUTH OF THE NORTHEAST CORNER OF SAID LOT; THENCE NORTH 89'23' WEST 372 FEET; THENCE NORTH 75'27'35" WEST 74.70 _ FEET; THENCE SOUTH 80'01" WEST 61 FEET MORE OR LESS TO THE WESTERLY LINE OF SAID TRACT; N TOGETHER WITH THE EAST HALF OF VACATED ROAD ON THE WEST THAT ATTACHED BY OPERATION OF ^ LAW AS EVIDENCED BY VOLUME 39 COMMISSIONERS RECORDS PAGE 591, AND TOGETHER WITH THAT PORTION OF TRACT 90 IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY WA, DESCRIBED AS FOLLOWS: Id� I { FOUND 4 CONCRETE oo MONUMENT WITH BEGINNING AT THE NORTHEAST CORNER OF SAID TRACT 90; THENCE WEST ALONG THE NORTH LINE Sn PUNCHED 2" BRASS DISK THEREOF TO THE EAST LINE OF 75TH PLACE WEST, THENCE SOUTHERLY ALONG THE EAST LINE OF STAMPED "LS1503, DOWN SAID 75TH PLACE WEST FOR A DISTANCE OF 137.40 FEET; THENCE SOUTH 74'48'00" EAST TO THE 0.7' IN MONUMENT CASE EAST LINE OF SAID TRACT 90; THENCE NORTHERLY .ALONG THE EASTERLY LINE OF TRACT 90 TO THE TRUE POINT OF BEGINNING: 0 co TOGETHER WITH THE WEST HALF OF VACATED ROAD ON THE EAST THAT ATTACHES BY OPERATION OF LAW AS EVIDENCED BY VOLUME 39 COMMISSIONERS RECORDS PAGE 591, II ir ` EXCEPT THE EASTERLY ONE-HALF OF THE NORTH HALF OF SAID TRACT 89. `1 AND EXCEPT ANY PORTION OF. THE ABOVE DESCRIBED LANDS LYING SOUTH OF THE FOLLOWING DESCRIBED LINE: A PORTION OF TRACTS 89 AND 90 AND VACATED ROAD, PLAT OF MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY 10 I WA, Z BEGINNING AT THE INTERSECTION OF THE EASTERLY LINE OF 75TH PLACE WEST WITH THE NORTH LINE 04 . OF SAID TRACT 90, THENCE SOUTHERLY ALONG SAID EASTERLY MARGINAL LINE OF 75TH PLACE WEST rn AND THE ARC OF A CURVE TO THE RIGHT, SAID CURVE HAVING A RADIUS OF 1452.29 FEET, AN ARC ui N DISTANCE OF 137.40 FEET TO A POINT, THENCE CONTINUING SOUTHERLY ALONG SAID EASTERLY ot0 °p MARGINAL LINE OF 75TH PLACE WEST AND THE ARC OF SAID CURVE TO THE RIGHT, AN ARC DISTANCE OF 123.36 TO THE POINT OF TANGENCY OF SAID CURVE, SAID TANGENT BEARING SOUTH 2415' WEST, I THENCE SOUTH 24'15' WEST CONTINUING ALONG THE EASTERLY -MARGINAL LINE OF 76TH AVENUE WEST, !� 55.21 FEET, THENCE NORTH 68-26-19" EAST 132.84 FEET, THENCE NORTH 57,40, EAST 129.57 FEET, N T THENCE NORTH 0-32, WEST 25.00 FEET TO THE TRUE POINT OF BEGINNING OF SAID LINE DESCRIPTION, o THENCE NORTH 75'27'35" WEST 74.70 FEET, THENCE SOUTH 75'16'31" WEST 42.57 FEET, THENCE z - FOUND 5" CONCRETE NORTH 74'48' WEST 52.75 FEET TO THE END OF SAID LINE DESCRIPTION. ` I f MONUMENT WITH 2" BRASS DISK STAMPED SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. WITH "+", DOWN 0.7' IN MONUMENT CASE SURVEYOR'S NOTES 1. ALL TITLE INFORMATION SHOWN ON THIS MAP HAS BEEN EXTRACTED FROM CHICAGO TITLE. INSURANCE COMPANY FLAT CERTIFICATE ORDER NO. 5401772PC DATED AUGUST 26, 2010. IN PREPARING THIS MAP, D.R. STRONG CONSULTING ENGINEERS INC. HAS CONDUCTED NO INDEPENDENT TITLE SEARCH NOR IS D.R. STRONG CONSULTING ENGINEERS INC. AWARE OF ANY TITLE ISSUES AFFECTING THE SURVEYED PROPERTY OTHER THAN THOSE SHOWN ON THE MAP AND. DISCLOSED BY REFERENCED CHICAGO TITLE INSURANCE COMPANY CERTIFICATE. D.R. STRONG CONSULTING ENGINEERS INC. HAS RELIED WHOLLY ON CHICAGO TITLE COMPANY REPRESENTATIONS OF THE TITLE'S CONDITION TO PREPARE THIS SURVEY AND THEREFOR D.R. STRONG CONSULTING ENGINEERS INC. QUALIFIES THE MAP'S ACCURACY.AND COMPLETENESS TO THAT EXTENT. 2. THIS SURVEY REPRESENTS VISIBLE PHYSICAL IMPROVEMENT CONDITIONS EXISTING ON APRIL 29, 2010. ALL SURVEY CONTROL INDICATED AS "FOUND" WAS RECOVERED FOR THIS PROJECT IN APRIL, 2010. 3. PROPERTY AREA = 33,736f SQUARE FEET (0.7745f ACRES). 4. ALL DISTANCES ARE IN FEET. 5. THIS IS A FIELD TRAVERSE SURVEY. A LEICA FIVE SECOND COMBINED ELECTRONIC TOTAL STATION WAS USED TO MEASURE THE ANGULAR AND DISTANCE RELATIONSHIPS BETWEEN THE CONTROLLING MONUMENTATION AS SHOWN.. CLOSURE RATIOS OF THE TRAVERSE MET OR EXCEEDED THOSE SPECIFIED IN WAC 332-130-090. ALL MEASURING INSTRUMENTS AND EQUIPMENT ARE MAINTAINED IN ADJUSTMENT ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 6. UTILITIES OTHER . THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONLY THOSE UTILITIES WITH EVIDENCE OF THEIR INSTALLATION VISIBLE AT GROUND SURFACE ARE SHOWN HEREON. UNDERGROUND UTILITY LOCATIONS SHOWN ARE APPROXIMATE ONLY. UNDERGROUND CONNECTIONS ARE SHOWN AS STRAIGHT LINES BETWEEN SURFACE UTILITY LOCATIONS BUT MAY CONTAIN BENDS OR CURVES NOT SHOWN. SOME UNDERGROUND LOCATIONS SHOWN HEREON MAY HAVE BEEN TAKEN FROM PUBLIC RECORDS. D.R. STRONG CONSULTING ENGINEERS INC. ASSUMES NO LIABILITY FOR THE ACCURACY. OF PUBLIC RECORDS. REFERENCES: 1. RECORD OF SURVEY RECORDED UNDER AUDITOR'S FILE NUMBER 20041210522. 2. RECORD OF SURVEY RECORDED UNDER AUDITOR'S FILE NUMBER 9808215003. 3. RECORD OF SURVEY RECORDED IN VOLUME 43 OF SURVEYS, PAGE 247 UNDER AUDITOR'S FILE. NUMBER 9411015002. 4. THE PLAT OF .HAINES WHARF NO. 2 RECORDED IN VOLUME 27 OF PLATS PAGE 26. LEGEND: ® FOUND MONUMENT AS NOTED O FOUND CORNER MONUMENT AS NOTED ® SET 5/8" X 24" REBAR WITH. PLASTIC CAP STAMPED "DRS 37555" ® GAS METER POWER POLE ® WATER METER FIRE HYDRANT WATER VALVE ® CATCH BASIN 0 STORM DRAIN MANHOLE GV GAS VALVE c DECIDUOUS TREE -SIZE VARIES 12" EVERGREEN TREE -SIZE VARIES 12" - ST STORM LINE SS SANITARY LINE OP OVERHEAD POWER G UNDERGROUND GAS "' a& V& EDGE OF PAVEMENT COPYRIGHT © 2010, D.R. STRONG CONSULTING ENGINEERS INC. I N � 0) 9L 3: o O W W�- U S= W 1--Q Lo z coO J ❑ W W Q w � co N z Uo Q co Q ^J^ ( . Z z ❑ W °d cn. . . 0 . . . ai zRESUI..... FILE r""TRE'E'T o . ,. SEP 22.20i0 Qi aL1,fl r f�l�� DRAFTED BY: SJS/RLB FIELD BOOK: SJS PROJECT SURVEYOR: : SJS DATE: 5/11 /10 PROJECT NO.: 10026 SHEET 1 of 1 STORM MANHOLE Bu U-NDAR Yl TOPOGRAPHIC SURVEY 1, RIM=79.36 12"CPP SW=75.86 A PORTION OF LOT 89, MEADOWDALE BEACH, VOL. 5, PG. 38, N 1 z"CONC SE 574.06 IN THE NW.. 1 4 0 F THE N / W. 1 /4, SECTION 81 TOWNSHIP 27 NORTH, RANGE 4 EAST,. W.M., a r` 18"CONC S=71.18 18"CONC N=71.40 SNOHOMISH COUNTY WASHINGTON a l r t I }. 18"CMP W=71.15 a t' ' r STORM MANHOLE tr RIM=88.02 36"CMP N=74.26 12CMP E=74.26 TYPE 2 CB " t I r RIM=99.41 It 3/ r Ir I' I ! ! 6„PVC NE=91.96 0 12"CMP W=91:76 J °'N i 18"CMP E=91.91 / l rh +o TYPE 1 CB L ort / /. / ' t + ti RIM=78.90 a / / ' / }---T- K I----t--- t 8"CPP NE=76.24 6"PVC S=76.76 $ It I t 1 r --� tr--tt"' ----�-- ° t l s' -'-'----- ^• r--- COMMUNICATION tr , Rr - �_ " _--_- Ri --�_ R _� �� `• r `, rD PEDESTAL. , a , rr � ► � � , + „ 164TH STREET W TELEPHONE ' ` ! i 19" 1� :1 " C�'DARS r �� `..'� r10 / STORM MANHOLE PEDESTAL. �_ r . 6„7 1, j i + , _ RIM=107.30 (NOT OPEN + YARQ DRAIN LID a „ " ) FOUND 4 CONCRETE MONUMENT REDS,. _-- 2-�48_32' CALL. 247.81;_ fi 12 CPP NE=99.80 N88'01 40 W 1176.4T WITH 2" BRASS DISK STAMPED WITH EF. 2) NO VISIBLE•.PIPES FOUND 4" CONCRETE MONUMENT „ ' r I I 1 - - /, ` `� 12"CPP SW=99.35 " " i` , r r I 229.00 L - � r � + DOWN 0.4 IN MONUMENT CAST: WITH PUNCHED 2" BRASS DISK " �` $/ s r r r S�iORM r MA HOLE r / �r ----------- - - 605.47 ' _ a ` r _ _ _ ,>- 571.0 MEA AND REF. 1 STAMPED "LS1503, DOWN 0.4' IN VERd,Z,ZOf� ,� �'CIg � ' # err' r � � RIM=84.09r rl N �,,�-•.. � � ���r i t r -�- -' - MONUMENT CASE ----VAULT \ , r cci 12�CONC NW=80.46 0 `. ^ r crr cy r �, 262.63' HELD DISTANCE PER REF.` 2 �� - d 12�'CMP E' 81 46 t �„ rDa \ i r` I' 1 I o _ I- 665.52 CALC. PER REF. 4 ` \ rr r r r i r ' _ w RAIL ROAD TIE 1' tr �. 1 / ' , oo N I oo (665.89' REF. 2) RETAINING WALL %p� t ► t� 1 ^ w ' iN p . o - r� r,. f ; �r , .` ' 1 t , 1 r ,, N<V ,w rrlR7/i �N FOUND 4" CONCRETE MONUMENT 3 1 cn • 24 "CHER Y ,, • - - -- - - 213.13 . ' r (..�s.�.�...,..,,w,�;��.+ ^ r '� r r / "• / r , 1 r •r"---� r •/,. t DOWN 1WITH T2 TACKIN IMONUMENTC CASE .ate a �' r r ° ' - t /t ' ST�JRM rCB ` /` l` cn cV, oW 7'D'ECID. J , 1 ; BRICK RETAINING�.� ,'�� iNABLE TO OPEN' r �� / 262.63 r- o i FOUND ' 2" R H WALL \ t ,' \ ' I ' t ' 1 t 0 1 I� 2�'' �/ \ HE t , \ , I t I f t , / , 645.74' REF. 4so J PLATIC, CAP S AMPED r r I a 00 i ' "G4' LS 9 f35", 0.3'S. X `�` `� r ,/ J J' r II , , ,' �' J , ` , j ' ' ' ' FOUND 5/8" REBAR a N r0.,*.\ , �c' r S`TORM,Mk*f LI` t WITH PLASTIC CAP Q N r /\ ' / i � I t ' ' r OF PROP. CORNER/ `.. / ,' ,' ,� ✓ r rg j r' I / STAMPED °WFI 16916" ► ` i RIM= 14 9'L , '12f CMP �1W=10 1.0 N. X 0.8 W. OF Q 8f12 PROP. CORNER APPROXIMATE SANITARY r` r i t �'\ / �, ' ' ' , ' '' s' / / SET TYP. ON PROP. (V /: \ / / 6 /A �E r J 7 1 T LOCATION PER PAINT � , r / 8 A DE ,. , J a r GpC� o • � , r . ,/ , ,irk . J LINE, 5:00 S. OF PROP. (� / ! ' J / ' ' ' CORNER CORNER FALLS I AVEL / r r /j ,, r!/ O ! w Ito t ! , / / , / , , , J , , , / : / &Qc / , 82' �� , + w / \.. , / r r , DER , , / / / ' ' ' % J' '� ,�Cc r' o IN 24" TREE STUMP SANITARY MANHOLE \ 1 N ► �w /- . / , / , J' w f / / ' / { ,' , / ,' , , ,' , • ,' ,' Q�' `^"'r RIM=82.84 � ^ r � w 8"DI IN SOUTH, OUT NORTH ,. A CL FLOWLINE=75.77 j e �� \ III w�" " �. , , ! , , ,' , f , , / t , r r I • / , , , » ' .�%>�` J' ,t 5 ! , , , , , t i I t t r , j , , , �4y EFL , • �, > IIIr \ ��� \� ,'. ,' ,' ,, i, �''- /, , �. r 1 r 1 rr �Q A'oD STORM MAN40LE .• 1 , r 1 1 r t r ,' \ ', r ,, ,, /, A.' �/ r ' , ;,+r, i r t 1r r tt 1 %,i,,',', / i / fr �/ o , HOUSE i , , ,, RIM=,114.73 1 , , Ua / Gv "� ;) ° / , / , / , , , , 6 CMP S �112.18' ' », a ,� b .. s r , a ,d ,PLF ' ,/ r r r , 1 , , / , r / ,' • , o �! p , , ° ( �, ;, �, �, �, �, �, �, CMP ,N=11,17.63 \ , ! ,' , , , / , l t t r ' / , , / ! N TYPE 1 'CB r-- O� , ° /�r .r, �, �, i, r, �, /, ;, r 12 CMP SW5t10.73 ,% k ' ,' ,'r° / / , ,' % , , t 1 j ,/ ,/ �, RIM=85.92 r ~-#�� r/_ t , , i i , , , , i i e , , , , / / / I If , , b 12"CMP E=82.33 ! ' r \ /, , , ✓ , , , , r' ,' _ _ ✓ , % / / / / / / , r / r , y , , , , , , / , f 0,' A�L /, 18'%dLLf� 12 CONC S=81.26 / Q fJ a g, 0rl 12"CONC N=80.94 / i + + ^ \ �' �� b� 12 CONC ENE=81:35 , /, r h /J' / , , N bt< '' ,/ /� 1' , r fi,� # t fV . / ;� , Do, P� , r , ► , „11 r 1 r r101 OTTIf OF t r r 1 , " + ,' O / , / , 11D ALUL r t i IEDM©NDSISTORM I , . o' W 12 PVC S=83.06 a J p g/RECHDRAIN :`.'`/,'��� �~b �;� ' , `"�� , ,''R, r< I 1' ' D2 INAG FtAyS'E EI�T r m , Ira /f , ! , o , c� _ ,. IE=87.27 r CIT r , , t ' MAILBOXES KEYOSK , \ > OF XDMONDS STORM ,/ , 0 ~' / ," 1 / / / , t i ► t / F 83®62302 2 r& !� 1 t r : N 4 BOXES RAINf�GE AS ENT AW�N. , ' , r » , / /. , 1 ,,, 1 I r r L 00 TYPE 1 CB - _86. , ,' '830D230�'42 & 6012040181, ' ,' / r ,�• �rO 2X8 o LD / , ,, ./,r / / , , rA�l 1 r r 'r i �'\'�� P �' D� t 8 DE 851,29491 1 j r t s`r , '� , , , 1 1 RIM=86.68 # a �� / r ' , ,' ;, , ,, 1 j 1 r �~ �� rry , r, , , . , / s t ! t r t t r .' t ;' TYFgE 1,B�, f , , ,/ ! 1 r / / �V fy c° '�l'/ , 1 i r r 1 r t r J r' ! Ir t I + xi z 10' GRAPHIC SCALE 40' 12 PVC N=84.16 n c! " v r, �i �,F71M=89.32 i t! / , ,�` �,\rLa'�-jb rlr i 6 CPP S=85.03 l , , STORM MANHOLE / / 8 MP NE=8ti.19 / , , ti 'y % t ! r r r ,cC r RIM=118.95 ;' ,\ as INCH 20 FT. GAS POST W BOX a� _ �� .,�' �,' ri8„CMP W,86.07 t� '` // % .'� /r ' i 6"PVC E=115.45 / # '' fTYP�1 S �1�J o, 4?V'C ENE=8l;.40, �' „ , 4'` ti_,�tx.:j ,y / , r . r ! t ►! r RI=87.51' , x1 _ ° ' , •12 CMP NE=11510 I ! e \ „ + r r , r 12 DI SE�114.75r '` •' ,' r r ; / r' \� � `'� �o ' t 1 I , BASIS OF BEARINGS: i3 . • ' $ r t r 1IPR,8 APP,C r ` 8 CMP J-N=86.14 . r , i J , , , , / , % / /. / / t ,.b @j b Ry t , b APPROXIMATE LOCATION ,' `, g / ,� _ _ _ ! . 1',r,' / 'ter° N88'01 40 W BETWEEN THE MONUMENTS FOUND IN PLACE ALONG THE CENTERLINE OF 164TH OF STORM T? # � � 6 STREET SW. PER REFERENCES 1 AND 2 UNABLE TO LOCATE J / , , I I / r l , , ANY STRUCTURE ' r Jx ^ '..n_„_ r '� , ' / FOUNif 1/21 REWAR NIfH �, Ir , �/ , ,' / '' , r r / / / r r t r J ' / ' ' "� ' ' ' ' / �' , / , ? I r I / / r r HAINES WHARF NO. 2 / _ - f _ r F�LASTIC,6�P STAMPE[ ' , r3C1- J w, / , / I / 1 r r 1,2 CMP CULVERT IE=95.22 J , 114,M PL 1 , , , / r r t � �Y _ f J , , J ' "G4 L•'Sr 9435' ;'0.2'S. X ' ' r I / ,f ' / , ,' !' / / / / r' t ,\ , r l J i I % / i �r r r VOL. 27 PG, 26 r f gh f, r -r' �1*�j ?&9' J ? _" Jr• , ,, -' pfTE. OF -PROP. CORNER ,�r` ,,' / ,' / ,t rr r ,' i ,' r/ �, /,'��,, �, , r ; I J' r' r' VERTICAL DATUM: r,qb NJ - µ r _ \ ` ` - - 0 E , , , ✓ J , , 1 r r / / , , / t`Nif / I r I I NAVD 88 PER SNOHOMISH COUNTY VERTICAL CONTROL -10t3' ..N7s'SJ /_ �� , �, �,-72.33!JJ' �' / r� y,,/ j .,` 'r/� r' ' r' -1/ f .. , tJ ; J .... , _ X �. ,�� , nry3. }, J �'� , ( �, ,,,, a, ^ .� J I r (° r r BENCHMARK:. • ' ' 92 •_ ... ,- ,,,� _ r .g ' % , (��•, Via"- '' r ! hQ '�' h rt Sv7 M r r4rC1 , / r.. �,,, n,'�. ''7 j !i? / ri) l , ! , r r - _ - t- n - 3 SPLIT RAIL - -gyp �, , Qi f©W r ,>t , , r . t r i o� o AJ / , i r , , % b � , . ,� rb , J r � r , r � / r r � � ,�. r r l ! r TYPE 1 CB /N ! t ' gyp. p`%' / FENCE IS 0.4 N. ' ' "+I i J/ ,/ r , r t 1 1 , . I r ry ' /� r / + RIM=176.05 SNOHOMISH COUNTY BENCHMARK SC36:. TOP OF CONCRETE +1' / ' ! ry , f / , 1 / . ! I / ' I / rp Co W Q7 ! / ! I �, " OF PROP. LINE TYPE 1 CB FOUND 1 2" REBAR (VITH PLASTIC'`' J' ' -' ' ' / / 88,96 1 r° / 12 DI NW=172.05 MONUMENT WITH. 3 BRASS DISK AT THE INTERSECTION OF / / r / r r r 68TH AVENUE W. AND 164TH STREET W. DOWN 0.3' IN FOUND 1/2" REBAR WITH RIM=98.76 CAP STAMPED "G4 LS 9435", 0.2'S. ' �`1' ,.' t / J r ,' ; ,'� r18$t0j%� Q! ,i /"�, 262.63 e� o . MONUMENT CASE, WCCS POINT ID NO. 37. ELEVATION /=429.91 FEET. '+ r PLASTIC CAP STAMPED 12"CMP NW=93.70 X 0.5'E: OF PROP. CORNER / ' / / / / i �1 1 hki�,�Ri ) # C - ^ a it 1 "G4 LS 9435", 0.2'S. X '� 12"CMP NE=93.70 / t FOUND 1 2" REBAR WITH J ,' r` 0.3'E. OF PROP. CORVE� \ 12"CMP SE=93.70 PLASTIC CAP STAMPED / "G4 LS 9435", 1.4'S. X 7 96 _ g _,� a \ 2.4'E. OF PROP. CORNER / y LEGAL DESCRIPTION: r b SURVEYOR'S NOTES LEGEND: Ah 0,04 THAT PART OF TRACT 89, PLAT OF MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF 1. ALL TITLE INFORMATION SHOWN ON THIS MAP HAS BEEN EXTRACTED FROM CHICAGO TITLE .2�' RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; LYING INSURANCE COMPANY PLAT CERTIFICATE ORDER NO. 5401772PC DATED AUGUST 26, 2010. IN ® FOUND MONUMENT AS NOTED �. NORTHERLY OF A LINE DESCRIBED AS FOLLOWS: PREPARING THIS MAP, D.R. STRONG CONSULTING ENGINEERS INC. HAS CONDUCTED N0. INDEPENDENT O FOUND CORNER MONUMENT AS NOTED TITLE SEARCH NOR IS D.R. STRONG CONSULTING ENGINEERS INC. AWARE OF ANY TITLE ISSUES IS IM I �I O rr FOUND 4" CONCRETE MONUMENT WITH PUNCHED 2" BRASS DISK STAMPED "LS1503, DOWN 0.7' IN MONUMENT CASE oI of a It In rn N N to 00 00 WI in M N r 0 z ` FOUND 5" CONCRETE MONUMENT WITH 2" BRASS DISK STAMPED WITH "+", DOWN 0.7' IN MONUMENT CASE BEGINNING AT A POINT ON THE EAST LINE OF SAID TRACT, 89, 152 FEET SOUTH OF THE NORTHEAST CORNER OF SAID LOT; THENCE NORTH 89'23' WEST 372 FEET, THENCE NORTH 75'27'35" WEST 74.70 FEET; THENCE SOUTH 80'01" WEST 61 FEET MORE OR LESS TO THE WESTERLY LINE OF SAID TRACT; TOGETHER WITH THE EAST HALF OF VACATED ROAD ON THE WEST THAT ATTACHED BY OPERATION OF LAW AS EVIDENCED BY VOLUME 39 COMMISSIONERS RECORDS PAGE 591, AND TOGETHER WITH THAT PORTION OF TRACT 90 IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY WA, DESCRIBED AS FOLLOWS: BEGINNING AT THE: NORTHEAST CORNER OF SAID TRACT 90; THENCE WEST ALONG THE NORTH LINE THEREOF TO THE EAST LINE OF 75TH PLACE WEST, THENCE SOUTHERLY ALONG THE EAST LINE OF SAID 75TH PLACE WEST FOR A DISTANCE OF 137.40 FEET, THENCE SOUTH 74'48'00" EAST TO THE EAST LINE OF SAID TRACT 90; THENCE NORTHERLY ALONG THE EASTERLY LINE OF TRACT 90 TO THE TRUE POINT OF BEGINNING. TOGETHER WITH TIE WEST HALF OF VACATED ROAD ON THE EAST THAT ATTACHES BY OPERATION OF LAW AS EVIDENCED BY VOLUME 39 COMMISSIONERS RECORDS PAGE 591, EXCEPT THE EASTERLY ONE-HALF OF THE NORTH HALF OF SAID TRACT 89, AND EXCEPT ANY PORTION OF THE ABOVE DESCRIBED LANDS LYING SOUTH OF THE FOLLOWING DESCRIBED LINE: A PORTION OF TRACTS 89 AND 90 AND VACATED ROAD, PLAT OF MEADOWDALE BEACH, ACCORDING TO THE PLAT ;THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY WA, BEGINNING AT THE INTERSECTION OF THE EASTERLY LINE OF 75TH PLACE WEST WITH THE NORTH LINE OF SAID TRACT 90, THENCE SOUTHERLY ALONG SAID EASTERLY MARGINAL LINE OF 75TH. PLACE WEST AND THE ARC OF A CURVE TO THE RIGHT, SAID CURVE HAVING A RADIUS OF 1452.29 FEET, AN ARC DISTANCE OF 137.40 FEET TO A POINT, THENCE CONTINUING SOUTHERLY ALONG SAID EASTERLY MARGINAL LINE OF 75TH PLACE WEST AND THE ARC OF SAID CURVE TO THE RIGHT, AN ARC DISTANCE OF 123.36 TO THE POINT OF TANGENCY OF. SAID CURVE, SAID TANGENT BEARING SOUTH 24'15' WEST, THENCE SOUTH 24'15' WEST CONTINUING ALONG THE EASTERLY MARGINAL LINE OF 76TH AVENUE WEST, 55.21 FEET, THENCE NORTH 68'26'19" EAST 132.84 FEET, THENCE NORTH 57,40, .EAST 129.57 FEET, THENCE NORTH 0.32, WEST 25.00 FEET TO THE TRUE POINT OF BEGINNING OF SAID LINE DESCRIPTION, THENCE NORTH 7b'27'35" WEST 74.70 FEET, THENCE SOUTH 75'16'31" WEST 42.57 FEET, THENCE NORTH 74'48' WEST 52.75 FEET TO THE END OF SAID LINE DESCRIPTION. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF. WASHINGTON. AFFECTING THE SURVEYED PROPERTY OTHER THAN THOSE SHOWN ON THE MAP AND DISCLOSED BY REFERENCED CHICAGO TITLE INSURANCE COMPANY CERTIFICATE. D.R. STRONG CONSULTING ENGINEERS INC. HAS RELIED WHOLLY ON CHICAGO TITLE COMPANY REPRESENTATIONS OF THE TITLE'S CONDITION TO PREPARE THIS SURVEY AND THEREFOR D.R. STRONG CONSULTING ENGINEERS INC. QUALIFIES THE MAP'S ACCURACY AND COMPLETENESS TO THAT EXTENT. 2. THIS SURVEY REPRESENTS VISIBLE PHYSICAL IMPROVEMENT CONDITIONS EXISTING ON APRIL 29, 2010. ALL SURVEY CONTROL INDICATED AS "FOUND" WAS RECOVERED FOR THIS PROJECT IN APRIL, 2010. 3. PROPERTY AREA = 33,736f SQUARE FEET (0.7745f ACRES). 4. ALL DISTANCES ARE IN FEET. 5. THIS IS A FIELD TRAVERSE SURVEY. A LEICA FIVE SECOND COMBINED ELECTRONIC TOTAL STATION WAS USED TO MEASURE THE ANGULAR AND DISTANCE RELATIONSHIPS BETWEEN THE CONTROLLING MONUMENTATION AS SHOWN.. CLOSURE RATIOS OF THE TRAVERSE MET OR EXCEEDED THOSE SPECIFIED IN WAC 332-130-090. ALL MEASURING INSTRUMENTS AND EQUIPMENT ARE MAINTAINED IN ADJUSTMENT ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 6. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONLY THOSE UTILITIES WITH EVIDENCE OF THEIR INSTALLATION VISIBLE AT GROUND SURFACE ARE SHOWN HEREON. UNDERGROUND UTILITY LOCATIONS SHOWN ARE APPROXIMATE ONLY. UNDERGROUND CONNECTIONS ARE SHOWN AS STRAIGHT LINES . BETWEEN SURFACE UTILITY LOCATIONS BUT MAY CONTAIN BENDS OR CURVES NOT SHOWN. SOME UNDERGROUND LOCATIONS SHOWN HEREON MAY HAVE BEEN TAKEN FROM PUBLIC RECORDS. D.R. STRONG CONSULTING ENGINEERS INC. ASSUMES NO LIABILITY FOR THE ACCURACY. OF PUBLIC RECORDS, REFERENCES: 1. RECORD OF SURVEY RECORDED UNDER AUDITOR'S FILE NUMBER 20041210522. 2. RECORD OF SURVEY RECORDED UNDER AUDITOR'S FILE NUMBER 9808215003. 3. RECORD OF SURVEY RECORDED IN VOLUME 43 OF SURVEYS, PAGE 247 UNDER AUDITOR'S FILE. NUMBER 9411015002. 4. THE PLAT OF HAINES WHARF NO. 2 RECORDED IN VOLUME 27 OF PLATS PAGE 26. ® SET 5/8" X 24" REBAR WITH . PLASTIC CAP STAMPED ."DRS 37555" © GAS METER POWER POLE ® WATER METER FIRE HYDRANT ca WATER VALVE ® CATCH BASIN Q STORM DRAIN MANHOLE GV GAS VALVE DECIDUOUS TREE -SIZE VARIES 12" EVERGREEN TREE -SIZE VARIES . 12" ST STORM LINE _SS. SANITARY LINE OP OVERHEAD POWER G UNDERGROUND GAS EDGE OF PAVEMENT . COPYRIGHT © 2010, D.R: STRONG CONSULTING ENGINEERS INC. r co N N �rn o- � o O w� U 0.. g N 4L � = <( W F 3 J T- 0 Z c8 O Z W W o U) co Np. ' rn U Z a. 0 ♦W O V Z r. Q � LlJ ® D.R. STRONG CONSULTING ENGINEERS ENGINEERS PLANNERS SURVEYORS 10604 NE 38th PLACE, SUITE 101 KIRKLAND, WA98033 425.827,3063 OFFICE 800.962.1402 TOLL FREE 428.827.2423 FAX www.drstrong.com (/0 D .c J. . i.7 wv / i � a DRAFTED BY: SJS/RLB FIELD BOOK: SJS PROJECT SURVEYOR: SJS DATE: 5/11 /10 PROJECT NO.: 10026 SHEET 1 of 1 N w rb- 3 , Vj. -L --rj F "ND L!V 53NU PL W M PL W w w A 2 kv N , "' X� j,ff- 6 ,5�-1' A, Qi8),I-," - ,,- 1 i Lp�E ,.-- -1:1- kk;6 , -1! � k". 1;2 49R-4 I - 4 ; " PtTlw1@T .... 1. ......._i .. — 1-11.1.1-5 - : IF= I N T. -- ... ..- ....-...-- .. .. ..... - ......... .................. ... � ..... ........ I S ..... ..... - ... -- T:.. ....y:.:. — ------- — —- . I : . a I I'll — SHEET I COVER : ; ;- ; : � I- .. : 7 - �j - SHEETS 2-9 STORM SEWERS & INTERCEPTOR .DRAINS . I .. .. - SHEETS 10-1 I . MISCELLANEOUS DETAILS N . : : i� = . . : : !. . 8 : i K) : : 0 SHEETS 1 2-26 SANITARY SEWERS. : k a IK .. . I : I �4-) I 'j * SHEETS 27-29 . PUMP STATION & . DETAILS I : �R :. I : t 6) . : ! SHEET 30 � SANITARY SEWER DETAIL . : w '. I ........ ; -: � . . - : . < : : I : �9 ; : : 11 : I t - : : a i L E G E N D . CATCH BASIN TYPE II OR GMP CB CATCH BASIN TYPE I . =- 10-0. �..nw. cy'®' wommmoms � CLEAN C)UT I INIMMON1. STORM SEWERS "."w SANITARY SEWERS ----------------- SANITARY FORCE MAIN ----- EXIST, CULVERT UNDER RR. TRACKS I (16.8 PROPERTY PARCEL. NUMBER 015 PIEZOMETER TEST HOLES AND NUMBER ---------- - -- - - ------- �-------- -q� � , - I f COMMUNITY CENTER ­­ I ' .,S .1, �� �4N, ", I J, .. !,M--�-,- i ! .. . � ----...-..-.. . .... .. --.-.......... �. 1.--..--...-..- : \ ! I -, � . . - T "' . I -�,-.�, �, .-,�.-A A,p .-.- -,- N MI.. . �; ,4 "'P", I , . ; I I ,01,; ��.�`:7�,�-..--.. ,-..D'.�, . � t, . .., ...." I :: i -.I�q i . I... ., .4� � .��, I- '�' � - . . I 0'Th"EET FILE -, I ; - �-"N . . I I , --- -1. - ---.--1---.-------. .!". i- "'. '-�)-- ,-��-:i'; -�,-.,, 4...."'i,", , - " �--�,�".,.-,".",",Ii ,,, I IiI ,� ?i'-�,1",-'i1- �li. I' J"�-.'.'jt�'� -j-.,F.� �� 4 ,, ,�-:� j:' ��.",.", ����i, , . L � , . . . .. I .H-,�!, �i�As . , * - 0 ,- P'?Io. I , *A&A, ", - -, - . : . . e �&, i", ."�,.':.�.i���,',��,�..".,.,?-I.',P� -.1. �-mg3m - , � - i., . � ; , 1. -�j ,!',,,,� "'gtp"gp fi� M, ., " Pnll � - I I H, : --,;-M�,!!,�t`1'11L' . �,,jqi � ; . 1 ilfi0-� "MV1, . I : 14 * � .. , 'I � , I . 11 , . ,�. , I , - 1,ttr IC ITY, 4'. : - I -` I . q � ; , p,�. : I I . �--', -i4 . -- �".,.!�-j�,i�.,,.�,-��.--��.,� : , , '' ; � -0, 110,14... :-.'t ,,, w . .�l:,_�.,:,-,!",,..",.,�...',�,', ,-'4-'r,"..�i" - �-, -5-0 ; . .. - �• �,, , �*;"--`, -;-it, I ..�,--�,�,,--.,--, m' �.,,.,.,�� ;, ,, - I . - '-. � �,- . - I . . T-35. -4- 11 . I ,-,� �, ".... A-'-�i -,�A - I � . I ,-t--�-" , ! . " ,..,.-.- . . ! I I .�;--f - : . . I... f,- ,�,i I - . ; " . . , I ..,.��"!�-.' .M; b, -` � �t . . �,�..!��-,�"?k,� "3�11,'�-��,�-11`0`�- . "' - A --1':,-�F-,,-- i----,:i",z.,--J�,, . - --,- ST DRM to, 30" 4"'Em EW E R S A IffiNg D S. A I`N il f T A[-`� Y Z=i E W E R` S �,�:.,.�,�,t�,�,,,, - �11�l �?i . � : --�, --,,--�- ! . ,..,���,.,,�"!r�";4-"--:",�,,.� : . , -'�. 1, . --;'! ':.--,� �,' " � '-N�-, ,,-----,-r0'., : -�-.�!.,,---�`.-,..,Z� , " . .. � ; I.," - , -� -- I .�- 11�1'--`-�.,,.�"vy'q i V11 U . ,,.-,-� J� I.- ��`,'' . �,,�, . .. , ��!,t -,.,�A, - - . .., -:F -� � ii,...� �,­�i,TA-,.'R,ii I L,, ,0'lemm%,"or�% .".. ."R." -,;�`-`-, , R,R,,i "i .." "i t : , . ".., ---T - .?,-,. , :.r!", 1i"g--L'r6 ! . ` -.� , .", . I. I I �,-t!--,�-, �k I .. .... .,4 "i .1 . I ,� - "'.. �- : .. � 'wa�, - r,� " , I � , , V , . r ; , ., V., M . �X.$ . I I , / ; , XR, - , , �-- F, r" t ! : .." -Ici-11�11 -I"'r . . '�,�, I !?'k-, t.;` !t* """.1 i-I , - ',,,.,. : "j. , -.1 I. I V! Ii. II--, .. 1. � . t .:... --,,',--i,��,�,p . i. . 11,.,.,�, .. �- : I : : ... ^11 i , �'. i,� v�;! ! 11 -, , , , .. F i", ...... ... . ., - N " , t,�,!�-- , � --� I - . ;4,5,�',I-,,�;;"��, -�- � - ** . ! , 1..� � � — 1. . , * , , .... i i.- � --, ; - "40,%� 111 ,,i4 . . .1 : I POSSIBLE FUTURE WORK . 'i . . . � 11 . 22, �w. r".,, -,--,,-,,_ .., ._ ; ! , Ist I I . w ,.!.'... ! - . .. IX-, i` � 00�.-� . . . -- �v ." 11 . - -... . .., -4 A----, , - � � to �, , 9) . . %. I. !- , q : �� : . !'ki' � .,�,� � . . 1�% --r-'.... /. . :. . , .N ". . ...... �Crlqj:,,�, il. I I : I 5k�, " i wi � : �-,,. ... ........�.,, ,". ,�;" .:: i.- Gi,� .,.I. . I , -?',�i ,. �-11111�. �'At . - ' ""--- . . 1`` - - �, - ....... I I ,"'I''; : .. . .g� .. - ...... - ,,�, �� I j J . . - -, " : -1',*'� i; g 1. . � y. I.. � � . . -i.---� ,.�,', -gg � SHEET ft, I i %i,,., , � pi ........... --- I , R 1 T ...... -.... : � - - -v! i � �Mt, ,; "t a 0 . . ", . : ZZ, ��,,�q� � .4 V ......... T'ili,d, . : .. ; (67.� 1 : z ,lid' J- ..— e . 1 SHEET I I A I .., 10 10 . i`-'-, ..". ,, � - - 7. 71 - � . I .".. i", ---.-, 1�1t,t-. t 11 � � -� - j :. :.. . " - I . �'. , k � . I I ---- , 1.1 . I I . . . . . ! .111. " ,I -, �-, . -.,- . -1 ! . ,r ffll %. :�7-% ........... i F* -----�-1-,------ ,4-, 1,ck I ( h - . : , , -* ... ...... . ­­ S P, E'E T ". :. . ,..: � I :- I . ........... ­_—� HEET I . ....... ......... .. . --. ---:..�...o , I i- , . .: v , ..... .. t 7 5 - / . �11,, r ig.0.b.� . off �;.: I , f I 'It - � I I -­-- .; � - ...... I : : ...... ... .. . - .: �i i . �e.) t ; a : .." i- - �; , - �, I.. -.i. . . I ::: .... � ........ -- -.:-�---�.,M,�, !c,. I . ti I . ...... _ . --'. " � , I'A �q 4 1 1 .. '� �T 5 ... .... ... ........... - ., ; N - I . - ......, ... - rl�4 . -, ............ �' -.�,e� d : ( p 4., ... � .... I ...... ', � -N N'!�"l I I I 44 , ... ---.- ....... -..-....-... . ... ............................ -- �-, - , - - , : I � . 'I'll , . 0 i . I : . . ... . ..... - . . I ... -! . 9. 1 1 , . *1 .. , , "' : . (�� - -- -.1... : Ill .. . ......... 4�� ..... . ......... .............................. � ...... . . : " . . . ... ........... .. -....-.-.-. _ . . " , � . . - I ­-.1.1 ........ .............. ....... � . ....................... � ........... .. ............. . � .... I .... . ....... ... ......... ! . ........... . .. . ..... .... .... .... ............ - ........ - W , : ........ - I . I . : � I �.. - -4 . . .....! .. ....... n"M i '9NT : I . . . .,- % . -., -�-`-��"Pl , - - -- . , -1, . . . : ... I, -­ . ......... ; -..",, il 43 mg i . :--",- . . i� I f H� 0 . I �4 1 - : '�- - ---I 2 1 ' ........... ­ T- .......... I -------- --. ...................... � .............. � .. ... � ... 7-- 14 N 45 II . . R . - � :"",-� ,,,,._,1,,.1 I ..... ---t-, "'. I to! I .... �.... I- : . �� j:��-�Q, �'{ q I I -- . - t . :. . i. ......��,-,� I.3-,! � "' t� . ........................�..A I \ j- , �; . , --..-...-... .............. :� 0. ,-0 . � i � ............ ."m i�4yrl ,2.j.,41 i � . 7--... �............ ... 1-1 ....... 1. - I ,- : -- -, � : : I. * ..... ; . . � ,;r. : .- . - : . ". � . �. , . t,.,--�I .4 1 : - . . . "" ­­ " --�-- - � ­ -- � ........ --,- . ; ,--,�,", ,� !I I . : -- .0 : F . �� Q 40 11.4 . : �- ................. . . ... ............. . .. ... � ...... ....... ..... . � ..... "---'---" .,.--.. ...... --I ) . , Il ifBI ..... k ­­­ ­-�-- ---- . .... ....... -�-- ..... ......... .. ..) ......... ... . .... T'---------­ . . ., I �c.., i�Z,U. I _ ..... i..---. F* i 11 --, , 1-1-111EVI : : I � : . 4) ? --;- -.. � - ...... EE : i * --- , : : . . ; i : I i " : 4514E I I 9- - . . ! . � :-r 13 I , . I -i-i- I R ` , , SH T 8, : ---a- �� .... ,'.,�;�j�,� �1. . - N I . .L 4 , � . . '. .. . ., 'i.. - ... , "'? ,19!�'t IT � I '! ....... ;_ I .01 4, 1 JD " - 6 I 1, . I '.'... 'i,�.Ic,�,, , ,.,� I : - I . 1, : i . " - � - . .1. � ;;)A..; . 9 : z '� 1 a , ro 5 1 qq;i4-,! .-..-.. ,� I , - 4 . - . . -- : - : ".. ---1,z ; : . . . - 1-4-1#� --�,:;-.� I : r --S Eirz I - -�", ;2 . : ; - . . 1 .4-1 -r,- -Lki2. : Ht � . I 0: i Z:) I . 1 -! I ::1 1-5 - : .. I . -,:q 1 Z11 ; . - . � ,..., . "" , " " .. : , , : / . , . : j I.... I .;, . � I -l", I � : I *91 11 16� --.- 1 d . - - 1 , : 117 � . .14 i 1 IS . I � ., H-W& -0 . *�J-1 J, i L I f .. 5 I 02 I ........ � - ,�- pol •tj .-- ... .. - 6"':- '� r,1-4)' ' / , IN, ... R G SHEETV a .. . " �1 1 �4� -.0"; - . q yq . �T : I ......... ;" ,,, Y 117 .... -1. ; : . , ..N11 -11 . : I r -% � i I- , : 7 .-.I,: : __ i !,PL : ...... � , - 4 ; I .. !.-,,�'.;,;� . (�3f . I 0 - �'"' k 11fir i 2 0 � %I ,:- :. �, 1. -1L "I'. ; .1 : ': - . ... - : I : :� ;.--'- - . - . : --I . i .. . . : . . ; ; , " I ; 11 I . ,f* �;,�"-"i.�,,�,-."�,,,.-�,�,-.-,.�,���,,,- �� %--,%, . ...•d­ , .. i....1. I -5- --- : I & - . _ " 1 - I f..3--� � I ......... ... �� ..... .. I . . ,IiIwIMI11,L41;- . : --` I : .. . . r � . . : I --- : : . . - I 1� ... 1AL-1. . . :. 'I .- - - YAg' b7 , .., , 10 R - i i164I 7 , . I ', : , . . .- �Ir) - - . I , - I I . I c : ... -1, -1--, - - I---.-.-'.---- I "I . " , I i . i i . . . I j .- - I 1! ., . . �. - ..-��.1--�-.I.!iiu--...--.Zll�i- ...-...-.o ....... ! ;�,' . � .... : -. . . I , , ,� I ,"��-'. . ..... � i !9 ..... ., . . . % , .- ..C>p -* . 01011400 I I I ," - , i � .w.."O'" -.-,- : t . I I ,;- - : I -,-,��F,Y--------�- .." ............ M . ........... M .-, Ix : . ;A I., - - . 811WRT-10 I - - 0 .1 I -! - - , .."!.- i : I I (al. 1 i - I C., 4 N - . i Tl-. . I -.". �i��-,-,,,,;�,,!�,RT- -.iigl�qp: i LN I -- S..*H 9 . , -.11.1 ... ...... .-- a . i =117. W- . --- .- . � . " -.- 4 , , , . . . : :. .7., . . , . - i', : w : � 1 '.5'....- ...... . . , . ,�, ; , o'!: � r : I I -e--�.:. .. ... .. ... :... IN FER+ : ... I 1: , . . w ( , R, 1� 11 - - . 5 G :;,�!----- ... � �:--�i�,V,.-!�: :i;-.,,.���-�� . rl� E&r :., .... - ......... � -- TV- . I 11 DRAIN NO.2 ' ; : I ! .,* ,f - : [ 1 ��r, , , , -d- I : � , � .9,A. ; I ! -'17 . ---" : . . I : � : -�..: .1 ... � : . I : , : I . : -�-----�!."- ; hr,ti5 I � I . . : .. -- ... lr.�. j . I -0 ... ,.�-7, -.. � i I ! ,f,:,�j,,.-��p,� . � : i , . I � :i . . ., t . - 1161 -I I i I i j I � - ...., .... — TSHEET 81, 1 . . . : I ..... .. � N'; I ;1 I., �1 I i ", ' . i I 1 -I ., , , . R 1� 24 (� . ,.,." � .111. - �It *,,",i,�,�f� I . a , i " ..-.I.. I ..." . F li � 54""' '., 1. - .-D. A i ; - . 4" ! � . . . I . : im . I " : .. I I � �- !- : Jig . : � -, , - - � � o I Oar : 4 'k : : -, . , i�.---- I ...... . i -� - Z: ; 11 � i ' i . -�. " � . : : ;W N . " ; , .! � . I . . . �,�.-6,"j-� i g, w �' . t �. : .. (9), w a � . : . . : : .. ! . . - : ;O� . � ; . : :. - , : I : ., �. ), i I . 0 : . .. -"9. 4A �.� I - . i ! I I : Ic , ".1-1 '. � I �- ` .�" "�l , ' : i I .. i I � . � - - . -�-71 , : . "..'. 11 . I . 11. I �, il ; ; : , . . 6 ;: I � , ., *� � i , , ,.4N-, I I q : : . 1 � , -\ . ��'��. co I . . . . . 1,�! \ . ,,,-....- !2 .......... I .�, , , -, ,- �Ifi - : I. . M . , ---- - ---- .... ... . ;�.:,� � . ,'--'i'-,, �q .1 . (E4) tNTERbE*PT -� 111� , � L--,,---,,,.0 , I ; . i '�,- . f '-- i I SHEET 7; 1 �'. ........1 .... . .... I i . . � , ,"� gt.' �,�`� --k?si"� I : � ! : \ i INTER.QEPTO" .,.,, , . : . ! � , " ".!, (# : . . : ; , . ! . � : I . \ RAIN �' 0, 4 ;-� SHK--ET I ; . . R ir ..... .... .. .. ......... . .. - ---r---- . . .. ......... � .............. .. ... ... . I ....... .... �... . I * , 1:, I : : � . 10m) F--�*7z .. ... .. r'. .I . , ; I : I : � . '. : : . ... - ..... r ..... � .: 1"! - , " -,� w . i I � . jkl.: , �' . \ , : i . � .. ; .- I 'N% � . : . : I : : : . : .g .,p;, -t . s ,!','.,h.,-"-,..,: � " - ��"5,g' " � \ . : , --, .� , 2 . : , I : 10 " 11 ! ..., :� - -1 . . . . -2 C,--1 : -tERAIN N0.413 2 �3 1 6 ,\ . . i � — � ", - Z 7 . �! "i'l-', I 4 ! ... : �-" I I I z -.. . . j 111,- I I ! - 7 1, ;,,�. �,--'�r-v, r , I . : - -,-- - --- � : - : . .... : , (ic) 1; � --� i I �.. - ! I N't. " P.R-1 P T qit- s : "I — " �!� : � I � -.4 -�.;? . I . 13 ,,, � . �. 1 1?6zy - --�,.5-.` 1 -." i � --... . .... ..: . .,,-j: . . --. I i . -;11 � " -.� . .� � . , - .., - . . . -2!�5 51 i ,,,.: . __.%,,,,-j,.r . ! !I . . . . . : �F,.:. OTOR ; 11 '. - --�,!��-!��.;-�-��.. : I . 1 55 : .: ! ly, I "..I I � �:,; . . : . Q I , i . .��— 1,00,: : j . . .1 " .. ; NO. IS - � "' ' (!i()- - :1w-9'-?W1k§- *ail I : ,� . j . . 5-4 : RW, . - - MN . NWYER EPTOR I , ! � RCE : I : . : : . : " � . , .. .. . .. 1. . �., �.. .1 -� : ! , '. I A I I .1 �- ...... . 1. . I kl. : ` - c ! . : . : � . .. I I ro 6 . ' ' *` :.1 1qRAft,'j4O. ...., � i IN , -....- - , I .:� I.-., '. . , ' . : , � . .. -L , i��1- ; : ; . , �'�,�,"; INTERCEPTOR , i 41, - 026 - t, . i ", " .�,.-:-�1111 11 -'� -., I : 2 (ED 4 1 �. . : � .- 1 " , � , . 5 j .P.1flAIN N50 1A I : ! I . ,..�. W.,; 1, .-. �. . '. : . -. .'. I � " "' --.,- � -- � � . I : 8 : . - �, -� . .,- ".,�. : � � 11 ; i i .� I.,14'. : ,� 11�: . (' SH:�, ET 21 : I - - - - .�, " I I ,,,, ��j 1� (9) : ��', � : - w-9 ; . , 24 � - (H) -- - - . :: ��- ;�el 0!��,!�; � 1� : . I � i I .10111�. "' , � � :... til : ! � � " : � .. . I : I . I .1 . � i , .1 . , - . ....... 1: . : �`! (I . . - t. �. w, -�v, ", -3�--"Ri., -,' % A - 0. I : I "I" , : : . : , � ; D R I N,\,.,.N � "t I ; - I Df-� I .- . , �.-,i ii; -.',,�', , - 11:::� : : . . - - , " % . , ',--�- � i 6� . (ED ! k�! .....-I I - ". ...'... - -:)..,� . ; . . . - - . . � . - : 1. ' I , . . . I A i I .� . : 'r.j I - I : � I -. -.,-R%`,'i I �'. " I - f . . ::i:.. . -,; a . .� . : ! ... A " , , � I i : I . 1111- 1.i1V,1,. '_.*J��j " , " . �11 _ : . ,q � f.,j - _ - , , . , r . . I ,, I : . : . '1� , .�; ;, , : V 1k " la . �. .:".I 'f � . . ! : " i /I ", (D I " -01.- i ,A . k � : I .. !yam„ (a), � , - - .. � --.... I -- . ...... I ........ I .: .. �] . I . . il . " * , � : , 1 : : . , . � :. ,,T� I "� .' I E-E T! I d (D . SHEET� 3 � 0 : �Ir (9)t '- t : � . . a . )I . : i I . I - - - : : � . : . : � ; - : . I . . : - ��-' - . I - " . . . -(9) : (a a�i- .. : k , (t9 I : . . , ... �:* 5�1 '� - e . . 1** I / ; . [ . I � -'-, %, 11t � . . i a 4? , --, �a.; � . I : 'N-111-,,�` -El, . ........ . � ...... � .... -.- &/ - .. -S-0EE . � ! : . :h- . . -�,��.-)k' . i i - .. q I . �jl'�. , , N1 I . . % � I i IT. �:, ......... . .. . ; . . . ., 11.1 . I : � � ........ L .......... "-,--, ** , 7? V w � i ..... .,��- . : 11 ;.. . . . . ....... I .......... . z A . . ;.- ..":i I -� I - VIE.; L 0 . -'i �-'1�11111--%" :,,,�; ­-, T 19 1 , - ' -,.--� i I L....11-1i. (i--- DI, 11'� * :� ..... :-Ex--,.... I . �, ,�,-1,!,,�, . I "11"p , ----- -wcow 14 -1i ; .�&.!:�,� , , i !��g .1 :.., - . , 0-M I ,-,- k, � � : - (a I i. k W. � (D ,; , 4 x -�I-i ... -] I- . . i ,- I 0""" , """""', , (9) IP ! i ra2v - ......... -., - . . � : I � - � : I I �� - . 4)] , . � : . ... --il ...... q.-j : I -j . I I . !�. . ..... T .. ....... .. IIIIIIIIIIIIIIIIIIIINS ... I .... =-Dam IIIIIIIIIIINIM 111111'11� .. . ............. . , - � I : * -*-*- ; I : 1 7T,****-- . .. .. ............ ;: I- .... .. . . ......... � ...... — I .......... �?...,f ........ . -, . 11 : . I 1 ?.�%� . ..... ) ........ � .. ...... i ....... ................ � ... � . ...... ....... . ..... L 1;0 ... .............. 1: ............... . . �.�,'���,��,�l";;�,,�"I",���l;wi I i 1 "". I 1 ,:,� ,� . / I ; 11�1 I - -,...:..�.� ... .......... .. .... . I -1 ---��-�0t....—ig"'.4 I.-fi..--....-.--.....(��! - - ; . w - : -� .... I .... �& L) , , . . . t 1. -----r ........... -.-,-�- ....... — ..... ........... � ... il ..... 11-r I ; .­.­­­,r - , ,.g : . ., -T jl,---"�a-_� 1-0- aoiiI I I ...I ";, -5-5 .. i e.;_- 7-1'�,— —MIM, , , — - , . - , : . , , - , , :: : - . a :_.�.g �).��.:�J-j j;: . . I), ; . - .I.... : . ... . ....... 4.11 f.-I .... I-- ........... I . . . . , '_� . . ,� : i - . lwl " , - .: -�4.,: --,----� . .............. ........... ..... � ... j , . ..... . ;,�a- -- -* : . : .."� - -��um,,11��, I':.- --..- . ...... -.-- I � : 1. . I'M I -.. ",",�'.." " -,4 , - . . - . : . . . . ; : - . . i t ; : . 1� I I-- I .1. It � . / 1: i EET * .4, -� (�D' 02!01�6D-�j 1 .� � P ...''11111 .1 11. ': .i -� .1 il -� � . . � i , -.- .... �:..�V- .... � ..... ...... - .... I..--- .. , 111100-0 90RU321 , .1; ........ — ! i , � ... -� - � .-O-- pawomp-MR11110"WRow 0-01""'I"I'll I . , . - . � . - . � , " - ,:. Al ( .. , ,- "�, r, I . 1, � . . 11 ( �.. , � . 18 : �41s- � : -� . � I i I ::-'14�1 . . i. .pr� �-� �<" . " '64- I / ; I -i . ..... . . .. ; - ...-..-T-. 7 - ; . � t%..� �-,;��',,�,.'...'.,'-�':', . : I I . ,: ...;,. , . - - Ic : I I'- 't...'r-, ...i / . : < .. . . . ; . ! I I - . ......... . , I � ! I .... J, I - .*/ SHEET 41 : I ............. " . ' **' .. - .. - - i : .-. : , ., . . , . . q .0, � ��.� -' (D i, 4 . . : , - - , " Z "-, � , .., : : �, I I - 1 1 �- ! - I .. - I . �,W z . - - . ! (r) : I W, I i� I : ; . ; I : I I . i L,,� ; : I j ::.- . � . I . . I . : � ., . - . . -, : '. , � : . . . 1- � M6 :. 1. .1 q � . ! Ij : . . : . : . : . i � I . . . It$ i : I : ,.: ­G) ; SHEET 23 .� . . 1. I M"L)- -�� s I - � i : . ' Q) " I ': � 77 �-'- 'CD i 71 -....j--.---/1 , . ",!� �- ... � : : . K I ^ , I I \ .1 -1c I -, � �4 � --� J . . ...... , h 0 '119 - ,;��, .1 . i "I : z r ), -` � , . , I 0 ((D - ... 1. j - (iD - .,- : . ; .. -V.�k.,;* � �-.',-�.�:�� : - ... --, / -.. Ip- A, , , ` -J�-`�:-�' I I PIV.: I � ?�V, ..., I Iq : 1. '. I I :: �. -�, ,�) i i i-`----�' ♦ I I I . ,. .� � �.�,,',� . j:�,.;,.. I -.. , . . ... . : -, : ". . ; . i0l : I 1! 1 .- I .... I : : : 11-ZN:. i 4 : - I . -- .1. . : : : ; . 14, . . . . t . I : a 4 , 11 : 11-1-15 : : i :, � -"7�-,,O i . .;, � � : ;: (iD : ---- ,- I . - 1, ; .1. ... .-��... �,,'.-",.�,.*.-""..!".,-�,,�,�,�",;� a : �/ .(q I -1 i 1!0.. , , c Irlio) 1 69 : . 4") . LD I it ..... .. . I .1 . ! ri ,,;, .1 1 �,,..-,��,.. I �.. I � : . : ... �j: ", - 1. i ..... . ,,V X7 . �: I . i - 7 v- : It i 1.4!1.1, 1' �` , � : , .... , " : I 1 - (Di. - . . . . I V 70 1 : � /- I . .1 ": . ,Ly . I ,c�-, -i . ­.i.-", : .,:�i.--"31 . "I , * . . . q, . . : I . I .1 �, ­.­ i ; i I i ! I 1� . . � : : t, " �;. A � . . : .: I : -- ' '. I.X. - -,. . i � .].7;,.-1'?:i!1�. . , . , .— ;, (�� -06 ��, , , . '� G .4 , I e.�(-,'., , � . :�'. . . ! � : --� I � . ., : . : . ;'% . . i � ... . . . . .�7 �. .(,. . i ; . (), , � /,;., � . I : �--- - .1� ,,,,-"�,��l:,�,.�. �j . f2 p I , % . : :: : (��) ... . " 4-� . 1. : MV........ i.:: . . 11 i ', < � , N) /I : . I : ; . �1: .. .. ,�\ I ��. : ... ..�� . / SHEET - /I I '...* (�) , 2*-1 � '. L,-' I T. .-.... .- w . ::.... . \ 1 I i w � 44 ; I , \1 \ I a . . (9) 1* "ll< � * � : . � .. (E) . . � 11 �... L 11 11 . . a � : 11 .;,��i; .- !, .... I . ;-�- I ... I ....... 1, -,..,*,. . ry, 1-1 il; i ,:::��,6l [ .. .. - i�-Ylx�.-- � - ; ; .. ... * I V [.1 � 14 ,�,-! �-,. 43(. ""il I i : _ \ .. .1. , �: ...� �� 1- \. of I A \ . ......... ....... . J- : " \' . :7 .." - '. (1) -,?`��, . .- V .: (g) : i.- 1 11JZ4?1 ., ; -,*.',�.-,,-,- � . . � : : - 11 : - I . 1) I ---" 11 j I �11 .�. ":� . (�D i)i (�D I � . : : ZV.5* � : I I .1 - I � I I . . I 1 i I : . - I . : .. .--- .. "", . .�a.; : VOL 9� �; ! �� !. - i . ;. . . : . : - I 11 0 - :- % I ... - : ! �: i : ,,, . : 7-)00 ... i ; 'I! : : I i � . : : 11: ! K . : , a : .1 . q . � : . :-16 . . : . . - . - 49 : r ,. : I I : -.�,- (�D (� � �-�-�): . , • �fti " : : . : - - ::z � 'i .. A (9) Z) f � � ' i : I T Z - . . I . d,-! I : . z : ! , � � : 4: :4 � vicr 'L 1 N. I : "-- . HEET 2: :, ! . ��,e P. 0 1A (� :: : : � I 'I., . : : m — � , I _ ,:.I i ...... I., : : i : � : I 1z . ......... ..... I ,�. . . I , , , . : : - , * ---.. _ ,., . 1 4, - 70 " . i ..... "."I ....... ...... . .. .... ... .... -...- � ,� /�, " "Ill r t . � 1 ./2� - ; ..O. 1p " -1 - � I A.. �2-�! ! ;!� ,�? .... L ...... . .... .-.. . . -Iz�- '-' : : , , .:_ ..... mnswo wnwallo I � : 1, i ... . .... 1?i-,-,.��P ... ...... .. 1�� .. .... k . I q 1. t . � I- "'I .... . ... f. - "I., - J . . .... ...... I . .... .... ... - - - - 7---4,, .*� .1- - ! : . ,.. I �-� . " -� I- MONO . I % � ! . I ��. .1 . . .,-/ I 1 7- " -.,.-- '. SKEET 18 , ��Ik � , -,,-:--,, - . . gm"WAM UNINS" . I. 1, !. 1� � . . --0w `,- ....... .. --.1-.- -,''..'.......1-:'...4�� ... ...... � ...... ....... I . ) ) � �. : ----., � �- I — - , : ...'...... ....—I � " .0 I -- I I . � ... S .11 ... wwwwo . 1 ...... ...... . ..... . ..... T ... ... ..... ...... . .... .......... I "' , "T , - j 7 V, F -..r .... I � ..... 1 ,.^t �,.,�, � - . —...A -- I ...... .... ,.I.... I.. �- �... �� . T . : . ... . " I ..... �--- ------------t, ., , 44! , 2 . o 11116 I P.��-5 : . : ,7-,��& � , - r,,-- . N . - : ,',w,*�1'5.,--j .... - --.,-i"�� ..... . .. : i . � : : � 11 11 :- t *- -` - - -------- --- . : . �, I I / ::.. I ...- . - I.. I, . ! , %� --- . I � ... �-- : . . - . 1, , . a . ,4 � - 1),. : 5 .. . , "' " � I � ,- . I �- ! 14 I , I x . -a,-?, ..----'-.--. 6 . . . (�. . z ( 11 I .� �:", , i,-� q : . ei � A. 1 � ,D.; ` . ..... . : �,�.�, - 1". � : - - - ". - - ( q i : , I . - ., . ,.., ,. . 1 NT-q%: . Z (�D 7 (�,.,; (� I " f - - - L - -: ,- : . . : . . 1 4--� ss �Ilf W.- ,!, �� : I : ; , " ,�'!.'..�...'.""�".�", � . � 1PI . 't 11 �­ .t . I , . . � . . - , . S H9 E T 24 _. �_..y.: L , . , 1�1 �� P-1 111N<-t1' '... -.11 * �- , �- -.- 'A I I J� lk . I �--` , : (9) 11 11 . �. - ; : , N ; 11 . ----�-- : . . . - . I . I - . J X � . ! I ! . ; : :Cr ��;, : � - I : I � I : . * L. ..... J i ,.!! �� 41 w 1. - I.. ; : . i . , �: .,.-."",.4,.ii.,.:,��!"., .... . : " / 11 , . -...!.,. K .... .. - I ...." i . i I , I t)4 ,. � 14Z 1 '', � �-,�r�,,�i",.,-r.,-', j , ! : �1... .... .. : - (0 -.!* (9) % , i, . I I : : w -1 - 84 ! 7z 71 A ,gT[--. S H r-,E 1K I : . : i . . . . ! : 11 : " . 1.�,, , : : : : . � . , I . : : I 1:::�� � : 3 : . : : : . : -I.. I 11 106 0 : ; : 111�: � I , - - - I., � ; "': : .....-.!,�� i . ---,,,��i.-,�:� �;��,�.-',, � . : . -4 �,. �-,:z�-; - I : : , �& L ! ! . . . : , ; 4-6 � I . I , x I ' V) : , . i :"; ,',�?43 : ; i 1), : I , % � �--,.�,,`--�� vA.".,'*a, 1 I ; ; . "I.A .16 . ... -,:,Z.?. "'& I i t I . . V-1 ` ,!,�!�o -, i, �.... 1b.- . ! I �, � " - 10 � . I I . : :; : I . , I >< ,X i I : il::�� . : : 1. i 1 x OD : : 1, . I 118:1 21 X, : I . � : . : : -a 1 - �: : : 4� t;1) 5--15 1 ... --�,: 1 . � I I % - - - '. a,-�j'-'-;--,,;: : .1 - - . ... j ; - ,,!, - � , � �-- . . , � ,��:, � 1 ! : 1 - - ,;� , . . : : � ,:1. . i , I / -, �?- , , -,�, : i 011B6 -;:1 (9)-��!�'11111 - �;' ..., . .... ��q6.16* 1 !P Q.. 74'. ...-. -... 4 ) is t 11914 1 x : ;,;I0 - i :',� (�D 1)( q 5=1w 1 . , -1 I : ; ,,Xf.e.5, ! I "' , *1 , "T , I >( 1� : I �. , '""IF .1v -.1... .. : i - 1-�'- 141.11 1, : . 4 . 'i�:' .., - �� tlnlim-'!��.111-- : : i � �J '­ : , � . �:�`�',�,`�!",',' --�,..-;,�.,: .. I! ; : ..: P.- - t - : I : I , !-' �' i ­ . . � : -,..-: . I : a I ,/ : I I ,!� : : : : -�--' 1)ii. -?�p . : i : (:��)�(,�i ,(�D�l i 1 , . I X' , -,�,!I�,Ig . : I . -,14-�,�: �y . . �v� (�D I " " ,/ .., . ��: I I , : . : (�j) I 1 ..-� 4� ... : . I , I .;�.�:*Ii.-;',�- �. !*f."NX4�1 ��1119 � AND AVAII : ! i 1. 141 / x., : . . . . -ABOE FOR x 1, . r A : .f I I . , .,. t�,' , I : :: � . .,, - , I i ,,,�el -.),q I.. . : : , , : I : : - I ,l ;.:,-,.-, � `-`-:--,` ; : i ', I . :!-*S1!;.!,-- , .;, : � I .. .... -.- 1. ... - -�, - , : ...-.. ... j . . ,,,'! ' I . . : :: I ... , . :! : I : t , : ; -, -i .... V. - t� I ,,CONTRACTQRS TRAILER \ .. I ; / ... I . , ::���,., .� .. 0 M N E:3 �— /-------�� r � 1h (A .. !! -(�.i . ;- : . I : v*� -# : . : il ! —11 I : , I : V*,*q'.'1-11-.1'�*i'1` . �`.... 1< / W4,1 � .1 : : -�-- i 1 -�. � � ; A / X . MI I (i�j) , I I 111111 - I '0 / . 1. . . . , , , ` -- , ; . (:� 1\,� , � i ��. i - r I I : I 1'�-I�i'-"-- -.�'�,".,"`;�-%:-�p- , : : ! r I I , RECO' D WIFLIG —� - 6 A VE W. ; " ... - :: I I , � , � 1-!��' 6 1 . .. 0 , : - - ", I , . I . I �!,.,i `:',,,Pt�,"4� -, - -.......- --. -..- - . .. .... - - -, - -, - - 1*11 I'll I I ;.;r:,.�Z. .,;.-��,��., I "', .1 ." ; . .... . ... .... .. . .... - - I , 1 K � 6D ,d i . \, 1 i ! I. --. --...--.. - -�� ��. I / . : 1 1 . % i 1. L.- .... - .. . ...... = , ^ ��..Iilll-'� -*11 111 i 1 [ -,K-�-Y�,-,--1-1 .... ........... �: " I p ,. 11 11 I Al :.:�_.� ...... r ...... ..... . - 11 . - -i ., �.�g,- � - I - - - -­-­­­­-­-­ x 1, � ...... I ... . ........ I.I.I.- . . . ........ -­­ , -2!?. .L.. � ..... --ig� I I -..-- ,i�--.. --r- , .50 N 11 I !� i�.. " L-..- -..-..— �7 " -_� - - 1 75 . ._ , "" -1t - , . _ . ?Q ea�,5 .... . .... � .... .,<)=w "aw- j �' ..., ...... / I I -�­�'�: ��". _ ..-..-...-.... . .... -] �. r , ,�� , 1,71 -7,��----77�17'�--'117 7 ----,------ ...... *1*1* --I- - . ... .. ... -.- - / I / ro 'Q4 ,� -. ; ." "f�?,�, " ::,! : <, -, )(, 11 , ,� , ­ - - . ..... i / , , �,� � b, . AVE. 1' x W. : 900—UM 7, " , " I -.-..-...-...- 101f.'L. .-..-..- --..-..Ai �, F .... ...... ** of I I �,",rjj "A4, -111 , I i of .� " ...- --.-..--.-- - -7-14�1 - �$N It % A 41 I 7��Z , , � i .1 . , - I I. : / r. , I � , -4 --.--�! I 11 ... , - - : - �,`-- , - A/ . . - 11 .1 - - - /,--�/-."V"� "",""""A --.-..-..--- ... . ... , I I Ava . AW&M-44wQ-1- I&N.""i J1,11 I . I , .., GENERAL,. MAP - I ­ I Ir . . . . . � 1. . I - � %101244fll 11 tip: . Q3 1 1 1 — . . I I . .. � I r' ,` � rE' r . .. - - ....... � . . .�-..�� , - .- -.39�,iRlM;16, .. .. , , .--�� ,---, .�;, �! �," � ?;., —;.'r— — I, ,%'� �Z-fn,,w I . , �'X-V.��,�'-.�%,�,.,i3.-i,:�,!". , Reid, Middleton & Assoc[ates, Inc, 'Ii�A', ;, f � . . . ` ,,.,,�*�i .�'.� .... �:�i.�' ,, :: .. .► ....-- I I I � - � - - .. 1. Engineers * Surveyors e Planners. . I - '1� `... : "' -�* : - ..M. , .. .. ,�',*���-,.-`�,"� -, ��-,-L,- �` �- '.......... : . .. " * . -�.� , Or, -- `��, ..... ....... ....................... "' ... I ............ *, �:�,-,�"I.,�, -,,� ." .. .. -N... ..........., . � - . , ....... ...... ......... ......... ......... ......... , * - .O.,-.1 .. .... � ... .. .... :.�...... .. .... �.. .. .... �.. .. .... �.. .�.. . . . . . . . I .---,.,..-.. .I..-..-,,.'. . ., ....... .. ....... . ....... . ....... . ....... . "X.M.", - X", X. "..." K......... .... , . ,,,i�"-!�,�,!-r'l' . .... . .... . .... . .... . .... . .-.-.11.'.'.'.'-.X'. I. ........ .. r, . I .... . .... . .... . .... . .... ... ., XX . .... ....." 121 5th Ave. N., Suite 200, Edmonds, WA 98020 ,.:', �'41 . . , *.','�':, ..,-'�-,.���,.,,���-� . �-�A --, - 0*1� --""--1 . -f, . - . I - --.... ,.,i" - .� � - .. -';!--,`3 - ,.-j '... " i- . , k., � -;',"- . " I .�,"";. r ... . 4 tr,-,� �, -',;;, �,'.�i,."�,` , . .. ".. , . ''. .-. , . I I S" - ... ..- , , ,. ii�..i.l .r � . . .... I �.,.� . . . . . . . 4, �: . � ., I I 4 JOB NO. Oi-82-009 AND 0 8"EIET 140, i OF 30 ,1­,r..k 1i ,_ �, . 1� ..:, , , , Ir" I . .. ,:r� - ..Ix ,ft I ..) ! � 1� I w - (L 1 6 &I r � � :. I ; I ) I" PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET FILE Name: Date:/O /v Site Address: 160 1" ` Plan Check t#: t/ 0 — p 1. q a Project Description: �Gt(� �a oa `v�j 0 n � O�� I %� L7 S C_,,., Reduced Site Plan Provided (YES NO) Zoning: _ Z D Map Page: �— Corner Lot: ES NO) Flag Lot: (YES / Critical Areas Determination It: 013-19 0-Study Required CSL r-( ,� — ( S I t C&— �{lo s(d � �� L S ❑ Waiver SEPA Determination: Exempt n' '�-O cY ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks S�reL Stre t: Z SSe: (2s- SiC � 0 ZS Ts - Actual Setbacks Street: P e,x Side: /Q 4- Side: Z 5 f Rear: l Z Detached Structures: S t1-1"\ ❑ Rockeries: ❑ Fences/Trellises: ❑ Bay Windows/Projecting Modulation: Stairs eck• _ Buildin Height Datum Point: Datum Elevation. - Maximum Height Allowed: Z 1 S Actual Height: 1 3 Other Parking Required: Parking Provided: Z Lot Area: Z () L.J > Maximum Lot Coverage: 35% Proposed: 6_ Lot Coverage Calculations: !�J S �. Z 33 4 ADU Created: (YES J Subdivision: — Legal Nonconforming Land Use Determination Issued: (YES aN Comments 10 Plan Review By: ' " " l T I PWmig NO form 04-11-06.doc NW 1/4, SECTION 8, TOWNSHIP. 27 NORTH, RANGE 4 EAST, W.M. FAI IMPERVIOUS SURFACE CAL,CO, ITEM TYPE AREA (SQUARE FEET) 1. EXEMPT 3236 ME EXEMPT NON-EXEMPT 2. REPLACED 0.' 3. NEW h 1468 4' TOTAL REPLACED + NEW (NON-EXEMPT) = GRADING QUANTITIES TOTAL EXCAVATION (CUT) 130 CU. YDS. TOTAL EMBANKMENT (FILL) 0 CU. YDS. TOTAL 130 CU. YDS. FINISHED GRADE 4" DOWNSPOUT TIGHTLINE TO EX STORM DRAIN SYSTEM 4" DIA PERFORATED PVC PIPE WITH 6" OF 3/8" PEA GRAVEL ALL AROUND, SLOPE TO DRAIN 1/8" : 1'-0" MIN TURN DOWN THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT I PERFORATIONS AS SHOWN T ( / PROCESS ONLY. THESE VALUES ARE APPROXIMATE. DO NOT STORM MANHOLE USE FOR BIDDING, PAYMENT, OR ESTIMATING PURPOSES. RIM PP S 12"CPP SW=75.86 LINE OF MAX EXCAVATION. 12"PVC N-75 86 12".CONC SE=74.06 18"CONC S=71.18 / / / 1 18 CONC N=71.40 18"CMP W=71.15 0 2 STORM MANHOLE RIM=88.02 36"CMP N=74.26 TYPE 2 CB IF SOIL IS OVEREXCAVATED, REPLACE WITH LEAN MIX I CONCRETE, 12"CMP E=74.26 RIM=99.41 6"VC2PCMPNW=91.7 16 18"CMP E=91.91 SD _ _ TYPE 1 CB S* RIM=78.90 I ! / . // / ISDA E -I 8"CPP NE=76.24 T II / / / - I- 6"PVC S=76.76_- /---------- --------- S I - v� O l 9- -1 SD -I-F -I I �------------- -SID- E --ISD- I �\ ��------------ q I / / I I I I I i I SD, STORM MANHOLE ISD- \ \ RIM=107.30 LARD DRAIN LID \ 1 FOOTING AND ROOF DRAIN SECTION SCALE: 1" = 1'-0" �Lv, - - - ----� , \ \ \ �J .12"CPP NE=99.8032' CA. LEi�l\ NO -PIPESrI247,81 EF.2) SB12"CPP SW=99.35 l(Pr f a Via' 229. 0 SD, y` �- -v -= -- NWOV40"W 1176.4T S\fORMIMAMHOLE I \ - - -- \''` RI\ -84.09/ / N I 1 / I \ to j I j \� 12'jCOk f W=80.46 p �� -SD- \\ �`'�O I I I 605.47' 121'CM�' E�81 /46 -SD,I /DO k �! II II o \ / / / o N FINISHED LEVEL OF CONCRETE r.- _ - - -- �� l / / / / / / / 611 1 / / / , SURROUND TO BE APPROX. / 1 I� I TER - - - ----/ - o 1 / / / / /I / / / » �p\Ap l r T l �/' I 213.13' / / �' / / _ / - -. c_ �c. /-/ / - - 1 /8 ABOVE TOP OF / I I i ' / ALL �ASE MATERIAL BELOW / r �' S I "NM CB / / / / / / o - - - - - - CHANNEL EDGE l cn l w / /: i l ' I \ i / / ,' / UNABL4 TO/OPEN/ / // , 262.63' I _o ° r I I \ , , / \ DECKS'8HALL BE NATIVE SOIL 05 / h / 20, I i �\ EX SHED / % a w I i I I I\\ / INSTALL ROOFS ', ' �, I N 1 1 I I I e , j / / _ /Tooyz�n MaNloL1`� / / INSTALL ACO DRAI Q p \ / FOOTING DRAIN�S� / , / / �O RIM=ki4�J2 MODEL K100S OR EQUAL - F I CONCRETE 3000 PSI MIN - / /, REKAC,E'EX DECK - / BEDDING LAYER � o / / / r -' i / r / / l �/ I /�, /p �I (NEW I�� `/� / EXTEND CUT, DR IN 4 l l BASEMENT',/, STO� 1U MANHOLE RIM- 4.73 , /�$ ,�` 6'yCMP SEr 12.k� EX SOHALT / C / /,'�UJLbIN�3 ADDITION / r\ / , / , , / / , j I /' r rr r , / / 1/2' CMP f�E=1 �63 , i / , / /. / r r TYPE 1 CB G / r , FFE = 88.5 �,� / / / / ' 12"CMP SW=x10.73 r , / i / / / l / r , , , C4 r r /� - - RIVEWAY O r RIM = 85.92 / I �!1- - / l T (BASEMENT SLAB)�f X F00/11NG DRAIN 12"CMP E=82.33 T / v � l! / L-P� / 12"CONC S=81.26 / / / �' �" '`' �I ELEV = I� ,' , ,' i' /vERI�Y ROOF RAINS ACE TIGHT , / r / // / // / / i/ 12"GONG N=80.94 / � I ,... `,a < � � � / � o j�:INEI)-'`f0 DRAINAGE SYSTEM , � , , �- / / , / , 12"GONG ENE=81.35 a! / / I I Q/ , /i ! REtLpICE XI$ I�fG / 3 // ' - /� '! l l l l 0 1 I /I 11 l I / l I 1/ I / N! . /. i / 12"PVC 5=83.06 / I� 0 1 I I o REPLACE DR `V , TRENCH/ O / // o� - / 1 I / I I l l I I I `p, / r r 5 �; , % / DR IN T G RA9p� DOOR./ - / , / / l / l l I l I l l l I / / / ! ,1 as / I I r IE=87. `/`' / , / / / / ! l l / / I I l I :� I / � , � / , I I I I / I / , /TIE INTO E/rD,R'AINAGE/ , / / / / , , , / , / / / / J / / , l / i / / / S/ ° TYPE 1 CB / j / -SD-- / 4J• 5� r / r , SYSTEM // / r� / / / / o O ./ / / / Q\/ / / / I / / I l / I / ! I I R / / I I o ® , / , / / / 1 / / / / , / I / I I l I I ! I RIM=86.68 ® , / - -sD_ _ j l� q ;� > �' , TYKE 1/EB , / SA CUT, EX ASPFTALT AS,' ,! / / // / . �, �, // , // �/ ; / / , l 1 / / / 1 ! I l / / /1001 12"PVC N=84.16 / SD_ Q , % KIM39.32 I r y y T o l _ I ' �I EDED ! / / / S/FORM MANHOLE 6"CPP S=85.03 / ,ca O -SD i ,� 8CMP=86.19 / RIM=118.95 / \ r M/F � /. / / / 6"PVC E=115.45 I I M.Jc.,r.• .� r �B CM W 8'6.0 �/ �r / / �/ / i'1'�E 1 CB\ \ ��r 4"P/NC /NE=W.40/ / r , , / , , / / /. / / R/ / / �h / / / / / l I l l l l I I - ' 6`r0+' (�i .W l l I / / \ _ r r r r , / /12"CMP NE=115 1- / / ����, " IapR �',E �.�t . J ./ RIM-87.81i , ; - _ _ / / r / �r r , , / / / _ / , , 12"DI SE�114.75/ , / / / / / / / `EFOOTING" INS IN/fO / r / ! / / / Is" `� Q ,-- "CMP N=86:1/4 `GRAVEL �� l / . °i / APPROXIMATE LOCATION O \� Oi rr ----I �� �EXISTINGI STORM Y51EM OF STORM T.�_----- \ UNABLE TO LOUTE 0 r' 3s \ , l / 1, 1 / s �5 / , r r _S� � � ANY STRUCT�.IRE / - �\ /r , ' - _ --/ J ' ' , / 90/i'/�1,2"CMP,C`UL/VERTj IE tJ'5.22,' 7ag j yj 9, ax N L ` ---��o / / / / 353,� M TYPE 1 CB RIM=176.05 , 12-"DI NW=1 05 TYPE 1 CB /j /262.63' RIM=98.76 / N60t70p7/ - - / 12"CMP NW=93.70 12"C0 NE=93.70 12"CMP SE=93.70 I 7 A / s TRENCH DRAIN (IN ASPHAL SCALE: 1" = 1'-0" I 12" N iI / 1 ' 1. MINIMUM SLOPE OF DRAIN PIPE IS 0.5% GRADING & DRAINAGE PLAN CUT OFF DRAIN SECTION SCALE: 1" = 20' 4 SCALE: 1" = 1'-O" 20 0 10 20 40 SURFACING PER CIVIL DRAWINGS s co 3/8" PEA GRAVEL MIN 4 IN DIA PERFORATED RIGID PIPE LAID WITH HOLES DOWN.. SLOPE TO DRAIN. 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 N W orf > > ZO O m m O E=mwwv Ucf) M M M Cn W W W W O O 0 piO I- Q 00 O cV cV I� •- \ N \ O p O Y J-C�q4 M DESIGN: f;`�p$I6NN� S�DI�G �T COAJ'�2o�T6 DRAWN: CHECK: 'gG VVtOgV1T(iCLG(� 1k► ALk tfMu-5' GCE JOB NO: /a TrA'GR5b C 5NI5 4AL A N)b 64o6lbN UWaL l ROTES• DATE: VprI UJ � CbrM'Ftj W I-110 'UU90N & 6CLI 6N-r C00-ov 6j-0 D ArRb5 MAC( •6E S 00J IFCr -r0 VlJV6 S vrvbv'(• e"Gl)c tib .80 ' �T^�•� �..r i r ,,r ,omN f- ;Tc7�' 1 ! �. �Vli3j fQI jy 14DATE as ALL EXPOSED SURFAC.-;S TO BE COVERED. ° wHem A0r I K U 5E . Gone 1` Z comer ag Setbacks R ed Actual Front N(W . SidesSf L- Re Other. Height_RESUB STRET FILE e�ArR �M CAUTION CALL BEFORE YOU DIG ! BURIED UTILITIES EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE- CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION 1-800-424-5555 DMT ZOS GAG 09166.10 06/8/10 Z ®C J C LLJ M (0 O 00 lLLJ V 0 Cto LLJ 0 -j V) J LLJ w w w L p., o Z LW � Z Z � Z Q >-- (o 0 � Z SHEET: rk" ern THESE PLANS HAVE BEEN PREPARED FOR AGENCY: REVIEW. AND ARE SUBJECT TO CHANGE. DO,NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555. f f� :. .. :. .. . . . a .: . . :: :: ..:: :. .. ;: :. RIM . .. . .: . . . >. : . ::.. 81 pl ;:N S 0°TH OU.. .: ..: ...::, ::' . :: .. ": . :. :: :. . ... CL :FLOWLINE it 72 ;' .< .. s : :;. .. s . - rd j .. ... ., . . . .... f , '..:. .: '.. Y .. - J .. .: .> :.. . ... -:: .. ::. , '. �..: i COMMUNICA'Tib .. ;. PEDESTALzf :; .. . TELEPHO . <. s PEDESTAL . .. . ::.:._ :. ... VAULT. ... : :.." s .. . 3 . . . .. o T ECIQ APPROXIMATE SANITARY LOCATION PER PAINT MAILBOXES KEYOSIO' 4 BOXES SANITARY MANHOLE- RIM=101.45. 8" DI IN SOUTH, OUT NORTH CL FLOWLINE=94.52 D W N _, S .: —, . N �: . L i - . . �, : % . : �L .. .... �� 0111NER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTRCi. AND DRAINAGE I �, •_ P Ur s'L, a a'_. �4 ._ �. ... � _ � „ _.� .' „ w. l.. 3 4 E 1-::t' . ".,,- _ ', � q�1S . _ _. s___ . r—, r,��-�- 6G r-e s on (c B R IA N CO RBETT: A RCH I T EpT S 1951 31ST AVE #ESI SEATTLE, V'A 98199 Phane 206.283.7808 i•_bflan@msn.cpm ARCHiTECTUR<E P L A N N I N G ; INTERFOR DESIGN �. U �. 0 o W — I: f - - I : : �� �_. s�a��—�c-.r�na-:..._.xn-^�a•Yrrn._s..�.r:^.-�m _ � l • Edmonds Building Depaftment (- c Ln N .. ....._ _..._,____... ... : .. !! 1— I ! C.0 f; � . I i . I 'n to O Z3 2 .p O Gam. O O W a..i � L' f� 1_ z ,oss. / V Z -i •p i 2 j; p W �] Ix i9? oU U¢ i_ Y f- Z�-9 e - icE �~ �y . ' W N W U m. ' Z"z OWo e w 9 o JQ-P Ww� � =5N, 4Z _S �•�''.... 0 C.� V V 0:-_ 2' � H Vf LL - Q C.,�-- B IZ W WOW %�CC11�C11WK000G W o ck >-z �''a fyP --a-i _U W K _ yZ ii yiy.. g 51z a0 S -M ai lg81 W W'3j-z6Q� 'n p tq= 0 >•'*9N �,C>�to RE 9G& y _ C N — O. lx: i'O o a\w O'r� _'' sa N 1 W W W , N Z F�W l�r I n 6 W. . m O � � W O O N> O "yyam.. (W� :C'. . Q O W EA V> Z J69p�L C 0o �a I N f� n ' O ! = W 0, Y3 0 jKiY CWO >=„'p O I �c�,78 ;I NVD U 1 9 . 'REGISTERED: ARCHITECT 'R. BRI:AN CORBETT STATE OF WASHINGTON FOR PERMIT 1 3_ !ONLY THi DOCUMENT HAS E3EEN PREPARED '' :. FOR :PERMIT PLICATION AND IS SUB- JECT TO REVIEW AND MODIFICATIONS i BY GOVtRNMENTAL AGENCIES. : . .: , : . ,. S I T ... P L A fJ GE GRADE CALCULATI NS 99.D A G , :. 1 . . SCALE. 1 = 20 A= __ 0= 83.5�. 9 -- .. (A�+B+C+E-(597.5+89.0+90.0+95)/4.76.55/4-91.9' A..RAGE E%I T1NC GRADE= 91.9' r*' - ��'� - . `:. ': s : .. . ,. . .:. ., OCT Z RE . . MEADOWDALE BEACH BLK 0'0 .. D 01 TH PART LOT 89 &VAC RD ADJ THRTO ON W LY N OF FOL DEVELOPMENT SERVICES BAAP ON E LN LOT31NTER ?C 152FT S. OF NE COR SD ,:LOT TH": N89*23 OQW 372FT TH N 75*27 35W 74.7FT TH S75*16 31 W 42 .57FT TH N74*48 OOW 20FT TO . .,QF VAC RD :BEING . APPROX THE N 1 /2 OF LOT 89 LESS E1 /2 THOF TGW BEG NE COR TR 90 TH W ALG N LN SD LOT TO E BDY LN 75TH PL UV .TH SLY ALG SD E BDY 75TH PL W DIST 137.40FT TH S74*48 OOE TO E LN TR 90 TH NLY ALG ELY BDY TR. 90 TO TP'B PLUS:' W1/2 OF VAC ST ADJ THRTO ON THE E _ :. �� l (.. LAN llarih£D b'DRKO 1999 81 R.Mw CD� AROMCT