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20051113.pdf
DATE RECEIVED % % , l1.7 PERMIT EXPIRES v CITY OF EDMONDS NUMBER CONSTRUCTION PERMIT APPLICATIONJ08 4tSUITE,APT# 111 ADDRESS 1 r w OWNER NAMEInNAME OF BUSI/IESS1( C ` 1 4! ��- Lde� 3� 1 �� ,� (�J �� r_� e q LLC, PLAT "AME/SU DIVISION NO. LOT NO �j LID NO W MAILINGADDRESS 1"C^ `� ./ LID FEES O 6 `0 SIC r~ U Q fe,Tj MLO Vv U� PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Po "Id RW U1 ❑ RW Pnmul RapurcW ❑ Sheol Use Pennd Requeed ❑ CITY ZIP TELEPHONE EXISTING —PROPOSED u insinKoon Roqunod ❑ Eve �e+. IA/,A 9 F. y zS—_ 3 `)3.- "79 0 -1 _ _- -- - undm e. Rrxlun,d ❑ REQUIRED DEDICATION FT Muln,gro uie ❑ 'Mars m wmA ❑ NA^MEI t l ^ METE SIZE LINE SIZE NO OF FIXTURES PRV REQUIRED F IV A"J'�T J�/�CS 4ti [)Ey's .o It YES i7 NOO Z yUu W I"_ ADDRESS REMARKS W OWNERlCONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAG 1 z 1 I U LIy NIE �U . �.+rz>z,�.. _ W CITY ZIP TELEPHONE o..nd ttic�. �QALIz'szmgA NNAME f3roo S -}o n <� aJ el me q+ e (✓ INEERING REVIEWED BY DATE 0 ADDRESS &ZO s� ✓tr�e rn��c i�lxLzo IRE REVIEWED BY OA E W CITY ZIP TELEPHONE a ere, f -I- 1n1�� 5 SZ�g W ZS- Ll Z.3 -8008 STATE LICENSE NUMBER EXPIRATION DATE CH BY VARIANCE OR CU SHORELINE OR ADB# INSPECTION SEPA Rn j/ ('� j" -�� REO'D COMPLETED EXEMPT IJ i��►11J 1 C� 3 1© _ I 0 •' c; � 13 YES 0 NO X a PROPERTY TAX ACCOUNT PARCEL NO. CA# " b9 ZONE SIGN AREA HEIGHT O I�Q� •) ZO aO©O� OO WAIVER O �(� �•S� ALLOWED PROPOSED ALLOWED PROPOSED � STUDY Y� (Z Zr' �I� •4� NEW RESIDENTIAL Ef PLUMBING I MECH LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) ALLOWED PROPOSED FRONT _S RF�F25 ADDITION ❑ COMMERCIAL COMPLIANCE OR 3 S •/� '%, V •% ZS � to' 1 4ss._ 11' 110 0 3Z z l 4 ❑ ❑ CHANGE OF USE z ❑ MIXED USE ❑ REMODEL 1:1 PARKING LOTAREA PLANNING REVIEWED BY DATE S ❑ MULTIFAMILY SIGN REQ'D PROVIDED G G D N FENCE �. 3 t• OL, El to '$ J "0 5 ❑ REPAIR CYDS ❑ ( X FT.) REMARKS , r• 1:1 DEMOLISH ❑ TANK 1:1OTHER GARAGE RETAINING WALL FIRE SPRINKLER z ❑ ROCKERY ❑ FIREALARM . (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: i ri I C,M 1 TYPE OFC UCTION /C�D OCCUPANT n 2 U '2 51 � Q.�1 C� _ 6 3 1 GROUP K J G NUMBER NUMBER OF 111 �" i m OF Z DWELLING I SPECIAL INSPECTION CONSUL OCCUPANT STORIES UNITS LOAD ' 0 REQUIRED ES DESCRIBE WORK TO BE DONE REMARKS z Vii11rUGT Z l fit\ GEOT li J 1 IX �' Iv m l' q 6 ' BY: -yy� p�a� ``-- BTR D $I IIV'1�l/1—✓ �} 6 -IR7rI VALUATIO Act - o 7 WINS c„�. $ ILL • J 3 1�M j�IL Description FEE Description FEE C> �t Plan Check 25 State Surcharge L HEAT SOURCE L T OPE% V §TED DAT Building Permit f City Surcharge C-7 4-ir. A-. PLAN CHECK NO: _ Plumbing Base Fee THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO Mechanical ) J t BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading C SEPARATE PERMISSION. I If � w PERMIT APPLICATION: SEE ECDC 19.00,005(A)(5) eview o PERMIT LIMIT: SEE ECDC 19.00,005(A)(6) SEE BACK OF PINK PERMIT FOR MORE INFORMATION Engr. Inspection *APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review Plan Chk. Deposit ' IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE. CITY OF :E EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # = ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE; ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due i = NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION,* Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION 'APPROVAL GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF This application is not a permit until signed by the THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC• ND IN DOING THE WORK AUTHORIZED THEREBY NO PERSON WILL BE EMPLOYED CALL Building Official or hislhor Deputy: and Fees are paid, and TION, A IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged m space provided. WORKMEN'S C NSATION INSURANCE AND RCW 18:27. OF IC t LS SIGNATU DAT TOVWNERAGENT): DATE SI NED 0e (425, v 1. 1., .; 1/ W v �( 771 MO22U REL SED BY ATIt A EN N EXT. 1333 r IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL W/L. )A/7/1 J A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- ORIGINAL - FILE YELLOW • IN PE OR I FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC1091 IBC1101 IRC1100 PINK -OWNER GOLD - ASSESSOR 10104 PRESS HARD = YOU ARE MAKING 4 COPIES Z d m _ I .n OmniM M0 n MMI OC rn = . M D� r_ O an i mm_ Or r rn f Z 0m�n �D X Z S Z } O rn Vi 4 j)gZVVVVV Al 4(2.VVVIV tio4`V-� A'� �0 Is N� W1 3r&wr Pkoe6sl)I-Y, ��� �Z � 3s�3 `Ty o� 0'115" 1•�1AX.75F If�ICil l CITY CO Y. �t � � M UB STABILIZED RU% CONSTCTION %� ENTERANCE `` ,L,.. N�,° Jv / Q ,J O i(;� PER CITY sVWl 10 N29047 25 WLI u!Ivc, LErnE r� aW7N'r U Lcz Ty OF �Thl'Acvilwl F�XMIXI O) SLI ' OA .� IcI� O' 61 TEMPOf�A.RYC�IR C'TI� pC�, frD_.�>,q-0 9ENTaj p� -^- c!��= SUf3F,gG�E1'F 4 m l:1ANICf- ' 1000! C % ' 7T TILIC DRAIN �IG12 Q TO GOP.III I' 0 V: � ° NA TOSTLM �I itl ,�L m N� �° �° _ N m y - v mo p 6. IVORG 6. 10' Nom✓ G E O C rs. w m m N ��- - m G�4RAGE Z 10 I VIVO 0.5. ® .00 D Z _ s 0m N 0 � j FF MAIN ® I�i0.00' `1... - .� i FF�LOWER ® M N� tU _ . LOwesT J o ' ca u -- mm O )% APPROX. FOOTING �� �._ r --Lu r- oil A w 0 Fn ReIop 12 �s, \�� 104 c N 0 PUCK 6 omit. - as TABLE T>'la circ Nnd I�f�ITR�Ad,. 4r" MAX. ; z. ��4 Q� � ' �, • • 5 m .:I 1 1:2 s1w� sEwfR 9 3 w Ex�sr��►6 8 7' ' w- WArL S 0 7 °Q �Fl " � ►���i��, 4'3.8 KI SILT F�� �u.rsr w...re... wn vwnrN...M+wrowa�. ['�'� DIGIf� EERI��G 24 HE NOTICE REQ. KAIREZ / DR oval:; INSPECTION APPRGIIC�J BY PLANNING goo 01 'F•ok I"L.A 1. PLATTCR OWNER: SURFACE 5HOULD De 1 �---- IMPeRVIOUS AND WEST BANK PROPERTIES, LLC HEIGHT CALCULATION SLOPED Tyr DRAIN 620 SE EVERETT MALL WAY ##220 A=1$1,50 EVERETT, WA 98208 C -180.00, 1 TO s ° rREe-DRAINING DAGKFIL4. ' n • (MAX. mfr PIN@S) MIN, D" 425-35,3-7405 � 1 v 17(. M� 1 ° ° ° WIDE LAYER OP 3Y_4„ y/Y• ° TOARpGKeRY. Lfl ADJACENT CONTRACTOR: 724.50'/4 m 181.12' t BROOKSTONE DEVELOPMENT INC. AVERAGE GRADE =181.12' ( ° ° ° STADLe GUT FACE IN NATIVE 1�ia MATERIAL (SEE NOTE' "U: 620 SE EVERETT MALL WAY 1220 ACTUAL BUILDING v 205.50'cgs ° EVERETT, WA 98208 MAXIMUM BUILDING HEIGHT m 20 12' ° ° 1• (oR m LESS) HUSHED ° GRAVEL# MIN, 6" COVER 4254238008I ° ° GRAVEL VNDER PIPE. OVER PIPs. MIN. 7 GRAVEL 1.7.71 : CONTACT; DATUM MARK USED: CBf�18 RI#1�I @ 167,67 KAIREZ . .. c JEFF WHITNEY MIN, 4"m PERP, PIPE# CELL- 425-508-9618 LOT GOVERACGE# To OUT" T,NPIP"E GUJOUST°PACS f UNDISTURBED LINED WITH FD FILTER PARIG. SITE ARRA# 12026 50YARE FEE' N —_ ,OIL. SI SOIL. NO ROADYVAYS OR PARKING RESIDENCE 3,230 5QUARE FEET 0000,IN THIS AREA ZONING. IN Coo ZONING C. COVERED - PORGHE5, GARAGE i 25' STREET 55BL . 1 j 10' MIN, 91PE BSBL DEGK5 OVER 524 SQUARE FEET . 1� 2 1. 25' REAR B55L 15" ABV, GRADE # r LOT 5l_vEE TOTAL 3,554 5QUARE FEET .(2q.5%) NO PUU'rmep OP S•rRUC.TVRE6 ' .(f1 (INCLUDING OTHER ROCKERIES) 194,00 - I i0.00 2(9.00 MAY DEAR IN HATCHED. APRA 26,00 VERTICAL FEET 19.a% 51.Qh'EE �• Tw SOL i 1'51,00 LINEAR FEET —x O,�R01>)� ADJ�iCNTC 6'TRUG'flJRd'>3 AS NOTED 00NIMAL NOTIMes 1. ROCKERIES 4' AND OVER IN ` 55% MAXIMUM 1� 26 HEIGHT REQUIRE A DUILDINO PERMIT i ,0 5Q1FT( 55515)m 4,209,1 SQF r MAXIMUM LOT COVERAGE • THE INSTALLER OR CONTRACTOR SHALL i . S tj 1)4 r. WASE 20 FOR ROCKERIES DETY`IEEN 4' ANP 6' HIGH :. /� tc PROVIDE A LETTER TO THE DUILDING 1 4-rMPERV 16V.5 bll[41144 -TD INSPECTOR PRIOR TO .FINAL INSPECTION �E �NJ -TE� T77 CERTIFYING THAT THE WAMP ADE AND "� DRAINAGE HAVE DEEN PREPARED IN �it�Cts/%rC S%D�. syj'.��,� �N PC�`�- AGGORDANANGe YVITH THESE STANDARDD, ROCKERIe6 6' AND OVER IN HIMSHT REQVIRO ENGINEERING SUPERVISION BY SPECIAL_ IMPERVIOUS ARPAg fINSPECTOR O A49 O�M) HHICHN T MII WRITTEN 1 GIORTIPIGATION OP OU�RADE PLACEMENT f RE5IDENCE OF DADS COURSE AND DRAINAGE, AND 3,;230. 5QUARE FEET rlNroHero ROCKERY, DRIVEWAYS 1,94 SQUARE FEET 4. ROCK OHALL.DE SOUND AND HAVE" MINIMj✓M DECKS( PATIOS BELOW) 5 4 -SQUARE FEET DENSITY or 160 POVNDD PER GUDIG Poor, € WALKWAYS FOOTING DRAIN DRY PIT D' THE LONG DIMENSION 01" ALL ROCKS SHALL 5QUARE FEET BE PLACED PERPENDICULAR TO THE WALL, '���� EACH ROCK DHOULD DEAR ON THO ROCKS TOTAL NOT TO SCAB IN THE TIER lIELOW. 4,9955. QUARE FEET (41,596) 39 X, 31 i� .31 6, IMPROVED WALKING SVItFAG!!6 ADOVe. pro�sat# AND ADJACENT TO ROCKERIES OVER SO" IN HEIGHT SHALL DE PROTECTED BY A STA =7 2L MARL GUARDRAIL GONPORMIN6 TO UDC 0505s -7o2 / 7, ROGKeRIEN ARE EROSION -CONTROL DTRVGT1JREf, NOT RJ•TAINING WALLS, NATIVE s - - MATERIAL IN OUT r,�C.l. OLt AND FREE.. PROPERTY ADDRESS: 18002 KARIEZ DR, EDMONDS, WA 01' ANYDEVIATION OTNUGNTDVRIO JfT pG PLACEMENT } I Ti PLAN � 98026 WITH THE MAL OP A CIVIL ENGINEER CURRENTLY LICENSED IN THe 0,7o Tc OP' WADHINOTON, TAX ACCT # 00914200000300 V i R�G�GL'1� T STANDA�� - � LOT # 3 VISTA DEL MAR , # ILL is September 8, 2005 OIL Sin le-Famil Residence — Lot Wista Del Mar 6`.` g Y r L&A Job No. 5A100 Page 2 along the uphill side and day -lighted along the downhill side. The building will be supported on perimeter footings and interior columns and foundations. The construction of the basements of 01 the residences will require cuts up to about l 2 feet deep and with little or no fill required. l C Mi{ SCOPE OF SERVICES to to LJ { y Our scope of services for this study comprises specifically. the following: c rn to - 1 LOLL m� O0 l 1 Review the geologic and soil conditions at the site based on a published geologic map.' x m M Z; . Lio 2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil D z stratum or to the maximum depth (about 12 feet) capable of by the backhoe used for r = y` i excavating the test pits, whichever occurs first. ,On -n ' 3. Perform necessary geotechnical analyses, and provide geotechnical recommendations foror m rn To { grading, slope stabilization; erosion abatement; surface and ground water control, and k lool"foundation design, based on subsurface conditions encountered in the test pits and results c v',. rolILI Of our geotechnical analyses. m 0 Loo - 4. Prepare a written report to present our findings, conclusions, and recommendations. L lotz SITE CONDITIONS } v I'LL. SURFACE CONDITIONS p The subject lot is an trapezoidakshaped tract land with 94 feet of frontage along Kairez Drive ILI ci m and is 121 to 132 feet dee it is situated on the shelf above a high bluff. overlooking Puget p` --i Sound in the western coastal area of Edmonds.. It is bounded by Kairez Drive to the west, and adjoined by building lots of the same plat to the north, south and cast. A topographic survey plan -. showing the current terrain ol'the lot was not available at the time this report was being; prepared. Generally, the lot rises eastward about C to 8 feet at about 11 L 1 V slope above the sidewalk level LIU & ASSOCIATES, INC, September 8, 2005 Sin le=Famil Residence - Lot 3/Vista Del Mar g Y L&A Job No. 5A 100 Page 3 } of Kairez Drive, then continued to ascend for the next 8 to 10 feet or so at about 2H:1 V inclination, then leveling out eastward at about 10 to 15 percent grade over the rest of the lot. Z, The residence is to be sited within the gently sloped eastern portion of the lot with sufficient -, rn setback from the crest of the steep western area. ,. 1 ca i t GEOLOGIC SETTING vm NG C v ` The Geologic M of the Eastern Half and Part of the Western Half Quadranales, Washington, o n 3 C i. . ; by James P. Minard, published by U. S. Geological Survey in 19$3, was referenced for the m M - geologic and soil conditions of the lot. According to. this publication, the surficial soil units at 1 Dz and in the vicinity of the lot are mapped as Recessional Outwash (Qvr) underlain by Vashon Tillcn r E' I (Qvt) and Advance Outwash (Qva) o 41 mm -' The geology of the Puget Sound Lowland has been modified by the advance and retreat of vVi. several glaciers in the past .and subsequent deposits and erosion. The latest glacier advanced to c`tmn } -z W. the Puget Sound Lowland is referred.to as the Vashon Stade of the Fraser Glaciation, which has 0' occurred during the later stages of the Pleistocene Epoch and retreated from the region some g g 14,500 years ago. !: >t }. Z The recessional outwash deposits were laid down by meltwater of the stagnating and receding N z 40 Vashon glacier. They are composed of loose fine to medium sand with minor amounts of gravel. n The recessional outwash deposits can be very easily eroded where exposed on slopes with poor m vegetation cover, and may slough off and redeposit at their angle of repose. Recessional outwash deposits' however, were not encountered by the test pits excavated on the lot. The Vashon till soil unit was deposited directly by glacial ice during the most recent glacial ` period as it advanced over an eroded, irregular surface of older formations and sediments. It is a LIU & ASSOCIATES, INC. t September 8, 2005 Single -Family Residence - Lot 3/Vista Del Mar L&A Job No. 5A100 r Page 4 very dense mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often referred to as "hard pan". The Vashon till over the top two to three feet is weathered to a z medium dense state, and is moderately permeable and compressible: The underlying fresh till is very dense and is practically impervious to stormwater infiltration. The fresh till has the strength m. ` of low-grade concrete and can stand in a steep. natural or cut slope for a long period. If remains _� 9 z N� undisturbed and well -drained, the fresh till can provide excellent foundation support with little . v m ; a C 0 . settlement expected. o n , ,,. own M; The advance outwash soil unit, normally underlying the Vashon till, is composed of stratified OZGINNED i sand and gravel with minor amounts of silt and clay, deposited by the meltwater of advancing z glacial ice. Due to their generally granular composition,. the advance outwash deposits are of 0 N and generally drain well. The advance outwash deposits . are }' � moderately high permeability g Y P ' MM glacially overridden and are generally dense to very dense in their natural, undisturbed state, v _except r O� m the to 3 to 5 feet where on slo es with Poor cover whichmaY be rtn ' weathered to a loose to medium -dense state. The advance outwash deposits can stand in steep r : m n : cuts or natural slopes when undisturbed. When exposed on slopes of poor vegetation cover and C subjected to storm runoff, the advance outwash deposits can be gradually eroded and may slough Al to a flatter inclination. The advance outwash deposits in .their natural, undisturbed state can ► z A provide very good foundation support with little settlement expected for light to moderateCo z residential structures. m SOIL CONDITIONS Subsurface conditions of the lot were explored with four test pits, one at each corner of the footprint of the proposed house. The test pits were excavated on August 25, 2005, with a track- mounted backhoe to depths from 7.0 to, 11.0 feet. The approximate locations of the test pits are ' shown on Plate 2 - Site and Exploration LocationPlan. The test pits were located with either. a LIU & ASSOCIATES, INC. r i a September 8; 2005 Single -Family. Residence— Lot 3/Vista Del Mar L&A Job No. 5A100 lit Page 5 I NV Ito, tape measure or by visual reference to existing topographic features in the field and on the Its topographic survey map, and their locations should be considered.only accurate to the measuring z ` O f method used. MI. s. A geotechnical engineer from our office was present during subsurface exploration, who N examined the soil and geologic conditions encountered and completed logs of test pits. Soil c m 4 t r m o samples obtained from each soil Unit in the test pits were visually classified in general n accordance with United Soil Classification System, a copy. of which is presented on Plate 3. AM M Z . . fJ , =, . i Detailed. descriptions of soils encountered during site exploration are presented in test pit. logs on e z I Plates 4 and 5. r , o� - ` The test pits revealed that.the lot has been regraded with.fill from about 2.0 to 5.0 feet thick. The m m fill had been compacted with various effort and contains some organic substances and few wood o M i debris and roots. A layer of relic topsoil was found underlying the compacted structural fill in ' e Co' � to i Test Pit 2. The fill appears to have been placed to fill up an previously existing gully or drainage P n swale cutting through the lot. M -Zi, -i The fill and relic topsoil are generally underlain by a layer of brown weathered soils of medium- _ i dense, silty fine to medium. sand with a trace of gravel, about 2.0 to 2.5 feet thick„ as Z 0 encountered in Test Pits 2, 3 and 4..'A gray glacial drift deposit of dense to very -dense, weakly -0 m cemented, silty to slightly silty, fine to medium sand, about one foot to over 4.0 feet thick, was ..� found underlying the layer of weathered soils, as encountered in Test Pits 1 and 3. This glacial drift deposit has the same texture and composition of glacial till, but is not as compact. In test Pit 4; the layer of weathered soils was underlain to the depth of the pit by a blue gray, medium= i dense, silty, fine to medium sand, with a trace of gravel, which appeared to be alluvium deposit laid down by moving water in the previously existing drainage swale. The glacial drift in Test LIU & ASSOCIATES, INC. i September 8, 2005 f Single -Family Residence - Lot 3/Vista Del Mar L&A .lob No. 5A100 �.` Page.v .. - Al ", Pit 3 was underlain to the depth explored by a gray; dense, slightly silty, fine to medium sand, with a trace to some gravel, which appeared to be of advance outwash deposit. Z D GROUNDWATER CONDITION m Groundwater was not encountered in any of the test pits. The glacial drift underlying some areas of the lot at shallow depth is of extremely low permeability and may perch stormwater infiltrating p M 4 . k c �. , r into the more permeable surlicial soils, while the sand dominated advance outwash deposit � S O, S would allow groundwater to seep through relatively easily. The perched groundwater over the XM. �1 glacial drift may dry up completely in the dryer summer months, and accumulate and rise in the d p G Cz wet. winter months. The depth to and the amount of perched groundwater may fluctuate t , omi seasonally, depending on precipitation, surface runoff,, ground vegetation cover, site utilization, *I. and other factors. j mm t Ow DISCUSSIONS AND. RECOMMENDATIONS n 0 G h Z O (7 GENERAL Based on the subsurface conditions encountered by the test pits, itis our opinion that the subject s lot is suitable for the proposed development from the geotechnical engineering viewpoint, Z provided that the recommendations in this report. are fully implemented and observed during - construction..1e Due to the sensitive nature of the steeply sloped area over the western portion of Z the subject lot, the grading and foundation construction work for the proposed residence should n ' 7 preferably proceed and be completed, in the dryer months from. April 1 to October 31 of the year. rn Ld i 3 If construction is to proceed outside of the dry grading season, erosion control and site jF stabilization measures recommended in this report should be in place on a daily basis to maintain s site stability. s iho Fe, LIU & ASSOCIATES, INC. i P. September 8, 2005 Single -Family Residence — Lot 3/Vista Del Mar L&A Job No. 5A100 Page 7 The topsoil and surficial loose fill should be completely stripped within the driveway, the building pad and areas where the subgrade soils are to support structural or traffic load. The underlying dense to very-dense, glacial drift and advance outwash soils are of very-high to 01, moderately high shear strength and can provide good foundation support to the proposed house: Structural fill required for grading should be constructed on the above-described native firm Y' bearing soils. p rn ,rn11 o t j J v I The on-site soils contain some fine-grained soils, and is sensitive to moisture. It can be saturated O r,m;; quickly and result in heavy runoff with potential soil. erosion over the western steeper portion of m — the lot during extended periods of heavy rainstorms. One or multiple lines of interceptor trench Z drains should be installed along the upslope side of the construction area and the steep-sloped m! Oon a ... western area of the lot, as required, to intercept and drain surface runoff and near-surface perched groundwater to minimize soil erosion and facilitate grading work during construction. These MM D ca A interceptor trench drains may , also serve as permanent drainage control facilities to reduce n F groundwater under the proposed house. Water in the interceptor, trench drains should be r z a tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. GEOLOGIC HAZARDS AND MITIGATION Z Landslide Hazards rn i Z. The, dense to very-dense glacial drift and advance outwash soils underlying the lot at shallow n. depth are of moderately-high to high shear strength, and the potential. for deep-seated landslides rn to occur on the lot should be minimal The surficial loose topsoil and fill mantling the steep- sloped western portion of the lot may slough off in the form of shallow, skin-type, mudflows when devoid of vegetation cover and overly saturated.. To mitigate such hazard, a dense I vegetation cover over the steep-sloped area should be maintained. Discharge of concentrated71 f Ip LIU &ASSOCIATES, INC. f September 8, 2005 Sin le-Famil Residence — Lot 3/Vista Del Mar g Y L&A Job No. 5A100 Page 8 ' stormwater, dumping of yardwaste and dispose of spoil soils onto the steep -sloped area of the lot t <; should be prohibited. s Erosion Hazard n The loose surticial soils mantling the steep -sloped western area of the lot can be easily eroded if.NMI Mn: ,: devoid of vegetation cover. To abate erosion potential of the steep sloped area, its vegetation C C rn !. v cover should be maintained. Unpaved ground within the lot due to construction activities should m O t 80' 0 C J } e. Concentrated stormwater should not be released onto the be re -vegetated as soon as possibl mm } j a.l ground anywhere within the lot. Storm runoff over impervious surfaces, such as roofs and paved O driveway should be 'captured with underground drain line systems and catch. basins, and Z - - tightlined to discharge water into a storm sewer. 0 Ep Seismic Hazard _ MM - oC4 The Puget Sound region is in an active seismic zone. The lot is underlain by dense to very -dense 0 F C: ca i glacial drift and advance outwash soils of moderately -high and high shear strength. There is a m n lack of continuous, extensive, static groundwater table at shallow depth under the lot. Therefore jthe potential for seismic hazards, such as deep-seated landslides, liquefaction, lateral soil ! t spreading, to occur on the site should be minimal. The proposed house, however, should be y designed for seismic forces induced by strong earthquakes. Based on the soil : conditions cn Z' encountered by the test pits, dt$ it is our opinion that Seismic Use Group I antte;Class D'. should, 0 be used in the seismic design of the proposed residences in accordance with the 2003 M t International Building Code (IBC). x a _! SITE PREPARATION AND GENERAL GRADING ; The vegetation within construction limits. should be cleared and their roots thoroughly grubbed. Topsoil, loose fill and weak weathered soils should be stripped within the building footprint; LIU & ASSOCIATES, INC. r September 8, 2005 1 z Single -Family Residence — Lot 3Nista Del Mar L&A Job No. 5A100 Page 9 driveway and areas where structural fill is to be placed. The exposed surface should be } compacted to a non -yielding. state with a vibratory roller compactor. During construction, storm i runoff should be intercepted with ditches or interceptor trench drains, as required, and conveyed , into a storm drain to minimize soil erosion and facilitate grading work. m. �rn The on-site surficial soils, contain a high percentage of fines and. are sensitive to moisture. A ;. `. layer of clean quarry spalls placed over excavated areas and areas of frequent traffic may be rn O �n11 required to protect the subgrade soils from disturbance by construction traffic. Silt fences should O C 4..1 be erected along the downslope boundaries of the lot to. prevent sediments being.transported onto z i adjoiningpropere street. 'ties or onto thtt. The bottom of filter fabric of the silt fence should be D z 31 t �u r "a anchored in a trench filled with gravel. ,n -" - Permanent fill to be placed over slopes steeper than 20 percent grade should be retained MM structurally. The exposed ground exceeding 20 percent grade should . be benched with vertical O nFn i col I steps not exceeding 4 feet tall prior to placing structural fill. Storm runoff over. impervious r m 0 surfaces, such as roofs and paved driveway, should be collected and discharged into a storm �. sewer. Concentrated stormwater should not be discharged onto the ground anywhere within the -� site. Z EXCAVATION AND FILL SLOPES O Ak We understand that the proposed building will have aday-light.basement,-kjand excavation of the n m building footprint up to 10 to 12 feet deep may be required . Under no circumstance should excavation slopes be greater than the limits specified by local, state and federal safety regulations if workers have to perform construction work in excavated areas. Unsupported temporary cuts greater than 4 feet in height should not be steeper than 1 H:1 V in the surf cial fill . and brown, weathered. soils, blue -gray medium -dense silty sand soils, and not more than 1/2H:1V in the LIU & ASSOCIATES, INC. • _ ;. _ .. j JEW September 8,2005 { s Single -Family Residence — Lot 3/Vista Del Mar L&A Job No. 5A100 Page 10 underlying gray glacial drift and advance outwash soils. Permanent cut banks, if required, should not be steeper than 2-1/21-1:1V in the surficial fill; brown weathered soils and medium -dense silty sand soils, and no steeper than 1-1 /2H '1 V in the underlying dense to very -dense glacial drift and Z advance outwash soils The soil units and the stability of cut slopes should be observed and } verified: by a geotechnical engineer during excavation. m Permanent fill embankments required to support structural or traffic loads should be constructed c rn j my a with compacted structural fill placed over proof -rolled undisturbed, native, medium -dense silty n C _w sand and dense glacial drift soils after the surficial unsuitable soils are stripped. Permanent fill to M —,` be placed on slopes steeper than 20% grade should be retained structurally. Sloping ground c z D steeper than 20% grade over which fill is to be placed should be benched with vertical steps noca C more than 4 feet high after stripping of unsuitable surficial sails: The slope of permanent fill p embankment should not be steeper than 2H:1 V. Upon completion, the sloping face of permanent M fill embankments should be thoroughly compacted to a non -yielding state with a hoe -pack. 0 Unsupported fill should not be' allowed over the steep -sloped western portion of the lot. C N r Z .0 i C The above recommended cut and till slopes are under the assumption that groundwater seepage D� will not be encountered during construction. If encountered, the construction should be immediately halted and the slope stability re-evaluated.. The slopes may have to be flattened and other measures taken to stabilize the slopes. Surface runoff should not be allowed to flow z . uncontrolled over the top of cut or fill. slopes. Permanent cut slopes or fill embankments should .n be seeded and vegetated as soon as. possible for erosion protection and long-term stability, and m should be covered with plastic sheets, as required. to protect them from erosion by stormwater until the vegetation is fully established. -i - LIU & ASSOCIATES, INC. k September 8, 2005 ; Sin Ie-Famil Residence - Lot 3/Vista Del Mar g Y L&A Job No. 5A100 Page 11 STRUCTURAL FILL , Structural fill is the fill that support structural or traffic load. Structural fill should consist of Z clean soils with particles not larger than four inches and should be free of organic and other O z deleterious substances. Structural fill should have a moisture content within one percent of its m optimum moisture content at the time ofp lacement. The optimum moisture content is the water p content in the soil that enable the soil to be compacted to the highest dry density for a given o r;, compaction effort. The on-site clean fine to medium sand soils may be used for structural fill i; n only under fair weather conditions when their moisture content can. be 'controlled to near ; �. m optimum moisture content at the time of placement. Imported material to be used as structural pZ., 4.. fill, should be clean, free -draining, granular soils containing no more than 5 percent by weight - finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should m , 7 have individual particles not larger than four inches. ya 1 M m; at <. Unsupported fill over areas steeper than 20% grade should not be allowed within the site. The n m cca ground over which structural fill is to be placed should be prepared in accordance . with } m s;: zn recommendations in the SITE PREPARATION AND GENERAL GRADING and EXCAVATION AND FILL, SLOPES sections of this report. Structural fill should be placed in i lifts no more than. 10 inches thick in its loose state, with each lift compacted to a minimum z percentage of the maximum dry density determined by ASTM D1557 (Modified Proctor Method) as follows: rn Application % of Maximum Dry Density Within building pads of the building lots 95% Roadway/driveway subgrade 95% for top 3 feet and 90% below, Retaining wall backfill 90% Utility trench backfill 95% for top 4 feet and 90% below t It LIU & ASSOCIATES, INC. j , .. 1 11 '1� r September 8, 2005 Single -Family Residence — Lot 3/Vista Del Mar L&A Job No. 5A100 Page 12 a . BUILDING SETBACK The purpose of building setback from the top or toe or an overly steep portion of a slope is to z establish a safe buffer such that if a slope failure should occur the stability, of the structure can-be �y m i to the structure minimized �To maintain stability of the.proposed proposed maintained .and damages _ residence, we recommend "thdC11 a set bacl•'' at least 15 feet from the top of 40% or steeper, Y f western steep-sloped area . The horizontal distance from the edge of footing foundations to the m rn T' r` face of 'the steep slope should be of least 20 feet ` Also, the footing foundations should be p e , �. J a embedded at least one foot into the dense to ve dense, glacial drift or advance outwash soils. = M ry- m z C z y. ; i D s BUILDING FOUNDATIONS ' i 1 ln Conventional footing foundations may be used for supporting the proposed residence. The T footing foundations should be placed at least one into the underlying, native, undisturbed, dense ' MM dell - to very-dense, glacial drift or advance outwash soils.. Water should not be allowed to accumulate v N j O r. OF { . in excavated footing trenches. Disturbed soils in footing trenches . or, under on-grade ; c N M 10Z 0. slabs/pavement should be completely removed down to firm native soils or thoroughly re- compacted.to a non-yielding state prior to pouring concrete for the footings. If the above recommendations are followed, our recommended design criteria for footing . foundations are as follows: z rn w . The. allowable soil bearing. pressure for footing foundations, including dead and live P Y g g . r;......_:.._. loads, should be no greater than„2,500; s£ The footing bearing soils should be verified '-� ting trenches are excavated and before the 0 footings by engineer after the foo y f° i g poured. 1 ; LIU & ASSOCIATES, INC. 1 t September 8, 2005 Single -Family Residence = Lot 3/Vista Del Mar L&A Job No. 5A 100 Page 13 • The minimum depth to bottom of perimeter footings below adjacent final exterior grade should be no less than 18 inches. The minimum depth to bottom of the interior footings Z - below top of floor slab should be no less than 12 inches. n • The minimum width should be no less than 16 inches for continuous footings, and no less m =' { t than 24. inches for individual footings. w A one-third increase in the above recommended allowable soil bearing pressure may be used rn v �0 when considering short-term, transitory, wind or seismic loads. For footing foundations designed . e 'r' and constructed. per recommendations above, we estimate that the maximum total post- m l t, I construction settlement of the buildings should be 3/4 inch or less and the differential settlement across building width should be 1 /2 inch or less. Co I O mn Lateral loads on buildings can be resisted by the friction force between the foundations and the MM Q� subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations. n For the latter, the foundations must be poured "neat" against undisturbed, soils or backfilled with r m r Z a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density (EFD) of 325 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral i -+ ' resistance. The above passive pressure assumes that the backfill is level or inclines upward away t z s from the foundations for a horizontal distance at least twice the depth of the foundations below' the final grade. A coefficient of friction of 0.60 between the foundations and the subgrade soils O' may be used. The above soil parameters are unfactored values, and a proper factor of safety rAn: should be used in calculating the resisting forces against lateral loads on the buildings. i' r s ; BASEMENT AND RETAINING WALLS i f "y Basement walls restrained horizontally at the top are considered unyielding and should be 4 designed for lateral soil pressures under the at -rest condition; while retaining walls free to move } LIU & ASSOCIATES, INC. f- September 8, 2005 ` ! Single -Family Residence — Lot 3/Vista Del Mar L&A Job No. 5A 100 Page 14 at the top should be designed for active soil pressures. We recommend that a lateral soil pressure of 45 and 60 pcf EFD be used for the design of foundation walls with level/descending backslope and rising . backslope, respectively; and 35 and 50 pcf EFD for retaining walls with --� level/descending backslope and rising backslope, respectively. To counter the active soil or at- rest pressure, a passive soil pressure. of 350 pcf EFD may be used, except that the passive m pressure within the top 12 inches of the finish subgrade should be ignored. The above passive =+ ; pressure assu mes that the backfill is level or inclines upward away from the walls. The above c' m 0 us Y . , active lateral soil pressures are under the assumption that groundwater behind the walls is fully, O C: k drained. To resist against sliding, the friction force between the footings and the subgrade soils m m z `* F may be calculated based on a coefficient of friction of 0.60. The above coefficient of friction and p SEENIP i yz a passive soil pressure are ultimate values, and proper factors of safety should be used in the design of all walls against sliding and overturning failures,On ! j mm }, w' A vertical drainage blanket consisting of at least 12 -inch -thick free -draining pea gravel or washed 00 A �F gravel should be placed on the upslope side of basement and retaining walls to prevent l t Z0 accumulation of groundwater behind and buildup of hydrostatic pressure against the walls. The z free -draining, granular material, containing no more than M drainage blanket should be of a clean, r 3% by weight of fines passing the No. 200 sieve, based on the fraction passing the No. 4 sieve. z This free -draining backfill should be compacted to the minimum dry density recommended in ! _ CO! !< STRUCTURAL FILL section of this report. The top 12 inches of backfill, should consist of z com acted, on-site soils. The backfill material for the foundation and retaining walls should be p n compacted with. a hand -operated compactor. Heavy compaction equipment should not be m allowed closer to the walls than a horizontal distance equal to the wall heights. A footing drain, - as recommended in the DRAINAGE CONTROL section of this report, should also be provided for foundation and retaining walls. _ 4 LIU & ASSOCIATES, INC. w, September 8, 2005 Single -Family Residence Lot 3/Vista Del Mar L&A Job No. 5A100 �. Page 15 z. j SLAB -ON -GRADE FLOORS Slab -on -grade floors, if used, should be placed on firm subgrade prepared as outlined in the SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL. sections of ;{ 0 this report. Where moisture control is critical, the slab -on -grade floors should be placed on a n 4. m A capillary break which is in turn placed on the compacted subgrade. The capillary break should consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no N „ more than 5% by weight passing the, No. 4 sieve. A vapor barrier, such as a 6 -mil plastic Ic membrane, may be placed over the capillary break, as required, to keep moisture from migrating p e rn` . upwards. m - i ,..� DRAINAGE CONTROL ` — Excavation for Building Footprint O F. We do not anticipate the excavation for the building footprint to encounter groundwater. If m m ' - encountered, the bottom of excavation should be sloped and ditches excavated" along the bases of \ c N is I the cut slopes to direct collected groundwater into a sump pit from which water can be pumped N t zn out of the building footprint into a storm sewer, A layer of 2 -inch crushed rock should be placed - � over firm undisturbed subgrade soils under footings and on -grade slabs, as required, to protect ion traffic. This crushed rock base should be built to a the soils from disturbance by construct z few inches above groundwater level, but not less than 4 inches thick. The crush rock base should be compacted in 12 - inch lifts to anon -yielding state with a vibratory mechanical compactor. z n m >"; Runoff over Impervious Surfaces Storm runoff over impervious surface, such as roofs and paved driveway, should be collected by underground drain line systems connected to roof downspouts and by catch basins installed in the driveway. Stormwater thus collected should be tightlined to discharge into a storm sewer. LIU & ASSOCIATES, INC. September 8, 2005 r. Single -Family Residence — Lot 3/Vista Uel Mar L&A Job No. 5A 100 Page 16 Sufficient numbers of cleanouts should be provided to the underground drain line systems at ` strategic location to allow for periodical cleaning of the drain lines.' z 6 Building Footing Drain m i A subdrain should be installed, as required, around the perimeter footings of the building. The =n=CO ;4 subdrains should consist of a 4-inch-minimum-diameter, perforated, rigid, PVC, drain pipe, laid "v c j In . i.. a few inches below, the bottom of perimeter footings. The trenches and the drain lines should g O -� have a sufficient gradient to generate flow by gravity. The drain lines should be embedded in m M 11 I"'IIA washed gravel completely wrapped in non-woven filter fabric to within about 12 inches of finish p C Z i grade. Sufficient numbers of cleanouts should be provided to the underground drain line systemsrw I at strategic location to allow for periodical cleaning of the drain lines. The remaining trenches �.tn I O� may be backfilled with on-site impervious soils. Water collected by the perimeter footing M subdrains should be tightlined, separately from the roof and surface stormwater drain systems, to p O :> discharge into a storm sewer. c N j A' RISK EVALUATION STATEMENT The site is underlain at shallow depth by dense to very-dense, glacial drift and advance outwash z soils. These soils are .of moderately high too high shear strength in undisturbed native state, and - CO have good resistance against slope failure. The key to maintain `site stability for the lot is have z. O: adequate and proper erosion and drainage controls. It is our judgment that provided the1. n M recommendations in this report are fully implemented and `observed during construction, the - areas disturbed by construction will remain stable and will not increase the potential for soil movement. In our opinion, the risk of damage to the proposed development and from the development to adjacent properties from soil instability should be minimal. t i �. s . I+ LIU & ASSOCIATES, INC. ILIl x September 8, 2005 Single -Family Residence — Lot 3Nista Del Mar �, L&A Job No. 5A100 Page 17 LIMITATIONS ! This report has been prepared for the specific application to this.project for the exclusive use by the West Bank ' Properties, LLC, and their associates, consultants and contractors, . We f - recommend that this report, in its entirety; be included in the project contract documents for the m ' _ The information othe pros ective contractors for their estimating and bidding Purosesr' _ Mconclusions and interpretations in this report, however, should not be construed as a warranty of c v the subsurface conditions. The scope of this study does not include services related to 0 construction safety precautions and our recommendations are not intended to direct the m M contractor's methods, techniques, sequences or procedures, except as specifically described in c ' Z ° this report for design considerations. r—' N ` i Our recommendations and conclusions are based on soil conditions encountered in the test pits, our engineering analyses, and our experience and engineering judgment. The conclusions and vVi M r_ recommendations are professional opinions derived in a manner consistent with. the level of care ern and skill ordinarily exercised by other members of the profession currently practicing under z n: n ;, i similar conditions in this area. No warranty, expressed or implied, is made. The site subsurface conditions encountered in the test pits may vary from those actually -♦ encountered during construction. The nature and extent of such variations may. not become Z O ._; evident until construction starts. 1f variations appear then, we should be retained to re-evaluate fi 1, I ', the recommendations of this report, and to verify or modify them in writing prior to proceeding } further with the construction. '1 r. . LIU & ASSOCIATES, INC. r<� BROWNS �< BAY �P kN1 ; eA j PROJECT E n SITE 9TH P L m • sw SET 890 8 3 c i iy lel ST IBISr R , OVERLOOK PK C, 2 m o2Ho PE sr ie`zw0 N Sf m %'• C _8200. "< m O ti 4ma e oo ST —1 Ci Eesti 185TH ` 185TH 4 O HUTT PL Sr PL SW m = 2111z 11 I R=1 m 'i .k•,^� f.a1� - PK 8 86TH PL 187TH ..186TH ST SM "� Z PL SW =87TH ST SW Q _ gsr sr a 188TH �� 8 ST SW g too s i D Z 01 r 189TH S SW 3 Q EeatH al se a Q B KE PL � i T 1 ST SW a 190TH ST SW 1P O � i W ER a oCt` o I _. < CHERR ST �9 $t lg IZu 191sT 21 24,,0' 191ST ST & vi D "' 1 2 1.39600 o Q4 a ti aC 192ND ST SWSw m m m Q" 1 ti a 7 Sj� ROY o (n - i iR RSA �� rORESi s 1930 o r �e O L I 1 - PL SW Q ° o n i71 f- C O - (p e G 4M .'� ST 8 C EXCELSIOR 9.c . ��4 = PL SY. to 194TH 3 3 t 1S PL W- t v` c ST sw s" p t m p l 1967 ST a W MELODY LN PwET PU E DR sr su 8600 R2m o ' WY ap a S = _ �� 19nH 194 -. L_ v CD EWLANO g WY 00 iE ST Sit ¢� BRDOKMERE HTH INDLEY 00 5T SW a _' -.�N. 1000 _ a 198TH D 1� DR BROOKMERE ST - 3 PL SII = 1T 9 Z EOMOND'S �� ' 2 z z co z < ST9w r � �� _ UNDERWATERCD ; SPE S ST vIENI400R ----- ---- i� �� r a co_ PC CA PARK GniHER nsTA BDo MWAIH VISTA 200TH Nci ST SW iE 8300 BRACKET)$ Q' LOHA WN ALPOHA i0 8 5 Q a CASCADE 201ST L H 0 LANDING f J T CAROL Q SIERRA �: t011 < 202ND = m m a $ 2 L ST iUOIIA ' ^+ yL 20r,0 p $T $li 'a < 20210 PL91 •- GLEN ST tee! SIERRA ST SW _ 1< 20stm 2030 Sr Sw PO m BEACH = Q GLEN ST - 0�/� I _1 PL 203RD PL w ti E�� Q oD Q 24 ,� e +c a— <� F y ALEY ST n a c m 204 N `° zatH sr sw TEN11N4L` S J 1 204 700 800. � 1 d ti�8 N p S $tt 3 PL SW ' SPRAGUE s ST o rn TH s a j s zostx= PAW E `8 PO Sl a EOHDNDS = HILL INGBIR PK ST t ► a � 1. a 206TH = »�« {. Too rn �1� t r m ST SW VANE, <.. ELL ST ESL I 201TH o ra as .sa �rusr . ----- — EEr 207TH if st z < BOO 900 T OR PL SN Ia 0i 8+. I N s 8. ST IPLI co p(Tw' 900 1�a Z pE c �M 209 ST co PL 'f°K �' DAYTON a e ^ ' ST,o R' �j Y g w �' 208TH PL 400 avPT Lrn MULE to : d 209TH PL Y s ' sW _ 2w 7r37 MAPLE H `^ ST s '�` SW 2 50� Qo 210tH = %i LUER to 100 . n n. N $ r 1 _ '1c Ila _ PL 4i. t F. VICINITY MAP t LIU & ASSOCIATES, INC. LOT 3 PLAT OF VISTA DEL MAR Geotechnical Engineering Engineering Geology Earth Science EDMONDS, WASHINGTON JOB NO, 5A100 DATE 8/22/2005 PLATE 1 j UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE THAN 50% OF, GRAVEL GP POORLY -GRADED GRAVEL y j GRAINED COARSE FRACTION GRAVEL WITH GM SILTY GRAVEL SOILS RETAINED ON NO. 4 SIEVE FINES GC CLAYEY GRAVEL z t SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND m ' MORE THAN 50% MORE THAN 50% OF SAND SP POORLY -GRADED SAND i RETAINED ON THE COARSE FRACTION SAND WITH SM, SILTY SAND N vm NO. 200 SIEVE PASSING NO, 4 SIEVE FINES SC CLAYEY SAND RC1 v r- -1 n FINE SILT AND CLAY INORGANIC ML SILT z m GRAINED LIQUID LIMIT CL CLAY O z 4 SOILS LESS THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY CD Z ` MHSILT OF HIGH PLASTICITY, ELASTIC SILT MORE THAN 50% SILTY AND CLAY INORGANIC O ion CLAY OF HIGH PLASTICITY, FAT CLAY PASSING ON THE CH LIQUID LIMIT NO. 200 SIEVE 50% OR MORE ORGANIC OH ORGANIC SILT, ORGANIC SILT m m HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS 010 V/ ic N : mn NOTES: SOIL MOISTURE MODIFIERS: z 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THE TOUCH z 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTYco _ ON ASTM D2487-83. MOIST - DAMP; BUT NO VISIBLE WATER z 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH 0 BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL m WET -VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, AND/OR TEST DATA. - USUALLY SOIL IS OBTAINED FROM BELOW r ' M WATER TABLE . LIU & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM i Geotechnical Engineering Engineering Geology Earth Science PLATE 3 PIT LOGS a OT 3 :. i r ISTA DEL MAR WASHINGTON II )ATE 8/26/05 PLATE 4 i i 4 i PIT LOGS OT 3 :. ISTA DEL MAR WASHINGTON )ATE 8/26/05 PLATE 4 i NO. 4 2. ;. t TEST PIT R-, i 0 i 1 j !I I Logged By: JSL Date: 8/25/2005 Ground EI. ± T O I 0 owl n i NO. 4 ;. t TEST PIT i 0 i 1 i !I I Logged By: JSL Date: 8/25/2005 Ground EI. ± T O 0 owl n =' Mi 0 e OC m n NO. 4 ;. t TEST PIT i 0 i 1 i !I I Logged By: JSL Date: 8/25/2005 Ground EI. ± T ;. i i i S e 06/07/2007 14:46 4254391746 GFFICES PAGE 03 DAILY FIELD REPORT Job No. to telo Rep. Page. eporl NOO LIU & A SSOCIATES, INC. 5A100 J. Liu 1 oft 6 _- .- _ (kolec�irnt.. rnginccring. Enginoenng Geology 1t Gorth Scientc _ es ime n, to ale Day o . � , 34 9:55A 5/3/2007 Mon. 19213 Kenlake Place NE ravel Timme (Hrs) Time Off Site V70,51her Kemnorc, Washington 98028 1.25 10:15A P art/ Cloud Phone: (425) 483-9134 fax: (425) 486-2746 Vehicle Mrs on Site Hrs Chargad Visitors 1.5 : ro . ject JobLocation' len Sln le-Famil Residence Lot 3 - Vista Del Mar, Edmonds West Bank Properties, LLC General Contractor General Contractor Proj, Manager Received Unchecked By Z t West Bank Properties, LLC Jeff Whitney Earthwork Contractor Earthwork Contractor Supt. Received Checked By Dan D. Simmons Construction John rn At the request by Jeff Whitney with West Bank Properties, I come on site to conduct a final inspection on the. eotechnical work of the subject residence. The final grading has been completed within the residence site and the rn land s�e is finished. The exposed ground is planted with. shrubs and covered with. shredded bark, it is my opinion o rn that the the final erosion control of the'site is completed satisfactorily. — _ e --_— _ M —I O O Y0 ._ - •• �- _ -._... -- m m 10 WAS - - - • _..—.._ .... _... •_• _M_ y -- — r 0 I _ m rn n ... ewutss-7�-1•aJ - ...._ ....�_—.... � rn z 0 ---�� .. m -SCI GN_ D µ" otoooY o: p Continued 1) Jeff Whitney/West Bank Properties, LLC 2) on Next 3 q Page 06/07/2007 14046 4254381746 OFFICES PAGE 04 - DAILY FIELD REPORT Job No. ie ep. age— Heport No LIU & ASSUC'IAI'ES, INC. 5A100 J. Liu 1 of 1 5 .i�itcclmic;d I:n inccrim„ I:nmtii�ca�inL (iciIlogy ti Barth Scivn�,; Miles I ime Un ite ate Day A Week 34 8:55A 12/22/2005 Thur. 1987 13 Kenlakc Place NC ravel I Mme (Hrs) Time site Weather Kenmore, Washington 98028 1.25 9:35A Light Rain Phone: (42,5).183-9134 Fax: (4251480 2746 c icte Hrs on Site=Hrsarged visitors Project o ocation Client Single -Family Residence Lot 3 e Vista Dei Marg Edmonds West Bank Properties, LLC General Contractor General Contractor Prol. Manager Received Unchecked 8y ZO West Bank Properties, LLC Jeff Whitney0 Earthwork Contractor Earthwork Contractor Supt Received Checked By Dan D. Simmons Construction John M M At the request by Jeff Whitney, I come on site to observe backfilling of the over-excavation of the building footprint i .. resulting from removing organic soils and bog sediment. The unsuitable material within the building footprint is all ca removed down to firm bearing soils. Due, to the rainstorms in recent days, some over-saturated soils have been O rn washed into the bottom of excavation over which crushed rock fill is to be placed. These loose disturbed soils M O should be removed as much as possible down to firm bearing soils prior to backfilling. 0 C The first truck load of backfill hauled to the site is a 4-inch-minus rock-soil mixture that has occasional lumps more m Z than 8 inches in size. The particles exceeds 4 inches should be broken up before being used as backfill., The C -� Z subsequent backfill material is clean 2-inch crushed rock.. It is decided that the clean crushed rock material will be � placed at the bottom, with the 4-inch-minus material to be placed near the top. I suggest to compact the backfill � C4 I with a hoe-pack, The hoe operator says it will. be difficult to change from regular backhoe bucket to hoe-pack and O vice versa, due to the excavated pit and where the backhoe has to sit, and suggest to compact the crushed rock = i backfill by running the track-mounted backhoe over it, The backfill should be placed in lifts no more than 12 inches m M thick in loose state, and each lift should be compacted to a non-yielding state by running the backhoe over it and by 0 pounding it with the hoe bucket. I inform the backhoe operator that the first lift of backfill is very important, and that•. C M i it has to be compacted to have a good contact to the firm bearing soils below to prevent future foundation settlement. m Z The cut banks have remained stable. Some muddy water has escaped from the site and flowed onto the sidewalk and street below. The muddy water has been cleaned up by Jeff Whitney, and the silt fence is adjusted to stop I _ leakage of muddy water, DZ ,rc,_•- r�> N Z 0 y 'X 0 q m , 7 / 17 D�Q'o�1! 6xPIRES LAIR r > Ca ` SOON— ODV to: ❑ Continued 1 Jeff I\IV st Bank Properties, LLC 2 on Next Whitney/West p ) 3) 4) Page 06/07/2007 14:46 4254381746 OFFICES PAGE 06 �- DAILY FIELD REPORT Job -N0 lo ield Rep Page Report No LIU & ASSOCIATES, [NC. 5A100 J. Liu 1 of 1 3 (ienlechnical I'.nginc�ring, l;n!_ineennn Iicology R Lath Science Miles Time on Site Date ay Of Week 34 12.30P 12/19/2005 Mon' .: 19213 Kenldke Place Nf: Travel Iime (Hrs) Time Off Site weather Kcnmorc. Washington 93028 1.25 1'05P Light Rain Phone; (135148=-ylid I'ax: (4�5) 486-2746 ehicie Hrs on site Hrs Charged visitors 1.75 Project Job Location Client Sin leoFarrilly Residence Lot 3 Vista Del Mar, Edmonds West Bank Properties, LLC Y General Contractor General Contractor Proi Manager Received Unchecked By Z West Bank Properties, LLC Jeff WhitneyWOO Earthwork Contractor Earthwork Contractor Supt, Received Checked By Dan D. Simmons Construction John At the request by Jeff Whitney, I stop by the site this afternoon to observe excavation for the building footprint. The -n backhoe operator continues to excavate the building footprint in three.benches. The two lower benches have to be cn = over -excavated due to loose fill and unsuitable soils. The cul bank between the two lower benches has encountered C "' about 2 to 3 feet of compacted structural fill underlain by organic soils intermixed with tree logs and stumps, which n appear to be bog sediments of old drainage swale or gully that is filled. Groundwater is not encountered by the O C excavation. Veryminor storm runoff is flowing over the eastern cut bank into the excavated area, but has caused m m 2 little erosion. O --t DZ I inform the backhoe operator that the bog sediment underlying the structural fill within the building footprint should _ be completely dug out. The over -excavation should be backfill with soil structural fill or rock spalls. - If rock spalls are Om to be used for backfilling the excavation, 4 to 8 inch rock spalls may be used to backfill within 12 inches of finish grade, The top 12 inches should be 2 -inch -minus crushed rock. The rock backfill should be placed in 12 -inch lifts, xC with each lift compacted to a non -yielding state with a vibratory mechanical compactor or a hoe -pack. The footing v N foundations may then be constructed on the crushed rock fill. The rock backfill should extend laterally at least 4 to 5 n r' feet beyond the outer edges of perimeter footings. N ` r Z 0 The bench in the northwestern area of the footprint is cut into structural fill of silty fine sand with a trace to some gravel The top 4 to 6 inches of this structural fill is saturated and disturbed from the rainwater it absorbed. To protect the footing bearing structural fill in this area, the top 6 inches of disturbed soils should be stripped, and the exposed soils covered by a 4 to 6 inch layer of 2 -inch -minus crushed rock compacted to a non -yielding state: E Z Owl A ditch should be cut along the east side of the excavated area to intercept storm runoff and drain it away from the Z construction area, The cut banks should be covered with plastic tarps and securely weighted down with sand bags. O r1 G S, 0 l M �aF was L Cvie �� y q 2759 pEPfhiti�b'' �q G Cf EDN I) Q (o -1 �IOJVI►1, � exprms 1117! o OOV too ❑ Continued 1) Jeff Whitney/West Bank Properties, LLC 2) on Next 3) 4) Page 06/07/2007 14:46 14254381746 OFFICES PAGE 08 V DAILY FIELD REPORT Job -No Held Kept Page Keport No. L I U& ASSOCIATES, I N C e 5A081 J. Liu 1 of 1 1 (iculcehnical f;ngin��fins. lim ncerim, i willEarth Scicnee Miles Time Un Site Date Day o Week 34 10:30A 12/13/2005 Tues. 1021.1 KCnIAkC Plscc NE I ravel Time (Hrs) Time Otf gite Weather Kenmore. Washington 98028 1.25 10:55A Cloud I'hones (42.5) 483-9134 Fax: (425) 48(%.')746vehic a Hits on Site Mrs narged isrtors " 1.75 rorecto oca ron Client singlle,lFamily Residence Lot 3 a vista Del Mar, Edmonds West Bank Properties, LLC Z General Contractor General contractor Prol. Manager Received Unchecked By O 3 West Bank .Pro erties LLC Jeff Whitneyn arthwork Contractor Earthwork Contractor supl. Received Checked By (n I' At the request of Jeff Whitney with West Bank Properties, I come on.site today to observe footprint excavation for Mn vs p the construction of subject residence. At the time of my site visit, the earthwork contractor has cut a 12 -foot -wide p,m ramp from the miVength. of the west boundary of the site up eastwards to the level bench area. The bottom of the m O } ramp is lined with precast concrete ecology blocks. The building footprint excavation is yet to start. I o C r, A silt fence is erected along rthe downhill west boundary of the site. There are no signs of standing water or. r m Z groundwater seepage within the site. The site has remained stable. The street is kept clean. O C Z mm ��C►��*ti WAS C Mco , I' ; m .Zl.r 27589 �q�'��rsrEa S/ANAL y Z i" E1tlME6 / l i Co m • r" RRE CV I ell JUN U 7 i , BUILDING 1*tjA , r nuc. I CITY OF EDk0NDs Coy 0: ❑ Continued 1) Jeff Whitney/West Bank Properties, LLC 2) on Next 3) 4) Page i t :_ I Job No. Field Rep. Page'Report o LIU & ASSOCIATE, S, INC;. 5A061 J. Liu 1 or 1 z i i. Miles t Date Uay of Week i 10:30A 1211312005 Tues, ) Travel Time ( rs) i ime Utt Site vveatFer Kenmore. Winshinston 98025 1.25 10:55A Cloud ve rc e rs on ite Firs hargvisitors l Phone: (425)48')-9134. Fax: (425)456ft'2 1.75 roject o ocaoon lent Single-FamilyResidence t West Bank Properties, LLC i General Contractor Proi. Manager Received Unchecked By West Bank Properties, LLC Jeff Whitney Earthwork Contractor Earthwork Contractor Supt. Received Checked By At the request of Jeff Whitney with West Bank Properties, I come on site today to observe footprint excavation for the construction of subject residence. At the time of my site visit, the earthwork contractor has cut a 12 -Foot -wide ramp from the mid -length of.thP west boundary of the site up eastwards to the level bench area. The bottom of the ramp is lined with precast concrete ecology blocks, The building footprint excavation is yet to start. A silt fence is erected along the downhill west.boundary of the site. There are no signs of standing water or groundwater seepage within the site. The site has remained stable. The street is kept clean. i wAs f�, vJ S�ONAL EtIPtREIi 71171 0 ODV o; ❑ Continued 1) Jeff Whitney/West Bank Properties, LLC 2) on Next 3 4) Page i i i. Job No. Field Rep. Page'Report o LIU & ASSOCIATE, S, INC;. 5A061 J. Liu 1 or 1 1 Gcolechnlc:d 1:11ginecrtne. Piwillimring (calory k [Arch Science Miles Time Un Site Date Uay of Week 34 10:30A 1211312005 Tues, 19213 Kenlalke Place Nr Travel Time ( rs) i ime Utt Site vveatFer Kenmore. Winshinston 98025 1.25 10:55A Cloud ve rc e rs on ite Firs hargvisitors Phone: (425)48')-9134. Fax: (425)456ft'2 1.75 roject o ocaoon lent Single-FamilyResidence Lot 3 - vista Del Mar, Edmonds West Bank Properties, LLC General Contractor General Contractor Proi. Manager Received Unchecked By West Bank Properties, LLC Jeff Whitney Earthwork Contractor Earthwork Contractor Supt. Received Checked By At the request of Jeff Whitney with West Bank Properties, I come on site today to observe footprint excavation for the construction of subject residence. At the time of my site visit, the earthwork contractor has cut a 12 -Foot -wide ramp from the mid -length of.thP west boundary of the site up eastwards to the level bench area. The bottom of the ramp is lined with precast concrete ecology blocks, The building footprint excavation is yet to start. A silt fence is erected along the downhill west.boundary of the site. There are no signs of standing water or groundwater seepage within the site. The site has remained stable. The street is kept clean. So wAs f�, vJ S�ONAL EtIPtREIi 71171 0 ODV o; ❑ Continued 1) Jeff Whitney/West Bank Properties, LLC 2) on Next 3 4) Page i 01/13/2006 17014 42543131746 OFFICES PAGE 03-. -- DAILY FIELD REPORT 0 0, a ep• age ego a Sri LIU & ASSOCIA7rES9 INCS 5A100 J. Liu 1 of 1 2 (lcgtciNnl�a1 C:neincrrfm� I:n,inccring(i«dtg) � Earth tieicncc Miles Time n Site Date Day o Week 34 9:55A 12/1512005 Thur. 19213 Kenlake Place N Travel I Mme (Mrs) Time off Site Weather Kenmore, Washington 98028 1,25 10:25A Sunn and Cold Phone: (4?51483.9134 fax: (425)486-2746 Vehicle Hrs on bite Hrs Charged visitors i 1.75 Projecto Location lent Single -Family Residence Lot 3 - vista Del Mar, Edmonds West Bank Properties, LLC General Contractor General Contractor Proi. Manager Received Unchecked By West Bank Properties, LLC Jeff Whitney.0 Earthwork Contractor Earthwork contractor Supt. Received Cnecked By c Dan Simon Construction M rn Stop by the site this morning to observe excavation for the building footprint. The earth contractor has cut down �.� . about 10 feet along the east side of the footprint at the time of my site visit. It encountered about 3 to 4 feet of dense structural fi!I over about 2 to 3 feet of dark -brown loose orgastic silty fine sand intermixed with tree. logs to 6 O inches in diameter, The organic soils are underlain by a light -brown advance outwash deposit of medium -dense to C p rillM dense, fine to course sand with some gravel, to the bottom of excavation. Standing surface water or groundwater -�. n O C ` ! ..seepage is not encountered by the excavation. The cut banks during excavation have remained stable, and there M are no signs of erosion within the site m z 10z i 7;. m 1= oc WAS rG, i M m N O,Z CO) ci m �� m N R�2d5t)9� � Z 0 71 r- , i Mull i RtIPtRES 7/17/ O z 0 0 M Oov o: ❑ Continued 1) Jeff Whitney/West Bank Properties, LLC 2) on Next I. 4 Page 3) ) 01/13/2006 17:14 4254381746 OFFICES PAGE 04 DAILY FIELD REPORT ►� Job NO. ie ep. Page Report No, L IU c'�C ASSOCIATES, INC e 5A100 J. Liu 1 of 1 3 (krl��luticall,q;in�,rim_• I?m�ineermg(knln._yK Itnrth!:cicnc� Miles. I ime On Site Date oay of week 34 12:30P 12/1912005 Mon. 19313 Kerslake Place NI Travel Time ( rs I ime cm Site eatner Kenmore. Washington 98023 1.25 1.05P Light Rain Pholtc: (4251433-11134 Fax: (4251486-2746 ensue Itrs on Site Hrs larged visitors 1.75 relec o ocapon len single -Family Residence Lot 3 - Vista Del Mar, Edmonds West Bank Pro erties, LLC General Contractor General Contractor Proi Manager . Received Unchecked By Z West Bank Pro erties LLC .Jeff Whitne O Earthwork Contractor Earthwork Contractor Supt. Received Checked By Dan D. Simmons Construction lJohn m n for the building footprint. The At the request by Jeff Whitney, I stop by the site this afternoon to observe excavatio backhoe operator continues to excavate the building footprint in three benches. The two lower benches have to be over-excavated due to loose fiif and unsuitable soils. The cut bank betweer, the two lower benches has encountered m about 2 to 3 feel of compacted structural fill underlain by organic soils intermixed with tree logs and stumps. which M 0 0 appear to be bog sediments of old drainage swale or gully that is filled. Groundwater is not encountered by the O C im excavation. Very minor storm runoff is flowing over the eastern cut bank into the excavated area, but has caused little erosion, m Z ID I YZ inform the backhoe operator that the bog sediment underlying the structural fill within the building footprint should be completely dug out. The over-excavationshould be backfill with soil structural fill or rock spalls. If rock spalls are Ca I to be used for backfilling the excavation, 4 to 8 inch rock spalls may be used to backfill within 12 inches of finish O "" grade. The top 12 inches should be 2-inch-minus crushed rock. The rock backfill should be placed in 12-inch lifts non-yielding state .with a vibrator mechanical compactor or a hoe-pack. The footing m m_ with each lift compacted to a y g y foundations may then be constructed on the crushed rock fill. The rock backfill should extend laterally at least 4 to 5 0. CO) r feet beyond the outer edges of perimeter footings. C ai t m CA w area of the foot int is cut into structural fill of silty fine sand with a trace to some r The bench in the northwestern pr gravel, The top 4 to.6 inches of this structural fill is saturated and disturbed from the rainwater it absorbed, To awl protect the footing bearing structural fill in this area, the top 6 inches of disturbed soils should be stripped, and the t exposed soils covered by a 4 to 6 inch layer of 2-inch-minus crushed rock compacted to a non-yielding state. Z: A ditch should be cul along the east side of the excavated area to intercept storm runoff and drain it away from theCD 2 construction area The cut banks should be covered with plastic tarps and securely weighted down with sand bags. z n wnsh Lrlr' rn rq •q R 27589 �O1VAL' 1 bxPIAEs 7/171 ?iJ AN o0v O:1) Jeff Whitney/WestBank Properties, LLC 2) 3) ,�) Page Job o. Held Eep, age KePort No. L I U. & ASSOC; IA"I' ES45 i N Ce 5A100 J. Liu 1 of 1 4 (icnicchnical linslinccrinr., t;nglinecring Ocoingy K T*.artll S60I R Miies Time On Site ZWe oay of Week 34 1:55P 12/2012005 Tues. 1931 ; KcnIak6 Placc NF. Travel Time ( rs) I me off Site Weather Kenmore, Washington 98028 1,252,15P Lig ht Rain vehicle Hrs on site HrsChargea visitors Phone' (4251483-91 I4 Fax: (425)48662746 . 1.5 Project o oca ion Ulent SingleaFamily Residence Lot 3 % Vista Del Mar, Edmonds West Bank Properties, LLC General Contractor Generrl Contractor Proj. Manager Received Unchecked By West Bank Pro erties LLC Jeff Whitney Contractor Earthwork Contractor Supt. Received Checked By FEanhwork Dan D, Simmons Construction lJohn 01/13/2006 17014 4254381746 OFFICES PAGE 06 DAILY FIELD REPORT 0 o ie Rep age Reporto. L RJ & ASSOCMITES, I N Ce 5A100 J. Liu 1 of 1 5 (icnicchnicalI'm�in,ering, I:m.inccrin,tcol„gyti I::irlhScirncv Miles Time On Site Date Day of eek 34 8:55A 12/22/2005 Thur. X213 Kenlake Place NC Travel Time (Hrs) Time C5M Site !. eater Kenmore. Washington 98028 1.25 9:35A Light Rain P hone; (425) 433-9134 Fax -.(4.25)486-2746 Vehicle Hrs on bite Hrs Charged visitors 2 ro�ect o Location ten Sin le-Famil Residence Lot 3 - Vista Del Mar, Edmonds West Bank Properties, LLC Z. General Contractor General Contractor Prof Manager Received Unchecked By West Bank Properties. LLC Jeff WhitneyO Earthwork Contractor Earthwork Contractor Supt. Received Checked By 0 Dan D, Simmons Construction John !n At the request by Jeff Whitney, I come on site to observe backfilling of the over -excavation of the building footprint resulting from removing organic soils and bog sediment. The unsuitable material within the building footprint is all Cn _ removed down tc firm bearing _oils. Due to the rainstorms in recent days, some over -saturated soils have been c rn washed into the bottom of excavation over which crushed rock fill is to be placed. These loose disturbed soils rn O should be removed as much as possible down to firm bearing soils prior to backfilling. O =m I The first truck load of backfill hauled to the site is a 4 -inch -minus rock -soil mixture that has occasional lumps Off more O than 8 inches in size. The particles exceeds 4 inches.should be broken up before being used as backfill. The D Z rw subsequent backfill material is clean 2 -inch crushed rock. It is decided that the clean crushed rock material will be placed at the bottom, with the 4 -Inch -minus material to be placed near the top. I suggest to compact the backfill Cn with a hoe -pack. The hoe operator says it will be difficult to change from regular backhoe bucket to hoe -pack and vice versa, due to the excavated pit and where the backhoe has to sit, and suggest to compact the crushed rock _ backfill by running the track -mounted backhoe over it. The backfill should be placed in lifts no more than 12 inches rn m thick in loose state, and each lift should be compacted to anon -yielding state by running the backhoe over it and by O j pounding it with the hoe bucket. I inform the backhoe operator that the first lift of backfill is very important, and that it has to be compacted to have a good contact to the firm bearing soils below to prevent future foundation settlement. Z 0. The cut banks have remained stable. Some muddy water has escaped from the site and flowed onto the sidewalk and street below, The muddy water has been cleaned up by Jeff Whitney, and the silt fence is adjusted to stop _ leakage of muddy water. I Z VJA�SJ(; Zio O ' m •q„ 27589 tiXPIAES Z� I - i ODV t0. ❑ Continued 1) Jeff Whitney/West Bank Properties, LLC 2) on Next 3) 4) Page r FROM: FIRE DEPARTMENT DATE _WC GN s ENGINEERING DIVISION UATF,_ - - PLE.ASfi SIGN - _ 0 PLANNING DIVISION DATE � PLEASE SIGN' M � PROJECT C/)� SITE ADDRESS �,'D�Z . 1�-A'12� C m - mo 0 PERMIT # 206 5 l G (3 ADB# . .. DATE INSPECTED OC =m DESCRIPTION OF WORKTO BE INSPECTED 4'—m fJ C Z A field inspection was conducted to determine compliance with approved plans. Final approval, denotes that 1.. there are no objections from the above 1..signed Department to the release of � j PERFORMANCE. BONDS and the granting of : 0 n MM o� c GRANT FINAL PROJECT APPROVAL ° m CCD �Cn zn rZ I FAILED FINAL INSPECTION - OUTSTANDING ISSUES rn ❑ Copy of CORRECTION NOTICE given to owner/contractor by inpector