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20040840.pdf"'•+�\ DATE. RECEIVED `JL I C GSL' [PERMIT EXPIRES CITY OF EDMONDS PERMIT b 5C) NUMBER CONSTRUCTION PERMIT APPLICATION .}- SUITEIAPT# LOWNER NAME/NAME OF USINESSUBDIVISION NO. LOT NO. LID NO. Zc'�C\LID FEES w MAILING ADDRESS r scr Annrovod z3 �\� OF WAY PER OFFICIAL STREET MAP RW Pormit Rormil RO .� / SuemUsePormitRoq'eCITY InsnortianRequ red ZIP TELEPHONE PRO�PjOSEDsidewalk Required j�'� v`�tl���/ �� � J ` I EDICATION ac FT Underground 1•' 1 l 1 I 1 c r t� Wiring required NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED ^ ii ��� YESK NO ❑ z I= ADDRESS REMARKS z OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROLIDRAINAGE Z ir Pon roc) W CITY ZIP TELEPHONE vk-ANG 7:.op 69 dI.1 oto 4'• 0c► �,o�nu�u� NAME CBLN \�KG(1 .J�it1 q ENGINEgRITN-G'✓VIEWED BY DATE ✓J /� ADDRESS IF ]�i 1 `' I �-01 ��� i 1 v �� y FIRE REVIEWED BY DATE to CITY ZIP TELEPHONE . LL V l�� 11 . V1iP1 S �r r r( 3 VARIANCE OR CU SHORELINE OR ADBp INSPECTION BOND 0 STATE LICENSE NUMBER EXPIRATIO D TE rCbKED w� ,..,� REQ'D POSTED 0 !"�� -'a'+' -0 I YES ONO S k14%4A 1K 0 144A Kip SEPA REVIEW SIGN AREA HEIGHT M COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED q PROPERTY TAX ACCOUNT PARCEL NO. / _ -•� - �� 3�1•� U 1<1 G•�- ©G`J EXP Y Q 3C7' 46 NEW ❑ RESIDENTIAL PLUMBING / MECH LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) N - ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR = c7 ❑ ADDITION ❑ COMMERCIAL ❑ COMPLIANCE OR 4-5 /G aC� 15 to + j 15 �O�%0/ J� z C ❑ CHANGE OF USE C PARKING I LOT AREA PLANNING REVIEWED BY DATE a M 0 ❑ REMODEL MULTIFAMILY❑ SIGN REO'D PROVIDED // 0 C 6G9 FENCE S7 6"OL'10/j/04 ❑ REPAIR GRADING CYDS /f>l ( X (1C7> Fr) REMARKS = m ❑ m Z OTHER ❑ DEMOLISH ❑ TANK P !C GARAGE RETAINING WALL FIRE SPRINKLER C Z G CARPORT ❑ ROCKERY ❑ FIRE ALARM r_ _ (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: Q ` ' � �• CHECKED TYPE OF CONSTRUCTION )� CGODE OCCUPANT 0) 1 7 GROUP Q mn uM NUMBER NUMBER OF CRITICAL' o SPECIAL INSPECTION JAREA OCCUPANT M OF ''''�� DWELLING AREAS _„ - . LOAD O STORIES t•�� UNITS NUMBER REQUIRED YES 100 we mm DESCRIBE WORK TO BE DONE' 055 REMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REQ'D g 0 r 0 M v 1� n��A + �•�,. m C iM4v rd' � Y v,4tV\Nz r1t5 je -V1 C 0) let M11 -VZ rZ fjSSC)<Ji e, rn 7 VALUATION Z1 loci 1 = 33 Description FEE Description FEE } Z Plan Check y C State Surcharge !� 50 _ 0) HEAT SOURCE�7 GLAZING % LOT SLOPE % BUIlding PermitWob City Surcharge ZO PLAN CHECK NO: VESTED DATE Plumbing Base Fee 0 oq� 2 Mechanical m THIS PERMIT AUTHORIZES ONLY THE WORK NOTED, THIS PERMIT COVERS WORK TO It= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC Grading DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC,) WILL REQUIRE SEPARATE PERMISSION. '= Engr. Review i cc PERMIT APPLICATION:' 180 DAYS CL PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION yy *APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY. OF EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection J Receipt # 2 ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE Landscape Insp. Total Amt, Due 104 '] p �] DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE = 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 b the THE OWNER. 1 AGREE TO COMPLY WITH CITY AN STATE LAWS REGULATING CONSTRUC- CALL Buildin OII cial or hislhor De ut and Foes are paid, and TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED FOR INSPECTION Building tisacks/herb Deputy: ace provided. IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO P 8 P P WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. 0-ty(o SIGW RE DATE SIGNATURE (OWN ORS DATE SIGN D (425) (/// L 771 1 =0220RELEASED BY /D&E ATTENTION EXT 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDINO OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI oRi INAL • F4�E YELLOW • INSP CTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER GOLD • ASSESSOR 09/03 PRESS HARD -YOU ARE MAKING 4 COPIES . i • I I. I � . '�. Power a a It, no wo so 1 e� t m y I O MPIIIIIIIP (A lit m 4 yoo, _ CROP Z � Z1 OWED 4 ar• C ID . N ..mour aw , . • `... y0 m ssof 0, C �•s 1 p�r '� 1 2 4 uu m m 10 NOW Z �1 jKE r�fi y �all� t 11 lot °� g" 44 L p CO l ;� N c ;.; v ✓9 o r' m n • m all 0 0049 FF t O •� 7 . 3,? C $ 1 o P Cr Z Ub do ;; ✓ m l do� f i RECEIVED ' • • + ' aV % IWISM "An COU111" P1 a n STREET 77 _ 1 Bell North Condo inium VD The 1Vest Crou7(n} P. Inc. y., (G41 —BELT. ST.) wa f....w. a rte..., Meadew Highland, LLC AVON ON ac. IMOD n ay. o ON.aw fa.•n r: May l8, 2004 4 -Unit Condominium Building L&A .lob No. 4AO59 ILIf Page 3 ILI GEOLOGIC SETTING The Geologic Map of the Edmonds Cast and Part of the Edmonds West Quadrangles, Snohomish and King Counties, by .fames P. Minard, published by U. S. Geological Survey in 1983, was ZO ; referenced for the geologic and soil conditions at the. residence site. According to this m i:• publication, the .surficial soil units at and in the vicinity of the subject site are mapped as M. Advance Outwash (Qva), underlain by Transitional Beds (Qtb) N `. ILI mOS 1. O c } t The geology of the Puget Sound Lowland has been modified by theadvance and retreat of several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to Q } I the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation which had D .Z rM occurred during the later stages of the Pleistocene Epoch, and retreated from the region some o m 14,500 years ago. m D R mm �ca The Advance Outwash unit is composed of stratified sand and. gravel with minor amounts of silt cILI N aL. ic N., j and clay, deposited by the meltwater of advancing glacial ice. IDue to its generally. granular t m n composition, the Advance Outwash unit is .of moderately high permeability and generally drains; M well. The Advance Outwash deposits are glacially overridden and is generally dense to very . dense in its natural, undisturbed state, except the top 3 to 4 feet where exposed which may be z` ILI weathered to a loose to medium -dense state. The Advance Outwash soils can stand in steep cuts rn z or natural slopes for a prolong period when undisturbed. When exposed on slopes with poor ILI vegetation cover and subjected to storm runoff, the Advance Outwash deposits can be gradually m eroded and may slough off and re=deposited to a flatter inclination, The Advance Outwash 4 ' deposits in their native, undisturbedr state can provide very good foundation support with little settlement expected .for light to moderate residential structures. I° LIU & ASSOCIATES, INC. May 18; 2004 4 -Unit Condominium Building L&A Job No. 4AO59 Page 4 The Transitional Beds unit underlying the Advance Outwash unit is composed of glacial and non -glacial deposits: They consist mostly of massive, thick or thin beds and laminae of gray to t' ;: dark gray clay, silt and fine to very -fine sand. These fine-grained sediments mostly were z ' 0 deposited in lakes some distance from. the ice front, and in fluvial systems prior to the advance of ol. the ice. The Transitional Beds seem to grade upward into the base of the overlying Advance f mnt' Outwash at some localities, but elsewhere this contact between the two units is psharp and lip distinct. The sediments were mostly deposited during the transitional period near the close of m my R pre -Fraser interglacial (Olympia Interglaciation) time and into early Fraser glacial time. The 00 r,a Transitional Beds unit is very stiff to hard in its natural; undisturbed state. It is often highly = rns' M jointed acid fractured, and can become unstable on steep slopes if overly saturated. a z SUBSURFACE CONDITIONS 17n�y They were Subsurface conditions at the site were explored . with two hand -dug test holes. Mm excavated .on May 17, 2004, to a depth of about 4.5 feet. The approximate locations of the test p holes are shown on Plate 2 - Site and Exploration Location Plana The test holes were located C with either a tape measure or by visual reference to existing topographic features in the field and : n on the topographic survey map, and their locations should be considered only accurate to the �: measuring method used, z u N;l lip A geotechnical engineer from our office was present during subsurface. exploration, who examined the soil and geologic conditions encountered and completed logs of test holes: Soilpip n m samples obtained Irom each soil unit in the test pits were visually classified in general accordance with United Soil Classification System, a copy of which is presented on Plate 3. Detailed descriptions of soils encountered during site exploration are presented in test pit logs on Platc 4, L lip LIU & ASSOCIATES, INC. i i May 18, 2004 4 -Unit Condominium Building L&A Job No. 4AO59 Page 5 The test holes revealed that the site is generally mantled by a thin layer of dark -brown to light- brown to light -gray topsoil of loose, organic, slightly silty, fine sand with fine roots, about 6 in by a layer of weathered Advance Outwash soils of dark - inches thick. The topsoil is underlaz' brown to light -brown, medium -dense, slightly silty, fine sand with a trace of gravel, about 0.8 to rn „ ;,. 1.2 feet thick. Underlying the weathered Advance Outwash layer is an orange -brown, fresh.sand = M E,,• 13 dominated Advance Outwash deposit of medium -dense to dense, fine to medium sand, to the N ;. v m r: t depths explored. n c ?. mn� li S'.i a fir GROUNDWATER CONDITION m m } # Groundwater was not encountered in either test holes. The sand -dominated Advance Outwash > z deposits overlying the site are of moderate to high permeability, and would allow stone runoff toca 0. Im >, seep through rather easily. The infiltrating stormwater would perch over the Transitional Beds 1, unit normally underlying. the. Advance Outwash deposits which was not.encountered mm ncountered in the test ; holes. Exposure of the Transitional Beds soil unit and groundwater seepage were not observedca 8 F iall within the site during our subsurface exploration of the site. It is our opinion that the uNi : m n Transitional Beds unit under the site could be at such depth that perched groundwater will have minimal or no impact on the excavation reduired for the construction of the proposed . condominium building. z ca DISCUSSIONS AND RECOMMENDATIONS Z } O 0 GENERAL rn Based on the soil conditions encountered by the test pits, it is our opinion that the site is suitableVI } for the development of the proposed building from a geotechnical engineering viewpoint, provided that the recommendations in this report are adhered to and implemented during # f, construction. We recommend that grading and foundation construction work be carried out and i L1 U & ASSOCIATES, INC. f May 18, 2004 4=Unit Condominium Building L&A Job No. 4AO59 Page 7 j GEOLOGIC HAZARDS Landslide Hazard The geologic condition of Advance Outwash unit over Transitional Beds unit on steep slopes isp�d . .t '•> 4011111 prone to landslides if the underlying Transitional Beds unit is exposed on the slopes. This is n because where perched groundwater over the Transitional Beds emerging out of the slopes the m sandy soils above the seepage zone would be eroded and may slough off. We have not observed N any groundwater seepage or recent soil movements or exposure of Transitional Beds within the c m h m site. The site is gently to moderately sloped and only minor cut and fill will be required for site r c r. grading and construction of the building. Therefore, it is our opinion the risk for deep-seated m x, nil landslides to occur on the site should be minimal: A Dz I N , Erosion Hazard O There is a possibility that the surficial loose sandy soils on the moderately sloped portion of the M rn site may be eroded easily if exposed with poor vegetation cover. The risk for soil erosion may be v N ; O minimized by. prohibiting discharge of concentrated stormwater. within the site. Storm runoff i'. ic N over impervious surfaces, such as roofs and paved driveway, should be captured with Z n° ted to roof downspouts and with catch basins installed in the underground drain lines connected p ' I driveway,and be discharged via tightlines into a storm sewer or a suitable stormwater disposal' g Z facility. Unpaved ground within the site should be landscaped and re -vegetated as soon as } possible following the completion of the construction work. Z .O (. n m Seismic Hazard j The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC). The Advance Outwash deposits mantling the site is of relatively high permeability. The fresh Advance Outwash sand soils underlying the site at rclatively shallow depths are dense, and should be quite stable during strong earthquakes. The lack of groundwater coupled with the LIU &ASSOCIATES, INC. - i May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 8 { dense sandy soils underlying the site at shallow depths should make the risk for soil liquefaction to occur within the site minimal. The proposed building,however, should be designed for the Z` { seismic forces during strong earthquakes. Based on the soil dataobtained.`from the test borings, '. n the Soil Profile Type at the site underlain by medium-dense to dense Advance Outwash sand rn a soils should be classified as Si) in accordance with the 1997.UBC code. .� SITE PREPARATION AND GENERAL GRADING n „'.. Oc Site preparation should include demolition and removing foundations of the house and driveway E`' . M currently occupying the site, and clearing and grubbing within construction limits. The surficial O` x c; z topsoil, loose sandy soils and unsuitable soils in the root zone .should be stripped. The exposed i' s ` r surface should be compacted to a non-yielding state with.a vibratory roller compactor. Storm N OM runoff, if any, should be directed away from the construction. area and in a way to minimize mrn i erosion and saturation of soils during construction. p N O n.F. f, by EXCAVATION AND FILL SLOPES r n, The construction of the proposed building will required cuts up to about 6' feet deep. Under no, circumstance should excavation slopes be greater than the limits specified by local, state and f federal safety' regulations if workers have to perform construction work in excavated areas. t Temporary, unsupported cuts greater than 4 feet in height should not be steeper than l FI:1 V.Cn ` ZO i Unsupported fill embankments over slopes steeper than 20 percent grade should not be allowed rn } within the site. Permanent till embankments required to support structural or traffic loads should be constructed with compacted structural fill placed over proof-rolled undisturbed, firm native j soils after the surficial unsuitable soils are completely stripped., The slope of permanent fill embankments should not be steeper than 211 IV. Sloping ground exceeding 20 percent grade . over which structural fill is to be placed should be benched in vertical steps no more than 4 feet t LIU & ASSOCIATES, INC. ;, r May 18, 2004 4 -Unit Condominium Building L&A .fob No. 4AO59 Page 9 i . high prior to fill placement. Upon completion; the sloping face of permanent fill embankments f should be thoroughly compacted to a non -yielding state with a hoe -pack .- O 0 The above recommended cut and fill slopes are under the assumption that groundwater seepage m `t. will not be encountered during construction. If groundwater seepage is encountered, the ; construction should be immediately suspended and the slope stability re-evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. Surface runoff should m o --� ol. O C not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent cut slopes or fill . k. embankments should be vegetated as soon as possible for long-term stability, and should be m z h f. A.: covered with plastic sheets, as. required, to .protect them against erosion until the vegetation is y Z fully established. i FOUNDATIONS m m Conventional footing foundations may be used to support the proposed building. The footing n. . � c dense, fresh Advance Outwash sand soils. foundations should be placed on or into undisturbed, � m � Prior to pouring concrete for footings and floor slabs, the exposed soils should be compacted with a vibratory mechanical compactor to a non -yielding state. Water should not be allowed .to �. accumulate in excavated areas of footing foundations or on -grade slab/pavement. Disturbed soils Z in footing, or. on -grade slab/pavement areas should be completely removed down to firm F i' undisturbed soils or thoroughly re -compacted prior to pouring concrete for the footingsand O slab/pavement. A layer of 2 -inch -minus crushed rock should be placed over the footing bearing rn soils, as required, to protect the integrity of the soils from disturbance by construction traffic. If the above recommendations are followed, our recommended design criteria for tooting ` foundations are as follows: R t j . LIU & ASSOCIATES, INC. i { May 18, 2004 4 -Unit Condominium Building L&A Job No. 4AO59 Page 10 • . Allowable soil bearing pressure for footing foundations, including dead and live loads, , should be no greater than 3,000 psi: z:. • The minimum depth to bottom of perimeter footing below adjacent final exterior grade should be no less than 18 inches. The minimum depth to bottom of the interior footings m below top of Floor slab should be no less than 12 inches. ; 'i • The minimum width should be no less than 16 inches for continuous footings, and no less orn p than 24 inches for individual footings, m v D C s14 Aone-third increase in the above recommended allowable soil bearing pressure may be used m M # when considering short-term, transitory, wind or seismic loads. 'For the new house supported on c — z dense, fresh Older Sand soils under the above allowable soil bearing pressure, we estimate that ca I the maximum total post -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. rn rn Miss °o ; nFn, Lateral loads on the new house can be resisted by the friction force between the foundations and C`tn J mn the subgrade soils or the passive earth pressure acting on the below -grade portion .of the foundations. For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with a clean, free -draining, compacted structural fill. We recommend that an z equivalent fluid density (FFD) of 350 pcf (pounds per cubic foot) for the passive earth pressure ca may be used for lateral resistance. The above passive pressure assumes that the backfill is level zo or inclines upward behind the foundations for a horizontal distance at least twice.the depth of the n rn foundations below final grade A coefficient of friction of 0.60 between the foundations and the subgrade may be .used. "These soil parameters are unfactored ultimate values, and a proper factor of safety should be used in calculating the resistance against lateral loads on the buildings. , LIU & ASSOCIATES, INC. May 18, 2004 4-Unit Condominium Building , L&A Job No. 4A059 Page l l BASEMENT AND RETAINING WALLS The below-grade portion of the basement walls of the proposed building will. also serve as retaining walls. Basement walls restrained at the top From lateral movement are considered O unyielding and should be designed for a lateral soil pressure under the at-rest condition. 0` M Retaining walls unrestrained at the top from lateral movement, if any, may be designed for active soil pressure. We recommend an at-rest soil pressure of 50 pcf equivalent fluid density (EFD) beca used for the design of the basement walls, and an active soil pressure of 35 pcf EFD for the m v i O design of retaining walls with no constraint to the top of walls. To counter the at-rest/active p c J 1 pressure, a passive lateral soil pressure of 30. pcf EFD may be used. This passive pressure value =m m z r_ is applicable only to walls with a level backslope or a backslope sloping upward away from the a z walls. To resist against sliding, the friction force between.the footings and the subgrade soils 3 may be calculated based on a coefficient of friction of 0:60. The above soil parameters are - ultimate values based on a fully drained rn m backfill of the walls, and proper factors of safety should , be applied in the design of the basement walls against sliding and overturning failures. 0 N rn r Z n A vertical drainage blanket consisting of at least 12-inch-thick free-draining pea gravel or washed .� gravel should be placed on the upslope side. of basement and retaining walls to prevent accumulation of groundwater behind and buildup of hydrostatic pressure against the walls. The z drainage blanket should consist of a clean, free-draining, granular material, containing no more ca ; than percent by weight of fines passing the No. 200 sieve; based on the fraction passing the No. z0 z 4 sieve. This free-draining backfill should be compacted to anon-yielding state with a vibratory n m. compactor. The top 12 inches of the backfill may consist of compacted, on-site soils. The backfill material for the basement and retaining walls should be compacted with a hand-operated f ; compactor. Heavy compaction equipment should not be allowed within the walls of a horizontal distance equal to that of the wall heights. A 4-inch perforated PVC` footing drain pipe; as i recommended in the SITE DRAINAGE section of.this report, should also be provided for the jF LIU & ASSOC IATES,.INC. 1 May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 14 s base should be compacted in 12-inch lifts to a non-yielding state with a vibratory mechanical compactor. Z. i O:X• Surface Drainage n` a: rn Water should not be allowed to stand in any areas where footings, slabs, or pavement are to be r constructed. Final site grades should allow storm runoff to be drained away from the building. o f, We recommend the finish ground be sloped at a gradient of three percent minimum for a distance m -� n of at least 10 feet away from'the buildings, except in the areas that are to be paved. �< A Discharge of concentrated stormwater should not be allowed within the site. Storm runoff over > Zrm r` impervious surface, such as roofs and driveway pavement, should be collected by underground m O �t drain line systems connected to roof downspouts and by catch basins installed in driveway. m !m ,off, „•. Stormwater thus collected should be tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. Sufficient numbers of cleanouts at strategic locations. should be n provided to the underground drain line systems, to allow for periodical cleaning of the drain lines. m Footing Drains f A subdrain should be installed around the perimeter footings of the proposed building to ` z minimize accumulation of' groundwater under the building, The subdrain should consist of 4- N inch-minimum-diameter, perforated, rigid, drain pipes, laid a few inches below the bottom of footings. The bottom of trench and the drain line should be sloped at one half percent minimum m ' to generate flow by gravity. The drain line should be wrapped in a layer of non-woven filter t; fabric and completely embedded in clean, free-draining washed gravel backfill to within about 12 inches of finish grade. The remaining trenches may be backfilled with compacted on-site soils. Water collected by the footingsubdrain should be tightlined, separately from the roof and surface .` Lj LW & ASSOCIATES, INC. \. .. f May 18, 2004 4 -Unit Condominium Building L&A Job No. 4AO59 ' I Page 15 r stormwater drain systems, to discharge into a, storm sewer or a suitable stormwater disposal facility. f _ O tJ RISK EVALUATION STATEMENT rn The site is underlain by dense Advance Outwash sand soils of moderately high shear strength, and have moderately high resistance against soil movement. It is our judgment that provided the (a Ad c recommendations of this report are closely followed during construction and after the completion rn g r of the development, the areas disturbed by construction wi1C be 'stabilized and remain stable and F m � will. not increase the potential for soil movement. In our opinion; the risk of damage to the m c proposed development and from the. development to adjacent properties from soil instability z j should be minimal: 71 k i LIMITATIONS ,r �ca ; i This report has been prepared for the specific application to the subject project for the exclusive c N p t ic use by Meadowood Highland. LLC and their representatives, consultants and contractors..- We ! Z c')' recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding' purposes. The � z conclusions and interpretations in this report, however, should not be construed as a warranty of ; the subsurface conditions. The scope of this . study does not include services related00 to � z ' safety precautions and our recommendations' are not intended to direct. the construction sa e Y P o contractor's methods, techniques, sequences or procedures, except as specifically described in rn . 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SN �f .R1 .� 2 8 QO no1H ' V) 23 3 < ALDER =204n s0o ^<' w ALOE T s _ = 65 ii 11 a rn o _5f < boo aoo 900 o u,,*ir'' S �tvQ �� g'LY� Z r 55 to UNION N rn m w N LNUT $ .. 47 '`�4 yE<< Off/ F• 212TFI m m ' 000 OIL lour OR CEDAR ST 10cE PL �'p�I PARK RO l`�, x ,00 7Tm SWHOWELLWY 4n ��� > a v N ) �-;�HARSH N _ 4ao 6LT910 111 RNKL E SPRUCE 4. ST = ' PIONELR f��� 321711 STQ IIQA OR >si00214TH PL S < 8 F> a N 9e1Y1 `• — - 214TI1 PL 5k, _ .� • _ ti'QO i _ > HEMLOCK < _ k1. HEMLOCK Y! - ST L214 lH a �' < < : 215TH Si 215111 sr SW - Z it EBBE < LAUREL Inlul 215tH Sl PL SM > 215TH Z�_-511 < ` SW a ) s :Z .. --j—••-- p DR s�v_9ollr � < _ _ zlsm v�_ LLj1 P NEILD— sr _ rl :IstH s —� =ST _—� SNj > ... — _ L,•• r yoB 216 PL 9200 —B v _�. i` < ,-ri -P -IBB T FORS > 'a = iL = SY 217TH ST ` SW z1/TN a1 �I� >tlJ z ro O MA 11 ch fIR `^ LN t„ iz a °o pT j - < q i 8 217TH PL SW _ > _ FIR ST < °' zI1TTH' cL > ti 218TH_. ST __'�.._ _ — SW —� < PL fIR PL �_ .. `a < 800 a1u0 v - 0 26 1 „o rye _ 8 a c m i 8 ¢ < m 2J u > ' _ T9SM sz s o l" s .j 219111 s1 COOtA EI ~ST _ �wr E �., ST I� , 22 TN � _ QST � 4� SW "s" . > 100 - €3 79100 1 11 W.'U 220111 PL gl&u0 - - 1TCOM8 I ti �J? • < nn 1rr a v a s nJ Z �Sa nS� s11 rm' a- 40 .� �+ > J d al Z7:iy� O1 771 z Sd i— Q 4v < (] n 47 s 221ST PL pl BIRp1 Y 4n 7 = \�pp� f\ SL's SW OGNLrj 4'a 1 ` B RCH h E m '< CO Ik ale 22211D 51 > Sw z a U �� 10 �I\P��' T PL Q • g v' 'vim G� 4" 223Rt)� m a SF nn SH4o un 7� ;31"N'.r W .If01 St t. �..•• m �, VICINITY MAP It L & ASSOCIATES, INC. 4—UNIT CONDOMINIUM BUILDING f 641 BELL STREET Geotechnical Engineering - Engineering Geology' Earth Science EDMONDS, WASHINGTON --_--^�— --- -- ------ JOB NO, 4A059 DATE 5/17/04 PLATE 1 ' 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, GRAINED COARSE FRACTION GRAVEL WITH GM SILTY GRAVEL SOILS RETAINED ON NO.4 SIEVE FINES GC CLAYEY GRAVEL Zo f'?, SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND 0 . .SAND SP POORLY -GRADED SAND RI MORE THAN 50% MORE THAN 50% OF RETAINED ON THE COARSE FRACTION SAND WITH SM SILTY SAND N ;. N0.200 SIEVE PASSING NO. SIEVE CLAYEY SAND C m FINES SC ti rn 10 40,E FINE SILT AND CLAY INORGANIC ML SILT GRAINED CL CLAY LIQUID LIMIT m Z LESS THAN 50% C t SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY Z r (NI-{ SILT OF HIGH PLASTICITY, ELASTIC SILT MORE THAN 50% SILTY AND CLAY INORGANIC Nown PASSING ON THE CH CLAY OF HIGH PLASTICITY, FAT CLAY LIQUID LIMIT NO, 200 SIEVE 50% OR.MORE ORGANIC OH ORGANIC SILT, ORGANIC SILT m PEAT AND OTHER HIGHLY OR SOILS r HIGHLY ORGANIC SOILS PT ttiill C cco ol SOIL MOISTURE MODIFIERS: NOTI=S: M 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY -ABSENCE OF MOISTURE, DUSTY, DRY TO i 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 DUSTY _ ON ASTM D2487-83. MOIST - DAMP, BUT NO. VISIBLE WATER N O VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH d 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE 0 BASED ON INTERPRETATION OF BLOWWET -VISIBLE FREE WATER OR SATURATED COUNT DATA, VISUAL R1 , APPEARANCE OF SOILS, AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE , LIU & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM Geotechnical Engineering Engineering Geology Earth Science PLATE 3 i Depth USCS Sample W Other i CLASS. Soil Description No. % Test OL Dark -brown, loose, organic, slightly silty,.fine SAND, with fine roots, 1 dry (TOPSOIL) SP/SM Light -brown, medium -dense, slightly silty, fine SAND, slightly moist SP/SM 2 weathered ADVANCE OUTWASH SAND) SP/SM Dark -brown, medium -dense, slightly silty, fine SAND, slightly moist 3 lweathered ADVANCE OUTWASH SAND) Orange -brown, medium -dense to dense, fine to medium SAND, 4 slightly moist (fresh ADVANCE OUTWASH SAND) 4 5 6 Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Dark -brown, loose, organic, slightly silty,.fine SAND, with fine roots, 1 dry (TOPSOIL) SP/SM Light -brown, medium -dense, slightly silty, fine SAND, slightly moist SP/SM 2 weathered ADVANCE OUTWASH SAND) SP/SM Dark -brown, medium -dense, slightly silty, fine SAND, slightly moist 3 lweathered ADVANCE OUTWASH SAND) Orange -brown, medium -dense to dense, fine to medium SAND, 4 slightly moist (fresh ADVANCE OUTWASH SAND) 5 6 Test hole terminated @ 4.5 ft, groundwater not encountered. 7 8 9 GARY HAAKENSON CITY OF EDMONDS MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 77 1.0221 q .. ,. Website: www.d.edmonds:wa.us DEVELOPMENT SERVICES DEPARTMENT Planning •Building •Engineering October 13, 2004 Larry Kiel Meadowood Highlands LLC 727 2'' St, Unit C Z Mukilteo, WA 98275 0 n Mike Massey m Meadowood Highlands LLC 71 727 2`d St, Unit C C Mukilteo, WA 98275 vm cv RE: Deferred Submittal list and requirements m O O n Dear Larry Kiel and Mike Massey, C In order to avoid any misunderstanding concerning the deferred submittals on your project, below m Z --1 is a list of deferrals called out on your project that include time frames and review requirements. D 2 The owner of the building, general contractor or sub -contractor may apply and sign the permit application for these submittals. N 1. Plumbing, requires 2 sets of plans City initial review takes 2 to 3 weeks, i 2. Mechanical, requires 2 sets of plans. City initial review takes 2 to 3 weeks. 3. Fire Connection, re vires 3 sets of plans. City initial review takes 2 to 3 weeks. m m i q 4. Fire Sprinkler, requires 3 sets of plans, calculations/specifications, and cut -sheets. City v x O initial review takes 6 to 8 weeks. Peer review. may be required. �i 5. Fire Alarm, requires 3 sets of plans. City initial review takes 5 to 8 weeks.z co 6. Side Sewer permit may be issued over the counter. Contact your permit coordinator for r Z 0 1 more information. 7, Signs, submit 3 sets of plans for review. City initial review takes 5 business days. 8. State Electrical, a separate electrical permit is required from State Labor and Industries. f _ 9. State Elevator, a separate elevator permit is required from state labor and industries. D 10. Fire Stopping Assemblies, submit specific listed and tested fire stopping assemblies that Z j will be used for this project and 'note where each will be used. 11. Fire and Life -Safety Plan. Contact the Fire Marshal's office for example. rn 12: Fire Protection Footprint, submit 3 sets. of the footprint prior to final building inspection. Z 13, Water Meter may be sold over the counter, contact your permit coordinator for more O information. 0 . . n 14. Maintenance Bonds must be posted prior to final occupancy. Contact your permit .rn coordinator for more information. 15. Rockery Details, submit 2 sets of the details prior to site grading work. This is a general list that does not call out the minimum submittal requirements. We have included the handouts attached to your set of approved plans for easy reference. Please have your general contractor or sub -contractor contact me for specific minimum submittal requirements prior to applying for the above permits. If you have any questions please don't hesitate to contact me at 425-771-0220 x1261: I Sincerely;' Theresa . Umbaugh Permit Coordinator • Incorporated August 11, 1890 • Sister City - Hekinan, Japan GARY FIAAKENSON . CITYOFEDMONDS . MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.0220 • FAX (425) 771.0221 i'. Website: wwadedmondsma.us DEVELOPMENT SERVICES DEPARTMENT I °l0 Planning • .Building • Engineering } nc :18 June 30, 2005 Mike Massey r 727.2"d Street, Unit C O y 1 Mukilteo, WA 98275 n M 3 RE: Meadowood Highlands, 641 Bell Street, Permit #2004-0840, Driveway Slope f' a Dear Mr. Massey, c • m O This letter is being sent in response to your request dated June 23, 2005, to exceed the n O C , maximum allowed driveway slope of 14%. The driveway slope was checked in several m areas during a field inspection on June 21, 2005 and found to be between 14% and 21 %, m in concurrence with your findings on June 22, 2005. D z It is understood that the building was constricted within 1 inch of the maximum 4 — {, allowable height and therefore it was not possible to raise the finished floor elevation of 0 the garage. The sidewalk approach was also constructed with minimal positive slope toward the street and to proper grade. The grade of the road (Bell Street) was previously ITI'm established. 0�, t Because there is just a small part of the driveway that will exceed the limits established in N' - the Chapter 18.80.0604D of the Edmonds Community Development Code, we do not feel } n' public Health, safety and general welfare will be affected if that portion were to remain. In addition, reconstruction of Bell Street and the, sidewalk to bring the driveway into compliance would be significant and cost prohibitive. Therefore, your request for the , driveway slope waiver up to 22% for the small section in the SE corner of the driveway Z and up to a maximum of 20% for.the remainder of the driveway is approved and the drivewaymay remain as constructed. Y . Z. I Sincerely, n M AVID K. GEBERT, P.E. 4 CITY ENGINEER I r 3' jm I" c: Street file rmit #2004-0840 Incorporated August 11, 1890 • �' 4.1!I0'2(10S 00:13 FAX 4214252 `" `y THE mWEST MIT Ig�uul ;. Height CalculationJGrading Verification WorkaheGt' pwmit *6 Deane: TRd �� � � `.0 � JAN 10 2005 ' •+ (,.rri�I� A. Datum >P ReAr I� z 10 PERMIT COUNTER B Datum Port Elevation: o `lj eels /CL C. Av+rage Grade; �' . y ' 11111101, •;r 'll ;••i'. -_� :Ir.,l{. }y 1 Fr' ..1'• yr• '(Yi ••i,(`��•1L�PwI Oft y ^4r{l '7r'i�li, • r:IY\' ,v r t. �• !��` +1 i,1•t Y�' :, R1. 7. le.. .; 1•t" bawl �1, .'-1 t', 4,Iy 1/�. t1:` :.�;�; ". �l•l� r• `.!i t •� ! t �'.+ +.I... T , ja 1Q • w,1.1' t # VIP NO t Ll�f�p 4� •,. •y .2: 1'(�• . J ,y ,. +t ,s 1t •.� ('r •.1. /.•r .y1 '' �.7 . ��� 1 F..•v'4,4 r' pY Tt ! y^{/` I t. : i ter' 1 , . ✓ Ml +t/ k it t ! jfi` «• •til; •, �1. 1IiI. 1: ti �r� T'�(�1��•�^NS.•,+I1 %( .r '.J ~ O .. I r j' Pi J, y t" 1i"'• ,x }`l• I� y(, .tit) At+, Y;r M. y•, u•-A?I r• t `f7•ry fit,-�('. fJ r�n•`i� •�1 •-tip.\'fJ��• {�� ! 1, J•, t `j , •' ' 1 .tM i of ON A'. i' 1+•��..1,•j�lt:,r:\•;,1 ,f. ^.,. Jf�,,i. 'O� . 'r'f l:rw .•�1+ •1 ��., tli.•i.•> IA1r11 �' .1' •' •J I'�:lr .�.A r! J 1 • ' •IAj I . 1� r h+ (r,l I'i' ll . SII r .. y. F 1. Or r..,t' •� .r1lryy,'!'r��,,i. i.'t �'1''li'1 `Tk•'; <•1 �i_� ,. illy ".''r� , �I� r• 1y.�� L�i�:, •T/w t. 1. �l>J'•Inrr�r�l:�.Jr 11 .tI{. .l nl..f i •7. ;t.t• S+ 11Y 1� • S '.4i J I•Q f it i y Q �: if (( i1t Jt lir 1 •.. f� / i .7 r. !'j !r, / T . y• ,. I I.r., •1111Y. rt'.( -1.� ri }+�14Y,11J ���. rYj6:.1 j�7 1#n •+)�.i r!1L. i M h r4•o /1�, : r i..1Y• '. yi a•.rY.;.. y: :: r2 ;Y, .� r {r1 '1' +il.k i 11111 .,fi r f"1 : Ar r•.: .,t f•I •� r lM.+ rat Z •,�� y i ' 1•. r 1 r p.1.(:•y,:�` L „� IN" " alE : 4 • '.1 fNf lr1M.1 ,+�..1 a i i r !•' •t t Ji:. rP• •..' i �'il'.1,y)• P i p'c!� q} y;' \ V ^ d 1.}•�: � J r :'�r '%'Yt-0'd '••`%{II'. ;. RT Ir • lk i(1:�� • y vr1�16' !i � r b bI 4y t.r./l'�1. r�r'1� �, �•.� 1.�•i'}h, ..•It �h 'A: �.L. M '1.7, ��..♦;: '�. / 'i. i ta" 1••. a, '�• y. J• •' 1 r JJ . r 7J' 1 .r •K� '1 i .(-, •�.. ..!•I•••�'�O :• '(e •t ld•(, �.., SLI:' �*; PnAY (•P�•S� ,'r I 1 t;;,!1 •�. 11 1 :I ri r j�, �t11 • 17y1 ll 1�S�y�. a5-. � � 4 � 1 .. •,\1:r , . �F •Ir • .l•ti L...r.lr, f711 1.1rI �I�t4� t . �'•',�•r e i . r�.�•1,i/, �., �.i�i.•. IY'. r! ly�t. t�,': �.. •i IM r 1'�tr1 S +rr µ� "� r•�1 Z + t'i 1 ,,. 1- 'n• L1 .11.1.• '1 ,r I r . n r.� 5r i, •1 - I • '1.1 ' D f �,rl1i � ; i• 1 ' �\Y!•Y: 1 1:1:",a r jr' tk •(( �(1 : ' •'a •..7 •r n' \ .Ip:r � C . n. .i 3. Mauinaum Elevation Allowed. (average grade) +" 2S� ..� 7�.. O 'n a: Reference PoinE BleviWon Shot to Howse: MM (datum elelvatlan) + (gide to tevuit lard Noe trot to bom) = o N Mot m CN t:. INeasitretnatts from l�oe shat onto house to roof ridge: Ape 3"4rv04rA0^i jd%* 3W z Of ftrn TotalT ., 70 Actual BIC vadon(reference point elevation) + b t1�om 06) Coochmion: 'L . stctwl) L meter • dwatore the hw4w it/ pot o ec the >sei f* mqukem nt pear EMC 16.20.30 requirement, ItI LeV110dP%BTJ1LDIKGWS0,Nr1jht CGkW1WQ*G=0F i vaitkation Wortshat:doc ups.—1 t—.:uua to: c r Y:U•L DAILY FifolleD WORT Walsall WIN St- �. ep• ae I ot) o. LILT & ASSOCIATES, INC % _ 4A050 J, Liu Ckvilt Mii.a, rdt�in3etin'• 1',n,ii>vvrinQ Ci:a n�; & hnt18 S�iwic_ t�dpx it^.® et DdtB 4� 0 W .•. ... ._ _. _ _ 34 8:30A 10+2tjM ��TUOS& 19213 lrico Kor Phico NE revel Time (n ere YJealnor r ; Kontuore, Washington 98028 1IS 8:5SA Cloudy i drone: (425) AR3.9134 Fax;1 251 aK6-17�C ventae rs on ate �'n� aa{ga� viairor 1.75 1 rolect of Looat n 1en Condominiums Building 641 Soil StrQoc, Edmonds �awaoolKt P, Inc. G�terel Contncegr Gan9ret orttractor SupGrntendont Received JncheckQe aY KLP,1 tc. Lar Kipl _ aRrr� ork contractor 8u t Rees Ctrsci<:d By Eaontrwator P Z , At the request of Lara with KLP, Inc., ! Dom6 "ame on siia @Ie today.to verify the footing bearing soiis for tore ctnrlorrtln(ums n buiidlr+� to �o constructed on the subject site The excavat.on of the bttlldin� footprogo int Lias already been comptyted !� Addl .. It', benches down to the footing levels prior to my site visit. The soils on the cut banks consist of 2 t3 3 feet of brawn, rall y _'� slightly silty fine sand, underlain b lipht•brown t4�ht•giray, medium to coarstq sand to the foaling levels. N _..4000to gal r Groundwater se®poke is not, encosomeuntered the ex.avation. Occasional dark -brown oral solos and occacionst v m tree roots to 4• 113 inoh•diarneter have not been removed from the footing trench along the west side, Exoept III the deep rn O .... trench on the north side, the footing bearinisoilS are generally medium devise and easily disturbed. p c r: -- _• - - 40 It is my apinlon that th&41 9e roots in ttoohe west footing trench should be removed, The dark-brovnr•topsoil should Also be 1 964 rn z • p —1 stnpped. Th9 exposed footing bearing soils, except those in the-north�trer►en, shUuid be compacted to a non•yietair•�g D z i, _..._.. o ... .. ....... state with a vibratory mec46 ishaniam acal compactor. The compacted soils should be protected from disturbance by construction trafas 0 fic dutinq formwork erection and footing rebar tying. Any loose, distourbed soils in footing trenches __ . .._ ... _ 0 T should be tharought�� remov+:d down to fitrn bearing soils prior to pouring concNEW to -rete far the footings. if the ataovo are:: accenr itshed, It is mY opinion that the fio+5tin� bearing soils will be able to render an allowaat ble nsarirrg oret3surs of _ ab at iaast 3,000 Lsf. . . v0 0) - - - - vrn R EC E i VE D -- 0 S� 4fin �, �, ,� ¢ +✓ Note, a -- 'DEVEYOPMENT SERVICES' CTR. O a D . _ _ CITY•OF-EDMONDS , _ , t Z I law 14NAL OZ -. at oav to: C1 ;antinud i to ry on Nox.. 1) la.any Kiels'l , Inc. �) �� Page 3) (. JUL-11-2005 15:.28 UAXLI' FIELD R.PQTt'i' -Jt* NO, LIU .& ASSUC03ATES, INC. dAOSfl LI. Llu I of 1 :kolw�ii.crl i1113i4 & rna;I i�gCna t%+ �C �nl� Science btiles Tfmu On,Site' Dst2 G'ay of `h'e�!c"` 34 9:$GA 11Q/28rRd that. 19213 KettJake Aiare NE Yri,1 me (Hrs; one a NovhY _ - Kentuare. Washingian 9MIA 1.28 9:5a�A Cloud _ - — • ; F1.a►ic: 0231483.913 Sas: (JZti): tilts-Z73fiehiae rs cn Sita- ,ra Cnarpea ei ors - 1.75 _Scat on ..`�...` CondominLims Building ! 8eii Street, �Amonds KLP6 Inc. Cona* contmigor ventral too .;arceMert Receiv2a . ncnec!c�a 3y KL P• Inc: amar6py Kiel - Z Earttmvork cntrootor tab wu�c Ca'rdcfarSupt- — R2reivti+r. _he^_ko?d Sy 0 ; 0 At the r�quest�i Miko AQeasey, Co-owner of the project. I come on site today to observe the correrifve measurEs10111 M recommended in my previous _Daily Field Report (No. 1). The 4•inch•diameter roots in the wast footing trenvi there .n !iL " �aft removed. 't'hA kotinq bearing soils have bean wetted down -and ocimpacted with a vibratory GCrna3clo" to a MrIM elding state. _.. . : Cm �. M 0.. It is tour opinion that the Corrective rnzasures are implemented and that thes.footina bearing soils will be able t;i render p C I an aliowal)le bearing preucre t)E 8t least 36000 paf, The footing bearing snits should be protect6d from disturbance.13pIM ' ronstr.,otton 4raffie. Any loose, disturbed So;ls in footing trenches should be thoroughly removed down to fire; bearin�l + m P...._ ..._. SAS poor to goulin2 :donate for the footings. — _......... _ ...,...... c Z t 2 ...----- _1111_ . "406 111! D i loom, .. - 0� am- L'' _ . „� EW 5 SON go "I 1 ............ .........�... w�� .0 r A� F ic (a • r 0 R VEWill � 1 4 2005 -''°m�r�` i --t JULAM I ��, z - ... 6, Ago 1111 ,_ 6 ... _ ot glossal • DEVELOPMENT SERVICES GTR. l,�tlsl)'+!!t '7� 111 p .. . .. t -1 CITY OF EDMONDS' am a If IOM a 01 .. 1111 Z O _ .- 9 6 a 0 � 1111 m 66 1 16 61 . . . 4. . ). .. .,r.w.......,.1,,,�,.,r.r. 1 l oriv t0: [1 tr�nlintlCd 1 Larry KMIKLP, Inc. 2j sit on Next 4j Page Occupancy, established by this certificate: Dwelling Units: `*4*** No. Stories: 2 RI/UI/S2 Type of C.onstruction: VN Sprinkled Basement: Yes'