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641 BELL ST.PDF'1111111111111 10261 641 BELL ST ADDRESS: � 0 4A :yx 11 2b�Le� TAX ACCOUNT/PARCEL NUMBER: f)b vpqg/o L -7 Do BUILDING PERMIT (NEW STRUCTURE) COVENANTS (RECORDED) ,ZooL�O�L�01 CRITICAL AREAS: DETERMINATION: F-1 Conditional Waiver E] Study Required IwWaiver DISCRETIONARY PERMIT #'S:- A�)h 0-4,40,6 DRAINAGE PLAN DATED: 0 119 1 bg PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS iOTHEW: 0-1w-,� !ZM409 10 2—C)04 0 0� I WA mm L PLANNING DATA CHECKLIST DATED: —7 ciLt SCALED PLOT PLAN DATED: C4 SEWER LID FEE $: LID SHORT PLAT FILE: SIDE SEWER AS BUILT DATED: lbbR-�, - LOT: BLOCK: qq SIDE SEWER PERMIT(S) #: t8j-m 1 -119c)( & I / 11/05 GEOTECH REPORT DATED: STREET USE/ ENCROACHMENT PERMIT#: 2-0&1�00soolo I WATER METER TAP CARD DATED: OTHER: 5 LATEMP\DS'Ps\Fomis\Street File Checklist.doc city cidmond's -,Wateirbeipartm�j TAP CARD No. A( , 7:5� C? Meter I Reading: tsi.ze Mfgrs. No. ( a Ek S Style_�54AJSa Purchaser: Serv. Add. ^46 A AA Billin Name Street city Receipt: Date: Meter Size: Meter$ Connection $ Street Cut $ Permit # Meter Location VJ �Ibg_ dr= Stpa I Service Material: Pressure- lbs. GPM V DC Date of Work �,!;Aj-os By Proj. No: 5-- Remarks: LOCATE REQUESTNUMrBERd' -K,2co LOCA,_� DATE CALLED: 12 FOREMAN/CREWr FUTURE SERVICE: YES NO COMMENTS BORE: CUT: DRAWING LOCK- DATE: UNLOCK INITIAL: ACCOUNT: METER SHOP ROUTE/SEQUENCE 42 01— 0.78 0. SUPPLIER: TREATMENTPLANT FOREMAN B L T UTILITY SIZE LOCK El I RESIDENTIAL UNLOCKEDV, APARTMENT UNITS OFFICE UNITS COMMERCIAL UNITS SPRINKLER OT14ER 9- C of Edmonds PERMIT NO: 9901 ity PERMIT EXPIRES_Mja� � i�-c- SIDE Sh W ER PEWY11 I Address of Construction: LID # Property TaxAccount Parcel No. go X7 Attach copies of al I I access and utility easements Verified and Approved by Owner and/or Contractor': Contractor License#: KLPI 0++K -Building Permit #: E]'Single Family -Invasion. into City *Right -of Way: Yes' No. mily (No. of Un Multi -Fa its *RW, Construction Permit# 6 0 -4)4 Commercial (No. 'of Units Cross'other "Private Property: El Yes 5��o Public Attach legal description and copy of recorded easement. 0 1edgement statement- Owner.or contractor signature a�d cen Date Yh a' ity's public handout entitled. y signing for this permit I certify tha ve read the C ide Sewer Specifications, and shall comply with all City requirements outlined therein. W CALL DIAL -A -DIG (1�-800_42tq�,'5555) BEFORE ANY EXCAVATION 12� W FOR INSPECTION CAL 425471-0220 exte i6n 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS FOR OFFICE USE ONLY ......... ........... . Repair '-7' Issued By Permit Fee . j 00 $ Trunk.Charge $ Date Issued: Assessment Fee $ Receipt No: -7fi:5 _-7 City Permit Surcharge'Fe6 ",$"O�� Total Fees Paid $_7(��Z JA NOTE: IF. JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE. CHARGED. NO Initial: Job Site -Ready YES Date. u&A I" /A. .11 - L L4 M Partial Inspecuon: Date:. tvm 1.04, Initial: Partial Inspection:AW hallAuk 111Aell a -T M 4 /P YMP-4 - Date: Initial: FINAL INSPECTION APPROVED: Date: '7/1 'b"5- Initial: As -built to Street. File:, E1,, 'M PERMIT MUST ' BE POSTED ON- JOB SITE t� White Copy: File Green,.Copy: Inspector Buff.Copy: Applicant L;temp;bldgforms;sspermitjlg4/00 0 ]DIP A. I I ; -LA vi . I ! IM u 'PI IL 4(cc\y LLJ u C4 a C3 u w z C3 u c IL Z C=l pq m --1 Ld z Dc K Li 0 m LLI LAJ C3 Bell ST FA W 6" ABS 10" DIA DIP Sleeve DETENTION Wall Parking C/o 9.2' Stairs 4'out from city wall —3.6-1 New Sewer Fiber r_1 1:1 Main in Alley Optics CB CIB 6" city PVC 2' to Test T Fiber Alley Alley Optics romac Tee '_`�omac to exist. to exist. I "\-main 3'deep here Grandstands X E.D* CITY OF EDMONDS SIDE SEWER AS— BUILT 70 ADDRESS 641 Bell Street HOMEOWNER KLP, Inc. CONTRACTOR SCALE KLP, Inc. NTS DATE DRAWN PERMIT .&t. 1890 11/10/2005 By Nima M.Moghaddam NO. 9901 PlIchuck Contractors, Inc4 Job # 106135796 January 20, 2005 Sheet 1/1 Rob Inglis U) LU 0 0 4 Notes: APPROVED AS NOTED 1. All signs and spacing to conform to the MUTCD and City of Edmonds BY ENGINTERING Control Specs. 1 .114 Law.., 2. Channelizing devices are 28" traffic cones. Date: 10-5- 4. All signs are 48" x 48" B/O unless otherwise specified. 5. Alert affected residents. NOT 6. Work area will be VS of CA of TO Alley & 150'W of C/L of SCALE 6th Ave N. ALLEY 4= FXX CHANNELIZATION DEVICE SPACING MPH TAPER TANGENT 50/70 40 80 35/45 30 60 25/30 20 40 n CA CO) M M M 0-4 "-0 LU LU LU CA U3 C-) WORK AREA 2'X 4' 10 M ll� a F ;� '0 >. . L JQ 0 Cn LU LEGEND 0 28" TRAFFIC CONE X9 WORK AREA TRAFFIC FLOW WORK VEHICLE SIGN LOCATION 18-MPE IP SVC ;'N 1999 IP SeRVICE 833-0(07 0 I,Rqs , KID is OD -CD 0 S-N F OLO - 2DO,-" 00 a 2mPl04 0 Elp loa A 853-311 VNIM 611 MAIN W, T01#104 rIA-XN oto =R a ,88,N z ZZ9 3-c; a% '40YRIOZ9 r- (Ofs r*j (D ' Ito Z� CL ILLJ 00 9 LLJ 5/lr51*N I. N u Rig 2002 WN --,w z fto 1144� L\j PE 1p i's LM 1p PE IP N-1 IM-012 q n co CA -m 70 0, u 1 r,- . 00 N LO p LO ."I tv 615 623 r1i #A 8627 0 2'MPE IP WN I'll 584'E Burke, Denise From: Fiene, Don Sent: Tuesday, February 15, 2005 1:06 PM To: Burke, Denise Subject: ESUs, 641 Bell St 641 Bell St= 6,593 sq ft impervious= 6,593/3,000 ESUs, or 2.20 ESUs Don Fiene, P.E. Asst. City Engineer 1 #P20 .Critical Areas Checklist Site Infonnation (soilsl topography/hydrology/vegetation) 1. Site Address/ Location; (,-�4 � -Zx,--- \� �. S \ 2. Property Tax Account Number: CA File No: 04 -N 00�3qj O-q'q - trt-1ty() , �3�-L 0q o--t-7 Moo 3. Approximate Site Size (acres or square feet): I I CD �c 4. Is this site currently developed? _ yes; no. If yes; how is site developed?. 'F �Z- (D 0-� 5. Describe the general site topography. Check all that apply. -� Flat less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet over. a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: A --)CD ;Approx.Depth: 7. Site contains areas of seasonal standing water: 4-90 Approx. Depth: What season(s) of the year? 8. Site is in the floodway floodplain /On of a watercourse. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? Flows are, seasonal? (What time of year? 10. Site is primarily: forested meadow shrubs mixed urban landscaped (lawn, shrubs etc) A (A -) A- t-�D'--SF ll. Obvious wetland is present on site: A -DC) For City Staff Use Only 1. Plan Check Number, if applicable? 2. Site is Zoned? M - I MIAIJ�RIC- 3. SCS mapped soil type(s)? A i W —A - V-;- 4. Critical Areas inventory or C.A. map indicates Critical Area on site? tj- 5. Site within designated earth subsidence landslide hazard area? DETERMINATION STUDY REQUIRED WAIVER Reviewed br.— Date: _7 City. ftldmond.s Date, Received: 3 — 30 — 2 colq city"j Development Services Department �'Plazihing-Divi4i t-q 4,;, '0226' Phone: 425.77Y. rlttdaU4� as:10fiecklisfFee. $136.00 Fax: 425.771. 221 Date Mallilai6�'Apoflc'an�- 5 1lie Critical Areas Checklist contai�ed cd thii"form"' is to be filled- out by' any personi prvparing, -a- Develop ment' Permit Application for the City of Edmonds prior to his/her submittal of the applic4ifi6nt6the City. The purpose of the Checklist is'to enable City staff"to determine whether any potential Critical Areas a . re or may be, present on the subject property. The information needed to complete the Checklist should be 'easily available from observations of the site or data a-Mlable at City Hall (Critical areas inventories, maps, or soil surveys). IV A property owner, orlhis/her_authbrized re presentative 'must , I out th6 klist�'Isign,aihd',( te it�im&submit it .to thq -,Pity.; The -,City. yn, checklist . make A ., , 4 reviewjhe xe�uiiry si i " i d _s( te visit an mak6. a determiz� of the sub��,_sieps- necessary. to c lete'i devel 6"piment OMP p 't emu applicationrd,,. Please submit a vicinity. map, along with,the signed copy 16f this'form to assist City staff in findi�g�''and- 1*'tin:g the specific -piece. �of property � described � on' this. form... in addition, the. -applicant shall,An.clude other ipertinent J.riforniation site plan, topography map., etc.) or stu. , dies in "conj , imcti , 6�wlth'this Checklist to assiitarit staff in- completing' th elir preliminary assessment of the site. The undersi , gned applicant and his/herfits heirs, and as�signsjn consideration on the processing of the application agrees to release, indemnify, defend and hold the City.of Edmonds harmless from any. and �all,damiges,, including ,r . easonable attorney's fees, , arising from any action or infraction based in whole or part upon false, misl; g, inaccurate or incomplete information fin-nished by the applicant his/lierlit's"agerits' or employees. By my signature, I cer* that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file this applica6ri on the behalf of the o Wn�r as listed below" SIGNATURE oF APPLicANT/AGENT DATE Property Owner's Authorization By my signature, I cer* that I have authorized the above ApplicanttAgent to �apply for the, subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds tlloeiker the subJe6t property for the purposes of inspection and posting attendant to this application. DATE SIGNATURE OF OWNER e" C Name Name Street Address Street Address, city State zip Telephone: Email address (optional): city State. zip Telephone: Email Address (opii6nal): 4P 40 PLANNING DATA . - New Commercial / Mll , Iffamily Promects SITEADDRESS: Soft 5�. ZONING: P-M-1,6 USE(S) PROPOSED: ALLOWED?: LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Y/N) CUP File: To Allow,What Uses?: ADB FILE #: "(3 - 04- W PARKING: Use: 2- - be_.4r--rh w,k No. Spaces Required: E- f X (floor area, # employees, etc.) Use: No. Spaces Required: X (floor area, # employees, etc.) Use: No. Spaces Required: X (floor area, # employees, etc.) Use: No. Spaces Required:. X (floor area, # employees, etc.) Total Required: 7. Actual Provided: 91 SETBACKS: Required Setbacks: Front: Left Side: Right Side: to Rear: Actual Setbacks, W Front: 15, Left'Side: lo Right Side: 0' 'Rear: /5, 5, Street map checked for additional setback required? (Yes*) MAXIMUM FLOOR AREA: Maximum Allowed: Actual: 4.5--tio) 44.93 4 BUILDING HE16HT: Maximum Allow Actual Height: 2-9.5" ed: Modulation Allowed?: yes Modulation Height: 4-5, fit Datum Point: -7` 1, out V. —Datum Elevation: it 1. 72-' Elevator Penthouse > 3 feet over height limit? ,V- If so,VAR# z 0 (41LANDSCAPING: Ll_ 1-� z,: 4t Matches ADB approved: 0, -V,1� Bid Provided? Bond Amount (100% bid): (W 4_�,M CRITICAL AREAS #: 04 SEPA DETERMINATION: 7/ 01 P tj SHORELINE REQUIRED?: /\J6 Continued ... 1A1ibrary\^P1andatNewComm.doc At 9 DATE: —PLAN CHK#-_ P 6— 0 4 - NAME OF BUILDING PERMIT APPLICANT: PROJECT DESCRIPTION: 6[4 t."O-% 9, 0,a�rE:4 6f— -- 1-74-9 " &- - F(-, 7 57Z) Dt,*1 . 3 ) L ADBFILE#: AD13-o4--to OR DATE WAIVED: PLANS MATCH APPROVED PLAN: SUBDIVISION: LOT AGGREGATION REQUIRED?: REDUCED SITE PLAN (8.5X1 1) PROVIDED FOR STREET FILE? Yer J:L- _. R: Plan Review By: ok �_ "5-04.,6, 2- 1Afibrary\AP1andatNewComm.doc RECEIVED MAY 19 2004 PERMIT COUNTER o-rREET FILE 01 LIU & ASSOCIATES, INC. --E�gTn-e.,in, 0 .a- GEOTECHNICAL ENGINEERING STUDY 4-UNIT CONDOMINIUM BUILDING 641 BELL STREET EDMONDS, WASHINGTON L&A Job No. 4AO59 Date: May 18, 2004 Prepared for: Meadowood Highland LLC 12728 Bothell -Everett Highway Everett, WA 98208 M Liu & Associates, Inc. 19213 Kenlake Place NE Kenmore, Washington 98028 RECEIVED MAY 19,2004 PERMIT COUNTER =maw I M t: I FIU: 0 E , " 0`0 40 LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology I May 18,2004 Mr. Larry Kiel Meadowood Highland, LLC 12728 Bothell -Everett Highway Everett, WA 98208 Dear Mr. Kiel: -Subject: Geotechnical Engineering Study Proposed 4-Unit Condominium Building 641 Bell Street Edmonds, Washington L&A Job No. 4AO59 INTRODUCTION Earth Science We have completed a geotechnical engineering study for the site of a proposed 4-unit condominium building, located at the above address in Edmonds, Washington. The general location of the site is shown on Plate I Vicinity Map. The purpose of this study is to characterize the subsurface conditions of the site and provide geotechnical recommendations for grading, surface and ground water control, erosion abatement, site stabilization, foundation design and construction of the residence, etc. Presented in this report are our findings and recommendations. PROJECT DESCRIPTION The subject site is about 60 feet wide along Bell Street by about I 10 feet deep. We understand the proposed condominium building for the site will be a two-story, wood -framed structure over a concrete walled parking level which will be partially below grade. The building is to be set back about 23 feet from the south lot line, 15 feet from the north lot line, and 10 feet from the 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 2 east and west lot lines of the site. The construction of the building will required up to about 6 feet of cut along the south side and possibly some minor cut or fill along the north side of the building. SCOPE OF SERVICES ' Our scope of services for this study comprises specifically the following: I Review the geologic and soil conditions at the site based on a published geologic map. 2. Explore the subsurface conditions of the site with two hand dug test holes. 3. Perform necessary geotechnical analyses and provide geotechnical recommendations for site grading, site stabilization, erosion abatement, surface and ground water control, and foundation design and construction, based on subsurface. conditions encountered in the test holes and results of our geotechnical analyses. 4. Prepare a written report to present our findings, conclusions, and recommendations. SITE CONDITIONS SURFACE CONDITIONS The subject site is situated on a gentle to moderate; northwesterly -declining slope. The site generally slopes down gently to moderately northwesterly. It is bounded by Bell Street to the south and an alley way to the north, and is adjoined by a muiti-dwelling building to the east and a single-family residence to the west. The site is currently occupied by a house over about the southern half of the site, with a paved driveway lies to the east of the existing house. The open area of the site is mostly covered with lawn grass, with the area along the northern boundary over -grown with berry bushes, brush and shrubs. LIU & ASSOCIATES, INC. May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 3 i GEOLOGIC SETTING The Geologic Mqp of the Edmonds East and Part of the Edmonds West Quadrangles, Snohomish and King Counties, by James P. Minard, published by U. S. Geological Survey in 1983, was referenced for the geologic and soil conditions at the residence' site., According, to this publication, the surficial soil units at and in the vicinity of the subject site are 'Mapped. as Advance Outwash (Qva'), underlain by Transitional Beds (Qtb). The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation which had occurred during the later stages of the Pleistocene Epoch, and retreated from the region some 14,500 years ago. The Advance Outwash unit is composed of stratified sand and gravel with minor amounts of silt and clay, deposited by the meltwater of advancing glacial ice. . Due to its generally granular composition, the Advance Outwash unit is of moderately high permeability and generally drains 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 weathered to a loose to medium -dense state. The Advance Outwash soils can stand in steep cuts or natural slopes for a prolong period when undisturbed. When exposed on slopes with poor vegetation cover and subjected to storm runoff, the Advance Outwash deposits can be gradually eroded and may slough off and re -deposited to a flatter inclination. The Advance Outwash deposits in their native, undisturbed state can provide very good foundation support with little settlement expected for light to moderate residential structures. 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, dark -gray clay, silt and fine to very -fine sand. These fine-grained sediments mostly were deposited in lakes some distance from the ice front, and in fluvial systems prior to the advance of the ice. The Transitional Beds seem to grade upward into the base of the overlying Advance Outwash at some localities, but elsewhere this contact between the two units is sharp and distinct. The sediments were mostly deposited during the* transitional period near the close, of pre -Fraser interglacial (Olympia Interglaciation) time and into early Fraser glacial time. The Transitional Beds unit is very stiff to hard in its natural, undisturbed state. It is often highly jointed and fractured, and can become unstable on steep slopes if overly saturated. SUBSURFACE CONDITIONS Subsurface conditions at the site were explored with two hand -dug test holes. They were excavated on May 17, 2004, to a depth of about 4.5 feet. The approximate locations of t he test holes are shown on Plate 2 - Site and Exploration Location Plan. The test holes were located with either a tape measure or by visual reference to existing topographic features in the field and on the topographic survey map, and their locations should be considered only accurate to the measuring method used. 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. Soil samples obtained from 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 Plate 4. LIU & ASSOCIATES, INC. 0 0 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 inches thick. The topsoil is underlain by a layer of weathered Advance Outwash soils of dark - brown to light -brown, medium -dense, slightly silty, fine sand with a trace of gravel, about 0.8 to 1.2 feet thick. Underlying the weathered Advance Outwash layer is an orange -brown, fresh sand - dominated Advance Outwash deposit of medium -dense to dense, fine to medium sand, to the depths explored. GROUNDWATER CONDITION Groundwater was not encountered in either test holes. The sand -dominated Advance Outwash deposits overlying the site are of moderate to high permeability, and would allow storm runoff to seep through rather easily. The infiltrating stormwater would perch over the Transitional Beds unit normally underlying the Advance Outwash deposits which was not encountered in the test holes. Exposure of the Transitional Beds soil, unit and groundwater seepage were not observed within the site during our subsurface exploration of the site. It is our opinion that the Transitional Beds unit -under the site could be at such depth that perched groundwater will have minimal or- no impact on the excavation required for the construction of the proposed condominium building. DISCUSSIONS AND RECOMMENDATIONS GENERAL Based on the soil conditions encountered by the test pits, it is our opinion that the site is suitable . 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 construction. We recommend that grading and foundation construction work be carried out and LIU & ASSOCIATES, INC. May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 6 completed in the dryer months between April I and October 3 1, if at all possible, to minimize potential complications related to weather. The site should be completely stabilized and erosion control plan in place beyond the above recommended dry season grading period. The organic topsoil, loose surficial soils, and unsuitable weak soils in the root zone should be completely stripped within the driveway, the building footprint and where the subgrade soils.are to support structural or traffic loads. The dense deposit of the fresh Advance Outwash sand soils underlying the site at relatively shallow depths can provide good foundation support to the driveway and proposed building. Conventional footing foundations placed into the dense, fresh Advance Outwash sand deposit may be used to support the building. Structural fill, if required for site grading, should be placed on proof -rolled, unyielding, undisturbed, fresh Advance Outwash sand soils following the stripping of the surficial unsuitable soils. The on -site surficial soils contain a high percentage of fines, and is sensitive to moisture and can be easily disturbed by constkuction traffic. A layer of clean quarry spalls of 4-to-6-inch particle size should be placed over areas of frequent traffic, such as the entrance to the site, to protect the subgrade soils from disturbance by construction traffic. A silt fence should be installed along the downhill boundaries of the site to minimize transportation of.sediments onto neighboring properties or the streets. Nearby storm inlets should be covered with a filter sag to prevent discharge of sediments into the storm sewer. I � I LIU & ASSOCIATES, INC. I May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 7 GEOLOGIC HAZARDS Landslide Hazard The geologic condition of Advance Outwash unit over Transitional Beds unit on steep slopes is prone to landslides if the underlying Transitional Beds unit is exposed on the slopes. This is because where perched groundwater over the Transitional Beds emerging out of the slopes the sandy soils above the seepage zone would be eroded and may slough off. We have not observed any groundwater seepage or recent soil movements or exposure of Transitional Beds within the site. The site is gently to moderately sloped and only minor cut and fill will be required for site grading and construction of the building. Therefore, it is our opinion the risk for deep-seated landslides to occur on the site should be minimal. Erosion Hazard There is a possibility that the surficial loose sandy soils on the moderately sloped portion of the site may be eroded e asily if exposed with poor vegetation cover. The risk for soil erosion may be minimized by prohibiting discharge of concentrated stormwater within the site. Storrn runoff over impervious surfaces, such as roofs and paved driveway, should be captured with underground drain lines connected to roof downspouts and with catch basins installed in the driveway, and be discharged via tightlines into a storm sewer or a suitable stormwater disposal facility. Unpaved ground within the site should be landscaped and re -vegetated as soon as possible following the completion of the construction work. Seismic Hazard 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 relatively shallow depths are dense, and should be quite stable during strong earthquakes. The lack of groundwater coupled with the LIU & ASSOCIATES, INC. 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 seismic forces during strong earthquakes. Based on the soil data obtained from the test borings, the Soil Profile Type at the site underlain by medium -dense to dense Advance Outwash sand soils should be classified as SD, in accordance with the 1997 UBC code. SITE PREPARATION AND GENERAL GRADING Site preparation should include demolition and removing foundations of the house and driveway currently occupying the site, and clearing and grubbing within construction limits. The surficial. topsoil, loose sandy soils and unsuitable soils in the root zone should be stripped. The exposed surface should be compacted to a non -yielding state. with a vibratory roller compactor. Storm runoff, if any, should be directed away from the construction area and in a way to minimize erosion and saturation of soils during construciion. EXCAVATION AND FILL SLOPES 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 federal safety regulations if workers have to perform construction work in excavated areas. Temporary, unsupported cuts greater than 4 feet in height should not be steeper than I H: I V. Unsupported fill embankments over slopes steeper than 20 percent grade should not be allowed within the site. Permanent fill embankments required to support structural or traffic loads should be constru&ed with compacted structural fill placed over proof -rolled undisturbed, firm native soils after the surficial unsuitable soils are completely stripped. The slope of permanent fill embankments should not be steeper than 2H: 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 LIU & ASSOCIATES, INC.- May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 9 high prior to fill placement. Upon completion, the sloping face of permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -pack. The above recommended cut and fill slopes are under the assumption that groundwater seepage 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 not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent cut slopes or fill embankments should be vegetated as soon as possible for long-term stability, and should be covered with plastic sheets, as required, to protect them against erosion until the vegetation is fully established. FOUNDATIONS Conventional footing foundations may.be used to support the proposed building. The footing foundations should be placed on or into undisturbed, dense, fresh Advance Outwash sand soils. Prior to pouring concrete for footings and floor slabs, the exposed soils sh�uld 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 in footing or on -grade slab/pavement areas should be completely removed down to firm undisturbed soils or thoroughly re -compacted prior to pouring concrete for the footings and slab/pavement. A layer of 2-inch-minus crushed rock should be placed over the footing bearing 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 footing foundations are as follows: LIU & ASSOCIATES, INC. of 0 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 psf, 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 below top of floor slab should be no less than 12 inches. The minimum width should be no less than 16 inches for continuous footings, and no less than 24 inches for individual footings. A one-third increase in the above recommended allowable soil bearing pressure may be used when considering short-term, transitory, wind or seismic loads. For the new house supported on dense, fresh Older Sand soils under the above allowable soil bearing pressure, we estimate that 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. Lateral loads on the new house can be resisted by the friction force between the foundations and I 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 equivalent fluid density (EFD) of 350 pcf (pounds per cubic foot) for the passive earth pressure may be used for lateral resistance. The above passive pressure assumes that the backfill is level or inclines upward behindthe foundations for a horizontal distance at least twice the depth of the 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. ft . .0 May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page I I 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 unyiel ding and should be designed for a lateral soil pressure under the at -rest condition. 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) be used for the design of the basement, walls, and an active soil pressure of 35 pcf EFD for the design of retaining walls -with no constraint to the top of walls. To counter the at-rest/active pressure, a passive lateral soil pressure of 350 pcf EFD may be used. This passive pressure value is applicable only to walls with a level backslope or a backslope sloping upward away from the walls. To resist against sliding, the friction force between the footings and the subgrade soils may be calculated based on a coefficient of friction of 0.60. The above soil parameters are ultimate values based on a fully drained backfill of the walls, and proper factors of safety should be applied in the design of the basement walls against sliding and overturning- failures. 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 drainage blanket should consist of a clean, free -draining, granular material, containing no more than 5 percent by weight of fines passing the No. 200 sieve, based on the fraction passing the No. 4 sieve. This free -draining backfill should be compacted to a non -yielding state with a vibratory 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 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 recommended in the SITE DRAINAGE section of this report, should also be provided for the LIU & ASSOCIATES, INC. to a May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 12 basement walls. The drain lines should be hydraulically connected to the drainage blanket behind the walls. STRUCTURAL FILL Structural fill is the fill placed under roadway pavements, footings, slabs -on -grade, and behind retaining walls where it is required to support structural or traffic loads. Structural fill should consist of clean soils with particles not lar ger than four inches and should be free of organic and other deleterious substances. Structural fill should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the soil that enable the soil to be compacted to the highest dry density for a given compaction effort. The on -site clean sandy soils may be used for structural fill if their moisture content can be controlled to the above range at the time of placement. Imported material to be used as structural 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 have individual particles not greater than four inches. Unsupported fill over areas steeper than 20% grade,should not be allowed within the site. Structural fill should be placed in lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum percentage of the maximum dry density determined by ASTM D 15 5 7 (Modified Proctor Method) as follows: I I I LIU & ASSOCIATES, INC. I 0 40 May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 13 Application Within building pads of the building lots Roadway/driveway subgrade Retaining wall backfill Utility trench backfill f SLAB -ON -GRADE FLOORS % of Maximum D!y Density 95% 95% for top 3 feet and 90% below 90% 95% for top 4 feet and 90% below Slab -on -grade floors should be placed on firm subgrade soils prepared as outlined in the SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a capillary break which is in turn placed on the compacted subgrade soils. The capillary break should consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no more than 3% by weight passing the No. 4 sieve. A vapor barrier, such -as a 6-mil plastic membrane, may be placed over the capillary break, as required, to keep moisture from migrating upwards. SITE DRAINAGE Building Footprint Excavation Groundwater seepage is not expected in the excavation of the building footprint. If encountered, the bottom of the building footprint excavation should be sloped and ditches excavated along the bases of the cut banks to direct intercepted groundwater into a sump pit from which water can be pumped out of the building footprint excavation. A layer of 2-inch-minus crushed rock should be placed over firm subgrade soils under footings and on -grade slabs, as required, to protect the foundationbearing soils from disturbance by construction traffic. This crushed rock base should be built to a few inches above groundwater level, but not less than 6 inches thick. The crush rock I LIU & ASSOCIATES, INC. I May 18, 2004 ' - 4-Unit Condominium Building L&A Job No. 4AO59 Page 14 base should be compacted in 12-inch lifts to a non -yielding state with a vibratory mechanical -compactor. Surface Drainage Water should not be allowed to stand in any areas where footin gs, slabs, or pavement are to be constructed. Final site grades should allow.storm runoff to be drained away from the building. We recommend the finish ground be sloped at a gradient of three percent minimum for a distance of at least 10 feet away from the buildings, except in the areas that are to be paved. Discharge of concentrated. stormwater should not be allowed within the site. Storm runoff over impervious surface, such as roofs and driveway pavement, should be collected by underground drain line systems connected to roof downspouts and by catch basins installed in driveway. 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 provided to the underground drain line systems to allow for periodical cleaning of the drain lines. Footing Drains A subdrain should be installed around the perimeter footings' of the proposed building to minimize accumulation of groundwater under the building. The subdrain should consist of 4- 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 to generate flow by gravity. The drain line.should be wrapped in a layer of non -woven filter 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 footing subdrain sh ould be tightlined, separately from the roof and surface I LIU & ASSOCIATES, INC. I 0 a May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 15 stormwater drain systems, to discharge into a storm sewer or a suitable stormwater disposal facility. RISK EVALUATION STATEMENT 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 ourjudgment that provided the recommendations of this report are closely followed during construction and after the completion of the development, the areas disturbed by construction will be stabilized and 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. LIMITATIONS This report has been prepared for the specific application to the subject project for the exclusive use by Meadowood Highland LLC, and their representatives, consultants and contractors. We 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 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 related to construction safety precautions and our recommendations are not intended to direct the contractor's methods,' -techniques, sequences or procedures, except as specifically described in this report for design considerations. 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 LIU & ASSOCIATES, INC. 0 a I May 18, 2004 4-Unit Condominium Building L&A Job No. 4AO59 Page 16 recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing. under 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 evident until construction starts. If variations appear then, we should be retained to re-evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding further with.the construction. CLOSURE We are pleased to be of service to you on this project. If you have any questions regarding this report or need further consultation, please feel free to call us. Four plates attached '� 'I S A �S� 275 lwns 7/17/.M;;5 Yours very truly, LIU & ASSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. r, Pit' WOO C) - 185TH 185TH Z ;ST.' SI i85TH —pc-�w �,t :lip HU r 187TH PK jq�TLPL S� 186T4 ST P! 1871H f� PL SW ST SW :m ST SW 188TH 8400 :a 3w 89TH S SW N. 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TM PL Sw 219TH' ?- C C, 21 OTH 7 ST z C� Co sw 39 26 FIR PI Cn zm - 8 19T I'THs"' < Sw & 4F 880 LLJ 3o'Do 3: L 219TH. S1 OOLA In Ch Q�ST �w- E ST E I ST 202� sw too I My 31 96W 1y1O cli I 220TH PL Sw Q Co BIRCH j Ch 221 ST PL OG 4 H PL 19 00 CA cyl n 0% m �S �'22NO -�w 223RD )3TM ST ;: \,- _ a VICINITY MAP' LIU & ASSOCIATES, INC. 4-UNIT CONDOMINIUM BUILDING 641 BELL STREET Geotechnical Engineering - Engineering Geology .'Earth Science EDMONDS, WASHINGTON iJOB NO. 4AO59 I DATE 5/17/04 1 PLATE 1 L' L LIU & ASSOCIATES, INC. Geotechnical Engineering - Endineering Geology - Earth �cience I f o' EXPLORATION LOCATION P�AN 4-UNIT CONDOMINIUM BUILDlN'G' 641 BELL STREET I EDMONDS, WASHINGTON JOB NO. _IA059 I DATE 5/17/04 1 PLATE 2 —W UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY -GRADED GRAVEL COARS d E- MORE THAN 50% OF GRAVEL GRAVEL WITH GM SILTY GRAVEL GRAINED COARSE FRACTION SOILS RETAINED ON NO. 4 SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND MORE THAN 50% MORE THAN 50% OF SAND WITH sm SILTY SAND RETAINED ON THE COARSE FRACTION NO. 200 SIEVE PASSING NO. 4 SIEVE FINES SC CLAYEY SAND FINE- SILT AND CLAY INORGANIC ML SILT CL CLAY GRAINED LIQUID LIMIT ORGANIC OL ORGANIC SILT, ORGANIC CLAY SOILS LESS THAN 50% MORE THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY PASSING ON THE LIQUID LIMIT F ORGANIC OH ORGANIC SILT, ORGANIC SILT NO. 200 SIEVE 50% OR MORE HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THETOUCH 2. SOIL CLASSIFICATI ON USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY ON ASTM D2487-83. MOIST - DAMP, BUT NO VISIBLE WATER 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU& ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION �YgTEM Geotechnical Engineering - Engineering Geology Earth Science PLATE 3 T HOLE NO. 1 Logged By: JSL Date- 5/17/2004 Ground El. Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine roots, 1 7V ry (TqPSOIL) __ _�TP�/S M 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 w::3 weathered 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 9 110 Logged By: JSL TEST HOLE NO. Date: 5/17/2004 2 Ground El. Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Light -,brown to light -gray, loose, organic, slightly silty, fine SAND, 1 with fine roots, dry (TOPSOIL) SP/Sm SP/SM Light -brown, medium -dense, slightly silty, fine SAND, dry 2 AND) --\__�weat�eredADYANCEOUTWASH SP/SM Orange -brown, medium -dense to dense, fine to medium SAND, 3 slightly moist (fresh ADVANCE OUTWASH SAND) 4 5 6 Test hole terminated @ 4.5 ft, groundwater not encountered. 7 8 9 _j LIU & ASSOCIATES, INC. ... ....... Geotechnical Engineering Engineering Geology - Earth Science TEST HOLE LOGS 4-UNIT coNDOMINIUM BUILD114G"' 641 BELL STREET EDMONDS, WASHINGTON JOB NO. 4AO59 DATE 5/17/04 1 PLATE 4 REVISED STORM DRAINAGE REPORT For KLP INC. BELL STREET CONDOMINIUMS At 641 BELL STREET In THE CITY OF EDMONDS May, 2004 Revised November, 2004 A00ftbiVED BY ENGINEERING Bi Date: G. R. (BOB) PARROTT, P.E. P.O. BOX 2715 WOODINVILLE, WA 98072 Ph. 425-481-3027 Fax 425481-3027 05" AURAL44 . VIARf?o�% CY WASry4l A IS WVVrW/ F—E-XPIRF's Iq.- AWXSct-,) CEIVED NOV - 8 2004 PERMIT COUNTER 0414 PROJECT INTENT The intent of this proposal is to construct a 4-unit condominium structure on the subject site, being an exact clone to the recently constructed structure on the site immediately adjacent to the east, at 645 Bell Street. PRE -DEVELOPED CONDITIONS The pre -developed conditions on each site are nearly identical. Each site supported a small single-family dwelling on the front half of the site, with associated walkways and driveways. Pervious / impervious coverage are nearly identical. Lot sizes are identical and topographic characteristics (i.e. slopes) are nearly identical. The only difference is that the subject site is 2 to 3 feet lower than 645 Bell Street. This translates to nearly identical times of concentration and peak flows for pre -developed conditions. POST -DEVELOPED CONDITIONS The post -developed conditions on each site are nearly identical. The site 'areas, the pervious / impervious coverage, and the site improvement plans are identical. The subject site plan calls for two lengths of storm drain to be at flatter slopes than realized on the adjacent site, thus increasing the time of concentration. This translates to the detention system as designed for the adjacent site being slightly on the conservative side for the subject site. For the above stated reasons, we initially saw no reason to re -invent the wheel by reproducing the design computations, and we initially proposed to employ the previously approved detention system design for 645 Bell Street, for the subject site. This was approved by the City. Now, in hind sight, it appears this design is significantly conservative and is, in fact, apparent overkill. Upon further analysis, the project falls within the guidelines of the City's Development Information Bulletin #E72 and the Standard/Preferred Plan Approach. Post -developed project characteristics are as follows. ImDervious Area Building Roof 2,880 s.f. Front Driveway 530 Alley Parking Area 800 Sidewalks 400 Total = 4,610 s.f. The alley parking area (800 s.f.) is not subject to detention because, as discussed with Tod Moles, it is physically impossible to detain due to the elevation of downstream drainage facilities and available cover, etc. 0414 The project surfaces subject to vehicular traffic, being potential pollution generating surfaces, are the front driveway and alley parking areas, which amount to 1,330 s.f , which is far less than the 5,000 s.f recognized by most agencies as the threshold for providing water quality facilities. Therefore, water quality facilities (i.e. dead storage) are not required or provided. Per the Standard Tables, an impervious surface area of 5,000 s.f., requires a detention volume = 125 cu.ft., or 40 lin.ft. of 24" diameter pipe. The project now proposes the following: 43 lin.ft. of 24" pipe = 43 x 3.14 = 135.1 cu.ft. 2 ft. of Type IL CB = 2 x 2.67 x 2.33 = 12.4 2.22 ft. of 48" NM = 2.22 x 12.57 = 27.9 Total Provided = 175.4 cu.ft. > 125 cu.ft. OK. Per the Standard Tables, a single orifice = 7/8" diameter is provided. The plan has been revised to reflect this design and copies are submitted herewith. If you have any questions or require additional data, please call me. G.R. (Bob) Parrott, P.E. 0414 Table 1 -- Detention Pipe Sizes Impervious Surface Required Pipe Diameter Area Sq. Ft. Vol Cu Ft 15"' 18" 24" 30" 2000 50 40 28 '16 10 2500 62 50 35 20 13 3000 75 60 42 24 15 Required pipe 3500 87 70 49 28 18 length in feet 4000 100 80 56 32 21 4500 112 90 63 36 23 5000 125 100 70 40 25 *NOTE: Use the next highest surface area to determine detention size if calculated impervious surface area is greater than 112 the value between numbers. (i.e., 2280 use 2500) I Table 2 -- Outlet Orifice Sizes I Impervious Surface Area Sq. Ft. 2000-2999 3000-3999 4000-5000 Outlet Orifice Diameter (Inches) 5/8 3/4 7/8 I Table 3 — Rectangular Catch Basin Requirements I Detention pipe diameter < 18" 18" to 24" 24" to 36" 36" to 42" Max. Size Catch Basin knockout Type 20" Type 1, CB 15- 26" Type IL, CB 16 36" Type 11, CB 19 19 (48" Basin) 42" Type 11, CB 19 19 (54" Basin) *Source: Assoc. Sand & Gravel Co. -Standards ALLLOWABLE STORM DRAINAGE DETENTION OR CONVEYANCE MATERIALS: Reinforced Concrete (right-of-way) Non -reinforced Concrete (non -right-of-way) Aluminized Steel Aluminum 16 GA or better CMP Asphalt Coated N-12 ADS HDPE (Min. 2'cover required under paved areas) water tight PVC-SDR 35, ASTMD-3034 or better Ribbed PVC pipe, ASTM D-2444 Ducticle iron pipe Class 50 - Tightlines system: N-12 ADS (Smooth Wall) PVC-SDR 35, ASTMD-3034, or better Hancor F-81 0 S:\ENGR\HANDOUTS\Drainage tables E21 STANDARD DETENTION SYSTEM WORKSHEET (5000 SF OR LESS) CALC. BY: 7-1 �/zeorf OWNER: A�11— 1451 ADDRESS: PHONE: 00 g 7- Z7 DATE: IMPERVIOUS SUFACE AREA PIPE DIA. PIP E LENGTH -45 6C. ORIFICE 71e FOOTING DRAINS SHALL NOT RIM ELEV DETENTION PIPE LENGTH FINISHED GRADE TIGHTLIN UPPER CATCH BASIN — 0-5%,T-94-8 SLOPE ELEV. CONTROLCB BE CONNECTED TO OCKING LID (TYP.) I M E L F V. W MIn. clearance Measured from top of Ir F Cone. box or r1ser. 9. DETENTION SYSTEM TO CITY CONVEYANCE -4NV.. -2 - ELEV !?4 —4 OUTLET CONTROL DRIFICE I !VoAt/ MIM r-LXV' w INV. ELEV. 019-2-1 2'X2'X 2" DEEP CONTROL CATCH BASIN (4'-6' QUARRY SPALL$ OR EQUAL) IN. (r COVER FROM CONTROL C SHALL BE PERPENDICULAR 1 151 CONTROLCB I I --- TO SPREADER TRENCH TRENCH SHALL BE LINED WITH MIRAF1 &ON TOP PERF. PIPE SHALL BE EL Ir IPRAP OUTLET LEVEL & CAPPED AT ENDS WASHED DRAIN ROCK NOTES SPREADER TRENCH 1 . CALL ENGINEERING DIVISION (771-0220 EXT. 1326) 24 HOURS IN ADVANCE FOR A TIGHTLINE AND DETENTION SYSTEM INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS, 2, Responsibility for operation and maintenance of drainage systems on private property is the responsibility of the property owner. Material accumulated In the storage pipe must be flushed out and removed from catch basins to allow proper operation. The outlet control orifice must be kept open at all times. CITY STORM CONVEYANCE SYSTEM SPREADER TRENCH SHALL BE AMIN. OF 10'LONG AND PERPENDICULAR TO CONTROL CB. Esu� 3) STORM DRAINAGE REPORT For BELL STREET CONDOMINIUMS At 641 BELL STREET In THE CITY OF EDMONDS May, 2004 BI §A! doll G. P, (BOB) PARROTT, P.E. P.O. BOX 2715 WDODINVILLE, WA 98072 Ph. 425-481-3027 Fax 425-481-3027 �EXPIRES 149-09-06- -7 RECEIVED MAY 19 2004 PERMIT COUNTER 114 0414 STORM DRAINAGE REPORT For BELL STREET CONDOMINIUMS At 641 BELL STREET In THE CITY OF EDMONDS May, 2004 m G. R (BOB) PARROTT, P.E. P.O. BOX 2715 WOODINVILLE, WA 98072 Ph. 425-481-3027 Fax 425-481-3027 RSCEIvED MAY 19 2004 ��PIRES PERMIT coUNTER CITY C0,0117 jr- it 0414 0 a PROJECT INTENT The intent of this proposal is to construct a 4-unit condominium structure on the subject site, being an exact clone to the recently constructed structure on the site immediately adjacent to the east, at 645 Bell Street. PRE -DEVELOPED CONDITIONS The pre -developed conditions on each site are nearly identical. Each site supported a small single-family dwelling on the front half of the site, with associated walkways and driveways. Pervious / impervious coverages are nearly identical. Lot sizes are identical and topographic characteristics (i.e. slopes) are nearly identical. The only difference is that the subject site is 2 to 3 feet lower than 645 Bell Street. This translates to nearly identical times of concentration and peak flows for pre -developed conditions. POST -DEVELOPED CONDITIONS The post -developed conditions on each site are nearly identical. The site areas, the pervious / impervious coverages, and the site improvement plans are identical. The subject site plan calls for two lengths of storm drain to be at flatter slopes than realized on the adjacent site, t ' hus increasing the time of concentration. This translates to the detention system as designed for the adjacent.site being slightly on the conservative side for the subject site. For the above stated reasons, we proposed to employ the previously approved design for 645 Bell Street, for the subject site. The only differences are in the facility elevations since the subject site is lower than 645 Bell Street. We see nor reason to re -invent the wheel by reproducing the design computations, therefore the storm drainage report and computations prepared for 645 Bell Street, by Mr. John W. Mellor, P.E. (now deceased) are included herein. If you have any questions or require additional data, please call me. G.R. (Bob) Parrott, P.E. 0414 REcf:IVEL) SEP 19 20M DEVELOPMENT SERVICES CTFt. CITY OF EDM(wDS STORM DRAINAGE REPORT for NORTH VISTA CONDOMINIUM — 4 UNITS 645 BELL STREET EDMONDS9 WA 98020 prepared for. James R, Irwin prepared by John W. Mellor, P.E. IL00"6 - �'el' . I W* �_.. - �_ -,rev - Dflfwtn3 j -; , 46 49 EXISTING CQND�ITIQNS The existing site contains a small single family residence in the front half Of the-sitO. The bark yard is primarily grass with a sharp -drop off of the north end of the lot to the alley - No, surface runoff frOrn offsIte areas have any appreciable impact on this property. UNpEVE OPED SITE with a to ographical, change from 105.5' at The subject property is moderate4y.sloped . p the BE comer of the subject property -to 94' at the NW of the subject PMPe.rty. This elevabon change takes place over a distance of 123', a verfica . I change of 11.5' . over . a distance of 123'wb an average slope of.9.35%. The acreage of the subject property Is: 59.g�o �97 = 6,503.8 sq. fL = C.. 1514 acres 43,560, 43,560 The existing impervious surfaces presently on the subject site include an old house, walkways, and a driveway for �- 1,785.eq ft(built prior to 1979) 1,785 so ft = 0.0410 ac 43,560 SCI ft/SC The existing pervious, area of the -subject site is covered with grass, shrubs, and several small tress. The pervious area for sake of this analysis will be the entire site and is 6,593..8 S� ft. or 0. 1514. acres CN valuesf6r the site: .............. i .......... 85 meadowsor pasture .................................... I ............................ Time of -Conggntration for the Onsite Run Refer to the enclosed map: - The runoff route consists of sheet flow from the BE corner of the property to the NW comer of the property then into the existing catch basin In the alley, as shown below. a Time& of concentration are computed with the following equations for overiand flow as follows: Tt 0.42 CLS LnsU where So slope of watercourses are -"r- 4 CP27 (SOf (104.9-104.OY35 = 0.0257 (104.0-102-9)128 = 0.0407 (102.9-96.5)/63 =-O - 10 16 L = length of watercourse over asphalt, 35' L = length of watercourse over concrete, 28' L = length of watercourse over gross, 63' ns= Manning's coeff 0.011 for asphalt ns= Manning's coeff 0.011 for concrete ns- Manning's coeff 0. 15 for short grass P2= 2yr-24hr rainfall 1.50 Ttj = 0.42(0.011 x 3510*8, 0- 4 0. 1957 0.684 min = Ttj (1.5)0-'�"(0.0257) 0.2863 Tt? = 0.42(0.Ojljl x_28 I Q.1637 0.476 min - To .5 �(0.0407)0.4 0.3441 Tt3 = 0.42 (0.15 Lc 63)0'81 2.5328 5.105 min T I a 0.4961 To = Tt, + To + To 0.684 + 0.476 + 5.1105 6.2e5 min pervious area CN 85 impervious area CN TC 0.0 98 6.2e5 0.1514 SBUH results are contained in the back of this report. DEVELOPED SITE The developed property will contain a 4 unit condominium and including the driveway will have 4,676.5 sq ft or 0. 1074 ac of new impervious sutleces. 4 parking spaces are covered, under the building,. and 4 parking spaces are next to the alley. The pervious surfaces will be lawn and landscaping; the remainder of the site 6,593.8 - 4,676.5 = 14917.3 sq ft or 0.0440 acres 2, 'The time of concentration for the developed site is based on the runoff time from th . e roef of the building, down rain gutters, and through the detention system 0. Tt '2� where Soi = slope Of dfWY 15.73% 24' L z length of drwy ns= Manning's coeff. 0.011 Pz= 2yr-24hr, rainfall 1.60 Tt L L where k 27 for slot drain 60V 60kr-Y—o S02 r." of slot drain 2.0% L length of slot drain 18' and V S03 = slope of collection line = 2.0% c0i = 64' L = length of Ilection line SO4 = slope of colleCtiOn line = 65% L =length of Collection line =1 5' So5 = slope of detention sys t 0.5% L = length of detention sys = 46' Ttj 0.42 (Q. 011 x 24)0-8 W7 0.2449, Min (1.5)"(0.1573)'" 0.5909 TV ---0.0788 min, 60 (27 JO—.02 To 0.53 min(run in 64'.of 4w PVC collection piping @ 2.*0%; 0 0.021 2.02 f0s) Tt4 = 0.04 min(run in 15' of 6" PVC collection piping @ 65.01%; 0 0.02, 6,44 fps) T,b 0.94 min(run in 46'of 36" CMP detention piping @ 0.50%; Q = 0.03,.0.81 fps) Tc Ttj + Tf2 + Tt3 + T14 + Tts D.2449 + 0.0786 + 0.53 + 0.04.+ 0.94 = 1.8335 min. pervious area CN Impervious- area CN Tc 0.0440 86 0.1074 - .08 1..8335 SBUH results are at the back of this report 0 3 . Deterftn Reggirements. The . added imperAws surhms are 4,678.5 sq ft. The SBUH analysis Will be used to determine detention requirements. The RDFAC analysis was run for a 31r CMP pipe' Wkh a -live watew depth of T (ugM9 a wetpipe design). The analysis indicates a pipe 41.r in length, with a storage capacity of 208 cu ft is required. Actually I a 45' section of 36, CMP wig be used with associated.appurtenences. Loll �_,z Any off9ite drainage would. have to come, because of topography, from the prop" to the east However after field inspection and discussions with the neighbor,and previous owner of the subject property no significant nmoff comesft..,orn the neighboring property. Dowr"stmarn 6ftqfflI—ij Sudace -rurwff, both existing and developed, enters an existing catch basin at the.NW caffor of the subject property. From this catch basin storm drainage flows are piped 40'to a cat6h'basin on the north sid.e'of Howell Way. From this catch baiin flows are piped 200' west to a catch basin man.hole, I and then again another 200' to a catch basin manholee in 3rd Ave S. From this point flows are piped 125' north to a catch basin* manhole in 3rd Ave S. From fts catch basin manhole flows are directed in a piped outfall to a ravine through which Shellbarger Creek flows to the wetlands adjacent to the treatnmrd plant, and eventually to Puget Sound. No where along this ro ute is there a n apparent opportunity'fbr overflow, ercsion, M The deWntlon Will provided by a 36w CMP pipe. A section of 36" pipe 45' in length will provide an average of 5.006 cu ftIft x 45 = 225.27 cu ft of storage. Addibonal storage will be provided by a 48* Type 11 catch basin with restrictor with a live storage depth of 2.225'. The Type �-L catch basin adds 5.778 cu ftRt x 2 fL The storage of the entire 3r cMP detention system is 271.W8 cu ft, which is, in excess of the required, 208 cu ft. 44r. CB live storage depth 2.225 ft x 12-5M cu ftfit ..................................... 27.959 cu It ....... 225.270 cu ft 45'CW x.5-DO6 cu Vft ...................... I .................... I ........................ 2'x 3.142 cu M .......................................................................................... 6.283 cu ft Type I - L CB live storage depth 2.0 ft.x 5.778 cu ftMt .............................. 11.556 cu ft: 271.068 cu ft 4. Required detention volume is 208 cu ft*, detention volume provided is adequate - The ftm; to check is the. 100 year storm, 0 . ioo = 0,24 Ch. From the formula Q 9.730DH32 ; where Q -is in cfs, D is in feet(dia) and H. in feet, an 6 inch . riser can discharge 1.772 Cfs. Therefore 0.24 Cfs, IS a conservative discharge, to Flows Leav no the etention S d d i n a F k__)ws_f NO -rn—t he- P_ 8-r-k-nS -in- -t he R —ea r The allow . able release. rate from thelotal site is 0.01 cfs for the 2 yr storm, 0.03 Cfs for the 10 yr storm, and 0.06 eft for the 100 yr storm. These g1lowable releases must be achieved after adding the runoff from each of the storm respectively. The only exception was for the 2 yr storm, 0.02 cfs would be allowable for this storm after addition of the runoff from the 4 parkings spaces adjacent to the alley. The allo�- release rates frorn the upper part of the site would be 0 . .01 cls,'O.02 cfs, and 0.04 cfs for the 2 yr, 10 yr, and 100 yr storms respectively. Then by pure addition .01 + 0.01.= 0.02 cfs, 0.02 + 0.0.1 .. :0.03..cft, and 0.04 the total release rate would be 0 + 0.02 = 0.06 cls for the 2 yr, 10 yr, and 100 yr.storMS - Water gmLlft Parking at the proposed r-ondorniniums is . under cover. A oiVwater separaWr will be used in the covered parking area through which any surface runoff will...pass prior to being dire�ted to the sanitary sGIMM. city Datum All elevations have been revised to City datum. The datum base is the sewer manhole located at the intersection of 4th -Ave S & Howell W8Y. 5 ?Ae S.C.S. TYPE-IA.RAINFALL DISTRIBUTION ENTER: FREWYEAR), DURATION (HOUR.), PRECIP(INCHES) .-2,24.1-50 --------------------- ------------------------------------------------- -lA DISTRIBUTION S.C.S. TYPE 1.50" TOTAL PRECIP, 00000**** 2-YEAR 24-HOLM STORM **** - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - --- - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - ENTER:A(PERV), CN(PERV), A(IMPERV), CN(IMPERV). TC FOR BASIN NO. .265 .0.1514,85,0.0,98,6 DATA PRINT-OUT: -AREA(AMS) PERVIOUS IMPERVIOUS -TC(MINUTES) A CN .4 CN .2 .2 85.0* .0 .9.8.0 6.3 PEAK.-�-Q(CFS) T-FEAK(HRS) VOL(CU-FT) 7.83 248 ENTER [d:I[pathjfilename[.extI FOR STORAGE.OF COMPUTED HYDROGRAPH: IRWN002E -SPECIFy: C CONTINUE, N NEWSTORM, P PRINT, S STOP c----------- ----------------------------------------------------------- ENTER: A(PERV),.CN(PERV). A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 .0.0440',86,0..1074.98,.1.8335 Z>grVgre-OPE.C� DATA PRINT-OUT: pERVIOUS ImpERVIOUS TC(MINUTES) AREMACRES) A CN A CN .2 .0 86.0, .1 98.0 1.8 PEAK-Q(CFS)� T-PEAK(HRS) VOL(CU�FT) 7.67 577 ENTER I d*j path If ilenamet. ext ]"FOR STORAGE OF COMPUTED HYDROGRAPH: IRWN002D SPECIFY: C CONTINUE, N - NEWSTORM, P - PRINT., S - STOP S.C.S. TYPE-lA RAINFALL-DISTRI-BUTION ENTER: FREWYEAR), DURATION(HOUR), PRECIP(INCHES). 10,24,2.00 ------------------- ------------------------------------------- S..C.S. TYPE-1A DISTRIBUTION 10-YEAR 24-HOUR STORM **** .2.00" TOTAL PRECIP... - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - -- - - - - - - * - - - - - --- - - - - - - - - - - - - - - - - - ENTER: A(PERV), CN(PERV.).'A(IMPERV), CN(IMPERV) . .'.TC:FOR BASIN -NO. . I. 0.1514,85,0.0,98,..6.265 DATA pRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 8.5.0 .0 98.0 6.3 PEAK-Q(CFS) T-PEAK(HRS). VOL(CU-FT) 7.83 436 ENTER [d:][path1filenamef.extj FOR STORAGE OF COMPUTED HYDROGRAPH: IRWN010E SPECIFY: c.- CONTINUE..N NEWSTORMI P - PRINT, S STOP C. ------------------------------------------------------------------------ ENTER: A (PERV) , CN (PERV) ' A I MPERV) , CN f IMPEW TC FOR BAS I N NO 2 0.0440,86.0-1074,98,1..8335 PMVC4�OPAO DATA PRINT-OUT: AREA( ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A . CN A - C14 .0 86.0 .1 98-0 1.8 ,PEAK-Q(CFS) T-pEAK(HRS) VOL(CU-Fr) 7.67 827 OF COMPUTED HYDROGRAPH:. ENTER [d.Tfpathjfilename[.ext] FOR STORAGE IRWN010D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRIN.T, S - STOP -lA A71LL DISTRIBUTION S.C. S., TYPE RAW ENTER: FREQ(YEAR), DURATION(HOUR.), PRECIP(INCHES) .100 , 24.3-00 ------ --------- ------------ -------------------------------------------------- S.C.S. TYPE-lA DISTRIBUTION 100-YEAR 24-HOUR STORM* P*** 3. .00" TOTAL PRECIP.. ------------------- L -------------------------- - - - - - - - - - - - 7 - - - - - - -- (PERV) A (I MPERV) CN I MPEIRV) TC F011 RAS I N NO. I ENTER, A(PERV), CN 0.151-4,BS;0.0,98,6.265 -DATA PRINT-OUT' VZ AREA(ACRES) IMPERVIOUS TC (M I NUTES) -A CN A CN .2 .2 85-0 0 9.8. 0 6.3 PEAK-Q(CFS) T - PEAK PiRS) VOL(CU-PT) 872 _06 7.83 R STORAGE OF COMPUTED HYDROGRAPH: .ENTER-[d:jfpathlril.ename[.extI FO IRWN100E SPECIFY: C - CONTINUE, N - NEWSTORM. P PRINT'S - STOP c -- -- --- ----------------------------------------------------------------- ENTER: A(PERV), CN(PERV)-, A(IMPERV), CN.(IMPERV) TC FOR BASIN NO. 2 .0.0440.86,0..1074,98,1.8335 DATA � PRiNT-our: AREA(ACRES) PERVIOUS IMPERVTOUS TC(MINUTES) A CN A CN -2 .0 -86.0 .1 98.0 1.6 PEAK-Q(CFS) T-PEAK(HRS), VOL(CU-FT) 7.67 1345 -ext FOR STORAGE OF COMPUTED, 1HYDROGRAPH: ENTER path]filename[. IRWNl00D SPECIFY: C CONTINUE, N NEWSTORM, p - pRINT, S STOP S.C.S. TYPE-lA R*AIALL*DISTRI-BUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES).. 2,24,1.50 ------ ------------------------------------------------- -------------- S.C.S. TYPE-lA DISTRIBUTION 2-YEAR 24-HOUR STORM 1.50" TOTAL PRECIP.-.**4****x* ---------------------------------------------------------------------- 7- ENTER:A(PERV), CN(PERV),'A(IMPERV). CN(IMPERV),.TC.FOR BASIN NO. 2. 0.0,86,0.0186,98,0.675 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN- A CN A .0 86.0 96.0 .7 PEAK-Q(CFS) T-PEAK(MtS), VOL(CU-FT) 7.67 86 ENT'8R -(d-.][pathjfilenamej.extj FOR STORAGE'OF COMPUTED HYDROCRAPH-:. IRN002EL SPECIFY: C CONTINUE.- N - NEWSTORM, P PRINT, S STOP WA S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3.DO -------------------------- -------------- ------- S.C.S. TYPE--lA DISTRIBUTION. **** 3.00" TOTAL. PRECIP. loo-YEAR 24-HOLIR STORM - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ;-- - - - - - - - 'ENTER: - A(PERV), CN(PERV). A(,IMPERV), CN(IMPERV) . 'TC FOR BASINN0, 2 0.0,86,0.0186,98.0-675 'DATA PRINT-OUT: AREA(ACRES) PERVIOUS IKpERVIOUS TC(MINUTES A CN A CN .0 8.6.0 .0 98.0 ..7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 186 7.67 AM ENTER [d:.j[path]filename[.extj FOR STORAGE. OF CORPUTED HYDROGRAPH: IRN1.OaEL SPECIFY: c - CONTINUE, N NEWSTORM, P STOP. S.LHlARy OF INPUT IT 0 1) 2) TYPE OF FACILITY: TANK TANK DIAMETER(ft), STORAGE DEPTH(ft): 3.001 2.00 3) VERTICAL pERMEABILITY(min/in): .00 4) PRIMARY DESIGN HYDROGRAPH FILENAME: IRWN100D -5) PRIMARY RELEASE RATE(cfs), 04 6) NuMBER-OF TEST HYDROGRAPHS: 3 FILENAME: IRWN002D. TARGET RELEASE(cfs) 01 ***N * TEST HYD I TEST HYD 2 FILENAME: IRWN0101) TARGET -RELEASE(ef S TARGET RELEASE(Cfs): 0 2 0 4 TEST HYD 3. FILENAME: IRWN100D 7) NUMBER -OF -ORIFICES.,' RISER-HEA . D(ft)l RISER-DIAM(in): 2. 2.00.1 .6 ITERATION DISPLAY.:. YES ENTER ITEM NUMBER TO BE . REVISED (ENTER ZERO I . F NO REVISIONS ARE REQUIRE I D): INIT I I AL STORAGE VALUE FOR ITHRATI'ON PLWOSES: .531 CV -FT BOTTOM ORIFICE: ENTER Q-MAX(Cfs) 0.0260 DIA.= .82 rNCHES TOP ORIFICE: ENTER HEIGHT(ft) 0.70 DIA. .67 INCHES TTERATION COMPUTATION BEGINS.... TRIAL TANK-LENG-M STOR-AVAI L STOR-USED PK-STAGE. PK-;OUTFLOW .02 1 .106.1 531 400 270 252 .86 1.07 .03 2 80.0 3 .65.2 326 238 1.26 .03 4 56.4 282 229 1.43 .03 5 51.2 256 223 1.56 ..03 6 47.9 239 .218 .1.67 .04 7 45.8 229 215 1. 7*5 .04 8 44.4 222 213 1.81 04 9 43.6 218 212 1.87 .04 1 43.0 215 211 210 1.91 1,94 .04 .04 11 42.6 42.3 213 211. 209 1.96 .04 12 13 42.1 210 209 1.97 .04 14 42.0 210 209 1.98 .04 is 41.9 209 209 1.99 .04, 16 41.8 �oq .208. 1.99 .04 17 41.8 209 208 .1.99 ..0-4 18 41.7 208 .208 1.99 .04 19 41.7 206 208 2.00 .0.4 PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUA.L-OUTFLOW PK-StAGE. 2.00 STORA& 201 DESr-GN HYD- .12 .04 .04 .67 51 TEST HYD 1: .05 TEST HYD 2: .07 .01 .02 .01 .78 91 TEST HYD 3: .12 .04 .04 2.06 20, SPECIFY: D - DOCUMENT, -R REVISE, A ADJUST ORIF, E ENLARGE, S - ST4 4' D[ 3' DE .1 0 F ED,,,,_ -&-t. 1890. I BELL ST CITY OF EPMONDS WATERLINE AS -BUILT ADDRESS HOMEOWNER 641 BELL ST MEADOWDOD HIGHLAND CONTRACTOR SCALE NTS DATE DRAWN PERMIT 01-11-2005 P SIBREL NO. 2004-0840 C I T Y of EDMOIDS For Inspection Call 771-3202 Address of Construction: Property Legal Description (Include all easements): PEtNITI NO.. 00 T 09 Owner and/or Builder: 1qN Contractor & L i cense No: EDM 7M ON ONDS E N: ZA r P Singl:e Family Residence OL TR :7 EWr.PLAtN4Tr] Multi -Family (No. of Units Commercial (No. of fixture Units Invasion into City Right -of -Way: No 4— Yes _ (If Yes, Right -of -Way Construction Permit required. Call One -Call -Center (1-800-424-5555) before any excavation.) Cross other Private Property: No Yes (If Yes;�TaRUTeqFi IF attach legal description and county easement number.) PLEASE READ THE ITEMS LISTED ON -THE BACK RECEIVED 1 certify that I have read'and shall comply Date the items li -/the back. FEB 2 7 1990 with sted on PUBLIC WORKS Or'J 'pipi 'Pill ;J 501W WIW �JU Wi Permit Fee: lIs.sued By: Trunk Charge: Date Issued: 1'7 Assessment Fee: Receipt No.: Partial Inspection: Comments Date Initial Final Inspection Approved: Dat6 co I Rejected: C) Reason _5a t _e Initial PERMIT MUST BE POSTED ON JOB SITE cc White Copy File Green Copy -Inspector Buff Copy Applicant Side Sewer Drawing The City of Edmonds EASEMENT NO - -------------------------------------------- NEW CONSTRUCTION F� REPAIRS Rr LID NO . .................. ASMT. NO - --------------- OWNER ------------------------------------------- ---------------- ----- CONTRACTOR ----------------------------------------------------------------- ------------------ PERMIT NO. U-9 ------------ ------ ------------------------ JOB ADDRESS ------- ------- LEGAL DESCRIPTION: LOT NO - -------------------------------------- BLOCK NO - ------------------------------------ N � "KT � U-e PWW-0001-11/75 (REV.1 1/78) NAME OF ADDITION --------------------------------- ---------------------------- -------- I [��g r 40 Approved: o -------------- Z� DATE/ Bye�� APPLICATION for The City of Edmonds SEDE SEWER PERMT EASEMENT No . .......................................... NEW CONSTRUCTION 0 REPAIRS 0 114-03600 OWNER ........... �jAck M. Stuart ............................................................................................. CONTRACTOR .................................................................................................. PERMIT No . ...................... ADDRESS ....... ��.l .... Bell .... St ................................................................ .. ...... .. .. 0 0 LEGAL DESCRIPTION: LOT No . .............................................. BIoOCK No . ............................................ NAMEOF ADDITION ............................................................................................................... ......................... C110 Dye Tested On Sewer 1972 Approved: DATE................................................ By ...................................................................... 77's 0 0 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 Website: wwwci.edmondsma.us k Rm!� -DEVELOPMENT SERVICES DEPARTMENT -1 �__ 9Q, Planning - Building Engineering June 30, 2005 Mike Massey 7272 d Street,'Unit-C Mukilteo, WA 98275, GARY HAAKENSON MAYOR RE: Meadowood.Highland�,��S%G 1�eett Permit. #2004-0840, Driveway Slope Dear Mr. Massey, This letter is being sent in response to your request dated June 23, 2005,,to exceed the maximum allowed driveway slope of 14%. The driveway slope was checked in several areas during a field inspection on June 21, 2005 and found to be between 14% and 21%, in concurrence with your findings on June 22, 2005. It is understood that the building was constructed within I inch of the maximum allowable height and therefore it was not possible to raise the finished floor elevation -of the garage. The sidewalk approach was also constructed. with minimal positive slope toward the street a ' nd to proper grade. The grade of the road (Bell Street) was previously established. - Because there is just a small part of the driveway that will exceed the limits established in the Chapter 18.80.0604D of the Edmonds Community Develo pment Code, we do not feel public health, safety and general welfare will be aff6cted 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 comer of the driveway and up to a maximum of 20% for -the remainder of the driveway is approved and the driveway may remain as constructed. CITY ENGINEER Jin treet file Permit #2004-0840 A IncorporcitLad August 11, 1890 Date: June 23, 2005 To: Dave Gebert, City Engineer From: Meadowood Highlands, LLC Mike Massey 425-501-0003 Larry Kiel 425-754-8686 Subject: Waiver/Approval of driveway slope (per attached drawing) at 641 Bell St. *&S-43C-9195'o On June 22, 2005, we used a laser level to shoot the driveway slope at 641 Bell St. in six different areas. We shot from the edge of the new sidewalk to a spot 13ft. down the driveway to the approximate concrete joint (see attached drawing). The slope at the six spots starts at 15.36% at the west side and go to 21.88% at the east side of the driveway. Only 72 sq.. ft. of the 785 sq. ft. driveway is over 20% (9% of -total). Some of this 72 sq. ft. would not be driven on because of the way the driveway tapers to meet the 30 ft. maximum driveway width. 201�f the driveway to the far east would not be driven on due to the alignment of the entry garage door drive lane. This means another 18 sq. ft. of the driveway would be driven on which would reduce the driveway area that exceeds 20% to approximately 54 sq. ft. of the total driveway. This reduces the total drive area to 6.6% of the total driveway. Once the cars get to the last 10 ft. of the driveway the slope is approximately 17% grade and allows cars and trucks to enter the garage quite easily. We held the sidewalk as low as possible within minimum slope and held the garage slab as high as possible to stay within our building height restriction which was surveyed and verified by Mike Schnook to be within I inch less of our required total height. Thank you for considering this waiver request in regards to 641 Bell St. Mike Massey Larry Kiel �RE-A OF S U-15fT- ,;oo 96 or� o\o(Ep-, 9 % , epf to-t.11 \4 RE L L, -S7TRf-ET ED AV I::_ .4 �NOTIC TO PERMITTEE AND/OR OWNER DO NOT REMOVE PARTL4,L APPROVAL rU CORRECTON REQUIRED ENFORCEM ENT VIOLATION Y, Q Owner h-1 e,�, Permit Number Job Address act I 5P. 7 Site Cont' U WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS "PROVED APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE OF WORK IS STARTED RECALL FOR INS PECTION 0 Sd:�REINSPECTION FEE MUST BE PAID PRIOR TO INSPECTION REQUEST L3 STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR L3 NO PERmrr.STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES -SoLv 7 AA t,tt2 [215,el?5' al u'LL.-Ne, I 6 k-'_ LA M e1104- P,:,- 6111v j IV A L. L r ..(,I W1 - N �'Ii Ly I-Ocruj6" F L"I 6) f__�7 2 1,14 -3 --.67 lr�s THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED TO BE CORRECTED WITHIN CALENDAR DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTION CALL 425-771-0220 E3 Building El Planning VEngineering L3 Fire L3 Public Works Jr Date White: Permit File PinL- Enforcement Buff- Applicant , 890 . 194 TOP I C: \\O� LARRY S. NAUGHTEN CITY OF EDMONDS MAYOR 250 - 5th AVE N. * EDMONDS, WA 98020 e (206) 771-3202 COMMUNITY SERVICES: PETER E. HAHN Public Works e Planning * Parks and Recreation * Engineering DIRECTOR QUESTIONNAIRE ALLEY ADJACENT TO CIVIC CENTER PLAYFIELD, PARALLEL TO BELL STREET, BETWEEN 6TH AVE. S. AND 7TH AVE. S. Directions: Please circle your answer, sign and return to the Engineering Division, 250 - 5th Ave. N., Edmonds, WA. 98020. Questions: I will support making the alley one-way: 8 or No The one-way direction should be towards: 7th Ave. S. Address: QUESTION/TXTST530 Si§nature X 17'DA6 0 Incorporated August 11, 1890 0 Sister Cities International — Hekinan, Japan C I T Y 0 F E D M 0 N D S SEWER DEPARTMENT STOPPAGE OF SANITARY SEWER MAIN REPORT DATE: TIME CALL RECEIVED: OF STOPPAGE: JIME OF ARRIVAL ON THE JOB'SITE: TIME -NORMAL FLOW OF SANITARY SEWER REESTABLISH . ED: ext -ap, CAUSt OF STOPPAGE: Lt-3 OE:Q- L-k �-_X G7 ACTION REQUIBED TO CLEAR MAIN AND/OR LATERAL: (E\L -d—=Q264S�D LAA 2A4, C>c !S, Ax-f=� QA5"c>\)c;E) t2-i-a-e c-Au e�, 1 td& CITY CREW ON STOPPAGE CALL OUT (Personnel Involved): Q A AZ� LJ D - CD LOCATION OF RESIDENCE AFFECTED: Lp e L NAME, ADDRESS, -AND PHONE NUMBER OF PROPERTY OWNER: maet_> DESCRIBE DAMAGE TO PRIVATE PROPERTY: LA : �e_ I > Q &". I j - - j c: >' - - Q A" A, 4-. E: ......... 0 cAL.L. &,T Z:46� 92�_19_ 0 JE7 %.I.> Ar'-O> %.%C>r C-5 UA CAr p p GL To REMARKS: &.4Tx;V_ %:c_>u&41L_) a0cyr NA 44 =�C_ _�.. &-> - toz --1&4 0 m a CiE� LL-.) Q\-1=. Ljo -r Lig le STORM DRAINAGE REPORT cl For TY c opy BELL STREET CONDOMINIUMS At 641 BELL STREET in THE CITY 'OF EDMONDS May, 2004 am G. R. (BOB) PARROTT, P.E. P.O. BOX 2715 WOODINVELLE, WA 98072 Ph.. 425-481-3027. Fax 425-4811-3,027 RECIEWED MAY 19.12004 PERMIT COUNTER 0414 PROJECT rNTENT The. intent of this proposal is to construct . a 4-unif condominium structure o6 the subject site, being an exact clone to the recen tly constructed structure on the site immediately adjac.ent to the east, at 645 Bell Street. PRE -DEVELOPED CONDITIONS The pre -developed conditions on each site are nearly identical. Each site supported a small single-family dwelling on the front half of the site, with associated walkways and driveways. Pervious] impervious coverages are nearly identical. t6t sizes are'Identical and t . opographic char . acteristics (i.e. slopes) are nearly identical. The only difference is that the subject site is 2 to 3 feet, lower than 645 Bell Street, This translates to nearly identical times of concentration and peak flows for pre -developed conditions. POST -DEVELOPED CONDITIONS The post -developed conditions on each.site are nearly identical. The site areas, the pervious / impervious coverages, and the site improvement plans are identical. The i subject site plan calls for ' two lengths of storm drain to.be at flatter slopes than realized on the adjacent site, thus increasing the time of concentration. This translates to the detention system as d I esigned for the adjacent site being I slightly on the conservative side for the subject '5ite. For the above stated reasons, we. proposed.to employ' the previously approved design for 645 Bell Street, for the subject site. The only' differences are in the facility elevations since -the subject site is lower than 645 Bell, Street. We see nor reason to re -invent the wheel by reproducing the design computations', therefore'the storm . drainage report and computations prepared for 645-Bell Street, by Mr. John W: Mellor, P.E. (now deceased) are included herein. If you have any questions or require additional data, please call me. - "Z' G.R. (Bob) Parrott, P.E. 0414 RECEIVED SEP 19 2V DEVELOPMENT 'E CT11 RVICE' CITY OF IEDo,,D, STORM DRAINAGE REPORT for NORTH VISTA CONDOMINIUM — 4 UNITS 645 BELL STREET EDMONDS, WA 98020 prepared for James. R. Irwin prepared. by John W. Mellor, P-E. EXISTING CONDITIONS The existing site contains a small single family residence in. the front half of the �site, The back rd is primarily grass with a sharp Arop off of the north end of the lot to the ya alley- No.'surface runoff frorn offelte areas have any -appreciable impact on this property. UNDEVELO—P—M-351ME The subject property is moderately sloped with a topographical change from 105.5' at the SE -comer of the subject Property to 94- at the NW of the subject - property. This elevation change takes place over a distance of 123'. a vertiC2 .1, change of 11.5' 1 over a distance of 12TWIth an.averaW slope of-9.35%.. The acreage of the subject property Is:. 59:96 x 109 9-7 6.5 . 93.8 stl, fto = 0. 1514 acres 43,560. 43,560 The existing impervious. surfaces preseritty oh the subject site include an old house, walkways, and a driveway for r- 1,7,85.aq ft(bui I It prior to. 1979) 1,785 sq ft = 0. 0410 ac 43,560 sq ft/ac The existing POMOus 'area of the -subject site is covered with grass, shrubs. and several small tree6. The pervious area for sake of this, analysis will be the en*v site and is 5,593.8 sO It, or 0. 1514 acres GN values for the site: meadowsor pasture ............................................................................... ........ 85 Time of ton mtration for the Onsite Run Refer to the enclosed map.* The runoff route consists of sheet flow from the SE comer of the property to the NW comer of the property then into the existing catch basin In the allay, as shown below. Times: of conceentration for overiand-flow as follows: are computed with the following equations Q8, L U' Tt 0.42 n& where So Slope of watercourses are 0.0257 4 (P2)U.0 . i (S6)". 104.9-104.OY35 = (104.0-102;OM = o.0407 .(102.j)-96.5)r63 L length of watercourse over asphalt, 35' L length. of watercourse over oonceete, 28'. -.L length of watercourse over grass, 63' ns=.Manning's coeff 0.011 for asphalt ns= Manning's coeff 0.011 for concie nse Manning's coeff 0. 15 for short grass Pz= 2yr-24h,r rainfall - 1 .50 Ttj 0.42(0 01 Ix- 35)", 0. 1957 0.6M min Tt, (j.5)w-"7(0.0257-)O-" 0.2863 Tt2 0.42 0-01*1 2g'10-8 04 0,1637 0.476 min Ta (-1.5-1)""(-I.O--�-044107) - 0-3441. TO 0.!15 x 3 2.5328 5.105 min Tt3 (0.1016)0.4 0.4961 TO =.Tt, + To + T13 0.684 + 0.476 + 5105 =,-,6.2e5 min pervious.area CN 85 impervious area. CN, Tc 0.0 98 6.265 0.1514 SBUH results are contained in the back of this report. DEVELOPE ) SITE The developed property vWll contain a 4 unit condominium and including the driveway will have 4,676,5 sq It or 0. 1074 ac Of new imPerviOus surfaces. 4 parking spacesare covered, under the building.and 4 parkIng spacin are next to the a . Iley. The pervious surfaces will be lawn and landscaping; the remainder of the site 6,593.8 4,676.5 = 1,917.3 sq ft or 0.0440'acres 2 The time of concentration forthe developed site is based on the runoff time from the rain gutte -tem roof of the building, down rs, and through the detention sys Tt 0.42 (nsU 0*8 where So,� = slope of drWy 15.73% L = length of drwy 24' ns= Manning's coeff. 0.011 P2= *724hr. rainfall 1.50 Tt L whe . re. I k 27 for slot drain slope of slot drain 2.0% 60V 60k �So S02 L length of slot drain 18' and V -2.0% S% slope of coVection line L length of collection line 64' So.4. slope orf collection line 65% L length of collection line =15' Sos slope of detention sys 0.5% L length of detention sys 46' 08 Ttl 0.42 (0.011 x.2, O.W7 0.2449 min 1 573)1'w"* 0.5909 Tt2 im min. so (2-7,fO—.02 Tfa 0.53 minOun in 64'. of 4* PVC collection piping @ 2.'0%; 0 0.02, 2.02 fps) TiA 0.04 min(rtin in 15'of 6' PVC collection piping @ 65.0%; Q 0.02, 6,44 fps) To 0.94 min(run in 46' of 36" CIVIP detention piping_@ o. 50%; Q 0.03, 0.8.1 fps) Tc Ttj + Tf2 + To + T% + Tts 0.244.9 + 0.0786.4- 0.53 + 0.041+ 0.94. 1. 8335 rnin pervious area CN -impervious. area CN Tc 0.0440 86 0.1074 .98- l.-8335 SBUH results- are at the back of this report 3 K=t I M. a ; a-T_JX Li �_L- - - tj� The added impervious surhices are 4,676-5 sq fL The SBUH anallysis will be used to determine detention requirements. The RDFAC analy"was run for a 3(r CMP pipe, with 9 -live water depth of Z,(usft a wetpipe design). The analysis indicates a pipe 417 in Length, with a storage capacity of 208 cu ft is required. Actually I a 45' section of 36' CMP wil. be used with assodated.appurtenences. - Offaft Drgiaagg A . ny offsite drairiage would. have to come, because of topography, from the property to Me east However after . field inspection and disr=sions with the neighbor and previous Owrw of the subject prqmrty no signtficant runoff comes from the neighboring property. D own stre a M—Ana-ly—SIA Surfam �rurwff, both existing and developed, enters an existing catch basin at the.NW coffor of the subMcl: property. From 008 catch basm storm drainage flows are piped 40'tDa catch basin on the north side of Howell Way. From this catch basin -flows are piped 200' west to a catch basin manhole, . and then again another 200' to a 6atch basin manholee in 3rd Ave S. From this point flows are piped 125' north to a catch basin manhole in 3rd Ave S. From this catch basin manhole flows aredirected in a piped outfall'to a ravine through which Shelibgrger Creek flows to the wetlands adjacent to the treatrnent plant, and eventually. tD Puget Sound. No where along this route is there a . n apparent opportunity for overflow, erosion, M The detention Will provided by a 36* CMP pipe. A section of 36" pipe 45' in length will provide an average of 5.006 cu ft(ft X 45 a 22.5.27 cu ft Of Storage. Additional storage will be provided by a 4T Type 11 catch basin with restrictor with a live storage depth of 2.225'. The Type I-L catch basin adds 5.778 cu ft/ft x 2 fL The storage of the entire CMp detention system is 271.068 cu ft, which is in excess of the required 208 cu ft. 487 G5 live storage depth 2225 ft x 12.566 cu ftIft ............................... 27.959 cu ft .... 225.270 cu ft 45'CMP x * 5.006 Cu fttft .... .-I ............. ....................... I ....................... 6.283 cu ft .2'x 3A42 cu fl/ft .......................................................................................... Type I - L CB live storage depth 2.0 ft.x 5.778 cu ftIft ............................... 11.556 cu ft 271.068 cu ft 4 ft: detention volurne provided is adequate. Required detention volume is 208 cu Check Rise,, Overflow C-800-0-itY. e 100 year storm, Oloo 0.24 ds. From the formula The flow to check is th n Q 9.739be;whereQ.isin cts, D is infeet(dia) and H i NW,an6inch . rise . r can '24 cis . is a conse"tive discharge. discharge 1.722 Cts. Therefore 0. Rear to Flows Leavi"iq t he P9 "etion SNrftm ddincLF-10-�-v-$-f-r-Of—n-t-he--P-S-r-k'-n-cl-'-n—the, cfs for'the 2 yr storm, 0.03 cft for The allowable release rate from the-tots'.0te's."' 6 cfs for the 100 yr storm. These allowable releases must be the 10 yr storm, and 0.0 ly. The only -O&deved after addin the runoff from each of the MOMS 9 0.02 cfs would be allowable for this storm after exception was for the 2 yr storm, ' adjacent to the alley. addition of the rinoff trorn the 4 parkings; spaces upper part of the site would be 0.01 cfs,A02 cfs, The allov� releSSe ratcs "m the by pure addition and O.o4 cfs for the 2 yr, 10 yr, and 100 yr storms respectively. - Then 0.02 + 0.01 - 0.03.cfs, and 0.04 the total -release rate would be 0.01 + 0.0i.= 0.02 cis, + 0.02 _- 0.06 cfs Ibr the 2 yr. 10 yr, and 100 yr. storms. Water Qual Parking at the Proposed condom'iniums,is under cover. A owater separator -will be h-a ' surface runoff will -pass prior to used in the covered parking area through whic nY being directed to the sanitary sewers. city Qaty All -elevations have been revised. to City datum., The datum base is the sewer manholl e dion of 4th �Ave. S A HowLql Way. jo&ated at the interse 5 s.C. S TYPE- 1A.RAINFALL DISTRIBUTION ) , DURAT I ON (HOUR) pREC I P I NCHES) ENTF-R: FREQ(YEA-R 2,24-,1.50 --------------- --------------------------------------- S.C.S. TYPE-lA DISTRIBUTION 2-7YEAR 24-HOUR STORM 1.50" TOTAL PRECIP. ---- ---------------- - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - -- - - - - 7 ENTER: .. MPERV I ),.CN(PERV)., A(IMPERV),.CN(IMPERV). TC FOR BASIN NO. 1 0.1514,85,0.0,9.8.6.265 -DATA PRINT-OUT: -AREA(ACR-ES.) PERVIOUS IMPERVTOUS*. -TC(MINUTES) A CN A CN .2 85.0 .0 .9.8.0 6.3 pEAK.-Q(CFS) T-PEAK(HRS) VOL(,CU-FT) .7.83 24.8 f-ilename[.ex . t I FOR STORAGE OF COMPUTED HYDROGRAPH:- ENTER (d:](pa'thl IRWN002E C CONTINUE' N N.EWSTORM, P PRINT, S STOP, - ------------------------------------------------------- - ----------------- ENTER: A(PERV), CN(PE RV). A(IMPERV), CN(IMpERV)*, TC FOR BASIN NO. 2 .0.0440,86,0.-1074.98,1.8335 Dgr\/gre-OPE-D DATA pRi.NT-OUT; TC(MINUTES) AREA(ACRES) PERVIOUS IMPERVIOUS A CN. A 'CN .2 98.0 1.8 PEAK_Q(CFS) t-PEAK(HRS) VOL(CU.-FT) 7.67 5 T7 ENTER-.fd*j9ath]filename[*.extj FOR SToRAdE OF COMPUTED HYDROGRAPH: .IRWN002D SPECIFY:, C CONTINUE, N NEWSTORM, P.- PRINT., 5 STOP S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREWYEAR), DURATION(HOUR), pRECIP(INCHES) 10,24,2.00 -- - ---------------------------- ------------------------------------------- S..C.S. TYPE-1A DISTRIBUTION 10-YEAR 24-HOUR STORM '2.00" TOTAL PREC.IP.- -------------------------------- ---------------------------------- EN'rER:-A(.PERV). CN(PERV). 'A(IMPERV), CN(IMPERV) ..TC:FOR BASIN NO. 1 0.15141.85.0.0,98,..6.265 DATA pRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A* CN A CN 6.3 .2 ..2 851.0 98-0. PEAK-Q(CFS) T-PEAK(HRS). VOL(CU.-FT) 7.83 436 ENTER [d:][pathifilenamef.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: IRWN010E SPECIFY: C CONTINUE. N NEWSTORM, P PRINT, S STOP c- --------------------- -------------------------------- 77 ENTER: A.(PERV) - CN(PERV), A(IMPERV), CN(IMPEPV) TC FOR BASIN. N.01. 2 0.0440,86.0-1074,98,1..8335 PE: V X 4- 0PAZ 0 DATA PRINT-OUT' AREA(ACRES) PERVIOUS IMpE]RVIOUS TC(M.INUTES) A CN A CN ;0 86.0 .1 98-0 1.8 .PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-F-r) 7.67 827, ENTER jd_r(path]filename[.ext1 FOR STORAGE- OF COMPUTED HYDROGRAPH: IRWN010D SPEC . IFY: C - CONTINUE, N - NEWST.ORM, P - PRINT, S *- STOP RA41C S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), PURATION(HOUR.)o PRECIP(INCHES) ---------------- ------------------- 7----- - S.C.S. TYPE IA DISTRIBUTION 100-YEAR 24-HOUR STORM 3. . 00" TOTAL PRECIP.. -------------- - ------------------------- ---------- 7 ------------------ FOR 13ASIN NO., 1 ENTER, A(PERV), CN(PERV). A(IMPERV). CN(IMPERV), TC 0.151-4.85A.0,98,6.265 DATA PRINT-OUT: TC(MINUTES) AREA(ACRES) PERVIOUS IMPERVIOUS -A CN_ A- CN .2 .2 85.0 .0 9.8.0 6.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(Cti-FT) —.06 7.83 .872 FOR STORAGE -OF COMPUTED FTYDROGRAPH:, ENTER -[d--. )[path] filenamet x IRWN100E SPECIFY: C.- CONTINUE, N. NEWSTORM. P PRINT, 'S STOP C-------- ---------------------------- ---------------------------------- -NO. 2 mpERV), TC FOR BASIN ENTER: A(PERV)..-CN(PERV), A(IMPERV), CN(I 0.0440.86,0..1074,981.1.8335 Pr-VeV_QPew;) DATA pRINT-our: L/ AREA(ACRES) PERVIOUS IMPERVTOUS TC(MINUTES) A- �CN A CN .2 .0 86.0. 98.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(C`U�-FT) 7-.67- 1345 at . h STORAGE OF COMPUTED.HYDROGRAPH: ENTER *p f ilena.me [..,ext I FOR IRWN100D pRINT, S STOP SPECIFY: C CONTINUE, N NEWSTORM. P �PA:Sr- A %Z S.0 -S. TYPE -IA RAINFALL DISTRT-BUTION Q(YEAR), DURATION(HOUR), pRECIP(INCHES) .ENTER: FRE 2,24,1.50 --7 -------------- ---------- -------------------------- S.C.S. TYPE-lA DISTRIBUTION 2-YEAR 24-HOUR STORm 1.50" TOTAL PRECIP... - - - - - - - - - - - - - - - - - - - - - - - - - - - ----- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ENTER: A(PERV), CN(PERV),'A(IMPERV), CN(TMPERV),.TC FOR BASIN NO. 2 0,0,86,0.0186,98,0.675 DATA 'PRINT�OUT-* AREMACRES) PERVIOUS IMpsRVIOUS MMINUTES) A CN-- A CN .0 96.0 .7 A 0 86.0 PEAK-Q(CFS) T-PEAK(HRS), VOL(CU-FT) 86 ENT8R Id:][pathlfilenamel.exti FOR STORAGE OF COMPUTED HYDROCRAP14:. IRN002EL SPECIFY: C CONTINUE. N - NTEWSTORM, P PRINT, S STOP S.C.S. TYPE-lA*RAINFALL DISTRIBUTION ENTER- FREQ(YEAR). DURATION (HOUR), pRECIP(INCHES) 100.24.3-00 -------------------------------- ----------------------------- s.C.S. TYPE-lA DISTRIBUTION 3.00" TOTAL. PRECIP. 100-YEAR 24-HOUR'STORM ------------------------------------- -- ----------- CN(IMPERV�,' TC FOR BASIN 'NO. 2 ENTER: A(PERV), CN(PERV). A(IMPERV), 0.0,86,0.0186,98.0'.675 DATA PRINT-OUT: ARE-A"(.ACRES) PERVIOUS IKPERVIOUS TC(MrNUTES) A CN CN .7 .0 0 8.6. 0 .0 98.0. pEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT). 7.67 186 COMPUTED HYDROGRAPH: ENTER [path) filename[..ext) FOR STORA . GE. OF, IRN1.00EL SPEC IFY: C CO . NTINUE, N NEWSTORM, P PRINT, S STOP. �u�MARY OF INPUT ITEK 1) TYPE OF FACILITY: -TANK DIAMETER(ft). STORAGE DEPTH(ft): 3.00, 2.00* 2) TANK �3) VERTICAL pEpj4EABILITY(mfn/.in)-: .00 4) PRIMARY DESIGN HyDROGRAPH FILENAME: IRWN100D -5) PRIMARY RELEASE RATE(cfs). .04 6) NUM13ER-OF TEST HYDROGRAPHS: 3 IRWN002D TARGET RELEASE(CfS): 01 0 4A TEST HYD 1 FILENAME- HYD 2.*FILENAME: IRWN0101) TARGET RELEASE(efs 0 2 p �v TEST TEST HYD FILENAME: IRWN100D 'TARGET RELF-ASE(-cfs): 7) NuM13ER-OF-ORIFICE&, RISER.* -HEAD(ft), RIsER-DIAM(in): 2, 2.00., 6 8) ITERATION DISPLAY: YES -ENTER ITEM-NUM]BER TO BE REVISED (ENTER ZERO IF NOREVISIONS ARE REQUIRED). .0 INITIAL sTORAGE VALUE FOR ITERATION PURPOSES: 531 CU-Fr BOTTOM OR I F I CE: -ENTER Q 'MAX (c f S 0.0260 DIA-= -.82 INCHES. TOP ORIFICE: ENTER HEIGHT(f 0.70 DIA.= .67 INCHES ITERATION COMPUTATION BEGINS.... -TRIAL TANK -LENGTH STOR-AVAIL ST OR -USED PK-STAGE PX-;OUTFLOW I . .1 . IL 06. 1 531 270 252. .06 1.07 .02- .03 2 80.0 400 �65.2 326 238. 1.26 .03 3 4 56.4 282 229 43 .03 5 51..2 256 223 1..'5.6 ..03 6 47.9 239 218 .1.67 .04 7 45.8 229 215 1.75 .04 8 44.4 222 213 .1.81 04 9 43.6 .218 212 .,1.87 .04 -10 43 0 Z15 211 210 1.91 1,94 .04 .04 11 42.6 213 12 42..3 211. 209 1.96 ;04 13 42.1 210 209 209 1.97 1.98 - .04 .0 4 14 42.0 210 41.9 209 209 1.99-- .0.4. is .. 16 41.8 209 1".99 .04* 17 41.8 209 208 .04 18 41.7 .208 .208 1-99, 04 04 19 41.7 206 208 2.00.* TARGET 'PERFORMANCE: INFLOW -oLrrFLOW ACTUAL -OUTFLOW PK-STAGE STORAGI 2.00 201 DtSIGN HYD: .12 .04 .04 .01 .67 51 TEST HYD-1: .05 .01 TEST HYD 2: .07 .02 .02 .78 .91 1 20, TEST HYD 3: .12 .04 .04 2.00 SPECIFY: -D - DbcumENT, R REVISE. A ADJUST OR-1 F, E ENLARGE,. S S I T(, Mar 10 2005 10:39AM HP LASERjEwt --FA,X. 3 0 Swaduytl Design Associates North Star Buildin g -221 O.Howift Ave, -Suite 401 EverM WA 98201 (425) 339-0293 March 10, 2005 MUTNUsbey 5907 15e St. SW Edmonds, WA 98026 Subjw: Revision for the Bell St. CondoutinWhik SDA Ref # 2t52 Dew My, Massey- RE:CEJVE:D MAR 17 3% DEIFILOPMENT SERVICES CTR. CITY OF Ej)WNDS Per your request, this office performed the additional gravity calculations oa the floor beams effected by drilling a 2 %" hole at various locations. We determined that str�'Jntwilt� ofthe floor members is adequate for this application. Please see calculations. Please contact this office with any questions regarding &,'s letter. Re�� Pus)w KesoviJa Project Engineer ,Mar 10 2005 10:39AM HP LASERJ[fT FAX L-�,-' LL !:--TI, CC) -21 t 2 p.4 w ilu w MX6 U) 0 o,-,g o F r, :w CV114 04 9 tv 9N C4 T T CM-41 a 1� 4 H 1- 131 J 41 Ir AP IVij c 2 Ca 4-jj % J1 U0 TJ 31 0 2 IS RMI so. �-J4 4 JZ, K STAIRS (--) 'JOIST" .. -E EV, - FT ��SPACE' LU PER PLAN BI Cp 52 4 j I IV-jj is- c C I '2 il U 0 T, 1 3 0 ;�Xl 'I, L 4'1��l L 14i 'If I F-� F FIT T� 115 --e 0 4e J(A 03/0 1 8/2005 11:42 4254887827 R-FACTOR PAGE 02 NER-645 LEGACY REPORT Reissued July 1, 2003 Revision A: December 1, 2003 0 ICC Evaluation Service, Inc. Business/Reslorall Office a 63M Wortnan M11 Road, WhMer, Calllbmla 90G01 w (5W) 69W.243 Re&nat Office a 900 Maitclair Road, Sufte A, Elffningharn, Alalmrna 35213 a (205) 5WN00 www.icc-es.org I Reglonal Office a 4051 West Flossrnoor Road, Country Qub Hills. lllinoim 60478 a (708) 799-230S Legacy report on the 2000 International Building CodeO, the 2000 Intemational Residential CodeP, and the 2002 Accumulative Supplement to the International CodesTm, the BOW National Building Code/11999, the 1999 Standard Building Code*, the 1997 Unifonn Building CodeTm and the 1998 IntemaVonal One- and Two -Family Dwelling Coddo DIVISION: 07-w-THERMAL AND MOISTURE PROTECTION Section: 07210--Buildlng Insulation Section. 07840—Firestopping EVALUATION SUBJECT: GREAT STUFFTm GAPS & CRACKS GREAT STUFFTm WINDOW & DOOR GREAT STUFFTm BIG GAP FILLER GREAT STUFFTm PRO GAPS & CRACKS GREAT STUFF'% PRO WIINDOW & DOOR GREAT STUFFTm PRO 1011W3 POUND INSTA-SEALTm 10/16123 POUND ENERFOAMyv MANUFACTURER: THE DOW CHEMICAL COMPANY 2050 NORTH BROADWAY JOLIET, IL 60435 (815) 774-6500 www.*Qw.c*Lm 1.0 SUBJECT 1.1 Great Stu" Gaps & Cracks 1.2 Great StufF714 Window & Door 1.3 Great StuffTm Big Gap Filter 1.4 Great Stuffym Pro Gaps & Cracks 1.5 Great Stuffy" Pro Window & Door 1.6 Great Stuff'19 Pro 10/16/23 Pound 1.7 Insta-sealyA 10/11W3 Pound 1.8 ENERFoam7m 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 2.1 Alternative Fireblocking Material 3.0 DESCRIPTION 3.1 General Great Stuff"11 Gaps & Cracks, Great Stu" Window & Door, Great Stuff Im Big Gap Filler, Great Stuffym Pro Gaps & Cracks, Great Stuffr" ProWindow & Door, Great Stuff T" Pro 10/16123 Pound, Insta-Sealy'm 10116/23 Pound, and ItNERFoam`rm aresingle-component, polyurethane foam sealants, which expand to take the shape of cracks and voids to form a seal. The foams listed have been evaluated for use as an alternative to the fireblocking materials prescribed in the applicable code. The foam is used to seal the annular space created by the penetration of wood plates by pipes and conduits. 3.1.1 GreatStuff"" Gaps &Cracks: A minimal expanding foam sealant which expands to take the shape of cracks and voids to form a seal. The foam is provided in 12 and 20 oz. (340 and 667 g) aerosol cans. 3.1.2 Great Stuffy" Window and Door A low pressure expanding foam sealant which expands to take " shape of cracks and voids to form a seal. The foam is provided in 12 oz. (340 g) aerosol cans. 3.1.3 Great Stuffy" Big Gap Filler: An expanding foam see(antthat expands to approximately three times the can capacity and takes the shape of cracks and voids to form a seal. The foam is provided in 12 and 20 oz. (340 and 567 g) aerosol cans. 3.1.4 Great Stu" Pro Gaps & Cracks: A minimal expanding foam sealant which expands to take the shape of cracks and voids to form a seal. The foam is provided in 24 oz. (680 g) aerosol cans. 3.1.5 Great Stuffy" Pro Window and Door., A low pressure expanding foam sealant which expands to take the shape of cracks and voids to form a seal. The foam is provided in 20 oz. (567 g) aerosol cans, 3.1.6 Great Stuffym Pro 10116123 Pound: A minimal expanding foam sealant which expands to take the shape of cracks and voi& to form a seal. The foam is provided In 10, 16 and 23 lb (4.6. 7.3 and 10.4 kg) pressurized tanks, 3.1.7 Insta-Seal"A 10116123 Pound: A minimal expanding foam sealant which expands to take the shape of cracks and voids to form a seal. The foam is provided in 10, 16 and 23 lb (4.5, 7.3 and 10.4 kg) pressurized tank. 3.1.8 Enerfoamr": A minimal expanding foam sealant which expandl to take the shape of cracks and voids to form a seal. The foam is provided in 12, 24 and 32 oz. (340, 680 and 908 g) aerosol cans. 3.2 Filre Performance The foams have a flame spread index of 25 or less and a smoke -developed Index of 450 or less when tested at a maximum thickness of 3id in. (119, 1 mm) beads. 1CC.ZS lagcyrporn an flat to be co"trued or tiny other auribuw Apispeci �ricdtyaddrma4 m or — they to be co-&-`dar- t4dornmrw affhe SmIlica aftAe repon Ora rewmWAad-furmsusa. rhem is no WgffaAty by ICC ZV4hWjojz Se-joe, Ine.. dVrryv or impfied. = to UMY f0tdj* 4p orherouw4r b, thcx rtqpom; or " to 4nyproduci covemd by the, CP*rt page I cl`2 Capyriq�t a 2003 03/08/2005 11:42 42548878�7 R-FACTOP PAGE 03 49 Page 2 of 2 The foam has been tested in accordance with UL 1715 and is not required to be protected by a thermal barrier. The foam has been tested in accordance with ASTM E814 to establish that the product Is equivalent in performance to the fireblocking materials prescuibed in the applicable code, 4.0 INSTALtATION Great StuffTm Gaps & Cracks� Great Stuff` Window & Door, GreatStuffTm BigGap Filler, GreatStuff"O ProGaps &Cracks, GreatStufrll ProWindow&Door, GreatStuffTm Pro 10/16/23 Pound, Insta-SealTm 10/16/23 Pound, and ENERFoamTm shall be installed in the annular space between the outside edge of the penetrating item and the hole in the wood plate through which it passes. The foam shall be installed to completely fill the annular space around penetration for the full depth of the plate that has been penetrated. The foam is limited to use with penetra- tions with a maArnum annular Space Of 15116 in. (33 mm), measured horizontally from the outside edge of the penetrating item and the edge of the opening. The manufacturers published installation instructions, subject to the conditions of this report, shall be strictly adhered to. A copy shall be available on the job site at all times during installation. 5.0 IDENTIFICATION Each container of Great Stuff- Gaps & Cracks. Great StuffTw Window & Door. Great Stuff7m Big Gap Filler, Great Stuff"m Pro Gaps & Cracks, Great Stu" Pro \Nindow& Door, GreatStuffm Pro 10116/23 Pound, Insta- SealTm 10/1W3 Pound, and ENERFoamT11 shall be identified by a label be2ring the manufacturers name and/or trademark, nameof product, the label of thequality control agency (Underwriters Laboratories Inc.) and the number of this report for field identification. The label shall also specify the flame spread and smoke -developed indices of the foams. 6.0 EVIDENCE SUBMITTED 61 Manufacturer's product data and literature. 6.2 Test report on foamed plastic caulking and sealant in accordance with UL 1716, prepared by Underwriters Laboratories Inc., File R113655, Project 98NIK'14389, dated September 14, 1998. &3 Test report on foamed plastic caulking and sealant in accordance with ASTM E84, prepared by U ridenktrit- ers Laboratories Inc, Letter Report Reference File R13655, Project 94NKS651, dated March 7, 1995, and clarification letter dated April 4, 2000. 6.4 Test report on foamed plastic caulking and sealant in accordance with ASTM E84, prepared by U nderwrit- ers Laboratories Inc., File No. R13855, Project 9ONK957, dated May 31, 1990. 6.5 Test report on foamed plastic caulking and sealant in accordance with ASTM E64, prepared by Underwrit. ors Laboratories Inc., File No. R13656, Project 00NK30D43, dated September 8, 2000. 6.6 Quality Manual for The DOW Chemical Company, Joliet Facility, dated November 19, 2003, containing the signature of representatives of DOW Chemical Company and Underwriters Laboratories Inc. 6.7 Evaluation of fire testing results, prepared by Koffel Associates, Inc., dated August 26, 1999, signed by Donald W. Bolles, P.E. NER-645 6.8 Evaluation of fire testing results, prepared by Koffei Associates, Inc., dated June 15, 2000. signed by Donald W. Belles, P.E. 6.9 Test report of Standard Test Method for Fire Tests of Through -Penetration Fire Stops in accordance with ASTM E81 4, prepared by Omega Point Laboratories, Project No. 16445-109138, dated July 19, 2001. 6.10 Test report of Standard Test Method for Fire Tests of Through -Penetration Fire Stops in accordance with ASTM E814, prepared by Omega Point Laboratories, Project No. 18445-109740, dated November S. 200 1, 6.11 Test report on foamed plastic caulking and sealant in accordance YMh ASTM E84, prepared by Underwrit- era Laboratories Inc., File R13655, Project 9INK- 21989, Project 01 NK28740, dated January 27,1992, Revised November 21, 2001. 6.12 Letter report on testing performed in accordance with ASTM E84, prepared by Underwriters Laborato- ries Inc., Reference R14540/01NK28740, dated January,30,2002. 6.13 Test report of Standard Test Method for Fire Tests of Through -Penetration Fire Stops in accordance with ASTM E814. prepared by Omega Point Laboratories, Project No. 16445-110121, dated January 30, 2002. 7.0 CONDITIONS OF USE The ICC-ES Subcommittee for the National Evaluation Service finds that the Great Stuff- Gaps & cracks, Great Stuffm Window & Door, Great Stuff"' Big Gap FiUer, Great Stuff"' Pro Gaps & Cracks, Great Stuff"A Pro Window & Door, Great Stuff"m Pro 10116123 Pound. Insta-Seall" 10/16/23 Pound. and ENERFoamw polyurethanefoarnsas described in this report oomplywith or�s suitable alternates to that spaciW in the 2000 Internaffonal Building Code. the 2000 Intemational Res/dential CodeO. and the 2002 Accumulattva Supplemeritto the Intemational CodbsTm, the BOW National Building Code/1999, the 1999 Standard Bvilding Code*, the 1997 Uniform Building CodeT" and the 1998 International One- and jrvm-Farnily Dwelling codew, subject to the following conditions; 7.1 The foams shall not be used in applications where it will be exposed to sunlight or weather. 7.2 Use of the foams as a component of fire -resistance - rated assemblies is outside the scope of this report. 7.3 The exposed width of ft foam, or the annular space of penetrations to be sealed, shali not exceed 15116 in. (33 mm). 7.4 Injurisdictions adoptin the 2000 IntemationalBu0mg Codd*orthOI997Unl'Forr4BuilditlgCOdeTm-t,hefOams shall be limited to use with fireblocking in buildings of Type V (Combustible) construction. In jurisdictions adopting the BOCA! NaUcinal Building Code/1999 or 1999 Standard Building Cods", the foams shall be limited to use in construction types where combustible fireblocking is permitted. 7.5 This report is subject to periodic re-examination. For information on the current status of this report, COn- t3ct [CC -ES. TI?is raport is subject to re-examination in two years. Umbaugh, Theresa From: Umbaugh, Theresa Sent: Thursday, July 14, 2005 10:29 AM To: Graf, Jeannine Subject: FW: 641 Bell St Fire Connection FYI .... I'll put this in the file. ----- Original Message ----- From: Westfall, John Sent: Thursday, July 14, 2005 9:50 AM To: Umbaugh, Theresa Cc: Smith, Mike Subject: 641 Bell St Fire Connection Theresa: This is a combination line, meaning that domestic and fire protection are taken from a single supply and then split once inside the building. Hence, there is no dedicated fire connection, nor requirement for permit . You are not expected to know that and thank you for the prompt. John I 0 'V E DAf 0 #B26 7.. TP CITY Of EDMONDS ENERGY & VENTILATION RESIDENTIAL COMPLIANCE WORKSHEETS PRESCRIPTIVE APPROACH PLEASE COMPLETE THE FOLLOWING ENERGY AND VENTILATION WORKSHEETS AND SUBMIT TWO (2) COPIES WITH YOUR BUILDING PERMIT APPLICATION. DATE PROPERTY ADDRESS PROPERTY OWNER /6/401- ' I 8�ti S-t . O�Kla' 11 yy\16n� -S , - W L_ <'L . JOB TYPE New Addition Remodel (check all that apply) Single Family Multi -Family # Units -far Total HEATED FLOOR AREA Existing -New HEATING BY Gas Electric Other s GtbIA14 _A0 -.16. FOR CITY USE ONLY PLAN REVIEW # I DATE OF REVIEW -7 41 MAXIMUM GLAZING % J�7 0 COMPLIANCE OPTION— T-M WH07USE VENTILATION SYSTEM.TYPE: MANUAL PORT/WINDOW VENT WITH EXHAUST FAN INTEGRATED FORCED -AIR FURNACE RECEIVED MAY 19 2004 CITY COPY PERMIT COUNTER L:\TEMP\13UILDING\HANDOLMENERGY.DOC Last Date Revised: 1/29/2004 LA,V� ,A,,A!5 10 1 + Include rough opening of all windows, skylights,, glass block, and doors with more than 50% glazing. ................ V, /6X SO X X 3-n X 3 '50 4011 "1.....,.— +0 X 0 X50 S 10 �W (:rz� 0 r .406.dS .DL Total Glazing Area Total Glazing Area SqYL.. Total Conditioned Floor Sq.Ft Actual Glazing Area Percentage. % Maximum Allowed Glazing Area Percentage (determined by compliance option - see reverse) % Include rough opening of all windows, skylights, glass block, and doors with. more than 50% glazing. ........... IRA N '1110 . " '% � ... .......... M, �,k . . . . . . . . . ....... - --------- .. $5 o S 0 I& JOA.r. S Total Glazing Area Total Glazing Area S+ Total Conditioned Floor Sq6FL Actual Glazing Area Percentage. �:p Maximum Allowed Glazing Area Percentage (determined by complian option -see reverse) ce rJoMrORRI G;&Z> Include rough opening of all windows, skylights, glass block, and doors with. more than 50% glazing. .................... 'k % 'Wnsmyym� ml ..... ................. 19 19' Total Glazing Area Total Glazing Area Sq.Ft. Total Conditioned Floor Sq.FL Actual Glazing Area Percentage. % <2 !'7 j�S Maximum Allowed Glazing Area Percentage (determined by compliance option - see reverse) % sib, 2001 WSEMChaPter 6 QualificationTorm- Zone I Residential Prescriptive (Chapter 6) Options for All Heat Sources Instructions: Carefully review the requirements for each of the options below. Choose an option that best suits your dwelling design. Glazing percentage typically determines which option to choose. Your building must match the selected option requirements without exceptions or substitutions. Disregard components or equipment that does not apply to your project. Your permit will be processed more efficiently if you provide all of the requested information. Department staff can help you with general questions about this form. Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of the 200I.Washington State Energy Code. Forms can be found on the WEB at YAW.ENERGY.WSU.EDU/BUILDINGS/*CODES.HTM. Gla zing Glazing U-Factor 9 Wall Wall -Vertical Overhead" Option 10 Area: Door Ceiling, Vaulted Wall Above 12 (in terior)4 (exterior) 4 Foor5 Slab on 6 U-FactoT -Ceilinle Grade below Grade % of floor below grade e 1 12% 0.35 0.58' 0.20 R-38 R-30 R-15 R-15 R-10 R-30 R-10 Il* 15% 0.40 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 25% Group 1R_ 1 0.40 0.58 0.20 R-38 R-30 R-21 R-15 R-10 R-30 R-10 Occupancy U=0.031 U--0.034 U=0.060 U=0.029 Only Unliniited IV Group R-3 0.40 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Occupancy Unlimited V Group R-1 0.35 0.58 0.20 R-38 R-30 R-21 R-15 R-10 R-30 R-10 Occupancy U==0.031 U=0.034 U=0.060 U=0.029 I Only I I I I I I , . *Reference Case 0 Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601. 1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shal * I comply with all of the requirements of the 15% glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2 Requirement applies to all ceilings except single rafter orjoist vaulted ceilings. 'Adv' denotes advanced Framed Ceiling. 3 Requirement applies only to single rafter or joist vaulted ceilings. 4 Below grade walls shall be insulated wither on the exterior to a minimum level of R- 10, or on the interior to the same level as walls above grade, Exterior insulation installed on below grade walls shall be a water resistant material, manufactured for its intended use, and installed according to the manufacturer's specifications. See Section 602.2. 5 Floors over crawl spaces or exposed ambient air conditions. 6 Required slab perimeter insulation shall be a water resistant material, manufactured for its intended use, and installed according to manufacturer's specifications. See Section 602.4, 7 Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-5 insulation. 8 This wall insulation requirement denotes R- 19 wall cavity insulation plus R-5 foam sheathing. 9 Doors, including all fire doors, shall be assigned default U-factors from Table 10-6C. '6 Where a maximum glazing area is listed, the total glazing area (combined vertical plus owrhead) as a percent of gross conditioned floor area shall be less than or equal to that value. Overhead glazing with U-factor of U=0.40 or less is not included in glazing limitations. Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified in Section 502.1.5. 12 Log and solid timber waHs with a minimum average thickness of 3.5" are exempt from this insulation requirement. This project will take advantage of the following exceptions to the prescriptive option: 0 . 602.6 Exception 1. One door, that is 24 sq R or less, that does not meet the standards is allowed. Location of door taking this exemption: 60M Exception 2. Doors with a.U-factor of 0.40 allowed without calculations, Option IV only. Location of door(s) iiiking this exemption: L:\iEMP\BUILDINGViANDOLrnENERGY.DOC Last Date Revised: 1/29/2004 0 VAPOR BARRIERS shall be installed'toward the warm surface as represented below (select one): Floors: Kraft Faced Unfaced insulation with Plywood Sheathing 1 batt insulation polyethylene (4 mil) (Exposure or exterior grade) Walls: Face stapled Unfaced insulation with El S batt insulation polyethylene (4 mil) PVA paint Ceilings*: Face stapled Unfaced insulation with PVA ba tt insulation polyethylene (4 mil paint /Uj *NOTE: Vapor Barrier not required where ventilation space averages 12" or greater above the insulation, SLAB INSULATION shall be R- 10 minimum and be located on die: F-1 Exterior F1 Interior SLAB INSULATION. EXAMPLES NOT CONSTRUCTION DETAELS Monolithic Slab with Exterior Slab Insulation Flashing/Protection Silicone Caulk Seal 4" Concrete Slab Floating Slab with Exterior Insulation Flashing/Protection Silicone Caulk Seal Thermal Break / 4" Concrete Slab . ........................................... 11111=11110 6 mil poly Vill, Vilim 11111 11111 11111 NI I I I I NI I I I I 6 mil poly ... .......... .... ........ ........... LB ............ ............ R-10 Insulation = 11111=1 24" minimum R-10 Insulation 24" minimum or to frostline Floating Slab on Grade w/Interior Slab Insulation Below Grade Wall with 'Interior Insulation Silicone Caulk Seal Thermal Break IU I MT 4" Concrete Slab Damp Piroofing ........... .......... VI-111 1111 .............. .............. 6 mil poly .............. I I I I I ............... R-10 Insulation lff�� ITI TIFE I III I= - I= ............. . ............. ......... 24". minimum F- Fil I I ILI I I ==1 I I Z . .......... .................................... ................................... = = LIJ mu =ffi=ffi= 21111H = = 3 I1III=—ITM==ITM ffm MT1 HEATED BASEMENT Silicone Caulk Seal 4" Concrete Slab 6 mil poly Thermal Break L:\TEMP\BUILDINGUIANDOUIRENERGY.DOC Last Date Revised: 1/29/2004 *NTILA'TION WORKSH SOURCE SPECIFIC VENTILATION: Exhaust fans are required in each kitchen, bathroom, laundry room indoor swimn-dng pool, spa, and other room(s) where excess water vapor or cooking odor is produced. Complete the following table: tocation!,.:%�., -;,eActuaI1CFM., JUTCHENFAN 100 CFM BATHROOM #1 FAN .50 CFM BATHROOM #2 FAN 50 CFM F% BATHROOM #3 FAN 50 CFM LAUNDRYFAN 50 CFM WHOLE HOUSE VENTILATION: Each dwelling unit shall be equipped with a whole house ventilation system supplying outdoor air to all habitable rooms. and exhausting stale air out via a designated fan. Complete the following questions and table: (Not applicable for additions less than 500 sq.ft.) FRESH AIR SHALL BE PROVIDED FOR EACH DWELLING UNITAS FOLLOWS (choose one) - INTEGRATED FORCED -AIR FURNACE VENTILATION which delivers outside makeup air through the duct system. MANUAL THROUGHmWALL PORT OR WINDOW VENT TO THE EXTERIOR (min. 4 sq. in.), tested, screened, and controllable. One required mi each habitable roorn. Provide manufacturer's specifications. A WHOLE HOUSE EXHAUST FAN MUST BE PROVIDED FOR EACH DWELLING UNIT. Floor Area Bedrooms* (square feet) 2 or less 3 .4 5 6 Min. Max. Min. Max. Min. Max. Min. Max. Min. 7—Max. <500 50 75 65 98 80 120 95 143 110 165 501-1000 55 83 70 105 85 128 100 150 115 173 1001-1500 60 90 75 113 90 135 105 158 120 180 1501-2000 65 98 80 120 95 143 110 165 125 188 2001-2500 70 105 85 128 100 150 115 173 195 2501-3000 75* 113 90 135 105 158 120 180 135 203 3001-3500 80 120 95 143 110 165 125 188 140 210 35014000 85 128 100 150 115 173 130 195 143 218 4001-5000 95 143 110 165 125 188 1 140 210 1 155 233 *for more than,6 bedrooms and/or over 5000 square feet see Table 3-2 Washington State Ventilation and Indoor Air Quality Code. Total Floor area: Bedrooms: Whole House Fan Size: Location: WHOLE HOUSE FAN WILL OPERATE INTERMITTENTLY? a Yes 11 No Both automatic and manual control needed. Automatic control timer shall be set to operate whole house fan for a nummum of eight hours per day. WHOLE HOUSE FAN ALSO SERVES AS A BATH OR LAUNDRY FAN? 141 Yes 11 No .The capacity shall be the larger CFM requirement. V WHOLE HOUSE FAN WILL OPERATE CONTINUOUSLY? 11 Yes No 4 L:\TEMP\BUU,DING\HANDOUT\ENERGY.DOC Last Date Revised: 1/29/2004 JUL-ii-2005 15:28 0 P, 03 DAILY FIELD upowr LIU & ASSOCIATES, INC. jo 4A059 J� Llu 1 0 2 MtL�j I aift4d�4 er�A as Trmo On "M Date Qay of vve� 34 9-SOA 1=48/04 _[ T hur, 192 1 S Kenlalm place NE, Ifne (Hrs' , Time Off 5% WOYAaf Kenmore. Washiaglam 99028 1.26 9:55A Cloudy PhOtIL:(425)483-913,; $I 0M Wnlde Cn Sitt chifi;ed 11 1 1.75 CoridomiNims, Building 844, Beil Street, Edmonds KLP, Ino. y Kiel k the request by Mike Messey, co-owner of the projeck, I corre on site today to observe tl�e correc1ive nneastire�* rew.mmanded in rn Previous Daily F!'e(d Report (No. 1). h -inoh-dianneter roots in the mtst footIng Vomit -were M removed. The fttino bearing !��ils have beon wetted dowr,-aqd oompaoted with P vlbratory compacior to a non-yieldfni; state. is our.oPinion that the corrective t,*1easures are im lemented Ono that the footing bearing soils will be able to ronde;- n Ifowat)te beariq p�esscr* of at least 3,000 paf. The! Footinig bearing Solls, should be protected frorn distutance by corlstr,jOlon 11raffic- Any locse, d!Mrbed so�js in footi(ig �tiches shew(d �e thoroughly removed down to firm, bearing ,�A% prior to for the footings. At RE:cEmED 1 2 i? JUL 1 .2005 OEVELOPMENT SERVICES CTR- I)MONDS F arms 77M CITy OF --Cuv to, 1) Larry Kfel/KLP, Inc. an Next -3% 4) JUL-It-2005 15:27 P . 012 DAILY FIELD RLPORT TQTM_. LIU & AS SOCIATES, INC. 4AOSO F*IQ map. —MOO J, Liu t1h eGtc�i,iizi ni ��ytax, ' Wei ',A . WVtii S4 F T'r_-1Q_5TW _75—to 8,30A 1 W26104. Ay Tu( 19213 Kenlake Placd NE TrVel TiMt (HM) Konmcm. Washington 99029 1.25 VORYIPPirs or, Me 7WM7r$W_ 8:55A thOr QlOtLdy vlr4 Qnwgim 1,75 Vivi6m J61� Lout f% —1841 Sell Street. gdmonds tent KLP,. InC�-____ �t the re� .the.footlnq "�ring soils for the condornlillums �tktof Larl:,�Rh KLP. Inc., I ootrie on sHe today to veri�y �uildjvq to �o Construced on the subject site, The excavat!on Of the bvlld[T�qj�otprint has already been: completed it) benches cl�wn to the footIn I g . levels p.�Io[ to rny pite visit, The soils on the out tmnks Consist of 2 to � feet or brown, �lightjy..�llty.Llre $and, unaertain by light -brown t��g �t-aray,. medium to c4ame saril to the footing Groundwater 3eepaae is not encountered by the exc�avatlon, occasional dark -brown oroaric sous and Occasional tree roots to 4-inch-diameter have not been removed frorn the footing trench along the -west side. Exoept in the deop trench on the north side, the footing bearing soils are generally medium derl3e and easily diSturted. jt is rn.y opilmlon t�lat the roots in the west footing tL�noh should be removed. 7he dark-brqwn � topsoil should filso be s . trippPid. Tbe e�pjte� fqoti.�q �earing �qiis, except those in the north trenO, should be compacted to a ncn-ylelling $ . tate with a vibratory mechanical compactor. The cornpacted soils Zould be,pT!Ooted from disturbance by construcfon traffic during .. formworh erection and footing r0er tyJnQ. �rly. loose, distLArbed soils in footIng trenches should"be thoro�91:,ly,rernoved down to firm bearing soils prior.to pouring concrete for the foot!ngs. Iftheaboveare, acocriplished, it is rny opinion that the footing bearing soils will be able to render an allowable bearing Oressure of at i0ast 3,000 Psf. RECEIVED JUL 141005 'DEVEEOPMENT SOWICES CTR. clTXOF-Eom6NDS COOV to: 1) Larry Kiel,'KLP, Inc. 2) 4) [I 3ontinued on -Nexi. RECEI VED WERI ERMIT EXPIRES USE PERMIT CITY OF EDMONDS ZONE fl , yy\ NUMBER CONSTRUCTION PERMIT APPLICATION JOB SUITE/APT# ADDRESS ik OWNER NAMEINAME OF BUSINESS PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. Me-aLwaoA Cc W MAILING ADDRESS LID FEE $ TESCP Approved 7 ;),-7 5-t V ", + -L-, PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Permit Required 60�' I Street Use Permit Req'd E3 CITY ZIP TELEPHONE 000 3 EXISTING PROPOSED REQUIRED DEDICATION FT Inspection Required Side.alk Required Underground Wiring required NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED*' YESt( NO 13 9 cc W x __7 ADDRESS ) REMARKS z 3 C .1. 1 I , po 6 ox OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE a R-ir, I A Im z CITY ZIP ITELEPHONE C) VJ A, 9 t2O 51 -f 7' 65 69 4 NAME CBL# KLFA qr.YL;V BY ENGINEERING R _f.VIEWED DATE W.,ADDRESS 0 13 9 FIRE REVIEWED BY DATE CITY ZIP TELEPHONE 0 0 - ct.wAl 99,;1A ;7 L=;;;;_ VARIANCE OR CU SHORELINE OR ADB# REO 'D INSPECTION 1$ BOND POSTED STATE LICENSE NUMB& EXPIRATION DATE 1< L P kN1 `40L44 KP A4z -64 - ( oo VIES ONO SEPA REVIEW COMPLETE EXEMPT SIGN AREA ALLOWED PROPOSED HEIGHT ALLOWED PROPOSED jC PROPERTY TAX ACCOUNT PARCEL NO. Lu _01 0043 0 9'9 — 0;1--7 0 <D EXP V-101 , , 0 30/ P-9 f- NEW RESIDENTIAL PLUMBING MECH LOT COVERAGE ALLOWED PROPOSED REQUIRED SETBACKS (FT.) FRONT SIDE REAR PROPOSED SETBACKS (FT) FRONT L/R SIDE REAR COMPLIANCE OR ADDITION COMMERCIAL 1:1 1+5 7e, li4 15' z 2 CHANGE OF USE 7 5 PARKING REO'D PROVIDED LOT AREA'' P LANNING REVIEWED BY DATE REMODEL V MULTIFAMILY SIGN S71 <� 6,40e-" 0,/j lo,4 REPAIR GRADING FENCE IK CYDS Ho' x Fr) REMARKS DEMOLISH TANK OTHER pffnelill - bno /11( GARAGE RETAINING WALL F RE SPR119KLER , -ROCKERY CARPORT F:RE ALAR M (rYPE OF USE. BUSINESS OR ACTIVITY) EXPLAIN: L C TYPE OF CONSTRUCTION CID DE OCCUPANT JI), U) \1 M -7 GROUP I <2 w NUMBER OF NUMBER OF E DWELLING CRITICAL AREAS 04JP4 SPECIAL INSPECTION JAREA OCCUPANT ci 2 STORIES ;�L_ UNITS NUMBER REQUIRED YES 0 D DESCRIBE WORK TO BE DONE REMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REO'D 15-fY-IA 1�ry V 0 _Dk_S)2,V, C� y-\..:5_) Y-V e-gc- V N Oft 11 b 1'5�5 17 +1 Vt 2 3 VALUATION < $ A p y- N Description FEE Description FEE Plan Check z1a_6 State Surcharge J - f �;v HEAT SOURCE GLAZING % LOT SLOPE % 7 e Building Permit City Surcharge +_ — _6 PLAN CHECK NO: VESTED DATE Plumbing ,W,,,e#f6 Base Fee., Mechanical THIS PERMIT,AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO 13F DONE�641100Vk!E'PROPERTY ONLY. ANY CONSTRUCTION ON THE PU13UC Ilk 4' DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading '40 'I C IA' .j - SEPARATE PERMISSION. Engr. Review 0 1 qu - IZLI VA .2 W PERMIT APPLICATION: 180DAYS PERMIT LIMrr i YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS V Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT, 0 N BEHALF OF HIS OR HER SPOUSE; -HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit A TO INDEMNIFY: DEFEND,,AND HOLD HARMLESS THE CITY OF 2 EDMONDS., WASHINGTON, ITS OFFICIALS, EMPL6YEES, AND AGENTS I FROM ANY AND Fire Inspection Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, SING DIRECTI.YOR INDIRECTLY ARI FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT'SHALL NOT BE 0 ]MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE -gl &ILIL- DEEMED TO, Landscapelnsp. Total Amt. Due Xi NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- . ..... Recording Fee Receipt'# I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVXL`%� GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application Is not a permit until signed by the CALL TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowledged in space provided. WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. OFFICIAL S&IGN� E DATE SIGNATURE (OWN R OR CGENT) [A9 %125) 00 Z&V C) 771-022 RELEASED BY ATTENTION EXT 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL T. fiv A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- VW04(F F�LE Y Low 1N.4ECTOR 'EL CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK -OWNER,,,- GOLD-ASS�SSOR 09/03 PRESS HARD -YOU ARE MAKING-4 COPIES J�- 4� �7 .Milk City of Edmonds Permit N06-Mo - 00/ RIGHT79F-WAY CONSTRUCTION PERMIT i Issue Date:t:a/a5/4X7106.� A. Address: or Vicinity of Construction: B. Type of Work (be specific): 7_6 V I r- I QLo L� LdA S 7 i J -7:. Contact: 0 lu" L': C. Contractor: � , L 7 �J Phone: Lij Mailing Address: Kv �b St Liability Insurance: Bond: $ ate License D. Building ?ermit *#(if applicable): Side Sewer Permit # (if applicable). I 'F� 'S ion VE E. Commercia ubdivisi E] City Project Elk (PUD, RIZON, PSE, AT& T, OVWD) Multi -Family Single Farnily, E]'Other iNsptcTbR: El G. �SIZE OF CUT F. PAV.EMENT CUT NO CONCRETE CUT: El YES El NO APPLICANT TO M,Al) AND SIGN holds`-the.-Ci6,2-df,E -�,4pplieant-w,idersta'nds hj - hislher -signatur,0to, Viii, li&dtion d0nds, hartliless ftoin qpp injuries,. damages, or. claims o lf�reseen, that may* be'Made against 'the City of f any kind or description whatsoev&, foreseen or. ur Edm Js or , a n y ojits�:depqriments oremp4oyees_ including bult."not'. limited to the def�ji�� of a ny l0gal.proc . eedin inc'lu dqfeh�e, on gs -ding. costs and attorney fees by reason'ofgranting this permit. THE 'CONTRACTOR IS, RESPONSIBLE FOR WORKMANSHIP ANDM41ER)ALS FOR A. PERIOD OF.ONE YEAR FOLL097NG THE FINA L INSPECTION AND ACCEPTANCE OFTHE,WORK. ESTIMATED RESTORAT[ON FEES WILL BE. HELD UNTIL THE, FINAL41REET PATCH IS COMPLkTED BY CITY FORCES, AT WHICH TIMEA DEBIT OR CREDIT 916i, BE PROCESSED FOR ISSUANCE TO THE AP.P6CANT-'. u* 'd by th City, Engineer. Every Traffic control and p blic safety shall be in accordance with�City regulations as require e flagg6r: must be trained as required by.(WAC)..2916-1-55-!305 and must �have certification verifying' completion of the required� training in their possession. e w4t Restoration, is t&'be'. in 'accordance with City codes. All, street -cut. trench work- shall. be pat'hid h asphAltor:City-. d material priorio the end of the workday NO:EXCEPTIONS. approve 4 Three sets of construction drawings of proposed work are required with the permit application. -CALL DIAL -A -DIG (1-800424-n5555) PRIOR TO BEGINNING WORK J-HAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE - 1,6 THA T I MU�T,�IAKE THE PINK COPY OF THE PERMITA VAILABLE ON SITE A TALL TIMES.MR, INSPECTIONS 5, LCSignaiure:�_'_.�, I�Z� _,6 I Date:, (Contractor or Agent)' FOR CITY USE ONLY A' proved by: Right-of-wa Fee: p An r 490/ 2ws -.Time- Authorized;, Void, After, 4� ROW: e- Special.co lfrc. rv. R /< Restorationf F 7' 0 QuT 1,'- 4120, ee. -fzoss/ /vo;S- Total F C�A�4 14:4-4.7—,oe-S rF Au Receipt No:, i A XA1P-,f4 k Issued b L Z:i 45:.S T n RAr A F, -A RO-Ve -477-:-kA��F'14.,'' CLN =at -C_1A1A Mar- /VLI&Xco� 13r__,ee)V\t '13 F 9 Or 7 Q15 AM &,2 Ak kiNg lm�l&c 092PI Zgnig 122 8 E6 10�t Z, 616 IaQL�K k, AT_L\1b_ LILT�_4i -e- PIZ(ODT 4NAL". UPON COMPLETION OF PERMITTED.WORK, AN ENGINEERING I INSPECTION REQUIRED PER CHAPTE 0 . THEEDMOND8 CODE (V imp F COMMUNITY DEVELOPMENT "25�-771 0220, Ext. 1326) DAM FINAL APPROVAL OFPERMITTED WORK. acl Pepectors-Signature For inspection requirements see Engine'eringInspection Inform'ation handout. e 01 NO WOIZK SHALL 11EGIN NUOIZ TO I" EIZMI T ISSUANCE g\ROWpermit doc ,DAMyDow.mints\Forms\Eni_ N.W. 1/4, S.W. 1/4, SECTION 24, TOWNSHIP 27 NORTH', FIR 7 '7`77- '3' 3-7, W."M. �cyce �ation approved by: rn/a, - �iM4; �M;lll rot-i'ki- ' I �111 ' I! - i5; k F. -r4l M-4 IS P LeoDescrlption N P J-0 I ly PLAT DdMW REMWO W MAW 2 OF P-47S, ACE J9 AND 44 + MUM or smawim 0mww NKSIWM R R.. 97 P TaK Accwnt No. 00 4.W2 an a" w P A LAPAMSOM R P Rw saw * mri sELL sr. & m Aw- m a�m.m VAnM Off Or MOM ammwm + ,-----(641 -B �LL A;F aR I—Att �-ll cW 041t fbt-lv c ter casm ca~ I r%�V- (E'40' 'now&Ls 4;-, Aba Awars; MPJ L P Heights Calcs K 4: A +GM K P P c *ft" + 101.-7 0 fa" + cis -cl mv w ffmomm + P AW QUM --dR6" 9'7. . AMAL - 127.0 P . . wm" - to" I X L Lot Covem9s (45% Mav) UW AFZ44LOW X&O 2f. R OM AW401A" 210 SY. COMM UM AM WE Vw"w M" R K 4. q R FWTPIIWT ARFA - 2."" SF. R R Lar ARM - 45H &F. K R WA LOr CMMW (4W - ZM &I .9 PV K MMW (W= AGO- AwMaM' LOT COPPOW - 444T K K K K -1—�LR R I A 51opezoan sw5mr - 6000(p) eel/ street wV x - ric Ix FM m c w6 t 11A. o6 '4 lf�- c' -% 1 6,- pZm4,,k y4lo,�,, -----`�Z O,Etic 8enchmrk1b4tUM MP FSBW" IL-IUM DUMA cgr w Mam GRAPIUC SCALE 0 - t bAh - 10 ft P, U.J. uw U- ix 8 92 d E. Oil cd 0�1 FILE APPROVED BY PLANNING . .. .... ..... - --- --- ......... . . ... .... . ....... CONSTRUCTION SEQUENCE: 6. Erosion and Sediment Control Requirement - Underground Utility Construction. The construction of underground utility lines shall specifically address the following: a. Erosion control for excavated and stockpiled materials; 1. ARRANGE FOR A PRE- CONSTRUCTION MEETING WITH CITY OF EDMONDS SITE b. The placement of excavated material where consistent -with safety and space TION, (206) 771-0220, EXT 1326. considerations shall be placed on the uphill side of trenches; cit CD C. Trench dewatering systems (must discharge into sediment traps, sediment 'N, CATION CEN 1-800-424-5555. ponds, or other acceptable means LLI d. Tracking and spilling of materials on streets due to hauling; L: Q-, Cj SITE. 3. INSTALL EROSION CONTROL MEASURES (AS SPECIFIED IN CITY STANDARDS 18.30.050): e. Daily cleanup and street maintenance. E 1. ESC Minimum Requirement - Construction Access Route, Construction vehicle 7. Additional ESC Minimum Requirements for Larger Developments. All new C) access shall be, whenever practical, limited to one route. Access points shall be development and redevelopment that includes land disturbing activities of greater than, or stabilized with quarry spoils or crushed rock to minimize the tracking of sediment quo o, one acre in addition to meeting the minimum requirements set forth above shall comply with ESC requirements listed below. C8 5 TYPE I EX SS MAIN SHALL BE CORE DRILLED EX -CB onto public roads. If sediment is transported onto a road surface, the roads shall be Z 8. ESC Minimum Requirement - Delineate Clearing and Easement Limits. In the RIR=9O.O± FIN ROMAC INSERTA-TEE SHALL BE USED 1 =90.41 cleaned thoroughly at the end of each day, Sediment shall be removed from roads by IE=88.81 CONNECTION. EX IE 8"=86.3± FIELD I IE N=88.21 shoveling or sweeping and be transported to a controlled sediment disposal area within field, mark clearing limits andlor any easements, setbacks, sensitivelcritical areas and 0 24 hours. Street washing shall be allowed only after sediment is removed in this the buffers, trees and drainage courses. 1E E=88. 33 4L V 00 0 "ZZ1-/-Zy-Z I:-- It Uj L T manner. F/ A IE S=88.433 9. ESC Minimum Requirement - Sediment Trapping. Prior to leaving the site, storm SPHA NEW 1E 8W=88.21 water runoff shall pass through a sediment pond or sediment trap, or other appropriate 2. ESC Minimum Requirement Stabilization of Exposed Areas. All soils exposed ---I ;sa. 44//�///,4444444 U) BMPs. Sediment ponds and traps, perimeter dikes, sediment barriers, and other BMPs by land disturbing activities shall be stabilized by suitable application of BMPs, -site shall be constructed as a first step, in grading. These intended to trap sediment on . . . . . . . . . . ..... including, but not limited to, sod, hydroseeding, or other vegetation, plastic covering, RMPs shall be functional before land disturbing activities take place. Earthen structures, Z ZI JYPE 1.�- 'SEWER or mulching. All BMPs shall be selected, designed, and maintained in accordance with such as dams, dikes, and diversions shall be seeded and mulched according to an C �X CB r- #41Y(El -�/kRt7WN ELBOW' OUTLET EXIS SEWER the manual. The exposed soils shall be stabilized according to n approved timetable. FIE D VERIFY LOCATION G approved timetable. "S, I , - ---LQ__ (Typically, no soils shall remain exposed for more than two days from October 1 �Zx . - 'ki NC*4 GE 94.85 VICINITY MAP through April 30 and no more than seven days from May 1 through September 30). 4. PROVIDE DUST CONTROL. 3, ESC Minimum Requirement - Protection of Adjacent Properties, Adjacent 00 8S, C.d. properties shall be protected from sediment deposition by appropriate use of 5. INSTALL UTILITIES INCLUDING SEWER, STORM DRAINAGE, WATER, POWER, TELEPHONE, ETC. 0 Q C) /M=9 1, 1 X: cb L! vegetative buffer strips, sediment barriers or filters, dikes or mulching, or by a 113 6. COMPLETE PROJECT CONSTRUCTION. . . . . . . . combination of these measures and other appropriate BMPs. 4. ESC Minimum Requirement - Maintenance. All erosion and sediment control U) W'S� 7. CLEAN UP STORM DRAINAGE SYSTEM. q .4 A,� BMPs shall be regularly inspected and maintained by the owner to ensure continued 0 C4 -j 6 performance of their intended function. All maintenance and repair shall be conducted 8. REMOVE EROSION CONTROL AFTER SITE IS STABILIZED. 0" HARD SURFACE ROAD I., . . . - --a I in accordance with the manual. \EX -CB 100 IP RIM=91.17 5. ESC Minimum Requirement Other BMPs. As required by the city, other rn Q ''k-j'46 .41--dA, 01i K.) IE=i8g.62 appropriate BMPs to mitigate the effects of increased runoff shall be applied. 0 10' R CL GENERAL NOTES: A.: EX-CE? RIIM=91.34 0 FTI TE C-K �K/ Ci IE=89,24 \j 1. THE ALLEY SHALL RECEIVE A FULL WIDTH OVERLAY OVER THE LENGTH IAREA OF -4�-6" QUARRY DISTURBANCE. SPAUS 431F. 24". PIPE @ 0.50% ADJUST FRAME AND GRATE 2. THERE IS AN EXISTING ELECTRONIC DATA LINE IN THE ALLEY, BELONGING TO THE CITY SUCH THAT RESTRICTORI OF EDMONDS. THE CITY WILL LOCATE THIS LINE PRIOR TO CONSTRUCITON. 10 C3 Cl) FC7BP/`TYPE 2 48" W/RESTRICT POLLUTION CONTROL DEVICE 12" MIN DEPTH GE�b 6. 1 9 .1 5 IS VISIBLE AT EDGE OF OPENING 3. THE 6-FOOT HIGH FENCE NOTED ON THE ARCHITECTURAL PLANS SHALL STEP DOWN TO RD GE 96.95 3-FOOT HIGH WITHIN 10 FEET OF CITY RIGHT-OF-WAY. C\2 .4 94.95 .110 A� 22P IE 8" 92.74 CB# TYPE 1 L7 k., le 01, IL GE 97.00 y. X MIN -aood IE 24" 92'74.' 0.5' MIN. IE 24" 92.95 0 VERFL 0 W POLYPROPYLENE PIPE X-IN NOTE WAk( PIPE SUPPORTS (2MIN.) LADDER/STEPS IE 6" 94.50 Eb= EL 94.95 IE 24" 92 80. OF BLULDING J" X 0.090" ALUMINUM W1 "�?- 'Jt"I", 515- STAINLESS BOLTS- - 14e IE 6" SSS 89.0 FROP T 4 GATE 24" ROCK CQNSTRUCTION ENTRANCE TOP 6" SSS 89.6 7- SE ETAIL N. Ts. CLEARANCE 3.21 4- /j/E C) 92 RESTRICTOR PLATE WITH 0.67" DIA. 0) 00 ORIFICE CUT IN PLATE, MACHINE r1-5 DRILLED, SHARP EDGED ORIFICE. # 645 BELL 641 BELL 2 IN. NOTE: ALL STEEL PARTS AND SURFACES Q Q� CE3 TYPE 2, 48", w/RESTRICTOR MUST BE GALVANIZED AND ASPHALT COATED 'o' �t' GE 96.95 FIL TER FENCE--, (TREATMENT #1 OR BETTER). COMPLETE IN OF 94.95 nL TER FABRIC MATERIAL IN CONTINUOUS ROLLa CORROSION PROTECTION MUST BE ASSURED. EL 89.99 92.74 CB#1, TYPE 1L USE STAPLES OR WRE RINGS TO ATTACH FABRIC IE 8" GE 97.00 TO WRE. MIRAF1 100X OR EQUIVALENT �44 IE 24" 92.74 RESTRICTOR PLATE WITH 7/8 K1RE MESH SUPPORT FENCE FF -"98.35 DIA. 24" 92.95 �91? SYT FILM FABRICS. ORIFICE CIUT IN PLATE, MACHINE IE 6" 94.50, 2 x 4 x 1.4 CAUCE YIELDED KiRE"AAORid-bt� EQUAL 96 r DRILLED, SHARP EDGED ORIFICE. 7-7-7-77---,,�--y �7- 43 LF 24" PIPE @ 0.50% FOR SLIT FILM FABRICS P WRE MESH SUPPORT FENCE "# /X SE:1AR 1&�/ Tj TAKE P E IN MECHANICAL ROOM CB TYPE 2, 48 w/RESTRICTOR n 0) DOUB CK ASSEMBLY TO B U, - '7' INS L ';ON FIRE SUPPLY(AND 0 FILT51? FABRIC MA TZERIA L I FNIGA N/SYSTEM IF ONE IS.Ust Z LAj R SE R Ex HOUSL 43 LF 24" PIPE @ 0.50% 71- PROWDE WASHED RO 11C 6 OR P A ORA BA A COVERED PARKIN FIL MA L AS EC ENGINEER IN 8" BY 12" TRENCH 01� T EDISLY (GARAGE) TO DRAIN 4' 4 PVC 0 27. 6' BURY BOTTOM OF TREN LOT DRAIN -4iBURY BOTrOM OF FIL MIN TERIAL IN� 8" MIN. % TER M STEEL POSTS 8 By 124 TRENCH ARAGE DOOR U- GE 98.25 STEEL POSTS I [it IN X I/ I 1 11 V SECTION ELEVATION Uj DETENTION SYSTEM DETAIL CONSTRUCT, 18 LF @ 2.0% ENTRANCE SIAMESE CONNECTION 7 -Z (F.D.C. W/STORZ FITTING) 4 Z W-Z. ;i-Z' CITY TO DETERMINE SIZE CONN,�CT S NSPOUT FENCE DETAIL S1 LT CONTRACTOR TO VERIFY 47 TO ST�RM jYSTEM N. TS 4 4A. -A YD#1 102 P.I.V. GE 101.5� A. IE 97.00 _POW 4 4 PEDISAL Q) 'd 2" COPPER OR R�IAOVE Q) FIRE RATED PIPE A '9 LICHT P OL L 4 MATCH EXIS*TING SIDEWALK EX 2"DCVA 4 SIDEWALK EACH END WM EB -N -104 J j A - OF NEW INSTALLATION -.0 0 f 10: 1 3'x3' TREE F- CURB P A So WA L K AINTED TRAFFIC SEE ETAIL B W GRATE-2 P .< - Per, t�/. ry <7 kVEWAYS LCS YELLOW BETWEEN D WM B), -4 1 4 4� 4 4 In 0 PL A) TE WM A 7�1��7�77 7 7�// 0 711 HANDICAP RAMP BOTH SIDES WY- EX T,� R SERVICE SIDEWALK TO NEARE T JOINT S REQUIRED o" LLJ TO BE/CUT & �Y CITY INSPECTOR XPANSION JOINT Q) -J CAPPID @ MAIN SEE NOTE 'A' CL CIL EXPANSION JOINT UJ 0 APPROVED AS NOTED BY ENGlIfERING -r Y M C) -�Lw' co, 449. 75'(C) 149.92( Lt 17,1 . �4, &L 196,(C) 30# cn LE4P �9 L L 'Vr 144 EXIST SEWER--:�-�� N 0 -0 1 0 4.4 48 NOTE.- CURB ANDGUTTER A- IF DRIVEWAY WIDTI-I EXCEEDS OR Joy 15', INSTALL A FULL DEPI.H EXPANSION 16' VERTICAL CURB Q) N 89 JOINT. 7 09 W 6 5 9. 6 3"(�4) 6 6 0. 0 0'(P) EXIST WATER----___ 2"RGV X DRIVEWAY APRON SHALL 3E A MINIMUM UV EXPANSION JOINT OF G' THICK AND SHALL '11t PLACED ON 6' MIN 2' Or 5/8' CSTC AND C[IMPACTED GRADE. 1/2' LIP J-.12 S, 61 . CURB EDGLE OF ASPHALT DRI\aWAY CUR TRANSITIONAL DETAIL FOR CONCRETE SHALL BE CIASS 3- 300OPSI RD AND BUTTER OR VERTICAL CURDS CURB AND CUTTER SHALL BE POURED R5 , Nj F- D SEPARA TEL Y FRUM.THE. SIDEWALK. FORM INSPECTION Rir-QUIRED PRIOR TO POUR. NOV ,7nsc7ion. tru owing. N It X 15S �s STREEm',T FILE GE 94.85 VICINITY MAP NOTE: Storin drainage/utility data conceptual only. For storm. drainage/utility design see Sheet I of 2. LLJ / Q) 9 SIAMESE CONNECTI ON 0 (F.D.C. W/STORZ FITTING) CITY TO DETERMINE SIZE CONTRACTOR TO VERIFY P. I. V. Figure 6F-4. Channelizing Devices 0 mm (181n) MIN. Retrarefleclivp Retroreffective Facing k3a d J 50 f and Traffic mm (2 In) So mm 175 mm (3 in) (2 in) 700 min 50 to ISO mm (2 to 6 In) 0 100to L 1 75 mm (3 In) 160 mrn 900 m (28 In) 450 in 75 mm (4 to 6 IN (3 In) (36 in) EX -CB ....... 'RIM=90.41 Night and/or Freeway Day and Low -Speed IE N=88.21 High-speed Roadway Roadway (.% 60 km1h) IE E=88.33 IE S=88.63 70 km/h) (;e 45 mph) (!c 40 mph) NEW IE 8"W=88.21 DRUM TUBULAR MARKERS EX 8TONC 41 VER 200 to Retroreflective 300 mm Band 17StoIOOmrn(3!o4!n) (8 to 12 In) 7 tin 160 mm (6 in) 00 . 50 mm (2 In) 21 in) 100 mm 450 in C.O., 600 m (4 in) V a frim) (24 In) MMIN. .... .. ... 900 mm (36 in) MIN. Night and/or Freeway Day and Low -Speed High -Speed Roadway Roadway (s 60 lmfh) (--c 40 mph) 70 km/h) 45 mph) I \E-X-ca VERTICAL PANEL CONES RIM=91.17 ... .... X�=89.62 7 d 17 -EX"CB Warning lights (optional) RIM.=9 1.�34 Nominal lumber dimensions are satisfactory for barricade rail width dimensions. IE=89.24 Rail stripe widths shall be 150 mm (6 In), except that 100 mm (4 In) wide stripes may be used if rail lengths are less than 900 mM (36 in). The sides of barricades facing traffic shall have retroreflective rail faces. Table 6H-3. Meaning of Letter Codes on Typical Application Diagrams � W A`r�, fNSPOUTS STEM ,-102-- Road Type Distance Between Signs** A C Urban (low speed)- &Sidr-titiol 30(100) 30(100) 30(100) Urban (high speed)* Collexter 100(350) 100(350) 100(350) Rural 150(500) 150(500) 150(500) Expressway / Freeway 300(1,000) 450(1,500) 800 (2,640) Speed category to be determined by highway agency Distances are shown in meters (feet). The column headings A, B. and C are the dimensions shown in Figures 61-1-1 through 61-1-46. The A dimension is the distance from the transition or point of restriction to the first sign. The B dimen ion is the distance between the first a second si nd signs. The C dimension is the distance between the second and third signs. (The third sign is the first one in a three -sign series encountered by a driver approaching a temporary traffic control zone.) Formulas for L are as follows: For speed limits of 60 kmfh (40 mph) or less: L = WS2 (L = WS2) 155 60 For speed limits of 70 km/h (45 mph) or greater L= WS (L = WS) 1.6 Where: L = taper length in meters (feet) W width of offset in meters (feet) S posted speed limit, or off-peak 85th-percentile speed prior to work starfing, or the anficipated operating speed Jn kmih (mph) T.bl. 611-2. Meaning of Symbols on Typical Application Diagram-, Figure 6H-13. Temporary Ros -4 - .. . .4 1 . , I I I ., IL.V/! UU' Arrow panel '4 Pu" 2" COPPER OR - ..a A I . .. q . : : *.a - / / CDI�s T� L R, MOVE Arrow panel support or trailer 2 "D �CVA L GHT PO 000 2"DCVA FIRE RATED PIPE LE Channelizing device .4 EX 93 WM 4-- --- ---- W -10 Direction of traffic WA CURB PAINTED TRAFFIC 2 WA R, MET R 3'x3' TREE 10 10:1 LCS V GRATE-2 PICS SIDEWALK Direction of temporary traffic detour -YELLOW BETWEEN DPWAY 4 -17V S IB 4 W WM WM PLAN Fiagger High-level warning device (Flag tree) A (X -0, fly I EX W11T )TH SlIDES [�WY - R SERVICE SIDE ALK TO NEA ST JOINT REQUIRED UJ I - Luminalre TO BE/CUT & QY CITY INSPECTOR CAPPID @ MAIN C) n Pavement markings that should be LJJ removed for a long-term project Sign (Shown facing left) M :2 149-92 (C) Temporary baffler 6 ELL STREEP5,9- 66 (C) Temporary barrier with warning rights .7a C14 0 Surveyor Traffic or Pedestrian signal 8 9 75 7'() 9 W 659.63-y(h4) 6 6 0. 0 0)(P) Truck -mounted aftenuator C) 2"RGV Type III Barricade Crash Cushion EDGE- OF ASPHAL T Changeable message sign or support trailer Warning lights Work space Work vehicle TRAFFIC CONTROL NOTES: 1. FULL TRAVEL WAY CLOSURE REQUIRED IN ALLEY DURING HOURS OF CONSTRUCTION ONLY. ALLEY MUST REMAIN OPEN AT ALL OTHER TIMES, 2. HALF STREET CLOSURES REQUIRED ON BELL STREET DURING HOURS OF CONSTRUCTION ONLY. STREET MUST REMAIN OPEN AT ALL OTHER TIMES. 3. CONSTRUCITON SHALL CONFORM TO CITY STANDARDS AND DETAILS. General Requirements for Traffic Control Devices I . When safe conditions are possible, two-way traffic must be maintained. All necessary traffic control devices shall be in good condition and placed in proper locations at all times until final work is completed and approved by the City of Edmonds. 2. The use of high-level warning signs'is recommended on all streets and required on sight restrictive streets. Advanced "Construction Ahead" warning signs are required at the following speed conditions: under 25 mph - 500 lineal feet; over 25 mph - 1000 lineal C I feet. Z 3. The City of Edmonds Police, Fire and Public Works Departments shall be notified of street closure locations and time periods. Streets shall be reopened immediatel y, upon completion of the work. 4. It is the duty of the contra ctor to notify all abutting property owners forty-eight hours prior to commencing any construction that may impede traffic flow or cause the temporary suspension of utility service. Affected public utility services shall be properly notified. 5. All flag persons must be certified by the State of Washington Department of Labor and Industries. 6. Traffic control plans submitted shall utilize the symbols as outlined in Table 611-2 of the M-UTCD. P4 7. Sign spacings shall comply with the MUTCD Table 614-3. 8. The City of Edmonds will allow the contractors to utilize WSDOT Standard K-Plans that are appropriate for the activity that the contractor is undertaking. Street Closure Requirements (Refer to Figure 6H-20) Streets closed for work shall be properly posted with "Street Closed" signs and barricades as required. Signage shall be provided at the nearest intersection to allow for adequate traffic detour. Advanced "Detour Ahead" signs shall be provided 500 feet in advance of the detour route intersection. Directional "Detour" signs shall be provided at all turns throughout the detour route on streets. Local access shall be provided whenever conditions allow safe passage. ,d Closure (TA-13) a, Traffic Control on Low Volume Roads (Refer to FIgure 6H-18) Two-way traffic without flag person on minor streets that access no more than thirty homes. Figure 6H-l& Lane Closure on Minor Street (TA-w) Typical Application 18 3: See Tables 6H-2 and 61-1-3 for the meaning of the symbols and/or [after codes used In this figure. 4e (optIonal) ded Aftenuator (optional) Buffer Space (optional) co LZLJ N) 0 1-0-- 00 Q. CN (n tcq a Do C.3 C4 .4 ca C) �rb Im"_0 ?a 62 C3 W CL X 01 Ld -1 Up rX '�h CL 0: Q) 4, 4--q E c 13 ca 3 ............ ------ -- N.W. 1/4, S.W. 1/4, SECTION 24., TOWNSHIP 27 NORTH, RANGE 3 EAST,.W.m. — I EXISTING CONTOUR (TYP.) O/Lg@ff go @gwv W 99m@000 wa& 29 /�D@. so "YALIBUO 12" H.---1 LOW VOLT LIGHT (TYP.) wv NA VN ry I ll::� EX. FIRE HYD. a - VVW.L'L/kr-/ -P. Bell Street m@93Y00 W90YA @@0009flogum X11111111A 'qr. Site lgenchmarklDatum TOP REBARICAP EL=103.56 DATUM. C17Y OF EDMONDS j04' Basis of i9earinq: NORTH VISTA CONDOMINIUM A.F. J2001110115002 Legal bescription LOTS 27 AND 28, BLOCK 99, CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 39 AND 40, RECORDS OF SNOHOMISH COUNT)� WASHINGTON, Tax Account No. 00 4342 099 027 00 l9enchmarklDatum RIM SSMH @ INT. BELL ST. & 7TH AVE. N. EL= 111. 72 DATUM: C17Y OF EDMONDS PAKKI NG + 4- <5AI vcxykl�� 0�� (:;AAkv vywv\vl�� -'Pvov^ Abz om-Tiv'n Heights Calcs A = +92.8 3 = +96.3 C +-104*9 D q*9--3 q S . cj AVE GRADE =-6,249- 9-7, X�,-;x5 ACTUAL = 127.0 MAXIMUM = 1;2� 1 D-7 'i�5 Lot Coverage (45% Max) UNIT AREA/FLOOR 2,540 S.F. DECK AREA/FLOOR 210 S.F. COMMON USE AREA 215.5 S.F. TOTAL FOOTPRINT AREA = 2.965.5 S.F. LOT AREA = 6,594 S.F. MAX LOT COVERAGE (457.) = 2,970 S.F. ACTUAL LOT COVERAGE = 44.9Z Slope = ±10.5% GRAPHIC SCALE 5 10 20 ( IN FEET ) 1 inch = 10 ft, 4- -2- C) 04 ca �-4 4% Lo Lo 03 Qw E6Q) W �pl 4- 0 4-) 0 �j > mom 5 0 C-) U-1 Ct '1 4S 4-) U N Q) Cd Uj CL U. r4 a: Al [4,C)VED BY Pl-AlNN'lN',G I... Z/ >- GE 94.95 VICINITY MAP HARD SURFACE ROAD 10' R -t -4"-6" QUARRY SPALLS 12" MIN DEPTH 22t--- MIN TYPE Cap- L0 GE 91,5Q. ROCK CONSTRUCTION F TRANCE N. T. S. OWNER/CONTRACTOR IS RESPONSIBLE 17011 EFIOSION Or, liffl-ROL AN -0 DAMA(33E ALL EXPOSED SURFACES TO FILTER FENCE FILTER FABRIC MATERIAL IN CONTINUOUS ROLLa BE COVERED WITHIN 2 DAYS USE STAPLES OR WRE RINGS TO ATTACH FABRIC 'To W'RE' MIRAF1 100X OR EQUIVALENT OJVT KIRE MESH SUPPORT IrENCE FOR SUr FILM FABRICS. 2 x. 4 ". X.J4., GAUGE PIELDED WRE* AASRIC OR EEQU�L KIRE MESH SUPPORT FENCE FOR SLIT FILM FABRICS AIL TER FABRIC _T MATERIAL PROWDE WASHED ROCK BURY BOrTOM OF PILTER MA L A 0 AIL BACK EC I Y No, "ILL IN 8" BY 12" MENC14 AOSR DER TED NEER (10 6' MAX. BURY BOTTOM or .1 L_LJ / C�) Q) OWN Flk TER IM24 7 FRIA -8" MIN. 8 rR STEEi POSTS BY ENCH ELEVATION STEEL POSTS SECTION SIAMESE CONNECT! ON (F.D.C. W/STORZ FITTING)CpLL SILT' FENCE DETAIL CITY TO DETERMINE SIZE�j,)7_?'7Lr-?7" N. T. S. CONTRACTOR TO VERIFY- 2" COPPER OR FIRE RATED PIPE EX /2"D( WM -IT 3'x3' TREE 2" WAAN, METrR:LL�l -7-777i GRATE-2 PLCS JAIM M -------- HANDICAP RAMP BOTH I SIDES r4R� 1E N=88.21 1E E=88,33 1E S=88,t93 ME-W 1E 8W=88.21 L-f-ur-m �EX-CB RIM=91.17 IE=89.62 EX-C13 RIM=91.134 IE=89.24 # 645 9ELL iYVNSPOUTS I, i �pTEM -.102 - Ll __1o4 SIDEWALK i CURB' PANTED TRAFFIC <1 YELLOW BETWEEN DNEWAYS PL A N 1�.R IU HEVCUT & Qy CITY INSPE - CT . 0 - R 1111 no l\LWU1MrL) WATER & SEWER L_ --A �9- N-) IL CAPPID @ MAIN INSPECTIONS REQD. 0 n Q) LIJ ::) / I N-) -4 4 9. 75 l(C) CALL 425-771-0220 EXT, 1326 Z V). CO 49.92 (C) BELL STREEIP5 9 19 6,(C) EXIST SEWER 0 0- 1_3 0 EXIST WATER---, Q) N 8 9 115 7 9 W Nr) .659.63'(�4 660. 00 PILD) 2'RGV Y ED GE" OF A SPHAL T CONSTRUCTION SEQUENCE: 1. ARRANGE FOR A PRE -CONSTRUCTION MEETING WITH CITY OF EDMONDS SITE INSPECTION, (206) 771-0220, EXT 1,326. 2. CALL DIALDIG (UTILITIES UNDERGROUND LOCATION CENTER) 1-800-424-5555. 3. INSTALL EROSION CONTROL MEASURES (AS SPECIFIED IN CITY STANDARDS 18.,30.050): 1. ESC Minimum Requirement - Construction Access Route. Construction vehicle access sholl be, whenever practical, limited to one route. Access points sholl be stabilized with quarry spolls or crushed rock to minimize the tracking of sediment onto public roads. If sediment is transported onto a road surface, the roads shall be cleaned thoroughly at' the end of each day. Sediment sholl be removed from roads by shoveling or sweeping and be transported to a controlled sediment disposal area within 24 hours. Street washing shall be allowed only after sediment is removed in this manner. 2. ESC Minimum Requirement - Stabilization of Exposed Areas. All soils exposed by lend disturbing activities shall be stabilized by suitable application of BMPs, including, but not limited to, sod, hydroseeding, or other vegetation, Plastic covering, or mulching. All BMPs shall be selected, designed, end maintained in e manual. The exposed soils shall be stabilized according to on accordance with approved timetable. (Typically, no soils shall remain exposed for more than two days from October 1 through April J0 and no more than seven days from May 1 through September 30). J. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent proper les shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes or mulching, or by a combination of these measures and other appropriate BMPs. 4. ESC Minimum Requirement - Maintenance. All erosion and sediment control BMPs shall be regularly inspected and maintained by the owner to ensure continued performance of their intended function, All maintenance and repair shall be conducted in accordance with the manual. 5. ESC Minimum Requirement - Other BMPs. As required by the city, other appropriate BMPs to mitigate the effects of increased runoff sholl be applied. ADJUST FRAME AND GRATE SUCH THAT RESTRICTORI POLLUTION CONTROL DEVICE IS VISIBLE AT EDGE OF' OPENING GE 94.85 0. 5' MIN. PIPE SUPPOR TS (2MIN.) 0 0 W POLYPROPYLENE J" X 0.090" ALUMINUM W1 EL= 92-.87 LADDER/STEP� 518"' STAINLESS -BOLTS FROP T SH A GATE t14 ETAIL 0. 0' 1 90.74 36" RESTRICTOR PLATE WITH 0.67" DIA ORIFICE CUT IN PLATE, MACHINE DRILLED, SHARP EDGED ORIFICE, IE 9. 63 MIN.2' NOTE: ALL STEEL PARTS AND SURFACES MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT #1 OR BETTER). COMPLETE 2' MIN. CORROSION PROTECTION MUST BE ASSUR!�l I TH 0. 82 - DIA. RESTRICTOR PLATE W ORIFICE CUT IN PLATE, MACHINE DRILLED, SHARP EDGED ORIFICE. CB TYPE 2, 48" w/RESTRICTOR ACCEPTABLE TIGHTLINE MATERIAL SDR 35 SCH 40 N - 12. F810 HANCOR APPROVED AS NOTED BY ENGINEERING Date: RIGHT-OF-WAY CONSTRUCTION PERMIT AND INSPECTION REQUIRED FOOTING DRAINS NOT TO BE TIED INTO DETENTION SYSTEM MATCH EXISTING SIDEWALK SIDEWALK EACH END OF NEW INSTALLATION C/G &. SIDEWALK FORM INSPECTIONS REQUIRED 6. Erosion and Sediment Control Requirement - Underground Utility Construction. The construction of underground utility lines shall specifically address the following: a. Erosion control for excavated and stockpiled materials; b. The placement of excavated material where consistent with safety and space considerations shall be placed on the uphill CL side of trenches; c. Trench dewatering systems (must discharge into sediment traps, sediment cit ponds, or other acceptable means); d. Tracking and spilling of materials on streets due to hauling; e. Doily L-0, L: cleanup and street maintenance. 7. Additional ESC Minimum Requirements for Larger Developments. All new development and redevelopment that includes land disturbing activities of greater than, or equal to, one acre in addition to meeting the minimum 1� requirements set forth above shall comply with ESC requirements listed below. Q 8. ESC Minimum Requirement - Delineate Clearing and Easement Limits. In the field, mark clearing limits andlor any Z easements, setbacks, sensitivelcritical areas and the buffers, trees and drainage courses. N) 00 9. ESC Minimum Requirement - Sediment Trapping. Prior to leaving the site, storm water runoff sholl pass through Z 0 I _C) LU a sediment pond or sediment trap, or other appropriate BMPS. Sediment ponds and traps, perimeter dikes, PZ 00 It sediment barriers, and other BMPs intended to trop sediment on -site sholl be constructed cis a first step in BMPs grading, These shall be functional before land disturbing activities take place. Earthen structures, such as dams, dikes, and diversions shall be seeded C'n and mulched according approved timetable, to an 4. PROVIDE DUST CONTROL. Z 5. INSTALL UTILITIES INCLUDING SEWER, STORM DRAINAGE, WATER, POWER, TELEPHONE, ETC. CIO 6. COMPLETE PROJECT CONSTRUCTION, IZ 7. CLEAN UP STORM DRAINAGE SYSTEM. J LO 8. REMOVE EROSION CONTROL AFTER SITE IS STABILIZED. 0 N _3 Cq _J GENERAL NOTES: 130 THE ALLEY SHALL RECEIVE A FULL WIDTH OVERLAY OVER THE LENGTH 1AREA OF DISTURBANCE. 2. THERE IS AN EXISTING ELECTRONIC DATA LINE IN THE ALLEY, BELONGING TO THE CITY OF EDMONDS. THE CITY WILL LOCATE THIS LINE PRIOR TO CONSTRUCITON. -OALLrop 10C, 1 0 C) 3. THE 6-FOOT HIGH FENCE NOTED ON THE ARCHITECTURAL PLANS SHALL STEP DOWN To 3-FOOT HIGH WITHIN 10 FEET OF CITY RIGHT-OF-WAy. C) 1-0 0- X CB TYPE 2, 48", w/RESTRICTOR GE 94.85 OF 92.85 IE 611 90.74 00 89.63 CB#1,TYPE 2, 48" 0- GE 97.00 IE 36" 89.87 IE 6" 94.50 A 0 N1 47' 36" CMP @ 0.005 > 47 LF 36" CMP Z LQ __IEVEL SURFACE - DEAD STORAGE AVE. DEPT--i OF DEAD STDRAGE 1.0' DETENTION SYSTEM DFTAIL Z NOTE4 A- IF DRIVEWAY WIDTH EXCEEDS 15', INSTALL A FULL DEPqH EXPANS113N JOINT. DRIVEWAY APR13N SHALL 3 A MINIMUM 13F 6" THICK AND SHALL .11t PLACED 13N E" [IF 5/8, CSTC AND COMPACTED GRADE. 1/2' LIP OR 16' VERTICAL UJ .-J mw�" T:_ Q) ul'J NIT Q) C) EXPANSION JOINT 6' CURB CONCRETE SHALL BE CLASS 3- 300OPSI DRIVEWAY CURB� TRANSITI13NAL PETAI� FOR I CURB AND CUTTER OR VERT CAL URBS CURB AND GU BE PiOURED SEPARA TEL Y FROM. 7' 1 . - ,�D VALK 6 P&Y4 INSPECTION RS DE PRIQ,� T 00UR. Q) C=0 C"'I Co - C-) C-0 LLI ot TRAFFIC CONTROL NOTES: - GE 94.115 VICINITY MAP TYPE 1 - cap��-� �--G F 9 1, 5 0—' 7//FFK9, �7 LLJ / C) 0 C) E-17 FA 0 SIAMESE CONNECTION—, (F.D.C. W/STORZ FITTING) CITY TO DETERMINE SIZE CONTRACTOR TO VERIFY - P. 1. V. 2" COPPER OR — FIRE RATED PIPE EX WM 3'x3' TREE GRATE-2 PLCS 1�� IE N=88.21 IF E=88-33 IF S=88.03 NFW IF 8"W=88.21 \EX—CaL RIM=91.1 IE=89.62 70k E _CB ' ��j \1 X—CB RIM=91.34 IE=89.24 AV Ar SPOUTS FEM -- �-W — — Figure 6F-4. Channelizing Devices 450 mm (I a in) MIN. Retroreflectiv Retroreflective Facing Band 50 mm (2 In) I? and So mm Traffic FV;1Jr ][75 mm (3 In) (2 In) 1 Soto 150 mm (2 to In) 0 )o 7 mm 28 11n)-1 t 0 mm 175 mm (3 In) looto L (28 In) 5- 150 mm 450 mm —T(3 mmi 900 m (is in in) (4 to 6 In) (36 (n) Night and/or Freeway Day and Low -Speed 74.17. High -Speed Roadway Roadway (s 60 krn/h) (a- 70 kmlh) (2! 45 mph) 40 mph) DRUM TUBULAR MARKERS 200 to 300 mm (8 to 12 In) 174 0 M F(264 10n)MM IN. 900 mm (36 in) MIN. VERTICAL PANEL 'h 1P Retroreflective 175 to 100 mm (3 to 4 in) Band IN T Wi ISO mrn (6 in) 700 mm 50 mm (2 In) (2 S;i..n) 100 m m 450 mm (4 in) (18 in) Night and/or Freeway Day and Low -Speed High -Speed Roadway Roadway (�c 60 km[h) 70 km/h) (a. 45 mph) 40 mph) CONES Warning lights (optional) Nominal lumber dimensions are satisfactory for barricade rail width dimensions. Rail stripe widths shall be 150 mm (6 In), except that 100 mim (4 in) wide stripes may be used if rail lengths are less than 900 mm (36 in). The sides of barricades facing traffic shall have retroreflective rail faces. Table 6H-3. Meaning of Letter Codes on Typical Application Diagrams Distance I A 30(100) 100(350) 150(500) 300(1,000) A Speed category to be determined by highway agency Distances are shown in meters (feet). The column headings A, B, and C are the dimensions shown in Figures 61-1-1 through 61-1-46. The A dimension is the distance from the transition or point of restriction to the first sign. The B dimension is the distance between the first and second signs. The C dimension is the distance between the second and third signs. (The third sign is the first one in a three -sign series encountered by a driver approaching a ternporary.traffic control zone.) Formulas for L are as follows: For speed limits of 60 krn/h (40 mph) or less: L = 122 (L = WS2) 155 60 For speed limits of 70 kmth (45 mph) or greater L= WS (L = WS) 1.6 Where: L = taper length in meters (feet) W width of offset in meters (feet) S posted speed limit, or off-peak 85th-perrentile speed prior to work starling, or the anticipated operating speed in km/h (mph) Table 614-2- Neaning of Symbols on Typical Application Diagrams I - < ----104 CURB PAINTED TRAFFIC YELLOW BETWEEN DF<I`VEWAYS IN, HANDICAP RAMP BOTH SIDES DRWY-j EX W TER SERVICE SIDEWALK TO NEAREST JOINT AS REQUIRED TO BE/CUT & QY CITY INSPECTOR CAPP D @ MAIN CL n Z 0 M C) 2 1-- 149.92( 0.0 EL TR EE P59. 6 P(C) 7- 'm C� N 8 9 05 7'() 9" W 659.63(14) 6 6 0. 0 0'(P) 2"RGVX ,ZZ/ E E OF ASPHALT DGIE /�Y<) Arrow panel Arrow panel support or trailer 000 In Channelizing deAce —110. Direction of traffic L-0-- Direction of temporary traff lc detour M7-0 Flagger High-level warning device (Flag tree) A& Luminalre Pavement markings that should be removed for a long-term proJect In Sign (Shown facing left) Temporary banler Temporary barrier with warning rights Surveyor Traffic or Pedestrian signal Truck -mounted attenuator Type III Barricade Crash Cushion Changeable message sign or support trailer Warning lights Work space Work vehicle 1. FULL TRAVEL WAY CLOSURE REQUIRED IN ALLEY DURING HOURS OF CONSTRUCTION ONLY. ALLEY MUST REMAIN OPEN AT ALL OTHER TIMES. 2. HALF STREET CLOSURES REQUIRED ON BELL STREET DURING HOURS OF CONSTRUCTION ONLY. STREET MUST REMAIN OPEN AT ALL OTHER TIMES. 3. CONSTRUCITON SHALL CONFORM TO CITY STANDARDS AND DETAILS. General Requirements for.Traffic Control Devices I . When safe conditions are possible, two-way traffic must be maintained. All necessary traffic control devices shall be in good condition and placed in proper locations at all times until final work is completed and approved by the City of Edmonds. 2. The use of high-level warning signs I is recommended on all streets and required on sight restrictive streets. Advanced "Construction Ahead" warning signs are required at the following speed conditions: under 25 mph - 500 lineal feet; over 25 mph - 1000 lineal feet. 3. The City of Edmonds Police, Fire and Public Works Departments shall be notified of street closure locations and time periods. Streets shall be reopened immediatel� upon completion of the work. 4. It is the duty of the contra ctor to notify all abutting property owners forty-eight hours prior to commencing any construction that may impede traffic flow or cause the temporary suspension of utility service. Affected public utility services shall be properly notified. 5. All Rag persons must be certified by the State of Washington Department of Labor and Industries. 6. Traffic control plans submitted shall utilize the symbols as outlined in Table 6H-2 of the 0 MUTCD. 7. Sign spacings shall comply with the MUTCD Table 6H-3. 8. The City of Edmonds will allow the contractors to utilize WSDOT Standard K-Plans that are appropriate for the activity that the contractor is undertaking. Street Closure Reguirements (Refer to Fi2ure 6H-20) Streets closed for work shall be properly posted with "Street Closed" signs and barricades as required. - Signage shall be provided at the nearest intersection to allow for adequate traffic detour. Advanced "Detour Ahead" signs shall be provided 500 feet in advance of the detour route intersection. Directional "Detour" signs shall be provided at all turns throughout the detour route on streets. T nnol uccess shall be provided whenever conditions allow safe nassnoe Traffic Control on Low Volume Roads (Refer to Figure 6H-18) Two-way traffic without flag person on minor streets that access no more than thirty homes. A-13) Figure 6H-13. Temporary Road Closure (T Figure 6H-I& Lane Closure on Minor Street (TA-18) 7 7 'Mrs t4ote. See TabM 6H-2 and M-3 (optional) C for the meaning of the 9110 symbols and/or letter codes used in this figure. F A B A Buffer Space (optional) ot4vl 0 Typical Application 18 See Tables 6H-2 and 614-3 for the meaning of the symbols arKVor letter codes used in this figure. a (optionaQ ted Aftenualor (optional) 3uffer Space (optional) ft) max. NNI Li U F3 0 Do U Cj 04 15: Q Do Z 5C Q U) Lis 6 X 0 CZ 0 CL k L0 C3 0 Lo U Ld 14 CL X Ld W CL 0 0 US, 10- I N#W# 1/4., S*W0 4, SECTION 24, TOWNSHIP 2:7 NORTH,, RANGE 3 EASTP, W.M. =mom= Ex ce ARIM-90.41 PrFe-�)J-4*4-�L su-rs J;V' .-OPEJ9 At-.j*j-AjrAVrA PAJ-T VDF-GREES Afta 10.01 17 - 6'' 9;0 9 E tff tXSAK 014 04 46 PZ r4 RIM -34 ''Ox % T. -d89-24' -0 S89*57'09 59.96, ------- ------- iz_j- V i V., Basis of Bearing: H T 00 "o.0 NORTH VISTA CONDOMINIUM + A.F. J2001110115002 I PARWING I J N (4 VMS) 1 +9& rp\- 4 Legal Description 00 N ------ N N LOTS 27 AND 28, BLOCK 99, CITY OF EDMONDS, ACCORDING TO 7HE N JI N J PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 39 AND 40, IN j N P , N J JWN N J N J RECORDS OF SNOHOMISH COUNre, WASHINGTON; P .1 N/1 m No# 7 ax Account L P m / / r PP I - R w P P P SO 00 4342 099 027 00 Its L 1, P P 00 f - - — A LANDSCAPE WALL- - - M L p Fif Ap R Benchmark1batum 4 I, fp P RIM SSMH 0 INT. BELL ST. & 77W AVE, N. EL= I 11. 72 P DATUM. CITY OF EDMONDS L PP P 4.- L PPS 4�1 . , A.' r mom WWA ammmPmoux K 1 4 R K. (641 —B LL ST.) L A 110110 PIP P R4 41 -N L- f. p p R P P f EKIS77NO CONTOUR P K Pp P Leoend: (Typ.) P P P P tJ L pre Landscapihg 44. of .41 / R L Ppe F P vsr%,� 4V I c. I& fr%at"�.e,, t SJI-vall 6or-- It'' L Ground Cover P Trees Shrubs A L P P P P K IN, , f, P F P A ACER CII?CUMNATUM E RHODODENDRON "UNIQUE" J POLYST7CHUM MUNTUM (SWORDFER) M ERICA CANALICULATA (HEATHER) ommm OWNE MA!kE" I" DIAM. 24" HIGH -MIN., 42" O.C. I CALLON, JOm O.C. SPRI14G WOOD WHITE, PINK, ep P. MUL71PLE 3 'STOCK MIN. I CALLON, 24" O.C. + P f P P P r P r L P J�� 1r\'1M14AV11, In. w EXIST. HOUSE P P V L I A: A -. . - I ..., , , I / P f 4 P B MT. FUJ.1 F RHODODENDRON "MONTAGUE" K OTTO LUYDEN N ENGLISH IVY P 'FLOWERING CHERRYI, 112" DIA. 24" HOGH-MIN., 42" O.C. "ENGLISH LAUREL* 4" P07S 0 V12" O.C. PPP 18" HIGH -MIN., 36" O.C. 18m HIGH -MIN., 36* O.C. + =3 L P PIP P P P 0111 - L p P PPI-1 T11 I ii. Gmtyss x I " b. R m va!l m I 4 \4 P PACHYS4NDRA 7ERMINAUS IMOV 12* H. R C PRUNUS SHOGETSU G V78URNUM DAWDI L AUCU8A JAPONICA 4 POTS 0 12 O.C. LOW VtXT LICK mp.) ...UNE DAt*-;0'7* C +101A "FLOWERING PLUM* 1 1/2' DIA. 18" HIGH -MIN., 2 GAL, 36N O.C. 240 HIGH -MIN., 42" O.C. K A.' 111 R -K R 7 R -4 .4 % 'A .0k +"9 K R K DRIVEWAY (qPO;& AGO). Y, X R F5*SQIJE GLAUCA K Pv ie - - - f6XIAM . W, I GALLON, 24" O.C. 4. . f . K A 4 D CORMUS FLORIDA (PINK DOGWOOD) H CHOISYA TERMATA K K k K 1 1 112- D14. STOCK "MEXICAN ORANGE* X X 1 96, 24u HIGH -MIN., 42: O.C. .59 .1 41R R : 0 S8965,7'09 "E -4 4d Ex 41 f., A L3 Heigh ts Ca/cs C3 EX. PLANIER rq IEX. PLANTER _T Z ws. A - +92.8 3 wa "Fr4-x_ i 6 1 # B - +96.3 3W3 *rvtf. g C = a -4, of cytnvy\ N A a CC3V ANNC\ V-R&RAL —7, —J— S8957'09T 659.63(M) 660-OO(P) Be// Street BenchmarklDatum RIM SSMH 0 INT. BELL ST. & 77H AVE. N. EL— I 11. 72 DATUM: CITY OF EDMONM" wy >1 tx X EX. FIRE HYD. /�y GRAPHIC SCALE U 954.%j AVE GR4DE ACTUAL = '127.b MAXIMUM - 127.,4os Lot Coverage (45% Max) UNIT AREAMOOR Z540 S.F. DECK AREAIFLOOR 210 S.F. COMMON USE AR94 215.5 S.F. �OTAL FOOTPRINT AREA - 2.965.5 S.F. LOT AREA - 6,594 S.F. MAX. LOT COVERAGE (45X) = Z-970 S.F. ACTVAL LOT COVERAGE - 44.9X Slope = ±10.57* Lot Coverage (45% Max) NOVED BY PLANNING \9 1 003 co co Ci to to 0 R., LQIJ 6 4j W CO 43 40-- CL 4S 4-) 0 C4 E71 04 0 Lij (3) �4 LU LU two z ZZ 0 > 0 0 41 Z-J LIJ CC LU CL a I ( IN FEET ) I inch = 10 ft. /I