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1218 EMERALD HILLS DR.PDF1218 EMERALD HILLS DR nk(6 �hu.s -m , 130 126 126 124 122 120 116 116 SECTION DUE EAST FROM NORTH EAST CORNER OF GARAGE � 1a a1w route i 1ue I svra��.r 1 —+--PROF =RTY LINE 1 1 Rockery not I exceed 3 R. In setback area rr I .INE SECTION A 7 BU:LDIN02 0 FT. BUILDING LINE is 130 120 126 124 122 120 118 116 BUILDING LINE 130 128 126 124 122 120 118 116 SECTION B SECTION C 10-15-2002 11:04am From -PURCHASING +3606738421 T-316 P.001/001 - F=359' Den nis M, Bruce, P.E. DG-r, .� moo• M.S.C.E., M.B.A. Geotechnical/Civil Engineer t�C`3 ��4aoa�bS was c©� cT a+v s E TO CZ /a/T M c P�A7� THE ��co�MsNbATlO�1s A�os /tic aeo�Pc��" 6,apTe<Nar['A� d C Try& G- �} 1)c,�fJs Ae6 oCKE�� ��slC Ns oru S, � r'NSP�C �ro�S , 6 eo 7-e«+ Nth �c.r }fPApaov�l ,S .'Tier To S uY. A I G 7' App A viA �14 rs 7�r�,u<<4L ;�, OiFo Q �r sVO eus . o `l 6NA& SOILS - FOUNDATIONS • SITE DEVELOPMENT INSPECTION - DRAINAGE • DESIGN & PERMrr • LEGAL P.O. Box 55502 • Shoreline, Washington 96155 - (206) 546-9217 - FAX 546-8442�}(�Irt'�//�/ OCT 16 r ' BUILDING DEPT. Comcast of Washington II Inc. Extend drop to 1218 Emerald Hills Dr - ]T19342 EM18 pedestal to permission to bury a drop wire from an existing pate property Request perms d lace a Carson box where trench enters he right-of-way. customer, an P approximately 183 fee Trench length woul eb a aped to existing or better condition. All work areas will b � a EMERALD HILLS DRIVE I l l I t l ly;"..•� ......r• U.......... 20' ..... 38 ft .............. Existing 105 ft bore Pedestal 1208 3ft N NOT TO SC INFO 13ASEI FIELD Sul Ccomcast Trenching Project PROJECT'S TIMELINE AND PROPOSED HOURS OF OPERATION: • Timeline — Within the guidelines set by the municipality. • Work Hours —The entire project area will be conducted from 7:00 AM to 7:00 PM or as specified by the Edmonds City Inspector. Traffic Control Plan 1. The standards and guides of the latest version of the MUTCD or the set-up as per the City Code shall be followed at all times. 2. A copy of the Permit and Traffic Control Plan shall be on -site with all contractors during the project. 3. All contractors will avoid parking on sidewalks and shoulders and will take the lane and follow the proper traffic control set-up for the given situation. 4. Pedestrian access shall be maintained through or detoured around all worksites. 5. Please find attached the traffic control plan for the various types of work sites that will be encountered during the project. 6. Flaggers will be used only when all other methods of traffic control are inadequate to warn and direct drivers. Only licensed flaggers will be used on the project. 7. If situations occur when questions arise about proper traffic control set-up the solution will be determined in the field with the Comcast Construction Rep. and the City Inspector. Work along the road with minor encroachment: cone -off vehicle with taper and place MEN WORKING OR MAN WITH SHOVEL signs before and after work zone. 200-ft A If curb and gutters in project area: • Filter bags will be placed in catchbasins downstream of work site, and • Small check dams of pea gravel filled sandbags will placed within the gutter upstream of the catchbasin. Depth = 0- 3 6-inch minimum ■- Compatible w/ other utilities 0- Shoring required at 4-ft + Pavement Cuts = ■- T-cut 1-ft wider than trench W Neat -line saw -cut or j ackhammered edge CLEANING: All Streets and roads are required to be cleaned and swept both during and after the installation work. 0- Mechanical Vacuum is preferred method CONTAINMENT: All un-restored shoulders or material storage areas are required to be contained with reflective barricades. ■r All trench backfill shall be mechanically compacted to 95 percent of maximum density using 1-ft loose lifts with whacker or 2-ft loose lift with a hoe pack. 0- If proper compaction cannot be achieved with the native material, new import material is required at the 95 percent rate. � As an alternative, CDF can be used in a design mixture approved by the County Engineer. All disturbed areas shall be restored to existing or better conditions Trench parallel to road: ■- Shoulder - Match existing surface conditions 0- Pavement - 6-1/2 inches of crushed surfacing material and asphalt concrete Class B at 2- inches minimum or same thickness if greater.. Trench across road (immediate cold mix patch): Asphalt - Permanent hot mix patch at same thickness or 2-inches and sealed within 30 days. Concrete - saw cut and pored with mastic joints, eight - sack mix, either type II of III cement, within 30 days. ......................................... SEP 0 5 V52 E U C ' CONTACT M4N Lul PER�A �W,1f FOQ/M 61 ......................................... A coordinated utility environment which maximizes joint utility opportunities to provide quality service for the citizens of Edmonds YOU WILL BE GIVEN A CONFIRMATION NUMBER BY EACH UTILITY ONCE YOU HAVE INFORMED THEM OF YOUR PROJECT. SITE ADDRESS: _ I �8 14(GL LAWLAWD t7Q (6o 4213o em Rich Afdem — 425-67o-320* You will need to provide PUD with a site plan and a completed New Service Questionnaire. PUGET SOUND�-4 ENERGY New Customer Construction Call to verify gas availability and to coordinate service install. Department-1-888-321-7779 You will need to provide parcel number, contact phone number and mailing address. _ # Poo) 1 I � veri�n Dow Brandl ey — 425-710-4118 You will need to provide Verizon with the location of your project, total line requirement, and the date in which service is required. A copy of your development plan may be required. AW vRvf nnJA U 253-437-6906 or e-mail: You will need to proved AT & T Broadband with the location of your project, a copy of your development and site plan (digital wa-ope-north@broadband.aft.com copy if available.) The date in which service is required and a dA Steve Dunphy - 425-774-7769 You will need to provide OV WSD with the survey map of your For customers in Olympic View Service Area site and complete a development information form. OTHIS FORM MUST BE COMPLETED AND GIVEN TO DEVELOPMENT SERVICES STAFF AT THE TIME OF PERMIT SUBMITTAL Received: 3/ 1/02 1:51PM; OT/61/2M 13:48 'FAX 4257789645 voi avi a77`.. 00.44 4V0U%Aa7/0 • Fmb-213-02 22:24 LOr010i -> Windermere Real Estate/HKW,Inc.; Page 2 CB BAIN EDMONDS STREET FILE 426-670-3822 F. City of Edme mvebphnent Services De; Planning Division Phone: 425.771.0220 �A�. ► e.o Far: 42.5.771.0221 The Critical Ares Checklist conal on this form is to be filled out by any person preparing a Development Ponnit Application for dhc City of C.drnonds prior to hisl submittal of the applical to the City. Tax purpose of the checklist is to amble city mff to datemnine whether arry potential Critical Areas are. or may be, present on the subject play- Thu information needed do eaepkie the Cbecklist should be cagily available from observations of tbo site or dab available at City Hall (Critical areas inventories, man or soil wrveys). rNut ULQ002 P.01 Data 01111160hr6d: - 5 - Qv _ CNV Rtuealpt &- Z Z CrOcial Aram File m: CrWoW Arem Choohlid Fels: 11i" 0 ore. MA" bo Appllcw* A P10110ty owner. or bill sud caud aposenottive. Must fill out the checklist. sign and due it, and submit it W rile City. 'iG City will 19viaw hire chal make a precursory site visit. and make a del ation of the subsequent seeps neoesatw to mho nph* a development permit appbeatioe. Please submit a vicinity map, along wish the signed copy Of this form m assist MY staff in finding and Westing tic, specific pious of Ptppmry ehtel bod on this lbrn. in addition, the gWitant dull include other pertinent ithfotenation (e.g. site plan, soMmphy map, ace.) or studies in coajurction with this Cboelrlist to assistant staff in compli img thoir preliminary aaaesal of the site. • The undetsrgaed appiieanL. and bislimf0a heirs, and asl in colimidemion on the ptooessing of the application goes to release. indemnify, defend and hold the City of Edmonds harmless Rom any and all damages, including nwenabk auorney's fel arising fmm any action or infraction bond in whole or part upon wsel misleading, inaeeuwte or inconhpletc information fienusbed by the applicant, he&dits agents oreatploym. 9Y my signatwe. I certify that the mfornlstihon and exhibila berewadh submitted are enso and am. to ow best of my knowledge andthat 1 am authorind le this app nation on the behalf of tie owner listed ehcaow► SkmAnmr•: of APPLICAKT/A(s ��`��- t>Nrt O S/(5-z- Frovi" Owhtser's Aalherkation BY my signIll I Cotten+ dial 1 bave a ulhoriaod the above ApplioaWAgemt to apply Sur the subject land use appliglimn, and gent my permiasioa for the public oil eiak and die staffof the City of Edamids eu enter the subject pt+opmty fW the purposes of inspection anted attendant to this application. S6GNA'1'UntU Ot 0WN ' Da7r, Ownt dApplkaor. R 13 �-/O dk4 9-vS O-)L) A lot Repsteaewtativs: Name (� Aio? Nan r Ad v� Address �5J4� g� City state zip C� s to Zip Telephoe o8 3 Z- 4�i 1 % Telephone Zo6 cm C\C) Z �O • Email addrhss loptional): Email Addcless (optiortal)�\ CrkbWAmL%Chwklinn. 19 KM! I Received: 3/ 1/02 1:51PM; -> Windermere Real Estate/HKW.Inc.; Page 3 ' 03/bl/2002 13:48 FA% 4257789645 CB BAIN EDMONDS Q 003 UJ/ .7-.// 1'27M U0. GL 000:1V1.7710 JIJM%='%ICI`/ rJ'40. LIK.. rli�; UC • Fob-28-02 22:24 LorQlel • • 425-670-3822 P.02 Critical Areas Checklist Site Information (soils/ topography/hydrology/ 1. 2. 3. !! Site Address/ Location: Property Tax Account Number: Approximate Site Size (acres or square feet)_ 1s this site currently developed?_ yes;_ If yes; how is site developed? O 0 L4--230 no. CA File No: lA - b2- 45 i 7-18 1-Fi9(� I aid jar . 0 00 O L'3 00 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entim site. T- Rolling slopes on -site generally less than 15% (a vertical rise of 10-1eet over a horizontal distance of 66-k+etj. _? Hilly: slopes present on site of more than 13% and teas than 30% ( a vertical time 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-ftet over a horizontal distance of less than 33-feet). Other (please describer 6. Site contains areas of year-round standing water. _ 40 ; Approx. Dept 7. Site contains areas of seasonal standing water. moo_ ; Approx Depth: What season(s) of the year? 8. Site is in the floodway V O floodplain _UO of a wager course. 9. Site contains a creels or an area where water frlo� s across the grounds surface? Flows ate year-round? �0 - __. _-_ _ !:lows are seasonal? N�jCL (What tine of year? ). 10. Site is primarily: forested : meadow ;shrubs : mixed _ urban landscaped pawn,shrubs etc) 4� 11. Obvious wetland is present on site: ii D Por C>'ty SWftUW 0* ...__ I. Plan Cheed Number, if OPPHt~ 2 Sian b Z.onvil? 3. S+[S supped wd type(s)? 4. Cd*d Ares inventory or C.A. map iiftates C2tblcal Aran on site? 5. SO& t+okM daiwA ed snub submMko a ImWW de h%Md oft? - 15 2002 %XUXAUV=K U=115U] IV -1W I jnc.1890 March 18, 2002 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: wwwxi.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering R.B./Florence/S.E.Jorgensen 78-7110 Kaluna St., A107 Kaiuua Kona, HI 96740 Subject: Determination regarding Critical Areas Checklist: CA-02-45 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. GARY HAAKENSON MAYOR The `DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). IT IS VERY IMPORTANT FOR YOU TO RETAIN A COPY OF THIS CRITICAL AREAS "DETERMINATION" FOR YOUR RECORDS. • Please examine this Determination for additional requirements. You may need to submit additional information such as an Environmental Checklist or Critical Areas Study. The Determination for the Critical Areas Checklist you submitted is a site -specific determination, not a project -specific determination. T A COPY OF THE CRITICAL ALL PERMIT APLICATIONS NOT BE PROCESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you, Planning Secretary c: Heidi Medina/Windermere *Architectural Design Board • D:mydocuments/spellman/CACLletter.doc L: temp/j ana/CACLletter. doc TION • Incorporated August 11, 1890 • Sister Cite - Hekinan, Japan 2. If development must occur within the critical area, buffer, and/or buffer setback, and is not identified as an exception per ECDC Chapter 20.1 SB, a Reasonable Use Exception • and Variance must be obtained pursuant to ECDC 20.1 SB.170A and 20.1 SB.040C. If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a project by project basis. Name n U • Signature Date 2 City of Edmonds Critical Areas Determination 0 Applicant: Heidi Medina Determination #: CA-02-45 Project Name: Permit Number: Site Location: 1218 Highland Dr. Property Tax Acct #: 00 4230 000 043 00 Project Description: Non -Project Specific Determination: Study Required: During review and inspection of the subject site, it was found that the site has some potential for steep slopes on portions of the property pursuant to Chapter 20.15B of the Edmonds Community Development Code (ECDC). Based on these findings, prior to submission of any development permit, you will be required satisfy the requirements of ECDC 20.15B by completing the following: • Steep Slope Hazard Area Delineation Requirements: To determine if a Steep Slope Hazard Area does exist, a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope Hazard Areas must be completed. The topographic survey may confirm the need for further study or it may indicate that there are no steep slopes on the property. 1n any case, a slope of 40% or more with at least 20 feet of rise will be classified as a Steep Slope Hazard Area. A 50-foot buffer is required from both the top and toe of the slope. A 15- foot building setback is required from the 50-foot buffer. For development of any kind which is proposed within the critical area, 50-foot buffer or 15-foot buffer setback, it must be shown that the development will not adversely impact the Critical Area or its buffer, by doing one or possibly both of the following depending on the outcome of the study: 1. For development proposals which will occur within the 50-foot buffer, but no closer than 10 feet from the top or toe of the slope, the 50-foot buffer requirement may be reduced to 10 feet if a study is completed by a licensed geologist or geotechnical engineer which clearly demonstrates that the proposed buffer alteration will have no adverse impact upon the site, the public or any private party. All Critical Area Studies, except those done by a licensed geotechnical engineer, must be completed under a three party contract where the City hires the professional required, and the applicant pays for the study (pursuant to • ECDC Section 20.15B.140). • Parcel Old Parcel # Owner CoOwner Site Mail Xfered Price Pr Xfer PrPrice Deed ActlUse B1dgNam LandUse Legal Plat Census Bedrooms Bath Full Bath 1/2 Bath Total Flooring Fireplace Heat Type Central Air Garage Units Stories Garage SF Total Bldgs Bldg SF Bsmt Found Construction Utilities Elect Svc Water Sewer Type Gas OWNERS 00 4230 000 043 00 4230 000 043 00 03 Jorgensen Rasmus B n Property Profile -Snohomish County Bldg Id No : Type : Platted *No Site Address* 18562 Wallingford Ave N Shoreline Wa 98133 05/01/1976 And Fee # $22,500 Zoning Code : Rs-12000 Pr And Fee# Warranty 910 Vacant,Undeveloped,Unused Land EMERALD HILLS BLK 000-D00 - LOT 43 SUB TO ESE TO PUD AND GEN TEL PUD Emerald Hills Tract : Block 1st Floor SgFt 2nd Floor SgFt 3rd Floor SgFt 4th Floor SgFt AboveGrnd SF Bsmnt Fin SF Bsmnt UnFin SF Bsmnt Total SF Loft SgFt Deck SgFt Patio SgFt Porch SgFt Lower Level SF LowerLvl Fin SF: Other Information Elevator Fire Sprinklers School District : 015 Street Surface : Street Access : Yes TRANSFER HISTORY DATE / DOC # PRICE Parcel ID # : 1086518 Total : $180,000 Land : $180,000 Struct %rmpry LevyCd :00210 2001 Tax : $2,289.11 Assmt Year Assmt Rsn Exempt Excise :5960 R : 03E T : 27M : 24 Q : SE Vol :31 Page :46 Easement Map Grid : 454 H5 Nbrhd Cd : 3105000 Phone Owner :206-542-3976 Tenant Lot Acres :.34 Lot SgFt : 14,810 Year Built Eff YearBlt Bldg Type Roof Type Roof Shape Siding Foundation Bldg Grade Bldg Cond Bsmnt Type Waterfront Type Waterfront Qlty Lowlands Topography 1 View Quality : Average DEED LOAN TYPE 4 20 � O .' /8 /3 �72) /9 /9 49 6/ p 4e J 2 / 20 /4 z � 50 = ST. 2/ /5 60 Q22 /6 47 5/ B 9 /0 59 —� NO. 15 (50 /) ,� 23 /7 O 52 Q ♦. N z Q W 27 26 25 —1 24 /B 46 W 58 W z EMERALD HILLS OR. 2 45 53 J } Y cn 57 37 O36 40 44 54 A 4/ 35 38 39 42 43 55 56, B Tract B (Greenbe/tj 4-001 J • • Date: To: From: Subject: MEMORANDUM April 19, 2002 Street File for 1218 Highland Dr. (Lot 43) Chanda Earhart, Assistant Planner CRITICAL AREA "STUDY REQUIRED" COMPLETED FOR THE CONSTRUCTION OF A NEW SINGLE-FAMILY RESIDENCE. I have had the opportunity to visit the site, review the topographical survey completed by Lovell-Sauerland & Associates, Inc. and the slope exhibit maps for the vacant lot. I have found that this is a very unusual and unique lot due to the fact that there are some prominent flat areas located both north and east of the subject property. The presence of these flatter portions indicate that the original toe of the slope would be located at the 100 foot elevation line, which is at the end of the cul-de-sac. The top of the slope is between 144 and 142 elevation lines located within "Tract B" (Refer to Attachment 1). Therefore, the steepest portion that I have calculated is identified as "Section 5" by the surveyor (Refer to Attachment 1) and it is not a steep slope per ECDC 20.1513.060 C. Based on my review of all available information and adopted policies of the City, I have found that the study requirement for this Critical Area, File Number CA-02-45 is complete. Copies of these documents are filed in the Critical Areas Study Complete file. Attachments 6441,11- -d9-o2. Chanda Earhart Date STREET FILE FA STREET FILE MEMO.DOC 04/19/02. City of Edmonds (zR Planning Division '1. i"f ►:^ OF EDAf u, Y, yN CITY OF EDMONDS Fsl g90 121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 RCW 197-11-970 Determination of Nonsignificance (DNS) DETERMINATION OF NONSIGNIFICANCE Description of proposal: Grading of approximately 800 cubic yards for the construction of a single- family residence at 1218 Emerald Hills Drive. JSee Attached Site Plan.) Proponent: City of Edmonds Location of proposal, including street address if any: 1218 Emerald Hills Dr., Edmonds, WA Lead agency: CITY OF EDMONDS The lead agency has determined that the requirements for environmental analysis, protection, and mitigation measures have been adequately addressed in the development regulations and comprehensive plan adopted under chapter 36.70A RCW, and in other applicable local, state, or federal laws or rules, as provided by RCW 43.21C.240 and WAC 197-11-158. An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. XX There is no comment period for this DNS. Responsible Official: Star Campbell Position/Title: Assistant Planner - Planning Division Phone: 425-771-0220 Address: City of Edmonds, 121 5th Avenue North, Edmonds, WA 98020 Date: to — i-4 — o Z Signature: XX You may appeal this determination to Robert Chave, Planning Manager, at 121 5th Avenue North, Edmonds, WA 98020, no later than October 18th. 2002, by filing a written appeal citing the reasons. You should be prepared to make specific factual objections. Contact Rob Chave to read or ask about the procedures for SEPA appeals. XX Posted on October 4th. 2002, at the Edmonds Public Library, Edmonds City Hall — Development Services Department, and the Edmonds Post Office. XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. Page 1 of 2 SETO- SEPA DETERMINATION.DOC 10/4/02.SEPA i Mailed to the following along with the Environmental Checklist: XX Environmental Review Section XX AT&T Broadband Department of Ecology Outside Pant Engineer, North Region P.O. Box 47703 20811 84` Ave. S., Suite 101 Olympia, WA 98504-7703 Kent, WA 98032 XX Bruce O' Niell 17515 A, 52 Ave. W . Lynnwood, WA 98037 Attachments pc: File No. PC-02-431 SEPA Notebook Page 2 of 2 SETO- SEPA DETERMINATION.DOC 10/4/02.SEPA - FROM ; D. Bruce, P. E. Engineer PHONE NO. 206 546 8442 • Mar.. 28 2002 09:0055PMD�P,11 n LJ • 0 Dennis M. Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/Civil Engineer March 27, 2002 . CITY COPY RECEIVED Design Works Construction SEP 0 5 2002 17515 52Id Ave. W, Suite A Lynnwood, WA 98037 PERMIT COUNTER Subject: Geotechnieal Evaluation 1 Foundation Recommendations Proposed New Residence 1218 Highland Dr., Edmonds, Washington This engineering report presents the results of a geotechnical evaluation of the property at 1218 Highland Dr., Edmonds, Washington. This evaluation was requested by Design Works Construction in regard to City of Edmonds geotechnical issues. REFERENCES: • Property Survey and Topographic Map by L.S.A. dated March 8, 2002 Site photographs by D. Bruce, P.E. dated March 19, 2002 The lot at 1218 Highland Dr. has not been developed. It is irregular in shape and abuts Main St. with approximately 142 feet of frontage (see Survey Plan). The primary geotechnical issue affecting development is property slopes_ The lot contains approximately 30 vertical feet In elevation change over the depth of lot (approximately 175 feet). Portions of the overall lot contain slopes slightly greater than 40 percent (see shaded portion of Topographic Map). Visual evaluation of the property revealed no evidence of any geotechnical distress: no slides, no settlements, no soil tension cracks, nor any significant erosional degradation. EVALUATION: In order to augment the existing site geotechnical Information, 4 soil test holes were hand dug by this engineer (in the probable location of the future residence), SOILS - FOUNDATIONS • SITE DEVELOPMENr - INSPECTION - DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 54"442 FROM : D. Bruce, P. E. Engine PHONE NO. : 206 546 8442 • molar. 29 2002 08:21W P1 Design Works Construction March 27, 2002 Page 2 All 4 test holes revealed similar sub -grade conditions, namely: 0" to 4" Grasses, organics, and organic silt 4" to 16" Moderately dense light brown sandy loam 16" to 40" (bottom of test holes) Increasingly dense silty sand grading to weathered glacial till No water was encountered in any of the -four test holes. All test hole walls remained vertical and stable. No sloughing or caving occurred. This engineer evaluated the roadside slope (south of the south property line). The slope is part of the City of Edmonds road right-of-way and revealed no evidence of any geotechnical distress: the slope reposes at an approximate 2H:1V declination, The roadside slope contains a few mature trees and numerous smaller trees. No evidence of any roadside geotechnical problems exists- no soil tension cracks, no slides, no sloughing or any evidence of erosional degradation. The road right-of-way contains a sidewalk and curb and gutter. The curb and gutter appears to function properly, precluding road storm water from inundating this property. It is understood that City of Edmonds maintains "normal and good maintenance practices" regarding road maintenance, cleaning, drainage, and overall municipal responsibility. It is obvious that the steeper portions of the road right-of-way (adjacent the southern property line of this lot) are the result of historic road construction. Thus, the slope in question is not a geologic issue, but rather a City of Edmonds' man-made construction result of road building. CONCLUSIONS / RECOMMENDATIONS: Based on the findings of this investigation, and experience with similar sites in the area, the Design Works Construction 1 new owner lot at 1218 Highland Dr, is aeotechnically approved for the proposed now residence, subject to the following: • Geotechnical review by this engineer of final house plans and location footprint. • Standard reinforced continuous and spread footings. Allowable bearing pressure: 2,000 p.e.f. • t Design Works Construction • March 27, 2002 Page 3 • Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall design provided drainage zone is inspected and verified by this engineer. • For retaining wall design, use friction factor of 0.55 and passive pressure of 350 p.c.f. Geotechnical inspection by this engineer rip or to any foundation concrete placement. The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on structural fill placed above native soils. See the later sub -section entitled General Earthwork and Structural Fill for structural fill placement and compaction recommendations. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface, • Depending on the final site grades, some over -excavation may be required below footings to expose competent native soils. Unless lean concrete is used to fill the over excavated hole, the width of the over -excavation at the bottom must be at least as wide as the sum of two times the depth of the over -excavation and the footing width. For example, an over -excavation extending two feet below the bottom of a three-foot wide footing must be at least seven feet wide at the base of the excavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that total post -construction settlement of footings founded on competent, native soils (or on structural fill up to five (5) feet in thickness) will be about one-half inch, with differential settlements on the order of one -quarter inch, NOTE: The bearing capacity of 3,000 p.s.f- applies to over -excavated and backfill conditions, Footings placed on native soils may be designed for 2,000 p.s.f. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundations. For the latter condition, the foundations must either be poured directly against undisturbed soil or the backfill placed around the • outside of the foundation must be level structural fill. We recommend the following design values be used for the foundation's resistance to lateral loading: 0 • `FROM D. Bruce, P. E. Engine Design Works Construction March 27, 2002 Page 4 parameter Coefficient of Friction Passive Earth Pressure Where: PHONE NO. 206 546 8442 • Design Value 0.55 350 p.c.f. Mar. 29 2002 08:22AM P2 (1) p.c.f. is pounds per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. We recommend that a safety factor of at least 1.5 be used for design of the foundation's resistance to lateral loading. SLABS -ON -GRADE: Slab -on -grade floors may be supported on undisturbed, competent native soils or on structural fill_ The slabs may be supported on the existing soils provided these soils can be re -compacted prior to placement of the free draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. PERMANENT FOUNDATION AND RETAINING : Retaining walls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following recommended design parameters are for walls less than twelve (12) feet in height, which restrain level backfill: Parameter Active Earth Pressure" Passive Earth Pressure Coefficient of Friction Soil Unit Weight Where: Design Value 35 p.c.f. 350 p.c.f. 0.55 125 p.c.f. (1) p.c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid densities. FROM : D. Bruce, P. E. En9in� PHONE No. : 206 546 8442 Mar. 28 2002 09:19PM P2 • • 0 Design Works Construction March 27, 2002 Page 5 For restrained walls which cannot defect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 p.s.f, should be added to the active equivalent fluid pressure). The values given above are to be used for design of permanent foundation and retaining walls only. An appropriate safety factor should be applied when designing the walls_ We recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above lateral pressures. Also, if sloping backfill Is desired behind the walls, then we will need to be given the wall dimensions and slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaining wall backfill should be accomplished with hand -operated equipment. Retaining Wall Backfill Backfill placed within eighteen (10) inches of any retaining or foundation walls should be free-dralning structural fill containing no organics. This backfill should contain no more than five (5) percent silt or clay particles and have no particles greater than four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The purpose of these backfill requirements is to assure that the design criteria for the retaining wall is not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: In no case should excavation. slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1:1 FROM : D.Bruce, P.E. En91 ro PHONE NO. 206 546 8442 Mar. 28 2002 09:19PM P3 • Design Works Construction March 27, 2002 Page 6 (Horizontal:Verticai) from the top of the slope to the bottom of the excavation. Under specific recommendations by the geotechnicall engineer, excavation cuts may be modified for site conditions. All permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). Fill slopes should not exceed 2H;1. It is important to note that sands do cave suddenly, and without warning. The contractors should be made aware of this potential hazard. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS: Footing drains are recommended at the base of all footings and retaining walls. These drains should be surrounded by at least six (6) inches of one -inch -minus washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. • No groundwater was observed in any of the four test holes during the fieldwork. Seepage Into the planned excavation is possible, and likely if excavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by pumping from sumps Interconnected by shallow connector trenches at the bottom of the excavation. The excavation of the site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Any exposed slopes to be covered with plastic to minimize erosion. Final site grading in areas adjacent to buildings should be sloped at least two (2) percent away from the building, except where the area adjacent to the building is paved. GENERAL EARTHWORK AND STRUCTURAL FILL: The proposed building and pavement areas should be stripped and cleared of all surface vegetation, all organic matter, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill. Structural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to 9 • • 0 FROM D.Bruce, P.E. En9i er PHONE NO. : 206 546 8442 Mar. 28.2002 09:20PM P4 Design Works Construction March 27, 2002 Page 7 support loads. This engineer should observe site conditions during and after excavation prior to placement of any structural fill. All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum moisture content is that moisture content which results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type, compaction equipment, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches in loose thickness. The following table presents recommended relative compaction for structural fill: Location of Fill Placement Beneath footings, slabs or walkways Behind retaining walls Beneath pavements Minimum Relative Compggtion 95% 90% 95% for upper 12 inches of Sub -grade, 90% below that level Where, Minimum relative compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D-1557-78 (Modred Proctor). Use of On -Site Soils If grading activities take place during wet weather, or when the silty, on -site soils are wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally silty and thus are moisture sensitive. Grading operations will be difficult when the moisture content of these soils exceeds the optimum moisture content. Moisture sensitive soils will also be susceptible to excessive softening and "pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content. Ideally, structural fill, which is to be placed in wet weather, should consist of a granular soil having no more than five (5) percent silt or clay particles. The percentage FROM : D. Bruce, P. E. En9 i nor PHONE NO. : 206 546 8442 Mar. 28 2002 09:21PM P5 Design Works Construction March 27, 2002 Page 8 • of particles passing the No. 200 sieve should be measured from that portion of the soil passing the three -quarter -inch sieve. The use of "some" on -site soils for fill material may be acgeotable if the upper organic materials are segregated and molsture contents are monitored by engineering inspection. DRAINAGE CONTROLS: . No drainage problems were evident on the lot at 1218 Highland Dr. It appears that up slope and off -site drainage are properly controlled. It is essential that this lot be monitored to prevent any unwarranted discharge from the upslope properties, and the adjacent City of Edmonds road right-of-way. This lot may be developed with the proposed single-family residence utilizing normal drainage practices (compliance with City of Edmonds standard residence drainage requirements). CONCRETE: • All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. =IGNATED STEEP SLOPES"; As discussed, portions of this lot contain minor segments of slopes slightly exceeding 40 percent. The 40 percent survey number has no geotechnical significance. As discussed, this property is geotechnically stable and the proposed single- family residence is approved for construction (subject to the constraints hereln / including inspections). This engineer is aware that municipal planners apparently review properties with the 40 percent or greater slope as somehow "critical". Geotechnical investigations shall determine whether any particular slope Is critical and warrants special engineering criteria. As discussed, there are no adverse slopes preventing normal residence development on this lot. 0 FROM D. Bruce, P. E. En9ire PHONE NO. : 206 546 8442 Mar. 28 2002 09:21PM P6 • • 0 Design Works Construction March 27, 2002 Page 9 The portions of the property containing slopes greater than 40 percent are geotechnicelly critical. Moreover, the existence of slopes greater than 40 percent are the result of City of Edmonds road building practices. SETBACKS FROM SLOPES: There are no geotechnical reasons precluding development of a single-family residence on this property anywhere on the lot. In other words, it is geotechnically acceptable to construct a single-family residence anywhere on the lot (subject to municipal minimum zoning setback requirements). No geotechnical criteria require any additional setbacks. INSPECTION: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Soil cuts • Foundation sub -grade verification • Retaining wall, or rockery placement • Any fill placement • Subsurface drainage installation SUMMARY: The lot at 1218 Highland Dr., Edmonds, Washington is geotechnically viable when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and requirements, and key geotechnical inspection durina construction. GEOTECHNICAL REVIEW OF FINAL PLANS: At the time of this investigation and report, no final house plans were available for review. As stated in this report, the proposed residence may be located anywhere on the lot, subject to review and inspection by this engineer, and subject to minimum zoning residence yard setbacks. PROM D. Bruce, P. E. Engiro PHONE NO. 206 546 8442. Mar, 28 2002 09:22PM P7 I • • is Design Works Construction March 27, 2002 Page 10 Prior to final permit issuance, this engineer should review the final house plans to XjE& compliance with the recommendations of this report. Upon satisfactory review, a "Statement Of Minimal Risk" will be issued. CLOSURE: The landings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions.are encountered during construction that appear to be different than those described in this report, this engineer should be notified to observe the situation and review and verify or modify the recommendations. If there are any questions, do not hesitate to call. M. fdNAL IF. m !'dddlF7F1'2��-Ill DMB:abj Dennis M. Bruce, P.E. Geotechnical / Civil Engineer �" CE V O COPYDt:rtoz PERMIT COUNTER ENGINEERING DRAINAGE REPORT for Seto. Residence 1xx Highland Drive Edmonds, Washington (Lot 43; Emerald Hills) ^ity of Edmonds File No. S-02- September 2002 4v L • r 3131308,;�V w EXPIRES A!174q P-epared BY: Robert L. Long, PE (;, i m 0 7 E E i 4) I i U F 7 .E Y 0 4 8 /.. ®- Lovell-Sauerland & Associates 19400 33rd Avenue W. Suite 200 Lynnwood, Washington 98038 LSA FILE NO: 4343 STREET FILE DECEIVED SEP 0 5 2002 PERMIT COUNTER ENGINEERING DRAINAGE REPORT for Seto Residence 1 xx Highland Drive Edmonds, Washington (Lot 43, Emerald Hills) City of Edmonds File No. S-02- September 2002 Prepared By: Robert L. Long, PE f p] I x E c P• 1 C U4 V E� L n Lovell-Sauerland & Associates 19400 33rd Avenue W. Suite 200 Lynnwood, Washington 98036 LSA FILE NO: 43'43 ENGINEERING DRAINAGE REPORT for Seto Residence 1xx Highland Drive Edmonds, Washington (Lot 43, Emerald Hills) City of Edmonds File No. S-02- September 2002 O.� w of'Asy�� 38508 ��G75TF�4/ \�s Io?vAL q_ 4.0;L EXPIRES 8/17/Q Prepared By: Robert L. Long, PE •��0 I M E E NA VZ -6 M Lovell-Sauerland & Associates 19400 33rd Avenue W. Suite 200 Lynnwood, Washington 98036 LSA FILE NO: 4343 INTRODUCTION This report was prepared to support the building permit application submission to City of Edmonds for the construction of a single family resident. The primary issues of concern are to address detention of the on -site storm drainage run-off. PROJECT DESCRIPTION Site location. The site is in the SE 1/4 of section 24, Township 27, Range 3, W.M. No recorded of an assigned address by the City was found, however it is expected that the address will be in the 100 block of Highland Drive. The site has about 31 feet of frontage on Highland Drive. Site description. The site consists of a pie -shaped lot, with an average depth of about 170 feet and 100 feet wide. The area of the site is about 0.34 acres. There are no existing structures on -site. Topographically the site generally slopes from the high point near the back southeast corner of the site to the front northwest corner. The ground slopes at an average slope of 20%. The lowest point of the site is the northwest corner. From the SCS soils survey for Snohomish County, the designated soil is Alderwood sandy gravelly loam. Proposed project. The current proposal is to construct a single-family resident. The new resident will access Highland Drive via a driveway along the south property line. A detention vault is proposed to be installed in a parking area near the northwest corner of site adjacent to the proposed driveway. All of the impervious surfaces from the resident and driveway are proposed to be collect and detained in the detention vault. One half foot of dead storage in the detention vault together with the oil/water separator tee (flow control tee) are proposed to provide water quality for the collected run-off. The discharge from the detention pipe will be to the existing storm drainage system along the south side of Highland Drive west of the project. Stormwater detention is proposed to be designed to the City of Edmonds standards. For a development under one acer is required to maintain the predeveloped condition peak runoff rate for the 2-year, 10-year, and 100-year, 24 hour design storms (with a minimum control orifice size of 5/8"). WaterWorksTMwas the software used to model the detention calculations. The SCS method was the type of analysis used for the calculations. The SCS curve number calculations represent the pre -developed and post -developed conditions and are attached in the appendix. The existing site cover is assumed to be forested. The following table is a summary of the detention calculations, the actual input/output data is attached in the appendix. Seto Residence City of Edmonds Lovell-Sauerland & Associates File No. 4343 Detention Calculation Summary Table: Recurrence interval: 2-Year 10-Year 100-Year Existing runoff j 0.01 cfs 0.03 cfs j 0.08 cfs Developed runoff 0.03 cfs 0.10 cfs ` 0.18 cfs Design discharge 0.01 cfs 0.03 cfs 0.08 cfs Design detention storage i 413 cf 483 cf i 735 cf GRADING AND EROSION CONTROL This project will require grading to construct the proposed driveway and utilities, including the storm detention system. Standard erosion control measures are proposed to be used during construction. The primary erosion and sediment control BMP during construction will be proper soil stabilization methods. Exposed soils shall be stabilized by application of effective bmp's that protect the soil from the erosive forces of raindrops, flowing water, and wind. Applicable practices include, but not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics, matting, soil application of polyacrylamide (pam) , the early application of gravel base on areas to be paved, and dust control. The contractor shall select a soil stabilization method best suited for the particular situation. Stock piles must be stabilized and protected with sediment trapping measures. In addition, site containment of exposed soils shall be sustained by using silt fence barriers along the down -slope boundaries of the site's disturbance areas. See the site development plan for details. Estimated grading calculations: The following grading quantity estimations were calculated using a computer modeling program within the AutoCAD computer drawing. The calculations are approximate. The quantities listed are for the permitting process only and should not be considered precise amounts for bidding purposes. The estimated grading quantities are: Approximate Fill: 800 CY Approximate Cut: 500 CY Conclusion: Included in the site development construction plans are detail grading and ' drainage improvement details. With proper installation, maintenance and inspections of the proposed construction the project should have minimal impact to the environment. ATTACHMENTS A. SITE PLAN MAP B. PARCEL (VICINITY) MAP C. DETENTION CALCULATION INPUT/OUTPUT DATA (4 PAGES) Seto Residence City of Edmonds ' Lovell- Sauerland & Associates File No. 4343 m o N COD cD (QD Q O CL (D 90 En O c� co ODIIQiRUCI10N 6EDIRNC[ � seo Im�a ea v.' nO1m'° o n-a�a.-aa a s ..•o. uo anco la a®1 wa mm ow aawy • .mu u�v tm ava ...w rea nr_I ar s•aw.r....n�,�• o aocv. GRAI NO OUANWTl2 IQIQ CALL B60RE YOU D1Q 1-bbo-42-3= ;�1 Q (D `C NE1/4. SE1/4 OF SECTION 24. T.27N.. R.3 E.. W.M. d- ..an N o'm sr.r.r dir ..v d ea .v IrN c�gFr It ai LLU �� !v4L.:.1. 41f4 e.tlw HY.( wr naev I� PROJECT DATA �o,o. Iw+a•. w�a n�oa �•a U:GK o6asTd a umw oss ao uas s BASIS OF BEARINGS BENCHMARK DATUM tlGffS N Wv�wCaY�v�,�0 Mr. —__4 s Y nuv w APPROVED FOR CONSTRUCTION CITY OF EDMONDS w arw SITE DEVELOPMENT PLAN FOR SETO RESIDENCE IN NEI/4, SE1/4 OF SECTION 24. T.27N., R.3 E., W.M ' CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON 0Mm/ jj"ffiwwrnl "OrZOPPOINWIMw NA Urawl Mon ------ Sam MffR=LBn Mason w NEMMI AM-MmW&M [IBM min 00010 MN I" pulp .91.0-00-014 M ENDO. 1 7 1! !H! WIPA M I Parcel (Vicinity) Map Seto Residence City of Edmonds Lovell-Sauerland & Associates File No. 4343 LSA No. 4343 Seto Residence LEVEL POOL TABLE SUMMARY: MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <----DESCRIPTION > (cfs) (cfs) -id.-id- -STAGE- id (cfs) VOL (ct)------------ - 0-01 0.07 V1 Cl 95.97 1 0.01 413.82cf 2YEAR.. 10 YEAR ...... 0.03 0.10 V1 C1 96.30 2 0.03 483.33cf 100 YEAR .......... . .... 0.08 0.18 V1 Cl 97.50 3 0.08 735.59 d OUTFLOW AFTER DETENTION FLOW RATE STAGE ------------------------- 2 YEAR 95.97 --- 0.01 cfs ....................... 10 YEAR ...................... 96.30 0.03 cfs 100 YEAR ..................... 97 50 0.08 cfs BASIN SUMMARY: BASIN ID: D002 NAME: DEVELOPED 2 YEAR SCS METHODOLOGY TOTAL AREA.......: 0.34 Acres BASEFLOWS: 0.00 cls RAINFALLTYPE•••.: TYPEtA PERV IMP PRECIPITATION....: 1.50 inches AREA..: 0.16 Acres 0.18 Acres TIME INTERVAL....: 10.00 min CN .. 86.00 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 r 1.50 s:0.3000 TcReach - Sheet L: B0.00 ns:0.4000 P2Y1.50 s:0.1000 TcReach - Sheet L:130.00 ns:0.4000 plyr PEAK RATE: 0.07 cfs VOL: 0.02 Ac-ft TIME: 500 min BASIN ID: 13010 NAME: DEVELOPED 10 YEAR SCS METHODOLOGY TOTAL AREA...: 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEtA PERV IMP PRECIPITATION....: 2.00 inches AREA.: 0.16 Acres 0.18 Acres TIME INTERVAL....: T1C0.00 i N 186-00 0 min 98.00 ABSTRACTION COEFF: 0.20 000 50 s:0. 13 TcReach - Sheet L: 80.00 ns:0.4000 p2yr. 1 50 s:0000 TcReach - Sheet L:13O.00 ns:0.4000 p2yr. PEAK RATE: 0.10 cfs VOL: 0.04 Ac-ft TIME: 500 min BASIN ID: D100 NAME: DEVELOPED 100 YEAR SCS METHODOLOGY TOTAL AREA.......: 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 3.00 inches AREA.' 0.16 Acres 0.18 Acres TIME INTERVAL....: 10.00 min CN....: 86.00 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach -Sheet L: 80.00 ns:0.4000 p2yr. 1.50 s:0.3000 TcReach - Sheet L: 130.00 ns:0.4000 P2yr.1.50 s:0.1000 PEAK RATE: 0.18 cfs VOL: 0.06 Ac-ft TIME: 500 min Seto Residence Lovell-Sauerland & Associates BASIN ID: E002 NAME: EXISTING 2 YEAR SCS METHODOLOGY TOTAL AREA.......: 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 1.50 inches AREA..: 0.34 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 81.00 0.00 TC -..: 29.21 min 0.00 min ABSTRACTION COEFF: 0.20 1.50 s:0.3000 TcReach - Sheet L: 80.00 ns:0.4000 plyr TcReach - Sheet L:130.00 ns:0.4000 p2yr:1,50 s:0.1000 PEAK RATE: 0.01 cfs VOL: 0.01 Ac-ft TIME: 550 min BASIN ID: E010 NAME: EXISTING 10 YEAR SCS METHODOLOGY TOTAL AREA.......: 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALLTYPE....: TYPEIA PERV IMP PRECIPITATION_..: 2 00 inches AREA..: 0.34 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 81.00 0.00 TC....: 29.21 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 80.00 ns:0.4000 p2yr:1.50 s:0.3000 TcReach - Sheet L:130.00 ns:0.4000 p2yr. 1.50 s:0.1000 PEAK RATE: 0.03 cfs VOL 0.02 Ac-ft TIME: 520 min BASIN ID: E100 NAME: EXISTING 100 YEAR SCS METHODOLOGY TOTAL AREA.......: 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPEtA PERV IMP PRECIPITATION....: 3.00 inches AREA..: 0.34 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 81.00 0.00 TC....: 29.21 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 80.00 ns:0.4000 p2yr:1.50 s:0.3000 TcReach - Sheet L:130.00 ns:0.4000 p2yr:1.50 s:0.1000 PEAK RATE: 0.08 cfs VOL: 0.04 Ac-ft TIME: 520 min City of Edmonds File No. 4343 Seto Residence SCS Weighted average curve number calculations ' SCS Hydrologic Soils type:-> c Existing conditions (areas in square feet) ' Assumptions: Undisturbed forest land Second growth forest Meadow or pasture Grass, > 75% coverage Grass, > 50% coverage Impervious ' Total Weighted CN for each basin: Pervious: Area, acres: Percent pervious area: Weighted CN: Impervious: Area, acres: Percent impervious area: Future conditions Total AC: Total sf: Assumptions: Undisturbed forest land Second growth forest Meadow or pasture Grass, > 75% coverage Grass, > 50% coverage Impervious Calculation LSA No. 4336 04-Sep-02 Total s.f Ac. Total Site Area 14,706 0.338 House and Garage Driveway Deck, patio, and walk Collected CN: 76 - 81 14,706 85 - 86 - 90 - 98 - 81.0 0.338 100.0% 81.0 0.338 14,706 CN: 76 - 81 - 85 - 86 7,006 90 - 98 Total = 7,700 3,250 3,650 800 92.3 Total Weighted CN: Pervious: 0.161 Area, acres: 47.6% Percent pervious area: 86.0 Weighted CN: Impervious: 0.177 Area, acres: 52.4% Percent impervious area: 98.0 Weighted CN: Seto Residence City of Edmonds Lovell-Sauerland & Associates File No. 4343 1 L� 1 1 1 STAGE DISCHARGE TABLE: COMBINATION DISCHARGE ID No. C1 COMBINATION DISCHARGE ID No. CI Description: CONTROL STRUCTURE Structure: 01 Structure: Structure: R1 Structure: STAGE <-DISCHARGE-> STAGE <-DISCHARGE= tt) STYE <=DISCHARGE-> (ft) -cfs- - (ft) -cfs- - lft) -- -- ( 94.50 0.0000 96.20 0.0292 97.90 1.1300 8.00 1.2570 99.60 2.5249 99.70 2.5834 94.60 0.0034 96.30 0.0330 94.80 0.00 8 8. 0 0.0393 98.20 1.4777 98.30 1.5762 99 90 2.6965 100.00 2.7513 94.90 0.0067 95.00 0.0075 96.60 0.0420 96.70 0.0445 98.40 1.6688 100.10 2.8050 95.10 0.0082 96.80 0.0468 98.50 1.7564 98.60 1.8398 100.20 2.8577 100.30 2.9094 95.20 0.0089 95.30 0.0095 96.90 0.0490 97.00 0.0511 98.70 1.9195 100.40 2.9602 95.40 0.0101 97.10 0.0531 98.80 1.9960 8.90 2.0696 100.50 3.0102 100.60 3.0594 95.50 0.0106 95.60 0.0111 97.20 0.0550 97.30 0.0569 99.00 2.1406 100.70 3.1077 95.70 0.0116 97.40 0.0587 99.10 2.2760 99.30 2.3408 1553 100.90 3.2022 101.00 3.2485 95.80 0.0121 95.90 0.0125 97.0 0.0604 97.60 0.5937 99.30 2.3408 101.00 3.2485 96.00 0.0130 97.70 0.8155 99.40 2.4037 99.50 2.4651 96.10 0.0243 97.80 0.9860 MULTIPLE ORIFICE ID No. 01 Description: CONTROL STRUCTURE Outlet Elev: 94.50 Elev: 94.50 ft Orifice Diameter: 0.620 in. Elev: 96.00ft Orifice 2 Diameter: 1.1250 in. STAGE <-DISCHARGE-> STAGE <-DISCHARGE-> STAGE <-DISCHARGE-> --cfs- - (ft) -cfs- - (ft) --- cfs- - -- 94.50 0.0000=====95.70 0.0116-===96.90 0.0490=====98.10 97.00 0.0511 0.0699 98.20 0.0713 94.60 0.0034 94.70 0.0047 95.80 0.0121 95.90 0.0125 97.10 0.0531 98.30 0.0728 98.40 0.0741 94.80 0.0058 96.00 0.0130 96.10 0.0243 97.20 0.0550 97.30 0.0569 98.50 0.0755 94.90 0.0067 95.00 0.0075 96.20 0.0292 97.40 0.0587 98.60 0.076E 98.70 0.0782 95.10 0.0082 96.30 0.0330 96.40 0.0363 97.50 0.0604 97.60 0.0621 98.80 0.0795 95.20 0.0089 95.30 0.0095 96.50 0.0393 97.70 0.0637 98.90 0.0807 99.00 0.0820 95.40 0.0101 96.60 0.0420 97.80 0.0653 95.50 0.0106 96.70 0.0445 97.90 0.0669 95.60 0.0111 96.80 0.0468 98.00 0.0684 RISER DISCHARGE ID No. R1 Description: RISER Riser Diameter (in): 8.00 elev: 97.0 It Weir Coefficient...: 9.739 height 99.00 ft Orif Coefficient...: 3.782 increm: 0.10 ft STAGE <-DISCHARGE-> STAGE <-DISCHARGE--> STAGE <-DISCHARGE--> -cfs- - (ft) -cfs- - (ft)- -- 97.50 0.0000=====97.90 1.0631=====98.40 98.00 IA886 1.5946=====98.90 1.9889 98.50 1.6809 99.00 2.0587 97.50 0.0000 97.60 0.5315 98.10 1.3020 98.60 1.7629 99.00 2.0587 97.70 0.7517 98.20 1.4063 98.70 1.8413 8.80 1.9165 97.80 0.9207 98.30 1.034 Seto Residence Lovell-Sauerland & Associates Ed ds City 01 mon File No. 4343 Ll 1 1 1 1 11 STAGE STORAGE TABLE: RECTANGULAR VAULT ID No. V1 Description: VAULT Length: 35.00 R Width: 6.00 tl voids: 1.000 STAGE <-STORAGE-> STAGE <-STORAGE-> STAGE <-STORAGE-> STAGE <-STORAGE-> (ft) -cf--Ac•Ft- (ft) --ct--Ac-Ft- (ft) --e1--Ac-Ft- (ft) --d--Ac-Ft- 94.00 0.0000 0.0000 95.10 231.00 0.0053 96.20 462.00 0.0106 483.00 0.0111 97.30 693.00 0.0159 97.40 714.00 0.0164 94.10 21.000 0.0005 95.20 252.00 0.0058 94.20 42.000 0.0010 95.30 273.00 0.0063 96.30 96.40 504.00 0.0116 97.50 735.00 0.0169 97.60 756.00 0.0174 94.30 63.000 0.0014 95.40 294.00 0.0067 84.000 0.0019 95.50 315.00 0.0072 96.50 525.00 0.0121 96.60 546.00 0.0125 97.70 777.00 0.0178 94.40 94.50 105.00 0.0024 95.60 336.00 0.0077 96.70 567.00 0.0130 96.80 588.00 0.0135 97.80 798.00 0.0183 97.90 819.00 0.0188 94.60 126.00 0.0029 95.70 357.00 0.0082 94.70 147.00 0.0034 95.80 378.00 0.0087 96.90 609.00 0.0140 98.00 840.00 0.0193 98.00 840.00 0.0193 94.80 168.00 0.0039 95.90 399.00 0.0092 94.90 189.00 0.0043 96.00 420.00 0.0096 97.00 630.00 0.0145 97.10 651.00 0.0149 95.00 210.00 0.0048 %.10 441.00 0.0101 97.20 672.00 0.0154 Seto Residence Lovell-Sauerland & Associates City of Edmon s File No. 4343 PLANNING DATA L� NAME: D TE: - O 0 SITE ADDRESS: PLAN CHK#: Oa^ PROJECT DESCRIPTION: a�,.� �—iz !-t� u.S 1�2 - REDUCED SITE PLAN PROVIDED Ye / No G( MAP PAGE: �O Lj CORNER LOT: Yes No FLAG LOT: Yes o) j7'>rz.f-_> - (,.,' (09 ZONING: (Z:,�> - 12 CRITICAL AREAS DETERMINATION #: 01 ❑ Study Required: ¢- ❑ Waiver3jc�- ❑ Conditional Waiver SEPA DETERMINATION:��� ❑ Fee C/ �{- �L� ►-�..t�c"�12 Gam`-' �� � v � ❑ Checklist - ❑ APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) ❑ Exempt SETBACKS: Required Setbacks: Street: Left Side: d Right Side: 10 I Rear: a fi Actual Setbacks: Tj ` fl Street: Left Side:IJ.L4 Right Side: '�1 Rear: Street map checked for additional setback required _e / No / DNA) ❑ DETACHED STRUCTURES: l -� >r-,ROCKERIES: ��+ �GQ>0) S) 1 ❑ FENCES/TRELLISES: �L�JJB NY WINDOWS / PROJECTING MODULATION:AIRS / DECKS: PARKING: Required: 0-- Actual: LOT AREA: 1 j I S,0 o , N o � LOT COVE � •,C,j • (a I Calculations• • a 1 Co . O . �7 BUILDING HEIGHT: - r� '5 = f q 1 ©r �� . �5 Datum Point:' �' o . &..._ Datum Elevation: �� • �" g 0.(05 . Maximum Allowed: �h , Actual Height: ��� y ..Z 1 "p (U D.U. CREATED N)I Yes SUBDIVISION:asR •(4 -GAL FORMING LAND. USE DETERMINATION ISSUgD: Yes '44 HE 12C�XA .2� - r`I 4 a r� 1-! �i tG �'CLO -L- +-r> Plan Review By: . V.� NewBPPlanningDataForm.DOC ? L4 a �' \` I N � C, KOK0 GO-#qYJpr3rp0�•- � i'�"�� CvvUI ��► ® � urn �-c�.xxd c -D/ 7 ��, jb�V q . C6ajn0a-r ON (:�i4v . 1Dk=q s r Lor 4,kn►-raoH 4Wir l2or-L u PO i rl rS Q "car p�n�h �q T &16 cp"S 6 a �I� oZ ll ' \,, �� \ ^ A 46 44.1 ��6� , AP. � `yam 5•$2 37G2, O I 2030 �� I ►� cy ,---�; N N I I l 30 2 32 32 /45. �8 O! N -op 45 (12) �- N�� 138 I .IN \2 Q /,43� h a a°52°59'S6•• 44 h /66.50R`�0o 3 oV11 �n 2 cp. � o 0 �. U'l53 m Q I �. Y \ o Q I� 3 Z N89 52%6'6' 42 , - �z 43 <-Te-tq o 422.// TRACT B�� 6,:4G. 24 MAIN -7Q,l- /? IV 69°45 34 "'W 20 O a /30.00 IV 54 Q N89052'/8 2 I j 30 55 14700 (GREENBELT) STREET �o CD i D) y (CD CD D, 0 CX D) Tn 0 ti ,fir e¢v ry11� Y n 1�•iQaO@• rr .aaaw+w � rr.e .i .m s •o..on n n�c.a OIIADWO. QUAN71TIM CALL BEFOX VOU DIG 1-BOO-I2H3= oi�iAni Imo�•a r,a iao omr e �tTR rlavTi iaa ev. NE1/4, SE1/4 OF SECTION 24, T.27N., R.3 E.. W.M. ;•Id,.PL,1 x , �r.r. O"' ra nr, r•r•mr.rm rrs• I NI AD PRMCT DATA N4. A � 1 I Y�WO.rO _o I �rx orzasnw i Ila I BASIS OF SEA004M ��� CfYARK 3 T 9DATUM grings I I L ,1 N gyp 19� •� �..� _� w• MM .If l.li� M sz•1,V0�=•� an.IN =rz a � A I Y 11•Ip ••Y • SITE DEVELOPMENT PLAN FOR SEW REWDENCE IN NEI/t, SEI/4 OF SECTION 24, T.27N., R.3 E., M CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON 1 2 City of Edmonds wr Permit No: I P3 "QR5 1/ RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: ID = 7-o3 J A. Address or Vicinity of Construction: 1218 Emerald Hills Dr B. J e of'Work (be specific): Trench app. 183 feet on road ,shodl der to extend a drop wire to �he customer. TIwo driveway pushes are needed to"react the customer., All work areas will be restored to original or better condition.., C. Contractor: `1 MM& Corp Contact: ComCast of WA II, Inc. Mailing Address: P '0 Box '1545, Enumclaw 980,22 Phone: 253-864-4200 X 445�0 ( Jan Stout) State License #: schreR * 044SE Liability Insurance: Bond: $ f D. A' Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. Q Commercial ❑ Subdivision ❑ City Project ❑ EUC (PUD, VERIZON, PSE, AT& T, OVWD) 4M Multi -Family ❑ Single Family ® OtherComcast INSPECTOR: ATI�(4I *WIA J� F. PAVEMENT CUT: ❑ YES NO G. SIZE OF CUT X CONCRETE CUT: ❑ YES NO INDEMNITY. • Applicant understands by his/her. signature to this application he/she holds the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings. including defense costs and attorney fees•by reason of granting thispermit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL' STREET PATCH IS . COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT., ♦ Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be . trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. ♦ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or, City- ipproved material prior to the end of the workday — NO EXCEPTIONS. ♦ Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1-80042475555) PRIOR TO BEGINNING WORK I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS '� (Contractor or Agent) FOR CITY USE ONLY Approved by: _'S�M��rnn���. Time Authorized: Void After _ _ _ _) . / (� /2 0-6 Special Conditions: llfki►I llf 10 rJ_-"J l tiS' .M NC it .i r� Stt71rills �.lo1Z -tT� Ydl11zK.. 5�'CLT� G�S'tUrt�`y f� 1�.1Z.. Cttu Date: I, / o-3 Right-of-way Feed: 1i0( 4-1: Disruption Fee/Fund 111: Restoration Fee: Total Fee: *C'15'45- Receipt. No Issued byZ: , II, Ili, lo IIIll ll / -111 UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE (Phone 425-771-0220, Ext. 1326) FINAL APPROVAL OF PERMITTED WORK: Inspector's Signature DATE: For inspection requirements see Engineering Inspection Information handout. NO WORK SHALL 13l-,1G1N 1'1U01Z'1'0 1'I',IZMIT ISSUANCE DATE RECEIVED CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAMEINAME OF BUSINESS MAILING ADDRESS CITY t1x�Nwucn NAME ADDRESS CITY 5-r S ZIP LEP�HONNEE �TE at 1_"' ZIP ITELEPHONE G MONSOON USE ZONE � 1 JOB ` F ADDRESS PERMIT EXPIRES PERMIT 8UITE/APT# PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. yAA �! LID FEE _ PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Perma ReCP w ee Poquket EXISTING__ PROPOSED Street Use Perme R lnepectlonRe4oired Sidewalk Required REQUIRED DEDICATION FT Underground Wring required METER SIZE LINE SIZE NO. OF FIXTURES PRV REOU I YES. NO REMARKS I I Z OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROLIDRAINAGE 176li.1102.-/1 tLIZ.&/-,r1AAW - .%n✓-OALreal ^•,f.I.R.fr .ArG- NAME w t ° vJ _. — ON O14v v ae 'pl'111R 1 t L1�L 9M AL S V S `LJN <, t:1r/� " +ENGINEE REVIEWED/DATE ADDRESS m r 'NLI. Ito 2 Z 7 �� ��� ;`k "• -,FIRE ,,REVIEWED BY DATE CITY ZIPk TELEPHONE Q VARIANCE OR CU SHORELINE OR,,ADBi s ? INSPECTION REO'D BOND POSTED STATE LICENSE NUMBER J EXPIRATION DATE, CHECKED BY .. 1; ' I3 YE O SEPA REVIEW 'COMPLETE L. EXEMPT..., SIGN AREA ALLOWED PROPOSED A HEIGHT ALLOWED PROPOSED PROPERTY TAX AC2COUNT PARCWNO. EXPI �4 o��jl Py.i(r 1EW ❑` RESIDENTIAL . PLUMBING / MECH LOT, COVERAGE ALLOWED ` REQUIRED SETBACKS (Fr 'PROPOSED SETBACKS (FT.) TT �_ } • • PROPOSED*FRONT, SIDE-'REEARL I FRONT- U/R SIDE EAR COMPLIANCE OR ❑ ADDITION ❑ COMMERCIAL ❑ '. ��O ;Oi-l7� '. 5-`/ . O.'r>..O(J ti '• ��I`L� /i _� CHANGE OF USE z_� REODARKI ROVIOED' :LOT AREA> PLANNING REVIEWED BY 1 D E ❑ REMODEL ❑ APARTMENT ❑ SIGN 6 , ( J , rp( FENCE ❑ REPAIR CYDB ❑ RK _ f(A ( %r FT) ❑ DEMOLISH ❑• TANK ❑ OTHER z GARAGE RETAINING WALL CARPORT ROCKERY '. ❑ RENEWAL'. t ftYPE OF USE, BUSINESS OR ACTNnY)'EXPLAIN Q¢ IMFui CHECKED BY - TYPE OF,CONSTAUCTION ' ' ,;:"� CODES £ OCCUPANT GROUP 3 ul m NUMBER NUMBER OF CRITICAL OF y�J DWELLING AREAS '.j�� �1 'SPECIALIN P OR? AREA; tf< OCCUPANT O STORIES !� UNITS NUMBER (/ REQUIRED _ ��.� .w LOAD DESCRIBE WORK TO BE DONE _• e REMARKS `108/FINAL ,•. PROGRESS INSPECTIONS PER UBC INSPECTION REG'D 9 MCA IL_�t (� n C)6 2 1�J L VALUATION ,$,.: _ ^ Description _ '. F_ E Description FEE 'Plan Check may... & , HEAT SOURCE GLAZING % y LOT• 'OPE �� ; SOO ,Building Y PLAN CHECK NO: oz 4J1 VESTED DATE` ;;,• Numb ingj Mechanical THIS PERMIT AUTHORS ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO a BE DONE ON PRIVATE PROPERTY ONLY ANY CONSTRUCTION ON THE PUBLIC DOMAIN SIDEWALKS, DRIVEWAYS, Grading Recordin Fee g 3 (CURBS, MARQUEES, ETC.) WILL REQUIRE t SEPARATE PERMISSION. �„ a _ Engr. Review City Surcharge m PERMIT APPLICATION: ISO DAYS d PERMIT LIMIT-1 YEAR - PROVIDED WORK IS STARTED WITHIN 100 DAYS Engr. Inspection State SurchargeC, SEE BACK OF PINK PERMIT FOR MORE INFORMATION v 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCE80RS Traffic Mitigation Plan Chk Deposit 23b ! IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS. WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Review Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE 9 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Fire Inspection Total Amount Due = NOR LIMIT W ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' Landscape Insp. Receipt # IHEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION PPI90VAL THE OWNER. 1 AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CON8TRUC- CALL This application Is not a pe ned by the TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Dep a are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged. `provided. WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. SIGNa R GENn DATE 81G ED 0 IALS SIGNAT E DATE (425) �' ` 941 771-0220 R SED B DAT ATTENTION Off 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL II " A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- 771-0221 1921 CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 ORIGINAL - FILE - YELLOW - INSPECTOR 10l01 PINK - OWNER - GOLD - ASSESSOR City of Edmonds Permit No: RIGHT' OF -WAY —CONSTRUCTION PERMIT Issue Date: l/ A. Address or Vicinity of Construction: 1 203 �MfIgALZ 4bLLS V ZI Ni B. Type of Work (be specific): �A'til.tTl.l (c�NAI�cG"T C. Contractor: 1,� Q(As—) l%mQ� LntnTContact: t-3�t co Liaz iu, Mailing Address: �Sf��� �Z�AA W Phone: 771ti- ,State License ��c Liability Insurance: Bond: $ D. Building Permjit #/(if applicable):,' zcrrz-'"0,Z Side Sewer Permit # (if applicable), r 7..a� .d E: ❑ Commercial ❑ Subdivision " ❑ City Project­0 EUC (PUD, VERIZON, PSE; AT&)T, OVWD) Multi -Family Single Family Other ' INSPECTOR: N`� tynhf'G�L- . •.• �l% F: PAVEMENT CUT: ❑ YES ❑ NO G. SIZE OF CUT X CONCRETE CUT: ❑ YES ❑ NO INDEMNITY.- Applicant understands by his/her signature to this application he/she holds the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of - Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense ' costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer.. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion. of the required training in their possession. ♦ Restoration is to be in accordance with4City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the workday - NO EXCEPTIONS. ♦; Three sets of construction drawings of proposed work are required with the permit application. r CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING' WORK 1 I HAVE,READ THE AB VE TATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT !MUST MA K I COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR, INSPECTIONS Jl Signature: P Date: / ! / .///z ntrac or or Agent) -FOR CITY USE ONLY f 0,51 Approved by: �GOrrlNt C..Rv . Right -of: way Fee,:` Time uthorized 'Void After" ,r , i a ; t ` Disruption Fee/Fund 111: A Special Conditions:- 016 UGAT : "` " 1 Restoration Fee r. '�r'l?dS�l� �'Li%►5 r ': Total Fee.` . Receipt -MP'. �Issuedby: 1�. ` -�%� `" ». UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING+INAL INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE (Phone 425-771-0220, Ext. 1326 r FINAL APPROVAL OF PERMITTED WORK: ,n r� DATE: 2.7 0 Inspector's Signature For inspection requirements see Engineering Inspection Information handout. s_. DAMy Documents\Forms\Engnrng\ROWpermit_ doc "i' , C-7 F E AF I i i I I I i I I I I ---- -- - - ---- -� 11 1 /4" 200 psi poly pipe water I I - - - -- ---- -- i line w/ tracer wire- o Water meter 13"T from east DENTENTION TANK end of detention U °' tank I I I I 4 bou 45 4"S•C i \ I i I I j I I h sss/ I i\ \• e s 1 TO" from east 45 45 / corner of 112'0'. j building v I 22-+"�� I I G.O. and —�I I I I I I I plug \ 5'0" from east • - comer of - I 1 / building Deck above I / \ Columns I I I I 1 1 .• I � I I ; I I � -- Elev. 1 5.67 I I I I ! f i I 1 II I I i I i I ! I I ! I I I I I J Dm K\Y `w`".^ \ \ ~ \ NOME: NDWARRANTY OFACCURACY The Information | attached map | | — � ' - ' — - ' ' i ' | ! | | | - sk��.uI . '~�� n�r�'.C� �'—^ | | thxc�4\ inc��[g. �tDu�nmuno to, the �c��n xf83yo:�.��� ci�b � Gu u��� m�e�s �� `~' �' ~-^ ~~ / | m�m�m� ��~^ �u ^uum +����u �3��- - ��map, nu � hzc�mr'/ | VP0/�@omap . . 1 1/4" 200pd / l~� poly pipe water | Unaul tracer wire _ . | | | } | C7 |Vqater meter | | . . ( / end ~detention | | ' \ tank -- — — --|— | \ | | | \ . . . 1�0^fu�meast ~~ w`re �� corner ^�~r~\ / � ~' building~^~ \'/^ � // �w�� 10 ' ���m .40 '/ plug / \( `` 5�^H��ama ~^ ' --- mon,a,uf ____ building / | | | | | | HeighAqal lation A �. |Elev. 1PS.67 J ` \ \ . . . �r ~ S.. .i . ,,. 4'. „3 t. F�. ti'^$', 4a,4s ,. ,. �`..-. .C..h..u... �, flF� ".rr+` i....-. .F 'z .. c. . k f.. ,. m .. � ..',: �, .1 ,•ay' &, 6. RESPONSIBILITY FOR OPERA_nON AND MAINTENANCE OF DRAINAGE SYSTEM ON : (a. ', ... pa; rca.6 < . ''tt' ;Y ^�? . a :. ¢F,.��ro �" ., . ;�a.. .� �.:a.k',� .� :� , i :° '� � ,, .. W. , �, oi° ,. , • : �x'S a:.*;� 3'`,'s *. r.' .p:'.>as v` PRIVATE PROPERTY �,� rv�i� <r !a:::t .�`t., . � a �d�c� v �f s ;t`�-}� a��",a:r v P,y➢ .`4.i �rf` ` � u;� .'�< `i�� • b�n:fr� �:,�:�„, • x", r { ; 1�--, :� � , �i� ` '�e:skklmwm,"� r i31<.�,"i%1��t,"� >~ a € d, � "e+ �'k` t. �;�t"1`�s, '�°x . ,;, � P t� `�"•:�R.yt srti. 4, �� .�"�' �&,����� � /� ,'%'�,; RESPONSIBILITY PROPERTY OWNER. ACCUMULATED IN THE STORMn r;,1�af�"�a-£,�,} `.r��� �isz•t 4�t�`„�rr��R? s �'���, �?"r ��,-i:�'�I� " �?�r';�v �, # S`"x '� � c�"�t' yat#d��.r �'' �' � � �� MUST BE FLUSHED OUT AND REMOVED FROM THE CATCH BASINS TO ALLOW PROPER OPERATION. PIPE SCHEDULE • �'mi'��k� � r u'§�q, ��{�e'fia+ t #a„� »rya � �,�gs����a�,�'t?r� r`�' `".' 33� �S � '�q,' "�.,���L`„�',�r � { � '��;Y' PIPE LENGTH— SIZE ®SLOPE AS —BUILT P1 93'-8" CPEP ® 1.287. P2 28'-8" CPEP ® 1.437. P3 8'-8" CPEP ® 40.00% P4 54'-8" CPEP ® 15.007. STRUCTURE SCHEDULE TYPE TOP TOP AS —BUILT I.E. INV. AS —BUILT EX. CB TYPE 1 95.16 N/A 92.81 (NEW —IN) CB #1 TYPE 1 98.80 94.00(OUT) 94.10(IN) CB #2 VAULT ACCESS 101.40 DETNETION SYSTEM (SEE DETAIL) CB #2A VAULT ACCESS 102..00 CB #3 INTLET BASIN 103.00 100.10(IN) 100.00(OUT) —� CB #4 INTLET BASIN 110.75 108.30(IN) 108.20(OUT) CALC. 116.00 _------�../T' IF If If -'�----------------------- ' -' 1 If ol O _—_,2o- -- — I_—_—' v — __ ____ p���J ,APPROVED DYAA / I I ,- M / O �P36 SITE DEVELOPMENT PLAN FOR SETO RESIDEN?"%1- IN NE1 /4, SE1 /4 OF SECTION 24, :T.27N., R.3 E., W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON ET No. Lovell— Sauerland ��c Assoc M ;s;,' 'JD.c� _ _ �� 1 Engines. s� Surveyors/Planners/Develo�fi"a�e>i Consulfi•onts OF 0400 33rd Avenue W., Suite 200 - Lynnwood, WA OWN • (4 5,7��L L 0__ 15�1� �, (�253672-7998 I'"X '/04 `tltAliN CtI.I CIED DATE r F.D. -- S ,,' �'FILE N0. JKB EiLL 09-03-02 467, PG. 48 s'',.,,�1 ' ?__ Ell „._ r I L NE1 /4, SE1 /4 OF SECTION 249 T.27N., R.3 E., W.M. GENERAL NOTES ALL CONSTRUCTION SHALL CONFORM TO W.S.D.O.T. 2002 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE & MUNICIPAL CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS PLAN (W.S.D.O.T. 2002). ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE CONTRACTOR SHALL NOTIFY THE CITY OF THEIR SCHEDULE IN SUFFICIENT TIME TO PERMIT INSPECTION PRIOR TO AND DURING THE WORK. i. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SIDE SEWERS (LATERALS & TEES) AND THE PLACING OF 2 X 4 MARKERS WITH THE LENGTH AND DEPTH OF THE LATERALS AND TEES INSCRIBED ON THE MARKERS, AND PRIOR TO BACKFILLING. I. THE CONTRACTOR SHALL CALL THE ENGINEERING DIVISION (425-771-0220, ) EXT 1326 24 HOURS IN ADVANCE FOR ALL INSPECTIONS OF THE SIDE SEWERS AND WATER SERVICES. 5. UPON COMPLETION OF THE AND UTILITIES, THE CONTRACTOR (TE THROUGH HISENTS CONSULTING ENGINEER UNDERGROUND SHALL FURNISH AN AS -BUILT PLAN TO THE CITY OF EDMONDS WHICH INDICATED THE LOCATION OF ALL SITE IMPROVEMENTS INCLUDING SIDE SEWER LATERALS OR TEES, WATER LINES OR OTHER PERTINENT INFORMATION. 5. UNDERGROUND WIRING REQUIRED WITH STREET LIGHTING (PRIVATE). 7. WATER SERVICE WITH METER BOX AND CURB STOP REQUIRED FOR EACH LOT. 8. THE CONTRACTOR SHALL ARRANGE FOR AND MAKE AIR TESTS OF SANITARY SEWER AND SEWER CONNECTIONS UNDER THE SUPERVISION OF THE CITY ENGINEER OR HIS DESIGNATED REPRESENTATIVE. LATERALS TO BE 6" CONCRETE PIPE, OR P.V.C. CONFORMING TO SDR 3034 STANDARDS. 9. EXISTING UNDERGROUND FACILITIES HAVE BEEN SHOWN ON THIS DRAWING FOR THE PURPOSE OF ASSISTING THE CONTRACTOR IN LOCATING SAID FACILITIES IN THE FIELD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING ACTUAL LOCATIONS IN THE FIELD AND CHECKING WITH APPROPRIATE AGENCIES THAT MAY HAVE UNDERGROUND FACILITIES WITHIN THE PROJECT LIMITS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGE TO UNDERGROUND FACILITIES RESULTING FROM HIS OPERATIONS. 10. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CLEAN, FLUSH, DISINFECT WHERE APPLICABLE AND OBTAIN SATISFACTORY APPROVAL FROM THE CITY OF EDMONDS REGARDING THE QUALITY AND INTEGRITY OF EXISTING WATER LINES, SANITARY SEWER LINE, STORM LINE, RETENTION SYSTEM, ETC. WRITTEN ACCEPTANCE BY THE CITY OF THESE PROCEDURES MUST BE TRANSMITTED TO THE DESIGN ENGINEER. 12. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH W.S.D.O.T. 2002/A.P.W.A. STANDARD SPECIFICATIONS OR AS DIRECTED BY THE CITY OF EDMONDS. 13. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DISTURBANCE. 14., ALL INLET AND CATCH BASIN FRAME AND GRATES SHALL NOT BE ADJUSTED UNTIL IMMEDIATELY PRIOR TO PAVING. 15. THE TEMPORARY. EROSION/SEDIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION/SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR IN SITE EROSION HAS PASSED. 16. ALL REQUIRED STORM WATER RETENTION/DETENTION FACILITIES MUST BE CONSTRUCTED Air) IN OPERATION PRIOR TO ANY PAVING UNLESS OTHERWISE APPROVED BY THE ENGINEERING DIVISION. 17. ALL DRAINAGE STRUCTURES SHALL HAVE LOCKING LIDS, REGARDLESS OF LOCATION. 18. ALL DISTURBED SURFACES SHALL BE SEEDED WITH TOUGH, HARDY, FAST GROWING GRASS UNLESS LANDSCAPING/EROSION CONTROL MEASURES ARE EMPLOYED. 19. UNLESS OTHERWISE NOTED ALL STORM DRAINAGE PIPING 8", 12", 18", 24" & 36" INCLUDING DETENTION PIPE WILL BE 16 GAUGE GALVANIZED STEEL AND SHALL USE TREATMENT 1. 20. GRASS SEEDING WILL BE DONE USING AN APPROVED TYPE HYDRO - SEEDER, OR AS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. THE PERFORMANCE BOND WILL NOT BE RELEASED UNTIL THE GRASS IS ESTABLISHED UNLESS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. 21. PIPING SPECIFICATIONS AS NOTED. 22. ALL STEEL PARTS WILL BE GALVANIZED AND WITH TREATMENT ##1 (ASPHALT COATED). 23. ALL WORK AND MATERIALS FOR INSTALLATION AND CONSTRUCTION OF SEWER, WATER, AND UNDERGROUND POWER SHALL CONFORM TO STANDARD SPECIFICATIONS FOR SUCH WORK IN ACCORDANCE WITH THE CITY OF EDMONDS AND SNOHOMISH COUNTY P.U.D. STANDARDS. EROSION AND SEDIMENT CONTROL (ESC) NOTES 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS 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 SHALL 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 LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER DESIGNED,GETATION AND MAINTAINEDCIN A\CCORD,OR ANCEWITH MULCHING. PSTHE MANUAL SHALLSOI BE SDI SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES ADJACENT PROPERTIES 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 BMP'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SHALL BE APPLIED. 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 STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. 130 ................................ 120=--------------------------- ---. : 110 ................................. 100................................ 90 :............................... .......... ............... ........................ ._ .. ...:.. ..:.. �_. ..........._...........-- ........................-• ...... _ ...............••----........._........._.................. ...... . Z - .............................................................:...............................i:...................._......... 0 M � 0L - w + � J � a Enw a--....-- ••---•----...-- ............................... •----..........----..--_.................................._ ..._................. ..................... .......3 ..............0 rnNCMo to a cy)N oo ,n ocio co O +rn +� o > A. 00% < LLJ a- J .0° v�..............:........................... . ........... ................ .......................... ................................. ............ .............................................. ..................... ................. ' 0% ...... r ..0 .......... 00 o ai �- rn --------------------------- 0+50 CB ## 2- ACCESS LOCKING LID OFFSET WHERE OPENING IS DIRECTLY OVER LADDER AND RESTRICTOR IS VISIBLE AT ONE EDGE OF GRATE ELEV. 98.00 ' ► `' ' ' • 6" MIN. 100-YR PEAK ELEV. 97.50 - PIPE SUPPORT a° 10-YEAR PEAK ELEV. 96.30 _ _ 2-YR PEAK ELEV. 95.97 J {a- w 0 U)o a w o: w FLOW v7 ELEV. 94.50 DEAD STORAGE ELEV. 94.50 ELEV. 94.00 3" MIN CLEARANCE a e = SUMP AREA EXTRA 2' DEEP n CUT HOLE 5/8" e DIA. IN 12 GA. 12" PLATE AND WELD n TO CMP CROSS. HOLE = P' TO BE SHARP -EDGED, ° a d a A .- ' SHOP DRILLED. r �- e .4 _a a a . •.�rwu •ICI••• T 'nrT�11 VtIC111 11VIl! VP%WL-1 IJGImn- NO SCALE SLOPE TO DRAIN 0 0 6 0 p0 ° 0 • o 00 00 0 ° 0 00 0 3/4" TO 1-1/2- WASH DRAIN ROCK MAXIMUM HEIGHT 4 FT. 00 0 1 FT. MIN. WIDTH 0 00 ° o °0 0 0 0 0 0 0 0 0 0 00 0 On 0 1 FT. MIN. 1 \_ SLOPE Rnr.KFRY DI _TAII MINIMUM 4 IN. PERFORATED PVC PIPE. SLOPE TO DRAIN. COVER WITH A MINIMUM OF 6 IN. OF 3/8" WASHED ROCK. ELEV. 97.50 = ......................... ........... ............................... ............................................................... c....................... ..... .......... ............................................................... �.� ' .............----........---...----.......:............................................ : ' ............:............................... = ....... ................... - ................•--...... .......................................... ........................................................... ...................... o N O � 00 .0 o `t =� Lo ui� 0 0 - .- ...:...............................•------••----•----......---•-•. €........................................................................_.....------•---••----.......... --•--...--••---•---.........._:...-----••----------'------......•----...---•------....-----.............---...---...---....... 2+00 1 +00 DRIVEWAY CENTERLINE 1 +50 PIPE SCHEDULE SCALE: HORIZONTAL: 1"=10', VERTICAL- 1"=5' 6" CMP ELBOW (TYP.) i� I ELEV. 96.00 1-1/8" DIA. ORIFICE 3" (TP) 4' SUMP AREA CL EXTRA 2' DEEP cs CONTROL STRUCTURE 00 (SEE DETAIL) ' / a FLOW ) I ELEV. 94.50 ELEV. 93.50 5/8" DIA. ORIFICE RESTRICTOR N.T.S. J1 2' O 2% 12' PAVEMENT (MIN. �~ CONCRETE VAULT 1.5' (TO BE DESIGNED BY OTHERS) g"CPEP DETENTION VAULT 30'(L) x 6'(W) x 4'(D) INV. 96.80 _- VAULT ACCESS ##2 36" DIA. TOP ACCESS W/ SOLID LOCKING LID PLAN VIEW 2% VAULT ACCESS #2A / Q:. APPFiOVED AS NOTED BY N� EERI Date: 10�'1��b2 I ROCKERY SEE DETAIL 2" MIN. COMP'T. DEPTH CL."B" A.C.P. PAVEMENT ----- (AS NEEDED) LL 2" MIN. COMP'T. DEPTH AGG. LEVELING COURSE 4" MIN. COMP'T. DEPTH AGG. BASE COURSE APPROVED SUBGRADE DRIVEWAY SECTION - N.T.S. ............................................... ................... i i i .......................... ...........................:......................... i i i i c c GARAGE F=116.0 m N PIPE LENGTH- SIZE SLOPE AS -BUILT P1 93'-8" CPEP ® 1.28% P2 28'-8" CPEP ® 1.43% P3 8'NB" CPEP ® 40.00% P4 54'-8" CPEP ® 15.00% 0%.rao 1^1w: Inr c nucnl 11 C 2+50 130 120 110 "-- 100 ........ 90 J IRLJL•,1v1�1� ..avi oa.vva . TYPE TOP TOP AS -BUILT I.E. _-- INV. AS -BUILT EX. CB TYPE 1 95.16 N/A 92.81 (NEW -IN) CB ##1 TYPE 1 98.80 94.00(OUT) 94.10(IN) CB ##2 VAULT ACCESS 101.40 OETNETION SYSTEM (SEE DETAIL) CB #2A VAULT ACCESS 102.00 CB ##3 INTLET BASIN 103.00 100.10(IN) 100.00(OUT) CB #4 INTLET BASIN 110.75 F108730(IN) 108.20(OUT) �� L • . of 0 'fi�08 "l�'GISTU EXPIRES 8/17/04 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEER PROFILE AND DETAILS FOR SETO RESIDENCE IN NE1 /4, SE1 /4 OF SECTION 24, T.27N., R•3 E., W.M CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON x.� SHEET NO. Lovell-Sauerland & .Aosck'AA6s,Inc. 1• L I= 0 wl OF Engineers/Surveyors/Planners/D�y�al�p'„m<,,,nt• ' Consultants 2 • �` 5 �75�1591 • ';425 672-7998 FAX 19400 33rd Avenue W., Suite 200 Lynnwood, WA 98038 (��) ) DRAWN CHECI�D � DAIS F.B. SCALE I+� N0. JKB RLL 09-03-02 467, PG. 4-8 �Ii 72o' 43 43 -- 0 -- 0 2 N.T.S.