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1116 A AVE S.PDFi Pl a-h A94- 102/ ri�iy �C�. 1/ LANNING D PT i�0 7��Q QLL�Q p A144 O �' B6,Yrlf 46I19114?dt `j C� / � /» ay eD&n AlAtAA . GOP i h �5ei J �cn ro vl dad �f Q, CLn2 616 O rd/ha* a-)I/ca4, J ice 6" At- OLD✓ I%i'� irs /3D�lj /zeb j�d As w d 6 y D cC h D A! 4,4 a-s b ll>l T -f4k G2 'V-AJ' S o,'f �n,�,� Zal .7 -da Gam, �/ou ca.-, alcva� 1 cm uy A&-w- .gin cer.�� 10, TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) CRITICAL AREAS: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): Iggj 3O 2.I cj CMovG iN Cau�� q �001 �Z C MP�GI/1� PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: 2 BLOCK: SIDE SEWER AS BUILT DATED; , � 14, 017 SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: LATEMP\DS'Ps\Forms\Street File Checklist.doc U P 6� APPLICATION The City of Edmonds "f4w EASEMENT NO- --------- ------- -------------- SIDE SOM PERM 107-00800 NEW CONSTRUCTION 0 REPAIRS E] LID NO ................... . ASMT. NO.......--.......... OWNER.............. iQ .-H9 .... $Qida ........................................ ....... CONTRACTOR .............................................. ............................... PERMIT NO. ................. JOB ADDRESS ---- J-11-4 ... W.—wiewe ........... .................................. LEGAL DESCRIPTION: LOT NO....------------. --------------------- BLOCK NO. ------------------ ---------- NAMEOF ADDITION .......................... ................................ ......................................... ................. i CITY OF EDMONDS 121 5th AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • fax (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT /'? c . 1 S90 May 12, 2014 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor'.s Office Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy DAVE EARLING MAYOR STREET FILE � F- Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste Please be advised that the attached lot addressing has changed. Parcel # 00619400700201 The original house has been demolished and a new house is currently under construction. The new address is: 1116 A Ave S. This replaces the address of 1114 A Ave S. If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact our office if you wish to be removed from future address change notifications. Sincerely, Linda Thornquist Senior Permit Coordinator City of Edmonds Cc: file • Incorporated August 11, 1890 • Sister City 7 Hekinan, Japan I Sn o h o m i s h Online Government Information & Sarvicoa County A6& . . Washington D0 D Property Account Summary i� S l I i to Parcel Number 100619400700201 1 Property Address 11V4 A AVE S , EDMONDS, WA 98020-4631 Page 1 of 3 Parties - For changes use 'Other Property Data' menu Role Percent Name Mailing Address Taxpayer 100 CRANE BARRY/BARBARA P 0 BOX 1834, EDMONDS, WA 98020 Owner 100 CRANE BARRY & BARBARA PO BOX 1834, EDMONDS, WA 98020 General Information Property Description YOSTS 1ST ADD TO EDMONDS PLAT OF BLK 007 D-01 - N1/2 LOT 2 Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 00210 Property Characteristics Use Code 112 2 Single Family Residences Unit of Measure Acre(s) Size (gross) 0.18 Related Properties No Values Found dive Exemptions No Exemptions Found Installments Pa able Tax Year Installment Due Date Principal Interest, Penalties and Costs Total Due Cumulative Due Select to Pay 2014 2 10/31/2014 1,759.75 0.001 1,759.'751 1,759.75 Q Statement of Payable/Paid For Tax Year: 2014 Distribution of Current Taxes District Rate Amount CITY OF EDMONDS 0.17 52.48 CITY OF EDMONDS 2.11 667.31 EDMONDS SCHOOL DISTRICT NO 15 4.65 1,472.56 PORT OF EDMONDS 0.11 34.69 PUB HOSP #2 0.11 33.53 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.50 158.20 SNOHOMISH COUNTY-CNT 1.08 341.30 STATE 2.38 754.42 SNOHOMISH CONSERVATION DISTRICT 5.01 TOTALS 11.11 3,519.50 lue Type https://www.snoco.org/proptax/(ggdxinzox5ofmc45cdsv5545)/result.aspx 5/12/2014 Snohomish County Online Property Ipfgrmation Page 1 of 1 '1-1-1-Snohomish Co 1440 6TH AVE 5 1039 6TH AVE 5 � 1044 A AVE S ___.._.. PVT RD i 619 A AVE S 1041 6TH AVE S cn 1060 6TH AVE S — — _..._... 615 FIR ST i 1061 6TH AVE S w i w 1> Online ProDertv Information '1037 AAVE SI j C 1041 A AVE S 645 FIR ST 625 FIRST FIR PL 612 FIRST;CID 1101 A AVE 1105 6TH AVE S 616 FIR ST 632 FIR ST 620 FIRST 640 FIRST 11 6T I 580 FIR P,L 11 HAVES 0201: - 110619 007Q 04 1f1r9'3AAVE S i --_1.122 6TH AVE S C i >[t ti _.,__1132 7TH AVE S 11216TH AVE S 1120AAVE S: 1121AAVE S i 1124 6TH AVE S 1131 6THAVE 3 1124 AAVE S; i 1131 AAVE S I ,!1130AAVES; 1141AAVE S `. 1138 6TH AVE S 11376TH AVE S 1140AAVE Si 1151AAVES 1142 7TH AVE S 1142 6TH AVE 5 1143 6TH AVE S -- 1146 ;7TH AVE S ELM WAY � 1161AAVE S 1148 A AVE S 1149 6TH AVE S 631 ELM ST 639 ELM ST 580 ELM WAY Disclaimer: II maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are not to be onsidered an official citation to, or representation of, the Snohomish County Code. Amendments and updates to the Data, together with other applicable County Code provisions, may apply which are not epicted herein. Snohomish County makes no representation or warranty concerning the content, accuracy, urrency, completeness or quality of the Data contained herein and expressly disclaims any warranty of merchantability or fitness for any particular purpose. All persons accessing or otherwise using this Data assume all responsibility for use thereof and agree to hold Snohomish County harmless from and against [Data , claim or liability arising out of any error, defect or omission contained within said Data. ashington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lists of ividuals intended for use for commercial purposes and, thus, no commercial use may be made of any comprising lists of individuals contained herein. on: 5/12/2014 Legend Street Names Cities Unincorporated. 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As I stated in my letter to you on October 28, 2008, an Accessory Dwelling Unit (ADU) is not located on the property addressed 1114 A Ave. S. The existing structures were built in 1901 and 1950, according to Snohomish County Assessor's records. Since both structures pre -date the City's first zoning and building codes (adopted in 1956), they are considered nonconforming and are subject to the nonconforming provisions of Edmonds Community Development Code (ECDC) 17.40. The regulations of ECDC 20.21 (Accessory Dwelling Units) do not apply in this case. Since the property addressed 1114 A Ave. S does not contain an ADU, an ADU inspection has not been required. However, one of the existing buildings was inspected in 1983, and a copy of the inspection results were attached to my October 28, 2008 letter. I hope this addresses your concerns. Sincerely, Development Services Department - Planning Division Jeri Machuga Planner • Incorporated August 11, 1890 • Sister City - Hekinan, Japan ADDRESS: 11/U + TAX ACCOUNT/PARCEL #: A V6l 6ropwalIq /// Z/ 4 4y& S) - 5 0001 114 oD -700?-O l BUILDING PERMIT (NEW STRUCTURE) #: (,D Z���• j}� COVENANTS,(RECORDED) FOR: CRITICAL AREAS #: j�-Q ('1jQ DETERMINATION: Conditional Waiver ❑ Study Required ❑ Waiver CRITICAL AREAS #: DETERMINATION: ❑Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORD FOR: PERMITS (OTHER — list permit #'s): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc 4 1 1 0 PLANNING DATA Street Fale SINGLE FAMILY RESIDENTIAL Name: DO y c,,T-an-e, Review Date: Site Address: III&+ A A\(-n LA,e, e p l tvi Permit Number: BLD - I/D I +d D 19 Project Description: NCW GjF-12- -7 Zoning: �� �- (® Comp Plan: C? yG Corner Lot: (YES / I 0 Flag Lot: (YES / No Small Site Plan: D / NO) ADU Created: (YES NO LLA: CUP: - Variance: Shoreline: Subdivision/Legal/Recording Number: Legal Nonconforming Land Use Determination Issued: (YES / NO Critical Areas Determination #: ❑ Study Required Waiver SEPA Determination: 4. 95p (,)[6( Re wired Setbacks Street: D \ Side: Side: 1 Rear: Actual Setbacks Street: 0 Side'. �r Side: 83! Rear: Detached Structures ® Rockeries/Retaining Walls a Fences/Trellises/Arbors Bay Windows/Projecting Modulation e > 30" Stairs e Covered Deck/Porch ® > 30" Eaves Chimney/Fireplace @ Uncovered Unericlosed < 30" Deck/Porch/Patio --7Parking Required: 2 Parking Provided: Coverage Required: 35% Coverage Provided: 2� 7(.0 95 41 O i VC'yl Lot Area: // �• -y -y Lot Coverage L419 c k cr. Calculations: B ilding Height Datum Point: Datum Elevation: Maximum Height: 25' p 0� , t Actual Height: 1/0 T - -7 95 15�.pv E, C ry, " Plan Review By: Gina Janicek, Associate Planner. Stormwater Site Plan Report FOR Crane Residence 1114 A Ave. S Edmonds, WA VY G WAs� ti o (kTAL CG Engineering Project No. 14055.20 March 2014 C -0- G�Mlhhl ENGINEERING 250 4"' Avenue S, Suite 200 Edmonds, WA 98020 (425) 778-8500 RESUB MAN 2 5 2014 BUILDING DEPARTMENT CITY OF EDMONDS STREET FILE Crane Residence Stormwater Site Plan Report Project # 14055.20 Page 2 Scope of Work The goal of this project is to construct an infiltration system to mitigate the new impervious areas on a site located at 1114 A Ave. S in Edmonds, WA. The system will consist of two infiltration trench systems on either side of the house. The project consists of a single family residence, garage, and covered patio covering 3026 square feet. There will be an uncovered driveway and walkway on the site with a total area of 922 square feet. The total impervious surface is 3948 square feet Drainage Considerations The project is categorized as a Category 1 Small Site. This means that Low Impact Development per City of Edmonds Handout #E72b can be used in facility sizing. The measured infiltration rate is 1.75 in/hr, but the simplified sizing worksheet requires that the infiltration rate is rounded down to 1.5 in/hr. The infiltration trench length is calculated as Length= Impervious area x Sizing Factor/100. Based on Handout #E72b, the sizing factor for a 3 foot deep trench on a Category 1 site with an infiltration rate of 1.5 inches/hour is 2.1%. The required infiltration trench length was calculated as follows: Driveway & Walkway: 922 x 2.1 / 100 = 19 LF House, garage, and covered patio: 3026 x 2.1 / 100 = 64 LF Due to space and elevation constraints it was not feasible to locate the entire trench in one place. Therefore a trench has been broken up into (2) 32 foot lengths and (1) 19 foot length. The 32 foot trenches are sized to infiltrate runoff from the house and all covered patios and walkways. They will be connected with PVC pipe and located behind the house to provide adequate spacing and setbacks from the house, property lines, and sewer line. The 19 foot trench will be located in front of the house and was sized to infiltrate runoff from the driveway and uncovered walkway. Attachments • Vicinity Map • Aerial Photograph • Infiltration Trench Sizing Table • Geotechnical Report C - 41M CG Engineering 250 4`h Ave S Edmonds, WA 98020 ENGINEERING 425.778.8500 Crane Residence Stormwater Site Plan Report Project # 14055.20 Garage Doors Fir PI VICINITY MAP s LO Page 3 C 4w CG Engineering 250 41h Ave S Edmonds, WA 98020 ENGINEERING 425.778.8500 Crane Residence Stormwater Site Plan Report Project # 14055.20 Page 4 AERIAL PHOTOGRAPH C 4M CG Engineering 250 41h Ave S Edmonds, WA 98020 ENGINEERING 425.778.8500 Crane Residence Stormwater Site Plan Report Project # 14055.20 'fable S. Ilkweteudw and luffib man RN P Swing Facture Si;fig FWW NOW 3o@ (%ofaom fttimg Deftlk imperrinus eQa) Caezgary 01120" laMaWn (Rate EW PKIRY+mretftoer Depth (-' be ibaor) 1 Sips' 2S&S® String Equifiva aiomebmtion 6 ioh poniin dq& 0.25 4.7% 9.73; BioC MUM tam Afea (square CeB QS 6s9i. 6.s46 fe2Q= CIDWVi-A1e2(Sgnale fasp I Suing F�^=W (%)f 10D 20 3.6 a'g 3.+t+i5 12 i9ch Foutmg depth 0.25 62% 6.2% OS 4.2% 421% 2A 22% 2.3% InfilW= 1.Sf atdeptharawregate 0.25 9.1% 9.1% 11PltralianTWOCh1etkoh(Ieeq= Tench, OS 62% 61S to]PO OW Aea (Sgttaiz Laaq I Sirtng Factor (%)70D 1A 3.ss 4.D% 13 29% 3.1% 2A 23Aa 2.9% 3 NA depth or aggzepw a23 5.4% 3.4% DS QD% 4D% 1.0 2.6% IS 2 21% GeaveOeis NA 0.23 17% 3.7% Gmveltess chmb2rLmoh(feet) thmiber` DS 27% 2.7% = Impervious Am(sgmwfeet)I Sizing Faetur (%)FI00 2A 1.3% 1.4% Dryaell ° 4 f3W 82p@I C S 62 fa 6.2% 1313-11 Alm (srmoe feet) 2.0 ID% 3.1% ImpelviowAea(squmIWOx siting P9ctor (�ylOD 6fiutd2pt DS 47% 4.9% 2.0 24% 23% king IDUzukthe mt 3rarasmrmWwear m pa s)perK1e impmricm madam asa ° Sizing falcsdaeloprd 10 tiadt nxwm= urkmA Ma =hsicc 2)v-d P chhr=103s.Q25 cfda= and faOyo-DAS cfs ps am ur impmriam mdam any G HMParnis-A- 251f o(iatgrmnuwzradraining mitBWAra(emsE)-LmpwumAsa(sluarka)zS®gFamar MFIOu ° S¢mg farm ar forLiasomtDan fadifity IssMr® arc Tatat foatpew ara ®y be calmluQl bawl m side slopes OILW) Pmdmg d*k and fnsbmazzi. • 1IMPJmgtbiscAcutawdasafmuxiennfia;emimnmmgioitHMPicogth(Isf)-LmpmriamAmw(sry=id)zrsigFoam (V-YM INFILTRATION TRENCH SIMPLIFIED SIZING TABLE Page 5 CG Engineering 250 41h Ave S Edmonds, WA 98020 ENGINEERING 425.778.8500 LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science March 30, 2014 Mr. Steven Andersen Steven D. Andersen Construction, Inc. 3405 — 172nd Street NE, #5-161 Arlington, WA 98223 Dear Mr. Anderson: Subject: Addendum No. 1 to 1/6/2014 Geotechnical Report Onsite Stormwater Disposal Crane Residence 1114 A Avenue South Edmonds, Washington L&A Job No. 13-118 We previously completed in -situ infiltration tests and provided recommendation for stormwater onsite disposal for the subject project, with our test results and recommendations presented in our report titled "onsite Stormwater Disposal, Crane i Residence, 1114 A Avenue South, Edmonds, Washington," dated January 6, 2014. I Presented in this addendum are revisions to our recommendations for the dimensions of infiltration trenches to comply with City code requirements. In lieu of our earlier recommendations for infiltration trenches to be 4-foot minimum a width and 2.7400t depth, the infiltration trenches should be revised to be 2-foot wide by 3-foot deep with a 6-inch minimum soil cover. All other recommendations in our 1/6/2014 should still apply. I j 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 March 30, 2( Addendum Is Crane Reside L&A Job No Page .2 Please contac 0 1 to 1/6/2014 Geotechnical Report 13-118 us if you have questions. Yours very truly, Lye�"SOCIAT INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIA'TES, INC. LIU & ASSOCIAT_ES, INC. Geotechnical Engineering Engineering C January 6, Mr. Steven Andersen Steven D. Andersen Construction, Inc. 3405 — t 72"`I Street NE, #5-161 Arlington, WA 98223 Dear Mr. Anderson: Subject: Onsite Stormwater Disposal Crane Residence 1 114 A Avenue South Edmonds, Washington L&A Job No. 13-1 18 INTRODUCTZ Earth Science The development of a single-family residence is p�oposed for the building lot located at the above address in Edmonds, Washington. We understand that stone runoff over impervious surfaces of the subject project is to be isposed on site by infiltration through infiltration trenches. At your request we have completed an in -situ determine soil infiltration rate for design of infilt are description of test procedure, test results infiltration rate. (ration test on the project site to t trenches. Presented in this report our recommendations of design 19213 Kenlake Place NE • Kenm 're, Washington 98028 Phone (425) 483-9134 - Fa�c (425) 486-2746 January 6, 2014 Crane Residence L&A Job No. 13-1 l 8 Page 2 SITE CONDIT1 Surface Condition ONS The general location of the project site is shown rr Plate 1 — Vicinity Map. 'Hie site is situated on a gently sloped, westerly to northwest irly declining plain. The ground within the site generally slopes down very gently nortl ward and towards its north side and northeast corner. The site is currently occupied bx an existing residence with a detached guest house and a detached garage. The open areas between and around the existing structures are mostly covered by lawn grass, with occasional mature trees dotting the front yard. Geologic Setting The Geologic Map of the Edmonds East and Pat of the Edmonds _ West Ouadraneles Washington, by James P. Minard, published by . S. Geological Survey in 1983, was referenced for the geologic and soil conditions at the residence site. According to this publication, the surlicial soil units at and in the vicinity of the subject residence site are mapped as Vashon "fill (Qvt) deposits underlain by Advance Outwash (Qva) deposits. Soil Condition Subsurface conditions of the site were explored wA two test pits excavated on December 30, 2013. The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan. They were excavated with a rubber -track backhoe to depths of 1 1.0 to 9.0 feet. The test pits were located with either a tape measure or by visual LIU & ASSOCIATES.) INC. January 6, 2014 Crane Residence L&A Job No. 13-1 18 Page 3 reference to existing topographic features in the and their locations should be considered as only A geotechnical engineer from our office was examined the soil and geologic conditions enco Soil samples obtained from each soil layers in t ;Id and on the topographic survey map, orate to the measuring method used. during subsurface explorations, tered, and completed logs of test pits. test pits were visually classified in general accordance with United Soil ClassificatiO System, a copy of which is presented on Plate 3. Detailed descriptions of soils encountered by the test pits are presented in test pit logs on Plate 4. The test pits encountered a layer of loose organi4 topsoil, about 12 to 14 inches thick, mantling the site. Underlying the topsoil is a laye>; of weathered soil of brown, medium - dense, silty fine sand with trace gravel to gravelly 'silty fine to medium sand; about 2.5 to 2.7 feet thick. This layer of weathered soil is underlain to the depth explored by a fresh glacial till deposit of light -gray, very -dense, cemented, gravelly, silty, fine sand with occasional cobble. I Groundwater Condition Groundwater was not encountered in either test pit excavated on the site. The layer of glacial till deposit underlying the site at shallow di epth is of extremely low permeability and would perch stornwater infiltrating into the surficial more permeable soils. The depth to and the amount of the near -surface perched groundwater may fluctuate seasonally, depending on precipitation, surface runoff; ground vegetation cover, site LIU &ASSOCIATES, INC. January 6, 2014 Crane Residence L&A Job No. 13-1 18 Page 4 utilization, and other factors. The perched groundwater level may accumulate and rise in the wet winter months and completely dry up in the dry summer months. INFILTRATION TEST LOCATION AND SOIL CONDITION We performed one in -situ infiltration test on December 30, 2013. The location of the i infiltration test, IT-1, is shown on Plate 2. The layer of weathered soil of brown, gravelly, silty, fine to medium sand is the target soil layer in which the infiltration test was conducted. Groundwater was not encountered by the infiltration test pit. INFILTRATION TEST PROCEDURE The in -situ infiltration test conducted for this project was carried out in accordance with the procedure outlined in Appendix C — Approved Methods for Obtaining Design Infiltration Rates of the City of Edmonds Stormwater Code. A pit was excavated about 2.5 feet deep with its bottom cut into the brown weathered soil of gravelly, silty, tine to medium sand. The bottom of the.pit was measured to be 5'-1" x 5'-3". The pit was then filled with water for hours until the amount of water unfiltrating into bottom of the pit reached a steady state (i.e., tine volume of water infiltrating into the ground through bottom of the pit was the same as volume of water discharged into the bit while water in the pit was kept at a constant level) for at least an hour. Clear tap water was used in the test. The infiltration rate into the test pit was then determined by the constant head method with the volume of water discharged into the pit measured with a flow meter attached to the hose conveying water from the faucet into the pit for a period of 30 minutes. The volume of water discharged into the test pit during the 30-minute period LI U & ASSOCIATES, INC. January 6, 2014. Crane Residence L&A Job No. 13-1 18 Page 5 was measured in 1J.S. gallons. The volume of water was then converted into cubic feet and divided by the bottom area of the test pit to derive the infiltration rate in inches per hour (iph). A correction factor of 4.0 is used to come up with the design infiltration rate of the advance outwash soil. The test results of the infiltration test are presented as follows: Test Volume of Water into'Pest Test Pit Elapsed Infiltration * Design Pit Time Rate Infiltration Bottom No. Gallons Cubic Feet Area Hour iph Rate, iph IT-1 89.00 10.1 5'-1 " x 5'-3" 0.5 8.90 2.23 w un a correction factor of a.u. CONCLUSION AND RECOMMENDATIONS Design Infiltration Rate The design infiltration rate of the weathered soil layer underlying the site, with a correction factor of 4.0, was determined from the in -situ infiltration test results to be 2.23 iph. We reconunend a design infiltration rate not to exceed 1.75 iph be used for design of the infiltration trenches to be constructed on the site for onsite stormwater disposal. Infiltration Trenches Our recommendations for construction of the infiltration trenches are shown on Plate 5. The infiltration trenches should be at least 4 feet wide with their bottom cut about 2.75 LIU & ASSOCIATES, INC. January 6, 2014 Crane Residence L&A Job No. 13-1 18 Page 6 feet deep into the brown weathered soil layer. The soil unit at bottom of trenches should be verified by a geotechnical engineer. The infiltration trenches should be located on the downhill side of the proposed new residence, and be set back at least 5 feet from property lines and 10 feet from nearby building foundations or utility trenches. Also, the adjacent footing foundations of the new residence should constructed on or into the till deposit. The trench side walls of infiltration trenches should lined with a layer of non -woven filter fabric, such as Mirafi 140NS or equal. The trenches should be filled with clean 3/4 to 1- 1/2 inch washed gravel or crushed rock to within about 16 inches of the top of trenches. The gravel or crushed rock should not be coated with mud when placed into infiltration trenches. A 4-inch perforated rigid PVC dispersion pipe should be laid on top of the gravel or crushed rock fill. The dispersion pipes are then covered and embedded with additional gravel or crushed rock fill to within about 8 to 10 inches of the top of trenches. The remaining trenches may then be filled with compacted onsite clean soils. Disturbed area from construction activities should be re -seeded or re -vegetated as soon as possible for erosion protection. LIMITATIONS This report has been prepared for the specific application to the subject project for the exclusive use by Steven D. Andersen Construction, Inc. and its associates, representatives, consultants and contractors. The conclusions and interpretations in this report, however, Should not be construed as a warranty of the subsurface conditions. The scope of this report does not include services related to construction safety precautions and our LIU & ASSOCIATES, INC. January 6, 2014 Crane Residence L&A Job No. 13-1 18 Page 7 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 conclusion are based on the geologic and soil conditions encountered by the test pits excavated on the site, our experience and engineering judgment, and the infiltration test results. The conclusions and 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 actual subsurface conditions of the site may vary from those encountered by the test pits excavated on the site. 'i'he 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 modily them in writing prior to proceeding further with the construction of the bio-retention cells. A copy of this report should be provided to the contractor of bio-retention cells for compliance with the recommendations in this report. Construction of infiltration trenches should be observed and monitored by a geotechnical engineer. CLOSURE We are pleased to be of service to you on this project. Please heel free to contact us if you have any questions regarding this report or need further consultation. LIU & ASSOCIATES, INC. January 6, 2014 Crane Residence L&A Job No. 13-1 18 Page 8 Attached: rive Plates Yours very truly, L & SSOCIA TES, rNC. pvt—L J. S. (Julian) Liu, Ph.D., P.E. 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CRANE RESIDENCE 1114 A AVENUE SOUTH Geotechnical Engineering Engineering Geology I Earth Science EDMONDS, WASHINGTON ALLEY N00'01'13"W, 61.61 !, I I III 7—� I Imm N m P1 1 { c IT=1 I ' Uro...... kv Q. 'D I rI co yD I I D�j IN I c0 (n p 00 I 1 �� ° I ' I is DU-, 1 I I m%N���1 wamxN� ink m a mm,,o rn 13 �� -- ,�w to wm I N I< tJ .A g'-O' '� sr.a• o 7•-1 sib.: (D N °� V• ' I I I my ,n� D AI I ' ° yr 1' ortl I �© lnl I �i I ,o oI ��� I mY y ( INS Ib4 m m gZl\O r I �n ri�V � O — — SO.'Wo 54" _ — — 6 i .61 I%W cur STREET — - - - - - - ��- - SITE AND EXPLORATION LOCATION PLAN LIU & ASSOCIATES, INC. CRANE RESIDENCE 1114 A AVENUE SOUTH Geotechnical Engineering • Engineering Geology • Earth Science EDMONDS, WASHINGTON JOB NO. 13-118 1 DATE 12/30/2013 PLATE UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE THAN 50% OF GRAVEL GP POORLY -GRADED GRAVEL GRAINED COARSE FRACTION GRAVEL WITH GM SILTY GRAVEL SOILS RETAINED ON NO. 4 SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND MORE THAN 50% MORE THAN 50% OF SAND SP POORLY -GRADED SAND RETAINED ON THE COARSE FRACTION SAND WITH SM SILTY SAND NO. 200 SIEVE PASSING NO. 4 SIEVE FINES SC CLAYEY SAND FINE- SILT AND CLAY INORGANIC ML SILT GRAINED LIQUID LIMIT CL CLAY SOILS LESS THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY MORE THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT PASSING ON THE LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY NO. 200 SIEVE 50% OR MORE ORGANIC OH ORGANIC SILT, ORGANIC SILT 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. THE TOUCH 2. SOIL CLASSIFICATION 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 SYSTEM Geotechnical Engineering Engineering Geology Earth Science PLATE 3 TEST PIT NO. 1 Logged By: JSL Date: 12/30/2013 Ground El. t Depth TEST PIT NO. 2 Logged By: JSL Date: 12/30/2013 Ground El. ± TEST PIT LOGS LI U & ASSOCIATES, INC. CRANE RESIDENCE 1114 A AVENUE SOUTH Geotechnical Engineering Engineering Geology Earth Science EDMONDS WASHINGTON JOt3 NO. 13-118 DATE 12/30/201 PLATE 4 ft- USCS CLASS. - SOiI Description Sample No. W % Other OL Dark -brown, loose, organic, silty fine SAND, with fine roots, moist Test 1 ---- (TOPSOIL) ---------------------------------- 2 SM Brown, medium -dense, silty, fine to medium SAND, trace gravel, moist 3 ---------------------- SM Light -gray, very -dense, gravelly, silty, fine SAND, cemented, 5 moist (VASHON TILL) 6 7 8 9 10 11 Test pit terminated at 11.0 ft; groundwater not encountered. 12 Depth ft. USCS CLASS. Soil Description Sample No. W % Other Test OL Dark -brown, loose, organic, silty fine SAND, with fine roots, moist __(TOPSOIL) ___________ SM _____ Brown, medium -dense, gravelly, silty, fine to medium SAND, moist 2 3 SM Light -gray, very -dense, gravelly, silty, fine SAND, occasional 5 cobble, cemented, moist (VASHON TILL) 6 7 8 9 ' Test pit terminated at 9.0 ft; groundwater not encountered. 10 Mi B LIU & ASSOCIATES, INC. 0 � � 72 _ p ,� Q F -Z J �u °" Z !� 0 o � a Z 1z Z !-- = llil N1 w tt� VA Geotechnical Engineering • Engineering Geology • Earth Science INFILTRATION TRENCH TYPICAL SECTION CRANE RESIDENCE 1114 A AVENUE SOUTH EDMONDS, WASHINGTON CITY OF EDMONDS 121 5th AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • fax (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT J�C. 1890 May 12, 2014 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor'.s Office Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy DAVE EARLING MAYOR �`fREET FILE. iriv .+ Hues Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste Please be advised that the attached lot addressing has changed. Parcel # 00619400700201 The original house has been demolished and a new house is currently under construction. The new address is: 1116 A Ave S. This replaces the address of 1114 A Ave S. If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact our office if you wish to be removed from future address change notifications. Sincerely, Linda Thornquist Senior Permit Coordinator City of Edmonds Cc: file • Incorporated August 11, 1890 • Sister City - Hekinan, Japan • � Pagel of 3 SnohomishOnllne Government Information & Sorvicas County4* . . Washington D10 Property Account Summary [Ito S l� Parcel Number 100619400700201 1 Property Address 1 4 A AVE S , EDMONDS, WA 98020-4631 Parties - For changes use 'Other Property Data' menu Role Percent Name IMailing Address Taxpayer 100 CRANE BARRY/BARBARA IP O BOX 1834, EDMONDS, WA 98020 Owner 100 CRANE BARRY & BARBARA IPO BOX 1834, EDMONDS, WA 98020 General Information Property Description YOSTS 1ST ADD TO EDMONDS PLAT OF BLK 007 D-01 - N1/2 LOT 2 Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 00210 Property Characteristics Use Code 112 2 Single Family Residences Unit of Measure Acre(s) Size (gross) 0.18 Related Properties No Values Found INo Exemptions Found Installments Pa able Tax Year Installment Due Date I Principall Interest, Penalties and Costs Total Due Cumulative Due Select to Pay 2014 2 10/31/2014 1,759.75 0.00 1,759.75 1,759.75 Q Statement of Payable/Paid For Tax Year: Distribution of Current Taxes District Rate Amount CITY OF EDMONDS 0.17 52.48 CITY OF EDMONDS 2.11 667.31 EDMONDS SCHOOL DISTRICT NO 15 4.65 1,472.56 PORT OF EDMONDS 0.11 34.69 PUB HOSP #2 0.11 33.53 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.50 158.20 SNOHOMISH COUNTY-CNT 1.08 341.30 STATE 2.38 754.42 SNOHOMISH CONSERVATION DISTRICT 5.01 TOTALS 11.11 3,519.50 lue Type https://www.snoco.org/proptax/(qg&inzox5ofmc45cdsv5545)/result.aspx 5/12/2014 Snohomish County Online Property In*nation A"OR Page 1 of I 1-1-1-Snohomish Cou 1040 6TH AVE S 1039 6TH AVE S 1044 A AVE S f RD ;--�...___-. _-.$19 A AVE 5 1041 6TH AVE 5 rn 10$0 6TH AVE S .615 FIRST i 1061 6TH AVE S W i w j > nline ProDertv Information (1037AAVE 5 1041 A AVE 5 645 FIR 5T 625 FIR ST � 612 FIR 561$ FIRST FIR PL 1 1101 AAVE 1105 6TH AVE S 632 FIR ST, ---j-, f 8''c,0 FIR ST � 640 FIR 5T 560 FIR PL 1111 $THAVE S Q�#� QU74D30 --- _.j 1f113 A AVE S —1122.6TH.AVE S i __ttj �, " t r g132 7TH AVE S 121 6TH AVE i 15 ' 1120 A AVE S i 11121AAVE 5 11246TH AVE S r 1131 6TH AVE S 1124 A AVE S 1131 A AVE S r I ; 1138$TH.AVE 51137 6TH AVE 5 1130AAVE S1141AAVES � _.____.._...., 11427THAVE S 1140 A AVE S 1151 A AVE 5 1142 6TH AVE S 1143 6TH AVE S 1146 7TH AVE S ELM YAAY 1148AAVE 5 1161 RAVE S 1149 6TH AVE S ' $31 ELM 5T $39 ELM ST 580 ELM WAY Disclaimer: II maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are not to be onsidered an official citation to, or representation of, the Snohomish County Code. Amendments and updates to the Data, together with other applicable County Code provisions, may apply which are not depicted herein. Snohomish County makes no representation or warranty concerning the content, accuracy, urrency, completeness or quality of the Data contained herein and expressly disclaims any warranty of merchantability or fitness for any particular purpose. All persons accessing or otherwise using this Data ssume all responsibility for use thereof and agree to hold Snohomish County harmless from and against ny damages, loss, claim or liability arising out of any error, defect or omission contained within said Data. ashington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lists of individuals intended for use for commercial purposes and, thus, no commercial use may be made of any Data comprising lists of individuals contained herein. on: 5/12/2014 C Legend Street Flames Cities u nancwporatad Counay tnaarporatad City Tax Parcels Street Addresses Rural Miles Towns hip/Range Grid Section Grid Major Waterbodies {gays FLitz f udai) mica oa pond Land surrounded by a bady of watar Mon•nwma faatcrra Sand of grM+d in open avatar Saraam Airports http://gis.snoco.org/servleticom. esri.esrimap.Esrimap?ServiceName=Overview&ClientVersion=9.3.0&Form=T... 5/ 12/2014 410 420 405 Beck's 520 548 559 m ao ALDER ST " m m m 7ma n nCommo —40 n n nN m m m m m m m o 44n 2 Ba b b �ao < 415555 b... m .. 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Geotechnical Engineering Engineering January 6, 2014 Mr. Steven Andersen Steven D. Andersen Construction, Inc. 3405 —172nd Street NE, #5-161 Arlington, WA 98223 Dear Mr. Anderson: - Subject: Onsite Stormwater Disposal Crane Residence 1114 A Avenue South Edmonds, Washington L&A Job No. 13-118 Earth Science The development of a single-family residence is proposed for the building lot located at the above address in Edmonds, Washington. Mle understand that storm runoff over impervious surfaces of the subject project is to be isposed on site by infiltration through infiltration trenches. At your request we have completed an in -situ determine soil infiltration rate for design of infilt are description of test procedure, test results infiltration rate. diltration test on the project site to ion trenches. Presented in this report ad our recommendations. of design RECEIVED DEVE CITY OF EDMONS M. 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 FaX (425) 486-2746 R.EET FILE • January 6, 2014 Crane Residence L&A Job No. 13-118 Page 2 Surface Condition __0 SITE The general location of the project site is shown situated on a gently sloped, westerly to northwest the site generally slopes down very gently nor northeast corner. The site is currently occupied I guest house and a detached garage. The open structures are mostly covered by Iawn grass, with yard. Geologic Setting The Geologic Man of the Washington, by James P. Minard, published by 1 referenced for the geologic and -soil conditions at publication, the surficial soil units at and in the vi mapped as Vashon Till (Qvt) deposits underlain by Soil Condition a Plate 1 — Vicinity Map. .The site is ly declining plain. The ground within ward and towards its. north side and an existing residence with a detached -eas `between and around the existing ;casional mature trees dotting the front of the . S. Geological Survey in 1983, was the residence site. According to this .inity of the subject fesidence site are Advance Outwash (Qva) deposits. Subsurface conditions of the site were explored with two test pits excavated on December 30, 2013. The, approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan. They were excavated with a rubber -track backhoe to depths of 11.0 to 9.0 feet. The test pits were located w th either a tape measure or by visual L,IU & ASSOCIATES, INC. • January 6, 2014 Crane Residence L&A Job No. 13-11.8 Page 3 reference to existing topographic features in the fi and their locations should be considered as only ac A geotechnical engineer from our office was examined the soil and geologic conditions enco Soil samples obtained from each soil layers in general accordance with United Soil Classificati on Plate 3. Detailed descriptions of soils pit logs on Plate 4. The test pits encountered a layer of loose organ mantling the, site. Underlying the topsoil is a lay dense, silty fine sand with trace gravel to gravelly 2.7 feet thick. This layer of weathered soil is un glacial till deposit of light -gray, very -dense, ce. occasional cobble. Groundwater Condition Groundwater was not encountered in either test glacial till deposit underlying the site at shallow and on the topographic survey map, ate to the measuring method used. ;sent during subsurface explorations, ered, and completed logs of test pits. test pits were visually classified in System, a copy of which is presented A by the test pits are presented in test icy topsoil, about 12 to 14 inches thick, e of weathered soil of brown,.medium- ilty fine to medium sand, about 2.5 to to the depth explored by a fresh gravelly, silty, fine sand with : excavated on the site. The layer of is of extremely low permeability and would perch stormwater infiltrating into the surficial more permeable soils. The depth to and the amount of the near -surface perched groundwater may, fluctuate seasonally, depending on precipitation, surface LIU & ASSOCIA ground vegetation cover, site f INC. January 6, 2014 Crane Residence L&A Job No: 13-118 Page 4 "a utilization, and other factors. The perched level may accumulate and rise in the wet winter months and completely dry up in the dry summer months. INFILTRATION TEST LOCATION AND SOIL CONDITION We performed one in -situ infiltration test on infiltration test, IT-1, is shown on Plate 2. The silty, fine to medium sand 'is the target soil 30, 2013. The location of the of weathered soil of brown, gravelly, r in which the infiltration test .was . conducted. Groundwater was not encountered by the infiltration test pit. INFILTRATION TEST ROCEDURE The in -situ infiltration test conducted for this prof ct was carried out in accordance with the procedure outlined in Appendix C — Approved Methods for Obtaining Design Infiltration Rates of the City of Edmonds Stormwater Code. - A pit was excavated about 2.5 feet deep with its bottom cut into the brown weathered soil of gravelly, silty, fine to s medium sand. The bottom of the pit was measured to be 5'-i" x 5'-3". The pit wasthen . filled with water for hours until the amount of water infiltrating into bottom of the pit reached a steady state (i.e., the volume of water infiltrating into the ground through bottom of the pit was the same as volume of water discharged into the bit while water in the pit was kept at a constant level) for at least an`hour. Clear tap water was used in the test. The infiltration rate into the test pit was then determined by the constant head . method with the volume of water discharged into the pit measured with a flow meter attached to the hose conveying*water from the faucet into the pit for a period of 30 minutes. The volume of water discharged into the test pit during the 30-minute period LIU & ASSOCIATES, INC. January 6, 2014 Crane Residence L&A Job No. 13-118 Page 5 ti 1 was measured in U.S. gallons. The volume of water was then converted into cubic feet and divided by the bottom area of the test pit to derive the infiltration rate in inches per hour (iph). A correction factor of 4.0 is used to come up with the design infiltration rate of the advance. outwash-soil. The test results of the infiltration test are presented as follows: Volume of Water into Test Elapsed Infiltration * Design Test Test Pit Pit. Time Rate Infiltration Bottom. No.. Gallons Cubic Feet Hour iph Rate, iph Area IT-1 89.00 10.1 5'-l" x 5'-3" 0.5. 8.90 2.23 I with a correction factor of 4.U. CONCLUSION AND RECOMMENDATIONS Design Infiltration Rate The design infiltration rate of the weathered soil layer underlying the site, with a correction factor of 4.0, was determined from the in -situ infiltration test results to be 2.23 iph., We recommend a design infiltration rate not to exce 1.75 iph b used for design of the infiltration trenches to be constructed on the site for onsi rmwater`disposal. Infiltration Trenches Our recommendations for construction of th trenches are shown on Plat The infiltration trenches should be at ast 4 feet wide w th their bottom cut a out 2.75 LIU & ASSOCIATES, INC. January 6, 2014 Crane Residence L&A Job No. 13-118 Page 6 yt feet deep into the brown weathered soil layer. The soil unit at bottom of trenches should be verified by a geotechnical engineer. The infiltration trenches should be located on the downhill side of the proposed new residence, and be set back at least 5 feet from property. lines and 10 feet from nearby building foundations or utility trenches. Also, the adjacent footing foundations of the new residence should constructed on or into the till deposit. The trench side walls of infiltration trenches should lined with a layer of non -woven filter fabric, such as Miraf. 140NS or equal. The trenches should be filled with clean 3/4 to 1- 1/2 inch washed gravel or crushed rock to within about 16 inches of the top of trenches. The gravel or crushed rock should not be coated with mud when placed into infiltration trenches. A 4-inch perforated rigid PVC dispersion pipe should be laid on top of the gravel or crushed rock fill. The dispersion pipes are then covered and embedded with additional gravel or crushed rock fill to within about 8 to 10 inches of the top of trenches. The remaining trenches may then be filled with compacted onsite clean soils. Disturbed area from construction activities should be re -seeded or re -vegetated as°soon as possible for erosion protection. - LIMITATIONS This report has been prepared for the specific application to the subject project for the exclusive use by Steven D. Andersen Construction, Inc. and its associates, representatives, consultants and contractors. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this report does not include services related to construction safety precautions and our LIU & ASSOCIATES, INC. January 6, 2014. Crane Residence L&A Job No. 13-118 Page 7 .o 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 conclusion are based on the geologic and soil conditions encountered by the test pits excavated on the site, our experience and engineering judgment, and the infiltration test results. The conclusions and 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 actual subsurface conditions of the site may vary from those encountered by the test pits excavated on the site. 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 of the bio=retention cells. A copy of this report should be provided to the contractor of bio-retention cells for compliance with the recommendations in this report. Construction of infiltration trenches should be observed and monitored by a geotechnical engineer. CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us if you have any questions regarding this report or need further consultation. LIU & ASSOCIATES, INC. 0 _1 • January 6, 2014 Crane Residence L&A Job No. 13-118 Page 8 Attached: Five Plates Yours very truly, L & SSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. :, l ALLEY NOO-01-13"W, 61.61 � Era i t `1 m4 --------- j m -1 1 r- 1 5 co Ln t Cl - M , to. a IH4-' 77 20' rl O 1-z SLGO'54$' 61.61 STREET o - �- - LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science SITE AND EXPLORATION LOCATION PLAN CRANE RESIDENCE 1114 A AVENUE SOUTH EDMONDS, WASHINGTON • UNIFIED. SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE THAN 50% OF GRAVEL GP POORLY -GRADED GRAVEL 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 MORE THAN 50% MORE THAN 50% OF SAND SP POORLY -GRADED SAND 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 0 ML SILT GRAINED LIQUID LIMIT CL CLAY SOILS LESS THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY 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 NO. 200 SIEVE 50% OR MORE ORGANIC OH ORGANIC SILT, ORGANIC SILT 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,` )USTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THE TOUCH 2. SOIL CLASSIFICATION 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 LYU & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM Geotechnical Engineering Engineering Geology • Earth Science PLATE 3 e TEST PIT NO. 1 Logged By: JSL Date: 12/30/2013 Ground El. ± TEST PIT NO. 2 Logged By: JSL Date: 12/30/2013 Ground El. ± TEST PIT LOGS LIU & ASSOCIATES, INC. CRANE RESIDENCE 1114 A AVENUE SOUTH Geotechnical Engineering - Engineering Geology • Earth Science EDMONDS WASHINGTON JOB NO. 13-118 DATE 12/30/201 PLATE 4 Depth 8. USCS CLASS. SOII Description Sample No. W % Other Test OL Dark -brown, loose, organic, silty fine SAND, with fine roots, moist 1 (TOPSOIL) 2 SM Brown, medium -dense, silty, fine to medium SAND, trace gravel, ' moist 3 SM Light -gray, very -dense, gravelly, silty, fine SAND, cemented, 5 moist (VASHON TILL) 6 7 8 9 10 11 Test pit terminated at 11.0 ft; groundwater not encountered. 12 Depth ft. USCS CLASS. SOLI Description Sample No. W % Other Test OL Dark -brown, loose, organic, silty fine SAND, with fine roots, moist OPILSO SM Brown, medium -dense, gravelly, silty, fine to medium SAND, moist 2 .� 3 SM Light -gray, very -dense, gravelly, silty, fine SAND, occasional ' 5 cobble, cemented, moist (VASHON TILL) 6 7 8 9 Test pit terminated at 9.0 ft; groundwater not encountered. 10 0 'M IW,��t N�w,,� 6-,Z =� s3 1,�)VA LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science v b 72 INFILTRATION TRENCH TYPICAL SECTION CRANE RESIDENCE 1114 A AVENUE SOUTH EDMONDS, WASHINGTON Certificate of Occu Building Division '17C 18y%j an v This certificate is issued in accordance with the requirements of Section 111 of the 12 International Building Code certifying that at the time of issuance this single family residence was in compliance with the applicable provisions of the codes and ordinances of the city regulating construction and use of buildings. Description: 64 - Single Family Residence New Site Address: 1116 A AVE S, EDMONDS Construction Type: VB Owner: BARRY CRANE PO BOX 1834 LYNNWOOD, WA 98037 wilding Official Permit No: Parcel No: Occupancy Group: POST IN A CONSPICUOUS PLACE BLD20140019 00619400700201 R-3/U 01/16/2015 Date Issued = 4c�mmlhl ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GvY c�? wa,s4,r a na 0 eQ 23725 wQ �r fi SIONAL W 25/ 14 J Q J a� Z m m cn Lu oc W LLJ OC w o a a �t cr Q N N N m 0 0 Y Q DESIGN: JTE DRAWN: JCS CHECK:. CCC JOB NO. 14055.20 DATE: 02/21 /14 S MAID 25 2014 BUILDING DEPARTMENT CITY OF (EDMONDS F� SW 1/4 OF THE NW 1/4, SECTION 252 TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. EDMONDS, WA 98020 CAUTION! CALL BEFORE YOU DIG( BURIED UTILITIES EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE- CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 ® 1J HOURS PRIOR TO CONSTRUCTION IL 1-800=424-5555 SHEET INDEX C1.1 COVER SHEET & GENERAL NOTES C1.2 GRADING & DRAINAGE PLAN & DETAILS APPLICANT CONSULTANTS UTI LITI ES LEGAL DESCRIPTION BENCHMARK STEVEN ANDERSON ARCHITECT CIVIL ENGINEER WATER/SEWER/STORM LOT 5, BLOCK 6, OSCAR E. JENSENS MAG NAIL WITH TAG LOCATED ON THE 3405172ND ST, NE ARCHITECTS NORTHWEST CG ENGINEERING EDMONDS PUBLIC WORKS SEATTLE SUBURBAN TRACTS, ACCORDING WEST SIDE OF 5TH AVE. S. AND SOUTH OF ARLINGTON, WA 98223 18915 142ND AVE NE, SUITE 100 250 4TH AVE S, SUITE 200 7110 210TH ST SW TO THE PLAT THEREOF, RECORDED IN OVERPASS SR-104 ELEV.=192.96 FEET 206.972.1967 WOODINVILLE, WA 98072 EDMONDS, WA 98020 EDMONDS, WA 98026 VOLUME 9 OF PLATS, PAGE 8, RECORDS 425.485.4900 FAX: 425.487.6585 425.778.8500 FAX 778.5536 425.771.0235 OF SNOHOMISH COUNTY, WASHINGTON CONTACT: SARAH WEIGHT CONTACT: JARED UNDERBRINK DATUM FORSYTH LN a FIR ST FIR PL PROJECT SITE W a L a ELM WAY ELM ST SURVEYOR SOIL/GEOTECH ENGINEER IVAVD 8$ VICINITY MAP TRI-COUNTY LAND SURVEYING COMPANY LIU & ASSOCIATES, INC NTS 4610 200TH ST SW, SUITE A 19213 KENLAKE PLACE NE c LYNNWOOD, WA 98026 KENMORE, WA 98028 425.776.296 FAX: 425.776.2850 425.483.9134 FAX: 425.486.2746 CONTACT: BOB HAMILTON CONTACT: JULIAN LIU GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF 25.CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND RULES AND REGULATIONS: EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR - CURRENT INTERNATIONAL BUILDING CODE (IBC) SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. - 2012 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL 26.CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES CONSTRUCTION FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT OTsi,ER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF 27.COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE J.OBSITE WHENEVER UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH CONSTRUCTION IS IN PROGRESS. ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND 28.EXI"5TANG UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK THE LOCAL GOVERNING AUTHORITY. SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OFEDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE 29.NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD COMPLETION AND ACCEPTANCE.. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO ADJUSTMENTS SHALL BE APPROVED BY OWNER'S EPRESENTATIVE AND CITY. THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL 30.WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE PROJECT APPROVAL. POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 31.SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN WITHIN THE BUILDING. FURNISHED BY.OTHERS BY FIELD SURVEYOR OBTAINED FROM AVAILABLE RECORDS AND 32.SEE CLECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY 33.SEE!LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10.PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11.CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12.STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13.MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14.SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15.ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 16.ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 17.CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 18.AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 19.ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONSTRUCTION. CONTROL REQUIREMENTS. 20.THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 21.THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 22.SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT LEGEND DESCRIPTION EXISTING PROPOSED i 1 ABBREVIATIONS PROPERTY LINE — — — — ABN ABANDONED MJ MECHANICALJOINT ADJACENT PROPERTY LINE — — — — BLDG BUILDING MON MONUMENT CENTERLINE — - BOW BOTTOM OF WALL NTS NOT TO SCALE CLEARING LIMITS - CE CENTERLINE OC ON CENTER SEDIMENT BARRIER X X CB CATCH BASIN PC POINT OF CURVATURE CONTOUR LINE - — — — -100 - — — — - CMP CORRUGATED METAL PIPE PI POINT OF INTERSECTION jja00 FENCE ❑ ❑ —v— CO CLEANOUT PIV POST INDICATOR VALVE SANITARY SEWER LINE — '- _SS - - _SS — --0.—SS---►--SS - CONC CONCRETE PROPERTY LINE MANHOLE ® Q CONST CONSTRUCTION PT POINT OF TANGENCY STORM DRAIN MAIN — - — SD - - - SD SD— CU YD CUBIC YARD PVC POINT OF VERTICAL CURVE STORM DRAIN PIPE - — — — - — — — --o DDCVA DOUBLE DETECTOR CHECK VALVE ASSEMBLY PVI POINT OF VERTICAL INTERSECTION ROOF DRAIN — - - R - - - R - - - R — R -- R DIA DIAMETER PVMT PAVEMENT FOOTING DRAIN — - - F - - - F - - - F — F F DIP DUCTILE IRON PIPE PVT POINT OF VERTICAL TANG. PRESSURE LINE - - - p - - - p - - - p — _p_p EA EACH R RADIUS CATCH BASIN (TYPE' 1) ❑ ■ EJ EXPANSION JOINT REINF REINFORCEMENT CATCH BASIN (TYPE 2) . O❑ O■ ELEV ELEVATION RJ RESTRAINED JOINT CLEANOUT O EOP EDGE OF PAVEMENT RET RETAINING CLEANOUT AND WYE EX EXISTING RT RIGHT GRADE BREAK — — — — — — — — — — — — FDC FIRE DEPT. CONNECTION SD STORM DRAIN SURFACE SWALE FFE FINISHED FLOOR ELEVATION SECT SECTION DRAINAGE ARROW __ FH FIRE HYDRANT SDMH STORM DRAIN MANHOLE WATER LINE - - WA- - - WA - WA — WA--- FL FLANGE SIM SIMILAR WATER METER ® FEET/FOOT SQ SQUARE FIRE HYDRANTZYXGV rFT GATE VALVE SS SANITARY SEWER FDC 'o, i HP HIGH POINT SSMH SANITARY SEWER MANHOLE PIV O HT HEIGHT STA STATION GATE VALVE x Z ID INSIDE DIAMETER STD STANDARD TEE 11, IE INVERT ELEVATION STL STEEL 9W BEND -T F? L LENGTH/LINE TB THRUST BLOCK THRUST BLOCKING o ♦ LF LINEAL FOOT TOC TOP OF CURB CAP LP LOW POINT TOW TOP OF WALL CONCRETE PAVEMENT a .A LT LEFT . TOP TOP ELEVATION ASPHALT PAVEMENT MAX MAXIMUM TYP TYPICAL CRUSHED SURFACING MECH MECHANICAL VC VERTICAL CURVE ROCKERY MH MANHOLE W/ WITH SPOT ELEVATION 0/- 20.0 f20.0 MIN MINIMUM WM WATER METER TELEPHONE LINE — - - T - - - T - - - T - T T POWER LINE --- E--- E - - -E— E - E LLINE --- G--- G - - -G— G G: . n Sw 1/4 OF THE NW .1 4, SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. I � a 2 19 LF INFILTRATION TRENCH 2 PgWER I (2) 3LF INFILTRATION TRENCHES p MIN FINISHED GRADE=183.49 . p 180- PALE _. MIN FINISHED GRADE= i83:95 - _ - - TOP TRENCH= 182.99 MIN - --A�8 I 19 TOP TRENCH = 182.45 MIN _ _ BOT TRENCH=179.99 MIN - \ 4, 982.4 BOT TRENCH 179.45 MIN -76,t182*0 181.0 a _ _N89°55'41"W 124.89 _ _ _ _ _ TIE INFILTRATION TRENCH_ \ 182.46= OVERFLOW INTO ROOF DRAIN Q 4' x 4' x 1' UARRY SPALI 30 PAD FIOR OVERFLOWR (TRENCHES DESIGNED FOK .. .. .. ,� 100% INFILTRATION)i LF\4 PVC EXISTINGIrl 10 LF 4" PVC a 31 LF - 1- °`1.0% I�IN \ CURB/GUTTER w @ 1.0% MIN AREA DRAIN PVC WATER LL 13' 1 � RIM = 184.63 SERVICE ` \ LL IE(E)=183.3 C!� i ...... ............. .. .. .. IE (W) = 183.2 / 00 �� / R PLACE EX 3/4" �. LL: J a n WATER METER COV ED \ /I"METER 6" CO � g � � � 4. LL 184.83 � � /�� \ ENTRY I w 3 � I E 176.89 a i 1 -9 LF - 4" PVC IE=.1�76.20 I @ 1.0% MIN PROPOSED o I 1�s4.o RESIDENCE � Q I 57 LF - 6" PVC @ 2.0% MIN (EXISTING) 10 LF - 4" PVC \ � 11'�2.0 ss ss ss ss ss . HT. LIMIT @ 209.13 1_ i 4" CO @ 1.0% MIN RIDGE @ 208.75 AREA DRAIN 4 M-, IE = 181.61 MAIN @ 184.83 RIM = 2.21 I / �--� ° Q A.B.E. @ 184.13 IE (E) = 18 7 LFd 4 PV \ �1 IE(W)=1"'71 @1.0%MCOVE1 � z 1 I DATlf)RED 12.4 OO-u^�'oO c a q uNEOFMAX Op . GRADING AND DRAINAGE PLAN oo+,�„'o EXCAOVEIREXCAVATED 0ON. IF SOIL IS00 OO�Oo �� a a SCALE: 1" = 10' O 10 0 5 10 20 REPLACE WITH LEAN / _ - MIX CONCRETE. / FOOTING 1 IMPERVIOUS AREA: GENERAL NOTES:1. 1 ROOF (INCLUDES OVERHANG) 3026 SQ FT ALL UTILITIES UNDE GROUNDWILLBELOCATED FOOI�IN AND ROOF DRAIN -SECTION - DRIVEWAY 922 SQ FT 2. AN ASSESSMENT OF THE CONDITION OF S SCALE: TOTAL /� 3948 SQ FT THE EXISTING CURB AND SIDEWALK WILL BE DETERMINED ON SITE BY THE ENGINEERING INSPECTOR. CURB OR SIDEWALK IN POOR CONDITION OR DAMAGED BY NOTE: PATIO AND ENTRY ARE UNDER ROOF ACTIVITIES SHALL REQUIRE " REPLACEMENT. OVERHANG ANDL HAVE NOT BEEN TOUBLE 3. ALL DISTURBED AREAS ON AND OFF SITE COUNTED �'` ( u�l l�G J SHALL BE COMPOST AMENDED TO MEET REQUIREMENTS OF BMP T5.13 IN THE l • � I1 Yfi���SYI fiGVl� STORMWATER MANUAL, VOL V, CHAPTER S. SEWER NOTES: 1. IF REUSING EXISTING SIDE SEWER (FROM a2`1 �� �Ye✓��h PROPERTY LINE TO HOUSE) PROPERTY OWNER MUST HAVE CONDITION VERIFIED AND PROVIDE A REPORT TO THE PUBLIC WORKS DEPARTMENT. THE QUANTITIES SHOWN ABOVE ARE FOR THE FERMI I NKULE)J ONLY. THESE VALUES ARE APPROXIMATE. DO NOT USE FOR2. IF REUSING EXISTING LATERAL (FROM BIDDING, PAYMENT, OR ESTIMATING PURPOSES. ° E" C °U 61."t� @ "<r� [f t PROPERTY LINE TO CITY MAIN} CONDITION c�sd' I G�� ..., MUST BE VERIFIED BY PUBLIC WORKS `� ° �.1 eA DEPARTMENT. CONTACT EDMONDS SEWER DIVISION AT 425-771-0236. ALL EXPO 'GD SU ► `n a i . - - Q'^i l7"'. AIR'S/Y11rF�. 't...wsa ia►. .. ro a._s> - - ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 718-5536 W 251 14 J Q Z m O m Ch uj � H H U � � w w W o a a LLJ C] N N N rn O O Y Q DESIGN: JTE DRAWN: JCS CHECK: CCC JOB N O : 14055.20 DATE: 02/21 /14 RESUB MAR 2 5 2014 BUILDING DEPARTMENT CITY OF EDMONDS Z Q W^^ V a Z cr. NQ 0 0 N w � U 0) (i Z Z J _a� Q V) I- 41 o W Q O Z 0 W Z 0 ZO Q0. - �. r � � 0 U W 0 Q SHEET: Cis I I N I -------------------- ! GUArRRY sPA<LL N as 05541 " W 124.8c ! INFILTRATION LL 1 ! TRENCHES ! LL DECK N I � (INATER— --— PROOF) 18 - — _ LL ` PROP05�D RE51PE:NCE: _ ! ss T ss = ss ss sLL s HT. LIMIT a 20cf .15 0 : / RIDGE @ 208.15 _ ' y ! . MAIN � 184.83 in :. •� A:.B.E. @ 184.15 PATIO ! I o I N � I "'I • I ZI I • • --------------- - 5 Sg 055 41 " E 124A I c=000" 1 �7 r7 f= t— vAt N SCALE: I" = 10'-0" O 10 20 40 G\A1 SU4 01 Z (Of, Uk�li�y / b�n'�ctc�e TAX ACoo0OUNT # 006101400-700201 S I TE ADDRESS 1114 'A' AVE 5 EDMOND5, WA aaO20-4651 '_E6,4L DESORPTION LOT 5, BLOCK 6, OSCAR E. JENSyENS SEATTLE SUBURBAN TRACT5, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME g OF PLATS, PAGE 8, RECORDS OF 5NOHOMI45H COUNTY, WASH I NGTON ZONING RS-6 O�IN�R BARRY $ BARBARA CRANE 1114 'A' AVE 5 EDMONDS, WA 448020-4651 WMERICOmTRA0TOR IS RESPONSIBLE I:Orl EROSION GOi' I"RQL Alin MWAGL 180 — f L? 1 i i i 5O1 z LOT GOVERA6E .LOT PcRE,4: 7,6g5 S.P. HOUSE/GARAGE AREA: 2,251 S.P. PORCH/PATIO/DECK AREA: 41g S.P. TOTAL AREA: 2,650 5.P. = 54.449 MAXIMUM ALLOWED = 55.00% IMPERVIOUS AREA LOT AREA: 7,6g5 S.P. ROOF OVERHANG AREA: 2,677 S.F. PORCH/PATIO/DECK AREA: 556 S.P. DRIVEWAY/WALKWAY AREA: g57 S.F. TOTAL AREA: 4,020 S.P. 52.249 HEIGHT G,4LG A - 155.00 B - 152.50 co, - 155.00 D - 186.00 756.50 / 4 = 154.15 A.E.G. +25' HT. LIMIT = 2001.15. MAX. ALLOW. HEIGHT PROP05ED RIDGE = 208.75 UND/Ei�Ll�l I O. ' (4 INGHE5) GUT $ F I LL. GUT = 66 G.Y. SILL = 56 C.Y. NET = 10 G.Y. I Zone 1z� • G Comer,Fla&_ Seta.. b_.acks Rs fired Actyal Front E _2 d 1, p $ides Rear W I _ 4 Q Other flei-ght APPROVED BY PLANNING r�ti.� mr�.r� 03•�7• I � -- . NOTE: ALL DISTURBED AREAS ON AND OFF SITE SHALL BE COMPOST AMENDED TO MEET REQUIREMENTS OF BMP T5.15 IN THE STORMINATER MANUAL, VOL V, CHAPTER 5. � 2 AN A55E55MENT OF THE CONDITION OF THE EXISTING CURBING AND 51DEY4ArLK TO BE DETERMINED ON 51 TE BY THE ENGINEERING INSPECTOR. CURB OR 51DEYV,4LK IN POOR CONDITION OR DAMA&ED BY 0ON5TRUCTION ACTIVITIES SHALL REQUIRE REPLACEMENT. 2 I JEERIN DIVISIO V NOT_q[ Dater RESUB MAR 17 2014 BUILDING DEPARTMEW CITY OF IEDMONDS u1-- W d' H e-- o \ �O�UZOp UwZZaN Zgo>-ZN-zwm �,� M0u)( (L aowU w cna 0O V O H� �V) D� ZQwa wogoRLp�3=w O U�� oo�zzz a'J F�(ng- LL�QLLJ2mUpa,ZwI-- a wa �v�ww j(UjO NO-_, F-WX'X ZpQ xa' o=ooz z'a ooQ m oa0 w �oF QOQW�w¢pHit aZwF§M* 1L as cj o W o 00 z � ��W W � ��_ z' ova o Mr o0o ago � Ht1� 1N d � N N0 Lc)CO 0 z .`"4 <W"'w Z��W W U- LL Q0J z r T 0 0 r d- N N p I. v �r O IL am V � Z (j) O N � � O O d) _O V �1 �- • 1 Q lu V � z z W � � Lu } N V DESIGNED BY: DATE: JdeR I ggg DRAWN BY: DATE: DH II/26/gq PROJECT MANAGER: SARAH YVE I GHT REVISED BY: DATE: AG 12/01/10 AG 1/25/11 AG 12/10/15 A9j 1 2 5/1-1/14 LATERAL BY: DATE: USE II/26/15 LATERAL JOB NUMBER: 0550 A0, A/1 2 ANW WOODINVILLE OFFICE JOB NUMBER: 150251