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636 DAYTON ST.PDF10835 636 DAYTON ST TAX ACCOUNT/PARCEL NUMBER: n z b 9 to o I BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) FOR: CRITICAL AREAS: DISCRETIONARY PERMIT DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR:- DETERMINATION: E] Conditional Waiver [I Study Required E] Waiver PERMITS(OTHER): 13 t') '.'/ 0 432- ( Wount- PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED:."�m ks4 1-] -7, SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: LATEMP\DSrs\Fomis\Street File Checklist.doe 'APPLICATION for The City of Edmonds SIDE SEWER PERMIT NEW CONSTRUCTION REPAIRS EASEMENT No . .................. ....................... OWNER.......... ) CONTRACTOR ............................. .................................................................... PERMIT No . ...................... BLOCK No . ............................................ ADDRESS ... BeL 6t ............................................ ..... LEGAL DESCRIPTION: LOT No . ............................................... NAMEOF ADDITION ......................................................................................................................................... Iq 7c� �pp*ll DATE................................................ By ...................................................................... STREET FILE 0 E D 41 '0 Certificate of Occupanc lwrl Buildmig Division C)Z C' jg9 This certificate is issued in accordance with the requirements of Section I 11 of the 09 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: 636 DAYTON ST, EDMONDS Construction Type: VB Owner: MATHEW, ABRAHAM &.NEENA 636 DAYTON ST EDMONDS, WA 98020 F" Building-0—Mic-1-al Permit No: BLD20130523 Parcel No: 00434209601100 Occupancy Group: R-3/U POST IN A CONSPICUOUS PLACE 05/15/2014 Date Issued &C-ID -Pe,1'3-e�D 5-2-3 ne OMEOA% IMMMM. ENGINEERING, INC. "" U.0 STREETFILE IRWIN July 27, 2013 Jerry Shuster City of Edmonds 121 5th Ave. N. Edmonds, WA 98020 WITH APPLICABLE RMWATER CODE4� 2) RE: Mathew SFR: 636 Dayton St. — Revised Drainage Letter. Dear Jerry, RIE,SUS IEP 0 3 2013 SUCig7yiNoQpcP!e�othAO.C-RWM,,ENT This letter has been prepared to address the Drainage portion of the Single Family Residential (SFR) building permit application for the Mathew project at 636 Dayton St. Revisions to this letter were made to address comments provided by the City of Edmonds in a letter dated 6/28/13. This project proposes to demolish the existing residence and driveway and construct a new SFR and driveway. This will require stormwater mitigation to account for the new impervious surfaces proposed on the site. This project has been visited and reviewed by Raymond Coglas, P.E. a Geotechnical Engineer and all letters and documentation he has prepared are attached to this letter. The Geotech for this project found the site to be -underlain by Sand soil deposits and recommended the stormwater from this site be infiltrated into the existing soil on -site. He further recommended a long-term infiltration rate of 2 inches/hr. The initial value includes the necessary FOS so no additional reduction is needed. The Geotechnical letter dated May 10th includes the site exploration information along with the soil log data and a drawing of the approximate location. For this project the Roof area including the eaves was calculated at 2,306 sf based on the design drawings for the future SFR prepared by Randy Munson. The runoff from the driveway, walks and patios will be collected and conveyed to either an infiltration trench or dry well. The roof infiltration trench has been designed to fully infiltrate the runoff from the roof area up to the 1 00-year, 24-hour storm event based on a continuous runoff analysis as required in the DOE 2005 Stormwater Manual. Using \AANHM3 software, the roof area was analyzed and an infiltration trench with the following dimensions was calculated: 40'x4'x4'. Refer to the attached software printouts for the detailed calculations. Each dry well is designed to infiltrate runoff for no more than 700 sf of impervious surfaces. The dry well for the patio is expected to infiltrate approximately 495 sf of NPGIS, and the dry well for the southern driveway is expected to infiltrate approximately 471 sf of PGIS. The foundation footing drain may be connected to either/both dry wells. OMECA ENGINEERING, INC. IMMM hAss UZ WWIM The Geotech has recommended that the trenches be inspected once excavated and prior to any.backfill, during construction. A note has been added to the plans to require approval of the trenches prior to placing the drain gravel. Since the site is already landscaped and over sandy type soils no runoff from the landscaping will be collected. Rather the runoff from these areas will be allowed to infiltrate naturally into the existing soils. As you can see from the above information the proposed design will provide the necessary infiltration of impervious surfaces proposed on this site. Thank you for taking the time to review this project. Please feel free to contact me at 425.387.3820 with any questions you may have. Sincerely, Joseph M. Smeby Project Engineer 8/29/13 Z ,, e OMECAL ENG,NEER,NG., INC. July 27, 2013 Jerry Shuster City of Edmonds 1215" Ave. N. Edmonds, WA 98020 2717 Rockefeller Avenue Everett, WA 98201 425.387.3820 fax 425.259.1958 W4F .9a IE3 IUL 3 0 2BI3 S. t)pPAW �_' IDUILok rrz-�Ds aTi of RE: Mathew SFR: 636 Dayton St. — Revised Drainage Letter. Dear Jerry, This letter has been prepared to address the Drainage portion of the Single Family Residential (SFR) building permit application for the Mathew project at 636 Dayton St. Revisions to this letter were made to address comments provided by the City of Edmonds in a letter dated 6/28/13. This project proposes to demolish the. existing residence and driveway and construct a new SFR and driveway. This will require stormwater mitigation to account for the new impervious surfaces proposed on the site. This project has been visited and reviewed by Raymond Coglas, P.E. a Geotechnical Engineer and all letters and documentation he has prepared are attached to this letter. The Geotech for this project found the site to be underlain by Sand soil deposits and recommended the stormwater from this site be infiltrated into the existing soil on -site. He further recommended a long-term, infiltration rate of.2 inches/hr. The initial value includes the necessary FOS so no additional reduction is needed.. The Geotechnical letter dated May loth includes the site exploration information along with the soil log data and a drawing of the approximate location. For this project the Roof area including the eaves was calculated at 2,302 sf based on the design drawings for the future SFR prepared by Randy Munson. The runoff from the driveway, walks and patios will be collected and conveyed to, either an infiltration trench or dry well. The roof infiltration trench has been designed to fully infiltrate the runoff fi�om the roof area up to the 100-year, 24-hour storm event based on a continuous runoff analysis as required in the DOE 2005 Stormwater Manual. Using WWHM3 software, the roof area was analyzed and an infiltration trench with the following dimensions was calculated:, 40'x4'x4'. Refer to the attached software Printouts for the detailed calculations. The Geotech has recommended that the trenches be inspected once excavated and prior to any backfill, during construction. A note has been added to the plans to require approval of the trenches prior to placing the drain gravel. Since the site is already 2717 Rockefeller Avenue OMEOA Everett, WA 98201 reJENGMEERMG, M. 425.387.3820 fax 425.259.1958 landscaped and over sandy type soils no runoff from the landscaping will be collected. Rather the runoff from these areas will be allowed to infiltrate naturally into the existing soils. As you can see from the above information the proposed design will provide the necessary infiltration of impervious surfaces proposed on this site. Thank you for taking the time to review this project. Please feel free to contact me at 425.387.3820 with any questions you may have. Sincerely, M. Joseph M. Smeby Project Engineer :�71z-7113 .0 Western Washington Hydrology Model PROJECT REPORT Project Name: roof Site Address: 636 Dayton ST city : Edmonds Report Date : 7/27/2013 Gage , : Everett. Data Start : 1948/10/01 Data End : 1997/09/30 P]recip Scale: 0.80 WWHM3 Version: PREDEVELOPED LAND USE Name, Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat .06 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 1 Bypass: No. GroundWater: No Groundwater Pervious Land Use Acres Impervious Land Use Acres ROOF TOPS FLAT 0.05 Element,'Flows To: -Surface Interflow Groundwater Gravel Trench Bed 1, Name : Gravel Trench Bed 1 Bottom Length: 40ft. - Bottom Width : 4ft. Trench bottom slope 1: 0.0000001 To .1- Trench Left side slope 0: 0.01 To 1 Trench right side slope 2: 0.01 To 1 Material thickness of first layer : 4 Pour Space of material for first layer 0.35 Material thickness of second layer : 0 Pour Space of material for second layer 0 Material thickness of third layer : 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate 2 Infiltration saftey factor 1 Discharae Structure Riser Height: 4 ft- Riser Diameter: 0 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Voluze(acr-ft) Dschrg(cfs) Infilt (cf s) 0.000 0.004 0.000 0.000 0.000 0.050 0.004 0.000 0.000 0.007 0.100 0.004 0.000 0.000 0.007 0.150 0.004 0.000 0.000 0.007 0;200 0.004 0.000 0.000 0.007 0.250 0.004 0.000 0.000 0.007 0.300 0.004 0.000 0.000 0.007 0.350 0.004 0.000 0.000 0.007 0.400 0.004 0.001 0.000 0.007 0.450 0.004 0.001 0.000 0.007 0.500 0.004 0.001 0.000 0.007 0.550 '0.004 0.001 0.000 0.007 0.600 0.004 0.001 0.000 0.007 0.650 0.004 0.001 0.000 0.007 0.700 0.004 0.001 0.000 0.007 0.7so 0.004 0.001 0.000 0.007 0.800 0.004 0.001 0.000 0.007 0.8'50 .0.004 0.001 0.000 0.007 0.900 0.004 0.001 0.000 0.007 0.950 0.004 0-001 0.000 0.007 1.000 0.004 0.001 ,0.000 0.007 1.050 0.004 0.001 0.000 0.007 1-100 0.004 0-001 0.000 0.007 1.150 0.004 0.001 0.000 0.007 1.200 0.004 0.002 0.000 0.007 1.250 0.004 0.002 0.000 0.007 1.300 0.004. 0.002 0-000 0.007 1.350 0.004 0 .002 0.000 0.007 1.400 0.004 0.002 0.000 0.007 1.450 0.004 0.000 0.007 1.500 0.004 0.002 0.00d, 0.007 1.550 0.004 0.002 0.000 0.007 1.600 0.002 0.000 0.007 1.650 0.004 0.002 0.000 0.007 1.700 0.004 0.002 0.000 0.007 1.750 0.004 0.002 0.-000 0.007 1.800 0.004 0.002 0.000 O.OQ7 1.850 0.004 0.002 0.000 0.007 1.900 0.004 0.002 0.000 0.007 1.950 0.004 0.003 0.000 0.007 2.000 0.004 0.003 0.000 0.007 2.050 0.004 0.003 0.000 0.007 2.100 0.004 0.003 0.000 0.007 2.150 0.004 0.003 0.000 0.007 2.200 0.004 .0.003 0.000 0.007 2.250 0.004 0.003 0.000 0.007 2.300 0.004 0.003 0.060 0.007 2.350 0.004 0.003 0.000 0.007 2.400 0.004 0.003 0.000 0.007 2.450 0.004 0.003 0.000 0.007 2.500 0.004 0.003 0.000 0.007 2.550 0.004 0.003 0-000 0.007 2.600 0.004 0.003 0.000 0.007 2.650 0.004 0.003 0.000 0.007 2.700 0-004 0.003 0.000 0.007 2.750 0.004 0.004 0.000 0.007 2.800 0.004 0.004 0.000 0.007 2.850 0.004 0.004 0-000 0.007 2.900 0.004 0.004 0.000 0.007 2.950 0.004 0.004 0.000 0.007 3.000 0.004 0-004 0-000 0.007 3.050 0.004 0.004 0.000 0.007 3.100 0.004 0.004 0.000 0.007 3.150. 0'.004- 0-004 0.000 0.007 3.200 0.004 0.004 0.000 0.007 3.250 0.004 0.004 0.000 0.007 3.300 0.004 0.004 0.000 0-007 .3.350 0.004 0.004 0.000 0.007 3.400 0.004 0.004 0.000 0.007 3.450 0.004 0.004 0.000 0.007 3.500 0.004 0.005 0.000 0.007 3.550 0.004 0.005 0.000 0.007 3.600 0.004 0.005 0.000 0.007 3.650 0'.004 0.005 0.000 0.007 3.700 0.004 0.005 0.000 0.007 3.750 0.004 0.005 0-000 0-007 3.800 0.004 0.005 0.000 0.007 3.850 0.004 0.005 0.000 0.007 3.900 0.004 0.005 0.000 0.007 3.950 0.004 o-b05 O.dOO 0.007 4.000 0.004 0.005 0.000 0.007 4.050 0.004 0.005 0.000 0.007 4 ' 100 0.004 0.006 0.000 0.007 4.150 0.004 0.006 0.000 0.007 4.200 0.004 0.006 0.000 0.007 4.250 0.004 0-006 0.000 0.007 4.300 0.004 0.006 0.000 0.007 4.350 0.004 0.007 0.000 0.007 4.400 0.004 0.007 0.000 0.007 4.450 0.004 0.007 0.000 0.007 4.500 0.004 0.007 0.000 0.007 MITIGATED LAND USE AISIALYSIS RESULTS -1 Flow.Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000019 5 year 0.000058 10 year 0.000113 25 year 0.000252 50 year 0.00044 100 year 0.00075 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 yea:r 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigate 1950 0.000 0.000 1951 0.001 0.000 1952 0.001 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1961' 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.0 00 1966 0.000 0.000 1967 0.000 0.000 1-968 0.000 0.000 1969 0.000 0.000 1970 01.000 1971 0.000 0.000 1972 0.1000 0.000 1913 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0'.000 1977 �.0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000' 0-000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996� 0.000 0.000 1997 0.001 0.000 1998 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0609 0.0000 2 0.0007 0.0000 3 0-0007 0.0000 4 0.0005 0.0000 0.0002 0.0000 6 0.0001 0.0000 7 0.0001 0.0000 8 0.0001 0.0000 9 0.0001 0.0000 10 0-0000 0.0000 11 0.0000 0.0000 12 .0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 i7 0.0000 0.0000, 18 0.0000 0.0000 19 0.0000 0.0000 20- 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0-.0000 23 0.0000 0.0000 24 0.0000' 0.0000 2S 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0-.0000 36 0.0000 0. 0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0 * 0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000- 0.0000 45 -0.00.00 0.0000 46 0.0000 0.0000 47 0-0000 0.0000 48 0.0000 0.0000 49 0.0000 0 .0000 POC #1 The Facility PASSED - The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 1123 0 0 Pass 0.0000 215 0 0 Pass 0.0000 177 0 0 Pass 0.0000 152 0 0 Pass 0.0000 133 0 0 Pass 0.0000 114 0 0 Pass 0.0000 106 0 0 Pass 0.0000 101 0 0 Pass. 0.0000 89 0 0 Pass 0.0000 81 0 0 �ass 0.0001 78 0', 0 Pass 0.0001 68. 0 0 Pass 0.0001 66 0 0 Pass 0.0001 61 0 0 Pass )0.0001 58 0 0 Pass 0.0001 56 0 0 Pass 0.0001 54. 0 0 Pass 0.0001 48 0 0 Pass OA001 47 0 0 Pass 0.0001 46 0 0 Pass 0.0001 45 0 0 Pass 0.0001 44 0 0 Pass 0.0001 43 0 0 Pass 0.0001 40 0 0 Pass- 0.0001 38 0 0 Pass 0.0001 37 0 0 Pass 0.00,01 3 6' 6 0 Pass 0.0001 35 0 0 Pass 0.0001 35 0 0 Pass 0.0001 35 0, 0 Pass 0.0001 34 0 0 Pass 0.0001 33 0 0 Pass 0.0001 33 0 0 Pas�s 0.0002 31 0 0 Pass 0.0002 30 .0 0 Pass 0.0002 30 0 0 Pass 0.0002 29 0 0 Pass 0.0002 29 0 0 Pass 0.0002 28 0 0 Pass 0.0002 28 0 0 Pass 0.0002 27 0 0 Pass 0.0002 27 0 0 Pass 0-0002 26 0 0 Pass 0.0002 24 0 0 Pass m 0.0002 21 0 0 Pass 0.0002 20 0 0 Pass 0.0002 20 0 0 Pass 0.0002 20 0 0 Pass 0.0002 20 0 0 Pass 0.0002 19 0 0 Pass 0.0002 19 0 0 Pass 0.0002 19 0 0 Pass 0.0002 19 0 0 Pass 0.0002 18 0 0 Pass 0.0002 17 0 0 Pass 0.0002 16 0 0 Pass 0.0003 16 0 0 Pass 0.0003 16 0 0 Pass 0.0003 is 0 0 Pass 0.0003 is 0 0 Pass 0.0003 15 0 0 Pass 0.0003 15 0 0 Pass 0.0003 13 0 0 Pass 0.0003 13 0 0 Pass 0.0003 13 0 0 Pass 0.0003 13 0 0 Pass 0.0003 13 0 0 Pass 0.0003 13 0 0 Pass 0.0003 13 0 0 Pass 0.0003 13 0 0 Pass 0.0003 12 0 0 Pass 0.0003 12 0 0 Pass 0.0003 12 0 0 Pass 0.0003 11 0 0 Pass 0.0003 10 0 0 Pass 0.0003 10 0 0 Pass 0.0003 10 0 0 Pass 0.0003 10 0 0 Pass 0.0003 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004, 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004 8 0 0 Pass 0.0004 8 0 0 Pass 0:0004 8 0 0 Pass 0.0004 8 0 0 Pass 0_0004 8 0 0 Pass 0.0004 7 0 0 Pass 0.0004 7 0 0 Pass 0.0004 7 0 0 Pass 0.0004 7 0 0 Pass 0.0004 7 0 0 Pass 0.0004 7 0 0 Pass 0.0004 7 0 0 Pass Water Quality B" Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 efs. Adjusted for 15 min: 0 cfs'. Per1nd and Imp1nd Changes No changes have been made. 4-1 ..4--... _. __.. 1�4-A - - 4 __ -4 -1, rega . rding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not -limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State*Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or� the Washington State Department of Ecology has been advised of the possibility of such damages. 0 nOMEIGADA e.ENMNEERM, M. May 15, 2013 2717 Rockefeller Avenue Evereft, WA 98201 425.387.3820 fax 425.259.1958 Jerry Shuster RECEIVED City of Edmonds 121 5 th Ave. N. MAY 16 '2013 Edmonds, WA 98020 DEVELOPMENT SERVICES . . COUNTER - RE: Mathew SFR: 636 Dayton St. — Drainage Letter. i_ B A 11EET FILE 61 " Dear Jerry, This letter has been. prepared to address the Drainage portion of the:Single Family Residential (SFR) building permit application for the Mathew project at 636 Dayton St. This project proposes to demolish the existing residence and driveway and construct a new SFR and driveway. This will require stormwater mitigation to account for the new impervious surfaces proposed on the site. This project has been.visited and reviewed by Raymond Coglas, P.E. a Geotechnical Engineer and all letters and documentation he has prepared are attached to this letter. The Geotech for this project found the site to be underlain by.Sand soil deposits and recommended the stormwater from this site be infiltrated into the existing soil on -site. He further recommended a long-term infiltration rate of 2. inches/hr. The initial value includes the necessary FOS so. no additional reduction is needed. The Geotechnical letter dated May 10th includes the site exploration. information' along with the soil log data and a drawing of the approximate location. For this project the Roof area including the eaves was calculated at 4,116 sf based on the design drawings for the future SFR prepared by Randy Munson. The runoff from the driveway. and walks will be allowed to sheetflow toward.the road or alley as in the existing cond.ition. The roof infiltration areas has been designed to fully infiltrate the runoff from the roof area up to the 100-year, 24-hour storm event based on a continuous runoff analysis as required in the DOE 2005 Stormwafer Manual. Using WWHM3 software, the roof area was analyzed and an infiltration trench with the following dimensions was calculated: 40WW'. Refer to the attached software printouts for the detailed calculations. The Geotech has recommended that the trenches be inspected once excavated and prior to any backfill, during. construction. )A note has been added to the plans to require approval of the trenches prior to placing the drain gravel. Since the site is already landscaped and over sandy type soils no runoff from -the landscaping will be collected. e OMECA ENGINEERING9 INC. I 2717 Rockefeller Avenue Everefti WA 98201 425.387.3820 fax 425.259.1958 Rather the runoff from these areas will be allowed to infiltrate naturally into the. existing soils. As you can see from the above information the proposed'design will provide the necessary infiltration of impervious surfaces proposed on this site. Thank you for taking the time to review this project. Pleaselfeel free to contact me a I t 425.387.3820 with any questions you may have. Sincerely, Joseph M. Smeby Project Engineer 0 M. 1 IQ E%VP Western Washington Hydrology Model PROJECT REPORT ?roject Name: roof 3ite Address: 636 Dayton ST 'ity Edmonds leport Date : 5/15/2013 3age : Everett :)ata Start : 1948/10/01 )ata End : 1997/09/30 ?recip Scale: 0.80 4WHM3 Version: PREDEVELOPED LAND USE biame Basin 1 Bypass: No GroundWater:- No Pervious Land Use Acres A B, Lawn, Flat .06 Impervious Land Use Acres Element.Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No GroundWater:. No Pervious Land Use Acres Impervious Land Use Acres ROOF TOPS FLAT 0.06 Element Flows To: Surface Interflow Groundwater 'Vault 1. Vault 1, Name Vault 1 Width 4 ft. Length 50 ft. Depth: 0.8ft. Infiltration On I Infiltration rate : 2 Infiltration saftey factor Discharge Structure Riser Height: 0.7 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.005 0.000 0.000 0.000 0,0.09 0.005 0.000 0.000 0.009 0.018 0.005 0.000 0.000 0.009 0.027, 0.005 .0.000 0.000 0.009 0.036 0.005 0.000 0.000 0.009 0.044 0.005 0* * 000 0.000 0.009 0.053 0.005 0.000 0.000 0.009 0.062 0.005 0.000 0.000 0.009 0.071 0.005 0.000 0.009 0.080 0.005 0.000 0.000 0.,009 0.089 0.005 0.000 0.000 0.009 0.098 0.005 0.000 0.000 0.009 0.107 0.005 0.000 0.000 0.009 0.116 0.005 0.001 0.000 0.009 0.124 0.005 0.001 0.000 0.009 0.133 0.005 0. , 001 0.000 0.009 .0.142 0.005 0.001 0.000 0.009 0.151 0.005 0.001 0.000 0.009 0.160 0.005 0.001 0.00Q 0.009 0.169 0.005 0.001 0,000 0.009 0.178 0.005 0.001 0.000 0.009 0.187 0.005 0.001 0.000 0.196 0.005 0.001 0.000 .0.009 0.009 0.204 0.005 0.001* 0.000 0.009 0.213 0.005 0.001 0.000 0.009 0.222 0.005 0.001 0.000 0.009 0.231 0.005 0.001 0.000 0.009 0.240 0' , 005 0.001 0-000 0.009 0.249 0.005 0.001 0.000 0.009 0.258 0.005 0.001 0.000 0.009 0.267 .0.005 0.001 0.000 0.009 0.276 0.005 0.001 0.000 0.009 0.284'. 0.005 0.001 0.000 0.009 0.293 0.005 0.001 0.000 0.009 0.302 0.005 0.001 0.000 0.009 0.311 0.005 0.001 0.000 0.009 0.320 0.005 0.001 0 , 000 0.009 0.329 0.005 0.002 0.000 0.009 0.338 0.005 0.002 0.000 0.009 0.347 0.005 0.002 0.000 0.009, 0.*356 0.005 0.002 0.000 0.0.09 0.364 0.005 0.002 0.000 0.009 0.373 0.-005 0.002 0.000 0.009 0.382 0.005 0.002 0.000 0.009 0.391 0.005 0 .002 0.000 0.009 0.400 0.005 �0.002 0.000 0.009 0.409 0.005 0.002 0.000 0.009 0.418 0.005 0.002 0.000 0.009 0.427 0.005 0.002 0.000 0.009 0.436 0.005 0.;002 0.000 0.009 0.444 0.005 0.002 0.000 0.009 0.453 0.005 0.002 0.000 0.009 0.462 0.005. 0.002 0.000 0.009 0.471 0.005 0.002 0.000 0.009 0.480 0.005 0.002 0.000 0.009 0.489 0.005 0.002 0.000 0.009 0.498 0.005 0.002 0.000 0.009 0.507 0.005 0.002 0.000 0.009 0.516 0.005 0.002 0.000 0.009 0.524 0.005 0.002. 0.000 0.009 0.533 0.005 0.002 0.000 0.009 0.542 0.005 .0.002 0.000 0.009 0.551 0.005 0.003 0.000 0.009 0.560 0.005 0.003 0.000 b.00g 0.569 0.005 0.003 0.000 0.009 0.578 0.005 0.003 0.000 0.009 0.587 0.005 0.003 0.000 0.009 0.596 0.005 0.003 0.000 0.009 0.604 0.005 0.003 0.000 0.009 0.613 0.005 0.003 0.000 0.009 0.622 b.005 0.003 0.000 0.009 0.631 0.005 0.003 0.000 0.009 0.640 O.OG5 0.003 0.000 0.009 b.649 0.005 0.003 0.000 0.009 0.658 0.005 0. 0'03 0.000 0.009 0.005 0.003 0.000 0.009 -0.005 0.003 0.000 0.009 0.005 0.003 0.000 0.009 0.005 0.003 0.000 0.009 0.005 0.003 0.001 0.009 0.005 0.003 0.011 0.009 0.005 0.003 0.028 0.009 0.005 0.003 0.048 0.009 0.005 0.003 0.072 0.009 0.005 0.003 0.098 0.009 0.005 0.003 0.128 0.00§ 0.005 0.004 0.159 0.009 0.005 0.004 0.193 0.009 0.005 0.004 0.230 0.009 0.005 0.004 0.268' 0.009 0.005 0.004 0.308 0.009 0.005 0.004 0.350 0.009 0.000 0.000 0.394 0.000 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. Return Period Flow(cfs) 2 year 0.000019 5 year 0.000058 10 year .0.00011 3 25 year, 0.000252 50 year 0.00044 100 year 0.00075 POC #1 Flow.Frequency Return Periods for Mitigated. POC.#1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 Oe000 0.000 1951 0.001 0.000 1952 0.001 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 .0.000 0.000 1959 0.000 0.000 1960 0.000 0.000. 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 .0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 0 1976 .0.000 0.000 19 77 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.002 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995' 0.000 0.000 1996 0.000 0.000 1997 0.001 0.000 1998 0'.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0009 0.0020 2 0.0007 0.0000 3 0.0007 0.0000 4 0.0005 OA600 5 0.0002 0.0000 6 0.0001 0.0000 7 0.0001 0.0000 8 0.0001 0.0000 9 0.0001 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.,0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.000 0 22 0.0000 0.0000 23 0.0006 0.0000 24 0.0000 0.0000 25 0.0000 0.0000 26 0.0000 0.,0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0 .0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0*.0000 0.0000 34 04000 0.0000 35. 0.0000 0.0000 36 0.0000 0.00 00 37 0.0000 0.0000 38. 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 .0.0000 41 0.0 000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000* 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 4� 0.0000 mm, I POC #1 The Facility -PASSED The Facility PASSED. Predev Dev Percentage Pass/Fail 1123 2 0 Pass 215 2 0 Pass 177 1 Pass 152 2 1 Pass 133 2 1 Pass 114 2 1 Pass 106 2 1 Pa'ss 101 2 1 Pass 89 2 2 Pass 81 2 2 Pass 78 2 2 Pass 68 2 2 Pass 66 2 3 Pass 61 2 3 Pass 58 2 3 Pass 56 2 3 Pass 54 2 3 Pass 48 2 4 Pass 47 2 4 Pass 46 2 4 Pass 45 2 4 Pass 44 2 4 Pass 43 2 4 Pass 40 2 5- Pass 38 2 5 Pass 37 2 5 Pass 36 2 5 Pass 35 2 5 Pass 35 2 5 Pass 35 2 5 Pass 34 2 5 Pass 33 2 6 Pa ss 33 2 6 -Pass 31 2 6 Pass 30 .2 6 Pass, 30 2 6 Pass 29 2 6 Pass 29 2 6 Pass 28 2 7 Pass 28 2 7 Pass 27 2 7 Pass 27 2 7 Pass 26 2 7 Pass 24 2 8 Pass 21 2 9 Pass 20 2 10 Pass 20 2 10 Pass 20 2 10 Pass 20 2 10 Pass 19 2 10 Pass 19 2 10 Pass 19 12 10 Pass 19 2 10 Pass 18 2 11 Pass 17 2 11 Pass 1� 2 12 Pass .16 2 12 Pass 16 2 12 Pass 15 2 13 Pass 15 2 13 Pass 15 2 13 Pass 15 2 13 Pass 13 2 15 Pass 13 2 15 Pass 13 2 .15 Pass 13 2 15 Pass 13 2 15 Pass 13 2 15 Pass 13 2 15 Pass 13 2 1� Pass 12' 2 16 Pass 12 2 16 Pass 12 2 16 Pass 11 2 18 Pass 10 2 20 Pass 10 2 20 Pass 10 2 20 Pass 10 2 20 Pass 8 2 25 Pass 8 2 25 Pass 8 2 25 Pass 8 2 25 Pass .8 2 25 Pass 8 2 25 Pass 8 2 25 Pass 8 2 25 Pass 8 2 25 Pass 8 2 25 Pass 8 2 25 Pass 8 2 25 Pa'ss 8 2 25 Pass 8 2 25 Pass 8 2 25 Pass 7 2 28 Pass 7 2, 28 Pass 7 2 28 Pass 7 2 28 Pass 7 2 28 Pass 7 2 28 Pass 7 2 28 Pass Water Quality BMP Flow and Volum for.POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Per1nd and Imp1nd Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this Program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program eyen if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. May 10, 2013 ES-2797 Mr. Leif Helleren P.O. Box 1764 Edmonds,. Washington 98026 Subject: Infiltration Evaluation Helleren @ Dayton Street 636 Dayton Street Edmonds, Washington Reference: 2005 DOE Manual Section 3.3.6 Dear Mr. Helleren: Earth Solutions NWLLC I Earth Solutions NW LLC • Geotechnical Engineering - Construction Monitoring • Environmental Sciences in accordance with- your request, Earth Solutions NW, LLC (ESNW) has prepared this letter and evaluation of infiltration characteristics of the native sand deposits throughout the site. ESNW sampled, logged, and observed two test pits. It is our understanding that infiltration methods, such as infiltration trenches, may be utiliz * ed for the proposed single family residence at the subject property. Sand deposits encountered at the test excavations throughout the site possess good infiltration characteristics. The approximate locations of the test pit excav ' ations are provided on the attached site plans. Test pit logs and sieve analysis data are also provided as an attachment to this letter. Test Excavations Test pits TP-1 and TP-2 were excavated at representative locations within the site (see attached site plans). The excavations were advanced to depths of approximately four to five feet below existing grade. Soils were observed to consist of grave ' Ily sand and sand (USDA Classification). Groundwater was not observed. Sieve data from representative soil samples collected at the test excavation sites are attached to this letter. Based on existing grade and our understanding of the proposed development i plans, the test excavations were advanced sufficiently deep to adequately characterize soil and groundwater conditions to a depth of at least three feet below future infiltration facilities. Soil throughout the test pit excavations were uniform with respect to the sand deposits. 1805 - 136th Place N.E., Suite 201 * Bellevue, WA 98005 * (425) 449-4.704 9 FAX (425) 449-4711 Mr. Leif Helleren May 10, 2013 Design Infiltration Rate ES-2797 Page 2 For design, the long term infiltration rate was evaluated based on -the criteria specified in the referenced 2005 DOE Manual (Section 3.3 * 6). Table 3.7 of the referenced DOE Manual provides criteria for estimating the long term infiltration rate based on sieve analysis data and soil classification. Based on the sieve analysis data from soil samples collected at test pits TP- -1 and TP-2, the soil is classified as gravelly sand to sand. Given the sieve analysis testing and observation of soil conditions by the undersigned during the field exploration, the criteria specified in Table 3.7 of the referenced DOE Manual is an acceptable method for deriving a long term infiltration -rate. Based on review of the soil data and referenced DOE Manual assuming a sand'soil condition at the infiltration surface, the following long term infiltration rate ,is recommended for design: 9 Recommended Long Term Infiltration Rate 2.0 in./hr. The above recommended infiltration rate is relatively conservative, in our opinion, given that areas of increased gravel content and higher infiltration capacity are also- present. The geotechnical engineer should- observe the excavations for the proposed infiltration system to confirm soil conditions at the time of construction. We trust this letter meets your current needs. Should you require additional information, or have questions, please call. Sincerely, EARTH SOLUTIONS NW, LLC Henry T. right, E.I.T. Staff Engineer Raymond Principal Attachments: Vicinity Map Test Pit Location Test Pit Logs Grain Size Distribution Sheet Earth Solutions NW, LLC Coglas, P.E." 4 f P. "A 4- Vi -j AM: 123� - Ad - 90" 1- , . XFM.., 7 % V %C411:0 tl SN 'peg )01 WfI31 .%T VMM 34. 3: SUVI �-n "u; 7.:,. IF Jx Qr i's Fir .4 - TAI A� :j.4 J21'a Af ;T2J 4 I �it;LL -Y1 j 11—A 30*:� 12- V 1A R ii al mz; ';3 [v — "., .- r NORTH Reference, Snohomish County, Washington Map 454 By The Thomas Guide Vicinity Map Rand McNally Helleren @ Dayton Street 32nd Edition Edmonds, Washington NOTE: This plate may contain areas of color. ESNW cannot be Drwn. GLS Date 04/30/2013 Proj. No. 2797- responsible for any subsequent misinterpretation of the information I resulting from black & white reproductions of this plate. Checked HTW . Date April 2013 Plate 1 DAYTON SMEET 4-j 0 10 20 .40 Scale in Feet 6.cretei PaU6,--, lit 20' NOTE: The graphics shown,on this plate are not intended. for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. Test Pit Location Plan Helleren @ Dayton Street Edmonds, Washington NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information Drwn. GLS bate 04/30/2013 1 Proj. No. 2797 resulting from black & white reproductions of this plate. Checked HTW Date April 2013 Plate 2 Earth Solutions NWLLc SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LEMR GRAVEL AND CLEAN GRAVELS �s 10 GW WELL -GRADED GRAVELS. GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELLY SOILS (LITTLE OR NO FINES) '0C3'0 GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES. LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 500/6 OF COARSE FRACTION GRAVELS WITH FINES 0 GM S:LTY GRAVELS, GRAVEL - SAND - S LT MIXTURES GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) SAND AND CLEAN SANDS ..... ......... SW WELL -GRADED SANDS. GRAVELLY SANDS, LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS x SID POORLY -GRADED SANDS. GRAVELLY SAND, LITTI.E OR NO FINES LARGER THAN NO. 200 SIEVE SIZE SANDY SOILS . (LITTLE OR NO FINES) SANDS WITH FINES sm SILTY SANDS, SAND - SILT MIXTURES MORE THAN 50% OF COARSE FRACTION sc CLAYEY SANDS, SAND - CLAY MIXTURES PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT OFFINES) INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS,WITH SLIGHT PLASTICITY FINE GRAINED SOILS SILTS LIQUID LIMIT AND LESS THAN 50 CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY. GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOLIS FINE SAND OR SILTY SOILS SIZE SILTS LIQUID LIMIT AND GREATER THAN 50 CLAYS CH INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY. ORGANIC SILTS HIGHLY ORGANIC SOILS L, PT PEAT. HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline sail classifications. The discussion in the text of this report is necessary for a proper understanding of the nature ' of the material presented in the attached logs. 1% Earth Solutions NW TEST PIT NUMBER.TP-1 805 136th Place N.E., Suite 201 PAGE I OF 1 Washington 98005 .VANBellevue, . Telephone: 425-284-3300 CLIENT Leif Helleren PROJECT NAME Hell6ren @ Dayton Street PROJECT NUMBER 2797 PROJECT LOCATION Edmonds, Washington DATE STARTED 4/12/13 COMPLETED 4/12/13 GROUND ELEVATION 115 ft TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVA71ON METHOD AT TIME OF EXCAVATION LOGGED BY HTW CHECKED BY HTW AT END OF EXCAVATION NOTES DepAh of T psoil & Sod Y- 4": grassy AFTER EXCAVATION W IL L) 0. � W W Co TESTS (j X: 0 a. 0 MATERIAL DESCRIPTION W D z (6 Brown poorly graded SAND with silt, medium dense, moist to wet SP MC 8.20% 4.S lim Test pit terminated at 4.5 feet below existing grade. No groundwater an countered during excavation. Bottom of test pit at 4.5 feet. iL .1 M Earth Solutions NW TEST PIT NUMBER TP-2 �MFEMR 805 136th Place N.E., Suite 201 PAGE I OF 1 Washington 98005 9WEBellevue, Telephone: 425-284-3300 CLIENT Leif Helleren - PROJECT NAME Helleren (cD_ Dayton Street PROJECT NUMBER Z797 PROJECT LOCATION Edmonds, Washington DATE STARTED -4/12/13 COMPLETED 4/12/13 GROUNDELEVATION 116ft TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION LOGGED BY HTW CHECKED BY HTW AT END OF EXCAVATION NOTES Depth of Topsoil & Sod 4"- 6": grassy AFTER EXCAVATION w (L it W Cd U = (9 a-- UJ CO M TESTS C3 CL MATERIAL DESCRIPTION LUS -1 (L =) z Uj 9 1 0 Brown poorly graded SAND, medium dense, moist to wet r 5P MC 8.10% 4.0 112.0 Test pit terminated at 4.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 4.0 feet. P OEM]" [:&� INEII oil MM 1MM H 1 1111111111 in 11 11 1 IRS III III III I ism ME I 111 in 1111111111111 1111111111 1lMm iiomiiiiiiimmii 111 NO I 1 11111111111 11111111 in Hill I inmiiiiiiim 11 sm Ull NEI I MEN 1110 1111111�m 1111110111111111 END 11,11 111 M 11 solilill 0 HIM I III 1 10111111111111111 in HIM 111111111111111111111M I m 1110 1111 IN In 111111 1110 0 Mill 111111111111111111 i ME IIII ism 1111 il III 11111 HIRE Ell is M 1 1111 MUSEUM III COBBLES EL SAND SILT OR CLAY —fine lcoarsel mediurn I fine TP-1 4.5ft. USDA: Brown Gravelly Sand. USCS:.S,P-SM. =moo TP-2 4.0ft. USDA: Brown Sand. USCS: SP. MEM 'Specimen Identification 0 Mr Tu W. ww PLANNING DATA SINGLE FAMILY RESIDENTIAL =FILE Name: Date: Site Address: Tax Parcel: ooq9jq:L lGolloo Project Description: t&z sm -Z/ Plan Check #: Reduced Site Plan Provided:ED NO) Zoning: Map Page: Corner Lot: (YES Flag Lot: (YES'Q Critical Areas Determination #: El- Study Required.* waiver SEPA Determination: E' cryCA: Exempt El Needed (for over 500 cubic yards of grading) 0 Fee El Checklist 0 APO List.with notarized form Required Setbacks Street: Side: I Side, YE) Rear: - I�W) 57 < ActualSetbacks Street: Side S'4--Ve. le -ay, a. I C. Side- F_ 3 Rear: 5) 125, 1 G El Detached Structures: Norte- %�Nowr%. gxtsk�s Rockeries: 9'xis-k-�S &ZN 01\1 Fences/Trellises: fFx',SA16, CeftcL2- S-6kavl\ a - Bay Windows/Projecting Modulation:A,.1 �-Jaor WrOcer- er-P,5"J'_ 4 cAv-,cr0-e_ rk.e. El Stairs/Deck: %yea-sed 0-b—V-1 0 . k "m C-0 'e'J ) C"B P� BuddingHeidht Datum Point: Datum Elevation: + 11s. Maximum Height Allowed: ;L6/ (I qo.a_7�5,,) Ac tual Height: 2 Other Parking Required: Parking Provided: Lot Area: Maximum Lot Coverage: 35% Proposed: 3 417 -r" = 4,30 C., 53-7.. SYO-3 Lot Coverage Calculations: ADU Created: (YES A:0 Poor gor �.Oft 4 fra. Subdivis ion: Legal Nonconforming Land Use Determination Issued: (YES /6D Comments rid .Plan Review By: Planning Data Form 07-14-09 "Nothing in this permit approval proem . shall be Interprefed as allowiag -or permitting the maintenafice ilfany cumntly existing illegal, nonconforming or unpermitted building, structure gr site condition Which is outside the scope of the rmit application, regardless of whethers'uch uilding, structure or condition is shown on the ite I i or drawing. Such building, structure or Oil 41 conXtaicln may be the subject of a separate enforwment action." INL 1141 DAT�UM Ca DAYTON STIK�ET \4 APPR VED BY PLANNING V> ASPHALT ROADWAY' \-;:., axisTINe DMVEMY CAPZCArr "I J SET RMAR/CAP '15025' AT PROPEIWr( CORNER NORTH SITE PLAN SCALE. I" - 20'-0" PROPERTY OWNER ABRAHAM aid NEEKA MATHEM 18506 65th PLACE VMST - EDMONDS, KAS44IN&TON 116026 (429) -14441,40 LEGAL DESCRIPTION LOTS 11 AND 12, BLOCK qb, CITY OF EDMONDS, AC40RIP41,16-TO TI-E PLAT THiEIRIECE AS -40" TALL — V400D F0,ICZ 4Z__ W, CONCRETE— DWIDOV3 REI-SOVED A PATI 2 CON M�_ PATI ' AM vJ A EXISTI 46 SHED, ro -Vvm;,- 115.10, 2-10*08G TOR 10*0 Wlv� - ft.-44' SITE ADDERSS 696 DAYTON STREET EDMONDS, 100,5HIN&TON q8O2O TAX ACCOUNT NUMBER 00484204601100 SS REC,ORDS OF 51401;!�IIISH C41,INTY, KNWWON. HEIGHT CALCULATION LOT COVERAGE CALCULATION PONT-A 115-4a RESIDENCE WSA SMAdM FEET PO;KT - 8 IISW PORC44 46.1 SWARE MEET PORI` - C, 4169" 6ARA6E 604D SWARE FEET POINT - V 115.10, COVERED PATIO DIS SWARE FEET TOTAL 461.10' 461.10' DIVIDED BY 4 -1152V AVCV. AVERAGe SP&DE 115215'. 25P-O'. 140_75'?-� ALLOVO&Z HE16HT Mb446'ACTUAL RIDW M"ATION TOTAL 2304.4 SWAIM FEET LOT AREA 6WIS4 SWARE FEET LOT 0OVERASE AS A FERCENTA91! Or LOT AREA - 94018% EXISTING C-OWIRLIrE DIRIVEMY — I I I Zone '49 "TA"LL Setbacks Reguired Actual Front (0) 2-12 '=I Side ) . .................. :I� Rear (5) 1 Al� I Other HeilLht 21, Jef: J P ISTINS 60' TA"LL C1 k7_ STER, LINE C 115.00, 0 EXISTINS I DMIA R04,KERY a TO REMAIN I -A T' W= SS DIP55" SS MH RIM-10-IM IP M TOTAL AREA - 0. 15 AC IMPERVIOUS AREA SUMMARY TABLE Type Area (s� Non -Regulated 0 Exempt Regulated Replaced 0 1- 0 New (r)ost 1977) + I BA,71 Total Regulated Imp. Area _M�tr Total area Mit. by Ex. SWMS 0 Regulated Area Not Yet Mit. Area Prop. to be Mit. w/ LID _34727 Area Prop. to be Mit. w/ SVVM Tech,- 0 3wo g5;&40 135yo 35yo APPR TUNGINEERING �jwir,, 4- DO: 1/(0/43 *pLeftG S(M CI%A(.,S porL "Tw'""EET FILE eAX-7 IMMIe4k)6, a4---tutao4eQrs &% M M cpft REOU0 JUL 3.0 2013 BUILDING DEPARWENT CrJY OF EDMONDS � �11 1 11 repair/replace all damage tO Utilitiag @f fffitItt1go lmprovonlent� in City �jght.bf-wdy per City otandards that is caused of bee UR dUfItig tho pormittod project. -------------------- LJ DATUM CB RIM-115.97 DAYTON STREET ASPHALT ROADWAY m I " Co GRASS 0 HYD 12!DWY_ SET REBAR W "15025* AT PROP&TY CORNER OVERFLOW PATH OVER LANDSCAPING/LAWN FOR A APPROXIMATELY 8 FEE T A LA N N T.. :A F--1 -A % . FFL 116.60' 'A .4 5.01 PROPOSED C.O. SETBACK (TYP.) IE 112.0 EX. BUILDING T.B.R. PROPOSED 6" PVC SEWER SERVICE f FF 11.60' m Co Ul 10 A FIR A - 5.01 SETBACK EXISTING BUILDING rq T.B.R. E 6" SSCO W/ 12" C.I. COVER MH GRAVEL _ALLE�L_ RIM-107.33 & 1/2" HEXBOLTS GAS —�A�S— �GAS G16G-It —(R)GAS IE= 111.1 MIN IN, IE= 111.0 MIN -CQNTRACTOR TO VERIFY COVER FILTER FABRIC - SECURED TO 2' X 2" 14 GA. WIRE FABRIC EQUAL 21 X 2' WOOD OR EQUIVALENT--\,, So - PLACE 3/4'-1.5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE, FILTER FABRIC MArERIAL IN CONTINOUS ROLLS, USE :STAPLES OR W IRE RINGS TO ATTACH FABRIC TO WIRE. WIRE MESH SUPPORT FENfE TO SUPPORT FILTER FAPqIC' --- D' L: L --IT - - - - - - - - - - - BURY BOTTOM OF FILTER MATERIAL 8' TO 12' 6' MAX, U 21' X 2,1 WOOD POSTS OR EQUIVALENT CONTRACT OR/DEVE LOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL,� CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. ...C-1-TY'--,':- F, E.. - D . M. TO RFVISIONS STANDARD DETAIL APPROVED Rv DATE I FUSFAN I MR FUMUMM, DATE $CALL DWO No, E1.1 7/24/01 NTS Z' A. id I 0 20 40 HORIZONTAL SCALE SIDEWALK AND CURB/GUTTER NOTE: THE SIDEWALK AND CURB/GUTTER MAY NEED TO BE REPLACED IF IT IS CURRENTLY DAMAGED AND/OR DOES NOT MEET ADA REQUIREMENTS TOTAL AREA - 0. 15 Ac OWNER/CONTI-O�GTOR IS RESPONSIBLE U" 1.0L AND FOR EROSI RA10,3E MIN. RADIUS QUARRY SPALLS 2-4' MIN DIA 8'-12' MIN, DEPTH PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE DURING THE CONSTRUCTION PERIOD, CITY INSPECTION REQUIRED ON ALL EROSION CONTRII MEASURES BEFORE WORK CAN BEGIN, .-E.- D M " I REVISIONS 'I NffiffmNiffAll, oil STANDARD DETAIL APPROVED By DAM D, GEREPT 10/6/03 iDA-E SCALE IDWO No. Ell 2 7/24/ot NTS NL RIM-114.96 L C' L MATI 1KI DATUM Ce RIM-115.97 DAYTON STREET ASPHALT ROADWAY COMIC, DIM:- 6-C GRASS HYD 12'DWY wcw SET REB AP "15025" AT Pa Ty CORNER 0 E 4-4UP x ILT/FENCE del S x (TYP.) x EXISTING I BUILDING ro T.B.R. x EX. BUILDING T.B.R. EXISTING DRIVEWAY TO BE USED AS CONSTRUCTION ENTRANCE. MODIFY -N AS NEEDED PER 115 x STND DET. E1.2. 6"DECC;� -WaQw.3o r oup A MH 0 RIM-107.33 0) 2'G IP (R) — TESC GRATE IN TESC NOTE: FILTER SOCKS WILL BE ADDED IN CATCH BASINS DOWNSTREAM FROM CITY INSPECTION REQUIRED ON ALL EROSION CONTROL THE CONSTRUCTION SITE AND AS MEASURES BEFORE WORK CAN BEGIN, NEEDED PER DETAIL REVISIONS 1 11 1 STANDARD DETAIL APPADVED PY WE D, GERERT 10/06/03 MMW6MWTWF%ICA=8= D, GEBERT 05/19/05 D. GEBERT 05/05/06 WE SCALE DWG No' E1.3 7/24/01 NTS 18,90- 19 SITE DWAY PAII Lt L� VICINITY MAP SCALE 1 2000' LEGAL DESCRIPTION Ts 11 AND 12, BLOCK 96, CITY OF EDMONDS, ACCORDING TO THE LO PLAT THEREOF AS RECORDED IN VOLUME 2 OF PLATS, PAGE 39, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SITE DATA SITE ADDRESS: 636 DAYTON STREET EDMONDS, WA 98020 TAX ACCOUNT NUMBER: 00434209601100 OWNERAPPLICANT ABRAHAM & NEENA MATHEW 21513 NE 144TH PLACE EDMONDS, WA 98026 425.744.6790 CIVIL ENGINEER OMEGA ENGINEERING, INC. JOSEPH SMEBY, PE 2829 ROCKEFELLER AVE. EVERETT, WA 98201 425.387.3820 F: 425.259.1958 APPROVED B NGINEERING y ESUB R SEP 0 3 2013 BLICV, N D.ING DEPARME T F EDMONDS CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 z 0 CL 0 U) w w 0 00 LL 000 L'j C-4 LO Cq 00 M Cf) v-- r2 a; w 00 Lo M C\1 _3 L6 L6 LU 04 CN LL It L.0 LLJ 4— �e 0� 0 w 0 > 0� w 0) (N co C\1 z z IIIIIIII 99 ul Uj z OEM C 0 U) z �: 0 I'— U) C: "i < z CN w 0 z Cf) 0 w q 0 U) z Lu 0 U) C U- -r 0 0 1-- C z Co 0 0 P z ty C 0 0 a- E'a LU PROJ. NO. DSN. BY: 13-0502 JIVIS DATE: 8/29/2013 SCALE: III = 20' DRAWING NO. OF 2 -2 3 Applicant shall repair/replace all damage to utilities or frontige improvements in City right-of-way per City standards that is caused or =um during the permitted project. NL RIM-114M N MIN. DATUM D UM DAYTON STREET Ce RIM-115.97 1.0, AWHALT ROADWAY 0.5, 2.5' R M NGRASS C)HYI) wl� _\ I 12!DWY SET '15025* WELL SEE DET. AT RPMROAPW CORNER - , - - A- L"AV116110 OVERFLOW PATH OVER I . t".. I-L coup= X . A : A -_ 0 1AAAAA 20 40 LANDSCAPING/LAWN FOR A HORIZONTAL SCALE APPROXIMATELY 8 FEET Tl� -F-INISHED GRADE EL VARIES 2. 0' 1 2. 0' DRAINAGE GEOTEXTILE (MIRAFI 140N OR EOUAL) (TOP & SIDES OML Y) 6 " PERF. P VC @ 0. 00Z J'MIN. SEA SONA L HIGH 40'X4' CONTRACTOR TO GRADE DRIVEWAY TO DRAIN TO INFILTRATION SED C.B. GROUND - WA TER _"MEOWTCH PROPO SEE NOTE F t/ ROOF INFILTRATION TRENCH VIt -.1 A I 2306.11 SF IE=1 14.5' NOT TO SCALE A . YARO DRAIN -A GEOTECH TO INSPECT AND APPROVE TRENCH A '' A...*.' PRIOR TO PLACEMENT OF BACKFILL t! 0 - . .' - FFL 116.60- ACCEPTABLE -nGHTLINE 9 5.01 MArr:RIAI- SETBACK MR 35 DRY WELL SEE NOTE 8 CH 40 N - 12 ROOF DRAIN 5.01 PROPOSED C.O. FBI 0 HANCoR SETBACK (TYP.) a IE = 112.0 EX. ��W- ARROW (TYP.) PROPOSED 6" PVC SEWER OVERFLOW SERVICE FF 11.60' SPLASH BLOCK CONNECT FOOTING C.B. TYPE 1 DRAIN TO DRY WELL OPEN GRATE CM DR7VV= 77- (TYP-) 1 1.60' '//CT B Y' ILO�E� (TYP. SEE NOTE,41 4 CONTRACTOR TO GRADE 2A 4 b- DRIVEWAY TO DRAIN TO TO INF. a) 4( . US TRENCH PROPOSED C B- 1/2' 5' MIN. 41 A0 MESH 6" SSCO SCREEN W/ 12" C.I. COVER \-YARD DRAIN W/ MH I'lzoy, SS_ RIM-107.33 SOLID LID & 1/2" HEXBOLTS AWL IE= 111.1 MIN GAS GX�--[P(R) GAS HOUSE TO YARD DRAIN I it-- AJA ^94101 A INFILTRATION NOTE: CONNECTION DETAIL DRAINAGE PLAN NO MORE THAN 2,615 SF OF IMPERVIOUS N.T.S. SURFACES MAY BE DIRECTED TOWARD THE INFILTRATION TRENCH. -7b 196 9ZMV00 EACH DRY WELL SHALL COLLECT NO MORE THAN 700 SF OF IMPERVIOUS SURFACE RUNOFF. GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY 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. GENERAL NOTES (CONTINUED) 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. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 19. 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. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED AND BE COMPOST AMENDED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. UTILITY N TE: ALL UTILITIES SHALL BE UNDERGROUND. EXISTING UTILITIES WILL BE REMOVED AND/OR CAPPED UNDER THE DEMOLITION PERMIT BLD20130522. WATER SERVICE NOTE: 1" WATER LINE MATERIAL TO BE PLASTIC, PVC, CPVC OR PEX. TRACER WIRE WILL BE ADDED TO WATER LINE. WATER LINE WILL PASS UNDER INFILTRATION TRENCH AND WILL BE PLACED A MINIMUM OF 4.5 FEET BELOW GRADE. Flqure,3.1, 10: .-! -00bservation,Well.Dletalls. IF RE -USING EAXSYINC�SEVVER LAIFEPJ�L CONDITIO�N MJUSTIK 11FRIFIED BY C[TYIS PUI3LIf;W0RKSf3ffJT G01WACT EDMONDS SRVER _r1N111S!0i,1 "25-771-02,35 GENERAL NOTES (CONTINUED) 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK IAATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORDINATE AND AR * RANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPRO\/ED BY OWNERS REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM M NL R IM IM=114-96 'ej DATUM Ca DAYTON STREET RIM=115.97 AcPHALT ROADWAY M ip / 0 20 40 0 CONC.DUTTER ;rN / HORIZONTAL SCALE GRASS 0 HYD WMI� SET 78AR/CAP '15025' 5- nOPERL AT .1Y CORNER MeTm (,*CAr10N3 1 0.. OVERFL �ATH OVER A LANDSCAPING/LAWN FOR CITY TO RELOCATE APPROXIMATELY 8 FEET WATER METER TO THE PROPERTY LINE. TELEPHONE AND CABLE TO BE IN THE SAME TRENCH AS POWER 1" WATER SERVICE SEE NOTE PROPOSEDSIFIR FFL 116.60' 9 4. 5.0' SETBACK 5.0' PROPOSED C.O. ro A 4 RC SETBACK P YJ T (TYP PROPOSED IE = 112.0 -GARA_d_E PROPOSED 6" PVC SEWER NEW GAS METER SERVICE FF =, 11.60' Cni M J1r 'd 1 10 01�18 51-1 18*CED FIR 4F . .. i .. 6" SSCO AID W/ 12" C.I. COVER I FY - MH & 1/2" HEXBOLTS GRAVEL S S #LS 0 RIM -I 07.33 - GAS --�;AS GAS GAS'- IE= 111.1 MIN IE= 111.0 MIN -CQNTRACTOR TO VERIFY UTILITY PLAN A-r-rfm PODPOL-Ty uf-S. CONSTRUCTION SEQUENCE NOTES 1. REVIEW ESC NOTES. 2. CALL FOR UTILITY LOCATES. 3. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. 4. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/IOR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 5. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 6. DEMOLISH EXISTING STRUCTURES 7. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 8. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS. 9. STABILIZE AND REVEGETATE ENTIRE SITE. 10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. LINE TYPE AREA (SQUARE FEET) 1. Non -Regulated Exempt Regulated 2. Replaced 0 L 0 3. New (Post 1977) Do + 3,540 4. Total Regulated Impervious Area Mi(igation required if in excess of 2,000sf 3,540 5. Total Area Mitigated by Existing Stormwater Management System(s) 0 6. Regulated Area Not Yet Mitigated 3,540 7. Area Proposed to be Mitigated by Low, Impact Development Techniques 3,540 8. Area Proposed to be Mitigated through Conventional SWM Techniques 0 APP 03YIWIGINEERING 4- Oft-, RESUB SEP 0 3 2013 BUILDING DEPWWEI r,i-rY OF EDMONDS CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 z 0 U) LLJ 0 U.1 ry H W 3: W C 0 C .0 W U) z 0 C/) C < :3 C14 LLJ 0 z ce) 0 0 LU .0 0 U) z W < 0 W .0 L_ 0 0 F_ C z X 0 00 P z C 0 C\1 0 E "0 UJ I CL PROJ. NO. DSN. SY: 13-0502 ims DATE: 8/29/2013 SCALE: 20' DRAWING NO. OF 2 C\J 00 STREET ALF-