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APPROVED STM RESUB4 BLD2024-0257+Storm_Drainage_Report+11.22.2024_6.42.37_PM+4636047STORM DRAINAGE REPORT For Proposed Single -Family Residence -Bothell Mannor 11/5/24 For: Mr. Daneil Blockretsion Phone: 206-699-4882 Located at 1520 101h Place North, Edmonds, WA 98020 Tax Parcel Number: 27031300409000 Prepared by: Effective Engineering PLLC CIVIL ENGINEERING/CONSULTING 11-5-2024 Page 1 8627 NE 1801h Street Bothell, Washington 98011 Phone: (206) 303-7639 Fax: (425) 658-9203 E-mail: admin(deffectiveen;zineerinp-pllc.com Drainage-Report-for-Bothell-Manor-AFH- V9 :1101211110z' Iwe]OWA RESUB Nov 25 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT COMPLIES WITH APPLICABLE CITY STORMWATER CODE 12/ 18/2024 TABLE OF CONTENTS l : PROPERTY OWNER INFORMATION..............................................................PAGE 2 2 : APPLICANT INFORMATION ...................................... PAGE 2 3 : PROJECT OVERVIEW ............................................ PAGE 2 4 : EXISTING PROJECT SITE CONDITIONS ........................... PAGE 3 5 : THE PROPOSED PROJECT DESCRIPTION .......................... PAGE 7 6 : DRAINAGE ASSASSMENT..................................... PAGE 10 7 : THE NINE CORE REQUIREMENTS COMPLIANCE ................. PAGE 14 7.1 MINIMUM REQUIREMENT 1 — PREPARATION OF STORMWATER SITEPLAN...........................................................................................................PAGE 14 7.2 MINIMUM REQUIREMENT 2 — CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN...................................................................PAGE 14 7.3 MINIMUM REQUIREMENT 3 — SOURCE CONTROL OF POLLUTION.. PAGE 15 7.4 MINIMUM REQUIREMENT 4 — PRESERVATION OF NATURAL DRAINAGE SYSTEM & OUTFALL................................ PAGE 16 7.5 MINIMUM REQUIREMENT 5 — ONSITE STORMWATER ...........................PAGE 17 7.6 MINIMUM REQUIREMENT 6 — RUNOFF TREATMENT .............. PAGE 17 7.7 MINIMUM REQUIREMENT 7 — FLOW CONTROL ..................... PAGE 17 7.8 MINIMUM REQUIREMENT 8 — WETLAND PROTECTION .......... PAGE 18 7.9 MINIMUM REQUIREMENT 9 — OPERATION & MAINTENANCE ...... PAGE 18 APPENDICES APPENDIX A ......... APPENDIX B ......... APPENDIX C ......... APPENDIX D ......... APPENDIX E ......... APPENDIX F ......... SITE PLAN WWHM 2012 REPORT TESC PLAN CURRENT SURVEY PLAN SOIL FEASABILITY STUDY SNOHOMISH COUNTY GIS MAP 1. PROPERTY OWNER INFORMATION Name of Owner: Bothell Manor LLC Address: 22422 97 Ave. W Edmonds WA 98020 Phone: 206-699-4882 Email: bpmafhllc@gmail.com 2. APPLICANT INFORMATION Name of Owner: Bothell Manor LLC Attn: Mr. Daniel Blockretsion Phone: 206-699-4882 Email: danielblockretsion@gmail.com Address: 22422 97 Ave. W Edmonds WA 98020 Page 2 Drainage-Report-for-Bothell-Manor-AFH- V9 3. PROJECT OVERVIEW Bothell Manor LLC is proposing a new single family home to replace the existing Single Family home on the property. This Drainage Report is for this project for parcel # 27031300409000 in the City of Edmonds. The subject site is located at 152010 PL N Edmonds, WA 98020 for demolition of existing Single Family Residence and construction of a new home. The project location and vicinity are shown in Figure 1 below. The purpose of this Report is to provide the design analysis required for preparing the drainage plan for the proposed project on the subject parcel. The property falls under the authority of the City of Edmonds, Washington that adopted the 2019 Storm Water Maintenance Manual for Western Washington as its standard (SWMMWW2019). The proposed project is to construct a demolition of existing Single Family Residence and construction of new home, parking area, driveway, and a walkway for the house access. The proposed Best Management Practices (BMP) are Infiltration Drywells to infiltrate water coming from the roof downspouts and Concrete Pavers for the driveway, walk and patio pavement. Stormwater will be infiltrated on -site to the extent feasible. 4. THE EXISTING PROJECT SITE CONDITION The existing project site 11,300sf or 0.26 Acres, condition is a Single Family House of 2,465sf and an asphalt driveway of 444sf, and a detached garage of 311 sf . The remainder of the site is grass yard(about 8,080 Square Foot with some decorative bushes and one cherry tree). The Site is bordered to the north by 10 PL N, and by single family houses on the south, east, and west. Topography onsite generally slopes down to the northwest with the lowest elevation on the western boundary at 118 feet and the highest elevation point on the eastern boundary line at approximately 123 feet. There appear to be no on or off -site flows. Storm water runoff infiltrates into the ground or sheet flows over the ground to the northwest. The soils are Alderwood per the NRCS soil map but the NGA Soil Report found the soils to be Medium Sand. loth Place N. has no curbs or gutters on our side (south) and the 15 foot AC roadway slopes down to the Northwest and there is an asphalt wedge curb and gutter on the north side of the 1 Oth PI N that drains west along 10t1i place to a catch basin and piped drainage system and a creek at the end of loth Place to a creek. The asphalt gutter of loth Place N also drains east for 155 feet +/- to a creek. Little or no runoff is expected to drain from the site onto 10t1i Place N. See survey and photo below. The site was originally developed in 1916 per County Records. Existing Condition Table. Lot Area = 11,300sf Existing house = 2,465 sf Existing garage =311 sf Asphalt driveway = 444sf Total existing impervious = 3220sf The remainder of the site, (8.080sf ) is grass yard with some bushes and one cherry tree. Page 3 Drainage-Report-for-Bothell-Manor-AFH- V9 0 Figure 1-3.1: Flow Chart for Determining Requirements for New Development Start Here See Redevebpment Proletl Does the Site 3596 Y� have wasting hard Thresholds and the Figure 'Flow or more of itc surface coverage? Chan for Delemwmi; Requirements for Redetrelopmenf'. No i Does the Project result in 5.000 square feet, or No greater of new pus replaced hard surface area? Yes { Yes All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. Does the Proect convert Y. acres or more of vegetation to lawn or landscaped areas, or convert 2.5 acres or more of move vegetation to pasture? Minimum Require.r►srks /1 through 95 apply to tha new and replaced hard surfaces and the land disturbed. 11 Yes 17 Does the Project result in 2,000 square feet, or greater, of new plus replaced hard surface area? % iNa Does the Project have land disturbing activities of 7.000 square feet or greater? NO Cinlmum Requirement tr2 applies Flow Chart for Determining Requirements for is New Development DEPARTMENT OF Rewtsad ldar^11'J!9 ECOLOGYPta..a aaa : ;ww..�, r. po otnpy„pnr hl,rr kir copyrVtt note inrhiang Illsaii:s State of WASIhingto"I an+ltellon of ilapellyand dladeinw 2019 Stormwater Management Manual for Western Washington Volume I - Chapter 3 - Page 89 Page 4 Drainage-Report-for-Bothell-Manor-AFH- V9 J=� e o � n 1 Tath St SW 3 Stamm Southwest Overlook Park County Park — r © n PE 111-1LLE Lynnwood Q Recreation Center () eway aunrD' Lyn WGod .� Greg's Japanese Auto caspe ssl Edmonds College0 THE BOWL OF EDMOHDS -gston Salish Insurance Group _ Q Edmonds Main st r SEATTL EIGHTS Man, St SW Run, L (;I'a 1l 0 I_--1 Edmonds Bowl Figure 1 - Existing Project location i ,Pr a i A ✓/ � W Figure 2 - Existing Project Condition (Survey) Page 5 Drainage-Report-for-Bothell-Manor-AFH- V9 Figure 3 downstream Basin map Page 6 Drainage-Report-for-Bothell-Manor-AFH- V9 Site photo The project site drains toward the northwest direction given the nature of the site topography. Appendix H - The Snohomish County GIS Map for the project's existing location. 5. THE PROPOSED PROJECT DESCRIPTION The proposed project is an adult home with caretaker living quarters above with approximate roof (Foot Print) area 3,675 SF, and Concrete Paver, driveway and, Walkway 1,470 sf and Patio Area 112 = SF, lawn=6,033sf. The existing Side Sewer system will be re -used to connect to the existing public sewer system. As the project has over 5,OOOsf of new/replaced hard surface (5,267sf) it will use List 2 as all 9 Minimum Requirements apply. The Stormwater for the roof area will be managed through 2 infiltration drywells (8' Diameter and 4' Deep) that will be located on the Northwest side of the property. Permeable Pavement per SD-623 will be used for the Driveway, Walkways, concrete patio and Concrete Parking area. Page 7 Drainage-Report-for-Bothell-Manor-AFH- V9 1 hereby state that this Drainage Control Plan for Bothell Manor has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community for professional engineers. 1 understand that the City of Edmonds does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. Figure 4 - The Proposed Project Development ( Drainage Plan) Page 8 Drainage-Report-for-Bothell-Manor-AFH- V9 OBSERVATION PIPE MARKING TYPE 1 OR 1 -L CATCH GUTTER CENTER OF DRYWELL BASIN W/ SOLID LID PER 48" DIA. (MIN) DRYWELL CITY STANDARD DETAIL SD-303 OR SD-304 IN THE SW114., SyE114, S_YlEX.13.9 T.27N, R.3E., W.M. 4 (MIN) PERFORATED SNOHOMISH COUNTY, WASHING T ON PVC UNDERDRAIN PIPE � 14" (MIN) PVC PER 2019 SWMMWW USE 90CF/IOOOSF FOR MEDIUM SAND SOILS CLEANOUT DRAIN PIPE (TYP) ; I PROPOSED ROOF = 3,685 SF = 0.084 AC SITE ADDRESS: z i 5' (MIN) 3.685 SF X 90 = 331.65CF GRAVEL REQUIRED 1520 10TH PL N (MIN) \ / 10' MIN USE TWO EACH EDMONDS, WA 98020 Lu In _ , (MIN)- DRYWELLS 8 FOOT DIAMETER 4 FOOT DEE �w (4X4)X3.14) X 4' = 200.96 CF EA X 2= 402CF PROVIDED (MIN) TAX PARCEL NUMBER: a L PROPERTY LINE/EASEMENT • • • • • • • 27031300409000 - PLAN ROOF 116 NTS . . . . . . . . . .......... AREA: OOF ........ TOTAL SITE AREA IS 11,300t SQUARE FEET OR 0.26f ACRES. DOWNSPOUT 4" (MIN) PVC DRAIN PIPE PER WSDOT WM' SPEC. 9-05.1(5), 1% (MIN) SLOPE r- ....... LEGAL DESCRIPTION. r-� NEW AC ROAD APPROACH- 47SF TEST PLUG IN PLASTIC I I '""""""""""""""""""""""""""""""""""""" THAT PORTION OF VACATED LOTS 18.19 AND 20. BLOCK 40. ORIGINAL PLAT OF NORTH BOX MARKED "DRAIN" DEVELOPER SHALL BE RESPONSIBLE FOR FINAL CLEANOUT RESTORATION OF ASPHALT IN 10TH PLACE N EDMONDS. WASHINGTON. ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF 12" BUILDING PLATS, PAGE 75. RECORDS OF SNOHOMISH COUNTY, WASHINGTON, AND OF VACATED . ss ss •s5 ss ss• ss NEWPORT AVENUE DESCRIBED AS FOLLOWS: 12" 4" (MIN) PVC DRAIN PIPE PER - 12" (MIN) III=III=III=1 =III= =III= MIN WSDOT SPEC. 9-05.1 5 , POSITIVE CUT AND PATCH AC PAVEMENT AS NEEDED TOPSOIL 1=III=III=III III=1f(= =1 O SLOPE 6" (MIN) .•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•'•'•'•'•'•'•'•'• • • • • • • .•. •.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•. BEGINNING AT A POINT NORTH 38'34' EAST 10.00 FEET FROM THE INTERSECTION OF THE 12" (MIN) GENERAL NOTES: n CENTERLINE OF NEWPORT AVENUE AND THE SOUTHEASTERLY LINE OF SECOND AVENUE; JQPI ACE 4" (MIN) 1. REFER TO THE 2017 CITY OF G. .G. G. 1 l 1 0. 0. . . . . . . .0. . G. G. . . . . 0 + THENCE SOUTH i EAST T NORTHEASTERLY M AN PARALLEL WITH TH ' ' •• • • • • • • • _ • • • • • • • • ENCE SOU 5 26 E S 10.00 FEE NO EASTERL FROM D� A LLEL WI E BOO PERFORATED PVC REMOVABLE EDMONDS STORMWATER ADDENDUM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , t �Q UNDERDRAIN PUSH -ON FOR SETBACK (CHECKLIST 13) AND CENTERLINE OF NEWPORT AVENUE, A DISTANCE OF 113.00 FEET; THENCE SOUTH 38 34 ( _) PIPE PER WSDOT INFEASIBILITY REQUIREMENTS. W W W W' W. W' W W" W WEST 100,00 FEET; THENCE NORTH 51'26' WEST 113.00 FEET TO THE SOUTHEASTERLY SPEC. 9-05.1(6) PVC TEE O : ` 2. MINIMUM COVER DEPTHS ASSUME NO' �_ 1'r��' t 0c.. GEOTEXTILE, SEE NOTE 1 VEHICULAR LOADING. DESIGNER TO' MARGIN OF SECOND AVENUE; THENCE NORTH 38*34' EAST 100.00 FEET TO THE PONNT SPECIFY COVER DEPTHS IF " " " " " " " " " " OF BEGINNING PURSUANT TO STIPULATION AND AGREED JUDGMENT REFORMING DEED VEHICULAR TRAFFIC ANTICIPATED. �N 4F010'S9` E 10U.00` _ AND QUIETING TITLE TO REAL PROPERTY UNDER ACTION FILED UNDER SNOHOMISH WASHED DRAIN ROCK, - ' 0';'+' '. • e�•, ; - ' SEE NOTE 2 - 3. PROVIDE D FEET (MIN) SPACING�';~ � � � ti• . . . . BETWEEN DRY WELLS. N co �° ' +': •,: �•.q'. •'��: •:• :,;.1;titiati:�: r COUNTY SUPERIOR COURT CAUSE NUMBER 13-2-08829-9; UNCOMPACTED NATIVE NOTES: I IE= 114+ - +.+.• ,•oyY:,r ��y•••:,-�L-J\ EXISTING POWER POLE " EW 4" VC SIDE SEWER�d,:•, MATCH EXISTING REPLACE EXISTING ; ti '. ' : ti• :•' MATERIAL, SCARIFY 3" 1. PLACE GEOTEXTLE FABRIC ALONG WALLS AND TOP OF WASHED SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. TO EXISTING STUB ' (MIN) ROCK. GEOTEXTILE SHALL CONFORM TO WSDOT SPEC. 9-33.2(1), WM'•+''�'• +'`�' ' :'::, •q 1' (MIN) ABOVE SEASONAL . .. 7 HIGH GROUNDWATER TABLE GEOTEXTILE FOR SEPARATION, NON -WOVEN TYPE. i © is '+' ' •:• �._._.__ .` �.:v. •'� BASIS OF BEARING- OR HYDRAULICALLY 2. WASHED DRAIN ROCK SHALL CONFORM TO WSDOT SPEC. �� 10' 1/4-1"' ® ��•,+ ``''' '��'' RESTRICTIVE LAYER '• +'• 9-03.12(5), GRAVEL BACKFILL FOR DRYWELLS. '~.•�A';.•' �f•' 1' �~ :�..�` :ti: NEW 1" WATER METER WITH NEW NAD83(2011) EPOCH 2O10.00, WASHINGTON STATE PLANE COORDINATE SYSTEM. NORTr-t ' �'' ` +' ZONE PER GIPS OBSERVATIONS. PROFILE �v > i �'::• • 'f '.' •'�' 1" TYPE K COPPER WATER SERVICE FROM MAIN TO METER 3. OBSERVATION WELL SHALL CONFORM TO WSDOT SPEC. 2 EA 8' DIAM X 5' DEEP a i � .•'. • • • .• NTS 9-05.2(6), PERFORATED PVC UNDERDRAIN PIPE. DRYWELLS Urs •'+�• • .� ' :• '.'. z PER STANDARD DETAIL WA-130 TOP = 119.00 c0 a TYPE 1 CATCH BASIN J J '' �• '+• . • -R• ' + ' o� W m REVISION DATE - O oo :.•' ` `' cn VERTICAL DATUM: BOTTOM= 114.00 0 > RIM= 119.50 co :,.+' -'. ': • • y CITY O F EDMONDS TYPICAL DOWNSPOUT APRIL 2021 PER SD-638 W `� IE= 117.00 - N '�•;�' ' ' '' ''' • "•' ,�:`= ' ':��:4� m N AVD88 PER CPS OBSERVATIONS. INFILTRATION DRYWELL ••"' :• dT ih •{•� ,�� PUBLIC WORKS STANDARD 25'FF�dNTYARD j ___ ':t•,'� 00-':''k:•':o•�''' m NOTE PROTECT CATCH BASIN INLETS PER BMP ER 902 SEE DETAIL SHEET 5 • i NEW 87LF 1 1/2" HDPE WATER SERVICE DEPARTMENT DETAIL 1 EA 4 DIAM X 4' EEP ;-------------------------- --------------- ---- - -------- ---- -- --- - r.--Y--1 - ==�c.-µY=- T:a1►-------- DRYWELL FOR FOOTING z I S QCK - ,; • :f•: ,•�;•� • .+•�: • . •;a ..�: WITH TRACER WIRE FS t . 1890 APPROVED BY: R. ENGLISH S D- 638 DRAINS ONLY �; 'AVER I SS115 'd-+:•' '�r ¢ '� ;.:`�� ' % ©NOTE: PROTECT DRYWELLS AND PERVIOUS PAYMENTS WITH ORANGE FENCE TOP = 120.00 00 -,F��" -PVC ROOF DRAIN NALK +.ti: • rP'rgy: ':• > PER SD 623 P= 120.00 •r• -a-: • •, `� SEE EROSION CONTROL PLAN SHEET 1 BOTTOM= 116.00 r �• PER D '`: ' + :+' ':: '•r~' '+•• ' +•'' 'i•�• PERVIOUS PAVER DRIVEWAY DRIVEWAY SLOPE SHALL NOT EXCEED 14% PER ECDC18.80.060 w^Fvwr/WIVRLma I%LW4RML1lL4AIM1/Aa, (MIN) 'J SEE NOTE 1 (MIN) ' y JOINT FILLER AND LEVELING COURSE a' ? •ti. a �• y.+. (AASHTO GRADING NO. 8), SEE NOTE 3" CRUSHED SURFACWp CHOKER (MIN) COURSE, SEE NOTE 4 PAVEMENT BASE COURSE, S. PERMEABLE BALLAST, SEE NOTE S SEE NOTE 3 (WIN) 6" RUNOFF TREATMENT LAYER (MIN) (IF REQUIRED PER EDMONDS 1' (MIN) ABOVE SEASONAL STORMWATER CODE), SEE NOTE 6 HIGH GROUNDWATER TABLE SUBGRADE. OR HYDRAULICALLY SEE NOTE 7 RESTRICTIVE LAYER _ GENERAL NOTES: 1 REFER TO THE 2022 CITY OF EDMONDS STORMWATER ADDENDUM FOR SETBACK (CHECKLIST 1 1) AND INFEASIBILITY REQUIREMENTS 2. THE MINIMUM THICKNESS SHOWN ABOVE MAY NOT BE SUFFICIENT FOR ALL APPLICATIONS- A PROJECT SPECIFIC PAVEMENT DESIGN SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON IN CIVIL ENGINEERING TO: 21 SUPPORT THE ANTICIPATED LOADING (E-G PAVEMENT DESIGN LIFE. INITIAL AND TERMINAL S£RVICEABILIIY, RELIABILITY, ETC.) AND 22- TO SATISFY THE HYDROLOGIC REQUIREMENTS OF THE CTTY OF EDMONDS STORMWATER CODE (I.E., CODE MA - WARRANT A THICKER PAVEMENT SECTION THAN THE MINIMUM STRUCTURAL SECTION REQUIRED) 3 FOR SUBGRADE SLOPES 3% OR GREATER, SUBSURFACE CHECK DAMS OR OTHER METHODS TO PROMOTE SUBSURFACE PONDING ARE REQUIRED 4 GEOTEXTTIE SHALL NOT BE USED IN PAVEMENT SECTION UNLESS REQUIRED BY GEOTECHNICAL ENGINEER IF REQUIRED, GEOTEXTILE SHALL CONFORM TO WSDOT 9 33 20) GEOTEXTILE FOR SEPARATION, WOVEN TYPE 5 REFER TO WSDOT LOCAL AGENCY GSPs DIVISIONS 2-9 FOR APWA GSPs NOTES: I SURFACE SLOPE SHALL BE 0 5X MINIMUM MAXIMUM SLOPE PER MANUFACTURER, 2. JOINT FILLER AND LEVELING COURSE SHALL CONFORM TO WSDOT 9-03.1(4) COARSE AGGREGATE FOR PORTLAND CEMENT CONCRETE. AASHTO GRADING NO 8. OR PER MANUFACTURER RECOMMENDATION 3 PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION 4. INTENDED TO PREVENT LEVELING COURSE FROM ENTERrING PERMEABLE BALLAST. 5. PERMEABLE BALLAST SHALL CONFORM TO THE REOUIRETMENTS OF APWA GSP 4-04 2(9-03 9(2)) OPT1 6 RUNOFF TREATMENT LAYER SII MEET THE REQUIREMENTS OF 2022 CITY OF EDMONDS STORMWATER ADDENDUM 7 PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-06.3(3) SUBGRADE FOR PERMEABLE PAVEMENTS REVt�ION LATE CITY OF EDMONDS TYPICAL PERMEABLE SEPTEMBER 2023 UNIT PAVER SYSTEM PUBLIC WORKS STANDARD DEPARTMENT DETAIL :I 189� APPROVED BY R. ENGLISH SD-623 DRYWELL SIZING Ll••TING DRAII N I'll ' •• e co 4" PVC PER, 1� - •� , , \I M I 4- PVC SOLID ROOF DRAIN O 2% i PVC SOLID ROOF DRAIN 0 2% tR YARD �, «, __\i: .. II . -TPERFORATED__ 1 1 FOOTING DRAIN • • 11 1 ()7- m- �z �C2 m - - - - -- - - -� N 400 10I 59II E 100.00 7 CUT = 430 CY IMPERVIOUS AREAS SITE = 11,300SF = 0.26 AC EXISTING IMPERVIOUS AREAS= 3,219SF OR 0.0739 AC PROPOSED ROOF = 3,685 SF = 0.084 AC PROPOSED DRIVEWAY AND WALK = 1,470 SF = 0.0337 AC PATIO = 112 SF = 0.0025 AC SURFACES 5,267 SF - 0.12 AC 6,033 SF = 0.138 AC J. "Wu - LV iw SITE PLAN PROVIDED BY POINT OF VISION ARCHITECTS FILL = 0 CY SURVEY PROVIDED BY GROUNDMARK SURVEYING, PLLC NOTE: PROVIDE CATCH BASIN PROTECTION FOR CALL 811 BEFORE YOU DIG ALL CATCH BASINS ON THE PROJECT DURING CONSTRUCTION LEGEND w WATER LINE ss SEWER LINE G GAS LINE P UNDERGROUND POWER ASPHALT PAVEMENT a• • f •.A. : • • A' PERVIOUS CONCTRETE PAVERS EXISTING CONTOUR LINE NEW CONTOUR LINE KEYSTONE RETAINING WALL EXISTING WATER METER 0 SANITARY SEWER CLEANOUT X 120.5 SPOT ELEVATION AM ROOF DOWNSPOUT SD NEW STORM DRAIN - - FOOTING DRAIN X ORANGE PROTECTIVE FENCE APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: 00Q Q H a- a- CO CDO _ II m m N 00 I NCD N m w N CO Lu Lu ~ W W z �: O W -1 0D , 0 o U) o W o Q Lu F- Q 0 O z CO ON p � N a CO O � � N 00 N co 00 O z N LJ 6i poof i Z W U 2 m 0- = O LL. CN Q co Of O OZ Z Q o J J Q CL CD Lu J 0 of O w O Z Q M Lu Q r- = M O CL Q O� O Il m W � N m 0 W ry W 2• — 1 5� (MIN) (MIN) 3" (MIN) PAVEMENT BASE COURSE, 6" SEE NOTE 3 (MIN) 6" (MIN) 1 (MIN) ABOVE SEASONAL — HIGH GROUNDWATER TABLE I OR HYDRAULICALLY RESTRICTIVE LAYER — ,,—PERMEABLE UNIT PAVERS PER MANUFACTURERS RECOMMENDATIONS, SEE NOTE 1 JOINT FILLER AND LEVELING COURSL (AASHTO GRADING NO. 8), SEE NOTE 2 CRUSHED SURFACING CHOKER COURSE, SEE NOTE 4 PERMEABLE BALLAST, SEE NOTE 5 RUNOFF TREATMENT LAYER (IF REQUIRED PER EDMONDS STORMINATER CODE), SEE NOTE 6 SUBGRADE. SEE NOTE 7 GENERAL NOTES: 1, REFER TO THE 2022 CITY OF EDMONDS STORMWATER ADDENDUM FOR SETBACK (CHECKLIST 11) AND INFEASIBILfTY REQUIREMENTS. 2 THE MINIMUM THICKNESS SHOWN ABOVE MAY NOT BE SUFFICIENT FOR ALL APPUCATIONS. A PROJECT SPECIFIC PAVEMENT DESIGN SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON IN CIVIL ENGINEERING TO: 21. SUPPORT THE ANTICIPATED LOADING (E_G. PAVEMENT DESIGN LIFE, INITIAL AND TERMINAL SERVICEABILITY, RELIABILITY. ETC.) AND 2 2 TO SATISFY THE HYDROLOGIC REQUIREMENTS OF THE CITY OF EDMONDS STORMWATER CODE (I.E.. CODE MAY WARRANT A THICKER PAVEMENT SECTION THAN THE MINIMUM STRUCTURAL SECTION REQUIRED) 3. FOR SUBGRADE SLOPES 3X OR GREATER, SUBSURFACE CHECK DAMS OR OTHER METHODS TO PROMOTE SUBSURFACE PONDING ARE REQUIRED 4 GEOTEXTILE SHALL NOT BE USED IN PAVEMENT SECTION UNLESS REQUIRED BY GEOTECHNICAL ENGINEER. IF REQUIRED, GEOTEXTTLE SHALL CONFORM TO WSDOT 9.33.2(1) GEOTEXTILE FOR SEPARATION, WOVEN TYPE- 5 REFER TO WSOOT LOCAL AGENCY GSPs DIVISIONS 2-9 FOR APWA GSPs NOTES: 1 SURFACE SLOPE SHALL BE 0 5X MINIMUM MAXIMUM SLOPE PER MANUFACTURER. 2. JOINT FILLER AND LEVELING COURSE SHALL CONFORM TO WSDOT 9-03.1(4) COARSE AGGREGATE FOR PORTLAND CEMENT CONCRETE, AASHTO GRADING N0 e, OR PER MANUFACTURER RECOMMENDATION 3. PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP 4-04.3(5) SWIPING AND COMPACTION 4. INTENDED TO PREVENT LEVELING COURSE FROM ENTERING PERMEABLE BALLAST, 5 PERMEABLE BALLAST SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03 9(2)).OPT1 6. RUNOFF TREATMENT LAYER SHALL MEET THE REQUIREMENTS OF 2022 CITY OF EDMONDS STORMWATER ADDENDUM 7 PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-06.3(3) SUBGRADE FOR PERMEABLE PAVEMENTS. Y REVISION DA'E CITY OF EDMONDS TYPICAL PERMEABLE SEPTEMBER 2023 UNIT PAVER SYSTEM PUBLIC WORKS STANDARF.: DEPARTMENT DFT.AIL sI 1890 r. APPROVED BR. ENGLISH SD-623 Page 10 Drainage-Report-for-Bothell-Manor-AFH- V9 6. DRAINAGE ASSESSMENT Bothell Manor LLC — Adult Home at 1520 10 PL N Edmonds, WA 98020 The project is located on West of the City of Edmonds on a 0.26-acre lot that is zoned RS-12 with Parcel # 27031300409000. The lot is currently having a single family house and surrounded by Single Family Houses. No Wetlands are near the site. Topography onsite generally slopes down to the northwest with the lowest elevation on the western boundary at 118 feet and the highest elevation point on the eastern boundary line at approximately 123 feet. The overall slope is less than 5%. The proposed surfaces are: -Roof Area = 3,675 SF -Concrete Parking & Walkway = 1,470 SF -Grass Lawn Area to remain = 6,033 SF -Concrete Patio = 112 SF The lot total area is 11,300 square foot. The proposed impervious coverage = 5,267 SF. 5,267/11,300 = 46.6%, which complies with the maximum of 50%. As previously described, no Steep Slopes are on the site. 25-foot building front and rear setbacks and 10 foot side setback is required as shown on the Site Plan. To address the requirements for mitigation of target impervious surface, the applicability and feasibility of Full Dispersion was considered first. Full dispersion is not feasible as there is not a 100 foot natural vegetated flow path and the hard surfaces cover almost 50% of the site. Full infiltration of roof runoff was considered next. According to the attached soils report, the soil on the project site are a mainly medium Sand. With high infiltration rate of infiltration rate of 31.9 inches per hour See Nelson Geotech Report attached in Appendix E Therefore, full infiltration is applicable. Drywell Infiltration BMP was considered and found feasible per the figure 3.2 below. 90 Cubic Feet for every 1,000 Square Feet is used for the Drywell volume sizing given the fact the soil encountered is mostly medium Sand per city of Edmonds Addendum Appendix D checklist 13,. Ground Water not found on depth of 6 feet and expected to be lower than 7' deep. See Nelson Geotech Report. Sizing Calculations for the Gravel Infiltration Drywells: - Total Volume needed for the Drywell = 90 x 3,685/1000 = 331.65 Cubic Feet Use (2) Drywells of 8 foot diameter and 4 foot deep, each Drywell volume is = (4A2 x3.14 )x4' = 200.96 Cubic Feet x 2 = 402cf > 331.65cf OK Depth for Drywells are 4 feet Half of the roof to go to each drywell. Page 11 Drainage-Report-for-Bothell-Manor-AFH- V9 There will be a 3rd 4foot diameter x 4 foot deep drywell for the footing drains. Permeable pavement was considered for the concrete driveway and parking area, the Soil Study showed the soil is mainly Medium Sand and Ground Water not found on depth of 6 feet and expected to be lower than 6'deep. NGA PROVIDED AN ADDITIONAL LETTER DATED JULY 2, 2024 THAT CONFIRMED THAT THE GROUND WATER TABLE WAS AT LEAST 7 FEET DEEP. Consequently, the Permeable pavement is feasible and will be used for the walk, patio and Driveway Areas. Soil Amendment The project will retain and protect undisturbed soil in areas not being developed. The project will also amend all new, replaced, and disturbed topsoil (including construction laydown areas) with Compost per SD-642. WWHM2012 Model was developed to the site. The 100 years difference between the predeveloped and mitigated scenarios is 0.001681 CFS, which is less than 0.15 CFS. Consequently, the site meets the minimum flow exemption. However stormwater will be mitigated to the extent feasible. Check attached WWHM2012 Model for reference. As all of the hard surfaces are to be fully infiltrated the runoff from the site is mitigated to the extent feasible. The site was developed in 1916 but we used the Forest Condition as the Existing Condition. The developed condition will actually reduce the runoff volume as compared to the existing condition. Temporary Erosion and Sedimentation Control Measures (SWPPP) In order to prevent erosion and trap sediments within the project site, the following BMPs will be used approximately as shown in the ESC details on the CSWPP plan: • Clearing limits will be marked by fencing or other means on the ground. • The existing asphalt driveway will be used as the construction entrance. Cleared areas accepting sheet flow from the driveway and parking area will be seeded and mulched. • Silt fencing will be placed along the north and west sides of the site to eliminate any silt laden runoff flow from property during construction. • Mulch will be used over all cleared areas of the site when they are not being worked. Mulch will consist of air-dried straw and chipped site vegetation. Catch Basin Protection will be provided for all Catch Basins on the project during construction. Page 12 Drainage-Report-for-Bothell-Manor-AFH- V9 OBSERVATION PIPE MARKNG CENTER OF DRYWELL 48" DU. (MIN) DRYWELL 4" (MIN) PERFORATED PVC UNDERDRAIN PIPE CLEANOUT-\ TYPE 1 OR 1-L CATCH BASIN W/ SOLID LID PER CITY STANDARD DETAIL SD-303 OR SD-304 ( L� (MIN) w 5• (MIN) 5 (MIN) 10' (MIN) — — _ PROPERTY LINE/EASEMENT PLAN NTs 4" (MIN) PVC DRAIN PIPE PER WSDOT SPEC. 9-05.1(5), 1% (MIN) SLOPE TEST PLUG IN PLASTIC BOX MARKED 'DRAIN" CLEANOUT _\ 12" (MIN) TOPSOIL m P_-} i 4" (MIN) PVC DRAIN PIPE (TYP) —1 f-- _ 12" BUILDING V12'(M.IN) 4' (MIN) PVC DRAIN PIPE PER WSDOT SPEC. 9-05.1(5). POS111%_ SLOPE NERAL NOTES: I s " ^I J 4" (MIN) i. REFER TO THE 2017 CITY OF PERFORATED PVC EDMONDS STORMWATER ADDENDUM REMOVABLE UNDERDRAIN FOR SETBACK (CHECKLIST 13) AND ~ PIPE PER WSDOT PPS TEEN INFEASIBILITY REOUIREMENTS. SPEC. 9-05.1(6) 2, MINIMUM COVER DEPTHS ASSUME NO GEOTEXTILE. SEE NOTE 1 VEHICULAR IOADM:G. DESIGNER TO SPECIFY COVER DEPTHS IF VEHICULAR TRAFFIC ANTICIPATED, WASHED DRAIN ROCK, 3. PROVIDE 10 FEET (MIN) SPACING SEE NOTE 2 = NCTES; BETWEEN DRY WELLS. UNCOMPACTED NATIVE MATERIAL, SCARIFY 3" 1. PLACE GEOTEXTILE FABRIC ALONG WALLS AND TOP OF WASHED (MIN) 1' (MIN) ABOVE SEASONAL ROCK. GEOTEXTILE SMALL CONFORM TO WSDOT SPEC. 9-33,2(1), HIGH GROUNDWATER TABLE GEOTEXTILE FOR SEPARATION. NON -WOVEN TYPE. OR HYDRAULICALLY RESTRICTIVE LAYER 2_ WASHED DRAIN ROCK SHALL CONFORM TO WSOOT SPEC. PROFILE 9-03.12(5). GRAVEL BACKFlLL FOR DRYWELLS. � 3, OBSERVATION WELL SHALL CONFORM TO WSOOT SPEC. NTS9-05.2(6), PERFORATED PVC UNDERDRAIN PIPE. CITY OF EDMONDS PUBLIC WORKS DEPARTMENT st_ 18 REVISION I_ - I TYPICAL DOWNSPOUT APRIL 2021 INFILTRATION DRYWELL STANDARD DETAIL KY: R. ENGLISH SD-638 Page 13 Drainage-Report-for-Bothell-Manor-AFH- V9 7. THE MINIMUM REQUIREMENTS COMPLIENCE Minimum Requirements #1: Preparation of Stormwater Site Plans This report and the project plans represent the Stormwater Site Plan for this project and satisfy MR 1. Minimum Requirements #2: Construction Stormwater Pollution Prevention Plan A Construction Stormwater Pollution Prevention Plan (CSWPPP) has been prepared and is included with this submittal. Element 1: Preserve Vegetation/Mark Clearing Limits Mark clearing limits BMP C 103 will be the extent of the property line. Element 2: Establish Construction Access Stabilized construction access will be constructed. This can be seen on the Erosion Control Plan BMP C-105 Stabilized Construction Entrance, ER 901. The existing asphalt driveway will be used. Element 3: Control Flow Rates Best Management Practices will be provided to the extent feasible NGA soil report, the soils are Medium Sand. We will use pervious pavement for the driveway, walk and patio and two each 8 foot diameter x 4 foot deep drywells for the roof downspouts as there is no room for full dispersion and the soils are suitable for infiltration. Two new catch basins will be installed to connect drainage from the house roof to the drywells. It is shown in the drainage plan. As the soils are Medium Sand, and this is a small site, there should be no surface flow to control during construction. The silt fence should be adequate protection. Element 4: Install Sediment Controls A silt fence BMP C233, ER 900, will be installed on the downhill side of the site. Element 5: Stabilize Soils No particular requirements are necessary on this small site since the site grading will be minimal and does not effect the neighbors. All disturbed soil will be amended per SD-642 If needed BMP 120 will be used for Temporary and Permanent Seeding, BMP 121 will be used for mulching, and BMP 125 will be used for composting. Element 6: Protect Slopes Not required as there are no steep slopes to protect. If needed BMP C120 Seeding will be used. Page 14 Drainage-Report-for-Bothell-Manor-AFH- V9 Element 7: Protect Drain Inlets The new catch basins will be protected using BMP C220 for inlet protection. Element 8: Stabilize Channels and Outlets There are no channels on this project. Element 9: Control Pollutants There are no special pollutants on this project as this is small site PGS = 2,031sf < 5,OOOsf, so the minimum area exemption applies. Measures will be taken to control saw cutting and concrete placing to avoid pollution. Use as needed BMP C150 Materials on Hand: BMP C 151 Concrete Handling BMP C152 Saw -cutting and Surfacing Pollution Prevention BMP C153 Materials delivery, Storage and containment BMP C154 Concrete washout area Element 10: Control De -Watering Per soil report no dewatering should be required on this project Element 11: Maintain BMPs The owner will be responsible for maintaining the BMP's on this project per chapter 4 of Volume 11 of 2019 DOE. Element 12: Manage the Project The owner will be responsible for managing the project. Element 13: Protect Low Impact Development BMPs All low impact development BMPs will be protected and maintained by the owner. This includes cleaning the catch basins and cleaning the pervious pavements. The drywells are in the yard area so should not be driven over, but will be protected by Orange Fence. The new pervious pavement driveway and walk will be protected by Orange Fence. Minimum Requirements #3: Source Control of Pollution The proposed project will be required to provide source control of pollution. The following are proposed measures that will be implemented as part of the civil plans: - Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, Page 15 Drainage-Report-for-Bothell-Manor-AFH- V9 petroleum products, and non -inert wastes present on site (see Chapter 173-304 WAC for the definition of inert waste). - Maintenance and repair of heavy equipment and vehicles that may result in discharge or spillage of pollutants to the ground or into surface water runoff must be conducted using spill prevention measures such as drip pans. - Concrete Handling (BMP C151) and Saw -cutting and Surface Pollution Prevention (BMP C152) shall be used to prevent or treat contamination of surface water runoff by pH modifying sources. - Landscaping and Lawn/Vegetation Management (BMP 5411) shall be used to maintain the greenery onsite. The CSWPPP provides further details on the control of pollution during construction. Minimum Requirements #4: S Preservation of Natural Drainage Systems and Outfalls The site topography currently slopes down from southeast to northwest. The proposed project is conveying the stormwater collected on the roof through downspout and pipes to the Drywells on the northwest side of the house for full infiltration. Pervious Pavement is used for the Driveway so no significant runoff should leave the site. The patio, walk and Driveways are all to be made of permeable concrete pavers to infiltrate stormwater runoff. The natural drainage system will be maintained by LID (Permeable Pavement) and using 2 Drywells. The site currently has no significant on or off -site flows. Any runoff from the site would sheet flow across 10th Place north and be collected by the existing asphalt wedge curb and would flow either northeast 155 feet +/- to a creek that flows west 1,200+/- to the Puget Sound or southwest 400'+/-to a catch basin near Euclid Ave and then through a piped drainage southwest 400'+/- to a creek at Grandview Street that flows west 2000'+/- to Puget Sound. There do not appear to be any flooding issues downstream of the site. As this site will discharge little or no runoff it will not affect the downstream drainage system. The downstream drainage area is covered by single family residences. Page 16 Drainage-Report-for-Bothell-Manor-AFH- V9 Minimum Requirements #5: Onsite Stormwater Control The site does not meet the requirements for Full Dispersion as there is not a 100 foot natural vegetated flow path available. The infiltration BMPs was selected to manage the site stormwater runoff. The roof area will drain to (2) Infiltration Gravel drywells 4' Gravel and with 8'-0" diameter to infiltrate the stormwater runoff. The Parking area and driveways will infiltrate through pervious concrete pavers. Best Management Practices Selected: Post -Construction Soil Quality and Depth (BMP T5.13) Downspout Full Infiltration Systems (Drywells) BMP T5.10A Permeable Pavement: use concrete pavers per SD-623 Minimum Requirements #6: Runoff Treatment No treatment will be required in this project since the total Pollution Generating Impervious Surfaces (PGIS) are less than 5,000 Square Feet, so the minimum area exemption is met. Infiltration BMPs will be managing the stormwater runoff. Minimum Requirements #7: Flow Control All of the site runoff from hard surfaces will be controlled per List 2 by fully infiltrating the runoff into the ground through infiltration BMPs using Gravel Drywell and Permeable Pavement. The WWHM2012 Model was developed for this project and the 100 year event discharge flow difference between predeveloped and mitigated scenarios is 0.002333 Page 17 Drainage-Report-for-Bothell-Manor-AFH- V9 CFS (less than 0.15 CFS) so we meet the minimum flow exemption. Infiltration BMPs; two drywells and Permeable Pavement will be used which will infiltrate all runoff from the hard surfaces. See attached WWHM Report Per List 2 Roof Full Dispersion -The site lacks room for full dispersion. Full dispersion is infeasible. Downspout Infiltration - is used for the roof using two drywells. As all roof is infiltrated using the drywells no other BMPs are required Other Hard Surfaces Full Dispersion- The site lacks room for full dispersion. Full dispersion is infeasible. Permeable Pavement — will be used for the driveway and walk As the driveway and walk are made of pervious pvaments no other BMPs are required Minimum Requirements #8: Wetland Protection No Wetlands are near the site Minimum Requirements #9: Operation & Maintenance Storm pipes and catch basins Storm pipes and catch basins may collect sediment and trash. Depending on the location and surrounding environment, storm pipes may also be susceptible to tree root penetration and growth, settling, or natural wear and age. These needs can be remedied with periodic inspection and maintenance. Refer to the tables below for maintenance standards for Catch Basins and Pervious Permeable Pavement from the Washington State DOE 2019 SWMMWW Page 18 Drainage-Report-for-Bothell-Manor-AFH- V9 Maladendoe Defect Canadian, When Mamas bNeedId RawlyEspecbdWhenMentedwosIsIs- CompmaN lorded Tmshddsars,wWh is locamC annedidelYin lydd as the retch toes, apanirg«ie bbck.Winlslorp oapasny d the bass, by mda One, 10%, No Trah a lobos ---,illy In front of TNShd Oabds(in Ua tasln)Ihal ercBBd460 patter Of lna Sump OBp1l184mas8UNaflom lMbdt«nd baSlnbklvdl of lheloxe4lpipei todouldfna calchbesln od"Isapenlnq. basin, tN indocase bsa that a miNmum d siz inches cleaance loan the delis solace to IM1e iaat tithe lowasl ppa. Na trash ddeMs In IhacalGl been. Trash B DeW Trash o,dWOs, arty old or o14ld Pae docking more than 113 of its haght lad and! wild PPas free of lrasM1« dahrs. Dead anmas dvettaation Ina cold givaale odds tlat cold cause comples, a dagerous ttasea (e.g . "them), No deed animas dvegdalm Pests within Ina catch basin. Sedlrlart (In the bas,)iha aaceeds 60 pamerd oftna s,,p"n as measured tmm the boded, of beam to Ime" tie RwInto of ppe o the Ses— tend, put, case lase than, Mrimum dB dopes daentra9fmrrr(he sedman safes, to ineimat of the lowed ppe. No sediment in lhecatch basin Shasta, Dinette to Topelablastgles ImWlnan2spdmlmnrfadcreckawidwft,114nch(ImeN is to make auammadalis rv,irgimo boainl To ,, fine of home add crocks. Frarean o,Top Slab Fds— not aMOV flush on lop Slao, Ie., s,parion ,Nan 341mh of lie frame from Ne lop 4Nb F— not, severely atached Fnamialining nuah on 0w d,« doge d top,lap and nanny —had. Fmnu Cmck4in MaMenaae person ludttas lost 8Wclde is unsound. Basinreplacai d mpakad to dnsi9n sbMeal, Basin Walsl Bonin Grad HIM has sepasacld crocked wide than 112 inch ale longs tlan l foal atha)okd of any inlaVaulld pipe a any evidence or ell panicba emenrg Pipe is mg_W and__ Or be .in veal Catch bah, tnmlgn cr ks. Shclemdef Mla If failure d bass, be, a safely. lusu,n. a design pNdam. Bash repL—. to des raPekad gn standards. aiyded Vegdaldr ldsangscow. artl dwkirg more than 10% of Nat —in "pang. Na+egelabn blocking opernrgto min VBgaYlm Vegelaion,owsg sl iniabddet,,psjdms Na is mane twin inches list as teas nensiz incnas apart. No+ egdaian «and gmrAh eased. C«nanirelbn and Po} Sm Tana V.A1-. M,iNaence Standads DaantionPottle Nopolldbnpeaat. Mbn Cava N. In Place Cover is misakg or only Patlalyin pl—. Arty open rstcn burin reguiras mamerase. C—gaste s In pace, meets design slandads. and is reared Clean Sasin lacksltt lAsod"sm Meclre carrdbeopasdbyammamerraaepammwehpmatods. Boltaintofmmehwelentha1112in ofM ad. Mio—,nopdnw4hpopatods. Caa Not Welting Cora DC0oa1 to 0.,M—, plasm carol mmpve lid at. applying donnas WON pasaae. Cava can be renavedbyone madarancetoo, Rmave (Intent a keep coves from aesingdl access to maintenance.) add ladder taller Rag, Unsafe Iagbr is unsafe— to missng mrgc, notry tilt lad to basinba me mgoderd,-1. Crak.. a slop adtt,s. laid,,eels deign stagaN9 and allows maid - taus -perm We act Glee opaat, unsafe GrelewnM1 opening wide Nan Tya sin. Gee opanng trod. desgn slaMadt, Ileta Gabs TrashadDaps Tlash are Cars list is NocMng moa Phan 20% of gate aMfacetnietting c,pacdy- Gale Idwo1—handcsbls. (f Applicade) Vat Ne4slgnalarth atl GseallWar Oamaped«Missing. Gels missinp«—an mannertsld tlegrae. is Imtalea aia aignadwdnnn now pan. 2019Stormwater Manage tManual Poo Westem Wash,ogto, Voaada V -Appendix A -Page 1009 Reconds, atl Frssannoye Ilalrtl parent Com- D,mitiw wnm Yanbrunu Is Needed ISbnd- AW*, Nettled! (Procad,raa) penwN Inspection ROW, Man- sole) drlaaa vettaatanmad- pa"oode) a9artlan NIXe IMt Ins ireoeetan arts matins mantaencefrednsies tistedabove are mcommersed by Ecdogy. They do nd supersede«replace Ills mdncip,l damtwdacemll reaurarneM /dnspstiw /raanercy rewired d municipa stdmmas sr- mitlees id"sldmw,ler treatment arq ibw cdnd BMPSAacilinas•- aFmdancY'A=An�lly;B=BiamuWy(twicepaysal M=Middy;W=A1heatd ,mdsh dmcddw V"wdsassmIfdaeplsyclogmimedmaintenance,lhsimpas maim,,.vsitalal4dwcurin1Meanyfdl,aAadeciduoua Irees have loci their bwezl'S = Pala, sncpecli«e atia mej«s1Pm everts (24Jaursl«m sued with a 10.yar«geatarecurradoa vdarva). IpM-Imegaed Past MaagarrM ISA - Iminannona Soclely of Arpo icdium Table V-A.22: Maintenance Standards - Permeable Pavement Homan died Fraguenq a Condition when Malnts-nce is Needed CanpdbM (Sbndarda) AWon Needed )Prapdurec) Impaction ROWne Yanprence P—tia Pave A. S mnt,. all Pow. asplall d pa- -mmreb Runoff I— adlacdn prvrwa seas deposds i. mdrh err sedm,n on Pw'ng . Clean daposlled adlddha mamas from pamasde pavemanddheradllaent sudacmp Check 0ingf eeivatlon of planted sea s tan high. d slopes ldvas, pwemat. and can R Wadad(pdd tomgredrg. prIXastpameadepwemad bycaennttwnM1 termaayplastic aM ssuecwenrg in pane) • Mach ands plan al tOresed Shcs Ina may aodalo pwamml s«ise Chan carets dsbns Iron ""0"..dace-'Wens or aovnpnaian d the Idlvwirg meilads'. • Ramie sediment. datm,bash,,sesWim, and Char dedds Cepasdad onto pavamre takes- and t __ can be uatl Id larrlmnng bares) • Vswmisweap panes"s paving installation using. AaB Nda(IMim meidereme) Wa t-hi rd vaowm (wawalka) - HlpheRlebncY regaeranear vacwmsweep,InadwaYs. mntig btsl ShopVac dbmsh boons (smell a—) . Hantlhad pass.,wash,apow, washer with rdatirg pushes Fdlowea—ha, m as Oncrechrai.fo, I«wean ewipment s mast eeective f«cbsnnq pameade Pa•'ena+a. Dry weathais mom effective I« mnequipman- • Ravlaaural plNametotetithe lac114Y lade tit, 5maltaggadareasmeYlalreduceaaalpa- (dmadc. ncedbcll4y) Sufacalsloggad. Pdd'dpmsudacadwaa Test thesunata ldidrelanrala.Stop ASTMC1T01 asatonxpve madenance lralwl«. Pedodonelast aowa Cnim oanaddis pa _sudaca Ae- polmtallaan.uplo2.500seaefesl Pedgmenepallmale41fd6 cha"M 12,SCO4aua f1 uplp irg a ran went (does not innitmle) 15.000sauae feel ids. Apove 15.000 seuaefasl, etltlanlast rdevay 10.000sguae feel. . Ilimaadstroldlean anillralwn robd10mdps pahwrdoss, than fAfdam Cmaclive manlaanC-IO reamre pamaspMy, Todean nbggea �+eman adbpea, pee de«coml.enm aura fawwirg mdnpda 2019 Stormwefer Management Manual for Wesfem Washington Vofume V-Append" A - Page 1025 Page 19 Drainage-Report-for-Bothell-Manor-AFH- V9 Table V.A.22: Maintenance Standards . Permeable Pavement (ce. ti... dl Component RecommeaUd Frequency, Condition when MalnUnance 1s Nestled Action Needed (Preceeures) Incpaction Routine ManUwnce (SrendaNs) CanPned pressure warn and vacuum sYsletn caibaW to not tllslodpeweanng course aggregate. Mahe hMd pressurewasller. powawasher vnlh mUlirg bnutMs Purevecuumsweepels Note. II Vre annawdannpM rddine maintenance a/antlatl loclwn Ihe pavement sWace is contlucted using eWllxren[ Irom the Ilst above. cprrectrvementsMrlce may rm peneetletl. • Assesslhe weratl perlamarcadmepwemenl system enrage rein even. If walamns oRthe Pavement A SWIM.,,visa at the sWace ofthe pave �a prlhere'.,.ding loan see above. . OMertnneewmla 9adinrenlbafrg end NBluMewMneranotthe eoumecen benaluCeNetiminMed If tro suss renal beaedassed, casieer inaws'mg lreglscy d mYkre clearing le.g.. twice paYea Ireleada.,pe wrrwN. . Sdewaks UseasbH breanloremwe moss mthe sumlerwhm It rsrfy summer Mossfwf., h_.. nnlbls ldlllraton or poses ship Pa-V IN'aadw andeays Ph.vxw ressurewasmsweep,.useac.nbl wofthe Mofo, b fig eras ran pwement sWxe. Mev requre SIRI bmrn.nawerlrusn n ems a navvy apse. • Fih pos.-n, small cracks with pen,th, mixes . Lange cracks aid salanenl may rep. ranting.. repIaoM the pavement sxtion. Repave i-..d wiled A Mel. creeks. top --sent mn.ete Uasihe Repxlrowe rg pous asphalt h comeMlona, Mow is eccepMde II it is a small percentage of the spef irg ertl on—N Ida fa.11ty am and does rot Impact the weoell facility lunctron . Take appmpnate precaaors do" pareoent-11a. replac-eff—toprevaltcnggngMall.- p.ous matenals Clem pwemem s Wxe using"der carol —a the fb—.g—hod, . Remwe sedimem. dvEhe.trash. segMMlon, Intl dhsdeans .—ned onto pa —lakes ad last Nowen cm he ueed fo, rem_w dayee) . Vacwmiswaep passesde WINje,stallMwn afing AcaB Nmetraaine meiMenmce) WaIRLetkrdva booieealks) High efficiency regenaallve ar or vacwm sweeper h—he ys, parking tots) Irwrlockirg c.crele shppvx.bu5n boats lamallareas) pavedrcksad NMI:VacuumaeflingsmayheveUbeadlueled to prevrsllexcessuptake aglam pavaopenrgs aggregate ewers .pints. Vecwm suRxacpanlnp In dry weMllatb remove ply, somslW sedlonenhlmsa. werMl pert.mgroaamelxiliy(noUlMcoraltloggltlereeemayrlaradlcewsalps- lReview.o amanredlxildYl SWxeisckggee P.tlingonsurface.wet. .T.Ithe..RocaiMihrelron role esirg AST.C1)01 acantttrve maiMenarzirdical.. Palmnore lest Ap fiaws W the permeable pa set sudxerun- pairatelabon. uP to 2.500 square het. PeAartnas akflitnul test 1, wen aOdonel 2.WD eglae feel upU dig aran _..wet (tos ninllll—) 1s,00psewelea tea. A e1s.000 agrare feet. add one test for every 10.000"q fee. . If the mine indcete an iaituabon to of 10 mchec per lour. toss, than bantam c.nsobw rnantenanca to restore pehoseskty. 2019 St—nie rManagenrerrt Manual for Westem Washington V.k—V-Append. A - Page 1026 Table V.A.22: Maintenance Standards . Permeable Pavement (...ti...dl Rec.nmended Frequency a Condition when Mains —Is Needde CampaneM (Sbndad'1 Amon Needed IPrecaduree Inspadion Routine YanUnance • Cloggng*4,Mly an lssuem Vo u 2 to 3 canumaers d aggregate. Remwe the rppa layer olencmated sadilrlent. Intl fine'. ana.vegnetim from ope.ngs stupor. between Ind lavers Iry mechanlca means adl.Iuaiph equipment le.g., -a vacuum sweeps). • Replace aggregate m pass CMls.lams.. opeong9 ps mar'ulecluR(s reCOm —tl.n . Assess Ure weratlpWamarcadthe lxavanenl sysleas e.irgaran event. 11-1 mnsofrthena—ire A saaimealaasaaMlheaWxedme ewe ment aw.therere p.diNg. tlsm eras amye. . Oelannins sauce ds I—. lowing and evalwle whetroa-the swmeran be redo-senninalee. 11 the eared carol roaMessetl, car.lder iromasuig Irepiscy a mdine ckar.Ng le.g.. twice ps Yea Iaslaaaa.<e perreaN) Skewaks'Useastifl ba.ntoremwe moss intro surmerwheneodY Summu Mole grwnn kaiala Millration.ppaea slip PeAingkMstardib Vacua broaNUcwertru>htetcberlklgmpsefrtmpavementsur- safety heaare vrays-. sweepastiH lace A Paver Mock missing.tl0meged RemwelrtllvkiuM tlanegetl paver Mocker by nand and repxe.repairpeN marMaclUMaiecommeMellord A loss ofaggregate onalhnst between pass Refill Perna to,orare rec.unsndalore for mlanocking pwel—bons blocks A $etllemartdzWxe hlay requirere.bN • Remwe sediment, aebis, tram.vegsnatl and other dates depoanno onto pavement l rakes and lent AaB Nate (raerre maintenance) to-escanbeusedfxenh—glewes) . Fol wapapon.1 naof-urerguid I—fscleaningson— AggregMeisclogged PonongonaWace. usevacumincklo—andrepacelapcarseaggrepee Po daiig a min avant ld not Intanmtl) Replace aggnegMe In pe,Irg god per marufacluNs rocanmandMpm . Remwe pins, pry W god seg-Ns, anol mpxe gravel Opencadd paving A Pwirggndmisalrgsdameged Replace god s%hwrasWhere In —rasa ad,— mgs ere boken. ownhagad grtl wilM1 grevat • Folluv manulxWa eknas f. dace. gutl r�anrg su A May letluire huehng A Laaede,nWasemalanalinpwinggnd Replenish eppregefe maenal by sprea0199revat wth I Me(gnwa teyef shwd he m intanao at the sane Uva as the plastic ags m mmom than Ira W,o, above the lop d ng, I. See mandacluN ns,ohenadMnns. • M. May rsrcve weeds A Weeds gesant Presence of wwde ma/indcM. that too many fines one ness(Ma to Actions Neeeee ulMa'Aggrerpste is clogged'to address Ito Issue)• Remwe sediment. debris. Iraah.vegetation. ant other dams depooned onto oavemma bakes ad Not Opalcadd paving A.B Note lnetalw.lakaehaipal to-asa can be used fa remwrng Mayes) gntl wllhgress . Fdbw equipment mantdxtuerguidMlnea l.clemirgaWace. 2019 Stxmwater Menagenrent Manual for Weslem Washington Volume V -Append. A -Page 1027 Page 20 Drainage-Report-for-Bothell-Manor-AFH- V9 Table V.A.2: Maintenance Standards - Infiltration Malnrnarw C—ibonsm 1341ec1 Cwwbwa When Malnhnance Is NaaM Reaulte Especbd Winn Mai —ante le Par. ksrmaa Trash B Dem. See Table VA. t: Manlaace Start-- Dal— Pmtls See Table VA MaMenTnce Stan—b DMm- tun Pads Paean —i— See Tabl,VA 1: Mad—Standards-Daaewn Pads See Table V-A,1: Mart— StandaNs-Daen am Pad. General VegNabn CieMenlll"'and Pd- Sae TableVA.t: Mantererce SUMerds-Delertan Pads See Table V-A, 1. Maisesive Standads-Deter b-Prods Mim Robles Hales See Table VA t: MaMenace Stadrds Daetion Pads See Table VA.l; klaaare—Standab-Dees, ban Prods WMbpNdngin'malV.sen portl ells raMMl ceases and appmpnelatimeelloxeEtwlrtfiltraton Tast,reM baztts 3haMiMllbate SeYmeebremwedaMlwfaclMy acleartad so Slmagn Aral S_sss WaaOuelitY Design Starr Vol— Rhin 481ws, oral empty within 241nn she ceasaim d-1 ranwaM. IS niraitbn."arn works—ainp bdosi�. Table V.A.2: Maintenance Standards - Infiltration (continued) M slawastce Component DeN t COIMitlom Wllen Manhrunce 1. Needed Rasulp E.,— When Is rnnanu I. Per. tonnes (A pecdeam lest pl «test d lactity indratea (malty 5 mty waattg a 90% d its rlasigretl capebllales. Tast every 2 to Syeas. N twa Imna: amre cealmem is Pesa+, remove). FDsb wan Sedmed and FraBegr It epWcmMl Sammra addemafis beg maethrll2fitl. Ftlabge reltecetl asyetem ie redesiwwd. Rmk Fillers Sadmrt end Debi. By asel impoeren. IMlewnowaaaov. through MwJAg heavy rain slams Gleval in rack fills is repacm S'Ida SIp of Pond Eats— See Table VA l: Mantenatce Sladads- DHanan Prods See Table V-A. 1; M.Mmame Standards -Dam eon i Treat U See TableVA.l: Mantename Slalrlada-DaleMwn Pmtl. Sea Table VA.1. ManleromeStandards-Ddm —Pads Emrgency Oredlm Spaway ad Sams war 4 fat n heard- See Table V-A.1: MaMaame Standads - Daa' PiPM See Table VA t; MaMa—eSlm,,J-Draaron Prods Imn Pakb Rock Missing Sae Table VA. T Manteretce Sladads-DeleMan P«d, See Table V A, 1. Mar —me Slandwds - Damn —Pads Emergency O" 0" Spllway E,—bn See Table V-A1; Manlersace Stada6a-DeleMgn P«ds Sea Table V-A.1: MaMeremaSlandads-Daa` Ian Pad. Fatuity« sumpfilled Presetting P«ds and vans with Setllment mN« dam. S-«desrenedsadlmaat-dePUdsedmae. Sek and is removed. Page 21 Drainage-Report-for-Bothell-Manor-AFH- V9 APPENDIX A SITE PLAN Page 21 Drainage-Report-for-Bothell-Manor-AFH- V9 OBSERVATION PIPE MARKING TYPE 1 OR 1 -L CATCH GUTTER CENTER OF DRYWELL BASIN W/ SOLID LID PER 48" DIA. (MIN) DRYWELL CITY STANDARD DETAIL SD-303 OR SD-304 IN THE SW114., SyE114, S_YlEX.13.9 T.27N, R.3E., W.M. 4 (MIN) PERFORATED SNOHOMISH COUNTY, WASHING T ON PVC UNDERDRAIN PIPE � 14" (MIN) PVC PER 2019 SWMMWW USE 90CF/IOOOSF FOR MEDIUM SAND SOILS CLEANOUT DRAIN PIPE (TYP) ; I PROPOSED ROOF = 3,685 SF = 0.084 AC SITE ADDRESS: z i 5' (MIN) 3.685 SF X 90 = 331.65CF GRAVEL REQUIRED 1520 10TH PL N (MIN) \ / 10' MIN USE TWO EACH EDMONDS, WA 98020 Lu In _ , (MIN)- DRYWELLS 8 FOOT DIAMETER 4 FOOT DEE �w (4X4)X3.14) X 4' = 200.96 CF EA X 2= 402CF PROVIDED (MIN) TAX PARCEL NUMBER: a L PROPERTY LINE/EASEMENT • • • • • • • 27031300409000 - PLAN ROOF 116 NTS . . . . . . . . . .......... AREA: OOF ........ TOTAL SITE AREA IS 11,300t SQUARE FEET OR 0.26f ACRES. DOWNSPOUT 4" (MIN) PVC DRAIN PIPE PER WSDOT WM' SPEC. 9-05.1(5), 1% (MIN) SLOPE r- ....... LEGAL DESCRIPTION. r-� NEW AC ROAD APPROACH- 47SF TEST PLUG IN PLASTIC I I '""""""""""""""""""""""""""""""""""""" THAT PORTION OF VACATED LOTS 18.19 AND 20. BLOCK 40. ORIGINAL PLAT OF NORTH BOX MARKED "DRAIN" DEVELOPER SHALL BE RESPONSIBLE FOR FINAL CLEANOUT RESTORATION OF ASPHALT IN 10TH PLACE N EDMONDS. WASHINGTON. ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF 12" BUILDING PLATS, PAGE 75. RECORDS OF SNOHOMISH COUNTY, WASHINGTON, AND OF VACATED . ss ss •s5 ss ss• ss NEWPORT AVENUE DESCRIBED AS FOLLOWS: 12" 4" (MIN) PVC DRAIN PIPE PER - 12" (MIN) III=III=III=1 =III= =III= MIN WSDOT SPEC. 9-05.1 5 , POSITIVE CUT AND PATCH AC PAVEMENT AS NEEDED TOPSOIL 1=III=III=III III=1f(= =1 O SLOPE 6" (MIN) .•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•'•'•'•'•'•'•'•'• • • • • • • .•. •.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•. BEGINNING AT A POINT NORTH 38'34' EAST 10.00 FEET FROM THE INTERSECTION OF THE 12" (MIN) GENERAL NOTES: n CENTERLINE OF NEWPORT AVENUE AND THE SOUTHEASTERLY LINE OF SECOND AVENUE; JQPI ACE 4" (MIN) 1. REFER TO THE 2017 CITY OF G. .G. G. 1 l 1 0. 0. . . . . . . .0. . G. G. . . . . 0 + THENCE SOUTH i EAST T NORTHEASTERLY M AN PARALLEL WITH TH ' ' •• • • • • • • • _ • • • • • • • • ENCE SOU 5 26 E S 10.00 FEE NO EASTERL FROM D� A LLEL WI E BOO PERFORATED PVC REMOVABLE EDMONDS STORMWATER ADDENDUM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , t �Q UNDERDRAIN PUSH -ON FOR SETBACK (CHECKLIST 13) AND CENTERLINE OF NEWPORT AVENUE, A DISTANCE OF 113.00 FEET; THENCE SOUTH 38 34 ( _) PIPE PER WSDOT INFEASIBILITY REQUIREMENTS. W W W W' W. W' W W" W WEST 100,00 FEET; THENCE NORTH 51'26' WEST 113.00 FEET TO THE SOUTHEASTERLY SPEC. 9-05.1(6) PVC TEE O : ` 2. MINIMUM COVER DEPTHS ASSUME NO' �_ 1'r��' t 0c.. GEOTEXTILE, SEE NOTE 1 VEHICULAR LOADING. DESIGNER TO' MARGIN OF SECOND AVENUE; THENCE NORTH 38*34' EAST 100.00 FEET TO THE PONNT SPECIFY COVER DEPTHS IF " " " " " " " " " " OF BEGINNING PURSUANT TO STIPULATION AND AGREED JUDGMENT REFORMING DEED VEHICULAR TRAFFIC ANTICIPATED. �N 4F010'S9` E 10U.00` _ AND QUIETING TITLE TO REAL PROPERTY UNDER ACTION FILED UNDER SNOHOMISH WASHED DRAIN ROCK, - ' 0';'+' '. • e�•, ; - ' SEE NOTE 2 - 3. PROVIDE D FEET (MIN) SPACING�';~ � � � ti• . . . . BETWEEN DRY WELLS. N co �° ' +': •,: �•.q'. •'��: •:• :,;.1;titiati:�: r COUNTY SUPERIOR COURT CAUSE NUMBER 13-2-08829-9; UNCOMPACTED NATIVE NOTES: I IE= 114+ - +.+.• ,•oyY:,r ��y•••:,-�L-J\ EXISTING POWER POLE " EW 4" VC SIDE SEWER�d,:•, MATCH EXISTING REPLACE EXISTING ; ti '. ' : ti• :•' MATERIAL, SCARIFY 3" 1. PLACE GEOTEXTLE FABRIC ALONG WALLS AND TOP OF WASHED SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. TO EXISTING STUB ' (MIN) ROCK. GEOTEXTILE SHALL CONFORM TO WSDOT SPEC. 9-33.2(1), WM'•+''�'• +'`�' ' :'::, •q 1' (MIN) ABOVE SEASONAL . .. 7 HIGH GROUNDWATER TABLE GEOTEXTILE FOR SEPARATION, NON -WOVEN TYPE. i © is '+' ' •:• �._._.__ .` �.:v. •'� BASIS OF BEARING- OR HYDRAULICALLY 2. WASHED DRAIN ROCK SHALL CONFORM TO WSDOT SPEC. �� 10' 1/4-1"' ® ��•,+ ``''' '��'' RESTRICTIVE LAYER '• +'• 9-03.12(5), GRAVEL BACKFILL FOR DRYWELLS. '~.•�A';.•' �f•' 1' �~ :�..�` :ti: NEW 1" WATER METER WITH NEW NAD83(2011) EPOCH 2O10.00, WASHINGTON STATE PLANE COORDINATE SYSTEM. NORTr-t ' �'' ` +' ZONE PER GIPS OBSERVATIONS. PROFILE �v > i �'::• • 'f '.' •'�' 1" TYPE K COPPER WATER SERVICE FROM MAIN TO METER 3. OBSERVATION WELL SHALL CONFORM TO WSDOT SPEC. 2 EA 8' DIAM X 5' DEEP a i � .•'. • • • .• NTS 9-05.2(6), PERFORATED PVC UNDERDRAIN PIPE. DRYWELLS Urs •'+�• • .� ' :• '.'. z PER STANDARD DETAIL WA-130 TOP = 119.00 c0 a TYPE 1 CATCH BASIN J J '' �• '+• . • -R• ' + ' o� W m REVISION DATE - O oo :.•' ` `' cn VERTICAL DATUM: BOTTOM= 114.00 0 > RIM= 119.50 co :,.+' -'. ': • • y CITY O F EDMONDS TYPICAL DOWNSPOUT APRIL 2021 PER SD-638 W `� IE= 117.00 - N '�•;�' ' ' '' ''' • "•' ,�:`= ' ':��:4� m N AVD88 PER CPS OBSERVATIONS. INFILTRATION DRYWELL ••"' :• dT ih •{•� ,�� PUBLIC WORKS STANDARD 25'FF�dNTYARD j ___ ':t•,'� 00-':''k:•':o•�''' m NOTE PROTECT CATCH BASIN INLETS PER BMP ER 902 SEE DETAIL SHEET 5 • i NEW 87LF 1 1/2" HDPE WATER SERVICE DEPARTMENT DETAIL 1 EA 4 DIAM X 4' EEP ;-------------------------- --------------- ---- - -------- ---- -- --- - r.--Y--1 - ==�c.-µY=- T:a1►-------- DRYWELL FOR FOOTING z I S QCK - ,; • :f•: ,•�;•� • .+•�: • . •;a ..�: WITH TRACER WIRE FS t . 1890 APPROVED BY: R. ENGLISH S D- 638 DRAINS ONLY �; 'AVER I SS115 'd-+:•' '�r ¢ '� ;.:`�� ' % ©NOTE: PROTECT DRYWELLS AND PERVIOUS PAYMENTS WITH ORANGE FENCE TOP = 120.00 00 -,F��" -PVC ROOF DRAIN NALK +.ti: • rP'rgy: ':• > PER SD 623 P= 120.00 •r• -a-: • •, `� SEE EROSION CONTROL PLAN SHEET 1 BOTTOM= 116.00 r �• PER D '`: ' + :+' ':: '•r~' '+•• ' +•'' 'i•�• PERVIOUS PAVER DRIVEWAY DRIVEWAY SLOPE SHALL NOT EXCEED 14% PER ECDC18.80.060 w^Fvwr/WIVRLma I%LW4RML1lL4AIM1/Aa, (MIN) 'J SEE NOTE 1 (MIN) ' y JOINT FILLER AND LEVELING COURSE a' ? •ti. a �• y.+. (AASHTO GRADING NO. 8), SEE NOTE 3" CRUSHED SURFACWp CHOKER (MIN) COURSE, SEE NOTE 4 PAVEMENT BASE COURSE, S. PERMEABLE BALLAST, SEE NOTE S SEE NOTE 3 (WIN) 6" RUNOFF TREATMENT LAYER (MIN) (IF REQUIRED PER EDMONDS 1' (MIN) ABOVE SEASONAL STORMWATER CODE), SEE NOTE 6 HIGH GROUNDWATER TABLE SUBGRADE. OR HYDRAULICALLY SEE NOTE 7 RESTRICTIVE LAYER _ GENERAL NOTES: 1 REFER TO THE 2022 CITY OF EDMONDS STORMWATER ADDENDUM FOR SETBACK (CHECKLIST 1 1) AND INFEASIBILITY REQUIREMENTS 2. THE MINIMUM THICKNESS SHOWN ABOVE MAY NOT BE SUFFICIENT FOR ALL APPLICATIONS- A PROJECT SPECIFIC PAVEMENT DESIGN SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON IN CIVIL ENGINEERING TO: 21 SUPPORT THE ANTICIPATED LOADING (E-G PAVEMENT DESIGN LIFE. INITIAL AND TERMINAL S£RVICEABILIIY, RELIABILITY, ETC.) AND 22- TO SATISFY THE HYDROLOGIC REQUIREMENTS OF THE CTTY OF EDMONDS STORMWATER CODE (I.E., CODE MA - WARRANT A THICKER PAVEMENT SECTION THAN THE MINIMUM STRUCTURAL SECTION REQUIRED) 3 FOR SUBGRADE SLOPES 3% OR GREATER, SUBSURFACE CHECK DAMS OR OTHER METHODS TO PROMOTE SUBSURFACE PONDING ARE REQUIRED 4 GEOTEXTTIE SHALL NOT BE USED IN PAVEMENT SECTION UNLESS REQUIRED BY GEOTECHNICAL ENGINEER IF REQUIRED, GEOTEXTILE SHALL CONFORM TO WSDOT 9 33 20) GEOTEXTILE FOR SEPARATION, WOVEN TYPE 5 REFER TO WSDOT LOCAL AGENCY GSPs DIVISIONS 2-9 FOR APWA GSPs NOTES: I SURFACE SLOPE SHALL BE 0 5X MINIMUM MAXIMUM SLOPE PER MANUFACTURER, 2. JOINT FILLER AND LEVELING COURSE SHALL CONFORM TO WSDOT 9-03.1(4) COARSE AGGREGATE FOR PORTLAND CEMENT CONCRETE. AASHTO GRADING NO 8. OR PER MANUFACTURER RECOMMENDATION 3 PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION 4. INTENDED TO PREVENT LEVELING COURSE FROM ENTERrING PERMEABLE BALLAST. 5. PERMEABLE BALLAST SHALL CONFORM TO THE REOUIRETMENTS OF APWA GSP 4-04 2(9-03 9(2)) OPT1 6 RUNOFF TREATMENT LAYER SII MEET THE REQUIREMENTS OF 2022 CITY OF EDMONDS STORMWATER ADDENDUM 7 PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-06.3(3) SUBGRADE FOR PERMEABLE PAVEMENTS REVt�ION LATE CITY OF EDMONDS TYPICAL PERMEABLE SEPTEMBER 2023 UNIT PAVER SYSTEM PUBLIC WORKS STANDARD DEPARTMENT DETAIL :I 189� APPROVED BY R. ENGLISH SD-623 DRYWELL SIZING Ll••TING DRAII N I'll ' •• e co 4" PVC PER, 1� - •� , , \I M I 4- PVC SOLID ROOF DRAIN O 2% i PVC SOLID ROOF DRAIN 0 2% tR YARD �, «, __\i: .. II . -TPERFORATED__ 1 1 FOOTING DRAIN • • 11 1 ()7- m- �z �C2 m - - - - -- - - -� N 400 10I 59II E 100.00 7 CUT = 430 CY IMPERVIOUS AREAS SITE = 11,300SF = 0.26 AC EXISTING IMPERVIOUS AREAS= 3,219SF OR 0.0739 AC PROPOSED ROOF = 3,685 SF = 0.084 AC PROPOSED DRIVEWAY AND WALK = 1,470 SF = 0.0337 AC PATIO = 112 SF = 0.0025 AC SURFACES 5,267 SF - 0.12 AC 6,033 SF = 0.138 AC J. "Wu - LV iw SITE PLAN PROVIDED BY POINT OF VISION ARCHITECTS FILL = 0 CY SURVEY PROVIDED BY GROUNDMARK SURVEYING, PLLC NOTE: PROVIDE CATCH BASIN PROTECTION FOR CALL 811 BEFORE YOU DIG ALL CATCH BASINS ON THE PROJECT DURING CONSTRUCTION LEGEND w WATER LINE ss SEWER LINE G GAS LINE P UNDERGROUND POWER ASPHALT PAVEMENT a• • f •.A. : • • A' PERVIOUS CONCTRETE PAVERS EXISTING CONTOUR LINE NEW CONTOUR LINE KEYSTONE RETAINING WALL EXISTING WATER METER 0 SANITARY SEWER CLEANOUT X 120.5 SPOT ELEVATION AM ROOF DOWNSPOUT SD NEW STORM DRAIN - - FOOTING DRAIN X ORANGE PROTECTIVE FENCE APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: 00Q Q H a- a- CO CDO _ II m m N 00 I NCD N m w N CO Lu Lu ~ W W z �: O W -1 0D , 0 o U) o W o Q Lu F- Q 0 O z CO ON p � N a CO O � � N 00 N co 00 O z N LJ 6i poof i Z W U 2 m 0- = O LL. CN Q co Of O OZ Z Q o J J Q CL CD Lu J 0 of O w O Z Q M Lu Q r- = M O CL Q O� O Il m W � N m 0 W ry W APPENDIX B WWHM2012 REPORTS Page 23 Drainage-Report-for-Bothell-Manor-AFH- V9 WWHM2012 PROJECT REPORT General Model Information WWHM2012 Project Name: EE24-28 Bothell Mannor Site Name: Bothell Mannor Site Address: 1520 10 PL N City: Edmonds Report Date: 11 /13/2024 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 0.800 Version Date: 2024/06/28 Version: 4.3.1 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year EE24-28 Bothell Mannor 11/13/2024 10:25:48 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod 0.185 Pervious Total 0.185 Impervious Land Use acre ROOF TOPS FLAT 0.064 DRIVEWAYS FLAT 0.01 Impervious Total 0.074 Element Flow Componants: Surface Interflow Componant Flows To: POC 1 POC 1 Groundwater EE24-28 Bothell Mannor 11/13/2024 10:25:48 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat 0.223 Pervious Total 0.223 Impervious Land Use acre SIDEWALKS FLAT 0.0026 PARKING FLAT 0.0337 Impervious Total 0.0363 Basin Total 0.2593 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 EE24-28 Bothell Mannor 11/13/2024 10:25:48 PM Page 4 Routing Elements Predeveloped Routing EE24-28 Bothell Mannor 11/13/2024 10:25:48 PM Page 5 Mitigated Routing EE24-28 Bothell Mannor 11/13/2024 10:25:48 PM Page 6 Analysis Results POC 1 0 J iL a.t Cumulative Pmbability + ------ JDA + + + + +++++++�4+x x % o.ot x ��,.. aat IL ' 10E-5 10E-4 10E3 10E-2 10E-1 1 1n loll omt vat Percent Time Exceedirt9 05 7 2 5 70 20 30 50 70 W 90 95 95 99 99.5 7 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area- 0.185 Total Impervious Area- 0.074 Mitigated Landuse Totals for POC #1 Total Pervious Area- 0.223 Total Impervious Area- 0.0363 Flow Frequency Method- Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.023742 5 year 0.03236 10 year 0.038697 25 year 0.047454 50 year 0.054541 100 year 0.062128 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.011796 5 year 0.016125 10 year 0.019316 25 year 0.023733 50 year 0.027313 100 year 0.031151 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.022 0.011 1950 0.030 0.015 1951 0.025 0.012 1952 0.022 0.011 1953 0.030 0.015 1954 0.037 0.018 1955 0.028 0.014 1956 0.013 0.006 1957 0.022 0.011 1958 0.054 0.026 EE24-28 Bothell Mannor 11/13/2024 10:25:49 PM Page 7 1959 0.023 0.011 1960 0.020 0.010 1961 0.072 0.035 1962 0.027 0.013 1963 0.032 0.016 1964 0.017 0.009 1965 0.017 0.008 1966 0.017 0.009 1967 0.049 0.024 1968 0.027 0.013 1969 0.047 0.023 1970 0.019 0.009 1971 0.028 0.013 1972 0.035 0.017 1973 0.028 0.014 1974 0.036 0.017 1975 0.027 0.013 1976 0.019 0.009 1977 0.019 0.009 1978 0.015 0.007 1979 0.033 0.016 1980 0.017 0.008 1981 0.019 0.009 1982 0.019 0.009 1983 0.025 0.012 1984 0.022 0.011 1985 0.035 0.017 1986 0.031 0.015 1987 0.028 0.014 1988 0.022 0.011 1989 0.024 0.012 1990 0.016 0.008 1991 0.022 0.011 1992 0.021 0.011 1993 0.017 0.008 1994 0.016 0.008 1995 0.018 0.009 1996 0.023 0.013 1997 0.028 0.017 1998 0.032 0.016 1999 0.015 0.007 2000 0.045 0.022 2001 0.018 0.009 2002 0.017 0.008 2003 0.022 0.011 2004 0.043 0.021 2005 0.020 0.010 2006 0.025 0.015 2007 0.024 0.012 2008 0.020 0.010 2009 0.021 0.010 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0720 0.0353 2 0.0536 0.0264 3 0.0494 0.0242 EE24-28 Bothell Mannor 11/13/2024 10:26:52 PM Page 8 4 0.0471 0.0232 5 0.0445 0.0219 6 0.0426 0.0209 7 0.0367 0.0183 8 0.0357 0.0175 9 0.0352 0.0174 10 0.0351 0.0173 11 0.0330 0.0172 12 0.0321 0.0162 13 0.0317 0.0158 14 0.0311 0.0155 15 0.0297 0.0154 16 0.0297 0.0153 17 0.0282 0.0146 18 0.0281 0.0145 19 0.0279 0.0142 20 0.0276 0.0138 21 0.0276 0.0137 22 0.0269 0.0135 23 0.0268 0.0132 24 0.0265 0.0131 25 0.0253 0.0131 26 0.0249 0.0130 27 0.0247 0.0124 28 0.0237 0.0122 29 0.0236 0.0117 30 0.0229 0.0116 31 0.0228 0.0112 32 0.0225 0.0111 33 0.0225 0.0110 34 0.0223 0.0110 35 0.0222 0.0109 36 0.0221 0.0108 37 0.0217 0.0107 38 0.0217 0.0106 39 0.0215 0.0105 40 0.0209 0.0103 41 0.0202 0.0099 42 0.0198 0.0097 43 0.0196 0.0096 44 0.0190 0.0093 45 0.0189 0.0092 46 0.0188 0.0092 47 0.0188 0.0092 48 0.0188 0.0092 49 0.0183 0.0091 50 0.0178 0.0088 51 0.0174 0.0087 52 0.0171 0.0085 53 0.0170 0.0083 54 0.0169 0.0083 55 0.0168 0.0083 56 0.0166 0.0082 57 0.0164 0.0082 58 0.0161 0.0079 59 0.0147 0.0073 60 0.0147 0.0072 61 0.0131 0.0065 EE24-28 Bothell Mannor 11/13/2024 10:26:52 PM Page 9 EE24-28 Bothell Mannor 11/13/2024 10:26:52 PM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0119 1302 82 6 Pass 0.0123 1141 75 6 Pass 0.0127 999 69 6 Pass 0.0132 899 60 6 Pass 0.0136 785 54 6 Pass 0.0140 707 48 6 Pass 0.0145 623 40 6 Pass 0.0149 559 32 5 Pass 0.0153 494 28 5 Pass 0.0158 450 24 5 Pass 0.0162 406 21 5 Pass 0.0166 364 20 5 Pass 0.0170 322 18 5 Pass 0.0175 291 13 4 Pass 0.0179 266 11 4 Pass 0.0183 249 11 4 Pass 0.0188 225 10 4 Pass 0.0192 205 10 4 Pass 0.0196 185 9 4 Pass 0.0201 161 9 5 Pass 0.0205 144 9 6 Pass 0.0209 141 6 4 Pass 0.0214 127 6 4 Pass 0.0218 114 6 5 Pass 0.0222 106 5 4 Pass 0.0226 99 5 5 Pass 0.0231 92 5 5 Pass 0.0235 86 4 4 Pass 0.0239 81 4 4 Pass 0.0244 80 3 3 Pass 0.0248 74 3 4 Pass 0.0252 71 3 4 Pass 0.0257 68 3 4 Pass 0.0261 64 3 4 Pass 0.0265 61 1 1 Pass 0.0270 56 1 1 Pass 0.0274 54 1 1 Pass 0.0278 49 1 2 Pass 0.0282 45 1 2 Pass 0.0287 42 1 2 Pass 0.0291 40 1 2 Pass 0.0295 36 1 2 Pass 0.0300 30 1 3 Pass 0.0304 30 1 3 Pass 0.0308 27 1 3 Pass 0.0313 26 1 3 Pass 0.0317 25 1 4 Pass 0.0321 22 1 4 Pass 0.0326 21 1 4 Pass EE24-28 Bothell Mannor 11/13/2024 10:26:52 PM Page 11 0.0347 17 1 5 Pass 0.0351 14 1 7 Pass 0.0356 13 0 0 Pass 0.0360 11 0 0 Pass 0.0364 11 0 0 Pass 0.0369 10 0 0 Pass 0.0373 10 0 0 Pass 0.0377 10 0 0 Pass 0.0382 10 0 0 Pass 0.0386 10 0 0 Pass 0.0390 10 0 0 Pass 0.0395 10 0 0 Pass 0.0399 9 0 0 Pass 0.0403 9 0 0 Pass 0.0407 9 0 0 Pass 0.0412 9 0 0 Pass 0.0416 9 0 0 Pass 0.0420 9 0 0 Pass 0.0425 8 0 0 Pass 0.0429 6 0 0 Pass 0.0433 6 0 0 Pass 0.0438 6 0 0 Pass 0.0442 6 0 0 Pass 0.0446 5 0 0 Pass 0.0451 5 0 0 Pass 0.0455 5 0 0 Pass 0.0459 5 0 0 Pass 0.0464 5 0 0 Pass 0.0468 5 0 0 Pass 0.0472 4 0 0 Pass 0.0476 4 0 0 Pass 0.0481 4 0 0 Pass 0.0485 4 0 0 Pass 0.0489 4 0 0 Pass 0.0494 4 0 0 Pass 0.0498 3 0 0 Pass 0.0502 3 0 0 Pass 0.0507 3 0 0 Pass 0.0511 3 0 0 Pass 0.0515 3 0 0 Pass 0.0520 3 0 0 Pass 0.0524 3 0 0 Pass 0.0528 3 0 0 Pass 0.0532 3 0 0 Pass 0.0537 1 0 0 Pass 0.0541 1 0 0 Pass 0.0545 1 0 0 Pass EE24-28 Bothell Mannor 11/13/2024 10:26:52 PM Page 12 Water Quality Water Quality BMP 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 cfs. Adjusted for 15 min: 0 cfs. EE24-28 Bothell Mannor 11/13/2024 10:26:52 PM Page 13 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. EE24-28 Bothell Mannor 11/13/2024 10:26:52 PM Page 14 Appendix Predeveloped Schematic L� Basin 1 - L 0.26ac EE24-28 Bothell Mannor 11/13/2024 10:26:53 PM Page 15 Mitigated Schematic Basin 1 1 0.26ac EE24-28 Bothell Mannor 11/13/2024 10:26:54 PM Page 16 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL 2009 09 30 UNIT SYSTEM FILES <File> <Un#> END FILES OPN SEQUENCE 1 <----------- File Name--------- --------------------->*** *** INGRP INDELT 00:15 PERLND 2 IMPLND 4 IMPLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 2 A/B, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 2 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 2 0 0 4 0 0 0 0 0 0 0 0 0 1 9 EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 17 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 2 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 2 0 5 2 400 0.1 0.3 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 2 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 2 0.2 0.5 0.35 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 0 0.7 0.7 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 2 0 0 0 0 3 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 4 1 9 5 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 18 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 2 PERLND 2 IMPLND 4 IMPLND 5 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.185 COPY 501 12 0.185 COPY 501 13 0.064 COPY 501 15 0.01 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 19 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <Name> <Name> # #<-factor-> <Name> MASS -LINK 12 PERLND PWATER SURD 0.083333 COPY END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY END MASS -LINK 15 END MASS -LINK END RUN <-Grp> <-Member->*** <Name> # #*** INPUT MEAN INPUT MEAN INPUT MEAN EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 20 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL 2009 09 30 UNIT SYSTEM FILES <File> <Un#> END FILES OPN SEQUENCE 1 <----------- File Name--------- --------------------->*** *** INGRP INDELT 00:15 PERLND 7 IMPLND 8 IMPLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 7 A/B, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 21 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 7 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 7 0 5 0.8 400 0.05 0.3 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 7 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 7 0.1 0.5 0.25 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 0 0.7 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 7 0 0 0 0 3 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 8 SIDEWALKS/FLAT 1 1 1 27 0 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 8 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 8 0 0 4 0 0 4 1 9 11 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 8 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 8 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 22 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 8 0 0 11 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 8 0 0 11 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 7 PERLND 7 IMPLND 8 IMPLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.223 COPY 501 12 0.223 COPY 501 13 0.0026 COPY 501 15 0.0337 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 23 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <Name> <Name> # #<-factor-> <Name> MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURD 0.083333 COPY END MASS -LINK 15 END MASS -LINK END RUN <-Grp> <-Member->*** <Name> # #*** INPUT MEAN INPUT MEAN INPUT MEAN EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 24 Predeveloped HSPF Message File EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 25 Mitigated HSPF Message File EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 26 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim 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 Inc. 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 Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by: Clear Creek Solutions, Inc. 2005-2024; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com EE24-28 Bothell Mannor 11/13/2024 10:26:55 PM Page 27 APPENDIX C TESC PLAN UNDISTURBED PLANTS UNDISTURBED TURF (LAWN) (SEE NOTE 1) AREAS (SEE NOTE 1) UNDISTURBED UNDISTURBED NATIVE VEGETATION • TURF/LAWN/LANDSCAPE UNDIS U"ED NATIVE SO -IL UNDISTURBED NATIVE SOIL STFFP SLOPE NOTE_ AMENDED SOUS SHOULD NOT BE INSTALLED ON FINISHED SLOPES OPTION 1 - NO DISTURBANCE EXCEMf%G 33%. AREAS EXCEEDING 33% SHAALL BE STABIUZED PER THE PLANTING BEDS TURF (LAWN) AREAS ENGINEER/GEOTECH OF RECORD 2' ORGANIC MULCH i�f� l ' ^ .-. IIGRASS: SEED OR SOD 3' OF COMPOST 1.75- OF COMPOST INCORPORATED INCORPORATED INTO 5' OF INTO 6.25' OF SITE SOIL (TOTAL SITE SOIL (TOTAL AMENDED AMENDED DEPTH OF 9.5'. FOR A DEPTH OF 9.5. FOR A SETTLED DEPTH OF 6-) SETTLED DEPTH OF 61-) SUBSOIL SCARIFIED A' BELOW i = �SUBSOIL SCARIFIEDBELOW COMPOST AMENDED LAYER I* COMPOST ED (12- BELOW SOIL SURFACE) .' �� -11 (12- BELOW SOIL SURFACE) OPTION 2 - AMEND IN PLACE OR STOCKPILE AND AMEND GENERAL NOTES: - PLAIFFING BEDS TURF (LAWN) AREAS 1. AREAS OF NO DISTURBANCE ORGANIC 2'/ i�%i�r �� GRASS: SEED SHALL BE FENCED AND EXISTING VEGETATION AND SOIL SHALL BE MULCH ��, �r,/� Q OR SOD PROTECTED FROM CONSTRUCTION IMPACTS. 6' IMPORTED 6' IMPORTED 2. TO MEASURE SETTLED DEPTH. WATER SOIL SUFFICIENTLY TO TOPSOIL MIX _ TOPSOIL MIX FULLY SATURATE WITHOUT (COMPACTED _ (COMPACTED CAUSING EROSION. DEPTH) 6. DEPTH) - - 3. COMPOST SHALL MEET SPEC. REOVI EMENTS IN THE 2017 SUBSOIL IS EDMOND S STORMWATER ADDENDUM (CHECKLIST 7). SCARIFIED 6- - 1 SCARIFIED56' BELOW IMPORTED L .1 IMPORTED BELOW a COMPACTION OF TOPSOIL (WHERE TOPSOIL MIX ✓ 12- TOPSOIL MIX RfWR£D) TO BE TO 65% (MAX) I OF THE MAKIMLIM Dar DENSITY OPTION 3 - IMPORT TOPSOIL PER MODIFIED PROCTOR TEST (ASTM 011557). REVISION v POST CONSTRUCTION SOIL AAP 2021E CITY OF EDMONDS QUALITY AND DEPTH PUBLIC WORKS STANDARD DEPARTMENT DETAIL F31 10 A4'I'R7'A Hy R. ENGLISH SD-642 ( (INSTRUCTION SEQUENCE NOTES I SCHEDULE A PRE -CONSTRUCTION MEETING THROUGH MYBUILDINGPER.MIT.COM AND EMAIL FN(i1N1FRIN611FR` HS,j I IAA( )%M%%A 0)% - TWO DAYS NOTICE IS REQUIRED. - 2. CALL 811 FOR UTILITY LOCATES. I REVIEW TEMPORARY EROSION AND SFDIMEN'T CONTROL NOTES. 4 INSTALL TES(' MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OI,TSIDE THE CONSTRUCTION TONE. t INSTALL ORANGE. HARRIER FENCE AS NEEDED TO PROTECT ALL F XISTING OR PROPOSED LOW IMPACT DEVELOPMENT AREAS AND TREE RETENTION AREAS. ti HAVE EROSION CONTROL MEASURES AND BMP PROTECTION INSPECTED BY CITY (OFEDMONDS ENGINE.F.RtNCi INSPECTOR. ALI. TI-MPORARY SFDIMENFATION AND EROSION CONTROL. MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CI.EARING. EROSION AND SFDIMEN'TATI0%' CO%TROL PRACTICES AND -OR DEVICES SHALL BE MAINTAINED AND ADJUSTIA AS NEEDED THROUGHOUT CONSTRUCTION AND UNTIL PERMANENT VEGETATION IS ESTABLISHED. 7. DEMOLISH EXISI I,,C, STRUCTURES AS APPLICABLE. PER APPROVED PLANS. 8. CLEAR. GRUB \ R( II_ GII GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATI 'R ES. 9. COMPOST AMI ND AND REVEGETATE DISTI RBLD AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. OTHER EXPOSED AREAS SHAI 1 HE TEMPORARILY STABILIZED AND TF.SC MAINTAI\E•D UNTIL SITE PERMANENTLY STABIL_1ZED. 10. INSTALL LTILITIES AND OTHER SITE LMPROVEMENTS. INCLUDING FRONTAGE IMPROVFMFNTS %EF (7TY STD DETAIL St)•662 ABOVE. FOR POST CONSTRUCTION SOIL. QUALITY AND DEPTH AMMENDMENT. 11. IN- STALL LOW INIPACT [*NFLOPMEN1 STOKMW'ATUR SYSTkMS. EXCAVATION I)F INFILTRAI ION AREAS SHALL NOT BE ALLOWED (HIRING WET OR SATURATED CONDITIONS. THE I3MP SHALL NOT BE MADE OPERATIONAL UNTIL ALL EROSION - CAUSING PROJECT IMPROVEMENT'S ARE. COMPLETED AND ALL EXPOSED GROUND SURFACES ARE STABILIZED. 12. STABILIZE AND COMPOST AMEND ALL EX]POSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE- REFER TO CITY STANDARD DFTAII_ SD-642 13. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION ALL TEMPORARY EROSION CONTROL. MEASURES SHALL BF REMOVED I TON FINAL SITE STABILIZATION AND APPROVAL. HY (TiY INSPF(TO R UTILITY PROVIDERS ELECTRICITY Q&5 SNOHOMISH COUNTY P.U.D. PUGET SOUND ENERGY 21018 HWY 99 10606 NE 4th STREET EDMONDS, WA 98026 BELLEVUE. WA 98009 PHONE: (877) 783- 1000 PHONE: (888) 225-5773 CONTACT' VAI. BUZVNQV CATV WATER & SEWER COMCAST OLYMPIC VIEW WATER AND SEWER PHONE (800) 934-6489 DISTRICT 8128 - 228th STREET SW TELEPHONE EDMONDS. WA 98026 - 8449 CENTURYLINK PHONE (425) 774-7769 PHONE: (800) 573- 131 1 EROSION CONTROL AND DEMOLITION NOTES: O EXISTING ASPHALT DRIVEWAY TO BE REMOVED. O STABILIZED CONSTRUCTION ENTRANCE/EXIT PER ER-901 O EXISTING SHED TO BE REMOVED INSTALL SILT FENCE PER DETAIL ER-900 O EXISTING HOUSE TO BE REMOVED O ALL DISTURBED SOIL SHALL BE COMPOST AMENDED PER CITY 0 F EDMONDS STANDARD DETAIL SD-642 OR APPROVED EQUAL CALL 311 BEFORE YO U DIG IN THE SW 1 /4, SE /4, SEC.13, . 2 7N. , R. 3E, W.M. SNOHOMISH COUNTY, WASHING T ON GRAPHIC SCALE n S 10 ( IN FEET ) 1 inch = 10 ft. EXISTING ASPHALT CURB AND GUTTER WM � ! ----- EXISTING ASPHALT DRIVEWAY TBD 444SF USE AS CONSTRUCTION ENTRANCE SEE DETAIL ER901 SHEET 5 Ix i 'i f f Ix i i f x f i ,i i i ,i i z' C.0 i C.0 ix o i i w o Ix I 'i i f 'i ix i 12? I i i i i i LEGS U P ASPHA ............... PERVIOUS CONCTRET ° PAVERS EXISTING CONTOUR LINE - NEW CONTOUR LINE KEYSTONE RETAINING WALL r-1 LJ EXISTING WATER METER WM p SANITARY SEWER CLEANOUT X 120.5 SPOT ELEVATION TBD TO BE DEMOLISHED c"ITTT�T_.1IT1 TKTTILIV 1. COVER DEMO AND EROSION CONTROL 2. DRAINAGE 116 3. UTILITIES EXISTING ASPHALT CURB AND GUTTER 4. DETAILS WM 5. DETAILS ' . '.... 6. SURVEY FILTER FENCE PER ER-900 SEE DETAIL SHEET 5 W.I. s, ; i i , h ' 9 9 Puy.f 0. h Puw. VICINITY MAP Standard Notes WApproval of this erosion/sedimentation control (ESC) plan does not constitute an approval of permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels, retention facilities, utilities). The implementation of this ESC plan and the construction, maintenance, replacement, and upgrading of these ESC BMPs is the responsibility of the L-JL-J i WM WM applicant until all construction is completed and approved vegetation/landscaping >d is established. Clearly flag the boundaries of the clearing limits shown on this plan in the field prior to construction. EXISTING WATER METER S/4"TBRDuring the construction period, no disturbance beyond the flagged clearing limits >4 DISCONNECT THE EXISTING WATER i SERVICE LINE AT THE METER shall be permitted. i AAND N INSTAVB AT LAHOSERBIB WITH The flagging shall be maintained by the applicant for the duration of construction. Construct the ESC BMPs shown on this plan in conjunction with all clearing and \,-SILT FENCE PER ER-900 grading activities, and in such a manner as to ensure that sediment and SEE DETAIL SHEET sediment laden water do not enter the drainage system, roadways, or violate applicable water standards. The ESC BMPs shown on this plan are the minimum requirements for anticipated i site conditions. During the construction period, upgrade these ESC BMPs as needed for z unexpected storm events co and to ensure that sediment and sediment -laden water do not leave the site. CO The applicant shall inspect the ESC BMPs daily and maintain them as necessary "'C5to ensure their continued functioning. I Inspect and maintain the ESC BMPs on inactive sites a minimum of once a month or within the 48 hours following a major storm event (i.e. a 24-hour I storm event with a 10-yr or greater recurrence interval). xi o At no time shall the sediment exceed 60-percent of the sump depth or have less than 6-inches of clearance from the sediment surface to the invert of the I lowest pipe. All catch basins and conveyance lines shall be cleaned prior to i paving. The cleaning operation shall not flush sediment laden water into the X� downstream system. Install stabilized construction entrances at the beginning of construction and maintained for the duration of the project. Additional measures may be required ,22 to ensure that all paved areas are kept clean for the duration of the project. xl NOTE: FILTER SOCKS SHALL PLACED IN CBS DOWNSTREAM FROM THIS CONSTRUCTION SITE. PER ER-902 SEE SHEET 5. NOTE: INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO THE APPROVED PLANS, CITY OF EDMONDS STANDARDS, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. NOTE: STOCKPILE SHALL BE COVERED WITHIN 24 HOURS OF USE. i i NOTE: PROVIDE CATCH BASIN PROTECTION FOR ALL CATCH BASINS ON THE PROJECT DURING CONSTRUCTION. NOTE: SEE HAUL ROUT MAP ON SHEET 4 NOTE: PROTECT CATCH BASIN INLETS PER BMP ER 902 SEE DETAIL SHEET 5 FILTER FENCE PER ER-900 SEE DETAIL SHEET 5 CUT = 430 CY FILL = 0 CY SITE PLAN PROVIDED BY POINT OF VISION ARCHITECTS SURVEY PROVIDED BY GROUNDMARK7 SURVEYING, PLLC APPROVED FOR CONSTRUCTION CITY OF EDMONDS DAiE'. 10 In 0 w N Q EL Q EL col CV II H V m m LL _ J C) CV m W r W Z a X W W o a ai 0� o0 mW o IL LLI vi ¢ 0 d Q %I CO Z O W Of W Q ►� - LU W N 00 00 Z O 1. J - O o zw Q of LLI LU UZ O W U m = O ILL Q O 00 00 z Q o J J Q Ci) LU O U J ~ 0 � O ,LLIwTZ0�T_ d O 0 LNG) CO T-- LU N m 0 W ry Q IL W ry 0- U n � o 00 aD o U N s� Q� C/) a> C/) � wo +LL_I , oo z CAI CD tW zw� > z w N C-,C> �CVNo� W c�o00�` APPENDIX D SURVEY MAPPING SMH RIM=115.39'�/ SITE ADDRESS: 1520 10TH PL N EDMONDS, WA 98020 �o C7 ova Iryr° �P PQ� LEGEND: ASPHALT SURFACE BUILDING LINE CENTERLINE 0 CONCRETE SURFACE r DECK j DECIDUOUS TREE EAVE LINE - OHP ELECTRIC LINE (OVERHEAD) EMO ELECTRIC METER FENCE LINE (WOOD) - GAS LINE (RECORD) MB O MAILBOX (RESIDENTIAL) U MANHOLE (AS NOTED) — — MAJOR CONTOUR UNE — — MINOR CONTOUR UNE ►�� MONUMENT IN CASE NAIL (AS NOTED) POWER POLE W/ LIGHT 0 REBAR (AS NOTED) - -- SEWER UNE SUBJECT PARCEL PROPERTY UNE WALL (AS NOTED) W WATER UNE (LOCATE PAINT) - WATER UNE (RECORD) r-1 WM WATER METER r �P I �� ii� \s %6 / / / / FENCE LINE t ALONG PROP LINE TAX PARCEL NUMBER: 27031300409000 AREA: TOTAL SITE AREA IS 11,300t SQUARE FEET OR 0.26t ACRES. LEGAL DESCRIPTION: THAT PORTION OF VACATED LOTS 18,19 AND 20, BLOCK 40, ORIGINAL PLAT OF NORTH EDMONDS, WASHINGTON, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 75, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, AND OF VACATED NEWPORT AVENUE DESCRIBED AS FOLLOWS: BEGINNING AT A POINT NORTH 3834' EAST 10.00 FEET FROM THE INTERSECTION OF THE CENTERLINE OF NEWPORT AVENUE AND THE SOUTHEASTERLY LINE OF SECOND AVENUE; THENCE SOUTH 51'26' EAST 10.00 FEET NORTHEASTERLY FROM AND PARALLEL WITH THE CENTERLINE OF NEWPORT AVENUE, A DISTANCE OF 113.00 FEET; THENCE SOUTH 38' 34' WEST 100.00 FEET, THENCE NORTH 51'26' WEST 113.00 FEET TO THE SOUTHEASTERLY MARGIN OF SECOND AVENUE; THENCE NORTH 38*34' EAST 100.00 FEET TO THE POINT OF BEGINNING, PURSUANT TO STIPULATION AND AGREED JUDGMENT REFORMING DEED AND QUIETING TITLE TO REAL PROPERTY UNDER ACTION FILED UNDER SNOHOMISH COUNTY SUPERIOR COURT CAUSE NUMBER 13-2-08829-9; SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. BASIS OF BEARING: NAD83(2011) EPOCH 2O10.00, WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTH ZONE PER GPS OBSERVATIONS. VERTICAL DATUM: NAVD88 PER GPS OBSERVATIONS. SURVEY NOTES: 1. THE TOPOGRAPHIC SURVEY SHOWN HEREON WAS PERFORMED IN SEPTEMBER OF 2023. THE FIELD DATA WAS COLLECTED AND RECORDED ON MAGNETIC MEDIA THROUGH AN ELECTRONIC THEODOLITE. THE DATA FILE IS ARCHIVED ON DISC OR CD. WRITTEN FIELD NOTES MAY NOT EXIST. CONTOURS ARE SHOWN FOR CONVENIENCE ONLY. DESIGN SHOULD RELY ON SPOT ELEVATIONS. 2. ALL MONUMENTS SHOWN HEREON WERE LOCATED DURING THE COURSE OF THIS SURVEY UNLESS OTHERWISE NOTED. 3. THE TYPES AND LOCATIONS OF ANY UTILITIES SHOWN ON THIS DRAWING ARE BASED ON INFORMATION PROVIDED TO US, BY OTHERS OR GENERAL INFORMATION READILY AVAILABLE IN THE PUBLIC DOMAIN INCLUDING, AS APPLICABLE, IDENTIFYING MARKINGS PLACED BY UTILITY LOCATE SERVICES AND OBSERVED BY GROUNDMARK LAND SURVEYING IN THE FIELD. AS SUCH, THE UTILITY INFORMATION SHOWN ON THESE DRAWINGS ARE FOR INFORMATIONAL PURPOSES ONLY AND SHOULD NOT BE RELIED ON FOR DESIGN OR CONSTRUCTION PURPOSES; GROUNDMARK LAND SURVEYING IS NOT RESPONSIBLE OR LIABLE FOR THE ACCURACY OR COMPLETENESS OF THIS UTILITY INFORMATION. FOR THE ACCURATE LOCATION AND TYPE OF UTILITIES NECESSARY FOR DESIGN AND CONSTRUCTION, PLEASE CONTACT THE SITE OWNER AND THE LOCAL UTILITY LOCATE SERVICE (800-424-5555). 3. ALL TITLE INFORMATION SHOWN ON THIS MAP HAS BEEN EXTRACTED FROM EQUITY TITLE OF WASHINGTON, LLC ORDER/COMMITMENT NO. 23-116087, DATED AUGUST 18, 2023. IN PREPARING THIS MAP, GROUNDMARK LAND SURVEYING, PLLC HAS DONE NO INDEPENDENT TITLE RESEARCH AND HAS RELIED WHOLLY ON THE ABOVE TITLE COMMITMENT. 4. EXISTING STRUCTURE(S) LOCATION AND DIMENSIONS ARE MEASURED FROM THE FACE OF THE SIDING UNLESS OTHERWISE NOTED. 5. FIELD DATA FOR THIS SURVEY WAS OBTAINED BY DIRECT FIELD MEASUREMENTS WITH A CALIBRATED ELECTRONIC 5—SECOND TOTAL STATION AND/OR SURVEY GRADE GPS OBSERVATIONS. ALL ANGULAR AND LINEAR RELATIONSHIPS ARE ACCURATE AND MEET THE STANDARDS SET BY WAC 332-130-090. SCHEDULE B, PART II EXCEPTIONS EXCEPTIONS AUGUST EQUITY 2TITLE OF WASHINGTON, LLC ORDER/COMMITMENT NO. 23-116087, DATED 13. EASEMENTS, RESTRICTIONS, RESERVATIONS, CONDITIONS, AND OTHER MATTERS AS SET FORTH ON THE PLAT OF NORTH EDMONDS 14. ANY RIGHTS, INTERESTS OR CLAIMS WHICH MAY EXIST OR ARISE BY MATTERS DISCLOSED BY SURVEY RECORDED UNDER RECORDING NUMBER 8805045034 0-1 so 124& 0 3 o �P / 'qo / / / / / REFERENCES: / R1: RECORD OF SURVEY, RECORDING NO. 201701265005, / RECORDS OF SNOHOMISH COUNTY, WASHINGTON / R2: RECORD OF SURVEY VOL. 26, PAGE 278, RECORDS OF / SNOHOMISH COUNTY, WASHINGTON / R& PLAT OF LUND'S ADDITION, VOL. 46 OF PLATS, PAGES 231 & 232, RECORDS OF SNOHOMISH COUNTY, WASHINGTON / R4: PLAT OF CHITTENDEN'S ADDITION, VOL. 31 OF PLATS, / PAGE 75, RECORDS OF SNOHOMISH COUNTY, WASHINGTON / 10 5 0 10 20 SCALE IN FEET SHEET 6 OF 6 APPENDIX E SOIL REPORT NELSON GEOTECHNICAL ASSOCIATES. INC. March 1, 2024 Daniel Bockretsion Via Email: danielbockretsion@gmail.com Geotechnical Engineering Evaluation Bockretsion Residential Redevelopment 1520 —10`h Place North Edmonds, Washington NGA File No. 1497924 Dear Daniel: 17311-1351h Ave. N.E. Suite A-500 Woodinville, WA 98072 (425) 486-1669 www.nelsongeotech.com We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — Bockretsion Residential Development —1520 - 10' Place North — Edmonds, Washington." This report summarizes our observations of the existing surface and subsurface conditions within the property and provides general recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by you on January 26, 2024. The property is square in shape and covers 0.26 acres in area. It is currently occupied by a single-family residence in the central to northwestern portion. The property is bordered by 101h Place North to the northwest and neighboring residences on all other sides. Topographically, the site is relatively level to gently sloping down to the northwest. We understand the plans for development include demolishing the existing residence and constructing a new single-family residence. We have been requested to provide this report for determination of geological hazards affecting the site, as well as development considerations for the proposed residential redevelopment. Specific grading and stormwater plans have not been developed, but we understand that stormwater may be directed to on -site infiltration systems, if feasible. As part of our study, we propose to collect samples and determine the infiltration rate based on the Department of Ecology's 2019 Stormwater Management Manual for Western Washington (2019 SWMMWW). According to this manual, we understand that long-term design infiltration rates for this site are to be determined by performing on - site infiltration testing consisting of the Small Pilot Infiltration Test (PIT). We explored the site subsurface soil conditions with one hand auger and five trackhoe excavated test pit explorations on February 15, 2024. Our explorations indicated that the site was generally underlain by competent, native recessional outwash soils at relatively shallow depths, below a surficial layer of undocumented fill and/or topsoil. It is our opinion that the planned development is feasible from a geotechnical standpoint, provided that our recommendations are incorporated into the design and construction of this project. We recommend that the future residence structures be founded on medium dense or better native recessional outwash soils for bearing capacity and settlement considerations. These soils should generally be encountered approximately 0.5 to 1.5 feet below the existing ground surface. However, deeper areas of loose soil and/or undocumented fill could also exist within unexplored areas of the site. If undocumented fill is encountered in unexplored areas of the site, it should be removed and replaced with structural fill for foundation and pavement support. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington NGA File No. 1497924 March 1, 2024 Summary — Page 2 In the attached report, we have also provided general recommendations for site grading, slabs -on - grade, structural fill placement, utilities, pavement, erosion control, and drainage. We should be retained to review and comment on final development plans and observe the earthwork phase of construction. We recommend that Nelson Geotechnical Associates (NGA) be retained to review the geotechnical aspects of the project plans prior to construction. We also recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during construction differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, PE Principal TABLE OF CONTENTS INTRODUCTION..........................................................................................................1 SCOPE........................................................................................................................ 2 SITECONDITIONS....................................................................................................... 2 SurfaceConditions....................................................................................................... 2 Subsurface Conditions.................................................................................................. 3 Hydrogeologic Conditions............................................................................................ 4 SENSITIVE AREA EVALUATION....................................................................................4 SeismicHazard............................................................................................................. 4 ErosionHazard............................................................................................................. 5 CONCLUSIONS AND RECOMMENDATIONS.................................................................. 5 General......................................................................................................................... 5 Erosion Control and Slope Protection Measures......................................................... 6 Site Preparation and Grading....................................................................................... 6 Temporary and Permanent Slopes............................................................................... 7 Foundations.................................................................................................................. 8 StructuralFill................................................................................................................ 9 Slab-on-Grade............................................................................................................ 10 Pavements.................................................................................................................. 10 Utilities....................................................................................................................... 11 SiteDrainage.............................................................................................................. 11 CONSTRUCTION MONITORING................................................................................. 12 USEOF THIS REPORT................................................................................................ 13 LIST OF FIGURES Figure 1— Vicinity Map Figure 2 — Site Plan Figure 3 — Soil Classification Chart Figures 4 and 5 — Log of Exploration NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development 1520 — 10th Place North Edmonds, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the planned Bockretsion Residential Development project in Edmonds, Washington. The property is located at 1520 — 10th Place North in Edmonds, Washington as shown on the Vicinity Map in Figure 1. The parcel number is 27031300409000. The purpose of this study is to explore and characterize the site's surface and subsurface conditions and to provide geotechnical recommendations for the planned site development. The property is square in shape and covers 0.26 acres in area. It is currently occupied by a single-family residence in the central to northwestern portion. The property is bordered by 10th Place North to the northwest and neighboring residences on all other sides. Topographically, the site is relatively level to gently sloping down to the northwest. Vegetation within the site consists of grass yard areas, landscaping plants, and sparse young to mature trees. We understand the plans for development include demolishing the existing residence and constructing a new single-family residence. We have been requested to provide this report for determination of geological hazards affecting the site, as well as development considerations for the proposed residential redevelopment. The existing site layout is shown on the Site Plan in Figure 2. We have also evaluated the feasibility of stormwater infiltration within the site based on the Washington State Department of Ecology's 2019 Stormwater Management Manual for Western Washington. According to this manual, laboratory analysis of soil samples collected in the field can be used to determine the infiltration system design along with long-term design infiltration rates due to the site being located within recessional outwash soils. We have been requested by you to provide on -site infiltration testing with a small-scale Pilot Infiltration Test (PIT) in accordance with the aforementioned manual. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington SCOPE NGA File No. 1497924 March 1, 2024 Page 2 The purpose of this study is to explore and characterize the site surface and subsurface conditions and provide general recommendations for site development. Specifically, our scope of services includes the following: 1. Reviewing available soil and geologic maps of the area as well as other relevant geotechnical information, as provided. 2. Exploring the subsurface soil and groundwater conditions within the site using trackhoe- excavated test pits. Excavation services were provided by NGA. 3. Providing long-term design infiltration rates based on on -site Small Pilot Infiltration Testing (PIT) per the 2019 SWMMWW. 4. Performing laboratory grain -size sieve analysis on soil samples, as necessary. 5. Providing recommendations for earthwork, foundation support, and slabs -on -grade. 6. Providing recommendations for temporary and permanent slopes. 7. Providing recommendations for subsurface utilities and pavement subgrade preparation, as necessary. 8. Providing our opinion on stormwater infiltration feasibility. 9. Providing recommendations for infiltration/bioretention system installation. 10. Providing general recommendations for site drainage and erosion control. 11. Documenting the results of our findings, conclusions, and recommendations in a written geotechnical report. 141kM4191L107111111[a]►1.1 Surface Conditions The property is square in shape and covers 0.26 acres in area. It is currently occupied by a single-family residence in the central to northwestern portion. The property is bordered by 10th Place North to the northwest and neighboring residences on all other sides. Topographically, the site is relatively level to gently sloping down to the northwest. Vegetation within the site consists of grass yard areas, landscaping plants, and sparse young to mature trees. We did not observe any surface water or seepage emitting from the site slopes within the site during our visit on February 15, 2024. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington Subsurface Conditions NGA File No. 1497924 March 1, 2024 Page 3 Geology: The geologic units for this site are shown on Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington, by James P. Minard, (USGS, 1983). The site is mapped on the border of transitional beds (Qtb), recessional outwash (Qvr), Olympia gravel (Qog), and undivided till (Qtu). The transitional bed deposits are described as clay, silt, and fine to very fine sand. The recessional outwash is generally described as mostly stratified sand and gravel with minor silt and clay layers. The Olympia gravel is described as consisting of stratified, fluvial sand and gravel. The undivided till is generally described as a non -sorted mixture of clay, silt, pebbles, cobbles, and boulders all in variable amounts. Our explorations within the site generally encountered surficial topsoil and/or undocumented fill underlain by medium dense to dense, fine to coarse sand with varying amounts of gravel, silt, and roots, which we interpreted as native recessional outwash deposits at depth. Explorations: The subsurface conditions within the site were explored on February 15, 2024, with one hand auger and five trackhoe excavated test pits extending to depths in the range of 5.0 to 10.0 feet below the existing ground surface. One of the test pits was utilized for infiltration testing. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The logs of our explorations are attached to this report and are presented as Figures 4 and 5. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the exploration logs should be reviewed. At the surface of all of our explorations, we generally encountered 0.5- to 1.5-feet of surficial topsoil/undocumented fill. Underlying the surficial topsoil, we encountered orange -brown, fine to medium sand with silt, roots, and iron -oxide weathering, which we interpreted as weathered recessional outwash deposits. Underlying the weathered recessional outwash, we encountered gray, fine to coarse sand with varying amounts of gravel and roots, which we interpreted as unweathered recessional outwash deposits. All of our explorations were completed within the unweathered recessional outwash deposits at depths in the range of 5.0- to 10.0-feet below the existing ground surface. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington Hydrogeologic Conditions NGA File No. 1497924 March 1, 2024 Page 4 We did not encounter groundwater within our explorations. If groundwater is encountered during construction, we would interpret this water as perched water. Perched water occurs when surface water infiltrates. Perched water does not represent a regional groundwater "table" within the upper less pervious soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2018 International Building Code (IBC) for seismic site classification for this project. Since competent glacial soils are inferred to underlie the site at depth, the site conditions best fit the IBC description for Site Class D. Table 1 below provides seismic design parameters for the site that are in conformance with the 2018 IBC, which specifies a design earthquake having a two percent probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. Table 1— 2018 IBC Seismic Design Parameters Site Class Spectral Acceleration Spectral Acceleration Site Coefficients Design Spectral at 0.2 sec. (g) at 1.0 sec. (g) Response S, S1 Parameters Fa Fv Sps Sol D 1.295 0.457 1.000 Null 0.863 Null The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. It is our opinion that the medium dense or better glacial deposits interpreted to underlie the site have a low potential for liquefaction or amplification of ground motion. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington Erosion Hazard NGA File No. 1497924 March 1, 2024 Page 5 The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area, Washington, by the Natural Resources Conservation Service (NRCS), classifies the development portions of the site as Alderwood-Urban land complex, 2 to 8 percent slopes. The erosion hazard for these soils is listed as moderate. Based on our observations and the material encountered, we would interpret this site as having a low to moderate erosion hazard where the surficial soils are exposed. It is our opinion that the erosion hazard for site soils should be low in areas where the site is not disturbed. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the planned development within the site is generally feasible from a geotechnical standpoint. Our explorations indicated that the site was generally underlain by competent native glacial till soils below a surficial layer of topsoil and undocumented fill. The glacial till soils encountered at depth should provide adequate support for foundation, slab, and pavement loads. We recommend that the new residence structures be founded on medium dense or better native bearing recessional outwash soils for bearing capacity and settlement considerations. These soils should generally be encountered approximately 0.5- to 1.5-feet below the existing ground surface based on our explorations. However, deeper areas of loose soil and/or undocumented fill could also exist within unexplored areas of the site. If undocumented fill is encountered in unexplored areas of the site, it should be removed and replaced with structural fill for foundation and pavement support. We recommend that NGA be retained to review proposed grading plans once they are developed and allowed to provide alternative foundation support recommendations as needed. We performed on -site infiltration testing based on the 2019 Department of Ecology Stormwater Manual for Western Washington. The onsite testing consisted of performing one small-scale PIT within Infiltration Test Pit One. Test procedures and results are detailed in the next sections. However, based on our observations, results of the onsite testing, and the sandy nature of the native recessional outwash deposits that underlie the site, it is our opinion that the on -site native soils encountered at depth are conducive for traditional stormwater infiltration systems. More detailed information on our infiltration tests and drainage recommendations can be found in the Stormwater Infiltration and Site Drainage subsections of this report. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington NGA File No. 1497924 March 1, 2024 Page 6 The soils encountered on this site are considered moisture -sensitive and will disturb easily when wet. To lessen the potential impacts of construction on the slopes and to reduce cost overruns and delays, we recommend that construction take place during the drier summer months. If construction takes place during the rainy months, additional expenses and delays should be expected. Additional expenses could include the need for placing erosion control and temporary drainage measures to protect the slopes, the need for placing a blanket of rock spalls on exposed subgrades, and construction traffic areas prior to placing structural fill, and the need for importing all-weather material for structural fill. Erosion Control and Slope Protection Measures The erosion hazard for the on -site soils is considered to be moderate to severe but the actual hazard will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site or flowing over the slopes. Stockpiles should be covered with plastic sheeting during wet weather and stockpiled material should be placed near site slopes. Disturbed areas should be planted as soon as practical, and the vegetation should be maintained until it is established. The erosion potential for areas not stripped of vegetation should be low. Site Preparation and Grading After erosion control measures are implemented, site preparation should consist of stripping any loose soils and undocumented fill to expose medium dense or better native soil in foundation, slab -on -grade, and pavement areas. The stripped materials should be removed from the site or stockpiled for later use as landscaping fill. Based on our observations, we anticipate stripping depths of 0.5- to 1.5-feet within the proposed development areas. However, additional stripping may be required if areas of deeper undocumented fill and/or loose soil are encountered in unexplored areas of the site. If the ground surface, after site stripping, should appear to be loose, it should be compacted to a non - yielding condition. Areas observed to pump or weave during compaction should be over -excavated and replaced with properly compacted structural fill or rock spalls. If loose soils are encountered in any slab areas, the loose soils should be removed and replaced with rock spalls or granular structural fill. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi -dry condition. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1497924 Bockretsion Residential Development March 1, 2024 Edmonds, Washington Page 7 This site is underlain by moisture -sensitive soils. Due to these conditions, special site stripping and grading techniques might be necessary, especially if grading is attempted in wet weather. These could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading and promptly covering exposed subgrades with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted as this could cause further subgrade disturbance. In wet conditions, it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around prepared subgrade. Shallow groundwater, if encountered, should be intercepted with cut-off drains and routed around the planned grading area, or the groundwater should be controlled with sump -pumps or dewatering systems. Failure to follow these recommendations could cause erosion and failures on the slopes, as well as result in inadequate subgrades. The site soils are considered to be moisture -sensitive and will disturb easily when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. NGA should be retained to evaluate the suitability of all on -site and imported structural fill material during construction. Temporary and Permanent Slopes Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations at all times as indicated in OSHA guidelines for cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1497924 Bockretsion Residential Development March 1, 2024 Edmonds, Washington Page 8 For planning purposes, we recommend that temporary cuts in the upper undocumented fill soils be no steeper than 2 Horizontal to 1 Vertical (2H:1V). Temporary cuts in the competent native recessional outwash soils encountered at depth should be no steeper than 1.5H:1V. If temporary cut excavations are not able to achieve the recommended inclinations, we recommend that the cuts be temporarily shored. If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. Permanent cut and fill slopes should be no steeper than 2H:1V. However, flatter inclinations may be required in areas where loose soils are encountered. Permanent slopes should be vegetated, and the vegetative cover maintained until established. Foundations Conventional shallow spread foundations should be placed on undisturbed medium dense or better native glacial till soils. Medium dense to dense soils should be encountered roughly 0.5- to 1.5-feet below the ground surface based on our explorations within the development area; however, deeper loose soils may be encountered in unexplored areas of the site. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over -excavated to expose suitable bearing soil. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the 2018 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington NGA File No. 1497924 March 1, 2024 Page 9 For foundations constructed as outlined above, we recommend an allowable design bearing pressure of no more than 2,000 pounds per square foot (psf) be used for the design of footings founded on the medium dense or better native glacial soils or structural fill extending to the competent native material. The foundation bearing soil should be evaluated by a representative of NGA. We should be consulted if higher bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1-inch total and %-inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington NGA File No. 1497924 March 1, 2024 Page 10 Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather fill should contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). Some of the on -site soils may be suitable for use as structural fill, but this will depend on moisture content at the time of construction. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over - excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction and should be tested. Slab -on -Grade Slabs -on -grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least six inches of free -draining gravel with less than three percent by weight of the material passing Sieve #200 for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch-thick moist sand layer may be used to cover the vapor barrier. This sand layer may be used to protect the vapor barrier membrane and to aid in curing the concrete. Pavements Pavement subgrade preparation and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The pavement subgrade should be proof -rolled with a heavy, rubber -tired piece of equipment, to identify soft or yielding areas that require repair. The pavement section should be underlain by a minimum of six inches of clean granular pit run. We should be retained to observe the proof -rolling and recommend repairs prior to placement of the asphalt or hard surfaces. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington NGA File No. 1497924 March 1, 2024 Page 11 Utilities We recommend that underground utilities be bedded with a minimum six inches of pea gravel prior to backfilling the trench with on -site or imported material. Trenches within settlement sensitive areas should be compacted to 95 percent of the modified proctor as described in the Structural Fill subsection of this report. Trenches located in non-structural areas should be compacted to a minimum 90 percent of the maximum dry density. Trench backfill compaction should be tested. Site Drainage Infiltration Testing General: The 2019 WSDOE Stormwater Management Manual for Western Washington was utilized to determine the long-term design infiltration rate of the site soils. According to this manual, on -site infiltration testing consisting of the Small -Scale Pilot Infiltration Test (PIT) was used to determine the long-term design infiltration rates. The infiltration pit measured approximately 4.0-feet long by 3.0-feet wide by 3.5-feet deep. Infiltration Test Pit 1 was filled up to a level 12 inches and this level was maintained for the soaking period for approximately 6 hours. After the 6-hour soaking period was completed, the water level was maintained at approximately 12-inches while the water flow rate into the hole was monitored using Great Plains Industries (GPI) TM 050 water flow meter. The flow rate for infiltration test pit one stabilized at 3.98 gallons per minute (approximately 238.8 gallons per hour) resulting in an infiltration rate of 31.9 inches per hour. The water was shut off after the steady-state period and the water level within the pit was monitored every 15 minutes for one hour. After thirty minutes, the water level in infiltration test pit one had dropped 12 inches. This resulted in an infiltration rate of 24 inches per hour. Based on the results of our onsite infiltration testing, it is our opinion that the granular recessional outwash soils encountered within the site are conducive for traditional stormwater infiltration. We have selected an overall measured field rate of 24 inches per hour obtained from the falling head portion of the test within Infiltration Pit 1 be utilized in determining the long-term design infiltration rate for the infiltration systems within the site. We referenced the 2019 WSDOE Stormwater Management Manual for Western Washington that applies correction factors to the field measured infiltration rate to generate a long-term design infiltration rate. Correction factors of 0.50, 0.65, and 0.80 were utilized in this equation for Ftesting, Fgeometry, Fplugging, respectively. Using these correction factors, we calculated a long-term design infiltration rate of 6.14 inches per hour to be utilized to design on -site infiltration systems, provided that the base of the system terminates within the native clean recessional outwash soils encountered at depth. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington NGA File No. 1497924 March 1, 2024 Page 12 NGA should be retained to evaluate the soils exposed in the infiltration system excavations at the time of construction. This is imperative to ensure that soils exposed in the system can provide the design infiltration rate. The stormwater manual recommends a five-foot separation between the base of an infiltration system and any underlying bedrock, impermeable horizon, or groundwater. We did not encounter any groundwater to the depths explored throughout the site and as such, we do not anticipate groundwater to adversely impact the infiltration system if the base of the infiltration system is founded in the native recessional outwash deposits. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out of the excavation and routed into a suitable outlet. We recommend that the residence down spouts and footing drains be tightlined to an appropriate discharge location. We recommend the use of footing drains around structures. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum 4-inch- diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped in a filter fabric. We recommend that the free -draining material consist of an 18-inch-wide zone of clean (less than three -percent fines), granular material placed along the back of walls. Washed rock is an acceptable drain material, or drainage composite may be used instead. The free -draining material should extend up the wall to one foot below the finished surface. The top foot of soil should consist of low permeability soil placed over plastic sheeting or building paper to minimize the migration of surface water or silt into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. CONSTRUCTION MONITORING We recommend that we be retained to provide construction monitoring services to evaluate conditions encountered in the field with respect to anticipated conditions, to provide recommendations for design changes should the conditions differ from anticipated, and to evaluate whether construction activities comply with contract plans and specifications. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Bockretsion Residential Development Edmonds, Washington USE OF THIS REPORT NGA File No. 1497924 March 1, 2024 Page 13 NGA has prepared this report for Daniel Bockretsion and associated agents, for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that we be retained to review the project plans after they have been developed to determine that recommendations in the report were incorporated into project plans. We recommend that NGA be retained to review final plans prior to construction. We also recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. ... NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1497924 Bockretsion Residential Development March 1, 2024 Edmonds, Washington Page 14 It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. -:)p,� uv�- Daniel J. O'Dell Project Geologist 3.01.2024 Khaled M. Shawish, PE Principal DJO:FKS:KMS:dy Five Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. VICINITY MAP Not to Scale overlook ParK Southwest County Park a PERRINVILLE Project Site a, a t Sa f CID Puget �`� s2a Lyn o o d 0 N C Edmonds College W THE BOWL OF EDMONDS U QN •• Edmonds Main St SEATTLE HEIGHTS 2�6t o 0 r~ 0 U CD N 212th St SW N Q Edmonds City Park ' °� WinCo Foods Z N 104 N 22uth St SW = - v N } o ou N Voodway 99 Ranch Market ' CZ U c Edmonds, WA Project Number Alh..IIELSOti GEOTECHIIICAL No. Date Revision By CK Bockretsion Residential ' 1497924 Redevelopment ASSOCIATES, Inc 1 2/26/24 Original ABT ono OX (-1 Figure 1 J Vicinity Map Af°vllle—°e Wenatcheeuse °f°e 17311-135th Ave. NE, A-500 105 PaloSt. Wood-ille, WA 98072 Wenatchee, WA 98801 Q y www.nelsongeotech.com (425) 486-1669 / Fax. 481-2510 (509) 665-7696 / Fax 665-7692 U U Site Plan HA-1 TP-4 I I ' 1 i LEGEND — • — Property line INF-1 —�— Number and approximate I location of infiltration test pit TP-1 —�— Number and approximate location of test pit HA-1 —�— Number and approximate location of hand auger 0 15 30 Approximate Scale: 1 inch = 15 feet Reference: Site Plan based on field measurements, observations, and aerial parcel map review Project Number Bockretsion Residential h. nELson GEOTECHIIICOL No. Date Revision By I cK 1497924 Redevelopment ASSOCIATES, inc 1 2/26/24 Original ABT ono Site Plan WoodMAI� MC. Wanatchee ice Figure 2 17311-1351h Ave. NE, A-500 105 Palause St. Wcotllnville,WA 98072 Wenatchee, WA 98801 www.nelsangeolech.ca1 (425) 486-1669 / Fax: 481-2510 (509) 665-7696 / Fax 665-7692 UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO. 4 SIEVE WITH FINES SC CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY NO. 200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist - Damp, but no visible water. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table visual appearance of soils, and/or test data. Project Number nELSOn GEOTEnninl_ No. Date Revision By cK Bockretsion Residential � 2/26/24 Original ABT ono 1497924 Redevelopment OSSOCIATES, inc, Figure 3 Soil Classification Chart ui ""135thA°e°""e Wa"a`°hee.S"e 17311-1351h Ave. NE, A-500 105 Palouse St. Woodinville, WA 98072 Wenatchee, WA 98801 www.nelsongeoiech.com (425) 486-1669 / Fax: 481-2510 (509) 665-7696 / Fax: 665-7692 LOG OF EXPLORATION DEPTH (FEET) USCS SOIL DESCRIPTION INFILTRATION TEST PIT ONE 0.0 - 1.5 TOPSOIL / FILL 1.5 - 2.0 SP-SM ORANGE -BROWN, FINE TO MEDIUM SAND WITH SILT, ROOTS, AND IRON -OXIDE WEATHERING (MEDIUM DENSE, MOIST) 2.0 - 3.5 SP GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND TRACE ROOTS (MEDIUM DENSE TO DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED INFILTRATION TEST PIT WAS COMPLETED AT 3.5 FEET ON 2/15/24 0.0 - 1.5 TOPSOIL / FILL 1.5 - 2.0 SP-SM ORANGE -BROWN, FINE TO MEDIUM SAND WITH SILT, ROOTS, AND IRON -OXIDE WEATHERING (MEDIUM DENSE, MOIST) 2.0 - 6.0 SP GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND TRACE ROOTS (MEDIUM DENSE TO DENSE, MOIST) 6.0 - 10.0 GRAY, FINE TO COARSE SAND WITH GRAVEL (MEDIUM DENSE TO DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 10.0 FEET ON 2/15/24 TEST PIT TWO 111<1m 11101;Y0111WAy11111 1.5 - 2.0 SP-SM ORANGE -BROWN, FINE TO MEDIUM SAND WITH SILT, ROOTS, AND IRON -OXIDE WEATHERING (MEDIUM DENSE, MOIST) 2.0 - 6.0 SP GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND TRACE ROOTS (MEDIUM DENSE TO DENSE, MOIST) SAMPLE WAS COLLECTED AT 6.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 2/15/24 TEST PIT THREE 0.0 - 0.5 TOPSOIL / FILL 0.5 - 1.5 SP-SM ORANGE -BROWN, FINE TO MEDIUM SAND WITH SILT, ROOTS, AND IRON -OXIDE WEATHERING (MEDIUM DENSE, MOIST) 1.5 - 6.0 SP GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND TRACE ROOTS (MEDIUM DENSE TO DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 2/15/24 ABT:DJO NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1497924 FIGURE 4 LOG OF EXPLORATION DEPTH (FEET) USCS SOIL DESCRIPTION TEST PIT FOUR 0.0 - 1.0 TOPSOIL / FILL 1.0 - 2.5 SP-SM ORANGE -BROWN, FINE TO MEDIUM SAND WITH SILT, ROOTS, AND IRON -OXIDE WEATHERING (MEDIUM DENSE, MOIST) 2.5 - 6.0 SP GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND TRACE ROOTS (MEDIUM DENSE TO DENSE, MOIST) SAMPLE WAS COLLECTED AT 3.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 2/15/24 HAND AUGER ONE 0.0 - 1.5 TOPSOIL / FILL 1.5 - 3.5 SP-SM ORANGE -BROWN, FINE TO MEDIUM SAND WITH SILT, ROOTS, AND IRON -OXIDE WEATHERING (MEDIUM DENSE, MOIST) 3.5 - 5.0 SP GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND TRACE ROOTS (MEDIUM DENSE TO DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERD HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 5.0 FEET ON 2/15/24 ABT:DJO NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1497924 FIGURE 5 APPENDIX F SNOHOMISH COUNTY GIS MAP 40- Sn D SS County a tyP(Portal 9 evelopment Services 1520 10t h P L N Edmonds, WA 9 8 0ZQ24 66.9 0 33.43 66.9 Feet All maps, data, and information set forth herein ("Da a"), are for illustrative purposes only and are not to be considered an official citation to, o representation of, the Snohomish County Code. Amendments and updates to the Data, together with other applicable County Code provision, may apply which are not depicted herein. Snohomish County makes no representation or wananty concerning the content accuracy, currenry, ompletaness 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 Projection: NAD 1983_StatePlane_Washington_North_FIPS_4601_Feet harmless from and a gain. any damages,loss, claim or liability a,isingoutof any error, defect or omission contained within aid Data. Planning and Development Services, Snohomish County =hiinegton State law, Ch. -56nRCW,p ehlblts a and local agen es from providing access to lists of indivduals intended for use for g p •y on, rcial purposes and, thus, ocmm cial us may be made of any Data comprising lists of individuals contained herein. I f- r- f Legend ❑ Critical Area Site Plans SW quad NW quad NE quad SE quad Snohomish County Tax Parcels p Airports o_'> Fire Stations I:I Hospitals o Police Stations ® Schools B Bus Stops Community Transit Park and Rid( © Ferry Terminals Buildings - Ferry Routes i. Stillaguamish Indian Reservation Boundary UJ Tulalip Indian Reservation Boundary ff] County Region RELIEF_HILLSHADE 1: 401 Notes 1520 10th PL N Edmonds, WA 98020