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645 9TH AVE N.PDFIIIIIIIIIIII 9821 645 9TH AVE N 'z3"IREET FILE MEMORANDUM Date: October 16, 2015 To: Jennifer Lambert City of Edmonds From: Andrew Reaves, P.E. Principal Subject: Wiskerchen Residence As -Built Utility Plan Dear Jennifer; Attached'please find the second submittal as -built plans for the Wiskerchen Residence, located at 645 9th Avenue N. I have responded to all comments in your October 9, 2015 corrective Notice. I have also re -ran calculations for the as -built storm drainage infiltration trenches with the additional offsite driveway area accounted for, using the required PS 36 East precipitation time series All other corredions to the model as requested by Jerry Shuster have been made. All trenches infiltrated all flows 100% with the design infiltration rate provided by the project geotechnical engineer. See calculations for the trenches in appendix A. Julian Liu, the project geotechnical engineer, has provided an as -built memorandum per your request, it is attached in Appendix B. COMP WITH APPLICABLE =RMWATER. CODE �Yate. (-�ld 71W5 meeets-f" s-to SDA 1724 W. Marine View Drive; Suite 140 P: 425.486.6533 Everett, WA 98201 F: 425.486.6593 Jennifer Lambeil October 16, 2015 Wiskerchen Residence As -Built Utility Plan Page 2 Appendix A - As -built infiltration calculations 1724 W. Marine View Drive; Suite 140 P: 425.486.6533 SDA Everett, WA 98201 F: 425.486.6593 Jennifer Larnberi October,16, 20'15 WisKerchen Residence As -Built Utility Plan Page 3 R r& Eda Wi� Help ----------- R�oid Move Elemero i� x9l Lwd .! L I' __j A 94 MffQatQ1 r2n,= �_ 6#5.� L f4figated Subbasin Name B f r90iFI@'P0C-1 stuface Idedl.. Flows To: Gi;;;i*fi �Be&l Gi;;WT,��Badl Area in Basin Available Pervious Avaidable Impervious PeiviumTolal [ = Actes hpwvious Toial F1 Amer BasinTotal [0L:1 Actu jaan'=� I DeseW Zero I RAlano Av IF GO I This is the basin to the infiltration trench, i the additional driveway area added, total area to trench is 0.15 ac, which includes all the offsite driveway areas and roof area. . 1724 W. Marine View Drive; Suite 140 P: 425.486.6533 SDA Everett, WA 98201 F: 425.486.6593 Jennifer Lambert October 16. 2015 Wiskerchen Residence As -Built Utility Plan Page 4 ai�M'ANGI Atc Eda Vim loom Help DG9&1 Sty :ARk. chern.tic @ IS'- Gwml 1,en,I 10 1 l`JI't;g'tttJ Facility Name F�� IT�- hL6j C1 Outlet I Outlet 2 Outlet 3 jWr P,ad.,d .. d Downstream Connection Facility Type I— precipitation Applied to Facilly OuickTrench -op Facility Bottom Elevation (Ift) 10 Runscanwo '171 FMOMTQ UNION Facility Dimensions I Trench Length Outlet Structura Trench Bottom Width 4� Riser Height (h) R5 Riser Diameteifin) r Effective Total Depth 4,15 Rise, Type FFW Bottom dope ol Trench 01= Left Side Slope 0 Notch Type Rightsideslope Material Layers for Layer 1 Thickness (ft) 4.5 Orifice Diameterl-leight OMax Layer 1 poinify (135 Number (in) (Ft) [GIs) Layer2TIricknestIft) 0 .1 0 Layer 2 porosity 0 2 fo— fo 0 Layer 3 Thickness(ft) 0 3 Layer 3 porosity 0 '.. Trench Volume at Riser Head (acm4tj .308 Infiltration -Movalilements, Pond Increment Measured Infiltration Rate fin/ho) F4 LrdLku�tion �educticn Factor ShowPondTable FdpiTable Use Wetted Surface Area (sidewallt) --J SaL. jI J T otal Volume I nfilliateclacre4l) 57.291 Total Volume Through Facility(ame4t) 57.291 _j T.WVoLrmeThioughRi,er(hj 0 ImcenlInfitated ion This is the WWHM3 model after it has routed all rainfall events thru the trench, as is shown in the bottom right hand corner, the events infiltrated 100%, using Julians 4 in/hr design infiltration rate. This is utilizing the Dot time series per city of Edmonds code- supplement in chapter 5.7 (Puget sound 36 precipitation) r, 1724 W. Marine View Nive; Suite 140 P: 425.486.6533 SDA Everett, WA 98201 F: 425.486.6593 Jennifer Lambert October 16, 2015 Wiskerchen Residence As -Built Utility Plan Page 5 Appendix '13" - Geotechnical Letter of Site Stability SDA 1724 W. Marine View Drive; Suite 140 P: 425�.486.6533 Everett, WA 98201 F: 425.486.6593 LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science October 15, 2015 Mr. John Wiskerchen 16531 Broadway Avenue Snohomish, WA 98296 Dear Mr. Wiskerchen: Subject: Certification of Onsite Stormwater Disposal System Wiskerchen Residence 645 — 9th Avenue North Edmonds, Washington L&A Job No. 12-069 Prior to its development the Subject property had remained vacant for many years, and the property and the rockery lining its west side had remained stable for all those years. The total amount of stormwater failing on the property in its pre -developed condition was basically the same as it is under the current developed condition, except that stormwater now is collected and reintroduced into the ground through infiltration trenches and drywell. In order for the groundwater flow pattern under the current condition of the property to simulate the pattern of the pre -developed condition, we recommended that the infiltration facilities be spread out over the property to minimize potential concentrated groundwater flow and, therefore, minimizing potential of groundwater seepage. I The stormwater infiltration system was completed in April 2014, and it has undergone one full winter cycle. Since then, there has had no signs of erosion or soil movement or groundwater seepage within the property, and the rockery and slope below it have 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 /I October 15, 2015 Wiskerchen Residence L&A Job No. 12-069 Page 2 remained stable. Based on the above, it is our conclusion that the as -built onsite stormwater disposal system has performed and functioned as designed. Please feel free to contact us if you have questions. , t P—'TG—.q - " it. Yours very truly, LIU - SSOC J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. S -2k E TP 0 inca, f. Cert ttl Ccui)ancyl 4 Pl his c rtific�' sue d in ac coida fic- 'ith the requirements of Section 111 of,.the,09 International Building Code, e is is .,e,,w I.Y lIg L at at t V bbU4U%;U - b.a lIg V� III iy I Ub VIMU Wilb ll-UU p lance t t; e a p cable provisions ol p the codes4and,ordinaficeg of th&"c'.I*q&gpl ti Ly-.construetion and use of '�64diriis� h b --Dciscrig)tic)h�:�'6,4:�,-r�Siiicile Family Resideng6�m6v� Site Address: 645 9TH AVE N, EDMONDS PeIrmit No: BLD20130595 Construction Type: VB Parcel -No: 00756500001000 Owner: JOHN & PAULA-TROST/WISKERCHEN Occupancy Qroup: R-3/U 4-, 645 9TH AVE�NUE NORTH r EDMONDS, WA 98020 11/12/2015 �'( j uildihg�Q B fficial Date 1,4sued POSTIR A CONSPICUOUS, PLACE" EX. 10' CITY OF EDMONDS THE NW 1/4 OF SECTION 24, TOWNSHIP 27 NORTH, RANGE 09 EAST, W.M. UTILITY EASEMENT/PER PLAT// A.F.N.,87060950 63) EX. S PRqP6SED S 41NE MAX,/BE P RESP0k§IBIUTy/,'bF APP ED 6� 5.00 PARCEL NUMBER LOT AREA LOT SLOPE LUG EX. 15' INGRESS, I TO VERIFY &,/CORRECT, EGRESS & UTILITY - 0 00756500001000 12,198 SF 21 % (AVG.) 9 31 N/'89*3SO5" E EASEMENT (A.F.N. 84b4260226) PROPOSED/ N-89'53'55" E 'IL 'a& z FOOTING bRAIN 21.00' Applicant shall repair/replace all damage to J-;;'F4 IR Q1 -4 1 :- -0 — — — — — — utilities or frontage improvements in City 4 .. ......................... C� right-of-way per City standards that is caused r�m oam G IF Al / -&iC/P/E- E or occurs during the permitted project. Pr"-1 Tn!E�/.s rV CUNCHE DRIVE cuuwau-r "__QtW K CONSTRUCTION SEQUENCE NOTES: K Ti — — 1. ;; a .< PROPOSED 3 L; CATQH1 N 56*16'55" E 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING S v -RIM:'127.25:, 8.96' DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE �'['E- 124.25' >1 IS REQUIRED. (INS OCX-Vetb- ITO '.-AMMLIM DrwEWAY SLOK 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROLNOTES. TY LOCATES. 3. CALL FOR UTILI PROPOSED ALLWED 14% 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE Cf) VW�1'1) PATIP C\1 C PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATIONOUTSIDE DRK,N GRAV�L THE CONSTRUCTION ZONE. > TRENCH WITH w I - 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS 1< < PERF PIPE 7 co a- 0 CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND I 11_� w, 0 C) I Ln I U C� 0 M 1v EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED E z0. (TY'P PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND R�R DETAIL,' C' T_ C C\1 SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE SEE SH.EETILq3.1 7-- M M MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 6. DEMOLISH EXISTING STRUCTURES 10) 5' E 11 LOWER FINIShl) FLO& EL. 118.' �0 1P 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 0) CD 10 0 U') MAN FINISHIHED FLOOR 128' k; 0 -(\I 8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS D '00 2 GARAGE FL R EL. 27.83' NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY C 10 'CO ti OD —1 AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE BIR PROPOSED CLEANOUT STABILIZED PER EROSION CONTROL NOTES BELOW) U 2: 2 C.4 (TYP)I 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. > 13. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO PARiIALLY� 'OV > ER / D REVEGETATION OF ENTIRE SITE. PA�01 14. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL 2 1 / 3; TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON CN DIAM.�,p YWELL FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. RACTO /FOR PAT19 R�NOFF CONT R TO FIELD VERIFY LOCATION AND SIZE C I PER DETAI T <" 9> AtL_ New wriu-nez, 5wvLx. ee SEE/SHE " t3.1 - - - - - - - - - - OF EXISTING WATEL!ERVICE . .......... - - - - - - - - - - 1z 11 1 1 7_:��_W_w_ - DRAINAGE CONSTRUCTION NOTES: x - I ;��' ___ _w W_ w w w z z w ELEVATIONS SHOWN ON THIS PLAN ARE NOT AS -BUILT. FIELD z 51 'L.4.5'Wx4.5' DP N E 105.18' (D VERIFICATION OF DESIGN IS REQUIRED. > EX. 5' WATER z 6" PVC STORM TIGHTLINE INFILTRATION TRENCH 0 EX. 10' UTILITY — EASEMENT 2 Z. BOT EL. 123.50 APP VED BY ENGINEERIC ROOF DRAIN CONNECTION SHALL HAVE POSITIVE GRADE ON 0 TO INFILTRATION TRENCH (TY1 EASEMENT PER DETAIL (A.F.N. 2044321) ELEVATION SET SO SURCHARGE FROM DETE+iT494 SYSTEM IS NOT A . 1� )-r1"_STAL-L_ a0CV_ PPrO AS N (A.F.N. 8010200315) SEE SHEET C3.1 POSSIBLE. THIS WILL BE FIELD VERIFIED. -3r-1LTn-PrtI1CW LLJ C1,31W-7 0 PrZercur T-kE SLwc- iF r7taiF sys-rom 06S1�7LVA-rioA.1 wEv_ Tb )SC z 51+VVLO PM IDOL 5T;,1N0AV42S- w SEWER CONSTRUCTION NOTES: Date: 11-1-7 0113. z THE CONNECTION TO THE EXISTING SEWER LINE SHAL i L BE MADE A MINIMUM OF 3' NORTH OF THE CLEANOUT -f5-r01zM SYSTtm 19 eS 16 W eD cl) (D AT THE PROPERTY LINE. (5CC- W&-e T C_Z 0 LU CL 5 'R E S U 0934 LLJ 6 THE PIPE MATERIAL SHALL BE 4" DIA. PVC. :SiPe 5e7Q0Z- FaOM TI�W rV THIr OXF_ L)F &09WM03T1Pa0(;0Vry GW& STREET FILE a THE CLEANOUT AT THE PROPERTY LINE SHALL HAVE A 12" CAST IRON LAMPHOLE COVER WITH J" HEX BOLTS. SEP 16 2013 N z A CLEANOUT SHALL BE PROVIDED WITHIN 2' OF THE HOUSE. LEGEND: BUILDING DEPARTMENT 0 CITY OF EDMONDS I= -rhlc serve)f_ LA-rer-At- OF WATER & SEWER w PROPOSED WATER PIPE w TATER CONSTRUCTION NOTES: INSPECTHM REO'D. _ss— PROPOSED SEWER PIPE co 1" METER TO BE INSTALLED —G— PROPOSED GAS LINE CALL 425-771 -11)2201EXT. 1326, 0 20 WATER SERVICE LINE TO BE 11" MINIMUM DIA. - - - - - - - PROPOSED PERF. PIPE 1 "=20' 1!!&i2T6iil Od 2 Wbi kkg Days A You Dig PROPOSED UNPERF. PIPE A TRACER WIRE MUST BE PROVIDED WITH THE SERVICE LINE IF PIPING IS NON-FERROUS. Scale 1-800-424-55W C1.0 n' umm un*rwouw Lmeftn owft z 7i (IL R:\Proiects\322 (John Wiskerchen Residence)\001-13\Dwq\sheets\MP\WR—drOl.dwq 1107 I Top 10.0' �EX. JL'�' CITY O� EDN�ONIDS THE NW 1/4 OF SECTION 24, TOWNSHIP 27 __UXIT\� EA5EMENT,PER PLAT/ "'__4A.F.N S106095063) / " —_ EX. 15' INGRESS, r rD F C C �P, i � T1 I I T',/ X Ogg BOT 11.0'/ r ................ 7 _j TOP 114.0 17 50T 11/2. 0' F ROC"X_ CON'STRUCT16N ENITRANCE om Ij 57A� U'Aafll' C14 00 T6P 114, 10 12 419 8 t'F :0) 1 _BqT 112!0 Q., FINIShl) FL06R EL. 118.175' LOWER MAIN FINISHED FLOOR 128' GARAGE F6OOR EL. J27.83' TIBI F C_'7 C3, L N cli — — — — — — — — — -- w j IMPERVIOUS SURFACE CALCULATIONS KIM QH11 n1k1r_1 W)OP 0"T1 IKIP hKirl Hnimr, rA n0b AAqQ qr EASEMENT (A.F.N P-404260226) CONCRE-IR-9 DRIVE TOP 132.0' BOT 130.0' TOP _1 32.0' EIOT 130-.0' IV- \N_ ",,I- W-W 4ORTH, RANGE 09 EAST, W.M. PARCEL NUMBER 00756500001000 > < m Z M FTI 51) NEW COVERED PORCH: (INCLUDED IN NUMBER ABOVE) LEGEND: NEW DRIVEWAY: 1581 SF - - - - - CLEARING & GRADING LIMITS NEW PATIOS ON GRADE (OUTSIDE OF AREAS ABOVE): 241 SF SILT FENCE (SEE CITY OF EDMONDS DETAIL E1.11, sheet C3.11) NEW DECKS (OUTSIDE OF AREAS ABOVE): PuWwms 178 SF TOTAL IMPERVIOUS SURFACES: Cotjsmg�� 505 SF 52S I SIP El CATCH BASIN INSERT (FILTER SOCKS WILL BE PROVIDED AS NEEDED DOWNSTREAM) OFF 51—to— imeepvto'hs LOT COVERAGE CALCULATION 30q sr — ------- 10' CONTOUR (EXISTING) _767A-L. TOTAL SITE AREA: 12,198 SF - - - xyx --- 2' CONTOUR (EXISTING) AREA OF STRUCTURE: 3878 SF _XXX 10' PROPOSED CONTOUR TOTAL COVERAGE BY STRUCTURE: 32% 2' PROPOSED CONTOUR INFILTRATION CALCULATION TOTAL IMPERVIOUS SURFACES: .13 ACRES NATIVE SOIL DESIGN INFILTRATION RATE: 4- / HOUR SITE STORMWATER INFILTRATED = 100% -------------------------------------------- 1 "=20' BMP INFILTRATION TRENCH SIZE: 511 X 45W X 451) BMP INFILTRATION DRYWELL SIZE: 2' DIAMETER N 20 Scale GENERAL NOTES LOT AREA 12,198 SF LOT SLOPE 21 % (AVG.) z 0 1 . MARK CLEARING LIMITS - PRIOR TO DISTURBANCE MARK SETBACKS AND BUFFERS PER SITE PLAN, CLEARING LIMITS ARE TO BE CONFINED TO THE APPROXIMATE AREA OF THE EXISTING RESIDENCE AND ADJACENT AREA PER SITE PLAN. 2. ESTABLISH CONSTRUCTION ACCESS - EXISTING CONCRETE DRIVE AT INGRESS EASEMENT TO BE USED AS CONSTRUCTION ACCESS - MAINTAIN AS NEEDED TO PREVENT EROSION. 3. CONTROL FLOW RATES - SEE NOTES ON SEDIMENT CONTROLS (#4). 4. INSTALL SEDIMENT CONTROLS - SEE NOTES, SITE PLAN, AND DETAIL 2/A1.1 FOR METHOD AND LOCATION. 5. STABILIZE SOILS - SEE SITE PLAN FOR MATERIAL STOCK PILE NOTES. NO UNWORKED OR EXPOSED STOCKPILE TO REMAIN FOR MORE THAN SEVEN DAYS DURING MAY 1 THROUGH SEPT. 30; OR 2 DAYS BETWEEN THE DATES OF OCT. 1 THROUGH APRIL 30. BACKFILL FOUNDATION WALLS AS SOON AS POSSIBLE AND REMOVE SURPLUS SOIL. 6. PROTECT SLOPES - COVER EXPOSED DISTURBED SLOPES UNTIL VEGETATION IS RE-ESTABLISHED. 7. PROTECT DRAIN INLETS - N/A 8. STABILIZE CHANNELS AND OUTLETS - N/A 9. CONTROL POLLUTANTS- ALL CHEMICALS AND POLLUTANTS TO BE PROPERLY STORED AND SHALL NOT BE ALLOWED TO MIX WITH STORM WATER. 10. CONTROL DEWATERING - PROVIDE APPROXIMATELY 6" POSITIVE DRAINAGE FROM SILT FENCE BACK TOWARD PROPERTY TO ALLOW POOLING AND INFILTRATION PRIOR TO RUN OFF ONTO NEIGHBORING PROPERTY. INSTALL PERMANENT INFILTRATION SYSTEM AS SOON AS POSSIBLE. 11. MAINTAIN BMPS 12. MANAGE THE PROJECT CONSTRUCTION NOTES: 0 ELEVATIONS SHOWN ON THIS PLAN ARE NOT AS -BUILT. FIELD VERIFICATION OF DESIGN IS REQUIRED. THE ROCKERY IS NOT TO EXCEED A HEIGHT OF 3'0". THE ROCKERY IS NOT TO IMPEDE THE PURPOSE OF THE EASEMENTS. OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSIONCONTROL AND DRAIN.A'GE ALL EXPOSED SURFACES TO RESUB" BE COVERED MTi HIN 2 DAYS SEP 16 2013 BUILDING DEPARTMENT cITY OF EDMONDS CERTIFIED EROSION CONTROL SPECIALIST SITE DEVELOPMENT ASSOCIATES BILL HELSLEY 1724 W. MARINE VIEW DRIVE #140 EVERETT, WA. 98201 (425) 486-6533 ex. 101 bhelsley@sdaengineers.com G v E 0 0 Cn 0 WS u 60 u 2 k: 0 z z w U Z W w w Z 1- 3: 0 Z11 W" u Lu 0 z Lu z Lu cc 0 z a w z 3r- < L) d ac w C6 �e LLi Cl) 3:: CM 2 Wa n Dftv A, 1, , You Cft I 1-800-424-2M C2.0 umn unftrward L= ODWXD�MWQ Wiskerchen .d.q 1107 THE NW 114 OF SECTION 24, TOWNSHIP 27 NORTH, RANGE 09 EAST, W.M. NON -WOVEN - FILTER FABRIC (TYP.) BOTTOM/TRENCH 6- MIN. - INTO CLEAN SANDY SOILS FILTER FABRIC FILTER FABRIC MATERIAL IN SECURED TO 2" X 2" CONTINOUS ROLLS, USE STAPLES 14 GA. WIRE FABRIC OR WIRE RINGS TO ATTACH EQUAL FABRIC TO WIRE. 2" X 2" WOOD OR C:) M EQUIVALENT cu �D -IVWOIRE MESH SUPPORT FENCE T SUPPORT FILTER FABRICJ CU �u IE1 115115 OD 1=4 I I IE1 I I Ia I I ZD— �ju DI; mr =151 161fti — — — — - TI—CIURY BOTTOM OF FILTER MATERIAL 8' TO 12' 81 PLACE 3/4--1.5" WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. 6' MAX. Li 2' X 2' WOOD POSTS OR EQUIVALENT CITY EROSION OTHER INSPECTION REQUIRED ON ALL CONTROL METHODS BEFORE WORK CAN BEGIN. CON RACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY OF EDMONDS REVISIONS STANDARD DETAIL APPROVED BY DATE ALTER FABRIC FENCE FILTRATION SYSTEMS 789 DATE 7/24/01 SCALE NTS DWG NO. E1.1 > 5' F CLEAN IT' > 5' ON SOI�SFILL (1 O-± MIN)_ --711 MIN T VARIEs T I \_6"0 UNPERF. Ll PVC TIGHTLINE 6" PERE PVC PIPE CLEAN -Y4- - 1)�- WASHED EQ. GRAVEL OR CRUSHED ROCK Uj V) z SEDIMENT CONTROL/ OIL -WATER SEPARATOR CATCH BASIN (REQ'D FOR DRIVEWAY RUNOFF ONLY) -V' 66simv"atCl wr-LL -ro rse nusrhuon 4.5' M I N. INFILTRATION TRENCH DETAIL NOT TO SCALE R Out D ownSPOU1 House CatchBa3in 01ird Drain) ed flow Dwnspout 0 24 Imh (As meter DRY WELL H?le Fd1ecI PLAN VIEW 02- TWashed Dr&inRo-ck TS N NT R ool Downspott MarkCanterofHole, wilh I, Capped PVC House Overflow or Otm SplashBlock Topsail RushwithSurlace flow Fine Mesh Semen Min. 4cla. PVC Pipe CatchBasin (Yard Dra" 2! 1 h Diameter 4�trh- Skies of Hole ole Filledvilh 0/2-TWashed Unedwith Fifter Fabric DrainRock Le 19ffdfl.— I - - Mr. 11 above Seasonal DRY WELL H igh Groundwaiet Table SECTION NTS Figure 3.4 — Typical Downspout Infiltration Drywall Source: King County DEPARTMENT OF ECOLOGY February 2005 Volume I// — Hydrologic Analysis and Flow Control BMPs NON -WOVEN - FILTER FABRIC (TYP.) 3-9 6" PVC PERF. PIPE @ 0.5% SLOPE MIN. -CLEAN Y4" 1X" WASHED GRAVEL OR CRUSHED ROCK-hesuB 2013 BUILDING DEPAFOUEN" PATIO DRAIN GRAVEL TRENCH CITy Of EDMONDS NOT TO SCALE co z 0 !2 3 5. 21- 2 z N E 0 E 0 C Z .0 c A t -- 5; A M 0 g z Z W z 0 z W :s z W 0 W cc z ca z Uj CO) -j W W �e a CO) 3:: do Wiskerchen -dt01 cl�g 2vmn DWAM, 'You C3.1 GENERAL NOTES: THE NW 1/4 OF SECTION 24, TOWNSHIP 27 NORTH, RANGE 09 EAST, W.M. 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2012 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATER DETENTION SYSTEM. 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS 1INDICATED ON THESE DRAWINGS. 21 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS 22 PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. 23 ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO LINDA!MCMURPHY@EDMONDSWA.GOV. BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER. AS A MINIMUM REQUIREMENT, ALL DISTUNBLU AKLA�� ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT !OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH 27 THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (i.e. HEAVY EQUIPMENT, STOCKPILING). FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT z SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. 0 CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. 32. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 34. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 35. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 36. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 37. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 38. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 39. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. 61:1-1 16 2013 BUILDING DEPARTMENT CITY OF EDMONDS 2 S :2 E 0 0 c 0 E -0 .2 3: C t5 c u L Ix 0-. z z w m 0 z % , m w 0. E z z U) Lu I= z ca z LLJ CID 3r- U Lu cl) 3:: Cd 2 Wo ki OW 1-800-42,r-50 C3.2 UM= Um*rWouW Umolm Car&w WWrAWAWA) Wiskerchen City of Edmonds Critical Area Notice of Decision Applicant: Property Ow ner: Critical Area File #: CRA-a4v . t 9 Q 5-0 0 k4 L( Permit Number: -Z 0 13 *0 S- Site'Location: Parcel Number: 0 -7 S-6 000 0 (6to Project Descriptio n: F/2- Conditional Waiver. No critical area report is required for the project described above. I There will be no alteration of a -Critical Area or its required buffer. 2. The,proposal. is an �Ilowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. �LErosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. r-I Critical Area Report Require d. The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the.following criteria pursuant to ECDC 23.40.160: I The proposal minimizes the impact on critical areas in accordance with ECDC 23.40-.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The pro posal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted.to the critical area are mitigated in accordance with ECDC 23.40. 110, Mitigation requirements. 5. The pr ' oposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. ;3--F'avorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in' ECDC 23.40.160, Review Criteria, and. complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. F� Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced pen,nit number for specific condition(s). mlka�fv'v- Reviewer Aw'�' / a W- t - - Signature P -7 Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 PLANNING DATA SINGLE FAMILY RESIDENTIAL I=STREET Name: 0S TP, cd-�57�1�0000(000� Date: 2 4 5x� Site Address: N Plan Check#: Project Description: ST--12 (/CA--c Reduced Site Plan Provided: (YES NO) Zoning: Map Page: Corner Lot: (YES Flag Lbt: OES NO) Critical Areas Determination 9: V- no M-Study Required Waiver SEPKrmination: empt El Needed (for over 500 cubic yards of grading) 0 Fee 0 Checklist 0 APO List with notarized form fix Required cks S Side- Side: ID R �o Actual Setbacks Side: LA Side: 1q. 97 Detached Struct s. Y�� w- Rockeries: I A,49-4; �- K� -r-6 C rp_c-v— if a S ' Aow—ltz- . I El FencesfTrellises- El Bay Windows/Projecting Modulation: O�Stairs/'Deck: we-s* HeIght Datum Point:,MV/70,14�,�, 410A,( Datum Elevation: Maximum Height Allowed: Actual Height: -7-co, 6:7 Q 9q, 3-37. Other Parking Required: Parking Provided: -Z- eUC I Lot Area: Maximum Lot Coverage: 35% Proposed: Lot Coverage Calculations: 6U!T &ks, do fck — 2) 9 -7 ADU Created: (YES e90 Subdivision: X /0 Legal Nonconforming Land Use Determination Issued: (YES r- Ir- cil comments J^ A-- /M � , ( . )5 G- m7-vr q �s eVU9 Z k,,i C 131. 7-5' P . Ian Review I By: ZA41-�U-7 LV �/ 3 Planrtirq Data Form 04-11-06,doc 4 LIU & ASSOCIATES, INC. Geotechnical Engineetirg Engineefing GeoNy September 16, 2013 Mr. John Wiskerchen 16531 Broadway Avenue Snohomish, WA 98296 Dear Mr. Wiskerchen: Subj ect: Geotechnical Review of Tnfiltration Trench Design Wiskercheri�frost Residence 645 - 9h Avenue North Edmonds, Washington L&A Job No. 12-069 Earth Sciertoe We have completed a geotechnical review of infiltration facility design, shown on Drawing CLO prepared by Site Development Associates for the subject residence. The infiltration facilities for onsite stomiwater disposal include,an L-shaped infiltration trench (4.5- foot -wide by 5 1 -foot-lo.ng) near the southeast comer of the site and a* 2-foot-diameter dry�vell (serving a 221 square foot patio) near the southwest comer of the site. It is our opinion that the infiltration facilities as designed are in compliance with our reconunendations. Please(feel free t( �stion,s. Yours very'truly, qL1 ASSO TES, INC. Jui J. S. Julian) Liu, Ph.D., P.E. Consulting Geotecl-inical Engineer 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (426) 486-2746 I., 6—MM19 t7 "I fii� LIU & ASSOCIATES, INC. Geotechnic6l Engineering Mr. John Wisker'chen 16531 Broadway Avenue Snohomish., WA 98296 Dear Mr. Wiskerchen: FA91ftezong C-e-010-g-y- July 15, 2013 Subject: Geotechnical Review of Design Plans Wiskerchen/Trost Residence 645 — 9'1' Avenue North Edmonds, Washington L&A Job No.'I 2-069, Earth Science We have completed a geotechnical review of the design plans for the subject residence. It is our opinion that the design plans p*repared by Craft, LLC, are generally in compliance with the recommendations in our 7/15/201'2 geotechnical report. Ourcomments are as follows: 1. The 154bot long infiltration trench off the northNvest comer of the house is too close to and may jeopardize the stability of the adjacent rockery walls. This infiltration trench should be re -located to the south side of the house off the south Lai corner of the garage, if possible. By doing so. the infiltration trenches will all be W.J as far away frorn. the steeper western area and the rockery walls. LA.. 2. For the typical section of the infiltration trenches shown on Sheet Al. 1. the word ta "Non -Woven" should added to the fther fabric lining the trench walls. The washed gravel to be used to back -fill the trenches should be clean 3/4 to I - V2 inch washed gravel. CO* 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 RESUB JUL 17 2013 BUILDING DEPARTMENT CITY OF EDMONDS Ju.1y 15, 2013 GeotectihiealReview — Wiskerichen[FrostResidnce L&A. Job No. 12,069 Page 2 3. A not� should be -added to the GENERAL STRuen-RAL NOITS to,sAy "Foundation: :c6n�truction �hould comp*ly Mth the, rccomme'ndations in ih� 7/15/2.012 geolechnical report by Liu & Associates, Inc. Footing foundati , ons should.be constructed or dense sajid soil. Allowable soil bearing. pressure should not exceed 25WOS'C" Please feel free to, coftta�ct`us if you have questions, Yours ver)(truly, U SSOCI�X�si INC. J. IS.((Ju "-an� Liu. PhD, P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. LIU & ASSOCIATES, INC. Geotechnical Enginmring Engineering Geology Earth Science July 15j 2012 Mr. John'Wiskerchen 16fS31 Broadway Avenue Sn6hornish, WA 98296 Dear Mr. Wis.kerchen: Subj ect: Preliminary Geotedhnical Investigation Single-Fami ly Residence Building Lot 645 - 9" Avenue North F.drnonds, Washington L&A Job No. 12-069 INTRODUCTION We have completed a preliminary geotct,;hnical investigation for the, subjcct single-family building lot, located at the above address in Edrnonds, Washington. The general. location of the lot is shown on Plate I - Vi�inity Map. We understand that you plan to develop a single-family residence on this lot, although neither a topographic survey plan nor the architcctural design plans of the residence is avail.able at the'time- this report w as prepared. The purpose of this preliminary investigation is to. explore 'subsurface conditions of the lot and evaluate site stability, feasibility of onsite. stormwater disposal and building -foundation support for the proposed development. Five test pits have been excavated on the lot to explore I its subsurface conditionsfiar. this investigation. Presented in this report are our preliminary findings of subsurface conditions of the lot and our prelirninarY geotechnical conclusions. 'Elf, 19213 Kenlake Place NE Kenmore, Washington 98028 Phone (42�) 483-9134 Fax (426) 486-2746 _1 - .13 JUH 3 2C DEVL-Lu rh� OF EDMONDS 6THEET FILE July .15. 2012 Mr. John Wiskercne., L&A Job -No. 1 M.69 Page 2 SCOPE OF SERVICES To achieve the above purpose of this preliminary investigation, our scope of servites comprises specifically the following: I Review the geologic and soil conditions at the lot based on a published geologic man. 2. Explore the subs6rface conditions of the lot with backhoe test pits. 3. Perform preliminary geotechnical engineering analysis for site stability evaluation, onsite stormwater disposal feasibility and foundation support capability. 4. Prepare a written report to present our preliminary findings and conclusions. SITE CONDITIONS Surface Conditi on The subject lot is situated on or near, the too of a moderately steco. to steep, westerly - declining hillside. The int 6riorof the lot descends gently to moderately steeply to the . west, bordered by a moderately steep to steep slope along its west and part of the north sides. The lot is currently vacant and undeveloped. It is covered by over -grown grass and brush, with isolated trees dotting its south mid west perimeters. Geologic Setting The Geologic Map of the Edmonds East and Part of the Edmonds West QuadranOcs, Washinkton by Jame's P. Mirbird, publis:hed by U. S. Geological' Survey in 1983, was referenced for the geolo 4 gic and soil conditions at the residence site. According to this publication, the. surficial soil units at and in the vicinity of the subject lot are mapped as LIU & ASSOCIATES, INC. July 15, 2012 Mr. John Wi!�Kercner L&A Job No. 12-06.9 Page 3 u am an Advance Oumash (Qva) soil unit' 11dCri" byaTransitionaI.Beds(Qtb) soil unit, with' the transitional beds soil unit exposed on the hillside below the subject property. The deposits of the advance,out-,vash soil unit are co rposed of stratified sand and a -trace to some gravel, with very minor amount of silt and clay, deposited by the meltwater of advancing glacial ice durin*g the last glaciation. Duc -to their generally granular. composition, the advance outwash deposits are of 'moderately high permeability and, dr-dins fairly well. The advance outwas h deposits had been glacially overridden and are generally dense to very dense in their natural, undisturbed state, except the soil exposed in the top 2 to 3 feet which is normally w6tihered to a loose to medium -dense state. The advance outwash deposits can stand.r' Steep Cuts in or natural slop4�s for extended Period when undisturbed. Where exposed on slopes with poor vegetation cover and subjected to storm runoff or groundwater seepage, the surficial advance outwash soil can be gradually eroded and may s lough and redeposit to a flatter incaAtion. The underlying fresh advance outixash -deposits in their native, undisturbed state can provide good foundation. support with little settlement expected for light to moderately heavy structures. - The transitional beds soil unit is composed of glacial and non. -glacial- deposits consisting mostly of.massive, thick or thin beds and laminae of gray to dirk -gray, fine-sanidy to clayey silt. The fine-grained transitional beds soils were deposited -in lakes at some -distance away from the ice front and in fluvial, systems prior to the advance of the glacial ice. The sediments were mostly deposited during the transitional peTiod near the close of pre -Fraser interglacial (Olympia Interglaciation) time. and into early Fraser glacial time. LIU & ASSOCIATES, INC. July 15,2012 Mr. John Wisk.ercner. L&A Job No. 12-069 Page 4 The transitional beds depos its generally are. very stiff to hard in its natural. undisturbed state. Where exposed the upper few inches to few feet of soil,may be weathered to a soft to medium stiff state. The transitional beds deposits have extremely low permeability and tend to perch stormwater infiltrating into the overlying more -permeable soil layers. Groundwater may emerge out of slopes and cuts where the tfansitionAl beds soil unit is exposed or near the surface. When the seepage pressure is high in the*wet winter months, the emerging groundwater may erodethe overlying soils and cause the soils above the seepage zone to slough off. Soil Condition Subsurl"ace conditions of the subject lot were explored with five test pits; These test pits were excavated on July 12, 2012, with a rubber -track backhoe to depths of 6.0 to 8.0 feet. 'Me approximate locations of the -test pits are shown on Plate 2 - Site and Exploration Location Plan. Their locations had not been surveyed and should be consider as approximate -for reference only. A geotcchnical engineer from our office was present during subsurface exploradon,who examined the soil and geologic conditions encountered -and completed logs of test pits. Soil samples obtained from each soil layer in the test pits were visually classified in general accordance with United Soil Classification gy'stern, a copy of which is presented on Plate 3. Detailed descriptions of soils encountered during site. exploration are presented in test pit logs on Plates 4 through 6 LIU & ASSOCIATESt INC. July 15,2012 Mr. John Wiskercheu L&A Job No. 12-069 Page 5 Sporadic Those fill 'was encountered by the tesi pits, - The fill up, to abdut 2.9 feet thick� is often with common br ick, paving brick and timber boards intermixed in organic topsoil. Underlying the MIA 6 1 is a layer o flight -brown to brown, me . dibm- 9 opsoi f weathered soil o i dense� slightly silty� fine sand, about 1.5 to �.9 feet thick� This weathered soil is underlain'to the depths explored by a fte'sh advance o4twash deposit of light -brown to light -gray to brown -gray, dense, fine to mediwn sand which appeaTsto be of an advance outwash soil unit. Groundwater Condition Groundwater was not encountered by any of the fiv'e test pitsexcavated on the site. The fill, topsoil, weathered soil and fresh advance outwash soil underlying the site are of moderately high permeability and would allow stormwater to seep through easily. Stormwater infiltrating into the ground %%ould perch. on the transitional beds soil unit underlying the advance out:wash soil unit. 'Me amount of and the depth to this near - surface, perched 2roundw I ater would fluctuate seasonally, depending Oil precipitation, surface runotT, ground vegetation cover, site utilization, and -other factors. PRELIMINARY CONCLUSION Site Stability The lot is underlain at shallow depth by dense advance outwash deposits ofhigh shear strength and of high resistance against slope failure. Therefore, the lot should be quite stable. The advance outwash soil unit is underlain by transit ional beds deposits of.veky- stiff to hard, fine sandy to clayey sift. Where the contact..of these two soil units is exposed LW & ASSOCIATES., INC. July 15,2012 Mr. John W iskerchen L&A Job No. 12-069 P, A age .. I on slopes, groundwater seepage would emerge out of the slopes. In the wet winter months, groundwater would rise'and the seepage pressure would increase. The increase seepage under higher pressure could erode the sandy soil above the seepage zone and d slides. especially where, the slope is devoid of vegetation cover in could cause erosion an and around.the seepage zone. The contact of the advance outwash and the transitional beds soil units -is likely exposed on the hillside below and beyond the subject lot. This would lessen the erosion and slide hazards of the lot due to groundwater scdpage, but would not totally diminis . h the possibility of slides propagating uphill over long term. This is the risk of the lot that needs to be recognized. Protection and maintenance of vegetation cover on the slope on and below the lot is critical of maintaining stability of the slope below the subject lot. Onsite Stormwater Disposal Stormwater over impervious surfices, such as roof and paved driveway should be collected and drained into an existing storm sewer if at all possible. 17he subject lot is underlain at shallow depth by advance outwash soil of moderately high permeability. If it is not possible to discharge collected stormwater into an existing storm sewer, onsite disposal of'sLormwater into infiltration trenches may be considered. 'Ibemoderately high pemeability of the advance outwash sand soil should be able to support infiltration trenches. LIU & ASSOUATES, INC. July 15,2012 Mr, John Wiskerchen L&A Job NO. 12-069 Page 7 Building Foundations Conventional footing foundations, may be used to support the proposed -residence. The footing foundations should be constructed on or into the' undisturbed, dense, fresh, advance outwash soil. To reach this soil stratum, the footing trenches should excavated to about 4 to 5 feet'deep. For design of footing foundafions of the residence, including dead and live loads, an allowable.soil bearing pressure nbt to exceed 2,500 psf may be used. A one-third increase in this allovmble soil bearing pressure may be used. When considering short-terak, transitory, wind or seismic loads. LIMITATIONS This investigation is preliminary in nature. A more site and project specific geotechnical cnainecring study should be conducted once. the topographic survey of the lot and design plans of the proposed residence are available. This preliminary report has been prepared for the specific application to the subject lot for the exclusive use by Mr, and Mrs. Wiskcrchen and their represent4ives, consultants and contractors. The conclusions and interpretations in this report. however, should not be construed as a warranty of the subsurface conditions. The scope of this invtstigation does'not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, - techniques, sequences or procedures, except as specifically desceibed in this report for design considerations. The rmdings and conclusions in this report are based on the geologic and soil conditions encountered in, the test pits excavated on the lot, and our experience and engineering L11U & ASSOCIATES, INC. July 15, 2012 Mr. John Wiskerchen L&A Job No.. 12-069 Page 8 judgmcrit. They are professional opinions derived in a manner consistent with -the level of care and ski-11 ordinarily exemised by.other members of the profession currently practicing under similar conditions in this area for. a prelimi nary - geotechnical investigation. No warranty, expressed or implied, is made. The actual subsurface conditions of the site may vary from those encountered by the test pits. The nature and extent of such variations may'not become evident until. construction gtart�, Modifications of geotechnical recommendations may be required then; CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us if you I have any questions regarding ihis report or need further consultation. Six plates attached Yours very truly, .L1 ASSOCI. -SANC. S J. S. (Juliap) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. WOT To LIU & ASSOCIATES, INC. GeotechnicW Enimering - Engineering Geology - Earth Science 0 prl 0 I SITE AND EXPLORATION LOCATION PLAN WISKERCHEN PROPERTY 645 - 9TH AVENUE NORTH EDMONDS, WASHINGTON IOB NO. 12-069 DATE.!/12/2012 I PLATE L UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE T14AN 50% OF GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH GM SILTY GRAVEL GRAINED COARSE FRACTION SOILS RETAINED ON NO. 4 SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND MORETHAN 50% MORE THAN 50% OF SAND SAND WITH SM SILTYSAND RETAINED Ok THE COARSF FRACTION NO. 200 SIEVE PASSING NO- 4 SIEVE FINES SC CLAYEY SAND FINE- SILT AND CLAY INORGANIC ML SILT CL CLAY GRAINED LIQUID LIMIT ORGANIC OL ORGANIC SILT, ORGANIC Wy SOILS LESS THAN 50% MORE THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY PASSING ON THE LIQUID LIMIT ORGANIC OH ORGANIC SILT, ORGANIC SILT NO. 200 SIEVE 50% OR MORE HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS! 1. FIELD CLASSIFICATION IS BASED ON MUAL EXAMINATION DRY -ABSENCE OF MOISTUAS, DUSTY. DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTIM D2488-83. THE TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY ON ASTM D2487-83. MOIST - DAMP, BUT NO VISIBLE WATER 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF SLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, ANWOR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU & ASSOCIATES� INC. UNIFIED SOIL CLASSIFICATION SYSTEM Gootechninal Engineering Engineering Geology Earth Science PLATE 3 TEST PIT NO. 1 Logged By: JSL Date: 7112/2012 Ground EI; Depth uscs CLASS, Soil DescTip�on Sample No. W % Other Test OL Dirk -brown, loose, organic, silty fine SAND. with fine roots, moist (TOPSOIL) ------- 2 SP/SM ----- ----------------------------- Brown, medium -dense, slightly sifty. fine SAND, trace gravel,' slightly moist 3 4 ------------------------------------------- SP Brown -gray, dense, fine to medium SAND, trace gravel, slightly moist (ADVANCE OUTWASH) 6 7 Test pit terminated at 7.0 ft; groundwater not encountered. .9 10 TEST PIT NO. -.2. Logged By: JSL Date: 7/12/2012 Ground El. :t Depth ft. USCS CLASS. Soil Descripbon, I Sampte No. W % Other Test OL Dark -brown. loose, organic, silty fine SAND, with fine mots, moist (TOPSOILIT�ILL) 2 SIP ---------------------------------- Brown to light -gray layered, find SAND, trace gravel, slightly moist (FILL) 3 - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - OL Dark -brown, loose, organic, silty fine SAND, with fine roots. 4 ) ------------- Light-brown, medium -dense, fine to medium SAND, trace gravel, j �Hqh�y_gLoijt — — — — — — — — — — — — — — — — — — --- — — — — — — SIR Ught-brown to light -gray, dense, fine to medium SAND, trace gravel, slightly moist (ADVANCE"OU-TWASH) 7 Test pit terminated at 8.0 ft; groundwater not encountered. 1D LIU & ASSOCIATES, INC. GeotechnicallEnginerering Engineering Geology -Earth Science TEST PIT LOGS WISKERCHEN PROPERTY 645 - 9TH AVENUE NORTH EDMONDS, WASHINGTON JOB NO. 12-069 1 oATE 7/12J20121 PLATE 4 TEST PIT NO, 3 Logged By: JSL Date: 7/12/2012 — Ground Fl. Depth ft. uses CLASS. Soil Descripbon Sample No. W % Other Test OL' Dark-browh and brown, loose, organic, silty fine SAND, with I common brick, paving brick and dimensional wood boards mixed in, moist (TOPSOURLIL) 2 3 ------------------------------------------- SP/SM Brown, medium -dense, slightly silty, fine SAND, trace gravel, slightly moist 4 5 ------------------------------------------ 6 SP Ught-brown to light -gray, dense, fine to medium SAND, tram to some gravel.. slightly moist (ADVANCE OUTWASH) 7 8 9 Test pit terminated at T5 ft, groundwater not encountered. 10 TEST PIT NO, 4 Logged By: JSL Date: 711212012 — Ground El. Depth USCS CLASS. Soil Description Sample No. W % Olher Test OL Dark -brown, loosel, organic, slighUy silty, fine SAND, with occasional fragments of brick mixed in, moist (TOPSOILIFILL) --------------------------------------------- 2 SP/SM Brown, aledium-dense, slightly silty, fine SAND, trace gravel, slightly moist 3 4 — --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - 5 - - - --- - SP - - - - - - Light -brown to light -gray, dense, fine to medium SAND, trace to some gravel, slightly moist (ADVANCE OUTWASH) 7 8 Test pit terminated at 8.5 ft: groundwater not encountered. LIU &ASSOCIATES, INC. Gectechnical Engineefing - Enginee6nq Geology - Earth Science TEST PIT LOGS WISKERCHEN PROPERTY 645 - 9TH AVENUE NORTH EDMONDS, WASHINGTON JOB NO, 12-069 1 DATE 71112/20121 PLATE 5 0 TEST PIT NO. 5 Logged By: JSL Date: 711212012 Ground �[_ Depth f L USCS WSS. $oil Description Sample No. W % Other Test OL Dark -brown, loose. organic, silty fine SAND, with firie, roots, moist (TOPSOIL) 2 - — — — — — — — — — — — — — — — — -- ; -- — — — — — — — — — — - — — — — — — — — — — — - SPISM Brown, medlurn-dense, slightly silty, fine SAND. trace gravel, 3 slightly moist 4 - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — --- — — — — — — — — - SP Light -brown to light -gray, dense, fine to medium SAND, trace to 5 some gravel, slightly moist (ADVANCE OU7WASH) 6 7 7 Test pit terminated at 6.0 It: groundwater not encountered. Logged By; TEST PIT NO. Date: Ground El. Depth ft., USCS CLASS. Soil Descliption Sample: w % Other Test I 2 3 4 6 to] LIU & ASSOCIATES, INC. Geotechnical Engineeerin!j - G&Wogy. - Earth $denr.% TEST PIT LOGS WISKERCHEN PROPERTY 645 - 9TH AVENUE NORTH EDMONDS, WASHINGTON JOB NO� 12-0�.9 1 DATE Ill 2aO 121 PLATE September 13, 2013 �'4/0 Prepared for John Wiskerchen 645 9th Ave N Edmonds, WA 98020 (425) 879-8889 Wiskerchen Residenc'e,,';.-"*` Technical Information Report Project Location: 645 9th Ave N RESU Edmonds, WA 98020 SDA Project #322-001-13 BUILDING DEPARTMENT CITY OF EDMONDS Q1, MEMO A ", -Ua� 4 W.Urno"hos" CRY CIVIL ENGINEERING a PROJECT MANAGEMENT PLANNING 1724 W. Marine View Drive, Suite 140 Everett, WA 98201 0 425.486.6533 a www.sdaengineels.com z'3TH"':"EET FILE WISKERCHEN RESIDENCE Technical Information Report (TIR) Project Location: 645 9TH AVE N Edmonds, WA 98020 Prepared For: John Wiskerchen 6459 TH AVE N Edmonds, WA 98020 (425) 879-8889 Prepared By: Site Development Associates 1724 West Marine View Dr., Ste. 140 Everett, WA 98201 (425) 486-6533 Date: September 13, 2013 Project Number: 322-001-13 Wiskerchen Residence Technical Information Report TABLE OF CONTENTS SECTION 1 — EXECUTIVE SUMMARY 0 Project Overview SECTION 2 — MINIMUM REQUIREMENT #11: PREPARATION OF STORMWATER SITE PLANS • Step 1: Collect and analyze information on Existing Conditions • Step 2: Prepare Preliminary Development Layout • Step 3: Perform Off -Site (Upstream and Downstream) Analysis • Step 4: Determine applicable Minimum Requirements • Step 5: Prepare a Permanent Stormwater Control Plan • Step 6: Prepare a stormwater Pollution Prevention Plan (SWPPP) • Step 7: Complete the Stormwater Site Plan SECTION 3 — MINIMUM REQUIREMENT #2: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) — OBJECTIVES AND APPLICABILITY • Element 1: Mark Clearing Limits • Element 2: Establish Construction Access • Element 3: Control Flow Rates • Element 4: Install Sediment controls • Element 5: Stabilize Soils • Element 6: Protect Slopes • Element 7: Protect Drain Inlets • Element 8: Stabilize Channels and Outlets • Element 9: Control Pollutants • Element 10: Control De -Watering • Element 11: Maintain BMPs • Element 12: Manage The Project • Element 13: Protect Low Impact Development BMPs a Appendix 3-A — Construction SWPPP SECTION 4 — MINIMUM REQUIREMENT #3: CONTROL SOURCE POLLUTION 0 Source Control Narrative, Strategies SECTION 5 — MINIMUM REQUIREMENT #4: PRESERVATION OF NATURAL DRAINAGE SYSTEMS AND OUTFALLS 0 Natural Drainage Course Description SECTION 6 — MINIMUM REQUIREMENT #5: ON -SITE STORMWATER MANAGEMENT • Hydrological Description of Existing Drainage Patterns • Hydrological Description of Developed Drainage Patterns • Performance Standards SECTION 7 — MINIMUM REQUIREMENT #6: RUNOFF TREATMENT 0 Discussion of Water Quality Treatment Design Wiskerchen Residence Technical Information Report SECTION 8 — MINIMUM REQUIREMENT #7: FLOW CONTROL • Existing Site Hydrology Synopsis • Developed Site Hydrology Synopsis • Flow Control Performance Standards 0 Appendix 8-A — WWHM3 Flow Control Design Calculations SECTION 9 — MINIMUM REQUIREMENT #8: WETLAND PROTECTION SECTION 10 — MINIMUM REQUIREMENT #9: OPERATION AND MAINTENANCE SECTION 11 — MINIMUM REQUIREMENT #10: OFFSITE ANALYSIS AND MITIGATION SECTION 12 — SPECIAL REPORTS AND STUDIES 0 Appendix 12-A — Geotechnical Report Wiskerchen Residence Technical Information Report SECTION 1 EXECUTIVE SUMMARY Wiskerchen Residence Technical Information Report PROJECT OVERVIEW The proposed project is to construct a single family residence on approximately .28 acres located at 645 91h Ave North in the City of Edmonds. The project will clear and grade and eventually construct the single family residence on the lot. The project is located in the NW % of section 24, Township 27 North, Range 9 East, W.M. More specifically, the project occupies parcel number 00756500001000. A vicinity map has been included as Figure I of this document. The site is currently undeveloped, primarily consisting of pastured lawn with a scattering of ash, cherry, laurel and maple trees. The project site is surrounded by neighboring parcels on all sides, with houses located on the parcels to the west, south, and east. The remaining parcel to the north is also undeveloped. The site has a single drainage basin, which follows the natural topography of the area and drains overland from east to west with an average lot slope of 21 %. Runoff can be expected to follow the existing ground topography, and flow in a western direction, yet water is not expected to leave the site due to soil characteristics with a high permeability for infiltration that allows for natural ground water recharge. Per NRCS Web Soil Survey, site soils consist of Alderwood Urban Land Complex. This material is an unsorted mixture of loose to medium dense, reddish brown to tan silty sand with gravel and scattered cobbles and boulders. Below depth ranging from approximately 2-4 feet, these sediments became dense to very dense and grayish tan. The Alderwood Urban Land Complex consists of an unsorted mixture of silt, sand and gravel that was deposited directly from basal, debris laden glacial ice during the Vashon Stade of the Fraser Glaciation, approximately 12,500 to 15,000 years ago. The Geotechnical Engineer for the project, Liu & Associates, INC, excavated test pits on site and encountered Esperance sand deposits about 4 to 5 feet below existing grade. This deposit appears to be of a high permeability and will be capable of supporting onsite stormwater infiltration. Per Liu & Associates recommendation, a design infiltration rate of 4 inches per hour can be used for the design of the infiltration trench. Stormwater volumes will be mitigated onsite utilizing a 511 X 4.5'W X 45D infiltration trench and 2' diameter dry well to infiltrate all of the onsite stormwater, thus the site's release rate will be at or below pre-existing flow rates. The infiltration trench has been designed utilizing the latest version of WWHM3 continuous storm modeling software as per the 2005 DOE manual for existing versus proposed drainage release rates. Wiskerchen Residence Technical Information Report Aug 14, 2013 — 3:16PM Lost Saved By: TStanley ro !e ri p ca 14m-= FRONT ST < ram RD 3RD AVE S 0 0 z (D �2. 1 5TH E S ca CDD 0 0. CD (3 3 C, )y L 2 0 13 ITH AVE S 9T ME NJ z c I CO) Ln I Z 40 m L w AVE 04 YA4pl < m 0 z x m z 3: QD APLEWOOD DR 0 0 -< 11 > C— > m Cl) 0 Ln 0 88TH AVE w 0 0 m z C/) 0 z 0 0 m 0 AVE w (D z p C2 r- R:\Projects\322 (John Wiskerchen Residence)\001-13\Dwg\figures\TIR Figures\VicinityMap.dwg 8.5xll r N SITE CHARACTERISTICS U? CO, u 0 0 iT) U, p (n �2 C 0 C (n > Ln C 2 4) CL (n V) 3: IN C 0 �2 US a Design C14 Civil Engineering WISKERCHEN RESIDENCE r) US Project Management NTS DMWr1 Raw Planning ftwe u 08/14/2013 1724 W. Mahe VKYw Ddye, Suite 140; Everett, WaLsington 98201 -S� SITE CHARACTERISTICS 0 a, 322-001-13 Office: 425.486.6533 Fw: 425.486,6593 —.sdoengir��.com 2 CL SnoScape Image I., < Project NaL Figve ft 6� SECTION 2 MINIMUM REQUIREMENT #1 PREPARATION OF STORMWATER SITE PLANS Wiskerchen Residence Technical Information Report STORMWATER SITE PLANNING PROCESS The City of Edmonds has adopted the 2005 Washington State Department of Ecology Stormwater management Manual for the Puget Sound Basin as the governing design document for surface runoff control. The following is a listing of the applicable minimum "core" and "special" requirements outlined in Chapter 1 of the manual, with a brief description of how each was addressed: 0 Step 1: Collect and AnaWe Information on Existing Conditions The site is currently undeveloped, primarily consisting of pastured lawn with a scattering of ash, cherry, laurel and maple trees. The project site is surrounded by neighboring parcels on all sides, with houses located on the parcels to the west, south, and east. The remaining parcel to the north is also undeveloped. The site has a single drainage basin, which follows the natural topography of the area and drains overland from east to west with an average lot slope of 21 %. Runoff can be expected to follow the existing ground topography, and flow in a western direction, yet water is not expected to leave the site due to soil characteristics with a high permeability for infiltration that allows for natural ground water recharge. Per NRCS Web Soil Survey, site soils consist of Alderwood Urban Land Complex. This material is an unsorted mixture of loose to medium dense, reddish brown to tan silty sand with gravel and scattered cobbles and boulders. Below depth ranging from approximately 2-4 feet, these sediments became dense to very dense and grayish tan. The Alderwood Urban Land Complex consists of an unsorted mixture of silt, sand and gravel that was deposited directly from basal, debris laden glacial ice during the Vashon Stade of the Fraser Glaciation, approximately 12,500 to 15,000 years ago. 0 Step 2: Prepare a Preliminary Development Layout The layout for the site is controlled primarily by the exterior boundaries of the parcel. The site has a single drainage basin, which follows the natural topography of the area and drains overland from east to west with an average lot slope of 21 %. The Geotechnical Engineer for the project, Liu & Associates, INC, excavated test pits on site and encountered Esperance sand deposits about 4 to 5 feet below existing grade. This deposit appears to be of a high permeability and will be capable of supporting onsite stormwater infiltration. Per Liu & Associates recommendation, a design infiltration rate of 4 inches per hour can be used for the design of the infiltration trench. Refer to the Geotechnical report in Appendix 12-A. Stormwater volumes will be mitigated onsite utilizing a 511 X 4.5'W X 45D infiltration trench and 2' diameter dry well to infiltrate all of the onsite stormwater, thus the site's release rate will be at or below pre-existing flow rates. The infiltration trench has been designed utilizing the latest version of WWHM3 continuous storm modeling software as per the 2005 DOE manual for existing versus proposed drainage release rates. There are no wetlands, wetland buffers, or critical areas onsite. Site access will be provided from the northeast of the parcel with a driveway stemming off of 9 th Ave N. Wiskerchen Residence Technical Information Report 0 Step 3: Perform Ofisite (Upstream and Downstream) Analysis Due to the soil characteristics of the parcel and the surrounding area, all stormwater runoff will be infiltrated onsite. No upstream or downstream analysis is necessary for this project, although a small upstream basin has been incorporated into the infiltration drainage design. 369 SF of existing driveway stormwater runoff has been included in the infiltration trench design. 0 Step 4: Determine Applicable Minimum Requirements This project proposes to add greater than 5,000 SF of impervious surfaces to the site. Per Figure 2-1 in the City of Edmonds Stormwater Code Supplement, included below, this project can be classified as a Category 2 Small Site Project. Category 2 Small Site Projects must analyze all 11 Minimum Requirements, although all may not be applicable. FigLate 2-1: Project Classification Does the project involve I - me or more ofland- I Yes No Yes Is the prcj&�a larger common plan efdovelopmew or sale where the total di!turbed area for the emrre plan rvill total I -acre or more of 1and-dVWRWJkm*? ( I No ) r Does the P,.)Nkj&AA1K. or more ofthe Yes followiatt. 2,000 square feet or more of new impervious surface, replaced impervicus surface or new plus replaced icnpervious surface? OR 7,000 square feet ofland-disturbing activity. OR 50 cubic yards or more of either gradiiVfill, or nxavatilon as defined in Chapter 18.40.000 ECDC! No Minor Site Project: Read Chapter 3 and see Chapter 6 for requirements Large Site Project: Read Chapter 3 and see Chapter 4 for requrrements Does the project create or add 5,000 square feet of new impenious surface, replaced impervious surface, or new plus replaced impertious surface? OR Cenvert'/ acre or more ofnadveveyetation to lawn or landscaped area OR Thro* a combination of creating tffective unpersious sudWce and contyrredpertious, surfaces, causes an increase of 0. 1 cubic feet per second in the I Wyear flow frequency from a threshold discharge area as estimated using an approved ra��' No Category I Small Site Project: Category7Mall Site Project: Read Chapi Read Chapter 3 and see Chapter for I � 5 for requirements ' Assumes the project ca question meets applicability requirements ofECDC18.30.030. 0 Step 5: Prepare a Permanent Stormwater Control Plan The site is currently undeveloped, primarily consisting of pastured lawn with a scattering of ash, cherry, laurel and maple trees. The project site is surrounded by neighboring parcels on all sides, with houses located on the parcels to the west, south, and east. The remaining parcel to the north is also undeveloped. The site has a single drainage basin, which follows the natural topography Wiskerchen Residence Technical Information Report of the area and drains overland from east to west with an average lot slope of 21 %. Runoff can be expected to follow the existing ground topography, and flow in a western direction, yet water is not expected to leave the site due to soil characteristics with a high permeability for infiltration and natural ground water recharge. The Geotechnical Engineer for the project, Liu & Associates, INC, excavated test pits on site and encountered Esperance sand deposits about 4 to 5 feet below existing grade. This deposit appears to be of a high permeability and will be capable of supporting onsite stormwater infiltration. Per Liu & Associates recommendation, a design infiltration rate of 4 inches per hour can be used for the design of the infiltration trench. Refer to the Geotechnical report in Appendix 12-A. Stormwater volumes will be mitigated onsite utilizing a 5111 X 45W X 45D infiltration trench and 2' diameter dry well to infiltrate all of the onsite stormwater, thus the site's release rate will be at or below pre-existing flow rates. The infiltration trench has been designed utilizing the latest version of WWHM3 continuous storm modeling software as per the 2005 DOE manual for existing versus proposed drainage release rates. The infiltration trench has been designed utilizing the latest version of WWHM3 continuous storm modeling software as per the 2005 DOE manual for existing versus proposed drainage release rates. a Step 6: Prepare a Stormwater Pollution Prevention Plan (SWPPP) The 12 step outline is included in section 3 of this report. A construction SWPPP is included as Appendix 3-A. * Step 7: Complete the Stormwater Site Plan Stormwater site plans are complete for this project and are included as part of this document. Wiskerchen Residence Technical Information Report SECTION 3 MINIMUM REQUIREMENT #2 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) Wiskerchen Residence Technical Information Report A Stormwater Pollution Prevention Plan (SWPPP) is required to address 12 specific pollution prevention elements DOE 2005 SWMMWW. These elements are listed and summarily addressed below, with a full construction SWPPP included as appendix 3-A in this report, which can be removed for convenience in the field. 1. Mark Clearing Limits Clearing limits will be flagged or fenced by the contractor or project surveyor prior to commencement of construction activity. 2. Establish Construction Access A stabilized rock construction entrance will be installed at the entrance to the plat at the onset of construction. 3. Detain Flows Prior to significant clearing, a permanent infiltration facility shall be constructed, so that it can be used for temporary sediment control. A temporary sediment BIVIP shall be installed in order to ensure proper sediment control prior to infiltration. Once the facility is constructed, the site shall be cleared and graded, and all surface water controls shall direct runoff to this facility. When final grading is complete and the site is stabilized, the temporary sediment riser shall be replaced with a permanent flow control structure. 4. Install Sediment Controls Filter fabric fencing (silt fence) shall be installed around the downstream perimeter of the site in order to keep sediment -laden stormwater from leaving the site. The fencing shall be inspected periodically to ensure its continued effectiveness. 5. Stabilize Soils Exposed soils shall be stabilized through mulching or hydroseeding when the not actively worked for a significant period of time. Permanent vegetation shall be established through hydroseeding once the site has reached final grade. 6. Protect Slopes The temporary erosion and sediment control plan calls for the stabilization of exposed soils through mulching or hydroseeding when the soils are not to be worked for a significant period of time. The plan also calls for the establishment of permanent vegetation through hydroseeding once the site has reached final grade. 7. Protect Drain Inlets The temporary erosion and sediment control plan calls for a filter fabric sock to be installed at all nearby catch basin inlets. Filter fabric protection shall be placed in all new catch basins as they are installed. 8. Stabilize Channels and Outlets All temporary interceptor swales shall contain check dams whenever a drop of 2 vertical feet occurs. Water discharged from the sedimentation facility shall outfall onto a rip -rap splash pad. Wiskerchen Residence Technical Information Report 9. Control Pollutants All waste materials shall be disposed of in an approved location, in accordance with City of Edmonds Standards. In order to reasonably prevent a contamination event (such as a fuel spill), all major vehicle maintenance shall occur off -site to the greatest extent practicable. The contractor shall provide a vehicle staging area near the entrance to the site where all fueling and maintenance activity is likely to take place. This is intended to contain the area in which a contamination event is likely to take place. The contractor shall immediately contain and clean-up an area in which a contamination event occurs. 10. Control De -Watering No significant dewatering is expected to occur during this project. 11. Maintain BMPs All BIVIPs should be monitored and maintained regularly to ensure adequate operation. A TESC supervisor shall be identified at the beginning of the project to provide monitoring and direct the appropriate maintenance activity. As site conditions change, all BIVIPs shall be updated as necessary to maintain compliance with City standards. 12. Manage the Project The project will begin with a pre -construction conference in which an on -site TESC supervisor shall be identified. The on -site supervisor shall monitor all TESC facilities regularly and maintain a log of inspections and improvements to demonstrate compliance with City standards. The project erosion control should be phased if the weather forecast is not solid. Thus the site is cleared, stabilized with TESC measures, and the moved on to the next phase. It will be important that the entire site is in conformance with City of Edmonds erosion control standards at all times. The TESC supervisor shall notify Site Development Associates of any problems with the proposed erosion control elements, or if any revisions to the plan need to be made. Additional erosion control materials, such as filter fabric fencing, cover plastic, and straw bales, shall be kept on -site at all times in the event that an erosion control feature needs to be replaced or installed. 13. Protect Low Impact Development BMPs Portions of the site that drain into infiltration trench will be protected from sedimentation through the installation and maintenance of erosion and sediment control BIVIPs. The infiltration trench will be protected from compaction due to construction equipment and foot traffic to retain the infiltration rate of the soil. Wiskerchen Residence Technical Information Report APPENDIX 3-A CONSTRUCTION SWPPP Wiskerchen Residence Technical Information Report CSINPPP ANALYSIS & DESIGN This section of the report, along with the Temporary Erosion and Sediment Control (TESC) Plan included in the engineering drawings, is intended to serve as the construction Stormwater Pollution Prevention Plan (SWPPP) for the project. The SWPPP is outlined in conformance with the 2005 edition of the Washington State Department of Ecology's Stormwater Managemen Manual for Western Washington (DOE Manual). STEPS 1&2 —DATA COLLECTION& ANALYSIS The site is currently undeveloped, primarily consisting of pastured lawn with a scattering of ash, cherry, laurel and maple trees. The project site is surrounded by neighboring parcels on all sides, with houses located on the parcels to the west, south, and east. The remaining parcel to the north is also undeveloped. The site has a single drainage basin, which follows the natural topography of the area and drains overland from east to west with an average lot slope of 21 %. Runoff can be expected to follow the existing ground topography, and flow in a western direction. Per NRCS Web Soil Survey, site soils consist of Alderwood Urban Land Complex. This material is an unsorted mixture of loose to medium dense, reddish brown to tan silty sand with gravel and scattered cobbles and boulders. Below depth ranging from approximately 2-4 feet, these sediments became dense to very dense and grayish tan. The Alderwood Urban Land Complex consists of an unsorted mixture of silt, sand and gravel that was deposited directly from basal, debris laden glacial ice during the Vashon Stade of the Fraser Glaciation, approximately 12,500 to 15,000 years ago. STEP 3 — CONSTRUCTION SWPPP DEVELOPMENT AND IMPLEMENTATION The development and implementation of this SWPPP shall consist of 12 specific elements, as outlined in the DOE Manual. They are: 1. Mark Clearing Limits Clearing limits will be flagged or fenced by the contractor or project surveyor prior to commencement of construction activity. 2. Establish Construction Access A stabilized rock construction entrance will be installed at the entrance to the plat at the onset of construction. 3. Detain Flows Prior to significant clearing, the permanent infiltration facility shall be constructed, so that it can be used for temporary sediment control. A temporary sediment BMP shall be installed in order to ensure proper sediment control. Once the facility is constructed, the site shall be cleared and graded, and all surface water controls shall direct runoff to this facility. When final grading is complete and the site is stabilized, the temporary sediment riser shall be replaced with a permanent flow control structure. Wiskerchen Residence Technical Information Report 4. Install Sediment Controls Filter fabric fencing (silt fence) shall be installed around the downstream perimeter of the site in order to keep sediment -laden stormwater from leaving the site. The fencing shall be inspected periodically to ensure its continued effectiveness. 5. Stabilize Soils Exposed soils shall be stabilized through mulching or hydroseeding when the not actively worked for a significant period of time. Permanent vegetation shall be established through hydroseeding once the site has reached final grade. 6. Protect Slopes The temporary erosion and sediment control plan calls for the stabilization of exposed soils through mulching or hydroseeding when the soils are not to be worked for a significant period of time. The plan also calls for the establishment of permanent vegetation through hydroseeding once the site has reached final grade. 7. Protect Drain Inlets The temporary erosion and sediment control plan calls for a filter fabric sock to be installed at all nearby catch basin inlets. Filter fabric protection shall be placed in all new catch basins as they are installed. 8. Stabilize Channels and Outlets All temporary interceptor swales shall contain check dams whenever a drop of 2 vertical feet occurs. Water discharged from the sedimentation facility shall outfall onto a rip -rap splash pad. 9. Control Pollutants All waste materials shall be disposed of in an approved location, in accordance with City of Edmonds standards. In order to reasonably prevent a contamination event (such as a fuel spill), all major vehicle maintenance shall occur off -site to the greatest extent practicable. The contractor shall provide a vehicle staging area near the entrance to the site where all fueling and maintenance activity is likely to take place. This is intended to contain the area in which a contamination event is likely to take place. The contractor shall immediately contain and clean-up an area in which a contamination event occurs. 10. Control Dewatering No significant dewatering is expected to occur during this project. 11. Maintain BMPs All BIVIPs should be monitored and maintained regularly to ensure adequate operation. A TESC supervisor shall be identified at the beginning of the project to Wiskerchen Residence Technical Information Report provide monitoring and direct the appropriate maintenance activity. As site conditions change, all BlVlPs shall be updated as necessary to maintain compliance with City standards. 12. Manage the Project The project will begin with a pre -construction conference in which an on -site TESC supervisor shall be identified. The on -site supervisor shall monitor all TESC facilities regularly and maintain a log of inspections and improvements to demonstrate compliance with City standards. The project is not large enough to be effectively phased; therefore, it will be important that the entire site is in conformance with City of Edmonds erosion control standards at all times. The TESC supervisor shall notify Site Development Associates of any problems with the proposed erosion control elements, or if any revisions to the plan need to be made. Additional erosion control materials, such as filter fabric fencing, cover plastic, and straw bales, shall be kept on -site at all times in the event that an erosion control feature needs to be replaced or installed. 13. Protect Low Impact Development BMPs Portions of the site that drain into infiltration trench will be protected from sedimentation through the installation and maintenance of erosion and sediment control BlVlPs. The infiltration trench will be protected from compaction due to construction equipment and foot traffic to retain the infiltration rate of the soil. Wiskerchen Residence Technical Information Report SECTION 4 MINIMUM REQUIREMENT #3 SOURCE CONTROL OF POLLUTION Wiskerchan Residence Technical Information Report Source Control Narrative There are no hazardous materials proposed to be on site that would require source control BMP's. Wiskerchen Residence Technical Information Report SECTION 5 MINIMUM REQUIREMENT #4 PRESERVATION OF NATURAL DRAINAGE SYSTEMS AND OUTFALLS Wiskerchen Residence Technical Information Report NATURAL DRAINAGE COURSE DESCRIPTION The site is currently undeveloped, primarily consisting of pastured lawn with a scattering of ash, cherry, laurel and maple trees. The project site is surrounded by neighboring parcels on all sides, with houses located on the parcels to the west, south, and east. The remaining parcel to the north is also undeveloped. The site has a single drainage basin, which follows the natural topography of the area and drains overland from east to west with an average lot slope of 21 %. Runoff can be expected to follow the existing ground topography, and flow in a western direction, yet water is not expected to leave the site due to soil characteristics with a high permeability for infiltration that allows for natural ground water recharge. Per NRCS Web Soil Survey, site soils consist of Alderwood Urban Land Complex. This material is an unsorted mixture of loose to medium dense, reddish brown to tan silty sand with gravel and scattered cobbles and boulders. Below depth ranging from approximately 2-4 feet, these sediments became dense to very dense and grayish tan. The Alderwood Urban Land Complex consists of an unsorted mixture of silt, sand and gravel that was deposited directly from basal, debris laden glacial ice during the Vashon Stade of the Fraser Glaciation, approximately 12,500 to 15,000 years ago. The Geotechnical Engineer for the project, Liu & Associates, INC, excavated test pits on site and encountered Esperance sand deposits about 4 to 5 feet below existing grade. This deposit appears to be of a high permeability and will be capable of supporting onsite stormwater infiltration. Per Liu & Associates recommendation, a design infiltration rate of 4 inches per hour can be used for the design of the infiltration trench. Refer to the Geotechnical report in Appendix 12-A. Stormwater volumes will be mitigated onsite utilizing a 5111 X 45W X 45D infiltration trench and 2' diameter dry well to infiltrate all of the onsite stormwater, thus the site's release rate will be at or below pre-existing flow rates. The infiltration trench has been designed utilizing the latest version of WWHM3 continuous storm modeling software as per the 2005 DOE manual for existing versus proposed drainage release rates. The infiltration trench is located in the southeast corner of the lot, while the drywell is located in the southwest corner of the lot. These facilities ensure all stormwater is collected form the site. All PGIS, along with all the NPGIS from the roof will be routed directly to the infiltration trench. Stormwater from the patios located in the back yard will be conveyed to the drywell. Wiskerchen Residence Technical Information Report SECTION 6 MINIMUM REQUIREMENT #5 ON -SITE STORMWATER MANAGEMENT Wiskerchen Residence Technical Information Report 11 Existing Site Hydrology The site is currently undeveloped, primarily consisting of pastured lawn with a scattering of ash, cherry, laurel and maple trees. The project site is surrounded by neighboring parcels on all sides, with houses located on the parcels to the west, south, and east. The remaining parcel to the north is also undeveloped. The site has a single drainage basin, which follows the natural topography of the area and drains overland from east to west with an average lot slope of 21 %. Runoff can be expected to follow the existing ground topography, and flow in a western direction, yet water is not expected to leave the site due to soil characteristics with a high permeability for infiltration that allows for natural ground water recharge. Per NRCS Web Soil Survey, site soils consist of Alderwood Urban Land Complex. This material is an unsorted mixture of loose to medium dense, reddish brown to tan silty sand with gravel and scattered cobbles and boulders. Below depth ranging from approximately 2-4 feet, these sediments became dense to very dense and grayish tan. The Alderwood Urban Land Complex consists of an unsorted mixture of silt, sand and gravel that was deposited directly from basal, debris laden glacial ice during the Vashon Stade of the Fraser Glaciation, approximately 12,500 to 15,000 years ago. Developed Site Hydrology The Geotechnical Engineer for the project, Liu & Associates, INC, excavated test pits on site and encountered Esperance sand deposits about 4 to 5 feet below existing grade. This deposit appears to be of a high permeability and will be capable of supporting onsite stormwater infiltration. Per Liu & Associates recommendation, a design infiltration rate of 4 inches per hour can be used for the design of the infiltration trench. Refer to the Geotechnical report in Appendix 12-A. Stormwater volumes will be mitigated onsite utilizing a 511 X 4.5'W X 45D infiltration trench and 2' diameter dry well to infiltrate all of the onsite stormwater, thus the site's release rate will be at or below pre-existing flow rates. The infiltration trench has been designed utilizing the latest version of WWHM3 continuous storm modeling software as per the 2005 DOE manual for existing versus proposed drainage release rates. The infiltration trench is located in the southeast corner of the lot, while the drywell is located in the southwest corner of the lot. These facilities ensure all stormwater is collected form the site. All PGIS, along with all the NPGIS from the roof will be routed directly to the infiltration trench. Stormwater from the patios located in the back yard will be conveyed to the drywell. Performance Standards Flow Control and Stormwater Quality elements are subject to the requirements of the 2005 Washington State Department of Ecology Stormwater Management Manual for the Puget Sound Basin. The modeling software used for both water quality treatment design flows and volumes, and detention volume calculations and release rates is version 3.0 of the WWHM3 Continuous Stormwater Modeling Software. Wiskerchen Residence Technical Information Report SECTION 7 MINIMUM REQUIREMENT #6 RUNOFF TREATMENT Wiskerchen Residence Technical Information Report PROJECT RUNOFF TREATMENT DESIGN OVERVIEW Water quality treatment is not required on this project due to the limited amount of PGIS on this site. An oil water separator will be installed and utilized for runoff originating from the driveway, before releasing to the infiltration trench. Wiskerchen Residence Technical Information Report SECTION 8 MINIMUM REQUIREMENT #7 FLOW CONTROL Wiskerchen Residence Technical Information Report Existing Site Hydrology The site is currently undeveloped, primarily consisting of pastured lawn with a scattering of ash, cherry, laurel and maple trees. The project site is surrounded by neighboring parcels on all sides, with houses located on the parcels to the west, south, and east. The remaining parcel to the north is also undeveloped. The site has a single drainage basin, which follows the natural topography of the area and drains overland from east to west with an average lot slope of 21 %. Runoff can be expected to follow the existing ground topography, and flow in a western direction, yet water is not expected to leave the site due to soil characteristics with a high permeability for infiltration that allows for natural ground water recharge. Per NRCS Web Soil Survey, site soils consist of Alderwood Urban Land Complex. This material is an unsorted mixture of loose to medium dense, reddish brown to tan silty sand with gravel and scattered cobbles and boulders. Below depth ranging from approximately 2-4 feet, these sediments became dense to very dense and grayish tan. The Alderwood Urban Land Complex consists of an unsorted mixture of silt, sand and gravel that was deposited directly from basal, debris laden glacial ice during the Vashon Stade of the Fraser Glaciation, approximately 12,500 to 15,000 years ago. Developed Site Hydrology The Geotechnical Engineer for the project, Liu & Associates, INC, excavated test pits on site and encountered Esperance sand deposits about 4 to 5 feet below existing grade. This deposit appears to be of a high permeability and will be capable of supporting onsite stormwater infiltration. Per Liu & Associates recommendation, a design infiltration rate of 4 inches per hour can be used for the design of the infiltration trench. Refer to the Geotechnical report in Appendix 12-A. Stormwater volumes will be mitigated onsite utilizing a 511 X 4.5'W X 45D infiltration trench and 2' diameter dry well to infiltrate all of the onsite stormwater, thus the site's release rate will be at or below pre-existing flow rates. The infiltration trench has been designed utilizing the latest version of WWHM3 continuous storm modeling software as per the 2005 DOE manual for existing versus proposed drainage release rates. The infiltration trench is located in the southeast corner of the lot, while the drywell is located in the southwest corner of the lot. These facilities ensure all stormwater is collected form the site. All PGIS, along with all the NPGIS from the roof will be routed directly to the infiltration trench. Stormwater from the patios located in the back yard will be conveyed to the drywell. Performance Standards Flow Control and Stormwater Quality elements are subject to the requirements of the 2005 Washington State Department of Ecology Stormwater Management Manual for the Puget Sound Basin. The modeling software used for both water quality treatment design flows and volumes, and detention volume calculations and release rates is version 3.0 of the WWHM3 Continuous Stormwater Modeling Software. Wiskerchen Residence Technical Information Report APPENDIX 8-A FLOW CONTROL DESIGN CALCULATIONS Wiskerchen Residence Technical Information Report Infiltration Trench Design The infiltration trench was modeled using the Puget Sound 36 precipitation input file with WWHM3, per the Edmonds Stormwater Code supplement Chapter 5.7. As seen in the image below, the "precipitation applied to facility" box is checked, and the "use wetted surface area" for infiltration is set to "NO". IF 1.1 C-i dz;= MIN 13� Grarvel Tremh Bed I Wfigted Facility Name lGravel Tramch Bad 1 Outlet I Outlet 2 Outlet 3 Danirnstreann Connection Facility Type lGiarvell Tramch/Bed �L-A� F �,-O 0�4ickTrench F ci:ity Bottom Elevation (11) 1125 F:ci ity Dimensions Trench Outlet Structure Ttewh=Wdh Rim Hedt (4) r3. 5 -�H Effecb" Total Depth 10100i Rti,at Diameter(irt) FG-- Bottom Jope of Trervch 01 Ri-TYP- rF9---j Left Side Slove Notch Type A91V Side Slope BE Material Layers for LaW 1 Thcl,� (R) Orifice DiumeterHeight OMax Lay. 1 pomity Number On) OFQ (do) Lay.2THck—(ftJ I ra--i Fo— --.,A 0 Law 2 poiay 2 F0-- --I ro--H 0 LW.3Th.k—(ftl 10— 7 7 3 ro--�-ij F0--Aj 0 Layer 3 pao* Infiltration ws— -1 T,amhVok—atRi—Head(acm4t) .007 MeauredirfliationRale(irift) r4 — Pond Imaramt F0 10 .1 —Table ��aihonneducbwl`actor rl— Show Pond Table rOp- --.'i Uft Wetted S.lace Area Weviah) [N() TotalVok,me InWaLedfacra4t) 51.719 Total Vokime Thrmgh FacilMw") 51.748 okimeThrotighRim(acre-1t) OL029 Pacertt Infibated 99.94 The following table details the breakdown of impervious surfaces used as inputs in the WWHM3 calculation. Impervious Surfaces Roof + Garage 3,459 SF .079 Acres New Driveway 1,581 SF .036 Acres Patios 241 SF .006 Acres Upstream Driveways 369 SF .008 Acres I I I I I Totals 1 5,650 1 SF 1 1 .130 1 Ac Total Roof Impervious .08 Acres Total Road Impervious .05 Acres Total Site Impervious= .13Acres The infiltration trench was sized to accommodate aH of the impervious surface flows from the site. Yet, the proposed design also incorporates a drywell in the southwest corner that will accept a small portion of the flows from the back patios only. Upstream Driveway Run-on Per the Snoscape image provided below, elevation contours illustrate the majority of the existing driveway slopes towards the northwest and does not flow towards the proposed project site. EC SITE Total area incorporated into design /r [Area flowing onto property The proposed stormwater design incorporates a 369 SF area of existing driveway, an approximately 13' X 28' in size, which according to this contour map, over estimates the amount of upstream area. This upstream basin has been included in the infiltration trench design calculation. Western Washington Hydrology Model PROJECT REPORT Project Name: 322-001 Wiskerchen Residence Site Address: City Report Date : 9/12/2013 M'Q,9JFXkdrq knfX detjl�z;�rgt 36 Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name : Predeveloped Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Mod .05 C, Forest, Steep .08 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 0.05 ROOF TOPS FLAT 0.08 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1, Gravel Trench Bed 1, Name : Gravel Trench Bed I Bottom Length: 57ft. Bottom Width: 4ft. Trench bottom slope 1: 0.0001 To I Trench Left side slope 0: 0.0001 To I Trench right side slope 2: 0.0001 To 1 Material thickness of first layer: 4.5 Pour Space of material for first layer: 0.35 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 WWHM3 Trench size 57'X 4'= 228 SF Modified to: Proposed Trench size 51 * 4.5 = 229.5 SF Infiltration On Infiltration rate : 4 Infiltration safety factor : 1 Discharge Structure Riser Height: 3.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet I Outlet 2 Gravel Trench Bed Hydraulic Table Staoe(ft) Area(acr) Volume(acr-ft) Dschra(cfs) Infilt(cfs 125.0 0.005 0.000 0.000 0.000 125.1 0.005 0.000 0.000 0.021 125.1 0.005 0.000 0.000 0.021 125.2 0.005 0.000 0.000 0.021 125.2 0.005 0.000 0.000 0.021 125.3 0.005 0.000 0.000 0.021 125.3 0.005 0.001 0.000 0.021 125.4 0.005 0.001 0.000 0.021 125.4 0.005 0.001 0.000 0.021 125.5 0.005 0.001 0.000 0.021 125.5 0.005 0.001 0.000 0.021 125.6 0.005 0.001 0.000 0.021 125.6 0.005 0.001 0.000 0.021 125.7 0.005 0.001 0.000 0.021 125.7 0.005 0.001 0.000 0.021 125.8 0.005 0.001 0.000 0.021 125.8 0.005 0.001 0.000 0.021 125.9 0.005 0.002 0.000 0.021 125.9 0.005 0.002 0.000 0.021 126.0 0.005 0.002 0.000 0.021 126.0 0.005 0.002 0.000 0.021 126.1 0.005 0.002 0.000 0.021 126.1 0.005 0.002 0.000 0.021 126.2 0.005 0.002 0.000 0.021 126.2 0.005 0.002 0.000 0.021 126.3 0.005 0.002 0.000 0.021 126.3 0.005 0.002 0.000 0.021 126.4 0.005 0.002 0.000 0.021 126.4 0.005 0.003 0.000 0.021 126.5 0.005 0.003 0.000 0.021 126.5 0.005 0.003 0.000 0.021 126.6 0.005 0.003 0.000 0.021 126.6 0.005 0.003 0.000 0.021 126.7 0.005 0.003 0.000 0.021 126.7 0.005 0.003 0.000 0.021 126.8 0.005 0.003 0.000 0.021 126.8 0.005 0.003 0.000 0.021 126.9 0.005 0.003 0.000 0.021 126.9 0.005 0.003 0.000 0.021 127.0 0.005 0.004 0.000 0.021 127.0 0.005 0.004 0.000 0.021 127.1 0.005 0.004 0.000 0.021 127.1 0.005 0.004 0.000 0.021 127.2 0.005 0.004 0.000 0.021 127.2 0.005 0.004 0.000 0.021 127.3 0.005 0.004 0.000 0.021 127.3 0.005 0.004 0.000 0.021 127.4 0.005 0.004 0.000 0.021 127.4 0.005 0.004 0.000 0.021 127.5 0.005 0.004 0.000 0.021 127.5 0.005 0.005 0.000 0.021 127.6 0.005 0.005 0.000 0.021 127.6 0.005 0.005 0.000 0.021 127.7 0.005 0.005 0.000 0.021 127.7 0.005 0.005 0.000 0.021 127.8 0.005 0.005 0.000 0.021 127.8 0.005 0.005 0.000 0.021 127.9 0.005 0.005 0.000 0.021 127.9 0.005 0.005 0.000 0.021 128.0 0.005 0.005 0.000 0.021 128.0 0.005 0.005 0.000 0.021 128.1 0.005 0.006 0.000 0.021 128.1 0.005 0.006 0.000 0.021 128.2 0.005 0.006 0.000 0.021 128.2 0.005 0.006 0.000 0.021 128.3 0.005 0.006 0.000 0.021 128.3 0.005 0.006 0.000 0.021 128.4 0.005 0.006 0.000 0.021 128.4 0.005 0.006 0.000 0.021 128.5 0.005 0.006 0.000 0.021 128.5 0.005 0.006 0.000 0.021 128.6 0.005 0,007 0.054 0.021 128.6 0.005 0.007 0.154 0.021 128.7 0.005 0.007 0.283 0.021 128.7 0.005 0.007 0.436 0.021 128.8 0.005 0.007 0.609 0.021 128.8 0.005 0.007 0.800 0.021 128.9 0.005 0.007 1.008 0.021 128.9 0.005 0.007 1.232 0.021 129.0 0.005 0.007 1.470 0.021 129.0 0.005 0.007 1.722 0.021 129.1 0.005 0.007 1.986 0.021 129.1 0.005 0.008 2.263 0.021 129.2 0.005 0.008 2.552 0.021 129.2 0.005 0.008 2.852 0.021 129.3 0.005 0.008 3.163 0.021 129.3 0.005 0.008 3.484 0.021 129.4 0.005 0.008 3.816 0.021 129.4 0.005 0.008 4.158 0.021 129.5 0.005 0.008 4.509 0.021 129.5 0.005 0.008 4.869 0.021 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003027 5 year 0.004871 10 year 0.005896 25 year 0.006953 50 year 0.007587 100 year 0.00811 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Precleveloped and Mitigated. POC #1 Year PreclevelODed Mitioated 1941 0.004 0.000 1942 0.001 0.000 1943 0.004 0.000 1944 0.002 0.000 1945 0.001 0.000 1946 0.005 0.000 1947 0.003 0.000 1948 0.003 0.000 1949 0.005 0.000 1950 0.003 0.000 1951 0.010 0.000 1952 0.004 0.000 1953 0.001 0.014 1954 0.001 0.000 1955 0.002 0.000 1956 0.001 0.000 1957 0.003 0.000 1958 0.002 0.000 1959 0.003 0.000 1960 0.003 0.000 1961 0.003 0.000 1962 0.003 0.000 1963 0.001 0.000 1964 0.001 0.000 1965 0.002 0.000 1966 0.003 0.000 1967 0.002 0.000 1968 0.005 0.000 1969 0.003 0.000 1970 0.003 0.000 1971 0.002 0.000 1972 0.002 0.000 1973 0.006 0.000 1974 0.002 0.000 1975 0.004 0.000 1976 0.004 0.000 1977 0.003 0.000 1978 0.000 0.000 1979 0.003 0.000 1980 0.003 0.000 1981 0.004 0.000 1982 0.001 0.000 1983 0.005 0.000 1984 0.003 0.000 1985 0.003 0.000 1986 0.002 0.000 1987 0.006 0.000 1988 0.005 0.000 1989 0.003 0.000 1990 0.003 0.000 1991 0.010 0.025 1992 0.008 0.018 1993 0.003 0.000 1994 0.002 0.000 1995 0.001 0.000 1996 0.003 0.000 1997 0.008 0.000 1998 0.004 0.000 1999 0.002 0.000 2000 0.005 0.010 2001 0.003 0.000 2002 0.001 0.000 2003 0.003 0.000 2004 0.006 0.000 2005 0.001 0.000 2006 0.002 0.000 2007 0.003 0.000 2008 0.002 0.000 2009 0.004 0.000 2010 0.006 0.000 2011 0.005 0.032 2012 0.004 0.000 2013 0.003 0.000 2014 0.007 0.011 2015 0.003 0.000 2016 0.002 0.000 2017 0.006 0.000 2018 0.001 0.000 2019 0.003 0.000 2020 0.003 0.000 2021 0.002 0.000 2022 0.005 0.000 2023 0.001 0.000 2024 0.003 0.000 2025 0.002 0.000 2026 0.005 0.000 2027 0.004 0.000 2028 0.003 0.000 2029 0.003 0.000 2030 0.003 0.000 2031 0.004 0.000 2032 0.003 0.000 2033 0.006 0.000 2034 0.001 0.000 2035 0.006 0.000 2036 0.003 0.000 2037 0.003 0.000 2038 0.000 0.000 2039 0.002 0.000 2040 0.002 0.000 2041 0.005 0.000 2042 0.003 0.000 2043 0.004 0.000 2044 0.005 0.000 2045 0.002 0.000 2046 0.002 0,000 2047 0.003 0.000 2048 0.002 0.000 2049 0.001 0.000 2050 0.002 0.000 2051 0.004 0.004 2052 0.002 0.000 2053 0.001 0.000 2054 0.007 0.000 2055 0.001 0.000 2056 0.005 0.000 2057 0.008 0.000 2058 0.010 0.007 2059 0.003 0.000 2060 0.004 0.000 2061 0.001 0.000 2062 0.003 0. 000 2063 0.011 0.020 2064 0.003 0.000 2065 0.004 0.000 2066 0.002 0.000 2067 0.001 0.000 2068 0.003 0.000 2069 0.007 0.000 2070 0.002 0.000 2071 0.001 0.000 2072 0.001 0.000 2073 0.002 0.000 2074 0.007 0.000 2075 0.004 0.000 2076 0.001 0.000 2077 0.004 0.000 2078 0.000 0.000 2079 0.001 0.000 2080 0.002 0.000 2081 0.008 0.014 2082 0.003 0.000 2083 0.004 0.000 2084 0.003 0.000 2085 0.003 0.000 2086 0.002 0.000 2087 0.003 0.000 2088 0.003 0.000 2089 0.002 0.000 2090 0.004 0.000 2091 0.002 0.000 2092 0.003 0.000 2093 0.005 0.005 2094 0.001 0.000 2095 0.001 0.000 2096 0.002 0.000 2097 0.002 0.000 2098 0.005 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0110 0.0316 2 0.0098 0.0246 3 0.0098 0.0196 4 0.0095 0.0178 5 0.0082 0.0141 6 0.0080 0.0138 7 0.0078 0.0105 8 0.0078 0.0103 9 0.0071 0.0073 10 0.0068 0.0047 11 0.0067 0.0038 12 0.0066 0.0000 13 0.0063 0.0000 14 0.0063 0.0000 15 0.0060 0.0000 16 0.0060 0.0000 17 0.0059 0.0000 18 0.0058 0.0000 19 0.0056 0.0000 20 0.0054 0.0000 21 0.0053 0.0000 22 0.0053 0.0000 23 0.0053 0.0000 24 0.0052 0.0000 25 0.0052 0.0000 26 0.0051 0.0000 27 0.0050 0.0000 28 0.0050 0.0000 29 0.0049 0.0000 30 0.0048 0.0000 31 0.0047 0.0000 32 0.0046 0.0000 33 0.0045 0.0000 34 0,0045 0.0000 35 0.0044 0.0000 36 0.0044 0.0000 37 0.0043 0.0000 38 0.0042 0.0000 39 0.0041 0.0000 40 0.0041 0.0000 41 0.0040 0.0000 42 0.0039 0.0000 43 0.0038 0.0000 44 0.0038 0.0000 45 0.0038 0.0000 46 0.0037 0.0000 47 0.0037 0.0000 48 0.0036 0.0000 49 0.0036 0.0000 50 0.0036 0.0000 51 0.0036 0.0000 52 0.0035 0.0000 53 0.0034 0.0000 54 0.0034 0.0000 55 0.0033 0.0000 56 0.0033 0.0000 57 0.0033 0.0000 58 0.0032 0.0000 59 0.0032 0.0000 60 0.0032 0.0000 61 0.0032 0.0000 62 0.0031 0.0000 63 0.0031 0.0000 64 0.0031 0.0000 65 0.0031 0.0000 66 0.0031 0.0000 67 0.0031 0.0000 68 0.0030 0.0000 69 0.0030 0.0000 70 0.0030 0.0000 71 0.0029 0.0000 72 0.0029 0.0000 73 0.0029 0.0000 74 0.0028 0.0000 75 0.0028 0.0000 76 0.0028 0.0000 77 0.0028 0.0000 78 0.0028 0,0000 79 0.0028 0.0000 80 0.0028 0.0000 81 0.0028 0.0000 82 0.0027 0.0000 83 0.0027 0.0000 84 0.0027 0.0000 85 0.0027 0.0000 86 0.0027 0.0000 87 0.0027 0.0000 88 0.0027 0.0000 89 0.0026 0.0000 90 0.0026 0.0000 91 0.0026 0.0000 92 0.0026 0.0000 93 0.0026 0.0000 94 0.0026 0.0000 95 0.0026 0.0000 96 0.0026 0.0000 97 0.0025 0.0000 98 0.0025 0.0000 99 0.0025 0.0000 100 0.0024 0.0000 101 0.0023 0.0000 102 0.0023 0.0000 103 0.0023 0.0000 104 0.0023 0.0000 105 0.0023 0.0000 106 0.0022 0.0000 107 0.0022 0.0000 108 0.0021 0.0000 109 0.0021 0.0000 110 0.0021 0.0000 111 0.0021 0.0000 112 0.0021 0.0000 113 0.0021 0.0000 114 0.0020 0.0000 115 0.0020 0.0000 116 0.0020 0.0000 117 0.0020 0.0000 118 0.0019 0.0000 119 0.0019 0.0000 120 0.0019 0.0000 121 0.0019 0.0000 122 0.0019 0.0000 123 0.0018 0.0000 124 0.0018 0.0000 125 0.0018 0.0000 126 0.0017 0.0000 127 0.0017 0.0000 128 0.0017 0.0000 129 0.0017 0.0000 130 0.0016 0.0000 131 0.0015 0.0000 132 0.0015 0.0000 133 0.0015 0.0000 134 0.0015 0.0000 135 0.0014 0.0000 136 0.0014 0.0000 137 0.0014 0.0000 138 0.0014 0.0000 139 0.0014 0.0000 140 0.0014 0.0000 141 0.0014 0.0000 142 0.0014 0.0000 143 0.0014 0.0000 144 0.0014 0.0000 145 0.0014 0.0000 146 0.0013 0.0000 147 0.0013 0.0000 148 0.0012 0.0000 149 0.0012 0.0000 150 0.0011 0.0000 151 0.0011 0.0000 152 0.0010 0.0000 153 0.0010 0.0000 154 0.0009 0.0000 155 0.0007 0.0000 156 0.0003 0.0000 157 0.0003 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev 0.0015 9328 30 0.0016 8537 30 0.0016 7821 30 0.0017 7182 30 0.0018 6602 30 0.0018 6102 30 0.0019 5640 30 0.0019 5206 30 0.0020 4801 30 0.0021 4451 30 0.0021 4129 29 0.0022 3836 29 0.0022 3545 29 0.0023 3295 29 0.0024 3072 29 0.0024 2856 29 0.0025 2652 29 0.0026 2449 29 0.0026 2279 29 0.0027 2132 29 0.0027 1996 29 0.0028 1854 29 0.0029 1759 29 0.0029 1649 29 0.0030 1557 29 0.0030 1458 29 0.0031 1378 29 0.0032 1300 29 0.0032 1225 29 0.0033 1158 29 0.0034 1093 29 0.0034 1034 29 0.0035 976 29 0.0035 922 29 0.0036 874 29 0.0037 816 29 Dev Percentage Pass/Fail 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass 0 Pass I Pass 1 Pass 1 Pass 1 Pass 1 Pass 1 Pass 1 Pass 1 Pass 1 Pass 1 Pass 1 Pass 2 Pass 2 Pass 2 Pass 2 Pass 2 Pass 2 Pass 2 Pass 3 Pass 3 Pass 3 Pass 0.0037 767 29 3 Pass 0.0038 721 29 4 Pass 0.0038 686 27 3 Pass 0.0039 661 27 4 Pass 0.0040 636 27 4 Pass 0.0040 612 27 4 Pass 0.0041 588 27 4 Pass 0.0042 566 27 4 Pass 0.0042 538 27 5 Pass 0.0043 520 27 5 Pass 0.0043 500 27 5 Pass 0.0044 479 27 5 Pass 0.0045 458 26 5 Pass 0.0045 439 25 5 Pass 0.0046 418 24 5 Pass 0.0046 402 24 5 Pass 0.0047 385 24 6 Pass 0.0048 362 22 6 Pass 0.0048 341 22 6 Pass 0.0049 328 22 6 Pass 0.0049 313 22 7 Pass 0.0050 292 22 7 Pass 0.0051 279 22 7 Pass 0.0051 264 22 8 Pass 0.0052 248 22 8 Pass 0.0053 242 22 9 Pass 0.0053 227 22 9 Pass 0.0054 220 22 10 Pass 0.0054 206 22 10 Pass 0.0055 203 22 10 Pass 0.0056 191 22 11 Pass 0.0056 181 22 12 Pass 0.0057 171 22 12 Pass 0.0057 166 22 13 Pass 0.0058 156 22 14 Pass 0.0059 145 21 14 Pass 0.0059 135 21 15 Pass 0.0060 129 21 16 Pass 0.0061 113 21 18 Pass 0.0061 Ill 21 18 Pass 0.0062 102 21 20 Pass 0.0062 98 21 21 Pass 0.0063 89 21 23 Pass 0.0064 85 21 24 Pass 0.0064 78 21 26 Pass 0.0065 73 21 28 Pass 0.0065 70 21 30 Pass 0.0066 62 21 33 Pass 0.0067 61 20 32 Pass 0.0067 53 20 37 Pass 0.0068 52 20 38 Pass 0.0069 48 20 41 Pass 0.0069 43 20 46 Pass 0.0070 39 20 51 Pass 0.0070 36 20 55 Pass 0.0071 34 20 58 Pass 0.0072 30 20 66 Pass 0.0072 28 20 71 Pass 0.0073 26 20 76 Pass 0.0073 24 18 75 Pass 0.0074 21 18 85 Pass 0.0075 20 18 90 Pass 0.0075 20 18 90 Pass 0.0076 18 18 100 Pass 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. Perind and ImpInd Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. SECTION 9 MINIMUM REQUIREMENT #8 WETLANDS PROTECTION Wiskerchen Residence Technical Information Report PROJECT OVERVIEW There are no wetlands, wetland buffers, or critical areas on this site. Wiskerchen Residence Technical Information Report SECTION 10 MINIMUM REQUIREMENT #9 OPERATION AND MAINTENANCE Wiskerchen Residence Technical Information Report No. I — Detenfion Ponds Allairdenance Defect Conditions When Maintenance Is Results Expected When C-ni—ent Needed Maintenance Is performed General Trash & Debris Any bash and debris which exceed 5 Trash and debris cleared from site. cubic fed per 1,000 square feet " is about equal to the amount of trash it-wauld take to fill up cine standard soL garbage can). In general, there should be no visual evidence of dumping - It less thari threshold all trash and debris will be removed as part of next scheduled maintenance. Poisonous Any poisanaus or nuisance No dartger of poi— vegetation Vegetation and vegetation which may constitute a wtiere maintenance personnel or the noxious wimits hazard to maintenance personnel or public rrdght normally be. (Coardnate the public. with local health department) Any evidence of noxious weeds as Conplete eradication of noxious weeds defined by State or kx:W regulations. may not be possible. Compliance with (Apply requitements of adopted PM State or local eradication policies required policies for the use of herbicides)- Ckiritarninants, Any evidence of oil, gamine, me Mul Pollution containinants or other pokitants easkElimmair, OF (Coordinate removoydeanup with pendmt7 pmest: local vtzter quality response agency) - Rodent 1-foles Any evidence of rodent holes if Rodents desbvjed and dam or berm bcff4 is acting as a dam or berin, or repaired- (C000rdiruile with local health any evidence of vriter piping through deparlinent; coordinate wilh Ecalogy dorn or berm wa rodent holes Dam Soldy Office if pond exceeds 10 acre -feel.) No. I — Dehfton Ponds U*,L. I Dared Candifians W. wirde.. Is Results Expected When CCU*--M Needed Mairiterumice Is Perfairmed Beam Dams Darn rem1b in change or furrction of Facilifty is returned to desW function - the facility. (Coardinate trapping of beavers and removal of dams with appropriate penritfing agencies) Insects When insects such as wasps and bmctB destroyed ar removed firm site. homets interfere with maintenance activities. Apply insexAcides in compliance with adopted IPM policies Tree Grobith Tree Towth does not allow Trees do not hirider maintenance and I-Iozard mainteriancie access or Uftleres activities. Harvested trees sluxitil be Trees with maintenance activity (i.e., slope recycled into mulch or allw beneficial nowing, silk removal, vactoring, or uses (e.g, alders for firewoodli- equipmentmavements)- If bees are not interfering with access or Remove hazard Trees maintenance, do not remove if dead, diseased, or dying trees are identified OJse a certified Artiond to deteartirie health d tree or removal I requirements) Side Slopes Erosion Eroded damage over 2 inches deep Slopes dxxdd be stabilized usirV off POW %here cause of damage is still appropriate erosion control measure(s); pre, or where there is potential for eg., rock rebrPorcement, planting at continued erosion- grass' C-Paction- Any erosion observed on a If enision is occurring on axnpacted oompacted berm embankmenL bemis a licensed dvd engineer should be consulted bD resolve source of erosion. SWWe Area Sedaverd Acciumulated sectiment that exceeds Sediment cleaned W to designed pond 10% of the designed pond cle" shape and depth; pond reseeded if unless oftierwise specified or affects necessary to control erosion- irdetting or outleffing condition of the facility. Liner Of Liner is visible and has more than Liner repaired ar replaced- Liner is fully Applicable) ftee 1144nch holes in it covered. Wiskerchen Residence Technical Information Report No. I — Detenlion Ponds U.-&rIenance Defect Coriftons When Manitemice Is Resxft EMected When Comp"ierit Needed Makitenarme Is performed Pland Be= Settlements Any pad d berm Wich has Settled 4 Dike is built back to the design (Dikes) lower than the design elevation. efevation. U settlement is apparent, measure berm to determine amount of semement. Set1mg can be an indication ot more severe problem with the berm or ouitlet works. A ficerised dd enginieer should be consulted to determine the source of the seMement. Rping Discernabte water flow through pond piping eliminated- Emsm potential bes.. ChKjoh erosionwithpotential reschred. lor, �"r tocordbrue, (Recommend a Goethechribcal a*ieer be Called M to inspect and evaluate, condffion and recommend repair of conditim Emergency Tree Growth Thee growth on emergency spillways; Trees shiould be removed, ff mot OvedoW creates blockage problerns and may system is smog (base tess thm 4 Spillway and emm tailum of the berm dim to inches) the rixit system may be Wft in Bemis over 4 uncoritrolled overtopong, ptu:e Otherwise the roots should be ft%A in height rerroved arid lhe berm resWredL A Tree growth on berms over 4 fed in licensed cid engineer stmild be hexft may lead to piping through to consulted for prow bermispiffway berm which coudd bead to billife Of restoration. the berm Pt*V Discerimble water Gow through pond PpM eliminated. Emsion poten� bemv Origoing erosion w1i poteriltial resolved, bor erosion to 0011� (Recommend a Goethechnicad engiineerbe in to inspect and evduate corridition and recommend repair of condition. Emergency Emergency Crdy one t3)w of mck exists above Rocks orid pad depth are restored to, OvedkW Overlimid native 9W in arm five square feet or design stwidards. SPD—Y spftw larger, or any exposure of native Sod ad the top d out am Pam of Wiltway- Oto-apon" " slopesneWriatbe ROIaced) &USion see -side sopes, at Pond- Wiskerchen Residence Technical Information Report No. 2 - hffiltrAon Maintenance component Defect Conditions Whw Maintenance Is Needed Resufts Expected When Maintenancets Perfonned General Trash & Detifis See -Detention Pands" (No. I See Metention Ponder (NO. 11). PowonousiNommits See 13etwition Pander(No, 1). See Metention Ponds" Vegetefi- (No- I)- Contammants and See Metentian Ponder (No. I See"Detention Ponder PGOLOM (NO. I � Rodent Holes See Iketention PondEr (No. 1). See Metention Ponder (NO- 1) Sturage Area Sediment Water ponding in ffffitiabon pond aftir Sednwd is removed rakitall ceases and appropriate time sidlor facility is deaned allowed for ird9hatimL so that infiltration system (A percolation test pit or ted of fadlifty indi faality is ordy m" at 90% of waft acatuding to design. its designed capabMies- If bw inches or more sediment is pnmmrd, rerriwwe� Mer Bags Cif applicalde) FRed aft Sediment and Debris Sediinerd and debris IM bag imme than 112 M. Hter bag is replaced or system is redesigned. Rock Fittem Seclinent and By v=W inspection, Me or no water flow Gravel m, w* fiter ts, Debris through filter dumrtg heavy rain storins. reptaCed- Side Stopes of Erosion See -Detention Ponder (No- I SeeDeterition Ponder Pond (No-Ily Emogency Tree GrovAh See -DeWrttion Pander (No- 1)- See Metention Pander Ovefflon so" (NIX IY and Bemis over 4 fled in heiglit. Piping See -Detention PwxW (No- I SeeDetentian Ponder (NO. I) - Emergency RDck Missing See -Detention PwKW (No. ly See"Detention Pander Ovafkyw SpMW (NO. I Y Erosion See Metention Ponder (No- I SeeDetention Ponder (NO. 1). Pre-setting Ponds and Vaub I Facility or sump filed with Sediment Vor designed sedirnent MV depth of sediment I Sediment is rernoved. andkir debfis Wiskerchen Residence Technical Infoffnation Report No. 5 — Catch Basins maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash& Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening oris immediatetyinfroTdof blocking inletting capacity of th e basin by catch basin or on grate morethan 10%. openirq Trash or debris (inthe basin)that exceeds 6D No trash ordebris inthe percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe intooroutofthe basin, butin nocase less than a minimum of six inchescleara= from the debris surfaceto the invert of the lowestpipe. Trash or debris in anyintet or outlet pipe In I et an d outl et pipes free bl ocki ng in are th an 113 of its h ei ght. of tras h or d ebris. Dead animals orvegetatian that could No dead animals or generate odors thatcouldcause complaints vegetation presentwithin or dangerous gases(e.g,, methanel thecatch basin. Sediment Sediment(inthe basin)that exceeds 60 No sediment in the catch percent of the sump depth as measuredfrom basin thebottom of basinto invert of the lowest pipe into orout of the basiR butin nocase lessthan aminimum of6inches clearance from the sedimerd surface to the invert of the lowestpipe. Structure Darnageto Topslabhas holes larger than 2 square inches or cracks widerthan 1/4 inch Top slabisfreeof holes and cracks. Frame an d10 r Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush onto p slab, i.e., separationof morethan3f4 inchoftheframe from thetop slab. Frame not securely attach ed Frame is sittingflush an the riser rings ortop slab and firmly attached Fractures a r Cracks in Basin Walfst Maintenance p ersonjudges that structure is unsound. Basi n replaced or repai red to d es i gn standards. Bottom Groutfillet hassepamted or cracked wider Pipe is zraxau= and than U2 inch and longer than I foot at the secure at basin wall. joint of any ird etfoutlet pipe orany evidence of sail particles enteringeatch basin through cracks. Settlementl If failure of basin has created a safety, Basin replaced or repaired Misalignment function, ordesign problem. to d esi gn standards. Vegetation Vegetation gro -wing across and bi ocking more No vegetation blocking than 10% of the basin opening. openingto basin. Vegetation growing in inlellotitlet pipejoints that is more than sixinches tall and I essthan sixinchesapart. No vegetation or root growth present. Wiskerchen Residence Technical Information Report Maintenance Defect Condifionsifflheri Maintenanceis Needed Results Expected When Cornponent Maintenance is perfOrnied Contamination SeeDetention PonW(No. 1). No pollution present. and Pollutian Catch Basin CoverNotin Coveris missing oronlypartially in place. Catch bas�n coveris Cover Place Any open catch basin requires maintenance. closed Locking Mechanism canniatbeopened tryone Mechanism opens Wth Mechanism maintenance person Wth propertoots. Bob propertools. NotWorking into frame have lessthan W inch ofthread. CoverDificult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal filling pressure. one maintenance person. (Intentis. keep cover from sealing offaccess tD maintenance.) Ladder LadderRungs Ladderis unsaledueto missing rungs� not Ladder meets design Unsafe securely aftachedtD basin vAMI, standardsandallows misalignment, rust, cracks, orsharpedges, maintenance person safe access. Metal Grates Grateopening Grate Wth opening vAderthan7/8 inch. Grate opening meets -W Unsafe designstandards, Trash and Trash and debristh at is blocking m are than Grate fteeoftrash and Debris 20r% o I'grate surface j&tMUcapacity. debris. Damagedor Grate missing or broken member(s)ofthe Gmteiz in place an d Miss�ng. grate. meets cles� gnstandds, Wiskerchen Residence Technical Infonnation Report SECTION 11 MINIMUM REQUIREMENT #10 OFFSITE ANALYSIS AND MITIGATION Wiskerchen Residence Technical Information Report PROJECT OVERVIEW Per design, there are no expected conveyance capacity or erosion potential issues anticipated as a result of this project. Wiskerchen Residence Technical Information Report SECTION 12 SPECIAL REPORTS AND STUDIES Wiskerchen Residence Technical Information Report APPENDIX 12-A GEOTECHNICAL REPORT Wiskerchen Residence Technical Information Report LIU & ASSOCIATES, INC. Geotechnical ln�fneen'ng Engineering Geology August 5, 2013 Mr. John Wiskerchen 1! 16531 Broadwav Avenue Snohomis WA 98296 Dear Mr.Wiskerchen: Subject: Onsite Stormwater Disposal Wiskerchen-Prost Residence 1645 — 9h Avenue North 'Ednioncls, Washington I L&A Job No. 12-069 INTRODUCTION Eaft S�nce We previ, usly completed a preliminary geotechnical investigation for the development 0 the subje t residence, with our finding of the site conditions and preliminary geotech.nicE recorrim . idations presented in a report titled "Preliminary Geotechnical Investigatior Single-Fi I : mily Residence Building Lot, 645 _ 91h Avenue North, Edmonds, Washington, dated JuN 15, 2012. We understand that onsite disposal of stormwater by infiltration i planned tor the development of the subject residence. At your request we have comp] two in-sl!tu infiltration tests on the south and east sides of the site to determine 11 i9n rate for design of infiltration trenches to be used for onsite disposal.1i Presented in this report are description of test rocedure, test results and I P recorrund ! ndations.of design infiltration rate. 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (426) 483-9134 - Fax (426) 486-2746 August 5,:2013 Onsite St water Disposal Wiskerchen Residence L&A Job No. 12-069 Page 2 1 REVIEW OF SUBSURFACE CONDITIONS The subsurface conditions of the site had been explored previously and were presented in our 7/1512012 report. The test pits excavated on the site encountered a medium -dense to dense Esperance sand deposit of light-brmn to gray, fine to coarse sand, containing trace to some gravel, with, the surface of this deposit at about 4.0 to 5.0 feet below existing grade. Overlying the;Esperdnee sand deposits are layers of weathered silty fine sand soil, topsoil, a d near the top of slope on the west side of the site some fil.l. Groundwater was not encoLntered by the test pits. The clean Esperance sand deposit appears to be of high permeabi ity and should be capable of supporting onsite stormwater proposal by infiltration. INFILTRATION TEST LOCATIONS AND SOIL CONDITION We performed two in -situ infiltration tests on July 31, 2013. The locations of I irifiltratic n tests, IT- and IT-2, are shown on Plate 2 attached hereto. The soil conditi at these locations is consisted of about 12 inches of topsoil, underlain by a layer of bro, to light-�roivn weathered soil of silt- y fine sand with trace gravel, about 1.5 to 2.0 f thick. This soil layer was underlain to the bottom of the test pits by deposit of gray, di fine to medium sand'with trace to some gravel, which appears to be of an Esperance soil unit This Esperance Sand deposit is also the target soil layer in which infiltrafign tests were conducted. Groundwater was not encountered by the test pits. LIU & ASSOCIATES, INC. August 5,12013 Ohsite Stormwater Disposal Wiskerchtn Residende L&A Job 0. 12-069 Page 3 INFILTRATION TEST PROCEDURE The in-sit'u infiltration tests we conducted for this project were carried out in acco with thel procedure', outlined in Washington State Department of Ecology For each test location a Pi about 10 ieet by 10 feet by about 2.0 to 2.5 feet deep was first excavated out. A smallei pit about 2.0 to 2.5 feet deep was then excavated out in the middle of the larger pit ir which the, tests were Londucted. The inner smaller pit was measured for dimensions of it5 bottom area, then fililed with water for hours until the amount of water infiltrating intc bottom of the pit reached a steady state (i.e., the volume of water infiltrating into tht ground through bottom of the pit was the same as volume of water discharged into the bi, while water in the pit was kept at a constant level) for at least an hour. Clear tap watel was used in the tests. The infiltration rates into the inner smaller pits were ther determined by the constant head method with the volume of water discharged into the pi measured with a flow meter attached to the hose conveying water from the faucet into th( pit for a period of 30 minutes. The volume of water discharged into the test pit during thi 30-minute period was measured in U.S. gallons. The. volume of water was then converte( into cubic feet and divided by the bottom area of the test pit to derive the infiltration rati in inches per hour (iph). A correction factor of 4.0 is used to come up with the desigi infiltration rate of the Esperance Sand soil. The test results of the tow infiltration tests an presented as follows,- LIU & ASSOCIATES� INC. 0 1 t August 5, 2013 Onsite ' Stormwater Disposal Wiskerchen/Trost Residence L&A Job No. 12-069 Page 4 Volume. of Water into Test Elapsed Infiltration * Design Test Pit Test Pit Time Rate Infiltration Bottom No. Gallons Cubic Feet Hour iph Rate, i ph Area IT-1 134.00 17.9 4f.0n x 31-10" 0.5 28.0 7.0 IT-2 113.00 15.1 4'.0' x 3'-9" 0.5 * With a correction factor of 4.0. CONCLUSION AND RECOMMENDATIONS Design Infiltration Rate The design infiltration rate of the Esperance Sand deposit underlyin the site, with a . 9 correction factor of 4.0. was determined from the in -situ infiltration test results to be at least 6.0 iph. We recommend a design infiltration rate not to exceed 4.0 iph be used design of the infiltration trenches to be constructed on the east and south sides of house. Infiftration Trench Construction The trenches should be cut at least 6 inches into the underlying Esperance Sand deposit ol clean, gray, fine to coarse sand with gravel and silt and/or gray fine to medium sand witf, trace gravel. To reach the target Esperance Sand deposit the infiltration trenches woulc have to be excavated to 5 feet deep or more. The soil unit at bottom of infiltratior trenches should be verified by a geotechnical engineer. The stability of the trench cu banks should also be verified by a geotechnical engineer during, excavation. Cut banks it LIU & ASSOCIATES9INC. 0 . 0 August 5, 2013 Onsite Stormwater Disposal Wiskerchen/Trost Residence L&A Job No. 12-069 Page 5 the topsoil and weathered soi I should be no steeper than I H: I V to maintain stability an to prevent sloughing into bottom of the trenches to contaminate the clean Esperance san soil. The infiltration trenches should be set back at least 5 feet from property lines, 1 feet from nearby building foundations or utility trenches, and as far away as possible froi the top of slope and rockery on the west side of the site. Also, the bottom of infiltratic trenches should be no higher than the adjacent footing foundations. Our recommendations for construction of infiltration trenches with single dispersion pir is shown on Plate 3. I -he infiltration trenches should be 4 feet wide minimum. The sid walls of the trenches should be lined with a layer of non -woven filter fabric, such E MTRAFI 140N S. The trenches are then -filled with clean washed 3/4 to 1- 1/2 inch washc gravel or crushed rock to within about 10 inches of the finish grade. The gravel ( crushed used to fill the trenches should not be coated with mud or other substances whic may clog up bottom of the trenches. The dispersion pipes should be constructed of 6-inc rigid PVC pipes and laid level in the gravel or crushed rock filled trenches at about I inches below top of the trenches. The top of the gravel or crushed rock fill should also 1: covered with the filter fabric liner. The remaining trenches should then be backfilled wil compacted onsite clean sand soil. The gravel or crushed rock fill should be placed in lifts no more than 10 inches thick i loose state, with each lift compacted to a non -yielding state with a vibratory mechanic, compactor. The compaction and densification of trench fill is critical if it is to support th joint -use drivewa),. Stomiwater captured over the paved driveway should be routed into LtU & ASSOCIATES9 INC. 0 , August 5, 2013 Onsite Stormwater Disposal Wiskerchen/Trost Residence L&A Job No. 12-069 Page 6 catch basin equipped with an oil -water separator before being released into the infiltration trenches. LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Mr. and Mrs. Wiskerchen and their representatives, consultants and contractors. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. "Ibe scope of this report docs not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or pr6cedures, except as specifically described in this report for design considerations. Our. recommendations and conclusion are based on the geologic and soil conditi encountered by the'test pits excavated on the site initially and by the infiltration test our experience and engineering judgment, and the infiltration test results. conclusions and recommendations are professional opinions derived in a m,, consistent with the level of care and skill ordinarily exercised by other members of profession currently practicing under similar conditions in this area. No warranty, expressed or implied, is made. The actual subsurface conditions of the site may vary from those described in this and 7/15/2012 preliminary geotechnical report and encountered by the infiltration test pits LIU & ASSOCIATES, INC. August 5, 2013 Onsite Ston-nwater Disposal Wiskerchen/Trost Residence L&A Job No. 12-069 Page 7 The nature and extent of such variations may not become evident until construction star If variations appear then, we should be retained to re-evaluate the recommendations this report, and to verify or modify them in writing prior to proceeding further with t construction, of the proposed development. A copy of this report should be provided the Contractor of infiltration trenches for, compliance with the recommendations in tf report. Construction of infiltration trenches should be observed and monitored by geotechnical engineer. CLOSURE We are pleased to be of service to you on. this project. Please feel free to contact us if have any questions regarding this report or need further consultation. Plates 2 and 3 attached. M, Yo��,very truly, �AJ & SSOCI S. INC. J. S. ((J Plian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer 4S 145 1-20 1 -5 LIU & ASSOCIATES,. INC. tq , I ;, a 6 -3 -Z cv- -z -,:�k x A\ 5. Al 0 vlo CL 6 CL a -�Ql 0. ;411% ol , 0 14 a ori -2 Ott MDR LRT & ASSOCUTES, INC. Geotechnical Enginecring, Enginming Gcoloa Eanh SLmm%:e > o� C�- INFILTRATION TRENCH TYPICAL SECTIO WISKERCHEN/TROST RESIDENCE 645 - 9TH AVENUE NORTH EDMONDS, WASHINGTON 3:NO. 12-069 DATE 81SJ2013 1 PL TE C3 .90 -19,4 Citybf Edniofids", Critic -al Areas... the'"c'k, list-. The Critical Areas Checklist contained on and submit it to the City. The City will this form is to be filled out by any person review the checklist, make a precursory site preparing a Development Permit visit, and make a determination of the Application for the City of Edmondsprior subsequent steps necessary to complete a to his/her submittal of a development development permit application - permit to the City. X: With a signed copy of this form, the M6 putp6ge of the Checklist is to enable - applicant should also submit a vicinity map C4ty -nike whether any n to deter or plot plan for individual lots of the parcel Ile poteniia4 Critical Areas'are or Tay be with enough detail that City staff can find subject property. Ile and identify the subject parcei(s). In inf6iinaii6n needed to complete the addition, the applicant shall include 'other Che6kIiit should be easily available from pertinent information (eg. site observitions of the site or data available at plan, topography map, etc.) or studies in Hall (Critical Areas inventories, maps, conjunction with this Cheddist to assist ;,.—City -or soil surveys). staff in completing their preliminary =33caamunt U& U11: Nitce An applicant, or his/her repres6tative,,'....- must fill out the checklistj signand datedt,2,!��f� I have completed the attached Critical Area Checklist and attest that the answers provided are 'to"ihibm"I'of-mim out the appropriate column li�; Reptesen- Owner Applicant:-'� tative: Name 2, - Street Addrew tStreet Add= :11 Vi 7 �,0007_ '15 city, state, ZIP City. State, Z _,Phone'; Phone """Date Signa ate S (66 - CA FWO. 01tical Areas Checklist �Site Information (soils/topography/hydr logy/vegetation) A-Zi 1. Site Address/Location: 6- 5;" -5- — 1'9, 2. Property Tax Account Number: -V ZO 3. Approximate Site Size (acres or square feet): n1le, I-eo-r 4� Is this site currently developed? _yes; no. 2 If yes; how is site developed? 5. Describe the general site topography -Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise, of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10- horizontal distance of less than 33-feet). I *no" Other (please describe): 6. Site contains areas of year-round standing water: Approx. Depth: 7. . Site contains areas of seasonal stand RECEIVED ing water Approx. Depth: What season(s) of the year? MAR 2 1 1995 8. Site is in the floodway floodplain of a water course. PERW COUNER 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? Flows are seasonal? (What time of year?. 10. Site is primarily: forested A --J ;meadow _;shrubs mixed urban landscaped (lawn,shrubs etc) c;2 11. Obvious wedand is present on site: ?,/,6 IC4 W Rev6IM094 7"7' EXHIBIT "All' Q 40,EeO�� 7-0 7741E-C17"Y IVE-- CORI, -1,09 0,-'- 72V,6- ,5/,- ,5: 0:;� IF14SIE'"le �v 7- A/00* 0,6 ",9 7 "W /0 APPROVAL OF THIS SHORT SUBDIVI'SION IS SUBJECT TO THE CONDITIONS FOUND IN CITY OF EDMONDS FILE #S-26-81. 4042602-26 A. A100*1Z'00"'ln /.110-040 07 /VOOO,50- /4000,5yo Its. IN, 'goc—e It Ill.-71 &S /V000 06,137"Al 1-07- Z-11VAT -3 29j 9 71 S? Ic-6 1A101CA 72F-�5 ,5E'7-,6AC1<' //4f. 1711,3 7-),' eEZ5" 77 0 CITY CLERK, QviA Gemfe, Washjngto,� —71 -,01VIS10,A1 Oc- 7-1-11,5 AWO, 7- 7-0 77/Z CO,V,01 7-10A1,5 --5---7-,zVdF7 1AIC17-),- Oc- E-,0A-A0A10-5 Oc- 511-10,e7- 'IN 0 41sl aEl 7A-'.-- W" Or e65 77 04.2 % 00 z 0 0 u --S" 7- A10- (61-104 A-100 0 06',-0 7 *",W PAGE 1 OF 3 LEM DESCRIPTIONS S-26-81 -CITY CLERX lqw FOR Civic Center WILLIAM KASPER rdmonds, Washington THE SOUTH IIALF Or THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 27 NORTH.- RANGE 3 EAST, W.m.., EY,CF,Pr THE SOUT11 220,00 FEET THEREOF,, AND EXCEPT THAT PORTION CONVEYED TO THE CITY OF`EDl101JDS BY DEED RECORDED UNDER AUDITORIS FILE NO. 21118900 IN VOLUPIE 348 Or, OFFICIAL RECORDS, PAGE 384s RECORDS OF SllOHO!,aSH COUNTY, WASHINGTON. SUBJECT TO EASEMENTS., RESTRICTIONS AND RESERVATIONS OF RECORD. .LOT 1: THE FAST 132sOO FELT OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 249 TOWNSHIP 27 NORTH) RANGE 3 IIST3 W.M., MORE PARTICULARLY DESCRIBED AS FOLLOWS: Z Lu Z 6 Z U- w 0 >- CL L) a u < LLJ a: LLI 0: C0101ENCING AT THE NORTHEAST CORNER OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 242 THENCE- N-89%5'12"WEST� ALONG THE NORTH LINE OF THE SOUTH IIALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF.THE NORTHWEST QUARTER OF SAID SIXTION 24 FOR 9*00 FELT TO THE TRITE, POINT OF BEGINNING- .9 THENCE CONTINUING ALONG SAID NORTH LINE, N. 8�045'12"Ws--1194OQFEET; THENCE. S. 0*12"eE., 19'050 FEET; VENCE S 89v45'12'/E. PARALLET WITH THE NURTH LINE OF'SAID SOUTH HALF 3.50 FZET; THENCE S. 56"25"lo"W.,$) 8.98 r.=,, )'MORE OR LESS, TO AN INTERSECTION OF A LINE WHICH IS 132*00 Fl-A,,ff �rfST OF SAID EAS.T LINE OF SAID SOUTH HALF; THENCE S. e12 .00*E.., PARALLEL WITH SAID EAST LINE, 89.32 "FET7. MORE OR LESS., TO THE NORTH LINE OF THE SOUTH 220.00 FELT bF THE SOUTH IIALF OF THE SOUTHEAST.QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHI-IEST QUARTER OF SAID SECTION 24;' THENCE S-8947`16*E.j, ALOTIG THE NORTH LINE OF SAID SOUTH 220,00 FEET3 121.00 FEET., MORE OR LESS., TO THE IMST LINE, OF THAT PORTION CONVEYE P TO -T'lE ciTy OF EDMONDS 'BY DEED RECORT ED M FILE 110. 2111890 ), UND, AUDITOR'S ,0 IN VOLME 348 OF OFFICIAL RECORDS, PAGE 384 REPORDS OF SNOHOKESH COUN"j"l, �AASHINGTON; THE14CE N. 0*50.`3eE., 113.75 F6.T3 �11ORE OR LESS TO THE TRUE POTNT OF BEGIIINING. SUBJECT * TO AN EASD4ENT FOR INGRESS AIM EGRESS OVER THE SOUTH 15,100 FEET OF THE NORTH 19-50 FEET OF THE."tMVE DESCRIBED PARCEL,, AND.9 SUBJECT TO AN EASEMENT FOR.THE INSTALLATION , OPERATION AND MA114TRIANCE OF A WATER LINE OVER., ACROSS2 THROUGH., UNDER AND UPON THE FOLLOWING DESCRIBED PROPERTY: SAID EASE1,04T TO 13E 5*00 FEET IN WIDTH, 2.50 FEET ON EACH SIDE OF THE F011CWIllG DESCRIBED CENTERLINE: A LINE 7.00 FEET NORTH OF AND PARALLEL TO THE SOUTHERLY BOUNDARY OF THE NORTH 110.00 FELT OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 242 TOWNSHIP 27 NORTH, RANGE 3 FAST, W.M. FOR A DISTANCE OF 180,00 FEET, THEN AT.A SOUTHWESTERLY A14GLE TO THE SOUTHERLY PROPERTY LINE AT A POINT 203.00 FEET FROM THE EAST 'W*kZED RECORDED UNDER AUDITOR'S FILE NO. 2044321. At FOR SUBJECT TO EASEMENTS3 RESTRICTIONS AND RESERVATIONS OF RECORD. RECORDING CITY OF EDMONDS LOT 2 By Page Of 4e, THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTH�JFST QUARTER OF SECTION 240 TOWNSHIP 27 NORTHP RA14GE 3 EAST) W.m.s I-'ICEPT THE SOUTH 220,00 FEET THEREOF., AND - EXCEPT THE WEST 4-U.,99 FEC., AM 8404260226 EXCEPT THE FOLLOWING DESCRIBED PARCELi LD -m C014MENCING AT THE NORTHEAST CORNER OF- THE SOUTH HALF OF. THE SOUTHEAST QUARTER OF THE, SOUTHEAST QUARTER OF THE NORTHWEST QUARTER or, SEUiION 240 TOWNSHIP 27 NORTH$ RANGE 3 EAST, W.M.; THENCE N. W45`lt W-9 ALONG THE NORTH LINE OF SAID SOUTH 00 HALF 9.00 FEET TO T �E YRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID NORTH E N. 89P45 lfw, '119.00 FEET; THENCE S. OP12"00" 19.50 FEET; THENCE S. 8q'04L5Ip12l'E.., PARALLEL ' WITH THE NORTH LINE OF SAID SOUTH HALF 3.5c) F BET; TH04CE s. 56*25"10*w.., 8.98 FEET,, MORE OR LESS TO AN INTERSECTION OF A LIINE WHICH IS 132,00 FEET WEST. OF.THE: EAST LINE OF SAID SOUTH IIALF; T11ENCE S. el2`oo`r.,., PARALLEL WITH SAID TAST LINE -' . 89,32 FEET) MORE OR LESS, TO THE NORTH LI14E OF ....... *900 (7)171T) PA7, 2 ..... EXHIBIT "B" CITY CLERK I LEGAL4RSCRIPTIONS S-26-81 CIVIC center CONT ID. Edmonds, Washington LOT 2 (CONT IID) THE SOUTH.220.00 FP.Er OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF TTTE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 24; THENCE s. W47-*IeE., ALONG THE NORTH LINE OF SAID SOUTH 220.00 FEETO 121.00 FEET., MDRE OR LESS , TO THE WEST LINE OF THAT PORTION CONVEYED To ZTE CITY OF EDMONDS BY DEED RECORDED UNDER AUDITOR'S FILE NO. 2111890., IN VOLUME 348 OF OFFICIAL RECORDS., PAGE 384j RECORDS OF SNOHOMISH COUNTY., WASHINGTON; THENCE N, Oc-'50'30�E.x 113.75 FEET, 1-10RE OR LESS, TO THE TRUE POINT OFBEGINNING* TOGETHER WITH AN EASEMENT FOR INGRESSoEGRESS AND UTILITIES OVER THE SOUTH 15,00 FEET OF THE NORTH 19*50 FEET OF THE YCLWTING DESCRIBED PARCE11 COMIIENCING AT THE NORTHEAST CORNER OF THE SQ?"H'HALF OF THE SOUTHEAST- QUARTER Ol� THE 'SECTION 24; THENCE N 0 SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF:SAID. .89 45 12- W.) ALONG TlrE NORTH LINE OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE 14ORTHWEST QUARTER OF sAn SECTION 24 FOR goo FEEr TO THE TRUE POINT OF BEGIIINING' r_71ENCE CONT=NG ALONG SAID NORTH = N. 89*45'12*w.,, 119*00 FEET; TH1110E S. 0 0 22: If 11 E.2 19,50 FEEtj THENCE S. 89'45'12*Eos PARA= W�ITH THE NORTH LINE OF SAID SOUTH HALF 3.50 FELT; THENCE s. 56*25'lew,, 8.98 FEET 14ORE OR LESS., TO AN INTERSECTION OF A LINE WHICH IS 132.00 FEET WEST OF SAID EAST LINE -OF SAID SOUTH IWFj THENCE S. 0012'06'E., PARALLEL wrm SAID EAST LIM., 89,j32 - 'FEEr MORE OR LESS, TO THE NORTH LINE OF THE SOUTH 220900 FEEr OF THE SOUTH RALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 24; THENCE S. 89%7'16*E., ALONG THE NORTH LINE OF SAID SOUTH 220*00 FEET, 121,00 FEET MORE OR LESS, TO THE WEST LINE OF THAT PORTION CONVEYED TO THE CttY OF EDMONDS BY DEED RECORDED UNDER ATTDITORIS FILE NO.2LI18900 IN VOLU111E 348 QF &FIC M' RECORDS, PA:GE 384.9 RECORDS OF SNOHOMISH COUNTY., WASHINGTON; THENCE N. 0 50'3eE..q 3.13.75 FEErj MORE OR LESS T0 THE TRUE POINT OF BEGINNINGI,.AND TOGETHER WITH AND SUBJECT TO AN EA9EMENT FOR THE INSTALLILTION, OPERATION A!TD MAINTENANCE OF A WATER LINE OVER., ACROSS., THROUGH., UNDER AND UPON THE, FOLLDTING DESCRIBED PROPERTY: SAID EASEIE14T TO BE 5,00 FEET IN WIDTH� 2.50 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: A LINE 7*00 FEET NORTH OF AIM PARALLEL TO THE SOUTHERLY BOUNDARY OF THE NORTH 1lOoO0 FEIW OF THE SOUTH HALF OF '-plitOUTHEAST QUARTER -OF THE SOUTHEAST QUARTER"z:OF THE NORTHWEST QUARTIR OF SECTION 24,9 T014NSHIP 27. NORTH., RANGE 3 EAST, W.M.., FOR A DISTfidlCE OF 180.00 FEET, THEN AT A SOUTHWESTERLY ANGLE TO THE SOUTHERLY PROPFRTY LINE AT A POINT 203,00 FEET FROM THE EAST BOUNDARY., RE)CORDED UNDER AUDITOR'S FILE NO. 2044321, _��T TO -AN E-A 7SEVENT-f O-R—fff fZT-129-167-Eff N V= 0vEfft._bfflR__A_N_D_lMWMM - FOLLO�rBG DESCRIBED PARCELt COM)MNCVG AT THE NORTHEAST WINER OF THE SOUTH HAW OF THE SOUTHEA.ST QUARTER Of THE SOUTHEAST QUARTER OF THE NffnUEST QUARTER OF SAM SECTION 24; THEVICE N.89 45'3k"W.jj ALONG THE NORTH LINE OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUrHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 24 FOR 349,46 FEET TO THE TRUE POINT OF BEGINNING) THENCE CONTINUE N.89%5'12% ALONG SAID NORTH LINE 10,54 FEETJ THENCE N.6006'37"W., PARALLEL WITH THE WEST LINE OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 24 A DISTANCE OF 153,84 FFMV VIORE-OR LESSq TO THE SOUTH LINE OF THE NORTH 180.00 FEET OF THE NORTH HALF OF THE SOUTH ' EAST QUARTER OF THE SOUTHEAST QUART'ER OF THE NORTHWEST QUARTER OF SAID SECTION 24; THENCE S.89%3'O84*E.So ALONG SAID SOUTH LINE 10.54 FELT; THENCE S.Cf 06'374*E.p PARALLEL WITH THE WEST LINE OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SAID SEICTION 24; A DISTANCE OF 153.83 FEET., MORE OR LESSA, TO THE TRUE POINT OF BEGINNING. SUBJECT TO EASEVENTS2 RESTRICTIONS AND RESERVATIONS OF RECORD. AUTHORIZED FOR RECORDING CITY OF EDMONDS By Page Of 1�0 8404260226 CITY OF EDMOND9 P. W. DEPT. ENGINEERING DIV, .EXAMINED BY' DATEJ REMARK VOL 1840PAGE 19""7 I'll EXHIBIT "B" CITY r- _-RK 'PAGE 3 OF 3 AP.THORIZED CiViC L er Edr"Onds, FOR Washington* CITY OF EDMONDS P.W.- DEPT. ENGINEERING DW RECORDING EXAMINED CITY OF EDMONDS LEOAL DESCRIPT ONS S-26-81 BY �y (CONT ID) Page 'eo' of TZ I THE EASTERLY 2621,99 FEET OF THE WESTERLY 4.12.99 FlOr OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 24 TOWNSHIP 27 NORTH, RANGE 3 EAST., W-M- EXCEPT THE SOUTH 220*00 FEET THEREOF, TOGETHER WITH A DRAINAGE EASEMT OVER AND UNDER THE EAST 125eOO FEIr OF THE NORTH 10.00 FEET OF THE WEST 150-00 FEET OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 24., TOWNSHIP 27 NORTH, ROOF, 3 EAST9 W-149., AND9 TOGETHER WITH AN EASMIENT FOR.INGRESS, EGRESS AND UTILITIES OVER, UNDER AND ACROSS THE FOLLO14ING DESCRIFM PARCE14 SAID EASROU TO BE 30.00 FEET IN WIDTH, FIFTEEN (15) FEET ON EACH OF THE FOLLOWING DESCRIBED CENTERLINE: CO�VMTCING AT'THE NORTHFMT CCMIER OF THE SOUTH HALF OF THE SOUTHEAST. QUARTER OF THE SOUTHEAST'QUA.RTEB-.QF THE NORTHWEST. QUARTER OF SECTION 24p TOWNSHIP 27 NORTH,RXiGE 3 EAST., W.1 ALONG THE NORTH LINE OF LAID SOUTH HAL]Fj, 341.83 FE& TO THE TRug POINT bF. BEGIZINING; THENCE N. - (f 19. 48Y E.9 153,05 FE IT.. 1,1ORE OR IM S., TO THE SO'JTH IZNE OF THE NORTH 180.00 FEEr OP.THE NORTH HALF OF THE SOUTIMLST .40ARTER OF THE SOUTHEAST QUARTER OF THE NORTh1r1EST QUARTER 6`F SA.ID SECTION 24, AND THE TER14INUS OF SAID LINE DESCRIPTION. SUBJECT TO EASE14ENTSq RESTRICTIONS AND RESERVATIONS OF RECORD. LOT 4: THE WEST 150-00 FEET OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 24., T11,111SHIP 2-7 NORTH.9 RANGE 3 EAST,,W.M.1 EXCEPT TH&*SOUM 220,00 FEIT THEREOF. TOGETHER WITH AN EASEMENT FOR INGRESS AND EMESS OVER THE WEST 20,00 FUT OF THE NORTH I ' 10.00 FEET OF THE SOUTH 220.00 FELT OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTMMST QUARTER OF SECTION 24,9 TMRITSHIP 27 NORTIi., RANGE 3 EkST,, W.M.. . UNDER AUDITOR IS FILE NO. 8109010203 9 -AND., SUBJECT TO AN EASEIWT FOR DRAINAGE OVER AND Ul',MER THE EAST 3.25,00 FEM Or, THE NORTH 10,00 FEET OF THE WEST 150,00 = OF T9E SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTIDTEST QUARTER OF SECTION 2,4 TMINSHIP 27 NIORTH.9 UINGE 3 EAST, W.M.S ANDS SUBJECT TO AN EASM1ENT FOR. IN ILITIES OVER., UNDER AND ACROSS THE WEST 50-00 FEET OF THE ABOVE DESCRIBED PARCEL RECORDED UNDER AUDITORIS FILE NO. 81o8o40269. SUBJECT TO FASEIMNTSS, RESTRICTIONS AND RESERVATIONS OF RECORD. William J. asper, i i vXi dual Adelaide C. Hofto L. I 01P 0*"' William J. Kasper ;A attorney in fact SAO. 0 : ' �Pv 0'�'q C., p 0� i �_ N1 VOL 1840PAGE 1963 0 STATE OF WASHINGTON, SS. �Ountyl-��'I��",.'%, day of 4��C- is 19d��, before me personally appeared to me known to be the individual described in and who executed thi Jor for self and also as Attorney in fact for 9 In. , i &ak, owfe4 tn jhat:-. he signed and sealed the same as 11'r free and voluntary act and deed for 17' 7 ..,.'self and dls6 free and voluntary act and deed as Attorney in Fact for said principal" for the uses and torney authorizing the execution of this instrument pt#pQSf s$ ein men ned, and on oath stated that the Power of At U bas.not b ""' ked'and that the said principal is now living and is not insane. oft revo Given under my hand and official seal the day and year lVe written. C ... .............................. . .... ..... .. 84.04260226 ............... ..... ......... ........ ......... ACKNOWLEDGMENT Notary Public in INDIVIDUAL AND AS'ATTORNEY IN FACT. residing at 41e"& Q.V%A.46- _,(nd for the State of Washington, n4% VOL 1840 PAGIDUU I if !f:-Wl I ALOHA SECTION 24,T�'271%1,14.3E,W.M. CITY OF EOMONOS SNOHOMISH COUNTY,WASHINGTON o.Eoir.-ATJciN APPROVALS 'l-A-CKNOWLEOGEMENTS KNOW ALL -MEN BY "THESE PRESENTS fTHAT WE THR. UNDERSIGNED, EXAMINED AND APPROVED THIS DAY OF 1987.,. STATE'OF WASHINGTON) OWNERS Ili FEE j;IMPLE_-AfD MORTbAQEE-.OF--W[E LXVD HEREBY SS. PLATTED, 90_HEREBY-DEftARE THIS-PL7LT ANf) DEDICATE Td--THE USE COUNTY. OF_§Aok..,'.h) OF THE PUBLIC FOREVER, AV�6!fREFS§ AND EASEMMS ' OR- 44RATEVER PUBLIC PROPEiTY--TfTERr_iS SHOVk ON THIS PDkT AkD._THE-VSE am AITY ENGINEER ON THIS __j?_n4___DAY OF APRIL, 1987, BEFORE HE PERSONALLY THEREOF FOR ANY AND ALT ,.PCbLIC PLTVOSmk*, :A1;Sb_THf RIGHT'TQ APPEARED MARK A. McNAUGHTON AND MARTIN J. SPADAFORA, TO ME MAKE ALL NECESSARY SMPES FOR LgUft OR FILLS UPON THE LOT.T-. EXAMINED AND APPROVED THIS' 3 DAY OF t\ %IAIW 1987. KNOWN TO BE THE PRESIDENT AND SECRETARY, RESPECTIVELY, OF AND TRACTS SHOWN HFkEON, j1+-'fHE REASORNBLE GRADIW'6FL�.Ak];,_-% HOMELAND HOMES, INC., THE CORPORATION THAT EXECUTED THE STREETS SHOWN HEREON, ALSd THE RIGHT'trF ACCESS OVER�THE LOTS FOREGOING INSTRUMENT, AND ACKNOWLEDGED THE SAID INSTRUMENT TO THE UTILITY EASEMENTS AS - )CNY TIMV.- ONAAA JLtW_bjkJZJ TO BE THE FREE AND VOLUNTARY ACT AND DEED OF SAID PURPOSES. EDMONDSIPLANNING DIRECTOR CORPORATION, FOR THE USES AND PURPOSES THEREIN MENTIONED, AND ON OATH STATED THAT THEY WERE AUTHORIZED TO EXECUTE THE IN WITN REUNiO--' SAID INSTRUMENT. -B.$S WHEREOF, WE HE SET OUR-9-IDNATURES-ANS SEALS EXAMINED AND APPROVED THIS DAY OF TLj �J� 1987. THISP%n�_DAY OF APRIL, 1987. .... ......... .. WITNESS MY HAND AND OFFICIAL SEAL HERETO AFFIXED THE DAY AND YEAR FIRST ABOVE WRITTEN. �WYW, VC _�TY SbF EDMONDS G-ATTEST, CITY'CLERK -WILLIAM J PFR GERALDINt A. F-kSTTA . . ......... NOTARY,?UBLIC IN AND -FOR THE HOMELAND HOMES, INC. STATE OP WASHINGTON, OVV'k-A,NT RESIDING AT COMMISSION EXPIRES 9-15-17 -ALL PERSONS HAVING ANY PRESENT OR SUBSEQUENT GH �O OWNE1Z3,:_ A546 .KAU '/,11%RTI1jd. SPA�AFORA IN MARK A. McNAUGH 0 PNX9RSHIP`-ZN?TEREST THESE.- 1ANDS, AND THE SUCCESSORS AND PRESIDENT SECRE+W _-ASSI695 OF OWNEM--OR OTHER"PARTIES HAVING ANY SAID INTEREST, STATE OF WASHINGTON) HERE19i AGREE -THAT TUE--eiTY OF E�MVIbS SHALL BE HELD HARMLESS SS. ---IN ALL RESPECTL;, FROM ANY _AN6.1 ALL CLAIMS FOR DAMAGES FOR FAMILY SAVINGS AND LOAN ASSOCIATION INJUVCTfVE RELIEF WHICH--AAY BE OCCASIONED NOW OR IN THE COUNTY OF_,9M611i.1L_) �UTETRE .=--ADJACENT.- LAND OR IMPROVEMENTS BY REASON OF THE ON THIS Und DA OF APRIL, 1987, BEFORE ME PERSONALLY CONSTRUCTION, JDP6ATION AND M�,INTENANCE.-OE THE DRAINAGE APPEARED MARILYN LaMENDOLA, TO ME KNOWN TO BE THE ASSISTANT �MARI`LYN LEPMENDOLA SYSTEM, A�N.D-IfEREBY WAIVE AND kELEASr,-1!hE CITY OF EDMONDS VICE PRESIDENT OF FAMILY SAVINGS AND WAN ASSOCIATION, THE FROM AN76-AND ALL CLAIMS FOR r)AMXGElS-,_ EXCLUDING DUAGE CAUSED CORPORATION THAT EXECUTED THE FOREGOING INSTRUMENT, AND ASSISTANT VICE PRESIDENT SOLELY BY AN ACT OR omissiqw-6F SiID gTTY AND -INJUNCTIVE ACKNOWLEDGED THE SAID INSTRUMENT TO BE THE FREE AND RELIEF WHICH THE OWNERS, DR THEIR SUCCESSORS OR ASSZGNS, MAY VOLUNTARY ACT AND DEED OF SAID CORPORATION, FOR THE USES AND THEMSELVES RAVE NOW-'W IN TH,.-FUTURE BY REASON.- OF THE CONSTRUCTION, MA;;NTtHANCE AND-70PERATIOX,--bF SAIQ-�DRAINAGE PURPOSES THEREIN MENTIONED, AND ON OATH STATED THAT SHE WAS SYSTEM. AUTHORIZED TO EXECUTE THE SAID INSTRUMENT. WITNESS MY HAND AND OFFICIAL SEAL HERETO AFFIXED THE DAY AND YEAR FIRST ABOVE WRITTEN. EASEMENT PROVIS1.ONS--'_ c. ...NOTARYZPUBLIC IN AND FOR THE EASEMENTS ARE HEREBY RESERVED FOR 4ND GRiNT215"TO THE J_-rTY OF_ STATE OF WASHINGTON MUNICIPAL' CORPO GENERA TE EDMONDS, A RATION RUBLIC uTiLiT_y-bi.%T9iET .-BESIDING AT NO. 1 OF SNOHOMISH COUNTY, L MOM-t6kPA?fi OF THE COMMISSION EXPIRES NORTHWEST, INC., WASHINGTON NATURAL GAS COMPANY, .- AND—- 1. CHAMBERS CA13LE OF EDMONDS; THEIR RESPECTIVE POCCESSORS AND ASSIGNS, UNDER AND UPON THE EXTERIOR TEN (10) -- FEET fARALLEL ACKNOWLEOGEMENT WITH AND ADJOINING THE PUBLIC STkEET FRONTAGA. OF ALL-BOTS, WITHIN WHICH TO INSTALL, LAY, CONSTRUCT, RENEW-; -OPERATE AN15- STATE OF WASHINGTON) MAINTAIN UNDERGROUND.'CONDUITS, CA'BLES, PIPE, AND 'WIRW-W-ITH ) SS. NECESSARY FACILITIES -AND OTHER EQUIPMENT FOR THE PURPOSES OF COUNTY OF SNOHOMISH) SERVING THIS SUBDIVISION AND OTHER PROPERTY WITH ELECTRfC SERVICE, GAS SERVICE, TELEPHONE SERVICE AND OTftR 13SV SF ON THIS DAY PERSONALLY APPEARED BEFORE ME WILLIAM J. KASPER UNDERGROUND UTILITIES, TOGETHER WITH THE RIGHT TO ENTER UPON . ...... g-.50(03 AND GERALDINE A. KASPER, HIS WIFE, TO ME KNOWN TO BE THE THE LOTS AT ALL TIMES FOR THE PURPOSES STATED. ' OZ'Ct;0 INDIVIDUALS DESCRIBED IN AND WHO EXECUTED THE WITHIN AND R Mr. IN.G."=ERTIFICATE FOREGOING INSTRUMENT, AND ACKNOWLEDGED THAT THEY SIGNED THE SAME AS THEIR FREE AND VOLUNTARY ACT AND DEED, FOR THE USES ft�iD FOR REC6RD AVTHE REQbfFST OF Yor"ejAnj H.�cl AND PURPOSES THEREIN MENTIONED. "7Mrs. 9 DAY OF j� L4 -Je '17 _QF PLATS, PAGES.?J_'(, 1987, AND.RECORDED IN-VOMU.ME 5 1, GIVEN UNDER MY HAND AND OFFICIAL SEAL THIS 22,J DAY OF TREASURER'S CERTIFICATE - 7-q INCLUSIVR; RECO.ROS OF SN9HOMISH COUNTY, WASHINGTON. APRIL, 1987. I HEREBY CERTIFY THAT ALL STATE AND COUNTY TAXES HERETOFORE LEVIED AGAINST THE :PROPERTY DESCRIBED HEREIN, ACCORDING TO THE BOOKS AND RECORDS OF MY OFFICE� HAVE BEEN FULLY PAID AND 0 MI' COUNTY AUDITOR - A /1. _p - SH Y INCLUDING TAXES. % 40.t t- DISCHARGED, NOT4T PUBLIC INAND FOR THE STA OF WASHINGTON, .1 RESIDING AT B % Y: is azz-1-9 . COMMISSION EXPIRES TREASURER, SNOHM_Sli�8U�T' DEPUTZ-SNOHQMISH COUNTY -Aljq��R ;z ' LOVE K-WAI e- AS 8 0 C I A T 8 13. 1 P Ff 2 LL-SAUER JC. Ingo v -- - - - ----------- wl -ow I '\ W.- w ALOHA SECTION 24,T(.27N.,R.3E.,W.M. ol CITY OF HOMONOB cr SNOHOMISH COUNTY, WASHI NGTON "'�L Coe a s 0-flo. 2. AST Mq4.se- UWE 0 NOTE 2 0 b 2 - FOR COVENANTS, CONDITIONS AND RESTRICTIONS 5 SEE AUDITOR'S FILE NO 0%0 Y!4p&M 33�3_ RECORDS OF SNOHOMISH NGTON. ALOHA STREET.. .. ......... W 2f wt-, z z jJ... Ll P L A IT T "w > 0 OD Lv 41 ;,dip 2s—1 ALOHA, �_I_;�T_q_E E T as 00 AA S22'. ------------- -- ----- 0 R T H 3 r -4 Oe 0� 13 W Sq..3.6 1 :2 3% 'o- U.G. b Go- 0 1: L < 4 I8CALEt-1-60- W 0��Sass. i Sao LEGEND 15, Ur. Ex, Is- uuC`rRGRouuO UTUTIeS QASG"r.WT ( ..p. uo. 13.0-�'ozoa) LOVE LL-8 AUBAL ANO ANO ASSOCIATE8.11INC. 'j "-srsa- a — — 6y� 7- LAND SURVEYOR'S CERTIFICATE I M= CERTIFY THAT THIS PUT OF "Ma%" IS BASED UPON AN ACTUAL SURVEY MM SUBDIVISION OF SECTION 24, TOWNSHIP 27 NORTH, FM= 3 EWr, W.M., AS TM7JIRED BY STATE 57ATUM; THAT THE COURSES, AMLES AND DISTANCM AM SHOW OOR[MOTLY THERIM; THAT THE MCNIZ04TS SHALL EE SET MD ME LOT, 13LOCIK AND TRACT CORNETS SHALL BE STAFED COrMECTLY ON THE GRcm NS CCNS41R=CN is CCMPL= , RO THAT I HAVE R= OCKPLIED WrIH PF40MIOM OF ME STATE MM LOCAL STRTUTES MD REGULATIONS GOVEERTIM PLAIT11G. GERALD W. LOVELL W. 10 PRO. LAND SURVEYOR CERTIFICATE NO. 9891 L wl 3 . ZI I CAROL \b WAY 0 it: EXCEPTION 0 10 T: 0; 3: Zsslss.. r 0 :2 ---- j.06 q X C E P T 10 N ol., LEGENO I I W.E. - �Eil �x ;CITY OF EDMONDS) U.E. - UrT�, 21Y EkqEMU (CITY OF EDMONDS) I W. & S.S.E. = mm AND sANrnm sEwm EAsEKDm (CITY OF EDMONDS) festo 4 J* LEGAL DESCRIPTION THS SOUTH HALF OF THE SOUTRENST QUAFMM OF TIM SOUTH19W Qlll� OF THE Mln� ql� OF SECTION 24, TOWNSHIP 27 NORTH , PMM 3 EAST, W.M.; 2j EX= THE SCUTR 220.00 FEET TI0REOF; AM, uj EXOEPT THAT PORTICH OONVEYED TO THE CITY OF MCNDS BY D RSOOROED Q= AUDITOR'S F= NO. 2111890, IN VOLUME z 348 OF OFTTCIAL REOORDS, CK PACE 384, REalMS OF S?XM4lSH LLI CMWN, WASHItCMN; AND, EXCEPT LOT 1 OF EEMCNEIS SMIT SUBDIVISION NO. S-26-81 AS THE SAME IS RlDOOF= UNDER AUDrTUR'S FILE NO. 8404260226, RIMORDS OF SNMVMISH COCNTY, WAMMVTOK. TOMMM WITH A POMIEM EIL9DMU FM INGFESS, EIZIESS AND UTIIXTIES OVER THE SOUTH 15. 00 FEET OF 7M NORTH 19.50 FEET OF LOT 1 OF EEMNDS SMU WEIDIVISICK NO. S-26-81 AS THE SAME IS RDOOl;EED UNDER AUDITOR'S FILE NO. 8404260226, REOORDS OF SNOtl7lISH OOUNTY, WASHDCrON; AND, T 7MER WITH A PERIVIMIT EIMMC FOR INGRESS, E2;IESS, OGE AND UTILITIES AS CONVEYED UNMM AUDITOR'S FILE NO. 8109010203, REOMDS OF SNMEHISH COUNTY, WASHI?1710N. B. THE WESf -.500 F= OF THE SOUTH 75 FEET OF THE NORTH HALF OF T11E SOQTllEAST qZ`IRTER OF THE SOUTHEAST WIRTER OF THE _[_NOROSIEST'%� OF SECTION 24, TOWNSHIP 27 NORTH, RANM 3_FWP, W:M. 5 F=ll OP 90 SWTH 150 FEET OF '111E NORTH HALF �m Nolaw7" OF im scvffmpm q-pmm of -THE smmmAgr qzkR= or THE .-Ndmmaft qmRm;t_a--m=cN i-4, TaRMHIP 27 NORTH, PARE 3 E&IT, W . M,;. Mk:EPT THR,EAST FEET TH17M6F; VM;� mmm�r oq Namr-15 lm�f 'osTF ii 5.o. fmm� nomr; AND, 7. 0= THAT Pagrim cmvmp - m- �� CrTy OF '"cNDS BY RECORDED OPM ALWTOR'S F= 4e. 8109010202, Fd=l= OF SNCHOMISH COM94, VSHTICMON. -%_8111-111311EV 1__OrIft 2 I-V7044295,10413 q 5 Ilk &vc- MAI to45�ls�+) (0�5. "1800 M 1 r EX. I O'CITY OF EDMONDS UTILITY EASEMENT PER PLAT - - - - I - - - - - 601 N 00026'55" W 5.00' 31:0�" E .00'. 1 . �e Nll�- I\ L2�LL�t53-55` E 21,00, L5 9 ... . .. Cn - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - :) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -bb - 119.00. ------------------------------------- I r - - - - - - - - - - - - - -- K__ IF N 89-53'55" E i I 3g: I PARTIALLY G -G -G- -G- -G- - - - -- - -- G- -G COVERED -A EXISTING CONCRETE DRIVE DECK EX. 19INGRESS, EGRESS AND UTILITY _j NEW ASPHALT DRIVEWAY TO BE CLEANLY CUT AT EDGE OF EASEMENT (A.F. NO, 8404260226) EXTENSION EASEMENT AND REPLACED WITH C/P/E C/P/E C/P/E C/P 391-511 C/P/E ASPHALT DRIVEWAY - - -- - -- - -- - -- - -- - -- - -- - -- - -- SEE L1,1 FOR LANDSCAPING PLAN AT REAR YARD NEW SINGLE FAMILY r - - - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - N 89053'55" E 115.50' RESIDENCE 41 [. , I ��. I % 645 9TH AVENUE NORTH .0 N Parcel #00756500001000 L- - - - - - - - - - - - i 191_1� PARTIALLY COVERED,..,. 24" CHER�RkY bECK T.B,R -, - NEW ASPHA DRIVEWAY LO NEW ROCKERY, MAXIMUM CO 00 CONCR TIE riclum I I U lit Ll AbUVt UMUINAL �o SEE C1,O FOR DRAINAGE R Y GRADE ON WEST SIDE OF WALL PATIO 1711 CH. III PLAN T. B: R NEW ROCKER�Y, MAXIMUM HEIGHT TO BE 3ABOVE ORIGINAL �e GRADE ON VkST SIDE OF WALL LOT 1 LO S-26-81 "I (A.F. NO. 8404260226) 0 20,,-g 1/2" V-- -------- Eli Uj __�20IIASH 1 0 T.BA' 8" MAPL E -TYPICAL SPOT ELEVATION INDICATING ZI T,B.R. LU EXISTING GRADE I ARCHITECTURAL SITE PLAN =3 Q) Cn I >0 + 1 9 I C/) 10� SEE A1.1 FOR SPOT ELEVATIONS OF FINISHED Scale: o 151 < GRADE, C1.0 FOR CONTOURS OF FINISHED GRADE AND A1.1 FOR CONTOURS OF ORIGINAL PLAT GRADE a) BENCHMARK NOTES Ci 101-0111 CY) SEE DIAGRAM 2/A1.2 FOR BUILDING HEIGHT CALCULATION ORIGINAL BENCH MARK USED FOR THE TOPOGRAPHIC SURVEY FOR THE -1-1011 MAPLE ,,-jSETBAcK1 "R" IN COREY ON FIRE HYDRANT ON PLAT OF ALOHA IN OCTOBER 1986 T.B.R. THE WEST SIDE OF 7th AVENUE N. ±105 FEET NORTH OF THE CENTERLINE 64" FIR OF ALOHASTREET TO REMAIN A ri I . �0'. - 1\ -, --- _j I % BENCH MARK SET OCTOBER 22, 1986 : TOP OF MONUMENT 101 FEET o, L ----- ELEVATION : 61.62 �q Q/P/F WESTERLY OF THE WEST LINE OF THE PLAT OF ALOHA ON THE 1611 CHERRY CENTERLINE OF ALOHA STREET TO REMAIN ELEVATION : 88.31 APPROX. DRIPLINE BENCH MARK FOR THIS SURVEY ESTABLISHED FROM OCTOBER 22, 1986 EXISTING GRADE AROUND BENCH MARK ABOVE : TOP OF MONUMENT AT THE CENTER OF THE TREES TO REMAIN EASTERN CUL-DE-SAC OF ALOHA STREET NEW UNDERGROUND 200A ELECTRICAL PROTECT TREES IMMEDIATELY EX. 101 UNDERGROUND UTILITIES SERVICE PREFERRED OPTION ADJACENT TO CONSTRUCTION ,�P ELEVATION : 94.91 EASEMENT AFN 8010200315 BY FENCING WITH 3- H WIRE 811 ASH lEX. 51 WATER LINE EASEMENT FENCE AT DRIPLINE OF TREE TO REMAIN - - - - - - - --- L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------- L T-ASH 1811 MAPLE TO REMAIN tz -W- - - -w- -vv- 4v-- -w- -w- 4v- TOREMAIN to I ----------------------------------------------------------------------------------------- i - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - -1 12" LAUREL -------- - (�- EXISTING WATER LINE TO PROPERTY -q EXIST. FENCE -VERIFY TYPE OF PIPING AND SIZE TO REMAIN - - - - - - - T B.R. 14 = - - - - - - - - - - - - - 1011 123.001 1 N N 89-_54-wff" E 105.18, - - - - - - - - - - - - - - - - - --- i Lj I 1A 4, I I If / If / 1115.4' 127,25' If lit "00 C CULATING 06 1, COVERiD BUILDINb DECK FOOTPRPT A-1 R TANGLE�� 00 00 If I I C I Ij It I oil D 120.2 0 I� ro", L-Z TOPOGRAPHY NOTE THE CONTOURS SHOWN HEREON ARE BASED UPON THE ORIGINAL TOPOGRAPHIC SURVEY FOR THE PLAT OF ALOHA COMPLETED IN OCTOBER, 1986. A CURRENT SURVEY (SEE SHEET A1.2) WAS CONDUCTED ON AUGUST 1, 2012. SPOT ELEVATIONS ARE INDICATED ON SHEET A1.2 TO ILLUSTRATE THE DIFFERENCES BETWEEN ORIGINAL AND EXISTING GRADES. HEIGHT CALCULATIONS A = + 115.41 B = +127,251 0 = +131,751 D = +120.251 AVERAGE GRADE = 123.66' MAXIMUM HEIGHT = 148,66' ACTUAL HEIGHT = 144,33' 6 L6 26 (50 S-q 5- Zone 1� 5� (-'I- Comer Flag--L ,a �ae 8 AM_uired Actual �tA Fro N to 10 0 Si S (0 R ar 7- her to 10, HL lLeIght _L5 2-0 - 62 GENERAL NOTES 1 . ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHERAPPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC)- 2012 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGEAND MUNICIPAL CONSTRUCTION- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS, 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY, 5, CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS- BUILT CONDITIONS ON ONE SETOF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCLIPANCY/FINAL PROJECT APPROVAL, 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN, CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR GROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS, ENGINEER SHALL BE NOTIFIED IMMEDIATELYOF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1 -800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORKSHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT, 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (i.e. HEAVY EQUIPMENT, STOCKPILING), 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT, 15, SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES, 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS, FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17, ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 18, ALL ROOF DRAINS, PERIMh7ER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 19, ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATER DETENTION SYSTEM. 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO LINDA.MCMURPHY@EDMONDSWA,GOV, BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER. 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 23. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS, 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. CONSTRUCTION SEQUENCE NOTES 1 , SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT� 1326, TWO DAY (48 HR) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATES, 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR, ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED, 6. DEMOLISH EXISTING STRUCTURES 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES, 8. CLEAR, GRUB & ROUGH GRADE SITE, REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING, (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 9. INSTALL U11LITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS, 10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE 11, ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR, GENERAL NOTES, CONT. 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT, BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED, 26, SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 28, CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS, CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL, 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS ANO/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES, CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES, 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. 32. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTORS EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING, 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BEAPPROVED BY OWNER'S REPRESENTATIVE AND CITY, 34. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING, 35. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES, 36. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING, 37. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 38, SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 39, PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. D BY ENGINEERING Date: Forz- &L. R d6l E S U R -ail AUG 22 2013 BUILDING DEPARTMENT CITY OF EDMONDS REGISTERED ARCHITECT No. 8013 0 t TATE OF WASHINGTON # DATE REVISION 11C ra we plan. we build. (FORMERLY MOSAIC ARCHITECTURE) 1208 TENTH STREET, SUITE 201 SNOHOMISH, WA 98290 360-862-8919 DRAWN BY: C) CHECKED BY: APPROVED BY., DATE: CLIENT Cy APPROVAL, Wiskerchen Trost Residence 645 9th Avenue Noah Edmonds, WA 98020 ARCHITECTURAL SITE PLAN DATE: 8.20.2013 SHEET: Al ez, L