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23207 75TH PL W.PDF23207 75TH PL W i� n ADDRESS: L-020`7 -75-r` pi L(-) TAX ACCOUNT/PARCEL #.: �p��a©Zak5 BUILDING PERMIT (NEW STRUCTURE) #: COVENANTS (RECORDED) FOR: CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORD FOR: PERMITS (OTHER — list permit Vs): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: p SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc -PLANNING DATA SINGLE FAMILY PESIDIEINTIAL Name:, %%�� Date: Site Address: 2-32-a-7 �S {` �� �/ Tax Parcel: Project Description: Plan Check #: Reduced Site Plan Provided: NO) Zoning: �2 S Map Page: Corner Lot: (YES /<0 FFlag'Lot: (YES / Critical Areas Determination #: L A ia, 5 0 cry Z ❑ Study Required.: ® Waiver SEPA Determination: UL Exempt ❑ Needed (for over 500 cubic .yards of grading) ❑ Fee ❑ Checklist . ❑ APO List with notarized form Required Setbacks Street: ZS /� G Side:. / Z Side: Rear: til Actual Setbacks Street: 25 ZSI�J Side: ' L Side: I Rear: ❑ Detached Structures: ❑ Rockeries: ❑ Fences/Trellises: . ❑ Bay Windows/Projecting Modulation: (' ® Stairs/Deck: e6,e_r o �d Buildin Hi i ht Datum Point: '%�{�" %a,�,c,, Datum Elevation: g -et i Maximum Height Allowed: k Z Actual Height: Other Parking Required: Parking Provided: Z Lot Area: Maximum Lot Coverage: 35% Proposed: 2-q Lot Coverage Calculations: ADU Created: (YES / NO) Subdivision: ,LF Legal Nonconforming Land Use Determination Issued: (YES NO Comments ( J � FI� l.i �a--J � a.-- ' �,..aJ-i �Ic.o r - f�ia G J C � Sl.�� '� %� t� V ✓ Plan Review By: Planning Data Forth 07-1409 AEI; .0 1right-of-way pef Cfty standards that is cauaed _,104 il . or occur:, during the permitted project. . W C-(-L I✓ ,B N.c,# .10 nX_ NAI L IN ... Pbtu Property Owner / Builder: Crosby Homes 290.5 - 170" Street SW Lynnwood, WA.-98037 425-745-0232 (IN FEET) i inch = 20 .ft. Zone Setbacks Re uired Front 7- Sides ` .� 1 5 Rear Other ' llekukA r3nn-,- Buiding Height Calculations polni A 1 U2.93 feet point B 100.90 feet point C 99.34 feet point D 100.67 feet total = AnA as fo t 403.84 / 4= 100.96 feet Max Pennited Height = Average + 25 100.96 + 25=125.96 feet -'T'h t4 I 5 Proposed Buiding Height Proposed Finished Floor = 99.90 feet Proposed Building Height = 24.21 feet DAPLANNING Roof Top Elevation = 124.11 feet St'AiIGA17(f 8go5%OGog7) 6 •6 APPROVE—- �E�ONEEAIN G ,w 'pAvcv oc-Nr 55 RMS' Engineerin suiLDING .DEPARTMENT CRY OF EDMONDS 5r �g ;b 1�- Structural Lot Coverage Residence.......... 2064 Sq. & Covered Deck ....... 118 Sq. Ft. Open Deck .......... 135 Sg. Ft. j Total 2317 Sq. Ft. Lot Area .............7840 Sq. Ft, Structural Coverage Calculation M ( 2317/7840) = 29.5 % RESUS AVERAGE SLOPE = 7 % FEB 2 2 2016 BUILDING DEPARTMENT - CITY OF EDMONDS /Zari 11 cc n /4 s Gs a 7r., i _ nA, S1.'1'N: PLAN 23207 - 75" PL W. KDMONDS' for CROSBY 1-10MES Acct # 004888-002-004-15 DRAWN: APPROVED: RMR DATE: PROJECT No, ' • CLIENT No. N A SCALE:_ 3." W 1 l'] PROPOSED IMPERVIOUS AREAS BUILDING ROOF ...............2064 Sq. Ft. DRIVEWAY, PAVEMENT .... 432 Sq. Ft. COVERED DECK ............... 120. Sq. Ft. CONCRETE SLAB ................24 Sq. Ft DOV"IRY l w �� amrriB = 2 Sq. Ft. TbrhL � 3040 " " ............ TOTAL LOT AREA 7840 Sq. Ft. LEGEND EXISTING PROPERTY LINE r I o 27� EXISTING CONTOURS PROPOSED CONTOURS ---n-- FILTER FABRIC FENCING �—� EDGE CONSTRUCTION ENTRANCE PROPOSED BLOCK WALL OWNER/CON TRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE lt4 S-mu zoo It .PEA 4�5DMOIWS 4>94tJ1Al6 # S T ABIZI26D 4W_57-Rve-,71-dW .44r c� -Vi2AU It46 �. 2 c l-F X 4" -out MIC .-6,p 57 �rTy , c p� 74- .--�-� __PVe tl7ma�s.GRADING & TESC PLAN NOTESTr: LV ... 5S .__�...... % ....; _ AI�PR®� E���I�IEERING • GRADING OUANITIES EXCAVATION (CUT) = 55 Cu Yds EM13ACKMANT (FILL) = 370 Cu. Yds 1. Filter socks shall be placed on the first down,,, ar (oi 1 Catch Basin uth of the southeast property comer. (Dgr.4&. MIT � 2�. No significant trees existing on the lot or within 25 feet of lot lines. ' 3. All stockpile material shall be place south the � house Property Owner /Builder: 1 MS � ri neerin of proposed footprint � : Crosby Homes C .; v" � C.A A".*OA. PC.. #' Q2 01 4 4.� No hea, equipment shall be operated 2905 - 170" Street SW I 2- 7 7 0 Y .60• 4 ° within the infiltration trench area. , Lynnwood, WA. 98037 I 425-745-0232 �" aim'.; �9 &',l !99"-• 8 agAw Data: 3/111v tM GRADING & TESC PLAN Z320 7•-.15ta PL W..EDMON DS for CROSBY HOMES Acct # 004888-002-004-15 P rAO U: M2016 BUILDING DEPARTMENT CITY OF EDMONDS RESUB FEB 2.2 2016 'AWLDING DEPARTMENT EDMONDS DESIGNED: RMS APPROVED: RMS DATE: 3•- jyp�J PROJECT No. CLIENT No. N/A -SCALE: 1" _ 0 Z v N .0 En T® a i .INSTALL lib i-F � �>� �: LEGEND �1. INSTALL .F. OF GRAVELLESS INFILTRATORS CHAMBER M "f� iD%�l ExSITINU PROPERTY LINE „pC?`� ppV� ..,Q �;' . c/8 EXISTING CONTOUR LINE S�� �+ TYPE H-20 (34" x 75' x 16") PER DETAIL. a -- w EXISTING WATER LINE A G2. THE BOTTOM OF THE CHAMBER SHALL BE 6 FEET DEEP -EXSITIIVG SFsWEsR MAIN i J WITH AT LEAST 12 INCHES INTO OUTWASH SAND LAYER. • �'$# ` • �t7to, ' CO PROPOSED CONTOURS Lei NG DEPARTM 3. DESIGN OR GEOTECHNICAL ENGINEER SHALL INSPECT & /05 11V �F EDNDS APPROVE THE TRENCH BOTTOM EXCAVATION PRIOR TO - �---- S PROPOSED SIDE SEWER LINES ' " �" �- a PROPOSED INFILTRATION CHAMBERS CHAMBER AND ROCK PLACEMENT. IS14'' M ay:'% •G DACE �--- PROPOSED POWER LINES 4. CONTRACTOR TO INSTALL 4-INCH INSPECTION PORT AT �, : �►+�,��� \O.' ` . WIRE b G1 ` ..`- P O END OF CHAMBER TRENCHES. j( WATE2 '�l P'' PROPOSED FOOTING DRAIN - I '° - I DS PROPOSED DOWNSPOUT & 4-IN OUTLET . O INSTALL TYPE -I CATCHBASIN WITH 4-INCH TEE AND 4 �+ o PROPOSED EDGE ASPHALT DRIVEWAY INCH PVC OUTLET TO INFILTTRATION CHAMBERES. hO J I ��' a CONNECT ALL DOWNSPOUT 12-INCH CATCH BASIN. o P OPOSED IMPERVIOUS AREAS 7. INSTALLE2-INCH TRAFFIC RATED CATCH BASIN AND r 2 32p1 . - DIRECT ALL PAVED AREA DRAINAGE TO BASIN. of �' BUILDING ROOF .............1064 Sq. Ft. ;� 8. INSTALL FOOTING DRAINS WrrH: L . OUTLET INTO 3 .�� �rL •�- DRIVEWAY PAVEMENT .... 432 Sq. Ft. u - DRYWELLS INSTALED AT LEAST 6-FOOT DEEP. ��,i of �►�' - COVERED DECK ............... 120 Sq. Ft.m : c,9. INSTALL 4-INCH PVC SIDE SEWER FROM EXISTING TEE IN N �0� `' = • $. 99 9 CONCRETE SLAB . " � ,, C ®_ ENV . 96•� � ...............24 Ste. Ft. � � � ; � MAIN TO THE HOUSE WITH A IbJINIIVIUM SLOPE OF 2.0 % . � ' a'`'s"� = 2640 Sq. Ft. `v' , �. WITH A CLEAN -OUT INSTALLED 2 FEET FROM tom Cav �n E t.N� U* lFghj .= 4., - 7 kxV ,� D�� � _ . n �-' � � � FOUNDATION. i 2 To'tA� _ Soy o 0. IN 1.5 INCH DOMESTIC WATER LINE FROM MAIN TO lip - l20 Sep ITT) FX I STD (, . k)00Dl / 33r r,1 TOTAL LO AREA ............ 7840 Sq. Ft. HOUSE AND 1-INCH METER AT PROPERTY LINE. < Q 12' . - r U j$j 11 INSTALL A 1 - TO 3 FOOT HIGH KEYSTONE BLOCK WALL AT 4' ' : 04� CA CHBASIN GRATES INVERTS pc MANUFACTURES RECOMENDATIONS. ¢r, u •N . , P $T;� y�Q , CB 1 Type Grate Elev. Invert SEE ADDITIONAL"UTILTTY INSTALLATION NOTES" on 4 of 4 ASE. O. ( ) M T..•.; 5 • : • • U.j 1 12 traffic 107.60ft. 104.0 ft. cross -section s�a�®j g #�• .� Q 21 IType I1 99.50 ft 1 97.0 ft. . WATER & SEVER r -- -�4. - " �•/ . ! G . INSPECTIONS REQ'D —� Z � au �. GALL �25- 7 7 � a�22� � T 1 � `r• �-�—� — n;r�� u 3 .�p •1-L�'� r�. 93 2 ® p (�-)'Udi45N� S/�r�0 ' ►►'� I� # ��l Mai21! �" •._„fir tn ►►NTet;'�C"-cP,�k .� Flr.,a+sla�i`ssi ,a --------------- py SS' � .X /st,►,uG' Off'----.._.._ N ;� . •. � . �i e� a P f a Zg . / � 1,5,V 7' BORE UNDER EXISTING PAVEMENT :.`---_. proclL AND PLACE POWER, TV AND PHONE oHp 4ve. jj(� its an,.� •� „�3 LINES IN CONDUIT. PLACE PEDISTAL / .,:� rureueo,seerw, <C,olv,v p 8 NC 4 l� A-ILY- hKNN�u►t. bx�rwx�tC IN SOUTHEAST CORNER OF LOT PER JVU�v r S� PUD REQUIREMENTS. L.4 je T TOP M E•/ L /0' 98 ._. -EW'•C•]D.A.Irr1}. Figure A-4.Typical gravelless chamber >C/ S ?i �/� --� A &J � -ri+ •- � � �� v-jeg TIC DRAINAGE I UTILITY PLAN DESIGNED: RMS 10 RMS En neenn a >tfae c 7o THFi7TaccApKJ41• IQ"ILV :rI!"11f-I p g ���%- %� PL W. E1DMO1�TD6 APPROVED: RMS 46 wpow ua od ,C''.t,•V. �`",� ..� r-r o �r�„ ia"� .#iQ � � � for cRosBY H®MES R ES U B . DATE: 5 pJ ZB 15 . Q �U of � ,E.. A ,�' 7' � A � i�'.•��:..;;s��t/=�..�..as e, '1�'/�>�f � B' .. th C.RosQ'til I�UM E Act # 004885-002-004-15 PRo�Ecr No. . IN FEET 29n� ! ��'=$T. sw., fit'/: �' �� FEB 2 2 2016 CLIENT No. N/A ( ) �'.U1 Mph° y �0,� g�'�o i i . , BUILDING DEPARTME SCALE 1 a .0 °1 inch m 20 ft. Ly N4/Lt)c�Z� _W/1 �1f303Z CITY OF EDMaNDs s n 20 N Z t :25 w,►r li Property Owner / Builder: Crosby Homes 2905 - 170" Street SW Lynnwood, WA. 98037 425-745-0232 LEGEND UTILITY INSTALLATION NOTES : �_lw EXISTING PRl . CATER LINE PROPERTY LINE THE WATER LINE SHALL BE A 1.5 INCH FROM THE MAIN TO THE HOUSE EXISTING CWITH A 1.0 INCH METER AND BOX. AT R/W LINES EXISTING SEW. MAIN i I :I t72 ALL PIPE SHALL BE PVC SCHEDULE 40 OR BElTER. ALL PROPOSED CONTOURS STREET RESTORATION FOR PIPE INSTALLATION SHALL BE COMPLETE ' W PROPOSED WATER SERVICE BY DEVELOPERS CONTRACTOR. PLACE TRACER WIRE OVER PIPE. -r- P-- PROPOSED UNDERGROUND POWER MEZ�- PROPOSED BLOCK WALL 2�. .THE SANITARY SIDE SEWER SHALL BE A 4-INCH AND CONNECTED TO S PROPOSED SIDE SEWER EXISTING SIDE SEWER CLEAN OUT. THE CLEANOUT SHALL BE INSPECTED ' w4 - :PROPOSI D EDGE ASPHAL'1'.DRI V:EWAY . AND APPROVED BY THE CITY PRIOR TO ANY SEWER INSTALATION WORK. TV PROPOSED UNDERGROUND CABLE TV A CAST IRON LAMPHOLE SAHLL BE PLACED OVER THE CLEAN OUT IN THE PN PROPOSED UNDRGROUND PHONE LINE EXSITING 10-FOOT EASEMENT AREA. PROPOSED'GAS LINE THE ELECTRICAL POWER SHALL BE INSTALLED UNDER GROUND FROM POLE LOCATED 8-FOOT SOUTH OF THE SOUTH EAST CORNER OF THE LOT. r THE UNDER GROUND LINE SHALL BE PLACED TO AVOID CONFLICTS WITH ' OTHER UTILITIES. UNDERGROUND CABLE TV AND PHONE' 39 ,} jy $ INSTALLED IN TRENCH PER SEPERATION CODE REQIREMENTS. th 27 Lop zA Um ID • s fy120�►C� �i4 G ►-r� = v7� 50 C3q S t-"�T1/7 - .c / jG, .E S ' A(&a- r'. Zv ; ICI � � ES I LEERING 4171 A?-, Deb: FEB 2 2 2016 RCVIx-n 19 Lea Am S ' 0 WN: ' - G1E3IQN�Dt t�Mt1 i .ISMS En n e r� xz UTILITY INSTALLATION & . d^. mMM ■ r STREET FILE REsuB BUILDING DEPARTMENT / CITY O EDMONDS DRAINAGE & DESIGN NARRATIVE R ES U for: Single family @ 23207- 75h Pl. W in the City of Edmonds WA. MAR 0 3 Acct # 004888-002-004-15 2U16 BUILDING DEPARTMENT CITY OF EDMONOS The site is an existing single family lot with approximately 7840 square feet containing no existing structures or any tree. It has public streets on both east and west property lines. The site is has a moderate slope from west to east with an average slope of about 7 %. The lot is bordered on the north and south by houses and entire lot is already cleared. No house has ever been on the lot. Just to the west of the 741h Ave.W. Right -Away the ground slopes uphill to the west raising about 4 to 6 feet in elevation. Along the. east of the pavement in 751h Pl W. is a 2 or 3 inch asphalt directing all paved surface drainage south. The proposal is to construct a two story single family house. The design is to take vehicular access from the 751h PI West for a 2-car garage. A paved driveway access with some fill in the Right —Away should require minimal work. The house footprint of about 52 by 39 foot is shown be placed in approximately the middle of the lot. The house will contain a day light basement access along the east side. A deck is proposed on the west sides of the residence with only about 120 square feet of it covered. A 16 foot wide paved driveway will be constructed east of the house. The proposed building rooftop including has 18-inch overhangs contains about 2064 square feet. The total proposed impervious area including the covered roof deck, concrete slab and driveway is 2640 square feet on the lot and 400 square feet in the R/W. Between the house and the west will be fill as much as 5 feet deep. The enclosed surveyors drawing with the proposed house corners elevations used for the building height calculations are attached. The total site development contains more than 2000 square feet and less than 5,000 square feet of proposed impervious surfacing and therefore is classified as a Category 1 Small Project. A stormwater detention system is requires for the project to mitigate the impervious of proposed roof, driveway, and covered deck areas. The existing soils were investigated by a Julian Lui, a Geotechnical engineer, and his 'Report dated 31 st July 2015 and Addendum No. 1 date October 31 st 2015 are enclosed. The existing site soils were found to contain an Advance Outwash Sand at a beginning at a depth between 4 and 5 feet. The Geotechnical engineer has determined the design infiltration rate of 0.25 inches per hour (iph). The selected LID device for this project is an infiltration trench chamber system. This was sized at using Edmonds Table #5 the "Bioretention and Infiltration BMP Sizing Factors." The Gravelless Chamber design column was used to size a trench at 113 linear feet. Two trenches will be installed on the east side of the new house deep enough to placed in the outwash sand layer and drain all the proposed impervious surfaces on the lot. The revised trench sizing calculations dated 19`h Feb 2016 are attached. Trench installation shall be completed per the city's and the Geotechnical engineers requirements RMS Engineering 21110 - 80`h Ave W. # B Edmonds, Requirement for Small Sites Cateeory # 2 Development for: a single family design at 23207 - 75h PI W. in the City of Edmonds tax account # 00488800200415 Small Site Minimum Requirement #1— Preparation of Stormwater Site Plan: four design sheets are enclosed of civil engineering plans. The first is a Site Plan, the second a Grading and TESC Plan, the third the Drainage and Utility Plan and the forth the Utility installation & Driveway Section Plan. Small Site Minimum Requirement #2 — Construction Stormwater Pollution Prevention Plans: The seconds sheet shown the Filter Fabric Fencing and Construction Entrance locations which are both proposed to meet this requirement. Small Site Minimum Requirement #3 — Source Control of Pollution: There is no source control measures that are proposed for this residential lot design. Small Site Minimum Requirement #4 — Preservation of the Natural Drainage System Outfall: All the drainage from the site will infiltrate into a chamber system along the east side of the lot. The outfall for the site is sheet flowing into the 74`h Ave. W. There is no upland drainage onto the property from the uphill paved street because east side of the pavement has 3-inch asphalt bump. This directs all the drainage south along the east pavements edge. Adjacent properties to the north and south drain directly east. This existing storm drainage outlet sheet flows across the 74th Ave W. Right -Away into the park in the city of Mountlake Terrace. The park is an abandon golf Course that slopes south at about 600 feet a very gentle slope into the north shore of Lake Ballinger Small Site Minimum Requirement #5 — Onsite Stormwater Management: The developed lot contains good permeable. soils which are used for ground water infiltration. Small Site Minimum Requirement #6 — Runoff Treatment: Most of the rainfall water runoff from the site will be from the roof tops which does not require treatment. The only storm water considered for treatment is the driveway west of the house. This area is only about 432 square feet onsite and 400 square feet offsite of PGIS which is less than the minimum area requiring treatment. Some surface driveway oils will be collected in the small catch basin upstream from the infiltration trenches. Small Site Minimum Requirement #7 — Flow Control: The site is classified as a "Category 1 Small Site" project located is the Ballinger basin drainage basin. Flow control will via the infiltration rate of the sub soil. ;, Small Site Minimum Requirement #8 — Wetland Protection: No wetlands are on or close to the site and protection is not required. Page 1 RMS Engineering 21101 - 801h Ave. W #B Edmonds, WA. 98026 Small Site Minimum Requirement #9 — Operation and Maintenance: No maintenance manuals are required use in the gravelless trench infiltration installation on this single family lot. Chamber shall be installed and maintained per manufactures recommendations. A StormTech SC-310 chamber of approved equal shall be installed. Small Site Minimum Requirement #10 - Offsite Analysis and Mitigation: No offsite problems exist and no mitigation is proposed or required. Small Site Minimum Requirement #11— Financial Liability: No critical areas are around the site and no downstream conveyance system capacity or flooding problems have been located which require mitigation. Page 2 RMS Engineering 21101 - 801h Ave. W #B Edmonds, WA. 98026 StormTech SC-310 Chamber Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots thus maximizing land usage for commerc`-' and municipal applications. StormTech SC-310 C (not to scale) Nominal Chamber Sp Size (LxWxH) 85.4" x 34.0" x 16.0" (2170 x 864 x 406 mm Chamber Storage 14.7 ft3 (0.42 m3) Minimum Installed St( 31.0 ft3 (0.88 m31 Weight 37.0lbs (16.8 kg) r6'_'1 (150 mm) DIA. MAX SC-310 End Cap Shipping 41 chambers/pallet 160` (ao6,mm) 108 end caps/pallet 18 pallets/truck ��.—s4.a' (864 mm)_� IT1E- INS PALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHIO LRFD BRIDGE DESIGN SPL-CIFICA I ONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE. SC-310 CHAMBER Typical Cross 314-2-INCH CLEAN, CRUSHED, ANGULAR STONE Section Detail AASHTO M288 CLASS (not to scale) NON -WOVEN GEOTEXTILE StormTech® Detention • Retention - Recharge Subsurface Stormwater Management" WV.1 (G3UU mrTl) SC-310 Chamber 85.4" (2170 mm) INSTALLED CHAMBERS SHALL MEET ASTM F 2922.12 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS.' GRANULAR WELL GRADED SOILIAGGREGATE MIXTURES, <35%FINES. COMPACT IN B IN LIFTS TO 95% PROCTOR DENSITY. SEETHE TABLE OF ACCEPTABLE FILL MATERIALS. SC-310 END CAP PAVEMENT Hui nra. rllUN Krnu.0 war ira;1:r�2nat-zwe`v[w�ruy zN� wysu1:y.u�u_a'18- (46I 0 m) (244010O mm) MIN. MAX."6-(150.M)MIN. 18' (40B mm) DEPTH TO BE DETERMINED BY DESIGN ENGINEER B" (150 mm) MIN. DESIGN ENGINEER IS RESPONSIBLE FOR 8- (150 mm) MIN. I 34- (864 mm) 12' (305 mm) MIN.'TYP. ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS* THIS CROSS SECTION DETAILS THE REQUIREMENTS NECESSARY TO SATISFY THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS USING STORMTECH CHAMBERS LIU & ASSOCIATES, INC. Engineering Geology Earth science Geotechnical Engineering October. 31, 2015. TLET Mr. Chuck Crosby FILE Crosby Homes '2905—170'i' Street SW RESUB Lynnwood, WA. 98.037 NOV 2 3 2015 BUILDING DEPARTMENT Dear Mr. Crosby: CITY OF EDMONDS Subject: Addendum No. 1 to 7/31/2015 Geotechnical Report Onsite Stormwater Disposal Single -Family Residence 232xx — 75'h Place West Edmonds, Washington L&A Job No. 15-073 INTRODUCTION We previously completed a geotechnical investigation for the subject project, with. our findings of the site conditions and geotechnical recommendations presented in a report titled "Geotechnical Investigation, Onsite Stormwater Disposal, Single -Family Residence; 232xx - `75th Place West, Edmonds, Washington," dated July 31-, 2015. Presented in this -. --- - - addendum are our analysis of infiltration rate for infiltration trench design in accordance with City of Edmonds Development Information handout No. E72D based on results of Soil Particle Size Distribution test on soil samples obtained from a targeted soil layer. INFILTRATION RATE ANALYSIS Soil Particle Size Distribution test has been conducted on two soil samples obtained from the advance outwash deposit in each of the two test pits excavated on the project site. The test results are presented on Plate A-1 attached hereto. The analysis of the infiltration rate of the two soil samples are shown on the table below: 19213 Kenlake Place NE Kenmore, Washington 98028 Phone (425) 483-9134 , Fax (425) 486-2746. October 31, 2015. .Addendum No. 1 to 7/31./2015 Geotechnical report L&A Job No. 15-073 Page 2 Percentage Passing (%) Sieve Size Sample 1 Sample 2 2 mm (No. 10) 68.0 83..0 0.05 mm 21.5 40.0 0.002 mm 5.0 9.0 % Sand 68.4 51..8 % Silt 24.3 37.3 % Clay 7.4 10.8 Soil Classification Sandy Loam Sandy Loam NOTE: • Sand = 100 - ((%Passing 0.05 mm Sieve / %passing 2 mm Sieve) x 100). % Silt = ((% Pa ssing.0.05 Sieve / % Passing 2 mm Sieve) - (% Passing 0.002 Sieve / % Passing 2 mm Sieve)) x 100 % Clay = 100 - % Sand % Silt DESIGN INFILTRATION RATE Based on the above. analysis, both soil samples are classified as SANDY LOAM in - --------accordanee =with -the USDA--(U:S:-Depart nerit of Agriculture) -"Texture -Triangle chart a -- - - copy of which is shown on Plate A-2. According to the table of. Recommended Infiltration Rate Based on USDA Soil Texture Classification shown on Plate A-3 below, the infiltration rate for the two soil samples should be 0.25 iph for design of the infiltration trenches to be used, for onsite stormwater disposal by infiltrating into the advance outwash deposit underlying the site. CLOSURE Please feel free to contact us if you have questions regarding this addendum. LIU & ASSOCIATES, INC. f ,s. ,AY 1 Table C-1: Recommended Infiltration Rates Based on USDA Soil Textural Classification Estimated Design *Short -Term Correction (Long-term) Infiltration Rate Factor Infiltration Rate (in./hr) CF Cleap s nd avels`a gravelly sands a Y In 20 . of the total soil sample is P f l reta�ned�tn the #1Q'steve) u ti 8 4 2 Sand �: - Loamy an s. l 4 0 25 Sandy Loam 0.5 0 13 Source: Stormwater Management Manual for Western Washington (Ecology 2005). " From WEF/ASCE (1998). Table C-2: Correction Factors to be Used With In -Situ Infiltration Measurements to Estimate Long -Term Design Infiltration to.6 C of locattprts ested :. CFv'-1 5 , enance to prevent siltation and bio buildup CFm 2 to 6 � Total Correction Factor (CF) = CF;, + CF. + CF; FL/-\T6 A-3 6 r October 34201.5 Addendum No. 1 to 7/31/201.5 Geotechnical report L&A Job No. 15-073 Page 3 Yours very truly, LI OCIATE ING. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer Attached: Five Plates and Appendix LIU & ASSOCIATES, INC. r c Q° o Xf v U) � O 0 m Q a. D) m Uo) a -� o cn can. o � r z c v 0 Q0 c D o X o Cl .m A U)(0 m o � � � = r N oom NJ cn `" �0N m O Z D N m N (n V) a) 0 N -• U) A 'S r m � N N � cn (ii v o in m rn � o in 0o O m cc -n 2 z 0z v n v cf) 0 ,r '> v A 4 ci Q 0 a z m 0 J J lI • w � v v O b O O v O UNt N 0 0 0 o O Nto co 0 00 w ip o co w = a o o U) o w 0 � V :1 C 0 PERCENT FINER BY WEIGHT - -- - m M o `A C D z D O U) m F. U) f Figure 3.27 USDA Textural Triangle Source: U.S. Department of Agriculture Z. 3-74 Volume 111- Hydrologic Analysis and Flow Control BMPs . February 2Q. pL-A r55 Q 2 + a LIST & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology July 31, 2015. Mr. Chuck Crosby Crosby Homes 2905 — 170a' Street SW Lynnwood, WA 98037 Dear Mr. Crosby: Subject: Geotechnical Investigation Onsite Stormwater Disposal Single -Family Residence 232xx — 75`h Place West Edmonds, Washington L&A Job No. 15-073 INTRODUCTION Earth Science STREET FILE RECEIVED AUG 2 7 2015 DEVELOPMENT SERVICES . COUNTER We understand that the development of a single-family residence is proposed for the subject property located at the above address in Edmonds, Washington. We also understand that onsite stormwater disposal by infiltration isi being considered for the subject project. We have completed a" geotechnical investigation for this project. The purpose of this investigation is to explore and characterize subsurface conditions of the project site, evaluate feasibility of onsite stormwater disposal) and provide geotechnical recommendations for onsite stormwater disposal. Presented in this report are our findings of site conditions, feasibility of onsite stormwater disposal, and recommendations. PROJECT DESCRIPTION The project site slopes down to the east. Infiltration trenches are to be located in the low- lying, almost -flat east side of the site. to dispose storm. runoff (collected over impervious surfaces of the project. 19213 Kenlake Place NE Kenmore, Washington 98028 Phone. (425) 483-9134 • Fax.(425) 486L 2746. July 31, 2015 Single-Farnily Residence L&A Job No. 15-073 .Page 2 SCOPE OF SERVICES Our scope of services for this study comprises specifically the following: 1 Review the geologic. and soil condition at the project site based on a published. geologic map: a i 2. Explore subsurface conditions of the stormwater disposal area with backhoe test pits to a soil stratum suitable for stormwater disposal by infiltration, or to the maximum depth (about 12 feet) capable by the backhoe I used in excavating the test pits, whichever occurs first. 3. Conduct laboratory soil particle size distribution test. D422, on soil samples. obtained from targeted soil lay stormwater disposal by infiltration. . The results of determining design infiltration rate of the soil layers Washington State Department of Ecology 4. Prepare a.written report to present our findings, SITE CONDITIONS Surface Condition The general location of the project site is shown on Plate 1 — in this investigation, you provided us with a site plan of the i accordance with ASTM •s in test pits suitable for 1e tests will be used in in accordance with 2012 .shin ton, published by , and recommendations. Map. For our use ect project. The site is fronted by 74`h Avenue West to the east and 75"'.Place West to the west, and is adjoined by residential development to the north and south. The project site is situated on a gentle to moderately -steep slope descending easterly to Hall Creek which then discharges southward into the :nearby Ballinger Lake. The site is I LIU & ASSOCIATES, INC July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 3 currently vacant and has been cleared. Along the west side 'of the site is a steep bank dropping a few feet from the street level of 75`" Place West down to the west side of the project site, then slopes down gently eastward across the site,';then levels out on the east side of the site. Geologic Setting The Geologic. Map of the Edmonds East and Part of Washington; by James P. Minard, published by U. S. Geological .Survey in 1983, was referenced for the geologic and soil conditions at the residence site. According to this publication, the surficial soil :unit at and in. the vicinity of the project site is mapped as Advance Outwash (Qva) deposits, with a Vashon Till (Qvt) soil unit lying to the west and an Alluvium (Qya) soil unit lying to the east. The geology -of the Puget Sound Lowland .has been modified by the advance and retreat of several glaciers in the past one million years or so and the subsequent deposits and erosions. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the. Fraser Glaciation which had occurred during the later stages of the Pleistocene. Epoch, and retreated from the region some 12,500 years ago. The deposits of the'advance outwash soil unit are composed of stratified sand and gravel with very minor amount of silt and clay, deposited by the me$vater of advancing .glacial ice of the last glacier then overridden by the still advancing glacier. Due to their generally granular composition, the advance outwash deposits are of moderately -high. penneability and drains fairly well. The advance outwash deposits are generally dense to very dense in their. natural, undisturbed state. The underlying fresh advance outwash LILT & ASSOCIATES, INC.' I July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 4 deposits in. their native, undisturbed. state can provide good foundation support with little settlement expected for light to moderately heavy structures., Soil Condition Subsurface conditions of the site were explored with two test pits located on the low-lying east side of the site. The test pits were excavated on July 10 2015, with a rubber -track i backhoe to depth of 11.0 and 12.0 feet. The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan. The :test pits were located. with either a tape. measure or by visual reterence to existing topographicfeatures in the field and on the survey plan, and their locations should be considered only as accurate'to the measuring method used. I A geotechnical engineer from our office was present during subsurface exploration, examined the soil and geologic conditions encountered, and completed logs of test pits. Soil samples obtained from each soil unit in the test pits were visually classified in general accordance with United Soil Classification System, 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 and 5. Test Pit 1 was located near the southeast corner and Test Pit 2 the site. Test Pit 1 :encountered nearly 5 feet of topsoil encountered a 1.5 feet of crushed rock. Under the crushed ro weathered soil of brown, medium -dense, silty fine sand, with feet thick.. Underlying the fill in Test Pit 1 and the weathered of brown to bluish -gray, dense, slightly silty, fine to LIU & ASSOCIATES, INC. the northeast corner of fill, while Test Pit 2 in Test. Pit 2 is a layer of organics, about 2.5 . it in Test Pit 2 is a layer sand with trace to some July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 5 j. gravel, appears to be advance outwash deposit, :about 4.5 to 7 0 feet thick.. The advance outwash deposit is underlain to the depths explored by alight -brown to light -gray, very - stiff, fine -sandy to clayey silt, which appears to be of transitional beds deposit. Groundwater Condition Groundwater seepage was not encountered by either test pit. The advance outwash soil underlying the stormwater disposal area would allow storm runoff to seep through easily and perch on the underlying transitional beds silt. deposit. GEOLOGIC HAZARDS.AND MITIGATION The east side of the site in which infiltration trenches are to be installed is nearly level, and is underlain by advance outwash and transitional beds soils of moderately -high shear strength. Therefore, erosion, landslide, and seismic hazards of the site should all be minimal and installation of infiltration trenches under the east side of the site should have little or no impact on site stability. i SOIL INFILTRATION RATE Test on Soil Samples Soil Particle Size Distribution test was conducted on two soil samples obtained fiom the targeted advance outwash layer, one each from the two test pits, to determine their infiltration rates. These samples are described in the table below and their test report is presented'on Plate A-1. LIU & ASSOCIATES, INC.' July 31, 2015 Single -Family Residence L&A Job No. 15:-073 Page 6 LIST OF SOIL SAMPLES Sample Test Pit. Depth Soil No. No. feet Description 1 1 5.5 — 6.5 Olive -gray,. silty SAND with gravel 2 2 5.0 — 6:0 Brown, silty SAND. The percentages of clay, silt .and sand/gravel of the soil samples determined from the particle size distribution tests . are summarized on Plate A-1. Based on these percentages . the soil samples were classified according to the USDA (U.S. Department_ of Agriculture) Texture Triangle chart, a copy, of which is shown on Plate A-2in the attached Appendix. The classifications of.soil.samples are presented in the table below: USDA TEXTURE TRIANGLE CLASSIFICATION OF SOIL SAMPLES Sample Test Percentage Percentage Percentage j USDA Texture No. Pit No. Clay Silt Sand/Gravel Triangle Classification 1 1 4.7 20.3 .75.0 Loamy Sand 2 2 9.7 34.0 56.3 Sandy Loani Volume ILI, Section 3.3.6, Article 3 Soil Grain Size Analysis Method, of the 2012 Stormwater Management Manual for Western Washington, published by Washington State Department of Ecology,: is used. to determine estimated ',design infiltration rates of the targeted advance outwash deposit. This method uses Dio , D60, D90, and ffines in calculating the saturated infiltration rate (conductivity), Ksat in' cm/sec; where Dio , 'D60, r DO are the sizes in millimeters of soil particles of 10%, 606/o, and 90%, respectively, passing by weight, and frn is the fraction of the fines . passing the No. 200 sieve by weight.(i.e., the sum of clay and silt). The values of Do 1 060, 096, and Gnes are shown or LIU & ASSOCIATES, INC. July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 7 . obtained from test result on Plate A-1, and the determination of Ksat for the three soil samples are shown in the table below. ESTIMATED INITIAL INFILTRATION RATES, Ksat Sample . Test Dio D60 D90 fines a Ksat Ksat Design Ksat No. Pit No. Size Size Size cm/sec in/hour in/hour 1 1 0.0089 0.72 7.27 0.25 0.0069 9.8 2.4 2 2 0.0022 0.25 3.20 0.437 0.0031 4.4 1.1. a login (Ksat) _ -1.57 + 190(D10) + 0.01.5(D60) - 0.01.3(Dyo) — 2.08(ff1es) Design Infiltration Rate The design infiltration rates, Design Ksat, were determined by applying a factor- of safety of 4.0 on the Ksat values derived above, and are shown i in the table above. On conservative side,. we recommend a design infiltration rate not to exceed 1.0 iph be used for design of infiltration trenches to be used for ston-nwater disposal for this project. In - situ infiltration tests may yield higher soil infiltration rate. Infiltration Trench Construction Infiltration trenches to be used for onsite stormwater disposal should be set back at least 5 feet from property lines and 10 feet from adjacent building footing foundations or utility trenches. The bottom of infiltration trenches should be at least one foot lower than adjacent building footing foundations or utility trenches. Footing foundations of the townhoines units should be constructed on or into the very -dense to dense, glacial till and/or advance outwash soil. LIST & ASSOCIATES, INC July 31, 2015' Single -Family Residence L&A Job No. 15-073 Page 8 Infiltration trenches should be cut at least one foot into the; targeted advance outwash deposit of brown to bluish -brown to light -gray, slightly -silty, fine to medium sand deposit into which stormwater is to be dispersed. To reach this target soil stratum the trenches would have to be excavated to about 5..0 to 6.0 feet -deep or more. The condition of the soil unit at bottom of trenches should be verified by a geotechnical engineer, during construction. The stability. of the trench cut .banks should also be verified by a geotechnical engineer during excavation. The trenches should be at least 24 inches wide. The side walls of the trenches should be lined with a layer of non -woven filter fabric, such as MIRAFI 140NS.. The trenches are then filled with clean washed 3/4 to 1-.1/2 inch gravel or crushed rock to within about 12 inches of the top of trenches., The dispersion pipes should be ;constructed of 4-inch rigid PVC pipes and laid level in the gravel or crushed rock filled trenches at about 18 inches below top of the trenches. The top of the gravel or crushed rock fill should also be covered with the filter fabric liner. The remaining trenches: should then be backfilled onsite clean sandy soil. The gravel or crushed rock till should be placed in lifts no more than 10 inches thick in loose state, with each lift compacted to a non -yielding state with a vibratory mechanical compactor. The compaction and den'sification of trench fill is critical if it is to support driveways. Stormwater captured over paved driveway should be routed into a catch basin equipped with an oil -water separator; before being released into the infiltration trenches. The trenches of tightlines conveying stormwater from the residence to infiltration trenches should be constructed with an impervious collar or barrier, -such as lean concreteor clay dam, to prevent backflow of water from infiltration trenches to the residence. LI;U & ASSOCIATES, INC July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 9 If maintaining groundwater quality is critical,the bottom of trenches should be filled with a minimum 18-inch layer of . uncompacted amended soil. The amended soil should contain 40 percent (by volume) of compost, mixed with clean.: medium -to -coarse sand, to achieve an organic content of at least 1 0% by dry weight.. Excavation Slopes Under no circumstance should temporary excavation slopes for construction .of infiltration trenches be steeper than the limits specified by local, state and federal safety regulations if workers have to perform construction work in or near excavated areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than 1 H:1 V in fill, topsoil, and weathered soil, and no steeper than in the underlying dense advance outwash and transitional beds soils. The soil units and .the stability of cut slopes should be observed and verified by a geotechnical engineer during excavation. The above recommended temporary cut slopes are under the assumption that groundwater seepage would not be encountered during excavation. If groundwater is encountered, excavation work should be immediately halted and slope stability re-evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. Stormwater should not be allowed to flow uncontrolled into excavated trenches. LIMITATIONS. This report has been prepared; for the specific application to this project for the exclusive use by Mr. Chuck Crosby and; his associates, representatives, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the information of the :prospective contractors for their estimating and LIU & ASSOCIATES, INC. July 31, 2015. Single-Family Residence L&A Job No. 15-073 Page 10 bidding purposes and. for compliance with the recommendations in this report during construction: The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this investigation 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 described in this report for design considerations. All geotechnical construction work should be monitored'by a geotechnical engineer during construction. Our recommendations and conclusions are based on the geologic and soil conditions encountered in the. test pits, and our experience and engineering judgment. The conclusions and recommendations are :professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, expressed, or implied, is made: The actual subsurface conditions of the site may vary from those encountered by the test pits excavated on the site. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re- evaluate the recommendations of this.report, and to verify or modify them in writing prior to proceeding further with the; construction of the proposed development of the site. . CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us i f you have questions regarding:this.reportor need further. consultation. LIU & ASSOCIA'TES, INC. July 31, 2015 Single -Family Residence L&A Job No. 15-073 Page 11 na Attached: Five Plates and Appendix Yours very truly, LIU & ASSOCIATES, INC. J.. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer TEST PIT NO. 1 Logged By: JSL Date: 7/10/2015 Ground El. ± Depth ft. USCS CLASS. Soil Description Sample No. W % Other Test _ _OL Dark=brow_ntloose1 organic si�_fin_e SANDS dry �TOPSOIL/FIL�_ 1 SM^ Light -brown to brown, medium -dense to dense, gravelly,.silty, fine SAND,.with piece.of plastic sheet, slightly moist (FILL) 2 3 4 5 ______________ ____ _ _ ___ SM Brown, dense, slightly, silty, fine to medium SAND, trace to some 6. gravel, slightly moist (ADVANCE OUTWASH) 7 8 9 10 ---- MIL ---------------------------------- Light -brown to light -gray, very -stiff, fine -sandy to clayey SILT, moist (TRANSITIONAL BEDS) 11 12 Test pit terminated at 11.0 ft; groundwater not encountered, 13 14 15 16 17 18 19 20 LIU & ASSOCIATES, INC. Geotechnical Engineering - Engineering Geology - Earth Science TEST PIT LOGS SINGLE-FAMILY RESIDENCE 230xx - 75TH PLACE WEST EDMONDS, WASHINGTON J106No. 15-073 DATE 7/20/2015 1 PLATE 4 TEST PIT NO. 2 Logged By: JSL - Date: 7/10/2015 Ground El. t Depth ft. USCS CLASS. Soil Description Sample No. w % Other Test Gw Crushed Rack (1-inch size) Surface 1 2 ----- SM ---------------------------------- Brown, medium -dense, silty fine SAND, with charred organics, slightly moist 3 4 -------------------------------- - --- _gray, dense, gravelly, slightly silty, fine to medium SAND, 5 slightly moist (ADVANCE OUTWASH) 6 7 8 9 10 11 ML Light -brown to light -gray, very -stiff, fine -sandy to clayey SILT, 12 moist (TRANSITIONAL BEDS) 13 Test pit terminated at 12.0 ft; groundwater not encountered, 14 15 16 17 18 19 ' 20 LIU & ASSOCIATES, INC. ------------- - --._.- Geotechnical Engineering Engineering Geology • Earth Science TEST PIT LOGS SINGLE-FAMILY RESIDENCE 230xx - 75TH PLACE WEST EDMONDS, WASHINGTON JOB.NO. 15-073 DATE 7/20/2015 1 PLATE 5 APPENDIX Soil Particle Size Distribution Test Report Single -Family Residence 232xx - 75t" Place West Edmonds, Washington L&A Job No. 15-073 LIU & ASSOCIATES, INC. c .. �.� UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE YO COARSE GRAVEL GP POORLY -GRADED GRAVEL COARSE- MORE THAN 50% OF GRAVEL GRAINED COARSE FRACTION GRAVEL WITH GM SILTY GRAVEL GC CLAYEY GRAVEL SOILS RETAINED ON NO. 4 SIEVE FINES SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND Sp POORLY -GRADED SAND MORE THAN 50% MORE THAN 50% OF SAND RETAINED ON THE COARSE FRACTION SAND WITH SM SILTY SAND SC CLAYEY SAND NO. 200 SIEVE PASSING NO. 4 SIEVE FINES FINE- SILT AND CLAY INORGANIC ML SILT GRAINED LIQUID LIMIT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SOILS LESS THAN 50°/6 MORE THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT PASSING ON THE LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC F OH ORGANIC SILT, ORGANIC SILT NO. 200 SIEVE 50% OR MORE I I I HIGHLY, ORGANIC SOILS PT PEATAND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-B3. DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO THE TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST -TRACE MOISTURE, NOT DUSTY ON ASTM D2487-83. MOIST —DAMP, BUT NO VISIBLE WATER 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, AND/OR TEST DATA. USUALLY SOIL 18 OBTAINED FROM BELOW WATER TABLE ]LIU & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM Geotechnical Engineering Engineering Geology - Earth Science PLATE 3 22 4 rl 224M ST SW $ w PL rta�. TLJ pf W, o 225TH r 5( -Sw 11411, 225 * p. 2251H s1w W sw, ae: - . 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SINGLE-FAMILY RESIDENCE 232XX 75TH PLACE WEST Geotechnical Engineering - Engineering Geology , Earth Science EDMONDS, WASHINGTON ... ........ kl� 4c 1 A712 I r . -jAT9= 71'An/9nTx_;_T _P1 AT F r c Q° o D rn 0 o cn o on_ m N a• � o cQ o CDcn r Z I c c Q0 6 m D " .0 n CA L of o � m cD N o o � � N oom 6 rD -nto u, DEN ��m o Z D C: N '� N � r - I SWAN • W.AMl FAA NA RMI MM , EN ZCZa=TZZ ��WmomVA MW4=WAJMMMo sr�� 0 EWEN m 0 KNEEN I CITY OF EDMONDS 121 5th AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • fax (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT September 1, 2015 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy STREET FILE Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste DAVE EARLING MAYOR A correction to a new address addition:. A notice was sent out yesterday incorrectly listing the address as 751h Ave W. Correct address is: 23207 751h Pl W. Parcel: 00488800200415 - Address Addition: Correct address:-23207-75t PI-W---- Pleasesee attached map. If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact our office if you wish to be removed from future address change notifications Thank you, Y''L Linda Thornquist Senior Permit Coordinator J City of Edmonds 425-771-0220 • Incorporated August 11, 1890 • Sister City - Hekinan, Japan Page 1 of 2 Snohom ish onllno Govornmom Informofloo S Sorvicos County4i* Washington Property Account Summary 1Jeuj 4&/QSS`. 2,32-0 7 `7 5*,*k Parcel Number 100488800200415 Property Address UNKNOWN UNKNOWN, UNKNOWN, Parties -For changes use 'Other Property Data' menu Role Percent Name Care Of Mailing Address Taxpayer 100 ROMSTEAD WALDA E 23201 75TH PL W EDMONDS WA 98026-8524 United States Owner I 100 ROMSTEAD ROBERT R 123201 75TH PLACE WEST EDMONDS, WA 98020 United States General Information LAKE BALLINGER LAND CO SUBDIV 1 BLK 002 D-15 - BEG NW CDR LOT 4 TH SLY ALG ARC OF CRVTO R HAVG RAD 350FT & FOLG THE W LN Property SD LOT146.20FT TAP OF TANG OF CRV TH CONT S13*22 30E ALG WLY LN 459.44FT TO TPB TH CONT S1*3*22 30E ALG W LN SD LOT 55.70FT Description TH N76*37 30E 96.84FT M L TO W MGN LN OF INTERURBAN R/W TH N ALG SD R/W 91.89FT M/L TH S64 37 06W 137.04FT TO TPB Property Category Land and Improvements Status Active, Locally Assessed Tax Code 00232 Area Property Characteristics Use Code 1910 Undeveloped (Vacant) Land Unit of Measure Acre s Size(gross) 0.18 elated Properties No Values Found ctive Exemptions No Exemptions Found nstallments Payable Statement of Payable/Paid For Tax Year: 2015 ax Year Installment Due Date Principal Interest, Penalties and Costs Total Due Cumulative Due Select to Pay 2015 2 10/31/2015 891.50 0.001 891.501 891.50 Distribution of Current Taxes District Rate Amount CITY OF EDMONDS 0.15 23.85 CITY OF EDMONDS 1.97 321.77 EDMONDS.SCHOOL.DISTRICT.NO 15 . _ _ 4.93 805.24 PUB HOSP #2 0.10 15.90 SNO:ISL'E"INTERCOUNTY-RURAL I:IBRARY 0:47 — 76.-39 SNOHOMISH COUNTY-CNT 1.00 162.95 STATE 2.28 371.89 SNOHOMISH CONSERVATION DISTRICT 5.01 TOTALS 10.89 1 783.00 Pending Real Property Values jPending Tax Yeal Market Land Value Market Improvement Value Market Total Valu Current Use Land Value Current Use Im rovement Current Use Total.Value 20161 180,8001 01 180,8001 01 01 0 Property Values Value Type Tax Year 2015 Tax Year 2014 Tax Year 2013 Tax Year 2012 Tax Year 2011 Taxable Value Regular 163,200 146,700 113,100 81,300 135,000 Exemption Amount Regular Market Total 163,200 146,700 113,100 81,300 135,000 Assessed Value 163,200 146,760 113,100 81,300 135 000 Market Land 163,200 146,702 113,100 81,300 135,000 Market Improvement 0 01 0 01 0 Personal Property Levy Rate History Tax Yearl Total Levy Rate 20141 10.998115 20131 11.536432 20121 10.997991 eal Property Structures Descri tion IType Year Buil More Information https://www.snoco.org/proptaxl(hwhb4frh4jthre45vwOjog45)lsearch.aspx?parcel number=00488800200415 . 8/31 /2015 Snohgmish County Online Property Inion • Page I of 1 02 Sn Snohomish County Online P roperty Information 31 8 7.5TH A;U W g . j 7 L." V_ Wi 3 1 %I U KNOW UKKf�O M 2 01 '5TH W fj Legend �` `ZOD4$$$DDa0D41 Street Names C ir4` i,f l;clmt,;,i ' _ rr - �::;, r t.�i t��,:,,# t1._ urtcl3l., .'1'trrc Cities x ' 3502 AK UIE�DR • !=E' S ' , " Unincagm2dod County ftjGW oratW pity Jr.r _ Tax Parcels Street Addresses Rural Mules TownshipfRange Grid 2021 lA �U AcF.� Section Grid w n Airports UKKP►O R UhKh �!(UY"NJ t; 2012 Aerial Photo 16 f .fl r.o Disclaimer: II maps, data, and information set forth herein ("Data °), for illustrative purposes only and are not to be nsidered an official citation to, or representation of, the nohomish County Code. Amendments and pdates to the Data, together with other applicable Coun Code provisions, may apply which are not epicted herein. Snohomish County makes no represent on or warranty concerning the content, accuracy, urrency, completeness or quality of the Data contained rein and expressly disclaims any warranty of erchantability or fitness for any particular purpose. All p rsons accessing or otherwise using this Data ssume all- responsibility -for use thereof and agree to hol Snohomish County harmless from and against any damages, loss, claim or liability arising out of any err r, defect or omission contained within said Data. -_ - ashington State Law,, Ch-42:56-RCW,-prohibits state d-local-agencies from -providing access,to-lists-of-- — - ----- individuals intended for use for commercial purposes an thus, no commercial use may be made of any Data comprising lists of individuals contained herein. 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