Loading...
9223 OLYMPIC VIEW DR.PDF111111111111111 14313 9223 OLYMPIC VIEW DR Vt PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET FI Name: Date: Site Address: �, Plan Check : 7 �� 2,2 130 Y 7 (� _ [�►ov SE' Project Description: O Lf 7Sc-,r- /�eiv Reduced Site Plan Provided: ( S O Zoning: l,--1-51 ( Z Map Page: �— Corner Lot: (YES / !O Flag Lot: (YES / ) Critical Areas Determination 1#: v-r4r2onL2 Q/ p frcv,) •i �cta . S r cA eC! I f • or' Study Required hli5 FIJF�e/ %(/o �j¢ �o✓�^g� ws-e�ilQ���� [vi 6cfk ❑ waiver G /�% Zc� / Z-00 / SEPA Determination: Exempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form w Ste.5 c° Required Setbacks Street: Z Z 5i l� CD. Sides: D Rear: -Z Actual Setbacks Street I (t Side: Side - 2 ' !C� �i Rear: .3 32 "Zc8 ❑ Detached Structures: ❑ Rockeries: ❑ Fences/Trellises: ❑ Bay Windows/Po-ecting Modulation: o�w e r fi 6�3. — O � 20 0{ Z tairs/Deck: rd s 60din Hei ht Datum Point: (vl/ ct/� —7 Datum Elevation: t/� Maximum Height Allowed: Zj VT-10 I S690-331 Actual Height: Zy r U "7 3 1WX1` gQ. COther oV J f — I Parking Required: Parking Provided: .eAvs�e. Lot Area: Maximum Lot Coverage: 35% Proposed: Lot Coverage Calculations: g ytvcis� (2 r P sf f ��c S�6 3� s� -� qC a e M = 3 Z 63 ADU Created: (YES / Subdivision: ('. Z D_ �L N 201 Z oq 6 Legal Nonconforming Land Use Determination Issued: (YES C ✓vs� Comm nts c cv Q A-- —162`1a 66/ I��(� /�J, 3 � a C . - t 0tio ZS" = I 17. (max 163.9a 7 Y. `f Plan Review By: llh113 Planaing Data form 04.11-06Aoc C I IV Z D O 10 C O C D m O 0 (/) (D L DODypond 00m w z<:1 0 0 m Ux D O Dmp n co r C < 0K� 0 m rn� r � n m p z p Q -u -0 n v CD 0- n g �C 0 C ;uv07 w 0 r p C o w0 ow o0 o� IV 0 0 v y .a 0 o� co c� as 3 CD y C. CD 7 0 CD z 0 n 00 s c CITY OF EDMONDS DAVE EARL(NG MAYOR 121 5th AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • fax (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT f"?c. 1S90 June 30, 2014 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste Please be advised that the attached -Address has been added to the Edmonds address system. New address: Lot #2 - 9223 Olympic View Drive (Parcel to be assigned by Snohomish County) Lot 91 addressed as 9221 Olympic View Dr. Parcel # 27031300101200 to remain If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact our office if you wish to be removed from future address change notifications. Sincerely, Linda Thomquist Permit Coordinator Cc: file • Incorporated August 11, 1890 • Sister City - Hekinan, Japan Page I of 2 0 Snohomish Onlino Govoramont Information R Sorvicos County 4O Washington Property Account Summary Parcel Number 127031300101200 Property Address 19221 OLYMPIC VIEW DR, EDMONDS, WA 98020 General Information SEC 13 TWP 27 RGE 03BEG 298.9FT S & 13.81FT W OF NE CDR SEC 13-27-3 TH N75*51 20W 125.82FT TH N24*58 OOE 38.74FT TH N39*30 P roperty OOE 59.95FT TH S54*30 OOE 90.29FT TH S05*43 08W 60FT TPB UNREC MAPLE MANOR PLUS INTIN PARK RESERVE & PRIV RD NO 1 ALSO BEG 357.79FT S & 19.79FT W OF NE COR SEC 13-27-3 TH N81*21 1OW 149.39FT TH N24*58 OOE 75FT TH S75*5* 20E 125.82FTTH S05*4*3 08W 60FT TO POB TGW BEG 417.49FT S & 25.77FT W OF NE COR SEC 13-27-3 TH N85 48 OOW 162.1OFT TH N06 39 OOE 36.82FT TH N24 58 OOE 37.18FT TH S81*21 10E 149.39FT THSO5*43 08W 60FT TO POB UNREC PLAT MAPLE MANOR PLUS INT IN PARK RES & PRIV RD NO 1 Land and Improvements Status Active, Locally Assessed Tax Code 00210 Area Property Characteristics Use Code Jill Single Family Residence - Detached Unit of Measure Acre(s) Size gross 0.75 Related Properties No Values Found ctive Exemptions No Exemptions Found No Taxes Owed. at this Time. No Charges are currently due. No Charge Amounts can be reported because no taxes are due for the year this application is processing. No Charge Amounts are due for this property. If you believe this is Incorrect, please contact a Property Support Specialist. Statement of Payable/Paid For Tax Year: 2014 Distribution of Current Taxes District Rate Amount CITY OF EDMONDS 0.17 67.36 CITY OF EDMONDS 2.11 856.49 EDMONDS SCHOOL DISTRICT NO 15 4.65 1,890.04 PORT OF EDMONDS 0.11 44.52 PUB HOSP #2 0.11 43.04 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.50 203.05 SNOHOMISH COUNTY-CNT 1.08 438.07 STATE 2.38 968.29 SNOHOMISH CONSERVATION DISTRICT 5.04 TOTALS 11.11 4,515.90 lPending Property Values Pending Tax Year Market Land Value Market Improvement Value Market Total Value Current Use Land Value Current Use Improvement Current Use Total Value 20151 415,2001 01 415,2001 01 01 0 Property Values Value Type Tax Year 2014 Tax Year 2013 Tax Year 2012 Tax Year 2011 Tax Yea 2010 Taxable Value Regular 406,100 396,900 455,800 500,400 636,200 Exemption Amount Regular Market Total ' 406,100 396,900 455,800 500,400 636,200 Assessed Value 406,100 396,900 455,800 500,400 636,200 Market Land 386,100 328,800 375,400 426,800 562,600 Market Improvement 20,000 68,100 80,400 73,600 73,600 Personal Property Levy Rate History Tax Year Total Levy Rate 2013 11.656750 2012 11.113852 2011 10.055936 https://www.snoco.org/proptax/(ovfa302gj2dmgc455tjus3y0)/result.aspx 1 6/30/2014 Snohomish County Online Propel Information • Page I of I 1790 '213' J 3-92,19'k� U A 2 C) 9225 0 227� Vo County Online Property Information 'a 9, -39)8937 1�&18133� r- A N 8941. .n17903 1 3141 8938 89 17905 17922 17926 17966 J11791017907. 9001 hlbb2 0 ,1,80! L4. rF 9108 9104 0 .......... . 9102 X, 8128 9112 9311' '931t 9106 1. :.G, 18130 N. 9323 122/ 9328 \ 18214 "1 9239.1.. 9204 1822V - 93112 -�304 18224 18220 9304; 9206 1822 182 ---1 6 18230 9 10 1--- - '.9221.,\ 920871 1319 Ilisclaimer: 11 maps, data, and information set forth her n ("Data"), are for illustrative purposes only and are not to be Drisidered an official citation to, or represen tion of, the Snohomish County Code. Amendments and pdates to the Data, together with other appl ble County Code provisions, may apply which are not epicted herein. Snohomish County makes representation or warranty concerning the content, accuracy, urrency, completeness or quality of the Dat contained herein and expressly disclaims any warranty of ierchantability or fitness for any particular p rpose. All persons accessing or otherwise using this Data ssume all responsibility for use thereof and gree to hold Snohomish County harmless from and against ny damages, loss, claim or liability arising t of any error, defect or omission contained within said Data. Vashington State Law, Ch. 42.56 RCIAF, Pro ibits state and local agencies from providing access to lists of tdividuals intended for use for commercial urposes and, thus, no commercial use may be made of any iata comprising lists of individuals containe herein. hinted on: 6/18/2014 ID Z, 0 0 Legend Street Names Cities UninoorporatodCoLatty bbmrpo=ad C ity EjTax Parcels Street Addresses Rural Miles Towrtship[Range Grid Section Grid Major Waterbodies eari L.*o or pond Land sunmmdod by a body of water Nonirlarinefeature Sand or grauel in open water Airports http://gis.snoco.org/servlet/com.esri.esrirnap.Esrimap?ServiceNarne=Overview&CIientVersion=9.3.0&Form=T... 6/18/2014 _ O ❑y� N m u e N O uw•-•8 8 LLI WNO G 8 d I'7 $ 9 a gib Y Y 8 0 N um, r g i �W �, �, ry S$ gfi• � �' z8 W On"9Z Z Z Q a\ O 3zs�+ O 6 5 ��v� Q Q 'nS X' WW� tt •4� btG fn bd K �` b `. YgN i Z c0 z C!] y > F m hn �. �OQ U Z ,o ��_ ■ �.vLL- Ln IN��~ I . dLLJ o ? V) LLJ oFo�ooaz o / - gg Fzw .S'_�• Gi ;n 3A121U 21VW l3Q VISTA 'vSa3 '��� � llONVn 3-IdVn lO <� ��� �� 1Y1d 030NW7NNf10NV �� ,8t'Llt - RLnos 3NIl NOLL035 - M .iS,lZ.O H _ /�_ w cq —.eov°z e - •------ -- ------•• Fo T- O — a --------'•' NIM�hdN70N3 L1d� 3 ,0008 ,00'pel-3.e0,Ct,SO�pj t/I M .h,lq�=S�o s eB a .sc•sol d/ .ec'ar _ / .zz•u CC z N 0r (i \ (FbSy \ 9S 0B 3 ,00,ZLt0 N z e'y .cy A. \\\ boHbN @trN re fie= ; /I • m� ��' fig' IR \a I \-103 6,0 b 3NN / 1' 7 w \\/\d b•�d SB'8C-3 .00.8C.80 N . a L, A y aw � •—___�— �— PEpgSYR1AN W cr Q LIU & ASSOCIATES, INC. . ..... ...... - --------- . .. ......... ... .... ... ....... ..... Geotechncal Engineering Engineering Geoiogy September 11. 1-0 11 Mr. Scott Schrieber 761. Daley Street Edmonds, WA 98020 Dear Mir, Schrieber: Subject: Geotechnicai Investigation and Recommendations Larribrecht Short Plat 9441 Olympic Vic-,v Drive Edmonds, Washington L &A Job No. I'l -061 I I Z k 9 1410111 Xts I Each Science ry At your request. we have conipleted a geotechnical investigation for the proposed short plat, located at the above address in Edmonds. Washington, to address two gcotechnical issues: 1) setback fi-Oin the steep slope in the southeast corner area ofthe plat site. and 2,-) feasibility.' of onsite star water disposal. The general location of the plat site is shown on Plate I -- Vicinity Map, attached hereto. Presented in this report are otir findings., conclusion and recommendations on these issues. We understand that the proposed development for the site is to plat it into two single- fami ly buildin- logs stacked in as north -south orientation. �k�ith a new single-family residence constructed on each of the lots. For our use in this investigation, you pro-,ided us with a topographic survey plan of the plat site. As shown on this plan, presented on RESIn am IL) 10 19213 Kenlake Place NE - Kenmore, Washington 98028 JUL - 12013 Phone (425) 483-9134 - Fax (426) 486-2746 BUIL0jDI'N NG DEPARTMENT OF EDMONDS STREET FILE September 11. 2011. Lambrecht Short Plat L&A Job No. 11 -061 Page 2 Plate 2... an area with slope oi'40% or more is mapped at the southeast corner of the site. This steep slope barely extends into the subject plat site. The setback of proposed development from this steep sloped area needs to be determined. Onsite disposal of storm runoff collected over impervious surfaces of'the proposed development is planned. Feasibiliq- of utilizing infiltration trenches. located in the low-lying; area at the north end of the site. is to be evaluated. SCOPE To achieve the above purpose, we propose a scope ol'services comprising specifically the fill lowing: 1. Review geologic and soil conditions at and in the vicinity of the subject property based on a published geologic map. 2. Explore subsurface (soil and groundwater) conditions in the area of proposed infiltration trenches ol'the site with backhoe test pits to depths where a soil stratum suitable Ior stormwater infiltration is encountered or to the maximum depth (about 10 feet) capable by the backhoe used in test pit excavation, whichever occurs first. 3. Conduct laboratory gradation tests, in accordance with ASTM D422., on two soil samples obtained from a targeted soil stratum. in the test pits. The test results are to be used in detemiinine the design infiltration rate of the target soil stratum for in accordance with USDA Texture Triangle, per .Washington State Department of Ecology 2005 Stormwater Design Manual of Western Washing 4. Prepare a written report to present our findings, conclusions and geotechnical recommendations for the design of infiltration trenches, LIU & ASSOCIATES, INC. 0 September 11. 2011 Lambreelit Short Plat L&A Job No. 11-061 Page 3 SITE CONDITIONS Surface Condition The site is situated on the mid -slope of westerly to northwesterly- declining, moderate to steep hillside overlooking Browns Bay of Puget Sound. It is bounded by Kairez Drive (a private road) to the east, a joint -vise paved driveway to the west. and adjoined by single- family residences to the north and south. According to the topographic map of the site provided to us, the terrain within the site generally slopes down gently westerly at about 5 to 19 percent grade. In the southeast comer area of the site, the ground slopes down northwesterly at 40 percent or more From off the site to about 2 to 3 feet inside the site,. then moderates to about 18 to 33 percent as it continues Further into the site. In the north end area of the site, the ground descends northward at about .15 to 2.9 percent grade. A house and a detached garage currentlN. occupy the central cast side of the site. We understand these existing, structures are to be demolished to make way for the proposed development of the site. 4'he garage is accessed via a gravel -surfaced driveway entering the site at its southwest corner. The open area around the house and the g 11 garage is mostly covered by lawn grass. Dotting throughout the site are mature, vM,, large and tall, evergreen and deciduous trees. Thick brush covers the ground along the north and cast boundary areas of the site. LIU & ASSOCIATES, INC. September I 1., 2011 Lambreclit Short Plat L.&A Job No. 11-061 Page 4 Geologic Setting The Geologic Map of the Edmonds East arid Part of the Edmonds West Ouadrangles, ... .... . ... . . ...... ­­­.- . . ..... . ....................... . . ...... . I . ...... . .. . . ...... . ...... . . . ........... . ............ . ......... Washing I J. C .-ton, by James P. Minard, published by I S. Geological Survey In 1983. '.vas referenced for the geologic and soil conditions at the residence site. According to this publication... the surficial soil units at and in the vicinity of the subject plat are mapped as a Transitional Beds (Qtb) soil unit underlain by an Olympia Gravel (Qog) soil unit. The transitional beds soil unit is composed ot'glacial and non -glacial deposit--, consisting mostly of inassive. thick or thin beds and laminae of gray to dark -gray fine -sandy to clayey silt. The fine-grained transitional beds soils were deposited in takes at sonic 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 period near the close of pre -Fraser interglacial (Olympia Interglaciation) tinic and into early Fraser glacial time. 'fhe transitional beds deposits generally are vcn7-stiff to hard and of extremely IoNv permeability in its natural. undisturbed state. 'I'his soil unit, however. was not encountered in the test pits excavated on the site The Olympic gravel soil unit is composed of stratified sand and gravel with very minor amount of silt. and clay, deposited during the Olympia interglaciation. Due to their generally granular composition, the deposits of this soil unit are of moderately high permeability and drains well. deposits had been glacially overridden and are generally dense to very -dense in their naturid. undisturbed state, except the top few feet of soils which are normally weathered to a loose to medium -dense state. The underlying LIU & ASSOCIATES, INC. September I 1. 20 11 Larnbrecht Short flat L&A.Job No, 1, 1-061 Page i fresh Olympic gravel deposits in their native undisturbcd state can provide good foundation support with little settlement expected for light to moderately heavy structures. ,Soil Condition SOSUrface conditions in the area at the north end of the site were explored with ir\vo test. pits. These test pits were excavated on August 1-9. 2011. with a rubber -tired backhoe to depths of 8.0 and 7.5 Ileet, The approximate locations of the test pits are shown on Plate' - Site and Exploration Location Plan. The test pits were located with either a tape measure or by visual reference to existing topographic features in the field and on the topographic survey map, and their locations should be considered only accurate to the measuring method used. A geotechnical engineer firom our office was present, during subsurface exploration.., 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 ,-eneral accordance with United Soil Classification System. a copy of which is presented on Plate 35. Detailed descriptions of soils encountered during site exploration are presented in test pit logs on Plate 4, Both test pits encountered a layer of loose organic topsoil from 12 to 18 inches .thick. Underlying the topsoil is a layer of weathered soil of loose to medium -dense, slightl% silt-y, line sand, with a trace of fine gravel and some roots, about 2.0 to 2.8 feet thick. The weathered soil is underlain to the deptlis explored by a dark-broNN;n but clean deposit of: LIU & ASSOCIATES, INC. September 11. -701.1 Lambrecht Short Plat L&A Job No. 11-061 Pai,-,e 6 dense., medium to coarse sand., with a trace of fine gravel. This deposit is interpreted as the Olympic gravel soil unit. Groundwater Condition Groundwater was not encountered by either test pits excavated on the site. The topsoil, weathered soil and the underlying Olympic gravel deposit are all of moderately high permeability and would allow stormwater to seep through easily. Water infiltrating into the &,round would perch on the surface of a loin --permeability fine-grained deposit at such depth that it should have minimal or no impact on the functioning of the proposed infiltration trenches. DISCUSSION AND RECOMMENDATIONS ONSITE STORMWATER DISPOSAL General Based on the soil condition encountered by the test pits excavated on the plat site, it is our opinion that the Fresh Olympic gravel deposit of clean mediurn to coarse sand soil under the north end of the site at shallow depth should be able to support the proposed infiltration trenches for disposing stormwater onsite. Construction of the infiltration trenches should be monitored by a geotechnical engineer. Particle Size Distribution Tests Two soil samples. obtained from Test Pit I at 5.0 feet (referred to as Soil Sample 1) and Test Pit 2 at 4.5 feet (referred to as Soil Sample 2) below grade, were -selected for Particle LIU & ASSOCIATES, INC. September 11. 2011 Lambrecht Short Plat L&A Job No. 11-061 Page 7 Size Distribution tests in laboratory to determine the infiltration rate of the targeted Olympic gravel deposit, 17he reports of these tests are presented on Plates A- I and A-2 in the attached APPENDIX As shown on the Particle Size .Distribution test reports, both soil samples were composed of gravc1ly fine to coarse sand. with a clay content of 4.9% and gravel/sand content of 91.0% for Soil Sample 1, and clay content of 3.0% and graveLisand content of 90.3% For Soil Sample 2. According to the TJSDA Texture Triangle (from U.S. Department of Agriculture) chart, shown on Plate A-3 in the attached Appe ndix. both soil samples call be classified as -sand". . Design Infiltration Rate for Inflitration Trenches The Stormwater Management Manual for Western Washington 2005 Edition. published by Washington State Department of Ecology, is used to estimate the design infiltration rate of the target soil for infiltration trenches to be constructed at the north end of the plate site. According to the table of Recommended Infiltration Rates Based on USDA Soil Textural Classification sho��m on Plate A-3. the short-term infiltration rate is estimated to he 9 iph (inches per hour) and the long-term infiltration rate 2 iph for both soil samples classified as "sand". As shown on the Particle Size Distribution test reports., the DIO size (the size of 10% passing) is 0,0824 inch for Soil Sample I and 0.0786 inch for Soil Sample 2. According to the table of Alternative Recommended Infiltration Rates&Lsed On ASTIM Gradation LIU & ASSOCIATES, INC. September 11. 20 11 Unibreclit Short Plat L&A.Job No. 11-061 Page 8 Testing presented on Plate A-4. the estimated long-term infiltration rate is L-58 Th. for Soil Sample I and 1.49 iph for Soil Sample 2. Based on the above, Nx�e recommend a design infiltration rate of 1.5 iph be used for the design of the infiltration trencher to be constructed in the north end area of the site. Infiltration Trench Construction The trenches should be cut at least 6 inches into the underly-ina clean sand ol'Olvmpic gravel deposit. To reach this target soil layer the infiltration trenches kvould have to be excavated at least 4.5 feet deep. The soil unit at bottom of infiltration trenches should be verified by a geotechnical engineer. The infiltration trenches should be set back at least 5 feet from property lines. at least 8 feet from nearby building foundations, and at least 20 feet from the top of the steep slope of 40% or more. The soil unit and trench cut bank. stability should be verified by a geotechnical engineer during excavation. The schematic presentation of an infiltration trench with a single dispersion pipe is shown on Plate 5. The infiltration trench should be at least 1-4 inches, wide. 'Fhe schematic presentation of an infiltration. trench �vith multiple dispersion pipes is shown on Plate 6. Multiple dispersion pipes, if used in an infiltration trench., should be placed at least 2 feet off the trench walls and spaced at no closer than 4 feet on centers. LIU & ASSOCIATES., INC. I September I I , 210 11 Lanibrecht Short Plat L&A Job No. 11-061 Page 9 The side walls of the trenches should be lined with a laver of non -woven filter I'Libric, such as MIRAFI 140NIS. The trenches are then filled with clean washed 3;'4 to 1-1/2 inch gravel or crushed rock to within about 1.0 inches of the finish grade. The dispersion pipes should be constructed of 4-inch rigid IIVC pipes and laid level in the gravel or crushed rock filled trenches gat about 16 inclics, bcloNv the top of* trenches. he top of the gravel or crushed rock fill should also be covered with the filter fabric liner. The remaining trenches should then be backfilled with compacted onsite clean soils. Stormik'ater captured over paved driveNvays should be routed into a catch basin equipped -,vith all ()]I - water separator before being released into the infiltration trenches. SETBACK FROM STEEP SLOPE According to the tk)poLTaphic map provided to us, a steep slope is mapped at and to the east of the southeast corner area of the site. This steep slope descends northwesterly at Grades of 40'N or more from off the site to within about 3 to 3 feet inside the east boundary of the site. then decreases to about IS% to 33RI) as it continues further into the site. Accordlm,, to the above -referenced geologic map and the soils encountered by the test pits excavated on the site, the site is underlain at shallow depth by dense sand deposit of the.0lympic gravel soil unit. This deposit is of moderate to high shear strength and is p t� quite stable. It is also of moderately high pemicability and would allow storm runoff to seep into the around easily. Therefore, geologic hazards', such as erosion, landslide and seismic damage should be minimal within the site. It is our opinion that the proposed development for the site may be set back at a horizontal distance of no less than 10 feet from the toe of'40% or more slope in the area of the southeast corner of the site. LIU & ASSOCIATES, INC. September If, 2011 Lambrecht Short Plat L&A Job No. 1 1 -061 Page .10 LIAMITATIONS This report has been prepared for the specific application to this project for the, exclusive use by Mr. Schrieberand his associates. representative, Consultants and contractors. We recommend that this report, in its entirety. be included in the project contract documents for the information of the prospective contractor,-, for their estimating and bidding purposes and for compli"Ince 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 study 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 ii i this report f,or design considerations. pec I Our recommendations and conclusions are based on the geologic and soil conditions encountered in the test pits, and our experience and engineering jud&-i-nent. 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. The nature trod extent of' such variations may not become evident until construction starts. If variations appear then, we should be retained to re-evaluate the LIU & ASSOCIATES, INC. 0 0 September 11. 2011 Larribrecht Short Plat L& A Job No. H -061 Page I I recommendations of' this report, and to verify or writing in them th modif ng I V I . prior to m proceeding further with the construction of the proposed develo ent, p CLOSURE We are pleased to be of service to you on this project. Please reel firee to contact us if you have any questions regarding this report or need further consultation. Yours very truly, LIU &,--: SOCIATFS. TN-C- J. S. (Julian) Liu. Ph.D., P-F- Consulting Geotechnical Enginccr Six Plates and Appendix attached LIU & ASSOCIATES, INC. 1� i1t`ff4W".-yea��� l'l/19Ti! F'e r � 'a PROJECT s� �� SITE f ._.�..,........_ . ._.., VYfiSU, rw - - i ' ,�`;`; f {'3-•..�.w'i+ Dt. Sit 3 7p, st f i r Yi 1 t � � � �?lf � sT. • Md — (tom_ � � y _ i, &`AF;E I STsw kw j�4> ✓ ��/i - CVt .,� !ST ST , �< 1 - imCt�..�Fa » �QfrJ 3ti C-. tl 11 Al u.i'. a - @j Sr i`S. -s:•. --i �, ; '`f✓C�+ t Y _ . `3.a' `•` r f: f1$ F�`i�� 2 32'_ �Q3y �;, se p -.az 'Yx < � .+B'.a..4 _ � r :":r:.. 3• P 9n:, - 236T+? $ 196T.ST sw PUG ' _ DRST 5 s: € a rST ST. tr tip o � '6'. fri t SPERS ST ,:t� t a �' xA,p �� i L PAPX,: 4Li11 Liatztx � asw at, e: :� itY' ?thJh3+ st sw s 7 sn r .xt ♦ - # a ; . i; p ffi SA ER W L F FTF$ 1 g. .r{' !@iA ri .v +tx.'sa> ;:+ i. '=i CI E-KRA i[a5 t'�Ztit1 ��x% t11Ati ✓' t 1 = ilt <- e� r..we +�1 3 r tT SO F,Mn r "' Q t '� ST GLE14 # s %sttc�r�i sT "�+ tr r- rT#'.�Ctl fie 0.i — `� si C 4 AL£i _ 5i n- if M 1 ZC4ti a c �•••� SPP.AGU r i uT -1wor LA Si e ELL ItAI N_ a str i n gy �� N h - zapPLZE - uiu f+ tux raa CfQAR STD �, ` 2tx ` s - �1 �n a PArtK ST asi V '-kdYELt. �� - _ .:_.__..w._...u'�4 _._:a. :�. - ..::.. �- .._ -.sr: I � VICINITY MAP LIU & ASSOCIATES, INC. LAMBRECHT SHORT PLAT _.....__._—.-_........_._ ........................ _._.,,.__..._..._..._...._ 9441 OLYMPIC VIEW DRIVE Geotechnecal Engineering • Engineering Geology • Eartfi Science EDMONDS, WASHINGTON JOB NO. 11-061 DATE 9/512011 1 PLATE 1 R e 30 IN IVY A < 4, 02� N N I j .71 ........ . . Z4 41 6i SITE AND EXPLORATION LOCATION PLAN LIU & ASSOCIATES, INC. LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE Geotechnicat Engineering - Engineering Geology - Earth Science EDMONDS, WASHINGTON UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FixE TO COARSE GPA_VEL GP I PCORLY-G-RADEC, GRAVEL COARSE- MORE THAN 50 OF GRAVEL GRAVEL WITH GM SILTY GRAVE�_ GRAINED COARSE FRACTION SOILS RETAINEDON NO 4 SIEVE FINES GC LAYEY C-PAVEL SAND CLEAN SkAl WELL -GRADED SANE), FINE TO.COARSE SAND MORE THAN'SC%, MORE 1 'HAN W4OF SAND SP POORLY -GRADED SAN0. SAND WITH SM 5filT'e SAND RETAINED ON THE COARSE FRACT!ON NO. 21(K) SIEVE FASSING NCD, 4 SIEVE FINES SC LAY S A N FINE- SILT AND CLAY INORGANIC ML Sk T CL C L_A,'y' GRAINED LIQUID LIMIT ORGANIC OL ORGANIC SILT, ORGANil'- CLAY SOILS LESS THAN50% fvllaRE THAN 50% SILTY AND CLAY INORGANIC MH SILTZ)F I-JIGH PLASTICITY, ELASTIC SILT' CH U"LAIC c HIGH PLASTICITY, FAT CLAY PASSING ON THE LIQUID LIMIT ORGANIC OH ORGANIC S4LT,,3RGANIC SILT NO. 200 SIEVE -X4% OR NIORE HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES, SOIL MOISTURE MODIFIERS: I FIELO CLASSIFICATION IS BASED ON VISUAL EXAMINAl"ION DRY- AeSLNCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D24E&83. THE. TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS 13 BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY ON ASTM 02487-83, MOIST - DAVIP. BUT NO VISIBLE WATER 3 DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MO`ST - VERY D DAMP,MOISTUREFELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA. VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, ANWOR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER 'ABLE .LIU & ASSOCIATE SINC. UNIFIED SOIL CLASSIFICATION SYSTEM Geotechnical Engineering • EngfineezIng Geology Eanh Science PLATE. 3 A r� U TEST PIT NO. 1 Lagged By, JSL Date- 8/29,12011 Ground El. t Deptfi `t. USCS CLASS. Soil Description Sample No_ W IQ Other Tes<. OL Dark -brown, loose, organic, silty fine SAND, with fine roots. dry i (TOPSOIL_____________ _ _______ — — — SP — Brown. loose to medium -dense; slightly silty, fine SAND„ trace 2 gravel, with roots, dry 3 ---- ---------------------------------- Sw Dark -brown, dense, glean, medium to coarse SAND, trace fine .rj gravel, moist 6 7 9 Test pit terminated at 8.0 ft, groundwater not encountered. i0 TEST PIT NO. 2 Logged By: JSL Date, 8/29/2011 Ground El. ± Depth ft. USCS CLASS. Soil Description Sample No. W % Other Tess OL Dark -brown, loose, organic, silty fine SAND, with roots, dry (TOPSOIL) 2 ---- ---------------------------------- SP Brown, loose to medium -dense, slightly silty, fine SAND, trace 3 gravel, with roots, dry 4 —_ _----..... ------......-------.._.. --_-------- SW Dark -brown, dense, clean, medium to coarse SAND, trace fine 5 gravel, moist 6 7 8 9 Test pit terminated at 7.5 ft, groundwater not encountered. tQ LIU & ASSOCIATES, INC. _.._.__._........... ___............... .............._............. _.__..___._. _.._._ ._..... Geotechnical Engineering - Engineering Geology - Earth Science TEST PIT LOGS LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMOND, WASHINGTON JOB NO, 11-061 CJATE 9f5l2011 PLATE 4 41 LIU & ASSOCIATES, INC. Ciectechnical Engineering.- • Engineeting Geotogy • Earth Science 7 )7 -3 -z C' z -_r VI) Q I i 7- NFILTRATION TRENCH - SINGLE DISPERSION PIPE LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON I N LIZ a., \�IJA 4�VL —Z — 7 0 < 1� 40 coa q4 42 I . 1 fin, 1 0 - . . -0* ':1 a0 "no 0 n' 'w-0 . . T 1,CN. 5 9- 1-lAsr'lA c Q -7, I . . ... ....... INFILTRATION TRENCH - MULTIPLE DISPERSION PIPES LIU &ASSOCIATES, INC. LAMBRECHT SHORT PLAT 9"1 OLYMPIC VIEW DRIVE Geatechnical Engineering - Engineertnq Geology - E2fth Science EDMONDS, WASHINGTON t— —JOB NO, 11-S61 I DATE 9/512011 1 PLATE 6 APPENDIX Particle Size Gradation Test Report. Lambrecht Short Plat 9441 Olympic Vie'w- Drive Edmonds, Washington L&A Job No. 1 1-Of 1 LIU & ASSOCIATES, INC. w z LL ASTM C117/136 Particle Size Distribution Report UKAIN SILL - mm % COBBLES % GRAVEL j % SAND % FINES CRS. FINE j CRS. MEDIUM FINE SILT � CLAY _ _ - *-- (1.0 0.6 ,,.�.. 45.0 1 43.9 4.1 ! 4.9 StEdE�-- SIZE PERCENT ' KNER SPEC.' PERCENT PASS? (X=NO) Y4 in. 100.0 518 iu. 98.5 V2 in. 993 .375 in. 98.5 ; #4 98.5 00 97.9 440 52.9 #21W 9.0 0.032E mtr. 6.9 0.0208 mm. 5.9 0.0120111ul. 5.9 0.0085 mm, 4.9 0.0061. mm. 4.9 0.0030 mm, 4.9 0.110 12 mm. 3.0 Soil Description PonTly g-aded and with silt Atterbera Limits PL= LL= Pl= Coefficients Cgs= 1:2f D60= 0.534 050= 0.398 p30= 0,204 D15= 0,113 D10= 0:0824 CU= 6,48 Cc= 0.95 Classifisetsan USCS= SP-SM AASFITO= A-3 Remarks F.M.=0.03- - (no s w6 fiix-46 Ytm pmVided) Sample No.: 9908 Source of Sample: Lambrzcht Shon Plat 91. E -060 Date: 9-9-201.1 Location: EIevJDepth: 5.0' Client: Lui & Asw)a= 11 Project: 2011 1.tabmury 'rMli ng c.�.�c�•�ac'aty 7'Evs-ra� �sscas �a'I`Caay. It�t�:. -yL�- �--i�i..,:.-..,.. ,�.., 'T'r1'j'p�i4 tc �ss'wct.::+ti"�n+ s' ENC.CG�23 : Project No0911-28 Robert Alkman 'Vxicl.hRf;'1 WX'. i'f`q'R'1"� ST".T twa �Gip� CiL•'.DLM'}41 ASTM C117/136 particle Size Distribution Report 191-11IONZI?Aaw"M 96 COBBLES `)C GRAVEL %SAND ! %FINES CRS. FINE CR5 INDIUM j FINE SILT { CLAY _._.,,._...._. _. _..,... ......-._._..__._ _. SIEVE SIZE PERCENT i FINER SPEC.* ? PERCENT PASS?. (X=NO) V2 in. 100.0 .375 in. 99.6 +id 49.3 410 97.1 H40 42.1 {10 9.7 0.0:324 mnt. 7.5 0.0206 Trim. 6.9 0.0120 Trun. 5-9 0.0085 mom. .-9 U01 Tram F -4.9 0.0030 mm. 3.9 0.0012 sum. i 3.0 Soil Description Wcll-gradod .-staid with -.431 Atterbera Limits PL= LL= Pl= Coeffieionts DAr= 1.45 D60= 0_ 73 3 D50= 0.546 D30= 0.273 Dt6= 0.1.27 010= 0.0786 Cu= 932 Cc= 1.30 Glasslllc�}tc�ri USCS= SW-SM AASHTO= A-1-b Remarks i".aNCA" 01 (nospwfiwrion provided) Sample No.: 007 Source of Sample: L=brccht Short Pint #11.0t10 Date: 9-9-2011, Location: ElevJDepth: 4-5` Client: Lui &i Associalm Project: 2011 laboratory Tcsting C;ASCALA:� �,L='kc5"�'i1VCa L.AMC RA'T'CJHY- 1"C: `fear,"= ©. tat=a=o Pro9CtNo: 04.1i-28 RobertAikman tiq l�G A� 70 1:i3y In 60 �r 50 ` j \Silry J \ coy Sandy 40 clay loam silly clay 30 13drr Sandy clay loam 20 loam o-p Sandy loamA\/ silt l� m 10 lo2nr, � Silt sand Sand Ll \7\ $ o .o percera sand USDA Soil Textural Triangle Table Recommended infiftration Rates based`on USDA Soil Textural Classification. *Short -Term Correction Estimated Litng-Term Soil Textural Classific ition infiltration Factor, CF (besiaa) Infiltration Rate RAtt in./hr inAir ('.lean sandy gmvcis and 20 2 10 gravclly sands (i.c., 9WO of the tkl!:al soil sample is retaincd in the 4" 10 s.icve Sand R d 2 Loamy Sand 2 4 0:5 Sandy Learn 1 4 0.25 Loam O's 4 033 *From WMASCLi 1998. rLATE %3 Correction factors higher than those pN)vidc:d in Table 3.7 should be considered for situations vc°here Long-term maintenance will he difficult to implement, where little or no preircalnient is anticipated, or where site conditions are highly variable or uncertain. These sitwitions rtxluire the. use. of best professional judgment by the; site engineer and the approval of the ideal jurisdiction. An Operation and Maintenance plan and a financial bonding plan may be required by the local jurisdiction. 2..ASTM Gradation `1"esiin at Full Scale lnfil(rntion l'acilitics As an alternative to Table 3.7, reccnt studies by Massmann and Butc:hart (2000) were used to develop the correlation provided in Table 3.8. These studies compare: infiltration measurements from full-scale infiltration facilities to sail gradation data developed using the AS'1,ivi procedure (A.STM.13422). The primary source of the data used by M:tssmann and Butchart was from Wiltsie (1998), who included limited infiltration studies only on Thurston County site_ However, ltlassmann and Butcharf also included litnited data from King and Clark County sites in their an This table provides recontrnend--d long -tern infiltration rates that have been correlated to sail gradation parameters using the AS'i°N1 soil gradation procedure. Table 3.8 can be used to estimate long-to-rrr► dtsi n intiltr<rtiOn mites directly from soil gradation data, subject to the approval of the local Jurisdiction. As is true of "I"able 3.7, the Infra; -term rates provided in `["able 3.8 represent average conditions regarding site. variability, the degree of long-term maintenance and pretreatment for TS.S control. `1be long-term infiltration rates in Table 3.8 may need to be decreased if the site is highly variable, or ifmaintenanec- and influent characteristics are not well controlled. The data that farms the basis for Table 3.8 was from soils that would be classified as sands or sandy gravels. No data was available for l iner soils at the time the table was developed. Therefore, 'Fable 3.8 should not be used for soils with a dia size (10% passing the size listed) less than 0.05 nim (U.S. Standard Sieve). Alternative Recommended Infiltration Rates eased on ASTM Gradation Testing. Do Size from ASTM D422 Soil Gradation Test (mm) Estimated Long -Terns (Resign) Infiltration hate (inJbr) • t1,4 0.3 _ 6.51 0.2 3.5' 0.1 2.040 ©.05 0.8 Not tmoramkndod for trmtrw= Kdru to S:SC-4 and &C-6 for 1MaWxn1scrx:ntabdiry cri1MM „ .. _,.....__....... ...._ _....... .... Febfuary 2005 Volume fit � Hydrologic Analysis and Flow Control BMPs - - -- Mr IWIN: SEP 2 9 2013 33: SEE LANDSCAPE!"DRAWINGS (,WHERE .APPLICABLE) FOR SITE::, IRRIGATIONSYSTEM. 165 00 1+00 1+ :,FUTURE DRIV EWAY W AY (NORTH) ` qr)l ITPL, DRIVEWAY." PROPOSED DRIVEWAY 3,317 S.F. PROPOSED DETACHED GARAGE 575 S.F. PROPOSED RESIDENCE GARAGE 2767 S.F. PA 0 PORCH 1 F. WALKWAYS : 116 S.F. TOTAL NEW IMPERVIOUS —ISS(p S, DEVELOPMENT SERVICES - COUNTER W . UTILITY NOTES ALL UTILITIES SHALL BE UNDERGROUND. 2: REQUIRED SEPARATION ;'OF UTILITIES SHALL,;BE MET PER CITY 'OF EDMONDS AND INDUSTRY LINE TYPE AREA, (SQUARE FEET) 1. NON -REGULATED 0 i << .' EXEMPT REGULATED 2. REPLACED.. 0 0 "7, tsjo.' -Tf Sk 3. q NEW (POST 1977) TOTAL REGULATED IMPERVIOUS AREA + = 5. TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S) — 0 g• NOT YET MITIGATED REGULATED AREA N = - 1 �(�+ 7. AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES 8. j AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES = 0 STANDARD , f ) . THE- EXISTING WATER SERVICE, LINE MAIN. SCALE AS .'SHOWN DRAWN CHECKED SHEET JTpT JWY DATE" F.B. C211 1-14-13 P lqj'LN2 0120 016 LSA FILE NO.. 5316 OF _s coNn-- INIp►2c�y��-�'ts �t:�iY� >��-nonN aF SHofur D(,AT PrPPiLOJ%t'i: SNi`Iu. UC �7u STI�t,IGT� IPYL102 TO (�►Nla't-, "C<;IZ"Yli=rcAof 0C4Mp19-Nvy• SEE ETAIL B ❑W DRIB I �Ewq>' q 2' MIN SAW CUT e T y eMQ 7S6 ` \ </ FT EXISTING PAVEMENT Ie ^'EeR �� // \,s �\ \\ N/r�� yq/ % CF 5s o EXPANSI❑N J❑INT / SEE NOTE 01." / / EXPANSI❑N J❑INT 1,1 S / \ N❑TEi 30, Ak DEIV 1, IF DRIVEWAY WIDTH EXCEEDS MA'S �3�(2\CARTG MINI %/ %// // /n(`4 11 ,///^\ / / �\ \\ \\\ \S Fo \� —A52 COS 15', INSTALL A FULL DEPTH EXPANSI❑N (Co,CAR ARAG MVM `, / / / \ \ \ B� p CiQ J❑INT, MNjERCGgRA 2. DRIVEWAY APRON SHALL BE A MINIMUM OF 6" THICK AND SHALL BE PLACED ON TYPE "A" CURB AND GUTTER / EXPANSI❑N J❑INT 2" OF 5/8' CSTC AND COMPACTED GRADE, ❑R / 6 " 3, A MINIMUM 2' SAW CUT IS REQUIRED IN � 16 VERTICAL/CURB \ c9 THE ASPHALT WHERE NEW CURB / GUTTER 1/2 LIP (T❑ MATCH/EXIST, ❑NL �+ �G / / ,' / \ \ / \ \ \ \ \ \ 01 IS PLACED (SEE DETAIL ABOVE). 1+12 SLOPE " // cjro ��'�� /' / / �5a / / \ \ / "MAPL \ \ \\ \ \ \ \ \ \ �� co, CONCRETE SHALL BE CLASS 3- 3000PSI 6 CURB // i1 O G�trp� / / / ^a`L 1 300 \ \ �� \ \ \ \/SpCC�QFT / CURB AND GUTTER SHALL BE POURED SEPARATELY FRAM THE SIDEWALK, CITY INSPECTION REQUIRED ❑N FORM WORK PRIER T❑ POUR, DRIVEWAY CURB TRANSITI❑NAL DETAIL F❑ CURB AND GUTTER OR VERTICAL CUR S / /�' �FiG\ ' I6� ' \\ \/64� �� U0, SpRUC \ /,� / pc �0 , v�w4� \ _� — S R CITY OF EDMONDS • o��,- �. / , / /C_� 166_7 I UCF STANDARD DETAIL /' // I ��� \ _�_�__— I I �8, 115 CEDAfz 1 /� / / lb STANDARD DRIVEWAY ENTRANCE E2.26 ,�qlv , /// �� , /' I / -o �62 I/ \ y IL II `� 1� "CEDA DITCH /N//p�p7s7s 8,9 y BENCH MARK: 'V REMOVE % - — 160.51' / 12 PINE R—E M\ Q \\JE / VoIuSE EXIS\-15"HEMLOCKgo �3EW nR / / —� 9 / I OLWPI� ► / �/ —T — \ I :f ::::: L _ _ �� = B:164.4 INV=155.32/ 2j / ` \ I I / ::::::::::: ::::::::::::::::::::.::. / �S co • / �I/ I / / ::; :::::::::: 48.........l .. �� o�°j o I _ _ _ _ I \ / 8'ALDE /o I I:: :. / 9 , / .:::.:::: / // \ / Q7 C.: :.::...:::.:...:.. \ :: ... / , J / :.::::.:::::::::::.:::::::::.:::.:::.::.:..:.::::::::::::•::::.::.::::.::::::...::.::::...::.::.:...::::.::::.::.::..:.::::.:::......... �. 2 CED / I I S / _ 4 / N� I C \ / y� CR\:::::::::::::::::::::::::::::::::::::::::.............. 1 \ qV •. .......... / E I F / / / / ... Y O / I I •••••• •••••••••••••• •• ••••• .... � 42 CEDAR 36 CEDAR / Q / T E , / W _ 0 A Y b 6 / A - �� 3 .2 / — I \ 0 O' Q' ti C / i I oR� s, S / H �. -\ ------ -- 3 S I / 0 _ o / - \ /_-� _ RE / / - — '�o 7 I — ' ::: ::NEW L - 2 aR, �69e ......... : . ......... .............. / \ :::... ; ................... . :;.... ................... ......... 4 REM62\ / / / INV=155.75 0�•-9ra _ _ _ _ _ _ 48"CEDA �F�r \ \ NE _ — — — — / \\ ... �, \ \I //� .-1a APPR .D Y 1N%INEERIf 11 CONcp �► Date: s C3 00 \ \ / �� ° 8"MAPLE Detached Garage Height Calculation, REMOVE _ _� ���` , , G,� ' \ / SHEET Ca- -t S ftK-T P 'A' 162 9m 48 CED i , 'v / '5': 166.00' \ C House Heig Calculation; TZ 'D': 164.40' , ELK 'A': 160.50' TOTAL: 66130'/4= \ / 164.45' 165.33' AVERAGE ELEVATION \ \ `� :::''�:;;:.;;;:PIGOT ��' +15.00' HEIGHT RESTRICTION % / :::::::..:^............. / — — ,168 C : 162.00 18033' MAXIMUM RIDGE / / '::::: p : 163.90 / .... ....... :.............•..:.: r:.::.. EMOVE TOTAL: 650.85Y4= ,,� r �. .:::..:::::.: / / 0 12 CHERRY- 162 RAG VATI :.",::. o0 0 — w 00 HEIGHT REST ION Lot Coverage Calc (Lo 2): NOTE: SEE CIVIL DRAWINGS FOR ����;�o�\ ,��'` � — �� ,O 181.11' M IMUM RIDGE OUSE 2,189 BQFT. ::::;:;:;: ::•:'::•:�d..:• : ::::: :: ....... / / / ° � EPll6VE / / 0 DRAINAGE TESC AND GRADING ING ,� � �. �:............................ / / "� /N OVERED PORCH 634 SQFT. ' a v. v ::.- ::::::: ;: / oo ° 12 C�RR Cov C,; INFORMATION R ovE a q.:°. ::: '': �: �' I ° o ETAC-HED GARAGE 440 SQFT. 7 o y o o CL - O / / ` 6 :::::: / o / ,' 'Lone �_�!(� Corner Flag 15' UREL�� o ✓:•:•:•:•:....:' TOTAL BUILDINGS FOOTPRINT 2,681 SQF T TAL BUILDINGS FOOTPRINT 3,263 SOFT./ o°� .:.:.;.;.f•;;••::••••:::: '�S �� / aired _�-- LOT AREA 28,046 SQFT. OT AREA 15,000 SQFT. 7 76 �� / � OG �' // / / etbacks�. PERCENTAGE 0.096 ERCENTAGE 0.218 6� ' ' ::/ �' sfi`T �, �' / 1S3 F '� /// W / Front Zone; �S' f Z — / c / �/` P!` t'.i��a-,�� / tad 4 (1 /� � / / Sides NJ5 I� �0 _ q 00- ax Account Number, 2103 010 / Oorner�Flag SCALE: I°=10'-0" �' / ie, / % APPRO D BY P AN ING Rear t<--- Set �e aired Actual _, 168\ / / �@ 'a, / ��� �°/ /i / / / / v Other Le esc Front w zs Z '7 u, f ( 3 J g� SEC 13 TWP 21 RGE 03 BEG 298.e FT 5 4 13.81 FT W OF NE COR SEC 13-21-3 TH N 156 51 20W 125.52 FT TH N 246 58 00E 38.14 FT TH N 39d 30 00E Sidesly% l o `lo z(�, S `��� ��4���' '/ / �� // ��� Hei ht- 5g.95 FT TH 5 54d 30 OOE S0.29 FT TH 8 056 43 08W 6o FT TP5 UNREC MAPLE MANOR PLUS INT IN PARK RESERVE E PRIV RD NO 1 ALSO BECx 2� ---- // �� /��,��``�'�` / , / / /� �d 351.1g FT S a 19.19 FT W OF NE COR SEC 13-21-3 TH N 81d 21 10W 14e.39 FT TH N 24d 56 OOE 15 FT TH S 15d 51 20E 125.82 FT TH 8 05d 43 08W 60 FT Rear 3 ?_ " a ti / / �/ , �v / �Q 20 13 d TO P05 TGW 5EG 411.4E FT S 4 25.11 FT W OF NE COR SEC 13-21-3 TH N 85d 48 00W 162.10 FT TH N 06d 3S OOE 36.82 FT TH N 246 58 00E 31.18 FT Other �� O � �� ° / / / , / / / TH 5 81d 21 10E 14939 FT TH S 05d 43 08W 60 FT TO P05 UNREC PLAT MAPLE MANOR PLUS INT IN PARK RES 4 PRIV RD NO 1. I�ei t 2 /9� 1,970l3oci-7Y-kouS4e_ ° 8'DOVV000D // //6 N ' RIEESUB JUL -1 2013 BUILDING DEPARTMENT CITY OF EDMONDS (� o L!J Ld W ICI w Lv �zLO LJ w LO ° J�Q <� Uj z�i, z Ld w DD _ 0 o m c= .. LLj • ^1 rM • • Z ." SITE PLAN PROJECT NO. DESIGN : DGW DRAWN :DGW ISSUE DATE : 04/02/13 LATEST REV. : 06/20/13 Ek 2' MIN SAW CUT 1, IF DRIVEWAY WIDTH EXCEEDS 15', INSTALL A FULL DEPTH EXPANSI❑N J❑INT, 2. DRIVEWAY APRON SHALL BE A MINIMUM OF 6' THICK AND SHALL BE PLACED ON 2' OF 5/8' CSTC AND COMPACTED GRADE, 3. A MINIMUM 2' SAW CUT IS REQUIRED IN THE ASPHALT WHERE NEW CURB / GUTTER IS PLACED (SEE DETAIL ABOVE). CONCRETE SHALL BE CLASS 3- 3000PSI SEE ETAIL B ❑W / I erERM NEA Y � SU r pR ppFR / �f /';; \ D 8y C1 T TY INE // 1 17 '\ 17 ' x EXPANSI❑N J❑INT SEE NOTE 01.0 // / `� ` \ \ \ \ Cp EXPANSI❑N J❑INT o \ \ \ \ J 112 i / \ \\ lL MAk �3,C CARl GqR IJVItijU i � �'� • I / / \ \ / / \ " \ \ \ \ \ \ -� 5 G C0� �CpM AR G AGES M �/ / � � _ , , ` / \ \ \ e� C \ 0 TYPE "A' CURB AND GUTTER / !. ✓ / \ / \ \ \ \ \ \ \ EXPANSI❑N J❑INT OR 16 VERTICA CURB i (T❑ MATCHiEXIST, ❑NL s+ G��\ i' \O , / \ \ / \ \ \ \ \ \ \ \ \ 1/2 LIP - / �.� i \ � Q� � I,12 SLOPE 0¢��� / /158 / \ _ \ \ 6" CURB / /1�� ' `L 3. \ \ /' "M "MAP -LE— J \ \ \ \ \ \ \ \ \ \ ��9� o, ; b D;o \ � 3 7 \ \ � \ \ /s � oc AFT o� F CURB AND GUTTER SHALL BE POURED SEPARATELY FROM THE SIDEWALK, CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR, DRIVEWAY CURB TRANSITI❑NAL DETAIL F❑ �,�� / i / / 16® \ \ J6 9' i�� \ \ \r60 \r Sp \ \ �I CURB AND GUTTER OR VERTICAL CUR S / / , ,Q CITY OF EDMONDS STANDARD DETAIL_ STANDARD DRIVEWAY ENTRANCE E2.26 Y�1,11ti T DITCH-� 5 0 CH MARIG: s1> / L 7 89 INV=155.32 R�cF -A 00 P AT10 L -I II �,Q 1 1118"CEDA le 11 V i' /' \ \I REMOVE � I REMQVE 12"PINE \ / PAT10 i / 1 i-� / 15 HEMLOCK 'fi , I EXISTING \/IEW DRI\/E I I 1 I 1 PIS 7 I \ N� :::: L__ �4J I8:164.45 \ __--�--J I / y� // / AR LUA,/ D o 15"CEDAR 8 ALDE OUTDOOR M ::::::::, .'.:.:.:::::..:.::.: I I \ \ 4„ EML :................. \::.:.::.:.:.:::. 6 ................ .......... T \...............:: \r ro I / , -� \ I O :...........................:..:.:..::..:.:.::::::::.::::::::::::::::::::.::::::.::..:\.:.::::.::::....:.::.:........::.:.....................,.-�.. 2 CED \ '00, / /EX�S a_..:.:...:.:...:.:...:.......:......:•.•......:.:.::.:....:.................:......:.:.............:..::...:.:....:..:.::::::::::.......... \ _ _ , �I\ R \ / o / / / \ T/NG I .......................................................... - - 1 4 \ O / G / V : _�: \ :..:.. .......... TO / A /^' / Y � ti 7 / �� Is3 00 / r / \\N / VEw ..,y.:.:...:.::....::.:...:.:.:....:.:.........:.:.:.:.':: -.__.......:.:..:.::.:.::.:...... I 42 CEDAR 36 CED Y O AR / b \/ q _ Y - •fT �: /J� 1 / G/ M1 Q' t I _ O ........................ i I _ r jT. P I O 1� L r - _ _ COVF I �� RFD I \ \ \ I / / Rl _ ft.c / 1 \ / , " o o - - J.......................................... �T o NEW I o \ \ REMOVE` I / t� .:'.::. , N V=155.75 �3.9ra - - - _ _ ..... /j 6 tL..... ......... , , �� \ / /^ FINISH GRADE \ I I-- 62 / NEFUj \ \ \ \\ �_, \ M 1�• 48% �� � / / � �` ° 8„MAPLE , ght Calculation, \ \ \ REMOVE - _ _�' / �� o \ / F \ , ....:::.::•:•::•:•:•:•....::..:... ............. o� ,168 /::::\:::.:.�.::.:..:.:.:.......:.::.:::. EMOVE �Q \ ...... ° 0 12'CHER.R1r' (Lo 2); �to-rE: s E c��i� � �uui� s �o ,Q ��4� .� ...116 k. .:.:..:.:.:.:.:.: �:. �...:...:..:.:. / Orb t �� 6 ::..:::::::::::...:...t ........::.: / �8 COMPACTED ,lag saFT. J�fi!?,41N�4C-�E, tESC AND GRADING INC- .� \ .::::..:::::::..:.::: `�:' :::: / / o c-tvl6vE /`) \ ,��b FRONT FILL 634 SQ.FT. ° �.v.::. :::•: / 0 12 CHERRY- pc // i 440 SQFT. INFORMATION R OVE � °4..A �' y/ ) ° oa p, _ /�� � � 6 v v r ::.. o00 o n Q / vv ::::.:::.:::: i 3,263 SQFT/ 15 UREL�;vv ::.:. .::.:.:.:.::.: ,000 SOFT. • 70 �166, °�°� \. ::::: �/� rs� �s;�, �y ��0/ fit\• / // / / e an_� c. :... �, / @� n l 1+y "G�� �, -174-( /�//' , PROVED BY P'A N G 01 SCALE: I"=10'-0" / , 1��� t`'111 / // / / / / 1/ /, / f%(,, f Le0y�es-cjDb'eR--.------- . / /.? 5EC 13 TWP 21 RGE 03 BEG 2g8.g FT S 4 13.al FT W OF NE COR SEC 13-21-3 TH N -75d 51 20W 125.52 FT TH N 24d 5a 00E 3514 FT TH N 3gd 30 00E �� 8; /oJ �� i' / cb�o' "A" "B" 5S.S5 FT TH S 54d 30 00E 130.2g FT TH 6 056 43 05W 60 FT TPB UNREC MAPLE MANOR PLUS INT IN PARK RESERVE 4 PRIV RD NO 1 ALSO BEG 351.113 FT S 4 Ie lg FT W OF NE COR SEC 13-21-3 TH N 816 21 10W 1413.3S FT TH N 24d 55 00E 15 FT TH S 15d 51 20E 125B2 FT TH S 056 43 06W 60 FT TO POB TC-sW BEG 4114E FT 5 4 25.11 FT W OF NE COR SEC 13-21-3 TH N 85d 46 00W 162.10 FT TH N 06d 313 00E 36.82 FT TH N 246 58 00E 3i.15 FT TH S Sld 21 10E 14133g FT TH S 05d 43 OaW 60 FT TO POB UNREC PLAT MAPLE MANOR PLUS INT IN PARK RES 4 PRIV RD NO 1. OC 4�- / Detach, 'A': 162.g0' oo ° / / y j)'P AN AP ROVED OF EDMO, DS BUILDI G DIVISION ° MOVE / / i l 8"DOQWOOD , / 1P��IS EXAiVlIlVER / Awal-71-504Lall AT - t' A=8" / B=1'-4" AT "H"= 4'-0" A=0" / B=1'-6" AT "H"= 3'-0" '�� - ' ,\'�� ' ,� ATE/7-7-1Y RETAI ION G WALL DETAIL ' - SCALE ENGINEERING 6" CONCRETE STEM WALL NOA HORIZ. AT 12" O.C. NOA VERT. AT 16" O.G. e NOA DOWELS AT 16" O.C. N L " NOA AT 10" O.C. —4" DIAM. FTG. DRAIN IN GRAVEL POCKET, CONT. TO 'STORM' Lj 0+9'NfzkGE Ft20M Ttm aeT Ait..3 w(sl W Prt, t S 14ALL t71 S Cti'R12C E Tu (k e w--+ I N k5l2- of aetgz�1Qap . Im O W �-►-� �zLLJ WU� Ww OzLn w z LC) 00 °' w za 00 p W —O;zLn zJ 00 w _ o W Co w CAI 0 W NWO IM W W a> - - X < C) r EL- >- C0 WJa cc O �C CAI PLAi���L)�h�.,t PROJECT NO. DESIGN : DGW DRAWN :DGW ISSUE DATE : 04/02/13 LATEST REV. : 01 /21 /14