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315 DALEY ST.PDF111111 lill lill 1U30 315 DALEY ST 9 0 TAX ACCOUNT/PARCEL NUMBER: Ob��2119b35LQ BUILDING PERMIT (NEW COVENANTS (RECORDED) FOR: CRITICAL AREAS/ — DETERMINATION: E] Conditional Waiver 0 Study Required E] Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DA' SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED 0 SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: LATEMP\DSTs\Fom-is\Street File Checklist.doc I The City af, Edrnonds Sldc Sewar Draw,inq EASEMENT NO - -------------------------------------------- 213-07200 NEW CONSTRUCT:ON F� RE9AIRS 0 NO. .— .............. . i.SM7. NO - ------------------ CWNT71 ...... �ARa ... MERY-R-ING ---- (REN-TFR)� -------------------------- 'I-ONTRACTO:.k ------------------------------------------------------------------------------------ ?ERMIT No - -------------------- 7,03 ADDREss 3.15 --- DALEY --- STREET ..... ------------------------ --------- LEGAL DESCRIPTION: LOT NO - -------------------------------------- BLOCK NO - ------------------ ----------- ............ ......................................................... ......... ....... NAME OF ADDITION --------------------------------------------- ----------------------------------------------------------------------- i ............................. --------------------------------------- DYE TESTED ON SEWER Approvee: -;:VVW. -0001 - 11/75 (REV. 11/78) DAn ............................................ By ............................................................ EX 2' IRON PIPE WITH INVERTED NAIL IN CASNG W*E jo. 8R. 2 �,2;PUNCKED MOAWSSMEWT SURFACE S— — — — — — — — — WALE : 1'-20' .. . .. ....... �y 201 30' ....... EX I 0' 5' 10' N EAST LEGEND rZil) SEWIM MANN GLE CATCH BASIN MANHZ 3 Ft. CHAIN CATCH BASIN /oi� rU. FENCE z 18 1 YARD DRAIN Lij -8 '8 04. WATER,VALVE d 9 :D FIRE HYDRANT z WATER METER —1 LLJ 'FENYE *2.0- > —SD— STORM SE)IIIER LINE WEST 8 —SS— SANITARY SEWER LINE 30 38 35 34 33 < dj WATER LINE HOU 41 0 — NATURAL GAS LINE GUY ANCHOR SIGN AS IN ------------ I FENCE AS NO UTILITY POLE 40 "DE TREE AS NOTED GO ;�71 jo G WEST FENCE *1-5' ASPHALTIC CONCRETE PAVEM WEST CEMEHT CON— PAVEMEN EX, C1111 EX CTT----- — — — — — A. C_ '.j sl EX. 3 PUNCH D BRASS DISK SURFACE MONUMENT a A f-------------------- LEGAL DESCRIPTION LOTS 35, 38 AND 37. BLOCK 110. PLAT OF THE CITY OF EDMONDS, ACCORDING TO THE P T THEREOF RECORDED IN VOLUME 2 OF PLAYS' PAGES 38 AND 39, RECORDS OF SNCHOWSH COUNTY, WASHINCTON. SUBJECT TO EASEME14M RESTRICTIONS AND RESERVATIONS OF RECORD. DALEY STREET LEGEND 0 EXISTING MONUMENT AS DESCRIBED 0 SET 1/2- X 24- REBAR III CAP STAMPED *LSA 22969' �t BOUNDARY AND TOPOGRAPHY SURVEY FOR ANITA ARMOURIVINCE HENRY (H & LIMITED GEOTECHNICAL LETTER - STORMWATER INFILTRATION PROPOSED SINGLE FAMILY RESIDENCE 315 DALEY STREET EDMONDS, WASHINGTON PROJECT No. 092-12002 APRIL 18,2012 Prepared for: MR. VINCENT HENRY 315 DALEY STREET EDMONDS, WASHINGTON Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DIVISION 11715 N. CREEK PARKWAY S., C-106 BOTHELL, WASHINGTON 98011 (425) 485-5519 n. RF 'SUB M,ky 0 4 2012 BUILDING DEPAF,'-'-tAENT CIV or- EDMONDS 14(raZan & ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS �AIK-Krazan& ASSOC I ATE S, INC. GEOTECHNICAL ENGINEERING * ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 18, 2012 Henry Residence 315 Daley Street Edmonds, Washington Attention: Mr. Vincent Henry RE: Limited Geotechnical Letter — Stormwater Infiltration Proposed Single Family Residence 315 Daley Street Edmonds, Washington Dear Mr. Henry: KA Project No. 092-12002 This letter presents the results of our soil explorations and the estimated stormwater infiltration rate for the proposed stormwater infiltration system to be located at 3 15. Daley Street in Edmonds, Washington. The scope of this limited geotechnical letter was outlined in our Proposal/Contract No. G12-185WAB, dated April 6, 2012. Introduction It is our understanding that current development plans include a new single family residence to be located at 315 Daley Street in.Edmonds, Washington as shown in the Vicinity Map in Figure 1. Stormwater runoff is proposed to be infiltrated ' into the subsurface soils in the northern portion.of the property near the alley. We - have been requested to evaluate the subsurface soil conditions at the site and to provide an estimated stormwater infiltration rate to aid in project design. General Site Description The project site is situated just north of downtown Edmonds. in a residential neighborhood. The site is nearly flat with a very gentle slope to the northwest. The site currently includes a single family residence, which is planned to be demolished. A lawn and a few trees are located around the existing residence. Single family residences are located to the east and west of the subject property. A gravel alley borders the site to the north, with residential properties located to the north of the alley. Daley Street borders the site to the south. Geologic Setting: The site lies within the central Puget Lowland. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances and retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland includes deposits of glacial and non -glacial sediments. Ten Offices Serving The Western United States 11715 N Creek Parkway S., C-106; Bothell, WA 98011 & (425) 485-5519; Fax (425)485-6837 KA No. 092-12002 April 18, 2012 Page No. 2 of 5 The "Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington," prepared by James P. Minard (U.S.G.S., 1983) indicates that the site area is underlain by the Whidbey Formation (Qw). In general, the materials of the Whidbey Formation are described as compact, bedded sand. The Whidbey Formation materials are interpreted to be from a previous interglacial period before the deposition of the Possession Drift. Our explorations generally encountered near -surface layers of topsoil and undocumented fill overlying dense sand with gravel. We interpreted most of the native soils to consist of dense interglacial alluvial deposits, generally consistent with the materials of the Whidbey Formation. Field Exploration We visited the site on April 11, 2012 to explore the subsurface soil and groundwater conditions with two test pits in the vicinity of the proposed infiltration area as shown on the Site Plan in Figure 2. Samples were collected in sealed plastic bags and transported to our laboratory for classification. The logs of the soil explorations are also attached to this letter. Exploratory test pit TP-1 exposed approximately 1.5 feet of topsoil underlain by medium dense to dense sand with gravel to a depth of about 8.7 feet below current grade. We interpreted the sand with gravel to be interglacial sediment. Dense to very dense silty sand with gravel was exposed at a depth of about 8.7 feet and extended to the depth explored at approximately 9.0 feet below the ground surface. We interpreted this material to be part of the Double Bluff drift. Exploratory test pit TP-2 exposed approximately 2.0 feet of undocumented fill overlying about 1.0 foot of buried topsoil. Underlying the buried topsoil, the test pit exposed medium dense to dense sand with gravel to a depth of about 8.0 feet below current grade. Gravel with sand was exposed from about 8.0 feet to the depth explored at approximately 9.6 feet below grade. We interpreted the sand and gravel to be interglacial sediment. Slight to moderate groundwater seepage was encountered at approximately 7.0 feet in TP-1 and at about 6.5 feet below grade i n TP-2. The seepage was interpreted to be perched groundwater. For additional information about the soils encountered, please refer to the logs of the test pits attached to this geotechnical letter. Stormwater Infiltration Rate We understand that a stormwater infiltration system is proposed in the northern portion of the site. The design infiltration rate was developed based'on procedures outlined in Washington State Department of Ecology's Stormwater Management Manual for Western Washington (February 2005). The sample from test pit TP-1 at a depth of approximately 4 feet in the proposed infiltration area was subjected to gradation testing using the ASTM D422 procedure. Krazan & Associates, Inc. . Ten Offices Serving The Western United States KA No. 092-12002 April 18, 2012 Page No. 3 of 5 Based on Table 3.8 of the Stormwater Management Manual for Western Washington, "Alternative Recommended Infiltration Rates based on ASTM Gradation Testing," the estimated long-term (Design) stormwater infiltration rate is 2.0 inches per hour. This method uses D10 data from the gradation test results, as shown on the laboratory sieve report attached to this letter. ESTIMATED STORMWATER INFILTRATION RATE BASED ON D10 SIZE FROM ASTM D422 GRADATION TESTING (TABLE3.8 OFTHE DOE STORM WATER MANAGEMENT MANUAL) Estimated Long -Term Test Pit Sample Elevation ASTM Soil Classification Stormwater Infiltration Rate Number (Feet Below Grade) (Inches/Hour) TP-1 4.0 Poorly Grade Sand with Gravel 2.0 in/hr It is our opinion that the design infiltration rate would be appropriate for a well -maintained infiltration system in the northern portion of this project site. If the system is not regularly maintained and does not include good influent control, we recommend that the design infiltration rate be reduced. We recommend that the bottom of the proposed infiltration system be placed no deeper than approximately 3.5 feet below the existing ground surface in order to maintain a distance of at least 3 feet above the anticipated perched groundwater elevation. The test pit explorations indicated that groundwater seepage was encountered between about 6.5 feet and 7.0 feet below existing grade. Testine and Insueetion We should evaluate the soil conditions during construction of the stormwater management systems to confirm that soil conditions are consistent with those encountered in our explorations. This activity is an integral part of our services as acceptance of earthwork construction is dependent up on observation of the consistency of the soil and groundwater conditions, and making appropriate adjustments if conditions vary from those indicated by our explorations. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or, fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the geotechnical letter may require the geotechnical letter to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this Krazan & Associates, Inc. Ten Offices Serving The Western United States KA No. 092-12002 April 18, 2012 Page No. 4 of 5 letter without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this letter. The recommendations made in this letter are based on the assumption that soil and groundwater conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this letter are based on the information provided regarding any proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this letter may not be valid. The geotechnical engineer should be notified of any changes so that the recommendations can be reviewed and. re- evaluated. This letter is a limited investigation with the purpose of evaluating the soil and groundwater conditions and providing laboratory -testing. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this letter or on any exploration log, regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. , The information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future developments. We emphasize that this letter is valid for this project as outlined above, and should not be used for any other site. aim Krazan & Associates, Inc. Ten Offices Serving The Western United States KA No. 092-12002 April 18, 2012 Page No. 5 of 5 We appreciate the opportunity to provide service to you'on this project. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. it 0 Vo. R X rr WA311 12- co 0 ANL I WIRM & Jeffrey G. F-P] Michael D. Rundquist, P.E. Jeffrey G. League, L.G. Senior Project Manager Project Geologist JGUMDR Attachments: Vicinity Map, Site Plan, Soil Logs, and Laboratory Results Krazan & Associates, Inc. Ten Offices Serving The Western United States Vicinity Map (Not to Scale) 524 PugetSound 524 z Approxim�aie it: Site Are�a 05� Daley St z Civic Center Playfield 104 Bell St Main St Edmonds, Snohomish Co., WA 315 Daley Street, Edmonds, WA PM d-�- -�KXOLZ;a][1 & AS S OCIATES, INC. Az . = Henry Residence - Stormwater Infilration Letter, 315 Daley Street, Edmonds, WA Date: April 2012 1 References: Based on Google Maps Drawn By: Figure 1 Project Number: 092-12002 Site. Plan (Not to Scale) Gravel Alley rTP--2� ------------- FT P --11 Approximate Area of Proposed Stormwater --O� Infiltration System ------------------ Property Boundary Existing Residence ----------------------------- Daley Street LEGEND rT P -71 Number and Approximate Location of Test Pit Exploration Reference: Site Plan based on Snohomish County SnoScape map. . LOG OF EXPLORATORY TEST PIT TP-1 KRAZAN AND ASSOCIATES 11715 North Creek Parkway South PROJECT: Henry Residence DATE: 4-11-12 Suite C-106 PROJECT NO.: 092-12002 PAGE: 1 of 1 Bothell, Washington 98011 CONTRACTOR: SURFACE ELEV.: Approx. 56 ft. SAMPLE METHOD: Grab LOCATION: Edmonds, WA Natural Moisture Content and Atterberg Limits 0 M _j W > III MATERIAL DESCRIPTION 0 z -W a. Plastic Moisture Liquid M >_ Lu W j Limit Content Limit a. 0) 0 W _j a. IL W 0 0) D 10 30 50 70 Topsoil -------------------------------------------------------- Sand with Gravel and Trace Silt (SP) 2 Medium dense to dense fine to medium sand with gravel and trace silt rusty brown, moist. (Weathered Native Interglacial Sediment - Whidbey Formation) 3 ---------------------------------------------------- Sand with Gravel and Trace Silt (SP) 4 Dense fine to medium sand with gravel and trace silt, gray -brown, S-2 moist to wet. (Interglacial Sediment - Whidbey Formation) 6 7 Becomes saturated at about 7.0 feet below grade. 8 S-3 G --------------------------------------------------------- Silty Sand with Gravel (SM) 9--4— _1EF 9 Dense to very dense silty fine sand with gravel, gray, moist. Glacial Till - Double Bluff Drift) End of Exploratory Test Pit 10- Water Level Initial: Final: I Water Observations: Groundwater seepage encountered at approximately 7.0 feet below grade. Notes: LOG OF EXPLORATORY TEST PIT TP-2 KRAZAN AND ASSOCIATES 11715 North Creek Parkway South PROJECT: Henry Residence DATE: 4-11-12 Suite C-106 PROJECT NO.: 092-12002 PAGE: I of 1 Bothell, Washington 98011 CONTRACTOR: SURFACE ELEV.: Approx. 55 ft. SAMPLE METHOD: Grab LOCATION: Edmonds, WA Natural Moisture Content and Atterberg Limits 0 M > III MATERIAL DESCRIPTION z Plastic Moisture Liquid M Lu W Limit Content Limit 0. W CL 0. W CUD) V) 10 30 50 70 Undocumented Fill Loose to medium dense fine to medium sand with gravel, trace silt, trace cobbles, and trace brick debris, brown, moist. 2 ----------------------------------------------- Buried Topsoil 11it 3 -------------------------------------------------------- Sand with Gravel and Trace Silt (SP) Dense fine to medium sand with gravel and trace silt, brown, moist. (Interglacial Sediment - Whidbey Formation) 4 S-1 5 ---------------------------------------------------- Sand with Gravel and Trace Silt (SP) Dense fine to medium sand with gravel and trace silt, gray to brown, moist to wet. (Interglacial Sediment - Whidbey Formation) 6 z Becomes saturated at about 6.5 feet below grade. :T 8 -------- ----------------------------------------------- Gravel with Sand and Trace Silt (GP) Dense gravel with fine to coarse sand and trace silt, gray, I I S-2 G saturated. (Interglacial Sediment - Whidbey Formation) 9 End of Exploratory Test Pit 10� Z Water Level Initial: Final: Water Observations: Groundwater seepage encountered at approximately 6.5 feet below grade. Notes: Krazan & Assoc. Sieve Analysis 1� S, S A 0 0 a 0 0 100 90 80 ........... - 70 W Z LL Z 50 W 0 40 W 30 20 10 01 100 10 1 0.1 0.01 0.001 % +3" 0.0 % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 24.8 8.6 3.2 11.0 48.1 4.3 Material Description Light brown poorly graded SAND with gravel. Atterberg Limits (ASTM D 4318) PL= NP LL= NV - Pl= Classification USCS (D 2487)= SP AASHTO (M 145)= A-3 Coefficients D90= 60.8992 D85= 52.9397 D60= 0.8100 D50= 0.3863 D30= 0.2265 D15 = 0.1503 D10= 0.1185 Cu= 6.84 cc= 0.53 Remarks Sample ID: 42435. TP-1 @ 4' Date Received: 4/13/12 Date Tested: 4/16/12 Tested By: Corbett Mercer Checked By: Corbett Mercer Title: Lab Manager Test Results (ASTM C-1 36 & ASTM C-1 17) Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) 3 100.0 2 83.8 1 78.2 .75 75.2 .5 72.5. .375 70.3 .25 68.0 94 66.6 #10 63.4 #20 60.2 #40 52.4 #60 34.3 #80 20.5 #100 14.9 #200 4.3 (no specification provided) Location: Test Pit I @ 4' Date Sampled: 4/11/12 SamDle Number: 42435 Depth: 4' lien Vince Henry ME Pr j Project: Henry Residence Infiltration Kxazan R R C*T Wf)On FENCE ±2.0' WEST 40 2" WIDE WOOD WALL ±2.0' WEST Ln ALLEY FENCE ±2. EAST -3 FT. CH� LINK FENC 3-1. 1: A FENCE ±1., WEST �O%T`EET FILF y V_ x Certificate of Occupaji Buildiiig Divisio.n 12C. TI-iis certificate is issued in accordance with the requirements of Section 111 of the 09 International Building Code certifying that at the time of issuance this single family residence was in compliance with the applicable provisions of the codes and ordinances of the city regulating construction and use of buildings. Description: 64 -Single Family. Residence New Site Address: 515 DALEY ST,.EDMONDS-, Permit No: BLD201 20085 Construction Type: VB Parcel No:- 00434211903500 Owner HENRY VINCENT & ANITA ARMOUR Occupancy Group: R3 315 DALEY .EDmbNDS,-WA 98020 04/05/2013 �Ouilding, Official Date Issued POST IN A CONSPICUOUS PLACE H�EHERAMWY -��aALQU I;ATI O-X-!k _uUPA" =AD L - CL4- 1-% - - ,IAA '4- I I I Y a -r. Af �-'g UN... SU I f. pl.; RECEIVERD SEP 2 7 2013 )EVELOPMENT SERVICF--,!: COUNTER ENGINEERING- DIVISION APPROV A NOTE zw w, OWNERICONTRAO TOR 1,3 RE' SPop,1819LE F0 Date: TROL AND Di:Ailik!AGE ERIOSIC�4 CON I 0 A -r-e A.,, . . ........... 7* ............. / ................ r - /A... EY .. ............ 190' G , A FENCE ilgo EAST. Xf N . . . . ......... 3 FT. CHAIN UNK FENCE woob�$ _Tr 313 34 83 U, MY 315 D T C14 ........... ce!V )E WALL FENCE ±1.6, VEST. 13 wm 1 d SIGN Pp:w SIGN D ��, —.12 CONCi: ce 450 685 69"' RECEIVEDDALEY STREET ITE ivy -.SEP 2 7 2013 7 DEVELOPMENT SERVICES 6Wes4 pr COUNTER City of Edmonds Building Department PLAN a APPROVED PLANS MUST 13E OM JOB SITE CITY OF EDMONDS �.BUILDING DEPARTMENT WORK EfLce— P ADDRESS t5 0 OWNER pfrm 61) r / Vt P) ce__, AP PROVED . DATE: BLDG. OFFICIAL PE-RMOT NUMBER RECEIVED. STREET FILE SEP 2 7 2013 DEVELOPMENT SERVICES COUNTER PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET FILE Name: /Ps rmwr- Date: 2,1 :5 �5 (((2- Site Address: Plan Check Project Description: (ou 9'6 o Reduced Site Plan Provided: UE1 NO)' Zoning: / 12 6- Map Page.1 Corner Lot: (YES NO) Flag Lot: (YES RD E Critical Areas Determination 11 Study Required V-Waiver SEPA,Determination:. /N-ftempt El Needed (for over 500 cubic yards of grading) 0 Fee 0 Checklist 0 APO List with notarized form Required tbacks Street: 2-0 Side: Of Svc: Actual Setbacks Street: 2-0 Side: Z? Side. Rear: El Detached Structures: 11 Rockeries: El Fences/Trellises: El Bay Windows/Projecting Modulation: El Stairs/Deck: HeIght Datum Point: Datum Elevation 17 Maximum Height Allowed: Zs Actual Height: S7 �--- q( Other Parking Required: Parking Provided: Lot Area: CV0 tt> Maximum Lot Coverage: 35% Proposed: 0 Lot Coverage Calculations: Mt'v 3 ADU Created: (YES / 0— Subdivision: 2f (:,- Legal Nonconforming Land Use Determination Issued: (YES ALP, 'A Cofnfnents / , -. A- s6 A - 56 -5- 6 -60 6 - 61. 0 C -6( C - bZ. 0 4 83") MAK D - �1 b -S- T. Z Plan Review B': 7k-, 3 7 y z 41 61 porwit(q Data Form 04 -1 1,06.doc 'k LIMITED GEOTECHNicAL LETTER - STORMWATER INFILTRATION PROPOSED SINGLE FAMILY RESIDENCE 315 DALEY STREET EDMONDS, WASHINGTON PROJECT No. 092-12002 APRIL 18,2012 Prepared for: MR. VINCENT HENRY 315 DALEY STREET EDMONDS, WASHINGTON Prepared by: KRAzAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DivisION 11715 N. CREEK PARKWAY S., C-106 BOTHELL, WASHINGTON 98011 (425) 485-5519 cf)- ;--4 :30- m -n MAY 04 2912 BUILDING DEPAW-MENT CITY OF EDMONDS KX�an & ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS fl<raZan &ASSOCIATES,INC. dNNrqft_ 'AAM A�� 1= � amwo lmr�� GEOTECHNICAL ENGINEERING * ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 18,2012 Henry Residence 315 Daley Street Edmonds, Washington Attention: Mr. Vincent Henry RE: Limited Geotechnical Letter — Stormwater Infiltration Proposed Single Family Residence 315 Daley Street Edmonds, Washington Dear Mr. Henry: KA Project No. 092-12002 This letter presents the results of our soil explorations and the estimated stormwater infiltration rate for the proposed stormwater infiltration system to be located at 315 Daley Street in Edmonds, Washington. The scope of this limited geotechnical letter was outlined in our Proposal/Contract No. G12-185WAB, dated April 6, 2012. Introduction It is our understanding that current development plans include a new single family residence to be located'at 315 Daley Street in Edmonds, Washington as shown in the Vicinity Map in Figure 1. Stormwater runoff is proposed to be infiltrated into the subsurface soils in the northern portion of the property near the alley. We have been requested to evaluate the subsurface soil conditions at the site and to provide an estimated stormwater infiltration rate to aid in project design. General Site Description The project site is situated just north of downtown Edmonds in a residential neighborhood. The site is nearly flat with a very gentle slope to the northwest. The site currently includes a single family residence, which is planned to be demolished. A lawn and a few trees are located around the existing residence. Single family residences are located to the east and west of the subject property. A gravel alley borders the site to the north, with residential properties located to the north of the alley. Daley Street borders the site to the south. Geologic Setting: The site lies within the central Puget Lowland. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances and retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland includes deposits of glacial and non -glacial sediments. Ten Offices Serving The Western United States 11715 N Creek Parkway S., C-106; Bothell, WA 98011 e (425) 485-5519; Fax (425)485-6837 KA No. 092-12002 April 18, 2012 Page No. 2 of 5 The "Geologic Map of the. Edmonds East and Part of.the Edmonds West Quadrangles, Washington," prepared by James P. Minard (U.S.G.S., 1983) indicates that the site area is underlain by the Whidbey Formation (Qw).* In general, the materials of the Whidbey Formation are described as compact, bedded sand. The Whidbey Formation materials are interpreted to be from a previous interglacial period before the deposition of the Possession Drift. Our explorations generally encountered near -surface layers of topsoil and undocumented fill overlying dense sand with gravel. We interpreted most of the native soils to consist of dense interglacial alluvial deposits, generally consistent with the materials of the Whidbey Formation. Field Exploration We visited the site on April 11, 2012 to explore the subsurface soil and groundwater conditions with two test pits in the vicinity of the proposed infiltration area as shown on the Site Plan in Figure 2. Samples were collected in sealed plastic bags and transported to our laboratory for classification. The logs of the soil explorations are also attached to this letter. Exploratory test pit TP-1 exposed approximately 1.5 feet of topsoil underlain by medium dense to dense sand with gravel to a depth of about 8.7 feet below current grade. We interpreted the sand with gravel to be interglacial sediment. Dense to very dense silty sand with gravel was exposed at a depth of about 8.7 feet and extended to the depth explored at approximately 9.0 feet below the ground surface. We interpreted this material to be part of the Double Bluff drift. Exploratory test pit TP-2 exposed approximately 2.0 feet of undocumented fill overlying about 1.0 foot of buried topsoil. Underlying the buried topsoil, the test pit exposed medium dense to dense sand with gravel to a depth of about 8.0 feet below current grade. Gravel with sand was exposed from about 8.0 feet to the depth explored at approximately 9.0 feet below grade. We interpreted the sand and gravel to be interglacial sediment. Slight to moderate groundwater seepage was encountered at approximately 7.0 feet in TP-1 and at about 6.5 feet below grade in TP-2. The seepage was interpreted to be perched groundwater. For additional information about the soils encountered, please refer to the logs of the test pits attached to this geotechnical letter. Stormwater Inffitration Rate We understand that a stormwater infiltration system is proposed in the northern portion of the site. The design infiltration rate was developed based on procedures outlined in Washington State Department of Ecology's Stormwater Management Manual for Western Washington (February 2005). The sample from test pit TP-1 at a depth of approximately 4 feet in the proposed infiltration area was subjected to gradation testing using the ASTM D422 procedure. Krazan & Associates, Inc. Ten Offices Serving The Western United States 1H KA No. 092-12002 April 18, 2012 Page No. 3 of 5 Based on Table 3.8 of the Stormwater Management Manual for Western Washington, "Alternative Recommended Infiltration Rates based on ASTM Gradation Testing," the estimated long-term (Design) stormwater infiltration rate is 2.0 inches per hour. This method uses D10 data from the gradation test results, as shown on the laboratory sieve report attached to this letter. ESTIMATED"STORMWATER RATION RATE B;kSED ON D SIZE 'M D422 GRkDATION TESTING 10 FROM AS LE,1 ;OFTHEDOES' kMWATER-MANAGE MENT -MANUAL)' 8 TO Estimated Long -Term Test Pit Sample Elevation ASTM Soil Classification Storinwater Infiltration Rate Number (Feet Below Grade) (Inches/Hour) TP-1 4.0 Poorly Grade Sand with Gravel 2.0 in/hr It is our opinion that the design infiltration rate would be appropriate for a well -maintained infiltration system in the northern portion of this project site. If the system is not regularly maintained and does not include good influent control, we recommend that the design infiltration rate be reduced. We recommend that the bottom of the proposed infiltration system be placed no deeper than approximately 3.5 feet below the existing ground surface in order to maintain a distance of at* least 3 feet above the anticipated perched groundwater elevation. The test pit explorations indicated that groundwater seepage was encountered between about 6.5 feet and 7.0 feet below existing grade. Testing and Inspection We should evaluate the soil conditions during construction of the storniwater management systems to confu-m that soil conditions are consistent with those encountered in our explorations. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon observation of the consistency of the soil and groundwater conditions, and making appropriate adjustments if conditions vary from those indicated by our explorations. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the geotechnical letter may require the geotechnical letter to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this Krazan & Associates, Inc. Ten offices Serving The Western United States 14 KA No. 092-12002 April 18, 2012 Page No. 4 of 5 letter without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this letter. The recommendations made in this letter are based on the assumption that soil and groundwater conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this letter are based on the information provided regarding any proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this letter may not be valid. The geotechnical engineer should be notified of any changes so that the recommendations can be reviewed and re- evaluated. This letter is a limited investigation with the purpose of evaluating the soil and groundwater conditions and providing laboratorytesting. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this letter or on any exploration log, regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. The information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future developments. We emphasize that this letter is valid for this project as outlined above, and should not be used for any other site. Krazan & Associates, Inc. Ten Offices Serving The Western United States KA No. 092-12002 April 18, 2012 Page No. 5 of 5 We appreciate the opportunity to provide service to you on this project. If you have any questions, or if we may be of finiher assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. R WAUS 12- 41415 EXPIRES Michael D. Rundquist, P.E. Senior Project Manager JGL:MDR j vy as 0 �- re, �001 ��7' 14) 01 41 I Jeffrey G. League I Jeffrey G. League, L.G. Project Geologist Attachments: Vicinity Map, Site Plan, Soil Logs, and Laboratory Results Krazan & Associates, Inc. Ten Offices Serving The Western United States Vicinity. Map (Not to Scale) Puget Sound 524 z Approximate Site Area Dale y St z Civic Center < Pla d A n A ..Bell S t Main St Edmonds, Snohomish Co., WA 315 Daley Street, Edmonds, WA Site Plan (Not to Scale) Gravel Alley - ------------- FT P -71 Approximate Area of Proposed Stormwater Infiltration System ----------------- Existing Residence ..................................... Daley Street LEGEND FTP-�l Number and Approximate Location of Test Pit Exploration Property Boundary Reference; Slte Plan based on Snohomlsh County SnoScape map. LOG OF EXPLORATORY TEST PIT TP-1 KRAZAN AND ASSOCIATES 11715 North Creek Parkway South PROJECT: Henry Residence DATE: 4-11-12 Suite C-106 PROJECT NO.: 092-12002 PAGE: 1 of 1 Bothell, Washington 98011 CONTRACTOR: SURFACE ELEV.: Approx. 56 ft. SAMPLE METHOD: Grab LOCATION: Edmonds, WA Natural Moisture Content and Atterberg Limits w 0 > MATERIAL DESCRIPTION 0 z Plastic Moisture Liquid W _j W _j Limit Content Limit a. U) (j W 0. IL W a U) D 10 30 5 lgl Topsoil I A -------------------------------------------------------- Sand with Gravel and Trace Silt (SP) Medium dense to dense fine to medium sand with gravel and trace 2 silt, rusty brown, moist. (Weathered Native Interglacial Sediment - Whidbey Formation) 3 S-1 ------------------------------------------------------- Sand with Gravel and Trace Silt (SP) Dense fine to medium sand with gravel and trace silt, gray -brown, S-2 4 moist to wet. (Interglacial Sediment Whidbey Formation) 5 6 7 Becomes saturated at about 7.0 feet below grade. 8 S-3 ------------------------------------------------------- silty Sand with Gravel (SM) S-4 9 Dense to very dense silty fine sand with gravel, gray, moist. (Older u Bl� T11 0� \Glacial !i� - D ble uff Drift)�� End of Exploratory Test;Pit 10 Water Level Initial: Final: Water Observations: Groundwater seepage encountered at approximately 7.0 feet below grade. Notes: jw 44 PINVA 4S A,','oi4 VM)l A))-4UA V -02D LOG OF EXPLORATORY TEST PIT TP-2 KRAZAN AND ASSOCIATES 11715 North Creek Parkway South PROJECT: Henry Residence DATE: 4-11-12 Suite C-106 PROJECT NO.: 092-12002 PAGE: 1 of 1 Bothell, Washington 98011 CONTRACTOR: SURFACE ELEV.: Approx. 55 ft. SAMPLE METHOD: Grab LOCATION: Edmonds, WA Natural Moisture Content and Afterberg Limits -j W Lu IL 0 M > LU MATERIAL DESCRIPTION 0 z Plastic Moisture Liquid W W Limit Content Limit U) a. (L W 0 U) D 10 30 50 70 Undocumented Fill Loose to medium dense fine to medium sand with gravel, trace silt, t race cobbles, and trace brick debris, brown, moist. 2 ------ ------------------------------------------------- Buried Topsoil A 3 -------------------------------------------------------- Sand with Gravel and Trace Silt (SP) Dense fine to medium sand with gravel and trace silt, brown, moist. ( terglacial Sediment - Whidbey Formation) in 4 S-1 5 ----------------------------------------------------- -- Sand with Gravel and Trace Silt (SP) Dense fine to medium sand with gravel and trace silt, gray to brown, moist to wet. (Interglacial Sediment - Whidbey Formation) 6 Becomes saturated at about 6.5 feet below grade. 7= 8 ---d-ra-vei-w-iih -S-a-n-d--a-n-d--T-r-a-c-e-S-1-it- G--P-) --------------------- Dense gravel with fine to coarse sand and trace silt, gray, 7C; saturated. (Interglacial Sediment - Whidbey Formation) 9 End of Exploratory Test Pit '0 Water Level initial: Z Final:1 Water Observations: Groundwater seepage encountered at approximately 6.5 feet below grade. Notes: 0� W Z LL Z W U x W CL 100 90 80 70 60 50 40 30 20 10 n Krazan & Assoc. Sieve Analysis (,5-- 1 . GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" C oarse Fine Coarse Medium Fine Silt Cla y 0.0 24.8 8.6 3.2 11.0 48.1 4.3 Test Results (ASTM C-1 36 & ASTM C-1 17) Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fall) 3 100.0 2 83.8 1 78.2 .75 75.2 .5 72.5 .375 70.3 .25 68.0 #4 66.6 #10 of.44"'s #20 60-1- #40 52.4 #60 34.3 #80 20.5 #100 14.9 #200 4.3 Material Description Light brown poorly graded SAND with gravel. Atterberg Limits (ASTM D 43UB PL= NP LL= NV Pl= Classification USCS (D 2487)= SP AASHTO (M 145)= A-3 Coefficients; Dgo= 60.8992 D85= 52.9397 D60= 0.8100 D30= 0.2265 D15= 0.1503 Cu= 6.84 Cc= 0.53 Remarks Sample ID: 42435. TP-1 @ 4' Date Received: 4/13/12 Date Tested: 4/16/12 Tested By: Corbett Mercer Checked By: Corbett Mercer Title: Lab Manager - (no specification provid Location: Test Pit 1 @ 4' Date Sampled: 4/11/12 Samole Number: 42435 Depth: 4' Client: Vince Henry ME Project: Henry Residence Infiltration Sc 4 D 117::'111 HARVE 11. HARRISON CITY OF EMMOLIH MAY0JR 200 DAYTON ST. FDMONDS, WASIiINGTON 98020 DEPARTMENT OF PUBLIC WORKS March .16, 1981 STREET FILE Dear Resident: On February 17, 1981,.the Edmonds -City Council passed Resolution 488 for construction, r'elc*onstrUction and repair of deteriorated sidewalks. A public hearing will be held in the Council Chambers at the'Civic Center on April 21,1981 at 7:30 P.M.-,- You are invited to attend this hearing for- t " ' ' ' '� I'; . . f �� : , . 0 . It, �.. -, - �' " " ',-', "*-.iA�.-'�,"-l'i�.'��i�T.'�-1--��.'7,Tll��',".',�; - discussing 'ep�.�F Q portions o ',det'e,r�a,orp,te, �t:s,td,ew. abutting y rl-"p'roperty-.'---Th6t"i'm'or'ov6Ment of sid;e;"�w'�alks in need of,repair at the expense of the abutting propertv owner is provided by City Ordinance, Chapter 7.20 and.'. Revised Code of Washington, Chapter 35.68. The areas needing repair have been marked in paint on the sidewalk adjoining your property. ReconstrLiction-and repair of these sidewalks must be Completed 'on :.or before'' September 1, 1981. In the event imr'rovemen'ts-are not completed within the above specified time, -the City will:� perform and complete the i * 0 mProvcments at, the expense ''f the abutting property owner. This action is in response to many citizen requests and pedestrian falling accidents which have bce*n increasing in recent years as a result of sidewalk deterioration and increased pedestrian traffic. Sincerely, FRED F. HERZBERG Director of Public Works IKj4Mt*0 Alt"M Zo _j - - " - � Sim 0441 t4oKm 0 ff ID VA z W2 Tk- 604sfv 110.%00 Wa 64)00- A*4* bpA0*./U4kc C(q00 TO-Ael — —WIA Wrr f-- (a 'ED BY APPROV c AOL& AN ING 7 WC !W�r. ewsmW6, 0ou To t*- 4*f-A&Xc1>. 441 stlp�� %§ 1p Zone-LL4 Corner FIasL— N" f—W, fW-MSetbacks ELLuired Actual C Front 5 -7 0 20 SideswA5 L -7/5— /--cj�z Rear A[ )5 3 -7 5 Other - P-W Ow, a* 34V 4 Wet, A Sogt-W it K t-*, to e w A4 8100 (e>;, -ze, Co Ate PZw �pt -0 Gw4c Pfr- a eA,% Hw5c V-Z 191 - AiW iroot,10c,'4 (e I A* f Wk- W(VKAk-W iLeA%u, +o Pawe "PAP&, ckxw*-*1 &4ro-� to W004Q64p- oweL j to 0,&.k&jA. MuakoaH WWW-D pacx- f% ftr 'W c>C- 44" - 10 Z* PA-u t>. vxca�- 34p m-*1 x UL UTIL4" * 110 Ire uPt749kGK&Pt;,,- Akq,�* &�p LAD(- je)wio�,, QRAve CA)O*-)A*4- -W fQum",, 40 wptu-1. �� RAA&je4c> Acom, footw�&/vp io kp, 9,* t �40 r6#wp4w eAdjauAr,- tK�� AS*40 ENGINEERING DIVISION /Eq AS NOT _Date: OWNEP/t, 0 *0 1311� IJIVIHACTon RESUB EfiOSION C -' TR IS FIESPOIVSIB ON OL AND DRA LE 0,? UVAGE MAY 25 2012 BUILDING DEPW74NT CITY OF EDMONDS Qu NA&6 �LA4 Ab Sim 04W (" , t4ogm —QNw&LAQs* 14A24 . 1-00 AX %_oa 6Aokovs.) #A s*;mw ll3v4*. cz%Jlj4a,14p e, saal't (m WO)$1L 4W 6 of'+ u�c S&� 6", iit;k gko S"OA UA-*. I bov WA C*,tt - 4msew1u. U&,OJ cuts 4-1-e w4t4l Llw.A�WUL w3a row U)4* 004!0 tsi (9 o -7.;"500 W&I.00s 9t" ,+I tot, 5 .5r- lAm*ATlw T "Ok-to 1 A40 ui A4 O&P Rpa- .46 4 Vnx Lw/ famL " W. 6u9J%f40tP S KOW, 49- W4MW A*oft UJA4*ekp, ftcvvCCP46 tj A19 WWQ9�� YV**WA" 9*440fttp 4:164�-k cm iv- voo Zql -,4 4L -1 - I 4' _j)( OLN IWUUAAgrd> Pocv. Ato- t;Wi* vs --.OAK -.V-w %Ofl-.fwvw—.,,P a V"%F vbmp;. tgA" -to U400 MCP- rAv" uof-b 10 vgujau - i IfAl fte-am'.k" Aid.&4mh- cc 0 U- Lu 111 0 _1 0 a_ U) in uj :z cc: 0 a: cc: 0 �E '00 o 0 C) C) it ffi uj 4 1 / d VAW%W 0 ENGINEERIIWG DIVISION Tb 00 eoomoLtwo Wcrru M" tp�jLra-t ror Aoce"s rtzi>-A Prf� Oiju-(. IW*f Q.. coomb L �E4 9*+t LU/ 19 (AIA) YM6 OKAOJ(.'L Cow*e... W I A*�(Qgml N4W -W'- AS NOTFzD i L40C YO kda&) "or 10 ow, ojvle.. U-ZAV-C. vy- &XVPU4 -'-49:W4j*- -CA4*&4oL PJ�rP kO- 0eXWl&b &I tfJ t$-� t-JOAV4 bkM- CaAa &Agol-tol Coic, ptu, (ID W- 71/- 01" AAejme t3 AVE, S U B I L)OL,\[ GiL t; MAY 2 5 2012 BUILDING DEPAR_,�_-MENT 01-Ty OF EDMONDS oq FOOTING DRAINSNOT TO BE TIED INTO SYSTEM I ,ACCEPTABLE TIGHTLI* MAT, ERIAL SDR 35 9CH 40 N -12 F810 HANCM ALL EXPOSED SURFAUS To BE COVERED 'WITHIN 2 DAYS 'WkMo 14FAVV K404FAU- TI N r-:.5 saNOnQ3 :JO Allo .LN3VC,��Wd3a Minns ZLOZ s z AVW ans-ml-a x 02 row op (D ACV .6vo, t-09 �;� 0 WokT N-lrV "I ?YYVS -'y7O x 1105i I* vqol 0 0 Q1 NOISIAIG !DNIU33NION3 Cvl" *A24P) ICA -Vam -A *AAA 'Myl 04- U91 )I /qvm m m =);;u �414 Y% loyl 0 n IP) 1 0#1. -Vrok"- &To - is w w 0 z -jQ-)A? = --I oz_ - / . 0 z 0- VAN I r- CD ge 0 cn -0 L 0 'Z cn > a) m M -n -VXQrA& 44"tYM A*A%t)M -Wo " S cno4\nRn9 10 915 vami /ro -/Oct$ I"VM .'Itolmolm .MIA 15,193 oc TV Y-�2$14;r Iwo-lu-Y*0 fM4 "VQf'n,?"rA X4 ,VUeA" C-?0241 'Ado? (+"W M,-,Jn 4P-41 7-40M. ,gwrpo 6VVAaqJ C* aor "ONM N,4 ftO fwmw *-,or" 11 k" -911-a5-y$a 114ww,4 -_n ca "-��rkf 'aas wqru )-e.� -.4 107, *#I;� IK vv=mA,e?f(Q Ap�� %"Yors) aa-amod ,W ca %3rlfflo 6t*&-&vj -lo)vcxAmqlv *' ')Inrio "nAe �-*� SV4D:;�y - <'>AAA WV44 -45 I-Ial'44 TIOA4 Mo� ooWp-,U$VW 00 I" WOW. 0(?,Sec 0 Arvyoa7 2AS law lvd-�: -*)OA �Jwjj AM -9 FUOTING DPWNS N01' TO K TIED INTO -OSSAWLEFm -SYSTEK1 ffm~,Q ACCEPTABLE TIffiTLWE MATERIAL SDR 35 SCH 40 N -12 F116 HANCOR ALL EXPO%SED SURFAGES TO BE COVERED INITHIP) 2 DAYS tii�A-4y MiWALU -T I M65 Ave*.+* &d fkNM�, c-'M11-7- A C " Z� NOKM *lTtK44tl (' . . . . . . . ...... 7-9 em 10 =&YOW-44 wtt7 ;�682.0(pi 21pl. i5LV-- WA., �tO 14:) LOJ c(q00 -LAC" 44(r f- - (47 APPROVED BY PLANNING ui LJAAW- egmw6, Owe Tv t*_ 4*f.A&xa>. Zone s— C o�rner Flu- rujolm 06* ftj4-vtr,* Setbacks L iLed Actual S;tKl� Front 5 70 -2-0 Sides W16 /_5 -7 Rear 1 s- 37-!�_ Other —7 <- '7 L4. -Vkvk-- fapt (0*� --- — - , Flagg SOW*A: - p I jbt�._ __ ___ __ — - — — L 50a 4 tee k*Af, t-*,%0WujA$j SbO fko� t*,kQ&%.sJ.ALl zol Ago Lb <;I,.o AAe,X� R&A it Jet A. fwe. 1�(VRAW rlftr 'W c*- 46&1 AO 24* PA-Uft, A� :30epp M-*, v* UL UTIL01" tO Ise UPP4kGe.&jPt;,. AAA* **_xjpp_ Lo(- QRAvf� COP*_)AA,-9 —V U0 wr_t�. �aL R&ANC15 Aeoxk foohp�&/vp io kf:. ;t,* k P40 eAdJMV<-, bUdL-� ENGINEERING DIVISION A�qR%Ef AS NOTEP mka /I DO: lillilik- u Vf , I if I- OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE cl) i x m t"n r�o m RESUB- MAY 2 5 2012 BUILDING DEPARF;MENT CITY OF EDMONDS OWNERICONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE r40%A- f AM of* -F..f '0'W wse�wf- I . " Nel) STAGGER JOINTS (TYP.) - SEE NOTE 2 PLAN VIEW lip U*VAPA"43 %%*& . 410 !PACING VARIES (TYP.) SEE WATTLE SPACING TABLE LVA 2-2 - T - D'WOODEN STAKE SPACED EVERY 4- V D.C. (TY`P.) SEDIMENT TRAPPING AREA (TYP.) I rffi� m", WN WATTLE SPACING TABLE SLOPE MAXIMUM SPACING 1:1 IU-cr 2:1 20' - U" 3:1 3V-(r 4:1 40' - Cr I N-,-."w %-A I e 2x2 x T - D"VVOODEN STAKE TRENCH - SEE NOTE I SECTION (�) TYPICALSECTION WATTLE DETAIL SPACING VARIES MP.) SEE WATTLE SPACING TAaLE 1110 qq W111/1'11 V % IP r %a.* &&V*+-`-4M045=' w5 ;Wcoorri %V-"" IL r4a NOTES 1 . Wattles shall be In accordance with Standard Specification 9-14. 5(5). Install Wattles along contours. Installation shall be In accordance with Standard Specification 8-01.3(10). 2. Securely knot each end of Wattle. Abut adjacent Wattles tightly, end to end, without overlapping the ends. 3. Pilot holes may be driven through the Wattles and Into the soil when soil conditions require. 4. Live stakes may be used for permanent Installation and shall be In accordance With Standard Specification 9-14.5(6). 5. Wattles shall be Inspected regularly, and Immediately after a rainfall produces runoff, to ensure they remain thoroughly entrenched and In contact with the soil. 6. Perform maintenance In accordance wfth Standard Specl- fideflon B-01 . 3(15). STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MARK W.MAURER CERTiRCATE NO. 000598 WATTLE SEE DETAIL WATTLE INSTALLATION ON SLOPE STANDARD PLAN 1-30.30-00 SHEET 1 OF I SHEET PROVED FOR PUBLICATION RESUB Pasco Bakofich N 09-20-07 .a, GTATII =011 W— mm 00""'a"Mn"Im Skft Dqwft�dafTromoportoftn MAY 08 2012 24 2-o12--00'S& BUILDING DEPAR7111ENT C17Y OF EDMONDS