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18103 84TH AVE W.PDF111111111111 7813 18103 84TH AVE W 0 0 ADDRESS: P��V t LAJ TAX ACCOUNT/PARCEL NUM13ER: 18,9--70141 0QWoo BUILDING PERMIT (NEW STRUCTURE): 2Mq-0/71 COVENANTS (RECORDED) CRITICAL AREAS: DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: '311 PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: DETERMINATION: [] Conditional Waiver E] Study Required_��iver SCALED PLOT PLAN DATED:. SEWER LID FEE $: LID #: SHORT PLAT FILE: -2�) -1b 0 -�5-0 LOT: BLOCK: SIDE SEWER AS BUILT DATED:. SIDE SEWER PERMIT(S) #: SOILS REPORT DATED: Ole 19 -�p STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: log LATEMP\DSrs\Forms\Street File Checklist.doc ZJ7 —C . 1 SqC3 City of Edmonds PERZ11 NO: 11 1 SIDE SEWER PERMIT PERMIT EXPIREST I I Address of Construction: IN Property Tax Account Parcel No. Z770qlk 001 (90 tl� 00 Attach copies of all access and utility easements Verified and Approved b Owner and/or Contractor: S t4 /V c4 Aj 0 'T C> -7 Contractor License I'V 'V -T I �11, Building Permit , N Single Family F] Multi -Family (No. of Units n Commercial (No. of Units 0 Public I Invasion into City *Ytight-,of Way: F� Yes *RW Construction Perr�iir# I Cross oth I er "Private Property: El Yes )(No "Attach legal description and copy of recorded easement. Owner or contractor signature and acknowledgement statement: Nz_�_ By signing for this permit I certify that I have read the City's public handout entitled 0 ide Sewer Specifications, and shall comply with all City requirements outlined therein. Date Q I 2 CALL VIAL -A -DIG (1-800-419-5555) BEFORE ANY EXCAVATION 2 9 FOR INSPECTION CALL 425-771-0220 extensioniJ46 IN 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REOUESTS NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED. Job Site Ready YES NO —Date: Initial: Partial Inspection: —Date: Initial: Partial Inspection: Date: Initial: FINAL INSPECTION APPROVED: Date: n�ldb,� Initial:— 11n As -built to Street File: 15, PERMIT MUST POSTED ON JOB SITE 'M White Copy: File Gr Copy: Inspector Buff Copy: Applicant L;temp;bldg;forms;sspennitjlg4/00 777. City of EdmondS PERMIT NO: 9836 PERMIT EXPIRES (1) 15 0c, SIDE SEWER PERMIT I L/ Address of Construction: OR 'e'(v e� . All LID # Property Tax Account Parcel No. .2 70 Attach copies of all access and utility easement Verified and Approved b Owner and/or Contractor: 1!f7 - C_ ef'* -1 Contractor License ox/ 'W'011 6Rr Building Permit 0 0/ IDIIZ�OT '-0 U5z-1 Single Family Invasion into City *Right -of Way: 0 Yes No Multi -Family (No. of Units *RW Construction Permit Fj Commercial (No. of Units Cross other "Private Property: El Yes ZNo F-1 Public "Attach legal description and copy of recorded easement. !;:�wner/Contiacfl6r 45/ Wowledgement statement: Owner or contractor signature ap,_,& By signing for this permit I certif)�ffiat I have read the City',s public handout entitled ide Sewer Specifications, and shall comply with. all City requirements outlined therein. 9 CALL DIAL-A-DIG,(1-800-44q_-,5555) BEFORE ANY EXCAVATION 9 V FOR INSPECTION CALL 425-771-0220 extension �0ZOW 24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS . .... ............ .................... . . . ..... ..... FOR OFFICE USE ONLY . .. . . ... . ......... . ....... . . . ... ... . .. .. ... ...... Permit Fee $ —Repair Fee $ Issued By: t4baA*11'__ Trunk Char a$ 730 Date Issued: 14119 ) Q .9 1 Assessment Fee $ Receipt No: �ZM3(4 -7 — — City Permit Surcharge Fee —W.ee 15 Total Fees Paid $ —H2 NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL. BE CHARGED. Job Site Ready YES NO —Date: Initial: Partial Inspection: —Date: Initial: Partial Inspection: Date: Initial: FINAL INSPECTION APPROVED: Date:� 613� kA Initial: 114 As -built to Street File: E] t� PERMIT MUST BE POSTED ON JOB SITE t� White Copy: File Green Copy: Inspector Buff Copy: Applicant L;temp;bIdg;fornns-,sspermitj Ig4/00 e 0 0 m c- -p ";t 00 A () f E.Di4,_ 0 ks rl) CITY OF EDMONDS SIDE SEWER AS- BUILT I ADDRESS 18103 - 84th Avenue West HOMEOWNER CONTRACTOR SCALE CaH Mapp C.C. consti NTS DATE DRAWN PERMIT 6/24/04 BY K. Haney I NO. 9836 NOTICE: Nb-warranty.of a--ccur�acy. The Information shown on the attached map(s) was compiled for use by the City of Edmonds, its Employees and Consultants. Thle City of �Edm.qnds does not - warrant the accuracy of anything set forth on t hese map(s). Any person or entity -requesting a copy should conduct an independent I mation shown on inquiry regarding the *nfor -m a p (s) , including, but not limited to, th . e location of any sew-er stub shown. Such sewer stubs may or may'not exist and may or may not exist at the location shown. Neither the 'City of Edmo*nds nor its emp[o-yee-s o-r office-rs -sh-a-1.1 be l-`1a-b11.-e for -li-he i n information give on this map(s), nor for presentation provided based any one re upon said map(s). Associated* Earth� Sciences, Unc. December 5,2003 Project No. KE03706A STREET FILE CC Construction 8415 192nd Street SW Edmonds, Washington 98026 Attention: -Mr. Carl Clapp Subject: Geotechnical Evaluation DEC �2003 84" Avenue West PERUrr C Edmonds, Washington O.UNTER Dear Mr. Clapp: Associated Earth Sciences, Inc. (AESI). is pleased to provide this letter presenting the results of our geotechnical evaluation of Lot 2 located at'the above -referenced address... This letter ' is based ; on our previous I work at the site., the completion of. three exploration pits, and our discussions with you regarding the p . roposed new single-family residential construction. . This letter has been prepared for the exclusive use of CC Construction, Mr. Carl Clapp, and his. agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have 11 been performed, in accordance with generally accepted geotechnical in thi�' time our letter was engineering and engineering. geology practices in effect , . s area at. the - prepared: No other warranty, express or implied, is/made. It must be understood that no recommendations or engineering design can yield a guarantee -of stable slopes.. Our observations, findings, and opinions are a means to identify and reduce the inhere nt risks to . the owner. The subject site was Lot 2 of a four -lot plat origi ' ndlly, subdivided by Mr. Orlo Fuller. Lot 2 was approximately 44,000 square feet in area and had been cleared and graded for construction of a previously planned house that was not built. The southeast quarter of the ot is graded relatively flat while the remainder of the lot slopes moderately down to the west and steeply. down to the north, A 6- to 8-foot-high cut into native soils occurs along the east side of the lot ill Current plans are to while the north half of the lot has been graded with structural fi construct a house with a daylight basement on the -central portion of the lot with a -garage constructed at the northwest corner of the lot. 911 Fifth Avenue, Suite 100 -Kirkland, WA 98033 -Phone 425 827-7701.- Fax 425 827-5424 AESI completed a geotechnical evaluation of the lot for the previous owner, Mr, Tom Pinkurn, entitled "Geotechnical Evaluation, 18103 84' Ayenue West, Edmonds, Washington" dated May 22, 2002. 'AESI also performed part-time construction observation. of site grading activitiesas documented in our field re . ports numbers- L through 7 from January 3, 2002 to May 1, 2002.. These documents are attached. to this letter. The -current evaluation involved the completion of three exploration pits I through EP-3) at the approximate locations shown on Figure 1. Loigs of the exploration pits are attached to this letter. The purpose -of the exploration pits was to evaluate the consistency of the fill or native soils exposed at the approximate foundation subgrade elevation for the new structure Exploration EP-1 encountered native soil consisting of dense to very dense, moist, brown to gray silty sand at,depih of about 6 inches below - existing -site grade. Explorations EP-2 -and EP-3 encountered previously placed.structurdl fill to the ftill depths explored of 41/2 and 2 feet, respectively; Subgrade at the foundation elevation was evaluated at each location by hand - probing with a 1/2-inch-diarneter steel rod. Penetrations into the subgrade s6ils were less than 3 inches under the ftill body weight of the observer. In -out, opinion, the subgrade, soils are suitable, for support of the planned house foundation. The slope on the north side of the lot is approximately 10. to 12 feet high and primarily composed of structural fill.placed during the previous grading activities. The unprotected slope has experienced erosion as evidenced by,the occurrence of several 1- to 2 foot -deep ruts on the slope face and the accumulation of transported soil at the base of the slope. However, the slope appedys to be stable and we did not observe evidence of slumping or sliding indicative of 'slope. failure. In our opinion, construction of.the new house will, not impact the stability of the slope provided the recommendations for erosion control' presented in our previous I . etter and.good construction practices are implemented. Our explorations and -previous site observations indicate that, from a geotechnical standpoint, the -parcel is suitable- for the pi6posed development provided the recommendations contained herein and in our previous May 2 . 2, 2002 letter.are properly followed. The bearing stratum is relatively shallow and spread, footing foundations may be utilized. We understand thqt the distribution of foundation loads of the two-story, wood -frame building will be typical, no concentrated loads are anticipated. Con I sequently, foundations bearing on the dense native soils or structural fill bearing on the dense native soils are., capable of providing suitable building support. W * e recommend that an allowable bearing pressure of 2,000 pounds per square foot ('sf) be utilized for design purposes, including both dead and live loads. - An p increase of one-third may be -used -for short-term wind or seismic loading. Perimeter footings should be buried at least.18 inches into the surrounding soil for frost protection. However, all footing should be founded in footings must penetrate to the prescribed bearing stratum and no or above loose, organic, or'existing fill soils. We recommend that AESI-be allowed to observe the foundation subgrade conditions once the footing trenches have been excavated, -but prior to. placing reinforcing 'steel, in order to,confirm that actual conditions are consistent . wi I t,h those observed in the exploration pits. 2 We are available to'provide additional geotechnical consultation as the project design. develops and possibly - changes from that upon which, this letter is based. We recommend that AESI perform a geotechnical review of the plans prior to final design,completion. In this. way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. This plan review is not part of thecurrent scope of work and budget. We. are also available to provide geotechnical engineering and monitoring, services during construction. The integrity of the foundation depends on proper site preparation and. construction procedures. In addition, engineering decisions may have to be made in -the field. in the event that variations in subsurface conditions become apparent. Construction monitoring services are -not part of this current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. We have enjoyed working * with yoii on this study and are confident that these recommendations will aid in the successful completion of your pr oject. Should you hav,e.any questions, or require further assistance, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington J*N. Sonde aard, P. G P! E. G. Aidociate Geologist Mc W 0 3:1222 S T % JEXPIRES 2/27/,-w5- G. Aaron McMichael, P.E., P.E.G. Senior Geotechnical Engineer Attachments: Figure I - Site and Exploration Plan Field Reports Exploration Logs Geotechnical Evaluation 18103 84thAvenue West, Edmonds, Washington (Dated May 22, 2002) - JN511d KE03706AI ProjccLs\2003706\KE\WP W2K 91 EP-1 LEGEND 0 Approximate location of exploration pit REFERENCE: BASE MAP PROVIDED BY CLIENT. N A NOT TO SCALE Associated Earth Sciences, Inc. SITE AND EXPLORATION MAP FIGURE 1 Z FWTI 64TH AVENUE PROPERTY DATE 12/03 29 EDMONDS, WASHINGTON PROJ. NO. KE03706A 11 D sity and Consistency Well -graded grl&nd Terms Describing Rela* en .0- GW PT WS/foot gravel with sanCMle to S U. no fines Very Loose 0 to 4 Coarse- u- 9-- -- - Loose 4to 10 > ;iA 0,0"C Poorly -graded gravel Grained Soils 0 L0000 Medium Dense 10 to 30 Test Symbols 00 000 GP and gravel with sand, Dense 30 to 50 2 M000 0 0) 00000 G = Grain Size 0 0 0000 little to no fines Very Dense >50 P ci o000,* M = Moisture Content Z . Consistency SPT(2)blows/foot A = Atterberg Limits 0- 0 0 C 0 Z in 0 gravel and silty DD = Dry Density C, _000 Very Soft 0 to 2 C Chemical M 0 ;; ;I gravel with sand 2 to4 C — C .1 GMISilty Fine- 0 Soft C Grained Soils Medium Stiff 4 to 8 M I K Permeability C ir > stiff 8 to is 0 Cl yey gravel and Very Stiff 15 to 30 '91 >30 -6 MffG]Cclayey gravel with sand Hard > Component Definitions C Descriptive Term Size Range and Sieve Number ow C SWIWell-graded sand and . ..... sand with gravel, little Boulders Larger than 12" 0 to no fines Cobbles 3to 17 LL c 0 Gravel 3- to No. 4 (4.75 mm) sp Poorly -graded sand Coarse Gravel 3* to 3/4' ag . -6 0 0 vi Fine Gravel Cn and sand with gravel, 3/4"to No. 4 (4.75 mm) CID 0 little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) C 2 0 Z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) 0 2 Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) r C C C) SM silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) M cc 0 -.0 a. gravel Silt and Clay Smaller than No. 200 (0.075 mm) Estimated Percentage sc C ayey sand and Moisture Content Dry - Absence of moisture. clayey sand with gravel Percentage by rn Component dusty, dry to the touch Weight Slightly Moist - Perceptible sandy silt, gravelly silt, Trace <5 moisture MIL Silt' Few 5 to 10 silt with sand or gravel Moist - Damp but no visible > LO Little 15 to 25 Q C With - Non -primary coarse water (n 1=0 I constituents: > 15% Very Moist - Water visible but 0 ediurn 0 Clay of low to m not free draining N 0 - Fines content between "0 plasticity; silty, sandy, or 6 CIL 5% and 15% Wet - Visible free water, usually z gravelly clay, lean clay U) W E from below water table co Organic clay or silt of low Symbols IL Cr OL plasticity Blows/6or Sampler portion of 6* Cement grout Type surface seal Elastic silt, clayey silt, silt Sampler Type 2.(r 00 0 Bentonite MH with micaceous or 11 Description (4) seal Split -Spoon M diatomaceous fine sand or 0 Sampler 3.0'OD Split -Spoon Sampler Filter pack with 2 blank casing olon 2 silt (SPI) 3.25"OD Split -Spoon Ring Sampler (I 0 S2 o Clay of high plasticity, TI section ao in sandy or gravelly clay, fat Bulk sample. 3.(r OD Thin -Wall Tube Sampler Screened casing a = CH oi� Hydrotip .5 m E clay with sand or gravel (including Shelby tube) with filter pack 10 mp 0 Grab Sample End cap iT) :2 6 :3 lay or silt of Portion not recovered .9 Organic c (4) LL OH medium to high (1) Percentage by dry weight Depth of groundwater plasticity (2) (SPT) Standard Penetration Test Y_ ATD = At time of drilling (ASTM D-1 586) Static water level (date) 2% Peat, muck and other (3) In General Accordance with Combined USCS symbols used for 0 PT highly organic soils Standard Practice for Description X 0 and Identification of Soils (ASTIVI 0-2488) fines between 5% and 15% Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size. and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and 0-2488 were used as an identification guide for the Unified Soil Classification System. Associated Earth Sciences, Inc. FIGURE Exploration Log Key A-1 0 LOG OF EXPLORATION PIT NO. EP-1 f pared iparet Earth Sciences, Inc. (AESI) for the named project and should be This art o the re re log ishpe th ha e0pro a n1sage:he locatiod of this trench at the t t r p tX or com Z%stoecr te'ation. This s 'o toge le read r vv, ournmary priesp c r 0 C th time of excavation. Subsurface condilons may change at this at n w e as of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill fvet, brown, S I LTY SAND. Advance Outwash Dense, moist, brown to gray, SILTY SAND. Probe <1/2". 2 Bottom of exploration pit at depth 2 feet 3 4 E CL iL F- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 - 19 - 84th Avenue Property Edmonds, WA Associated Earth Sciences, Inc. Logged by: JNS Approved by: Project No. KE03706A November 2003 LOG OF EXPLORATION PIT NO. EP-2 This lo I the relortXrePared b 1pared Earth Sciences, Inc. (AE the n:med ro ect and should be I S) for to d t g r" 9 Yt%stoecr 'e a ies on y th locagonjof this trench at the qg= wo rea th lat repo for comr le tion. This summary a CL ic location Wthe passage of time. The data presented are time of excavation. Subsurface condil ions may change at this a simplfication of actual conditions encountered. DESCRIPTION 11-oose, moist to wet, brown, SILTY SAND. Medium dense to dense, moist, brown, SILTY SAND (Fill). Probes <2". 2 .3 4 5 6 Bottom of exploration pit at depth 4.5 feet 7 8 9 '0 12 13 14 15 - 16 - 17 - 18 - 19 - 0 8 20 N 84th Avenue Property E Edmonds, WA Associated Earth Sciences, Inc. Project No. KE03706A Logged by: JNS Approved by: P24 November 2003 It 722. 9 R N N a J LOG OF EXPLORATION PIT NO. EP-3, e This ar.1 the re re fopared,by t%s= Earth Sciences, Inc. (AESI) for the named project and should be 'o r 0 t r p 'X r com le bon. This sumTary agplies; only to the location" of this trench at the read tog ishe th tha e0pro ge c time of excavation. Subsurface condi'Ons may change at this locabon Wit the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Medium dense, moist, brown, SILTY SAND. Probe <3". Bottom of exploration pit at depth 1.5 feet I N E 84th Avenue Property 8 (D 0 Edmonds, WA I 0. Associated Earth Sciences, Inc. Project No. KE03706A Logged by: JNS Approved by: November 2003 Assotiatdd Earth -S cA e n ce s, Inc. May-.22'. 2002' Project go. - KEO 1732A Lighthouse Cottages and Homes 55,4 Seamont Way - Edmonds' Wdshin'gton'98020 Attention: Mi.. Tom Pinkum. Subject: Geotechnical Evaluation 18103 84' Avenue West Edmonds, Washington Dear Mr. Pinkum: As- requested, Associated *Earth Sciences, Inc. (AESI) is pleased to provide. this letter in response to the City of Edmonds Plan Review #02-138 dated April 29,-2002., This letter is visits to. the s ite to perform �arthwork, monito*ring activities as based. on our previous referenced iri our Field Report Numbers. I through. 7, review of available geologic information, and aji undated site plan, for the new� home (Sheet No._ 3) prepared by Mellor' & Associates. This letier. has beeri. prepared. for. the -exclusive use of Lighthouse, Cottages- and Homes, Mr.. Tom Pink -um,. and his a' ents, for specific application to this project - Within. the limitations of .9 - I scope schedule-,' and budget, our services have. been performed in accordance with gen ral y accepted geotechnical engineering and engineering geology practices in effect in this.area at.the tirhe our letter was prepared. No other warranty, expressed qT implied., is made. It must be understood that. no recommendkions or engineering -design 'can.yield a guarantee of stable slopes. Our bbservations, findings, and opinions are. a'means to -identify and reduce the inherent risks to the owner. The project consists of-c,onstructing a new single-family residencewith garage on a. sloping.. lot. located east of 84' Avenue West in Edmonds, Washington. The approximately *14,000-square- foot lot sloped down to the north at a 'Pre -development inclination of about 23...to 28 percent. Plans are to -co . nstruct a daylight basement on the north part of the lot to take advantage of,the Site arading Auring the early slope,with a' -garage on the flatter, south portion" of the lot. 'brown, develop . ment of the lot removed existing topsoil and vegetation to expose native, dense, C slightly silty sand with. some gravel over the entire lot. This material is interpreted to be P. 91.1 Fifth Avenue, Suite 100 - KirkJ.and, WA98033,- Phone 425 827-7701 --Fax 425 827-5424 I - - Vashon advance outwash, which is consistent with the geologic mapping of the site as shown in the. Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington by J.P. Minard dated 1983. Foundations for the house will typically be placed upon the dense native sand with the exception of the northwest comer of the house. At this location, previous grading activities exposed minor ground water seepage that resulted in pumping and soft subgrade in this area. Based upon the recommendation of AESI, this area around the northwest corner of the new house was overexcavated and replaced with 2 to 21/2 feet of structural fill consisting of 2-inch- diameter crushed rock. This material was compacted to a firm and unyielding condition suitable for support of the proposed house. Foundations founded on the dense native sand or structural fill can be designed using an allowable foundation soil bearing,of 2,000 pounds per square foot (psf). All foundations. should,be provided with a footing drain consisting of 2-inch- diameter, rigid, perforated, PVC pipe placed approximately 2 inches below the bottom of the footing and bedded in 4 inches of pea gravel wrapped in filter fabric. These drains should be separate from the roof drains. All roof drains should be tightlined to an appropriate and approved storm water conveyance facility. Storm water should not be allowed to discharge directly onto the site slopes as this may cause slope instability and erosion. To mitigate and reduce the erosion hazard potential and off -site sediment transport during construction, we recommend the following: 1 . A rocked construction entrance should be provided 2. Surface water should not be allowed to flow across the site over unprotected surfaces. 3. All storm water from impermeable surfaces, including driveways and roofs, should be tightlined to a suitable temporary storm water collection system and tightlined to an appropriate discharge point. 4. Silt fences should be placed and maintained around the perimeter of the downslope side of the proposed construction area throughout the entire construction phase of the project until permanent landscaping and permanent storm water collections facilities have been installed. 5. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not necessarily limited to, covering with plastic. sheeting, the use of low stockpiles in flat areas, or the use of hay bales and/or additional silt fences around pile perimeters. 6. Areas stripped of natural vegetation during construction should be replanted as soon as possible or otherwise protected. 1 2 I I I I I I I Structural fill placed to date on the site has been tested by AESI and either meet the minimum 95 percent compaction when compared to ASTM:D 1556 or the material was removed and replaced with crushed rock structural fill. If fill is to be placed on slopes steeper than 5H:lV (Horizontal: Vertical), the base of the fill should be tied to firm, stable subsoil by appropri.aie keying and benching, which would be established in the field to suit the particular soil conditions at the time of grading. The keyway will act as a shear key to embed the toe of the new fill into the hillside. Generally, the keyway for hillside fills should be at least 8 feet wide and cut into the lower, dense sand or stiff silt. Level benches would then be cut horizontally across the hill, following the contours of the slope. No specific width is required forthe benches, although they are usually a few feet wider than the dozer being used to cut them. All fills proposed over a slope should be reviewed by our office prior to construction. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted. to at least 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard or approved by the geotechnical engineer or his representative by hand probing if the subgrade consist of native soil. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After the recompacted, exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the geotecfinical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to at least 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Edmonds standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway.edge before sloping down at an angle of 2H: 1V. Based on our observation of the previously performed site grading and review of the proposed site plan for the new structure, in our opinion, construction of the house will not decrease the stability of the existing slope provided the recommendations in this letter are followed and good construction practices are used. The house may be supported on shallow foundations that bear either on the dense native soils or property prepared structural fill. Site grading activities to date have been completed in accordance with recommendations made by AESI at the time the work was being performed. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- I 3 place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random . compaction tests on a part-time basis will not ensure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing frequency. We appreciate the opportunity to be of service to you on this project. Should you have any questions regarding this letter or other geotechnical aspects of the project , please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES9 INC. IUrklandq Washington Jo fJN ond ogaard, P.G. S ociate Geologist JNS/af KE01732AI PRO) ECTS\2001732\KE\WP - W2K Mc V1 V 2- 0 33222 GISTS'YL' EXPIRES 2/27 2,c,� 3 G. Aaron McMichael, P.E. Senior Geotechnical Engineer 4 I - WIELD REPORT 0 IASSOCIATED EARTH SCIENCES, INC. Ll L7 9 11 Fifth Avenue, Suite 100 179 Madrone Lane North Kirkland, Washington 98033 Bainbridge Island, WA981 10 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkurn LJ Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron Den Adel - ITHE FOLLOWING WAS NOTED: Page 1 of 1 Date T—Project Name Project No. 1103102 Soundview/Pinkurn KE01732 Location Weather No. end of 84 Ave W. No of 184th ST SW "o -ir Pirtly c1dy 55 Municipality Report No. Edmonds I Engineer/Architect Bldg. Permit No. Client/Owner L,!�k+vwu,.e t6i4o�cs l4omes General Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundviewl Ron Den Adel AESI was on site part time today at the request of the client, Tom Pinkum. We inspected and located bearing material beneath the soil zone on the north side of the building lot which is located on the NE quadrant of the project area. A portion of north end of the building site had been fg, 9- excavated to an elevation of approximately 196' in elevation, which is 10 to 12 feet below the final sub grade of the home site. A orange tan very sandy, slightly silty till with little gravel was exposed, directly beneath the soil horizon. The contact between the dark gray topsoil and the till zone is very distinct and this contact was clarified for the operator who will continue to excavate the lot for the remainder of the day. A 1/2" 0 stainless steel hand probe was used to verify the bearing ma�erial in the one I O'x 10' area exposed during the site visit and penetration depths of approximately I inch a firm and unyielding material, referred to in the preceding paragraph was noted. This fill material is also being excavated from the SE quadrant of the project (SE building lot) and will be used as structural fill on the NE lot. The Contractor should have this lot excavated by early tomorrow morning (1/4/02) and we will make a site visit to verify bearing material on the complete excavation. We have established a Proctor value for this material earlier in the year (124.1). nt of rain. Loose material We recommended that the Contractor cover the excavated fill material in the eve on the project needs to be tarped and/or mulched. Silt fences need to be maintained along the perimeter of the project. I I I Test # Location Elev. (ft) % MC Proctor % Compaction Pass/Fail CONCERNS: SLOPE GRADE ON NORTH END OF NE BUILDING LOT. A SIGNED CONTRACT WITH Tom PINKUM ADDITIONAL TESTS REQUIRED: YES, NE BUILDING LOT LIFTS -r 0 FIELD REP.: R M Hall COPIES TO: -�/ I '?, e 2 PRINCIPAL / PM: JNS DATE MAILED: I V WIELD ASSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 Madrone Lane North Kirkland, Washington 98033 Bainbridge Island, WA981 10 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 I I TO: Tom Pinkum Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinklum AS REQUESTED BY: Ron Den Adel ITHE FOLLOWING WAS NOTED: I I I I I I I I I REPORT 0 Pane 1 of I Date T7roject Name Project No. 1/04102 Soundview/Pinkurn KE01732 Location Weather No. �nd of 84 Ave W. No of 184h ST Sw Prtly cIdy 55 Municipality Report No. Edmonds 2 Engineer/Architect Bldg. Permit No. Client/Owner General Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundview/ Ron Den Adel AESI was on site part time for two visits today at the request of the Client. We monitored the excavation of the Client's lot beneath the garage area. The Contractor had not completed the excavation to bearing sandy material at the time of the first visit. We noted a seeping spring area on the west side of the excavation during this visit. During the second site visit the Contractor had still not completed the complete excavation down to bearing material. A V2"O stainless steel hand probe was used to verify those areas excavated below the soil horizon and into the sandy bearing material. Several areas of soft material were noted in the vicinity of the spring area, which probed easily to depths of twelve inches. We recommended the Contractor excavate this saturated material and backfill with 2 inch crushed material. Several other soft spots were noted that probe eight to 12 inches and were brought to the attention of.the Contractor while we were on site. Jon Sondergaard will inspect the final excavation for bearing material.during his site visit with the Client later today. Test # Location Elev. (ft) % IVIC Proctor % Compaction Pass/Fail CONCERNS: SOFT BEARING MATERIAL IN NUMEROUS SPOTS. ADDITIONAL TESTS REQUIRED: YES. NE BUILDING LOT LIFTS n COPIES TO: FIELD REP.: DATE MAILED: PRINCIPAL / PIVI: / , R M Hall JNS X I FIELD REPORT ASSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 Kirldand, Washington 98033 425-827-7701 FAX 827-5424 TO: I -ov% P I'A LAA'% .5.5 4 C=;d v"_"s UIA ATTN: 170-A— AS REQUESTED BY: TH'E FOLLOWING WAS NOTED: L r,�4 -VAei *14 - VL4 t L- -4- >4A4- -1.4 04 4f P20e i Of -)-' Date rojec ame PIA Project Number 1141 � 4_41kAA1l%1-J L�V4 -J__ / Y-0 0 1 '+ 32— A L Tcadon If Weather Municipality lidg. Permit Number Engineer/Archked Client/Owner et MA, P(Ak"A General contractor/supedntdndent ?_ . 0. .10&.AJL — Earthwork contractor/superintendent Ad-zA . —To-1110 ,k" . s Qrf 4 RkC'J1 _-� ZIZPI . L4 K(% -4-,, CL �A 1 14 Y . 11L - I "I I -- - - r , 1. ,, : I -t t_� �' A-5 V,1 Q S-s-1 LE < L157-- �.' 7,;;� Q —�p CL J/h 4v g(a ff- EY +v in j�A_z_ '2 14 ' I \J I-e,,4 64 Ve4i' L"k] FIELD COMPACTION EQUIPMENT UTILIZED: AREAS OF ADDITIONAL CONCERN: ADDITIONAL TESTS REQUIRED: F]YES F-1 NO WHERE? COPIES TO: FIELD REP: DATE MAILED: *PROJECT MGR: f I -Field Report subject to review by AESI Project Manager 0 FIELD REPORT � 0 ASSOCIATED EARTH SCIENCES9 INC. 911 Fifth Avenue, Suite 100 V�rkland, Washington 98033 425-827-7701 FAX 827-6424 TO: 'lo-m ATTN: AS REQUESTED BY: THE FOLLOWING WAS NOTED: Field Renort # 2- Page Z- of '7- Date Project ame Project Number 3 -A LocAtion Weather Municipality g. Permit Number Engineer/Archhect Ck Client/Owner General Contra /Superintendent Earthwork ..,fontractor/Superintendent L4C "4� -ICW r -F, �+ 6-�* A L--.le- UL41 '5+ L CF 4-o k 001 -15( Ire- ww --I, -r.- OF -rWL( L44k)- LOY'S95- OeXACM -X) AA 1 2 1; J DA-L% I W11, 41) 0 1C.-A za 0 00 C" R,%, ap IL 0-1 & C�� A VJ-0- Cke%k!5't-'eJ C� C14, AA- (-).f 3 sw lesf A +Lq4 I er L L V Art LA CZL-� LAJ- FIELD COMPACTION EQUIPMENT UTILIZED: AREAS OF ADDITIONAL CONCERN: I -- ADDITIONAL TESTS REQUIRED: [-�YES F�NO WHERE? COPIES TO: FIELD REP: UA DATE.MAILED: *PROJECT IVIGR: Field Report subject to review by AESI Project Manager WIELD REPORT 0 [I ASSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 M adrone Lane North Kirkland, Washington 98033 Bainbridge Island, WA98110 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkum Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron Den Adel ITHE FOLLOWING WAS NOTED: I I I 1� Paae I of 1 Date Froject Name Project No. Iinr,102 Soundview/Pinkurn KE01732 Location Weather No. end of 84 Ave W. No of 184th ST Sw Prtly c1dy 55 Municipality Report No. Edmonds 4 Engineer/Architect Bldg. Permit No. ClientlOwner General Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundview/ Ron Den Adel AESI was on site part time for two visits today at the request of the Client. We performed four tests with a nuclear densometer of the native backfill material on the first lift. These tests were performed during numerous passes with a smooth vibratory roller. All tests failed minimum compaction specifications of 90% for this level of sub grade. A 1/2"0 stainless steel hand probe was used to verify the machine readings and penetration depths of plus 8 inches of soft material were noted. The roller was penetrating to depths of 2 to 3 inches and severe pumping was noted increasing on subsequent passes. We informed the Contractor that the material was too wet to be compacted today and would need some fair weather to dry out. Please refer to Densometer test results listed at the bottom of the page. Test # Location DD Elev. (ft) % IVIC Proctor % compaction Pass/Fail 1 pass 2 Center 108.6 -11, 20.2 124.1 87.5 F 2 pass 4 Center 107.9 -11, 21.4 124.1 86.9 F 3 pass 5 Center 107.1 -11, 21.6 124.1 86.3 F 4 pass 6 Center 106.9 -11, 22.6 124.1 86.1 F CONCERNS: CONDITIONS TOO WET, MATERIAL TOO WET. D1557 ADDITIONAL TESTS REOUIREO: YES, LIFTS ON NORTH END OF PROPERTY COPIES TO: DATE MAILED: FIELD REP.: R M Hall PRINCIPAL / PIVI: JNS ASTIVI OFIELD REPORT � 0 ASSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 Madrone Lane North Kirkland, Washington 98033 Bainbridge Island, WA981 10 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 11 TO: Tom Pinkum S,5q S-Cz'VU0'4 Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron Den Adel THE FOLLOWING WAS NOTED: P:;na I of I Date Project Name Project No. 1115102 Soundview/Pinkum KE011732 Location Weather No. end of 84 Ave W. No of 18e ST Sw Pirtly c1dy 55 Municipality Report No. Edmonds 5 Engineer/Architect . Bldg. Permit No. —1 ?1 �' . I Client/Owner L-414*W-Ul-C. 40� General Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundviewl Ron Den Adel __J AESI was on site part time today at the request of the Client to inspect the site and check the onsite backfill material for moisture content. Moisture readings were taken of the stockpiled material and moisture readings of 21-23% were noted. In our opinion this material is currently too wet to properly compact without further drying. Test # Location Elev. (ft) % MC Proctor % Compaction Pass/Fail CONCERNS: ADDITIONAL TESTS REQUIRED: COPIES TO: DATE MAILED: ASTIVI D 1557 FIELD REP.: R M Hall PRINCIPAL / PM: JNS 2eZ I OIELD'REPORT 0 &SSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 Madrone Lane North N(irkland, Washington 98033 Bainbridp Island, WA981 10 =25-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkum 5 S'f 5*e4e%4-i- QCA�j Edmonds, WA 98020 4251774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron De,n Adel ITHE FOLLOWING WAS NOTED: P:;np 1 of 1 Date T—Pmject Name Project No. 1116102 Soundview/Pinkum KE01732 Location No. end of 84 Ave W. No of 184th ST Weather SW Ovrcst 40 Municipality Report No. Edmonds 6 Engineer/Architect Bldg. Permit No. -TFX— Client/Owner L44-p�w-tv- Genbral Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundview/ Ron Den Adel AESI was on site part time for two visits today at the request of the Client. E " w a We were called to inspect backfill material located in downtown Edmonds for use on the property. The e we re aterial in question was a brown gravelly, silty till with some cobbles. A Troxler 3440 was used to take r I m i t oisture readings on the material, which was running from 12 -14 percent moisture content. m 0 ur m Ist Contractor was currently hauling in several loads of this material on to the building site. We Tjhe0 1 recommended doing a test strip of the import material over a 24 inch gravel layer of 2 to 4 inch material. A strip of material was backfilled to approximately 12 inches in thickness and test rolled with a smooth vibratory roller. Excessive pumping was noted after 3 passes and it was determined that the material was too wet by a few percentage points. The material is acceptable if it is dry enough. The Contractor is considering stoc kpiling some of this material on site for later use. Location Elev. (ft) % MC Proctor % Compa6tion Pass/Fail COMPACTION EQUIPMENT: SMOOTH VIBRATORY ROLLER (SMV) D 1557 ADDITIONAL TESTS REQUIRED: COPIES TO: FIELD REP.: R M Hall DATE MAILED: PRINCIPAL/ PM: JNS ASTM 1. .- WELD REPORT 4 ISSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 Madrone Lane North &rkland, Washington 98033 Bainbridge Island, WA981 10 JO-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 6: Tom Pinkum 6oj4a�L% � t4tvuc 5 5%j Se,, lvta,-t+ -Jxj Edmonds, WA 98020 425/774-6767 N: Tom Pinkum REQUESTED BY: Ron Den Adel Irs F E FOLLOWING WAS NOTED: Pace I of I Date Project Name Project No. 511/02 Soundview/Pinkum KE01732 Location Weather No. end of 84 Ave W. No of 184th ST Sw Prtly cIdy 55 Municipality Report No. Edmonds 7 Engineer/Architect Bldg. Permit No. Client/Owner General Contractor/Superintendent Den Adel -Soundview/Ron Grading Contractor/Superintendent Soundview/ Ron Den Adel AESI was on site part time today at the request of the Client. We were asked to do a footing check the xcavation base, which had sat dormant for the winter due to wet weather conditions. The client had riginally intended to place about 12 feet of structural backfill in this area located on the north side of the roperty lot. The client has determined to place a daylight basement in this location in lieu of the lifts riginally intended. The area measures, by pace approximately 37' x 37' in both N/S and E/W directions and is at the grade level desired by the client to place the structure. The NW portion of this excavation had a spring head and an area of about 20' NS x 20' E/W was mucked ut last winter and about 2-3 ) feet of quarryspall was placed in this area. The remainder of the excavation xposed very sandy tills and was, at that time, firm and unyielding. We hand probed the complete excavation base exposure with a 1/2" Ostainless steel hand probe and enetration depths of .5 to 1.5" to firm and unyielding material were noted in all locations. No standing ater was noted anywhere in the excavated area. A minor amount of excavation is necessary around the SE orner of the basement footing area of less than 12" which is already in the sandy tills and we would anticipated similar bearing conditions here. We recommended approximately 6" of 5/8" crushed material be backfilled and then rolled on this basement s s lab footing area prior to installation of the slab and basement footings during a conversation with -the client 1. last week., In our opinion the excavation base at it's current level has passed inspection as bearing material. I Test # Location Elev. (ft) % IVIC Proctor % Compaction Pass/Fail ONCERNSWINOR EXCAVATION REQ. AROUND SW CORNER. DDITIONAL TESTS REQUIRED: COPIES TO: FIELD REP.: DATE MAILED: -2- PRINCIPAL / PM: R M Hall J N S ASTIVI D 1557 I Associated Earth Sciences, Inc., 1_�. iZ January 23, 2004 Project No. KE03706A T;:p CC Construction 8415 192odStree* t SW REt: i FILE Edmonds, Washington 98026 Attention: Mr. Carl Clapp Subject: Response.to City of Edmonds Review Comments 18103 84thAvenue West Edmonds, Washington Reference: City of Edmonds Plan Review Comments Deicember.17, 2003 Associated Earth Sciences, ]Inc' Geotechnical Evaluation December 5, 2003' ,Dear Mr. Clapp: As'requested, Associated Earth Sciences, Inc. (AESI) presents,this letter in response to the above -referenced City of Edmonds review comments. Specifically, AES1 has addressed the geotechnical issues contained in Comment No. 4. Please see the subject comment shown below in italics, followed by our responses. 4. "Soils Report.: Provide recommendations for retaining wall1rockery design, with ' sloped backfill, expected total and differential settlements for footings bearing at one end on native soils'dnd at the oiher end on structural fill, especially during d seismic event as defined in UBC Division IV, and liquefaction potential due to the presence of water. 911 Fifth Avenue, Suite 100 - KirkJand, WA 98033 - Phone 425 827-7701 Fax 425 827-5424 "Rockery installation must comply with the requirements of the, City of Edmondi Handout - # 21. Special inspection is required for.rockeries. See tiered rockery section of handout including details. Review. of the proposed site grading plan indicates that a 2-foot-deep cut will be required to achieve the proposed crawl space elevation within the southeast section of the house. Two 4- foot-high, tiered rockeries are proposed for the.small (6T to 8-foot-high) cut slope located along the east side of the lot. The sbutheast corner of the house will be -Within 4 feet of the lower rockery, and the upper rockery will be approximately 6 feet back from the lower rockery. Further, the back slope behind the rockeries will be nearly level. See the attached Rockery Sketch. Given this foundation/rockery geometry, it does not appear that any significant surcharge loads will be induced on either'the lower rockery or the perimeter foundation wallpf the house. , Thus, no special design criteria are required other than.use of standard rockery construction -techniques as shown in the City Pf Edmonds "Rockery and Retaining Wall.Permit Requirements". The, foundation excavation for the proposed house will expose natural, dense, outwash silty sand within the southeast section, -and approximately 2 to 4 feet of dense, silty!sand structural -fill within the northwest section of the foundation.. As discussed in,the above -referenced letter, AESI recently completed 3 test pit excavations on the site to evalua:te' the consistency of the fill. The fill soils exhibited medium dense to dense conditions and were firm and, unyielding when probed with a steel rod under full body weight of the observer. Thus, it is our opinion that the structural fill is suitable for support of the planned house, foundation. We,recommend that AESI be allowed to, observe the foundation subgrade conditions once the footing trenches have been excavated and prior to -placement of forms and steel in order to confirm that the actual conditions are consistent with those observed in the exploration pits. Total and differential settlements, for foundation elements designed using the recommended 2,000 pounds per square foot soil bearing capacity, are anticipated to be less than 1 inch and 1/2 inch, respectively. Seismic events should not induce significant settlement within the site's dense natural soils or compacted -structural fill. Some seepage was encountered Within the lower'southwest corner -of the.lot. This area, was cleared of unsuitable woody debris and soft soils, and filled with compacted., 4- to 6-inch quarry rock. Silty sand structural fill was then placed above the rock. Due to 'the dense consistency of thenatural site soils and compacted structural fill, the presence of the observed seepage does not present a liquefaction hazard for this lot. The proposed rockery walls are being placed against dens'e cut soils, and are spaced far enough apart to avoid surcharging the proposed house foundation and the lower rockery. In our opinion the proposed rockeries meet the requirements of the City of Edmonds Handout # 2 1. 2 We hope this information has sufficiently addressed the City's review comments presented above. If you or the City have any questions, please feel free to- contact our off -ice. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington 1EXPiRESPJ27/Zo&5 G.'Aaron McMichael, P.E.', P:E.G. Senior Geotechnical Engineer Attachment: Rockery Sketch GAM/sn KE03706A2 Proj;cts\2003706\KE%WP - W2K Phone Log [:] Me 9W Conference [I Info [] 911 Fifth Avenue, Suite 100 42S 827-7701 KirldanciWA 98033 FAX 425 827-5424 DISTRIBUTION: Incoming Call 0 Outgoing Call 0 File 0 Date — lq— 2ct74— ProjectNo. ATo3n& Project CC CaA157-Rur-716-*4 1:91al 847#4w-141 ' 'EOMWAIAr, W,4 Subject W,444 -5 Person/Company .4. MeMiei4AEL Phone No. Page of _,2- N N N rJ NJ N N r) 'h Ch (h It' r" 0 'b U\ rh Signature Reviewed By zr",Oe Ll (4 s -Ir ve .44 1/ 7-0 -tt C, E. VEC ,4, Alt C-2 3,Aockerj /7j j, f " F 116STR co jt Q151. 217 TV; VIC- 1 214 :F,T F PWA FrAj 4V' Cale— :7,;t o saw - f o- /Phc? ne PP ROVED BY PL MW R E C I v E 79 C20 FEB 3 2604 .00 3, L PERMIT GbUNT �3 t j 4ve Ij SETBAOKS: (P4 7�4 22 3 A'_O ry FRONY--j2L R IALx, 4-3 SIDE IVED R N �A-9' D)j 7C- 2003 b I HER C3 HE'6 T PEd 11-c-of I rE -'<)V ...... v Fou rv-', R e b a r & FOOTING DRAINS NOT Cpp, LS 4561 TO BE TIED INTO --0.16 East, 0.26,11S th -00 DETENTION SYSTEM W /141.,37',' 7: IBLE n Zo f FOR Cap, LS \456t- 'P 9�O D D IN F c,(-, n d IGHTLINE MATERIAL ZD Aid% (�/c P, I + 0. q)9'F c Lij zot a `1EE 19:201% SDR 35 /7) r m/ GGH 49 N-12 F81 0 HANJdOR 12 LLJ A 4 0 4�e U-1 cn ba 0 ? 57, AP-1- r IrA 17,291.40 SQ,,FT to/ 0, CL UJ 0 M to b --@2P -n, > 16), 6 r co S STUB/ OT (TYF,'� .0 q'T m -�AT J EMAR S��2 'o H A A 77 �:h 12 Ln . . ........ F raclinj CEIVED 16 -00 — FU /Phonel LLJ PERMIT C WEVer A, 55A, Sx.7;; 5, j 7 A/4, UjLU - c, Ali 02VIe alexI 2T 6 c> co I c PAO c 7-6 7La /p/"k 4 1, LU C.4 7 1=7 , �? �3 ;*C0 c- W U_ AP OVED Aft6iD &V ENG TNEERING CV H NC 4o to 4e"404��' Q. Date: lu'q rc_�A �Y'Ak Pilie, Fe m ce. Four7ra Rebor LS 4561 'S L D'.16'Eost. 0-26,'- 'hi' EXPOSED SURFACES TO.4p BE COVERE9 2 DAY9 W I( WWI q I I 6� -I �jfl -,61 1-1 no e t k EKWUN WWTRcL liukc bp�V.Jjg Cap, LS ',456t-' F�' t� ; r -2 !It2 S8L n -z',yu n "'o FOOTING DRAINS NOT ED TO BE TI r%Elrrljkl*rI I e%= 70YxAuLdweL /* AuLe—L c & T� Dd- J, IFX. L6i slo'ce- R61 rivet", Of cy lftA. ui 2 LLJ cc ui ca co z 0 In to a ui cr ui In/ Ava c c LU d Cl CL CL LL_ Fl. R STU 4� LOT ( TYPI LU 3./2 EE 1116T T AL S u k 'Ll- e% o 7 /10 i /0/1 4 / - wmq 0 0 PLANNING DATA NAME: C-,(-. DATE: 2151.7--4- SITE AUDRESS: 9 t , 3 6,— td PLAN CHK#: 03 - 55�r- I'Af-I-e PROJECT DESCRIPTION: AJaw 6,t6Lo, ".e V V REDUCED SITE PLAN PROVIDED?: (Yes / No MAP PAGE: 356 CORNER LOT: (Yes FLAG LOT: No) ZONING: t CRITICAL AREAS DETERMINATI ON L3 Studv Reaulred: UjWalver L3 Conditional Waiver SEPA DETERMINATION: U Fee U Checklist L3APO list w/ notarized form 2,9 3 U (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) U'Exempt SETBACKS: P IA* 9-" 4q- Required Setbacks: Street: lo Left Side: Right Side: Rear: I o, Actual Setbacks: Street: � i Left Side: Right Side: If Rear: 5' Street map chocked for additional setback required? (Yes / No I U DETACHED STRUCTURES: 67 6 O'�OCKERIES: % - rrq be '4 kall- SobAwl' 01&W-r� 1- 114- 3 "4e OY- ; 0'04^3 LJ'FENCES/TRELLISES: -fp,-i 16 Am 4,4y 41", 3' cva- to, �bAW 411 of W U""BAY INDOWS / PROJECTING M6DULATI0---N': STAIRS / DECKS: ja�b-� PARKING: Requlred:__�- _Actual: LOT AREA: 1-7 LOT CO LKAUIZZ: 9 1767. Calculations: L7, 7-C BUILDING HEIGHT: e? "- Datum Point: C"74, bl-0, Datum Elevation: 7,0(0- &r*-3 L—VY-14�- I Maximum Allowed: Actual Height: =0t,-r 2A A-D.U. CREATED?: (No I Yes) ffo - -(,-I--A M PO—f k-C I;,- "W -4<. SUBDIVISION: A-- re,4 LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (Yes / OTHER: Plan Review NewBPP1anningDataForrn.D0C ' 10 CAjJILE NO. Z �5'1 Atical Areas Check.... "Y — — — — — — — — — — — — — — — — — — --- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - Site Information (soil s/topo graphy./hydrology/ve getation) VT2 1. Site Address/Location: 2. Property Tax Account Number: e--o rNF— 11� V:W4 Ig -1 Approximate Site Size (acres or square feet): 4. Is this site currently developed? _yes; Y no. if yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of I 0-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: Approx. Depth: 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? 8. Site is in the floodway Y�o floodplain_ of a water c ourse. 9. Site contains a creek or an area where water flows across the grounds surface? F * lows are year- round? Flows are seasonal? (What time of year? 10. Site is primarily: forested meadow shrubs mixed urban landscaped (lawn,shrdbs'etc) 11. Obvious wetland is present on site: — ------- ::.:,4:.:-. For-,Qfty ff I Only L iteis-ZoTle bET.-EkMINATION I�QN ITIONAL WAJV�� ^ca_chk.doc; Rey 10/03/97 OCT 2 6 o rltv nf F-dmnndc CRITICAL AREAS CHECKLIST The Critical Areas Checklist contained on this forrn is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, 'or may be, present on -the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site 1 have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: Name 12 L Street Address Cf 16 City State Zip Telephone UJ�1/ 0 A) q. Lt"q V Sign�e Date Applicant Representative: Name Street Address city State Zip Telephone Signature Date cxeception\janakaddoc (over) Pp,, L 4:D b I I --Cr.16 East, 0.26,'SqUt�it Founa 141.3 3.58' N 8. 21V 6 Found Reb or Found Cap,, LS '%456),-' C L ----------- -------------- 7 BSBL ------------ ---- 0. 13 W, 0. "o 0 1.3 F 0 C 0 TOE OF z6 FILL LINE it, Fobno R pbl�� & 10 CB#2 co R4' GE 206.00 Qa p/ 8' 45P. 'P. IE 203.50 N it 2A 14 lk 220 / Xj'�R A < �x 0- 0 A' 2 40 f 'T .29T/ 7� 40 x 223. V .48 05.18 Rt a6l.6 215 0," ------- 222 A. S CAVAY6N SH24 14T /'�y Xi' I ' cr HED ;�14.045.9VSC);ft IF .000 1(0#2 GEgl )IILA SHOV;�',OATCHC 1 4.0 SQ,f-T,' 09. ------- 224 LU P&54' 6- J"X 0 1.46X 7 %LT 214 216 z m r;"V A 04 N c 1 41 c)V, RECEIVED C'7jD �-- 2 ? 2001 "VcLOPMPENT SE-WICES CTR. UTY OW EDMONDS 0 CITY 0;:- EDIrOMIDS IILDING DEPAATMENT WORK -�j ADDREESS OWNEI;- !APPROVED DATE: e-LDG. OFFICIAL PERMIT NUMBER .. — - "-e 06 SCALE H, 1 20'; SCALE V, 1 20' AT zm6u��IU 8"GM F"OUnd Rebar & Cc Ll) /..N 89' 2 6" W 0 ]�,�2-" 1 /Phone Riser T- IF Fo u r,),'� R- b a r & C-5'Fn s t, 0. 2 6,1 S ob t I.- S 'I �..i 6 1 1 trFound 1/2" Jr -on -3. 5 8'W ev- Pipe; tK -5T29 4. 5 B'N N 88 t'l =C:) —Found Rebm- C p, LS 5 6 1.. Ccp, LS *17665 EISEIL 0. 1 VIVI, 0 7" S 0. 3 2'E., 0. 1 2'S. ------------------- TOE OF co 'Fobrid Rpb* N- 0) FILL LINE C13#1 GE 206.00 to 77 // i / I (0 IE 203.50 N QAT (is t,--Q. 00)/ Q5' North -7.15 z 00 202 MY 20t.7-1 206 �2.0 ILI" C14 bt GE 20800 205.50 Ag 10 / 220 GARA -StAEr- ELK. 209.00 --l—LOT 2 291.40 S, Q I 223.91 c*4 ca "415.48 205.18 25'. -- 4 215.40,., 222, APPROVED BY PLANNING 2. X I SEkR STU13 SOC EXCAVATION SHOWN cr KkTCHED 4-.045'0 SQ.-ft I O'LOT (TY?)� c� IF 0 IN .."20 HIGI I RECEIVED STREE' LIGII- T- Ir w 212 OCT 8 2001 0 11,88*57 29 ":W 'SULDIM IDEPT 216 L2 b b 0 2; 6,'C Mp 6 -22 z IMP) E 218.00 IE 215.50 1? f STREET FILE 0 1 t I IF I TYPE 2. 48.1 V.3 1 k I I I' SOIL EXCIVATION SHOWN\ GE 210.07 6. V I I HATCHED 5,450.7 SO �-T V E 0 RECEIVED oCT - 8 2001 BUILDING DEPT, s m srlr%EET FILE Associated Earth Sciences,. I n.c. October 15, 2,004 -Project No. KE04625A Sun/�un Northwest, Inc. P.O., Box 1333 Bothell, Washington'98041 REC,kIVED, Attention: Mr. Lee Rodewald OCT i Mo. 'Subject: Geote6hnical Review of Pool Constructio . n, PERMIT:60UNTER, Bentcover Residence 18103 84' Avenue'West, Edmonds,, Washington - a r Rf7E Dear Mr. kodew'ld: As requested; Associated Earth Sciences,. Inc. (AESI) has.-perfor mied a,potechnical review of the ' plans for the construct ' ion'of.a' swimming pool at the, Ben'tcover residence. This re . view I was requested by the City of Edmonds in their. review comment letter for the project dated September 23, .2004. This letter has been prepared for the exclusive use of Brian and Lisa. Bentcover, Sun/Fun Northwesi, Inc.-, and their agents for 'specific application- to this project. Within the limitations of scope, schedule, and* budget, our services' have been performed in accordance with generally Accepted jeotechnical engineering and, engineering geology practices in effect -in this area at the time our letter was prepared'. No other warraiity, express or implied, is.made. Our observations, findings, and opinions Are dmeans to identify and reduce the "inherent risks tothe owner. Documents we reviewed for this letter included the following.: 1. Letter from the City of Edmonds entitled "Review Comments?'.to Lee Rodewald dated September 23,, 2004; 2. Sheet S 1 of 1 dated September 9, 2004 and Pool Wall Reinforcing- calculation sheet dated September'10, 2004 prepared by Mitchell Engineering, Inc. 3. A plan o.f the pool layout and, cross sections prepared by Sun/Fun Northwest, Inc. In addition, AESI has prepared geotechnical evaluation letters for the site.dated May -�2, 2003, and December 5, 200 and Tesponseto City comments on the house construction dated January 23, 2604..- Based -o ' n our - visit to. the site -on October 12, 2004 and review of the above -referenced documents, -we offe.r the follow I ing comments and recommendations regardin 'the project: 9 911 Fifth Avenue, Su�e- 100 Kirkland, WA 98033 Phone 425 827.7701 Fax 425 827-5424 1 The pool will be located such that it appears the south one-third of the pool. will be founded on a cut into existing grade andthe north two-thirds will be founded upon fill. to achieve the desired, grades. All fill placed beneath the -pooil should be placed as structural fill. and compacted- to. at least 95 percent of the maximtim dry- densit� as deterni-ine*d by, -Arnerican Society for, Testing and Materials (ASTM):D. 1556. Recommefidations,for structural_fill placement At -the site are provided in the May 22, 2002 letter to Mr. Tom Pinkurn.,. 2. The fockeries that ' frorit the fill soils at the north end of-the'pool should be no taller than, 3. feet. If "taller rockeries fronting , fill soils- are required, a' geogrid-reinf6rced rockery/block wall or cast-in-p'lace concrete retaining, wall should � be used.' - For unreinforce.d.rockeries, t6e slope behind the rockery should be no steeper than 2H*:lv (Horizontal: Vertical).. All rodkeries should be constructed. according to the City -of. Edmonds rockery standard. -3-. The structural plans.do not show any'drainage around the outside of the pool. In order' to reflect the potential hydrostatic loading due to saturated soils behind the pool lihe*r, we recommend that the structural design -use a lateral earth pressure 6f 80 per p cubic, foot '(pcf) instead of the 3,5 'pcf shown in the calculations. - In lieu,of using -the higher lateral earth pressure, the pond'excavation could,be lined with a geotextile drainagejabric Ouch as Miradrain 6000 or equivalent).. that ties into a'4-fnch-diaineter polyvinyl chloride (PVC) -perforated.. pipe placed at the bottom'of the excavation and sloped to drain:to an appropriate discharge'location. If,the pool walls are'designe'd I to resist hydrostatic loads without the use of a-dra'ifiage fabric, the pool should be designed to resist uplift buoyancy forces when empty. We appreciate -the opportunity to be of service to you on this project. - Should you have aq. p questions reaardin se call, us at . . g this letter or other',gdotechnical. aspects of the project, plea your earliest convenience. Sincerely, MXAC ASSOCIATED.EARTH SOENCS, INC., Kirkland, Washington �jl FURRES 2/27/Zao5'- Jon 4: Sonder4aard, P. G.,_ P. E. G. G. Aaron -McMichael, P.E., P.E.'G. Senldr Associaje Geologist. Associate Engi ineer -V JNS/sn - KE04625A I - Projects\2004625\KEMP - -W2K 12 7'_ i 01L Riser ILE R...f "L.�f4e 4, ?9. RECEI ED IE vL FEB 13 A'A ez PERMIT C9UP iTER T, 73 2 01 4ve -33 Sq� S� 4, �v R I ry EE D E &e x, :2 3 31 -3 C -OTHER 3 JqbGHT PEdAIT n UN T_ F FOOTING DRAINS NOT APPROVED BY PLANNING Foucr6' Rebor TO BE TIED INTO COP',, LS 456' 1 -ell 74, 6 East, 0.26,1' DETENTION SYSTEM S th, U_ W /141.3�7" n CD Cop, LS '�456 L Acc 'F ob -n d CB#1 ACCEPTABLE TIGHTLINE,,-" op/ GE SM00 1E , .5 'c =3 MATERIAL 10 .qn SCH 40 R1 0 OL,, e A" -c) v -7 m SO - CC ell .0. 0i, LU kit ir t Lc& er r4c., M-10 17.291.40 SQ, 9 1. > L LU "y le c . -0 a) -0 -i< 33 try m 0 U-J, 5' L-ke 4" 6 OL > STU131, M CD _0T (TYPRI111 4 =M- = C) G) 3 2 H T�E J_ ;,0_1 Al2 MR Pfl Lc) .__ 16 0 opts 7�4`eet 1007 WESTGATE PLUMBERS, INC. JERRY SCOTT 808 84TH WEST P.O. BOX 1654 I VMMU)Af%M WA 00AAC _u"ua, — �o AMIULT P-OWD �9011VTD SM691-VeD JAN il-'J'07 �Jr-O dAl�-y PERMIT COUNTER PERMIT COUNTER 4= .-NO COY 9"ew or- YjVecrlouf OF' syffoim A. 3�1- cl��q Tk:y ,A CATio,45 e AIS -- . IV FVC. 7V L2 Ro j AFiA 0 7.0 0145o '2 4 -9: 0 1 for w -rp� & �>4. BODWE COMSTRUCTION COMPAWY, IrdC Ljr- Drainage Contractors * Drainage Consultants BOUM' 3328i 6009 212Lh St. S.W., Lynnwmd. WA 98036 OfrmB(425177&2557 * FOX(425)672-2434 I r,9(206)51DG39, Eastside 1425) 891-2577 1 E-mail: info@bodineconstruction.com LLJ c- _P Nt 00 FROM EDGE - 8.5 OF PAVEZNT1 - W/ E/ �P_ _j 0 (L W (L C) C) cu uJ u oe GARAGE OPPER TO POLY 3. 3 18103 AIN ENTRANCE CONNECTION TEE @ 3' FROM EDGE OF PAVEMENT TO, (E/P) 12.5' FROM CORNER OF FENCE X_X_ x FENCE E.0 * CITY OF EDMONDS WATERLINE AS -BUILT 0 ADDRESS loin-) — QA+I^ A \den"= m qZ: " %A 1z: HOMEOWNER CONTRACTOR SCALE Car( Clapp C.C. const. NTS .L24-ATE DRAWN PERMIT 6 _ NO. 2003 JBY K. Haney 1 2004-0171 ko s q cl STR FT 0-,(' V 0 LI, S v-d -J-.Tc 4 -3.5 .2 A// uYcaalim o 0 0 CO tj La_ lot AockL,-,l 17 c2loV Z:7 to 4 (44 D c Cn,,r, V os AL:, 71 4 )A, c- -7 214 _zm J. FIELD REPORT k% 'l,0 z, VA v��- AAr-i- uQ IASSOCIATED EARTH SCIENCES, INC. I I 911 Fifth Avenue, Suite 100 179 Madrone Lane North Kirkland, Washington 98033 Bainbridge Island, WA981 10 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkum 5 C, -A -s�e' k.) -�J Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron Den Adel ITHE FOLLOWING WAS NOTED: I I I Page 1 of 1 Date Project Name Project No. 1/03/02 Soundview/Pinkum KE01732 Location Weather No. end of 84 Ave W. No of 184" ST Sw 1_0 Prtly c1dy 55 Municipality Report No. Edmonds 1 Engineer/Architect Bldg. Permit No. 1� P, K Client/Owner Lic,u+vwuse --de—neral Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundview/ Ron Den Adel AES1 was on site part time today at the request of the client, Tom Pinkum. We inspected and located bearing material beneath the soil zone on the north side of the building lot which is located on the NE quadrant of the project area. A portion of north end of the building site had been It- excavated to an elevation of approximately 196' in elevation, which is 10 to 12 feet below the final sub grade of the home site. A orange tan very sandy, slightly silty till with little gravel was exposed directly beneath the soil horizon. The contact between the dark gray topsoil and the till zone is very distinct and this contact was clarified for the operator who will continue to excavate the lot for the remainder of the day. A V2" 0 stainless steel hand probe was used to verify the bearing ma�erial in the one I O'x 10' area exposed during the site visit and penetration depths of approximately I inch a firm and unyielding, material, referred to in the preceding paragraph was noted. This fill material is also being excavated from the SE quadrant of the project (SE building lot) and will be used as structural fill on the NE lot. The Contractor should have this lot excavated by early tomorrow morning, (1/4/02) and we will make a site visit to verify bearing material on the complete excavation. We have established a Proctor value for this material earlier in the year (124.1). We recommended that the Contractor cover the excavated fill material in the event of rain. Loose material on the project needs to be tarped and/or mulched . Silt fences need to be maintained alone, the perimeter of the project. Test # Location Elev. (ftJ % IVIC Proctor % Compaction Pass/Fail ICONCERNS: SLOPE GRADE ON NORTH END OF NE BUILDING LOT. A SIGNED CONTRACT WITH Tom PINKUM ADDITIONAL TESTS REQUIRED: YES, NE BUILDING LOT LIFTS COPIES TO: FIELD REP DATE MAILED: f 2 e 2" PRINCIPAL / PM: R M Hall JNS I 1 -4. 1;. FIELD REPORT IASSOCIATED EARTH SCIENCES, INC. F1 L I 911 Fifth Avenue, Suite 100 179 Madrone Lane North Kirkland, Washington 98033 Bainbridge Island, WA981 10 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkum Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron Den Adel ITHE FOLLOWING WAS NOTED: I I I I I I I I I Panp I of I Date T P roject Name Project No. 1104/02 Soundview/Pinkurn KE01 732 Location Weather No. end of 84 Ave W. No -of 184" ST Sw Prtly cIdy 55 Municipality Report No. Edmonds 2 Engineer/Architect Bldg. Permit No. Client/Owner General Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundview/ Ron Den Adel AESI was on site part time for two visits today at the request of the Client. We monitored the ' excavation of the Client's lot beneath the garage area. The Contractor had not completed the excavation to bearing sandy material at the time of the first visit. We noted a seeping spring area on the west side of the excavation during this visit. During the second site visit the Contractor had still not completed the complete excavation down to bearing material. A V2"O stainless steel hand probe was used to verify those areas excavated below the soil horizon and into the sandy bearing material. Several areas of soft material were noted in the vicinity of the spring area, which probed easily to depths of twelve inches. We recommended the Contractor excavate this saturated material and backfill with 2 inch crushed material. Several other soft spots were noted that probe eight to 12 inches and were brought to the attention of the Contractor while we were on site. Jon Sondergaard will inspect the final excavation for bearing material during his site visit with the Client later today. Test # Location Elev. (ft) % IVIC Proctor % Compaction Pass/Fail CONCERNS: SOFT BEARING MATERIAL IN NUMEROUS SPOTS, ADDITIONAL TESTS REQUIRED-. YES, NE BUILDING;LOT LIFTS :3 KK COPIES TO: -A '11z�03�t DATE MAILED: 2— FIELD REP.: R M Hall PRINCIPAL/ PM: JNS � I . I . . 4 . FIELD REPORT ASSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 FAX 827-5424 TO: -�f—ovtl% K/t4LI, —5-.54 We-q C=rA &Lztds WA -'1901-0 ATTN: _70.A., ASREQUESTEDBY: ._1A 0--~4 0 Pane i of -1-' Date Project Name 1) ILl-fVi Project Number (Wid 50 LA AA11 id -J 4 1�.67 0 114 32— A Dc-ailon Weather 14 e_ut 4 tW CL-Ir� Municipality A liumber 6-CA VVLzL-LA5 Engineer/Archftect TZRI Client/Owner TOA, AA 4" —d—eneral Contractor/Superintdndent � - 0. AAJ— Earthwork Contractor/Supenntendent 77= THE FOLLOWING WAS NOTED: -ga A A d-zA AAk_u'4 W,2 06c--C'.�4 -V-d" VAO,-" _04 �kcLL, 4 S-t-p' -4- A:�ifG 4-7 L �/I&J LL U_rf Vk.�V L44,, -fL� d As -t . A .,-F '71--s-2, f e.-,5 -z- t< (-AA, -fT C Al (A (A---, T-Al jo _:Lo�(DQ �,ctL� A-% L 14 V_,r4-(LLL_J( r- - L I I FIELD COMPACTION EQUIPMENT UTILIZED: AREAS OF ADDITIONAL CONCERN: ADDITIONAL TESTS REQUIRED: F]YES F-] NO WHERE? COPIES TO: FIELD REP: DATE MAILED: *PROJECT MGR: -T J t AA !!V�w 7__V_ I-Field Report subject to review by AESI Project Manager r I FIELD REPORT ASSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 FAX 827-5424 TO: ATTN*: AS REQUES TED BY: THE FOLLOWING WAS NOTED: Field Renort # 2� Page z- of -L Date Project Name Project Number k4---, 0 1 "+ 3 -4-A Locition Weather Municipality Permit Number EngineeriArchdect �V V ClientlOwner General ConrSupedntendent Earthworl/Ontractor/Supedntendent 6A AA pu Ck'-'4 +o AZSk��4 M(Ai/vu—h JLI�Lkf,. -54�pLQ-� I I . 'I 4-o -5o, -tU�( LA44-Ct-'LJ 1,21 t-14, �0 4,� -i + -4-o -&u., "-L" xv,,d-J k AA 0"-!-4z-A 1r---Q- �L�-6tj DA-t- (4- 4-J r -FzV�11+�� S PkL.4-A 0& t-, 1. -4ft t I --I i . C"' ck-4-' o0o & A 'a'V C-� )L'-""C'C1- e5f. 4y fD t1i L L I I 11 I FIELD COMPACTION EQUIPMENT UTILIZED: AREAS OF ADDITIONAL CONCERN: ADDITIONAL TESTS REQUIRED: F]YES F-] NO COPIES TO: xf DATE MAILED: / I I? --a WHERE7 FIELD REP: *PROJECT MGR: I *Field Report subject to review by AESI Project Manager I . FIELD REPORT I I ASSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 Madrone Lane North Kirkland, Washington 98033 Bainbddge Island, WA98110 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkum Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron Den Adel ITHE FOLLOWING WAS NOTED: I I IL I I I I I I I I Pace I of I Date 17-ject Name Project No. 1105102 Soundview/Pinkurn KE01732 Location Weather No. end of 84 Ave W. No of 184 th ST Sw Prtly cIdy 55 Municipality Report No. Edmonds 4 EngineerlArchitect Bldg. Permit No. Client/Owner General Contractor/Superintendent Soundview/Ron Den Adel Grading ContractodSuperintendent Soundviewl Ron Den Adel AESI was on site part time for two visits today at the request of the Client. We performed four tests with a nuclear densometer of the native backfill material on the first lift. These tests were performed during numerous passes with a smooth vibratory roller. All tests failed minimum compaction specifications of 90% for this level of sub grade. A '/2"0 stainless steel hand probe was used to verify the machine readings and penetration depths of plus 8 inches of soft material were noted. The roller was penetrating to depths of 2 to ") inches and severe pumping was noted increasing on subsequent passes. We informed the Contractor that the material was too wet to be compacted today and would need some fair weather to dry out. Please refer to Densometer test results listed at the bottom of the page. I Test # Location DD Elev. (ft) % IVIC Proctor compaction Pass/Fail 1 pass 2 Center 108.6 -11, 20.2 124.1 87.5 F 2 pass 4 Center 107.9 -11, 21.4 124.1 86.9 F 3 pass 5 Center 107.1 -11, 21.6 124.1 86.3 F 4 pass 6 1 Center 106.9 -11, 22.6 124.1 86.1 F CONCERNS: CONDITIONS TOO WET, MATERIAL TOO WET. D1557 ADDITIONAL TESTS REQUIRED: YES, LIFTS ON NORTH END OF PROPERTY COPIES TO: DATE MAILED: FIELD REP.: R M Hall PRINCIPAL / PM: JNS ASTM I I -, , I'. - FIELD REPORT I I ASSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 Madrone Lane North Kirkland, Washington 98033 Bainbridge Island, WA981 10 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkum Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron Den Adel ITHE FOLLOWING WAS NOTED: Paae 1 of 1 Date Project Name Project No. 1/15/02 Soundview/Pinkurn KE01732 Location Weather No. end of 84 Ave W. No of 184" ST Sw Prtly c1dy 55 Municipality Report No. Edmonds 5 Engineer/Architect Bldg. Permit No. Client/Owner L-(14f110-ul-C General Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundview/ Ron Den Adel AESI was on site part time today at the request of the Client to inspect the site and check the onsite backfill material for moisture content. We observed that the excavation area had been drained of all water from last weeks rains from a sump located on the NW quadrant of the excavation to drain standing water on the west side of the excavation. The initial lift, which failed compaction tests was very muddy and should be removed prior to any further lift activity and brought down to the gravel base on the west side and the excavated base on the east side. Moisture readings were taken of the stockpiled material and moisture readings of 21-23 )% were noted. In our opinion this material is currently too wet to properly compact without further drying. Test # Location Elev. (ft) % IVIC Proctor % Compaction Pass/Fail I CONCERNS: ADDITIONAL TESTS REQUIRED: COPIES TO: FIELD REP.: R M Hall DATE MAILED: PRINCIPAL / PM: JNS ASTIVI D 1557 I FIELD REPORT 14SSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 Madrone Lane North M<irkland, Washington 98033 Bainbridge Island, WA981 10 =25-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkum 5 SIf 5e4e1.Q1t- Q6k,:i Edmonds, WA 98020 425/774-6767 ATTN: Tom Pinkum AS REQUESTED BY: Ron Den Adel ITHE FOLLOWING WAS NOTED: P:;np I nf I Date Project islame Project No. 1/16102, Soundview/Pinkum KE01732 Location No. end of 84 Ave W. No of 184' ST Weather SW Ovrcst 40 Municipality Report No. Edmonds 6 Engineer/Architect Bldg. Permit No. —f �� I Client/Owner Hr. Gen'eral Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundvi4w/ Ron Den Adel --- AESI was on site part time for two visits today at the request of the Client. We were called to inspect backfill material located in downtown Edmonds for use on the property. The material in question was a brown gravelly, silty till with some cobbles. A Troxler 3440 was used to take moisture readings on the material, which was running from 12-14 percent moisture content. The Contractor was currently hauling in several loads of this material on to the building site. We recommended doing a test strip of the import material over a 24 inch gravel layer of 2 to 4 inch material. A strip of material was backfilled to approximately 12 inches in thickness and test rolled with a smooth vibratory roller. Excessive pumping was noted after 3 passes and it was determined that the material was too wet by a few percentage points. The material is acceptable if it is dry enough. The Contractor is considering stockpiling some of this material on site for later use. Location Elev. (ft) %MC Proctor % Compaction Pass/Fail COMPACTION EQUIPMENT: SMOOTH VIBRATORY ROLLER (SMV) D 1557 ADDITIONAL TESTS REQUIRED: COPIES TO: FIELD REP.: R M Hall DATE MAILED: PRINCIPAL / PM: JNS!� ASTM FIELD REPORT ISSOCIATED EARTH SCIENCES, INC. 911 Fifth Avenue, Suite 100 179 Madrone Lane North rland, Washington 98033 Bainbridge Island, WA981 10 -827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 TO: Tom Pinkum 604-21-% ;� (4c^" M'-o W'-j Edmonds, WA 98020 425/774-6767 TTN: Tom Pinkum S REQUESTED BY: Ron Den Adel E FOLLOWING WAS NOTED: P20a 1 of I Date roject Name Project No. 5/1102 Soundview/Pinkurn KE01732 Location Weather No. end of 84 Ave W. No of 184 th ST Sw Prtly c1dy 55 Municipality Report No. Edmonds 7 Engineer/Architect Bldg. Permit No. Client/Owner General Contractor/Superintendent Soundview/Ron Den Adel Grading Contractor/Superintendent Soundview/ Ron Den Adel AESI was on site part time today at the request of the Client. We were asked to do a footing check the xcavation base, which had sat dormant for the winter due to wet weather conditions. The client had Originally intended to place about 12 feet of structural backfill in this area located on the north side of the roperty lot. The client has determined to place a daylight basement in this location in lieu of the lifts riginally intended. The area measures, by pace approximately 37' x 37' in both N/S and E/W directions and is at the grade level desired by the client to place the structure. The NW portion of this excavation had a spring head and an area of about 20' NS x 20' E/W was mucked ut last winter and about 2-3 ) feet of quarry spall was placed in this area. The remainder of the excavation exposed very sandy tills and was, at that time, firm and unyieldino, We hand probed the complete excavation base exposure with a 1/2" Ostainless steel hand probe and enetration depths of .5 to 1.5" to firm and unyielding material were noted in all locations. No standing water was noted anywhere in the excavated area. A minor amount of excavation is necessary around the SE orner of the basement footing area of less than 12" which is already in the sandy tills and we would anticipated similar bearing conditions here. We recommended approximately 6" of 5/8" crushed material be backfilled and then rolled on this basement slab footing area prior to installation of the slab and basement footings during a conversation with the client last week. In our opinion the excavation base at it�S Current level has passed inspection as bearing material. Test # Location Elev. (ft) % MC Proctor % Compaction Pass/Fail ONCERNSMINOR EXCAVATION REQ. AROUND SW CORNER. DDITIONAL TESTS REQUIRED: COPIES TO: DATE MAILED: ASTIVI D 1557 FIELD REP.: R M Hall PRINCIPAL / PM: JNS IF iN Ass o c i ate d E 2� r t h, S c i e n c'e s, I n c. R&D F;;-Q L Ld January 23, 2004 2004 Project No. KE03706A --CO %[.11IT'r COPY PE _CO ITER CC Construction 8415 192" Street SW Edmonds, Washingion 98026 Attention: Mr. Carl Clapp Subject:. Response,to City of Edmonds Review Coninients 18103 84' Avenue West, Edmonds, Wa�hington Reference:, City of Edmonds Plan Review'.Comments December,17, 2003 Associated Earth Sciences, Inc. Geotechnical Evaluation December 5, 2003' Dear Mr. Clapp: As'requested, Associated Earth Scien�es,- Inc. (AESI) pre'sents.,this letter in response to the above -referenced City of -Edmonds review comments. Specifically, AESI has addressed the geotechnical issues contained in Comment No. 4. Please see the subject comment shown 'below in.italics,. fbllo�ved by ou.i responses. 4. "Soils Report-: Provide recommendations for reiaining wall1rockery design- with sloped backfill, expected total and diffeiential settlements for footings bearing at one end on native soils'.and at the other end oil sirlicniral fill, especially during a seismic event as defined in VBC Division IV, and liquefaction potential dite to the presence of water. I I Fifth Avenue, Suite 100 - Kirkland,- 98033 - Ph.ne 425 827-7701 Fax 425 827-5424 "Rockery installation must- comply with the requirements of the'City of Edmonds Handout - # 21. Special, insp ered rockery section of handout including ,gction is required for, fockeri es. See ti details. Review of the proposed site grading plan indicates thit a 2-foot-deep cut will be required to achiev6 the proposed crawl space elevation within the south.east-sec*tion of the,house. Two.4- foot-high, tidred rockeries are proposed for the.small (6-. to 8-foot-h , igh) cut slope' located along the -east side of the lot. The southeast corner of the house will be -Within 4 feet of the lower rockery, and the upper rockery will be �ipproximately 6 feet back from the lower rockery. Further, the back slope behind the rockeries will be nearly level. See the attached Rockery - Sketch.. , Given this foundation/rockery geometry, it does not appear . that any significant surcharge loads will be induced on either'the lower'rockery or- the perimeter foundation wall,.of the house. , Thus, no ' special design criteria are required other than use . of standard rockery .construction,techniques as I shown in the City of Edmonds "Rockery and Retaining Wall Permit - Requirements". The foundation excavation for the proposed,h6use will expose natural, dense,.outwash silty sand within .the southeast se ction, -and approximately 2 to 4 feet. of dense, silty,sand, structural fill within the northwest section of the foundation., As discussed in,the above -referenced letter" AESI recehtly -completed 3 test pit *excavations on the site to evaluate the consistency of the fill. The fill soils exhibited medium dense to dense conditions and were firm and'unyielding when probed with a steel rodunder full body weight of the observer. 'Thus, it is our opinion that the structural fill is suitable for-'support,of the planned house, foundation.' We, recommend - that AESI.be allowed to, observe the foundation subgrade' conditions once the footing trenches have.been excavated and, prior to -placement of forms and steeLin order to -confirm that the ,actual conditions, are consistent with those observed in the exploration pits. Total and differential settlem6nts, for foundation elements designed using the recommended 2,000 pounds per�square foot soil bearing capacity, are anticipated to be less than I inch and 1/2 inch, respectively. Se.ismic events should not induce significant settlement within- the site's dense natural soils or compacted -structural fill. Some. seepage was encountered ..W'itfiin the lower'southwest corner of the Jot. This area. was cleared of unsuitable woody debris and soft soils, and,filled'with compacted., 4- - to 6-inch quarry rock. Silty �and structural fill was then placed above the fock. Due. to 'the dense' consistency of'the.natural site soils and compacted structural fill, the presence of the observed seepage d-pes not present a liquefaction hazard for this. lot. The proposed rockery walls are being placed against dens\e cut soils, and are spaced far enough apart to avoid surcharging the proposed house foundation -and the, lower rockery. In our opinion the.p'roposed rockeries -meet the requirements of the City of Edmonds Handout # 2 1. 2 I We. hope this information has sufficiently addressed the City's review comme . nts. presented above. If you or the City have any questions, please feel free to- t6ntact our office. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington 0 3= 37 EXPIRES 2/27 Zoo 5-`, G.'Aaron McMichael, P.E.', R. E. G. Senior Geotechnical Engineer Attachment Rockery Sketch GANI/sn KE03706A2- Proj�cts\20037/06\KEMP - W2K 3 -,,ks-scFc-T,ate-a-c-a-rTn---5cie-nces—,--rnc. -- auu rua L_j %.amumuon Lj Phone Log El Memo El conference 0 Info E] Date 11? — 2cv4— ProjectNo. )TQ37,o& 911 Fifth Avenue, Suite 100 425 827-7701 Project CC �fdoy57-Ruc7lcA4 &I ? g4 7#,4 V_x- i4l Kirldand.WA 98033 FAX 425 827-5424 DISTRIBUTION: Subject A06rAnngg W'44LS Incoming Call C3 Outgoing Call El Person/Company .4. AefirLjAFL File F1 Phone No. Page of IJ N I�J N r) W L/ A\ 1 Signature Reviewed By Associated' Earth Sciences, Inc. December 5, 2003 CIT.. -Project No. KE03706A Cc Construction 8415 192" Street SW RECEIVED Edmonds, Washington 98026 82003 DEC Attention:- -Mr. Carl Clapp PERMIT COUNTER Subject' 'Geotechnical Evaluation 1810�__841h AVen__e West. Edmonds, Washington u Dear Mr. Clapp:. Associated Earth Sciences, -Inc. (AESI). is pleased to provide this letter presenting the results of our geotechnical evaluation of Lot 2 located at"the above -referenced address... This -letter Js, o . rk at the s ite, the completion of. three exploration pits-,, and - our based on. our previous w discussions with you regarding the proposed new single-family residential construction. This p 'letter has been,prepared for 'the exclusive use of CC Construction, Mr. Carl. Clapp, and his- ag I ents for specific application to this project. Within the limitations of scope, ',schedule,' and budget, our services have been performed in accordance with generally accepted geotechnical engine ering and engineering .,geolog� practices in effect in this area at. the -time our letter was prepdfed: No other warranty, express or implied, is/.made. It must,be' understood that no pSs Our recommendations or engineering design can yield a guarantee -of stable 'slo observations, findings, and opinions are ameans to identify and reduce. the inherent risks to the owner. The subject site was Lot 2 of a four-lot'plat origindlly, subdivided'by. Mr.. Orlo Fuller. Lot, 2 , was approximately . 14,000 square feet in area and had been cleared and graded for construction of a previously planned house that was not built. The southeast quarter of ihe lot is graded relativeiy flat'while the remainder of the lot slopes I moderately ddwn to the west and.steeply- down to the north, A 6- to 8-fooi-high cut into native . soils occursalong the east side of the 16t whili� the -nor -to th half of the lot,has been graded with. structural fill� Curre it plans are -garatie construct a house with a�-daylight basement on' the central portion of -the lot with a constructed at the northwest corner of the lot. �J 91 1 Fifth Avenue, Suite 100 - 1CMand, WA q8033 Phone 425 827-770 L.- Fax 425 827-5424 AESI completed a geotechnical evaluation of the lot for, the previous owner, Mr) Tom Pinkum, entitled "Geotechnical Evaluation, 18103 84'. Avenue West,. Edmonds, Washington" daked 'AESI also performed part-time construction observation. of. site gradin May 22, 2002. 91 activities'as docume I ntedih o . ur: field re . ports numbers. ' 1. through 7 from Jaduary 3, 2002 to May 1, 2002. - These documents are attached. to -this letter. The,current evaluation involved the com letion of three- exploration pits"(EP-1 through EP-3) P at the approximate locations shown on Figure 1. Up ofthe. exploration pits are attached -to this letter. The purpose -of the exploration pits was to evaluate'th,e consistency of the fill or native soils exposed at the -approximate foundation subgrade elevation for the new structure' I — .'brown to Exploration EP-1 encounter&d native soil consisting of dense to very dense, moist,. gray silty sand at,dep*th of about 6 inch6s below-. existing -site grade. � Explorations EP-2 -,and e'd,structurdl fill to . the.ftill depths explored of 41/i and 2 feet, EP-3 encountered Previously. plac respectively; Subgrade,at -the foundation elevation was evaluked at each location by hand probifig-with a 1/2-inch-diameter steel rod. Penetrations into the subgrade soils were less than 3 inchesunder the full body weight of the observer. In -out, opinion, the. su,bgrade. soils are Suitable, for support- of the planned house foundation. The slope on the nbrth side.of, the lot is,,approximately 10. to 12, � feet high and primarily & structural , fill p1aced during, the previous 'grading activities. The unprotected composed 0 slope has e9periencied erosion as evidenced by,the occurrence of several 1� to 2400t-deep ruts o n* the s I lope ficeand the a . ccu'mulation- of transported, soil at the I base of the slope. However, the slope app6drs to- be stable and we did not observe evidence of slumping or sliding indicative of -slope. failure. In our opinion,, construction of the*new house will"not impact the siability of the slope provided the *recommendations 'for erosion control presented in our previous letter and.good construction Practices are implemented. Our explorations and�'previous . site. observations indicate,that, from a ge6technical standpoint, the -.parcel is suitable- for the pr6pQsed, development provid6d'the recommendations contained herein and in our previous May ��, 2002 letter.are properly followed. The bearing stratum is, relatively shallow and spread, footing foundations may be utilized. We�understand. that the .�istribution of foundati ' on loads of the two�story, wood -frame building will be typida_l,� no c . oncentr ated loads are anticipated. Consequently, foundations- bearing on the* dense. �ativ'.e, soils or structural\fill bearing on the d.-nse native soils are. capable'of providing. suitable bui . I . ding support. We . recommend that an 'allowable bearing' pressure of 21000, pounds per square foot .(�sf)- be utilized, for design purposes, including botlf dead and live 'loads-. - An increase of one'third'may be -used -for short-term wind or seismic loading.. Perimeter footings should be buried at- least .18 inches into the surrounding soil,for frost protection. However, all footings must penetrate to. the prescribed bearing stratum and no. footing -should be founded,.in or above loose, organic, or'existing fill soils. We, recommend that AESI-be allowed to observi� the fouftdation -subgrade conditions brice. the footing trenches have been excavated, -but prior to placing reinforcing 'steel, in'order to,confirm that actual cbnditions are consistent with, those observed in the exploration pits. I We are available to'provide additional geotechnicdI -,consultation as the project design. develops and possibly. changes from that upon. which, this letter is based. We recommend that AESI perform a geotechnical review of the'plans prior to final. design 'completion. Jn this. way, our earthwork and, foundation recommendations may be properly interpreted and -implemented in the design. This plan review is not'part of thecurrerit scope of work and budget. We. are also available to provide geotechnical engineering and monitoring services during construction. The. integrity -of 'the foundation depends. on proper site preparation and. construction-pr6cedures. -In addition, engineering decisions may have. to be made in -the field-� in the event.*.that variations in subsurface conditions become 'apparent. Construction monitoring services are,not part of,this current scope of work. If these services are desired,' please let us know and we will prepare a cost proposal. We have enjoyed working with yoii on this kudy and are confident that these re�ommen.dations will aid in thesuccessffil completion of your project., Should,you hav,e..any questions, or require further assistance, 'lease call us at'your, earliest convenience. p Sincerely, ASSOCIATED EARTHeSCIENCES, INC. Kirkland, Washington Mc V/ 0 z 31 222 - VLW Q .. 1EXPIRB 2/27/taoS-, Jor�p. Sond�#aard, P. G., P�. E. G. G. Aaron McMichael, P.E., R.E. I G. A�(ociate Gdologist Senior Geotechnical Engineer Attachments: F,igure I -.Site and Exploration. Plan Field, Reports Exploration Logs Geotechnical Evaluation, 18103 84" Avenue West, �drnonds, Washington (Dated May 22, 2002) INS11d KE03706A I Projects\_1003706\KE\WP - W2K 3 20'Road and Utility Tract -A El I E p_1 LEGEND N Approximate location of exploration pit I REFERENCE: BASE MAP PROVIDED BY CLIENT. 3 N A NOT TO SCALE Associated Earth Sciences, Inc. SITE AND EXPLORATION MAP � FIGURE 1 5FO re--Q 64TH AVENUE PROPERTY DATE 12/03 EDMONDS, WASHINGTON PROJ. NO. KE03706A I I L� I I I I I I I 11 I I I I I C .2 _0_0 L7 Well -graded gravel and Terms Describing Relative Density and Consistency .5 co u_ C ?0. 0 GW gravel with sand, little to Density SPT(2)blows/foot 4) C no fine's Very Loose 0 to 4 Coarse- > 0 > .2 u- � LO Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols 00.0c 0000C Poorly -graded gravel .0 U) 0 (/) 16 W00000 00000 GP and gravel with sand, Dense 30 to 50 0 IT 00000 little to no fines Very Dense >50 G = Grain Size 0 04 6 1.- Z 00000 00000 - - - 1 M = Moisture Content (2 lt)IOWSKOI)t 0 0 6 o c Consistency SPT A = Atterberg Limits Z in 0 C 10;; C;C: Silty gravel and silty Very Soft 0.10 2 C = Chemical C 0 M (D C C c C GM gravel with sand Fine-Soft 2to4 DD = Dry Density 4) 02 C Grained Soils Medium Stiff 4 to 8 K = Permeability IX stiff 8 to 15 Clayey gravel and Very Stiff 15 to 30 GC clayey gravel with sand Hard >30 Component Definitions c� > Descriptive Term Size Range and Sieve Number Well -graded sand and SWI sand with gravel, little Boulders Larger than 1Z 0 to no fines Cobbles 3" to 12" :E u_ V C ..... Gravel Xto No. 4 (4.75 mm) Poorly -graded sand .T �6 CD > Coarse Gravel 3" to 3/4" 0 C/) 0 (.) �2 Coll sp and sand with gravel, Fine Gravel 3/4" to No. 4 (4.75 mm) I little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) 6 0 Z % Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) U, Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) CD s M silty sand. with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) M 0 (a -og a. gravel Silt and Clay Smaller than No. 200 (0.075 mm) C U ul u_ VNsr ey sand and 0) Estimated Percentage Moisture Content AD JCIaY clayey sand with gravel Dry - Absence of moisture, Percentage PL Component Weight dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Si"' sandy silt, gravelly silt, Few 5 to 10 moisture 4) MIL silt with sand or gravel Little 15 to 25 Moist - Damp but no visible > co With - Non -primary coarse water a C) constituents: > 15% Very Moist - Water visible but Clay of low to medium N 6 plasticity; silty, sandy, or - Fines content between not free draining Z Cc CL gravelly clay, lean clay 5% and 15% Wet - Visible free water, usually E from below water table Organic clay or silt of low Symbols a. 2 OL plasticity Blows/6' or 0 Sampler portion of 6* Cement grout Type surface seal Elastic silt, clayey silt, silt 2.0"OD Sampler Type 44) Bentonite MH with micaceous or 's Description (4) 'on t Split -Spoon 211 :nlple seal 0 diatomaceous fine sand or Sampler 3.0"OD Split -Spoon Sampler Filter pack with .2 - silt (SPT) 3.25"OD Split -Spoon Ring Sampler (4) . . - blank casing Clay of high plasticity, 0 (n Cc 0 0 0 Bulk sample section CH sandy or gravelly clay, fat 3.0" OD Thin -Wall Tube Sampler Screened casing or Hydrotip .0 cc E clay with sand or gravel (including Shelby tube) ':'with filter pack ca I I? 2 :0 6�5 :2 Grab Sample mp PA_ End cap Organic clay or silt of 0 Portion not recovered (4 (1) Percentage by dry weight Depth of groundwater U. OH medium to high plasticity (2) (SPT) Standard Penetration Test ATD = At time of drilling (ASTM D-1 586) Static water level (date) >%.2 Peat, muck and other 13) In General Accordance with Z C "o, 0 Ett�� PT highly organic soils Standard Practice for Description Combined USCS symbols used for 0 and Identification of Soils (ASTM D-2488) fines between 5% and 15% Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTIVI 0-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. 3: Associated Earth Sciences, Inc. FIGURE Exploration Log Key A-1 E fD w LOG OF EXPLORATION PIT NO. EP-1 This log is ar of the repo eparel byt:�nscciated Earth Sciences, Inc. (AESI) for the named project and should be read .g..p t rt pie erpretation. This summary a fies only to the location of this trench at the ,th that r.P.Xr for corn location witgp time of excavation. Subsurface condi ions may change at this the passage of time. The data presented are ic a simplfication of actual conditions encountered. DESCRIPTION -� �ediurn ense, moist to wet, brown, SILTY SAND. Advance Outwash Dense, moist, brown to gray, SILTY SAND. Probe <1/2". 2 3 Bottom of exploration pit at depth 2 feet 4 5 6 7 8 9 10 12 13 14 15 - 16 - 17 18 19 84th Avenue Property Edmonds, WA Logged by: JNS Associated Earth Sciences, Inc. Project No. KE03706A Approved by: November 2003 LOG OF EXPLORATION PIT NO. EP-2 This I the re re f pared A iated Earth Sciences, Inc. (AESI) foJr Ithethn:med roject and should be ny 0 locap or com byte Tso io og is at r p tX �le in ecr 76. read tog=earrw0it'h th e0pro ic pretation. This summary gplies oi n of this trench at the a) time of excavation. Subsurface condi ions may change at this location wit the passage of time. The data presented are 0 a simplfication of actual conditions encountered. 1 2 3 4 rI- F-1 9 10 11 12 13 14 15 16 17 18 19 DESCRIPTION Loose, moist to wet, brown, SILTY SAND. Medium dense to dense, moist, brown, SILTY SAND (Fill). Probes <2". Bottom of exploration pit at depth 4.5 feet E 84th Avenue Property W U Edmonds, WA Associated Earth Sciences, Inc. to Project No. KE03706A 2 Logged by: JNS Approved by: November 2003 0. LOG OF EXPLORATION PIT NO. EP-3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 This art the re re f pared tA sociated Earth Sciences, Inc. (AESI) for the named ro ect and should be or com by terpretation. This summary agplies only to the loca r 0 t r ' 'X �le e�in Pionj of this trench at the log ishe th tha e0pro read toge ic time of excavation. Subsurface condi ions may change at this location wit the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Medium dense, moist, brown, SILTY SAND. Probe <3". Bottom of exploration pit at depth 1.5 feet E 84th Avenue Property Edmonds, WA Associated Earth Sciences, Inc. < Project No. KE03706A Logged by: JNS cl 0 n Approved by: November 2003 a. MEENU A. s so cl i at dd E a r th Sdences -Inc. May-.22', 2002' Project Nb: KIE0.1732A' Lighthouse Cottages and Homes 554 Seamont Way - Edmonds, Wdshin'gton'98020 Att e ntio . n: Mi. Tom Pinkurn Subject: Ge.otechnical Evaluation- 18103 84' Avenue*West Edirionds, Washington Dear Mr. Pinkum: As- requested, Associated Earth Sciences, Inc. (AESI) Js pleased -to provide..this letter.in response to the City -of Edmonds Plan Review #02-138 dated April 29,- 2002.. This. letter is based 'on our previous visits to. the site -to perform &arthwork activities as referenced in our FieldReport Numbers. .1 through. 7, review of available geologic information, and an undated site plan- for the new� home (SMet No., 3) prepared by Mellor'& Associa�tes.* This. letter has been, prepared for the 'exclusive use of Lighthouse, Cottages- and Homes, Mr. Tom Pink-um,.and his a*'e Pc application to this project. - Within. the limitations of. g nts, for specif scope,. schedule-, and budget, our services have been Performed in. accordance with generally_ accepted geotechnical engineering and engineering. geology practices, in effect in this area at the tifne our letter was prepared. No other warranty, -expressed or implied, is made. It must be understood that no recommenda't ions or engineerinv.-desi n can,.yield a guarantee . of stable 9 slopes.. Our bbservations, findings, and opinions are-.,a'means to -identify and reduce the - inherent risks to the owner. The project consists of constructing a new single-family residence with garage on a- sloping lot - located east of 84' Aven . ue West in Edmonds, Washington. The approximately 14,000-�square- foot lot sloped'down to.tfie north at a 'pre, -development inclination of about 23-jo 28 percent. Plans are fo--co'nstruct a daylight basement on the north part ofthe.lot to tak6 advantage ofthe tD slope, with a' I -garage o . n th I e flatter, south portion" of . the lot. Site grading during the early develop . menf'of the lot removed existing topsoil and �egetationit6 expose native, dense.,_ browri, slightly silty sand with. �ome ravel over the entire lot. This material is inter "reted to be 9 P. 911 Fifth Avenue, Suite 100 - KirWand, WA 98033,- Phone 425 8274701 Fax 425 827-5424 I -') ' # Vashon advance outwash, which is consistent with the geologic mapping of the site as shown in the Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington by J.P. Minard dated 1983. Foundations for the house will typically be placed upon the dense native sand with the exception of the northwest corner of the house. At this location, previous grading activities exposed minor ground water seepage that resulted in pumping and soft subgrade in this area. Based upon the recommendation of AESI, this area around the northwest corner of the new house was overexcavated and replaced with 2 to 21/2 feet of structural fill consisting of 2-inch- diameter crushed rock. This material was compacted to a firm and unyielding condition suitable for support of the proposed house. Foundations founded on the dense native sand or structural fill can be designed using an allowable foundation soil bearing of 2,000 pounds per 2-i square, foot (psf). All foundations should be provided with a footing drain consisting o(��_ ch- diameter, rigid, perforated, PVC pipe placed approximately 2 inches below the bottom of the footing and bedded in 4 inches of pea gravel wrapped in filter fabric. These drains should be separate from the roof drains. All roof drains should be tightlined to an appropriate and approved storm water conveyance facility. Storm water should not be allowed to discharge directly onto the site slopes as this may cause slope instability and erosion. To mitigate and reduce the erosion hazard potential and off -site sediment transport during construction, we recommend the following: 1. A rocked construction entrance should be provided 2. Surface water should not be allowed to flow across the site over unprotected surfaces. 3. All storm water from impermeable surfaces, including driveways and roofs, should be tightlined to a suitable temporary storm water collection system and tightlined to an appropriate discharge point. 4. Silt fences should be placed and maintained around the perimeter of the downslope side of the proposed construction area throughout the entire construction phase of the project until permanent landscaping and permanent storm water collections facilities have been installed. 5. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not necessarily limited -to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of hay bales and/or additional silt fences around pile perimeters. 6. Areas stripped of natural vegetation during construction should be replanted as soon as possible or otherwise protected. I " 2 I -, " - n Structural fill placed to date on the site has been tested by AESI and either meet the minimum 95 percent compaction when compared to ASTM:D 1556 or the material was removed and replaced with crushed rock structural fill. If fill is to be placed on slopes steeper than 5H:IV (Horizontal: Vertical), the base of the fill should be tied to firm, stable subsoil by appropriate keying and benching, which would be established in the field to suit the particular soil conditions at the time of grading. The keyway will act as a shear key to embed the toe of the new fill into the hillside. Generally, the keyway for hillside fills should be at least 8 feet wide and cut into the lower, dense sand or stiff silt. Level benches would then be cut horizontally across the hill, following the contours of the slope. . No specific width is required for the benches, although they are usually a few feet wider than the dozer being used to cut them. All fills proposed over a slope should be reviewed by our office prior to construction. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to at least 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard or approved by the geotechnical engineer or his representative by hand probing if the subgrade consist of native soil. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining I layer by silt migration from below. After the recompacted, exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as. non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to at least 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Edmonds standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping down at an angle of 2H: IV. Based on our observation of the previously performed site grading and review of the proposed site plan for the new structure, in our opinion, construction of the house will not decrease the stability of the existing slope provided the recommendations in this letter are followed and good construction practices are used. The house may be supported on shallow foundations that bear either on the dense native soils or properly prepared structural fill. Site grading activities to date have been completed in accordance with recommendations made by AESI at the time the work was being performed. A representative from our firm should inspect the stripped subgrade and be present during placement of structural'fill to observe the work and perform a representative number of in- 1 3 place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random I compaction tests on a part-time basis will not ensure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing frequency. We appreciate the opportunity to be of service to you on this project. Should you have any questions regarding this letter or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES9 INC. Kirkland, Washington Ife, adeigaard, P.G. Geologist JNS/af KE01732AI PROJECTS\2001732\KE\WP - W2K Mc WAS 0. /2� Z- 0 33M -GIs ?- URRES 2/27 / 2on 3 G. Aaron McMichael, P.E. Senior Geotechnical Engineer 4 F 1 L 0 R"'E P 0 FZl 7 i I.,-j A Suta 54 d,p upel inic�utjll . Id v a I e al*; mir :;r I �b'� xcav "r I:' I e �'C� f-'C t(' �im��" 0 f T l' Crjr!v� ha(I rot yv beer. J i�i i-Ito o-'N; sanj '�V�� W'IS a o o S'� tk- 1-11 u T-n rl r1s, f he 0 U I ci T-, e� rl F, iwpj It'll 0 -1 W-0 fit; A' :1 1 c ;0c !:,poriv r t."am " fz MAR 16 200k 'PEVELOPMENT SERVICES CTR. CITY OF EDMONDS -F -Jni.� A. T", 1 .1 : I E L. D R E P 0 FVTF lit rth Scisroes. HM f A, S U i tc i ikianv, %,V.ishington ?011 !�A'K 22-1 --�424 14 15 1 PY S n 25 QATPA Py T page I of XE0.V06A -- ------- WHY) %V r h tr WL0. Sun 48 deg Report mwp.�Q-" AAM&PQ.- I Sly of Ishowl"l; 5 L r i j P, n. njj,�4c c.orjy n-inrntirip tn, ChPck cui reunnunended adItAnal tbundabon Th,� Qooiractur Inad ('..)CI fill Tnaterial to expos�� natura! mcctium dense sand. *1'111�� w'cstem end Of dhe garage Cm Qpe had barn belched, as recounnended. The sowhem hnc of We gamgt cut had So Am Sloped back PaMARY bul am, hy the gucks of tocong Arm panels, Carl informed me that. they wouid Slope Lht� ow tack hirther nrwi�. 01,e pemQW had bee-ii rety,,oveci. 1 �,aid Lhat would, be )!)ere wey.-,! Minor ymund wer seepage, dAyAFhAng A the base of the till matn0l ard shong tije onj woiald help iinp-�ove. K Mov! Tha YMAhwer corner of the excavatioTi 9pparendy imemepwd uhc rock at hase Of tne silt %ne, wb4h puAled R path MY last QhCs rabiwater to drain onto the cta slope and 6w c��cavatiwn QQ cRuval slemodnp U) omr, IS contractor -will neca to Paevent. surj'-,-�ICC -Watel' frOftl flOV%liY1�1, WIL0 11R.' Fice of thr: cia Arn REcononynded to Carl that he be., prepaTcd tc, covet all soili� wl "Lhe s0peq and wookpiles Wh lWastic sheering to promw than Am ur&00, The hwwn cxcavadon lowited in the notth-west comer M contabed some Wose W Wed on evaluafi0f) ncu ilit: , I U'. -nAe ano--�ber si�(- visit ot 1 1 Inymnwd Qfl that wo rieeded tC� i - o0e AnHnq crorriers statked. Tbis ,voWd allow, us to check foi loose ov Wswrbcd s0HS crwdii-"'or�s if; 0'!t� f'(:--Undation arwas and also to verify that foot-ings Were Il'ol too' clo'.'�.� ic [Ilt Lop ofti-le Cai-) Owl \v(- could retilrn bater in the day, Re said, thar. wolj)6 he ukay, !'N jk f PwNCWAQ Phu Jon if. Swunw, W" I i i IJ �.l I � EL- -IL-'? RE r. 0- RZ T s s -1 i t - �� I a c 1�dl �- ii c s, 1 r; c .fl,l Hftf-Avnrojo, lolj t F-AX 425-r,27,5424 I of j ��aw Praijci Nar�,� Wuriitiar , vrvv6frFa( L) 4 j_' ILI t lo 6�1- -T%)l F e -D C, TiON E 0 M IP M EN T la"N LAZE 0: _V" 4 AREAS OF A00(,rioNAL CONCERN:--- -'-MAR-*i 6'-200C--------- Al DiT)(JNfilL TESTS YES H E R E -F DEVELOPMENT SERVICELq-T9., �j NO f- i [i L D R lei W 7- NUr bef i r, I's m v I 41i C, CETV MAR -1-6- 20011- A "MOPMENT- SERVICES L CITY OF FDMONDS ' crt fr'-�—'-'� Fi 8 d1b i E! 7�ot7 RECEIVED FMI /Phone XLI iser Lu PER% C U�� 4, -15x#s�(47 114.4" 177YA, 6 cr V CO a: A/4; 'i, LLj LU c, All a)ec _J�- 0,/ Wit/ &/ zc) 7-0 _lLa at / 1 6? t.Li Cc LJ 0 CC C%J 0 V- APPRDVED-AS EI) C5 * BY -ENGINE NG cl JKA Date:_XbjmJ 4- 151 Fou Pebo, & IS 4561 ro Se __L_ 0,161ast, 0.26,1S t h,' _42f!��4 GMED SURFACES TO MTHIN 2 DAyVj_q tK w /1141.,37' n�j /-Of < - I , 1 '0 DE CD i 7,�" �FMD �7__ SIC t ;-f 1�2 Ct, fc-i .77 Cap LS %456 7 13 W,O. er7 c, �61* (J. FOOTING DRAIN To 13E S NOT TIED INTO DETENTION. -svv,-rfg,6 t c -7 W_e>r - - / , , I I., t r- _.�_q i _1� if ro me Pl 1-61 S10.4a i ;L Zi Ire be, &Vr 76 fo 0 LJ Lu uj uj uj el *_6 U) cn cf co 'ale. 7P uJ od 6 �z I A4 0 cr- in a" ___0 Zvi, cc 0 Lu Lu Q Q I.- uJ OL CL cl) R (S481 c� 41�'L T c) Lul ./2U K I etc Lu LLJ S EE' )AGt- 12 2 ito flo 71- �Plk�,m c a .2 o, RECEIVa6 31di" 40-�oat4;le ';"x'e6 FEB 3 20-04 s, 7o� -29 �z PERMIT COUNT 3 VL I C, �23' rv. co 7-2, 0, /01 7-MIE P-5- 12i 4ve 209 4ju SE -I *Ls f"' r, : (s: FRONT A 7�4 13 3 Aq cv SjDt ry EIVED -3 c� REAR-- 2 3 J D 82003, 10MEH A-.j ':�- HFrGHT P PlIT 14 ma f ihl:rr-R FouV6 Rebor APPROVED BY FLANNiiNl%-,' FOOTING DRAINS NOT COP, LS 4561 -0 1 6'E a s t, 0. 2 6,1/S t hl 2 TO BE TIED INTO lip" DETENTION SYSTEM It" tK W 114j, Z a f 21 n e WAGE Cap, LS 'k4561,-'/ ,EROSIC-�'V.�' i! -QSBL or/ t�olrko Q// ACCEPTABLE TIGHTLINE CP, GE .00 + c Z-ot Area IE 6., 0�0 63. 5 MATERIAL cp�2 CD SCH 40 A4 c F810 HANC Ta< Acr�* Au, - �11-le * /7 JOV l/-007-00 0 A, Lu CN cc M Z) �ejo s el �Px 0 Ju z LLJ IrA 0 J , , / , tat ------ A'20 At -17,291.40 SQ,-FT,-' oi— (L Llj ---------- Lu ID a) OL cl Z M STU OT (Typ, z > 0' m "7 ic :9 m co 9 22 z ecr I 3,/20 k' PG S EE' U W m 0 -71 WATER & SEWER INSPECTIONS REO'D f%Al I A03C-771-ArJeJA CYT 11199 (AJ scolh- 44 ic C., ly-copy 1�0 0 He ct 4 f I"* 6-alc S Riser ou r,( At, .�'fb;w - �P / RECEIVED ('a-v . 51 120 a 6 1 . I ! , - Oe � 4 1%* FEB 13 14 Z �-z ? ! iroo 9 PERMIT CO U TER 7-6ta 4) C la. '4 ve 02 ci k. A t- /a 43 3 ry .ry R I E. D ft) "Alt- X, �2 3 351 RUA' L' D:c N ,-&IHER JtIGHT PEF FOOTING DRAINS NOT APPROVED BY PLANNINU Fou,i7-/6 Rebor TO BE TIED INTO 71, CpfD, LS 456" -j3.16'Ecst, 0--65�1'- 2 DETENTION SYSTEM w //141.3 7 Z �f 2, n Cap, LS '1456t 0 (17 Eye tlockery ob n d' I'F TIGHTLINE 44 q ACCEPTA13LE r J, GE C.00 n 0, MATERIA� S D 8 c So r SCH -40 QP F810 HANQ % Cl vd. Qct' LU -f-y 411 drl. 57 ;r LLJ V2, N - cc "le, 6w Wie m -17,291.40 SQ, L u W 0 M.< -he b m > cl m co SE091 STU m W OT a, OT 0 A G) dim Ca. � i bnol 3./'20 H LLJ 14a ---WAtF:R it �12 P;:' TImI 1 13.26 - ------ October 18, 2005 To Whom it May Concern: r FIECEIVED I OCT 18 2005 DEVELONJENT SERVIcSS My wife Lisa and I currently reside at 18103 84 Ih Ave. West, Edmonds, WA with our two children. We recently had an in -ground pool installed in our backyard. On October 5, 2005, Mr. Jaime Hawkins of the City of Edmonds inspected our pool installation. At the conclusion of this inspection, Mr. Hawkins provided us with a written Notice from the City of Edmonds indicating that a portion of the pool's drainage system required correction. Specifically, the Notice stated that "The pool overflow cannot daylight. Any chlorinated water shall be disposed to the sewer system." The drainage system in question consists of a drainage pipe that runs several feet from the automated pool cover enclosure through a retaining wall located at the far end of the pool and discharges onto our lower yard area. The drainage system is intended primarily for the drainage of rain water that is collected on top of the automated pool cover and, consistent with this, the lion's share of water that is discharged through this system is non -chlorinated rain water. Recent discussions between City of Edmonds personnel and a pool expert confirmed this fact. On occasion, the drainage system may also discharge a small amount of chlorinated water that overflows from the pool. I have personally witnessed the discharge of pool water through this system on only one occasion: At my daughter's birthday party, she and sixteen of her soccer teammates were in the pool at the same time and the resulting frenzy of activity in the pool resulted in a discharge of a modest amount of pool water via the drainage system. We are mindful of our responsibilities as citizens of the City of Edmonds and wish to act as responsible citizens. At the same time, the financial and other burdens of re-routing this drainage system to the sewer system are, in our mind, disproportionate to the risks posed by the occasional drainage of a minimal amount of chlorinated water onto our lower yard. Therefore, we would propose the following compromise: We will construct a "dry well" at the portion of our lower yard onto which the drainage system currently discharges. The dry well will consist of a small excavation that will be fifted with sand, crushed rock, and regular rock. Per recent discussions between City of Edmonds personnel and a pool expeM this is a common practice with respect to drainage systems such as the one at issue here and is often employed in other portions of this state. We are currently researching the soecifics of the "dry well" installation and are prepared to promptly move forward with installation of the "dry well" should our request be approved. Respectfully Submitted, Brian and Lisa Bentcover Ass o c i ate d, E a r.t'h Sciences, Inc. October 19, 2004 . I ,Project No. KIE04625A C Il (U01? X .-Sun/Fun Norihwest, Inc. P.O. Box 1333. 'Bothell Washington 98041 Attention: Mr. Lee Rodewald -'f Pool Construction Subject: Geotechnical Review 0 Bentcover Residence 18103 84' Avenue West Edmonds, Washington Dear Mr. Rodewald: As -reqiiested, Associated Earth Sciences, Inc. (AESI),44s performed a geotechnical review of the plans. for the construction of a swimming pool at the BentcoVei residence. This revi . ew was requested' by* the City of 'Edmonds in their review' comment -letter for the project dated September -.23, 2004. This letter has been prepared for -the. exclusive use of Brian and Lisi -Bentcover, Sun/Fun Northwest, Inc.,, and their agents'for specific- application to this project. Within the limitations of scope, schedule, and bu.dget,,our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the, time our letter was prepared. No other. warranty, express or -implied, is made. Our observations,* findings, and opinions'are a means to identify and reduce the inherent risks to the owner.. Documents we reviewed for thi& letter included th6 following: -.1. Letter from the City of Edmonds entitled "Review Comi-nents" to Lee kddewald dated Septerhber 23, 2004; 2. Sheet, S1 of 1 dated September 9,- -2004'and Pool Wall Reinforcing - calculation sheet dated September 10, 2004 prepared by Mitchell Engineering,'Inc. 3..- A plan of the pool. layout and. cross -sections prepared by Sun/Fun Northwest, Inc. In addition, AESI has prepared geotechnical evaluation letters.for the- site dated'May 22, 2003 and.December 5,.2003 and response to City comments on the house -,construction dated January 23, 2004. Based on our visit to. -the site on 'October 12, 2004. and �review of the above -referenced documents, We offer the following 'comments and recommendations regarding' the project: 91 1 Fifth Aven'ue, Suite 100 Kirkland, WA 98033 - Phone 425 827-7701 Fax 425 827-5424- 1. The pool will �6 located such that it- appears the south- one-third of the pool will be e founded on: a cut into, existing grade and: the norih 'two-thirds will - be 'founded upon fill to achieve the desired' grades. All, fill plated beneath the 'poot should be - placed as structural fill , and compacted to.at least' 95, percent -of the, maximum. dry 'density' as detetrifined by Arnerican, §pciety, 'for Testing and Materials (ASTM):D 1556. Recommendations for structural fill, placement at the site are provided in. the May 22, .2002 -letter to- Mr. Torn-Pirikum. -2. The rockeries that front the fill soils' at the, north end of the. pool should be no taller than -fto 'forced 3; f0et. If taller rockeries nting fill " soils are required, 'a geogri&rei� A rock.&ry/block � wall br cAst-in-place .6oncrete 'retaining wall should be used. For unreinfotc'e.d rocker'ies, the slope behind the rockery should be no steeper than 2H:IV City 0 (Hor'izontal:Ver.tical). All. rockeries should be constructed according to,- the, City -o Edmonds rockery, standard. 1, The structural. plans, do not show any- drainagearound the outside of the ppol. In order, to: -reflect the -potential,hydro,static loading- due t.b.§aturated soils behind the pool liner,' we recommend that the structural design use,a lateral earth, pressure of 80 pounds per, cubic foot (pcf) instead of the 35 pcf shown in the calculations. In,lieu of �sing the higherjateral earth pressure,' -the pond,excavation could be lined w,ith a geotextile' -drainage fabric (such as Miradfain 6000 or equivalent) that -ties- into a 4'inch-diar.netei. polyvinyl chl6ride'(OVC), perforated pipe placed at the bottom of. the excavation and sloped jo -drain to an appropriate discharge location. if the pool walls are'designed:.to'. resist hydrostatic loads without the use of a drainage fabric,, the'pool should be designed to resist uplift buoy4hcy forces. when empty We appreciate the opportunity to be,of.service, to you on this'project. Should you have any questions regarding ihis letter -or other geotechni6al aspects of'the Project, please call u's at your earliest convenience. - SincerelY, ASSOCIAAD EARTH -SCIjENCS, INC. C, Kirkland, Washington. .33Z22 GISTS JEORES 2/27)k�oaS'- Jon Sonder aard; P. G_., P.E. G. G. Aaron McMichael, P.-E., P..E.G. Se oc Ass ia e Geologist Associate Engineer INS/sn'- KE04625AI - Projects\2004625WEMP - W2K 2 UNIFLIN NORTHWEST, INC. 9161 NE 161"1 Sh-,eet Woodinville, WA 98072 26-886-9697 25-881-8162 Faic Ontri!CtOfs # SUNFUN11210L BRIAN and USA BENTCOVER 18103 80 Avenue West Edmonds, WA 98028 Tax ID #270418-0014X)8-00 rh PERVIOUS SURFACES AjL 014T P(Miq Fve-^ wa U Ziutit-ACES O� BE OVERED WITHIN 2 s 4rr, ST DRIVEWAY SO FT /U �37 I-E tni x (Jr. .ST PATIO 190 SO FF. P- *ST RESIDENCE 2366 SO FT q() :ST GARAGE 576 SO FT PR KERY(UNDER 'ALL) ONTRACToR is RES .OPOOOL smsoGWNERIC tOP POOL PATIO N-TROL AND DAMAGE .fcpso goR EROSION 00 ,OP EQUIP PAD F61V6(1' )TAL LOT SO FT 17,291 SO FT JST IMPERVIOUS SO FT 3.932 SO �k 1�)P !OP IMPERVIOUS SOFT 1.126SO PCEJIV D OTAL of now and dd 5.058 SO FT FENCE AND GATES PEPR, DE�-� % COVERAGE WHEN COMPLETE OCT Z 1 Mu'l AUTO SAFETY CC PERMIT COUNTER ILI F c /Vc c- EXISTING ROCKERY 1 `Q51V POOL EQUrPMENT PAD Of (TO BE LESS THAN 36* TALL) old - a A ('V 1�0 (A pto'g. - - -- , w/6-AT /0 '7 EXISTING DRIVEWAY SEWER IN . SPECTIONS REQ'D. .L 425-771-0220 EXT-) ��5 EXIff-I SA,'VITIJOY I BASE, rjc'��C6'v. (at 5 , 'Kti� EXISTING RESIDE APPROVED AS NOTED BY ENG-1NEEMNJP E AZ c)1A WL S,4A C t' e U, '2 00 ASTM)- 0 in > 06 ot cx 4N ca Ile 01 .q E 40 Z >0 0( 0 o.! 0`1 2 j 004 0 8:6 0 %-. qj 0 z � r -00 ME-! 0 tu 0 F: ro- (L C.) WAO' Lu ci c CITY OF EDMONE)S CONSTRUCTION PERMIT APPLICATION 0 A NA MEMPE OF BUSINESS M4,vv- C-7-r-1 41-< MAILING ADDRESS PERMIT EXPIRES USE PERMIT ZONE NUMBER 405 ADDRESS SUITE/4FT# P NAME/SUBDIVISION N9. 50 I LOT No 1 e;-- Lip NO. $ LID FEE PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP proved . Per: s 15—j EXISTIARiA& PROPOSED Street Use Permit Req'd Inspection Required _.* Skiwalk4quired - Er ZIP ONE 4 ITELEP 7C 7 REQUIRED I)EDICATIQN— FT Underground METER SIZE LINE SIZE NO. OF FIXTURES PAV JEOUIRED t NAME > YA YES No 13 'W,' ADDRESS REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDIIAINAGE DITY ZIP TELEPHONE .ol lutfiOU2 Mae NAME ENGINEERI NG ADDRESS FIRE REVIEWED BY 4 CITY zlp� TELEPHONE '.VARIANCE"OR.CU:. S�ORELIN* STATE LICENSE NUMBER XPIRA`n9N. DATE �E. S,EPA REVIEW,:-,,, Ct0?MP OWE F:XPMPT,' SIGN A ALLOWE64 PFJOPERTY ARCELINO. PT, P 1<?7 EXP '6"NEW 64 MBING MECH', ESIDENTIAL "s L.0 OVE LPTC RAGE� I ;ALLOWED '-p RE ETI F COMPLIANCE OW. ADDITION OMMERCIAL. 'CHANGE OF USE 13 REMODEL 0.:,APARTMEi4T 0 SIGN EO`P R DED: Of FENCE 13 REPAIR CYDS MA [3 DEMOLISH 0, TANK 0 3 E RETAINING WALL AT JIOCKERY A L (TYPE 00 USE, SUSINESSfOR 4cll�lk CKEO BY TYPE Or%Q CT A C NUMBER' NUMBER OF X C CALgV, OF DWEL;LNG AR 2 UNITS NU A STORIES U& F - I 3A %� SP SP S P )R E;E;C TOR A 10EYD YES DESCRIBE WORK TOW DONIk IL I IL 't - gZA A A 7ALULATIO j X I Description .-I 4,� Plan Check 14EAT SOU C GLABIPT)C;ij. W OLD le, P; WS 'Building PLM CHECK NO. VESTED DATE ' lumbing,' 40 Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO I= BE DONE ON PRIVATE PROPERTY ONLY. AM CONSTRUCTION ON THE PUBLIC Grading X DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPAAATE PERMISSION. Engr. Review PERMTrAPPLICATION: ISO DAYS 06 PERMIT LIMM I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMIATRION-- - 'APPLICANT ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Traffic Mitigation IN INTEREST, AGREES TO INDEMNIFY; DEFEND AND HOLD HARMLESS THE CITY OF — a EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Review ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMrr. ISSUANCE OF THIS PERMIT SHALL NOT BE Fire Inspection DEEMED TO MODIFX WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- Landscapeinsp. I HERESY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN 118 CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION Of-XE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION WORKMIEITI��IfION INSURANCE AND RCW 18.27. SIG (0 NE9.fi AGENT) DATE SIGNED (425) 771-0220 AI`TENTION M 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL 771-0221 A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- CATE OF OCCUPANCY HAS BEEN GRANTED. VBC SECTION 109 FAX 9/01 d2-- DATE IB# INSPECTION BOND REO'D POSTED 13 YES 0 HEIGHT )SED ALLOWED PROPOSED 8 (Fr,)' ii-A'R' PROPOSED SETBACKS (FT) SOF FRO7 REAR LJR V Md lu Pa1w). OCCUPANT Or7 GROUP X'' . . . I OCCUPANT ' 'I LOAD VINAL INSPECTION RECfD iscription FEE Recording Fee City Surcharge )5o State Surcharge Plan Chk Deposit Receipt # Total Amount Due Receipt # APPLICATION APPROVAL This application Is not a permit until signed by the Building Official or his/her Deputy: and Fees are paid, and receipt is acknowledged In space provided. IALS SIGNATYPE rTE, RELEASED BY PATE ORIGINAL - FILE YELLOW - INSPECTOR PINK - OWNER GOLD - ASSESSOR CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS C.C. i All, cc MAjjING ADDRESS W -1 z 0 CITY TELEPHONE frz4,)P.2,4,1� 1`V5 77P IV-33 NAME Z-4 ;4e 's 'ADDRESS ZIP TELEPHONE NAfk /'e =I ADDRESS CITY ZIP TELEPHONE e'VP f' STATE LICENSE NUMBER EXPIRATION DATE c_C_CC>Nx4,110g,r mkz�X'tl PROPERTY TAX ACCOUNT PARCEL NO. ,;2705-4M-601 -ooj?-00 29 NEW RESID ENTIAL 1!ir PLUMBING / MECH ADDITION COMMERCIAL COMPLIANCE OR CHANGE OF USE REMODEL APARTMENT SIGN FENCE 0 REPAIR CYDS ( X [:] DEMOLISH 0 TANK OTHER giGARAGE C] RE TAINING WALL CARPORT onpVcov RENEWAL (TYPE OF USE, BUSINESS OR AC 0 a NUMBER NUMBER OF CRITICAL (10 0 DWELLING 1 AREAS 0 STORIES UNITS NUMBER DESCRIBE WORK TO BE DONE ^A Din u( I-D "14 ad ti I I n4m f, FT) PERMIT EXPIRES , MT, USE PERMIT z( ZONE 12- NUMBER JOB, SUITE/APT# ADDRESS 0 zal,�7q oam ) NAME/SUBDIVISION NO. LOT NO. L D NO. _-eo-,50 1 2- L�D FEE $ PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved Im— RW Permit Required 111 Street Use Permit Req'd (3 EXISTING — PROPOSED Inspection Required 19 Slde.alk Required REQUIRED DEDICATION FT Underground wiring required Aff METER SIZE LINE SIZE, NO. OF FIXTURI ES PRV REQUIRED' YES 0 NO 13 z W REMARKS z z OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE 0 N $Pe0-i OmS : IV A7, N A L_ z W W VV A I C W, IL D 14 14 . V%fa V. N—U f4 f1j. * . . �Ckas If () P4 & Tj r;HT0Nf if�sTolam ENGINEERING REVIEWED/DATE ,TA I A4,e #A Wk t �4 FIRE REVIEWED BY DATE 141 U. VARIANCE OR CU SHORELINE OR ADB# INSPECTION REQ - D PBOND OSTED 0 YES (IWO SEPA REVIEW SIGN AREA HEIGHT COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROP SED 0 I I 0 75.1 2-5 4 EXP LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR 0 357. 1-7 io io 7-5 3 z 1 10 z PARKING LOT AREA_j PLANNING REVIEWED BY DATE REO'D PROVIDED 7-I 'HECKEDBY ITYPEOEC _qNSTRUCTION OCCUP GROUPA 14'� SPECIAL INSPECTOR JAREA OCCUPANT REQUIRED$0 YES LOAD I I REMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REQ'D &I&A A*41,6vA.A.4idwel &W33Z22' AW1111--_ PLAN CHECK FEE HEAT SOURCE GLAZING % ffSLOPE�%;W,. Av BUILDING PLAN CHECK NO: VESTED DATE PLUMBING MECHANICAL THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO GRADING/FILL !Z BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC 2 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. STATE SURCHARGVa(jj cc W PERMIT APPLICATION: 180 DAYS ENG. REVIEW FEES PERMIT LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS SEE BACK OF PINK PERMIT FOR MORE INFORMATION ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS ENG. INSPECTION FEE W IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF i M _-�DMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND lkjRE�:�E. 9 M Ati. CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY —.71 PLAN CHECK DEPOSIT FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEbAEDT0 MODIFY, WAIVE OR REDUCE ANY REOUI REM ENT OF ANY CITY ORDINANCE 0 NOR LIMIT IN ANYWAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- F TOTAL AMOUNT DUE I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLI�ATION; THAT THE INFORMATION , GIVEN IS COR'kECT AND THAT I AM THE OWNER, OR TH r DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATEtAWS REGULATING CONSTRUC- TION; AND IN DOING THE WORK AUTHORIZED THEREBY, 1�10 PERSON WILL BE EMPLOYED CALL IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION WORKMEN'S CA%RkNSATION INSURANCE AND RCW 18.27. SIGNATU WN ORA DATE I SIG ED 425) // la,3 7 771-0220 L&_ A17ENTION EXT 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI_ 771-0221 'CATE OF OCCUPANCY. HAS BEEN GRANTED. UBC SECTION 109 FAX 5/98 VALUATION FEE q0 IP �1 )��rK 1;� IPT APPLICATION APPROVAL This application is not a permit until signed by the Building Official or his/her Deputy: and Fees are paid. and receipt is acknowledged in space provided. FFICIALS SIGNATURE DATE __30h RELE, I- 2ZLIZ 41 VNA LE YELLOW - INSPEL)PI PINK -VWNIER GOLD'- ASSESSOR ...... ATE RECEIVED PERMIT EXPIRES .4Z CITY OF EDIVIONDS USE PERMIT ZONE NUMBER CONSTRUCTION PERMIT APPLICATION JOB SUITE/APT# ADDRESS / g /. of V, OWNER NAME/NAME OF BUSINESS . I ;,,� - = /WC �- 5'7-�P IwAfel PLAT NAME18UBDIVISION NO. LOT NO. LID NO. _S P 4W(zl_ - rio 4x- LID FEE $ MAILING ADDRESS U 0 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved 0 RW Pemit Required EXISTING - PROPOSED Street Use Permit Req'd �08_ Inspeertlon Required 0 CITY ZIP TELEPHONE 7 7, 3,(-1 REQUIRED DEDICATION- FT Sidewalk Required 13 Underground 0 WirIng required NAME METER SIZE T LINE SIZE NO. OF FIXTURES PRV REQUIRED YES 0. NO CI 3 M L- x ADDRESS REMARKS uj z z OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE CC z W QLasipA 6MIzat" Atawo CITY ZIP TELEPHONE NAME //aw o 29��_e ENGINEERING REVIEWED/DATE M ADDRESS FIRE REVIEWED BY DATE W z CITY T EPHON 0 d ult4o #� ? _1. tav ? 0 : I - � , '. � I . I LL _OFA, - STATE LICENSE NUMBER EXPIRATI[b DATI� 8 VARIANCE OR CU ,,SHORELINE OR ADB# INSPECTION REO'D OSTED �D I VY 4ft tow W A?li,.Ii I � .;1 (:) YES ROO IPBOND SEPA REVIEW COMPLETE EXEMPT SIGN AREA ALLOWED PROPOSED HEIGHT ALLOWED PROPOSED -17 f; Ju 4'YV PROPERTY'TAX ACCOUNT PARCEL NO. W EXPIZ/J�j , 0 , NEW �<RESIDENTIAL ]EYMPILUMBING / MECH LOT COVERAGE ALLOWED PROPOSED REQUIRED SETBACKS (FT.) FRONT SIDE REAR PROPOSED SETBACKS (FT.) FRONT UR SIDE REAR ADDITION COMMERCIAL ci COMPLIANCE OR IVA 41 CHANGE OF USE 0 REMODEL OXARTME144; F-1 SIGN Z PARKING R6VI REO'D I F DED LOT AREA PLANNING REVIEWED'BY DATE - FENCE 0 REPAIR CYDS /V4 I 117 . 0/ REMARKS WA fcvry,.j OJAI - 011-.4 -Vtf.- 1Aj- 6!-- X FT) n DEMOLISH TANK* 0 OTHER oGARAGE 0 R=NING WALL L CARPORT R ERY RENEWA so, P LL (TYPE OF USE, BUSINO OR ACTIVITY) EXPLAIN: CHECKED 13Y OF CONTRUCTI OCCUPvy IT 1 0 . GROU w N MBER y NUMBER OF RT' C CA L SPECIAL INSPECTOR OCCUPANT OF DWELLING AREA W 0 STORIES UNITS I NUMBER JAREA REQUIRED [:] YES . LOAD DESCRIBE WORK Td!p DONE P REMARKS z V, PROGRESS INSPECTIONS PER UBC:108/FINAL INSPECTION REO'D FS Nee f-S-9AL?�z -VALUATION FEE 400 PLAN CHECK FEE HEAT SOURCE GLAZING % LOT SLOPE I r� BUILDING 'PLAN CHECK NO' VESTED DATE PLUMBING MECHANICAL THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVER; '0 !%,TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION C 2 E UIjRE GRADING/FILL EF. :I OMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) UIRI SEPARATE PERMISSION. STATE SURCHARGE If W PERMIT APPLICATION: 180 DAYS CLI PERMIT LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS ENG. REVIEW FEES SEE BACK OF PINK PERMIT FOR MORE INFORMATION ENG. INSPECTION FEE 'APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS W IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF LANDSCAPING AND 2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY INSPECTION FEE ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY 1XI FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE RECIPr 0 PLAN CHECK DEPOSIT ci-r-) j DEEMED TO MODIFYWAIVE OR REDUCEANY REOUIREMENTOF ANY CITY ORDINANCE 0 NOR LIMIT IN ANYWAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' . RECEIPT TOTAL AM OUNT DUE IHERE B Y ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF PPLICATION APPROVAL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application is not a permit until sibned by the CALL TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or histher Deputy: and Feles-are paid. and IN VIOLATION.Qr%.LHE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in spaja provid WORKMPKCOMI`�VATION INSURANCE AND RCW 18.27. OFFICIALS SIGNATURE D IE4 LSIGNA DATE SIG D (4.25) 7; :2f/gc:�/ 771-0220 'FfELEAS DATE ENTION EXT 1333 _7� IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL 771-0221 A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI_ ORIGI E YELI OW - INS/ECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 FAX PI ER GOLD - ASSESSOR 5/98 N I k A 1 -1 / A K I � j 1\4 VV INL -1 /41 SEC. 18) T. - 27 N, R. 4 E, W.M. I CONSTRUCTION SEQUENCE 1. ARRANGE FOR A PRE -CONSTRUCTION MEETING WITH CITY OF EDMONDS SITE INSPECTION, (206)771-0220. 2. CALL DIALDIG(LITILITIES UNDERGROUND LOCATION CENTER) 1 -800-424-5555. 3. INSTALL EROSION CONTROL MEASURES; REFER TO T.E.S.C.P. NOTE BELOW. 4. ROUGH GRADE SITE BEING CAREFUL NOT TO GO BEYOND LIMITS OF CLEARING. 5. INSTALL UTILITIES ONSITE AND OFF. INSTALL SITE ROAD. USE ATB FOR A TEMPORARY ROAD SURFACE UNTIL ALL LOTS HAVE BEEN ROUGH GRADED. PUD MUST MAKE REQUIRED CHANGES TO POWER LOCATIONS AT THIS TIME. 6. INSTALL RETAINING WALL IN THE OFFSITE LOCATION AS SHOWN ON PLANS. 7. WIDEN THE ROADWAY (84th AVE W) & ADD ASPHALT EXTRUDED CURB & SIDEWALK PER PLANS. 5. COMPLETE PROJECT CONSTRUCTION 6. CLEAN UP STORM DRAINAGE SYSTEM. Found Iron Pipe 0.8' Down N1/4, 18-27-4 (D Ex Power Vault 1� .00' If- -------- - --- - - - --- Ex Phone Riser 0-0 Ex ire 4�,t H rant 4�-, IIL�T�R tN TT) c'q ! :11 PROP'o�E[,& �f.,-u R MWO U Gravel Area j_a_TA/8+s 62 L T I -20 NOTE: CLEAR.ING and GRADING LIMITS +50 Clearing and grading activities will be limited to the Plat road and an additional 15' area surrounding the road. Clearing 2 and grading will also be underground utilities, and on lots with building permits. Clearing also be allowed in the allowed to install M right Of WOY of 84th Ave IN for purposes the construction of the retaining wall. and grading will of widening and ji Z0 0 ffz 10 co V 41 88.61. Pv 0 1.50X X LIT [16+ 0 151) EB C7 if CB#4, TYPE 2 48. GE 205.19 IE 194.81 CB#4-B. uh- 205.66 E 2. 4_8" - , IE 196.67 Ex. R71M - 5 b. 60 Inv 194.10 .29 8F 2091:28 19 IE 194.40 7?0 d6. _;:� CB#5, TYPE 2, 48", w/R,,trIcttor 1.'5' / IV Found Rebar & Cag�, LS 16916 89, 2' 0 East,0.05'North /A./N GRADING: 1 TOTAL CUT 1,517 CUBIC YARDS /�Phone iser TOTAL FILL 1,520 CUBIC YARDS j/ 6 j/ COV 441 it ----------------- F o u P(61 Rebor & A I CRP, LS 4561 it f E -0.16'East, 0.26,)/Sohth/ 38 _0 B3*03 1 0 P/TILITY 8 �8*5'7�\'q N 1. 3 �-7 �8� IN d8*57' _T 1xv \ 9 141.3�') E�M, T TO P. U/ D. I; Found 1/2" Iron R FEN (Typj 5 Pipe CE�FILTER FENCE (TYP) -o /! N 8875�'29,"W J41 3.5 8' W & 4.5 8' N I J. 9 -- - ----------- BSBL 9 7,-- 1 1'- 0 i ;7�206 11 Cap, L�; 4561,/ /0 Found Rebar & ------------ 0 21 . 0 BS13L --- 0. 1 3'W, Ca LS 17665 LOT,T' C 206*80 TOE OF OM'East,0.12'South D i6 j6' /0) 14 23--g'ar, C (0 Fil I -------------- - ------- --------------- it-------------- WA 4. MEADOWDIALT ------------ 4 --------- WOUGUSII1. rARF -BROTIVN4 ----------- 4. - SITE ------------ P I OVIRLOOK 0% SW N11. _T - - W Q r I ___�125.1101,r 0 koff I /� I � / r-ound R��"r ,� /, I / 12V 1 / / / I 206.45 CY (I) GE 206.00 4 j/ 2.5 .00 IE 203.50 45q�& P VICINITY.MA 140 0- a t< North 1 23 .45 qP z Ar 00 202 20 206 20 0 20 40 RESIDI�14CE FINISHE;6 FLOOR LEGAL DESCRIPTION ELE)I.' 206.00 4 PARCELA CN YD p 1 L� 1. _5(2 ALL OF VACATED BLOCK 6, FIRST ADDITION TO I GARAGE THE CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, /GARAGE s�AB -A GARAGE ELEV. 20f.50 ELF ------ 220 SL Ir PACE 31, RECORDS OF SNOHOMISH COUNTY, V.-209.00 2 WASHINGTON, 11,291.40 SQ Ft TOGETHER WITH VACATED ASHLAND AVENUE, NORTH 223.91 HALF OF VACATED BELMONT AVENUE, WEST HALF OF W ------- VACATED EXETER STREET AND ALLEY IN SAID BLOCK 6, 15.48 1111. 20' HIGH 205.18 EXCEPT THE EAST 15 FEET OF THE WEST HALF OF STREET L H7 %; 2 L�±.Q .61 THE SOUTH 225 FEET OF THE SAID VACATED EXETER 206 ------- WEII, S1 76 J -- -- ------- 222 STREET INCLUDING THAT PORTION OF THE NORTH L10r (TYP __jhrs C p,, ;e SOL EXCAVATION SHO I HALF OF THE SAID VACATED BELMONT AVENUE AND Utl ty Eery R11 SEhER STUB WN 'JILOT (TYP, 4,045.0 S ;�T XATCHED v)Fule Lin T 1 4 -GE 205.%Z to All Four j1duses eI3 0 0 EXCEPT ANY PORTION OF THE NORTH 431 FEET AS �,206 IE 19V49 ------------- MEASURED ALONG THE WEST LINE OF THE SAID 1, , N NORTHWEST QUARTER, NORTHEAST QUARTER SECTION 18, -Z __ -24 _-LYING-WESTERLY OF --THE CENTER -LINE-- OF --THAT I!T 2. 1 ?IF 0 i : I v�, " CERTAIN DECLARATION OF EASEMENT AS RECORDED 89' 6" P S Ld E-SM t �!l 2 UNDER AUDITOR'S FILE NUMBER 1614380, RECORDS OF SNOHOMISH COUNTY. 7 N 88 1 LO del. 2-r, 1 1q_ 218 PARCEL B 104. 9' 0 PVC L 16.23' C13#3 /I F�� __ ---- ---- GE 205.68 #2. 20' HIG zzd ------ - ------ 0 11.44 - Sy�REET LI If z AN EASEMENT FOR INGRESS AND EGRESS AND UTILITIES IE 199.83 Yq(TyI I Q I Lr) I \ 0 CN Ar- Zj7j UO N CY OVER AND_UPON A STRIP OF LAND 20 FFPT IM IMT (TYP CB#4. TYPE 2, 48'--\ 1 / / I - 0 ur C*4 C4 CNI /1311 4.80 "1 Z, 4-j 11,4E' 202.30 TYPE 2, 48/ 10.07 4VATION SHOWN\ 001 IV 0- w 'GE SOIL EXC C14 BSBL IE 20O.B8 0 E HATCHED r- 5.450.7 So �q I GANAGE clx'm 200. 198.1 I 2- AIR VENT - =:E�rGE 205.19 co 11, \ \ �6? -� I, i I r) -l'\ 7 III e ELEV. 2116 00 1 ! n�. DETENTION TANK DETAIL N. T. S. 00 220.68 (7) 1 OF CK) It "'D I 1 1 220.38 �\� 12,553.87\\SQ FT I III 0 1 214.48 1, R 01 N _ii8_139 IE 194.81 El 0 220.35 01 207.70 4 - ------ 224 206.1 cly I N 1 00 C0 203. GARAGE SLAB` ELEV. 216.4 0 201 0 0 0 8 .95 Lq 1, --- ------ 222 204,74 1 \ -110--- 00 0 4 04 N Li 11 7+,A)_1 LOT 4 co ------ 220 12,060oo SQ\ _j T < CN 2 CB#5, TYPE 2 46 LLJ -10 -- ----------- CF; GE 201.00 OE 199.3o < 'IE 194.40 10, E OF L,1NE Y FILL FILTER FENCE (T ii 0 L 25' TOP OF 9",PVC (D f'flone 1-�: ---------------- STORM 11NE'=- TA 5+_ Gravel - - ------- 8 T�E 17. BSBL EN P E ------------ ound --------- --- ---- Rebor Cap 0 LS 16916, 0-36' West 242-46' CB#6, Typff --- ------ I/ 2. 7-7- 77 7_77 7- 77,Z�-71 GE 98.74 7 7' ji 6+5 IE 193.48� --- --- X N 9107110st Found Rebar & 7- ------ ".Ca LS1691 6 STA:� +4 .34 O.T6 East _z LEF .. 21.56 z --- 4-z- N ------- - z. z CB#7. TYPE 1 GE 192.00 IE 167.50 00 CONSTRUCT ASPHALT BERM AROUND C.B. R ork /,'-z Z --VV611 (t 0, N- ------------------- : S '+02. ---------------- TA :'+02. T :22.60 --------------------------- ----------------------- \V ------ -------------------- if -6 ------------------------ -------------------------- if ------------- ------------------ --------------------- ------------------ if ------------------ -------------- 230 LU kv J/ MATCH LlIfIE SHEET 2 2 2.0 7' NfW j �O_ADWIDTH RE= 200. 00 OVERFLOW Er__ 1.voju PIPE SUPPORTS (2MIN.) -3" X 0.0-90" ALUMINUM wl 518" STAINLESS BOLTS 2.j51 OUMET 1E 193.40 NOTE: ALL S7EEL PARTS AND 2 Min. SURFACES MUST BE GALVANIZED AND ASPHALT COATED (TREATWENT #1 OR BET7ER). COMPLETE CORROSION PROTEC77ON MUST BE ASSURED. RESTTICTOR PLATE KITH 2.7,3" DIA. ORIFICE CUT IN PLATE, MA CHINE DRILLED, SHARP EDGED.ORIF-ICE. RESTRICTOR PLATE KITH 1.05- DIA. ORIFICE CUT IN PLA 7E; MACHINE DRILLED, SHARP EDGED ORIFICE. Imr- UtNTER LINE OF WHICH IS DESCRIBED IN 11 DECLARATION OF EASEMENT RECORDED UNDER AUDITOR' S FILE NUMBER 1614380; EXCEPT THAT PORTION INCLUDED IN PARCEL A ABOVE. ALL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 4s- M. t ROUND SOLID LOCKING'.11D ADJUST FRAME AND GRATE SUCH THAT RES TRIC TORI POLLU710AI CONTROL DEVICE Is VISIBLE. AT EDGE OF OPENING AND DIRECTLY OVER STEPS. A LIFT HANDLE USE POLY- PROYLENE LADDER 24" 36- 72" 0. 5z FROP - T SHEAR CATE SEE DETAIL 2' MIn. 20 Min. 48 $11 TYPE 11 96C '0,619/vIr C, M Pq rA 114 U 00 0 U) ,I .� LU ,43 00 :5 0) < En z IV % 0 U0 IN W-1 0 CIO 1� U CL 0 C/) qY, 0 40 0 E 41 (D. C L- (f) 0 0. 0 4-d'. V) L 0 _0 Q) *_ C/) 4--J 0 C, C) ry z 0 Q_ C) Ld < < a) z 4_j 0 C_ 0 4--1 0 0 CN > (a) LL Q) 0 () 00 6 a) C/-) C: n < < :3 M _+_j _�: U) 0, 4--; --C) C- U) . C/) Q 0 0 0 N, E 0 Q0 CO _j 0 C 0 -`1,tR U) LL1 _j LU Ci < 0 _j z 0 N < V) 0 (n LLI W [if V) LI_ 0 W 0 M > k rn u C liff Y C 01 P2 71, RECEIVED DEC - 8 2003 PERMIT COUNTER APPROVED AS NOTE[) �y ENGINEE NG Pate: NW 1/4, NE 1/4, SEC. 18) T. - 27 N, R. 4 E, W.M. CONSTRUCTION SEQUENCE 1 . ARRANGE FOR A PRE- CONSTRUCTION MEETING WITH CITY OF EDMONDS SITE INSPECTION, (206)771-0220. 2. CALL DIALDIG(UTILITIES UNDERGROUND LOCATION CENTER) 1 -800-424-5555. 3. INSTALL EROSION CONTROL MEASURES; REFER TO T.E.S.C.P. NOTE BELOW. 4. ROUGH GRADE SITE BEING CAREFUL NOT TO GO BEYOND LIMITS OF CLEARING. 5. INSTALL UTILITIES ONSITE AND OFF. INSTALL SITE ROAD. USE ATB FOR A TEMPORARY ROAD SURFACE UNTIL ALL LOTS HAVE BEEN ROUGH GRADED. PUD MUST MAKE REQUIRED CHANCES TO POWER LOCATIONS AT THIS TIME. 6. INSTALL RETAINING WALL IN THE OFFSITE LOCATION AS SHOWN ON PLANS. 7. WIDEN THE ROADWAY (84th AVE W) & ADD ASPHALT EXTRUDED CURB & SIDEWALK PER PLANS. 5. COMPLETE PROJECT CONSTRUCTION 6. CLEAN UP STORM DRAINAGE SYSTEM. Ex Power Vault-, Ex Phon)e' Riser Ex Fire Hydrant Grove- Ar a Lo- L A Found Rebar & W_ 89, LS 16916 ------ 0 2 East,0.05'North GRADING: i i?,a 9 A�WRA /Phone TOTAL CUT - 1,517 CUBIC YARDS Riser Z Found Iron Pipe, 0.8' Down TOTAL FILL - 1,520 CUBIC YARDS 4. MEADOWIDALT: N1/4, 18-27-4 ------------ 4 6 RUG MEBLIG RF COV A� 4� 4j 13R 0 WIV4 % 13A (IV .0v 'Ri 1 00 1/ SITE f FourA Rebar & COP, LS 4561 C-1 UO, /16'East, 0.26/Schth, if Al __0 - - - -------- - ----------- lu PITILITY /I 184 )d 1/2" Iron Pipe N B3'U3)38 N 8 57, 9" W E�M,\T TO P. Lj" F - ii� 0_0 141.3 ------ 78 3.58' 5 W m7 14, FILTER FENCE (TYP) 0 -C, W & 4.5 8' N -An N 7 'W ----------- BSBL TV) 13. ---------- --------- �u oun 0 8TN_ ST_ ------- S /o/ F d Rebar & Cap, L 4561,,' Ifil WATER -7--206 -- -------------- A!�@L 0 - 13, W, 0. "�Cup,, LS 17665 -------------- __6 21 .20 0.32 East,0.12'South 13 OPOSE01 LO C 206.80 1 0, TOE OF 1 C9 / I // I I 'FoOnd Ro* & C130 D 208.20 FILL LINE N,Wo U D 4-A CB#1 CEI 200.7 /I SQ FT 0 GE 206.00 45q44 VICINITY MAP 11 IEj 198. --L25�-80117 206.45 EN IE 203.50 o + 25.0 / f /0 OV +5 .62 231.45 y5' North 14.1 1111-r / Z, , -7.1 z 00 OP 202- 1/10 1 204 ika+50 A0 20 0 1 1 NOTE: CLEARING and GRADING LIMITS C_)j 2�O 40 206 if Clearing and grading activities will be limited to the plot road and an additional 2 J 15' area surrounding the road. RESIDI�14CE LEGAL DESCRIPTION FINISHF,6 FLOOR 4 01 Clearing and grading will also be allowed to install t J/ underground utilities, and on lots with building permits. M N. N ELEY 206.00/,' also be allowed in the right of way of 84th Clearing and grading will if PARCELA the construction of the retaining wall. Ave W for purposes of widening and TYP GE 2CIfa-0a ALL OF VACATED BLOCK 6, FIRST ADDITION TO >71 THE CITY OF EDMONDS Arropnimr, SE 201 00 E 199:30 fE 194.40 7 lip d6_ _��'CB#5, TYPE 2, 48", W/Restricttor CB#4, TYPE 2. 48* 2" AIR VENT DETENTION TANK DETAIL W T -S. I lu irlr- I-Lj�l THEREOF RECORDED IN VOLUME 2 OF PLATS, iik GARAGE Ld. � 1L PACE 31, RECORDS OF SNOHOMISH COUNTY, z /GARAGE SVAB GARAG.E-91: __220 _j:: ELFzV tLtV. 20f.50 209.00 WASHINGTON, 2 4- 40 SQ,,FT,, TOGETHER WITH VACATED ASHLAND AVENUE, NORTH 291. 0, 223.91 HALF OF VACATED BELMONT AVENUE, WEST HALF OF It V/ VACATED EXETER STREET AND ALLEY IN SAID BLOCK 6, �11'57. Gir ------- 88.61' 8" PVC_ 1,6+00 48 EXCEPT THE EAST 15 FEET OF THE WEST HALF OF Lj!! 0 1.50X 20' 205.18 THE SOUTH 225 FEET OF THE SAID VACATED EXETER 251 Q H IGH 861.61 2 EET LIGH7 1`4 - EB 3TR :t ------ 222 STREET INCLUDING THAT PORTION OF THE NORTH 4 f IV _L 0- -06 Z cq soff EXCAVATION SHOWN HALF OF THE SAID VACATED BELMONT AVENUE AND ------------ 0 SEJER STUB/ A - 4,045.0 SqfT TCHED t7a�e C� LOT k EXCEPT ANY PORTION OF THE NORTH 431 FEET AS L :j 03 0 is C. L Fur vyaxe 1 0 20 MEASURED ALONG THE WEST LINE OF THE SAID 5.%z 1 11 / / / I // ----------- 8,-,' Four �jdusss CB#4. TYPE 2. 4 IE 19SV49 GE 205.19 %---206 C11 NORTHWEST QUARTER, NORTHEAST QUARTER, SECTION 18, 11E 194.81 S7jREE Cq ------ 224 LYING WESTERLY OF THE CENTER LINE OF THAT __5 T CB#4-B, E 2- 48* - __R__ GE 205.66 10. Ld CERTAIN DECLARATION OF EASEMENT AS RECORDED IE 196.67 F4 UNDER -AUDITOR'S -FILE--NUMBER 1614380-- RECORDS c Ex. SSMH a ITCt L_S M t /212 1`0 OF SNOHOMISH COUNTY. 214 14) 10 > Inv 194.10. 216 PARCEL B 218 9 - -------- 0 CB#3 - 'I- / / -4-- - / AN EASEMENT FOR INGRESS AND EGRESS AND UTILITIES #2. HIG I 16.23' z r 011.4 pVC GE 205.68 SYREET LlfiH Typ)_�, If a IE 199.83 OVER AND UPON A STRIP OF LAND 20 -------- I , , CV CY FEET IN WIDTH I E 218.01) 04 L0 CNI THE C\I It 215.51) 1 -4--J r -- 0 (TYP / �2 , V,10 Nzt L 4.80 4� 202.30 4- PY t I Al TYPE 2, 48 00 210.07 64% LACIVATION SHOWN\ I I HATCHED 5,450.7 SO �\T IE 200.88 Cr 04 BSBL ------------ - ------ El LOt,\,3 q _RACE S e<B ELEV. 2AOO 1��11 225.a5 220.68 -GE 205.19 220.38 12,553-87 \PQ , 1 00 1 FT 0! co I If 214.48 1, (LD 0 07 C14 881.39 1 01 :F- = 220.35 0 CN ------ 224 CN IE 194.81 2) 1 207.70 21 1 206.1 GARAGE SLAB OD LjI ELEV. 216.40 C0 203. z ii --- ------ 222 201 0 (A 4 CS I El 0 8 .95 �/ 1_1 " I C.4 00 0 204.74 4 LLI V) \0 LOT 4 7-4-065 DD -- ------ 220 if �13 12,060.0o SQ fT\\ CN Cf) _j < 12 Ci CB#5. TYPE LLJ 10 EL OE 199-30 Lit zui UU pro OE OF FILL' L,1NE 251 FILTER FENCE (T P) L- ------------ Rone _Z�7 -------------- TOP OF Er, PVC 0 STORM 14NE�=- -ji TA 6+ Gravel fkfs�-,r BS13L ----- I I ------------ EFT 1 j 1.5' BETWEENIPIPE i I' I A �qj lFound Rebar & Cap -4. ,LS 16916� 0-36' West CD 242.46 lip _D� 7 /-7 -7 7- 1 1 8 '07'10 2. 7-/" 77 CB#6, Typif 7 //Vv GE 198.74 6+5 7- Found Rebor & IE 193.48 "Cc LS 16916 O-T& East STA i�+46.34 LEF 21.5 -vwvc t N O_Qj< 9 7 ------ I ---------------------- N------ ------------ ----------- ---- �+02. ------------------ 22.60 Z CB#7. TYPE 1 GE 192.00 ------------------------------------------------- IE 187.50 ------------------------------------ ----------- 00 01 > -------------- ASPHALT BERM CONSTRUCT ----------- 7 ------------------------------- AROUND C.B. ----------------- 0 ------- 230 Q) ------- Q 14 lo MATCH LliflE SHEET 2 22.07' NIMA/ ROAD WIDTH Or VVI-11UH IS DESCRIBED IN DECLARATION OF EASEMENT RECORDED UNDER AUDITOR'S FILE NUMBER 1614380; EXCEPT THAT PORTION INCLUDED IN PARCEL A ABOVE. ALL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. cc ROUND SOLID LOCKING,11D ADJUST FRAME AND GRA TE SUCH THAT RESTRICTORI RE= 200. 00 POLLUTION CONTROL DEWCE IS WSIBLE, AT EDGE OF OPENING AND DIRECTLY OVER STEPS. to OVERFLOW EL= 198. 30 LIFT HANDLE PIPE SUPPORTS (2MIN.) .44 3" X 0.090- ALUMINUM W1 518" STAINLESS BOLTS USE POLY- PROYLENE LADDER 2.35' 24" 36" 72- OU ET 6' 1E= 193.40 10. 5z FROP SHEAR! CATE _Ln SEE DETAIL NOTE.- ALL STEEL PARTS AND 2' Min. IL SURFACES MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT #1 OR BETTER). COMPLETE CORROSION PROTEC77ON MUST BE 2' Min. ASSURED. RESTRICTOR PLATE MTH 2.73" DIA. ORIFICE CUT IN PLA 7E, MACHINE 2' Min. DRILLED, SHARP EDGED ORIFICE. RESTRICTOR PLATE KiTH 1.050 DIA. ORIFICE CUT IN PLA 7E; MA CHINE DRILLED, SHARP EDGED ORIFICE. 48 TYPE I I - Orr z 82003 U) I/0 W E4 co Z -d z W W 1:4 CN4 0 r., z co in :g U� z o 0 LJ 4 4�/ C14 0 C� L L0 C) C: ty) :z 0 > E 0. 0 0 4-d 0 0 C) a,'.§. ILI z 0 0 V) LLJ z 0 Of LL) Of V 0 Q) 4_j W V) 0 0 U N Q). Q) LL_ Q) 0 00 b 0-) C n co < _J 41 M 00 (D Q) V) k+_ L_ 0� C CN. V) Q C_ D -0 'E 0 F C- 0 - C-0 10 0 0-) 1 1 0 C- 0 C_ M1 V) Ld _j LLJ < 0 _j 0 < U) Of ry 0 0 3: RECEIVED 'DEC - 82M PERMIT COUNTC APPROVED AS NOTED BY ENGINEERING 1P Datc, I vlr-er�— i�)/