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16628 76TH AVE W (2).PDF111111111111 6160 16628 76TH AVE W PLANNING DATA SINGLE FAMILY RESIDENTIAL IFSTiiETFILE Name: �— J Date: Site Address: lb long ��,�ti`�e \,J Tax Parcel Project Description: Sr V✓lASrtr e�Irbovv, V Plan Check #: Reduced Site Plan Provided: ( ES / NO) Zoning: S_ia CTT\-)- 19.76 - Map Page: Corner Lot: (YES Flag Lot: (YES Critical Areas Determination #: C Pc of bo ` Study Required 4,, F 1,V ❑ Waiver '�C�w, �� �.� , .ter —( moo, mcc� rag ,,,_ • 1 1. ; �.rQ`© e� -�, �� r y�l SEPA Determination: Exempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Street: Side: Side: Rear: b57 Actual Setbacks Street: ide: r �,r Side: .� Rear: �r I ❑ Detached Structures: ❑ Rockeries: ❑ Fences/Trellises: ❑ Bay Windows/Projecting Modulation: ❑ Stairs Deck: Buildin Hei ht Datum Point: (N, r �ole Low I- eAS� a ��e .e Datum Elevation: / o i. ;L 3 Maximum Height Allowed: r I 17. q 3 Actual Height: a Other Parking Required: a Parking Provided: �- Lot Area: Maximum Lot Coverage: 350o Proposed: Lot Coverage Calculations: 0 C t ADU Created: (YES / O Subdivision: � f _ 1 Legal Nonconforming Land Use Determination Issued: (YES / ) Comments "ar.6�te C�>�r f2S, QV Ce o®®C 33 \J �Vo5j e©d,rN-)k,ns\ a a�o o� 4o ck- .-, Plan Review By: Planning Data Form 07-14-09.doc PLANNING DATA 11 STREET FILE Plan Review By: Planning Data Form 07-14-09.doc • ;11AK1Ni; L.:�Al�11lvL1� 1�1:;,,: 1l tS �'7 2. In order.for a variance to be granted in the City: of Edmonds the` criteria as set forth in ECDC 20..85.010 must be satisfied. A review' :has been made: of.the criteria and with connditions the application s.atis.fies thesie-' c r i teiri a: 3.. Special ci-rcums'tances. exist for the granting of a variance. Because of the limited build.ing.area, the steep slope and the location of lot 8 within the PRD, special circumstances do exist for the •granting of a variance. 4. The granting of the variance.will 'not be the grant of a special privilege to the Applicant. The variance will.allow the lot to 'be developed .i.n a.manner similar. to o.ther-properties in .the area.. '5. The requ.e.sted.variance .is consistent.w.ith'the Comprehensive. Policy Plan of the. City of Edmonds and .the Low.D,ensit Residential designation. y 6. The requested variance is consistent and does. not conflict with the purposes of the PRD/RS.-12 zone. The variance will be used for a single-family residence and will not 'be detrimental to other properties in the area:: 7.. With conditions the requested variance wiT1 not. pose any significant impact.. to the~public, nor to nearby private prope.rties..or improvements;. 8. The requestedvariance is the minimum neces.sary`f.or the develop-ment of the prope'r..ty. • DECISION Based upon thepreceding"Findings, of Fact and. Conclusions; the testimony and evidence submitted at the p.ubl•ic�heari.ng; and, upon',. the. impressions of the Hearing Examiner at a site view, it is hereby ordered that.a height variance is granted for... Lot 8 of Brookacres PRD in the City of E.dmond.s, Washington.• This variance.is granted subject to the following condit.i_ons:' 1. The heighC varia-nce shall not exceed eight feet. The maximum height for a structure•sh'a-li be 33 feet., 2. The variance. for the residence shall.be the same as that as submitted ini the building design as. depicted in Exhibit.4.. 3. The -variance shall be recorded' with the .Snohomish County Auditor. =4-. I Skr :�� 'F 2 City of Edmonds Critical. Area Notice of Decision Applicant: l 1 — _I Property Owner: 7sz Iv Critical Area File #: C��R ao t D 6 y Permit Number: Site Location: j 6 6 1+1, Ave Ld Parcel Number: I 0 0 6931Da000Bo.o Project Description: \ � 5 F� 5,� 3e�sr�o� �d� .`t'• a Conditional Waiver. No critical area report is required for the project described above. There will be no alteration of a Critical Area or its required buffer. 2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23,50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. ❑ Critical Area Report Required. The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: 1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions. and values; and 6. The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.1.60 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). 0 viewer S ature Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 APPROVED AS NOTED BAURD / NUGENT RESSDENCE BEDROOM ADDITION OWNIERS: BRIAN BAIRD RACHELNUGENT (ADDRESS: 16628 76th Ave. W. EDMONDS, WA. 98026 CONTRACTOR: DESIGN WORKS CONSTRUCTION BRUGE O'NEILL 15000 VILLAGE GREEN DR. MILLL GREEK LNA. 98012 2016 972 1664 ml �k(aldesi'I.,kswnstructlon net STRUCTURAL ENGINNER: REED AN ASSPCIATES, P5 WENDELL REED, 1507'11 EDMONDS, NIA. 9802b 0311 2121h 5t sw 425 178 2793 CONTACT PERSON: DESIGN WORKS CONSTRUCTION BRUGE O'NEILL 15000 VILLAGE GREEN DR. MILLI. C.RF-EK. NIA. 98012 Al ROVED RY GLANNING w oe ^_Ur m fqN 6�. g � R.�Mv IJ !3Y ENOiNE . ING 4 n0 yu)'o (ftptvojvo 5 .yA�G�Qi a� A MASTER BEDROOM C, ADDITION \ \ \ EXISTIN \ a ' 7 G RESIDENCE LEGAL DESCRIPTION: LOT B OF BROOKACRES PLAKRESIDENnAL DEVELOPN LATHE CITY OF EDMONDS, WASHNGTON. .a ZONING PRD R S 12 SITE 4,799.15SOFT. \ LOWER FLR. 1,466.6 MAIN FLR. 1,133.9 LOFT 506.44 GARAGE 514.5 DECK 272.E R CEI'VED Zane}one' O Fiaa CO HI9 4 tE Pt/ N IS FOR THE PURfVf6 ppp^ �� ov ITHE HOtK QZI`Is 0"LY W/.Y ONFora' /ANY OTNEIi Setb Re uire ActualNFOR ivrlbwl DEFER ?O JUN 2 0 201 '�uR.YeY - Cs�N'ra URs aY rrt . Front t,o;�, DEVELOPMENT SERVICES CTR. Sides 1"`lr �5 _ 6, 17 CITY OF EDMONDS . Rear SIT.EIPLAN 1/811=1' . Other ' BAIRD/NUGENT RE5IDENGE J.4,) MASTER BEDROOM ADDITON .tee u fNP\i)V STANDARD DRAINAGE PLAN UP'•PER C ATCH BAkS1N DETENTION PIPE LCNGTH C01,MkOL GATC" YCNT) 'y— D►3l0 M14, 2' ►.tax COVER —� ? '1 7- 5LOPE+ \ I� 1 SYSTEM CROSS SECTION 3EE PAGE 3 FOR OUTLET CONTROL. DETAIL OIJTLCT C o gT;to c b. l TO OUTLET (RI PRAP OR RUNOF F SPREADER) ._ 21 a 2' a G" DETiP, A! 6" SPALLS (On CQV�L 2'. 2' >< N' DECP, �- CRUS44ED ROCK FRCS+ a LT CCN�QOL RIPRAP OUTLET riA3wEO GRavEL� r0U-rF%-0W TRENCH, MIN 10' LONG. TOP t A" PERF: PIPE TO DE LF-VICL FRCM C.^.yTROL PERF PIPE WITH CAPS RUNOFF SPREADER OUTLET M DETENTION SYSTEM PAGE I OF 3 for _.l ,h,Ps H I De (()0 nu location.�'c✓w„I ., �� plan by phone iG -,2 7o tf date DESIGN DATA System Impenn Pipe Pipe Orifice Number Area Diam Length Diameter I.A�Iz#�,, NOTES 1. Call Engineering -Division (771-3202) for prebackfill and final inspections. 2. Responsibility for operation and maintenance of drainage systems on private property is the responsibility of the property owner(s). Material accumulated;in the storage pipe must be flushed but and removed from catch basins to allow proper operation. The outlet contlrol orifice must be kept open at all times. ad — r• ' 7 Z/ 87 ,n CITY OF EDN1ONOS 9 UJ LU t5 CI.T4 of EDMONDS For Inspection Call 7;71-3202 Address of Construction: RECEIVEDSIDE SE;VEl PERMIT -� JUL 15PERMIT "NO. •078,71 Property Legal Description ( Incl/rude l/al l eL�asement?s) : — + U 1lt'g , �P 1/7 /r. ( �) F 13 racl f( Owner and/or Builder: 1 Contractor & License No: Single Family Residence Multi -Family Commercial ra x (No. of Units ) (No. of fixture Units ) LYNNWO©D I.nvasion into City'Right-of-Way: No X Yes (If Yes, Right -of -Way Construction Permit required. Call One -Call -Center (1-800-.424-5555) before any excavation.) Cross other Private Property: No X_ Yes (If Yes, easement required, attach legal. description and county easement number.) PLEASE READ THE ITEMS LISTED ON THE BACK I certify that I hav read a d shall comply Date w th the items liste on t back. ` r Permit Fee: �)o,� :Issued- By: �CJt7ncc Trunk Charge: ��.` IDate Issued: Assessment Fee: Receipt No.: ?q H H Partial Inspection: Comments Date. Initial Final -Inspection Approved: Date Initia00 Rejected: CD Reason Date Initial v ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy - File Green Copy -'Inspector Buff Copy - Applicant The City of Edmonds Side Sewer Drawing EASEMENT NO_ ____________________________________________ NEW CONSTRUCTION REPAIRS ❑ LID NO_ __________________ _ASMT. NO. --_-____-___-_.___ e_ tQ o�u n �l `% �M (� W� OWNER - J... CONTRACTOR ----------------------•-----•--••---- `------------------------------------- PERMIT NO.(Q-Z_g_7_�_eI� / JOB ADDRESS . l� t`� �. `� -- `" ------ LEGAL DESCRIPTION: LOT NO... BLOCK NO. i C? tJ O z O f-7 L � C i= j PWW-0001-11/75 (REV.11/78) NAME OF ADDITION _______________________ y ------------------------------------------ --------------------- LYNNWOOD LINE q-� I�il C O CSC �b �rmE-q��a�� Approved: DATE' . o �............. B............................................. ;J W ET FILE • HONG CONSULTING ENGINEERS, INC. • Geotechnical Engineering • Material Testing • Construction (duality Control Inspection • GEOTECHNI(:AL SOIL INVESTIGATION 'FOR SINGLE FAMILY DWELLING, LOT 8 13—nO.OhACRES, EDMONDS, WASHINGTON February 3, 1987F�'�����I� Prepared For rFEB 91987 Mr. James 11. DeYoung t'uIA= 8=08 Arcnaea 18409 64th Avenue Northeast Seattle, Washington 98155 Project Number 8704DY 1.0 INTRODUCTION 1.1 GENERAL As requested, a soil foundation engineering study was conducted on the site of a proposed single family`(c.",velling on January 20, 1987. The location of the planned structure is Lot`8 in Brookacres ':states. According to the owner and the architect, the house will be a multistory structure. TJ a floor elevation of the daylight basement, or lowest level; will be approximately 88 feet. 'rile front wall of the house will be about 12 feet from the upper property line, and -the __houi:e . will be some 24 feet wide. The approximate location of the house is indicated on t-he site plan map, Figure 1. The site plan map is based on a survey conducted by the property owner, as are all elevations presented in this report. 1.2 PURPOSE The purpose of the geotechnical investigation is to: a) determine the subsurface soil conditions of the building site b) determine the foundation support for the proposed buildings c) determine the seepage conditions of the site The results of our investigation are presented herein: ,.0 AUTHORIZATION Authorization to procce .-, ;ith this study was received January 12, 1987 in a letter signed by Mr. James DeYoung, the property owner. 1-0 GEOTECHNICAL INVESTIGATION 3.1 SURFACE CONDI"f'1'i)N%.S The lot is located on the Bank of a steep sided ravine above a small creek. The slope is southerly in exposure, and has a relief of 25 feet. The angle of the slope is 20 to 25 degrees, or 50%. The ground surface is covered with low vine growth and occasional trees. The site ranges from 75 feet to 100.feet in relative elevation. 1 P.O. Box 596, Lynnwood, Washington 98046 • (206) 743-4774 3.2 SUBSURFACE CONDITIONS STH' Eptowl' FILE 3.2.1 Soil Exploration Program Three test holes were excavated, utilizing post hole excavators and a hammer driven split spoon sampler. The test hole locations are shown on Figure 1. The soils uncovered in the ex- cavations were logged by a geologist of Hong Consulting Engineers, Inc. The detailed soil logs for the test pits are presented in Figures 2 through 4. Representative samples of the soils encountered in the test holes were collected and transported to the laboratory for further testing. Two types of samples were collected, grab samples and samples obtained from a 6 inch split spoon sampler driven by an 8 pound sledge hammer. 3.2.2 Soil Stratigraphy Two soil units were found on the subject site. Unit 1: "Gravelly Sand The uppermost unit consists of loose to medium, brown fine to coarse sand, with little to some fine to coarse gravel and a trace of silt. Cobbles up to 8 inches in diameter were found in the unit. This soil begins at about the 80 foot elevation, and appears to extend up to the top of the property. Unit 2: Blue Gray Silt Beneath approximately the 79 foot elevation, the sand is underlain by a unit of stiff, blue gray silt. The silt unit was found to be sandy where it was penetrated in TH-3, and clayey in TH-2. As TH-2 is slightly lower than TH-3, it is possible that the unit is slightly more coarse near the depositional contact with the sand, and becomes finer downward. The grain size variation could also be due to natural lateral variablity in the sedimentary environ- ment. Where encountered, the unit contained no material coarser than fine sand. We an- ticipate that the top of this unit will be found near the 80 foot elevation throughout the property. On the slope below 80 feet, the blue gray silt is covered by a thin blanket of sand slough. 3.2.3 Groundwater Conditions Perched groundwater was found along interface between the more permeable sand and the impervious silt unit. Seepage is occurring on the hill slope below TH-2. Similar seepage can be observed in several locales along the creek below the property, and on an adjoining creek. The seepage has induced sloughing of varying severity in three or four places above the creeks. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 SLOPE STABILITY As the property is underlain by sandy soils over groundwater can be observed seeping out of the exists on this site. Therefore, the foundations on on this property should be cast more deeply than this type. E top of impermeable silts and clays, and as hillslope, a potential for slope instability the downslope side of any structure built is normal for a single family dwelling of 4.2 SPREAD FOOTING DESIGN PARAMETERS NMEET FILE It recommended that the structure be supported on spread footing foundations on the upslope side. Spread footings may also be used on the downslope side, as covered below. The foundations should be poured directly on dense, native soil. The following are the design parameters: a) We recommend an allowable net bearing capacity of 3000 psf for the native, dense, brown gravelly sand or stiff blue gray silt. b) Minimum footing widths of 1.5 and 2.0 feet are recommended for the strip and square footings, respectively. c) The spread footings should be a minimum of 6 feet into the native soils on the upslope side of the structure, and 8 feet on the downslope side. We understand that, on the upslope side of the structure, the final floor grade will be greater than 6 feet below the present slope surface. In this event, the footing should cast at least 18 inches below final floor grade. d) Where the foundation excavation is stable and shows no tendency to slough, a conven- tional spread footing and wall foundation may be constructed. Where the excavation walls are unstable, the excavation should be filled with lean concrete immediately upon comple- tion. The spread footings should be cast on the lean concrete surface, and reinforced with dowels. e) Footing excavations should be finished in a neat condition. Any soils within the footing excavation which have become softened or disturbed should be removed. All footing bearing surfaces should be tested and verified for the recommended bearing capacities by a geotechnical engineer. 4.3 DRILLED PIER FOUNDATION DESIGN PARAMETERS (DOWNSLOPE SIDE) The foundations on the downslope side of the house may be of the drilled pier type. If this foundation construction is selected the following parameters apply: a) The drilled pier should be embedded at least 20 feet into the natural soils. b The ' �,'"''...,�---- piers should be a minimum of 18 inches in diameter, anMc&uld be reinforced. c) the walls between the piers should be supported on a grade beam system. d) The pier concrete should be poured as soon as the excavations for the foundation holes are completed, to reduce potential adverse groundwater effects. e) The piers should be tied into the foundations on the upslope side of the building, to -resist possible lateral movement of the structure due to soil creep. f) The allowable vertical capacity of a pier installed in this manner will be 20 tons. 4.4 FLOOR SUPPORT CONSIDERATIONS Any floor slabs should be poured on native, dense, organic free gravelly sand. Six inches of freely draining gravel or gravelly sand with less than 1.5% fines should be placed under the slabs. Visqueen should be placed over the gravel layer. 3 4.5 FOUNDATION/RETAINING WALL PARAMETERS 4.5.1 Foundation Wall Pressure All concrete foundation walls which are fixed at the top and bottom act as rigid retaining walls below the ground surface. Assuming that the backfill soils are In an at rest condition, such walls should be designed to withstand lateral earth pressures calculated on the basis of an equivalent fluid weight of 50 pcf, plus any additional surcharge loads anticipated within a distance equivalent to the height of the wall. If such walls are designed as cantilever structures, the active earth, pressure should be cal- culated at an equivalent fluid weight of 35 pcf., plus any additional surcharge loads an- ticipated within a distance equivalent to the height of the wall. 4.5.2 Retaining Wall Backfill Requirements All retaining walls should be provided with a back wall drainage system, as shown in Figure 5. 4.6 COMPACTION STANDARDS Native, dense, gravelly sand, or stiff silt, supporting floor and footing structures should be compacted to 95% of the Modified Proctor maximum dry density (ASTM D 1557). All retaining and rockery wall backfill should be compacted to 92% of the Modified Proc- tor maximum dry density, on the active side, and 95%, on the passive side (ASTM D 1557). The procedure to achieve the proper density of a compacted fill is dependent on the size and type of compacting equipment, the number of passes, thickness of the layer to be com- pacted, and some soil properties. When the size of the excavation restricts the use of heavy equipment, smaller equipment can be used, but the soil must be placed in thin enough layers to achieve the required compaction. Generally, under compacted soils are the result of poor workmanship or of soils being com- pacted at an improper moisture content. Soils with a high degree of silt or clay may easily become too wet, or coarse grain soils become too dry for maximum compaction. Silty or clayey soils with a water content higher than the optimum must be dried as necessary. Sprinkling is sometimes required to wet a course grained soil to Its optimum water content before compacting. 5.0 CLOSURE This soil investigation program was designed and conducted in accordance with generally accepted engineering standards. Experience has shown that programs planned and executed by these standards reveal with reasonable regularity soils that are representative of subsur- face conditions throughout a site. The analyses and recommendations contained in this report are made based on the assump- tion that the soil conditions encountered in test excavations are representative of actual conditions throughout the subject site. However, experience has also proven that subsoils can vary quite radically over small distances. Inconsistent conditions can occur between test excavations, and not be detected by a geological study. If, during construction, subsurface conditions are encountered which are different from those predicted by the results of this investigation, this office should be notified so that we can review these variances and reconsider our recommendations wherever necessary. 4 ff T FILE Such unexpected conditions frequently require an additional capital expenditure In order to attain a properly constructed project. Therefore, some contingency funds should be made available to cover these potential extra costs. This report is prepared for the exclusive use of the owner's design engineers and the ar- chitect for specific application on this project in accordance with generally accepted soils and foundation engineering practice. No warranty, expressed or implied, is made. In addi- tion, geotechnical supervision is recommended during the construction phases to ensure that a safe, high quality construction is attained. Should any questions arise, please contact this office at your convenience. Sincerely, Sa H. Hong, P.E., President, Hong Consulting Engineers, Inc. 5 SITE PLAN MAP MLE ell APPROXI TE MCAT N F j� / TH-? + /'T H - I Its T -3 41 SCALE (FEE) 0 '10 20 'ju DeYOUNG RESIDENCE. HONG CONSULTING ENGINEERS, INC. Figure 1 TEST HOLE LOG DEPTH (feet) SOIL DESCRIPTION _j N GROUND WATER CONDITION MOISTURE CONTENT o/o SPT RESISTANCE 10 20 30 40 50 60 70 1 2 3 4 5 6 8 loose to medium, brown gravelly fine to coarse sand -cobbles to 8" trace silt damp S1 very damp moist S2 S3 S4 wet END OF HOLE * 12" split spoon sampler driven by 8 pound hammer swung 24" Figure 2 PROJECT Lot 8, Brookacres Estates DATE 1 20 87 LOGGED BY SE ELEVATION 90' DEPTH 7.5' HOLE NO. TH - 1 Edmonds:, Washington SHEET 1 of 1 TEST, HOLE LOGS REETFILE DEPTH (feet) SOIL DESCRIPTION .j N GROUND WATER CONDITION MOISTURE CONTENT °/° • SPT RESISTANCE • 10 20 30 40 50 60 70 1 2 3 4 loose, brown gravelly fine to coarse sand V stiff, blue gray clayey silt END OF HOLE * hole originally excavated by Mr. De Young widened and deepened by Steve Evans. 12" split spoon.sampler driven by 8 pound hammer swung 24" Figure 3 PROJECT Lot 8, Brookacres Estates DATE 1/20/87 LOGGED BY SE ELEVATION 80.' DEPTH 41 HOLE NO. TH - 2 Edmonds,, -Washington SHEET 1 of 1 TO BE USED -AS A GUILDLINE ONLY \ DOWN SLOPE IMPERVIOUS CAP EXTERIOR WALL DAMP ROOFING DRAINAGE SAND AND GRAVEL(16" MIN.) • e o% e v o. .• r d FLOOR SLAB COMPACTED BACKFILLZ VAPOR BARRIER !JEEP HOLE/3' 'o. LEVELING COURSE WITH SAND AND GRAVEL (1" DIA) •t •p 4 n�' _ °0 IiJ6" a�d 12'1 COVET` I epooC • �Io o'll . -eo• 6 MIN. 4" BEDDIP MIN. PEA GRAVEL PERFORATED PIPE WITH 4" MIN. DIA. WRAP WITH FILTER FABRIC NOT TO SCALE . NOTE 1. BACKFILL SHOULD BE COMPACTED IN ACCORDANCE WITH COMPACTION STANDARDS SPECIFIED IN THE PROJECT. 2. DRAINAGE SAND AND GRAVEL SHOULD BE UNIFORMLY GRADED AND FREE FROM FINES. 3. PERFORATED LINE SHOULD BE COVERED WITH PEA -GRAVEL OR SHOULD BE WRAPPED WITH FILTER FABRIC. 4. PERFORATED LINE SHOULD BE DAYLIGHTED AND SLOPED AT LEAST 4 INCH PER 100 FEET. 5. DAMP PROOFING SHOULD BE PROTECTED FROM SCRATCHING DURING BACKFILLING PROCEDURE. SCHEMATIC DIAGRAM OF A BASEMENT/RETAINING WALL SYSTEM WITH A DRAINAGE DESIGN PREPARED BY HONG CONSULTING ENGINEERS, INC. Figure 5 TEST HOLE LOG 210ET FILE DEPTH (feet) SOIL DESCRIPTION J I a 0 GROUND WATER CONDITION MOISTURE CONTENT °/° SPT RESISTANCE • 10 20 30 40 50 60 70 1 2 3 4 5 loose to medium, fine to coarse sand with fine to coarse gravel - trace of gray clayey silt at base S1 wet S2 �_ S3 soft to firm, gray clayey silt- brown mottles at -top; wood debris stiff, blue gray silt and fine sand - little clay 1" silty clay at bottom END OF HOLE �< 12" split spoon driven with 8 pound hammer, 24" swing 58 blows., 3to 4' Figure 4 PROJECT Lot 8, Brookacres Estates DATE 1/20/87 LOGGED BY SE ELEVATION 82 ' DEPTH 5.5' HOLE NO. TH - 3 Edmonds, Washington SHEET 1 of 1 STANDARD DRAINAGE PLAN UPPER C ATC H B4.51N Di TEHTIOH PIPE LENCTH COKTwOL CATCH (VZNT) i,DAs10-� ' 1' Mty r 2' MAX COVER } 0VTLCT CONTROL 7 ly 5LOPF- ► TO OUTLET 1 ` (RIP RAP OR KUNOF F ._ SYSTEM CROSS SECTION SPREADER 3EE PAGE 3 FOR OUTLET CONTROL,. DETAIL 1' a 2' . %" DES, 4 = 6 - SPALLS (an cOuAL) %'_ CAUSNED ROCK FRCS+ 0LrrL= Cow-ROL_ RIPRAP OUTLET IYA-ZMED GRAVEL RENCH, MIN 10' LONG. 1rOLri-FLOW-TRENCH, 4 4- PWR-F: PIPE -M DE L.EVICL FROM x Olrf =_"T.- . CON-RO L i 4- PERF P%PE WITH CAP5 RUNOFF SPREADER OUTLET r, DETENTION SYSTEM PAGE I OF 3 for ' r f n, Ps /L D e /�� Iocation✓Iti r1r plan by phone 70 �f da to DESIGN DATA System Imperm Pipe Number Area Diam S z9" Pipe Length Orifice Diameter �� �f NOTES 1. Call Engineering Division (111-3202) for prebackfill and final inspections. 2. Responsibility for operation and maintenance of drainage systems on private property is the responsibility of the property owner(s). Material accumulated;.in the storage pipe must be flushed but and removed from catch basins to allow proper operation. The outlet contfrol orifice must be kept open atall times. ead 7 2i �7 1 1 J•' CITY OF EDMONDS MEMO TO: Building Division FROM: Engineering Division /CZ� SUBJECT: Z� 14 After review of the subject build-ing permit application, we have the following comments: 1) Connection to City water system required. 2) Connection to City sanitary sewer system required. 3) Right-of-way permit required for any work on City property. 4) Driveway slope not to exceed 14A. 5) Back water valve required if downstairs plumbing is below elevation of upstream manhole. 6) Water and sewer lines to be separated by 10 foot minimum. 7) ;Builder/owner responsible for containing all temporary runoff and ierosion on site and may not impact neighboring properties in any way. 8) !Construction hours from 7:00 a.m. to 10:00 p.m. on weekdays and 10:00 a.m. to 6:00 p.m. on weekends and holidays. a PFtaM= REVIEW CBECICi,IST � RQ7FJC,'T NAME: ADDRESS: U910"L� APPLICATION RDCEIPT DATE: Reviewed (initial date COMMENTSULLNING WTR14Mj STREET ENGNRNG / BUILDING / /// / /// // ObM�t S FAMILY/MULTIPLE/C=IAL - (Circle O M,.t J //// VARIANCE/� ECKED - Planning J �- � • / // / / Q / //// / ///// ///// / — CONDITIONAL USE PERMIT //// ///////// //////// /////// 2 ADB REQUIREMnM CHECKED / 3 TTIWT MM ZONING REQUIREMENTS /// // // Ia cxa�xrAL FTATURFS Rd� :, 07i ////// ///////// //////// .5 AOCF55 SLOPE & VEHICLE ACCESS RAiNAGE PLAN (On Sit �N" ////// ///////// ///////// //////// t, #'7 y iT'REET FILE •: r.,,,:�,; ; ,. / //// ///////// ///////// //////// ""'< � ''. F L4 DESCRIPTION VRRIFICATTON - / ///////// ///////// //////// "'` Y' s 9 3 xffT CLAIM/DEDICATIONS 10 ASEMENP - PUBLIC/PRIVATE !HATE SEWER CONNECTION IF NO LIDS d�1.iM'� // // / ///////// //////%/ 12 ,LAT/SUSDIVISICN REQUIREMENTS-; —.---'��. ////// ///////// //////// 13 fl;h;--�OP-My CX NSTRUCTION PERMIT REM%///// ////�///// ///////// � O/ 14 // _ ,oND Rio FOR PUBLIC IMPROVLMNPS ////// ///////// ///////// //////// 15 On$ CpNDITICPIS 6 GROUND — `..&R FIEU) CHE MED ////// ///////// ///////// //// / 16 PAVING REQUIRES // 11 17 777777 yAND GUTTER REQUIRES) 117111 / 8 DEy7AtK REQUIRID ///////// 19 C[TP FOR DRIVEWAY REQD 20 NAME SIGN RDGD 21 SIGNING RDQD / ///////// ////////// 22 ' SESJER AVAILABILITY / — /1///111111177 / 23 $'SING WATER MASH SIZE � 24 rMFTER SIZE / ////// li/ 25 CE LINE SIZE ////// ///////// kill' 26 �F - REQUIRED ///////// ///////// //////// ////////// 27 ` I; SIZE EXISTING S/I 28 C�]NDCTICXJ INSPECPION READ 29 1i 2 MEI' CHARGE READ 30 •LINE CHARGE READ - SPRINKLER ////// / ////////// 31 32 I'iCfi EXISTING /// 33 77777/7 34 35 / / //// 36 gFISIN READ ////// ///////// ///////// 37 - TID CN SITE PLAN 38_ : DRAINAGE MAINTAIN:wx — �OPEN RUNOFF //////11t 39 — ///////// 140 V. PLANNING MGR ENGINEERING MGR. PUBLIC WORKS MGR. V. PLANNING MGR ENGINEERING MGR. PUBLIC WORKS MGR. 'd►/1e. l C G e, P i p G c7 c2eelc c'`iJ ej sw, be- r Lp Ra f p ec as ►n.et�e-4. RECEVIED JUL 21 1987 ENGINEERING LEGAL DESCRIPTION: LOT 8 OF BROOKACRES PLAN RESIDENTIAL DEVELOPMENT INTHE CITY OF EDMONDS, WASHINGTON. ZONING PRD R S 12 SITE 4,799.15SO.FT. LOWER FLR. 1,466.6 MAIN FLR. 1,133.9 LOFT 506.44 GARAGE 514.5 DECK 272.8 TH Is - lI-TE pLaN is F(=,R -THE PILIK —sE op L-oc^-riNc, -fHF- HOUSE/WA I-K,,AtVt:) k�121VEwri� oWLY . F=PM ANI-4Y o-THF-R 1NFC�I�NjA'flol�l t2,EFF-R ' (D 'T1-(E I�IAy 5uta.vEY - �bN'fOlJi�s �3Y awNl=R . 1 SITE PLAN 1 /811=11 a -CCo THE DE YOUNG HOUSE W� �Z N Q N (' V ❑] et 0.' O J u.l � H ti A I A>>ti��Uae P.O. BOX 319'MERCER ISLAND, WA 98040 (206) 232-5032 DATE 7/1/87 VA ig 11 'pf-:E:MTTED 35'-d -ACTLAL -f)Z 1-0 11 HfIf+� zv F�-- E- EL - 121 - r'al' I I MAY. 1 -1 -1" p,1)\,1i=- AI K i'4-'-r 10, �'HT OF .MA)<. AEOVE MTUM Poll H J o z4-�� A T t. V, co II III 21 0 0 B A 1 V9 - . I Lo tDbhTWM POINT c\j >`WE-CPPAVF-MEKT 2C t g cm GO f.") cn DATE um P011�4T PD�.4— I:--- OF =MFI'r @�-CP-LlWr= ICO A-PPZ:0Vr-1D VU14NCtE 4 6-0 MAX-00'--if-r-- H�IG�-4\LLOWED TI - I A- L I T�D::l HEIGHT + HEIGHT CALCULATIONS 1/811= 1 1 THE DE YOUNG HOUSE A I A P.O. BOX 319/ MERCER ISLAND, WA 98040 (206) 232-5032 7/1/87 r% A of 1; r-r-MTTED 331-QI( -ACTUAL 321—On F I i�+�T P. .AVLm6EL _ 12 .M4x.14'r AffXJvE INST, 'HT OF I1�Ti'Ljl-,AEi -Fl- :MAX. A30VE M UM jol NT Z4 -log J 11 )ATUM POINT �MECP PAYr-EMENT f •�V `l i � rr 1 I � � iJ t{ L N M a . �3 `'L o JuA CW0) V) CYW N rl 1 y r DATE CA-TuM FONT E-D i�-�--=pOF pAV><MW o / B )9.0 99,0 67,75 84.0 AV�1zAG� 92, �j.3 ALLOWM0 +25.0 App1:0VED V/-\M4NCtE 4;3_0 MAx.�it�� H��HT-4\LLGWED+133,D A,--7 Z-\L MDi Ia HEriHT + 132 , 0 HEIGHT CALCULATIONS 1 /811=1' THE DE YOUNG HOUSE P.O. BOX 319/MERCER ISLAND, WA 98040 (206) 232-5032 7/ 1 /87 5/FI) A wy- y�i6Hr 9�all ........................................ STREET FILE A 1 'ftiou&�H Pr,^l Iti c -- ' Dr t oTpt�wt rr lr l EVEN SEC^iIOly G, 1AVE EN ` SHEE r f I I Z -' 0 -- PROPOSED HOUSE IL 84 1 5• - I 414 I o \ PF=Ot�El�TY t.11yH G vJ LZ 5 � � o RECEVIE:D JUL 21 1987 4�H T \ENGINEERING LEGAL DESCRIPTION: LOT 8 OF BROOKACRES PLAN RESIDENTIAL DEVELOPMENT INTHE CITY OF EDMONDS, WASHINGTON. ZONING PRD R S 12 SITE 4,799.15SQ.FT. LOWER FLR. 1,466.6 \ MAIN FLR. 1,133.9 LOFT 506.44 GARAGE 514.5 DECK 272.8 x pe- �ta c-vLeML , v G15 hC`-E:�eA cV Na fE ' rp IS SI?E PL-^N IS FoF:z 'THE PU:ZFc>--E ar 1 OGA?INCH IHE MOUSE , we&, LK ,, ^rNp 9l-(VEwAY OWLY . ForL 4 h}Y 0-rHER I rvFOr�MA�fIoN P EFE:R 'io 'f 1- E OFEt� I�,y 43U12V EY - �N-io Utzs f3� owNl=R . f I k i 1 SITE PLAN 1 /811=11 Cj Z THE DE YOUNG HOUSE o� C� Q x C.7 V m c o J W A I A ::, :l- 7VEPCE? ISLAND \NA 98040 (206) 232-5032 DATE 7/ 1/87 SOU-(N BAIIiRD / NUGENT RE15DENCE BEDROOM ,ADDITION OV4NIERS: BRIAN BAIRD RACHEL NUGENT ADDRESS: 16628 76th Ave. Yq. EDMONDS, M. g8026 CONTRACTOR: DE51ON 1NORK5 CONSTRUCTION BRUCE O'NEILL 15000 VILLAGE GREEN DR. MILLL CREEK, YVA. g8012 20b q72 1664 micckadesi inurorksconstruction.net STRUCTURAL ENGINNER: REED AN A5517CIATE5, P5 YVENDELL REED, 80771 EDMONDS, YVA. g8026 8311 212th St sw 425 '778 2'ig3 CONTACT PERSON: DESIGN YVORKS CONSTRUCTION BRUCE O'NEILL 15000 VILLAGE GREEN DR. MILLL CREEK, YVA. g8012 206 g721664 mirk(@_ designworksconstruction.net 0 0 611 l�lo-re ; `Nlcb S1TE PLAN IS FOR THE PURfO,=s6 of L-ar— .-rINc:, THE HOUSE j WAL.K ,AN0 �ZtYEW^)e OWLY F—z' A hl,Y oTHE4R 1NFOKi1w(A'rtoh! t2,EpLER To THE aFFl�l�.l, ISUMV MY - CANTo UKts 13Y cwNaR . 1" e'FI4 0"IED A!':) TOTED 1�V 'MIDI 'EERIII . ..,,. . Ak 4;�.-7 It 1 SITE PLAN 1 /811=11 rn� �- pQ,l � f ` v <1� I m \1_001-s LEGAL DESCRIPTION: LOT 8 OF BROOKACRES PLAN. RESIDENTIAL DEVELOPMENT INTHE CITY OF EDMONDS, WASHINGTON. ZONING PRD R S 12 SITE 4,799.15SO.FT. LOWER FLR. 1,466.E MAIN FLR. 1,133.9 LOFT 506.44 GARAGE 514.5 DECK 272.8 Corner tf Flag O - ktbacks &ggired Actual Front to t Sides wl - --- _ Rear o ' Other Height s0\)-cN. ' RD �• 13AIRD/NUGENT RESIDENCE JUN 202011 MASTER BEDROOM ADDITON ���LUTYOF�'SEONDSc17. CITY OF EDMONDS °t- . 1 bb28 ibth Ave Yet --- -- -- -- DMON05. YqA g8026FIL a7. -, I ­ " , , ­ .. "T, 1I I AA my� ?Z_ - 1Z d: T: -;�, .. ...... . a __fw.1_ � N 'Ila 'i. g;v y7 Is t; V.- ;Y5. ..... .... . c. T� . ... . ...... .. .. ... zl;:" T to 'tt -1. v Z1 t A- 1-.4., Xw.; A-�tF 5'� x y. 4. yz 5 4, ti V A, 44, t j v I 1 4". V Tw 7 p A� v A" iV .. .... N OT: j v, T. ..... ....... . . . W" V m % . % .... ... 7� z fr, ti :L Wl a q 4 id. . 4. if _­7 JW 1,:­V;,Iv..-,,­,: , '1� . 4 . ...... A.Y; ;-i; -cljy V; I. 411w VE Wr J. W: Vt':1�4. 0. '4:,;1 10 1', ;.-� I '. i '. t -,4c"�Acf , -�t . , ;!.%' -.q� --,i;, 'J� `P-Xl��111.' '. " ...... ... . . i't 6`�r:r to," a Q _,; , . . - . , , -1,� ".;, 1 '7,-i "I ­f.% , 1 1 j .; , , m.'..­1i;1: - — 1 .11 'r," 11: .: �i�j ,, ::. . . ., .: w w eti m 4 I.T: iuy Pz.: I P. �1. ij II�- -I.. A U-Xv" Q, 0 0, J1 -.ewi, NNI . ... ...... It MID r;e Ag. ­!:t E c;,A, -­ I r j...... . .... 41 gg 4, rWi. A'A' d Q n rt ............ 7. v*-' 4) i4l tt, AXe,t`j 1 -11:- "-Wu t; I `,H V`J T1 Ez�i N", e 5TT-'.'; A� F-k-, .7; MI LK' -,T. Vf 1, A-R `7 N7-7 M 7. ea !Of ft if; ej A: ov MA LIMEOP. .Hr-16HT T OT4\L .. ... .... ... AVERAGE q2 .43 % ? a J, A! IT 'fj A W. ALLONABLE 25.00 "..'i f`L_f' a Y., A .�t*­­; Y ;w -1.43 T.7 MAXIMUM ALLONAE 11 VT21 0. AECEIVED I V. J U IN 2 ELOPMENT SE E 4'T �QALCULATIO N D EV �V.T!J, ''HEIGHT � N, I C CITY OF E w 13AIRD/NUC7ENT RE-51 0 A 4: N. i; w. I MABTER BEDROOM ADDITON w 7�, -T— `77, . . . . . . . . . . . . . . . . . . . . ..................... 16625'76th Ave N :j EDMON05, YqA qb02(b